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HomeMy WebLinkAboutSUBMITTED PAPPERSALL APPLICA LE NFO MUS BE CC..., LETED FOR APPLICATION TO BE ACCEPTED Date: ` �Q SCANNED Permit Number: St. Lucie County Building Permit Application �,q6-1 dX Planning and Development Services V�^`, Building and Code Regulation Division V 2300 Virginia Avenue, Fort Pierce FL 34982 Phone: (772) 462-1553 Fax: (772) 462-1578 Commercial Residential X PERMIT APPLICATION FOR: Building Address: 'V\ 13 `f, 0�2\y�_z K(,p 00 -7� M 0 O L-E tar+ruD lug 1�1- 27-11J ]_ Legal Description: J� Cif �11r` Property Tax ID #: l �/_` J -Q U %- "W Site Plan Name: L Project Name: 1� �CJ� •CLl I fl._ Setbacks Front (��ycBack: �pRigl t Sidel OF WORK: NEW SFR (r.:•►rc �Mo 1=€t Side: Lot No. Block No. J AaanionaiworKroue errurnieu unuci uu�Ncnini— Uiic�ncn .Pply. 9HVAC Gas Tank ❑Gas Piping _Shutters Windows/Doors Electric Z Plumbing Slprinnkkler j FIGenerator i Roof 4 Total Sq. Ft of Construction: S . Ft. of First Floor: l%� ZJ 25�'l—Iq Cost of Construction: $1 I ` Utilities:vewerP Septic Building Height: OWNER/LESSEE: CONTRACTOR: Name '�_ L Name: Karen Gordon Address: /9 J7oL2,6�-Z,t) Otif - Company: Paradise Homes Group City: (/i� 7J Coe-0- State: _LL- Zip Code:.72 w D Fax: Phone No. 71z- 410!� 70 5k Address: 575 NW Mercantile Place #109 City: PSL, State: FL Zip Code: 34986 Fax: Phone No. 772-621-4663 E-Mail:� Fill in fee simple Title Holdepage (if different from the Owner listed above) E-Mail: Permitting@ParadiseHomesFL.com State or County License: CGC1518913 If value of construction is $2500 or more, a RECORDED Notice of Commencement is required. 1 x Not Name: Stephen E.Kastner PE 0039528 Ad dress: 5320 Florida Palm Ave City: Cocoa, State: FL Zip: 32927 Phone: 321-003-2093 FEE SIMPLE TITLE HOLDER: x Not Applicable Name: _ Address: City: Zip: one: MORTGAGE COMPANY: X Not Applicable Name: Address: City: State: Zip: Phone: BONDING COMPANY: x Not Applicable Name: Address: City: Zip: Phone: I certify that no work or installation has commenced prior to the issuance of a permit. St. Lucie County makes no representation that is granting a permit will authorize the permit holder to build the subject structure which is in conflict with any applicable Home Owners Association rules, bylaws or and covenants that may restrict or prohibit such structure. Please consult with your Home Owners Association and review your deed for any restrictions which may apply. In consideration of the granting of this requested permit, I do hereby agree that 1 will, in all respects, perform the work in accordance with the approved plans, the Florida Building Codes and St. Lucie County Amendments. The following building permit applications are exempt from undergoing a full concurrency review: room additions, accessory structures, swimming pools, fences, walls, signs, screen rooms and accessory uses to another non-residential use WARNING TO OWNER: Your failure to Record a Notice of Commencement may result in your paying twice for improvements to your property. A Notice of Commencement must be recorded and posted on the jobsite before the first inspection. If you intend to obtain financing, consult with lender or an attorney before commencing work or recording your Notice of Commencement. STATE OF FLORIDA STATE OF FLORIDA COUNTY OF �� S COUNTY OF—LG�G�IS The f ng instr nt w s acknowledgej� efore me The forgoing instru mt was acknowledged before me thisdayof�� 20/ by. his day of / MU�20by 1 d (Name of person acknowledging) (Name of person aFknowledgi g ) State Personally Known _X_ OR Produced Identification Type of Identification Produced Commission Nqe?�/ Revised 07/15/2014 of Notary Public -State of Florida ) PersonallyKnown OR Produced Identification Type of Identificatio Produced PaulaE.OBden Commission No/�2 NOTARYPUBLI Canm# FF970337 Expires 3/14/2020 E. OBdan ddYPUBLIC E OF FLORIDA Expires 3/14/2020 REVIEWS FRONT ZONING SUPERVISOR PLANS VEGETATION SEA TURTLE MANGROVE COUNTER REVIEW REVIEW REVIEW REVIEW REVIEW REVIEW DATE COMPLETE INITIALS JOSEPH E. SMITH, CLERK OF THE CIRCUIT COURT - SAINT LUCIE COUNTY FII&_#­i254028 OR 1,;' 'K 3938 PAGE 1690, Recorde� 2/02/2016 04:02:41 PM 1 PDS NO. 16-056 2 File No. LS 1020165076 3 4 AN ORDER APPROVING AN AFTER -THE -FACT LOT SPLIT FOR 5 PROPERTY CONSISTING OF 28.35 ACRES LOCATED AT 5545 6 KOBELGARD ROAD 8 WHEREAS, the St. Lucie County Planning and Development Services Director has reviewed the 9 application for an after -the -fact Lot Split submitted by James Johnson and Premier Citrus io Management and made the following findings: 11 12 1. The Lot Split application has been approved for property consisting of 28.35 acres of 13 property zoned AGA (Agricultural - 1 dutac) and located approximately % mile north of 14 Indrio Road and % mile east of 1-95 on Kobelgard Road and legally described as follows: 15 16 SEE ATTACHMENT "A" 17 i8 2. The division of the subject property creates two lots depicted on the Boundary Survey(s) 19 created by Frank Cuccurese, PSM, dated October 24, 2016. The two lots are further 20 described on the boundary survey as proposed parcel "A", and proposed parcel V. Lot 21 "A" has a property address of 5545 Kob_eTgard Road, and has a building permit pending L- 22 for a single family home. Lot B is vacani% 23 24 3. The Development Review Committee has reviewed the lot split on the subject property o 25 and found it to meet technical requirements of the Code and the standards of review in 26 Section 11.03.04.13 of the St. Lucie County Land Development Code and to be consistent 27 with the St. Lucie County Comprehensive Pan. 28 29 4. Staff has provided an analysis of the parcel's eligibility for a one-time split pursuant to 30 Section 11.03.04 of the St. Lucie County Land Development Code. That analysis is found 31 in a project summary and memorandum dated November 18, 2016 entitled James 32 Johnson Lot Split, File No. LS 1020165076 33 34 35 NOW, THEREFORE, BE IT ORDERED: 36 37 A. Pursuant to Section 11.03.04 of the St. Lucie County Land Development Code, the James 38 Turner Lot Split is hereby approved after the fact as shown on the boundary survey 39 prepared by Frank Cuccurese, PSM dated October 24, 2016 by the Planning and 40 Development Services Director, subject to the following conditions: 41 42 No further division of the property is permitted unless a final record plat is submitted in 43 accordance with the Code. 44 45 B. St. Lucie County is not responsible for the maintenance, upkeep or improvement of any 46 private drives, roads, streets, easements, or rights -of -way providing ingress and egress or 47 drainage service to the subject property herein. 48 49 C. A copy of this Order shall be attached to the boundary survey described in hereinabove, 50 and shall be placed on file in the Planning and Development Services Department. File No.: LS 1020165076 PDS No. 16-056 November 18, 2016 Page 1 OR BOOK 3938 PAGE 1691 1 D. This Order shall be recorded in the Public Records of St. Lucie County 2 3 ORDER effective the 221' day of November, 2016. a 5 6 PLANNING & DEVELOPMENT SERVICES DIRECTOR 7 ST. LUCIE COUNTY, FLORIDA 8 9 10 11 BY 12 Lwib%Igc'hVftP, Director 13 19 15 APPROVED AS TO FORM 16 AND CORRECTNESS: 17 18 19 20 BY L1 21 A,, -County Attar 22 23 File No.: LS 1020165076 PDS No. 16-056 November 18. 2016 Page 2 i { � fd AU-70j�i 9�,�l �� 14 g'1 7 J�R^W�7JA C _ s-n v�U�3C _sn, ra�waa 9'ISZII — S-r, cmZ I L2 z 91 S�'rJ Janwa, �— ��Sb Sal coon emu— < ^ LV 5, Pasco IIZl I9,OCD �fGtrie� >� 5I l� �oc�ecwi ve �o1nnS9 n Tnc rus T v < Z003 ty 405 I fC"Ie f at U �3 -k1gjl. Property yard Site Address: TBD Sec/Town/Range: 09/34S/39E Map ID: 13/09S Zoning: AG-1 Ownership James L Johnson Karen C Johnson PO Box 690055 Vero Beach, FL 32969-0055 Legal Description Page 1 of 1 Property Identiric7ALccount 1309-322-0001-000-7 t : 4066 Jurisdiction: Saint Lucie County �� I n- .s: 9 34 39 THAT PART OF SEC MPDAF: FROM INT OF C/L OF RD R/W LI OF KOBELGARD RD AND CIL OF CANAL NO. 12, RUN N 89 36 10 W 1324.89 FT TO W LI OF SEC, TH S 00 22 16 W ALG SEC LI 45 FT TO S R/W LI OF CANAL NO. 12 AND POB; TH S 89 36 10 E ALG R/W LI 663.55 FT, TH S 00 28 13 W 621.14 FT, TH N 89 40 38 W 273.51 FT, TH N 00 30 55 E 30 FT, TH N 89 40 38 W 389.04 FT TO W LI OF SEC, TH N 00 22 16 E ALG SEC LI 592.01 FT TO POB- LESS W 30 FT FOR R/W AS IN DB 78-609-(8.79 AC - 382,892 SF) (3831-1767: 3868-2041) Current Values Just/Market Value: $52,564 Assessed Value: $2,417 Exemptions: $0 Taxable Value: $2,417 Taxes for this parcel: SLC Tax Collector's Office 19 Download TRIM for this parcel: Download PDF 12 Total Areas Finished/Under Air (SF):. 0 Gross Area (SF): 0 Land Size (acres): 8.79 Land Size (SF): 382,892 a This information is believed to be correct at this time but it is subject to change and is not warranted. ® Copyright 2016 Saint Lucie County Property Appraiser. All rights reserved. V-%"NQQ(-C�Q http://www.pasle.org/RECard/ 10/5/2016 Property yard _. i , Sale History Date Book/Page Sale Deed Grantor Price Code May 10, 2016 3868 / 2041 0311 WD Johnson James L $0 Jan 25, 2016 3831 / 1767 0205 WD Premier Citrus LLC $104,400 Sep 27, 2000 1333 / 1217 XX02 WD Lykes Bros Inc, $512,200 Jan 1, 1987 ddWI 2t/r2258v XX01 CV $0 This information is believed to be correct at this time but it is subject to change and is not warranted. © Copyright 2016 Saint Lucie County Property Appraiser. All rights reserved. Page 1 of 1 http://www.paslc.org/RECard/ 10/11/2016 JOSEPH E. SMITH, CLERK OF THE CIRCUIT COURT — SAINT LUCIE COUNTY FILE 0 4190489 OR H(,--'.,3868 PAGE 2041, Recorded 05/16/201t-" � 04t26 PM i Preecared by and remm to: Robin Lloyd & Associates, P.A. 5089 Highway AIA Suite 100 Vero Beach, FL 32963 772-234-5500 File Number: Premier 3008 Will Call No:33 Above This Live For Recording Corrective Warranty Deed This Corrective Warranty Deed made this lov/day of M a y, 2016 between Premier Citrus, L.L.C., a Florida Limited Liability Company whose post office address is P.O. Box 690997, Vero Beach, FL 32969, grantor, and James Lynn Johnson and Karen Chavis Johnson, husband and wife whose post office address is P.O. Box 690055, Vero Beach, FL 32969, grown: (Wherever used herein the mna'gremor' and'gssnae• include all 6c panic to this insmmimt and the heir, legal teptesenWives, sod assigns ofi cividuals, red iheay.. W assigns ofeoryonWan , ausumd anstees) Witnesseth, that said grantor, for and in consideration of the sum of TEN AND N0/100 DOLLARS (SI0.00) and other good and valuable considerations to said grantor in hand paid by said grantee, the receipt whereof is hereby acknowledged, has granted, bargained, and sold to the said grantee, and grantee's heirs and assigns forever, the following described land, situate, lying and being in Saint Lucie County, Florida to -wit DESCRIPTION OF PARCEL W: A PARCEL OF LAND BEING A PORTION OF THE SOUTHWEST 1/4 OF SECTION 9, TOWNSHIP 34 SOUTH, RANGE 39 EAST, ST. LUCIE COUNTY, FLORIDA, SAID PARCEL LYING AND BEING WITHIN THAT CERTAIN TRACT OF LAND OF SAID SECTION 9 AS INDICATED ON THE "PLAT OF FORT PIERCE FARMS" AS RECORDED IN PLAT BOOK 2, PAGE 7A, OF THE PUBLIC RECORDS OF ST. LUCIE COUNTY, FLORIDA, ALSO IDENTIFIED AS PARCEL ID: 1309-322-0001- 000-7 BY THE PROPERTY APPRAISER'S OF ST. LUCIE COUNTY, FLORIDA AND BEING FURTHER DESCRIBED AS FOLLOWS: COMMENCING AT THE INTERSECTION OF THE CENTERLINE OF RIGHT OF WAY FOR KOBELGARD ROAD 60.00 FEET WIDE RIGHT OF WAY AS IT NOW EXISTS AND THE CENTERLINE OF RIGHT OF WAY FOR "CANAL NO. 12" OF THE FORT PIERCE FARMS WATER CONTROL DISTRICT 90.00 FEET WIDE RIGHT OF WAY, RUN NORTH 89-36-10" WEST ALONG SAID CENTERLINE OF RIGHT OF WAY OF "CANAL NO.12" A DISTANCE OF 1324.89 FEET TO THE WEST LINE OF AFORESAID SECTION 9, ALSO BEING THE EAST LINE OF SECTION 8, TOWNSHIP 34 SOUTH, RANGE 39 EAST; THENCE RUN SOUTH 00022'16" WEST ALONG SAID WEST LINE OF SECTION 9 A DISTANCE 45.00 FEET TO THE SOUTH RIGHT OF WAY LINE OF AFORESAID "CANAL NO.12" AND POINT OF BEGINNING; FROM SAID POINT OF BEGINNING RUN SOUTH 89e36'10" EAST ALONG SAID SOUTH RIGHT OF WAY LINE OF "CANAL NO.12" A DISTANCE OF 663.55 W nyfked-Pogel Doublenales JOSEPH E. SMITH, .CLERK OF THE CIRCUIT COURT — SAINT LUCIE COUNTY F7,6,E # 4154675 OR SO " B31 PAGE 1767, Recorded 01/28/2016, ',03:54 PM Doc Tax: $730.80 T T t e: 906: -�73 Robin Lloyd & Associales, P.A. 5089 Highway AIA Suite 100 Vero Beach, FL 32963 772-234-5500 File Number: Premier3008 Will Call No.: 33 Above This Line For Recording Data] Warranty Deed This Warranty Deed made this 25th day of January, 2016 between Premier Citrus, LLC, a Florida Limited Liability Company whose post office address is P.O. Box 690997, Vero Beach, FL 32969, grantor, and James Lynn Johnson and Karen Chavis Johnson, husband and wife whose post office address is P.O. Box 690055, Vero Beach, FL 32969, grantee: (whenever used herein the temu `grantor and "grentre include all the ponies to Nis instrument and The heirs, legal representatives, and assigm of individuals, and the successors and assignofoor uratima, name andnastas) Witnesseth, that said grantor, for and in consideration of the sum of TEN AND NO/100 DOLLARS ($10.00) and other good and valuable considerations to said grantor in hand paid by said grantee, the receipt whereof is hereby acknowledged, has granted, bargained, and sold to the said grantee, and grantee's heirs and assigns forever, the following described land, situate, lying and being in Saint Lucie County, Florida to -wit: PARCEL A A PARCEL OF LAND BEING A PORTION OF THE SOUTHWEST 1/4 OF SECTION 9, TOWNSHIP 34 SOUTH, RANGE 39 EAST, ST. LUCIE COUNTY, FLORIDA, SAID PARCEL LYING AND BEING WITHIN THAT CERTAIN TRACT OF LANDOF SAID SECTION 9 AS INDICATED ON THE "PLAT OF FORT PIERCE FARMS" AS RECORDED IN PLAT BOOK 2, PACE 7A, OF THE PUBLIC RECORDS OF ST. LUCIE COUNTY, FLORIDA, AND BEING FURTHER DESCRIBED AS FOLLOWS: COMMENCING AT THE INTERSECTION OF THE CENTERLINE OF RIGHT OF WAY FOR KOBELGARD ROAD 60.00 FEET WIDE RIGHT OF WAY AS IT NOW EXISTS AND THE CENTERLINE OF RIGHT OF WAY FOR "CANAL NO. 12" OF THE FORT PIERCE FARMS WATER CONTROL DISTRICT 90.00 FEET WIDE RIGHT OF WAY, RUN NORTH 89-36'10" WEST ALONG SAID CENTERLINE OF RIGHT OF WAY OF "CANAL NO.12" A DISTANCE OF 1324.89 FEET TO THE WEST LINE OF AFORESAID SECTION 9, ALSO BEING THE EAST LINE OF SECTION 8, TOWNSHIP 34 SOUTH, RANGE 39 EAST; THENCE RUN SOUTH 00'22116" WEST ALONG SAID WEST LINE OF SECTION 9 A DISTANCE 45.00 FEET TO THE SOUTH RIGHT OF WAY LINE OF AFORESAID "CANAL NO.12" AND POINT OF BEGINNING; FROM SAID POINT OF BEGINNING RUN SOUTH 89e36'10" EAST ALONG SAID SOUTH RIGHT OF WAY LINE OF "CANAL NO.12" A DISTANCE OF 663.55 FEET; THENCE RUN SOUTH 00'28'13" WEST A DISTANCE OF 621.14 FEET TO THE NORTH LINE OF THE SOUTHEAST 114 OF THE NORTHWEST 114 OF THE SOUTHWEST 1/4 OF AFORESAID SECTION 9; THENCE RUN NORTH 89°40'38" WEST A DISTANCE OF 273.46 FEET; THENCE RUN NORTH 00°30'55" EAST A DISTANCE OF 30.00 FEET; THENCE RUN NORTH ST40'38" WEST A DISTANCE OF 389.04 FEET TO THE AFORESAID WEST LINE OF SECTION 9; THENCE RUN NORTH 00'22'16" EAST ALONG SAID WEST SECTION LINE A DISTANCE OF 592.01 FEET TO THE AFORESAID SOUTH RIGHT OF WAY LINE OF "CANAL NO.12" AND POINT OF BEGINNING. DoubleTlmaa MT FllDAe Nuahlar�: ,1521 ORTHE CIRCUITPCG 1217SAINT LUCIE COUNTY Recorded:10/06/00 10:54 Stephen H. Reynolds, Esquire Macfarlane Ferguson & McMul an P. O. Box 1531 Tampa, Florida 33601-1531 t Doc Assuap: $ 0.00 s Doc Tax : $ 3,595.40 r Int Tax : S 0.00 cwoRsa veamtuemn THIS SPECIAL. WARRANTY DEED, made and entered into thisdayofSeptemben 2000, by and between LYNES BROS. INC:, a Florida corporation, whose tax identification nmoberis59.0606439.andwhosemai ingAddress isPost0t5ceBox 1690, Tampa, Florida, 33601- 1690 (hereinafter referred to as the "Grantor"). and Premier Citrus, L.L.C., a Florida Limited Liability Company, whose mailing addressBeach, Florida 32966. and whose tax identification number is 9 S— M.M.�(J_ Y S (hereinafter referred to as the "Grantee"). WITNESSETH: The Grantor, fcrand in consideration ofthe sum of Ten andNollOOths Dollars ($10.00) and other good and valuable considerations, the receipt and sufficiency, of which are hereby acknowledged, hereby grants, bargains, sells, conveys, remises, releases, and transfers unto the Grantee and its successors and assigns forever, all that certain land situated in St. Lucie County, Fiarlds, more fully described as follows: See Exhibit "A" attached hereto and incorporated by reference herein (the "Property"). which land is subject to those matters set forth on Exhibit "B" attached hereto and incorporated by reference herein. Parcel Identification Numbers ofthe Property: N 130913100010001;1309322MIOD07 TOGMIERwith all the tenements, heridataments, and appurtenances thereto belongingor in anywise appertaining. TO HAVE AND TO HOLD the same unto the Grantee in fee simple forever. The Grantor does hereby warrant the title to the above described lands and will defend the same against the lawful claims of all persons whomsoever claiming by, through or under the Grantor but against none other. � J I. �i i' q1 809575 WARRANTY DEED This Indenture Made Ihle_,na day of January , A. O. 198 1, SD LYKES PASCO. INC. (formerly LYKES PASCO PACKING CO„ which was between 'fnrmprly PASCO PACKTNG COMPANY) , I a corporation organized and existing underihe laws of the Slate of Florida ,wllhilsofflce and principal place of business at Dade City ,In the County of Pwarn , Stale of Florid, , hereinafter called the grantor, and f YKFs RROS_ TNC_ Flnridg rorpnratinn whose poet office address Is P 0 Box 1690 Tampa FL 33601 , hereinafter called the grantee: (Whenever used herein the terms "grantor" and "grantee" Include all the parties In this Instrument and the heirs, legal representatives and assigns of Individuals, and the successors and assigns of corporations) Wltnesseth: That the grantor, for and In consideration of the sum of $10.00 and other valuable considerations, receipt whereof Is hereby acknowledged, hereby grants, bargains, sells, conveys, runless, releases, and tranafere unto the giants*, all that certain land altuate In Sr_ L"'i.. —County, Florida, to -wit: SEE EXHIBIT "A" ATTACHED HERETO AND MADE A PART HEREOF BY REFERENCE. THIS CONVEYANCE IS SUBJECT TO ALL RESTRICTIONS AND EASEMENTS OF RECORD. And said grantor'doee hereby fully warrant the title to said land, and will defend the same against the lawful claims of all persons whomsoever, except: In W(Ineaa Whereof the said party of the first part by Its duly authorized officers, has hereunto caused Its name to be signed and Its corporate owl affixed the day and you first above written. (CORR.C3}i/jE STAL! i qr-. u i%!'; �Y; " j • - LYKES PASCO, NC. 9v � Ora President =.gV OF fl LSBOROUGH as of •.�� �% The lonQdlrig Instrument was acknowledged before maAhle 211 day of Janus r r:•••:. ., ` P1987by Tr1M T. PLNKTN wPresident and as Secretaryof LYKES PASCO, INC. co a Florida corporation, on behalf of the corporation. leh Witu eat W Prprrei by: Nathan B. SimpsonV27 of Modulate. FArguson, Ole Notary Public State afti Al%on & Melly P.O. Box 1531 My Commission Expires: ..............e. Tampa, Fla.3WH W W. Notary WNk, Stale of FMrids My Commlaios boas Not. V. I"S rsw r.� r„ rremse Property Card r Site Address: TBD Sec/Town/Range: 09/34S/39E Map ID: 13/09S Zoning: AG-1 Ownership James L Johnson Karen C Johnson PO Box 690055 Vero Beach, FL 32969-0055 Legal Description Property Identification P�rcel ID: 1309-323-0001-000-0 Account #: 180760 Use Type: 6000 Jurisdiction: Saint Lucie County 9 34 39 THAT PART OF SEC MPDAF: FROM INT OF C/L OF RD R/W LI OF KOBELGARD RD AND C/L OF CANAL NO. 12, RUN N 89 36 10 W 1324.89 FT TO W LI OF SEC, TH S 00 22 16 W ALG SEC LI 45 FT TO S R/W LI OF CANAL NO. 12, TH S 89 36 10 E ALG R/W LI 663.55 FT, TH S 00 28 13 W 621.14 FT TO POB; TH S 89 40 38 E 631.30 FT TO W RD R/W LI OF KOBELGARD RD, TH S 00 28 01 W ALG R/W LI 60 FT, TH N 89 40 38 W 904.86 FT, TH N 00 30 55 E 60 FT, TH S 89 40 38 E 273.51 FT TO POB (1.22 AC - 53,143 SF) (3831-1767: 3868-2041) Current Values JustfMarket Value: $7,296 Assessed Value: $336 Exemptions: $0 Taxable Value: $336 Taxes for this parcel: SLC Tax Collector's Office 12 Download TRIM for this parcel: Download PDF 12 Total Areas Finished/Under Air (SF): 0 Gross Area (SF): 0 Land Size (acres): 1.22 Land Size (SF): 53,143 This information is believed to be correct at this time but it is subject to change and is not warranted. m Copyright 2016 Saint Lucie County Property Appraiser. All rights reserved. Page 1 of 1 0 C5�6 ) http://www.pasle.org/RECard/ 10/5/2016 Property Card Site Address: TBD See/Town/Range: 09/34S/39E Map ID: 13/09S Zoning: AG-1 Ownership Premier Citrus LLC PO Box 690997 Vero Beach, FL 32969 Property Identification Parcel ID: 1309-323-0002-000-7 Account #: 180761 Use Type: 6000 Jurisdiction: Saint Lucie County Legal Description 9 34 39 W 1/2 OF NW 1/4 OF SW 1/4 AND SE 1/4 OF NW 1/4 OF SW 1/4-LESS RD AND CANAL RS/W AND LESS AS IN OR 3868-2041- (18.31 AC - 797,584 SF) (OR 1333-1217) Current Values Just/Market Value: $109,494 Assessed Value: $5,035 Exemptions: $0 Taxable Value: $5,035 Taxes for this parcel SLC Tax Collectors Office 12 Download TRIM for this parcel: Download POP Total Areas Finished/Under Air (SF): 0 Gross Area (SF): 0 Land Size (acres): 18.31 Land Size (SF): 797,584 This information is believed to be correct at this time but it is subject to change and is not warranted. V Copyright 2016 Saint Lucie County Property Appraiser. All rights reserved. Page 1 of 1 0 http://www.paslc.org/RECard/ 10/11/2016 Property Card sale History Date Book/Page Sale Deed Grantor Price Code Sep 27, 2000 1333 / 1217 XX02 WD Lykes Bros Inc, $512,200 This information is believed to be correct at this time but it is subject to change and is not warranted. m Copyright 2016 Saint Lucie County Property Appraiser. All rights reserved. Page 1 of 1 http://www.pasle.org/RECard/ 10/11/2016 roperty Card Site Address: 5563 KOBLEGARD RD See/Town/Range: 09/34S/39E Map ID: 13109S Zoning: AG-1 ownership Michael D Harrison Diana J Harrison 5563 Koblegard Rd Fort Pierce, FL 34951 Property Identification Parcel ID: 1309-321-0001-0004 Account #: 4065 Use Type:6600 Jurisdiction: Saint Lucie County Legal Description 9 34 39 NE 1/4 OF NW 1/4 OF SW 1/4-LESS N 45 FT AND LESS E 30 FT-(9.00 AC) (9) (OR 1552-1941) Current Values Just/Market Value: $203,768 Assessed Value: $148,715 Exemptions: $50,000 Taxable Value: $98,715 Taxes for this parcel: SLC Tax Collector's Office 12 Download TRIM for this parcel: Download PDF 12 Total Areas Finished/Under Air (SF): 2,841 Gross Area (SF): 3,489 Land Size (acres): 9 Land Size (SF): 392,040 This information is believed to be correct at this time but it is subject to change and is not warranted. m Copyright 2016 Saint Lucie County Property Appraiser. All rights reserved. Page 1 of 1 http://www.pasic.org/RECard/ 10/11/2016 YOSEPH E. SMITH, CLER_.11F THE CIRCUIT COURT - SAINT :IE COUNTY FILE # 4232797 OR BOOK 3915 PAGE 1843, Recorded 09/23/2016 02:43:21 PM Record and return to: First International Title, Inc. 201'SW Port St Lucie Blvd, 205 Port Saint Lucie, FL 34984 (Do not write above this Tine) Permit No. ox FoIIo No. 1309-322-001-000-7 NOTICE OF COMMENCEMENT STATE OF FLORIDA COUNTY OF ST. LUCIE THE UNDERSIGNED hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following Information is provided in this Notice of Commencement. 1. Description of property: See Exhibit A - Legal Description '. See Attached Legal Description Exhibit 'A' 2. General description of improvements: SINGLE FAMILY RESIDENCE AND/OR ALL IMPROVEMENTS i 3. Owner Information or Lessee information if the Lessee contracted for the improvements: a. Name and address: James Lynn Johnson Karen Chavis Johnson 19 Dolphin Dr, Vero Beach, FL 32960 b. Interest In properly: Fee Simple c. Name and address of fee simple titleholder (different from Owner listed above): 4. Contractor (Name and address): K Gordon Construction 575 NW Mercantile Place, 107, Port Saint Lucie, FL 34986 a. Phone Number: (772)621-4663 5. Surety Information (if applicable, a copy of the payment bond 'Is attached): a. Name&Address: b. Phone Number. c. Amount of Bond: 6. Lender (name and address): a. Phone Number. Notice of Commencement SNB f4918p1 04130116 ss pd:9121116 5:15 Seacoast National Bank 50 Kindred Street, Suite 11, Stuart, FL 34994 ATTN: Construction Loan Administration Manager (800)706-9991 Page 1 or Revised 10/27/2011 a OR BOOK 3915 PAGE _ �4 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7, Florida Statutes: a. Name and address: b. Phone numbers of B. In addition to himself or herself, Owner designates Seacoast National Bank, 50 Kindred Street, Suite 201, Stuart, FL, 34994 to receive a copy of theLienor's Notice as provided in Section 713.13(1) (b), Florida Statutes. a. Phone Number: (800)706-9991 9. Expiration date of Notice of. Commencement (the expiration date may not be before the completion of construction and final payment to the contractor,but will be one year from the date of recording unless a different date is specified): WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS -UNDER CHAPTER 713. PART I, SECTION 713.13. FLORIDA STATUTES;, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTSTOYOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Verification pursuant to Section 92.525, Florida Statutes: Under penalties of perjury, I declare that I have read the forgoing notice of commencement and that the facts stated therein are true to the best of my knowledge and -belief. Signature of Owner or Lessee, or Owner's or Lessee's Authorized Officer/Director/Partner/Manager. Borrower: m L 'Johnson Date 13orrd r: Karen Cha Johnson a Its: Its: STATE OF FLORIDA COUNTYOFST. LUCIE q ^) a foregoing instrument was acknowledged before me this. a4 of, who is perso a by: ,tly known to me or w o has pro UCe as idanrificahnn and who did takean oath (SEAL) t� r yce Ir.� Mo(fbrMa NoOos of Commencement SNe. Page 2 of 3 Revised 1=712011 f4916p2 OVUM ss pd:9121116 5:15 Cd2 BOOK 3915 PAGE 11, ;i Exhibit A - Legal Description Loan 674795 Property Tax lD; 1309-322-001-000-7 Property Address: XXX Koblegard Rd Fort Pierce, FL 34951 Parcel A: Aparcel of land being a portion of the Southwest Quarter of Section 9, Township 34 South, Range 39 East, St. Lucie County, Florida, sold parcel lying and being within that certain tract of land of sold Section 9 as Indicated on the Plat Of Fort Pierce Farms as recorded In Plat Book 2, Page 7A; of the Public Records of St. Lucie County, Florlds, also Identified as Panel ID: 1309.322A001-000n by the Property Appraiser's. of St. Lucie County, Florida and being further described as follows: Commenting at the Intersection of the centerline of right of way for Koblegard Road 60.00 feet wide right of way as It now exists and the centerline of right of way, for Canal No. 12 of the Fort Pierce Farms Water Control District 90.00 feet wide right of way, run North 890 36' 10" West along said centerline of right of way of Canal No. 12 a distance of 1324.89 feet to the West line of-a[oremid Section 9, also being the East line of Section 8, Township 34 South, Range 39 East;, thence no South 000 22' 16" West along said West line of Section 9 a distance of 45.00 feet to the South right of way line of aforesaid Canal No. 12 and Point Of Beginning; from said Point Of Beginning run South 89036110" East along said South right of way line of Canal No. 12 s distance of 663.55 feet; thence run South 000 28' 13" West a distance of 621,14 feet to the North 8ne of the Southeast of the Northwest Quarter.ofthe Southwest Quarter of aforesaid Section 9; thence run North 890 40' 38" West a distance of 27351 feet; thence ran North 000 30' SS" East ialstsace of 30.00 feet; thence run North 890 40' 38" West a distance of 399.04 feet to the aforesaid West line of Section 9; thence run North 000 2211611 East along mid West. Section line a distance of 592.01 feet to the aforesaid South right of way line of Canal No. 12 and Point Of Beginning. Less and except a 30.00 feet wide right of way and easement as per Deed Book 78, Page 6099 Public Records of St. Lucie County, Florida. AND Parcel A-1: A parcel of land being a portion of the Southwest Quarter of Section 9, Township 34 South, Range 39 East, St. Lucie County, Florida, said parcel lying and being within that certain tract of land"of said Section 9 as indicated on the Plat Of Fort Pierce Farms as recorded In Plat Book 20 Page 7A, of the Public Records of St. Lucie County, Florida, also Identified as Parcel ID: 1309-322-00.01-00017 by the Property Appraiser's of St. Lucie County, Florida and being further described as follows: Commencing at the Intersection of the centerline of right of way for Koblegard Road 60.00 feet wide right of way as It now exists and the centerline of right of way for Canal No. 12 of the Fort Pierce Farms Water Control District 90.00 fact wide right of way, ran North 890 36' 10" West along said centerline of right of way of Canal Na. 12 a. distance of 1324.89 feet to the West line of aforesaid Section 9, also being the East line of Section 89 Township 34 South, Range 39 East; thence run South 000 2211611 West along said West line of Section 9 a distance of 45.00 feel to the South right of way line of aforesaid Canal No. 12; thence run South 89036110" East along said South right orwey line of Canal No. 12 a distance or 663M feet; thence run South 00028' 13" West a distance of 621.14 feet to the North line of the Southeast of the Northwest Quarter of the Southwest Quarter and Point Of Beginning; from said Point Of Beginning run South 890 4013911 East along sold North line of the Southeast Quarter of the Northwest Quarter of the Southwest Quarter a distance of 63130 feet to the Was right of way line of aforesaid Koblegard Road 60.00 fact wide right of way; thence run South 000 28' Ol" West along mid West right of way line a distance of 60.00 feet; thence ran North 890 40' 38" West along a line being 60.00 feet South of, normal to and parallel with the aforesaid North line of the Southeast Quarter of the Northwest Quarter of the Southwest Quarter, a distance of 904.86 feet; thence run North 00030' 55" East a distance of60.00-feet; thence run South 890 40' 38" East distance of273.51 feet to the Point Of Beginning. Notice of Commencement SNa Page 3 of 3 Revised 1012712011 OR BOOK 3915 PAGE 1 Seacoast NaUonai Bank, NMLSk 608046, Wendy Lounds, NMLS# 1682440 �uua��ovm��4hn�ew�uu� PLANNING & DEVELOPMENT SERVICES DEPARTMENT Building & Code Regulations Division 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772)462-1553 FILLED LAND AFFIDAVIT I, the undersigned, am the owner of the following described property, Id#/Legal for which I have applied to St. Lucie County for a Final Development Permit. In accepting this Final Development Permit, BP Number , I acknowledge that as owner of the above described property, and in accordance with Section 7.04.01(D), St. Lucie County Land Development Code, I shall be responsible for assuring adequate drainage so that the immediate community WILL NOT be adversely affected. I further acknowledge that in granting this permit for the development of this property, St. Lucie County is neither obliged nor liable to provide for, or maintain in any form, adequate drainage off my property which will not adversely affect the immediate community. 0/-2( -zoo Date STATE OF FLORIDA, COUNTY OF 5T L—Lf U BEFORE ME THIS DAY OF g,J&65 LrIV ✓ /� SIGNATURE OF NOTARY PUBLIC F� % 7� 33 COMMISSION NUMBER IS PERSONALLY KNOWN TO Nf� (_) OR WHO HAS YPE OR PRINT NOTARY (SEAL) IDENTIFICATION. Paula E. O'Brien NOTARYPUBLIC SLCPDSD Reviscd 04/11/2011 STATE OF FLORIDA Canng/FF970337 $40Emv Expires 3/14/2020 r cT y�ED *- 16Oq-O53 1 OCT 17 2016 PERrAITTiNG STATE OF FLORIDA St. Lucie County, FL DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION PERMIT CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: James Johnson PERMIT q:56-SF-1710544 APPLICATION #:AP1257715 DATE PAID:' pw%IMiA+.s7 RECEIPT #: DOCUMENT fl: PR1036641 PROPERTY ADDRESS: TBD Kobelgard Rd Fort Pierce, FL 34951 LOT: BLOCK: SUBDMSION: PROPERTY ID 41: 1309322-0001-000-7 [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] SYSTEM MUST HE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION 381.0065, F.S., AND CHAPTER 64E-6, F.A.C. DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHANGE IN MATERIAL FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. SYSTEM DESIGN AND SPECIFICATIONS T I 1,050 1 GALLONS / GPD Septic CAPACITY A [ ] GALLONS / GPD NIA CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] K ( I GALLONS DOSING TANK CAPACITY [ ]GALLONS 8[ ]DOSES PER 24 HAS NPunps [ ] D [ 500 ] SQUARE FEET SYSTEM R ( ] SQUARE FEET N/A SYSTEM A TYPE SYSTEM: [,I STANDARD [ ] FILLED W MOUND I ] _ I CONFIGURATION: Ix] TRENCH I ] BED I ] N F LOCATION OF BENCHMARK: site BM SW corner of lot I ELEVATION OF PROPOSED SYSTEM SITE [ 10.001I INCHES FP I ABOVE/�ESNCHMARK/REFERENCE POINT E BOTTOM OF DRAINFIELD TO BE 13.00 ][INCHES- Ff ](ABOVE BELOW BENCHMARK/REFERENCE POINT L D 0 T H E R W u U-mw: rZo.uuj 11 nzo GAI V"Iluw L jju1 : L j 1MUM5 ie system is sized for 4 bedrooms with a maximum occupancy of 8 persons (2 per bedroom), for a total estimated flow 400 gpd. ie licensed contractor installing the system is responsible for Installing the minimum category of tank in accordance with 64E-6.013(3)(0, FAC. SPECIFICATIONS BY:/� Brian J Ingram TITLE: Environmental Specialist II APPROVED BY: Environmental Specialist II St Lucie CHU axisn J Ingr DATE ISSUED: 10/13/2016 - EXPIRATION DATE: 7/ 018 DH 4016, 08/09 (Obsoletes all previous editions which may not be used) Incorporated: 64E-6.063; FAC lof 3 v 1.1.7 AP1357715 SS1010476 WAY APPLICANT'S NAME: James L Johnson PERMIT#: LEGAL DESCRIPTION: Parcel Control Number 1309-322-0001-000-7 PROPOSED SEPTIC SYSTEM SITE INFORMATION I certify that there are no potable private wells within 75 feet of the available area for the proposed septic system, that there are no non -potable wells within 50 feet of the available area for the proposed septic system, that there are no public wells that serve less than 25 people or less than 15 homes or businesses within 100 feet of the proposed septic system, that there are no public wells that serve more than 25 people or more than 15 homes or businesses within 200 feet of..the proposed septic system, that the water line from the water meter or well to the structure is at least 10 feet from the available area for the proposed septic system unless the plans show the line to be double sleeved or constructed of a minimum of 40 schedule PVC pipe, that there is not a gravity sewer line, low pressure sewer line or vacuum sewage line in a public easement or right-of-way that abuts the property, that there are no lakes, streams, wetlands, or surface water within 75 feet of the available area for the proposed septic system unless the property was created prior to 1972, that the septic system is proposed on the side of the lot or structure farthest from surface water, that all private wells, septic systems and surface water on adjacent or contiguous land within 75 feet of the applicant's lot are shown on the site plan, that all public wells within 200 feet of the applicant's lot are shown on the site plan, and that the location of building or residences, swimming pools, recorded easements, paved areas or driveways, sidewalks, the general slope of the property, filled areas, drainage features, and surface waters such as lakes, ponds, streams, canals, or wetlands are shown on the applicants lot. The natural grade elevation in the area of the proposed septic system and the benchmark must be shown on the site plan. Please locate the benchmark within 200 feet of the proposed septic system. NOTE: MUST BE CERTIFIED BY A FLORIDA REGISTERED SURVEYOR OR ENGINEER. dots/Focroshcptics/SepticApppPagc2 022014.doc CERTIFIED FLORIDA P DATE: 9 ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. M iTe ko RE: 736365 - 736365 MiTek USA, Inc. 6904 Parke East Blvd. Site Information: O T m a FL "Ne-41 5 Customer Info: K Gordon Construction/ Paradise Homes Project Name: Model: 30Rison Residence Lot/Block: Subdivision: Address: Koblegard Road City: Fort Pierce State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 58 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 22 Truss Name Date At 818/1 E A2 RIM A21 A22 T 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 Seal# T9220799 T9220800 T9220801 T9220802 T9220803 T9220804 T9220805 T9220806 T9220807 T9220808 T9220809 T9220810 T9220811 T9220812 T9220813 T9220814 T9220815 T9220816 T9220817 T9220818 T9220819 T9220820 Truss Name A23 A25 A26 07 B2 B3 B4 C1 C2 D' HJ2 HJ2A HJ3 HJ3A HJ7 HJ7A A A The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by American Builders Supply, Inc.. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSIfTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. Date Thomas A. Alban) PE No.39380 MITek USA, Inc, FL Cart 6634 6904 Padre East Blvd. Tampa FL33610 Date: August 8,2016 Albani, Thomas 1 of 2 / RE: 736365 - 736365 Site Information: Customer Info: K Gordon Construction/ Paradise Homes Project Name: Model: Johnson Residence Lot/Block: Subdivision: Address: Koblegard Road City: Fort Pierce State: Florida No. Seal# Truss Name Date 45 T9220821 J2 8/6/16 46 T9220822 J3 8/8/16 47 T9220823 J3A 8/8/16 48 T9220824 J3B 8/8/16 49 T9220825 J5 8/8/16 50 T9220826 J5A 8/8/16 51 T9220827 J7 8/8/16 52 T9220828 J7A 8/8/16 53 T9220829 J713 8/8/16 54 T9220830 RC 8/8116 55 T9220831 RD 8/8/16 56 T9220832 PB1 8/8116 57 T9220833 PB2 8/8/16 58 T9220834 PB3 8/8/16 2of2 Job Truss Truss Type Oty 736365 T922o]]7 736365 Al HIP TRUSS 1 �Ply 1 1 Job Reference(optional) American Builders SuppN. Inc., banned, tL'3Lrr"3 7.Mo s Apr 192016 Mi l eK Industries, Inc. Mon Aug Us UVAU:23Warn raiser I D:ulxQTOxd Re7yM41jhK50 D 1yeOlw-GvJBkknyOryKDaMOl r7?TPTyGMLmECR58MIDypzP_ -2-0-0i- 6-11-9 14-3-1 21-0-0 284-0 31-11-14 3541-] i 43-712 44,3,-0 2-0O 6.11-8 73-7 6�-15 8-4-0 2-7-14 3-11-9 ]E-S 0-7.4 Scale = 1:88.2 71= Sx10 MT20HS= SxfOMT20HS= 7x8 5x14 = 5 24 6 5x6 = 2x4 If 1.5x8 STP= 6.00712 7 8 8 3x4 i 4� bx5 i 3 13 I 14 6x6 = 12 21 I4 n l.SxB STP= 3x4 1` 3x4 _ 22 15 1 2 5%B MT20HS � 5xlo � 16 2.75 F12 a 10 1 2x4 11 3x4 I 4x10c 6-11-9 14-3-1 21-0-0294-0 35-11-] 43-]-12 41: 0 131-11a41 6-11-9 73-] 6-8-15 4-2-0 4-2-0 2-1-14 3-11-9 7-8-5 0.]4 Plate Offsets (XY)-- f2:0-0-13 Edael, 13:0-2-12 0-3-01 r5:0-2-0,0-2-121 f6:0-2-8 0-2-121 f9:0-3-12,0-3-Ol f l l:0-3-80-3-01, f15:0-3-12,0-3-47 rl7:0-4-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Utl PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.76 Vert(LL) 0.76 15-16 >693 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL)-1.0615-16 >500 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.74 21 n/a Na BCDL 10.0 Code FBC2014/rP12007 (Math Weight: 278 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD Structural wood sheathing directly applied or 2-5-14 oc puffins, except 5-6: 2x6 SP 240OF 2.OE, 6-7,7-9: 2z4 SP No.2 end verticals. BOT CHORD 2x4 SP M 30 *Except' BOT CHORD Rigid ceiling directly applied or 3-8-6 oc bracing. 2-15: 2x4 SP M 31, 10-11: 2x4 SP No.2 WEBS 1 Row at midpl 4-14, 9-11, 7-11 WEBS 2x4 SP No.3 `Except` " 9-10: 2x4 SP No.2 OTHERS 2x8 SP No.2 REACTIONS. (Ith/size) 2=1742/0-7-10, 21=1585/0-3-8 Max Horz 2=664(LC 10) Max Upliff2= 1042(LC 10), 21= 960(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-5306/3744, 3-22=-5229/3765, 34= 4519/3499, 4-23=-3515/2874, 5-23=-3503/2900, 5-24— 3504/3010,6-24=-3504/3010, 6-7=-3070/2565, 7-8= 1797/1424, 8-9= 1786/1412 BOT CHORD 2-16=-3935/4954, 15-16=-3948/4979, 14-15= 3516/4200, 13-14=-2689/3163, 12-13= 2323/2826,11-12= 2330/2839 WEBS 3-15=-748/504, 4-15=-77/448, 4-14=-1103/865, 5-14=-401l718, 5-13=436/690, 6-13=-986/1237, 9-11=-1678/2121, 8-11_ 397/436, 7-11= 1707/1495 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=25fh 3=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 2-5-2, Intedor(1) 2-5-2 to 14-8-14, Exteffor(2) 14-8-14 to 31-11-14. Interior(l) 31-11-14 to 43-6-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 21 considers parallel to grain value using ANSUTPI i angle to grain formula. Building designer should verify capacity of bearing surface. 1 8) Provide mechanical connection (by others) of truss to bearing plate capable Of withstanding 1042 lb uplift at joint 2 and 960lb uplift at joint 21. 9)'Semi-dgld pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 10) Segn:AO084511,Date:01/06/2014 ,&WARNING-Vedry designpammelemand READ NOTES ON THIS AND INCLUDED MGFKREFERANCE PAGE01-7473rev. 10=W15BEFOREUSE sesse Design valld for use oNymdth MITeMeonnectour.i derxn Is based onlyupon paramefersshown. arM Is roc on WrAd it bulding component, not a it=system. Before use, the buldng dedgror must verify tlo applicability o(tleslgn parameters arxt Properly Incorporate th'a design Into the overall huldngdeslgn.Timing lndlaltedistoCvckllrlgoflndNkluolhusswebasd/or chordmembersonly. Addlibrcitemporaryantlpermrnentbracing MiTek' prevent Galways required for stobilNand to preventcollapse with poslble personal injury aril pmpedy dam<ge. For gerreml BWtlance regan8tg the 6904 Parke East BHd. fabrkallm storage, delivery, erection and bracing of (nrsses and tnrsssystems, seeANSI/1PIl Quality Criteria, DSB49 and BCV Building Component Trcrya, FL 33610 Salary Information avallable from Trus Nate Ire itute. 218 N. Lee Skeet, Suite 312 Alexandria. VA22314. Job Truss I runs Type DryPly 736366 T9220])e 736365 A2 HIP TRUSS t t Job Reference (optional) American Builders Supply, Inc., Sanford, FL M773 7.64D c Apr 19 2016 MTrek Indumies, Inc. Mon Aug 08 09:1 a34 2016 Page 1 ID:ubR]ToxdRe7yM41jhK50Dlye0lw-S1 UM2UvroDKmlGiVBfgaOjOgDNevrCC3cL5tA4ypzOp r -0ol s-11.s 1aa1 z1-0-0 --� zs<-0 a3-0a ss-11-7 aa�-tz 4T 2-0-0 6-11-9 73-7 641-11 84-0 36-7 2-11-0 7E-s 0-7-4 5x10 MT20HS= 5x10 MT20HS= 6.00 12 5 24 6 axe = 2x4 11 7 8 3x4 i 40 6x6 i 13 3 14 6x6 = 12 1.5xB STP= n 3x4 % n 3x4 c 22 15 2 t6 5x8 MTMHS= 2.7512 Sx10� 2x4 II 4x10 Scare = 1:e8.2 7x8 = 7xe = 5x14 = 1.5x8 STP= 6-425-2-0-0 248-d2-0-0 33--07 5-1111-] I 4&-5 U 37 2-0 3 11 61i9 -7 2E-15 42P7.4 Plate Offsets MY)— 12:0-0-13,Edgel, f3:0-2-12,0-3-01, f5:0-2-0,0-2-121, 16:0-2-8,0-2-121, 19:0-3-12,03-01, i11:0-3-8,0-3-01, f15:0-3-12,0-3-41, 117:0-4-0,0-8-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (too) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.76 Veag-L) 0.76 15-16 >693 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -1.06 15-16 >498 240 MT20HS 187/143 BOLL 0.0 ' Rep Stress Incr YES WB 0.85 HOrz(TL) 0.73 21 n/a n/a BCDL 10.0 Code FBC20147TP12007 (Matrix-M) Weight: 2731b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except- TOP CHORD 5-6: 2x6 SP 240OF 2.OE, 6.7,7-9: 2x4 SP No.2 BOT CHORD 2x4 SP M 30'ExcepY BOT CHORD 2-15: 2x4 SP M 31, 10-11: 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 *Except* • 9-10: 2x4 SP No.2 OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 2=1742/0-7-10, 21=1585/0-3-8 • Max Horz2=632(LC 10) Max Uplift2=-1048(LC 10), 21=-954(LC 10) FORCES. Qb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-22-5289/3759, 3-22=-5213/3781, 3-4= 4519/3515, 4-23=-3515/2891, 5-23=-3503/2916, 5-24=3504/3033, 6-24= 3504/3033,6-7=-3089/2593,7-8=-1963/1562, 8-9=-1952/1550 BOT CHORD 2-16=-3902/4947, 15-16=-3916/4972, 14-15-3485/4192, 13-14=-2658/3163, 12-13-231612827. 11-12-232512834 WEBS 3-15=-7491504, 4-15=-77/448, 4-14=-1103/865, 5-14= 401/719, 5-13=-448/690, 6-13=-961/1240, 9-11= 1783/2243, 8-11=-390/423,7-11— 1623/1435 Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. Rigid ceiling directly applied or 3-8-8 oc bracing. 1 Row at midpt 4-14.9-11.7-11 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=25ft B=45ft; L=44ft eave=5f ; Cat. a; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 2-5.2, Intedor(1) 2-5-2 to 14-8-14, Extedor(2) 14-8-14 to 33-0-7, Intedor(1) 33-0-7 to 43-6-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This tmss has been designed for a 10.0 pet bottom chord live load nonco rcurrent 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 lit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 21 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. v3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1048 lb uplift at Joint 2 and 954 Ib uplift at Joint 21. 9)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Segn:A0084512,Dat9:01/06/2014 ®WARNING-Vedly design pa .I. and READ NOTES ON THIS AND INCLUDED MI]EK REFERANCE PAGE 111IA7473 rev. 10032015 BEFORE USE DedgnvdldforuseoNyvAMMrek®connecfomiNsdesign5bosedoNyuponp r=etemshown,arsd Isforanh lv lWldlWcomponent,not ��- a truss system. Before Use, the bullring designer must verify the appllcablity, of desgn parameters and properly Incorporate mh design Into the overall lurdigdodgn. BracNglrxilcated info prevent Wckliig of lrxllvldud M1ussweb arxf/or clwrd membersoNy. Additional Temporary antl permanent bractrsg M!Tek' N always regaled for stabilltyantl to prevent collapse Win posBxe personal Wury and property tlmnage. Fofgenerolguidanceregardng the fabloallon, storage, delivery, erection and bracing of rmseeand Bus systems saeANS1/1PH Quality Criteria, DSB49 and BCSI Building component 6904 Parke East BNd. Safety Information avdlable from Truss Plate Institute. 218 N. Use Street. Suite 312. Alee,xdda. VA 22314. Tampa, FL 33610 4 A Job ru6S fuss Type Ory y 736WS T9220A9 736MS A3 HIP TRUSS 1 1 Job Reference (optional) AmerWan eunuers oeppw. 1151.1 .m now, - - , m 5x10 MT20HS= 7x8 = 5 25 6 6.00 r12 3.4 i 424 6x6 i < I 3 1.Sx8 STP= 23 2 17 1 zx4 II 4x10 16 5x8 MT20HS 1 14 15 6x6 = 13 3x4 % n' 3x4 c 2.75 12 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.76 16-17 >697 240 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.07 16-17 >496 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Hcrz(TL) 0.72 22 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30'Except' 5-6: 2x6 SP 240OF 2.0E, 6-7,7-9: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except- 2.16: 2x4 SP M 31. 10-12: 2x4 SP No.2 WEBS 2x4 SP N0.3 `Except- 9-10: 2x4 SP No.2 OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 2=1742/0-7-10, 22=1585/0-3-8 Max Horz2=570(LC 10) Max Uplift2=-1060(LC 10), 22=-942(LC 10) Sx6 = 2x4 II 7 8 12 11 4x6 � 5x8 = PLATES MT20 MT20HS Scale = 1:88.2 7x8 = Sx14 = 1.Sx8 STP= 9 1� l4 10 a 3.4 11 GRIP 244/190 187/143 Weight: 267 lb FT =20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-15, 9-11, 7-11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-23=-5263/3779, 3-23=-5187/3800, 3-4=-4519/3536, 4-24=-3515/2911, 5-24- 3504/2936, 5-25=-3505/3068,6-25=-3505/3066,6-7=-3152/2624,7-8=-1533/1200, 8-9=-1533/1201 BOT CHORD 2-17=-3830/4940, 16-17- 3844/4964, 15-16=-3414/4182, 14-15= 2587/3162, 13-14=-2289/2842, 12-13=-2295/2777, 11-12-2308/2746 WEBS 3-16-751/505, 4-16= 77/447, 4-15=41031866, 5-15=-400/722, 5-14= 474/691, 6-14= 925/1223, 6-13-3/260, 7-13=-46/267, 9-11-156112002, 8-11= 270/274, 7-11=-2002/1802 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUII=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bpsf; h=25ft; 8=4511; L=441t; eave=511; Cat. II; Exp C; Encl., GCpi-0.18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 2-5-2. Interior(1) 2-5-2 to 14-8-14. Extedor(2) 14-8-14 to 35-0-7, Intedor(1) 35-0-7 to 43-6-0 zone;C-C formembers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 22 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verily A capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except gt=lb) 2=1060, 22=942. 9) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. .10) Segn:AO084513,Date:01/06/2014 ® WARNING-Vedfydeslgo parametersaod READ NOTES ON THISANDINCLUDED UTTEKREFERANCE PAGEMQ7473rev. 10A34?0IS BEFOREUSE Design volW for use oNy vlA11 MlFeT eenneclon, mistlesign k lxaetl oNy upon parameters shovnt antl 1st« on trlNNtluol W6tling component. r1o1 aff a truss system. Before use. the bulltlirlg destgrler must verify the apWicoblity of dedgn parameters and propedy Incom«ate ihb design Info the overall -on 10 bundng dedgn.&acNgtrWkwied is to prevent WckJing oflntlMtluN hussweb arltl/or chord members oNy. Adtlluona temporary antl peimaneni Machlg MiTek' k always required f« siablllN and to prevent cotlopse w1111 possible p«sorxil hlJldy and propedy oamc@e. For general9rdtlmrz regardng the 6904 Perke East Blvd. f-11-1bn, storage, I.,Nery, erection antl bracing of fmssesantl truss systems sseAN61/iPll Gua91y Cdierla, DSE-89 and BC61 Bu9ding Component safety av®,able hem Tnm %ate, of..218 N. Lee Street. S9fe 312 PlexanMa. VA 2231 d. T.epa, FL 33610 4 Job Truss TN55 Type Gty Pry 736365 T9220]80 736365 A4 HIP TRUSS 1 1 Job Reference (optional) American Uo11-1-ouPPV. sec., aamora ro aef cc •. ,���P =��.�.•.��_•�.��=�_"'. ." „e.,o..=....... �,.... ID:ubcOToxdRe7yM41jhK5ODlyeCil--' 588v17RIbLEoTOmm?wgggX6PlpBkOXMWPXVypzOf -2-0-0 -1 46]-127-s737 6-7-2 1-1-6 -61114-3 4�-044-30 .16 I 6.00 12 3x4 i 424 6x6 i 3 1.5x8 STP= 23 16 2 17 5x8 MTMHS% 1 2x4 4x8 Scale - 1:88.2 5x10 MT20HS= Tx8 = 5 25 6 26 7xe = Sx14 = 6xS 5x6 = 1.5x8 STP= 78 8 14 1s Bk6 = 13 1: 22Lb 3x4 % 3x4 3 12 1T d 4x6 2.75 12 10 5x10 3x4 II LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.76 16-17 >694 240 TCDL 7.0 Lumber DOL 1.25 BC 0,79 Vert(TL) -1.08 16-17 >489 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 HOrz(TL) 0.68 22 We Na BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 `Except- 5-6: 2x6 SP No.2, 8-9: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 `Except' 2-16: 2x4 SP M 31, 10-12: 2x4 SP No.2 WEBS 2x4 SP No.3 `Except' ' 9-11: 20 SP No.2, 9-10: 2x4 SP M 30 OTHERS 2x8 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1742/0-7-10, 22=1585/0-3-8 Max Horz2=508(LC 10) Max Uplifl2= 1070(LC 10). 22=-932(LC 10) PLATES GRIP MT21) 2441190 MT20HS 187/143 Weight: 261 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purims, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-9-8 cc bracing. WEBS 1 Row at midpt 4-15, 9-11 FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-23= 5244/3766, 3-23=-5176/3787, 3-4= 4518/3521, 4-24=-3516/2897, 5-24-3504/2922, 5-25=3508/3049, 6-25=3508/3049, 6-26=-3163/2634, 7-26=3175/2609, 7-8=-2794/2119, B-9=-2506/1974 BOT CHORD 2-17=-3748/4939, 16-17-3761/4963, 15-16=-3329/4179, 14-15= 2502/3164, 13-14=-2229/2839, 12-13= 2272/2776, 11-12-2274/2745 WEBS 3-16=-753/507,4-16=-77/448,4-15-11031865, 5-15=-401/721, 5-14=-465/693, 6-14= 877/1239, 7-13-127/286, 7-11= 530/800, B-11— 1315/901, 9-11=-21 G612676 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psft h=25f1; B=45h; L--44ft; eave=5ft; CaL II; EXp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exlenor(2) -2-0-0 to 2-5-2, Interior(1) 2-5-2 to 14-8-14, Exlerior(2) 14-8-14 to 35.7-2, Interior(1) 35-7-2 to 37-0-7 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will � fit between the bottom chord and any other members. 7) Bearing at joint(s) 2,22 considers parallel to grain value using ANSVTPI 1 angle to groin formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Jolnt(s) except (jt=lb) 2=1070, 22-932. 9)'Semi-rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. 10) Segn:A0084514,Date:01/06/2014 ®WARNING- Verirytleslgnparamefemmd READ NOTES ON TNSANDINCLUDED MITEKAEFERANCEPAGEMH-74T?rev, 1aMQ&1SBEFORE USE Design valid (of use only Win 1,1106 connectors. INs design B based only upon porameters shown. and is for an IndMdud briding comporent, not a truss system. Before use, the builOkg designef must VeON the applicab0ily of design porameters arM properly hcomorote this design Into the overall bWdirq desgn. BrmhgtrMlcaiedislopreventb Wino OfWWwlinfsweba /orchordmemb iSonly. Atldlbnal temporary antl peanafonf Maclrxl MiTek' b sways regUtetlfor staMlNantl to prevent collapse wAlh posshle persorol BnpAy and propedY tlancge. For general gridanceregarcLng the fabOcalbn stwoge.delivery, erectionand Moving of Uussesa tfusssystems,seeMSUIPT Quality Criteria, MB49 and BCSI Buliding Component 004 Parke East Blvd. Safety INormatlon avdlable from Tara PION, Institute, 218 N. Lee Street. Suits 312, Alexancida VA 22314. TafrWe, R. 3361D o N6S Truss Type Pry 736365 TB220781 736365 AS HIP TRUSS 1 1 Job Reference (optional) Amarcen Builders UWPV.--, semom, rL unu .7 ".15 Sxie MT20HS= 6x10 MT20HS = 5 25 6 6.00 12 3x4 6x6 i 3 15 1.5x8 STP= 3x4 23 16 2 17 5x8 MT20H5� 2.75 F12 2xa 1111 3x10 14 6x6 = 13 3x4 Scale = 1:88.2 26 7,8 = 3x4 1 5x14 = 7 Sx6 1.Sx8 STP= = a 9 22 It 1 m !12 Ic / 4x6 C Sx10 = 10 3x4 11 6-11-9 141-1 21-00 25-2-0 29 _I 34P7 4&7-12 4430 n.r..t 7vn I rw-ss enn I ann B.A.T F aa_s X7 Plate Offsets (XY)-- 12:0-0-10 Edgel 13:0-2-12,03-01 f5:0-2-0 0-2-121 (6:0-2-4.0-3-01. 19:Edge,0-3-01. 116:0-3-12,0-3-41. 118:0-4-0,0-3-01 LOADING (psi) SPACING- 2-0-0 CSL DEFL. in floc) brief] Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.76 16-17 >700 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.09 16.17 >487 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress ]net YES WB 1.00 Horz(TL) 0.64 22 n(a n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 253 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 *Except' 5-6: 2x6 SP No.2, 6-8,8-9: 2x4 SP No.2 BOT CHORD 2)(4 SP M 30 *Except* 2-16: 2x4 SP M 31, 10-12: 2x4 SP No.2 WEBS 2x4 SP No.3 -Except- 9-10: 2x4 SP M 30 OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 2=1742/0-7-10, 22=1585/0-3-8 Max Horz 2=446(LC 10) Max Upiift2=-1079(LC 10), 22=-923(LC 10) BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-15 FORCES. Pb) - Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 2-23= 523213741, 3-23= 5176/3762, 3-4_ 4518/3493, 4-24=3516/2868, 5-24= 3505/2894, 5-25=3506/3015, 6.25= 3506/3015, 6-26� 3172/2609, 7-26=3181/2584, 7-8=-2524/1905,8-9=-2190/1648 BOT CHORD 2-17= 3661/4944, 16-17= 3674/4968, 15-16= 3240/4183, 14-15=-2413/3163, 13-14=-2146/2847, 12-13=-2222/2758, 11-12= 2236/2727, 10-11=-194/257 WEBS 3-16= 754/509, 4-16=-76/447, 4-15=-1102/865, 5-15=-400/723, 5-14=-451/690, 6-14=-856/1229, 6-13=01277. 7-13=-122/312, 7-11=-750/850, 8-11=-1286/989, 9-11=-1828/2449 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=25ft; B=45ft; L=44f; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -2-0-0 to 2-5-2. Intedor(1) 2-5-2 to 14-8-14, Extetior(2)14-8-14 to 35.7-2, Interior(l) 35-7-2 to 39-0-7 zone;C-C for members and forces & MWFRS for reactions she=; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed fora 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. 9) Bearing atjolnt(s) 2, 22 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 2=1079. 22=923. .9) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10) Segn:A0084515,Da1SDI/06/2014 Q WARNING -Verlry deslgnpa1amete1..d READ NOTES ON THIS AND INCLUDED M1 KREFERANCEPAGEMIP7473xex. 10N3¢015 BEFOREUSE. Design Valid for use onlywlth MlTeWconnectom RYsdeslgn Is based oNyupon parameters shown. and Is for an hldiVelool looldlrg component, not q tr m system. Before use, the bNlding deugner must vedfy me appllcabYlty of design parameters and propedy hscoiporole this design Into the overall buDalngdeslgn. &achrglrWlcale loprevenlb ldW ImcMrdmemb MoNy. AddllonaltemporaryalMpennanentbracig MiTek' gofindNlduolfmssweba with posndIMSyslem%seeAdpropedydamcger (, Balways rmstorge, eHoeryantltoprevenacollapme criteria, O6B-09 and BC51 BUYding Component thq of I18 OA DSB49rald MSI BuIdingCmpon matrons, ridable 6904 Parke Ee51 Blvd. 223lfty N. Lee S reef Sulems , Nexa1/IPII Safety INormtaon available from truss Rate Vs511Me. 210 N.lee Street Suite 312 NexaMda. VA22314. Safety Information rem Troa Rat In Tartpa, FL 3351 D Job Truce runs Type ty -fly 7MMS T9220]82 736365 A6 HIP TRUSS 1 1 Job Reference (optional) American Builders Supply, Inc- SaMord. FL 32773 7.640 a Apr 19 2016 MRek Industries, Inc. Mon Aug 08 09:10:47 2016 Page 1 ID:ubcQToxdFte7yM41jhK50D1yeOlw-aXmGmx34kt)mSGC9RuVdSTS34c4vO5Gzctk38gypzoc 613a -T-0O 61M19 14-11 2133 A40 %1F2 4187 0. 7.12 2-0-0 611-8 739 6816 &13 67-2 61-5 SF5 7 Scale = 1:91.2 7x10 MT20HS 7xl0 MT2OHS 6.00 12 5 26 6 2] 3x4 4 3x4 J 10x14 MT20HS= 4 25 Sx6 = 1.5x6 STP= 6x6 4 8 9 14 23 3 18 m 15 6x6 = 13 9 1.5x8 STP- 3x4 P rr 3x4 1y 24 16 12 4 2 17 5x8 MT20HS Sxb ` 0 1 2.75 12 5x6 10 2x4 II 2x4 II 4 3.0 611-9 1411 M1 a %2D 2443 %1F2 4187 43)-12 6113 )t1J 6615 4- a Na 6)-2 Sti 2-7-5) Plate Offsets (X,Y)- (2:0-0-10,Edge1, f3:0-2-12,03-01, f5:0-2-0,0-4-81, f6:G-2-4.0-4-12L 18:0-5-4.0-2-81, f12:030,0,3-Ol, fl6:0.3-12.0-3-41 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.73 16-17 >724 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -1.06 16-17 >498 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress ]nor YES WB 0.80 HOrz(TL) 0.49 23 r/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight 253 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except- TOP CHORD 5.6: 2x6 SP No.2, 8-9: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except' BOT CHORD 2-16: 2x4 SP M 31, 10-12: 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 • OTHERS 2x8 SP No.2 REACTIONS. (Ib/slze) 2=174210-7-10, 23=1585/03-8 Max Horz2=384(LC 10) • Max Uplift2=-1087(LC 10), 23=-915(LC 10) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-24- 5229/3717, 3-24=-5178/3739, 3-4=-4514/3454, 4-25=-3526/2855, 5-25- 3514/2881, 5-26=-3528/3007, 6-26= 3528/3007, 6-27- 3169/2614, 7-27=3180/2589, 7-8=3051/2384,8-9=-905/699, 18-19= 501/394, 9-18=-939/1278 BOT CHORD 2-17- 3577/4958, 16-17=-3590/4982, 15-16=-3138/4187, 14-15-2348/3179, 13-14= 2100/2855,12-13=-2138/2778,11-12=-1344/1782 WEBS 3-16=-763/522, 4-16- 81/448, 4-15=-1077/825, 5-15=-3B3/707, 5-14-- 439/708, 6-14- 812/1271, 7-13=-184/280, 8-11- 1711/13B9, 7-12= 407/502, 8-12= 804/1013, 11-18=-1582/2100, 8-18=-739/540 Structural wood sheathing directly applied or 2-5-14 oc purling, except end verticals. Rigid calling directly applied or 3-10-10 or; bracing. 1 Row at midpt 4-15 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=5.8psh, h=25ft; B=451h L=44ft; eave=511; Cat. 11; Exp R Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2) -2-0-0 to 2-5-2, Interior(1) 2-5-2 to 14-8-14. Extedor(2)14-8-14 to 35-7-2, Interior(1) 35-7-2 to 41-0-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide w1l fit between the bottom chord and any other members. 7) Bearing at joints) 2, 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify x capacity of bearing surface. 8) Provide mechanical connection (by others) of imss to beading plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 2=1087, 23=915. 9) Segn:AO084516,Date:01/06/2014 AWARNING- VedfydestgapAxamefersandREADNOTES ONTHISANDINOLUOEOMIrEKREFERANCEPAGEMW4"mv.1MDJ2a15BEFOREUSE Designvdid for useonlyWth Mgek®connedors lNstleslgn h Wsedonlyupon parameters shown.Ontlhlor gi 9WMdual burding component nor [,•��■ a trusssystem. Before use, file bullcling dedgner must vedfy the appllcablity of design Parameters antl Properly trwomorate this design Into the overall bsRdng assign. Bracing trxgcatetl is to prevent Wckrulg of lMfvldual lfusweb and/oTchard members only. Additional femporcry anal permanent bracing MiTek' Is always requIretl for stobUlly and to prevent collapse Wan posbxe persorwl injury oral properly damage. For general guidance, reggdi g the fabrkdkrn. sloaxe-delNery. erection and bracing of trusses Ond fans systems seaANSI/TPI I Cuenly Criteria, DS"9 and la St 8ubdng Component 69N Parke East Blud. SOrery huormotlon available from Trus Plata Institute. 218 N. Lee Streal. Site 312. Alexandria. VA 22314. Tmrpa, FL 33610 A7 4-2-0 Scale: 1"T 7x9 6x6 = 5 6 3x4 II 3x6 i 7 4 3x6 8 Sx6 4 6.00 12 3 15 16 5x6 = sat 1 7.6xe STP= 17 'A"E Sx14 2 5x6 8 2.75 F12 2x4 II 13 12 3x6 1 6x6 = 4x6 > 6-11-9 143-0 2141-0 25-2-0 28.4-0 33-1, 0 3&15 d93-0 &11-A Plate Offsets(XY)— f2:0-1-5.0-0-7113:0-2-120-3-01 f5:0-1-120-3-12j (6�0-3-O0-2-7119:0.3-00.3-01 (11:0-3-80-0-71112:03-OEdgel rl7:-00-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(L-) 0.43 17-18 >926 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.7312-21 >266 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 HOTz(TL) 0.20 13 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight 284 lb FTa2o% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 5.6: 2x6 SP No2 BOT CHORD 2x4 SP NO2'Except* 14-15: 2x4 SP No.3, 7-13: 2x6 SP No2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER Right 2x4 SP No.3 3-0-11 BRACING - TOP CHORD Structural mod sheathing directly applied. BOT CHORD Rlgid telling directly applied. WEBS 1 Row at mldpt 4-16, 6-14 REACTIONS. (lb/size) 13=2213/0-33, 11=345/Mechanical, 2=1225/0-7-10 Max Harz 2=401(LC 9) Max Upliftl3=-1107(LC 10), 11=-296(LC 10), 2=-858(LC 10) Max Grav 13=2213(LC 1), 11=401(LC 16), 2=1257(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. -All tortes 250 (Ib) or less except when shown. TOP CHORD 2-3=-3448/1956, 3-4= 2604/1533, 4-5=-1579/1004, 5-6=-10377714, 6-7=34/976, 7-8=-115/933, 8-9=-92/269, 9-10-337/424, 10-11— 1046/43 BOT CHORD 2-18-1682/3292, 17-18=-1688/3310, 16-17-1095/2466, 15-16=-378/1480, 14-15-206/334, 13-14-2235/1170, 7-14=-254/262, 11-12-257/287 WEBS 3-17=-815/600,4-17=-92/473, 4-16— 10341759,5-16=-357/664, 6-14— 1879/794, 8-14= 850/527, 842=-157/538, 9-12=408/391, 5-15=-558/433, 6-15-394/1217 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psh, BCDL=S.epsh h=25ft; B=4511; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; -Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate Is required to be placed over the splice line at joint(s) 17. 5) Plate(s) at joint(s) 17 checked for a plus or minus 3 degree rotation about Its center. e) This truss has been designed for a 10.0 psi bottom chord live load nonconcdnent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 48) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except gt=lb) 13=1107, 11=296, 2=858. 11) This truss design requlres that a minimum of 7116" structural wood sheathing be applied directly to the top chord and Ys" gypsum sheetrock be applied directly to the bottom chord. 12) Segn:A0084517,Date:0110612014 'NING- Vedydesignpamnetemend READ NOTES ON THIS AND INCLUDED MITEKREFERANOE PAGEM67473mv. NOdAOISBEFOREUSE. valid infuse odyWM NdfeMconnefm Misdeslgnis basedordyupon parameiersshown, and Wafaa individual bu92rgcomponent not �� W10m. Before use, Me bulking designer must vedty the applicabUlty of design pasometefs ord properly bxolpomte M deslon Into the overall ■ Idedan. Bfachglyd tadlstopreveni WcldingoflydNkluallmssweband/orchordmembeBONy. Addlloraltempofaryandpermanentuacing MiTek, a requ9etl for stab0ps lly and to prevent collae with poss0xo personal b1Pny and popedy damage. For general guidance regafdng Me lion, storage, dellvery, erecllon and bfaclrg of Misses and truss systems, weANSI/IPII Quality Cdleda, DSB-69 and BCSI Building Componenl 6904 P.rla East 8W. nfofmallon avdioNe nom Truss Rate Institute. 218 N. Mee Street. Suite 312 Nexondda, VA 22314. Terry., R. 33610 Job russ Truss Type oty Ply 736365 T9220]83 736365 A7 SPECIAL 1 1 Job Refereme o tional American Builders SupPlg Inc., Santord, FL 32773 7.640 a Apt 19 2016 Miilek Induslries, Inc. Mon Aug 08 09:10:46 2016 Page 2 ID:ulxOToxdRe7yM41jhK50D1yeQly 2jKe_H4dVW5njOnB7b46_g7EGONL7y17gWUdgGypzOb AWARNING -VadydaalgaparametereandREAD NOTES ONTRISANDINCLUDED MREKREPERANCEPAGEMR-T4"nallo=Iolsrs POREUSE Oeslgn vdld for use oNy Wfh MlleM connectors. U* design Is based oNy upon I cametma shown, antl Is for on bdlvldud WOdio,; component not � a trusssystam. Before use, the bu0dng dedgrler most verly IW applicability of dedgn parameters ad properly IncoWrate Bh desgn Into the overall buBNrgdeslgn. Bfachgl dtl TedlstoFxeventbuo"0 ollTsdWualhusawebaTdlmeWdmemb moNy. Addlllorwltemporayandpennmlentbmiw MiTek' hdwaysregdredforstdalitymdfopreventcdlq w hpossmlepers byuryandproperlyd cge. FoTgeneralgddalceregardWthe fobAcatkg. storage, tlelNery, erecilon and MocNg of misses and Imasydems, seeAN51/iPll 6ua81y Cdterla, DSB-89 and BWl Building Component 004 Parke Emt Blvd. Safety Informalion wa lade from Truss Plate ImiBde, 218 N. We Street, Shce 312. AlexaTldda, VA22314. Tampa, FL M10 IF Job Truss Truss Type Pry 736365 T9zzo7114 736MS A6 SPECIAL jCrly 1 1 Job Reference (optional) . AmerCen 6ulltlere buPpy, inc., Jess.o, YL. 6,00 12 US G 4 Sx6 i 3 1.5xa STP= 27 m 2 19 1 3x6 4x6 2.75 F12 50 = 2x4 I 5 29 6 16 7 n US = 10 3x6 4x6 5x6 = 30 7 3x4 II q31 14 4x6 11 BE-9 19-0-0 I 25-2-0 E,2:,l0 38-1-1-5 1 498-0 Pxe YhA.] fi.'Jfl A0A 40.11 11 E-11 4x6 II Scale = 1:93.e Plate Offsets(XY)-- f2,0-1-70-0-7I f3:0-3-00-3-01 f5'0-6-00-2-81 f7:0-3-00-2-01, 110:0-3.00-3.01 f12:0-3-80-0-31 f13:04-00.3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.46 17-19 >868 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -1.0417-19 >388 240 BCLL 0.0 • Rep Stress Incr YES WB 0.74 HOrz(TL) 0.18 14 rVa n/a BCDL 10.0 Code FBC2014/rP12007 (Matdx-S) Weight: 275 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 8-14: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER Right 2x4 SP No.3 3-0-10 REACTIONS. (lb/size) 2=1217/0-7-10, 14=2237/0-3-8, 12=329/Mechanical Max Horz2=366(LC 9) Max Uplift2=-853(LC 10), 14=-1123(LC 10), 12=-285(LC 10) Max Grav2=1256(LC 19), 14=2237(LC 1). 12=388(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Rowel midpt 7-16. 7-15 FORCES. (Ib)-Max.Comp./Max. Ton. -All forces 250(I1b) or less except when shown. TOP CHORD 2-27=-3479/2190, 3-27=-3467/2211, 3-4=-3135/1982, 4-28=-1871/1328, 5-28=-1788/1349, 5-29=-1421/1129,6-29=-1421/1129.6-30=-142111129, 7-30=-1421/1129, 7-8— 115/1024, 8-31=-126/976, 9-31=-142/876, 9-10=-82P276, 1032=304/441, 11-32-312/428, 11-12-1037/144 BOT CHORD 2-19=-1877/3283, 18-19= 1411/2505, 17-18-1395/2530, 16-17=698/1705, 15-16=-440/389,14-15=-2266/1383,12-13=-244/265 WEBS 3-19=339/429, 4-19=-202f720, 4-17=-8577740, 5-17=319/659, 5-16=-389/223, 6-16-3791418, 7-16=-984/1772, 7-15— 1710/936, 9-15=-862/559, 9-13=-188/543, 10-13=-406/416 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psk BCDL=S.epsf; h=25ft; B=45ft; L=24i1; eave=6fh, Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exlerior(2) -2-0-0 to 1-0.0, Interior(1) 1-0-0 to 16-0-0, Extedor(2) 16-0-0 to 19-0-0, Inlerlor(1) 22-0-0 to 28-4-0, Exmerior(2) 31-4-0 to 49-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at Joint(s) 18. 5) Plate(s) at Jolnt(s) 18 checked for a plus or minus 4 degree rotation about its center. G) This muss has been designed for a 10.0 psi bottom chord I Iva load nonconcunent with any other live loads. 7) • This loss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide unit fit between the bottom chord and any other members, with BCDL=10.Opsf. 8) Refer to girder(s) for muss to truss connections. ,9) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of muss to beating plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=853, 14=1123, 12=285. O WARNING-Vedfydeslgnpa eremand NEoMOrvIB2diOnlpg809NC000EOMf KREFE NCEPAGEMl1.74]3rev. 1O 01SJU FOAEUSE Design valld for use oNy v4lh hllieldil crorlrleclas.lNsdeslgn 6based oNyupon Paamelers shown. antl lsfa on 6ldlNdual Cu9tling comporenL rwt �R ■` a truss system. Before use. the bWtBng designer must verlN the appllcaWlN of design paameiers and properly Incoryorate Mils tleslgn Into the overoll bWWgdesign. BacBlg lntlicatedhfo wclAVlg of lntlHklual imswebara/or chortl members oNy. Addltiorxil tempaay aid permax:nt bracing MiTek' prevent 5bways readretl for MabillN and fo prevent collapse with possi5le Penaxil NJury aid propeMdangTe. ror general gultlalce regacB11g 111e fobdcatbn, storage, delNery, erection antl lxac6lg of bums mtl Imasystems seeAN61/IPII Qucllry CAtarla, D68-99 and BC51 BuOtling Component 6904 PaAe East BMd. 6olety INorma,1 n wdbMe hom ims Rate Institute. 218 N. Lee Street Sulie 312 Alexontl4a VA22314. Tampa, FL 33610 Job Truss russ Type ON N ]36365 8220784 736366 AB SPECIAL 1 1 Job Referee o tionai American Builders SupptI, Inc., Sanford, FL M773 7.640 s Apr 192016 MTek Industries, Inc. Mon Aug 08 09:10A9 2016 Page 2 ID:ubxQToxdRo7yM41jhK5QDlyeQlw.Wvul Bd5FGgDeLZMO7Jb5XUVNAQiesOhG3ADACWzOa NOTES (12) 11) This truss design requires that a minimum 017116' structural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. 12) Segn:A0084518,Date:01/06/2014 Q WARNING -Vedfy design parefnel. and HEAD NOTES ON THIS AND INCLUDED MATEK REFERANCE PAGE M0.747.3 rev. 10/0312015 BEFORE USE *� DeslgnvNldforuseoNyvAth MBek coruieclors.l ds gn6basedoNyuponparametenst ,aM form6Mlvldualbuldingcomponent,mf a Wscsyslem. Before use, the balding designer mull verify the applicability of design parameters and Mioedy Incorporate IhN design Into the overall buAt9ry)deslgn. WwhgMicaledisfopfeventb ldhgofOxlMdt hunweband/orcWTdmemb ordy. Adolflorwltemp»raryandpennanenibracing MiTek' h always required for stabilitymd to prevent cdlmse a h poUIDle person Injury and proper] damage. For general9uamce regardlnG me 6904 Parke East and. fabdca storage, delN W. erecfim and bracln0 of Imsesarsd it Systems s ANSIRPII Quality Cdteda, DSB-89 and BC51 Building Component Taapa, FL 33610 Safely Information a nu loble from Truss Rafe InstiMe. 218 N. Lee Sheet. Sulte M Alexandra, VA22314. Job toss toss Type Oty Pty ]36365 9220785 736365 A9 SPECIAL i 1 Job Reference (optional) Nmeman ouiiaers ouppiy. �--, oanmm. 11-11. bx6 = 7x6 = 2x4 k 7x6 = 6.00 12 6 7 5 8 3x4 11 3x6 4 9 5x6 16 3 17 Sx10 = 3x6 %^ 1 1.5c8 STIR - M 4x10 2 1 2.75 F12 21 019 14 13 4x6 = 3x8 = U4 4x6 11 6x6 = Scale = 1:91.0 m 3x6 - 113x6C m 12 to s-10-11 124-2 1.4 -2 21-1-15 I 25-2-0 I 33-2-10 38-1-0 1 49-8-0 5-10-11 .-7 -Sfe 8-0-13 4-0-1 80to a-10-10 /16 12 Plate Offsets (),Y)- [3:0-3-0,0-3-0), [5:0-3-0,0-2-7], [6:0-3-0,0-0-8], [8:0-3-0,0-2-7], [10:0-3-0,0-3-0), [12:0-3-8,0-0-7], [13:03-O,Edge], [15:03-10,0-0-0], [18:0-2-8,0-3-0], 121:0-3-8 LOADING(psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2014/rP12007 CSI. TO 0.58 BC 0.94 WB 0.96 (Matrix-S) DEFL. in (too) Well Ud Vert(LL) -0.29 13-27 >683 240 Vert(TL) -0.74 17-18 >542 240 Horz(TL) 0.13 14 rVa n1a PLATES GRIP MT20 244/190 Weight 2991b Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied. 5-6,6-6: 2x6 SP NO.2 BOT CHORD Rigid ceiling directly applied. Except. BOT CHORD 2x4 SP No.2 *Except* 10-0-0 oc bracing: 18-20 8-14: 2x6 SP No.2, 4-20: 2x4 SP No.3 WEBS 1 Row at midpt 8-16 'WEBS 2x4 SP No.3 *Except* 8-16: 2x4 SP No.2 SLIDER Right 2x4 SP No.3 3-0-11 . REACTIONS. (Its/size) 2=1236fO-7-10, 14=2221/0-3-8, 12=338/Mechanical Max Horz 2=329(LC 9) Max Uplifl2=-857(LC 10), 14= 1101(LC 10), 12= 296(LC 10) Max Grav2=1277(LC 19), 14=2221(LC 1), 12=391(LC 16) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2087/1228,3-4=-2835/1701,4-5=-2844/1875,5-6=-2083/1359, 6-7= 1993/1294, 7-8=-1993/1294,8-9=-121/955, 9-10= 77/271, 10-11=-318/425,11-12= 1039/41 BOT CHORD 2-21=-1006/1849,17-18=825/1902, 16-17=-885/2141, 15-16=-858/576, 14-15=-2248/1210, 8-15= 1603f881, 12-13=-2581270,4-18= 338/387 WEBS 3-21=-689/528, 18-21=-1087/1998, 6-16= 302/111, 7-16=-364/419, 8-16= 1418/2666, 9-15=-864/532, 9-13= 159/542, 5-17=-85/334, 10-13= 405/390, 5-18=-703/1087, 3-18=-229/646 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and CC Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at jolnt(s) except Qt=lb) 2=857, 14=1101, 12=296. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Yz' gypsum sheetrock be applied directly to the bottom chord. ,9) Segn:AO084519,Date:01/06/2014 Q WARNING -Verllydesrgn parametersand READ NOTES ON TNISAND INCLUDED M/TEKREFERANCE PAGEIR&74T3 rev. 101MG015 BEFOREUSE ■R Design valid for useonly Wilk MBeksconnectors. lhlsdesignis basedonlyupon parametersshovm, andlsforan InclAdual buddlrg component.not a tnassystem. Before use, the bWlclrg designer must vedfy the appllcabBlty of rie9gn parameters aril properly incorporate fh5 design Info the overall b dgtleslgn.&achglndkaledhlopreventbucklirgofiMNidualfnssweband/orctwrdmembersonly. Atltlriwnaitemporaryandpermanentbradrg MiTek' BoiwaysieaWredforslo ityandfopreventcoilaps IhposBNepersonol§1lutyon propertyd age. ForgeneralgWdance regarding me fabrication. storage, delivery. erection and brackg of hera'esand trussysl¢ms, s NSUIPII 6uallty Criterla, DS349 and BCSI Building Component 6904 Parke East Bkd. Safely Information available from Tres pate Institute. 218 N. tee Street, Suite 312. Alexandria. VA22314. Tampa, FL 33610 1 Jo Truss I russ Type City 736365 T9220]66 736365 A10 SPECIAL JP1y 1 1 Job Reference (optional) _.....,......_._ __..... ..._.. o co io run n.,aaa1alaa", ,al. ID:uIxOToxdRe7yM41jhK5QD1yeOIwl5tax33na9848rkxabZeEOc?9ALCDViubJngLgypzOz -2-00 6911 15-00 17-1-2 21-59 2' 33-2-10 35-4-D 42- - 9 5 d9-&0 2-GD e9-11 62-5 2-1-2 44-] 36] B-610 2L-6 ]-5-0 610.12 5x6 6.00 12 3x4 11 5,S = 2x4 11 4 5 6 7 5x6 i 3 18 19 x10 = ��20 7x8 � 2x4 II 1.5x8 STP= CP 01 2 2]5 12 4x8 = 3.4 11 5x6 = 8 9 10 Scale = 1:90.9 5x6 11 3x6 tz " 3x6 13 Io 24 23 22 21 16 32 3315 14 4x6 = 2x4 II 7x8 = 3.4 II 6x6 II 5x6 2x4 11 4x6 11 69-11 I 14-00 i7-i-21] 2 21-59 25.2-0 29-33 T3 l 36]-12 42-9-5 49-" I � I I I I I I 5x14 Plate Offsets tXY)- f3:0-3-00-3-4) f4:0.3-80-2-41 f6:0-2-1203-01 f10:0-3-80-2-41 fll:03-00-3-4) j13-0-3-120-0-31 f15:0-3-00-3-0112042-BEdae1 f23:0-2-e Edgel LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.38 21 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.6019-20 >674 240 BCLL 0.0 Rep Stress [nor YES WB 0.91 Horz(TL) 0.12 16 n/a n/a BCDL 10.0 Code FB02014ITP12007 (Matrix-S) Weight: 298 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 "Except' BOT CHORD Rigid ceiling direclly applied. Except: 9-16: 2x6 SP No.2, 5-22: 2x4 SP No.3 10-0-0 oc bracing: 20-22 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-23, 8-17 SLIDER Right 2x4 SP No.3 3-9-10 • REACTIONS. (lb/size) 16=2153/0-3-8, 2=1257/0-7-10, 13=385/Mechanical Max Horz2=295(LC 9) Max Upliftl6=-1059(LC 10). 2=-871(LC 10), 13=-325(LC 10) Max Gray 16=2153(LC 1). 2=1272(LC 19), 13--147(LC 16) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2064/1285, 3.4= 1494/1068, 4-5-2290/1587, 5-6=-2324/1608, 6-7= 2820/1897. 7-8=-282011897, 8-9=-73/858, 9-10=01699. 10-11- 79/362, 11-12= 424/469, 12-13=-5141306 BOT CHORD 2-24= 1052/1823, 23-24= 1054/1821, 19-20= 1481/2809, 18-19=-1477/2815, 17-18= 370/692,16-17=-2226/1235,1632=-279/160,32-33= 279/160, 15-33= 279/160, 14-15= 306/419, 13-14=-307/418 WEBS 3-24=0/268, 3-23= 636/498, 20-23=-1134/2300, 4-20= 928/1873, 10-17= 994/540, 4-23=-1430/755, 11-14=0/262, 11-15=-614/479, 10-15= 264/535, 6-20=-540/367, 8-18= 1214/2383, 8-17=-1885/1182 NOTES- (9) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=5.8psf; h=25f ; B--45ft; L=24f ; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interlor(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This muss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wiil fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1059 lb uplift at joint 16, 871 lb uplift at joint • 2-and 325 lb uplift at joint 13. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 9) Segn:AO084520,Date:01/06/2014 ® WARNING -Vedydeatgn parameters and READ NOTES ON MIS AND INCLUDED MREK REFERANCE PAGE AKP7473 raw. 1@D3/1a1S BEFORE USE �■ Design vdkl for use only with Wekeconnectors. lNs design k bossed only upon iarameters shown. and is for m"v[dual bWtlln9 comparent. nor � a truss system. Before use, ffe bWlding designer must ve0y the applicatonty of design parameters aril properly incorporate this design Into the overall +.�`�r Wldo,;deslgn.&acinglndk lie tolxevenlWcWfWoflndNldualfrusswebard/mCc rdmembersoNy.Atlo1lbnalfempaaryandpeimanenibracUg MiTek' 6dwaysrequlredtorsta lNmdtoVevmtcdloOsewlihpo epersondhllnymdpropedV am e. rorgeneralguldanceregaringthe 1a0rbatlon. storage. delivery, erectlon and braclrg of frussesmd Ws$ystemS seeANSI/fPll Quality errand, DSB49 and 11061 BuBding Component 6904 Parke Eeet BN& Safety Information mallade Uom Truss Rate Instilute, 218 N. Lee Street. Suite 312. Alexand0¢ VA22314. Tanga, FL 33610 Job Truss Truss Type P 736365 9220]e] 7361165 A11 HIP 1 i Job Reference tional wmerrcan ewwere a,,, nm., xnmm,—as11. r.or -nPr mm,o muec.nuus,nes,nm. goo R. .o,o a=. ID:uixQToxdRe7yM41)hK5QDlyeQlw-DIRy9PoCwSC2StWm9G9TYgYK?IcCEASkYRPvM5ypzOy -2-0-0� 6.9-11 1300 186-3 23-10-11 29-5-14 37-4-0 43L-5 49-8­0 1280 6-9-11 62-5 So-3 5-4-8 5-7-3 7-10-2 6-2-4 6-141 6.OD F12 Sx6 — 4 3x6 = 2x4 11 5x10 = 5xio C 5 30 316 32 78 33 9 6-T?nISIF?]R LV Itl 1/ 10 i'• io 4x6 = 2x4 II 3x6 = Sall = bx6 = 3x6 = 3x6 = 2x4 11 4x6 11 3x3 = 6-941 1 1&0-0 22.10-11 1 29-5-14 1 374-0 1 43-6-5 49E-0 Plate Offsets(XY)-- b-U-11 - ti-L-J f3:0-3-00-3-41 (4:0-4-0,0-2-81 f7:0-4-40-3-0L(12:0-4-QO-03) 1l-1U-11 S/J (17:03-80-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.60 Vert(LL) -0.33 17-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.72 17-19 >492 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.70 Hom(TL) 0.03 16 Na n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 2831b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30'Except' 12-15: 2x4 SP NO.2 WEBS 2x4 SP No.3 *Except* 8-16: 2x6 SP No.2 SLIDER Right 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 12=475/Mechanical, 2=1024/0-7-10, 16=2285/0-4-0 Max Horz2=305(LC 9) Max 1Jplifll2= 271(LC 10), 2=-695(LC 10). 16= 1296(LC 10) Max Gravl2s568(LC 16), 2=1076(LC 15), 16=2285(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS i Row at midpt 5-17, 9-16, 8-17 FORCES. (lb) - Max. CompJMax. Ten. -All forces250 (lb) or less except when shown. TOP CHORD 2-28=-1552/1170, 28-29= 1491/1172, 3-29=-1439/1185, 3-4=-1092/915,.4-5=-943/933, 530=-197/298, 30-31=-197/298, 631— 197/298, 6-32=-198/301, 7-32= 198/301, 7-8= 198/301, 8-33-34B/829, 9-33=348/829, 9-10=-288/276, 10-34-678/603, 34-35— 684/600,11-35=-728/591,11-12=-427/254 BOT CHORD 2-20=-900/1509, 19-20=-902(1507, 18-19-238/734, 18-36=-238/734, 36-37=-238/734, 17-37=-238/734,17-38=-783/883,1638=-783/883,13-14=-398/625,12-13=-398/625 WEBS 3-19=-539/575, 5-19=-253/483, 5-17=-808/753,8-16=-1459/1242, 9-16=-1176/938, 9-14-210/504, 10-14= 572/644, 6-17= 255/276, 8-17=-993/1467 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.epsf; h=25ft 6=45ft; L=5011; eave=6f; Cat. 11; Exp C; Encl., GCpI=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 2-11-10, Interior(1) 2-11-10 to 5-11-11, Exterior(2) 5-11-11 to 13-0-0, Interiordl) 20-0-5 to 30-3-11, Exterior(2) 37-4-0 to 49-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsl. 6) Refer to girder(s) for truss to truss connections. •7) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 271 lb uplift at joint 12, 695111 uplift at Joint 2 and 1296lb uplift at joint 16. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y? gypsum sheetrock be applied directly to the bottom chord. • 9) Segn:AO084521,Date:01/06/2014 ,&WARNING-Veary design parerefers end READ NOTESON THISAND INCLUDED MaEKREFERANCE PAGE 111R7473rev. I0/034?015 BEFORE USE valld far use only with MBekO wmax fom. lNs tlesign 6 based onlyupon rs parameieshown. arld h form InWwl buSdrg component not l'Design m` Ni a inm system. Before use, itre bdldrg tlesigrer must ve0ty the appllwWlty of design parameters and properly Incorporate ihktleslgn Into itw overall bWdrgdeslgo. Wachglrldcotedhtoprevmtb Wingofirxlivklud webarxi/orclxxdmemb moNy. Addflorwltemporarymdpermmantbracing MfTek• ISdwaysre dredforslaNityandtopreventcolbpsewilhpossNepersoiwhoyandpropeMdomme. ForgeneralguldoncefegarcLgme fatacafbrt storage, delivery, erecBm mtl brodrg of tnlssesand imrs systems, seeANSNTPli Quality Criteria, DSB-89 and SCSI Bulitling Component 6904 Parke East Blvd. Safety Information avdiade from Truss %ale InsliMe. 218 N. lee sheet. Wle 312. Alexarxirla. VA 22314. Tanpa, FL 331310 ob Truss toss ype b H 736355 T9220]68 736MB Al2 HIP 1 1 Job Refererwe (optional) American Builders Supply, Inc., Sanford, FL M773 7.64D s Apr 19 2016 Mnek Industries, Inc. Mon Aug 08 09:10:26 2016 Page 1 ID:ulxOToxdRe7yM41jhK5GD1 yeOlw-hU1KMlpghmKv415zj_gi515W 98sCzdPm59SUYypzOx s-0-0 6-9-15 11-0-o 18A-14 24a-11 29-5-14 344-0 41-11.2 1 4"e 0 2-0-0 5-9-15 5-2-t 7-8-14 5-t0-13 4-163 4-10-2 78-2 ]-8-14 Sx8 = 2.4 11 5x8 = 2x4 11 Sx6 = Rno R-9 26 27 Swle = 1:89.1 46 = 28 10 2x4 25 3 f.5x8 STP= 24 2 4x6 = a 20 19 29 18 1716 15 14 13 30 12 31 11 Win— 2x4 11 6x10 = 11-0-0 lea-14 zaa-11 za-s-14 3a-4-0 41-gs ae-e-0 it :,No 71-14 5-10-13 410-3 4-10.2 6a-5 8-7-t0 Plate Offsets XY)— (2:0-0-8 Edge1 14:0-5-8 0-2-0j I6:0-4-0 0-3-07 18:0-3-00-3-01 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.23 20-23 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ved(TL) -0.6020-23 >591 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 HOrz(FL) 0.05 11 n/a Na BCDL 10.0 Code FBC20147rP12007 (Malrix-S) Weight: 2931b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 7-15: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midp[ 4-18, 6-78, 9-73, 8-15, 6-15 REACTIONS. (Ib/size) 2=102710-7-10, 11=469/Mechanical, 15=2277/0-3-8 Max Horz2=436(LC 10) Max Uplift2=-646(LC 10), 11=-432(LC 7), 15=-1360(LC 10) Max Grav2=1027(LC 1). 11525(LC 22), 15=2277(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-24=1478/1047, 3-24=-1466/1066, 3-25=-1174/817, 4-25=-1121/833, 4-26=-751/585, 5-26= 751/585, 5-6=-751/585, 6-7=-750/955, 7-8=-750/955, 9-28=-382/335, 10-28=-382/335, 10-11-- 435/465 ROT CHORD 2-20= 1241/1317, 20-29=-859/1027, 19-29— 859/1027, 18-19= 859/1027, 13-30=-335/382, 12-30=-335/382 WEBS 3-20= 339/434,4-20= 86/432,4-18=-382/336,5-18=-414/461, 6-18=-859/1045, 8-13=-229/537, 9-13=-684/516, 9-12=-95/334, 10-12=-390/440, 7-15�235/259, 8-15= 1126l785, 6-15= 1439/1081 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL-4.2psf; BCDL=5.8psf; h=25ft; B=45ft; L=24ft; eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exteaor(2) -2-0-0 to 1-0-0, Intedor(1) 1-0-0 to 6-9-1, Exterior(2) 6-9-1 to 11-0-0, Internor(7) 15-2-15 to 46-6-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 6461b uplift at joint 2, 432 lb uplift at joint 11 and 1360 lb uplift at joint 15. -9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 10) Segn:AO084522,Date:01/06/2014 A WARNING- Vedfydeslgnpafemefema dREAONOTESONTH/SANOWCLUOEOMI EKREFERANCEPAGEMII-74nmre 1043/1015BEFOREUSE �■�- Design valldfor rue oNyWhMITek®connectors. This design b based oNyupon parameters stlown.aM is for an hl 10ck,al WO(ing component.not a truss system. Before use, fine building deagner must verify fine applicabUty of design parameters aM properly Incotporate thb design into the ovound bildgdesign. BrwhglMkafedbfoprevenlblckliWofk Wualfrusweband/orcllordmemb moNy. Atl flonaltemporatyaMp awnlbraclW ■.�1(■� M!Tek' damage.Forgen9 and balwayion.strage, grand! pand1perwtern& eliVelyandlo Cdleda, DSB-S9 and BCSI Building Component woMSV7PII QualifyBCancereng Component bmo1Wof fi e Inns systems, u brt storage, dealble erection and! bMan 6904 Parke East Blvd. S , nexandrIo VA 223 Salary information avalabe Oom Los Hale InsGMe, 218 N. Lee Street Srite 312 AlexaMda. VA 22314. safety i . 18 N. Tatrpa, FL 33610 Job 7 fussType ry Ply 736365 TB220]89 736365 A13 MONO HIP i i Job Referer¢e (ootionall Americon Builders Supply, Inc., Santord, FL K773 7.640 a Apr 19 2016 Mnek Indust,;.., Inc. Mon Aug 08 09:10:27 2016 Page 1 ID:ulxOToxdRe7yM41)hK5OD 1 yeOlw-9gZia5gSS3SmiBg9GhCxeFdhkYGki40171uoa-wzOw -2-0-0 4.7-15 I S-0-0 { 16-1-5 23-0-14 29-5-14 35-7-2 42E-11 48-8-0 2-0-0 4]-15 d-4-1 7.1.5 6-11-9 6-1-4 611-9 74-5 Sx8 2x4 II 5x6 = 4x6 = 6.00 12 4 26 0 8 g 10 28 Scale = 1:89.1 4x6 = REP W��Mffi A VA ma r�. 6 21 20 19 1817 16 15 14 13 12 4x6 = 3x8 = 3xB = 64 = 6-155 23-0-14 29-.5-14 2L72 62.161-9 41-0-00-0 I 6.11-9 l 6-0 6-1.I 7-d5 Plate Offsets ()I%Y)— f4:0-5-8,0-2-41. f6:0-3-0,0-3-01. (17:0-2-14,0-1-81, f18:0-3-8,0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (roc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.14 19-21 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.30 21-24 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.67 Horz(TL) 0.04 12 rda n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 277 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except' 7-16: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-19, 6-19, 7-18, 8-16, 10-14 REACTIONS. (141size) 12=485/Mechanical, 2=1035/0-7-10, 16=2253/0-3-8 Max Harz 2=374(LC 10) Max Upliftl2=-444(LC 7), 2— 669(LC 10), 16=-1321(LC 10) Max Grav 12506(LC 20), 2=1035(LC 1), 16=2253(LC 1) FORCES. (D) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-25-1569/1175, 3-25-1558/1189, 3-4-1335/989, 4-26=-1174/909, 26-27-1174/909, 5-27= 1174/909, 5-6=-1174/909, 6-7=-359/239, 7-8=-803/1066, 10-28=-454/416, 11-28=-454/416,11-12=-441/474 BOT CHORD 2-21=-1306/1356, 20-21-986/1159, 19-20=-986/1159, 18-19— 252/374, 17-18=-1066/803, 16-17= 1066/803,13-14=-416/454 WEBS 3-21= 259/359, 4-21— 581350, 5-19=-408/460, 6-19=-787/959, 6-18=-881/823, 7-18=-1278/1748,7-16=-1357/1120,8-16=-1279/877,8-14-151/468,10-14=-553/416, 10-13= 129/351,11-13=-470/506 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.epsf, h=25ft; 13=45ft1 L=24f1; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exaflor(2)-2-0-0 to 1-0-0. Inledor(1) 1-0-0 to 4-5-15, Exterior(2) 4-5-15 to 9-0-0 , Intedor(1) 13-2-15 to 46-6-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) This truss has been designed fora 10.0 psi bottom chord live load nonconcunent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4441b uplift at joint 12, 669 lb uplift at joint 2 and 1321 Ib uplift atjoint 16. 9) This truss design requires that a minimum of 7/1 W structural wood sheathing be applied directly to the top chord and Ye" gypsum sheetrock be applied directly to the bottom chord. 10) Segn:AO084523,Date:01/06/2014 QWARNING-Vadry design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE 6167473 rev. 10/OMIS BEFORE USE Design valid for use only with MlTeM terse ,fors. This design k based only Won parameters shown, crud Is for an MMdual b killn 9 component, not a Inns system, Before use, the bulb designer must very the applicability of design parameters and properly hcorporafe Ihk design Into the overall b0dhsgdesign. &achg]WhW dhloaeventbuckllrxloflndMduo lNa bm /meWrdmembersoNy. Addlonaltemporaryordpemlanentbracing MOW 8 dwcys required for stabillty and to prevent collapse with posibie personal hpay and property damage. For general Guidance regordng the fobrlcalbn, storage delivery, erection and bracing of lnrsses old lnrR systems seeANSI/IPI I Quality Criteria, DSB419 and BC5l Building Component M04 Parke Eest Md. Solely Information ova0ade from Tnas plate InsllMe. 218 M. lee Shaer. Suite 312, Alexandria VA Y2314. Tanya, FL 33610 Job Nss I Nss I ype Qty PY 736365 T0220790 736365 A14 MONO HIP 1 2 Jpb Reference o tional 1.9 Sx8 = 6.00 F12 2x4 II 3 25 4 e. ie ,o Fv I I anU muuu i- In..o c. m n nu, vu e. mro :ze zee^ I ID:ulxOToxdRe7yM41jhK50D1 yeOlwd V 4nRr4CNadJLFLgPjAASAnDyfwRV FAEPe2zOypzI 23-10-2 29-5-14 366-11 43-0.7 { 496-0 56-13 5-7-12 7-0-13 6512 Scale = 1:89.1 4AI = SIB = 4x6 = 5 6 267 27 8 9 28 10 29 11 21 20 19 18 17 16 15 14 13 12 4x6 = 2,14 11 3x8 = 6x6 = 6x8 = 7-0-0 Plate Offsets (XY)-- 5-e-9 f3:0-6-0,0-2-81. I9:0-3-0.0-3-01, r17:0-2-0.0-3-01 5-6-13 5-6-13 5-7-12 7413 6-5-12 6-7-9 LOADING (Pat) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TC 0.86 Vert(LL) 0.21 20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.2818-20 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.82 HOrz(TL) 0.05 12 n/a rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 5261b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 `Except` BOT CHORD 8-16: 2x6 SP No.2 WEBS REACTIONS. (lb/size) 12=1040/Mechanical, 2=1928/0-7-10, 16=5013/0-3-8 Max Ho72=312(LC 8) Max Uplltll2=-74O(LC 5), 2=-1386(LC 8), 16= 3447(LC 8) Max Grav12=1177(LC 14), 2=2326(LC 13), 16=5824(LC 13) FORCES. fib) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-4267/2302, 3-25=-4458/2594, 4-25=-4458/2594, 4-5---4458/2594, 5-6=3350/1964, 6-26=3350/1964, 7-26=-3350/1964, 7-27- 646/394, 8-27=-646/394, 8-9=-2137/3638, 10-29=-1258/831,11-29=-1258/831,11-12=-1047/805 BOT CHORD 2-21=-2138/3774, 20-21=-2149/3813, 19-20=-1964/3350, 18-19=-1964/3350, 17-18=-390/639,16-17=3638/2137,13-14=-831/1258 WEBS 3-21= 2531951. 3-20=-611/865, 4-20= 869/822, 5-20=747/1314, 5-18_ 148511149, 7-18=-1875/3217,7-17=-2479/1735,8-17=-2983/5060, 8-16=-3623/2470, 9-16= 4083/2439, 9.14=-212/940, 10-14= 1367/817, 10-13=-3531614, 11-13=-900/1353 Structural wood sheathing directly applied or 5-4-7 oc pudins, except end verticals. Rigid ceiling directlyapplfed or 6-0-0 oc bracing. 1 Row at midpl 9-16 NOTES- (13) 1) 2-ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 20 - 1 row at 0-9-0 Do. Bottom chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Webs Connected as follows: 20 -1 row at 0-9-0 00, 2x6 - 2 rows staggered at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=5.8psf; h=2511; B=4511; L=50ft; eave=6ft; Cal. 11; Exp C; Encl., GCpl=0.18; MWFRS (dlrectionaq; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are 3x6 MT20 unless otherwise Indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7401b uplift at joint 12, 1386 lb uplift at joint 2 and 3447lb uplift at joint 16. • 11) `Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 784 lb down and 3721b up at 7-0-0 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. QWARNING- Verlydeelgnparemeten znd READ NOTES ON THISANDINCLUDED MREKREFERANCE PAGEMIF7473 me 10N 015BEFOR£USE MBeWconnectoa. BdsdeslglhbosocloNyuponPaametemaown,ondlslormMlvkluolWVCMr mponent.notaINsssystem. �DeslgnvalldfauseorlyWile Beforeuse, the Wic ing designer Trial vetlfy the applicability ofdesign parameters antl properly Incorporate thb design Into live overall 911!T? buldnadeslgn. Mooingltx]kwletllstopreventbuckllrgoflrxJNktualB taIvIebanc/orchordmembemonty. Addlflonoltemporaryantlpennanenibroo1wkh always required for stab0lty antl to pfevent calctpse wBh povmle p ,tcrwl lnluy antl Property donee. For general guidance regarding merabrkaibn, sloiage, delivery, erectlon antl bracing of biases and tons systems. seeANSIRPII Huallty Cdterla, DSB69 and BCSI Building Component ke East BNE. Safety Intonation available 9orn Truss Rate InsflMe. 218 N. Lee Street. Site 312. Nexarxida. VA22314. Tanga, FL MID Job Truss I N55 I ype Qty y 736WG T9220]90 736MS A14 MONO HIP i �f 2 Job Reference (optional) Amemm bullaer6 supply, NC.. . mord, FL. 77/ 13) Segn:AO084524,Date:01/06/2014 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-11=118(F=-64), 21-22= 20, 12-21=-44(F= 24) Concentrated Loads (Ib) Vert: 21=-475(F) 7.640 s Apr 192016 MRek Industries, Inc. Mon Aug (6-0930:2g 2016 Page 2 ID:uixQToxdRe7yM41jhK5QD iyeQiw-dt74nRr4CNadJLFLgPjAASAnDyfwRVFAEPeZzQypzOv ® WARNING -Ve ydesignpaameferoendRVIDNOTESONTHIS MeWCLUBEGMREKREFERANCEPAGEM674]drev.1N 015BEFOREUSE. Design wlld for use onlyw h MRelc®connectors. TNs design Is based only upon parameters shown, and isfor m kidlAducl bliidN co nponent, not a truss system. Before use, III Wlldrig designer must verily the appllcabiliy of design parameters and properly Incorporate this design Into IW overall bWr9ngdesign. HacNglndkatetl kto prevent WCl6irxl oflndMduol inrssweb antl/or cllartl members only. Atldfibrxi temporary mdpertnoneni lxaclrxl MiTek' kalwaysregiiredforstaNityandtopreventcoll�wlthpossmlepersoncthlury Mx Ttydalnage. For Ueneralguidanceregarde,the tabrir m storage, dellmW, erection a bracing of ttussosand huv systems seeANSI/TPIt OuaStyCdlerla, DSB4t9 and BCSI Building Component 6904 Parke East BNd. Safety IMormallon a Iclole from Truss Rate Institute. 218 N. tee Sheet, Sulle 31Z AlexarMda, VA 22314. Tampa, FL 33310 Job russ Truss Type Qty y 736US T9220792 736365 A16 SPECIAL TRUSS 1 1 Jab Reference (optional) American Builders SuPPN.fro., Sanford, FL M773 7.64D s Apr 192016 MITok Industries, Inc. Mon Aug 08 09:10:30 20W Pagel ID:ulxQToxdRe7yM41jhK5QDlyeQlw-ZFErC7sLILgKZfPkypieFtF6umGsvpmTij7glJypzOt -2-0-121 6-5-14 12-6-4 153`1 23-]d 25-9-11 32-4-0 3]-1 �2-0-12 6-Sid fi-06 2-9D 8-40 2-26 6b5 5-]-0 o-]-4 6.00 F12 1] 16 1.5x8 STP= 3x411 Srale = 1:86.3 7xe = 6X6 = 6x1D MTMHS= 7,,8 — Sx14 = 5 23 24 625 Sx6 = 4x4 = 1.5x9 STP= 19 6x6 = 6.5-14 12- 4 195-0 26-9-11 32-0-0 S]-11-0 38- 4 G5-id it E 6-11-0 6-4E I 5-7-0 P7% Plate Offsets MY)-- f2:0-2-15,0-2-01.f3:0-4-0,0-3-01.f5:0-3-0,0-2-71.I6:0-7-0,0-2-41 f9:0-3-12.OJ-01,118:0-4-0,0-3-01 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Vd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.37 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.51 13-14 >894 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.82 HOrz(TL) 0.32 19 rVa n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 282111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD 5-6: 2x6 SP No.2, 1-3: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 `Except` BOT CHORD 3-16: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 OTHERS 2x8 SP No.2 REACTIONS. (Ib/size) 17=1531/0-6-14, 19=1373/0-7-10 Max Harz 17=652(LC 10) ` • Max Upliftl7= 1310(LC 10), 19=.890(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-20-2506/2486,3-20=-2429/2507,3-21-2666/2440,4-21=-2545/2451, 4-5=-2620/2631, 6-7=-2514/2201, 7-8=-2208/1907,8-9= 1066/887,2-17= 1468/1712, 5-23= 2646/2487, 23-24=-2646/2487, 24-25=-2646/2487, 6-25-2646/2487 BOT CHORD 3-15= 496/207, 14-15=-264512266, 13-14= 2184/2251, 12-13= 1995/2232, 11-12= 889/1080 WEBS 3-14=0/386,4-14-278/380,7-12-1292M199,8-12=-1352/1510, 5-13=-423,735, 6-13-706/7611 5-14-494/412, 6-12-74/289, 15-17= 689/324, 8-11= 1335/1275, 9-11=-1289/1540, 2-15=-1847/2148 Structural wood sheathing directly applied or 3-0-12 oc purlins, except end verticals. Rigid ceiling directly applied or 3-6-15 oc bracing. 1 Row at midpt 8-12, 8-11, 9-11, 2-15 NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psF h=25fh B=45ft; L=39ft; eave=5ft; Cat. II; Exit C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-2-0-12 to 1-9-8, Intedor(1) 1-9-8 to 11-5-1. Extenor(2) 11-5-1 to 15-3-4, Intenor(1) 19-1-8 to 19.9-1, Extedor(2) 23-7.4 to 25-9-11 zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 6. 6) Plate(s) at joint(s) 6 checked for a plus or minus 2 degree rotation about its center. 7) This tmss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will ' fit between the bottom chord and any other members, with BCDL=10.Opsf. 9) Bearing at joint(s) 19 considers parallel to grain value using ANSVI-PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13101b uplift at joint 17 and 890 lb uplift at joint 19. 11) "Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 1a1 q.—A AAA9A Dotrr-m/nRMmA Q WARNING- Verify deslgurparametersand READ NOTES ON THISANDINOLUDED MREKREFERANCE PAGEMR-T477m, 10/OY1O150EFORE USE �■� Design vdld for use only ndth Meek®connectors. Thbdelm Is base! onlyupon paameterssnown, and is form hdvklud building component, rat afirssystem.Beforeise,thebdltlhgdesignermustverifyOreapWi Nityofdesignpaametersantlpfopedyhco rategibdesign Intotheoverdl buJCBng design Wachg Indicated is to prevent buckIN of lndiddual lrussweb and/or chord members only. Addlional temporary and reurn meni bracing M!Tek• balways required to stalxllly antl to prevent collapse with possible personal hfury and property damage. ForgenefalmildarceregaC➢ngthe fobdcatlorstorWo., lNery.erecllonax]lm[Woflmssesondhusssystems,seeMSI/IPIIQua4tyCdterla,DSB.89and BC6l Building Component 6904 Parke East BNd. safety Information available from Truss Rate Institute, 218 N. tee Street. Site 312 Alexandria VA22314. Tampa, FL 30610 p toss Truss Type Oty P 736365 T9220]92 736365 A16 SPECIAL TRUSS 1 1 Job Reference (optional) Amerbpn Build.. Soppy, Inc., SentarQ FL 32773 T64D5Apr 192016 Meek Industries,Ina Mon Au90B09:10:3D2D16 Pa9e2 ID: ulxOToxd Re7yM41jhK50D1yeDl W-ZFErC7sLILgKZfPkypleFtF6umGsvPmTij7g 1 JypzOt LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unitorm Loads (plf) Vert: 1-2=-54, 2-5— 54, 6-7_ 54,7-9=-54, 16-17=-20, 13-15=-20, 11-13= 20, 10-11= 20, 5-6=-54 ,& WARNING- Verifyd.1gnparzmerereanCREAD NOTES ON THLSAND INCLUDED MFTEKREFERANCE PAGEMP-747Grev. 10/0Y1015BEFORE USE ' Design vollcl for use only W h MITele0connactors. lids design Is baseclonly upon parameters shown, and [star on hdlvldual WSdirg component, not Dal a ims system. Before use, fhe buildkg designer must verify the applicability of design parameters and properly Incorporate mts design Into the overall bildlrlgdesgn. Wocingi�IcatedlstopreventWckllrgoflndNld fmssweba Imcf rdmemb mrs y. Atltlllbnaltemporaryandpermallenibraclrg We[( Is always required for siabllityand to prevent collapse with pos ble persorwl Injury and property damage. For general gildanre re0aralnA 81e fabrkalbrtstorage. delivery. ewflon and Nechg of Ituseaand ImssyslemS seeANSUiPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Slid. Barely Information avcIDable from Truss, Rafe Imlltule. 218 N. Lee Sheet. Site 31Z AlexceIci . VA22314. TeMa, FL 33610 Truss russ ype Dty Ply 736365 T9220]93 rob ]36365 A17 HIP TRUSS 1 1 Job Reference foolionall American Builders Supply, Inc., Santora, FL 32773 M-E 6.00 12 RM 17 16 15 1.5x8 STP= 3x4= 1Lia STP= 2x4 II 4x6 II 19 2016 Wek Induelnes. Inc. Mon Scale = 1:83.2 7xe = 7x6 = 5x14 = 'TP= I �a 10 2x4 II 6-4-0 12-7d 131,14 19-5-4-4 2Y9-11 324-0 37-/ 6d-0 63d 0. - 06 1 63-6 8d-] 4- 5-]-0 VA Plate Offsets(XY)-- (2:0-2-150-2-01 (3:03-00-3-01 f5:03-0.0-2-71 f6:0-3-0,0-2-61,f9:0-3-12,0301 f14:0-2-12,0-2-81 f15:Edge,03-81.(18:0-4-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.16 12-13 >999 240 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.4212-13 >719 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz( I-) -0.12 19 n/a h/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 271 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 5-6, 2x6 SP No.2 BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 4-15: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 17=332/0-6-14, 15=1816/0-7-0, 19=756/0-3-8 Max Horz 17=444(LC 10) Max Upli1117=-160(LC 6), 15-1896(LC 10). 19=-286(LC 10) Max Gravl7=338(LC 19), 15=1816(LC 1), 19=822(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-21= 15561787. 4-21=-1543/850, 4-5= 1322/760, 6-7= 1264/460, 7-8=-1069/312, 8-9=-699/291, 2-17=-284/178, 5-22=-806/0, 6-22= 806/0 BOT CHORD 16-17=-520/206, 14-15=-1757/2395, 4-14= 309/483, 13-14= 339f883, 12-13= 98/859, 11-12= 292/713 WEBS 3-16=-646/302, 3-14= 716/1428, 7-12=-740/462, 2-16=-242/520, 5-14=-1279/1436, 5-13= 556/820, 6-13= 495/892, 6-12=-453/572, 8-11=-719/368, 8-12=-44/598, 9-11=350/865 Structural wood sheathing directly applied or 4-2-1 oc purlins, except end ver icals. Rigid calling dfrecffy applied or 2-2-0 oc bracing. 1 Row at midpt 5-14 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=25ft; B=45ft; L=39ft; eave=51t', Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterfor(2)-2-0-12 to 1-9-8, Intenor(1) 1-9-8 to 9-9-14, Extedor(2) 9-9-14 to 27-9-11, Interior(1) 27-9-11 to 37-9-4 zone; cantilever left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) • This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Bearing at joint(s) 19 considers parallel to grain value using ANSI/1PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of wilhstandng 160 lb uplift at joint 17, 18961b uplift at joint 15 and 286 to uplift at joint 19. 8) "Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 9) SegmA0084527,Date:01/06/2014 Q WARNING. Verlfydesfgnpara.Uv..dREAONGTESON THISANOWCLOOEO MfrEKREFERANCEPAGEM0.74T3 rev. iMD31015BEFOREBSE Design valid for use oNy WMlV11Tekbconrlecfcm 1N5 cf sgn 5 based oNyuWn parameters shown, and Is form IndMdual W9tlhg component, nor �• a truss system. Before use, the building designer must verify the appllcablity, of dndW parameters and propedy Incorporate Ina design Into the overall bldgdeslgn. BrachglndlcatedlstopreventWCUnUofMivldurLlmsswebarltlforcN rdmemb mody. Adtlilbnoifempaaryarltlpertnanenibraclrg MiTek" kalwaysrequlretlforslabllityandtoprevenicoll�wilhpo55Nepersonalhlruyond op rly amcge. Forgeneralguldanceregardirgihe fo lca lon. storage, delNery, election and bracing of trusses entl trunsystems. seeANS1/TPI1 Quality Ctlieria, OSB-69 and BC51 Building Component 69N Parke East BWd. Safety Information avdlable from Truss Role k1s11Me. 218 N. Lee Street Sure 312, AlexaricraL VA 22314. Tanya, FL 33610 o ruse i rues Type Qty PlY ]36365 szzo7ea 736365 A16 HIP TRUSS 1 1 Job Reference (optional) A... Builders Sappy, Inc., Sanlord, FL 32M 1.6a0 a Aar 19 2016 Mnek Scale = 1:81.2 6x6 = 6.00 F12 2xa II 5 17 16 15 1.5M1 STIR = 3x4 = 1.5sS STIR= 2x4 II 4M6 II 23 66X6 - 22 TxB = TP= 6d-0 12-74 73114 i6-5-0 32-0-0 3]-11-0 36-G4 a.en I F..4A M1k-1n 6.'i-e I 12-1a-12 5-]-0 D7-0 Plate Offsets 04Y1-- 12:0-2-15 02-01 13:030 0-3-01 15:0-3-0 0.2-71 16:0-3-O D-2-61 r9'0-3-12 03-01 f l4:0.2-12 0-2-81 f 15:Edge 0.3-81 r18:0-0-00-3-01 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.28 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber COL 1.25 BC 0.96 Vert(TL) -0.7312-13 >418 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) -0.11 19 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 264 lb FT=20% LUMBER- BRACING - TOP CHORD 20 SP No.2 `Except* TOP CHORD 5.6: 2x6 SP No.2 BOT CHORD 2x4 SP No.2'Except' SOT CHORD 4-15: 2x4 SP No.3, 11-13: 2x4 SP M 30 WEBS WEBS 2x4 Be No.3 OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 17=333tO-6-14, 15=1815/0-7-0, 19=756/033 Max Horz 17=382(LC 10) Max Upllfll7=-201(LC 6), 15=-1828(LC 10), 19=-296(LC 10) Max Grav 17=339(LC 19), 15=1815(LC 1), 19=822(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-21=-1425/811, 4-21= 1412/874, 4-5= 11911784, 6-22_ 1366/648, 7-22= 1422/627, 7-8=-1173/432. 8-9=-836/371, 2-17=-286/252, 5-23=-854/0, 6-23=-854/0 BOT CHORD 16-17=443/227, 14-15= 1766/2320, 4-14= 310/486, 13-14=337/868, 12-13=-130/883, 11-12=-362/854 WEBS 3-16=-612/302, 3-14= 715(1384, 7-12=-837/585, 2-16=-263/437, 5-14=1280/1367, 5-13= 566/832, 6-13=-48l/903, 6-12- 519/623, 8-11= 812/353, 8-12=-14GU23, 9-11_ 404/938 Structural wood sheathing directly applied or 4-2-3 oc puffins, except end venlcals. Rigid calling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-14 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.8psf; h=25f1; B=4511; L=3911; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2)-2-0-14 to 1-9-6, Interfor(1)1-9-6 to 9-9-14, Exterior(2) 9-9-14 to 29.0-10, Interior(l) 29.0-10 to 29-9-11 zone; cantilever left exposed; porch left 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 pending. 4) This truss has been designed fora 10.0 pat bottom chord live load nonconcugent 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 3-6-0tall by 2-0-0 Wide will fit between the bottom chord and any other members, With BCDL= 1O.Opsf. 6) Bearing at joint(s) 19 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. '7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 lb uplift at joint 17, 18281b uplift at joint 15 and 2961b uplift at joint 19. 8)'Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Segn:A0084528,Date:01/0672014 A WARNING -Verify GnslgnparameI=and READNOTES ON THIS AND MCLUDED MREKREFERANCEPAGEMII-7Mmv. 10iO3/10ISBEFORE USE Design valid for use only with Mirek®co snectors. Rdstlesign h based unlyupon Parameters 9atm. and! Is for an Individual buYdng component, not a frus system. Before use- the WlcDV designer mull verify fhe cppllcabslty of design parameters mid properly hcoryorme thisdesign Inio the overall blcoVoleign.&mglnrlkafedblopmvenlbucMingoflndNlduolln We /or ChomlmeMb MOW. AdcllllonalteMpa CWpeimanentb OWlg MOW is dwoW required for sladiliy and to prevent collapse with poslNe personal lnfury and nroperty damage. For general guldonce regarding the fabricatlon storage, delivery, erection and bradrg of trusses and inns system& see&Nli I Quality Criteria, DSB49 and BCSI Building Component 6904 Parka East SNd. Safety Info rr allon avdlode from Truss Rote I sfili 218 N. lee Streel, Sole 31Z Alexanddo. VA22314. Tamp., FL 3361D o toss russ ype Gn7 y 736WS T9zzDlas 736365 A19 HIP TRUSS 1 1 Job Reference (optional) American Builders Supply, Inc.. 6antord. FL 32773 7.640sApr1B2D16Mneklndustfies,Inc. Mon Aug0809:1U332016 Pagel ID:uIxOToxdRe7yM41jhK5QD1yeOlw-_qv g8uD1vCv067JdylLtWthl Fz6opvOhLKeeypzOq r -0-12I 64-0 13-1-14 15.34 23-74 i2644 31-9-11 34 37-1�-r�-4 2012 64-0 6-}14 2-1L 8d-0 2-9-0 5-57 Ofi-s 5-7-0 0-74 Scale = 1:81.2 6x6 = iTP= 17 16 15 1.Sxe STP= 3x4 = 1.5x8 STP= 2x4 II 4ae II 64-0 127 13114 19-54 26d4 324-0 3LI 6f0 6-3-4 0 6-36 G-11-0 5-11.12 5-7-0 0-74 Plate Offsets (XY)-- f2:0-2-15,0-2-01, f3:0-3-0,0-3-01, f5:0-3-0.0-2-71, 16:0-3.0,0-2-61, (9:0-3-12,0-3-01, (14:0-2-12,0-2-8), (15:Edge,0-3-81, f18:0-4-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (too) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.14 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.2215-16 >699 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.67 Horz(TL) -0.11 19 n/a rda BCDL IO.O Code FBC2014rTP12007 (Matrix-M) Weight: 257 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD 5-6: 20 SP No.2 BOTCHORD 2x4 SP Na2'Except- BOTCHORD 4-15: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 • OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 17=330/D-6-14, 15=1818/0-7-0, 19=755/0-3.8 Max Horz17=320(LC 10) Max Upliftl7=-258(LC 10). 15=-1758(LC 10), 19-309(LC 10) Max Gmv 17=337(LC 19), 15=1818(LC 1), 19=821(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-20=-184/264, 3-21- 1321/841, 4-2l- l30af9O4, 4-5- 10941813, 6-7- 12961627, 7-22=-1225/433, 8-22=-1279/423,8-9=-1062/446,2-17=-293/309, 5-23=-871/0, 6-23-871/0 BOT CHORD 16-17-381/248, 14-15=-1760/2247, 4-14- 310/474, 13-14=-343/854, 12-13=-81/888, 11-12=-525/1219 WEBS 3-16-585/304, 3-14- 718/1351, 2-16- 287/371, 5-14=-1279/1319, 5-13=-532/813, 6-13= 514/850, 6-12-568/584, 9-11=-429/1089, 8-11-805/433. 7-12-278/412 Structural wood sheathing directly applied or 4-6-10 oc purlins, except end verticals Rigid ceiling directlyapplted or 2-2-0 oc bracing. 1 Row at midpt 5-14 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psh h=25fC B=45f ; L=39ft; eave=5ft; Cat. II; Exit C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-12 to 1-9-8, Interior(l) 1-9-8 to 9-9-14, Exterior(2) 9-9-14 to 29.0-10, Interlor(1) 29-0-10 to 31-9-11 zone; cantilever left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurenl with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCDL=10.Opsf. 6)-Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. •7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 258 lb uplift atjoint 17, 1758lb uplift at joint 15 and 309 lb uplift at joint 19. 8) "Semi -rigid pltchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9) Segn:AO084529,Date:01/06/2014 ® WARNING- VedrydedgapammetomwdREADNOTE50NTHI5ANDWCLUDEDMREKREFERANCEPAGEMIF74"J K.1aNYNiSEER0REUSE �■�' Deslgl vaiidforuseoNywlth MlfeloBconnecfols.INstledgl fibasetloNyupon parametersshown. andhforan hdlvidual WRdIW comporcent.nor a fmss system. Before use, true bulldixt designer must wally tt a applhaNity of design pmametersand propedy 8lcorporate this tlesign Into the overall bidingdeslim.NuchghdlctedbtoprevenrWcMlWofindivkru011ruswebantl/orchordmemb mrs y. Atlualiawlfemporaryantlpermanenibadrxl MiTek' kalwaysregUredfastat-Allyandfoprevenlcollap Wthpossmlepersonalhpa crud�op rty a fie. ForgeneralgNdonceregarUtk7me fabricalbn storage. delivery, ereclion cal bracing of trusses antl flusssystems easANSUTPII Qually Criteria, DS849 and BCSI Building Component 6904 Parke East Blvd. Sctey Idonarn n avarkibe from Truss Rate InstlMe. 218 N. Lee Street, suite 312. NexaMda. VA 22M 4. Tarry.. FL 33610 Job I russ runs Type ry y 736365 TB22o]96 736365 A20 HIPTRUSS 1 1 Job Reference (optional) Amarban Emits. 6uppN, Inc., Sanford, FL 32773 6-9-14 0-1.6 6.2-0 6-2-0 Sx8 MTMHS 6.00 /2 2x4 It 5x8= 4 245 25 26 6 27 ;TP= 21 19 18 17 12 11 10 I.S* STP= 3x4 = 1.Sx8 STP= 2x4 1[ 3x8 = 2r4 11 2x4 11 4x6 11 6d-0 13-1-14 13- -14 19-5-0 2&75 31-06 33-9-11 3]-11-0 6d-0 6-9-14 6-0 6-21 6-2-1 5-5-1 2-9-5 4-1-5 17.4 Scale = 1:77.7 Plate Offsets (XY)- r2:0-2-150-2-01, f3:0-3-0D.3-06 f4:03-120.3-01, t6:0-6-00-2-81 f9:03-12.0-3-01 r17:Edoe 0-3-81 f20:0-0-0.0-3-01 - - - LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(ILL) 0.15 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.2217-18 >714 240 MT20HS 187/143 BCLL 0.0 ' Rep Sirens Incr YES WB 0.76 Horz(TL) -0.15 21 n/a rda BCDL 10.0 Code FBC2014/TP12007 (MatrI Weight 2601b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 *Except* 4-17.7-12: 2x4 SP NO.3 BOT CHORD WEBS 2x4 SP No.3*Except* WEBS 9-10: 2x4 SP No.2 OTHERS 2x8 SP No.2 REACTIONS. (fib/size) 19=316/0-6-14, 17=1840/0-7-10, 21=748/0-3-8 Max Horz 19�403(LC 10) Max Uplifll9= 286(LC 6), 17= 1737(LC 10), 21=-312(LC 10) Max Gravl9=325(LC 19), 17=1840(LC 1), 21=826(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-23=-1356/840, 4-23=-1342/962, 4-24- 1093/143, 5-24= 1093/144, 5-25=-1093/144, 25-26- 10931144,26-27=-1093/144,6-27=-1093/144,6-7=-1205/415, 7-8- 1371/601, 8-9=-584/25612-19=-275/315 BOT CHORD 18-19=-400/308, 16-17=-1784/2288, 4-16- 1371/1596, 15-16=-687/1353, 14-15- 16811028,13-14-561/1275 WEBS 3-18-598/309, 3-16=-757/1486, 4-15=-988/1338, 5-15=375/466, 6-15=37Of747, 6-14=-178/367,7-14- 301/428, 11-13=380/891, 8-13- 336/806. 8-11=-1318/645, 2-18=-354/392, 9-11-361/859 Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. Rigid calling directly applied or 2-2-0 oc bracing. 1 Row at micipt 4-15 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psh h=25ft; B=45ft L=39f; eave=51t1 Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (direcibnal) and C-C Extedor(2)-2-0-12 to 1-9-8, Intedor(1)1-9.810 7-9-14, Extedor(2) 7-9-1410 13-3-4, Interior(1) 18-8-10 to 20-1-15, Exlenor(2) 25-7-5 to 31-2-2. Intedor(1) 33-9-11 to 37-9.4 zone; end vertical left exposed; porch left 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 podding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 6) `This imss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tal I by 2-0-0 wide will fit between the bottom chord and any other members, with BCD L= IO.Opsf. -7) Bearing at Joint(s) 21 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should vedfy capacity of beading surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 lb uplift at Joint 19, 17371b uplift at Joint 17 and 312 lb uplift at joint 21. . 9) 'Semi-dgid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 10) Segn:AO084530,Date:01/06/2014 Q WARNING -Verify detlgnparemefers entl REAP NOTES ON TN/SANOINCLUDED MREKREFERANCEPAGEMh7473.. 10/032015 BEFORE USE �■� DesignvOldlor use only With MiTelag connectors. lhhdedgn is based! oNy upon paameters shown. and lsfor an Individual b ROW component. not a trim system. Before use, the buldW designer mull verify the c"AcabMiN of design parometers antl propedy Incomorate ih5 design Into the oveldI bWdrxl dedgn. 0aag41tlkatetl info prevent blckling oflndvldual tmswebald/orchordmembersonly. AddtlordtemWa andpemmnenibw[xl +.�Y■ MITek' h always 1egWrecito stabillly n to pevenl collq with pomMe on persal Injury and!properly damage. ror genera guidance regardingthe fabricallod storage, delivery. erection and bracing of trusses antl fans systems. se"NSI/TPII Qualify criteria, DSB-89 and SCSI Building Component 6904 Parke East BNd. safety Information ava'lable loan Truss Rate Institute, 218 N. Lee SBeel, suite 312. Alexandria, VA 22314. Taapa, FL 33610 l o toss russ type 1y ty 736365 T922m]9] 736265 A21 HIP TRUSS 1 1 Jab Reference (optional) American Buildem Sappy. no., Santpra. FL 3P/la r.oaas AprI a zal a mu ex meusnea, Inc. man Aug Ua UUO U:aU zmo ru9w, ID:ulxOToxdRe7yM4ijhK50D1ye0iw-OPc6TAx6KgbUHasuI4s2VSVBvAMOJgjM4fa_FyypzOn s -zutz cats 11-34 tat-t4 lsaa n-)a stos 35311 m-Ito z4tz Tits an ns I -taro 838 ll. ]2-01 son 4b6 z-ta 7 Scale=1.79.4 Sx6 = 4x6 = 2x4 11 3x6 = Sx6 = 4 5 26 6 7 27 26 29 a 6.a0 12 4x6 3x4 i 9 5A4 = Sx6 = 3 30 1.5x8 STP= 25 10 1 23 7 4x6 i 2q 17 0 2 Sx8 = m 16 n r;3x4 3x4 16 m �v n 2.75 FIT 21 20 31 19 14 13 12 1.5x9 STP= 3x4 = 1.5x6 STP= 2x4 II 4,11 = 2x4 11 3x6 11 7x6 = 6315 13-014 1 p teS4 ZIJd 31d6 359-11 sari 3'lnld 6315 6-3-06 p .sz &bt 3a-1 4as S15 ] Plate onsets (XY)-- 12:0-2-15 0-2-01 14:0-3-0 0-2-01 18:0-5-8 0.2-41 111:0312 0-3-01 (15:0-5-e 0-1-81 117:0-2-12 0-2-81 LOADING(psf) SPACING- 2-0-0 CSL DEFL. In (fee) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Ven(LL) 0.16 16-17 >999 24D MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.40 16-17 >762 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.66 Horz(rL) 0.06 23 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Maldx-S) Weight: 266 lb 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'Except' BOT CHORD Rigid ceiling directly applied. 5-19,9-14: 2x4 SP No.3 WEBS 1 Row at midpt 3-19, 5-17, 4-19 WEBS 2x4 SP No.3 *Except' 10-13,11-12:2x4 SP M 30 OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 21=523/0-6-14, 19=1507/0-7-10, 23=86910-38 Max Horz21=-368(LC 8) Max Upllh21=-679(LC 10). 19=-1122(LC 10), 23=-516(LC 10) Max Grav21=531(L0 19), 19=1507(LC 1), 23=869(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-24= 305/507, 24-25— 2401626, 3-25=-186/628, 4-5-45/274, 5-26=-1468/1421, 6-26-1468/1421, 6-7=-1489/1446, 7-27-1489/1446,27-28=-1489/1446, 28-29=-1489/1446,8-29-148911446.a-9=-1375/1256, 9-30=-1385/1239, 1030= 1451/1231, 10-11=-459/366, 2-21=-479/872 BOT CHORD 20-21=359/288, 20-31=-540/214, 1931= 540/214, 18-19=-1095/812, 5-18=-1001/825, 16-17-917/1254,15-16=-1046/1286 WEBS 3.20=-343/229, 3-19=-3691784, 5-17-1265/1718,6-17=-430/517, 8-16=-45/295, 13-15=-469/561, 10-15=-6641795,10-13= 1056/975,8-17=-257/402,11-13=-717/902 NOTES- (9) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10: VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.epsf; h=25fC B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18: MW FRS (directional) and C-C Exledor(2)-2-0-12 to 1-9-8, Interior(1)1-9-8 to 5-9-14, Extedor(2) 5-9-14 to 11-3-4, Intenor(t)16-8-10 to 22-1-15, Exanor(2) 27-7-5 to 37-9-4 zone; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chard live load nonconcurrent with any other live leads. 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 vide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearing at joint(s) 23 considers parallel to grain value using ANSVTP11 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 679 lb uplift at joint 21, 11221b uplift at joint 19 and 516lb upllfl at joint 23. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheelrock be applied directly to the bottom chord. 9) Segn:AO084531,Date;01/06/2014 Q WARNING- Vvuydslgnparametera.d REAONOTES ON THASANDINCLUDEDA KBEFENANCEGAGEMIF74".re.. 1GN312015 BEFORE USE �■t Design volld for use onlywith MlreMconnectors. Rtlscimlgnkbased onlyupon paranetersshaw and h form Individual bWtlNgcomponenr.not a trua syslem. Before Use, tine buildng designer must vertly, the oppllcablitty of design porameters and property ttcoiporare ill& tlesign Into the overall Wlldigdeslgn. OocYng lndicatetl 5lo buckling ctwrtl membea only. AdcRonaltemparaWandpermanentbracing ■.BYO MiTek' prevent ofindNwual9uawebornd/g tbdwaysreaWRtlfg elivelry. gnetolxoVen tacIng of trumconaitrpersyOem lgy andpropedy damage. F. DSB49ralg�t BM Criteria. D5B-69 and 8C51 Building Component , storage. antl of ae rms systems s Component Tamp Pade East BNtl. VA 223lity evAiiNt s Alexandra Safety INorma6on avdlable front roar pate IruiiNte. 218 N. Lee Street, ante 312 Plexantlrla VA 22314. Safety tala opiate, root Tons 18 N.l Tanya, FL 33610 Job Truss I russ I ype QtY Py 736365 T9220)9g 736MS A22 HIPTRUSS 1 1 Job Reference (optional American Builders Supply. Inc., Sanford, FL W773 7.640 s Apr 192D16 t4lek Industries, Inc. Mon Aug O9 D910372016 Pagel IDwPbocD9hVi iuTmDVIKVF'yX7hW.sb9UgWxk58jLujR4snNH2M2Klag_2XMVJJJXnPypzOm z 6znla stts4 F s3 a012 3s5 P 92]11nzD 421t613 isTft17 N. 7P sa sx6 = axc = 6.00 12 4 26 sxa = se 27 6 28 7 Scale = 1:55.5 1.5,dcSTP= a a 1.5x8 STP= 3x6 — 3x6 = 3xa = 4x6 = 1.5x8 STP= 3x6 II 6x6 = 3x6 = 3x8 = 4x6 = 3x6 II 44-ttd 6316 12-110 1 1< 2125 'p73 �09 4MPt3 12 pe3< 6316 I s]n o� a ]aIi asd ]sal stow to-tb >a Odb Plate Offsets (XY) - 12:0.3-0,0.1-121, f4:03-0 0-2-01 (6:0-4-0,0301,110:06-0 0-2-81, 114:0-3-8 0-1-81 LOADING(psi) SPACING- 2-0.0 CSI. DEFL. in (lot) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.14 17-18 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.31 17-18 >999 240 BCLL 0.0 ' Rep Stress ]net NO WB 0.96 HOrz(TL) 0.03 13 rVa Na BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight 289lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Stmctural wood sheathing directly applied, except end verticals. BOT CHORD Rigid telling directly applied. WEBS 1 Row at midpt 4-20, 5-20, 5-18, 8-17, 4-21 REACTIONS. (lb/size) 22=203(0-6-14, 20=2172/0-7-10, 13=1266/0-7-10 Max Horz 22=-460(LC 8) Max Uplift22=-546(LC 10). 20=-1451(LC 10), 13=-853(LC 10) Mau Grav22=302(LC 19), 20=2195(LC 2), 13=1272(LC 20) . FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-35/463, 3-4= 12/692, 4-26=-68/630, 5-26-68/630, 5-27— 5771718, 6-27=-577/718, 6-28=-1000/1022, 7-28— 1000/1022,7-29=-1085/983,8-29=-1162/958,8-9=-1706/1167, 9-10=-1039/337, 10-11=-863/525, 2-22=-244/755 BOT CHORD 21-22=-333/386, 21-30=-550(417, 30-31=-550/417, 20-31-550/417, 19-20=-744/T77, 19-32=744/TT7, 18-32=-744/777, 18-33=-54/607, 1733=-54/607, 16-17=-753/1447, 15-16=-753/1447,14-15=-295/1174,13-14=673(1148,11-13= 480/965 WEBS 3-21=-338/485, 4-20= 696/828, 5-20— 1404/1182,5-18=-1064/1614,6-18=-851/841, 6-17=-401/564, 8-17=-647/490, 8-15=0/260, 9-15=-637/328, 9-14=-993/813, 10-14=-1333/1963,10-13= 1236/1161, 2-21=-336/64,4-21=-994/520 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=251t; B=45ft; L146ft; eave=6ft; Cat. II; Exg C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-12 to 15-9-12, Intedor(1) 15-9-12 to 23-0-12, Extedor(2) 23-0-12 to 29-7-5, Interior(1) 36-1-13 to 42-10-13, Extenor(2) 44-6-12 to 48-3-4 zone; cantilever right exposed; end vertical left exposed; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent Water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument Wth any other live loads. 5)' This truss has been designed fora live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by2-0-0wide will fit between the bottom chord and any other members, with BCDL= 10. Opal. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 5461b uplift at joint 22, 1451 lb uplift at joint 20 and 8531b uplift at joint 13. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the lop chord and YO gypsum sheetrock be applied directly to the bottom chord. 8) Segn:A0084532,Date:01/0612014 WARNING- Verlydaegn paramafera and READ NOTES ON THISAND INCLUDED MI/EKREFERANLE PAGEM67413 nay. IGMl015BEFOREOSE �■� Design valid for use only with MITek®connectors. This design 8 based miyupon parameters shown. and is form individual bu8tlbtgcompmenf.not a ims system. Before use. the bdldng designer must wiry the app4cob0lly of design parameters and properly Incorporate ih5 design Into the overall bldingdeslgn. Brmingintlkd Istoprevenl WclaVoftr4M 011n webs /orchwdmembersoNy.Adrglbrwl fempor<xy antl permanent bacirg M!Tek' Is dways required for stain lyalW to prevent collopse with pos<IDIe posonN etftvy and property co ncil For general gulds-ce regarding the fabkation. storage, delivery. erection and txaclng of trusses and fms systems, seeANSI/TPII Quality CrUarla, DS5-89 and 9C516ugdlng Component 6904 Parke East BNd. Solely Information avalloble from Trim Hate Institute, 218 N. Lee Streel. Suite 312, Alexarxlda VA 22314. Tairya, FL 33610 Job cuss mss ype Ty ]36365 9220799 7W365 A23 HIP TRUSS i 1 Job Reference (Optional American Builders Sel,pN. Inc.. Sanford, FL V773 9.64D s Apr 19 2016 MTek Industries, Inc. Mon Aug 08 09:10:38 2016 Page 1 ID:wPbxD7hVIViuTmDVfKVFiyX7hW.KojstsyMsSrCWtOGGVuW ozaW6_9MOfXz35Jrypz0l -2-612 ]34 121-5 k 12S69 6d04 2F1-04 332]-5 2 I40.4160.aa2615pI 433426.0300 _113 -9 -7L11-7-1If Sale=1:87.0 7x10 MT20HS= 2.4 11 4.13 = 3x6 = 2x4 11 4x6 = 5x8 = 6.00 12 3 30 4 31 5 6 7 32 3334 8 8 1.5x8 STP= 3x6 = 1.Sx8 STP=3x4 II 4x6 11 71 = 3x4 II 3x6 = 3x10 = 4x8 = 1.5xS STP= 3x8 4x6 = 15 14 ]-3d 12-145 13214 M494 31]4 4%1t'3 f2.2 M-tld 46Ha 51t 1.11 Plate Offsets (X.Y)-- f2:0-2-15 0-2-01. f3:0-7-00-2-01 19:0-6-0 0-2-81 112:0-3-0 0-2-01 r20:O-5-12 0-2-81 LOADING(pst) SPACING- 2-0-0 CS]. DEFL. In (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(-L) 0.17 25-26 >896 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.57 16-18 >676 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(TL) 0.03 15 n1a Na BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 3041b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* 5-23,8-19: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at micipt 5-21. a-21, 5-24, 3-24 REACTIONS. (Ib/size) 26=272/0-6-14, 15=1275/0-7-10, 24=2094/0-7-10 Max Horz26=-418(LC 8) Max Uplilt26=-687(LC 10), 15=-898(LC 10). 24=-1266(LC 10) Max Grav26=314(LC 19), 15=1276(LC 20), 24=2094(LC 1) FORCES. (Ib) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=35/636, 3-30=0/632, 4-30=0/632, 431=0/632, 5-31=0/632, 5-6=-936/1169, 6-7= 936/1169, 7-32=-936/1169, 3233=-936/1169, 3334= 936/1169, 8-34= 936/1169, 8-9=-1381/1458, 9-10=-1323/1313, 10-35= 1953/1553, 11-35= 2022/1543, 11-12=-1698/1265, 12-13=-807/514, 2-26= 2431903 BOT CHORD 25-26=-306/348, 25-36= 382/37, 2436=382/37, 20-21=-801/1397, 17-18= 991/1433, 16-17= 991/1433, 15-16— 437/971, 13-15=-438/966 WEBS 3-25=-392/335, 5-21=-897/1388, 7-21_ 3731424, 8-21=-603/390, 18-20=-591/1235, 9-20=-388/545,10-18= 482/521,10-16=-91/481, 11-16= 1025/834,12-15= 1842/1833, 2-25=396/1, 12-16=-846/1109, 4-24=-244/264, 5-24= 1236/768,3-24= 787l778 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8pst; h=25ft; B=4511; L=461t; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterlor(2)-2-0-12 to 13-9-12, Intedor(1) 13-9-12 to 25-0-12, Extedor(2) 25-0-12 to 31-7-5, Intedor(1) 38-1-13 to 40-10-13, Fxtedor(2) 42-6-12 to 48-3-4 zone; cantilever right exposed; end vertical left exposed, porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with my other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6871b uplift at joint 26, 898 lb uplift at joint 15 and 1266 to uplift at joint 24. 8) This truss design requires that a minimum of 711It" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 9) Segn:AO084533,Date:01/06/2014 QWARNING- V4rly design paranrereivend READNOTES ON TNISAND/NCLUDEDM/TEKREFERANCE FAGEM0.7473rev. fo/tUa IS BEFOREUSE valid for use only VIh MITela)conneclons. fh6de9gn is bacetl only upon rxramefemrlha tantl h for an trdiv[dual WBtlUIg component, not Dal'Design a truss systembd . Before use. the tdrg designer must veay the app4loolAly otm destgn paraetersard pnoee ly Incorporate the design Into the overall 7 bWrBngdeslgn&achlglndkafed5lorxevenlbuc9JhlgofindNWuollnlawebald/orctwrdmemb mr y. Atl RondtemponayadpelmoneniUmIg MiTN( If always re<rUredfor sladBty and to Prevent cd1cpse Wlh Wsskxe Personal lnP"and property damage. for general guidance regordlng the fabrk:ai storage, delivery, erecBon old bractn0 of tarsses oral truss systems seeANSV7II 9uellly Criteria, DSB49 and BCSI Barking Componont 004 Parke East BNd. Safety Informatlon available from lrlm Rafe h151IMe. 218 N. Lee Streel, State 312, AJexaW ta. VA 22314. Town, FL 33610 Job Truss rubs I ype ply 736365 T9220B00 736WS A24 HIP TRUSS i 1 Job ReteReferenceo Banal auuv rn.e ID:wPbmD?hVjViuTmDVIKVFiyX7hW-p HF5Cz_diz381bTzCP17n7ipON2WSOomdaerHypzOk -20-121 5-34 12-11.5 '.IP194 +b14 <14 3s4z7a.5 I s0.ROa6-5INT. TV0 o2 7-61 Scale = 1:87.0 6.00 F12 5x8 3x8 = 416 = 3x6 = 2x4 11 46 = 5x8 = 3 2B 30 4 5 6 7 31 32 33 8 1 Sxb = 4x6 p 10 �'�^J'rySjjII 19 11 1 1 3x4 = 20 SS = 25 24 34 23 22 4x8 — 18 17 16 15 14 1.5x8 STP= 3x6 = I.Sx8 STP= 3x4 11 3x6 = 3x6 = 1.5x8 STP= 3x6 11 6x6 = 4x6 = Sat = 4x6 1 4x6 = 1sa14 4Bad sad 12-115 11 14 Y -14 2 7-s 2810-13 12117,7 a41 a ,,a, ]dd s z£-0 1z80 s2-) s39 t-]-t6 atilt P d3 Plate Offsets KY)— 12:0-2-15,0-2-01 13:0-5-8.0-2-41, 14:0-3-8.0-1-8f 19:0-6-0 0-2-81 111:0-M 0-2-01, 119:0.5-12 0-2-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In goc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.18 19-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(TL)-0.3019-20 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.05 14 Na Na BCDL 10.0 Code FBC2014frP12007 (Matrix-S) Weight 290lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except` 5-22,8-18: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 25=281/0-6-14, 23=2086/0-8-0, 14=1274/0-7-10 Max Horz25= 376(LC 8) Max UpIIft25=-654(LC 10), 23-1314(LC 10), 14-882(LC 10) Max Gmv25=309(LC 19), 23=2086(LC 1), 14=1274(LC 20) BRACING - TOP CHORD Stmctural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at mtdpt 3-23,5-20 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-100/679, 3-29=-18/679, 29-30=-18/679, 4-30=-18/679, 4-5=-27/394, 5-6— 1171/1263, 6-7— 1171/1263,7-31-1171/1263,31-32=-1171/1263, 32-33=-1171/1263, 8-33=-1171/1263, 8-9— 1732/1659, 9-10— 149211391, 10-11— 1613/1460,11-12=-551/206, 2-25= 268/951 BOT CHORD 24-25= 244/297, 24-34=-344/50, 23-34=-344/50, 22-23=-677/492, 21-22=-1108,729, 5-21= 1038f748,19-20=-1051/1752,15-1fz=-1106/1642,14-15— 761/1236, 12-14=-140/778 WEBS 3-24— 276/290, 3-23— 825f714, 4-23=-1413/996, 4-22=-616/1161, 5-20=-1050/1597, 7-20= 370/412, 8-20=-695/487, 16.19-722/1275, 9-1 9---397/632, 10-16=-460/425, 10-15=-631/699,11-15=-070/809,11-14=-1662/1858, 2-24=-331/54 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=25ft; B=45ft; L=46f ; eave=61t Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exleaor(2)-2-0-12 to 11-9-12, Intedor(1) 11-9-12 to 27-0-12, Exteaor(2) 27-0-12 to 48-3.4 zone; cantilever right exposed; end vertical left exposed; porch left exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 last bottom chord live load nonconcurrenl with any other live loads. 5) ` This truss has been designed for a live load of 20.0ps' on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will -fit between the bottom chord and any other members, with -BCDL=1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6541b uplift at joint 25, 1314 lb uplift at Joint 23 and B82 to uplift al Joint 14. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 8) Segn:AO084534,Date:01/06/2014 Q WARNWG-Vedlydes/gn parameters and READ NOTES ON THISANO INCLUDED MREKREFEHANOE PAGEMQ74T3 rev. 10N912015BEFOREUSE. • Design valld for use ONy wtlh Wek®camnectors. iNsdesrfn is based onlyulon parameters clown. arcs is for on nor WHcho component. nor a hues system. Before use, the buildhg designer must vertty the oppllcaUlty of design parameters and properly htcomorate fits design Into the overall �-�•YY bdBmngtl gn.W.hgldtll ediStopevenlWCl4BtgofUlCtMUdtn WebOW/orchmdmembersoNy.Addlfbrotlempaaryantlpermanentbrac4g MOW 6alwaysrequlredfor staWltyare1to geventcolicyesa Wthpossbieperond trfeyandpropedydcmage. Wrgenerdguitlrnceregard®rg to fabrlcallort storage, dellmy, erection aitd bract g of trueesand hues systems seeANSI/1P11 Cuallty Cdterta, DSB49 and SCSI Bullding Component 6904 Parke East 13W. Safely Information avdloble Rom Truss Rate InstlMe. 218 N.Iea, Street. Sure, 312. Alexandria, VA22314. Tampa, FL 33610 Job toss toss Type city Py, 736365 T9220801 736MS A25 HIPTRUSS 1 1 Job Reference (optional) Amelkon Bulders suppry, mc., sanmm, FL.Nor I0:wPbocD7hVjV -2Al2 B610 12-11-12 1 "4 22-614 284.14 1— H_334 �2012 334 0.B$ 411-2 2-9-2 6A-0 U 6.00 12 Sx6 = 2x4 It 5x8 = 3x4 I 54 = 4x6 = 3 3x4 I 4 29 30 5 6 7 31 32 8 33 I Z; f /8 20 51 _ 6x6 = 17 14 1.5x8 STP= 3x8 = 1.5x8 STP= 3x4 I[ axG = 5x8 = 3x6 = 1.5x8 STP= 6x6 = 3x6 11 4x6 = 4.6 Q 4x6 = scale = 1:87.0 33+1I bBe 411-2 2 28 1 12$ 7-2-7 2-2-0 1-7-15 6e-0 1. Plate Offsets (XY)-- 13:0-3-0,0-2-01, r5:0-4-0,0-3-01. 17:0-3-0,0-3-01.19:0-5-8,0-2-41, 111:0-3-0,0-2-01. 119:D-5-12,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.26 24-25 >593 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.4119-20 >927 240 BCLL 0.0 ' Rep Stress [nor YES W B 0.88 HOrz(1L) 0.07 14 WE ova BCDL 10.0 Code FBC2014/rP12007 (Matrix-S) Weight: 287 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' 6-22,8-18:2x4 SP No.3 WEBS 2x4 SP No,3 REACTIONS. (lb/size) 23=2097/0-7-10, 14=1269/0-7-10, 25=275M-6-14 Max Harz 25=-333(LC 8) Max Uplift23=-1356(LC 10), 14=-869(LC 10), 25=-626(LC 10) Max Grav23=2097(LC 1), 14=1269(LC 20), 25=293(LC 19) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at midpt 7-21,11-14 FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-131/427, 3-4=0/625, 4-29=0/625, 2930=0/625, 530=0/625, 5-6=0/307, 6-7=0/286, 731= 1485/1394, 31-32=-1485/1394, 832= 1485/1394, 833=-2260/1964, 9-33=-2260/1964, 9-10= 1583/1418. 10-11= 1505/1328,11-12=-443/110, 2-25=-257/674 BOT CHORD 24-25-256/63, 23-24— 894/650, 22-23=-8941650, 21-22_ 11991835, 6-21=-260/292, 20-21=-856/1469,19-20=-1422/2282,15-16=-907/1526,14-15=-747/1265,12-14=-42(704 WEBS 3-24= 453/0, 4-24=-288/378, 5-24=-10121915. 5-23=-1946/1612, 5-22— 85111324. 7-21-1926/1251. 7-20— 179/556, 8-20=-890/626, 16-19= 805/1344, 9-19= 671/952, 10-15=-499/426, 11-14=-1551/1721, 11-15=-356/600, 3-25=0/283 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.8psf, h=25ft; B=45f ; L=46ft; eave=6f ; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exter or(2)-2-0-12 to 9-9-12, Intedor(1) 9-9-12 to 29-0-12, Exterior(2) 29-0-12 to 48-3-4 zone; cantilever right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 test bottom chord live load nonconcunent 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 1356111 uplift at joint 23, 8691b uplift at joint -14 and 626 lb uplift at joint 25. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directlyto the top chord and W gypsum sheetrock be applied directly to the bottom chord. 8) Segn:A0084535,Date:01/O6/2014 ®WARNING- Vodfy design per4mer.aod READ NOTES ON THIS AND INCLUDED M1 K REFERANCE PAGE MLL74"ew 1N012015 BEFORE USE }/��- CesignValid for too aNywlihMlfek®connectom. this design R based only upon Parameters shown. and is for an WhAdual building component,not a fnrse system. Before use, the building designer must veSty Iha applicability of design paameters and plopeny Incorporate tints design Into the overall ■�.�■ bu0dngdeslgn BimkV rd;c to lsloprevmtWcNhgotlrltlMtl lnaswebarxl/achordmemb monly. Adoltlorgllemporaryalltlpermarembraclg M!Tek' k away, required for stability and to prevent collapse with posWle personal hnjtvy and property damage. For general guidance regarding the fabrication storage. delivery, erecllon and brocIng of hus and imss systems saeANSU711 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available Bonn lam Plate Imfitute. 218 N. Lee atonal. Safe 312 Alexandria. VA 22314. Taepa, FL 33610 Job fuss fuss Type Dry ly 736365 9220802 ]36365 A26 HIP TRUSS 1 ^ G Jab Referaxe (optional) A.M... nunversouppry, inc., aamorv, rvi xrm r.osv s epneml v mu ex invuarea, no. mvn Aug ua us:m:nz rv,o get IDwPbocD?hVjViuTmDVfKVFryx7hW.DZzNjD?svgLd?VJ2fLzSIPICdbNRjpgESbl IScypzOh -2-P121-P4 611-td 1 12-11-5 11SP14 22-P14 18- -14 32@-13 W-0-5 3PP5 Al-S4 16: -0 12P121-34 S&11 511-] 2-e-9 64-0 6A0 3&15 S-0-B 2-2-0 -]-15 4-iP0 6.00 r12 Sx6 = 3x4 11 2 3 5x6 = 3x4 II 3x8 = 4x6 = 5xe = Sx6 = 4 31 5 6 7 32 33 8 9 10 34 11 5x6 = some = 1.89.0 q qlm 27 26 25 24 20 le 10 11 16 1.5x8 STP= 6x6 = 4x6 = 3.4 11 5x/o = 1.6x6 STP= 3x8 11 4x6 = 16814 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC20141TPI2007 CSI. TC 0.73 BC 0.72 WB 0.89 (Matrix-M) DEFL. In (loc) I/defl Ud Verl(LL) 0.48 21 >792 240 Vert(FL) -0.6621-22 >583 240 Horz(TL) 0.10 16 n1a We PLATES MT20 MT20HS Weight 545 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc puffins, except BOT CHORD 2x4 SP N0.2 *Except* end verticals. 21-23: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1Pow at midpt 7-23 5-25: 2x6 SP No.2 REACTIONS. (lb/size) 27=386/0-6-14, 25=4529/0-7-10, 16=2335/0-7-10 Max Horz 27= 322(LC 6) Max Upllft27= 676(LC 8). 25=-3298(LC 8). 16= 1694(LC 8) Max Grav27=397(LC 17), 25=5050(LC 13), 16=2759(LC 14) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-126/288, 3-4=0/695, 4-31=-1422/3024, 531=-1422/3024, 5-6=-263/827, 6-7=379/1009,7-32=-5488/3345, 32-33_ 5488/3345,8-33=-5488/3345, 8-9=-5488/3345, 9-10=-8478/4982,10-34= 5595/3322,11-34=-5595/3322,11-12=-5138/2897, 12-13=-4507/2517, 13-14= 506/423, 2-27= 225/465 BOT CHORD 25-26= 734/48, 24-25= 2667/1535, 23-24= 2996/1779, 6-23=-635/574, 22-23= 3033/5444, 21-22_ 4831/8663. 9-21=-26/510, 19-20=-217/320, 18-19=-2360/4610. 17-18= 234a/4592, 16-17= 154213117, 14-16= 361/640 WEBS 3-26= 889/129, 4-26=-190/572, 4-25— 2725/1964, 5-25=3410/2162, 5-24= 1956/3454, 7-23=-6763/3826, 7-22=375/1308, 9-22= 3424/1900,19-21=-2996/5583, 10-21=-1910/3329, 10-19= 2382/1621, 11-19= 781/1145, 11-18=-414/1198, 12-17=-2232/1285,13-17=-1395/2569,13-16=-4288/2694, 3-27= 110/407 NOTES- (14) 1) 2-ply truss to be connected together with 1Od (0.13l'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 00, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=25ft; B=45f1; L=46ft; eave=61t; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever right exposed; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise Indicated. 7) All plates are 3x6 MT20 unless otherwise Indicated. 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 20.0psi 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. ®WARNING- VerifydWgn perameten entl READ NOTES ON THASANDINCLUDED MmEKREFEAANCE PAGEMM17J73rex. 10N 01SSEFORE USE Design valid for use oNy w9tn Mliefdflconnecfors. iNs tleslgn k basetl oNy upon parametersshowr arW Is for on h1dlvWuol W 9d1n0 comporient,.1 a Inrss system. Bofore use, the buildlrq designer must vedN the applicabliN of tlesign parameters and properly trlconaorate ihktledgn Into the overall r'd design.HochlgtrldkatedistopreventWcldirxloflMNWudimawebaM/ofchadmembersoNy.AW211orxillemporayondpermanen!bracing h always requlretl for atobrilty ontl fo prevent collapse with possNle persaxx lnM1aY and property tlomcge. For generolgNdonce re8a<r� he MOW fabRcatbr slOrage, delNery, erecilon and bracing of imssesarW 1ms systems seeAN51/IPII GualiN Cdlerla, D5B-d9 and BCSI Building Component 69M Pads East BNd. Sofa" INormntion avdloble M1om inns %ate ussuMe. 216 N. lee Street. Site 312 Plexorxldo. VA 22314. Tanpa, FL 33610 Job fussTruss Type ty py 736365 TB226BD2 736366 A26 HIP TRUSS 1 n G Job Reference (optional) American Builders Suppb, Inc., Sanford, FL M773 7.640 s Apr 19 2016 MITex Industries, Inc. Mon Aug 08 VeaaAT 2me rage z ID:wPbocD?hVjVluTmDVfKVFry%7hW.DZzNjD?svgLd?VJ2fLzSIPICdbNRjpgESbIIScypzOh NOTES- (14) 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 676111 uplift at joint 27, 3298111 uplift at Joint 25 and 1694 lb uplift at joint 16. 11) Girder carries hip end with 8-8-0 fight side setback, 0-0-0 felt side setback, and 7-0-0 end setback. 12)'Semi-rigid pitchbreaks including heels' Member end fibty model vies used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 971 It, down and 4601b up at 37-7-4 on bottom chord. The designtselecllon of such connection device(s) is the responsibility of others. 14) Segn:A0084536,Date:01106Y2014 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pro Vert: 1-2= 54, 2-3=-113(B=-59), 3-11= 113(B-59), 11-12= 54, 12-13=-54, 13-15=-54, 24-27— 42(B-22), 21-23=42(B=-22), 18-20=-42(B= 22), 18-28= 20 Concentrated Loads (lb) Vert: 18-58B(B) O WARNING - Verify design Parame(erc end READ NOTES ON THIS AMU INCLUDED MmFK REFERANCE PAGE Mv,74nmv. IGDS/NIIS BEFORE USE. ' Design valid for use only Wth MReMIDconnectors. Tuts design Is based only upon parameters shown, and Is for on Individual WOdirg component. not a In ss system. Before use, the building designer must vedN the opplkab011y of design parameters and properly Incorporate this design into Ind overall btAcing design. Bracing Indicated is to budding of IndividW Muss web and/op chord members only. Additional temporary and raermasanf bracing MiTek' prevent Is always required fa stabilllyand to prevent collapse w0h possible personal intury end property damage. For general guidance regadng the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of imsesand tnsssy0ems weA146UTP11 ouallry Criteria, DSB-89 and SCSI Building Component Safely Information avalable Mom I=Plate Institute, 218 N. lee Stesel. Suite 312. Plexandda. VA 22314. Town. FL 33610 TrussTruss ype Dry 736WE T9220603 I0 136365 A27 GABLE 1 1 Job Reference (optional) American Builders Supply, Inc., Santord. FL M773 7.64Ds Apr 192D16 Mnek Industries, Inc. Mon Aug OBOBIO422016 Paga1 ' ID:ulxQToxdRe7yM41jhK5QDlyeQlw-DZzNjD7svgLd7VJ2fLzSIPIARbY9j_AESb1IScy n -2-0-0 63-10 2-0-0 63-10 �1 LOADING(psf) SPACING- 2-0-0 CS]. DEFL in Qoc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.87 Ved(LL) 0.01 1 n/r 90 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Ven(TL) -0.01 1 rdr 80 BCLL 0.0 ' Rep Stress Incr YES WE 0.15 Horz(TL) -0.00 6 n/a n/a BCOL 10.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 Scale=1:24.4 PLATES GRIP MT20 2441190 Weight: 311b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directfyapplled or 10-0-0 oc bracing. REACTIONS. All bearings 6-3-10. Qb) - Max Horz2=288(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 6, 7, 10, 8 except 2=-250(LC 10). 9= 164(LC 10) Max Grav All reactions 250 lb or less at joint(s) 6, 2, 10, 9, 8 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-312/140, 3-11=-308/151, 3-12=-345/67, 4-12=339/79 WEBS 4-9=-139/509, 5-8= 104/270 NOTES- (9) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst, BCDL=5.8psf; h=25f1; B=45ft; L=24ft, eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) -2-0-Oto 1-0-0, Exterlor(2) 1-0-0 R 3-3-1 Q Comer(3) 33-10 to 63-10 zone;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 ANSVrPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 6, 7, 10, 8 except Qt=lb) 2=250, 9=164. 8)'Seml-rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 9) Segn:A00B4537,Date:01/06/2014 Q WARNING -Vedrydoslgn parnmeten end NEADNOTES ON THISANDINCLUDED MNExgEFERANCE PAGEMR-74T3 mV. 10/022015BEFORE USE Design valid for use only wth MneM connecbrs. TNs design is based Only upon parameters shown. and Isfor a1 MiAdual WSdhg component, not �� a truss system. Before use. thrify t e Wldrg designer must vehe applicability of des en parameters end property Incorporate finis design Into the overall bidrgdeign. Bracing M1xllcWte loprevenl WckilrgollndMdualhusweba ImchordmembersoNy. AddltKKtdlemporaryantlpermanenibrodw MiTek' Isdwaysrequlredfmstobftltym topreventcollc vAfhpossblepersoncdU*"andprOperNdarnage. rorgenerdguldonceregardngfhe fabik:albn, storage, dellVery, erecflon earl bracing of husesarrd Imss systems seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. salary Information avaliable from Tens Plale haiMe. 218 N. Lee Sheet, Stile 312. Alexandra VA22314. Tan is , FL 33610 Job russ Imss fype all, T36365 T92208M 736365 130 COMMON TRUSS 1 JPIY 1 Job Reference (optional) American Builders SWPb. Inc.. Saaford, FL M773 7.640 s Apr 192016 M7ek Industries, Inc. Mon Aug 0809:10:51 Me Pagel ID:wPbwD7hVjUuTmDVf KVFiyX7h W-SlOncl6 W oRTMatVmgkdZcJdhwDUSKtFZXUiHHbypzOY -2-0-0 3-11-10 7.0-12 1t-z-0 t534 1'46 22-0a 2-00 &11-10 3-1-2 414 4-14 31-2 TM 1.10 Scale = 1:42.8 6xG = IT a 6x12 MT20HS4 axre II Ixo= 1.1w re zone- 1.- 'x1L II 6x12 MT21H3\ &11-10 7-0-12 I 11-2-0 1534 1846 224-0 &11-10 3-1-2 4-14 4-14 3-1-2 3-11-10 Plate Offsets(XY)- r2:0-4-6,Eddel f8:0-4-6Edae1110:03.00-5-81 rl2:0-3-00-5-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.95 Vert(LL) 0.35 10-11 >771 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.5110-11 >526 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO W B 0.93 HOrz(TL) 0.12 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 154 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x8 SP 240OF 2.0E WEBS 2X4 SP No.3'Except' 5-11: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling directly applied or 5.11-1 oc bracing. WEBS 1 Row at mfdpt 5-11.6-11.4-11 REACTIONS. (Ib/size) 8=3946/0-7-10, 2=3181/0-7-10 Max Horz2=247(LC 7) Max Upllfte=-2249(LC 8), 2=-1932(LC 8) Max GravS=4621(LC 14), 2=3521(LC 13) FORCES. (Ib) -Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-7268/3620, 3-4- 7269/3698, 4-5=-5634/2887, 5-6=-5635/2887, 6-7=-7465/3727, 7-8=-8691/4267 BOT CHORD 2-13=-3128/6602, 12-13=-3128/6602, 11-12- 3114/6595, 11-18= 3139/6647, 10-18=-3139/6647, 9-10=371217734, 8-9=-3712/7734 WEBS 5-11=-235614801,6-11=-2229/1135,6-10=-893/2056,7-10-1301/668, 7-9=-437/1066, 4-11=-2006/1102,4-12=860/1831 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=25fC 3=4511; L=241t; eave--lft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are W20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3." 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 1001b uplift at joint(s) except (jt=1b) 8=2249, 2=1932. 7) Girder carries tie -In span(s): 20-3-8 from 7-0-0 to 14.3-0; 16-6-0 from 14-3-0 to 22-4-0 8) "Semi-tigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 912 Ib down and 511 Ib up at 7-0-0 -on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). •11) Segn:AO084538,Date:01/06/2014 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5= 54, 5-8=54, 2-12= 20,12-18- 353(B=-333), 8-18= 276(B=-256) GOntlnue0 on pace2 AWARNING- Ved/ydoegnparametemwdREAONOTESONTNISANOWOLUDWM/TEKREFERANCEPAGEMR-74MJ v.101 015eEFOREUSE areare Design valitl for use only with Miiek® Connector, 1Nsdeuml h based only upwl paametersshown antl isfor on Indlvltluol buddhg component, not � a inm Miem. nefore use, the bWNrx) tlesigner must ve0fy the appllcabllly oftlesl0n pmamefers antl popedy 6lcomaate Ihts deu0n Into ttte overall brrYr9n0 dedOn.B'acNdlrldkatetlklo prevent WCldhlg of hrolvWuol tmssweb antl/or ctardmembers Dray. Addllbnal temporary and permanent W..UV MiTek' Ls always required for staWliryantl to prevenfcdlapse wllh possmle persorwl mryAy antl propedy damage. For generalONdaroe reOaUlq the fabrlo , storage, delivery, erecfbn aixl Waclrxl of fmssesaiM tms systems, seeAN51/iPll Auagry Cdterla, D50-a9 and SC51 eugding Component 6904 Parks East Bhd. ",7 Safely INormatlon avog cr hom,russ Rale IruliMe. 218 N. Lee Skeet. Sale 312 AlexarMda. VA 22314. Tampa, FL 33610 0 fuss TrussType 736365 Tg220804 736365 80 GOMMON TRUSS 1 1 Job Reference (optional) American Builders SuPPIy, Inc.. Sanford, FL M773 7.640 a Apr 192016 MTek Industries, Inc. Mon Aug 08 Do 10:512016 Page ID:wPbmD9hVjjViiuTmDVfKVFiyX7hW.SIOnc16W oRTMatVmgkdZcJOhwDUsKtFZXUiHHbypzOY LOAD CASE(S) Standard Concentrated Loads (Ib) Vest: 12= 899(B) AWARNONG-Verity design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEW74M an.. lWY2015 BEFORE USE Design valid for use only w41h MJiekO connectors.Ras design h based only upon paramefers slvo m and Is for an 9MMdual buBWig component,not a truss system. Before use, the biding designer must verity the apMbab9lty of design cos meters and properly bcorporafe this desgn Into tine overall biding desgn. Wooing Incleated is to prevent Welding of Individual truss web and/or chord members orgy. Accillonal temporary oral permanent bracing MiTek' Is always iegWnedfor stobUity and to prevent collapse Milk possible personol Miry end property domage. ror general guidance regarding line fablicatlon, storage, delivery, erection and bracing of Imsses and truss systems. seeANSUM1 Quality Criteria, DSB49 and BCSI Bugding Component 004 Parke East Bind. Safety Information avdloble from Truss Rate LutiMe. 218 N. lee Street. Suite 312. Alexandria, VA 22314. Tarrya, FL 33610 JOID Truss Type Qty pty 736365 Tg220805 736365 Bt COMMON TRUSS 3 1 Job Reference (optional) American Builders 5uppty• Inc., Sanford, FL 32773 7.640 a Apr 192016 Mnek Industries, Inc. Mon Aug 06 09:10.51 2016 Page 1 ID:uIxOToxdRe7yM41jhK50D1 yeOlw.SlOro16W oRTMatVmgkdZcJdnPDTiK30ZXUiHHbypzOY -2-0-0 5-0-10 11-2-0 i6-116i 22d-0 244-0 211 5-4-/0 SBE 5-05 51-10 2-09 Scale = T43.3 4x6 = IT 0 9%9 — 4%4 = Plate Offsets KY)— (2:0.1-8,Edgel. (6:0-1-8,Edge1, f8:0-3-0,0-3-01 LOADING(psq SPACING- 2-0-0 CSI. DEFL In (too) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Verl(LL) -0.09 9-12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Ved(TL) -0.23 9-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.15 HOrzCTL) 0.04 6 n/a n/a BCDL 10.0 Code FBC20147rP12007 (Matrix-M) Weight: 107 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural mod sheathing directly applied or 4-10-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid oglling directly applied or 7-2-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=934/0-7-10, 6=934/0-7-10 Max Harz 2=-234(LC 8) Max Up1iff2=-641(LC 10). 6=-641(LC 10) FORCES. (Ib) - Max. ConnpJMax. Ten. - All forces 250 (Ib) or less except when show. TOP CHORD 2-16=-1367/990, 3-16=-1356/1008, 3-17= 1136/864, 4-17= 1061/875, 4-18=-1064/878, 5-18= 1139/867,5-19=-1356/1007,6-19=-1367/989 BOT CHORD 2-9=-657/1185, 8-9= 2677789, 6-8=-656/1177 WEBS 4-8=-200/388, 5-8=333/396, 4-9_ 197/386, 3-9_ 333/397 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL--5.8pst h=251t; B=45ft; L=249; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extehor(2) -2-0-0 to 1-0-0, Interior(l) 1-0-0 to 8-2-0, Exterlor(2) 8-2-0 to 11-2-0, Interior(1) 14-2-0 to 21-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at)oint(s) except (lt=lb) 2=641, 6=641. 6) 'Semi -rigid pilchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 7) Segn:A0084539,Date:01/06/2014 Q WARNING -Verily design Parameters and HEAD NOTES ON THIS MD INCLUDED MREK REFERANCE PAGE M674M ray. 1N0 015 BEFORE USE Design valU for use only NAM Mnek0connectors. 1h6 design k based only upon p crmeters shown. arW Is for an IntlMdual WBMg comment,not a truss system. Before use, the bdiclrg designer must vent' the applicabl ity of design pa cumelers aM prope y Incorporate ihb design into One, ovemil bredingdeslgn. Bactsglndkatedlstopevenlb Wll gofiWd uallnmwebo /mr rdmembmrs y. AddllondtemporasyaM manentbracOg Mffek' kalwaysrefpdredforstoUllyandtolxeventcollop Wlhpossblelfeno hpffyaixlpropertydm e. Fw generalgddage regoro1rg Rte faMr atlon. storage, delivery. erechon antl bfaclsg of lenses Doss sMemi s ANSI/TPI I GaalityCdlada, DSB4I9 and BC51 BUBding Component 6904 Parke East Blvd. safely Informatlon a ade Bonn Truce Rate Institute. 218 N. Iee Street. Shce 312. Alexandria. VA 22314. Tampa, FL 33610 ob ruse toss y'a ry y T36365 Te220807 736365 83 HIP TRUSB 1 1 Job Reference optional A..... awlaen auppry. mc., ..more, n-uns 4-7-15 Scale = 1:4,to 4x6 = 4x8 = 4 19 20 5 4x4 = 3xro = LOADING (Psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/rP12007 CSI. TC 0.52 BC 0.68 WB 0.14 (Matrix-S) DEFL. in Verl -0.12 Vert(Q -0.32 Horz(TL) 0.05 (lot) Well Ud 9-17 >999 240 9-17 >B39 240 7 n/a Na PLATES GRIP MT20 2441190 Weight: 112 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2z4 SP No.2 BOT CHORD Rigid telling directlyapplied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=934/0-7-10, 7=934/0-7-10 ' Max Ho22=-196(LC 8) Max Upllfl2=-641(LC 10), 7=-641(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. • TOP CHORD 2-18=-1360/1182, 3-18=-1312/1196, 3-4= 1106/975, 4-19= 9471966, 19-20=.947/966, 5-20=-947/966,5-6=-1106/975, 6-21=-1312/1196,7-21=-1359/1182 BOT CHORD 2-11=-828/1176, 10-11=-477/946, 9-10=-477/946, 7-9=-828/1173 WEBS 3-11= 287/394, 4-11=-98/282, 5-9— 98/282, 6-9=-289/394 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDI^5.8psf; h=25ft; B=45ft; L=24ft; eave=4ft: Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 1-0-0, Inledor(1) 1-0-0 to 4-5-15, Exledor(2) 4-5-15 to 17-10-1, Interor(1) 17-10-1 to 21-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument 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." 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 100lb uplift at joint(s) except qt=lb) 2=641, 7=641. 7) This truss design requires that a minimum of 7/16" stmcturel wood sheathing be applied directly to the top chord and Nz" gypsum sheetrock be applied directly to the bottom chord. 8) Segn:AO084541,Date:01/06/2014 ®WARNING.Verily deslgnparametmand READ NOTES ON THISAND INCLUDED M/FEKREFERANCE PAGEMIF)4T?nn. II1=015BEFOREUSE �■�' Design valo! fofuseonly with Mltek®connector% INsdedgn ltbsedordyupon parometersshown antl Moron hdividud building ccmponenf.nol a htm wSlem. Before use, the bilding desklner mull vedy theapplicoblity of tledgn paaneters and aol,edy hcomofafe fhb design Into the overall o,gan,design. Wachglndkd Ntoprevenlb WIngofiMWLdhusweband/ordwrdmembelSONy. McUfonaltempora MdP9nnanenlbn Ctng Welk' kdwaysrecO,r fofsta ltyandto Wevenicollapsewlthlwshlepersonclhjuya pfopedydamage. Lorgoneral gridalce regac➢ng the fabrIcalbn.storage, dellvery, erection and bating of husesand tors system%seeAN51/Taft 9ualy Criteria,DSB-89 and BCSI Building Component 6904 Parke Easl Blvd. Safety INofmall ovallabe horn Truss Rate Iretllut6.218 N. Lee Sheet. W1e 312, Alexantlda. VA 22314. Terry., FL 33610 Job Truss lruss lype iy ly .]36365 T9220308 736365 94 HIP TRUSS 1 1 Job Deference o ganef Ameaken Builders apply, Inc., Sanford, FL M773 7."0 s Apr 19 2D16 MTek Industries, Inc. Mon Aug Ua 09:10:532016 Page 1 ID:ulxOToxdFle7yM41lhK6QD1yeOlw-Og7X1_SmK3k4pBt9o9flhki1Y1400xvs OBOLTypzOW -2-0-0 7-0-0 11-2-0 1"1 224-0 244-0 z-o-o I 7-0-0 1 4-zo 1 az-0 7-0-0 1 2-0-0 Scale = 1:44.0 4x8 = 2x4 11 4xe = 17 4 1e 5 m I6 4x6 — an It 5x5 — UX5 11 4x6 = Plate offsets ()(%Y)— 13:0-5-4,G-2-01, f5:0-5-4,0-2-01. 19:0a-0,6-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Joe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.26 9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.33 8-9 >801 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.30 Horz(TL) 0.13 6 RIB Na BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 105 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 *Except' 3-5: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1742/0-7-10, 6=1742/0-7-10 Max Horz2=-161(LC 6) Max Uplift2=-1538(LC 8), 6_ 1538(LC 8) Max Grav2=2297(LC 13), 6=2297(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-0-1 oc bmcing. FORCES. (lb) - Max CompdrMax. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4245/2626, 3-17= 4309/2815, 4-17=-4309/2815, 4-18=-4309/2815, 5-18= 4309/2815, 5-6=-4248/2626 BOTCHORD 2-10-2111/3821,9-10=2128/3863,8-9-2128/3781,6-8=-2111/3740 WEBS 3-10=-419/1022, 3-9=-5241765,4-9=-7331/37,5-9=-524/766, 5-8=-419/1022 NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psC BCDL=5.8psf; h=25f1; 8=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 9. 5) Plate(s) at joint(s) 9 checked for a plus or minus 3 degree rotation about Its center. 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 al l areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 2=1538, 6=1538. 9) Girder carries hip end with 7-0-0 end setback. 10)'Semi-rigid pitchbreaks including 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) 899 to down and 5251b up at - 15.4-0, and 8991b down and 525lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) Segn:AO084542,Date:01/06/2014 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on pace 2 O WARNING- Verhydecignparameters and READ NOTES ON TMSAND/NCLUDED UREKREFERANCEPAGEUlA74]3 reV. 10=015 BEFORE USE ' Design valkl for use only with MlielG connectors. This design b based only upon parameters shown. crad Is for on WhOdual b cffng c-omponenl, not Ell a muss system. Before use, ox+GIDdlnt, designer must Vadry the appiloabllly of design parameters and poperly IncoOwrole me design Into the overall d cagdesgn. aactrgITKlcatetlbtoWevenlbur.Iding01lndh4 Irusweband/orchordmemb mardy. Add➢tlonollemporaryand permanent brodn,, MiTek' Is always required for stabilityand to pevent collglse with possible personal lnluryand properly damage, Forgeneralguldanceregardigme fahicatlom storage, delivery. ereclion and broci g of pusses and truss systems seeANSI/TPII Quality Cdlerla, DSB-69 and BCSI Bullding Component 6904 Parke East Blvd. Safely Informalion available from Truss Rate IRsiIMe. 216 N. lee Street. S le 312 Alexandria VA22314. Tampa. FL 33610 Job toss toss Troe Oty N 73b365 9220606 736365 B4 HIP TRUSS 1 1 Job Reference fa fionall American Builders Supply, lee.. Sanford. FL M773 7.640s Apr192D16Mdeklnduslries.Ina Mon Aug080910:532016 Paget ID:ulxOToxdRe7yM41jhK5ODlyeOlw-Og7X1_8mK3k4pBf9o9Ilhkil V7400xVs_0BOLTypzOW LOAD CASE(S) Standard Unlfolm Loads (pit) Vert: 1-3= 54, 3-5=-113(F— 59), 5-7=-54, 10-11=-20, 8-10=-42(F= 22), 8-14=-20 Concentrated Loads (lb) Vert: 10=475(F) 8=-475(F) A WARRING -V rilydes/gnParaneteraand READNOTES ON TNIS AND WCLUDED MITEKREFERANOEPAGEMX74m rev. 10A 15 BEFORE USE and Bforan..,poual bultllnAcompot1he DeslgnWein.fuseoNywllhMRfldngc iot �r- VeslglkbasedoNyuponpognm annefem oar sIgoeF incling em.Bofore use, the bWanD tlestgrer must vedN the apolaab�IN of tlesl¢l poramelers and poperlyddliooraten design Infotheoverall `N t deslgn.flfor or;OrglMkM D anent baclnD ci;Pedy MiTek' For oW age.Fogeneriguld cerearcow1h Itcrwg to revert collooewlIh ombeanored Rlh+Y an fsolwaysregtor p aldWdanceding e.clellvilhyaetonand racin offuueesondle fe s Cdlarla, DSO-89 and BC51 BUVding Component fatx , declole erection and SUTPJIe Quinn dtGr SO-89 Comport of losses and reef, 6904 P.A. Enst BNd. Inrfil t Soems Nexa irle VA22V Safety InrormaHon a.�dloble from ima Male InsfiNle. 218 N. We Sheet, State 312 Alexandda VA22314. ly Inlox cthon Tertpa, FL 33610 o russ Truss Type My Ply ]3B36s T9220809 736365 C1 GABLE 1 1 Job Reference (optional) Amerbon Builders Inc., 6aMonk FL M773 44 = iBYA1Li5[ Basis: 1/4'=1' 3x6 = 3x4 ="' 3x4 = 3x6 = 8-5-13 1 16-103 i 25-4-0 a-5-13 e4-5 8-5-13 Plate Offsets (XY)- 14:0-3-0 0-3-41 15:0.2-0 0.0.81, 16:0.3-0 0-3-4j LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (foe) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.32 10-31 >963 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.3010-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) -0.05 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight 160 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS IRow at midpt 5-10,5-12 REACTIONS. (lb/size) 2=1045/0-7-10, 8=1045/0.7-10 Max Horz 2=261(LC 9) Max Uplilt2=-1248(LC 10), 8-1248(LC 10) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-32= 1428/2472, 3-32= 1417/2502, 3-33— 1397/2729, 4-33=-137312731, 4-5= 1326/2742, 5-6=-1326/2742, 6-34=-137312731, 7-34=-1397/2729, 7-35=-1417/2502, 8-35= 14282472 BOT CHORD 2-12= 1928/1186, 11-12-1230/850, 11-36=-1230/850, 10-36=-1230/850, 8-10-1928/1186 WEBS 5-10= 1313/639, 5-12-1313(639, 3-12=394/503, 7-10=-394/503 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.epsf; h=2511; B=45ft; L=24ft; eave=oft; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-0 to 1-0-0, Interior(1)1-0-0 to 9-8-0, Exterior(2) 9-8-0 to 12-8.0, Interlor(1) 15-8-0 to 24-4-0 zone; porch left and right exposed;C-C for members and forces $ MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas Where a rectangle 3-6.0 tali by 2-0-0 wide wilt fit between the bottom chord and any other members, with BCDL = I O.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 it, uplift at joint(s) except Qt=1b) 2=1248, 8=1248. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 10) Segn:A0084543,Date:01/06/2014 AWARNING. VedyydesignparametersendREDNOTES ONTHISANDINCLUUEDMMEKFEFENANCEPAGEN1l-]4]3rev.r01MVI5eEFOAEUSE D6Dgn valid for use oNywlBl Mliek®connectors.R ds gn6barecloNyuponlxaametemst .andhforonhtlMtlual buiidingwnn onentrwt �r a imss system. Before use. Iho b1NQng dwggmT must vedty the appiwb9ity of design parameters and ptoperly hcorpwate ihk design Into the overall buddtrgdedgn. Bracing lndlcaledblo Wcldingofindlvldual hue Webond/or chordmembersonly. AddliWnoltempororyondpermanenlbmkg M!Tek' prevent 5oiwaysreWrodforstaMityandtopreventcoliapsewiihpn55BJiepeaonalhjurya Vop dydamage. Forgeneralguldanceregardlgthe tablcatim storage, dellvery, erection antl brachg of t1Ussesoncl Wssyslems seeANSUTPH QaaBfy Criteria, DSB39 and BCSI Bulaing Component 6904 Parke East BNd. safely INoanatlon cw oble from Trua Rate IndIMe. 218 N. Lee Sheet. Suite 312. Alexandria. VA22314. Tanga. FL 33610 ob russ russ Type ry ry 736365 T9220810 ]36365 C2 HIP / 1 Job Reference (optional) Amer¢an BUBders Supply Inc., Sanford, FL 32773 7.640 s Apf 19 2016 MRek Induseiea, Inc. Mon Aug 08 09:10:552016 Pogo 1 ID:uhOTozdRe7yM41jhK50D1yeOlw.L3FISg90sg n3UpXvZiVm9o0_rrlGirgR6gUOMypzOU -211 2-0-0 F 3-0O H 2:U 752 1 2:L 24-0 2740 -&2 I 3-04-1014 4 4-9-2 112.00 Scale =1:49.0 6.00 12 5x10 MT20HS= 4x4 = 6x6 = 4x4 = Sx10 MT20HS= 4x4 = 2x4 11 3x8 MT20HS= 4,11 = 6x6 = 2x4 11 4x4 = 3.00 7-10.1a 12.8.0 175 2 224.0 25-a-0 r 3-00 44044 4.8.2 ~ a92 a-10.14 1 341-0 Plate Offsets (X,Y)- f2:0.2-O,Edgel, r3:0-8-0,0-2-01, f5:0-3-0,Edgel, 17:0-8-0,0-2-01, f8:0-2-O,Edgel LOADING(psf) SPACING- 2-0-0 CS]. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.85 12 >358 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.75 12 >407 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO W B 0.83 Horz(TL) -0.11 8 n/a We BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 120 lb FT=20h LUMBER - TOP CHORD 2x4 SP No.2 "Except' 3-5,5-7: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-5-11 oc bracing. WEBS 1 Row at midpt 3-14,7-11 REACTIONS. (lb/size) 2=1234/0.7-10, 8=1234/0.7-10 Max Hoa2=90(LC 7) Max Uplift2=-1457(LC 8), 8=-1457(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=4913/2203, 3-4-3712/4343, 4-22=-4318/4953, 5-22=-4318/4953, 5-23=-4318/4953, 6-23=-4318/4953,6-7=-3712/4344,7-8- 1913/2204 BOT CHORD 2-15= 1860/1655, 14-15= 1866/1659, 13-14=-4245/3712, 12-13= 4245/3712, 11-12- 422413712, 10-11- 1846/1659, 8-10-1840/1655 WEBS 3-14=-2496/2170, 4-14=-536/609,4-12=-833/651,5-12=-289/320,6-12=-633/651, 6-11= 536/609,7-11=-2495/2170 NOTES- (13) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psF BCDL=5.epsf; h=25f1; B=45t1; L=2411; eave=41t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 5. 6) Plate(s) at joint(s) 5 checked for a plus or minus 2 degree rotation about Its center. 7) This truss has been designed for a 10.0 pst bottom chord live load nonconcunent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s) except jt=lb) 2=1457. 8=1457. 10)'Semi-rigid pllchbreaks Including heels' Member end fibly model was used in the analysis and design of this buss. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 105Ib down and 61 lb up at 22-4-0, and 1051b down and 61 lb up at 3-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the Imes are noted as front (F) or back (B). 13) Segn:AO084544,Date:01/06/2014 LOAD CASE(S) Standard Continued on Daae 2 Q WARNING- Valydesr9nparamefeVs and READ NOTES ON THISAND INCLUDED MREK REFER4NCE PAGE Mll-7473 rev. IQ/a3R0169EFORE U6E Design valid for use oNywOh MITeMconnectors. lhisdeslgn h based omyul,on parameters shown and Is for m hdrAdual WOdlrg component, nai �' a truss system. Before use, the brirdrg designer must verify Ure opplbab0lty of design parameters arrd properly hmthin lcooiate design into the overall buldngdesign. Brmhglrldk:atedlstopteventWcklhgofindly"llmaweband/mr dmembersody. Add0lorwltempororyantlp onenlbra MOW Ealwaysrequ fwsfab9lNondloprevenlcollaps hpossbleperson bMyandproWdydancge. For generalgAdcnceregardnglhe fabrbatbm storage. delivery, erecllon arxl brachg of busses and hussystems. seeANSWIPll Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Bird. Safety IMormallon wdlade hem Trrrs %ate InstlMe. 218 N. Lee Street. Site 312 Alexondda. VA 22314. Tartaa, FL 3M10 Job russ Truss Type Giy 736365 T9220B10 736365 C2 HIP 1 1 Job Reference (optional) Amadcan Build.. S,,I,, Inc.. Sanford, FL U773 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Veit: 1-3=-54, 3-7=-64(F=-10), 7-9=-54, 15-16— 20, 10-15=-24(F=-4), 10-19= 20 Concentrated Loads (ib) Vert: 15-56(F) 10= 56(F) 7.64D s Apl 192016 Mrrek Indu3lries, Inc. Mon Aug 0a D9:10:55 2016 Page 2 ID:ulxQToxdRe7yM4fjjhK50D1yeOlw-L3FISg90sg_n3UpXvZiVmgoO rrlGir9R6gUOMypzOU Jo rums rums Type Q1y y 736365 9220a14 736365 HJ2A JACK 1 1 Job Reference (optional) Amercan Brad.. SupPly, Inc., Sanford, FL 32773 7.640 a Apr 192016 MI ek inaumne., Ina. Mon Aug 06 aa:t a:>r z0,e rage, I D:uNQToxdRe7yM41jhK5QD1 yeQiw.HSN2tMBHNHEVI ozw1_kzrattte%BkoESvQ9bL1 FypzOS -2-9-15 24-4 r 2-9-15 2-4-4 Swle = 1:13.9 Adequate Support Required Plate Offsets (XY) r2:0-1-1 0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.05 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(rL) -0.09 5 >682 240 BCLL 0.0 ' Rep Stress [nor NO WB 0.00 Horz(Q -0.03 1 n/a rVa BCDL 10.0 Code FBC2014/FP12007 (Matrix-M) Weight: 12111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-44 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=131/Mechanical,3=-O/Mechanir 1,4=153/Mechanical Maz Horz3=134(LC 1), 4=-134(LC 1) Max Upliftl=-74(LC 8), 4= 55(LC 8) Max Gravl=131(LC 1), 4=153(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES- (8) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=5.8psf; h=25ft', 3=45f ; L=240; eave=4tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1. 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) Segn:AO084548,Date:01/06/2014 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-75 Trapezoidal Loads (plf) Vert: 2=-21(F=27, 13=27)-to-6= 33(F=21, B=21), 6=-12(F=21, 8=21)-to-3=-38(F=8, 13=8), 5=0(F=10, 3=10)-to-4=-14(F=3, B-3) O WARNING - Wally design mT..tars andREAO NOTES ON THIS MD INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. lo=015 BEFORE USE DeSgnvalidforuseOnly th Mat MITeconnectors. r de gn Is based Onlyufxxt poromrs efeshown. and h form 41OMal Wt, ri dugtling component sot a buss system. Before use, ttse bNtling tleslgr,er must vedry the appllcab8lty of design parameters asxi properly tr�cwrwrale Ih5 tleslgn Into fhe overall bgdo,de5gn.&ac8,9 lnOloated R to prevent bucZIng of Bdividuml toAS WOO and/or chortl members only. Addltbrwl temporary and pennanenibwGng MiTek' kalways req,Ired for stabllltyand to prevent collapsewllhescad WJZrs tam L a SUTPII udamcge. FaDSB49 and DCSnceldingCugttse Ctlteda, 03B-69 and BC51 BuilOing Component deiNery, erectlon osW Ixacu,0 othussesend teem systems.-__AN5ndfla 69o4Perk. Earn0 Sabdcalk4r.storage, VA 223 SaleN Infrnmatlon avmlabe fiom inrss Rate InstiMe. 218 N. Lee Streel.3ulte 312 Alezarxld¢ VA 2231 d. Teirpe, FL 33610 0 toss rush ype ty Py 736365 T9220815 136365 HJ3 JACK 2 1 Job Reference (optional) American Builders Supply, Inc., Sanlord, FL 32773 7.64D a Apr 19 2016 MRek Industries, Inc. Mon Aug OB 09:10:57 2016 Pagel ID:uLvOToxdRe7yM41jhK50D1yeOlw.HSN2tMBHNHEVIozwl_jrzralmNec2koESVO9bUFypzOS -2-SAB 4-23 2-9.15 4-23 scale = 1:14.5 E&&] Plate Offsets()(,YI-- 12:0-0-130-0-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TOLL 20.0 Plate Gdp DOL 1.25 TC 0.76 Ven(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Hotz(TL) 0.00 2 n/a Na BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 17lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (Ib/slze) 3=53/Mechanical, 2=242/0-8-0, 4=17/Mechanical Max Holz2=136(LC 8) Max Uplifl3=-47(LC 8), 2= 298(LC 8) Max Grav3=53(LC 1), 2=242(LC 1), 4=53(LC 3) FORCES. (lb) -Max. Com ,JMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bpsf; h=25ft; 3=45ft; L=24f1; eave=4ft; Cat. II; Exp C; Encl., GCp1=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) -This thus 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 wlll lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3 except Qt=lb) 2=298. 6)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B). 8) Segn:AO084549,Date:01/06/2014 LOAD CASE(S) Slandard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-1o3=-56(F=-1, B=-1), 5=0(F=10, 13=10)-to-4=-21(F=-0, B=-0) Q WARNING- Vedly destga parameters and READ NOTES ON THIS AND MCLUDED MITEKREFERANCE PAGE MIP7413 rev. 10/04/2015 BEFORE USE. ♦�■�- DedgnvaildforuseoNyx9lhMliek®conrleclas.7Nstleslgn hbastloNy ulxm lxxamefers shown. antlhfor on hdMtlud WAtlYlg component,nor a Ouss system. eofore roe, the b41dlr1g tlaslgrter must vedry the appllcaWiryof tledgn parameters OM properly incoilaorate itds design Into the overall bWldlrxF tlesign. Nochg htlkatetl is to prevent bucklhg of lrltllvltlual insweb antl/or ctwrtl membersoNy. Atlo711ona1 temporary antl iaelmcnent bracing i•���I M!Tek' h always requbed for atablilry antl to prevent collolxse vAlh possmle peisonN Fjipy antl lxoPedy damage. For general eultlaloe regorwp he fabrka'I. storage, tlelNery, erec0on arW brackg of fnissesantl hussystems. seeANSI/TPII livallty Cdteda, DSB-69 and BG5l Building Component 6904 Parke East Blvd. Safety INormadon ovo6oble ham ins %ofe hsliMe. 218 N. Lee Sheet. Suite J12. Alexantld¢ VA 22J74. Tanpa, FL 33610 Job Truss cuss ype QtY Ply 736365 T9220816 736WS W3A JACK 1 1 Job Reference o Bonal American BBneeR JYPPry, mc.. sentora, FL 32IIa 7.640 a Apr 19 2016 Maek lntlustaes, Inc. Mon Aug OB 09:10:5B 2016 Page t ID:ulxQToxdRe7yM4fjhK5QDlyeQlw-IexQ4hCv8bMMwyY6biFCOnPx72gVTFUb84v90hypzOR -2-8.15 3.11-12 2-8-15 3-11-12 Scale = 1:14.1 23-4 2-8-7 3-105 8-11-12 2J-4 I 0.630-1 Plate Offsets MY)— f2:0-2-5,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) 0.01 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.08 3 n/a file BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 17lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=31/Mechanlca1, 4=-160/Mechanical, 5=426/0-8.0 Max Horz5=131(LC 8) Max Upllft3=-22(LC 7), 4=-160(LC 1), 5=-682(LC 8) Max Grav3=31(LC 1), 4=289(LC 8), 5=426(LC 1) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCD —".Spat; h=251t1 B=45f; L=24f; eave--lft; Cat. II; Exp C; Encl., 00p1=0.18; MW FRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide W11 fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at)oint(s) 3 except Qt=1b) 4=160 , 5=682. 6) "Semi-dgld pltchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASES) section, loads applied to the face of the truss are noted as front IF) or back (B). 8) Segn:AO084550,Date:01/06/2014 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-3= 54(F=O, B=0), 6-0(F=10, B=10)-to-4= 20(F=O, B=0) A WARNING - Verl/yde B.parameresend READNOTES ON THIS AND INCLUDED MREKREFERANCE PAGEMO.74" rev. 1BOV2015 BEFORE USE Oesgn vdid for use only With MReM co rnectors. ills design Is based only upon parameters shown, and! I5 for On hdMdual bu0dirxl component not a Iruss system. gefas use, the buffd1W designs must vetlfy the appllcobnty of design parameters and pfopelly Incorporate xtb design Into the overall bu9drxldeslgn. Brachgln ate kf.pevenlbueldfngoilMNlduallrussweba /orctladmembelsonly. AddlfionoltemporaycmdM nonenlixmIng Wek' Is always required for stabBly and to prevent collapse with possible person hp4y and aopeny domage. For General gutlance regardng the fab0edlont storage, delivery, erecllon and bracng of lakes and tms system%seeA SIJVII Quality Crlterla, DSB49 and BCSI Building Component 004 Parke Ewl Bald. Safety INormalion avMabte from Teas Rde 81slltufe. 218 N. Lou sheet, alte 312. AlexarWrla. VA 22314. TaWa, FL 33610 Job Truss I Use I ypa ty Py 736365 T9220017 736365 HJ] MONO TRUSS 3 1 1 Job Reference (optional) Arro i con Builders Supply, IOC., cantors, FL W773 T"D. Apr 19 2015 Wes Industries, Inc. Mon Aug 05 0d:1 V:bU 2V16 Vase 1 ID:ulxOToxdRe7yM4f hK50D1yeOlw.lexO4hGv8bMMwyY6bIFCOnPx72m8TCob84v9OhypzOR -29-15 5-0-10 9.10.1 r 2-9-15 I 5-0-10 4-9-7 Scale:112*-1' 3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) WellL/tl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.13 6-7 >913 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(fL) -0.23 6-7 >510 240 BCLL 0.0 ' Rep Stress [net NO WB 0.24 Holz(TL) 0.01 5 n/a rda BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 431b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapplied or 6-0-0 cc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 8-2-15 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=242/Mechanical, 2=467/0-8-0, 5=333/Mechanical Max Horz2=364(LC 8) Max Up1iIt4=-288(LC 8), 2=-355(LC 8), 5=-123(LC 8) Max Grav4=289(LC 13), 2=467(LC 1), 5=338(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 724/225 BOT CHORD 2-7=-463/678, 6-7=-461/687 WEBS 3-7=W301, 3-6=-762/510 NOTES- (8) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.epsf; h=25ft; B=4511; L=24f1; eave=4f1; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf an the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 4=288, 2=355, 5=123. 6) °Seml-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) Segn:AO084551,Date:01/06/2014 LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Veil: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4= 133(F=-39, S= 39), 8=O(F=10, B=10)-10-5=-49(F_ 15, B=-15) Q WARNING. Vedlyrlesignparameters end BEAD NOTES ON THISAND/NCLUDED MREKREFEAANOE PAGEMIF1473rev. 11=Z016BEFOBEUSE Design valld for use oNywllh MlTeMconnectors. INsdeslgn 6 based onlyupon parametersshovn and [star an Incilvldual bidIg component not �■ a Iluuss system. Before use, the biding designer must very the oWlIcabllly of design parameters and properly Incorporate tho desgn Into the overall bultllrgdedOn. HacQlg Indicated is to prevent Welling oflndlvidual Ionsweband/or chord members only. Adoltlorgl temporary and permanent brackg MOW Is always required for stability and to prevent collarne whit possible persorwt h7w/ and properly damage. For genera guidance regarding the fabrication, storage, delivery, erection and brMi g of trusses and! Ims systems, seeANSI/Wil Quality Criteria, DSB49 and IIMI Building Component 6904 Parke East BNE. Safety Information available ham Teas Nate InstiMe. 218 N. Lee Street. Suite 312 Alexandra VA22314. Tampa, FL 33610 a rI1sS rus$ ype ty ly 736365 T9220B18 ]36M5 HJTA MONO TRUSS I I Job Reference (a florist Amerkan Builders SIPTI. Inc., Sanford, FL 32773 7.640 s Apr 19 2016 Mrek Industries, Inc. Mon Aug 0B 091059 2D16 Pagel ID:u1xOToxdRe7yM41jhKSQD 1 yeOlw-DgVolt DXvvU Dx67J8PmRCtyBaSDCCf3kMkeiZ7ypzOQ -2-9-15 3-2-1 9.9-11 9.10-1 2-&15 3-2-1 6.7-10 - " 2x4 II BL.-6 Scale: 1/2'=1' Plate Offsets MY)— f2:0fi-90-0-51 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.10 6-7 >795 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Ven(TL) -0.27 6-7 >299 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 HoR(TL) 0.05 4 n/a n(a BCDL 10.0 Code FBC2014/FP12007 (Matnx-M) Weight: 43lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=294/Mechanical, 5=72/Mechantcal, 7--677/0-8-0 Max Horz7=364(LC 8) Max Up1ift4=-345(LC 8), 7=-066(LC 8) Max Gmv4=352(LC 13), 5=173(LC 6), 7=677(LC 1) • FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 2-3=-614/289 BOT CHORD 2-7=-221/601, 6-7= 282/348 WEBS 3-7=-592(792,3-6=-357/290 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-8 cc putting. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=5.8psf; h=25ft; B=45ft; L=2411; eave=4fl; Cal. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); cantilever left exposed; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) • 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (I11=11b) 4=345, 7=666. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the buss are noted W front (F) or back (B). 8) Segn:AO084552,Date:01/06/2014 LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2= 54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to4=133(F=-39, B=-39), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) Q WARNING -Verily Cealga parameters and READ NOTES ON THIS AND INCLUDED MNEKREFERANCE PAGEMII-7473 rev. 1N0 15 BEFORE USE wild for use onlywllh MITeMconnecton. TNsdedgn la based onlyupon parameters shown. and h for cn trrdly l Watling component, not IMF a Ims syslem. Sell use. the bullt&g designer must verify the appllcabliy, of design parometem orxl propedm y hlcoorale Vila design Into the overoll btIDt&gdesign.&achglndlwl istopeventWcklhgofbdKtuNtnsswebafmctwdmembersoNyAMlllbrwlVemporaryantlpelmortenibraclrg 1s MOW 4 always mcgred for stabllllyani to prevent collapse with posmle peaonal" W antl poperly damage. For general guidance iegarclog the fabdcalbn. staage. delivery, a ollon arxf brochrg of trusses and Ins systems. seeAN51/TPII Quality Cdleria, DSB-89 and BCSI Building Component 6904 Padc6 East BNd. Safety Information available from Truss Rate hu0tute. 218 N. lee Sheet. Suite 3 1 Z Alexaoddo. VA 22314. Tanga. FL 33611) Job Truss ruse ype ty 136365 T9220619 736365 J1 JACK 18 1 Job Reference o Ronal Amerkon Builders SuPply Inc., saniortl, FL 32113 7.640s Apr192016Mfreklndustries.Ina Mon Aug0809:10592016 Pagel ID:ulxQToxdRe7yM41jhK5QD1yeOlw.DgVol1 DXwUDX67JBPmRx?ygOSKlCikkMkeiZ7ypzOQ scale =1:9.7 Plate Offsets (XY)-- 12:0-4-0,0-0-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ven(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(FL) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 HOrz(FL) 0.00 2 n1a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 7lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-16/Mechanical, 2=228/0-7-10, 4=-31/Mechanical Max Horz2=124(1-C 10) Max Uplifl3=-16(LC 1). 2= 336(LC 10), 4=-31(LC 1) Max Grav3=47(LC 10), 2=228(LC 1), 4=77(LC 10) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directlyapplied or 1-0-0 cc purllns. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.epsh h=25ft; B=45ft; L=241t; eave=4f1; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exlefior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beading plate capable of Wihstanding 100111 uplift at joint(s) 3, 4 except Qt=lb) 2=336. 6) "Semi-rlgld pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 7) Segn:AO084553,Date:01/06/2014 ,&WARNING- Vahydeslgnparameters and READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE iUP7473me 10/DaQa15 BEFORE USE Design vdld for use ody wlih MBekS, corinccicas This tleggl is based « y upon parameters shown, and Is for On individual Wilding component not a Iruss system. Before Use, the bIDdrg designer must verify the appllcdXlty of design parameters and property Incorporate this design Into the overdl b9drgrleugn. 9achg0ldk:ated b to prevent buckling of lnllvldual lnlsswebarld/or chord membersody. AddibnalternMaryoncielmonentbradrg MiTek' 6dwaysregdradforsta ltyandlo Meventcollapse lhpossUepewo hlrnyrn popeMdmnage. Forgenerdguldancere cedrgthe fabrication storage, delivery. erection and bracing of tmaesond Imasystems seeAN51/iPll Quality Crltatia, DS11-89 and BC51 BuBding Component 6904 Parke East Blvd. Safety Intormatan wdlade 9om Teas Rule Institute. 218 N. Lee Street State 312. PlexandM. VA 22314. Tanya, FL 33610 Job Truss m66 ype ply )36365 T922D820 )3fi365 J1A JACK 6 1 Jab Refererae tional American Burdens Supply, Inc., Bant0r4 FL 32)73 7.640 s Apr 192016 Mffek Industries,Inc. Man Aug 08 09:10:592016 Pagel ID:uDNToxdRe7yM41jhK50D1 yeOlw-DgVol l DxwUDx67JBPmRx?ygOSIACikkMkeiZ7ypz00 2-0-0 i-0-0 2-0-0 1-0-0 Scale = 1:9.7 =nection(s) to resist m(s) shown. Plate Offsets 04Y1-- 12:0-4-4.0-0-41 LOADING(psf) SPACING- 2-0-0 CSL DEFL. In (too) I/defl Vd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.00 7 n/r 90 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 022 Vert(fL) -0.00 7 n/r 80 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 7lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ialsize) 3=181/Mechanical, 4=-0/Mechanical Max Horz3=-561(LC 10). 4=685(LC 10) Max Uptlft3=-212(LC 10) Max Grav3=181(LC 1) FORCES. fib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=.951/422 BOT CHORD 2-4=-383/1080 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 Go bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.8psf; h=25ft; 13=4514 L=24ft; eave=aft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pet bottom chord live load nonconcunent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 3=212. 6) "Semi -rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. 7) Segn:A0084554,Date:01/06/2014 OWARNING- VeMydoslgnpaxametere and READ NOTES ON TMSAND INCLUDED MREKREFERANCE PAGEMO-74zancl 1d 015 BEFORE USE �■�- Deslgivc1ldfor usaonly%lh MRelc� connectors.Rd$dedgn is boxed only upon pmameters shown. and is for an Individual Wilding component.nor a truss system. Before use, live bcdlcling designer must verify tlw apPlicab0ltyof design parameters and properly Incorporate this design Into the overall =.�Y■ dIDtlmgdesign. Brmhglndicatedktopteventwold[wofBvdt.Miuollrussweband/orchordmemb mrs y. AddlllondtemporaryaWpexmanenlbroclg MiTek' ams raevnedn ntl wBh posddeInpns rtlrand iiSCSI ellvery erection, fabd u, storage,recflon bracingof vyst- ma. aee I/7PII QualityBuilding ent torage, Marc, component DS"e9 ompon Parke East BMtl. Safely Informalpn wagable from Truss Plate Institute. 218N.Ise Sisal. suite 312, Alexandra VA22314. Tarye, FL 3361 D Job rU66 Truss Type QtY PlY736365 9220821 736369 J2 JACK -OPEN q t Job Reference o fional ovine a,rtxrm r.ti9u a APnexultiNlexinauslnes. Inc. Mon Augotloe:tt:ao2m6 Paget I D:ulxOToxdRe7yM41jhK50D1yeOlw-hl2BVNDBgCc49GWi7HgTCVKBsgBxg_ubOO F5ZypzOP z-ao 20-0 zoo 2-0-0 scale= 1:12.3 Plate Offsets (X,Y)-- f2:0-4-4,0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ved(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 VericTL) -0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HoaCTL) 0.00 2 Na Na BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 10 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=27/Mechanical, 2=221/0-4-0, 4=7/Mechanlcal Max Horz2=155(LC 10) Max Up1l(t3=-24(LC 7), 2=-260(LC 10) Max Grav3=32(LC 15), 2=221(LC 1), 4=27(LC 3) FORCES. fib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purling. BOT CHORD Rigid calling directlyapplied or 10-0-0 oc bracing. NOTES- (7) 1) Wlnd: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=5.8psf, h=25ft; B=45f ; L=24f; eave=4ft1 Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This buss has been designed for a 10.0 lost bottom chord live load nonconcurrenl with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100lb uplift at joint(s) 3 except at=lb) 2=260. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Segn:AO084555,Date:01/06/2014 Q WARNING - Vedlydeslgn Paramefelsand REAONO)ES ON TKISANO/NCLUDED MM5KREFERANCE PAGEMO-74M nn, 10/03201SBEFOBE USE Designworld for use only with Mlrek®conno ctors. 1hNdeNgn b booed my upon parameters shown. and b form Individual buldig component. rwt �� a truss system. Before M. the Wilding designer most verify the appicabllty ofdaegn parameters and properly Inconwtate the design Into the overall bulrHngdeslgn. WOW balwaysregri forstaMity dloptevenlcWapsowghpozUepersomlhWpfopenytlancge. Forgeneralgridoflcereganding the fabrkolbm storage, delivery, erection and bracing of Uusses and tncssystems seaANSVWII Quarry Criteria, OSB49 and BCSI Building Component 6904 Bell East Blvd. Barely Intomrafton avdlabie from Baas Hale Ins11Me. 218 N. Lee Street Suite 312. Alex0odda, VA22314. Taupe, FL 33610 Job I rugs I yp0 Qty Ply 731WS TB220822 736M ITrues J3 JACK 17 1 Job Reference (optional) American Builders SuppN, Inc., Bantosd, FL 32773 Scale = 1:14.8 Plate Offsets (X,Y)-- 12:0-0-4,0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Ved(TL) -0.00 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a We BCDL 10.0 Code FBG2014/TPI2007 (Matrix-M) Weight: 13lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=53/Mechanlcal,2=251/0-7-10,4=22/Mechanical Max Horz 2=185(LC 10) Max Uplift3— 58(LC 10), 2=-252(LC 10) Max Grav3=58(LC 15), 2=251(LC 1), 4=43(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.8psf; h=25ft; B=45fl; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas Where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 3 except (jt=lb) 2=252. 6) "Semi -rigid pilchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 7) Segn:AO084556,Date:01/06/2014 Q WARNWG-Vsdfydszfgn pamvrelessand REAONOTES ON MIS AND WCLUCED MNEKREFERANCEPAGEMffd473 rev. 1W05/4015BEFOREUSE Design VdId for use only Wth MITeWconnectors. INs design G based only uPws porameters chovri. and Is for an Indlvkfuel bukdUg component. ref a fuss system. Before use, Inc, buldng designer must verify the applicdclity of design parameters and properly Incorporate this design Into this overall bulldingdedgn WacbgW[cW dhfoaeventbucklbgofbsdM l=WOba /orchordmem MoNy. Acidlliondlemporayadp run nlbra W M!Tek' h always mgdredfor slablllly and to prevent collapse wlih povmle personal hliwy aril property danoge. For general guidance regadrg the fabdcatbn, storage, delivery, erecllon and braclrg of fusses and buss systems. weANSI/IPII Quality Cdlerla, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safely Informallon wdlode from Truss Role Institute. 218 N. Lee Street. Sdte 312. Alexandria, VA 22314. Tagi FL 33610 Job fuss russ ype y Tasa6s T9220823 ]36366 J3A JACK 1 1 Job Reference Zonal American Builders Supply, Ina, SaMOrC, FL M773 7.640 s Apr 19 2016 Mgek Industries, Inc. Mon Aug 08 09:11:01 2016 Page 1 ID:ubIOToxdRe7yM41jhK50D1yeOlw-gDcZijEnRWlomPGhGgpvGQlVLFs7gYZ1g27pdoypzOO -2-0-0 2i-12 3-0-0 2-0-0 2-0-12 NN Scale= 1:14.8 2.2-0 3-0-0 Plate Offsets (X,Y)— (2:G-0-4 Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.54 Ven(LL) 0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Ven(TL) 0.00 6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.05 4 n/a n/a BCDL 10.0 Coale FBC20147TP12007 (Matrix-M) Weight 14 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4= 24D/Mechanlcal, 5=-296/Mechanical, 6=862/0-7-10 Max Horz6=185(LC 10) Max Uplift4=-240(LC 1), 5=-296(LC 1), 6_ 1107(LC 10) Max Grav4=312(LC 10), 5=397(LC 10), 6=862(LC 1) FORCES. (lb) - Max CompJMax. Ten. -All lorces 250 fib) or less except when shown. TOP CHORD 3-4— 121/257 BOT CHORD 2-6=32/313 WEBS 3-6=-413/1005 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 cc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psp BCDL=5.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 per bottom chord live load nonconcument with any other live loads. 3) - This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 4=240. 5=296, 6=1107. 6) 'Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 7) Segn:AO084557,Date:01/06/2014 O WARNING- wfiydoWgn parameters end READ NOTES ON THISAND INCLUDED MREKREFERANCE PAGEMIP74M rov. 1DNALZ015BEFOREUSE I)eslgn void ror use only with MITeko connectors, Mdesign 6 based only upon Parameters shown. and Is for an IndMGwl b ffdlrg component not � a truss system. Before use, the txlldlog designer must verify the oppllcaW Iy of design porametersani properly Incorporate this design Into the overall bu9dlgdesigrt BracllgindkatetllstopleveMbucAilgoflndMdualkusweband/wclgrtlmembersoNY. AdtlllkxnaltemporaryarntlpermaneNbocllg MiTek' kalwoWrOcile (orsta ityo tOWeventcolltpsewlth WOUepersorWhlmyandpropedytlanage. For general gtilrlalce regortDrg me foloncollon. storage, delivery, erection anal broclg of tmssesond Irassystems sseANSI/TPII Quarry Cdtaria, DS849 and BCSI Building Component 69U Parke East Bled. Safely Information avdloNe from Trim Rate Instlluie, 218 N. Lee Street. 9Ate3lZ Alexandria VA22314. Tana., FL 33610 Job russ Truss Type ry y 736365 9220824 736365 J36 JACK 1 1 Job Refererae (optional) American Builders Spiry, Inc., Sanford, FL U773 MRB 7.610 a Apr 19 2016 Mnek Industries, Inc. Mon Aug 08 09:11:01 2016 Page i ID:ulxQToxdRe7yM41jhK50DlyeQlw-9DcZijEnRWIamPGhGgpvOQIcPFOYgcE1 g27pdOypz00 Scale: 1-=1' Plate Offsets(XY)— f1:0-1-4,Ed0el LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (fee) Vtlell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Ved(LL) 0.01 3-6 >999 240 MT20 244/190 TCDL TO Lumber DOL 1.25 BC 0.10 Verl(TL) -0.01 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rPI2007 (Matrix-M) Weight: 9lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (I ilsize) 1=119/0-7-10, 2=58/Mechanical, 3=30/Mechanical Max Horz1=87(LC 10) Max Upliftl=-48(LC 10), 2=-69(LC 10). 3=-1(LC 10) Max Gray 1=119(LC 1), 2=62(LC 15), 3=44(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-5 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.epsf; h=25ft; B=45fh L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide wlil fit between the bottom chord and any other members. 4) Refer to glyder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100111 uplift at joint(s) 1, 2, 3. 6)'Seml-rlgld pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 7) Segn:A0084558,Date:01/06/2014 ,&WARNING- Vedy design parameters antl READ NOTES ON MIS AND INCLUDED MMEK REFERANCE PAGE MIF7473rev. 1W03Ref6 BEFORE USE sesses �■�' Design vdld form onlywlth MifekOconnectors. lNsdeslgn lsbasedodyupon porametenshown.andlsloranhdMdual bu9dlnp component. net a truss system. Before use, the bdldW design( must vedy the applicabsltyof design parameters and properly hcoipofate this design Into the overall +�.�I� bu0dng ➢eaten. Brmhgln tedktoprevenllwrklingofiMNkivalinrssweba lotCMrdmembmrs y. Adcdiionalfemporaryardpeimorientbraring MiTek' hdwaysregdwdforsta ityardloprevenlcollops lhpo epersorxdhpzyo MoMrtyd=Me. For genera gUtlalce regadhg me fobrlmlio . storage. delNery. erection and bracing of times and imss systems seeANSI/TPII Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East BMd. safety Information avdlable from Tnra Rate Insfilute. 218 N. Ice Street, Sulfe312. Alexandria, VA22314. Tampa, FL 33610 Job russ Truss Type City P1Y 736365 T9220625 736US JS JACK 6 1 1 Job Reference (optional) Amerces Builders Suppry, Inc., Sentond. FL 321 IJ 7.6OsAprl92016M7eklndustrtes,lnc. Mon AVg0809AIcI2016 Pagel ID:ul%OToxdRe7yM41jhKSQDlyeOlw-gDcZijEnRWbmPGhGgpvOQiVIF70gcEig27pdOypzOO 2-0-0 5-0-0 2-0-0 5-0 scale = 1:19.8 5-0-0 5-0-0 Plate Offsets MY)— (2:0-1-4,0-0-21 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.54 Ven(LL) 0.02 4-7 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.17 Ved(TL) -0.04 4-7 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 19 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=98/Mechanical, 2=33310-7-10, 4=42/Mechanical Max Herz 2=247(LC 10) Max Uplllt3=-119(LC 10), 2= 275(LC 10) Max Grev3=106(LC 15), 2=333(LC 1), 4=75(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purilns. BOT CHORD Rigid celling directly applied or 10.0-0 oc brecing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bpsf; h=25ft;, B=451t', L=24111; eave=41h Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3)' This truss has been designed fora live load of 20.Opsl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=11b) 3=119, 2=275. 6)'Semi-rigid pltchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 7) Segn:AO084559,Date:01/06/2014 ,&WARNING- Verify design Ptnec.n ra end READ NOTES ON THIS AND INCLUDED Mo EK REFERANCE PAGE MIP7473 roe 10NY1015 DEFORE USE Design valid form oNy W M MRder connectors. OJsdesIgn h basetl only upon pwamelels showm. and h for an Bldiv[dual buldng component, not ��- a truss system. Before use, live bulltlVp designer must verify the oppllccally Wdesign parameters and soioedy hcorporate the design Into fine ovoid] buldngdeugn. Bachglndka istopevenlbrr.MlrgotlndWwlhussweband/orcMrdmemh mrs y. Adr911onalfemporaryandpermanenlbr ng WOW hdwaysrecplmdfmsfdAityandtopievenlcdlapsewilhpos BU-p uondhpnyand Vr dYd we. rorgenerdgutdonceregat9ngthe tabdcdbn. storage, delivery. erecibn and bracing of Lusseaand Imasystems. seeANSI/IPII Quality Cdleda, DS11-89 and BCSI Bulking Component 6904 Parke East Blvd. Sdety Ind ormallon avdloble 9om I. Rate ImtIMe. 218 N. Lee Slreel. Suite312. Alinioncda, VA22314. Tanga, FL 33610 Job Truss Truss IyP8 ply 736 365 T9220626 736365 JSA JACK lQty 1 t Job Reference (optional) American Builders Supply, Inc., SaMord, FL U773 Scale- 1; 19.8 Plate Offsets ()i.Y)-- f2:0-8-0,0-0-141 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ven(LL) -0.02 5-6 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) 0.01 5-6 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.20 Horz(TL) 0.06 4 file Na BCDL 10.0 Code FBC2014/rP12007 (Matnx-M) Weight: 21 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. Qb/size) 4=161Mechanioal, 5=-25/Mechanical, 6=482/0-7-10 ` Max Harz 6=247(LC 10) Max Uplift4=-40(LC 7). 5=-25(LC 1). 6=-525(LC 10) Max Grav4=34(LC 15), 5=68(LC 10), 6=482(LC 1) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-341/94 BOT CHORD 2-6=-74/432 WEBS 3-6=-275/666 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-11 oc purllns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.8psf•, h=25ft 13=4511; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wiil fit between the bottom chord and any other members. 4) Refer to girder(s) for Wss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of vi thstanding 100 lb uplift at joint(s) 4, 5 except QI=1b) 6=525. 6)'Semi-dgid pltchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 7) Segn:A0084560,Date:01106/2014 Q WARNING - Verily dadfnP nnuofea and READ NOTES ON MIS AND INCLUDED IRTEK REFERANCE PAGE 111IF7473 rev. I MMIS BEFORE USE. �■aa Design valid for use oNy Win Wek®connectors. This design Is based only upon parameters shown. and is for an Individual buildingm building copanent.nol a truss system. Before use, the butIding designer must verify fhe Olcabpa slty of design parameters and properly Incorporate this design Into Ina overall ppl i.�'�■p` bugoingde9gn. Bractrngi�tedisfopreventbuck[VQofin lvdJ l=weband/orct rdmembenoM/. Atl1911orwlfemporaryantlpetmanenibracing MiTek' Is always requretl for stability antl to prevent collapse with Possible persorod bleary and property damage. For general galdanae regarding the fobrk:ollon, storage. delivery, erection and bracing of busses and tens systems, seeANSI/TVII Quality Cdbedo, DSB419 and BCSI Building Component 6904 Parke East Blvd. safety Informatlon ovallable from runs Rabe Institute. 218 N. Lee street Suife 312. Nexond-4 VA 22314. Tanga, FL 33610 Job Truss tossType Oty ty 736365 T922082] 736365 J7 JACK 26 1 Job Reference(optional) American Builders Guppy, Inc., santord, FL SIM 7.640 s Apr 1e 2016 NUTek Industries. Inc. Mon Aug 08 09:11;02 2016 Page 1 ID:uLxQToxdRe7yM41jhK5QD1yeOlw-dPAxw3FPCpsoOZrugYK8YdaecflgP3TB2ftMASypzON -2-0-0 7-0-0 200 ]-0-0 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) I/defl Ud TCLL 20.0 Plate Gdp DOL 1.25 TC 0.67 Vat -0.06 4-7 >999 240 TCDL TO Lumber DOL 1.25 BC 0.35 Vert(FL) -0.15 4-7 >546 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) O.DO 2 We n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=143/Mechanical, 2=420/0-7-10, 4=58/Mechanical Max Horz2=309(LC 10) Ives: Upliit3=-175(LC 10), 2=-309(LC 10) Max Grav3=153(LC 15), 2=420(LC 1), 4=105(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:24.6 PLATES GRIP MT20 2441190 Weight: 26 lb FT=20% BRACING - TOP CHORD Structural Wood sheathing directly applied. ROT CHORD Rigid ceiling directly applied. NOTES- (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Spsf; h=25ft; 13=4511; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) -2-0-0 to 1-0-0, Interior(1) 1-0-Oto 2-8-5, Exterior(2) 2-8-5 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 PSI bottom chord live load nonconcunent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=175, 2=309. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 7) Segn:AO084561,Date:01/06/2014 O WARNING - Verity design paramerem and READ NOTES ON MS AND INCLUDED MREK REFERANCE PAGE MI7473 rev. IQ1X/2015 BEFORE USE Design vagd for use only Wth Mold, connector. IIJs design Is based ad upon paameter shown, and Is for an A1tllNdud buldIng comloolumt, not a Ilms; system. Before use, the buldM designer must verify the op olcobillty of design parameters and prope ly Ilccuporate ihb design Into the overall bs dnndeslgn. BroeN nd lv fttoprevenlbu "otlndMdwl webantl/actlordmemb mr y. AdtlNorwllemporarymtlpennorenibracirig MiTek' Is always required to stability and to prevent collapse YAM posmle perortal InW anti property dancge. For Genod quid ce regadrxg the rabrbaron storage, dellvery, erection Ond bracing of inrzter Gaud truss systems, seeANSI/IPII Qualify Criteria, DSB-69 and BC51 Bugding ComPonenl 6904 Parke East Blvd. Satety Irdcrma6an avotcde from Teas Rate Institute. 218 N. Use Sheet. Site 31Z Alexantlria. VA 22314. Tanga, FL 33610 Job russ ruse Type Cry ply 736566 TB220632 736366 PB1 GABLE 6 1 Job Reference (optional) Ameac.,r tluilaef¢ SaPPD• ^¢- Santora, FL 3 77u 3x8 = 1-2-0 4-2-0 2.4 11 4x4 = 7.640 axe = Scale: 3/4'=1' Plate Offsets (XY)-- r2:0-4-11.0-1-01. (4:0-4-11 0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.54 Vert(LL) n/a - We 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(TL) n1a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.09 Hom(TL) 0.00 4 n/a Na BCDL 10.0 Code FBC2014/7PI2007 (Matrix) Weight: 251b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc praline. BOT CHORD Rigid ceiling directlyapplled or 10-0-0 oc bracing. REACTIONS. All beatings 8-4-0. (lb)- Max Horz1=68(LC9) Max Uplift All uplift 100 Ito or less at joints) 5,6 except 1=-103(LC 15), 2=309(LC 10), 4. 309(LC 10) Max Grav All reactions 2501b or less atjolnl(s) 1, 5, 6 except 2=425(LC 15). 4=418(LC 16) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-133/269, 4-8=-125/269 WEBS 3-6=-138/303 NOTES- (13) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.8psf; h=25ft; B=45ft; L=24f1; eave=2ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Conrl zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Gable requires continuous bottom chord beating. 5) Gable studs spaced at 4-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 5, 6 except (It=lb) 1=103, 2=309, 4=309. 9) Beveled plate or shim required to provide full beading surface with Russ chord at joint(s) 2, 4, 6. 10) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 11) Gap between Inside of top chord beating and first diagonal or vertical web shall not exceed 0.500(n. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 Ito down and 309 lb up at 1-8-0, and 154lb down and 309lb up at 6-8-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. .13) SBgn:A0084566,Dale:01/06/2014 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2= 75, 2-3=-54, 3-4=-54, 4-5=-75, 2.4= 20 Continued on pace 2 QWARNING- Vedlydesignpararnetem antl READ NOTES ON THISANDINCLUDED MITEKREFERANCE PAGEMS-74T3rev. faN2/1015BEFOREUSE. Deslgl valtl for use Mywlfh Miiek®connectas. Thbdedgn is based only upon parameters shown, and Is for an hldMdua Wilding component, not a truss system. Before use, the Mild W designer must verify the appllcabYlry of tlesign parameters antl properly incomorate this design Into Ina overall buldingdeslgn. BrachrgBrdbatedlslopreventWcPJ gotlndMdualhusswebmtd/orctwrdmembersoay. AdrkliotlalfemporcryandpermanentlamcfW MiTek' is always required fa stabBityond to Prevent collapse with possble persona hjury and Papally domage. Fa general gatlaxeregararg the fabricalbn storage, delivery, ereclion antl brocl g of tntssesastl buss systems seeAN511711 Quality Crlferla, MB-89 and Bar Bulklag Component 69N Parke East BNE. safety Informallon avalmle from Fnas Plate Marto. 218 N. lee sheet. Site 312. Alexandit VA22314. Tarrya. FL 33610 Job Truss Truss Type aty ly T36365 TB220832 736365 PSI GABLE 6 1 Job Reference (optionap Amernen aW Wem buppy, Inc., aamora. I-L U11 7.640 s Apr ie 2016 MTek Industries, Inc. Mon Aug 08 09:11:05 2016 Page 2 ID:ulxQToxdRe7yM41jhK5QD 1 yeOlw-2_S4Y5HI VkENF1 aSVgtrAGCBgiNVcPpolg50mnypzOK LOAD CASE(S) Standard Concentrated Loads (Ib) Veit: 7>150 8=-150 Q WARNING -VeNfydesfatpenanetenaand READ NOTES ON TNASAND INCLUDED MMEKREFERANCE PAGEMIF7473 me. liMAUL1015 BEFOREUSE Design vdW fa use only Win Weis® conneclo s.lhLs design Is basedoNyu,am parameters shown, and Is form IndMdud bIDtlNg component not a I. system. Befae use, the bulking designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bWdrgdeslgn. BracingBy9caledlstopreventbucUhgofin WM inrssweband/orcfladmembersoNy. Adoltloiwltemporotyandpermanenibractrg MIMIC always ressedfor staMity and to prevent collapse pi ppersonal"ury and property dmfor aage. general gulc mae regordng the foblcatbn, storage. delivery, eiactlon and bracing of fluxes and inns systems. seeAN51/fpil Quality Criteria, DSB49 and BCSI Balding Component 004 Parke East Blvd. safety Informallon ovdlobie from Truss Hale InstlMe, 218 N. Lee Street, State 312. Alexandra VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 13 j" Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown inft-in-sixteenths I I (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X-bracing, Is always required. see BCSI. O 1/ldr O1-2 as 2. Truss bracing must be designed by an engineer. For WEBS n 4 wide truss spacing. Individual lateral braces themselves may require bracing, or alternative Tor I 0 of w k 0 O bracing should be considered. Upp a =O 3. Never exceed the design loading shown and never a 3 a U stack materials on inadequately braced trusses. a 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate cra `a' c5 BOTTOM CHORDS designer, erection supervisor, property owner and ail other Interested plates 0-'nd' from outside parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. knots and wane atjoint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1, connector plates. THE LEFT. 7, Design assumes trusses will be suitably protected from Plate location details available in M1ek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/IPI 1. Software Or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%ai time of fabricator). PLATE SIZE PRODUCT CODE APPROVALS 9. Unless use with fire retardant, lumber. preservathis tive treateis d, for green lumber. ICC-ES Reports: The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice Is to To slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection, the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and sae, and in all respects, equal to or better man that '7 Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss Unless Otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at Indicated design. output. Use T or I bracing spacing on if indicated. Lumber design values are in accordance with ANSUf PI 1 14 Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less. If no ceiling is installed. unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 40 © 2012 MiTekG All Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless Indicated otherwise. Min size shown is for crushing only, ij mIs 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: W1 ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back. words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, ,w\/w, !Te k� 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, e �, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2016 RECEj 'D 301 o Lumber design values'are in accordance with ANSVTPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 736365 - 736365 MiTek USA, Inc. Site information 6904 Parke East Blvd. T m a, FL 33 10-41 5 Customer Info: K Gordon Construction/ Paradise Homes Project Name: Model: �o�inson �iesl ence Lot/Block: Subdivision: Address: Koblegard Road City: Fort Pierce State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6 . Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 58 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. IT 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Seal# Truss Name Date No. 23 25 26 28 29 30 32 33 34 35 36 37 38 39 40 41 42 43 44 Seal# Truss Name Date The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by American Builders Supply, Inc.. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2017 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSVTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to M7ek. Any project specific Information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not Independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs Into the overall building design per ANSI/TPI 1, Chapter 2. 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 �evieweo� � ��►rove�, JAN 0 5 2017 St EPHEN E. KASTNER, P.E. FLORIDA PROFESSIONAL ENGINEER LICENSE 9 PE 39528 5320 FLORIDA PALM AVE. COCOA, FL 32927 % A, ,%rq� •E IV S • • 92��i No 39380 t = 0. STATE OF 4 O R 1 ID °NA� E COPY TOarnn A NcarJ PE No MiTek USk Irm FL Cerl (IM 6904 Paka rat IIWd, Tampa FL 33610 Date: August 8,2016 Albani, Thomas I of 2 Vi RE: 736365 - 736365 Site Information: Customer Info: K Gordon Construction/ Paradise Homes Project Name: Model: Johnson Residence Lot/Block: Subdivision: Address: Koblegard Road City: Fort Pierce State: Florida No. Seal# Truss Name Date 45 T9220821 J2 8/8/1 E 46 T9220822 J3 8/8/1 E 47 T9220823 J3A 8/8/1E 48 T9220824 J313 8/8/1E 49 T9220825 J5 8/811E 50 T9220826 J5A 8/8/1E 51 T9220827 J7 8/8/1E 52 T9220828 RA 8/8/1 E 53 T9220829 J7B 8/8/1E 54 T9220830 RC 8/8/1 E 55 T9220831 RD 8/811E 56 T9220832 PBi 8/8/1E 57 T9220833 PB2 8/8/1E 58 T9220834 PB3 8/811E 2of2 Job I ruses I fuss Type f t Dy Ply 736365 TB220]Tl 736365 Al HIP TRUSS 1 T IN Job Reference (optional) ann... ammem e,, , Inc., wnmm. �� xnu 6.00 ri2 3.4 i 40 6x6 4 3 1.5x8 STP= 22 2 16 0 1 2xa II 4x10 s 15 SIB MT20HS Scale =1:88.2 7x8 = 5x10 MT20HS = 5x10 MT20HS= 7x8 Sx14 = 5 24 6 5x6 = 2x4 11 1.5x8 STP= 7 e 9 1 13 14 n 6x6 = 12 3x4 % n; 3x4 C 2.75 F12 10 3.4 11 LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.76 BC 0.76 W B 0.81 (Matrix-M) DEFLin (too) Vdefl Ud Ve11 CL) 0.76 15-16 >693 240 Vert(TL)-1.0615-16 >500 240 HoR(TL) 0.74 21 n/a n/a PLATES GRIP MT20 2441190 MT20HS 187/143 Weight 278 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-5-14 oc pudins, except 5-6: 2x6 SP 240OF 2.0E, 6-7,7-9: 2x4 SP No.2 end verticals. BOT CHORD 2x4 SP M 30'Except' BOT CHORD Rigid ceiling directly applied or 3-8-6 oc bracing. 2-15: 2x4 SP M 31, 10-11: 2x4 SP No.2 WEBS 1 Row at micipt 4-14, 9-11, 7-11 WEBS 2x4 SP No.3 *Except' 9-10: 2x4 SP No.2 OTHERS 2xe SP No.2 REACTIONS. (lb/size) 2=1742fO-7-10, 21=1585/0-3-8 Max Horz2=664(LC 10) Max Uplift2=-1042(LC 10), 21=-960(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-22- 5306/3744, 3-22=-5229/3765, 3-4- 4519/3499, 4-23=-3515/2874, 5-23=-3503/2900, 5-24=3504/3010,6-24=-3504/3010,6-7=-3070/2565, 7-8=-1797/1424. 8-9_ 1786/1412 BOT CHORD 2-16-3935/4954, 15-16=-3948/4979, 14-15=-3516/4200, 13-14- 2689/3163, 12-13=-232312826. 11-12- 2330/2839 WEBS 3-15=-748/504, 4-15=-77/448, 4-14= 11031865, 5-14=-4011718, 5-13= 436/690, 6-13-98611237, 9.11- 1678/2121, 8-11= 397/436, 7-11=-1707/1495 - NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.8psf; h=25fh B=45ft; L=4411; eave--59; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -2-0-0 to 2-5-2, Intedor(1) 2-5-2 to 14-8-14, Extenor(2) 14-8-14 to 31-11-14, Intenor(1) 31-11-14 to 43-6-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 pal bottom chord live load nonconcunent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at Jolnt(s) 2,21 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designershould verify capacity of bearing surface. 8) Provide mechanical connection (byothem) of truss to bearing plate capable of withstanding 1042 lb uplift at Joint 2 and 960 lb uplift at Joint 21. 9)'Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 10) Segn:AO084511,Date:01/06/2014 Q WARNING - Vadlydeslgnparamelea end REAO NOTES ON THISANO/NCLUDED MREKREFERANCEFAGEM67473say. 1""15 BEFORE USE Design wild for use only with MBeW connectors. his design b Dosed onlyupon parameters shown. and Is for an Individual Grndhg component, not a Imes system. Before use, the bund na designs, most verify Inn, oppilcobNty of dedOn parameters arvi properly IncoWate his design Into the overall 1x9tlingdesign. BracInglndlcatetlhto prevent bucAtVrg of htltvklual huesweb otb/or cnortl members only-Atldtnoral temporary mtlpennaiani lxacing MiTek' Is always required for stolAlN and to prevent collopse Win Wavle personal h;W and property damage. For general guidance ragarohlg he 6904 Parke Easf BNtl. fabrication storage. delivery, erec8on and bracing of Inures and his systems. smANSIAPll Quality Caloric, DSB-89 and SCSI Binding Component VA22314. Tampa, FL 33610 Salary Information avUiabie from Trues Rate Institute. 218 N. Use Steel. Wks 312. NexaMAa. Job runs russ you f T 01y 736358 T9220778 ]36365 A2 HIP TRUSS 1N 1 1 Job Reference (optional) nmenc.n owwe,e �wvn. l-, .,o,.��,.,, r.«,,,,,....,,aw..o.,.........o....,...,..A=................,a................ _...., ...n... ID:uIxOToxdRe7yM41jhK50D1yeOlw-S1 UM2UvroDKm1GWBfgaO)OgDNevrCC3cL5tA4yp2 -200 6-11-9 14-34 i 21-0-0 294-0 33-0-] 35-11-7 43-712 1 2-0-0 6-11-9 73] 6-8-15 "'D2-11-0 74-s Scale = 1:88.2 7x8 5x10 MT20HS= 5,00 MT20HS= 7x8 _ S 5x14 = 24 8 6.00 12 5x6 = 2x4 11 1.Sx8 STP= 7 8 9 3x4 i 423 6x6 i 4 r 3 /3 r' n 16 6x6 = 12 21 1.5x8 STP= 3x4 % 3x4 22 15 0 2 16 Sx8 MT20HS 2.75 12 5x10 10 2x4 II 3x4 I I 4x10 6-11-9 1439 21-00 25-2-0 29-0-0 33-0-7 38-11-7 43-�-12 4T43i0 F j 611-8 73-7 64-15 4-2-0 4-z-0 31-7 2-110 74-5 fY]4 Plate Offsets (X Y)- 12:0-0-13 Ednel. 13:0-2-12.03-01 (5:0-2-0 0-2-12L 16:0-2-8 D-2-121 19:0-3-12 0.3-01, 111:0-3-8 0-3-01 r15:0312 0-3-01. [17:0-0-00.3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.76 15-16 >693 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -1.06 15-16 >498 240 MT20HS 187/143 BCLL 0.0 • Rep Stress Incr YES WB 0.85 Hom(TL) 0.73 21 n/a n1a BCDL 10.0 Code FBC20/4/TPI2007 (Matrix-M) Weight: 273111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins, except 5-6: 2x6 SP 240OF 2.OE, 6-7,7-9: 2x4 SP No.2 end verticals. BOT CHORD 2x4 SP M 30 *Except' BOT CHORD Rigid ceiling directly applied or 3-8-8 cc bracing. 2-15: 2x4 SP M 31. 10-11: 2x4 SP No.2 WEBS 1 Row at mldpt 4-14, 9-11, 7-11 WEBS 2x4 SP No.3 *Except* 9-10: 2x4 SP No.2 OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 2=174210-7-10, 21=1585/0-3-8 Max Horz 2=632(LC 10) Max Upllft2=-1048(LC 10), 21=-954(LC 10) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-22= 528913759, 3-22=-521313781, 3.4=-4519/3515, 4-23=-3515/2891, 5-23_ 3503/2916, 5-24=3504/3033,6-24=-3504/3033,6-7=-3089/2593, 7-8=-1963/1562, 8-9= 1952/1550 BOT CHORD 2-16=-3902/4947, 15-16=-3916/4972, 14-15=-348514192, 13-14=-2658/3163, 12-13_ 2316/2827,11-12=-2325/2834 WEBS 3-15=-749/504, 4-15= 77/448, 4-14=-1103/865, 5-14=-401)'719, 5-13=-448/690, 6-13= 961/1240, 9-11= 1783/2243,8-11=-390/423,7-11=-1623/1435 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=25f ; B=45f; L--44ft; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exler or(2) -2-0-0 to 2-5-2, Intedor(1) 2-5-2 to 14-8-14, Exterlor(2)14-8-14 to 33-0-7, Interior(1) 33-0-7 to 43-6-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Wit fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 21 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 1048I1b uplift at joint 2 and 9541b uplift at joint 21. 9)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10) Segn:AO084512,Date:01/06/2014 v O WARNING - Verffydeslan parametemand READNOTES ON THIS AND INCLUDED MrTEKREFERANLEPAGEM/L7473 . 1CM20159EFOREDSE Design valid for use only Win MlTelt®conrlecfors. Bdsdedgn 8 based only upon parameters shown. ands Is for an ordiAduol w0chg component. not ��- a imss system. Before use. the buualrg designer must verify tha appllcab0lty ofdesign parameters and Mice,dy Incorporate thk design Into the overall b0dlrg design. Braclng hdalc W b to prevenl bucUlW of BdshAdual trusweb and/or chord memo m only Adr911oral lemporaryatds lxermarant bracing MOW h always required for stability antl to pxevent collapse Wlh postble personal Injury crW property, damage. For general gWtlam's regarding the 6904 Perke ESA BMd. falxication. storage, delivery, meclion ands bracing of trusses and truss systems. saoMSI/TPII Quality Criteria. DSB49 and BCSI Building Comlxon9nl Wary Informatlon oval from Tms Rate InSBtute. 218 N. Lee Sheet 611te 312-Alexandra VA22314. Tarry., R- 33610 O 75 Truss Type y 736MS t 1 T9220]]0 736365 A3 HIP TRUSS 1 I 1 x Job Reference o gonal Amepcan ummers 9UPPV.,c., 9amom,"aana 6x6 i 3 1.Sx8 STP= 23 2 17 2za II 4xIO noon s Apr rn mro mieunuusmo, mc. mom mugv9 ve,u:aszuro ID:uIxOTOxdRe7yM41jhK5GDlyeOlw-hOgxZOVg_TUceuEC2UhHdIKI?giSloOhF Scale = 1:88.2 Sz10 MT20HS = 7z8 = 7x8 = 5 6.00 12 26 6 6x14 = 5*T = 2z4 II 1.Sx8 STP= 3x4 Ise e 8 424 I 14 n 15 n 6x6 = 13 22 3x4 n' 3z4 jI 16 2 I 5xB MT20HS 446B 1 2.75 12 � 10 &A II 14:3-1 1 2tA-1F -o-o 1 z6-z-0 293-o I 35-o-7 38-9-43-_7-12 44.�%0 RLill d-n SA-1 Al.1z d-1-1n n.Yd Plate Offsets CXY)-- f2:0-0-13,Edael. 13:0-2-12,U-3-Of, 15:0-2-0,0-2-121, (6:0-1-12,0-4-01, 19:0-3-12,0-3-0), 116:0-3-12,0-3-41, 118:0-4-0,0.3-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.76 16-17 >697 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.0716-17 >496 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Hom(TL) 0.72 22 Ida n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 267 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD 5-6: 2x6 SP 240OF 2.OE, 6-7,7-9: 2x4 SP No.2 BOT CHORD 20 SP M 30'Except' BOT CHORD 2-16: 2x4 SP M 31, 10-12: 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 *Except' 9-10: 2x4 SP No.2 OTHERS 2x8 SP No.2 REACTIONS. (fib/size) 2=1742tO-7-10, 22=1585/0-3-8 Max Hom 2=570(LC 10) Max UpliR2=-1060(LC 10), 22=-942(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-23=-5263/3779, 3-23= 5187/3800, 3-4— 4519/3536, 4-24=-3515/2911, 5-24=-3504/2936, 5-25= 3505/3068, 6-25=-3505/3068, 6.7=-3152/2624, 7-8=-1533/1200, 8-9=-1533/1201 BOT CHORD 2-17=-3830/4940, 16-17=-3844/4964, 15-16= 3414/4182, 14-15= 2587/3162, 13-14=-2289/2842,12-13-2295/2777,11-12= 2308T2746 WEBS 3-16-751/505, 4-16— 77/447, 4-15=-1103/866, 5-15= 4001722, 5-14=-474/691, 6-14=-925/1223, 6-13=-3/260,7-13=-46/267, 9-11— 1561/2002, 8-11=-270/274, 7-11= 2002/1802 Structural wood sheathing directly applied or 2-2-0 oc purilns, except end verticals. Rigid ceiling directly applied or 2-2-0 0o bracing. 1 Row at midpl 4-15, 9-11, 7-11 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8pst; h=25ft', B=45ftj L=44f ; eave=51t, Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-0 to 2-5-2, Intenor(1) 2-5-2 to 14-8-14, Exteriot(2)14-8-14 to 35-0-7, Intenor(1) 35-0-7 to 43-6-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent With any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beating surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 1001b uplift at joint(s) except Ql=lb) 2=1060, 22=942. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 10) Segn:AO084513,Date:01/06/2014 ®WARNING -Verity deargn perameten.andREAO NOTES ON TN/SANO/NCLUDED MREKREFERANCE PAGEM 7473 rev. 1=2015 BEFORE USE Destgn valid for use oNy whir Meek® connectors. R dedgn h based Wyupon parameters shown. a b for m hdivdud bugdlrg component, not ��- a Inns system. Before use, the biding designer must verify the appikablity of desgn parameters end properly hrcoryorate Ibis design Into f re overall b drgdestgn.Hachrgh ic.tedlstopevenlWckfhrgottntlfvlduoihuswebad/oreMdmemWmoNy.Addllbmllemporaryandpertnanenilxacing MiTek' Is always required for sfaWlly entl to prevent collapse with posslbe personal hrlury and property damOge. For generol"Once regarding the fabrication, storage. dNNery, ermcftm and Gacig of buses and Ims systems, seeANSI/711 Quality Criteria, DSB49 and Bat Building Component 6904 Parke Easl BNtl. Wary Intormggon available from runs Rolle Institute, 218 N. Lee Street. Sure 312. Alexandria. VA 22314. Tampa, FL =10 o russ was ype r r ty ty 736b365 T9220780 736365 Aa HIP TRUSS 1 1 + + JoRefererwe (optional) American Builders Supply, Sm.. Sanford, FL W773 7.640 a Apr 1B 2016 M, I ak Induflne5, Inc. M6a AOg 08 OB:10:46 2016 Pagel ID:uixOToxdRe7yM411hK5ODlyeOlw-gy58Bvl7RIbLEoTOmm7wggqX6PlpBkOXMWPXVypzOf -2-%0 6-1 L9 1631 21-0-0 293-0 3541-2 37-0 43-7-12 4430 2-0-0 E11-9 1 73-7 64l-is f14-0 6-7-2 1-1- 6-7-5 0-] 4 Scale = 1:88.2 5x10 MT20HS = 718 = 6.00 12 51?5 6 26 7xe = Sx14 = 3x4 i 6x6 l.5xe STP= 424 75xs= 8 9 6.6 i 14 3 15 6x6 = 13 22 n ,h 1.Sx8 STP= n 3x4 n' 3x4 CIJ 23 16 '^ 12 11 4 2 17 See MT014S % 2.75 12 4 XB 10 1 yt4 It 6XIO 3.4 II 41de 14252a i 294O 71 -7 463-]-12To619 73-7 6-011 4 71.7 7 0a4 Plate Offsets (XY)— 12:0-2-1,Ed0e1 13:0-2-12 0-3-01 15:0-2-0,0-2-121 16:0.1-12.0-4-01, 19:0-3-12.0-3-01, 116:03-12,0-341, 118:0-4-0.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/tlefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.76 16-17 >694 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -1.0816-17 >489 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) 0.68 22 n/a We BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 2611b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except- TOP CHORD 5-6: 2x6 SP No-2, 8-9: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 'Except' BOT CHORD 2-16: 2x4 SP M 31, 10-12: 2x4 SP No.2 WEBS WEBS 20 SP No.3'Except* 9-11: 2x4 SP No.2, 9-10: 2x4 SP M 30 OTHERS 2x8 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1742(0-7-10, 22=1585/0-" Max Horz 2=508(LC 10) Max Uplil12-1070(LC 10), 22=-932(LC 10) FORCES. (Ib)-Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown. TOP CHORD 2-23=-5244/3766, 3-23=-5176/3787, 3-4_ 4518/3521, 4-24=3516/2897, 5.24=3504/2922, 5-25=3508/3049, 6-25=3508/3049, 6-26=-3163/2634, 7-26=3175/2609, 7-8=-2794/2119, 8-9= 2506/1974 BOT CHORD 2-17=-3748/4939, 16-17=-3761/4963, 15-16— 3329/4179, 14-15=-2502/3164, 13-14=-2229/2839, 12-13_ 2272/2776, 11-12= 2274/2745 WEBS 3-16=-753/507, 4-16-77/448, 4-15=-1103/865, 5-15=-401021, 5-14=465/693, 6-14— 877/1239, 7-13= 127/286, 7-11=-530/800, 8-11-1315/901, 9-11=-2106/2676 Structural wood sheathing directly applied or 2-2-0 oc purims, except end verticals. Rigid ceiling dlrectiyapplred or 3-9-8 oc bracing. 1 Row at midpt 4-15, 9-11 NOTES- (10) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.epsf; h=251t B=45ft; L--44f1; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.1&, MW FRS (directional) and C-C Extenor(2) -2-0-0 to 2-5-2, Interior(() 2-5-2 to 14-8-14, Extenor(2) 148-14 to 35-7-2, Interior(() 35-7-2 to 37-0-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent 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 tit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 22 considers parallel to grain value using ANSI I 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=1b) 2=1070, 22=932. 9) "Semi-dgid pilchbreaks including heels* Member end fixity model was used in the analysis and design of this truss. 10) Segn:A00B4514,Date:01/06M2014 AWARNING -Ver ydasfgapa amefervaadREADNOTESONTHISANDINOLUDEDMmEKREFERANLEPAGEM4.7Ax3rev. 1NDY20159EFOREUSE DesignvalldforuseoNywithWel conrlectos,MdWgn8basedoNyup np ramefesshown.andkforanMMdLK9bu9dalgcomponent,rw1 � a trusssyslem. Before use, the btNclug designer must verify the oppik:at rty olda l pmameters and properly 6lce poste BHs dedgn Into the overall bu[cirgdWign. BrmN Wk:a BtolxevenlWckiingof VldMtludinmwebaW/orc dmembemo y. AddBorgltemporaryandpermanenibraclrg MiTek' Isetways required for stabllltyand to prevent colloose with posUe personal" and property damage. Forgervad DddonceregardIgihe 6904 Parke East Bbd. fobrkglbn, storage, delliery, erection ord bracing of Imsecon l Isus systems seeANSVTPII Quality Criteria, DSB49 and BCd Butiding Componenl safely Information Overacts from Nat Rate Iretltute. 218 N. Lee Street. Sure 312. Alexanddo, VA22314. Tanga, FL 33610 p r1155 rUSS yPE f f ty ]36365 T9220781 736365 AS HIP TRUSS Ix 1 t Job Reference o tional Ameecan Builders bu ply. Inc., 6anlol.. ht SL//J Sx10 MT20HS 6x10 MT20HS = 6.00 F12 6 25 6 26 3x4 G 3x4 424 7 Sx6 = a 6x6 i 14 3 15 6x6 = 13 1.Sx8 STP= 17 3x4% n 3x4 23 16 12 1 2 17 Sx8 MT20H5 % 2.75 F12 4x6 C 5x10 cc 2x4 II 3x10 > Scale = 1:88.2 7x8 = 5x14 = 1.5xa STP= 9 6-11-9 14a-1 I 21-0-0 I z6-2-0 29-0-0 38-0-7 I 43.7-12 44�-0 an-1F 4-7-5 0174 Plate Offsets (XY)-- 12'0-0-10 Edaef (3:0-2-12 0-3-01 15:0-2-0 0-2-121 I6:0-2-4 0-3-0j 19:Edge 0-3-01 116:03-12 0-3-41 118:0-4-0 0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Ven(LL) 0.76 16-17 >700 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.09 16-17 >487 240 MT20HS 187/143 BOLL 0.0 ' Rep Stress Incr YES WS 1.00 Horz(TL) 0.64 22 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight 253lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 *Except- ": 2x6 SP No.2, 6-8,8-9: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except' 2-16: 2x4 SP M 31, 10-12: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 9-10: 2x4 SP M 30 OTHERS 2x8 SP No.2 REACTIONS. (Ib/size) 2=174210-7-10, 22=1585/0-3-8 Max Horz2=446(LC 10) Max Upilft2=-1079(LC 10), 22=-923(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-15 FORCES. (Ib) - Max CompJMax Ten. - All forces 250 (Ib) or less except when shown - TOP CHORD 2-23= 5232/3741, 3-23=-5176/3762, 3-4=-4518/3493, 4-24=3516/2868, 5-24= 3505/2894, 5-25=3506/3015, 6-25=-3506/3015, 6-26=3172/2609, 7-26=3181/2584, 7-8=-2524/1905, 8-9=-2190/1648 BOT CHORD 2-17= 3661/4944, 16-17— 3674/4968, 15-16=3240/4183, 14-15=-2413/3163, 13-14=-2146/2847, 12-13=-2222/2758,11-12=-2236/2727, 10-11=-194/257 WEBS 3-16= 7541509, 4-16=-78/447, 4-15— 11021865, 5-15= 4007723, 5-14= 451/690, 6-14=-856/1229, 6-13=0/277. 7-13=-122/312, 7-11=-750/850, 8-11=-1286/989, 9-11=-1828/2449 NOTES- (10) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=25ft; B=45ft; L=44ft1 eave=5ft; Cat II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -2-0-0 to 2-5-2, Interfor(1) 2-5-2 to 14-8-14, Extenor(2) 14-8-14 to 35-7-2, Intedor(1) 35-7-2 to 39-0-7 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconctment with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 22 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of Was to bearing plate capable of withstanding 100lb uplift at joint(s) except 01=1b) 2=1079, 22=923. 9)'Semi-rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 10) Segn:AO084515,Date:01/06/2014 Q WARNING- VeHyydeeSnpemmetersendRFJID NOTES ON THISAND INCLUDED UFFEKREFERANCE PAGEM0.7413 rev. 10=015 BEFDRE USE *R Design wlltlf«usa oNyuAth MlieleID conneclori TMdeAMt bawdoNyu npaametendMw ar Ntotmn lv ud WBtllr componenf.nof ai System.Beforeuse, lrie bedng designer must verify the appllcobllly oftlesign paameters and properly Incomorate rah design Into the overall Woc to ttopreventbucldlrgof6r MtlualinmwebaW/mcrordmembersoNy. Addiliorwltemporaryantlperm.mbrocl g i.—Yee■ MOW uufidMtleStgn. g[Mk Is always regWred for stdAlty antl to prevent collapse with possible personal Blbny antl propeM comage. For generd gWtlatce regarding the 69M Parke Ee0 Blvd. fabricatiom storage. delivery, erection and bracing of Muses and Inns systems. seeANSIAPll Quality Criteria, DSB49 and SCSI Building Component Safety Information avali from Trus Nate Inslltule. 218 N. Lee Street. State 31Z Alexandria VA 22314. Tama. FL 33610 Job I rUSS I russ Type 1 t ty Ply 736365 T9=0782 736365 A6 HIPTRUSS 11 1 r Job Reference o tonal American Builders Supply, Inc., Sanford, FL W773 7.640 a Apr 19 2016 Mnek Industries, Inc. Mon Aug 08 09:10:47 2016 Page 1 I D:ulxOToxdRe7yM41jhK5QD 1 yeOlw-aXmGmx37kDzw5GC?RuY0STS34c4vO5Gzctk38gypzOc "3o -2de 6- 9 149-1 21D0 2edd 1511-2 41-07 44]-12 Y30 E119 73-7 MI M .7.2 S1-5 2-7 -5 ] Scale = 1:91.2 7x10 MT20HS 7z10 MT20HS 6.00 12 5 28 6 27 3z4 i 3x4 10x14 MT20HS = 425 7 Sx8 = 1.5x8 STP= 6x6 i 8 8 1 23 3 8 15 6x6 = 13 g m 1.5xB STP- 3x4 n' 3x4 24 16 5 12 m 2 17 Sx8 MT20HS 9 2.75 F12 5x6 11 a 10 t c 2x4 II $1y 2xd I 3x10 4 20 511-9 1431 z10a zS20 V9 F 3S116]-2z 41-07 43a-12 611-9 ]-1] 6615 4-20 b2d - 2-]-5 ] Plate Offsets MY)- f2:G-0-10,Eddel, r3:0-2-12,0301, f5:0-2-0.0-4-81, r6:0-2-4.0-0-121, f8:0-5-0.0-2-81. 112:0-3-0,0-3-01, H6:0-3-12.0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.73 16-17 >724 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -1.06 16-17 >498 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Hors(TL) 0.49 23 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 2531b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD 5-6: 2X6 SP No.2, 8-9: 2x4 SP No.2 BOTCHORD 2x4 SP M 30'Exeept' BOTCHORD 2-16: 2x4 SP M 31, 10-12: 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 2=1742/0-7-10, 23=1585/0-3.8 Max Horz2=384(1-0 10) Max Uptift2=-1087(1-0 10), 23=-915(LG 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-24- 5229/3717, 3-24- 5178/3739, 3-0= 4514/3454, 4-25=3526/2855, 5-25=3514M2881, 5-26=352813007, 6-26=3528/3007, 6-27- 3169/2614, 7-27=3180/2589, 7-8=-3051/2384, 8-9=-905/699, 18-19=-501/394, 9-18=-939/1278 BOTCHORD 2-17- 3577/4958, 16-17= 3590/4982, 15-16_ 3138/4187, 14-15=-2348/3179, 13-14= 2100/2855, 12-13=-2138/2778, 11-12= 1344/1782 WEBS 3-16=-763/522, 4-16=-81/448,4-15=-1077/825,5-15=-383/707, 5-14=-439/708, 6-14- 812/1271. 7-13- 184/280. 8-11- 171111389, 7-12- 4071502, 8-12- 804/1013, 11-18- 1582/2100. 8-18=-739/540 Structural wood sheathing directly applied or 2-5-14 oc pudins, except end verticals. Rfgid ceiling directly applied or 3-10-10 oc bracing. 1 Row at mldpt 4-15 NOTES- (9) 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=25f1; B=45ft; L=4411; eave=5f1; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -2-0-0 to 2-5-2. Interior(l) 2-5-2 to 14-8-14, Exlerior(2) 14-8-14 to 35-7-2, Interlor(1) 35-7-2 to 41-0-7 zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will lit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 23 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jl=lb) 2=1087, 23=915. 9) Segn:A0084516,Date:01/06/2014 AWARNWG-VedfydaslgnparamdereandREAONOTESONTNLSAND/NCLUDEOMMEKREFERANCEPAGEMP747are. f=!V15BEFORE USE vdld for use only with MRek®connectom. Thbdeskan is based only upon Parcmefem shown. antl Is for on hWMdud W9W1g component, not got ue a trsystem. Before use, the bulldog deslgrher must verity the appllca lly ofdesign parcmeters Cnd Ixoperly Incorporate thk design Into the overall WBdng dedgn. Wochg lrzdlcated is to prevent Wcklkhg of lrldvldual huaweb antl/or chofd members only. Atldflorlal temporary and nermarlent brccIW M!Tek' Is always feguiredfof stabMly antl to prevent collapse Wlh Pmble;,a m k*" oncl propedy tlornaje. For general gidonce regwcaw the fab0catlom storage,delNefy, erecllon atb lxacVig of trusses and Russ eyslemsweANSI/IPI I Quality Cdlerla,DSB-89 and BCSI Building Component 69" Parke East BNd. Safety Informallon avdlaNe from Buss Rate Institute. 218 N. Lee Street. Slte 312. Aloxar rla. VA 22314. Tanya, FL 33610 p russ Truss ypa I t ty ly ]36365 T9220]83 736365 A] SPECTruss L 1 1 1 Job Reference o tional Ameacan UUiltlOM bl py.Iac., tere.,a. eL:1C//3 21-0�2522-0-0 7A9USPPr1e LUIb MIl SKInaUMrIeS,InC. M0n AU9vUUU:l U.4UZUl0 regal ID:ulxOToxdRe7yM41jhK5ODlyeOlw-2jKe_H4dVW5njOnB?b4s_g?EGONL7Y17gWUd9GypzC 249-24-0-0 33 1-151 1--02 4"4 2-061-9 7 6 I 6-7.15 Scale: 118'=1' 7A - 6x6 = 5 6 3x4 II 3i 7 I 3x6 B Sx6 i 6.00 12 Sx6 C 3 15 9 16 Sx6 = 3x6 O 3x6 �- 1 103x6 Lb 1.5xe STIR 17 Sxl4 2 6x6 11 18 c1 2.75 12 Io 2xa II 13 12 4x6 II 3x6 It 6xG = 44 s-n-e 14 t-0z-zza4-z-t3B1-s 4ea-oz0 I3 - Plate Offsets MY)- 12:0-1-5 0-0-71, 13:0-2-12 0-3-01 15:0-1-12,0-3-121 16:0-3-00.2-71 19:03-0 03-01, (11:0-3-8,0-G-71 (12:0-3-0,Edgel, (17:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (Joe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.43 17-18 >926 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vett(TL) -0.73 12-21 >266 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 HOrz(TL) 0.20 13 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-S) Weight: 284 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2*Except* 5-6: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 'Except* 14-15: 2x4 SP No.3, 7-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER Right 2x4 SP No.3 3-0-11 REACTIONS. (lb/size) 13=221310-3-8, 11=345/Mechanical, 2=122510-7-10 Max Horz2=401(LC 9) Max Uplifll3=-1107(LC 10), 11=-296(LC 10). 2=-858(LC 10) Max Grav 13=2213(LC 1). 11=401(LC 16), 2=1257(LC 19) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at midpt 4-16,6-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3448/1956, 3-4=-2604/1533, 4-5=-1579/1004, 5-6=-1037/714, 6-7=34/976, 7-8- 115/933, 8-9- 92/269, 9-10=337/424, 10-11- 1046/43 SOT CHORD 2-18=-1682/3292,17-18=-1688/3310,16-17=-1095/2466,15-16=-378/1480, 14-15=-206/334,13-14=-2235/1170,7-14- 254/262,11-12=-257/287 WEBS 3-17-8151600. 4-17=-92/473, 4-16=-1034/759, 5-16-357/664, 6-14=-18791794, 8-14=-850/527, 8-12= 157/538, 9-12=4108/391, 5-15= 55BM33, 6-15---394/1217 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.8psf; h=25ft; B=451t; L=24ft; eave--61t Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interlor(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) The solid section of the plate is required to be placed over the spike line at joint(s) 17. 5) Plate(s) at joint(s) 17 checked for a plus or minus 3 degree rotation about Its center. 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 20.0psl on the bottom chord in at I areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL =1 O.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSVfPI 1 angle to grain formula. Building designer should verify, capacity, of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Gt=lb) 13=1107, 11=296, 2=858. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 14" gypsum sheetrock be aoDlied directiv to the bottom chord. AWARNING. Pa4lydes/gnparcre t.andRE40NOTESONTHISANDINCLUDEDMITEKREFERANCEPAGEM11.7473rev.IIP034r015BEFOREUSE *� for use mlywlth MITeMconnectom M de9gn is loosed onlyupon parameters shown. uld Worm Individual Wflding component. net Design valuce syxl a trslem. Before use, the buffILg designer must vedN the apglcabOlN of designparameters properlyd properly Incorporate Ihk design Into the overall bulichngdesign. BiacinglndicciredIstoprevent [ucoingorroMtlualhussweballd/or chord Members only. Additional temporary ondpermanent bradrg ■•�Y■ iviiTek' b always requln':tl for s1abBlNantl to gevent collq>se W Ih possPale perwllal h>fury antl plopeM dame. For general glldance regarding the fabllmilon, storage, dellvery, erection and bradrg of husesond huss systems, seeANSVMII Quality Criteria, DSB49 and BCSI Building Component 69N Parke East EtW. SaleN InlormaHon ovdilable from Iran Rate lmtltule, 218 N. fee Street. sure 312. Alexandria. VA22314. Tanga, FL 33610 Job Truss r1155 ype f ty y 736.5 t T9220783 ]36365 A] SPECIAL 1 1 I Job Reference (optional) American Builders Supply, Inc.. Sanford, FL 32773 7.64De Apr192016Mrreklndustries,lnc. Mon Aug0809:10:482016 Paget ID:ub(OToxdRe7yM41jhK5ODlye0lW 2jKe_H4dVW5nj0nB?b4s_g?EGONL7y17gWUdgGypz0b AWARNWG.VedydeslgnparzmefersendREAONOTESONTNISANDWCLUDEDMMEKNEFERANCEPAGEMIFT4TJrev. 10/ 015BEFORE USE Design valid for use ody Wfh MBek®Conneelors. IMdedan Is baododyupon parameters shown. and Is form Individual Wilding component, rat �� a truss system. Before use, the txildng designer must verify t1he mp(lcab liry of design parameters and aopedy Incomorote this design Into tlw3 overall bWdngdeslgn. Bracig lydIcaled is to prevent UucWltg ofhTdlvldud lrusweb andforGwrd members Dory.Adr➢tbrwltemporayandpeanarenlbraGrg MiTek' 6dwaysregWredforstabglNandloprevenlcdl�Wthpossbepersaalhimyandproperlyd we. Rot general guidance regarding the fabrication, storage, delivery erection and bracing of trussesand Mrs systems, seakNSNTPl1 Quality Criteria, DSBd9 and BCSI Building Component 6904 Parke East Bird. Safety Informalion available from Tim Rafe Inditute. 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa. FL 33610 o toss toss ype I ry ty ]36365 t T92207M 736365 A9 SPECIAL i 1 r Jab Reference o tional 9 V6 AOiID O rage r Wvu1Btl5FGgDeLZMOZJbSXuYNAOiesOhG3G3ADACtypzOa 6-0-0 6-10-11 5m = 2x4 11 5Is = 6.00 12 5 29 6 30 7 3x4 II E 3x6 i 28 31 3x6 4 9 Sx6 i 6 3 LSxe STP= 17 n Sxe= 27 16 3x6 bx14 m 2 19 4x6 1 3x6 14 13 4x6 = 2]5 F12 4x6 11 5x8 = Scale =1:93.9 5x6 ', m 10 3x6 C 32 n m 113x6 C � 12 Id 4x6 II I BE-9 19-0-0 252-0 33-2-10 3&1-5 49-0-0 i Plate Offsets MY)- 12:0-1-1.0-0-71 13:030,G3-01, 15:G-&0,0-2-81 17:0-3-0 0-2-01 110:030 0-3-01 112:0-3-8 0-0-31 113:Od-0 03-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.46 17-19 >868 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Ved(TL) -1.0417-19 >388 240 BOLL 0.0 ' Rep Stress Incr YES W B 0.74 Horz(TL) 0.18 14 n/a rVa BCDL 10.0 Code FBC2014/rP12007 (Matrix-S) Weight 275 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except* 8-14: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER Right 2x4 SP No.3 3-0-10 REACTIONS. (Iblsize) 2=1217/0-7-10, 14=2237/0-3-8, 12=329/Mechanical Max Hom2--366(LC 9) Max Upli112=-853(LC 10), 14= 1123(LC 10), 12= 285(LC 10) Max Gmv2=1256(LC 19), 14=2237(LC 1), 12=388(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at mtdpt 7-16.7-15 FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-27=-3479/2190, 3-27=3467/2211, 3-4=-3135/1982, 4-28=-1871/1328, 5-28_ 1788/1349, 5-29=-1421/1129, 6-29_ 1421/1129,6-30=-142111129.7-30=-1421/1129, 7-8=-115/1024, 8-31=-126/976, 9-31=-142/876,9-10=-82/276, 10-32=304/441, 11-32=-3121428, 11-12=-1037/144 BOT CHORD 2-19- 1877/3283, 18-19= 1411/2505, 17-18=-1395/2530, 16-17=-698/1705, 15-16=-440/389,14-15=-2266/1383,12-13= 244/265 WEBS 3-19=-339/429, 4-19=-202/720, 4-17=-857/740, 5-17= 319/659, 5-16=389/223, 6-16=-379/418,7-16= 984/1772, 7-15= 1710/936,9-15=-862/559, 9-13=.188/543, 10-13=-406/416 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bps1; h=25ft; B=4511; L=24R; eave=611; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extenor(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 16-0-0, Exterior(2)16-0-0 to 19-0-0, Interlor(1) 22-0-0 to 28-4-D. Exlerior(2) 31-4-0 to 49-8.0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Fording. 4) The solid section of the plate Is required to be placed over the splice line atjolnt(s)18. 5) Plate(s) at jolnt(s) 18 checked for a plus or minus 4 degree rotation about Its center. 6) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, With BCDL= IO.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at lolnt(s) 2 considers parallel to grain value using ANSVrPI 1 angle to groin formula. Building designer should verity capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10011b uplift atjoint(s) except (jt=lb) 2=853, 14=1123,12=285 Q WARNING - Vedfydeslgnpuamer4 .dREA)bWri@dIOWFMNMNCLUOEGMIIEKREFERANCEVAGEMII-7473rev. IGZMifI56EF0REU5E D VgnvdldforuseoNy WMMRek®connectors. TNsdetlgnhbasedo yuponpmametemst .andhforanhdIvW ]W6dkgcomponent-rgt ��- atrusssystem.Beforeuse,thebWdWdesgnermustvedfytheapWlc tyofdesonparamefersandproperlyfrlcorywate Ihhdesign Into Uie Overall bkAcmgde9gn. Wmhgindlcaletl loprevent WckllgofhdNWual( webs /orchordmembersoNy. AddtlomilempwaryarW .anenfir=[W MiTek' h always regJred for stablityorW to prevent collapse with posble persond hLry aryl property damage. For 0enerd gutdallce regarding the fabdcat1m storage. delivery, erecBon and brachg of humsarW fr=a fems,s NSNTPII Quality Crime, DSB49 and BCSI Building Compenenl 69D4 Parke East BNd. Safety Information mailable from Tres Rate tnsttfule, 218 N. Lee Street, aIDe 31Z Nexandda. VA 22314. Tampa, FL W610 Job Truss runs Type y )36365 TB22D]94 736365 All SPECIAL i 1 t Job Refereroe (optional) Supply, Inc., Sanford, FL 32])3 7.640 s Apr 192016 MITek Mason,Inc. Mon Aug 0809:10:492016 Page2 ID:ulxOToxdRe7yM41jhK50DtyeOlw-WvulBd6FGRDeLZMOZJbSXuyNAOlesOhG3ADACrypz08 NOTES- (12) 11) This truss design requires that a minimum of 7/W structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. 12) Segn:AO084518,Date:01/06/2014 A WARNING -Vedly desfgnp.at.. and READ NOTES ON THIS AND INCLUDED MITEK REF£RANGE PAGE M&7473 rev. ISA% 0156EFORE USE. Design valid for Use only vvith MITea connectors. Thk design Is based only upon pamamelen shovm. and Is for an YdMtltxsl b lcIng component, not a tmss system. Before use. the Wiclirrrg designer must verity the applicabliy, of design panamefers and properly incorporate iMc design Into the overall b Icigdesign.®azAng Vdkatetlblo prevent blctlhg oflndNkluol lmssweD artd/or chod membersonly. Ad US ltemporaryud "anent Ncdng Miiek' B always required lorslolNllty and to prevent collapse vith possible personbl injury and property damage. Forgenerolguldenceregardlrgthe fobdcatbn, storage, delivery, erection and bracing of hussesand mas systems, socANSI/Wit Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Bled. Safety Information ov noble from Toa Plate Imhturs, 218 N. Lee Stteef, Sulle 312. Alexandria. VA 22314. Tampa, FL 33610 ob toss Truss Type r r Dry Py ]36365 i9220785 ]363fi5 A9 SPECIAL 1 1 1 Job Reference (optional) ArnerSan nunaers aupvry, ma, oanelF,rLxrle ._''Z. = ...""..o." ." - •-- ID:uLaQToxtlRe7yM41jhK5QDlyeQlw-_6SPPy6ul 8LVyjwa706K354bOg2tbPSQlgzjk9ypzOZ -2-0-0 5-10.11 12<-2 1]-0-0 1- —11—' 25-2-0 33-2-10 33h4$ 3a-14 43-0-1 496-0 24}0 ~ 5-10.11 65-7 47-14 41-15 4t 8010 4-9-4 410-13 6-7-15 Scale = 1:91.0 6x6 = 7x6 = 2x4 II 7x6 = 6.Do 12 5 6 7 g 3x4 I 3xG 4 9 5 6 i Sx6 16 10 3 17 5x10 = n 3x6 3x6 6r' 1 11 3x6 JIL 1.6x8 STP= 4x10' 16 2 2 1 � 275 12 IT 6 21 20 t9 14 13 3x8 = 3x4 II 4x6 11 6x6 = 4x6 II 4x6 — 5-10-11 L4-2 12F,&2 21-1-15 25-2-0 3814 49-6-0 5-10-11 6-5-7 0-5-0 e4-13 4-0-0 8-0-10 4-10./0 116-12 Plate Offsets (X,Y)-- [3:0-3-0,0-3-0], [5:0-3-0,0-2-7], [6:03-0,0-4-81,18:0-3-0,0-2-7), [10:0-3-0,0-3.0], [12:038,0-0-7], [13:0-3-0,Edge], [15:0-3.10,0-0-0], [18:0-2-8,03-0], [21:0-3-8 0-1-81 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL in (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.58 VeN(LL) -0.29 13-27 >683 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.7417-18 >542 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 HOrz(rL) 0.13 14 n/a Na BCDL 10.0 Code FBC20147TPI2007 (Matrix-S) Weight: 2991b FT=20/ LUMBER- BRACING - TOP CHORD 2x4 SP N0.2'ExcepY TOP CHORD Structural wootl sheathing directly applied. 5-6,6-6:2x6 SP No.2 BOTCHORD Rigid ceifingdirectlyappiied. Except - SOT CHORD 2x4 SP No.2 'Except* 10-0-0 oc bracing: 18-20 B-14: 2x6 SP No.2, 4-20: 2x4 SP No.3 WEBS 1 Row at midpt 8-16 WEBS 2x4 SP No.3 *Except* 8-16: 2x4 SP No.2 SLIDER Right 2x4 SP No.3 3-0-11 REACTIONS. (lb/size) 2=1236/0.7-10, 14=2221/0-3-8, 12=338/Mechanical Max Horz2=329(LC 9) Max Uplift2=-857(LC 10), 14=-1101(LC 10), 12=-296(LC 10) Max Grav2=1277(LC 19), 14=2221(LC 1), 12=391(LC 16) FORCES. (Ib) - Max Comp-IMax. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2087/1228, 3-4=-2835/1701, 4-5=-2844/1875, 5-6=-2083/1359, 6-7=-1993/1294, 7-8=-1993/1294, 8-9= 121/955, 9-10=-77/271, 10-11=318/425, 11-12= 1039/41 BOT CHORD 2-21=-1006/1849, 17-18=825/1902, 16-17=385/2141, 15-16=-8581576, 14-15— 2248/1210, 8-15= 1603/881, 12-13=-258/270,4-18=-338/387 WEBS 3-21=-689/528, 18-21=-1087/1998, 6-16=-302/111, 7-16=-364/419, 8-16-1418/2666, 9-15=-864/532, 9-13=-1591542, 5-17-85/334, 10-13=-405/390, 5-18-703/1087, 3-18=-229/646 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=25ft; B=45ft; L=241t; eave=6ft; Cat II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Interior(l) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joirills) except (jt=lb) 2=857, 14=1101, 12=296. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 9) Segn:AO084519,Date:01106/2014 WARM/NO-Verify designpammeters and REAONOTES ON This MD INCLUDED MI1EKREFERANCEPA0EMIF7473 rev. 10=2015BEFOREUSE. oeSgn wLltl for use oNywlih fvlllelt®connecfors. Ihk tleSgl S basetl oNy upon Parameters Shown, and Is form IM9vldual bu9dkrg component. not �� a truss system. Before use. the buil0lrg designer must verify the appllcablity of deegh Ixaameters antl properly Incoryorate this design Into fire overall Wckl4g imaweb antl/or chord members oNy. Additb temporcryolM manentbrocing M!Tek' buudingdelgn. Bach9lndicatetl6fo prevent oflntltvWual Is always required for stabillly and to Prevent collapse wim possible pe,smal Injury and property domcge. For general guidance regardW the fi904 Parke East Blvd.tabrk:atrom storage, delivery, erection and bracing of tnoses and tons systems. seeMSUTPl1 Quality Criteria, DSB-s9 and BCSI Building Component safety Inlarmahan avmlotole from Teas Rate Institute. 218 N. We Streel. Wte 312, Alexandra VA 22314. TaWa, FL 3361 D ob Truss russ ype r r ry Py 736365 T922DI86 T36365 A10 SPECIAL 1 1 _ s Job Reference (optional) nmaiwon nmiaem ovppry, mw, aamora.nurrs Style = 1:90.8 5x6 = 3x4 II 5x = 2x4 1 3x4 11 5x6 = 6.00 12 4� _ 4 5 6 7 8 9 10 5x6 i 5x6 3 18 11 19 5x10 = 3x6 C n :2 7x8 2x4 I n' 1 12 3x6 O 1.5x8 STP- 5x14 1 2 2.75 r12 13 IT T o 24 23 21 16 32 WIS 14 4x(3 = 2x4 11 7x8 3x4 II 6x6 11 5.6 2x4 11 4x6 11 SB-11 140-0 I 17-L21e7 f-^ N-SA 2S2-D 29-33 332-10 I 367-12 1 42-9-5 49 Plate Offsets KY)-- f3:0-3-0,0-3-41, 14:0-3-8.0-2-41, 16:0-2-12,0-3-01,110:0-3-8,0-2-41, 111:0-3-0,0-3-41, 113:0-3.12,0-0-31, (15:0-3-0,0-3-01, 120:0-2-8,Edgel, f23:0-2-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.38 21 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(T-) -0.60 19-20 >674 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.91 Hotz(TL) 0.12 16 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 298 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except 9-16: 2x6 SP No.2, 5-22: 2x4 SP No.3 10-0-0 oc bracing: 20-22 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-23, 8-17 SLIDER Right 2x4 SP No.3 3-9-10 REACTIONS. (lb/size) 16=2153/0-3-8, 2=1257/0-7-10, 13=385/Mechanical Max Horz2=295(LC 9) Max Uplifll(i 1059(LC 10). 2=-871(LC 10), 13=-325(LC 10) Max Grav16=2153(LC 1), 2=1272(LC 19), 13=447(LC 16) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 2064/1285. 3-4=-1494/1068, 4-5_ 2290/1587, 5-6=-2324/1608, 6-7=-2820/1897, 7-8=-2820/1897, 8-9= 731858, 9-10=0/699, 10-11= 79/362, 11-12= 424/469, 12-13= 514/306 BOT CHORD 2-24=-1052/1823, 23-24- 1054/1821, 19-20_ 1481/2809, 18-19= 1477/2815, 17-18=-370/692, 16-17=-2226/1235,16-32=-279/160, 32-33= 279/160,15-33=-279/160, 14-15= 306/419, 13-14=.307/418 WEBS 3-24-0/268, 3-23=-636/498, 20.23=-1134/2300, 4-20- 928/1873, 10-17= 994/540, 4-23= 1430/755,11-14=0/262,11-15=-614/479,10-15=-264/535, 6-20=-540/367, 8-18=-1214/2383, 8-17=-1885/1182 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL--5.epsF h=25ft; B=45ft; L=24f1; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load noncencurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105911b uplift at joint 16, 871 lb uplift at Joint 2 and 325lb uplift at joint 13. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the lop chord and W gypsum sheetrock be applied directly to the bottom chord. 9) Segn:A0084520,Date:01/06/2014 Q WARNING- Vodrydetlgnparamerors antl READ NOTES ON THISANU INCLUDED MITEKREFERANGEPAGEMIF]CYJrev. fa/DiT015BEFOREUSE Design va Id for use oNy WM MITeMComeclors. This design Is lxaed onlyupon parameters shown. Ond Is form holvtduol bu9ding component, rrei �® a truss system. Before use. the bllding designer must vedN lire oppliamlity ofdeslm poormeters arc! properly incorporate this design Into the overall bNOingdeslgn. wm9lgIndicated istopleventbuckling ofledMdualkusweband/or chord membersoNy. Addrlonattemporm,and OermarentbracOg MiTek' koiwaysregtkodforstuNtlyar topreventcoll� Wthpossmteperso hjwyan propertydo Wo. For general giidaa:e regardlrxl ttse . fabhatlon storage, delNery, erecrbn and bacirxT of Imssesastl truss systems seeANSi/IPII Quality C4lerla, DSa-89 aM 8C518aBEhg Component 6904 Parke East BNd. safely Information maabe kom Tres Plate hMiMe.218 N. lee Mk I. Suite 312. MexcrsdrkL VA22314. Tanga. FL 3361D Job Truss rU55 ype ty Ply 736MS 1 T9220]87 736365 All HIP 1 1 _ r Job Reference (optional) nmercen owmn,u uuYV�Y•^�u..->a�^���. r�xnu Scale = 1:90.9 6.00 12 5x6 — 3><6 = 2x4 11 6x10 = 5x10 4 5 30 316 32 78 33 9 j S6i 3x6 0 3l 19 29 l.5x8 $TP= 35 3x6 28 11 �1 z 12 I� 0 20 1818 36 37 17 38 16 15 38 14 13 2x4 11 3x6 = Sx8 = Us = 3x6 = 3x6 = 2x4 11 4x6 11 4x6 = 3A = 6-9-11 1 13-0-0 1 23-10-11 1 295-14 1 37-4-0 1 43-6-5 1 4M.0 Plate Offsets (XY)-- b-V-ll b-2-D - 13:0-3-0,0-3Al, f4:0-0-0,0-2-81 f7:0-0-0.03-01 1Dla-17 112:0-4-0.0-G-31 - e-1-a 117:03-8.0-3-41 - I-1a-2 - b-L-O O-l-ll LOADING(psf) SPACING- 2-0-0 CSI. DEFL In goo) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.33 17-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.72 17-19 >492 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.70 HOrz(TL) 0.03 16 n/a rda BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 283 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except' 12-15: 2x4 SP N0.2 WEBS 2x4 SP No.3*Except* 8-16: 2x6 SP No.2 SLIDER Right 2x4 SP No.32-6-0 REACTIONS. (lb/slze) 12=475/Mechanlcal, 2=1024/0-7-10, 16=2285/0-4-0 Max Horz2=305(LC 9) Max Uplifll2= 271(LC 10). 2=-695(LC 10), 16= 1296(LC 10) Max Grav12=568(LC 16), 2=1076(LC 15), 16=2285(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling directly applied. WEBS 1Row at mldpt 5-17.9-16.8-17 FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-28= 1552/1170, 28-29= 1491/1172, 3-29=-1439/1185, 3-4=-1092/915, 4-5= 943/933, 5-30=-197/298, 30-31=-197/298, 6-31=-197/298, 6-32=-198/301, 7-32=-198/301, 7-8_ 198/301, 8-33_ 348/829, 9-33=348/829, 9-10= 288/276, 10-34=fi78/603, 34-35=-684/600,11-35=-728/591,11-12=-427f254 BOT CHORD 2-20= 900/1509, 19-20=-902/1507, 18-19=-238//34,18-36=-238/734, 36-37=-238/734, 17-37= 238/734, 17-38=-783/883, 1638= 783/883, 13-14— 398/625, 12-13=398/625 WEBS 3-19_ 539/575,5-19=-253/483,5-17= 8081753,8-16= 1459/1242,9-16=-1176/938, 9-14=-210/504, 10-14=-572/644, 6-17= 255/276, 8-17=-993/1467 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf, h=25ft; 13=4511; L=50fi; eave=sft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exledor(2)-2-0-0 to 2-11-10, Interior(1) 2-11-10 to 5-11-11, Exterloal?) 5-11-11 to 13-0-0, Inarlor(1) 20-0-5 to 30-3-11, Exterior(2) 37-4-0 to 49-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' Thls 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 [it between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271 lb upllil at joint 12, 69511b uplift at joint 2 and 129611b uplift at joint 16. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 9) Segn:A0084521,Date:01/06/2014 Q WARNING- Vad]ydas/gnparametersand READ NOTES ON TNISANOINCLUDED MR£KREFERANCE PAGEMR-T473nn, 10=015BEFOREUSE Design vdltl for use ailywlh MReM®conrlectom ft cleslgn is Uaseclorry upon parameters shown ad Is for an IntlMtlual buldlg component net a truroweem. Before use. Ilse wdin0 designer must verify Ithe oppllcablltyof denIM parametersand property Incorporate thisdesign Into Ilse overall IxOdWdeslgn. Brmhghd edbtopreventbuc fl of WK4duallmsswebad/ofcMrdmemb mMy. Ad111bndtemporaryandpennanenfbrecllg MOW ceregadinghe k always regloroge stablity ardtonarnal Mp711 and perrdituewsl Q.damage.rorgen9 tlon racinllof systems D38-69 and BC61 BUVCIng Component bracing no, see BCSI Tarn Parke East BNtl. VAMCtllerla, Satxlwnform cuaftN le (,am Truoad Safety Informallon avanada eom Tnns Plate institute. 21e N. Lee Sheol, Suite 312 Plexardtl¢ VA22314. .218 N. Lee Sheol . Alexandre, Tampa, FL 33610 Job Tfuss p uss ype ry ry ]36365 r r azz67s6 736365 Al2 HIP 1 1 r f Job_ Reference fcoa ..1 1 Amamen Mlsefa sWPN. le.., Jamom, rL J 111 7-B-14 S e - 2x4 11 6.00 172 4 26 5 5x8 = 2x4 II 5x6 = 6 7 8 27 Scale= 1:89.1 4x6 = 9 28 10 FPFP-6 p. 1 �P41 4 e-4 4x6 = 20 18 29 18 1716 16 14 13 3�10 = 2x4 6x10 = Is,, 1.11, .1.1A VEdJ1 30 12 A1.nA A9Al 31 11 11A-0 1741-14 15.10-13 410.3 4-10-2 6-&5 B-7-10 Plate Offsets MY)- r2:0-0-8 Edgel 14:0-5-8,0-2-41 16:0.4-0 0-3-01 18:0-3-00-3-01 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.23 20-23 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.6020-23 >591 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(TL) 0.05 11 n/a n/a BCDL 10.0 Code FBC20147rP12007 (Matrix-S) Weight: 293 lb FT=20/ LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 7-15: 2x6 SP No.2 REACTIONS. (lb/slze) 2=102710-7-10, 11=469/Mechanical, 15=2277/0-3-8 Max Horz 2=436(LC 10) Max Upllft2= 646(LC 10). 11=-432(LC 7), 15=-1360(LC 10) Max Grav2=1027(LC 1). 11=525(LC 22). 15=2277(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. SOT CHORD Rigid ceiling directly applied. WEBS 1 Row at mldpt 4-18, 6-18, 9-13, 8-15, 6-15 FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-24=-1478/1047, 3-24=-1466/1066, 3-25=-1174/817, 4-25=-1121/833, 4-26=-751/585, 5-26=-751/585, 5-6=-751/585,6-7=-750/955, 7-8=-750/955, 9-28=-382/335, 10-28=-382/335, 10-11=-435/465 BOT CHORD 2-20- 1241/1317, 20-29=-859/1027, 19-29=-859/1027, 18-19- 859/1027, 13-30=-335/382, 12-30=335/382 WEBS 3-20=-339/434, 4-20=-86/432,4-18=3821336,5-18=-414/461,6-18=-859/1045, 8-13- 229/537, 9-13= 684/516, 9-12= 95/334, 10-12=-390/440, 7-15= 2351259. 8-15=-11267785, 6-15=-1439/1081 NOTES- (10) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.BpsF h=25f1; B=451t; L=24ft; eave=61p Cat. II; Exto C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 6-9-1, Extedor(2) 6-9-1 to 11-0-0. Intedor(1) 15-2-15 to 46-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 646 to uplift at joint 2, 432 Ib uplift at Joint 11 and 1360lb uplift at Joint 15. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 10) Segn:A0084522,Date:01/06/2014 Q WARNWG-VONly dosfgn P.M. and HEAD NOTES ON MIS AND INCLUDED WEN REFERANGE PAGE MIF74Yu row. lP/O3r2015 BEFORE USE ' Design valld for use only with MiTek®connectors. Ns design h based only upon parameters sholm. and is for On Individual Wilag component.net a truss system. More use, the Gllmng designer must ve4y the applicablity of design parameters antl properly Incorporate this design Into the overall ■r bl&diMcleslgn. &achglndlcaledislopeventb MirgoflydlvidualM1 webard/orchofdmembersonly. Admtlonaltemporcryondpermanentbrocing MiTek' Is always regdrod for stabaltyand to prevent col possVe personal hiuy and popery damage. For general9ddasce regacDlg the faGicallem storage. delivery. ereclion and bracing of misses and Ins asystem6 seeANS1/1Plt Quality Cdlerla, D 11-89 and BC51 Bultding Component M04 Parke East Blvd. Safety Information avallable from truss Plate msfltute. 218 N. Lee Street, State 312. Alexand0a. VA22314. Tarry., FL 33610 Job fuss I russ Type y ]36365 79220769 736365 A13 MONO HIP 1 1 r 1 Job Reference o tional Auppi , inc., aamom, rt xrra 192016 MiTek industries. Inc. Mon Aun 0809:10:272016 5x8 = 2x4 11 5x6 = 4x6 = 6.00 12 4 26 27 8 9 10 28 Scale = 1:89.1 46 = P PPPPF MR-mm, I PAP""', I VAN 0:M.i M w r 4x6 = 21 20 19 1817 16 15 14 13 12 3x8 = 3x6 = Gas = 94:H 16-1-5 23414 29-5-14 35-7-2 42L-it 49.8-0 9-11 ]-15 6-11.9 65-0 fi-1d fi.H-A 9d.5 Plate Offsets MY)— f4:0.5-8,0.2-41.r6:0.3-0G-3-01 f17:0-2-140-1-81 H8�0-3-80-1-81 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. In (too) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.14 19-21 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(fL) -0.3021-24 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Holz(TL) 0.04 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matdx-S) Weight: 277 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except` 7-16: 2x6 SP No.2 REACTIONS. (IWsize) 12--485/Mechanlcal, 2=1035/0-7-10, 16=2253/0-3-8 Max Horz 2=374(LC 10) Max UpIIfl12=-444(LC 7), 2= 669(LC 10), 16_ 1321(LC 10) Max Grav 12=506(LC 20). 2=1035(LC 1), 16=2253(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-19, 6-19, 7-18, 8-16, 10-14 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-1569/1175, 3-25- 1558/1189, 3-4=-1335/989, 4-26_ 1174/909, 26-27=-1174/909, 5-27=-1174/909, 5-6=-1174/909, 6-7=359/239, 7-8=-803/1066, 10-28=-454/416, 11-28=-454/416, 11-12= 441/474 BOT CHORD 2-21=-1306/1356, 20-21- 986/1159,19-20=-986/1159, 18-19=-252/374,17-18=-1066/803, 16-17= 1066/803,13-14=-416/454 WEBS 3-21= 259/359,4-21=-58/350, 5-19=-408/460,6-19=-787/959, 6-18=-881/823, 7-18=1278/1748, 7-16_ 1357/1120, 8-16=-1279/877,8-14- 151/468,10-14=-553/416, 10-13=-129/351, 11-13=-470/506 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.8psf; h=25ft; B=45ft; L=24ft; eave=61t;, Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C E tedor(2)-2-0-0 to 1-0-0, Interior(1) 1-0-0 to 4-5-15, Extedor(2) 4-5-15 to 9-0-0 , Interior(1) 13-2-15 to 46-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) This truss has been designed for a IO.0 pat bottom chord live load nonconcunent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to miss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 444 lb uplift at joint 12. 6691b uplift at joint 2 and 1321 lb uplift at joint 16. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 10) Segn:AO084523,Date:01/06/2014 A WARNING -Vcdfl design acard.. and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MU-74M rev. NAMV015 BEFORE USE Dedgn wild for use only with MITOM connectors. This desgn B boaacl only upon parameters shown. and War on trldMdual wudhg component, not ��- a to ss system. Before use, the Ixtichg designer mull verly the oppllcololty ofde9gn paameters and properly Incorporate 01k design Into the overall b0clunu dxlBn. Bracing Indicated is to prevent buckling of trdNdud inns web cM/oT chord members only. Matlorol temporary and pemlanent bsacTO MiTek' hdwaysrecPisedfastCUItY ndlopreventcollapsewlthpossbe Wwnolblayantl Wr Oydamage. Forgeneralguidanceregadngme fabrkatlon. storage, Aeilwn,. erecllon and lxoclng of Inusesard tnnasystems seeAN51/713II Quality C4taria, DSB-89 and BC51 Building Component 6904 Pena, East Blvd. Solely Inlormallon avdlabte Rom Gus Rate InstiMe, 218 N. lee Street, Wt. 312. Alexardda, VA22314. Tampa, FL W610 Job I russTruss ype t ty Ply 736WS r T9220]90 736365 A14 MONO HIP 1 2 r r Job Reference o ficna uwply, la... James. FL 32173 inoH 6.00 F12 2x4 II axe = 5x6 = Scale = 1:69.1 071-� l 21 za 19 lb 11 1b 15 14 13 12 4x6 = 20 II 3x8 = 6x6 = 6x6 = 7-0-0 12-B-9 183-5 23-10-2 29-5-14 1 36E 11 43-0-7 1 49.60 /a-0 Plate Offsets (XY)-- - 5-6-9 13:0-6-0 0.2-81, (9:0.3-0 G-3-01 117:0-2-0 5E-13 0301 5613 5.7-12 7013 6-5-02 6.7-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (JOB) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vertft-Q 0.21 20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.28 18-20 >999 240 BCLL 0.0 Rep Stress Iner NO WB 0.82 Horz(TL) 0.05 12 n/a Na BCDL 10.0 Code FBC2014/IPI2007 (Matrix-M) Weight 526 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3'Except' BOTCHORD 8-16: 2x6 SP No.2 WEBS REACTIONS. (lb/size) 12=1040/Mechanical, 2=1928/0-7-10, 16=5013/0-3-8 Max Horz2=312(LC 8) Max Uphill2=-740(LC 5), 2= 1386(LC 8), 16=-3447(LC 8) Max Grav12=1177(LC 14), 2=2326(LC 13), 16=5824(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4267/2302, 3-25=-4458/2594, 4-25=-4458/2594, 4-5=-4458/2594, 5-fi=3350/1964, 6-26=-3350/1964,7-26=3350/1964,7-27= 646/394,8-27=-646/394,8-9=-2137/3638, 10-29=-1258/831,11-29— 1258/831,11-12=-1047/805 BOT CHORD 2-21=-2138/3774, 20-21=-2149/3813, 19-20=-1964/3350, 18-19=-1964/3350, 17-18— 390/639,16-17=3638/2137,13-14= 831/1258 WEBS 3-21=-253/951, 3-20— 611/865, 4-20=-869/822, 5-20= 74711314, 5-18— 1485/1149, 7-18=-1875/3217, 7-17=-2479/1735, 8-17-298315060, 8-16=3623/2470, 9-16=-4083/2439, 9-14=-212/940,10-14— 1367/817,10-13=353/614,11-13=-900/1353 Structural wood sheathing directly applied or 5-4-7 oc puffins, except end verticals. Rigid telling directly applied or 6-0-0 oc bracing. 1 Row at midpt 9-16 NOTES- (13) 1) 2-ply truss to be connected together with 10d (0.131'x3°) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) lace in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced root live foods have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=5.8ps1; h=25ft; B=45fl; L=50ft; eave=61f Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber OOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are 3x6 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent With any other live loads. 8) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 740 lb uplift at joint 12, 1386lb uplift at joint 2 and 3447 lb uplift at joint 16, 11) °Seml-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 784 lb down and 372 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. Q WARNING - Vedfydaslgapera .hr. aad READN07ES ON TNISANDWCLUDED MGTKREFERANCE PAGEMM-74Tdrev. 1aN32015 BEFOREUSE Design wuW for use only with MBeIcBconnectors. TNs desks Is bosed only upon parametersshown. and Isfor an OWINWN b ldIng component- rot a taus system. Before use. Orebracing designer must veufy the appllcablityof tleslgn parameters arW properly hcatporate tb tleslgn Into the overall bulcftQdecgn. BrachgBlAcatetllstoptevenlWcWhVoflntllvldaxlllruswebor /Oft dmembeMOdy. AdG76orwltemporaryarWpertnanentbracing MiTek' kdw ysregWretlfwstoNltymdtorxeventcdlq Wthpos:IDiepersorlalhMyandpropertyd=MO. ForgeneralgaidanceregarWg Bre fabrl ti m storage. delNery, erec8on antl bracing of tmseearW tmm Mtems seeANSI/Mll Hualily CBleria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety INormatlon avdlable from Truss Rate klstIfute, 218 N. lee slaeet, sure 312. Alexandda, VA22314. Tarrya. FL 33610 job TrusS ru55 ype ty Ply 736365 T922D790 736385 A14 MONO HIP r 1 q 1 L Job Reference (Optional) American Builders Supply, Inc., Sanford. FL M773 13) Segn:A0084524,Date:01106/2014 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=-54, 3-11= 118(F=-64), 21-22=20, 12-21=-44(F= 24) Concentrated Loads (Ib) Vert: 21=-475(F) 7.64D s Apr 192D16 MITek Industries, Inc. Mon Aug O8 09102820W Page 2 I D:ulxOToxdRe7yM41jhK5QD1ye0lwdt74nRr4CNadILFLgPjAASAnDyhvRVFAEPe2z0ypzCv A WARNING -Vadrydes/gnpareaefen and BEAD NOTES ON TNISANO/NCLUDED AWEKFEFEflANCE PAGEM0.7419rev. 10 015 BEFOKEUSE Dedgnv ld for use only Win Mliekyconrnectors. inlsdedgn la boxed only upon poranetersahown. and Is fa an 9rtlMtlual building component.not ��- atosssystem.Beforeuse.lMb dgdesgmrmmfwdytheappllcob011yofdesignpaanetemandpopedyh rpomfe Brkdesign0dotheov.mo bni arenlbaGrg lrityrn dBtovento MiTek' resign. fast iapsekgof0rdMtluoli hjtarxl/ac Ttye QgO.FoAenerolguldunc reancling Balwaysrealoage. sbb8lN and ton damage. FaSB-89 andBCSIroereng pandl and bcollapse ft Cuersaterns.Wondaopedy bracing of 88 Uuss syslems s, Connion /IPII 61A223Qdleda, D3B-89 and 8C6I Building Component 6904 Parke East Bbd. sable Inforlawxmation Trusses at K Lee S Aoxa ation o alable. earn Sorely Inlormadon avallabe Uom ins Rafe kutiMe.218 N. Lee S4eet. SJte 312. Alexandda. VA22314. Tanpa, FL 33610 toss Nse Type , ty ]36365 T9220791 736WS A16 SPECIAL TRUSS 1 1 t Jab Reference o tional Amerkon 13.4a R Supply, Inc.. Sanlora, FL" f73 17 16 ILA STP= 2x4 11 7.640 s Apr 19 2016 1 D:uIxOToxdRe7yM41jhK5OD1 yeC 12-64 153-4 23-74 2 3 30-5-14 6-06 2.9, ".0 6x6 = 5x6 = 6.co 12 7x6 = 4x4 = 2x4 11 5 23 24 6 7 222 a Inc. Mon Aug 0809:1D292016 Paget 1xV5gqY�O6EPjgjy9M=AyYKT3N6Vsypz 714 Scale = 1:90.9 7xe = 7x8 = 5x14 = 1.5xe STP= 19 6x6 = 6-5-14 12E4 1534 1B-5-0 23-7d 2133 30.5-14 37-11' 38§d 6b-14 6-0f 9.911 d-9-0 I d-N a- - del-{ n.9.19 1 91,-9 M1�1 Plate Offsets KY)-- f2:0-2-15.0-2-01,f3:0-4-0.0-3-01 f5:0300.2-71 f6:0-3-0,0-4-0119:0-3-1203-01,111:0-2-O,Ecige1118:0-4-00301 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.34 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.5013-14 >912 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Hom(TL) 0.45 19 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 290 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 6-7: 2x6 SP No.2, 5-6: 2x6 SP 240OF 2.0E BOT CHORD 2x4 SP No,2'Except' BOT CHORD 3-16: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 17=1531/0-6-14, 19=1373/0-7-10 Max Horz 17=699(LC 10) Max Upliftl7- 904(LC 10), 19=-868(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-20-2578Y2133,3-20=-2517/2154.3-21=-2667/2231,4-21=-2557/2242, 4-5-266Sf2429, 6-7= 2234/1859, 7-22- 2159/1820, 8-22= 2159/1820,8-9=-1276/1024, 2-17=-1512/1538, 5-23=-2671/2345, 23-24=-2671/2345, 24-25=-2673/2345, 6-25-2673/2345 BOT CHORD 3-15=-455/320, 14-15- 2385/2442, 13-14-2090/2245, 12-13= 1955/2282, 11-12-1042/1302 WEBS 4-14-289/395, 7-12-692/547, 8-12=-1119/1240. 8-11=-I272/1233, 9-11= I324/1647, 2-15-1579/2147, 5-13=-455rM. 6-13=-647/764, 15-17-771/338, 5-14=-423/497, 6-12=-468/488 Structural wood sheathing directly applied or 3-2-11 oc pudins, except end verticals. Rigid ceiling directlyapplied or 3-9-5 oc bracing. 1 Row at midpt 8-12, 8-11, 9-11, 2-15 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL-4.2ps1; BCDL=5.8psf; h=25ft; B=45fh L=39111; eave=5ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 1-9-8, Interior(1)1-9-8 to 11-5-0, Exterior(2) 11-5-0 to 153-4, Interior(1)19-1-8 to 19-9-1, Extedor(2) 23-7-4 to 24-3-3 zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate dralnage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 6. 6) Plate(s) at jolnl(s) 6 checked for a plus or minus 2 degree rotation about Its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 19 considers parallel to grain value using ANSI/1PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 904 Ill uplift at joint 17 and 868 lb uplift at joint 19. 11) "Semi -rigid pltchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 12) Segn:AO084525,0ate:01/06/2014 A WARNING -Verify dWgn paramel. and READ NOTES ON THISAND MCLNDED AR EKREFERANGE PAGEM147473rev. IdDY2015SEFOREDSE DesignvalidforuseonlywithMnek connectors. TNsdecgn is based only upon parameters shown. ould is form htlivWual bffang component, not �f- a truss system. Before use. IhW o balrg designer must vedty the opplicabBliy of design parameters arW properly Inoorporafe fhb design Into the overall `w buldrgtleslgn. Noc"g ctedbtoprevenlWcMbgoflndlvkludimssweband/orchwdmemb moNy. Atlditbrwltemp«aryentlpermafenibracng MOW Is always required forstablity aW to prevent odlapse wgh posskxe personal hJury and propedy carnage. For general guitlarlce regardrg the fobrlootba, storage, dellvery. erecflon and bracing of tmesesand huessystems. weMSI/TPII Quality Criteria, DSB49 and BCSI Surding Component 6904 Parke East Blvd. Safely Information avalmle from Thus Rate Institute. 218 N. Lee Street. S lte 312. Alexandib. VA22314. Taws. FL 33610 Jo russ russ ype r ty 136365 T92207V M6365 A16 SPECIAL TRUSS 1 1 r r Job Reference Anurran Builders supply, Inc., Godard. K 32773 7.64D a Apt 192016 MTek 6.00 12 17 16 1.5x8 STP= 3x411 6x6 = 6x10 MT20HS= Scale =1R6.3 7x6 = 7xB = Sx14 = 4.4 = 1.5x8 STP= 6x6 = 6-5-14 12:% 1_5-0 25 _ 32-0-0 37-1 6-5-14 6-04i 6-11-0 6-04i 60-5 5-7-0 17.4 Plate Offsets (X`j-- 12:0-2-15,0-2-01,13:0-4-0,0-3-01,f5:0-3-0,0-2-71.16:0-7-0,0-2-41,19:03-12,03-01 118:0-4-0,0-3-01 LOADING(psl) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.91 Veri(LL) 0.37 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.5113-14 >894 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.82 HoaCrL) 0.32 19 n/a Na BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 282 lb Ff=20% LUMBER- BRACING- TOPCHORD 2x4 SP No.2'Except' TOPCHORD 5-6: 2x6 SP No.2, 13: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except' BOT CHORD 3-16: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 OTHERS 2x8 SP No.2 REACTIONS. (Ib/size) 17=153110-6-14, 19=1373/0-7-10 Max Horz17=-652(LC 10) Max Upliftl7=-1310(LC 10), 19-890(LC 10) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-20=-2506/2486, 3-20-2429/2507, 3-21-2666/2440, 4-21_ 2545/2451, 4-5- 262012631, 6-7=-2514/2201, 7-8= 2200/1907,8-9-1066/887,2-17=-1468/1712, 5-23=-2646/2487, 23-24=-2646/2487,24-25=-2646/2487, 6-25=-2646/2487 BOT CHORD 3-15=-496/207, 14-15=-2645/2266, 13-14-2184/2251, 12-13- 1995/2232, 11-12= 889/1080 WEBS 3-14=0/386,4-14=-278/380,7-12=-1292/1199,8-12-1352/1510, 5-13=-423/735, 6-13= 706/761, 5-14-494/412, 6-12-74/289, 15-17---689/324, 8-11=-1335/1275, 9-11=-1289/1540,2-15=-1847/2148 Structural wood sheathing directly applied or 3-0-12 oc puriins, except end ver8cals. Rigid ceiling directly applied or 3-6-15 oc bracing. 1 Row at midpt 8-12. 8-11. 9-11, 2-15 NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vas 1=124mph; TCDL=4.2psf; BCDL=5.8psf; h=25ft; B=45ft L=3911; eave=5ft; Cat. II; Exp C; Encl., GCpI=0.18; MW FRS (directional) and C-C Extedor(2)-2-0-12 to 1-9-8, Interior(1)1-9-8 to 11-5-1. Extedor(2) 11-5-1 to 15-3-4, Interior(1) 19-1-8 to 19-9-1. EMedor(2) 23-7-4 to 25-9-11 zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber D0L--1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 6. 6) Plate(s) at joint(s) 6 checked for a plus or minus 2 degree rotation about Its center. 7) This muss has been designed for a 10.0 lost bottom chord live load nonconcumenl with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 9) Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1310 lb uplift at joint 17 and 8901b uplift at Joint 19. 11) "Semi -rigid pitchbreaks Including heels' Member end Ilxlty model was used in the analysis and design of this truss. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). q vcyn Q WARNING -Verity designp.O. end READ NOTES ON THIS AND INCLUDED AVI REFERANCE PAGE MIA7473 rev. IMUsIVIS BEFORE USE Design valid for use only Win M1TekO connectors. This design Is based only upon pornmefers sham. and Is for on Individual burial component. not ��- a truss system. Before use, the building igner ng desmust verily the opyllcah9lty of dual parameters and properly Incorporate InnisdosIgn Into the over,, txidirgtledgn. BracinglndilIstopreventbuckIgoflntlMducltruswebandforGrordmembersorgy. Addlionaltemporaryontlpelmanenitracing MiTek' Is alwaysrequlrad for stabSlN and to prevent collopse with possible personal Injury and property damage. For general guidance negarding the fabdoalbrt storage. delivery. ereclion and taming of trusses and Russ systems seeANSInFE]Guarity Cristo, DSB49 antl BCSI Building Component 004 Parke East BNd. Safety Information avmable from Trots Rare InsBMe. 218 N. Lee Street S lte 312. Alexandria, VA 22314. Tanga, FL 3361 D p rues ruse ype , , N 736356 7922D792 736MS A16 SPECIAL TRUSS 1 1 e Job Reference o tional Amsruan Builders soppy. Inc., Bandana, PL M773 7.640 6 Apr 19 2016 M ak Industries, Inc. Mon Aug 08 09:10:30 2016 Page 2 ID:uLyOToxdRe7yM41lhK5OD1yeOlw-ZFErC7sLk_qKZfPkypleFtF6umGsvPmTij7glJypzOt LOAD CASE(S) Standard 1) Dead+ Roof LNe (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2= 54, 2-5=-54, 6-7= 54, 7-9— 54, 16-17=-20, 13-15=-20, 11-13=-20, 10-11= 20, 5-6 54 O WARNING- Verlydeslgnparamefers and REAONOtES ON 7MSANDINCLUDED MGIEKREFERANCE PAGE UsMiUmv.. 1,1=XI1SSEFORE USE Design vdkl for use only with Mnek® connectors. lNsdedgn Is based only upon parameters shown. and Is fa an hdMtlual LaUding component, not a truss system. Before use. Itur Isullmrq designer must vedty the applicablify ofdeslgn parameters an l property klcaporafe I1-d6 design Into the overall biSdigdesign. Brmhghftaledhlopmven/bucklhgof[rKMtlucllu weband/orclwrdmemb moNy. Atlr911a1alfempaaryarWpermanenibracirg MiTek' B always required for stability grid to prevent Collapse with Passible personal bW and property danage. Fm general guidance raga®mg the fabacalkxt storage, delNery, erection and txaAng of truces and truss systems. seeANSI/IPII Quality Cdterla, DS949 and BCSI Building Component 69N Parke East Blvd. Safety Informallon avdlable from Teas Plate Institute. 218 N. tee Street. Suite 312. Alenlandilla VA 22314. Taapa, FL 3361 D a rU65 (a$$ ype Cry If 736MS T9220793 736WS A17 HIP TRUSS 1 1 r Job Reference o banal American Builders supply, Inc., -2-0-121 5anl0m, FL 327/3 6d-0 13-1-04 7.640 s Apr 19 2016 Mires Industries, Inc. Mon Aug 08 09:10:31 2016 Peg. l ID:ub(QToxdRe7yM41jhKSQD1yeQlw-2SoDPTtzVlyBAo_wVXGto5oLR9YVeuKdwNsDZlypz� 23-7-0 27.9-it 32d-0 3]-11-0 38T 2-0-12 6a-0 6-e-14 115-3-41 2-1-6 P 8-4-0 4-2-] 4F-5 S7. 0-]d Seal.=1:83.2 7xa = GAS = 6.00 12 = 7x8 = 2x4 11 5 66x6 22 5z14 = TP= 4 B d 19 17' 11� 17 16 15 1.5x8STP= 3z4= 1Sxa STP= 2x4 II axe II 12-7d 13114 19-Sd 2]-9-11 1 32d4) 1L11-0 3B6r4 6d-0 F-4d a�ii-in fi 9!i 0.d.7 4A-5 ST.II n.]d Plate Offsets (XY)- 12:0-2-15,0-2-01. f3:0-3-0.0-3-01. 15:030.0-2-71. 16:0-3-0.0-2-61 (9:0-3-12.0.3-0) (14:0-2-12,0-2-81 115:Edge 0-3-81 118:0-4-00-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ven(LL) -0.16 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Ven(FL) -0.42 12-13 >719 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(TL) -0.12 19 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 271 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD 5-6: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 4-15: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 OTHERS 2x8 SP No.2 REACTIONS. (Ib/slze) 17=332/0-6-14, 15=1816/0-7-0, 19=756/0-3-8 Mau Harz 17=444(LC 10) Max Upliffl7=-160(LC 6), 15= 1896(LC 10), 19=-286(LC 10) Max Grav 17=338(LC 19), 15=1816(LC 1), 19=822(LC 20) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-21=1556/787, 4-21= 1543/850, 4-5=-1322/760, 6-7= 1264/460, 7-8=.1069/312, 8-9=-699/291,2-17=-284/178, 5-22=-806/0, 6-22= 806/0 BOT CHORD 16-17=-520/206, 14-15=-175712395, 4-14= 309/4B3, 13-14=-339/883, 12-13= 9B/859, 11-12= 292/713 WEBS 3-16=-646/302, 3-14= 716/1428, 7-12=-740/462, 2-16= 242/520, 5-14=-1279/1436, 5-13=-556/820, 6-13= 495/892, 6-12=453/572, 8-11=-719/368, 8-12=-44/598, 9-11= 350/865 Structural wood sheathing directly applied or 4-2-1 oc purfins, except end verticals. Rigid ceiting direcdyapplied or 2-2-0 oc bracing. 1 Row at midpt 5-14 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=5.8psf; h=25ft B=4511; L=39fh eave=5fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2)-2-0-12 to 1-9-8, Inlenor(1) 1-9-8 to 9-9-14. Exterior(2) 9-9-14 to 27-9-11, Interior(l) 27-9-11 to 37-9.4 zone; cantilever left exposed: porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 list bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Bearing at Jolnt(s) 19 considers parallel to grain value using ANSIRPI 1 angle to grain formula. Bulltling designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160lb uplift at joint 17, 18961b uplift at Joint 15 and 286 Ib uplift at joint 19. 8)'Semi-dgid pltchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 9) Segn:AO084527,Date:01/06/2014 Q WARNING -V dlydeslgn Raramefemand READ NOTES ON TNISAND WCLUDEDMAWKREFERANCE PAGEMII4473 rev. ID/DY201S BEFORE USE ■ Design valid for Use onlyv4lh MITeMconnectors. Ihhdedga is based only upon paanetelsslawa and is for an kltlivlduol Wilding component.not nil' a lussaystem. Before use, the bID<Mg designer must verify the applicability ofdeslgn paametersarxl properly Incorporate fhk design Into live overall building desli aacing mtlicatetl is to prevent Wckiing of Individual truss web and/or chord members only. Adidtloral lemporary adl permarlenl bracng MiTek' kalwaysrequlred lorslabllltyara lopreventcoilopsevMhpossibe personal" and properlydamage. For general gultlaaeregarmrxl me labrlca lem storage, delivery, erection and bracing of lasses antl Irusssystems seeAN61/IPII Quality Cdtoda, DSB49 and BCSI Building Component 69N Parke East Blvd. Safely Information ava0olxe from inffi Rafe InsBf We. 218 N. Lee Street, Sure 312. Alexandria VA22314. Tenpa, FL 33610 Jo russ mss ype , N N ]36365 , T9220794 ]36365 Ale HIP TRUSS 1 1 1 Job Refereme tional Annoncan Buildom Supply, Inc., Sentond, FL M773 VE,3V 6.00 12 2x4 II 6x6 = 17 16 15 1.5x9 STP= 3x4 = 1.5xe STP= 2x4 II 4x6 II Scale = 1:81.2 66 _ 23 22 7x8 = TP= 9 o ,�y d 19 64-0 I 12-74 4 18-5.4 32,4 I 3]-11-0 3�- 4 8-0-0 63d 0 G36 12-0-12 SJ-0 O-J-0 Plate Offsets (Y Y)— f2:0-2-15,0-2-01, 13:0-3.0,0-3.01, r5:030,0.2-71, 16:0-3-0,0-2-61, 19:0-3-12,03-01, fl4:0-2-12,0-2-81 (15:Edge,O-3-81- f18:0-4-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.28 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Ven(TL) -0.7312-13 >418 240 BCLL 0.0 Rep Stress Incr YES W B 0.93 Horz(fL) -0.11 19 n/a nfa BCDL 10.0 Code FBC20147TP12007 (Matrix-M) Weight 264 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 5-6: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 'Except* BOT CHORD 4-15: 2x4 SP No.3, 11-13: 2x4 SP M 30 WEBS WEBS 2x4 SP No.3 OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 17=333/0-6-14, 15=1815/0-7-0, 19=756/0-3-8 Max Horz17=382(LC 10) Max Upliffl7=-201(LC 6), 15-1828(LC 10), 19=-296(LC 10) Max Grav17=339(LC 19), 15=1815(LC 1). 19=822(LC20) FORCES. lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-21 =-1 425/811, 4-21— 14121874.4-5— 11917784, 6-22=-1366/648, 7-22-14221627, 7-8=-1173/432, 8-9=-836/371, 2-17=-286/252, 5-23=-854/0, 6-23=-854/0 BOT CHORD 16-17— 443/227, 14-15=-1756/2320, 4-14— 310/486, 13-14=337/868, 12-13-130/883, 11-12=-362/854 WEBS 3-16=-612/302, 3-14=-715/1384, 7-12=-8371585, 2-16=-263/437, 5-14=-1280/1367, 5-13— 5661832, 6-13_ 4811903. 6-12-5191623. e-11=-812/353, 8-12=-140/723, 9-11=-404/938 Structural wood sheathing directly applied or 4-2-3 oc purilns, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-14 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8ps1; h=25ft; B=451t; L=3911; eave=51t; Cat II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Elderior(2)-2-0-14 to 1-9-6, Interior(l) 1-9-6 to 9-9-14, Extedor(2) 9-9-14 to 29.0-10, Inledor(1) 29-0-10 to 29-9-11 zone; cantilever left exposed; porch left 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. 4) This truss has been designed for a 10.0 pat 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 lit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 19 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 Ib uplift at Joint 17, 1828lb uplift at joint 15 and 2961b uplift at joint 19. 8) "Semi-dgid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 9) Segn:A0084528,Date:01106/2014 Job rush Truss Type cry Ply 73(s365 9220795 736365 A19 HIP TRUSS 1 1 F Job Reference (optional) American BunWers Supply, Inc.. Sanford, FL 32773 19 2016 Mi Scale = 1:81.2 6.00 12 M 6x6 = 17 16 15 1.5xe STP= 3.4 = 1.Sxe STP= 2x4 II W6 It 66x6 = 23 12]-0 13tt1 /4 19-5-0 I 26-0-0 32-0-0 37-11-0 3%6 4 6-0-0 634 0-6- 01 8-36 611-0 St1-t2 57.11 r4]d Plate Offsets MY)- 12:0-2-15.0-2-01. 13:0-3-0,0-3-01, f5:0-30,0-2-71. (6:0-3-0,0-2-61. 19:0-312.03-01. 114:0.2-12,0.2-81 115:Edge,03-81 (18:0-4-00-3-01 LOADING(pso SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.14 15-16 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.22 15-16 >699 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(TL) -0.11 19 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 2571b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 5-6: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 'Except* BOT CHORD 4-15: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 OTHERS 2x8 SP No.2 REACTIONS. (Is/size) 17=330/0.6-14, 15=1818/0-7-0, 19=755/0-3-8 Max Horz 17=320(LC 10) Max Uplift17= 258(LC 10), 15=-1758(LC 10), 19= 309(LC 10) Max Grav l7=337(LC 19), 15=1818(LC 1). 19=821(LC 20) FORCES. (to) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-20=-184/264, 3-21-13211841, 4-21- 1308/904, 4-5- 1094/813, 6-7= 1296/627, 7-22=-1225/433, 8-22=-1279/423, 8-9=-1062/446, 2-17=-293/309, 5-23=-871/0, 6-23-871/0 BOT CHORD 16-17=381/248, 14-15=-1760/2247. 4-14-310/474,13-14=343/854, 12-13=-81/888, 11-12=-525/1219 WEBS 3-16-585/304, 3-14= 718/1351, 2-16=-287/371, 5-14=-1279/1319, 5-13=-532/813, 6-13=-514/850, 6-12=-568/5B4, 9-11---429/1089, 8-11-805/433, 7-12=-278/412 Structural wood sheathing directly applied or 4-6-10 oc puffins, except end verticals. Rigid Getting directlyapptied or 2-2-0 oc bracing. 1 Row at midpt 5-14 NOTES- (9) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=5.Bpsh h=251t; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-12 to 1-9-8, Interior(1)1-9-8 to 9-9-14, Exterior(2) 9-9-14 to 29-0-10. Interlor(1) 29-0-10 to 31-9-11 zone; canWever left exposed; porch left 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. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcunent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom choral In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Bearing at jolni(s) 19 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 2581b uplift at joint 17, 17581b uplift at joint 15 and 309 lb uplift at joint 19. 8)'Semi-dgid pitchbreaks Including heels' Member end thirty model was used in the analysis and design of this truss. 9) Segn:AO084529,Date:01/06/2014 Q WARNING -V.1lydes/Sn peram.feraand READ NOTES ON THISAND INCLUDED M1iREKREF£RANCEGAGEM0.7473rov. 10M32015B£FORE USE Dedgnv dfor use only v ffi Mnek®corue fors. li dedgl to based only upon Parameters shown. and Is for on hdlNtlual bulding COMI anent, not 19-- a truss system. Before use, the bWltling designer must verify the applicability ofdesign parameters oral Popery Incorporate this design Into the overall buBdrg design. WachgIdicate! is to prevent brcidilg of lntlNldual loss web anal/or choral members only. Addrbnal temporary oral pemranent bracing MiTek' Is always reguIred for stobAly anal to prevent collapse, with possible personal" my and properly damage. For general guidance regarding the tab cation storage. delivery, erection and bracing of trusses and Inns systems seeANSI/1P11 Quality Criteria, DS349 and 1= Bullmng Component 6904 P.A. East BNd. Safety Inlormatlon available from Truss Rate InsxMe. 218 N. lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss I russ I ype Oty Ply]36365 Tg22D796 736365 "a HIP TflUgg 1 1 r r Job Reference (optional) American Builders Supply, Inc., Sanford, FL 32773 7.64DSApr192016Mlreklndugries.Inc. Mon Aug0809:10352016 Pagel ID:uIxOToxdRe7yM41jhK5ODlyeOlw-wD2kFgwTZXSdfOHhkNLpy=VnxHah?Cr?gRiWypzOo -2-0-12 6-0-0 13-1-14 13 -0 19-&4 2&7-5 314"s 33-9-11 37-01-0 2-0-12 6-0-0 6-9-tb 0. 4i 62-0 6-2-0 5-5-1 2-8-5 4-1-5 0-7-0 Scale = 1:77.7 5,13 MTMHSG 6.00 12 2x4 11 515 = 245 25 26 6 27 ITP= 21 Cq 19 18 17 12 1/ 10 1.5x8 STP= 3x4 = 1.5xe STP= 2.4 11 3x8 = 2x4 11 2x4 11 4x6 II 6.4-0 11 1-14 13- -14 1984 25-7-5 314]-6 33-9-it 37-11-0 4i 6-4-0 6&14 U- -0 6-2, 6-2-1 SS-1 2-9-5 4-1-5 0-7-0 Plate Offsets (X.Y)— 12:0-2-15,0-2-DI. 13:0-3-0,0-3-01, 14:0-3-12,0301. 16:0-6-0.0-2-81. 19:0-3-12,0-3-01. 117:Edge,0-3-81 120:0-4-0,03-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Lfd PLATES GRIP TOLL 20.0 Plate Gnp DOL 1.25 TC 0.86 Vert(LL) 0.15 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.2217-18 >714 240 MT20HS 187/143 BOLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) -0.15 21 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Mainz-M) Weight: 2601b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BDT CHORD 2x4 SP No.2 `Except` 417,7-12: 2x4 SP No.3 - BOT CHORD WEBS 2x4 SP No.3`Except` WEBS 9-10: 2x4 SP No.2 OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 19=316/0-6-14, 17=1840/0-7-10, 21=748/0-3-8 Max Horz19=403(LC 10) Max Upllftl9=-286(LC 6), 17=-1737(LC 10), 21=-312(LC 10) Max Grav19=325(LC 19), 17=1840(LC 1), 21=826(LC 16) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-23-13561840, 4-23— 1342f962, 4-24=-1093/143, 5-24=-1093/144, 5-25=-1093fl44, 25-26=-1093/144,26-27=-1093/144,6-27=-1093/144. 6-7=-1205/415, 7-8— 13711601, 8-9=-584f256, 2-19=-275/315 BOT CHORD 18-19-4001308, 16-17-1784/2288, 4-16— 1371/1596. 15-16= 687/1353, 14-15=-168/1028,13-14=-561/1275 WEBS 3-18= 598f309, 3-16= 757/1486, 4-15= 988/1338, 5-15=-375/466, 6-15=-37Of747, 6-14-1781367. 7-14-301/428, 11-13=-380/891, 8-13=-336/806, 8-11=-1318/645, 2-18-354/392, 9-11-361/859 Structural wood sheathing directly applied or 2-2-0 oc purling, except end vergcals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpl 4-15 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.epsh h=25ft; B=45fi; L=39fC eave=51h Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extertor(2)-2-0-12 to 1-9-8. Interior(1) 1-9-8 to 7-9-14, Exterior(2) 7-9-14 to 13-3-4, Interior(1) 18-8-10 to 20-1-15, Extenor(2) 25-7-5 to 31-2-2, Interlor(1) 33-9-11 to 37-9-4 zone; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drWnage to prevent waterponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncunent with any other live loads. 6) ` This truss has been designed for a I Iva load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 7) Bearing at Jolnt(s) 21 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 lb uplift at Joint 19, 17371b uplift at Joint 17 and 312111 uplift at Joint 21. 9)'Semi-rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. 10) Segn:AO084530,Date:01/06/2014 ®WARNING- Verhydeslga paremefers end REA D NOTES ON THIS AND INCLUDED MNEK REFERANCE PAGE Mll-7473 rev- 10AGII015 BEFORE USE. Design valid for use only Win MgekGoonnectors. This design Is based onlyupon parameters shown and Is for on hdiAduol buld1w component, not ��- a taus system. Before use, the b rcing designer must verify the appllcab9lly, of desgn parameters and I,roperly Incomesole this design Into iM overdl bdldrgtleslgn. Br c glMkate istoprevenlbucldkgofhWNldualtnrssweband/aCixxdmembersoNy. AcIdtloraltemporaryantlpemwnentbraclrg MiTek' hahvaysregdr (astaWltycr toprevenicollagewithposs"epersagl MaryarWmr dydomage. For general gddalce regadrg tt1e loblloalbn, storage, delivery, erec0on arW brachg of busses and 9ussystems seeAN51/Wil 49uallly Cdlerla, DSB49 and SCSI Buiidleg Compane rf 6904 Perks East Blvd. solely Information avoslabe from Truss Rate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tanya, FL 33610 Job Truss Truss Type 736365 r T9220]9] 736WS A21 HIP TRUSS 1 i 1 l Job Reference (optional) nmencan amwera suppry, inc., oanrora, I-L se/ ro l.vav s npr a ems mnax mauatnea, ino. von au9 uu uvo u:us zal o rage, ID:uLxOToxdRe7yM41jhK50DIye01w-OPc6TAx6KgbUHasuI4s2V8VBvAMoJ91M4fa_FyypzOn 336i -2P12 6316 11-3d 131-14 18dd 4 9-73 31-0fi 3 11 SJ-11-0 2d12 224 1 -:Is 1-001a Z.1 ]-2.11 3d-1 49-5 2-I5 ] Scale=1:79.4 5x6 4x6 = 2x4 11 3x6 = 5X8 = 4 6 26 6 7 028 29 8 6.00 12 4x6 3x4 i 9 Sx14 = 3 5x6 = 1.5v8 STP= 25 0 11 4x6 i 24 17 23 1° 2 5x6 = 1 16 22 Ir ItRA 3X4 16 2.75 12 5x8 21 20 31 19 14 13 12 1.Sx8 STP= 3014 = 1.SX8 STP= 2x4 g 4xe = 2x4 11 3x6 11 7xa = ea4 631s 131.14 IL 14 L 2]-7s I 31-06 ASan 37-11-0 Plate Offsets (XY)-- 12:0-2-15.0-2-01 14:030,0-2-01, f8:0-5-8.0-2-41 fl l:0.342 0-3-01, H5:0-5-8,0-1-81 f17:0-2-12,0.2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (fee) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.16 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.40 16-17 >762 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Hom(TL) 0.06 23 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 266 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 5-19,9-14: 2x4 SP No.3 WEBS 20 SP No.3 *Except* 10-13,11-12:2X4 SP M30 OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 21=523/0-6-14, 19=1507/0-7-10, 23=869/0-3-8 Max Horz21=-368(LC 8) Max Uplift2l— 679(LC 10). 19— 1122(LC 10), 23=-516(LC 10) Max Grav21=531(LC 19), 19=1507(LC 1), 23=869(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-19, 5-17, 4-19 FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-24=-305/607, 24-25=-240/626, 3-25=-186/628, 45= 45/274, 5-26=-146B/1421, 6-26— 1468/1421,6-7=-1489/1446,7-27=1489/1446,27-28=-1489/1446, 28-29=-1489/1446, 8-29= 148911446, 8-9= 1375/1256, 9-30= 1385/1239, 10-30=-1451/1231, 10-11=-4591366, 2-21=-479/872 BOT CHORD 20-21=-359/288, 20-31=-540/214, 19-31=-540/214,18-19=1095/812, 5-18=-1001/825, 16-17=-91711254,15-16=-1046/1286 WEBS 3-20= 343/229, 3-19=-369/784, 5-17=1265/1718, 6-17=-430/517, 8-16=-45/295, 13-15=469/561, 10-15=-664/795,10-13= 1056/975,8-17=-257/402,11-13=-717/902 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vulf=160mph (3-second gust) Vasd=124mph; TCOL=4.2psk BCDL=5.8psf; h=25f ; 8=45ft; L=391t; eave=5R; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-12 to 1-9-8, Interior(1) 1-9-8 to 5-9-14, Extedor(2) 5-9-14 to 11-3-4, Interior(1) 16-8-10 to 22-1-15, Extedor(2) 27-7-5 to 37-9-4 zone; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in a1I areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Bearing at joint(s) 23 considers parallel to grain value using ANSI/rP11 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 679111 uplift at Joint 21, 1122 lb uplift at Joint 19 and 516lb uplift at joint 23. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and yz" gypsum sheetrock be applied directly to the bottom chord. 9) Segn:A0084531,Date:01/06/2014 A WARNING- Vodlydeelgnpar ...and REAONOTESON THISANO/NLLUOEOMN£KREFERANCEPAGEMO-74T3rov. IiI 2a156£FOREUSE DeslO vdldforuseordy MiTe corvlecforx fttleslgnbbOSo yuponparametersMovm,antl ISforWhdiVldud W9dlrgcomponent,mi a truss system. Before use, tho bbtdug designer muss ve4N the applicallity oldesign parameters and properly 61cOlporafe ihb design Into the overall built&gdeslgn. Bracing lntllcatetllstoprevent budligollndlvltlualInsweband/or chord members only. AW9(bmllemmraryantlpelmanen(Draclrg MiTek' bdwaysregdredfmstaWityandtopreventcdlc WlhpowbePersorldhWandpropeeyd we. Forgeneralgi4deneeregardngthe faMcatbR storage, delivery. erection and bradng of fmaes and tnrssrystemA seeAN51/1PI1 Quality criteria, D5B49 and BCSI Buliding Component 6904 Paft East BNtl. Safety Information avdiable Qom inns Rafe ImulMe, 218 N. lee Street. Site 311 Plexanci VA22314. T.w.. FL 3S6IO Job Truss I russ I yp0 0ty Ply 736365 T9220]B8 736365 A22 HIPTRUSS 1 1 e Job Reference (Optional) cvuves 3—wtu, rL «77a 1,e40 s Apr 19 2016 MITek industries, Inc. Mon Aug 08 09:10:37 2016 Page l ID:wPbocD?hVj VtuTmDVfKVFiyX7hW-sb9U9Wxk58jLujFi4snNH2M2Kla92XMVJJJXnPwzOm -2-012 3316 9JY t211-0 21-25 z 7.s 3)-06 4?10-1a 61 46a4 1- 02 eels ana 37-1z ss4 aso F— 7-sa 1 slo4 i-1st l-se I zuo 5x6 = 3x6 = Sx8 = SxB Scale = 1:85.5 I.Sx6 STP= 3x8 = 1.5xB STP= 3x6 = 3x6 = 3x9 = 4x6 = 1.5x8 STP= 3.6 11 6x6 = 3x6 = 3z8 = US = 3x6 II 44-n< 6Yts iz-tt-0 t1z 1a 2t-z5 zs.7.s ssls I ait o�,-a 7I�tta ssa 7-s4 stow rii15 t<o Plate Offsets(),y)-- f2:03-0,0-1-12j 14:0-3-00-2-01 f6:0-40,0-3-Oj flo�0-6-00-2-81 11443-80-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.14 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.31 17-18 >999 240 BCLL 0.0 Rep Stress Incr NO WE 0.96 Horz(TL) 0.03 13 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 289 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-20, 5-20, 5-18, 8-17, 4-2/ REACTIONS. (lb/size) 22=203f0-6-14, 20=2172/0-7-10, 13=1266/0-7-10 Max Horz22=-460(LC 8) Max Uplif122=-546(LC 10). 20=-1451(LC 10). 13=-853(LC 10) Max Gray22=302(LC 19), 20=2195(LC 2), 13=1272(1-C 20) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-35/463, 3-4— 121692. 4-26=-68/630, 5-26=-68/630, 5-27=-577f7lB. 6-27= 5771718, 6-28=-1000/1022, 7-28=-100011022,7-29=-1085/983,8-29=-11621958, 8-9=-1706/1167. 9-10=-1039/337, 10-11=-8631525, 2-22-244/755 BOT CHORD 21-22=-333/386, 21-30-550/417, 30-31-550/417, 20-31=-550/417, 19-20-744/777, 19-32= 744/777, 1832=-744M7, 18-33=-54/607, 17-33-54/607, 16-17=-753/l447, 15-16=-753/1447, 14-15= 295/1174, 13-14=-673/1148, 11-13-480/965 WEBS 3-21=-338/485, 4-20-696/828, 5-20=-1404/1182, 5-18=-1064/1614, 6-18=-851/841, 6-17-4011564, 8-17= 647/490, 8-15=01260, 9-15=-637/328, 9-14=-993/813, 10-14-1333/1963, 10-13=-1236/1161, 2-21-336/64, 4-21=-994/520 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.8psF h=2511; B=45f ; L=46ft; eave=6f : Cat 11; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2)-2-0-12 to 15-9-12, Intedor(1) 15.9-12 to 23-0-12, Extedor(2) 23-0-12 to 29-7-5, Interior(1) 36-1-13 to 42-10-13, Exledor(2) 44-&12 to 48.3-4 zone; cantilever right exposed; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcunent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 546 lb uplift at joint 22, 1451 It, uplift at joint 20 and 853lb uplift at joint 13. 7) This truss design requires that a minimum of 7/15' structural wood sheathing be applied directly to the top chord and Ye" gypsum sheetrock be applied directly to the bottom chord. 8) Segn:AO084532,Date:01/06/2014 A WARNING- Verhydeslgnparame(ereand READ NOTES ON THIS MO WCLUOEOM?EKREFERANCEPAOEMS-7473 rev. 1g/012015eEFOREUSE �■�' Design" Id for use only Win MReloDconnectors. iNsdeslgn b boned only upon paamelensllovot antl is for on Individual bulding component.not a Inds system. Before M. the bfaldrlg deagner must verify fhe applicability of tleslgn paametels antl properly hcorporote this desgn Into the overall buOdUQdedm gn.Ba:hg lrltllcatetl Blo prevent WcWirg oflMNWuoI tn�Webailtl/or chortl members only. AddiflQ-1tepora andpermanentbracig MiTek' b dwaysfeq re forstadlllyardtoaevenlcdlap Mihpos Opers YVayantlproperfydanage. Forgeneral gultlatce rega<Ng the fabrication storage, calvary, erection and bracing of lmssesad fuss wItemz seeANSVIP11 Quality Criteria, DSB419 and SCSI Building Component 6904 Parke End BNtl. Safety Information cvdloNo It= Truss Rate Irn11Me, 218 N. Lee Street. Site 312. Alexandria VA22314. Terrpa, FL 33610 o toss fuss ype 4 ty ly 736W5 T9220799 736365 A23 HIP TRUSS 1 1 n Jab Refarenoe o tional ammeee aupp,y, ins.. xmera, rL 44n4 7.640 a Apr 192D16 MHek lndusllies, lne. Mon Aeg 0B D9:1 D:3B 2016 Pagel ID:wPbwD?hVjViuTmDVIKVFiyX7hW.Ko)sNyMsSrCWIOGQVuW aZaW6_9n4OfXz35JrypzOI -2612 ]-34 12-11-5 15814 22-64 28-0-1d 31-]-5 36412 4610.13 2-61 4634 4834 2.0.12 ]-34 S61 2-9-9 .4 6:L3. 4L461 -7-15 339 2-0.0 Scale = 1:87.0 71t10 MT20HS = 6.00 12 26 25 36 1.5x8 STP= 3x6 = 4x6 II 2x4 11 4x8 = 3x6 = 2x4 11 4xS = 5x8 = 4 31 5 6 7 32 33 34 8 9 --Zr-- 3x4 24 23 4,18 = 19 1817 1.Sx8 STP=3x4 11 3x4 11 3x6 = 7x8 = 3,10 = 5x6 10 Sx6 = 35 Sx6 = � 35 11 16 1i 4x8 = 1.5x8 STP= 3x8 4x6 = 15614 ]-3d 12115 13-2,14 L 14 31->5 42,1 13 2-s-12 M-11i 463-0 7aa I sal a zco 1z-so ) sz7 o-se Pi-7-15 2aa 1i-0 Plate Offsets MY)— 12:0-2-15 0-2-OL 13:0-7-0 0-2-01 19:0-6-0 0-2-81 112:0-M 0-2-01 120:G-5-12 0-2-81 LOADING(psp SPACING- 2-0-0 CST. DEFL. In (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.17 25-26 >896 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.57 16-18 >676 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 HOM(TL) 0.03 15 n1a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight 3041b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 "Except' 5-23,8-19: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid calling directly applied. WEBS 1 Row at midpt 5-21, 8-21, 5-24, 3-24 REACTIONS. (lb/size) 26=272/0-6-14, 15=1275/0-7-10, 24=2094/0-7-10 Max Horz 26=-418(LC 8) Max Uplllt26=-687(LC 10). 15--898(LC 10). 24=-1266(LC 10) Max Grav26=314(LC 19), 15=1276(LC 20), 24=2094(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-35/636, 330=0/632, 430=0/632, 4-31=0/632, 531=0/632, 5-6=-938/1169, 6-7= 936/1169, 732= 936/1169, 3233= 936/1169, 33-34= 936/1169, 8-34=-936/1169, 8-9--1381/1458, 9-10=-1323/1313, 10-35=-1953/1553, 11-35— 2022/1543, 11-12=-1698/1265,12-13=-807/514, 2-26=-243/903 BOT CHORD 25-26=-306/348, 25-36=382/37, 24-36=382/37, 20-21=-801/1397, 17-18=-991/1433. 16-17=-991/1433,15-16=-437/971,13-15= 438/966 WEBS 3-25= 3921335, 5-21=-897/1388, 7-21= 373/424, 8-21=-603/390, 18-20=-591/1235, 9-20=-388/545, 10-18=-482/521, 10-16=-91/481, 11-16— 1025/834,12-15=-1842/1833, 2-25=-396/1,12-16=-846/1109, 4-24= 244/264,5-24= 1236/768, 3-24=-7871778 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=251t B=45f1; L=46ft; eave=6f1; Cat II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2)-2-0-12 to 13.9-12, Intedor(1) 13-9-12 to 25-0-12, Exterior(2) 25-0-12 to 31-7-5, Interior(l) 38-1-13 to 40-10-13, Exterior(2) 42-6-12 to 48-3-4 zone; cantilever right exposed; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This Truss has been designed for a MO psf bottom chord live load nonconcunent with any other live loads. 6)' This Buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6871b uplift at Joint 26, 898 lb uplift at joint 15 and 1266 lb uplift at joint 24. 8) This truss design requires that a minimum of 7116" slruclural mod sheathing be applied directly to the lop chord and W gypsum sheetrock be applied directly to the bottom chord. 9) Segn:AC084533,Date:01/06/2014 AWARNING- Wdlydeslgnpsramet..dREAONOTESONTMSANO/NOLUDWM?EKREF£NANOEPAGEMIh7473me 10/Oi20159EFOREUSE DedUn V011d for use 0dy WM MRek®conrlecfors. TNstledOn k bosetl oNy r410n Parameters shown, antl Is for on UMlvitlual WOtling component not �� a tons system. Before use, the blidlrxl dedgner must vedfy the oRsICOWlly of design poramefers arld VOWdy Incomorafe this design Into the overdl blsdwrieslgn. WochglndlcatetlisfopreventWcldUlgotlndiWtlutltnlsweband/etch.,dmembersonty.AdallorOJIMpororyondpeimanenlbladrx7 MOW8alwaysfegdredforstObityandtOVeventcWlapsewlthpo epeno110lkpayarxlpfopedytl Wo.Forgenefal gWcjalce regardrg me fabrtoatlon, storage, delivery, erection and tome1V of fi sesand truss systems seeAN51/RII Quality criteria. DS"9 and BCSI Building Component 6904 Parke East Blvd. safety Infonnatlon avolloble Uom Buss Plate Ustitufe. 218 N. Lee Sheet. Suite 312. Mexandric. VA22314. Taapa. FL 33610 Job Truss russ lypo ry Ply 736365 4 • T9220000 736WS AE4 HIP TRUSS 1 1 1 r Job Reference (optional) Am01MM aulidGM uupply, 1M., Santole, YL:T2/]3 Scale = 1:87.0 Sx8 6.00 12 3x8 = 4x6 = 3x6 = 2x4 I 4x6 — 5xg = 3 2g 30 4 5 g 7 31 32 33 g 9 Sltg = bxg i Sx6 = 2 10 1 1 19 11 11 3x4 25 24 0 22 4xe — 18 77 16 15 14 1.5xe STP= 3x6 = 1.5x8 STP= 3x4 11 3x6 = 3x6 = 1.5xe STP= 3x6 II 6x6 = 4x6 = 5x8 = 4x6 11 4x6 = 1s 14 40a4 53-4 12-11-5 11'jH 28i949&1613 ��612 53d 1 ]9.1 PiF 2$ 12b ~ S2.] 1 53d ! 5� 4P11 p�19 m 122 1 a n Plate Offsets O(Y)— 12:0.2-15,0-2-01, f3:0-5-8,0-2-41, f4:0-3-8,0-1-81, 19:0-6-0,0-2-e1, f11:03-0,0-2-01 119:0-5-12 0-2-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in ill Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.18 19-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(rL) -0.3019-20 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 HorzCTQ 0.05 14 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matnx-S) Weight: 2901b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 5-22,8-18: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 25=281/0-6-14, 23=2086/0-8-0, 14=1274/0-7-10 Max Horz25= 376(LC 8) Max Uplift25=-654(LC 10), 23=-1314(1-C 10), 14=-882(LC 10) Max Grav25=309(LC 19), 23=2086(LC 1), 14=1274(LC 20) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS IRow at mldpt 3-23,5-20 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-100/679, 3-29=-18/679, 29-30_ 18/679, 430=-18/679, 4-5=-27/394, 5-6=-1171/1263,6-7=-1171/1263,7-31=-1171/1263,31-32=-1171/1263. 32-33= 1171/1263. 6-33=-1 171/1263,8-9= 1732/1659, 9-10= 1492/1391, 10-11=-1613/1460, 11-12=-551/206, 2-25-268/951 BOT CHORD 24-25=-244/297, 24-34=-344/50, 23-34=-344/50, 22-23=-677/492, 21-22=-11081729, 5-21-10387748,19-20=-105111752,15-16=-1106/1642, 14-15=-761/1236, 12-14= 14W778 WEBS 3-24=-276/290, 3-23-825/714, 4-23= 1413/996, 4-22---616/1161, 5-20=-1050/1597, 7-20=-370/412, 8-20-695/487, 16-19— 722/1275, 9-19=3977632, 10-16=-460/425, 10-15-631/699, 11-15=-670(809, 11-14= 1662/1858, 2-24=331/54 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=251t; B=45ft; L=46ft; eave=61t1 Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) -2-0-12 to 11-9-12, Interior(l) 11-9-12 to 27-0-12, Extedor(2) 27-0-12 to 48-3-4 zone; cantilever right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 654lb uplift at joint 25, 1314lb uplift at joint 23 and 882 lb uplift at joint 14. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the lop chord and f2" gypsum sheetrock be applied directly to the bottom chord. 8) Segn:A0084534,Date:01106/2014 Job Truss Imss I ype 4all, 1 Ply 736365 T9220901 736366 A25 HIP TRUSS i 1 Job Reference (optional) nmeneen eunaere auppry, mc., a Muiu, rL-- ,.w, - .1-pe zu.o mnmuusniaw, cm. - yuo eo.....-eom rye, ID:wPbmD?hV1ViuTmDVfKVFryX7hW-INP?W t?E9NDnNLkr5dSDCCC0iB29_MY6DxHWAypzOi -2.0-12 334 8610 12.11-02 ti&14 22-014 2&410 3S]-5 37-9.5 9.5-0 463-4 i4634i '2-012 3J4 49E 411-2 2-P-2 640 64-a ]-2-] 2-2-0 � 610-0 2.0-0 6.00 Ft2 5x6 = 3 2x4 11 5x8 = 3.4 11 5x6 = 4x6 = 4 29 30 5 6 7 31 32 SW 5x8 = 616 = 9 Sys = za z4 ea zz --'- 10 17 10 1. 14 1.5x8 STP= 3x8 = 1.5xe STP= 3.4 11 3x6 = 5x8 = 3x6 = I Sx8 STP= ase = 3x6 11 4x6 = 4x6 4x6 = 16a 14 1Ad 1>.11.1> 119.tI Ynd.1C 111.1 T.93 .'.N-Sol. .-I" I6Ad. Scale = 1:87.0 m d g�9 4.11-2 U 2 2 120-0 7.2-7 2-2-0 1-715 S60 140 Plate Offsets (XY)-- 13:0-3-0,0-2-01,15:DA-0.0-3-01. 17:0-3-0,0-3-01, 19:0-5-8.0-2-41, 111:0-3-0,0-2-01 119:0-5-12,0-2-81 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.81 Vert(LL) 0.26 24-25 >593 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.4119-20 >927 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Hoa(TL) 0.07 14 n/a n/a BCDL MO Code FBC2014/TPI2007 (Matrix-S) Weight: 2871b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 6-22,8-18: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 23=2097/0-7-10,14=1269/0-7-10, 25=27510-6-14 Max Horz25=-333(LC 8) Max Uplift23= 1356(LC 10), 14=-869(LC 10), 25=-626(LC 10) Max Grav23=2097(LC 1), 14=1269(LC 20), 25=293(LC 19) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applietl. WEBS 1Row at midpt 7-21,11-14 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-131/427, 3-4=0/625, 4-29=0/625, 2930=0/625, 530=0/625, 5-6=0/307, 6-7=0/286, 7-31=-1485/1394,31-32=-1485/1394,8-32=-1485/1394, 8-33=-2260/1964, 9-33=-2260/1964,9-10=-1583/1418, 10-11= 1505/1328, 11-12=-443/110,2-25=-257/674 BOT CHORD 24-25_ 256/63, 23-24- 894/650, 22-23=-894/650, 21-22_ 1199/835, 6-21=260/292, 20-21=-856/1469,19-20=-1422/2282,15-16=-907/1526,14-15=-747/1265,12-14= 42(704 WEBS 3-24=-453/0, 4-24=-288/378, 5-24=-1012/915,5-23= 1946/1612, 5-22=-851/1324, 7-21=1926/1251,7-20= 179/556, 8-20=-890/626, 16-19= 805/1344, 9-19=-6711952. 10.15=-499/426,11-14=-1551/1721, 11-15=-35fi/600,3-25=0/283 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=5.8psf; h=251t; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 9-9-12, Interior(1) 9-9-12 to 29-0-12. Extedor(2) 29-0-12 to 48-3-4 zone; cantilever right exposed ; end vertical left exposed; porch left exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 beading plate capable of withstanding 1356lb uplift at joint 23, 869 Ib uplift at Joint 14 and 626lb uplift at joint 25. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 8) Segn:AO064535,Date:01/06/2014 Q WARNING -Vedlydestgrprlamefersand REAONOTES ON THISANO INCLUDED MMEKREFERANCEPAGEMII.74731ay. 10]0]2015BEFORE USE vdld for use oNywUh MITeMcomacfors. Ns design Is based ody upon paametersslwwn. and Is form individual raiding component. not wit a inns system. Before use, the Wlldng designer must witty the am lCmUlly of design Ixlremefel5 and properly Incorporate this design Into the overall buldngdoslgn. Hmhglldt dlstoprevenf WckllWofkKtvldtldlmsweba /orclwrdmemWrsody. AckfiNowltempwaymdpermumnllxmlr M!Tek' B dwaystegUred for stabsily arxf to prevent collapse with possible personal Injury and plopedy damage. Forgenerdguldmscemgardingthe fabrkalbn. storage, deOVery, erecllon and bracing of Irises artd 9ussystems seeANSIAPII Quality Criteria, DSB-89 and BCSI BuIldrag Component 69M Padre East BNd. salary Information avdlable from Tna Rate InstiMe. 218 N. Lee Street. SWie 312. AlexarWML VA22314. T.W., FL 33610 Job Truss russ ype r ty Ply 736WS T9220802 736365 A26 HIPTRUSS 1 2 Job Reference (optional) Amerkan BuiWers Supply, Inc., Sanford, FL 32773 7.MD s Apr 19 2016 MNek Induslries.lnc. Mon Aug 0a 09:te422D16 Ps 1 ID:wPbocD?hVjViuTmDVfKV FryX7h W-DZzNjD?svgLd?VJ2fLzSIPICdbNRjpgESbllScypzOh -2-0.12M 6-11-14 12-145 15314 22-614 234-14 32-2-13 3]-P5 39A 1-5-0 4634 4334 2-0.12 3i SS-11 S-it-7 2-9-9 :D 6 0 39-15 S-0-B 2-2-0 -]-15 6-1D0 6.00 12 Sx6 = 3x4 II 2 3 Scale = 1:89M 5x6 = 3.4 3x6 = 4x6 = 5z8 = S6= 5 6 7 32 33 8 9 10 34 11 5x6 = qj°lm u <o w I m ie ie 11 16 1.5x8 STP= 6x6 = 44= 3x4 5x10 = i sliS STP= axS 4x6 = 15&14 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 125 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress met NO BCDL 10.0 Code FBC2014/TPI2007 CSI. TC 0.73 BC 0.72 WB 0.89 (Matrix-M) DEFL. In (fee) Vdefl Ud Vert(LL) 0.48 21 >792 240 Vert(fL)-0.6621-22 >583 240 Horz(TL) 0.10 16 rtta we PLATES MT20 MT20HS Weight: 545 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc Purim, except BOT CHORD 2x4 SP No.2'Except' end verticals. 21-23: 2x4 SP M30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1Row at midpt 7-23 5-25: 2x6 SP No.2 REACTIONS. (III/size) 27=386/0-6-14, 25=4529/0-7-10, 16=2335/0-7-10 Max Horz27=-322(LC 6) Max Uplift27= 676(LC 8), 25=-3298(LC 8), 16= 1694(LC 8) Max Grav27=397(LC 17), 25=5050(LC 13), 16=2759(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-126/288, 3-4=0/695, 4-31=-1422/3024, 531= 1422/3024, 5-6=-263/827, 6-7= 379/1009,7-32=-5488/3345, 32-33=-5488/3345,8-33= 5488/3345, 8-9= 548813345. 9-10=-8478/4982,10.34=-5595/3322,11-34=-5595/3322,11-12=-5138/2897, 12-13= 4507/2517, 13-14= 506/423, 2-27=-225/465 BOT CHORD 25-26= 734/48. 24-25= 2667/1535, 23-24=-2996/1779, 6-23= 635/574, 22-23= 3033/5444, 21-22=-4831/8663,9-21=-26/510,19-20=-217/320,18-19=-2360/4610, 17-18= 2348/4592, 16-17=-1542/3117, 14-16=-361/640 WEBS 3-26=-889/129, 4-26=-190/572, 4-25=-2725/1964, 5-25=-3410/2162, 5-24= 1956/3454. 7-23= 6763/3826, 7-22=375/1308, 9-22= 3424/1900, 19-21=-2996/5583, 10-21= 1910/3329. 10-19= 238211621, 11-19=-781/1145, 11-18=-414/1196, 12-17= 2232/1285, 13-17=-1395/2569,13-16=-4288/2694, 3-27=-1101407 NOTES- (14) 1) 2-ply truss to be connected together with 10d (0.131'x3°) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 Do, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live leads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=25fh, B=451t; L=46ft; eave=611', Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever right exposed; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 3x6 MT20 unless otherwise indicated. 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members. �.i.uilueu oil page z A WARNING- Verily design pa2mafam and READ NOTES ON MISAND INCLUDED MREK REFERANCE PAGE MIR7A]3 rev. 10/OL2015 BEFORE USE. Design valid for use only Will M ToW connectors. lNs dedgn h based only upon Parameters shovm. anti is for an 4ldhAtlual bu0dirlg component. nor IMF a tors, system. Before use. the binding designer must veflfy live appllcobillty of design parameters old aonelty klceiporate Mh design into the overall bWtaingdecgn. Bracing lndicatedIstoprevent bucking ofincyviduallmsswebardl/orctdxtlmembersonly. Ackillonaltemporaryandpernlanembrodg MiTek' kalway, required for stability and to prevent collapse Win possible personal hjury altl aopedy damage. Forgenerai gWtlance regardirg the fabkofiom storage, delivery, erection and bidden of inlsses and tnnssystemx seeANSVIRI Quality Criteria, DSB49 and BC51 Buldmg Component 6904 Parke East Blvd. Solely Informatlon availabie from T= Rate InsfltWe, 218 N. Lee Street. Suite 312, Alexandria. VA22314. Ta Wa. FL 33610 Job toss Truss Type x Oly y ]S6365 T22208M 736365 A26 HIP TRUSS 1 2 Job Reference o tional American Builders Supply, I=, SanfOnL FL M773 7.640 s Apr le 2016 Mgek Industries, Inc. Mon Aug 08 0810422(lb Vega 2 I D:wPbocD?hVjViuTmDVIKVFryX7hW-DZzNj D?svgLd?VJ2fLzSIPICdbNRjp9ESb1 lScypzOh NOTES- (14) 10) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 676 lb uplift at joint 27, 3298 lb uplift at joint 25 and 1694 lb uplift at joint 16. 11) Girder carries hip end with a-8-0 right side setback, 0-0-0 left side setback, and 7-0-0 end setback. 12)'Semi-rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 971 Ib down and 460 lb up at 37-7-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 14) Segn:AO084536,Date:01/06/2014 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-2= 54, 2-3-113(B-59), 3-11= 113(B= 59), 11-12= 54, 12-13=-54, 13-15-54, 24-27= 42(8=-22), 21-23= 42(B-22), 18-20= 42(B= 22), 18-28= 20 Concentrated Loads (lb) Vert: 18=588(B) Q WARNING -Vertfydee/gnpanunotee, and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMILTATS rev. 104XY2015 BEFOREUSE Design WedforuseeN MITldor,onnecforz efersshemanclphforan not �' IM delcomponent mustverityfln hvlcl cabMlyofdesignrchord embeproperly. IncorporatefhbrW ar Intotheoverall .fin W vesigrl5basetla"Iuponeskn a Busssystem.Beforetae.filebalding to prevent y. IwMdrlg design. Bracing l0ltyanetl ryantl pelmarlent bracirxl husswebry MiTek' d grope omWe. For generAdcliflal B always regt9 to prevent collaplecklirlgofVMible p h and al ce las sndle and racing of tnuvil mall..ecl wham or d IICSI elfivery election &eaA p58-89 and BC61 Building Component msWe SB-89 ding C mpon abricolbrt storage,delivery,romIrand bracing of18N. 6g04Parke Eaal BNd: she la,Sreet, SutemasAlexadr VA 223Gtllerla, safety Information avdlable from Loss Rale 8lsrifule, 218 N. Lee Street, Sulfe 378 Alexarltltla. VA 2231 q. Tartga. FL 33610 Job Truss fuss ype r r Qty Pty 736W5 9220803 736366 A27 GABLE 1 i r Job Reference (optional) Amerkan Burlders suppH, Inc., Bantom, FL 32n3 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 TCDL 7.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 Rep Stress Incr YES WE 0.15 BCDL 10.0 Corte FBC2014rTP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 T6 0 s Apr 192016 Mtrek Industries,Inc. Mon Aug 08 09:10:42 2016 Pagel ID:ulxQToxdRe7yM41jhK5QD 1 yeQlw-DZzNjD?svgLd?VJ2f LZSIPIARbYgj_AESb1 IScypzOh Scale = 1.24.4 2x4 11 5 6 DEFL. in (lac) I/defl Ud PLATES GRIP Vert(L-) 0.01 1 n/r 90 MT20 2441190 Vert(T-) -0.01 1 n/r 80 Horz(TL) -0.00 6 r✓a n/a Weight: 31 lb FT=20% BRACING - TOP CHORE) Structural wood sheathing directly applied or 2-2-0 oc putting. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 6-3-10. (lb) - Max Horz2=288(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 6, 7, 10, 8 except 2=-250(LC 10), 9-164(LC 10) Max Grav All reactions 250 Ib or less atjoint(s) 6, 2, 10, 9, 8 FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-3121140, 3-11=-3081151, 3-12=-345/67, 4-12-339/79 WEBS 4-9=-139/509, 5-8=-104/270 NOTES- (9) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.6psf; h=25ft; B=45ft; L=2411; eave=21l; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) -2-0-0 to 1-0-0, Extefior(2) 1-0-0 to 3-3-10, Comer(3) 3-3-10 to 6-3-10 zone;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 (nomlal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Gable requires continuous bottom chord beating. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 pst 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 at l areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 6, 7, 10, 8 except gt=lb) 2=250, 9=164. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Segn:AO084537,Date:01/06/2014 A WARNING -Verity design Persuade. and READ NOTES ON TMIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 10112201E BEFORE USE Design validfor use only WM Wage connectors. this design la based only upon parameters shown, ared 5 for an In v d Wpolrg component. not �� a trues system. Before use, the Wilding dedgrter muss verify the aprxlcabBily of design parameters and properly Incorporate fhb design hto the overall bu0dirgtledgn. Woc V[i catedislopnemntWcldfrngotirldivkludinmweband/orcnordmemb moNy. Atltlnb temporaryandpermairentbra IW Me[( b always reauhedlof stability and to prevent cdlapse Win pesMbie personal Injury air pnoportydamage. For general guidance regarding the fabdcalbn storage. delivery. erection antl bracing of pusses and tnmv,wems, seeANSIAPI1 Quality Criteria,DSB-89 and BCSI Buliding Component 6904 Parke East Blvd. Safety Information avdlable from Meg Plate Institute. 218 N. Lee Sheet, suite 312, Alexordac, VA22314. Tama, FL 33610 Jo Truss Truss ype ty Ply 736365 1 r T9220804 736365 80 COMMON TRUSS 1 i Job Reference o tional Amerean BWItlBR Supply, Mo., Sanford, YL 32773 6x6 = 192D16 09:1 D 51 2016 Scale = 1:42.8 1= 6x12 MT20HS4 exrz ll 1. lz1. manna- 1. .1211 6x12 MTOHS0 3-1140 I 7-0-12 11-2-0 153.4 18-4L 22-0-0 1 311-1n A-0-0 d-1d d.1d .'L1-9 A.11-1a Plate Offsets MY)-- f2:0-4-6,Edgel, f8:0-4-6,Ed9el, f10:03-0,0-5-81 f12:03-00-5-81 LOADING (Pat) SPACING- 2-0-0 CSL DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Crip DOL 1.25 TO 0.95 Vert(LL) 0.35 10-11 >771 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.5110-11 >526 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Inor NO WB 0.93 HOR(TL) 0.12 8 Na rda BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight 154 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2xe SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 5-11: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-11-1 oc bracing. WEBS 1 Row at mfdpt 5-11, 6-11, 4-11 REACTIONS. (lb/size) 8=3946/0-7-10, 2=3181/0-7-10 Max Horz2=247(LC 7) Max Upllft8=-2249(1_C 8). 2=-1932(LC 8) Max Grav8=4621(LC 14), 2=3521(LC 13) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-7268/3620, 3-4= 7269/3596, 4-5= 5634/2887, 5-6=-5635/2867, 6-7=-7465/3727, 7-8=3691/4267 BOT CHORD 2-13=-3128/6602, 12-13-3128/6602, 11-12=-3114/6595, 11-18=-3139/6647, 10-18=-3139/6647, 9-10=-3712/7734,8-9= 3712/7734 WEBS 5-11= 2356/4801, 6-11=-2229/1135, 6.10=-893/2056, 7-10=-1301/668, 7-9= 437/1066, 4-11- 2006/1102,4-12=-860/1831 NOTES- (11) 1) Vnbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bpsf; h=25ft; B=451t; L=24R; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=2249, 2=1932. 7) Girder carries tie-in span(s): 20-3-8 from 7-0-0 to 14-3-0; 16-6-0 from 14-3-0 to 22-4-0 8) °Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 912 lb down and 511 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) Segn:AO084538,Date:01/06/2014 LOAD CASE(S) Standard 1) Dead + Roof Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5= 54, 5-8=-54, 2-12=-20, 12-18- 353(B-333), 8-18=-276(13=-256) Continued on Dme 2 ® WARNING -Vedfydesign parameters and READ NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGEMIP7473rev. 1G/ =DISBEFORE USE. DesIW1 valid for use any Win Mnss� connectors, lhis design Is based only upon parameters Drown. and B for an Ordlviduol build9g component, not �- a truss system. Before use, the balding designer must verity the appllcab6lty of design parameters and properly Lrcamorate thk design Into the overall M9 cIng design. Bracing Indicated is to prevent bucldi Q of Individual hussweb and/or cfwrd members only. Additional temporary and permanent brocLrg MiTek' Is always required for sfabBByand to prevent codas Wilh possible personal I and properly damage. nor general guidannce regardng itre fabrbatbn storage, deilvery, ereclion and bracing of fnnsesond tnrsssystems. seeANSUIPII Quality gilerla, DSB49 and BCSI Bunding ComDonenl 6904 Padca East Blvd. Solely Information Malaise from Truss More Institute. 218 N. Lee street. Surie 312, Alexandria. VA22314. Tanya, FL 33610 o toss rU65 ype x pry ty 736365 T92208M 736W5 BO COMMONTRUSS 1 1 Job Refereroe o tional AM.Man Ballaers buppy, ma., sentom, FL 32I I3 7.6,10 s Apr 19 2016 MNek Industries, Inc. Mon Aug OB 09:10:51 2016 Page 2 ID:wPbmD?hV1ViuTmDVfKVFryX7hW-SIOra16W oRTMatVmgkdZcJdhwDUsKtFZXUiHHbypzOV LOAD CASES) Standard Concentrated Loads (lb) Vert: 12= 899(B) Q WARNING - Verily deslgnpamm.W. end READNOTES ON MIS AND INCLUDED MR KREFERANCE PAGEMII-T<Tdrev. le/0312015BEFORE USE Design valid for use only with M leM connectors. INS design k based orgy upon parameters shown. and IS far M hdMdual balding component, nol a truss system. Before Use, the bnldirg designer must verify the applicabYlty of design parameters and progeny hcoryorofe Ihk desgn Into the overall "dingdeslgn. Brorpmlm9catedisfolxevenibucklingofBWNWuali .band/oreMidmembenoNy. MiTek' IS otways regaled for stabBity, and to prevent collapse with possible personal hjwy and propedydamage. For general midance regarding the fabdcallom storage, delivery, eraelbn and bracing of ftus and Duns systems. seeAN51/IPII GuoBN Criteria, DSB49 and BC51 Building Component 6906 Parke East BNd. Safety Information avrdlobie it = Truss Rate Institute, 218 N. Lee Sheet. SWIe312. Alexandria. VA 22314. Tampa. FL 33510 Job russ ype a ry Ply 7asa65 r T9220806 736365 B1 COMMON TRUSS 3 1 Job Reference (optional) Amerken Builder. Suppty, Ina, Sanford, FL 32773 4x6 = .640. A., 19 2016 MtTsk Industries. Inc. Mon Scala = 1;43.3 IT 0 4x4 = _-- --- 4x4 = Plate Offsets (XY)— 12:0-1-8 Edgel, 16:0-1-8 Edgel, 18:0-3-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ven(LL) -0.09 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 VeN(rQ -0.23 9-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.15 Hor4(TL) 0.04 6 rda Na BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight 107lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No-2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ito/size) 2=934/0-7-10, 6=934/0-7-10 Max Horz2=-234(LC 8) Max Uplift2=-641(LC 10), 6=-641(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 2-16=-1367/990,3-16=-1356/1008,3-17=-1136/864,4-17=-1061/875,4-18=-1064/878, 5-18= 1139/867, 5-19_ 1356/1007, 6-19= 1367/989 BOT CHORD 2-9=657/1185, 8-9=-267/789, 6-8=-656/1177 WEBS 4-8=-200/388, 5-8=-333/396, 4-9=-197/386, 3-9=-333/397 Structural wood sheathing directly applied or 4-10-4 oc purlins. Rigid Calling directly applied or 7-2-1 ore bracing. NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psQ h=25h; B=45f1; L=24f1; eave=4f ; CaL II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -2-0-0 to 1-0-0, Intefior(1) 1-0-0 to 8-2-0, Exterior(2) 8-2-0 to 11-2-0, Intedor(1) 14-2-0 to 21-4-D zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent 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 tail 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 100lb uplift at jolnl(s) except Qt=lb) 2=641. 6=641. 6) "Semi -rigid pltchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. 7) Segn:AO084539,Date:01/06/2014 ®WARNING -Verify design paramaf.rsand HEAD NOTES ON T111SANOWCLUOEONREKHEFERANCE PAGE N71-74T4rev. 1G10,2015 BEFORE USE Design volid for use onlywIM NuIeWconneclon. brit design Is based onlyupon parameters shown, and Is for On MMdLtd bu0dTQ component. nor a truss system. Before use, the bltdnG designer must verify fire opplicabllN of design parameters and properly hcoryorate ihk tlesign Into the overdl buldngcIeVon. BochglndlcatedbtoprevenfWcldingoflndlvidua nweba /orchordmemb moNy. Atldtloraltemporaryandpemlanenibaclisg MiTek' b always regWred for stabBilyand to prevent collapse with possible personal hNry and property danoge. fa general Oddanw regadrg the fabdeatbr, storage, delNery, erecU n oncl bracing of lAmesend lnrssystems saaANSI/TPII Quality Cdtedo, DSB49 and BC51 Bu3ding Component 6904 Perko East BNd. Safely INormotlon avdlable from Tess Plate Inslltute. 218 N. lee street, Safe 312 Alexandria VA 22314. Tanqa. FL 3a610 Job Truss Cuss Type . . ry ply736365 T9220806 736365 B2 HIP TflUSS 1 1 ' Job Reference (optional) Amercan SulMars Sappy, Inc., Sanford, FL M773 7.64D a Apr 192016 MRek lndusiries, lnc. Mon Aug 08 09:1052 2016 Paget ID:u[vQToxdRe7yM41ihK5QD1yeOlw.wUZ9pe78LcDC14zER8o8WAyOdgA3WdilasgplypzOX -210 Sd-1f 8-4.9 11-0-0 1 0 13.11.6 16-11< 22-0-0 g"' 2-0-0 Sd-11 2-11-14 I']7 0-4 2-7-7 2-11-14 5-4-12 2-0-0 Scale = 1:44.o 4x6 = )T d 4x4 = 4x4 = Plate Offsets MY)— 12:0-1-8,Edgel, (6:0-1-8,Edgel, (8:0-3-0,0-3-01 LOADING (pal) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(-L) -0.09 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Ven(TL) -0.23 9-12 >999 240 BCLL 0.0 Rep Stress [nor YES WE 0.15 Horz(TL) 0.04 6 n/a rVa BCDL 10.0 Code FBC2014/RP12007 (Matrix-S) Weight: 107 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=934/0-7-10, 6=934/0-7-10 Max Horz 2= 233(LC 8) Max Uplifl2= 641(LC 10), 6= 641(LC 10) BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid Ceiling directly applied. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-1360/1053,3-16=-1349/1071,3-17=-1136/921,4-17=-1065/937,4-18=-1068/940, 5-18=-1139/924, 5-19=-1350/1070,6-19=-1361/1052 BOT CHORD 2-9=-711/1179, 8-9=-321/799, 6-8=-711/l170 WEBS 4-9= 198/377, 4-8= 201/379, 3-9= 318/398, 5-8=318/396 NOTES- (7) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=2511; B=4511; L=24ft; eave=off; Cat. II; Elg9 C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-0-0 to 1-0-0, Intedor(1) 1-0-0 to 6-11-1, Ectedor(2) 6-11-1 to 11-2-0, Interior(l) 15-4-15 to 21-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 lost bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift of joint(s) except Qt=lb) 2=641, 6=641. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 14" gypsum sheetrock be applied directly to the bottom chord. 7) Segn:A0084540,Date:01/06/2014 Q WARNING- Vedydestgnparamelera end HEAD NOTES ON THISANO/NCLUDED MREKFEFEHANCE PAGEMR74"rew 1fV632015 SURE USE Design valitl for use only wlih MReM connectors. This design Is based only upon parameters shown. and Is for an InaMcual bustling component. not �� a tnso system. Before use, the txAltlirsg designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall b1Emrlgdeslgn. Brmhgfntl tetlhtopteventbmUlwofindmdualimsswebasltl/orcMrdmembomonly. AdQllorlaltemporaryantlpermanenibraGrg Miiek' 6alwc} to Uretlforslab ityarstltopteventcollap WihpomMep rorx hSMy Voperyd cage. ror general BWdance regading me fatoradi storage, delivery, erection and bracing o1 tmsesaW truss systems seeANSU PII Quality Ontario, DSB-89 and SCSI Building component 6904 Parke East BMd, Safety Informotlon avatable hom Truss Rate Institute, 218 N. Lee Sheet. sure 312. Alexarldrim VA 22314. TaWa, FL 33610 Job Truss Truss Type ly N 736WS , , 922060] 736365 83 HIP TRUSS 1 1 Job Reference o donal Amergan Builders supply, Inc., Senlord. FL M773 1.ti U a Apne ZUIb NL IeX InOUW[tBS. lnc. MOn Aug un UaIU:Oa zmti rage l ID:uixOTo%dFie7yM41jhK5ODlyeGlw.Og7X1_8mK3k4pBfgogflhk17Al8eoz75 oBOLTypzOW as F I 3-0-0-0o -0-e-11 215 -2-0-o 4 4 z7-0-1os z221 <a-0-0-0-0 Scale = 1:44.0 axe = 4X8 = 19 20 4X4 = am = JX4 = 4X4 = 90-0 13-0-0 224-0 9-0-0 4-0-0 9-0-0 Plate Offsets(),Y)— 12:0-2-0,Edoe115:0-5-0.0-2-01. [7:0-2-0.Edgel LOADING(psp SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.12 9-17 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.32 9-17 >839 240 BCLL 0.0 ' Rep Stress Mor YES WB 0.14 Horz(TL) 0.05 7 n/a rda BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 1121b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Maze) 2=934/0-7-10,7=934/0-7-10 Max Horz2=-196(LC 8) Max Uplift2=-641(LC 10), 7=641(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) - Mau. Comp./Max. Ten. - All farces 250 (Ib) or less except when shown. TOP CHORD 2-18=-1360/1182, 3-18-1312/1196, 3-4-1106/975, 4-19=-947/966, 19-20=-947/966, 5-20=-947/966, 5-6=-1106/975,6-21=-1312/1196,7-21=-1359/1182 BOT CHORD 2-11=-828f1176, 10-11=-477/946, 9-10--A77/946, 7-9=-828/1173 WEBS 3-11-2871394, 4-11— 98/282. 5-9— 98/282, 6-9-289/394 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psp BCDL=5.8psf; h=25fC 8=4511; L=24ft; eave=4tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exledor(2)-2-0-0 to 1-0-0, Intedor(1) 1-0-0 to 4-5-15, Extedor(2) 4-5-15 to 17-10-1, Interior(1) 17-10-1 to 21-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a IIva 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 100111 uplift at)oint(s) except Qt=1b) 2=641, 7=641. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 6) Segn:A0084541,DaUu01/06/2014 AWARNING -VedryeedagnpanorderoendREADNOTESONTN/SANDINCLUDED MIrEKNEFEFANCEPAGEM1P74]3mv. 10,10312015BEFOREUSE De4n valid for use oNy W h MBek0 connectors 1Nsdedgn h based ody upon parameters slwwn. and h fm an MMdual W2dng component, rrot � atrusssysfem.Before Use,thebuildrigdesignermullvedNfheoWicd ityofdedgnparanefemand Properly Incory ate Sdsde9gn Intotheoverall buldingdeslgn. BrochgllWkaledislolxeve lWcKNoflntlivldudh web /mclwrdmemb ml y. AddilonalfemporaryaWpermanentbai M!Tek' Is always regWedfor sfab011yand to prevent collapse with posule pelsoraL lllury and Property damage. For geneml0rxtlomeregQt➢rxl ftl8 fabrication. storage, delivery, erection and bracing of tmssesand truss systems seeANSI/Ml HuaBN Criteria, DSB49 and BCSI Building Compori 6904 Parke Sold Blvd. Safely Informallon ovallable Gom Irus; Rate InsBtute. 218 N. lee Sbuel. Site 312, Alexandrkx VA 22314. Toni FL 33610 JobTruss russ ype x ry Ply 736366 9220308 736365 B4 HIP TRUSS 1 1 Job Reference (optional) Amerben Builders Suppy, Inc., Santmd, FL MM 7.640 s Apr 1e 2016 MTek Industries, Inc. Mon Aug 08 09:10:532016 Page 1 ID:uIxOToxdRe7yM41jhK50D1yeOlw-0g7%1_BmK3k4pBfgo9flh)dI Y1400xVs_oBOLTypzOW -2-0-0 7-0-0 I it-2-0 I TV 22-0-0 1 244-0 l 2-0-0 7-0-0 4-2-0 a21 7-0-0 2-0-0 Seale = 1:".0 4x8 = 2x4 If 4x8= 17 4 1a 5 nxo - am II a. = axb II 41eG = 7-0-0 11-20 154-0 224-0 7410 I 4-2-0 4.P-0 7.11-n Plate Offsets (x.Y)- 13:0-5-4 0-2-01.15:0-5-4 0-2-01 f9:0-4-0.03-01 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.95 Vert(LL) 0.26 9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.33 8-9 >801 too BCLL 0.0 ' Rep Stress [nor NO WB 0.30 HOrz(TL) 0.13 6 Na Na BCDL 10.0 Code FBC2014TFP]2007 (Matrix-M) Weight 1051b FT=20% LUMBER - TOP CHORD 2x4 SP M 30'Except' 3-5: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1742/0-7-10, 6=1742/0-7-10 Max Hoa 2=-161(LC 6) Max Uplift2=-1538(LC 8), 6=-1538(LC 8) Max Grav2=2297(LC 13), 6=2297(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-11 oc puffins. BOT CHORD Rigid calling directly applied or 4-0-1 oc bracing. FORCES. (lb) - Max. CompdMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=.4245/2626, 3-17=-4309/2815, 4-17=-4309/2815, 4-18=-4309/2815, 5-18=-4309/2815, 5-6=-4246/2626 BOT CHORD 2-10= 2111/3821, 9-10=-2128/3863, B-9= 2128/3781, 6-8- 2111/3740 WEBS 3-10=-419/1022,3-9_ 524/765,4-9=-733/737,5-9=-5241766,5-8= 419/1022 NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.epsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 9. 5) Plate(s) at jolnt(s) 9 checked for a plus or minus 3 degree rotation about its center. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1538, 6=1538. 9) Girder caries hlp end with 7-0-0 end setback. 10)'Semi-rigid pilchbreaks Including 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) 899 lb do= and 525 lb up at 15-4-0, and 899 lb down and 525 lb up at 7-0-0 on bottom chord. The desigNselectlon of such connection devlce(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) Segn:AO084542,Date:01/06/2014 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 OonlmUecI on Daae 2 OWARNING-Verify d-1ga parameters end READ NOTES ON TH/SAND INCLUDED MREK REFERANCE PAGE MIP7473 ree I4Wf015 BEFORE USE. Deagn valid for use odyWlh NJTek9connectois. Bra design h bored any upon parameters awim arral h for an Individual bulldreg comporrenl, not ��- a trussystem. Before use, the building designer must verify the oppreabYlly of design parameters Gerd! properly Incorporate this design Into the overall bu9dirrgcl,ngn. Bracing lntlk:aced Is to prevent buckling of lnividudi nus web aM/or chord members ordy. Atldilbrsd temporary aM permanent bracVq MTek' 5 always required far slablity and to prevent collapse v/dh pos a personal Wing and property damage. For general gddarce regarding lho /abdcaldan. storage, delivery. erection abu bracing of trusses and hues systems seeANSUTPII Quality World, DSB-99 and BC51 Building Component 69D4 Parke East Blvd. Safety InlormaBon aval aiNe from Tnls6 Role Institute. 218 N. tee Street. Site 312. Plexonc4la VA 22314. Tevpa. FL 33510 Jab ruse I was I ype y y 136365 � 8220809 736365 lid HIPTRUSS 1 1 � Job Reference o tional Ameman builders suppq, inc., Sanford, FL a//3 7.640 a Apr 192016 MHek lnduslriea, Ind. Man Aug 08 09:10.532016 Pe9e 2 ID:ulxOToxdRe7yM41jhK5ODlyeOlw-Og7X1_8mK3k4petgo9flhki1V1400xVs oBOLTypzOW LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-54, 3-5=-113(F= 59), 5-7_-54, 10-11=-20, 8-10=-42(F-22), 8-14— 20 Concenlrated Loads (lb) Vert 10=-475(F) 8=-475(F) ®WARNING- Vedly tleslgn paramerere,nd READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-74Tl rev. IG031015 BEFORE USE Design valld for use oNy with MJTeW connectors. ftn design G based orly upon p0tametem shown, and N for an hdhtl WOtlhg comporanf, rot a inns system. Before use, the Wldn© designer must verify fhe appllcabily ofdodgn Mometers and properly hcolporate title dedgn Into the overall 7 bu6dngdeslgn. IYachglrltl tedlsfopreventbucNNofindNMuo fi webarxl/orcMrdmemb moNy. AdcBlbnatempororyondpermmonlbracN MiTek' the Lsaneoll peatbefit.deWelymrecfiw cic[M panrde ersotem%SyantlpopeMdamage. Fm d and ofl a tl hues systems s. SB-89 adWdonceldingCrn /IPII QwHtyVAM Ctltetla, OSB-09 and BC51 Buil0ing Component n and bracing of I16 Parke East BNtl. Infoustorage, Satey Inlormatlon avdloble from Tnut Rate Institute. 218 N. Lee Streei, Site 312 PlexarW4o. VA22314. Safety Icbre from T N. Aexo Tampa, FL 33810 Tarn Job Truss truss Type , , ry Ply 736365 T9220909 736366 C1 GABLE 1 1 Job Refereroe (optional can nmwefs eupp, Inc., earner., IL: 173 7."U a Apr 19 2016 M lek ledustnes, Inc. Mon Aug 08 09:10:54 2U16 Page t ID:ulxOToxdRe7yM41jhK50D1yeOlw-sthwEK905MswRLELMsBGExFEgRU6XMF?DSxdwypzOV -211 2-0-0 1 1z-8a 1 i 24Ia1l 7-1-5 I 72 8 SLZ-01 200 4x4 = iv - Smote: 114•=1' 3x6 = 3x4 = 3x4 = 3x6 = i 8.5-13 i 16-103 i 254.0 MIN 84-5 8-5-13 Plate Offsets (X.Y)-- 14:0-3-0,0-3-41,15:0-2-0 0-0-81 16:0-3-0.0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (lac) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.79 Vert(LL) 0.32 10-31 >963 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.66 Vert(FL) -0.3010-12 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(Ty -0.05 8 n/a n/a SCULL 10.0 Code FBC2014/rP12007 (Malnx-S) Weight. 160lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS IRow at midpt 5-10,5-12 REACTIONS. (lb/size) 2=1045/0-7-10, 8=1045/0-7-10 Max Herz 2=261(LC 9) Max Up1ift2_ 1248(LC 10), 8=-1248(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 232= 1428/2472, 3-32= 1417/2502, 3-33=-1397/2729, 4-33=-1373/2731. 4-5- 1326/2742, 5-6=-1326/2742,6-34=-1373/2731,7-34=-1397/2729, 7-35=-1417/2502, 8-35=-1428/2472 BOT CHORD 2-12= 1928/1186, 11-12=1230/850, 11-36=-1230/850, 10-36= 1230/850, 8-10=-1928/1186 WEBS 5-10=-1313/639, 5-12=-13131639, 3-12=-394/503, 7-10=394/503 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=5.8psf; h=25f1; B=45tt; L=241t; eave=411; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2) -2-0-0 to 1-0-0. Interior(l) 1-0-0 to 9-8-0, Exterlor(2) 9-8-01012-8-0, Interlor(1) 15-8-0 to 24-4-0 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (none] to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCD L= IO.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 01=1b) 2=1248, 8=1248. 9) This truss; design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Ye gypsum sheetrock be applied directly to the bottom chord. 10) Segn:AO084543,Date:01/06/2014 ® WARNING -V filydesignperamer.re and READNOTES ON THISAND INCLUDED M9£KREFERANCEP4GEM1474TJr.v. 10 01SEEFORE USE aaaa comOonent,rat mfoeefore lineth Mbildlngdeslgmr �a eat=sW tze, mustvvellfyheopplcI aLtilN0tlesIgn parametersantl Ixoperlyhcolrporol RiedeWilding thkdeslgn lnfolta overall Wdrigdesign.&achglndicafed toprevenl WeltlirrgoflndNktudrussweband/orcMTdmembmoNy. Ackggooraira� lwrary arMWthe enl bracrlg MiTek' 1;alwaysregN ed ire Nontltoprand ps sydeaancl yuyontlpropedydomager F, asmlrow bn storage. brocllopse fru russ systems, se rage. Quality criteria, Dag$9 and BGsI BuBtling component DSB49rand EICSncekling component erection Prat bracing of Bussesee solely 6904 Pmk, East adclutdelivery. Alexandria Salary Information avalade from truss Plate trsslitule. 218 N.lee Sireei, Suite 312 AlexarMna, VA22314. I S O Tartpe, FL 33610 Job Tn.Ss Truss Type . Qty ply 736365 T9220010 736MS C2 HIP 1 1 Job Reference(optional) Ann.,.an BeiWers SWpN, In... Sanford, FL 32A3 7.64VSApr1B20IBMnekln4ustnes,Inc. Mon AU9080910552DIG V0901 ID:utxQToxdRe7yM41jhK5QDlyeQlw-L3FISg9Osg_o3UpXvZiVmgoQ_rrlGirgR6gUQMypLwu -2-0-0 3-0-0 7-10-ib 1217-5-2 22A-0 25d-0 27d-0 2-0-0 3A0 4-10.14 4-:12 ~ 4-9-2 I d-1a14 { 3A0 2A0 5.00 12 5x10 MTMHS= 4x4 = 6x6 = 22 23 4x4 = 5x10 f4T20HS = 4x4 = 2x4 11 3,68 MT20HS= 4xB = 6x6 - 2x4 11 4x4 = bk6 = 3-0-0 7-1a14 12.8-0 17-62 25-4-0 3-0.0 4-1654 4-9-2 4-e-2 4-10.14 3A0 Scale = 1:49.0 Plate Offsets (XY)-- 12:0-2-O,Edgel, 13:0-8-0.0-2-01,15:0-3-O,Edgel, 17:0-8-0,0-2-01 18:0-2-O,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (roc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Veri 0.85 12 >358 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.75 12 >407 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 Hoa(TL) -0.11 8 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 120111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-5,5-7: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1234/0-7-10, 8=1234/0-7-10 Max Hom2=90(LC 7) Max Uplift2=-1457(LC 8). 8= 1457(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc puffins. BOT CHORD Rigid calling directly applied or 3-5-11 oc bracing. WEBS 1 Row at midpl 3-14,7-11 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1913/2203, 3-4=-3712/4343, 4-22=-4318/4953, 5-22=-4318/4953, 5-23= 4318/4953, 6-23=-4318/4953,6-7=-3712/4344,7-8-1913/2204 BOT CHORD 2-15- 1860/1655, 14-15-1866/1659, 13-14-4245/3712, 12-13= 4245/3712, 11-12=-4224/3712,10-11=-1846/1659, 8-10=-1840/1655 WEBS 3-14- 2496/2170, 4-14=-536/609, 4-12-833/651, 5-12-289/320, 6-12=-833/651, 6-11= 536/609, 7-11=-2495/2170 NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.epsf; h=2511; B=45ff; L=2411; eave=4f1; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 5. 6) Plate(s) at jolnl(s) 5 checked for a plus or minus 2 degree rotation about Its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1457, 8=1457. 10) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this muss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 105lb down and 61 lb up at 22-4-0. and 105lb down and 61 Ib up at 3-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) Segn:AO084544,Date:01/06/2014 LOAD CASE(S) Standard Continued on Dane 2 ,,&WARNING. Verify Eeslgnpammetemand BEADNOMSON7 MDWCLUDEOMq KNEFEMNCEPAGEM 7475rev. 10/032015BEFOBEUSE. Design valid fa trse only w11h MITeko connecton. TNsdedgn B based only upon parameters shown, antl Is for an individual buBtlhg component, not �� a inDs system. Be(we use, Ite butickx; designer must vertly the oWicablilry ofdesign pvametersand pnopetly incorporate thin design Into the overall WdIgdeslgn. WacBrgVKIIDWedhtopreventbuc hgofBsdNauolfrusweband/orclwrdmembMr y Additbrldlemporaryantlpermarenlbracing MiTek' kalwaysrequiredforstobBltya topreventcollapse Wthpo epersonalh}xyantlpfop rlydamage. Forgeneralguldalceregarawthe fabricatbn, storage, delivery, ereclion and bracing of trusses and imusystemz weANSVTPI1 Quality Cdteda, DSB49 and SCSI Building Comisonent 6904 Parke East Blvd. Safely Informalion available from Tara %ore Inslilute. 218 N. lee Sheet. Suite 312. Alexandric. VA22314. Tampa, FL 33510 Jo toss toss ype r Qy ]36365 T9220810 ]36365 C2 HIP 1 1 Job Reference l lional American Builders Supply. I... sanrora. FLb 113 - v„aamo muss inuusnms, nm. � y�o �....._.,... yew 1D:uNQToxdRe7yM41)hK5QDlyeQlw-L3FISg90sg_n3UpXVLVm9oO_rridirOR6gUOMypzOU LOAD CASES) Standard 1) Dead+ Root Llve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 54, 3-7=-64(F= 10), 7-9=-54, 15-16= 20, 10-15=-24(F=-4), 1D-19=-20 Concentrated Loads (lb) Vert: 15= 56(F) 10=-56(F) Q WARNING.yedlydas/gn➢araeverers and READNOTES ON TK/SAND INCLUDED MIFEKREFERANCE PAGE MI74"mv. 101re sIS BEFORE USE Designvalid form onlyvfh MlTelaDconnectors. Tnlsdedgn Bbasedonlyupon poromefems4aw and Is form Idivdual buBding Component, nor a truss system. Before use. tieo bIDtBng designer must verify the applicability mdedgn parameters and property Incorporate fins, design Into Itre overall bsgdnD design. Brcel tg Indicated b to prevent buckling of Individual tots web andfor Crgd members only. Additional temporary and permanent bracing M!Tek' is always regWred fa slabllly, and to prevent collapse with pmbie pmearrnl njur, old property, damage. For general grudance regarding the fabrkblbn. $image, duavery, erecMn and bracing of (ruses and toss system; seeANSI11Pn Quality Criteria, DSB-89 and BCBI Building Component 6904 Parke East Bind. Safety Information avdlade from Trim Rate Institute. 218 N. tee Street, 9dte 312. Atexardda. VA 22314. Tanpa, FL 3361 D Job T lass Truss Type r Ty ply 136365 T9229811 736365 D1 MONO HIP 1 1 Job Reference o fionai Amercm Buildets Supply, Inc., Sanford. FL 32773 7.64U s Apr /92015 MdBk Industries, Inc. Mon Aug 98 4x4 = 1d-0 V7-1 1-4 5 6-7-15 12 1-0-0 331 1-2-8 3-9.10 3 Scale = 1:17.0 Plate Offsets (XY)-- f2:0-2-0,Edge1 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.54 Vert(LL) 0.03 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(iL) -0.05 5-6 >999 240 BCLL 0.0 ' Rep Stress met YES WB 0.09 Hou(TL) 0.04 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matdx-M) Weight: 26lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Vsize) 4=103/Mechanical, 5=45/Mechanical, 7=454/0-7-10 Max Horz7=184(LC 10) Max Uplift4= 139(LC 6), 7=-445(LC 10) Max Grav4=103(LC 1). 5=82(LC 3), 7=454(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 2-7= 21/275 WEBS 3-6=-119/287 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=251t; B=45ft; L=24ft; eave=oft; Cal. II; Exp C; Encl.. GCpI=0.18; MW FRS (directional) and C-C Extedor(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcunent with any other live loads. 5)' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 4=139, 7=445. 8) "Semi-dgid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 9) Segn:AO084545,Date:01/0612014 ,&WARNING-VeHJy design patametera antl READ NOTES ON THISANDINCLUDEDMITEKREFERANCE PAGEM67473rev. f0A341015BEFORE USE DesIgn valld for use oNywtfh MITekS consectors. Thlsdesign G bated ondy upon parameters shovm. and Is for an Indlvldud buldIng component. not o tm sWem. Befofe use, the bundrxl deNgner must vedfy the appffcc"lty of desgn parameters antl properly hcaporate tN design Into the overall bracire sfaoMly For general MiTek' IS always and to pnevanlccotllapse%Mtnt sable ppe�nalInlay antl proopertmy damage. e��� neega�dnng natant faMcalbn. sbrage. delNery. erection antl brazing of 9usesantl ltussayatems. seeANSI/IPu 6ua01y Cdteria, DSB49 and BC51 BuIlding Component 69M Pe*o East Blvd. Safely Informarton available Born Tuns Plate Wtitule. 218 N. Lee Street. State 312, NexaMda. VA 22314, Tampa. FL 33610 Job TTWS I russ Type , , y Ply 736365 T9220812 736365 E1 HIP GIRDER 2 1 Job Reference (optional) American Builders supply, Inc., Santora. FL M773 7"Ucs r1e2U16MIICKInMa!n65,NC. Man AVg U6Ve:l UabZVIb Ya9e1 I D:uIxOToxdRe7yM41jhK50D 1yeOlw-pFpgfOAec_6egeOkTHDkJ MKgBEIH?Lilgm02yoypZOT -z-0-0 24H1 2-0-0 a-0-0 s-0-0 7-0-2 2-0O 1-0-0 2-0-0 2G0 Scale = 1:17.7 4x4 = 4x4 = zao 3-0-0 2+)-0 1-0-0 Plate Offsets (XY)-- 12:0-0-8,Edge1. 15:0-0-8,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wag Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(L-) -0.00 8 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(fL) -0.00 8 >999 240 BCLL 0.0 Rep Stress Incr NO WE 0.02 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 25lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=303/0-4-0, 5=303/0-4-0 Max Horz2=72(1-C 7) Max Uplif12— 284(LC 8), 5=-284(LC 8) FORCES. fib) - Max. CompdMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=25ft; B=45f1; L=24ft; eave=4fi; Cat. II; Exp C; Encl., GCp1=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 lost 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-" 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 1001b uplift at joint(s) except Gt=1b) 2=284, 5=284. 7) Girder carries hip end with 2-0.0 end setback. 8) "Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 21 Ito down and 11 lb up at 3-0-0, and 21 lb do= and 11 Ib up at 2-0-0 on bottom chord. The deslgn(selectlon of such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B). 11) Segn:AO084546,Date:01/06/2014 LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3— 54, 3-4=50(F=4), 4-6=-54, 8-9=-20, 7-8=-19(F=1), 7-12=-20 Concentrated Loads (lb) Vert: 8=-12(F) 7=-12(F) O WARNING - Veraydesignpmamerem and READNOTES ON THISANDINOLUDEDMNEKREFEFANOE PAGEMtr1473mv. 10N 015SUORE USE Destgn vaild for use only With MITeloDconnectom Thbdeslgn Is based only uioarn p xomefers shown. and h form Inavkivai building component. not ��- a Inca system. Before use, the b9Mig designer must verify the applbobelty of dadgn icm ni,61M and propedy Incorporate Irrk tlaslgn Into the overall bldrgdedgn. Bro YgltWbotetl Ntoprevenlbu [M ofln MdW to webarW/act rdmembers Y.A>ddlbnCdlemporaryantlpemlanenlbra MiTek' Is always required for stobilltyand to rnevent collap-..e with possible I nonol k*uy and properly damage. For general guldance regarding the fab cilim storage,delivery, erecBon and bracing oflnmesarxlhusssystemsseeAN5U1P11 Quality Cdledq DSB419 and BC5l Building Component 6904 Parka Easl Baud. safety Informallon avdkrde from Tres Rate tratitule, 218 FI. lee Sireel. Wte 31Z Alexancift VA22314. Tanga, FL 33610 Job Truss Truss Type Dty ply 736365 T9220813 736365 HJ2 DIAGONAL HIP GIRDER 4 1 Job Reference (optional) American Builders Supply, Inc., bantOtd. FIL M773 7.640 a Apr 192D16 M7ek Industries, Inc. Mon Aug 08 09:10:57 2016 Pagel ID:ulxQToxdRe7yM41jhK50D1 yeOlw-HSN2tMBHNHEVIozw1 IaratjleZAkoE8VOgbU FypzOS Scale: 1'=1' Plate Offsets (XY)— 12:0-10-4,0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Veri(LL) -0.01 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Veri(TL) -0.01 4-7 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 13lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No2 REACTIONS. (Ib/stze) 3=33/Mechanical, 2=31210-5-5, 4=8/Mechanital Max Horz2=153(LC 10) Max Uplift3=-26(LC 7), 2= 376(LC 10) Max Grav3=33(LC 1). 2=312(LC 1), 4=37(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 gb) or less except when shown. BRACING - TOP CHORD Shuctural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8pst; h=251t; B=45ft; L=241t; eave--lft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3)-2-9-15 to 1-5-0, Extellor(2) 1-5-0 to 2-8-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3)' This buss 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 tit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Ql=lb) 2=376. 6)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) SegnAO084547,Date:01/06/2014 Q WARNWG- Vodlydaclgnparamaroro and READ NOTES ON THIS AND INCLUDED MNEKREFERANCE PAGEMH-7470roo. 10=015BEFOREUSE Vaud for use only wllh KrekO Conrlectors. iNsdesign B Uaetl ally upon parameters shown and h for M indlvkhol bu cunn compaon4 not IN s sys a trutem. Before use. the bu drlg dedglor mmt vedfy lW oppllcoblify of desgn paamete-cral Vopedy hC0m0Im0lhk design Into Ma 0verall bugclingde9gn. Brachglndlc to EstoaevenIMcIdIWoflMlvldual webm /acMrdmembersoNy. Atldllbrollemporaryantlpelmanenttxadng MiTek' lw antl tlly Vail tminxgsoefwith poassibdlerpnersyonteaml& rBOSI &ealnd i mVaevedn CdIO daF,aOSgBe-n8e9raanldd lsmstoradgefa-dellveily fobQuBueBrdegggCom pB1enent 690East BNd. safely Information avdlade fom Truss ias IrefifMe, 218N. Lee Street, suite 372. Alexandra VA 22314. Tangs. FIL 33610 0 Tm56 ra65 ype s ry y 736365 T9220814 ]36365 HJ2A JACK 1 1 Job Referebce o tional Amerben Builder:: 5upply, Inc, Barrels, FL 32T73 7.640 s Apr 19 2016 MTek Industries, Inc. Mon Aug 09 09:10:572016 Page 1 ID:uIxOToxdRe7yM411hK50D1yeOlw-HSN2tMBHNHEVIozwl_kzrattte%BkoESvOgbUFypzOS -2-9.15 244 2-9-15 2-44 Scale = 1:13.9 Adequate Support Required Plate Offsets(YY)— 12:0-1-1,D-OAJ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (fee) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.28 Vert(LL) 0.05 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Varga) -0.09 5 >682 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horc(Q -0.03 1 n/a Ma BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight 121b IFT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=131/Mechanical, 3— O/Mechanlcal, 4=1531Mechanical Max Ho¢3=134(LC 1),4=-134(1-0 1) Max Upliltl=-74(LC 8), 4=-55(LC 8) Max Gravl=131(LC 1), 4=153(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- (8) 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=5.8psh, h=25ft; 3=45ft; L=24ft; eave=oft Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) 1, 4. 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) Segn:AO084548,Date:01/06/2014 LOAD CASES) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2= 75 Trapezoidal Loads (pit) Vert: 2=-21(F=27, 13=27)-to-6= 33(F=21, B=21), 6_ 12(F=21, 8=21)-to-3=-38(F=8, B= 8), 5=0(F=10, B=10)-to-4=-14(F=3, B=3) Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MnrEKREFERANCE PAGE MII.74T3 rev. IGM,715 BEFORE USE Deiga valld for use only with MBek® connectors. This design Is based only upon parameters shown. and I5 for ars JadWud binding component. not �- a truss system. Before use, the b torng designer must verify One opplloobilry of deign parameters and properly bcoiporate Mils design Into the overall brIDdngtleslgn. aacingMn tedlstopreventb KhgoflndNki"tluawebOrd/orCMdmeMb MOriy. Adtllllorldlempororyandpermorienlbaclrg Welk' kdwcrprecMredfastaMlyandtopreventcdlapsevAthpossBelepersonalh>aeya vp rtydanage. Forgersaiguldenceregarcurn the fGbkatbn, storage, delivery, erection Grd bracing of busses Gaul tmset doms, seeANSI/VII Quality Cdteda, DSE-69 and BCSI Building Component 6904 Parke East Blvd. Salary Information avdloNe Isom Thies Rate Institute. 218 N. Lee street. State 312. Alexandria. VA22314. Tamp., FL 33610 Jo 1055 I055 yp0 , , ly y J36355 T9220815 736865 HJ3 JACK 2 1 Job Refereroe o tional Sappy, Inc., Santora PL 32173 7.640 s Apr 19 2016 MTeK Inauat ies, Inc. Mon Avg 08 09:10:572016 Poge 1 I D:ubcOToxdRe7yM4f hK5GD 1 yeOlw-HSN2IMBHNHEVIozw1_kzratmNeo2koESv09bUFypzOS -2-9-15 4.2-3 r 2-9-15 4-2-3 Scale = 1:14.5 Plate Offsets KY)-- 12:0-0-13,0-0-11 LOADING(pSg SPACING- 2-0-0 CSI. DEFL. In (loc) Wait Lid PLATES GRIP TOLL 20.0 Plate Gdp DOL 1.25 TC 0.76 Vert(-L) -0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(rL) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Horz(TL) 0-00 2 We rVa BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 17111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=53/Mechanfcal, 2=242/0-8-0, 4=17/Mechanist Max Horz2=136(1-0 8) Max Uplift3— 47(LC 8), 2= 298(LC 8) Max Grav3=53(LC 1), 2=242(LC 1). 4=53(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.8psf; h=25ft; B=45fF L=24f; eave=41t; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3)' This Imss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at Joint(s) 3 except Qt=lb) 2=298. 6) "Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) Segn:AO084549,Date:01/06/2014 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (pig Vert: 2=0(F=27, B=27)4o-3 -56(F=d, B=-1), 5=0(F=10, B=10)Ao-4=-21(F= 0, B= 0) O WARNING - Vedydesignparamerenentl READNOTES ON THIS AND INCLUDED MNEKREF£RANLE PAGEARh74"m7 104=15 BEFORE USE Design vdld for use only Wih MilekO connectm tNsdesign b based only upon parameters shown, antl h for an InclMtlud building component. not ��- a true system.Before use. line bWdng deslgner must verify the opplICOMI1y ofdesign parometen ant properly hcomwrate i design Into Ine overall buildngdesgn. BrachglndlcatedbtopreventWclmngolln ldualhusswebantl/otchordmeMb mrs y.Adr9tloraltemporaryandpermarenlDradrg MiTek' h always required for stabBltyrnd to prevent collapse with perc a personal BQury anal propedY damale. Forgeneralguldonceregarclingthe fabricalbn. storage. dellvery, erecticn and bracing of Inmesaral truss system%seeANSUTPII Quality Criteria. DSB419 and BC81 BuBdng Component 69M Parke Eas1 Bred. salary informalton avouabie in= Imss Rate Institute, 218 N. tee Street. Suite 312. Alexantlda. VA 22314. Tampa. FL 33610 Job fuss I ype ty ply 7363S5 T9228316 736365 HJ3A JACK 1 1 Job Reference (optional) American Builders Supply, Inc.. Sanford. FL K773 U4 k 9a7 k &10-5 341;-12 4 — Scale = 1:14.1 Plate Offsets 0%Y)-- 12:0-2-5,Edoel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) 0.01 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 HOrz(rL) 0.08 3 Na n/a BCDL 10.0 Code FBC2014/FP12007 (Matrix-M) Weight: 17 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (III/size) 3=31/Mechanical, 4=-160/Mechanical, 5=426/0-8-0 Max Horz 5=131(LC 8) Max Uplift3=-22(LC 7), 4=-160(LC 1), 5=-682(LC 8) Max Grav3=31(LC 1), 4=289(LC 8), 5=426(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purllns. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (a) 1) Wind: ASCE 7-10: Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psN BCDL=5.8psf; h=25ft; B=45ft; L=24ft; eave=4fh Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' TNs truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at Joint(s) 3 except Qt=lb) 4=160 , 5=682. 6)'Seml-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) Segn:AO084550,Date:01/06/2014 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (pig Vert: 2=0(F=27, B=27)-103=-54(F=0, B-0), 6-0(F=10, 6=10)-to-4= 20(F=O, B=0) Q WARNING -Vanity deslan Paremeten and READ NOTES ON THIS AND INCLUDED Mm7K REFERANCE PAGE UM7473 rev. I=TOfs BEFORE USE �■�' Design valid for use orgy vAih MIToWconnectors. MIs design is based orgy rtlsna parameters dIovm. and is for an NdMdual WUdhg component. trot a tons system. Before use. the bulicing designer must verify the appllcobuty of design parameters and properly Incomorale ihts design Into the overall i�•�m Wdrgdodgn. WacbVIncDosted is to prevent bucldBg oflncividual inns web and/or cMrd members orgy. ACCuloraitempmonandpermonentbrociig M!Tek' Is always requlred for stabuty and to prevent collapse with pcsrNe ponorwl hUry oIW properly damcge. For general mddance regarcMg me fabrication storage. collvery, erection and bracing of Muses and truss systems seeANSUIPI1 Huany Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdlable from Truss Rate Institute. 218 N. Lee Streel. Suite 312. Alexandria. VA 22314. Tanga, FL 33510 Jo Tu russ russ ype , ry y T36365 T9220817 T36365 MONO TYpe 3 1 Job Reference o tional American Builders Supply, Inc., Sanford, FL MM T.640 s Apr 192016 Wait Industries, Inc. Mon Aug 08 09:10.58 2016 Pagel ID:ulxQToxdRe7yM41jhK50D1yeOlw-lex04hCvBbMMwyV6biFCOnPx72meTCob84vgOhypzOR 5-0-f0 a-86 �9-915 01 2 5U-10 a&1z 10 Scale:1/2'=1' Plate Offsets (XY)— 12:0-2-1,Edael LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TOLL 20.0 Plate Gdp DOL 1.25 TC 0.76 Vert(-L) 0.13 6-7 >913 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(rQ -0.23 6-7 >510 240 BCLL 0.0 Rep Stress [nor NO WB 0.24 Horz(fL) 0.01 5 n/a Na BCDL 10.0 Code FBC2014rFP]2007 (Matrix-M) Weight 43lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=242/Mechanical, 2=467/0-8-0, 5=333/Ivlechanical Max Horz2=364(LC 8) Max Jpff14=-288(LC 8), 2=-355(LC 8), 5— 123(LC 8) Max Grav4=289(LC 13), 2=467(LC 1).5=338(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 724/225 BOT CHORD 2-7=-463/678, 6-7=-461/687 WEBS 3-7=0/301, 3-6=-762/510 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid celling directly applied or 8-2-15 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.8psf; h=25ft; B=45f ; L=24ft; eave=oft; Cat. 11; Exp C; Encl.. GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001to uplift at joint(s) except Qt=1b) 4=288, 2=355, 5=123. 6) "Semi-dgld pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) Segn:AO084551,Date:01/06/2014 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-10-4=-133(F= 39, 8= 39). 8-0(F=10, B=10)-to-5=-49(F=-15. B=-15) Q WARNING -Verlfxdesfgnperemeners end READ NOTES ON MS ANDINCLUDED MR£KREFERANCE PAGEM0.)4T3rev. 10AWiV15BEFOREUSE Designvalldforuseody WMMRek®co clom INsdesgn Bbas odyuponpmometenel antl5forane lVdud bugtlNgcomponent.not atrmsystem.Beforeuse, the bulking designer must verity the opplicaMlty oftleslgn parameters antl Ixopelly Inco xate this design Into the overdl buildngdesign. Bro NglndlcatedbtoWeventb MBgoflntlNklud weD lorcMdMMb Mrs Y. AtlNllorgltemporaryarMpermanentbrachg MiTek' B dways required for stability and to prevenl collapse with possible personal IrMy grid ptoperty damoge. For general gWtlarae regarding the fabicatkom storage, delivery, erection aril bracBg of looses and 0uss systems seeANSI/TPI I Duality criteria. DSB419 and BC51 Buading Component 6904 Parke East BNd. Safety Information avagable from Truss Hale Insilitrrle. 218 N. Lee Street. Wle 318 Nexandda. VA 22314. Tanga. FL 33610 Job Truss Truss Type 1 r ty Ply 736365 T9220818 M6365 HJ7A MONO TRUSS 1 1 Job Reference(optional) s.ppry, un., aarnom, kL ua 113 7.640 a Apr 19 2016 Mr.k Ind.nduas, Ind. Mon Aug 08 09:10:592D16 Page 1 I1):ulxQToxdRe7yM41jhK5QD1 yeQlw-DgVOI I DXwUDX67J8PmRx7yBaSDCCf3kMkeiZ7ypzOQ -59-15 1 3.2-1 9.9.11 9..1 2-375 3-2-1 6.7-10 0- Scale: 1/2'-1' 20 II 3U-0 321 8-1-14 9-1D-1 380 0.2- 4-11-13 1-n3 Plate Offsets (Y Y)-- 12:0-6-9,0-0-51 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.10 6-7 >795 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.27 6-7 >299 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.24 Horz(TL) 0.05 4 n/a rVa BCDL 10.0 Code FBC20147TPI2007 (Matrix-M) Weight: 43lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb(size) 4=294/10echanical, 5=72/Mechanlcal, 7=677/0-8-0 Max Horz7=364(1-C 8) Max Up1ift4=-345(LC 8), 7— 666(LC 8) Max Grav4=352(LC 13), 5=173(LC 6). 7=677(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-614/289 BOT CHORD 2-7=-221/601, 6-7=-282/348 WEBS 3-7=5921792, 3-6— 357/290 BRACING - TOP CHORD Structural mod sheathing directly applied or 5-9-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=25ft1 B=45ft; L=24It; eave=oft; CaL II; Exp C; Encl., GCpI=0.18; MW FRS (directional); cantilever left exposed; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurenl with any other live loads. 3)' This miss 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 tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss Connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 4=345, 7=666. 6)'Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) Segn:AO084552,Date:01/06(2014 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, 8=27)-to-4= 133(F=39, B= 39), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) AWARNING -VedydesfgnparametereendREADNOTESONTHIS AND INCLUDED MITEKREFERANCEPAGEMtr74TJme1WDJ12015BEFOREUSE vold for use onlyvulh MiTel connector. INsdesign is based only upon pmameters shown antl Bfor an tWivIduol buldW component. not IN a truss syslem. Before use, Ili "clM designer must vedy the oppllcobily ofdeslgn xuarnelens aril properly Incorporate IhB design Into tine overall bWdingdesIgn. BrmhgMd tedlslopmventbucklhgoflndMd M1ussweband/orchordmemb mrs y. Atldlroraltemporaryantlpermanentbracing MiTek' Is always reguIred for stablllty and to prevent collop5e with possBAe personal k>GAy antl crolaedy damage. For general gdtlance regardng the faMkcatkxx storage, delivery, erection antl brochg of trusses and truss systems, 9"ANSUTPli Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informailon avoilode from Truss Rate truIlMe. 218 N. tee Street. Salle 312. Alexandria VA22314. Temp., FL =10 Job Truss ruse I ype r Oty ply 736365 T9220819 736365 J1 JACK 16 1 Job Reference o tional Ameman umwers auppN, inc., aem.r., 11 uua 7.M e s Apr 192016 MITek lndusnies,Inc. We Aug OB 09: 10:592016 Puget ID:ulxOToxdRe7yM4IjhK50D1yeOlw-DgVoll DXWUDX67JBPmRX?y90SKlCikkMkoIZ7ypz00 .2-0-0 2-0-0 -0-0 Scale = 1:9.7 t-na Plate Offsets (X.Y)-- (2:0-4-0.0-041 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.54 Ved(LL) 0.00 7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(fL) 0.00 7 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 rl/a n/a BCDL 10.0 Code FBC20147FP12007 (Matrix-M) Weight: 7lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-16/Mechanlcal, 2=228/0-7-10, 4=-31/Mechanical Max Hons2=124(LC 10) Max UpIIQ3=-16(LC 1), 2=-336(LC 10). 4=-31(LC 1) Max Grav3=47(LC 10), 2=228(LC 1), 4=77(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purilns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.8psg h=2511; B=4511; L=241t', eave=oft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and farces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except Qt=lb) 2=336. 6) "Semi -rigid pltchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 7) Segn:AO084553,Date:01/06/2014 AWARN/NG-Verifydeslgnparamef.andREADNOT£SONTHISAND/NCLUDEDMITEKREFERANCEPAGEMIFT4T5rev.laAYt0158EFOREUSE. Design valid for use only with MBek& connectors. 7Ns design Is based only upon parameters shown. and b for an kellvidsol building component, not a fms system. Before use, the building designer must verity fta applicablity of design parameters Orel properly Incorporate tl1b deslgn Into the overall buBdmgdedgn. Wachg�aledlstoaeventbucid gotlMNd tsuswebocl/orchadmemb mONy. Addlionallempowryuneipermalenfbrochg MiTek' Is cleave, regWetl for stob9lryar d to prevent collapse Win possible persorwl knpm' aid property damage. For general guelalce regadng the fabdcalbrt storage. calvary. aecllon and bracing of trusesond Ines systems seeANSVTPII Cua6ty Citedo, DSB49 and Sal Building Component 6904 Parke East Blvd. Salary Infoonalion wa lable from Tens Rate In59tule. 218 N. We Sireet. S11te 312, Alexatdda VA22314. Tarry.. FL 33610 o toss fuss ype 1y ly ]36365 s T02208M 736365 JIA JACK 6 1 Job Reference o tional American Builders Supply, Inc- Sanlord, FL M773 7.640 s Apr 192016 MTek lnduslries,Inc. Mon Aug 0809-10:502016 Paget ID:ub(OToxdRe7yM4IjhK5ODlyeOlw-DgVol1 DXwUDX67JBPmRx7ygOSIACikkMkeiZ7ypzO0 uu 1-0-0 1 :onnection(s) to resist In(s) shown. Scale - 1:97 _Plate Offsets MY)— 12:0-4-4,0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.54 Vert(ILL) -0.00 7 n/r 90 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.00 7 n/r 80 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(fL) 0.00 n/a rats BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 7lb FT=20°6 LUMBER - TOP CHORD 2x4 SP No.2 DOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=181/Mechanica1,4=0/Mechanlcal Max Hom3= 561(LC 10), 4=685(LC 10) Max Uplift3=-212(LC 10) Max Grav3=181(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=951/422 BOT CHORD 2-4=-383/1080 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purling. BOT CHORD Rigid ceiling directly applied or 60-0 oc bracing. NOTES- V) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vwd=124mph; TCDL=4.2psh BCDL=5.8psf; h=25ft; B=45rt; L=24ft; eave=411; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This tmss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at)oint(s) except Qt=: b) 3=212. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 7) Segn.A0084554,Date:01/06/2014 Jo fuss toss ype 1 ry y ]asses T922DB21 736355 J2 JACK -OPEN 4 1 ' Job Reference o tional American Builders Supply. Inc., Santora, FL 32773 7.64D s Apr 192D16 Mtrek Induelries, Inc. Mon Aug 08 09:11:00 2016 Page 1 ID:ulxOToxdRe7yM41jhK5OD1ye0Iw.hl2BVND9gCc4gGhVi7HgTCVK8sg8x9—ubOOFSZypzOP -2-0-0 2-0-0 _2 2-0-0 Scale = 1:12.3 Plate Offsets (XY)— f2:0-4-4,0-0-41 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grlp DOL 1.25 TC 0.54 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.00 7 >999 160 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight 10 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 DOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=27/Mechanical, 2=221/0-4-0, 4=7/Mechanical Max Horz2=155(LC 10) Max Uplift3— 24(LC 7). 2=-260(LC 10) Max Grav3=32(LC 15), 2=221(LC 1), 4=27(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8ps1; h=251t B=45ft; L=24f; eave=4fF Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 OD lb uplift at joint(s) 3 except (It=lb) 2=260. 6)'Semi-rigid pitchbreaks Including heels" Member end IWly model was used In the analysis and design of this truss. 7) Segn:AO084555,Date:01/06/2014 Q WARNING -verify desfgn panamef.. and READ NOTES ON MIS AND LVCLUDED MMEKREFERANCE PAGE MR7473 rev. 16'0]/f015 BEFORE USE Cadge valid for uca only Wth MBeIa& connectors. TNsci lgn Is based only upon parameters shown. and Is (of an hdlVlduol b cif g component, not ��- a Muss system. Before use, the bufldlrg early designer must eathe apallcabliy ordeal parameters and properly incorporate ft dedgn Into the overall brNr9rx; a gn. WinO achgtetllstoprevenlbuckNgoflntlluitlunlfrusswebafmcbwdmemb mrs y. AticBllorgltemporaryalldpertnanenfdacing MiTek' Is always rerulredfor stability and to prevent collapse wtlh poe[Ne personal lnpay and propeM domWe. For general gddar ore,ordw fhe fa&lcalbn storage, delivery, erection anal bracing of huasas orid Ims systems seeANSI/IPII Dually Warta, DSB49 and SCSI Building Component 6904 Parke East BNd. Safety InformaXon avoilode from Truss Rafe Irulifule. 218 N. Lee Streal. State 312, AlexarxLlo. VA22314. Tampa, FL 3361O p m56 NSS ype s ty J36366 T9220822 736365 J3 JACK 17 1 Job Reference(ooptional) Amemee Builders supply, Inc., Sanford, FL M773 _ _ 7.4USApr192016MTeklndustries.Inc. Mon Au90809:11:002016 Scale = 1:14.8 Plate Offsets (XY)— f2:0-0-4.0-0-01 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ven(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Ven(f L) -0.00 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 13111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. lb/size) 3=53/Mechanlcal, 2=251/0-7-10, 4=22/Mechanical Max Horz2=185(LC 10) Max UpliQ3=-58(LC 10). 2=-252(LC 10) Max Grav3=58(LC 15), 2=251(LC 1). 4=43(LC 3) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psC BCDL=5.8psC h=25ft; B=45ft; L=24ft; eave=4ft', Cat. II; Exp C; Encl., GCpl-0.18; MWFRS (directional) and C-C Extedor(2) zonwC-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcum mt with any other live loads. 3)' 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. 4) Refer to glyder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=Ib) 2=252. 6)'Seml-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 7) Segn:A0084556,Date:01/06/2014 Q WARNING -Vedrydoslgnp=rreters end REAONOTES ON THISANDINCLUOEO MMEKREFERANGEFAGEMIF7473 ur. 10=015BEFORE USE lalcpmportre DeSlgrvollm.BefeoNr,I �R m` uthe opAtloNyupprkeIgn arometown.dproprty torpor to 1U, overt a itcl system. Beforer bwcU desIctor must pieve tmustverifythe appllcablltyofbe /papmetersantl property Incomorate temporary ygnIntotheoverall t nlbucWlWfhW NkJuolftusweb tiorwlancere arWnUllre ntbadri0 bdwar MiTek' gWKeoiedht fls event onc[rchadmeome e. ForgenY. requOn fa stoUllty aMli preventcollal'>ofh posMliepersorwlh>pay antlprppeM damage. rOf90neral OWtlarcereng 6brlcat C.mlhe n.stortle.delb0lty D58-69 and BC61 Building Component and braciufof18 6904Parke East0 N.laWrrxt Wte311 AKeat/rpll VA223Cdterla, Salary Inlormadon avdlotxe from truss %ale InstiNte. 218 N. lee Street, Stlte 312 AlexaxLb. VA22314. safety Infostorage.tllloblerom I,= Tairya, FL 33610 Job Truss Truss Type r ry 736MS , r T9220823 736365 13A JACK 1 1 Job Reference (optional) American Builders Supply, Inc., Sanford, FL 32773 7.64D a Apr 192D16 NaTek Industries, Inc. Mon Aug 0809:11:012016 Page ID:ulxQToxdRe7yM41jhK50D1yoQlw.9DcLlEnFiWkxnPGhGgpvOQIVtFs?OYZig27pdoypz00 -2-0-0 22d-1213-0-0 2-0O 17-d Scale = 1:14.8 0-10-0 Plate Offsets(XY)— f2:0.0-4,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Verl(LL) 0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Ven(TL) 0.00 6 >999 240 BCLL 0.0 Rep Stress [net YES WB 0.30 HorzCTL) 0.05 4 n/a r✓a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 14 to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (b/size) 4=-240/Mechanical, 5= 296/Mechanical, 6=862/0-7-10 Max Horz6=185(LC 10) Max Upllft4=-240(LC 1), 5=-296(LC 1), 6= 1107(LC 10) Max Cmv4=312(LC 10). 5=397(LC 10), 6=862(LC 1) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-121/257 BOT CHORD 2-6=32/313 WEBS 3-6=413/1005 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 of; bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.epsf; h=25ft; B=45fC L=24ft; eave=4ft; Cat. II; Exo C; Encl., GCpI=0.18; MW FRS (directional) and C-C Extenor(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrenl with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oinl(s) except gt=lb) 4=240, 5=296, 6=1107. 6) 'Semi -rigid plichbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 7) Segn:AO084557,Date:01/06/2014 AWARNING-Vea ydeclgnpaaamef..dREADNOTESONTHINANDINCLUDEDMITEKREFERANCEPAGEM67473re..1Wa34016BEFOREUSE Design vad for use onlywiin MRek®connectors. ifds design b basetl only upon paramefersshovm. artd Is for an Individual building component, Prof a tens system. Before use, the bulding designer must vedry the appilcabUityofdeslgn pafametersand Voperly Incorporole rats design Into the overall buffeting design. Bracing Indicated is to prevent budding of lndB4dual Russ web and/or chard members only. Addltloirol temporary and permanent bracing MiTek' Ralwaysregi9retlfmstabllllyantllopreventcollapsewlthposm"epersabhWa pfop Oydamc e. Forgeneralguldenceregorclirg the fabrication, storage, delivery, erection and! Leading of inrsszsard lRassyslemR seeANSI/TPll Quality Credo, DSB-89 and BCSI BuBding Component 6904 Parke East BNtl. safety Informallon avoi from Tens Plate Institute. 218 N. We Street. Sale 312. Alexandria VA 22314. Tampa, FL 33610 a runs mss ype a ty 736MS T9220824 736366 J38 JACK 1 1 Job Reference (optional) Amercan Builders Supply, Inc., Sanford, FL U773 7."03 APT 192016 all Indesfries, Inc. Mon Aug 0809:11:012016 Pagel ID:uLYOToxdRe7yM41jhK50D1yeOlw-gDcZijEnRWkImPGhGgpv001cPFOYgcE1 g27pdDypz00 2-10-5 2-10-5 Seel.: 111' zx4 = z-10.5 z-nos Plate Offsets MY)-- I1:0-14Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TO 0.12 Ver(LL) 0.01 3-6 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Ven(fL) -0.01 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 9lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=119/0-7-10, 2=58/Mechanical, 3=30/Mechanical Max Horzl=87(LC 10) Max Upllftl=-48(LC 10), 2=-69(LC 10), 3— 1(LC 10) Max Gravl=119(LC 1), 2=62(LC 15), 3=44(LC 3) FORCES. (Ib) - Max. Ccmp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-5 oc purims. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--1.2pst; BCDL=5.epsF h=25ft; B=45ft; L=24ft; eave=.4ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exteror(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pet bottom chord live load nonconcunent With any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0-0 Wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 7) Segn:AO084558,Date:01/06/2014 ®WARNING- yadlydeslgnparemerersand READNOTES ON THISAND INCLUDED NREKREFERANCE PAGEMIA7473 mv. IG/OY2DI5 BEFORE USE Design valid for use only WM Nfek0comfectole. D*design Is based only upon Paramefenohown. aid h for an Individual WBdlng component, not a fruss system.Before use, the bWrBig deIgner must verify the applicabllty ofdesign parametersorM properly hcoip cote thh deslgn Into the overall bulmllgdeegn. BrachgbMkptedbtopeventWcMWgOflMMtlmitaraweband/orclwrdmemb mrs y. AtldltbnaltemporarymcIpelmanentbracing M!Tek' Isalways required for stablityand to peventcollapse with poaQxe personal Injury, arM popedy dpnoge. forgeneralguldarncere dlnijlhe rabrbatbn storage, delivery, erection orM bracing of buses and tma sysfern% wOANSVIP116uality Criteria, DSB-89 and SCSI Balding Component 6904 Parke East Blvd. Safety Information avaliatNe from Tim Rate Inslitute. 218 N. Lee street, suAte 31Z Alexandda. VA 22314. Terry., FL 33610 o toss fuss ype ply N 736365 s T9220825 736365 JS JACK 6 1 Job Reference o tional Ame(Men aunaars cuppry, Inc., oemora, rt mr m 7.690 s Apr 19 2016 Mnex Indushles, Inc. Mon Aug 0B 09:1101 2D16 Pagel ID:ubcOToxdRe7yM41jhK5ODlyeOlw-9DcZijEnRWlomPGhGgpv0olVtF?OgcE1g27pdOypz00 2 1 5 scale = 1:19.8 Plate Offsets (KY)— 12:0-1-4 0-0-21 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Veri(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HorzCTQ 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight 19 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=98/Mechanical, 2=333/0-7-10, 4=42/Mechanical Max Horz2=247(1_C 10) Max Uplift3=-119(LC 10), 2=-275(LC 10) Max Grav3=106(LC 15), 2=333(LC 1), 4=75(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purling. SOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psi; h=25tt; B=45f ; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 3=119, 2=275. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Segn:AO084559,Data:01/06/2014 QWARN/NG- Vedrydeslgnpamandarsend READNOTES ON THISAND WOLUDEBMRPKREFERANDE PAGEMn,74"MI 1aZD2015 BEFORE USE vol" for use only with MgeMca necfom lhhdeefgn Is based only upon parameters stow¢ Ond Is form hdMWal bull ing component, not INDeclM a inns system. Before use, the W cling designer must verify the appilcablity ofde gn parameters and properly Incorporate thk design into the overall b dng,Jedgn. Wachlgmtl edlstopreventbuck[NoflMtvklu f=webantl/orcWdmemb mWy. Atlthibrwltemporaryantlpermanentbracing M!Tek' slabilliy topranxiIodngoftnieeasslbl antl Forgeneral halwaylon UTNI Qytlamage, stcnow. lauas tenhlMy storage. del", Nery, erecgon Prat bracBxl of inrsesand hug systems s, ere Cdloria, D6B-a9 and BC51 Buitdmg Component BCSI BuRdhgrCompoe 6904 R. East Blvd. 6Uety IMormallon avdlade from ina5 Rate Insliluie. 218 N.lee Sheet. Suite 312 Alexantld¢ VA 2231 d. Safety Infox Alex flc VA 223 Terrya, FL 33610 a, Job Truss Truss Type Oty. 736365 T9220826 736WS JSA JACK 1 jPly 1 Job Reference(optional) Amercon Buildara SupPty, Inc., Sanford, FL 32773 7.640 s Apr 192016 Mrrek lnduslriae,Inc. Man Aug OB 09:11:022016 Paget ID:uIxOToxdRe7yM41jhK50D1 yeOlw-dPAxw3FPCpsoOZrugYKBYdagdfFkPONB2itMASypzON -2-0-0 24-12 5-0-0 2-0-0 24-12 2-7-5 Scale = 1:19.8 PbDIIIIIII Plate Offsets MY)— f2:0-8-O.GD-141 LOADING(pst SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.02 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SO 0.55 Vert(TL) 0.01 5.6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 HOrz(TL) 0.06 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 21 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. Qb/size) 4=16/Mechaniw1, 5=-25/Mechanical, 6=482/0-7-10 Max Horz 6=247(LC 10) Max Upllf14_ 40(LC 7). 5— 25(LC 1). 6=-525(LC 10) Max Grav4=34(LC 15), 5=68(LC 10), 6=482(LC 1) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-341/94 BOT CHORD 2-6=-74/432 WEBS 3-6=-275/666 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-11 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.8psf; h=25tt; B=4511; L=24ff; eavelFff; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=1b) 6=525. 6) "Semi -rigid pltchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 7) Segn:AO084560,Date:01/06/2014 AWARNING-Verifydexfgnperamel.andREADNOTESONTHISAND/NCLUDEDMREKREFERANCEPAGEMIP7473rev.f0/OY2016BEFOREUSE Design vdld for use orgy with Mllek5l co nactom TNs design B based only upon parameters shown. and Is for an hchIclual Wilding comporenf, rot ��'I a toss system. Before use, the biidlrg designer must yedfy the appicabllty ofdeslsxs parameters and properly Incorpotale Ras design Into the overdl bdldngdedgn. &ac girxlkale IstopreventWcWhgollndWd lnssiweband/mcWdmembersordy. A tIonallemporarywcIpermanentbracing M!Tek' kdwcrsrequlredfwsto ity® lopreventcdlgaewdhpossUomrorwlhi¢nyandproWdyd Wo. For general gWtlanceregardfig the fobdcatbn, storage. delivery, erection and bracing of imssesand Loss systems seeAN51/IPII 9uanly Criteria. DSB49 and BCSI Builtling Component 6904 Paft East BNtl. Safety Information avmable from Truas Rate IasilMe, 218 N. Lee Street. flile 312 Alexandria VA22314. Tampa. FL =10 Job russ I mss Type r F sty 736366 r T922082] 736365 J] JACK 28 1 Joh Refererce (optional) American Builders Suppb, Inc., Sanford, FL M773 7.640 s Apt 192016 MTek Industries, Inc. Mon Aug 08 09:11:02 20% Page 1 ID:uIxOToxdFle7yM4IjhK50D 1yeOlw-dPAx W3FPCpsoOZrugYKBYdaecflgP3TB2itMASypzON Scale = 1:24.6 Plate Offsets (XY)-- f2:Etlge.0-0-41 LOADING(psq SPACING- 2-0-0 CSL DEFL. in (roc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Ven(TL) -0.15 4-7 >546 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 261b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=143/Mechanica1, 2=420/0-7-10, 4=58/Mechanical Max Horz2=30g(LC 10) Max Upllft3=-175(LC 10), 2= 309(LC 10) Max Grav3=153(LC 15), 2=420(LC 1), 4=105(LC 3) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 gb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=25fC B=451t; L=24fl; eave=4R; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -2-0-0 to 1-0-0, Intedor(1) 1-0-0 to 2-8-5, Exterior(2) 2-8-5 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 3=175, 2=309. 6) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 14" gypsum sheetrock be applied directly to the bottom chord. 7) Segn:AO084561.Date:01/06/2014 AWARNING -VeNtydesignp.remetetvandREADNOTES ONTHIS AND INCLUDED MMEKREFERANCEPAGEMQ7473tex.IW=15BEFORE USE. essee Desgn vdId for use only w fth MlTek®connectors, IN cksaI n Is based only upon Parametersshown. and is for an intlNWual buidinl come nem, nor �R p` a toss system. Before. the busdrg designer must vent' the oWicabnty of design parameters and property Incorporate Itdsdeslgn Into the ovendl buNdrxldedgn. BrachgldkafedistopreventbucklingofIndividual fmssweband/or chord members only. Addlion llemporaryandpermonentbrocing MiTek' B dways required for stability and to prevent collapse Win possible personal Dray and property damage. For general guidance regardrg he fabrication, storage, delivery, erection and bradng of Imses and puss systems seeANM/IPI1 Quarry Cdterla, DSB49 and Best Bullding component 69" Perks East Blvd, safety Indanmallon available from inm Rate Inslltute, 218 N. lee Street, Sulks 31Z Alexandrta. VA 22314. Terns. FL 3361 D orb rass Truss type tY ]Scars 1 T922082fi ]36365 J]A SPECIAL 10 1 Job Reference o tional American Barden, Supply. Inc., sentinel, FL 325`73 aa4 II d n n rh c5 Scale = 1:24.9 LOADING(psi) TOLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.60 BC 0.40 WB 0.22 (Matrix-S) DEFL. in Vert(LL) -0.03 Vert(TL) -0.03 Horz(TL) 0.05 (too) Udefl Ud 5-6 >999 240 5-6 >999 240 4 n/a n/a PLATES GRIP MT20 2441190 Weight: 27lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No-2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. Obtain) 4=85/Mechanical, 5=22/Mechanical, 6=515/0-7-10 Max Horz5=309(LC 10) Max Upllfi4=-110(LC 10). 6=-494(LC 10) Max Gmv4=100(LC 15), 5=68(LC 3). 6=515(LC 1) FORCES. (lb) - Max- Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-456/131, 3-10= 449/141 BOT CHORD 2-6=-111/496, 5-6— 111/496 WEBS 3.6=-339l750 NOTES- (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.8psh, h=25f ; B=45f ; L=24tt; eave=411; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterlor(2)-2-0-0 to 1-0-0, Inted0r(1) 1-0-0 to 2-4-12, Extedor(2) 2-4-12 to 6-11-4 zone; cantilever left exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100lb uplift at joint(s) except Qt=lb) 4=110. 6=494. 6) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 7) Segn:AO084562,Date:01/06/2014 A WARNING -Vietyd VErparamerersendREAO NOTES ON TKISANOINCLUOEOMREKREFERANCE PAGE MII.74M.. 10/ 2015 BEFORE USE Design valid rat use onlywlih Mlrejol connectors. lhisdasign E based only upon parameters shown. Ond Is for on InclVidual bolding component, not a truss system. Refire use, the "clIng designer must veriy the oppilcablity oldedgn parameters and properly Incorporate Bib design Into the overall bull derIgn. Wooing Indicated istopreventbucklingofIndividual turn web and/of chord members only. Additlonallaminator,and permanentbracing MiTek' b always regaled for stabIlyancl to prevent collopea Win posstxe panonal Wort and property damage. For general guidance regartllrp the fabrleation, storage. delivery, erection and bracing of imase;and min system& seeANSUTPll Quality Criteria, DSB-89 and SCSI Building Component 68o4 Parke East BNtl. Sotay Information a raroble from inns Rate InaBMe, 218 N. lee Sheet. Suite 312. Alexandria VA M14. Tampa. FL 33610 Job Truss Truss Type Fly 736365 � I n T8220829 736MS J7B SPECIAL 2 1 1 a Job Reference (optional) American Builders Supply, Inc.. Sanford, -L 32713 7.640 s Apr 19 2016 MiTek Indust,,.., Inc. Mon Aug 0a 09:11:032016 Ye9e 1 ID:ulxOToxdRe7yM41jhK5OD1yeOlw-6ckJ7PG1z7_IOjG4NFrN5r7oT3YiBWjKHMcW uypzOM 2-0-0 7-0-0 7-" Scale=1:24.6 qq d Plate Offsets (XY)— f2:0-e-0,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Utlefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(-L) -0.04 4-5 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.70 Ved(TL) -0.09 4-5 >774 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HGrz(TL) 0.01 3 n/a We BCDL 10.0 Code FBC2014/rP12007 (Matrix-S) Weight: 26lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=131/Mechanical, 4=40/MechaniC 1, 5=451/0-8-0 Max Horz4=309(LC 10) Max Upllft3— 166(LC 10), 5= 385(LC 10) Max Grav3=142(LC 15), 4=93(LC 3), 5=451(LC 1) FORCES. (lb) - Max. Comp./Mm. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 2-5=-111/489, 4-5=-111/489 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- (7) 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bpsf; h=25ft; B=45ft; L=24ft; eave--ift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exlenor(2) -2-0-0 to 1-0-0. Interlor(1)1-0-0 to 2-8-5, Extedor(2) 2-8-5 to 6-11-4 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3)' This truss has been designed for alive toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It=1b) 3=166, 5=385. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 7) Segn:AO084563,Date:01/06/2014 A WARNING - Verily daslgnpa2arerors andREAD NOTES ON THISAND INCLUDED AVTEKREFERANCE PAGENI7473 me 10=015 BEFORE USE. W9gnv Uforuseo yWfh MifeltDoorusectom Ihhdedgnhtimedo yupon IadametersshownarilhformkldvidldbuAOTgcomponent,mi ��- a Innssystem.Beforeuse.thebuAdmdeslgmrmussvedytheappllca lNofdesignpaametersa woperlyincoryoraterutsdesignhdotheoverall bu9dngdeslgn. Wachghsd tetlktopreveniWC [J oflndWWM1 weband/otCl rdmembeisoNy.McIfiomltemporaryandpermanentbracing MiTek' h always regidred fmstaNityand to preventcoilapse with po a persoml kW o womdy damage. For gemral gs&ialce regardrp Ilse fabdccubm storage, delivery, erection and brocing of rusesend Imes systems. seeANSI/IPH Huahry Cdletle, DSB-89 and BCSI Balding Component 69N Parke East BW. Safety Inforreallo r avdloble from Inns Rare InstliUle. 218 N. Lee sheet. Suite 312. Alexandria, VA 22314. Taspn, FL 33610 Job Truss TtuS6 Type • Oy 736365 I 9220830 ]36365 J]C SPECIAL ] 1 • • Job Reference o Goner Amerian Builders apply, Inc., Senlora, rL 32Tr3 7.e4De A91192016 MITek Industries. h.. Mon Aua 08 09:11:04 2016 Scale = 1:24.6 Plate Offsets MY)-- f2:0-0-4,Edgel LOADING(psq SPACING- 2-0-0 CSI. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.06 6 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.10 6 >864 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 HOrz(TL) -0.04 4 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight 29 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 *Except* 3-7: 2x4 SP No.3 REACTIONS. (lb/size) 4=114/Mechanlcal, 5=108/Mechanical, 2=399/0-7-10 Max Harz 5=309(LC 10) Max Uplift4=-95(LC 10), 5=-20(LC 10), 2-- 347(LC 10) Max Gmv4=119(LC 15), 5=109(LC 15), 2=399(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All farces 250 (lb) or less except when shown. BOT CHORD 5-6=-111/489 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- (7) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=5.8psf; h=25ft; B=4511; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2) -2-0-0 to 1-0-0, Intedot(1) 1-0-0 to 2-8-5, Extedor(2) 2-8-5 to 6-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 3)*This truss has been designed for alive 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 4, 5 except (jt=lb) 2=347. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Ye" gypsum sheetrock be applied directly to the bottom chord. 7) Segn:AO084564,Date:01/06/2014 A WARNING-Vadydacignpammetera antl READ NOTES ON THISAND INCLUDEDUMFICREFERANCEPAGEMIh7473 V. IWOL20f5 BEFORE USE Design vdkf for use only,Wth NfeIOP connectors, Th5dedgn is based only upon parameters shown, and Is for an IncrAd ral buOWsg comporlenl, not a truss system. Before use, the bulidlrg designer must verify the appilcobllly of deslgn parameters and properly incomorate this design Into the overoll bldrxl design. Bracing lndcated is to proven] budding of lndlvkdual Gusweband/or chord members only. Addrond temporary and permanent bracing MiTek' 5alwaysregdretlforstmlyantltopreventcollapse WthrwssUepersonalbhxva propertydamage. Forgenerdguldooceregarcingthe foblcar ion storage, delivery, erecflon and bracing of tmsesand tam systems, weANSI/1711 Quality Criteria, DSS-89 and BCSI Building Component 6904 Parke Eml 13W. Safety Informatlon available from foss Rate InsIIMe, 218 N. lee Slreel, Sdte 312 Atexantlria VA 22314. T.We, FL =10 Job Truss m5s ype ty 736365 � I � T9220931 736365 RD GABLE 1 1 n Job Refererce (orstionaft mc., samam,rts[rra 7.6495 Apr 192016MgeKlndusaies.Inc. Mon AUg0609AVM2016 Page1 ID:ulxOToxdRe7yM41jhK5ODlyeOlw.aolhLlGgkR6Wet?GxyMce2fOGTyYtpbTW OMTELypzOL -2-0-0 5-8-12 7-0-0 2-00 5E-12 1-3-4 3x4 = 2x4 II Scale: 1/2'=T In 3x6 1\ 2-2-0 7-0-0 2-2-0 i 4-10-0 Plate Offsets (XY)— (5:0-2-0,0.2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc)/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vart(LL) 0.01 1-2 Nr 90 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.02 1-2 n/r 80 BCLL 0.0 ` Rep Stress Incr YES WB 0.66 Holz(TL) 0.00 7 n/a n1a BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight 36 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-6 oc puffins, except BOT CHORD 2x4 SP No-2 end verffcals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. Allbeadngs4-10-0. fib) - Max Horz 10=271(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 7 except 10=1489(LC 10), 8=-157(LC 10), 9=-865(LC 1) Max Gmv All reactions 250 lb or less at joint(s) 7, 8 except 10=1249(LC 1). 9=1104(LC 10) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11= 1134/406, 11-12= 11301425, 3-12=-11261459 BOT CHORD 2-10=-389/1225, 9-10=-327/651 WEBS 3-10— 1112/2233, 4-8= 141/324, 3-9= 1693/852 NOTES- (10) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=25ft; B--45H; L=24ft; eave=41t; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -2-0-0 to 1-0.0, Intedor(1) t-0-0 to 1-5-13. Exiedor(2) 1-5-13 to 5-8-12 zone; cantilever left 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 ANSVTPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except jt=lb) 10=1489, 8=157, 9=865. 8) N/A 9) "Semi -rigid pitchbreaks including heels` Member end fixity model was used In the analysis and design of this truss. 10) Segn:AO084565,Date:01/06/2014 Q WARNWG- Verllydeslgn Paremaf. and READ NOTES ON TNISAND WCLUOEOMmEKREFERANCE PAGEMB-1473mv, 1G9Y2015 BEFORE USE Design vdWforuse oNywlM Mllelt®corvleciors.Ihk deslglBbaserloNyupon parameters lavm. and is (or an UxBvltlual tuStlBg comPorleni,rat Nil a truss system. Befae use, the bsBdng designer must ve4N the alxxlca061N of de51A1 Parameters aW propedy hcomwate ruts design Info the overall bWtfingce gn.&achglndlcatedlsloproventmokilmof BxBvidwti webarld/orclardmembersoNy. Adaltlorwl temporary and permanent Machg MiTek' Is always required for stab6lty and to prevent collapse wIh posscte pelsorat" and property d®naoe. IN general guidaras regording the fabdcalb storage, delivery, ereclion and bracing of Inures and furs tems seeANSI/TPII Quality Cdtorla, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Salety Informallon avdiabte from Truss Rate tnAlute. 218 N. Lee Sifeet. Site 31Z Alexandria. VA M314. Talryo. FL 30610 Job Truss I russ I ype 0 . ry 736365 1 T922m832 36 ]365 PB1 GABLE b 1 • rD n Job Reference (optional) Amenc0n au0ders Supply. Inc.. armlom, IL s4II3 7.640e Aprl92U16Milekindusmes,Inc. Mon Aug08D9]1:052m16 Pagel ID:ulxOToxdge7yM41jhK50D1yeOlw-2_s4V5HIVkENF1 aSVgtrAGCBgtNVoPpolg5OmnypzOK 4.2-0 84-0 a2-0 4-2-0 Scale: 3/4-l' 4x4 = I7 M = 2x4 11 3xa = 1-2-0 7-2-0 84-0 1-2-0 6-0-0 1-2-0 Plate Offsets MY)— 12:0-0-11,0-1-01, f4:0-0-11,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) nla - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(rL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(TL) 0.00 4 n/A n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight: 251b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Simctural wood sheathing directly applied or "-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 8-4-0. (Ib)- Max Horz 1=68(LC 9) Max Uplift All uplift 100lb or less at joint(s) 5,6 except 1=-103(LC 15). 2= 309(LC 10), 4_ 309(LC 10) Max Grav All reactions 250 lb or less at jolnt(s) 1, 5, 6 except 2=425(LC 15), 4=418(LC 16) FORCES. gb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-133/269, 4-8= 125/269 WEBS 3-6=-138/303 NOTES- (13) 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psh, h=25fC B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 4-0-0 Do. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 5,6 except jt=1b) 1=103, 2=309, 4=309. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 4, 6. 10)'Semi-rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 11) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 1541b down and 309lb up at 1-8-0. and 1541b down and 309 lb up at 6-8-0 on top chord. The deslgn/selecton of such connection devlce(s) is the responsibility of others. 13) Segn:AO084566,Date:01/06/2014 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-75, 2-3= 54, 3-4=-54, 4-5= 75, 2-4=-20 Continued on Dalle 2 A WARNING - Vedlydir fgapar4metera and READNOTES ON THISAND INCLUDED MREKREFERANCEPAGEMR-7473ray. 1tl/m34015 BEFORE USE. �■� Design MRek®coeegnor de9gnkbasetloNftyofparanetersstwwn aMoprmhlorpor Ni tbu0dhgcompotleover tem.ruseeuse,th mutt a1111SSsystem.. use,theMiidfrxg verify hconwrafe IhS tledgn Into itxl overdl ixewnrmust & lndNkJudlmaweb Or a/or lNofheaprxlcabuih ebangnparametersandprordy. bHWgtlectiforalbIlAy damage. y.Atic➢Ibnd temporary antl lxelmonenl braclrxl MiTek' operty ays regWroge. sfabOgyarMliono prevent dprope rofto revert Collapse F, dWdmcundIng Cnglhe laWcIs utlamage. raeAry DSB49ra systems, Gtlletla, D$9d9 and BCSf BuOding Component andtxoctrg of18N. Tama Parke 6Nd. eShus odelivery.rom TrUn Alexandria VA 223lity Bmely Inlormdllon available from truss Plate traillWe. 218 N. Lea Street. Site 312 PJexantllb. VA 22314. solely Information MISan Tanga, FL 3361D Job Trws I rays I ype t 1' ly Ply ]36365 9220832 ]36365 PB1 GABLE 6 1 Is 1 F Job Reference (optional) American Builders Supply,Inc., settled, FL 32773 7 s APT 19 201 6 MTek Industries, Inc. Mon Aug 08 09:11:05 2016 Paget ID:ulxOToxdRe7yM411hK50D1yeOlw-264Y5HIVkENFI aSVgtrAGCBgtNVcPpolg5OmnypzOK LOAD CASE(S) Standard Concentrated Loads (lb) Vert 7-150 8= 150 Q WARNING - Varlly Eestgaparameron and READNOTES ON TNISANDHICLUDEO MTEKREFERANOE➢AGEMUh7473rev. 10/0YR016 BEFORE USE Design valkt form only WM M Tek61 connectors. Mcferslgl B based only upon parameters alwwn, and Is form h dMdual building component. not a Ina system. Before use, the bulictlig designer must vedfY ttg appllcolel ty ofdes m paraneters and properly Incorporate Inns design Into Ilse overdl MNdigdedgn. BraclnOWKWatetlistoprevenlbacldhlgOfhtl kludlnawebar fmchortlmemb mrs y. Atldlllorwltemmcr mdpermarrentbming 6alwaysregWed fw slavery,etlbprevenlcolla possmlepersawlblweANSUTopedYd®noiter F. MiTek' Oflu systems. DS"9tand MSncdIdhgtLrglhe DSBd9 and BC51 Buildklg Component delivery,rarecilm slat Gachig of t18 ee perks Easl0 SIna lesendP0 VA 223Ctltetla, 6dety Information wdloMe from Tmss Rate Institute. 218 N. Lee SVeel, S9te 312. Plexarltllla. VA 22314. lately Indc.nallon N. Tar Terrya, FL 33610 Job TrUSS Truss Type Oty Ply 736365 8220833 736365 PB2 GABLE 2 1 • e Job Reference (optional) American Builders Supply. Inc., Garland, FL Mrs 7.640 s Apr 192016 MTak Indus" as, Inc. Mon Aug 08 09:11:05 2016 Page 1 ID:ub(OToxdRe7yM4IjhK50D1yeOlw-2_s4Y5HIVkENF1aSVgtrAGCFO1Ne POdlg5Omm/pzOK 4-0-0 4d-0 ".0 Scala = 1:16.3 4x4 = Ib 04 = 2x4 11 4x4 = 1-2-0 4-2-0 7-2-0 8d-0 1-2-0 I 3-0e i 3-0.0 I 1-2-0 Plate Offsets KY)-- 12:OJ-3,EdgeI, [4:0-",Ed99I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) n/a - r/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Hoa(TL) 0.00 4 n/a We BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 251b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP N0.3 REACTIONS. All bearings 8-4-0. (Ib)- Max Horz1 -68(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 5,6 except 2=-199(LC 10), 4=-199(LC 10) Max Grav All reactions 250lb or less atjolnt(s) 1, 5, 2, 4, 6 FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-6=-117/260 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psF h=25ft; B=45f ; L=24ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 4-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with my other live loads. 7) ` This thus has been designed for a live load of 20.0psi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) 1, 5, 6 except (It=lb) 2=199,4=199. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 2, 4, 6. 10)'Semi-rigid pitchbreaks Including heals" Member end fixity model was used In the analysis and design of this truss. 11) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 12) Segn:AO084567,Date:01/06/2014 QWARNING- Verllydeslgnparamesers an4READ NOTES ON THISAND INCLUDEUMREKREFERANCE PAGEM67473 rev. 141=20i66EFORE USE Design vdid for use ody Wth (versa) connectors. Ttds desgn k based only upon parameters shown, and Is for an 9uJMdud building component not a ku system. Before use, the blldng designer must very the applkobiity ofdedgn parameters and property Blcosporate IWs design Into the overdl bulldrxldeslgn. Bro 0gbx11catedlstopowntWcWlgothdMdwllnrssweb forchordmembersoNy. AticJtlonallemporarymtlpelmanenibacing M!Tek' RdwaysregWredfmstaMtyondloprevenicollapsewilhpossblepersawl Yyry�lxopedydmt e. for generd gWtlmce regortliorl the fabdcotbm storage, delivery, erecgon aril hw[M of Uussesontl Imsasystema s ANSI/MII aua0y Cdteda, DSB-89 and BCSI B.Uding Component 6904 Parke Eon Bled. Safety Informallon available itom hiss Rate Institute. 218 N. Lee Street. Sure 312. Plexandd¢ VA22314. Tampa, FL =10 Job nuss trussTypoOiy 736MS 11 f TBzz6ex 736365 PB3 GABLE 2 1 • e Job Reference (optional) Ameacan Builders Seppy, Inc., S.M.W. FL 32773 ].64D a Apr 1B 2016 MTek Intluasriea, Inc. Mon Aug 08 09:11:062D16 Page 1 I D:uLxQToxdRe7yM.41jhK5QD1 yeQlw-W BQSmRlwG2M EtB9f3ND4jTIITGjnLsgmzKraJOypzOJ Scale = 1:16.3 6.00 12 5x6 i 5x6 b q 2x4 = 7M 1-2-0 2-0-0 I 64-0 F 7.2-0 i 8<-0 -2-0 0.1D-0 44-0 min-n L9n Plate Offsets (X.Y)-- r3:0-44-o-1-81 14:G-4-4,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.74 Vert(LL) n1a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(TL) n/a - nta 999 BOLL 0.0 ' Rep Stress ]nor YES WB 0.11 Horz(rQ 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) I Weight: 23 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. All bearings 8-4-0. (III)- Max Horz 1=30(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 1, 6, 2, 5, 8, 7 Max Grav All reactions 250 lb or less at jolnt(s) 1, 6, 2, 5, 8, 7 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8=-118/356, 4-7=-118/356 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 all purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf•, h=25ft; B=45Q; L=24ft; eave=2f1; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-O Comer(3) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Truss designed for Wind loads in the plane of the buss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 pal bottom chord live load nonconcunent with any other live loads. 8)' This imss 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 Wlde will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 6, 2, 5, 8, 7. 10) Beveled plate or shim required to provide full bearing surface With truss chord at joint(s) 2, 5, 8, 7. 11)'Semi-rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 12) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 13) Segn:AO084568,Date:01/06/2014 AWARNING -Vedrydesla pereraets.endREAONOTESONMISANDWCLUDEDMOEKREFERANCEPAGEMP7473.1lON3/20iSBEFOREUSE sesses �■t Design valld foruseorlywltts MRek®connectors. Thisciesign hbasedonlyupon parametersshown.andisforon Individual WOdlrg componem.not a truss ivelem. Before uso, the MAc9rg designer must verify the opplicabity ofdedgn paramele rand properly incorporate Dill desgn Into the overall i•�Y■ bulldrg design. Brochg lndkwtedistoprevent budding ofhsdh4dual lrusweband/orciced memberso*.Additlorgl temporary and permanent bachrg M!Tek' B always regWred for Stco[Ityand to Wevent collgxe with possible personal "" and properly danal rot general gWtlance regaWrg the labiloallor, storage, delivery, erection and bracI g of inrssesand husssystems seurAN51/1PI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Bind. safety Information avolloNer from Trim Rate Institute, 218 N. Lee sheet. seta 312. Alexandria VA 22314. TaWn, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-14e from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 4. Plate location details available in MiTek 20/20 i software or upon request. It a- PLATE SIZE IF. The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION ,gam 7 Indicated by symbol shown and/or CYy// by text in the bracing section of The output. Use T or I bracing if indicated, BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dimensions shown Infitsin-si>cteenihs t III (Drawings not to scale) 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTekO All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design boding shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, a green lumber. 10. Camber is a nonstructural consideration and Is the responsibility of truss fabricator. General practice Is to camber for dead load deflection, 11. Prate type, size, orientation and location dimensions indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, a less, if no ceiling is Installed, unless otherwise noted. 15, Connections not shown are the responsibllity of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17, Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI1 Quality Criteria. 1 l(oD9. a3l �1118 APPLICATION n:AP1257715 STATE OF FLORIDA PERMIT n:56-SF-1.710544 DEPARTMENT OF HEALTH DOCUMENT x:F11154497 ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION INSPECTION AND FINAL APPROVAL DATE PAID:09/28/201:6 •~o°° �� FEE PAID:515.00 RECEIPT n:56-PID-3106589 APPLICANT: James Johnson AGENT: K. Gordon Construction DBA Paradise Homes Group PROPERTY ADDRESS: 5545 Kobelgard Rd Fort Pierce, FL 34951 LOT; BLOCK: SUBDMSION: ID]): 1309.322-0001.000.7 CHECKED [X] ITEMS ARE NOT IN COMPLIANCE WITH STATUTE OR RULE AND MUST BE CORRECTED. TANK INSTALLATION SETBACKS [ ] [01] TANK SIZE [1] 1050.00 [21 [ 1 [271 SURFACE WATER 100 FT [ ] 1021 TANK MATERIAL Concrete I ] [28] DITCHES FT [ ] [031 OUTLET DEVICE [ ] [291 PRIVATE WELLS 100 FT [ ] [04] MULTI -CHAMBERED [ Y N ] [ ] [30] PUBLIC WELLS FT [ ] [051 OUTLET FILTER Polylok.PL-122 [ ] [311 IRRIGATION WELLS FT [ 1 1061 LEGEND 1. 01-011-09DC3 2. [ ] [321 POTABLE WATER 75 FT [ ] [07) WATERTIGHT [ 1 [331 BUILDING FOUNDATIONS 6 FT [ ] [081 LEVEL [ 1 [341 PROPERTY LINES 100 FT [ ] 1091 DEPTH TO LID [ ] (351 OTHER _ FT DRAINFIELD INSTALLATION FILLED / MOUND SYSTEM [ 1 [101 AREA 113 504 [2] SQFT [ ] [361 DRAINFIELD COVER [ ] [111 DISTRIBUTION BOX _ HEADER X [ 1 1371 SHOULDERS [ ] [121 NUMBER OF DRAINLINES 1. '6.00 2. [ 1 [38] SLOPES [ ] [131 DRAINLINE SEPARATION [ 1 [391 STABILIZATION 01/31/2018 [ ] [141 DRAINLINE SLOPE [ 1 [151 DEPTH OF COVER ADDITIONAL INFORMATION [ ] [161 ELEVATION [ ABOVE / BELOW ]BM 3.00 [ 1 [401 UNOBSTRUCTEDAREA [ ] [171 SYSTEM LOCATION [ ] [411 STORMNATER RUNOFF I 1 [181 DOSING PUMPS [ 1 [421 ALARMS [ ] [191 AGGREGATE SIZE [ ] [431 MAINTENANCE AGREEMENT [ 1 (20] AGGREGATE EXCESSIVE FINES [ ] [441 BUILDING AREA [ ] [211 AGGREGATE DEPTH [ ] [451 LOCATION CONFORMS WITH SITE PLAN - [ ] [46] FINAL SITE GRADING FILL / EXCAVATION MATERIAL I 1 I471 CONTRACTOR David Whiteside (Accurate Se [ ] [22 ] FILL AMOUNT [ ] 1481 OTHER INFILTRATOR Quick4 EQ36 (single c [ 1 [21 FILL TEXTURE [ ] 1241 EXCAVATION DEPTH ABANDONMENT [ 1 [251 AREA REPLACED [ 1 1491 TANK PUMPED' [ 1 [26] REPLACEMENT MATERIAL [ ] 1501 TANK CRUSHED S.FILLED Comments: Comments are on page 2. c cis CHD DATE: 0812512017 CONSTRUCTION [ APFAOVEO ;.� DISAPPROVED )' Envla rental SPecalist II B I m,(ENVIRONMENTAL HEALTH) FINAL SYSTEM [ I APPROVED / DISAPPROVED 1: cle CUD DATE: 01/31/2018 Environmental Specialist II Sri Ingram (ENVIRONMENTAL HEALTH) (Explanation of Violatiens`on £olloving page) DH 4016, 06/09 (Obsoletes all previous editions which may not be used) Page 2 of 3 Incorporated: 64E-6.003, FAC EH Database V1.0.1 AP12ST716 EID1710544 r j "t u: �'- STATE OF FLORIDA t. DEPARTMENT OF HEALTH c 'Gja. ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION INSPECTION AND FINAL APPROVAL APPLICATION a:AP1257715 PERMIT (r:56-SF-1710544 DOCUMENT a:F11154497 DATE PAID:09/28/2016 FEE pAID:515.00 RECEIPT a:56-PID-3106589 Violation Number Comment [nmmwnta The system is sized for 4 bedrooms with a maximum occupancy of 8 persons (2 per bedroom), for a total estimated flow of 400 gpd. New ST and 6x7long DF installed. No violations, system ok to cover. Contractor notified onsite. Needs final Inspection for mound system and grading. Final system approved. Contractor and building department entailed final approval. DH 4016, 08/09 (Obsoletes all previous editions which may not be used) .Incorporated: 64E-6.003, PAC EH Database v1.0.1 AP1257715 EID1710644 Page 2 of 3 Planning & Development Services RECEIVED Building & Code Regulation Division 2300 Virginia Ave JAN 31 2018 Fort Pierce, FL 34982 ST, W;IQ Coun , Permittm 772-462-2172 Fax 772-462-6443 B CERTIFICATE OF TERMITE TREATMENT CONSTRUCTION SOIL TREATMENT PERMIT #:1�0_77 ADDRESS: BUILDER/CONTRACTOR: J YMat?tt&e ffba-o-_ _ PEST CONTROL CONTRACTOR: EVICT -A -BUG TERMITE & PEST CONTROL INC. PEST CONTROL LICENSE #: JB175775 FG 311 5s, We, the undersigned, hereby certify that we have pretreated the above described construction for subterranean termites in accordance with the standards of the National Pest Control Association. Square feet if area treated: SCE' L r Percentage of solution:.05% Date of Treatment: R Footing 1't Treatment Re -Treat Driveway 1't Treatment Re -Treat Other 1$t Treatment Re -Treat Chemicals used: DOMINION 2L Total gallons used: '.20 Time of Treatment: - 30 Slab 1st Treatment Re -Treat Pools 1't Treatment at------- Perimeter for Final Inspection Signature of Exterminator Date Note. There must be a completed form for each required treatment or re -treatment and this fonn must be on the job site to be picked up by the inspector at time of each inspection or the scheduled inspection will fail and a re -inspection fee charged. FBC104.2.6 Certificate of Protective Treatment for prevention of termites A weather resistantjobsite posting board shall be provided to receive duplicate Treatment Certificates as each required protective treatment is completed, providing a copy for the person the permitis issued to and another copy for the building permit files. fie Treatment Certificate shalt provide the product used, identity of the applicator, time and date of the treatment, site location, area treated, chemical used, percent concentration and number of gallons used, to establish a venrlable record of protective treatment. If the soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. St Lucie County requires for the final inspection for CID, a Permanent Sticker to be placed on the electrical panel box cover, listing all the treatments and dates of applications. 7/24/2014 • Termite Inspectlan • Termite Pretreatment • Pest Control • Rodent Service • Fire Ant Lawn Service • Whitefly Treatment Je5�5 Christ iS Lord - 72-323-7921 ® EuictA-Bug Toll Free: 1-877-365-9990 Termite 8 Pest Fax: 7727340-5990 � _ Control, Email: Evictabug@gmail.com Inc. 2373 SW Woodridge St. • Licensed & Insured Lic. JB175775 Port St. Lucie, FL 34953 Notice of Preventative Treatment for Termites (as required by Florida Building Code (FBC) 104.26 and Broward County Chapter FBC 105.2.2) PEST PREVENTION I FIRE ANT SERVICE I TERMITE SERVICE I RODENT EXCLUSION & REMOVAL I WHITEFLY TREATMENT DATE OF SERVICE 2 TIME DEVELOPMENT NAME (PROJECT) CgNTRACTOR'S NAME J COATACTPERSON (LOT/BLOCK) NOTES TREATMENT TYPEIAREA '1 ❑ FLOATING ❑ MONOLITHIC ❑ PATIO ❑ GARAGE ❑ DRIVEWAY ❑ STEM WALLIFOOTERS ❑ ADDITION ❑ CUTOUTS ❑ FOOTER O FRONT ENTRY ❑ RETREAT ❑ BORA CARE TREATMENT ❑ PLUMBING CUT OUTS ❑ SIDEWALKS ❑TAMP&TREAT h7�'FREATONLY /\�� FINAL ❑POOLDECK-, ❑OTHER PRODUCTS El BASELINE (,..uOMINION 2LACTIVE INGREDIENT vv ❑ TERMIDOR SC ❑ BORACARE 13 PREMISE _ ❑ TALSTAR , ❑ OTHER , ACTIVE INGREDIENT �rfkl[)ACLAPRID O BIFENTHRIN ❑ DISODIUM OCTABORATE TETRAHYDRATE CONCENTRATION . 120 ❑ .06% ❑ .12% ❑ .25% 05% . ❑ 23% llvJJ ❑ 9% ❑ OTHER GALLONS APPLIED SQUARE FOOTAGE LINEAR FOOTAGE _O RECEIVED SQUARE FOOTAGE VERIFIED YES ❑ NO � MEASUREDVERIFIED PER PLANS JAN 3 1018 JOB READY CONDITIONS MET. _ ST. Lucie County, Permitting YES ❑ NO DETAILS As per 104.2.6 FBC - If soil chemical barrier method for termite prevention is used. Final exterior treatment shall be completed prior to final building approval. Certificate of Compliance: The building has received a complete1reatmenl for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Services. (Per the Florida Buildi g Code.) _ 7 ✓ If this notice is for the final exterior treatment, initial and date this line FINAL STICKER ELECTRICAL PANEL ❑ WATER HEATER ❑ OTHER ' Payment Terms: Payment due at time of service. �.. {n Da a Applicator. (EviclA BBi'a Termite and Pest Control, Inc.) (_ - �z Dom4 f Olf 41),r a. Date `Customer Property OwnenorAdent) ✓ - www.evictabugpestoontrbl.com . -: Job # 110777 ..��_•-*�.-'>_;. = Planning & Development Services Building&Code Regulation Deparament 0 2300 Virginia Ave Fort Pierce, FL 34982 - . - - 772-46Z-2165 Fax 462-W3 INSULATION INSTALLATION CERTIFICATE Nance: Paradise Homes Group Permit #: Z Address: 5545 Koblegard Rd Lot E ock: Subdivision:. RECEIVED BAN I � 2o�a ST. Luttie 6eh+nky, PCfmltLing Tne enders goad hereby certifies that insulation as been:iristalled at the above described property as follows: 1. Elderior &s wads have beenInsulaied with ...... ......... _.......... () Spray, on cellulose rihic h thidmess, according to the manufacturer. FiFoil () Fiberglass. blankets (Density'N/A)-will yield aW'Wvatue of 4.1 00 Aluminum Foil ( ) Other 5derior Frame wan havebeen insulated with ................. ....... O Spray on cellulose Tea thicimess of , Inches, which thickness, according to () Fiberglass blankets dWmaiiufdcturer, I, (Density N/A) voll yield an () Aluminum Frail "R°'valueof () Other. 2. Ceilings- Level - have been Insulated with _....... W................... ( ) Fiberglass blankets to a thickness of5.25 inches, which thidmess, according to ( ) Fiberglass loose fill the •manufacturerSES'Suc aseht(Densib/ N/A) will yield an ( ) Aluminum FDii 'rvalue6F20- W Spray Foam Ceilings- Cathedral - have been;; insulated with .................... () Fiberglass blankets �fo a tttidohes5 of': inches, which thickness, according to () Fiberglass Those fill the.manufecfurer, h Density (N%A) will yield an () Aluminum Foil "R"value.of () Other Cellulose SAE; 3. Interior knee walls have been insulated wlth,.:..................... () Rbe.rglas, blankets to a thidmess:.of5.25.inches, which thidmess, according to () Polyurethane the�manufaGnrns62S Sucraseal(De1wtY N/A) will yield an () Spray on cellulose 1R"'valueof20 `• Q9 Spray Foam 4. 'Garage.partition.walls of conditioned living areas have been 0 Fberglass blankets Insulatedwith.........._....__......_....................................._ O Spray -on cellulose to a"tl idmess of 3.5. inches, which Uiidmess, according to the () Polyurethane •manufachmarCertainteed 1, (Density N/A) will yield an O Other 'V value of 11 MULTI -FAMILY, FJMDEM7AL CONsIRIdCJION ONLY: The common (party) walis.sepaiating diffQ[ent tenants shall beinsulated as folkwas FrameMetal stud walla R-11 (Min); CBS or Concrete wails R-3 (Mtn) by Energy Code requirements. See.ErOergyCode Rev-II87, paiagraph•9012(b), on pages 9-17, latest edi0on. These "minimum levels of irmilatlon"-are not included tie Energy Calculations, bukshal be.lnstalled•in the field. NOTE: Densities of sprayed on, loose 1511, or anyother composed -on site insulation shall be the PCF (lb/it3) average of three. (3) -DRY SAMPLES" of actual instalaticn. Milt Name of Insulation Contractor Signature of Insulation Contractor 26202 8/11/17 Certification Number Date of Certification ltix Notary Fyblit V '� 6 KELLY L YOUYC notari Public - Stale ci FIorIGa a My comm. Ezpi:es Jul 1. 2018 .C. commission # FF 138101 Planning & Development services RECEIVE® Building & Code Regulation Division 2300 Virginia Ave SEP 2 5 2017 Fort Pierce, FL 34982 PERMITTING 772-462-2165 Fax 772-462-6443 St. Lucie county, FL Request for 30-Day Temporary Power Release Date: 08/10/2017 Permit Numbem 16 0531 Project Address: 5545 Koblegard Road Ft Pierce FL 34951 THE UNDERSIGNED HEREBY REQUEST RELEASE OF ELECTRICAL POWER TO THE ABOVE DESCRIBED PROPERTY, FOR A PERIOD NOT TO EXCEED THIRTY (30) DAYS, FOR THE PURPOSE OF TESTING SYSTEMS AND EQUIPMENT IN PREPARATION FOR A FINAL INSPECTION. IN CONSIDERATION OF APPROVAL OF THE REQUEST WE HEREBY ACKNOWLEDGE AND AGREE AS FOLLOWS: 1. This temporary power release Is requested for the above stated purpose only, and there will be no occupancy of any type, other than that permitted by construction during this time period. 2. As witness by our signatures, we hereby agree to abide by all terms and conditions of this agreement, Including Building Division Policy, which is incorporated herein by reference. 3. All conditions and requirements listed in the attached document entitled "Requirements for 30 Day Power for Testing" have been fulfilled and the premise Is ready for compliance inspection. 4. All requests for an extension beyond 30 days must be made in writing to the Building Official stating the reason for the request. Power may be removed from the site and/or a Stop Work Order issued if the Final Inspection has not been approved within 30 days. A fee of $100.00 will be required to lift the Stop Work Order. WE HEREBY RELEASE AND AGREE TO HOLD HARMLESS, ST. LUCIE COUNTY, AND THEIR EMPLOYEES FROM ALL LIABILITIES AND CLAIMS OF ANY TYPE OF NATURE WHICH MAY ARISE NOW OR IN THE FUTURE OUT OF THIS TRANSACTION, INCLUDING ANY DAMAGE WHICH MAY BE INCURRED DUE TO THE DISCONNECTION O'ELECTRICAL POWER IN THE -EVENT OF VIOLATION OF THIS AGREEMENT. )q loi DATE 001 /01 DATE PERMIT #'jjt�}� Ys � S ISSUE DATE v a, iC a `)• N PLANNING > �»� NNING & DEVELOPMENT SERVICES .. _ Building & Code Compliance Division • BUILDING PERMIT SUB -CONTRACTOR AGREEMENT RECEI`.'-D APR 03 2017 Dynamic Air Quality & cooling have agreed to be (Company Name/Individual Name) the HVAC Sub -contractor for _Paradise Homes Group (Type of Trade) - - (Primary Contractor) For the project located at 5545 Koblegard Rd, Fort Pierce_ (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, the Building and Code Regulation Division of St: Lucie County will be advised pursuant to the filing of a Change of Sub -contractor notice. CONTRACTORS NAT ( tier) PRINTNAME �C157G /5i�9i3 COUNTY CERTIFICATION NUMIIR /� State orFlorida, County of� (�( Paula E. O'Brien NOTARY PUBLIC zai"6 STATE OF FLORIDA Revised 1111620Comm# FF970337 Expires 3/14/2020 SIJR­CORTRCCf GNATURE (Qualifier) PRINT NAME- 09-99� COUNTY CERTIFICATION NUMBER State of Florida, County of 19 The foregoing instrument was signed before me this day of ZO_dby—s= Who is personally known Lll�r has produced o as identification. 1T44— 4' STAMP Siddature of Notary Public` Print Name of Notary Public VESF� Cyr" H. Bailcu NOTARY PUBLIC STATE OF FLORIDA Cvom#FF95161a Expires 31812020 OCTOBER 15, 2014 ST-REP01 Al OR �v r—=� o0 n noo --]` MiTek USA, Inc: MITek USA, Inc. Page 1 of 1 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK' I 1 x INCHES MAXIMUM FORCE (Ibs)15% LOAD DURATION SP - 2x4 2z6 DF 2x4 2x6 ; SPF HF ---TI 2x4 2x6 2x4 1 2x6 2x4 2x6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 j 36" 2681 4022 2454 3681 2074 3111 i 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 1 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 I 4347 AdVJSFOR 2x4, ITR�-E iO JS FOR 2x6) SPACED 4"0 CAS SROWN:("T di'a. x 3") LiGER'NA SPACING FROM FRONT FACE AND BACK FACE FOR A NET 6-2-0 O.C. SPACING IN THE MAIN MEMBER. USEA MIN. 0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: �, L=(2)X+C • 10d NAILS NEAR SIDE +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OFTHE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPUCATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. A. COR1v; FL Ce 6634 November 25, 2014 Planning & Development Services Building & Code Regulation Division 2300 Virginia Ave Fort Pierce, FL 34982 772-462-2172 Fax 772-462-6443 CERTIFICATE OF TERMITE TREATMENT CONSTRUCTION SOIL TREATMENT PERMIT #: BUILDER/CONTRACTOR: PEST CONTROL CONTRACTOR: EVICT -A -BUG TERMITE & PEST CONTROL INC. PEST CONTROL LICENSE #: JB175775 We, the undersigned, hereby certify that we have pretreated the above described construction for subterranean termites in accordance with the standards of the National Pest Control Association. Square feet if area treated: L) Percentage of solution: .06% Date of Treatment: q Footing Treatment Re -Treat Driveway 1't Treatment Re -Treat Other 1" Treatment Re -Treat Chemicals used: BASELINE Total gallons used: 350 Time of Treatment: !-z a�Sf b 9t Re -Treat Pools 1't Treatment Re -Treat Perimeter for Final Inspection PAULLUGARA �/! Signature of Exterminator Date Note: There must be a completed form for each required beatment or re -treatment and this form must be on the job site to be picked up by the inspector at time of each Inspection or the scheduled inspection will fail and a re -inspection fee charged. FBC104.2.6 Certificate of Pmtecb've Treatment for prevention of termites A weather resistantjobsite posting board shall be provided to receive duplicate Treatment Certificates as each required protective treatment is completed, providing a copy for Me person the permitis issued to and another copy for the building permit files The Treatment Certificate shall provide the product used, identity of the applicator, time and date of the treatment, site location, area treated, chemical used, percent concentration and number of gallons used, to establish a verifiable record of _ protective treatment. If the soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. St Lucie County requires for the final inspection for CO, a Permanent Sticker to be placed on the electrical panel box cover, listing all the treatments and dates of applications. Revised 7/24/2014 PERMIT # T UE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division' BUILDING PERMIT SUB -CONTRACTOR AGREEMENT RECEI"-D AN 03 2017 Seabreeze.Electric have agreed to be (Company Name/Individual Name) the Electrical Sub -contractor for Paradise Homes Group (Type of Trade) (Primary Contractor) For the project located at 5545 KOBLEGARD RD (Project Street Addressor Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, the Building and Code Regulation Division of St. Lucie County will be advised pursuant to the filing of a Change of Sub -contractor notice. CONfRACCORSICNATl1RE ualiGer) Karen Gordon PRINT' NAME r,46 15-19913 COUNTY CERTIFICATION NUMBEER, Stale of Florida, County ofL/ ^� The oregoing Ins //was signed bbeinrremlethis--) day of 8� y a STAAIP l Paula E. O'Brien o NOTARYPUBUC Revised 1I! o STATE OF FLORIDA • Canna FF970337 re Expires 3/14/2020 t SIGNATURE (Qualirier) Jeremy Sean Jenkinson PRaNT NAAtE 29578 COUNTY CERTIFICATION NUMBER State of Florida, County of Chadohe The foregoing instrument was signed before me this day of .2ollby Jeremy Sean Jenkinson who is personally known_Mar has produced a _NIA as identifimfion. ,I i;1 C2- z I" .. - . STAMP Signature of Notary Public TINAR IaNTZ Print Name of Notary Public m TINR K 'Z :;I a •,�i I c MY COMMISSION N FF939392 u EXPIRES December 12. 2079 FbriArNma'15mvrco.can ti N [PERMIT # ' 7 T ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT Aqua Dimensions have agreed to be (Company Name/Indivi a e) . A ^ J I the Plumbing Sub -contractor for Paradise Homes Group (Type of Trade) (Primary Contractor) For the project located at 5545 KOBLEGARD RD (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, the Building and Code Regulation Division of St. Lucie County will be advised pursuant to the filing of a Change of Sub -contractor notice. CONTRACTOR IGNAT RE alifier) Karen Gordon PRINT NAME dUUNTY CERTIFICATION NUMBER State of Florida, County off/�(S The foregoing instrument was sign d before me this, day of AA2 t ! �DV Ozar O/ / o is sonally kn _or has produced a ASUBONtR�SVITU4RE(ifier) }R�er� Lou )L)a-) PRINT NAME IBcOag COUNTY CERTIFICATION NUMBER State of Florida, County of The foregoing instrument was signed before me this S�day of brt�otf• 20 ram, by�a%wri L4 U�L p--, who is personally known has produced a as identification. STAMP R4uA STAMP ignature of Notary Vublic r �V1yt�r Ci (� r 4'ameof Notary Public Paula E.OBrien RHONDA LAFFERTY ;p •`' NOTARY PUBLIC MY COMMISSION # GG058720 ct STATE OF FLORIDA ` ,; EXPIRES January 08. 2021 Revised ll/16/20 Comrn#FF970337 t Expires 311412M JOSEPH E. SMT)TH, CLERK OF THE CIRCUIT COURT — SAINT LUCIE COUNTY FILE # 4232797 OR HOC; PAGE 1843,,Recorded 0' 16 02:43:21 PM 4 9 RECE nr? p L S. Record and return to: First International Title, Inc. 201 SW Port St Lucie Blvd, 205 Port Saint Lucie, FL 34984 (Do not write above this One) Permit No. Tax Folio No. 1309-322-001-000-7 NOTICE OF COMMENCEMENT STATE OF FLORIDA COUNTY OF ST. LUCIE THE UNDERSIGNED hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following Information is provided In this Notice of Commencement. 1. Description of property: See Exhibit A - Legal Description See Attached Legal Description Exhibit 'A' 2. General description of Improvements: SINGLE FAMILY RESIDENCE AND/OR ALL IMPROVEMENTS 3. Owner Information or Lessee Information If the Lessee contracted for the improvements: a. Name and address: James Lynn Johnson Karen Chavis Johnson 19 Dolphin Dr, Vero Beach, FL 32960 -' b. Interest In property: Fee Simple c. Name and address of fee simple titleholder (different from Owner listed above): 4. Contractor (Name and address): K Gordon Construction 575 NW Mercantile Place, 107, Port Saint Lucie, FL 34986 a. Phone Number. (772)621-4663 5. Surety Information (if applicable, a copy of the payment bond is attached): a. Name & Address: b. Phone Number. c. Amount of Bond: 6. Lender (name and address): Seacoast National Bank 50 Kindred Street, Suite 11, Stuart, FL 34994 ATTN: Construction Loan Administration Manager a. Phone Number. (800) 706-9991 1 , , I I5 Noece of Commencement SNa f4916pl 04130116 ss pd:912V16 5:15 Page 1 of 3 Revised 10/2712011 9 OR BOOK 3915 PAGE 1844_ 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7, Florida Statutes: a. Name and address: b. Phone numbers of B. In addition to himself or herself, Owner designates Seacoast National Bank, 50 Kindred Street, Suite 201, Stuart, FL, 34994 to receive a copy of the Lienor's Notice as provided in Section 713.13(1) (b), Florida Statutes. a. Phone Number. (800)706-9991 9. Expiration date of Notice of Commencement (the expiration date may not be before the completion of construction and final payment to the contractor, but will be one year from the dale of recording unless a different dale is specified): WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713. PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Verification pursuant to Section 92.525, Florida Statutes: Under penalties of perjury, I declare that I have read the forgoing notice of commencement and that the facts stated therein are true to the best of my knowledge and belief. Signature of Owner or Lessee, or Owner's or Lessee's Authorized Officer/Director/Partner/Manager. BorrOWer' "mels L Johnson Date Borr eC Karen Cha Johnson a Its: I Its: STATE OF FLORIDA COUNTYOFST. LUCIE ^;o a foregoing instrument was acknowledged before me this' 4j a day of, v , by: who is perso ally known 4o me or o has pro uc as Identification and who did lake an oath. _ (SEAL) Notice of commencement SNB 144918p2 01115115 ss pd:921/1e 5:15 �Y ��•' I�..i. fiat u!`J •� Page 2 of 3 Revised 102712011 I .rl IC it;rr" OR BOOK 3915 PAGE 1845 • Loan M. Property Tax ID: Property Address: Parcel A: Exhibit A - Legal Description 674795 1309-322-001-000-7 XXX Koblegard Rd Fort Pierce, FL 34951 A parcel of land being a portion of the Southwest Quarter of Section 9, Township 34 South, Range 39 East, St. Lucie County, Florida, said parcel lying and being within that certain tract of land of said Section 9 as Indicated on the Plat Of Fort Pierce Farms as recorded In Plat Book 2, Page 7A, of the Public Records of St. Lucie County, Florida, also Identified as Parcel DI: 1309-322-0001-00017 by the Property Appraiser's of St. Lucie County, Florida and being further described as follows: Commencing at the Intersection of the centerline of right of way for Koblegard Road 60.00 feet wide right of way as It now exists and the centerline of right of way for Canal No. 12 of the Fort Pierce Forme Water Control District 90.00 feet wide right of way, run North 899 361 1011 West along said centerline of right of way of Canal No. 12 a distance of 1324.89 feet to the West line ofuforesaid Section 9, also being the East line of Section 8, Township 34 South, Range 39 East;, thence run South 009 2211611 West along said West line of Section 9 a distance of 45.00 feet to the South right of way line of aforesaid Canal No. 12 and Point Of Beginning; from said Point Of Beginning run South 899 36' 30" East along said South right of way line of Canal No. 12 a distance of 663.55 feet; thence run South 009 28' 1311 West a distance of 621.14 feet to the North line of the Southeast of the Northwest Quarter of the Southwest Quarter of aforesaid Section 9; thence run North 899 401 38" West a distance of 27351 feel; thence run North 009 30' 55" East idistance of 30.00 feet; thence run North 999 40' 3811 West a distance of 389.04 feet to the aforesaid West line of Section 9; thence run North 009 22' 161' East along said West Section line a distance of 592.01 feet to the aforesaid South right of way line of Canal No. 12 and Point Of Beginning. Less and except a 30.00 feet wide right of way and easement as per Deed Book 78, Page 609, Public Records of St. Lode County, Florida. AND Parcel A-1: A parcel of land being a portion of the Southwest Quarter of Section 9, Township 34 South, Range 39 East, St. Lode County, Florida, said parcel lying and being within that certain tract of land of said Section 9 as Indicated on the Plat Of Fort Pierce Farms as recorded In Plat Book 2, Page 7A, of the Public Records of St. Lucie County, Florida, also Identified as Parcel ID: 1309-322-0001-00017 by the Property Appraiser's of St Lucie County, Florida and being further described, �. as follows: .,.ld. Commencing at the Intersection of the centerline of right of way for Koblegard Road 60.00 feet wide right of way as it now exists and the centerline of right of way for Canal No. 12 of the Fort Pierce Farms Water Control District 90.00 feet wkle right of way, run North 999 36' 10" West along said centerline of right of way of Canal No. 12 o distance of 1324.89 feet to the West fine of aforesaid Section 9, also being the East line of Section 8, Township 34 South, Range 39 East; thence run South 009 2211611 West along said West line of Section 9 a distance of 45.00 feet to the South right of way line of aforesaid Canal No. 12; thence run South 899 36110" East along said South right of way line of Canal No. 12 a distance of 663M feet; thence ran South 009 28' 1311 West a distance of 621.14 feet to the North line of the Southeast of the Northwest ' , Quarter of the Southwest Quarter and Point Of Beginning; from said Point Of Beginning run South 890 40139" East' along said North line of the Southeast Quarter of the Northwest Quarter of the Southwest Quarter a distance of 631:30 `"' feet to the West right of way One of aforesaid Koblegard Road 60.00 feet wide right of way; thence run South 009 2810111 West along said West right of way fine a distance of 60.00 feet; thence run North 899 4013811 West along a line being 60.00 feet South of, normal to and parallel with the aforesaid North line of the Southeast Quarter of the Northwest Quarter of the Southwest Quarter, a distance of 904.86 feet; thence run North 009 30' S511 East a distance of 60.00 feet; thence run South 899 4013811 East a distance of 273.51 feet to the Point Of Beginning. d.li:J Notice of Commencement SNB Page 3 of 3 Revised 1027/2011 OR BOOK 3915 PAGE 1846. Seacoast NaUonal Bank, NMLS# 608046, Wendy Lounds, NMLS# 1682440 miniin�r�w'�ooinmuwnom 674705-4916-0-3-129 Notice of Commencement Form Number: 4916 Loan Number: 674795 STATE OF FLORIDA ST. LUCIE COUNTY THIS IS TO CERTIFY THAT THIS IS A TRUE AND CORRECT C OF THE E. sun SEP'12 `dots Dale: -- i RE(,r-P.'=D A?A 03 2017 OFFICE USE ONLY: DATE FILED: _ REVISION FEE: PERMIT # 1609-0531 RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772) 462-1553 FAX (772) 462-1578 APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION 1. LOCATION/SITE ADDRESS: 5545 Kobelg and Rd, Fort Pierce 2. DETAILED DESCRIPTION OF PROJECT REVISIONS: 3. 4. Copy of truss book and layout "Reviewed and approved" STATE of FL REG./CERT. #. CGC 1518913 ST. LU BUSINESS NAME: PARADISE HOMES GRC QUALIFIERS NAME: KAREN GORDON ADDRESS: 575 NW MERCANTILE PLACE #109 CITY: PSL STATE: PHONE (DAYTIME): 772-621-4663 FAX: OWNER/BUILDER INFORMATION: NAME: ADDRESS: CITY: PHONE: 5. ARCHITECT/ENGINEER INFORMATION: STATE: NAME: Stephen Kastner ADDRESS: 5320 Florida Palm Avenue CITY: Cocoa STATE: PHONE.(DAYTIME): 321-403-2093 Revised 07/22/2014 V 3 r UNTY BUILDING DIVIS10*N ST. LU REVIE "'ED FOR CO "VI _Wp DATEPLANSRM T hIUST BE KEPT ON JOB OR NO INSPECTION WILL BE SIADE' COUNTY CERT. #: Lly: FAX: FL ZIP: 39528 FA AfiCiat--- -- ''� __ _... ......, w� J OFFICE USE ONLY: RECEI'.'`D JAN 0d?D17 DATE FILED: `I eo REVISION FEE: -1 G. \3 /(9o9_ os3i PERMIT RECEIPT # a 6 PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772) 462-1553 FAX (772) 462-1578 APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION 1. LOCATION/SITE ADDRESS: 5545 Koblegard RD, Fort Pierce, 34951 2. DETAILED DESCRIPTION OF PROJECT REVISIONS: Engineer "Reviewed and Approval" for truss. 3. CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: CGC 1518913 ST. LUCIE COUNTY CERT. #: BUSINESS NAME: S GROUP QUALIFIERS NAME: KAREN GORDON ADDRESS: 575 NW MERCANTILE PLACE #109 CITY: PSL STATE: FL ZIP: 34986 PHONE (DAYTIME): 772-621-4663 FAX: 772-621-4664 4. OWNER/BUILDER INFORMATION: NAME: ADDRESS: CITY: PHONE: 5. ARCHITECT/ENGINEER INFORMATION: STATE: FAX: NAME: Stephen Kastner ADDRESS: 5320 Florida Palm Avenue CITY: Cocoa STATE: FL PHONE (DAYTIME): 321-403-2093 FAX: Revised 0722/2014 REVISION ZIP: ZH': RECEI`.'-D ',tea 0 d 21117 OFFICE USE ONLY: DATE FILED: `I 6 REVISION FEE: '3 PERMIT # 1607-0204 RECEIPT # a G PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772) 462-1553 FAX (772) 462-1578 APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION 1. LOCATION/SITE g ADDRESS: 5545 Koble and RD, Fort Pierce, 34951 2. DETAILED DESCRIPTION OF PROJECT REVISIONS: 3. 4. Engineer "Reviewed and Approval" for truss. CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: CGC 1518913 ST. LUCIE COUNTY CERT. #: BUSINESS NAME: PARADISE HOM S GROUP QUALIFIERS NAME: KAREN GORI ADDRESS: 575 NW MERCANTILE PLE CITY: PST PHONE (DAYTIME): 772-621-4663 OWNER/BUD.DER INFORMATION: NAME: ADDRESS: CITY: PHONE: r L, LIY: .31t7oo FAX: 772-621-4664 STATE: 5. ARCHITECT/ENGINEER INFORMATION: NAME: Stephen Kastner ADDRESS: 5320 Florida Palm Avenue CITY: Cocoa STATE: PHONE (DAYTIME): 321-403-2093 Revised 07/222014 FAX: ZIP: Y_Al;�ci+lzh:� RECEWFED PERMIT # the For the project located at 2017 -41\ I ISSUE DATE I PER.KA PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT - 221, SUB -CONTRACTOR AGREEMENT have agreed to be Sub -contractor for 7{ ftyZANSE f-bmo) O1�11D (Primary Contractor) (Project Street Address or It is understood that, if there is any change of status regarding our participation with the above mentioned project, the Building and Code Regulation Division of St. Lucie County will be advised pursuant to the filing of a Change of Sub -contractor notice. CONTRACTOR SIGNATURE (Qualifier) p nI PRINTNAJ)fE COUNTY CERTIFICATION NUMBER , State of Florida, County of The foregoing instrument was signed before me this lay of �,el,�- 29zz%y ,/ r 60AZibA/ who is personally lmo w l or has produced a entificMi v n STAMP ignature oPNotary Public Print Name of Notary Public *W1 Paula E. O'Bden NOTARY PUBLIC STATE OF FLORIDA Ctxm# FF970337 Revised 11/16/2016 Explres 311412020 FL SUBC RACFOR S n iaer) ICI '��mx, PRINT NAME COUNTY CERTIFICATION NUrMB—E/R', State of Florida, County of ✓/ G-(�/� The �f m^Foing instrument nas signed before me this day of hWIL ,2o/5.'b5, i!�Ilw"OLVS who is personally Immvn J/ or has produced a STAMP Paula E. UBden M061 NOTARY PUBLIC STATE OF FLORIDA Comm# FF970337 Explres311412020 Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL 34982 Phone:(772)462.2172 Faz:(772)462-6443 Address: City / State / Zip: Parcel #: Zoning: 5545 Koblegard Rd Fort Pierce, FI 34951 1309-322-0001-000/7 AG-1 REVIEW COMMENTS 1 Owner(s): James L Johnson / Karen C Johnson Jurisdiction: SAINT LUCIE COUNTY Lot#: APPLICATION INFORMATION Permit Number: 1609-0531 Stories: Permit Type: BUILDING RESIDENTIAL (SFR UP TO 3 FLOORS) Contractor Name: Karen A Gordon Business Name: Paradise Homes Group Business Addr: 575 Nw Mercantile Place # 109 City / State / Zip: Port St Lucie, FI 34986 REVIEWS AND COMMENTS Reviow Tvpe I Status Reviewed By ADDRESSING ASSIGNMENT COMPLETE Lydia Galbraith Comment: DOCUMENTS MISSING 9/29/2016 Comment: 9/2912016 Comment: 10/1112016 Comment: ENVIRONMENTAL REVIEW Comment: FRONT COUNTER REVIEW Comment: PLANS EXAMINER REVIEW Comment: 10/3112016 ZONING REVIEW Comment: 1015/2016 Block: Automatic Sprinkler System? No Fax Number: 772-621-4664 Email: Karen@Paradisehomesfl.0 om Date Started Date Completed Date Released 10/11/2016 1011212016 10/12/2016 PENDING Angela Huff 9/29/2016 WAITING ON SEPTIC TANK PERMIT. ELECTRICAL, PLUMBING, MECHANICAL AND ROOF SUBS AND SUB SUMMARY VEG PERMIT IN DRAWER UNDER (J) FOR JAMES JOHNSON- NO FEE COMPLETE Ben Balcer 9129/2016 10/3/2016 COMPLETE Angela Huff 9129/2016 9/2912016 101312016 9/29/2016 INCOMPLETE William Durden 10128/2016 • PLEASE FURNISH THE MANUFACTURES TRUSS PLACEMENT DRAWINGS IN DUPLICATE REVIEWED AND APPROVED BY THE DESIGN PERSON OF RECORD IN ACCORDANCE WITH 61G15-30.005 OF THE FLORIDA ADMINISTRATIVE CODE INCOMPLETE Lydia Galbraith 10/5/2016 PLEASE PROVIDE A COPY OF THE SEPTIC PERMIT AND THE WELL PERMIT FROM THE HEALTH DER 10/20/16 RECEIVED SEPTIC PERMIT. WELL PERMIT NOT ADDRESSED. Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL 34982 Phone:(772)462.2172 Fax:(772)462.6443 REVIEW COMMENTS Page 2 Comment: - PLEASE INDICATE THE LOCATION OF THE WELL ON THE SURVEY - PLEASE INDICATE ALL DIMENSIONS OF THE HOUSE ON THE SURVEY. WE WILL NEED TO BE ABLE TO 101512016 CHECK THE PROPOSED STRUCTURE ON THE SURVEY IS MATCHING THE BUILDING PLANS. - 2 PAVED PARKING SPACES OF 10'X18' ARE REQUIRED. THE PARKING SPACES MAY BE LOCATED ON A DRIVEWAY. Comment: PARCEL A, Al AND B USED TO BE ONE PARCEL. WE DONT HAVE ANY RECORDS THAT THIS PARCEL HAD A LEGAL LOT SPLIT. WE WERE NOT ABLE TO LOCATE THIS APPROVAL. SEE ST LUCIE COUNTY CHAPTER 11.03.04 FOR LOT SPLIT PROCEDURE. A LOT MAY BE SPLIT INTO TWO LOTS IF BOTH LOTS ARE MEETING THE ZONING DISTRICT REQUIREMENTS. IF A LOT IS PROPOSED TO BE SPLIT MORE THAN ONE A PLAT 10/11/2016 WILL BE REQUIRED. IN ANY CASE ALL LOTS WILL NEED TO MEET THE ZONING REQUIREMENTS. BOTH LOT A AND A-1 ARE NOT MEETING THE REQUIREMENTS. LOT A IS LAND LOCKED, LOT A-1 IS NOT MEETING THE MIN. WIDTH OF 150'. THESE TWO LOT SHOULD BE COMBINED. PLEASE CONTACT DEBRA ZAMPETTI, PERMITTING20NING SUPERVISOR FOR DETAILS TO MAKE THE LOT SPLIT LEGAL. (772) 462-1558. PLEASE BE AWARE THAT THE PERMIT WILL PROCEED THRU THE PERMIT REVIEW PROCESS BUT WILL NOT BE ISSUED UNTIL APPROVED LOT SPLIT HAS BEEN RECEIVED AND ZONING CAN FINAL THE REVIEW. 10114/2016 Comment: PLEASE BE AWARE THAT ABOVE COMMENTS ONLY REFLECTS THE ZONING REVIEW. THE PLANS EXAMINER MIGHT HAVE ADDITIONAL COMMENTS. Planning & Development Services Department Building & Regulations Division Product Review Affidavit Building Permit # Owners Name Johnson a Applicant: Paradise Homes Product Opening Design Pressures Product Rated Design Pressure Manufacturer Model Number Product Approval Number Glass Type Method of Attachment Windows (") +/- 55 psf' MI Windows SH185 FL15447 Impact 3/16"x3.25" Tapcons, 3" from ends & 12" o/c Mullions +32.2/-35.0 +/-77.g psf MI Windows V43 FL 15353.3 n/a Frame:(2)#10 x1.75: CMU:(1)1/4"x1.5Tapcons; Frame- Mull: #80/4" Fixed Glass n/a +/- 55 psf MI Windows SH185 FL15447 Impact 3/16"x3.25" Tapcons, 3" from ends & 12" o/c Block Glass n/a Skylights n/a Sliding Glass Doors +29.2/-32.0 +/- 50 psf MI Windows 620/6301640 FL15374 Impact 1/4"x3.75" Tapcons 6" from ends, & 16" o/c Swing Type Doors +34.61-37.6 +/- 55 psf Thermatru Classic Craft FL 14665.1 n/a 1/4"x3.75" Tapcons @ 14" @ o/c max. French Doors n/a Garage Doors +31 .505.4 +/- 32 psf Clopay W5 FL5678.20 n/a -2x buck, 112"x5" scr anch (3)per side & -> Hurricane Protection n/a +54 town and country safety edge FL 12856.2 n/a 1/4" tapcons w/ 1-1/4" embed @12" o/c Roof Ventilation n/a n/a Roofing Material n/a -157 psf Sunlast 1.75 Snap -Lock FL.17701.1 n/a clips 12" o/c. anch to 15/32" deck w/(2)#10x1" o ALL MANUFACTURES LABLES SHOWING a« U FACTORS AND SHGC COMPLIANCE have reviewed the above components or cladding and I havpgMFM iitI5(�A� ind loads and Forces specified by current code provisions. UNTIL INSPEcnoNSAMAPPROVED dame: Stephen Edward Kastner, PE signature: .;Sign Prof. FOR Cert. No. 39528 lint These products-p E 16, I ide adequate resistance to the seal °S e` IrF" Planning& Development Services Department Building & Code Regulations Division -- -- 2300 Virginia Avenue, Fort Pierce, FL 34982— (772) 462-1553 Certification for Design Load Compliance Project Name: Johnson Residence Pro)ectaddress: Parcel ID: 1309-322-0001000-7; Koblegard Rd, Fort Pierce, FL Permit !#: Occupancy Type: R3 Construction Type: V-B INSTRUCTIONS FOR USE: • This certification must be completed, signed, and sealed by the design professional of record. • • Submit (2) copies for residential, (3) copies for commercial with all permit applications involving the following: o New Residences (single or multi -family) o Residential Addition o Any accessory structure requiring a building permit o Any non-residential structure. • Note: Form not required for interior renovations provided that no exterior structural elements are affected and certain minor building permits at the discretion of the local building official. Contact the N above for questions. DESIGN PARAMETERS AND ASSUMPTIONS USED: (complete all that apply) 1. DESIGN CODE: Florida Residential Code Fifth Edition with 20 Supplements using ASCE 7-10 2. Structure Designed as (check one): X Enclosed _Partially Enclosed _Open 3. Risk Category: _I X II _III IV Exposure Category: _B X C _D 4. Design Wind Velocity 160 mph X Aso _LRFD End Zone Width: See Sh 2 or 3ft S. Mean Roof Height 15 ft Roof Pitch: --> :12 Parapet: --> ft (See Sh 2 or 3) 6. Components & Cladding Design Pressures Used: (PSF, based on 10sgft @ 15'MRH, clearly label on all plan openings): +29.5 +32.1 +32.1 +55.8 +55.8 Zone 1: -50.e Zone 2: -88.8 Zone 3: -131.3 Zone 4: -60.5 Zone 5: -74.7. Garage: --> (See Sh 2 or 3) 7. Design Loads: Floor: 55 PSF Roof/Dead: PSF Roof/Live: 20 Balcony: 55 PSF (See Sh 2 or 3) Dock: 40 PSF Deck: 55 PSF Stairs: 40 PSF Fence: N/A PSF Railings: 50 Plf PSF 8. Were Shear Walls Considered For Structure? X Yes _Not Applicable Explain Why Not: 9. Is A Continuous Load Path Provided? X Yes _Not Applicable Explain Why Not: 10. Design Soil Bearing Pressure: 2000 PSF Soil Test Reports Submitted? _Yes DESIGN PROFESSIONAL CERTIFICATION STATEMENT: 1 certify that, to the best of my knowledge and belief, the attached plans & specifications have been designed to comply with the applicable stru ral portions of the building codes currently adopted and enforced by St. Lucie County`1kgjjq Fpnifv tha ructural a er1 st depicted on these plans provide adequate resistance to the design — - fotyL3 d6Hcfii; Vic' Steve Kastner, PE 39528 *; * Print Name Cert # & Co. Cert Auth. 0 5 Kastner Engineering, LLC �t * ;�= ev atu' ®Jd Seam 5320 Florida Palm Ave, Cocoa, FL 32027 c�CIRIOt'•,:'C9`��� Company Name & Address ReC p' �'.....,.�.14 pIirinn' 11S, Ap r. 13. 2017 3:28PM 4k 1925 P 11 KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589.0712 PALM BEACH (561) 845-7445 www,ksmengineedng.net MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-Mail: KSMCKSMENGINEERING,NEr ST. LUCIE (772) 229-9093 C.A.: 5693 FAX (772) 589-6469 SOIL COMPACTION REPORT ASTM D 1557 and ASTM D 2922 DATE TESTED March 10, 2017 KSM JOB # : 170558-2d/MH/cc PERMIT# RECEIVED CONTRACTOR Paradise Homes JOB LOCATION 5545 Koblegard Road APR 13 2017 Fort Pierce, Florida ITEM TESTED Compacted Foundation Fill - Re -Test TEST LOCATION *PEN DRY MAX. DRY PERCENT DEPTH OF SAMPLE READ DENSITY PROCTOR VALUE COMPACTION 1. N.W. 0" - 12" 53 113.6 116.4 97.6 2 N.E. 54 114.9. 98.7 3. Center 55 115.3 99.1 4 S.W. 52 112.1 96.3 5. S.E. " 52 112.4 96.6 Soil Description: Brown Sand 117.0 - I I I I I W In Place Moisture: E I I I I I I 8.4 Percent Optimum Moisture: H 11.0 Percent T P 115.0 �—•-- — Max. Dry Density: 116.4 P.C.F. G @ Test Locations The F j I I I 114.0—••I—••—••I--•—•1----•I—••—• I I Density & Penetrometer I I I I I Readings Indicate the D I I I I I I Degree of �om action Meets r 11 R �.._.. Mini(>xlhi l �rifpr v 113.0 r... _..r.._.y—.. _.i_.._., _..", n ��+ 8 a 10 11 12 13 14 1� Natural Grade. :�Perr'1 0 Moisture • % of Dry Weight �III yB ub tfe � 45. h Ronald G. Keller, P.E.: 37293 / SI Llc. No.: 660 / Julie E. Keller, P.E.: 68366 I i Soil Nuclear Gauge Client: Project: Report Date: 4/13/2017 Minto Communities - Florida 15-1171.00 yegy Test Method: ASTM D 6938 4400 W Sample Rd, Ste 200 Lake Park at Tradition, Plat 1 PoRBL WGs Coconut Creek, FL 33073 Ellsworth Blvd. FBPEGe4930 Port St. Lucie, FL 521 "EM.Oso DMa Pod at. Lucia, FL U988 Phone: 7r2-9M35151 Fax 1rD92xJ58a Test Results Test# Retest Of . Test Data Proctor ID Method Soli Classification Optimum Moisture ON Maximum Dry Density p In Place Moisture % In Place Dry Density p Probe Depth In Percent Compaction MInIMax Comp. % Remark 1466 4113117 L21-1 WA 10.0 116.0 S.D 113.2 12 98 95 / 105 Pass 1467 4/1311 LBR-1 N!A 10.0 t 16.0 4.3 114.1 12 98 95 / 105 Pass 1468 4/13/17 LBR-1 WA 10.0 116.0 1 5.9 112.8 12 97 951105 Pass Test Information Test# Test Location Elevation Reference Gauge Make I Model I SN Field Technician 1466 Below Slab Grade: Lot No. 193111043 SW Winding Lake Circle: Foundation Pad - NE Comer Permit No. 1706938 0-1 Troxler 3430 35938 Grimes, John 1467 Below Slab Grade: Lot No. 193 / 11043 SW Winding Lake Circle: Foundation Pad - Center of Pad erm8 No. 1706938 0-1 Troxler 3430 35938 Grimm, John 1468 Below Slab Grade: Lot No. 193111043 SW Winding Lake Circle: Foundation Pad - SW Comer Permit No. 1706938) 04 Troxler 3430 35938 Grimm, John Remarks Comments Pass: Tests results comply with specifications Tests are "Direct Transmission' (Method A) unless probe depth Is noted as 'Berkscatter. . Gauge calibration data on fife with the testing agency. I • I %%%�;. O<c� APR 13 20V F ap�etfu rod: jM lin�riat' y I Inc. *1 State of F101F!d r Is Test Reports shall not be reproduced, except in full, without the written approval of GFA International Inc. Page 1 of 1 Digitally signed printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. 0 3 4 ro N m O 0 f 0 Soil Nuclear Gauge Report Date: 4/18/2017 Test Method: ASTM D 6938 Purist. Lucie FSPE M9493a 521 NW Enterprise Drive P4rr SL1nr34,FL34ws Phew: 7n?@ "575I Fac 772-9243580 Client: Minto Communities - Flodda 4400 W Sample Rd, Ste 200 Coconut Creek, FL 33073 Project: 15-1171.00 Lake Park at Tradition, Plat 1 Ellsworth Blvd. Port St. Lucie, FL Test Results Tests Of k43117 Proctor lD Method Soil Classification Optimum Moisture % Maelmum Dry Density In Plaee '-.= % In Plaee Dry Density p Probe Depth in Percent Com action MInIMax Comp. Remark 1463 LBRA WA 10.0 116.0 4.7 113.1 12 98 95 / 105 Pass 1464 LBR-1 NIA 10.0 116.0 6.2 111.0 12 96 95/105 Pass1465 LBR-1 WA 1 10.0 1 116.0 1 5.0 1 113.1 1 12 1 98 1 951 105 1 Pass Test Information Tests Test Location Elevation Reference Gauge Make IModel I SN Field Tachnlcian 1463 Below Slab Grade: Lot No. 194 / 11037 SW Winding Lake Circle: Foundation Pad (SE Comer) Permit No.: 1706947 D-1 Troxier 3430 35938 Grimes, John 1464 Below Slab Grade: Lot No. 194111037 SW Wnding Lake Circle: Foundation Pad (Center) Permit No.: 1706947 D-1 Troxier 3430 35938 Grimm, John 1465 Below Slab Grade. Lot No. 194 111037 SW Winding Lake Circe: Foundation Pad (NW Comer) Permit No_ 1705947 0.1 Troxler 3430 35938 I 1 Grimm, John Remarks Comments Pass: Tests results comply with spect6ce8on9 Tests ala'Direc1 Trammission' (Method A) unless probe depth Is noted as 'Backsmner. Gauge calibration data on file with the testing agency. -C Test Reports shall not be reproduced, except in full, without the written approval of GFA International Inc. Digitally signed printed copies of this document are not considered signed and seated and the signature must be verified on any electronic copies. 1111fr11., W M 4i o, lyB�tl�3'dted: L 1 to�al Inc /a�# ��loFy/.��� State of Florida # 60675 Page 1 of 1 T 0 3 V 0 0 J FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation Residential Performance Method Project Name. JOHNSON.RESIDENCE THE HEMINGWAY Builder Name: Street: KOBLEGARD ROAD Permit Office: City, State, Zip: FORT PIERCE, FL, Permit Number. Owner. PARADISE HOMES Jurisdiction; Design Location: FL, Fort Pierce County.: St.. Lucie (Flodda Climate Zone 2 ) 1. New construction a eAsting New (From Plans) 9. Wall Types(1980.0 sgft) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block -E)dlnsui,F)derior .R=4.1 1737.00ft' 3. Number of units, if multiple family 1 b. Frame- Wood. Adjacent a NIA R=11.0 243.00 fF R- ft 4. Number of Bedrooms 4 d. NIA R= fP S. Is this aworst case? Yes 10. CeTng Types (2235.0 sgfL) Insulation Area a. Under Attic (Vented) R=30.0 2236.00 F1' 6. Canditioned floor area above grade.(W) 2235 b.. WA R= it- Condiboned Floor area below grade (ft') 0 R e 7. Windows(256.0 sgfL) Description Area 11. Ducts a. Sup: Attic, Ret Attic, AH: Main R 6 180 a. U=Factor: Sgl, U=0.70 286.00 it- SHGC: SHGC=0.30 b. U-Factor. WA fF 12. Coding systems kBtWhr Efficiency SHGC: a. Central Unit 42.0 SEER:16.00 c. U-Factor. WA fP SHGC: 13.. Heating systems kBtulhr Efficiency d. U-Factor. WA ft' a. Electric Strip Heat 27.0 COP:1.00 SHGC: Area Weighted Average Overhang Depth: 2.000 It Area Weighted Average SHGC: 0.300 14. Hot water systems 8. Floor Types (2235.0 sgtL) Insulation Area a. Electric Cap: 50 gallons a. Slab -On -Grade Edge Insulation R-0.0 2235.00 ft' b. Conservation. features EF: 0.980 b. NIA R= tN None c. WA R= ft' 15. Credits CF Glass/Floor Area: 0.128 Total Proposed: Modified Loads: 70.99 ASS PASS Total Baseline Loads: 72.58 1 hereby certify that the plans and specifications covered by Review of the plans and this calculation are in compliance with the Florid Energy specifications covered by this 04THEST4TE , . e p� Code. calculation indicates compliance i with the Florida Energy Code. PREPARED BY: Before construction is completed DATE: Uthis building will be inspected for 0 a compliance with Section 553.908 ° I hereby certify that this building, as designed, Is in pliance Florida Statutes. rt with the Florida Energy Code. COp WE O.WNERIAGENT BUILDING OFFICIAL: DATE: DATE: - Compliance requires.certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. • Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report In accordance with R402.4.1.2. 91=2016 10:22 AM EnergyGauge9 USA- FlaRes2014 Section.R405.4.1 Compliant Software \ lot FORM R405-2014 PROJECT Title: Building. Type: ' Owner. # of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Usting: Comment JOHNSON RESIDENCE THE Bedrooms: 4 User Conditioned Area: 2235 PARADISE HOMES Total Stories: 1 1 Worst Case: Yes Rotate Angle: 0 Cross Ventilation: Whole House Fan: Single-family New (From Plans) Address Type: Let .# BlocklSubDivision: PletBook: Street: County. City, State, Zip: Street Address KOBLEGARD ROAD SL Lucie FORT PIERCE, FL., CLIMATE / V Design Location IECC Design Temp TMYSke Zone '97.5% 2.5% Int Design Temp Heeling Design Daily Temp Winter .Summer Degree Days Moisture Range FL, Fort Pierce FL_VERC_BEACH_MUNI 2 39 90 70 75 299 62 Low BLOCKS Number Name. Area Volume 4 Blockl 2235 20115 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil 1D Finished Coded Heated 1 Main 2235 20115 Yes 0 4 1 Yes Yes Yes FLOORS # Floor Type .Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulation Main 185 It 0 2235 ft' _ 1 0 0 ROOF _ / V # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emilt Tested Emitl Deck Pitch Tested Insul. (deg) 1 Hip Metal 2500 ft' 0f12 :Medium 0.4 No 0.9 No 0 26.6 ATTIC / V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 2235 ft' N N CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frec Truss Type 1 Under Attic (Vented) Man 30 Blom 2235 fP 0.11 Wood W21201610:22 AM EnergyGougeO USA- FlaRes2014 Section R405A.1 Compliant Software Page 2 of 4 m 0 0 0 0 0 0 •� yyos€as€os m m m m m m m m m m m o � m U Z Z Z Z Z Z Z Z Z zZ z Z N Q m $ to o o Q o Q c Q o Q 0 a 0 0 F C C m m m o m o m 0 m 0 m 0 m 0 m 0 O 0 m 0 m 0 m o yl c E o 0 0 0 0 0 =� m = Z Z Z Z Z Z Z Z Z Z Z .S � LL LL 0 O 3 p {C F m O G O O o O tpp C C C C C C W@ O O O O O O O O O O O C C C i N •T O N Q t7 = N N N N N N N N N N N Q ? V V O 3 x S S C C cl 0 0 0 3 W rn � 9 0 m 0 0 0 0 0 g 0 q 0 0 0 � x y m m 0 N OOi N N t0+) C Q N N O Ol W O) Ol Ol W N. 0 m U W Z Z n 2 N 3a n wo in a 1D to O y o 3 Q. U (9 to G t7 G N G N C N G Cl O (7 G M C N O cl 0 00 0 ul �. o O Q N m m m m O m Zs y P W Z• Oi N 12 SQ� r r n n n 1% r. n r n r U• IL m Z g LL vv rl m �g z C y rn a 7t m W C �l W C C W Cm o o m rn m of m m m m m m m rn m rn m m m a m m m U ?( ZS a 'fi x' j� O W �py O ffi rd co 'N 0 (d (o 4l N w w rn N rn 0)) m Rl (D m ZS TO io a w w w w W w w w w w 3 3 w x �O N O 2 3 j.0 e- N N N N t7 M Q a Q N ri O � � 4 TCym( jdj jN� W. 0 t•J U' oz w w w w m w 3 3 3 w m m # � N l7 Q ul lc n ao a � •" g jm NI NI QI �I m 3 NI I I ' I I I I I I I I I I I • 1 m a Gl FORM R405-2014 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts _ 1 Electric Strip Heat • None COPA 27 kBtufir 1 sys#1 COOLING SYSTEM # System Type Sub" Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 16. 42 kBturnr 1200 cfm 0.8 1 Sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SelPnt Conservation 1Electric None Garage 0.98 50 gal 60 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Can # Company Name System Model # Collector Model # Area Volume FEF None None ry: DUCTS / —Supply— —Return Air CFM 25 CFM25 HVAC# V # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cod 1 Attic 6 180 ft' Attic 18 fP Default Leakage Main (Default) c(Default).c. 1 1 TEMPERATURES Programable Thermostat• N. Cfralling Fans: ng Jan H Fob Ma, 1((1XX��]] Healing Jaann Feb W Apr �007 Jun Jul �M y Aug Oct r00I Nov [X]Maarr Apr [ (]Jun Jul .A g Seep Oct [ JX Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6. 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Coding(WEH) AM 78 78: 78 78 78 78 78 78- 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78- 78 78 Heating(WD) AM 68 68 68 68. 68 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 Heating(WEH) AM 68 68 68 68 68 68 68 '68 68 68 68 68 PM 68. 68. 68 68 68. 68 68 68 68 -68 68 68 9122/201610:22 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: JOHNSON RESIDENCE THE HEMINGWAY Builder Name: Street: KOBLEGARD ROAD Permit Office: City, State, Zip: FORT PIERCE, FL, Permit Number: Owner. PARADISE. HOMES Jurisdiction: Design Location: FL, Fort Pierce COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks orjoints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceilinglattjo The air barrier In any dropped ceiling/soffit shall be aligned with the Insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Comers and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. . Knee walls shall be sealed. Windows; skylights and doors The space between window/doorjambs and framing and skylights and .Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspece walls. Exposed earth in unvented crawl spaces shall be covered with a Class I Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity s aces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and Wiring Batt insulation shall be out neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier Installed separating them from theshowers and tubs. Electrical/phone box On The air barrier shall be installed behind electrical or communication boxes or air sealed boxes.shall be installed. HVAC register boots WAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 9122/201610:23 AM EnergyGaugeO USA- FlaRes2014 Section R405A.1 Compliant Software Page 1 of 1 FORM. R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 98 The lower the EnergyPerformance Index, the more efficient the home. KOBLEGARD ROAD, FORT PIERCE, FL, • 1. New construction or wristing Now (From Plans) 9, Well Types Inaula6on Area 2. Single family or multiple family Single-family a. Concrete Block - EM lnsul, Emerior R=4.1 1737.00 f 2 3. Number of units, if multiple family 1 b. Frame- Wood, Adjacent R=11.0 243.00 ft' c. NIA R= fP 4. Number of Bedrooms 4 d. N/A R= ft- 5. Is this aworst case? yes 10. Ceiling Types Insulation Area 6. Conditioned floor area'(ft°) 2235 a. Under Attic (Vented) b. NIA R=30.0 2235.00 tN R= ft' 7. Windows— Description Area c. N/A R= ft- a L-Facor: Sgl. U=0.70 286.00 fP 11. Ducts R fP SHGC: SHGC=0.30 a. Sup: Attic, Reb Attie, AH: Main 6 180 b. U-Factor. NIA R' SHGC: m U-Facto,: WA 12. Coding systems kBtulhr Efficiency SHGC: W e. Central Unit 42.0 SEER:16.00 d. U-Factor. N/A ft' SHGC: 13. Heating systems kBhJhr Efficiency Area Weighted Average Overhang Depth: 2.000 f . a. Electric Strip Heat 27.0 COP:1.00 Area Weighted Average SHGC: 0.300 8.. Floor Types Insulation Area 14. Hot water systems a Slab -On -Grade Edge Insulation R=0.0 2235.00 fN a Electric Cap: 50 gallons b. NIA R= 12 EF: 0.98 ' c. NIA R= it- b. Conservation features None 15. Credits CF I certify that this home has complied With the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compile t features. Builder Signature: I Date: Address of New Home: 1 City/FL Zip:; '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 HoUine at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. "Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 9/22/201610:23 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 -F F wrightsofts Project Summary Date: SEPT.22,2016 Entire House By: QUICK CALCS, INC. 317 ST. LUCIE LN., FORT PIERCE, FL 34946 Phone: 7724666799 Fax 7724666796 Email: OUICKCALCS@AOL.COM Project• • For. JOHNSON RESIDENCE, PARADISE HOMES KOBLEGARD ROAD, FORT PIERCE, FL Notes: Weather. Fort Pierce, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 90 OF Inside db 70 OF Inside db 75 OF Design TO 28 OF Design TO 15 OF Daily range M Relative humidity 50 % Moisture difference 61 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 28493 Btuh Structure 19191 Btuh Ducts 7767 Btuh Ducts 11801 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 36260 Btuh Use manufacturer's data n Rate/swing multiplier 0.95 Infiltration Equipment sensible load 29443 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 4159 Btuh Ducts 3237 Btuh Area (ft2) Heatingg Coolingg 2235 22A Central vent 0 cfm) Equipment la ent load 0 7395 Btuh Btuh Volume (ft3) 23868 23868 Air changesthour 0.32 0.16 Equipment total load 36838 Btuh Equiv. AVF (cfm) 127 64 Req. total capacity at 0.70 SHR 3.5 ton Heating Equipment Summary Cooling Equipment Summary Make Make Rheem Trade Trade RHEEM Model Cond RA1642AJlNA AHRI ref Coil RH1T4821MTANJA AHRI ref 8080742 Efficiency 100 EFF Efficiency 13.0 EER, 16 SEER Heating input 0 kW Sensible cooling 29400 Btuh Heating output 0 Btuh Latent cooling 12600 Btuh Temperature rise 0 OF Total cooling 42000 Btuh Actual airflow 1400 cfm Actual airflow 1400 cfm Air flow factor 0.039 cfm/Btuh Air flow factor 0.045 cfm/Btuh Static pressure 1.00 in H2O Static pressure 1.00 in H2O Space thermostat Load sensible heat ratio 0.81 I'ddlitatic values have been manually overridden Calculations approved byACCA to meet all requirements of Manual t FFtLL ' 2016sep-2210:07:07 wrightsofr Right -Suite® Universsl 2017 1T0.08 RSU08101 Page 1 ...\Wdghlso8 HUACUGHNSON RES -THE HEMINGWAY.mp Calc = M]8 Front Door faces: W wrightsofr Right-M Worksheet Job: Entire House Date: SEPT. 22, 2016 By: QUICK CALCS, INC. 317 ST. LUCIE Li FORT PIERCE, FL 34946 Phone: 7724666799 Fax 7724666796 Email: OUICKCALCS@gOL.COM 1 2 3 4 5 Room name E)qosed wall Room height Room dimensions Room area Entire House 194.8 It 10.9 ft it 2194.5 ff' BEDROOM 3 25.0 it 9.4 N heat/cool 13.0 x 1zo It 156.0 fP Ty Construction number U-value (BtuWft?'F) Or HTM (Btuh/fN) Area (ftj or perimeter (0) Load (Btuh) Area (ft5 or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 y/ 4y `G __ P.___.:_ P -- C._�. C F_- =. 13474 glazing;.-clr low-e D0 13A4ocs 2 glazing, clr low-e 2 glazing, clr tow-e 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr lave 2 glazing clr lave '13A4&s 2 glazing.;clr.lcw-e._- 13A4ccs 2 glazing, clr lave 2 glazing clr love 13A460s - 2glming clr,low.e.-- 13A4ocs 2 glazing, clr Iowe 2 glazing, clr lone 2 glazing, or lave 2 glazing, clr lore 11DO .12C-0sw_ 12C47sw j6B30md,._._. _.�� 17B6a1 '22A=tDL ="_� 0:700 _._....-_ _.._ 0.390 0.143 0.700 0.700 0.700 0.700 0.700 0.700 0143 _,-_0.700 0.143 0.700 0700 0.143 ___-9,700,sw- 0.143 0.700 0.700 0.700 0.700 0.390 ._0.091_ _ 0.091 _ �_ __ 0.032 0.105 '_--0.989 n h _ a a a a a a a se _as s s s sw w w w w w w - =•= 4.00 19.60 10.92 __._ 4.00 19.60 19.60 19.60 19.60 19.60 19.60 4:00 ___19.60 4.00 19.60 19.60 4.00 _. _19,10 4.00 19.60 19.60 19.60 19.60 10.92 __2.55 ,-- 2.55 �0.90 2.94 . =27.69 ' 219 91.74 v 10.34 _ Z19 24.09 24.09 24.09 24.09 11.74 11.74 219'-- _ _18.14 219 11.74 11.74 '"219 p 18.14 2.19 16.91 24.09 24.09 24.09 10.34 __.07 O6-_.__132 1.06 .-, . .-_1.60 4.30 ` -0.00 .404 18 _. __._ 21 592 6 12 24 18 47 48 46 __'-12 421 16 24 -`39 --- 11 397 24 12 16 18 48 �-_ 132 _,__1250 1538 -2195 366 0 21 ._ _ . 436 0 0 0 0 47 48 34 ---2 381 16 24 - 28 ___,._R 2'-_.._ 277 14 0 0 0 48 ;�__132 _-_ 132 _s_1250 15W --. -1 - -`1464 353 226 _...__.. _ 1747 118 235 470 353 928 v941 -- 137 �-__225 1526 314 470 ^42 211 1110 470 235 343 353 524 �...._335 335 ,�1120 _4521 _95 ___5395 `800 '211 _ _;214 955 145 289 578 434 556 564 73 _e_209 834 188 282 - -- 173 -0 _ .., _.,.0 122 0 0 0 18 0 0 -- ­0 ._ __0 0 0 0 - -- -0 --,----0 0 0 0 0 0 0 -.. _. _0 0 ._156 0 =56 . 113 0 �.-.,....0 104 0 0 0 0 0 0 - 0 _-,,.__0 0 0 0 --0 --_,0 0 0 0 0 0 0 _-_0 .- ..- 0 _� _ 156 0 s=25 - `452 0 ..r. __ 0 417 0 0 0 353 0 0 '. 0 -----'0 0 0 0 -`0 _.. _. 0 0 0 0 0 0 0 `247 - 0 v 0 229 0 0 0 434 0 0 ---0 0 0 0 ----'0 _.. _0 0 0 0 0 0 0 ____',:-0 �s-.0 �250 0 --- 61 _____,200 607 406 289 422 434 496 ,_.. __ 139 -- 139 - _2000 _ 6620 _ �0 �__ _. 0 �..- 0 .�_._740 0 - --692 6 c)ASO excursion 0 76 Envelope loss/gain 24576 18142 2054 1234 12 a) Infiltration b) Room ventilation 3917 0 1049 0 485 0 130 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6to 13) 28493 19191 2539 1363 14 15 Less edeml load Less transfer Redistribution Subtotal Duct loads 270/ 61 % 0 0 0 29493 7767 0 0 0 19191 11801 27% 61 h 0 0 199 2738 746 0 - 0 89 1453 893 Total mom load Air required (cfm) 36260 1400 30993 1400 3494 1. 2346 106 Calculations approved by Al to meet all requirements of Manual J 8th Ed. wrightsoft- RightSulte® Universal 201717.0.08 RSU08101 2016-Sep-22 1 Page 7 ...\Wdghtsoft HVAC\JOHNSON RES -THE HEMINGWAV.rup Cato = MJS Front Door faces: W wrightsofr Right-M Worksheet Job: Entire House Date: SEPT. 22, 2016 By: QUICK CALCS, INC. 317 ST. LUCIE LN., FORT PIERCE, FL 34946 Phone: 7724666799 Fax 7724666796 Email: OUICKCALCS@AOL.COM 1 2 3 4 5 Room name E>posed wall Room height Room dimenslons Room area BEDROOM 2 120 It 9.4 ft heat/cool 13.0 x 120 ft 156.0 It' A/H 0 It 9.4 it heat/cool 2.0 x 5.0 ft 10.0 it, Ty Construction number U-wwue (Btuhlft? °F) Or HTM (Btulvft') Area III or perimeter (ft) Load (Btuh) Area III or perimeter (ft) Load (Btuh) Heat Cool Gross NIP/S Heat Cool Gross NIP/S Heat Cool 6 11G _�.... 13A=4acs. '2 glazing, clr low-e 11D0 13A-0acs 2 glazing, clr lave 2 glazing, clr low-e 2 glazing, clr Iowa 2 glazing, clr we 2 glazing, clr lowe 2 glazing, clr lave 13A:4& 2glazing, clriaa, e _ 13A-4ocs 2 glazing, clr love 2 glazing, clr lave 1344acs 2.glazing, cIr'lowe _:._ 13A-0ocs 2 glazing, clr Icw-e 2 glazing, clr lave 2 glazing, clr lave 2 glazing, clr low-e 11D0 72C-0sw_ -,. _ 12C-Gsw_ 16B-30md - 17B-M -_._ 22A-tPl___-___..____0.989 _-. 0_.143 0.700 0.390 0.143 0.700 0.700 0.700 0.700 0.700 _ y0.700 C143 __--0.700 0.143 0.700 0.700 0343 _ 0.700. 0.143 0.700 0.700 0.700 0.700 0.390 _w_OA91 - 0.091 _0.032 _ 0.105 _ - n n n a a a a a a a se _se s s s sw, sw_ w w w w w w ; _ . _ - __.._ -�, _. "4:00 19.60 10.92 4.00 19.60 19.60 19.60 19.60 19.60 19.60 "_-4 00 ---19.60 4.00 19.60 _ 19.60 400 _ 1960 4.00 19.60 19.60 19.60 19.60 10.92 _'_.�255 2.55 �._.0.90=1.60 _ _ _ 294 .-_27.69 - 219 11.74 10.34 210 24.09 24.09 24.09 24.09 11.74 11.74 - _2.19 _ 18.14 219 11.74 _11.74 219 18.14.__.-. 219 16.91 24.09 24.09 24.09 10.34 _ ,'' - 1.06 _ 4.30 - .___0.00 - -"`113 18 _0 0 0 0 0 0 0 0 .._'__..._O -_-.0 0 0 _ 0 0 0 0 0 0 0 0 0 _._-�_ 0 0 ,_ 156 --_ _ _ 0 ��--156 `95 0 _0 0 0 0 0 0 0 0 w.0 ,_ _0 0 0 _ 0 0 ,,,_....... _0 0 0 0 0 0 0 _ v0 0 _„_7 56 _ _ _ 0 12 ---`380 353' 0 0 0 0 0 0 0 ,.r._._.__0 _ '�-- -207_ 211 0 0 0 0 0 0 0 ._._" 0 ----0 0 0 _ _ 0 0 ___. .__ __0 0 0 0 0 0 0 _..- _-0 0 =250 _ --_ - 0 0 - 0 0 0 0 0 0 0 0 -.____0 0 0 0 0' _..�_._0 0 0 0 0 0 __ 0 ..,_ _..19 0 -`� -0 ' 0 - 0 0 0 0 0 0 0 _ '0 .,----0 0 0 0 0 _.� .0 0 0 0 0 0 0 -aJ_79 0 ______10 _ � � 0 0'. �- 0 0 0 0 0 0 0 _...0 __ -__0 0 0 ___ 0 0 . _ _._ w0 0 0 0 0 0 0 f7,�_46 0 -___.._....9 0 0 FmO 0 0 0 0 0 0 _ _... ,.._0 ---.-0 0 0 0 0 _ 0 �0 0 0 0 0 0 _, w-20 _._ 0 ��i6 _ y/ IL-GG Vy `G. 'P -. P ,C__._ C_ _ F -__ -0, 0 0 _�_ 0 0 _ 0 s _ �0 0 0 0 0 0 �-- _ 0 0 _.-_._._740 _.__ _ 0 ,�_332 ---0 10 _ __ 0 0 -..._- 0 _10 . _0 �.._0 _ _ _0 .0 - 0 _____ ��0 6 c)AED excursion -46 -2 Envelope loss/gain 1204 622 57 34 12 a) Infiltration b) Room ventilation 233 0 62 0 0 0 0 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal(Iines 6to 13) 1437 684 57 34 14 15 Less exlemal load Less transfer Redistribution Subtotal Duct loads 1 27 % 61 % 0 0 199 1636 446 0 0 89 774 476 27 % 61 % 0 - - 0 -57 0 0 0 0 34 0 0 Total room load Air required(cfm) I 1 2082 1 80 1249 56 0 0 0 0 Calculations approved bvACCA to meet all requirements of Manual J 8th Ed. wrlghtsofV 2016-Sep-22 10:07:07 RightSuite® Universa12017 17.0.08 RSU08101 Page 3 ...1Wrightsoft WACUGHNSON RES -THE HEMINGWAY.mp Calc = MJB Front Doorfaces: W r�t wrightsoft Right-M Worksheet Job: Entire House Date: SEPT. 22,zofs By: QUICK CALCS, INC. 317 ST. LUCIE LN., FORT PIERCE, FL 34946 Phone: 7724666799 Fauc 7724666796 Email: OUICKCALCS at�OL.COM 1 2 3 4 5 Room name E)posed wall Room height Room dimensions Room area ENTRY 0 it 9.4 it heat/cool 4.0 x 5.0 It 20.0 ft' CLST 4 0 it 9.4 ft heat/coot 2.0 x 5.0 ft 10.0 ft' Ty Construction number U-value (Bluhlft'-°F) Or HTM (Btuldft') Area (ft.) or perimeter (ft) Load (Btuh) Area (ft') or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 17 - _- VVyy .1--G. ly I(----GG G. P_ .. P_ A__ -. C 13Arto`cs -�w"" .-_ 2 glazing clr Iowa 11D0;_ 1aAAocs 2 glazing, clr law-e 2 glazing, clr Iowa 2 glazing, clr Iowa 2 glazing, cir Iowa 2 glazing, dr Iowa 2 glazing, oir lava 13A-0ocs. - 291azing, ciraav-e__ 13A4ocs 2 glazing, ctr Iowa 2 glazing, clr Iowa 13A-0ocs '- 2 gladng,_cIr low-e-_: 13AAocs 2 glazing, clr Iowa 2 glazing, clr Iowa 2 glazing, clr Iowa 2 glazing, clr lava 11DO [72Cbsw_._..`w W 12C-Gsw ,16B30nnZl 1713-6a1_ "�0343 0.700 __-_0.390 0.143 0.700 0.700 0.700 0.700 0.700 0.700 'Oi143 _-_0.700 0.143 0.700 0.700 J.0.143 __-.0.700 0.143 0.700 0.700 0.700 0.700 _ 0.390 _ 0.091 0.091 _ _0.032 0.105 n n _n eLL a a a a a e se se..r19,60 s s s - sw sw_ w w w w w w - = �. - T 4 i102.19 19.60 1092 M4.00 19.60 19.60 19.60 19.60 19.60 19.60 --,COD 4.00 19.60 19.60 . 400 _ 1960 4.00 19.60 19.60 19.60 19.60 10.92 ~_„ 2 55 2.55 --0.90 2.94 ___ 27.69 11.74 ._. 10.34 Z19 24.09 24.09 24.09 24.09 11.74 11.74 ` 219 �18.14 2.19 11.74 11.74 _ _`E19 _18.14 2.19 16.91 24.09 24.09 24.09 10.34 __1.06 1.06 =.60 4.30. _ _0.00 ��. �. 0 . 0 0 0.-^�--0 0 0 0 0 0 0 :-___. _._0 ______0 0 0 __ 0 __._0 ,__ _ _ 0 0 0 0 0 0 0 _ ._�.38 _ 0 =.___20 0 _,_20 -�-_.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 _----96 0 e..____<18 0 - 0 0 0 �.._._ a. 0 0 0 0 0 0 _...._._ _0 ____ 0 0 0 0 _.-0 _ ____0 0 0 0 0 0 0 .__,._._40 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 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 ^_38 ___. 0 __.._20 0 __� 0 _. _ _0 _ ,. _ 0 0 0 0 0 0 0 �. _�0 .__. _ 0 0 0 0 0 0 0 -� _ 26 0 ___16 0 ;_ 0 __._19 __0.�. ___10 ._ 19 0 __.� �0 = _48 ___ 0 __9 0 � _.0 __ 0 ,__._32 0 _ = 0 0 , �� 10 0 _ �0 ;:_,0 6 c)AED excursion -5 -2 Envelope loss/gain 114 67 57 34 12 a) Infiltration b) Roomventilation 0 0 0 0 0 0 0 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal Oines 6to 13) 114 67 57 34 14 15 Less a demal load Less transfer Redistribution Subtotal Duct loads 27% 61% 0 0 -114 0 0 0 0 -67 0 0 27% 61% 0 0 57 0 0 0 0 -34 0 0 Total room load Air required (cfm) 0 0 0 0 0 0 0 0 . , -P� - wrightsaft- 2016-Sap-2210:07:07 Right-Sulte® Universal 2017 17.0.08 RSU08101 Page 4 ...\Wrightson HVACWOHNSON RES -THE HEMINGWAYmp Cale = MJ8 Front Door faces: W �i wrightsoft Right-M Worksheet Job: Entire House Date: SEPT. 22, 2016 By: QUICK CALCS, INC. 317 ST. LUCIE UN.. FORT PIERCE, FL 34946 Phone: 7724666799 Fax 7724666796 Email: OUICKCALCS@gOL.COM 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area ATRIUM 0 ft 9.4 It heat/cool 8.0 x 4.0 ft 32.0 W BEDROOM 4 13.0 ft 12.2 ft heaHcool 13.0 x 15.0 It 195.0 ft. Ty Construction number U-value (Btuh1ft2-°F) Or HTM (BtuWff2) Area (Itj or perimeter (ft) Load (Btuh) Area (ft2) or perimeter (6) Load (Btuh) Heat Cool Gross NIP/S Heat Cool Gross N/P/S Heat Cool 6 11 I--C 2 glazing, clr low-e 11D4__..y.... _.__.. _.: 13A-flocs 2 glazing, clr low-e 2 glazing, clr laws 2 glazing, clr Iowa 2 glazing, clr low-e 2 glazing, clr lave 2 glazing, clr low-e 13A=4ocs 2.glazing; clr,low.,e_ _ 13A-0ccs 2 glazing, clr low-e 2 glazing, clr Iowa 13A-flats 2 glazing, clr;loW,A _ 13AAocs 2 glazing, clr Iowa 2 glazing, clr low-e 2 glazing, clr Iowa 2 gglazing, Ur lava 11D0 _...-_ 12C-0sw_:' 16E Osw_ _ __ j6&30md 17B6al _ 0.700 __._0.390 0.143 0.700 0.700 0.700 0.700 0.700 u0.700 0143 _0.700 0.143 0.700 0.700 ­0.143w. ..._._0.700 0.143 0.700 0.700 0.700 0.700 0.390 .__ _ ..,__0.091 0.091 �_0.032 _ 0.105 n n __n_ a a a a a a e se _se_ s s s s sw w w w w w w .-,. _- _ _ s ..._..__0.90 - 400 19.60 _. 1092 4.00 19.60 19.60 19.60 19.60 19.60 _ 19.60 4.00 _._19.60 4.00 19.60 19.60 4.00 _19.60 4.00 19.60 19.60 19.60 19.60 10.92 .7_ __255 _2.55 _ 2.94 n 27.69. 219'-__ 11.74 10.34 219 24.09 24.09 24.09 24.09 11.74 _ 11.74 _2.19 _18.14 2.19 11.74 11.74 210 „ e 18.14 219 16.91 24.09 24.09 24.09 10.34 =_ .. ___ 1.06 v1.06 --_1.60 4.30 ;0.00 .:.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 _.___,.._D 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 0 0 0 0 ..._._-0_ .0 _ _,_'0 0 0 0 0 0 0 0 _ -_ _._0 0 0 0 �- - -0 , _ _ 0 122 12 0 18 18 ______, 0 ____56 0 .._„.0 0 __ 0,.._ 0� 0 0 0 0 0 0 __ __0 _____0 0 0 0 ^- 0 _ 0 --75 7 0 0 0 _ _ 0 . _ __56 0 316 --"-.'13 ,____.0 0 _ _ 0 0� 0 0 0 0 0 0 _.- . 0 .__0 0 0 0 ___0 _ 0 �'� 299 235 0 343 353 .._......_0 ` _ 144 _ 0 _ _930 _ ^ _360 0 . _. _._ U U 0 0 0 0 0 0 ,......._ 6 __0 0 0 0 ______0 �„_ _ 0 163 203 0 422 434 0 -.._.J. _ z-�_60 0, 11 1_362 _ -___ 0 _ _ VVyy �-G: Vy L/C ___0 __0 0 0 0 - 0 _ , 0 0 0 0 0 0 0 __ .0 0 W `[' 0 '__..`._ 0 0 0 0 0 0 0 0 P lC__,J C_ ___._O _- 0 ____._.51 ____0 ._ _0 �__ �32 0 _-_._32 _0 e ,�_32 _ 0 `._0 29 0 ____0 . -_�1,.��_ _ 316 ____195 6 c)AED excursion -3 475 Emlope loss/gain 129 48 2664 3119 12 a) In6@raticn b) Room ventilation 0 0 0 0 252 0 68 0 13 Internal gales: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6to 13) 29 48 2917 3187 14 15 Less eldemal load Less transfer - Redistribution Subtotal Duct loads 27% 61% 0 0 -29 0 0 0 0 48 0 0 27% 61% 0 0 532 3448 940 0 0 407 3594 2210 Total morn load Air required (cfm) I 1 0 0 0 0 4388 169 5804 262 Calculations approved bvACCA to meet all requirements of Manual J 8th Ed. A -rf- wrightsofY Right -Suite@ Universal 2017 17.0.08 RSU0810l 2016-Sep-221 Page 5 ...\Wdghtsofl WACUGHNSON RES -THE HEMINGWAY.rup Calc = MJB Front Door faces: IN n � 0 0 N z M mg E;_ z �d < o 9 V fl1A W N m A NA4IN� O. W A F IR 7X to �i m a' m� m �D, {j { ! f!! fl i { Ii 4{ H 'U»m m fn I I I I I i 1 I I.I I I I 11!II��II 3333 p Nm �p d. 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LUCIE LN., FORT PIERCE, FL 34946 Phone: 7724666799 Fax 7724666796 Email: OUICKCALCS@AOL.COM 1 2 3 4 5 Room name ENxsed wall Room height Room dimensions Room area HALL 0 ft 9.4 ft heat/cool 4.0 x 4.0 ft 16.0 ft' HER WIC 7.0 ft 9.4 ft heat/cool 1.0 x 40.0 ft 40.0 ft- Ty Construction number U-value (Btuh/ftMF) Or HTM (BtuNB') Area (fN) or perimeter (ft) Load (Btuh) Area (ft� or perimeter (ft) Load (Btuh) Heat Cool Gross WP/S Heat Cool Gross N/P/S Heat Cool . 11 y/ _I---G -_�_.. yy" c-G. y/ IL[C' Y13acs ___: P C .F_. _ _ 2 glazing, clr low-e 13A-4ws 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr love 2 glazing, clr low-e 2 glazing, clrlow-e -13A-4acs ._ _ 2 glazI g, cIrI=.e m4ccs 2 glazing, clr law-e 2 glazing, clr lavA-0e _ 2glazing„clrlow:e__.. 13A-0acs 2 glazing, clr law-e 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 11DO 120-0sw_ _ _ 12C-0sw ___ 17B£al -__ 22A-tpl 0.143 0.700 0.390 0.143 0.700 0.700 0.700 0.700 0.700 0.700 0.143 .� _0.700 0.143 0.700 __ 0.700 0.143 ___0.700 0.143143 0.700 0.700 0.700 0.700 0.390 _-0.091 0.091 0.105 _____0.989 `n n n_ a a a a a a a se _se.. s s s sw sw_ w w w w w w _ -_ _ ____ _ -_. _-400 1960 _1.092 4.00 19.60 19.60 19.60 19.60 19.60 19.60 400 _-19 60 4.00 19.60 19.60 d 0 . _19.60 4.00. 19.60 19.60 19.60 19.60 10.92 _ _ 2.55 ---0.90 _ __60 2.94 .,27. -'2i19 11.74' __,10.34 219 24.09 24.09 24.09 24.09 11.74 11.74 219 -_.1&14 219 11.74 11.74 _ 219 16.14 219 16.91 24.09 24.09 24.09 10.34 _._ 7.06 =_7.60 �_�4.30 _0.00 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 0 0 0 0 0 0 0 0 0 ..____ _.0 :.__.14 _ __._..0 ____0 6. 0: _ 0 0 0 0 0 0 0 0 -'.-0 _0 0 0 0 0 __0 0 0 0 0 0 0 - 26 _ _. _ __0 _0 g 0 _. _ _ _0 0 0 0 0 0 0 0 _ _0...-_ _ 0 66 0 0 0 _. 0..r._ 0 0 0 0 0 0 _ 0 __ 40 . 0 __._._40 --0.. 0 _._ _. _0 0 0 0 0 0 0 0 _ 0 _ _0 66 0 ___1I 0 0 0 0 0 0 0 0 _-_0 __._ __0 0 0 0 0 0 0 0 0 0 7._____0 0 263 0 0 ----0 ,0 0 0 0 0 0 0 _�.�0. ..._ __.-0 0 0 0 0 0 0 0 0 0 _ _ __0 144 0 _ __0 0 ____.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ___._0 __ _16 _ 0 _ 16 0 0 0 0 0 0 0 0 0 ,_--36 0 194 ��16 ___0 ___0 _ 40 0 _ 7 ,_,.64'. i0 6 c)AED excursion -2 -16 Emmlope loss/gain 14 24 493 192 12 a) Infiltration b) Room ventilation 0 0 0 0 136 0 36 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6to 13) 14 24 629 229 14 15 Less mdemal load Less transfer Redistribution Subtotal Duct leads 27% 61 0 0 -14 0 0 0 0 -24 0 0 27k 61% 0 0 11 640 174 0 0 10 239 147 Total room load Alr required(cfm) 0 0 0 0 815 31 386 17 ,4g& -IF14- wrlghtsOTt- Right -Suite® Universal 2017 17.0.08 RBU08101 ...1Wrightsoft HVAC1JOHNSON RES-THE HEMINGWAYrup Cale =MJ8 Front Door faces: W 2016-Sep-22 10:07:07 Page 7 i h wrightsoft, Right-J® Worksheet Job: Entire House Date: SEPT.22, 2016 BY: QUICK CALCS, INC. 317 ST. LUCIE LN.. FORT PIERCE, FL 34946 Phone: 7724666799 Fax 7724666796 Emil: QUICKCALCS@AOL.COM 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area MASTER BATH 28.0 ft 9.4 It heaticoot 1.0 x 114.0 ft 114.0 ft' MASTER SUITE 32.8 It 10.8 It heat/cool 1.0 x 280.5 ft 280.5 ft' Ty Construction number U-value (BtuIV °F) Or HTM (StuMft') Area (ft') or perimeter (ft) Load (Btuh) Area (ft-) or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 - 11 .___ - ___.._^._ 13A468- 2 glazing, cir lower •11D0 13A-flocs _-- 2 glazing, cir low-e 2 glazing, clr low-e 2 glazing, clr lave 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, cIr lowe w 13A-0o6s : 2glazing, clClcw-e__ 13A-00cs 2 glazing, clr lave 2 glazing, clr lower r -13A466s 2 glazing. 0r 1 w,e....._ 13A-06cs 2 glazing, dr lav-e 2 glazing, clr law-e 2 glazing, clr low-e 2 glazing, clr low-e 1100 12C-0sw___,,,... _s 12CcOsw_ .16B-30md - 17B-6al 22A.tpl_'� -e= �__. D:143 0.700 0.390 A0.143 0.700 0.700 0.700 0.700 0.700 0.700 T-0143 _0700 0.143 0.700 �0.700 0143 -_,-_0.700 0.143 0.700 0.700 0.700 0.700 0.390 _.0091 0.091 �0.032 0.105 `TO989 n n n a a a a a a a se _se_ s s s sw _sw_ w w w w w w ,.,J - _-_ - ` .' 400 19'60 10 92 4.00 19.60 19.60 19.60 19.60 19.60 19.60 v 4.00 _19.60 4.00 19.60 19.60 -400 ' __19.60 4.00 19.60 19.60 19.60 19.60 10.92 __.._255 2:55 -0.90 2.94 -.�27.69 - .._ _2_19 11.74 ___ 10.34 219 24.09 24.09 24.09 24.09 11.74 11.74 -219 ._ 18.14 2-19 11.74 _ 11.74 _219 _ 18.14 219 16.91 24.09 24.09 24.09 10.34 ____ 1.06 _ 1.06 _1 60 _ �4.30 _.. 0.00'_,�_ _ ____ _,� 0 _. _._ _0 0 0 0 0 0 0 0 --0 __.._0 66 0 0 0 .� ._ _0 141 0 12 0 0 0 _,_.._M 0 0 „-_ -114 0 114 ___ � 0 _._ U 0 0 0 0 0 0 0 0 ____O 66 0 0 __ 0 _ 0 --_ 129 0 0 0 0 0 __ -_0 0 _�,_114 0 �'� _28 _.. _ . 226 0 0 0 0 0 0 0 0 0 ---0 _..-.� 0 263 0 0 ---0 _ 0 517 0 235 0 0 0 - _ _0 0 � -_102 _ 0 ,775 ____�1 23 0 ._.._.. P 0 0 0 0 0 0 0 ­0 -_0 144 0 0_ --'---0 _ _ 0 282 0 289 0 0 0 0 0 -,182 _0 -_-_0 0 . _ _...._0 140 0 0 0 0 47 0 ----46 --.---12 130 0 _ 0 '" 39 11 0 0 0 0 0 0 ,_ 0 0 .. 281 _ _0 _ _ _281 0 _._ . 93 0 0 0 0 47 0 94 -,---2 130 0 0 --28 ----2_ 0 0 0 0 0 0 0 -�.�281 0 .=F _33 _ 0 373 0 0 0 0 928 0 "-137 .225 519 0 0 -112 _ ._216 0 0 0 0 0 0 __,._0 f Q51's449 0 ` 909 0 __0 264 0 0 0 0 556 0 -"75 __-__2D9 294 0 0 __ __61 _ _ 200 0 0 0 0 0 0 _�.. .0 0 0 _.�'.�0. _. _ _ V�1`"� `G Vt/ L�CG "G: P _.: P __ .C_ C� F 6 c)AED excursion 90 -142 Envelope loss/gain 2119 1111 3670 1894 12 a) Infiltration b) Room ventilation 543 0 145 0 732 0 196 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6to 13) 2662 1257 4402 2090 14 15 Less exdemal load Less transfer Redistribution Subtotal Duct loads 27% 61% 0 0 11 2673 729 0 0 10 1267 779 27% 61% 0 0 19 4421 1205 0 0 22 2112 1299 Total mom load Air required (cfm) 3401 131 2047 92 5626 217 3410 154 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. A 41:1- wrightsoft' RightSulte® Universal 2017 17.0.08 RSU08101 2016-Sep-221 Page 6 ...\Wrightsoft HVACIJOHNSON RES -THE HEMINGWAV.rup Calc = MJ8 Fmnl Door faces: W t + wrightsofr RighW@ Worksheet Job: Entire House Date: SEPT. 22, 2016 By: QUICK CALCS, INC. 317 ST. LUCIE LN., FORT PIERCE, FL 34946 Phone: 7724666799 Fax 7724666796 Emit: OUICKCALCS@AOL.COM 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area VESTIBULE 0 ft 10.1 ft heat/cool 4.0 x 4.0 ft 16.0 ft' LIVING ROOM 10.0 R 122 ft heat/cool 1.0 x 306.0 ft 306.0 ft' Ty Construction number U-value (Btuh/ftMF) Or HTM (Btuh/ft') Area (ft') or perimeter (it) Load (Btuh) Area or perimeter (ft) Lead (Stuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 93A-0xs 2 glazing, cir lows 111T 13A-0acs 2 glazing, clr lave 2 glazing, cir low-e 2 glazing, cir lave 2 glazing, clr lowe 2 glazing, clr lower 2 glazing, clr lowe_ 13A4ws. 2 glazing„GGlow-e 13A ws 2 glazing, clr Icwe 2 glazing, cir lowe 134-0acs -- _ 2 glazing, cICIOWe� 1344ocs 2 glazing, cir lcwe 2 glazing, cir lowe 2 glazing, cir love 2 glazing, cir low-e 11DO _ 12C-0sW_ J6B30md_,._..�.. _17Bfial _ 22A-t01 _ _�� 0343 0,700 __ __0.390 0.143 0,700 0.700 0.700 0.700 0.700 0.700 -'0.143 __0.700 0.143 0.700 0.700 0T143 0.700 0.700 0.700 0.700 0.700 0.700 0.390 s0.091 0.091 -0.032 0.105 �-0.989 n a _ n_ a a a a a a e 'se _se_ s s s sw sw_ w w w w w w _ .; =._ __. - � _; 4.00 19.60 ___10.92 4.00 19.60 19.60 19.60 19.60 19.60 _ 19.60 400 19.60 4.00 19.60 1960 400 __ 1960 4.60 19.60 19.60 19:60 19.60 10.92 -' _2.55 2.55 =0.90 294 -`27.69 -219 11.74 ___ 10.34 219 24.09 24.09 24.09 24.09 11.74 11.74 ---219 ! 18.14 219 11.74 11.74 -_.-219 __ 18.14 219 24.09 24.09 24.09 24.09 10.34 �1A6 _1.06 _„w1.60 4.30 �_.,�0.00 0 0 0 ----�-- 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 __12 _ _ _ 7 -.=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 _.. ___9 94 0 0 0 0 0 48 ._ ._0 0 _-_0 46 0 0 0 0 0 48 0 0' _ ...__.. 0 184 0 0 0 0 0 941 __. � _0 _ _0 0 0 0 _-. 0 -_._0 0 0 0 0 0 0 0 --0 _1464 _ _ 277 0 0 101 0 0 0 0 0 564 _ - 0 _ -----0 0 0 0 0 -__ ..__0 0 0 0 0 0 0 y/`� - I--G yy l M-0 -_ 0 0 0 0 `-'."'-U'- _ ..__0 0 0 0 0 0 0 .,,.__„__0 0 - �_ 12 _ 7 �.___16- _ __.-.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- ,11 _ - 19 ___w0 -- --0 �__ _0 0 0 0 0 0 _ 0 �._0 -,_19 _ 28 _ _ 006 -.-__0 _,_ _0 0 0 0 0 0 0 m .-_0 0 �0 P�_ ,C-- C _ F _�0 ___ 0 ----0,- 498 __�.- -10 0 __0. _ ' 2144 _.- -0 498 ._ _3 6 c)AED=unsion -3 -182 Envelope loss/gain 30 44 2866 2627 12 a) Infiltration b) Room ventilation 0 0 0 0 194 0 52 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6to 13) 30 44 3060 2679 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 279/6 61%1 0 0 -30 0 0 0 0 -44 0 0 27% 61% 0 0 483 3543 966 0 0 384 3062 1883 Total room load Air required(cfm) 0 0 0 0 4509 174 4945 223 'PW wrlghtSofv 2016-Sep-2210:07:07 AMA Right -Suite® Universal 201717.0.08 RSU08101 Page 9 ...\Wdghtsoft HVAC\JOHNSON RES -THE HEMINGWAV.rup Calc = MJ8 Front Doorfaces: W iF wrightsoft Right-J@ Worksheet Job: Entire House Date: SEPT.22, 2016 By: QUICK CALCS, INC. 317 ST. LUCIE LN., FORT PIERCE, FL 34946 Phone: 7724666799 Fax 7724666796 Email: OUICKCALCS@AOL.COM 1 2 3 4 5 Room name Exposed wall Room helght Room dimensions Room area KITCHEN 0 it 122 it heat/cool 1.0 x 163.5 it 163.5 It' CAFE 120 it 12.2 it heat/cool 5.0 x 7.0 ft 35.0 ft2 Ty Construction number U-value (Btuh/ftW) Or HTM (Btuh/ft2) Area (ft� or perimeter (it) Load (Btuh) Area or perimeter (it) Load (Btuh) Heat Cool Gross NIP/S Heat Cool Gross N/P/S Heat Cool 6 11 VV�� ��C y/ II----GG _. l P 13A-06cs 2 glazing, plr law-e 2 glazing, clr low-e ' 2 gluing, 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 13A-0ocs..._._ 2 glazing„clr low:e: _ 13AAocs 2 glazing, clr low-e 2 glazing, clr Im-e 13A-06cs - 2 glazing;clr low-e__ 2 gluon s 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 1100 12C11sw__ 12C-0sw .16B-Wrnd 17B-6al_ _ _ 22A,tpl-,_ __ 0.700 0.390 0.700 0.700 0.700 0.700 0.700 0.700 0.700 .-0i143 `__0.700 0.143 0.700 0.700 0,143 :,-_--0.700 0.700 0.700 0.700 0.700 0.700 __0.390 _ 0.091 0.091 '_.�0.032 _0.105 _ _0.989 n ,n,_ a a a a a a a se se_ s s s sw . sw_ w w w w w w ._, - _^ _-_ _ _ 4:00 19.60 __ 10.92 4.60 19.60 19.60 19.60 19.60 19.60 19.60 '- 4:00 __�19.60 4.00 19.60 19.60 _. 4700 _r19.60 4.60 19.60 19.0 19.660 19.60 10.92 .. __2.55 2.55 _^0.90 2.94 27.69 a 2,19 11.74 _ 10.34 4.19 24.09 24.09 24.09 24.09 11.74 11.74 -2-19 _18.14 219 11.74 11.74 _„.18.14 219 .91 2424.09 24.09 24.09 - 10.34 ___ 1.06 1.06 --1.60 '---"..0 0 _ 0 0 0 0 0 0 0 0 -.0 _ _._0 0 0 0 "-0 _,_ 0 0 0 0 0 0 __ 0 �� _e '0 0 -1 .__.___ 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 _ �1 265 '�-__0 __...._,„_ p 0 _. _.._. 0 0 0 0 0 0 0 0 - -,.0 __._0 0 0 0 -. _...-0 ----,-0 0 0 0 0 0 .�M 0 -_....__ 0 0 :_,- -1 .-_D 0 . ._ _. 0 0 0 0 0 0 0 0 ___0 _� 0 0 0 0 _---0 r0 0 0 0 0 0 0 -._._.0 0 _ ._.-.._0 47 0 12 0 0 0 _0 .._' g _�0 66 16 0 -.-70 _ ----0 0 0 0 0 0 0 .__ __. _0 0 _ _. _ __ 0 35 0 0 0 0 0 0 ---0 _. - _0 50 16 0 ---0 0 0 0 0 0 0 _-- _ 0 0 _ _. 0 140 0 235 0 0 0 0 -0 _ _ U 199 314 0 _. 0 -.0 0 0 0 0 0 --0 - 0 77 0 289 0 0 0 0 7-_......:0 __ 0 109 188 0 .._.0 _....,._,0 0 0 0 0 0 0 _ 0 0 -_-__2 _ �,_ �0 0 -0._ __ =�0 0 _0 �_�_ 0 0 �_.7 _0 0 ----0 ,C__ C __ F,__ -0 �0 _ _4.30 s_0.00 _ __ 285 - _ .164 778 : -0 1139 _--.. 0 57 e __ 35 57 _-_ _12 _168 �'_ 332 245 "_0 61 c)AED excursion -73 -62 Envelope loss/gain 779 1068 1388 846 12 a) Infltration b) Room ventilation 0 0 0 0 233 0 62 0 13 internal gains: Occupants @ 230 Appliances/other 0 0 0 0 1 0 0 Subtotal (lines 6 to 13) 779 106E 1621 908 14 15 Less odemal load Less transfer Redistribution Subtotal Duct loads 1 271/6 61% 0 0 28 607 220 0 0 39 1106 680 279/6 61% 0 0 8 1628 444 0 0 4 913 561 Total Hoorn load Air required(cfm) I 1 1026 1 40 1787 81 2072 80 1474 67 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsofC' RighlSuile@ Universal 201717.0.08 RSU08101 2016-Sep-22 Page:07 ...1Wrighlsoft WAC\JOHNSON RES -THE HEMINGWAV.nIp Calc = MJB Front Door faces: W wrightsofr Right-M Worksheet Job: Entire House Date: SEPT.22, zols By: QUICK CALCS, INC. 317 ST. LUCIE LN., FORT PIERCE, FL 34946 Phone: 7724666799 Fax 7724666796 Email: OUICKCALCS AOL.COM 1 2 3 4 5 Room name Mgmedwall Room height Room dimensions Room area FAMILY 24.0 ft 12.2 ft heal/cool 1.0 x 2425 ft 242.5 fP HALL BATH 6.0 ft 9.4 ft heallcool 6.0 x 120 ft 72.0 ft- Ty Construction number 1-1-value (Btuh/ft' F) Or HTM (Btuwft') Area (ft.) or perimeter (ft) Load (Btuh) Area or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 ___. 4)/ `C -ly Il--GG . W ... .__. P__.. -- P .C_ _ C_ _ __ ,F_.� _ ____.�_ _ 13A-0ocs 2glazing, cir low-e - 1,DO 13A4acs 2 glazing, Gr low-e 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr tow-e 2 glazing, clr tow-e 2 glazing, clr tow-e 73A-0ocs 2 glazing,-clrlow--e_ 73A-0acs 2 glazing, clr low-e 2 glazing, clr low-e 13A-46cs '2.glazing, clrlow-e . __ 13A-0acs 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr law-e 11D0 12C-0sw____...-__._ 12C-0sw-_ 16830md, _� 17B6ai _ _ 22?-tPl -_.9Oi143' 0.700 0.390_.._.�0 0.700 0.700 0.700 0.700 0.700 0.700 0.700 0.143 Ir__,_:0.143 0.700 0.700 0700 Oi143 . _.. 0.700 0.700 0 0.700 0.700 0.700 0.390 .- _ �. 0.091 0.03 � ,0.032 _ 0.105 0.989 � n n a a a a a a a se -se- s s _s sw sw., w w w w w w _ .,_.� - ` - ___.. 4.00 19.60 4.60 19.60 19.60 19.60 19.60 19.60 19.60 4.00 _19.60 0 19.60 9.60 1g_fi0_11- - 4.00 -__19.60 4.60 19.0 19.660 19.60 19.60 10.92 ___ . ___2.55 2.55 - 0.90 _ 2.94 _27.69 - 2.19 11.74 4. 9 24.09 24.09 24.09 24.09 11.74 11.74 2.19 ___1819 219 11.74 219 __. 18.14 2. 16.91 91 24.09 24.09 24.09 10.34 -1.06 1.06 1.60 4.30 -V0.00 ..,. 0 0 132 0 0 24 0 0 0 _0 ._.-94 94 0 _-... 0,.._- -0 _..0 0 - 0 0 0 0 ___ - 0 __ 0 0 Y _0 __395 __.--243 _ .__.__0 0 100 0 0 0 0 0 _ 0 0 _ 70 70 0 24 - 0. _ -.-,,,0 0 0 0 0 0 ____.._._ 0 0�_0. 0 � _0 __ 395 ____.24 _ .___.,0..-.__-0.. 0 430 0 0 470 0 0 __ 0 0 0 280 0 470 ...�- 0 _ _ _0 0 0 0 0 0 �.__.___ 0 0 �__,�0 _ 1161 0 230 0 0 578 0 0 _ __0 0 153 53 0 ..._.._0,-�.-0 2-0 -.... _ ._0 0 0 0 0 0 -m_._- 0 _._.__0_0 0 _ _0 _ 1699 _. 0. 0 _.._._... 0 56 6 0 0 0 0 0 -0 _0 0 0 0 ._ ---0 0 0 0 0 0 0 0 a -:72 0 -72'P _._0, 0 0. 50 0 0- 0 0 0 0 0 _.®- _0 0 0 0 _.____..0 _ __ .0 0 0 118 118 0 0 0 0 ___.___.0 0 . 0 1id 45 145 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 _____166 --__0 0 0 0 0 0 0 0 -.,F_,;_0 0 0 0 0 0 0 _.._ _ ------0 . _ __ _ 0 ,__..-:0 __,n._ ..72�_...._.715 _0 _-_6 61 c)AED ela:urslon -194 27 Envelope loss/gain 3477 2754 550 397 12 a) Infiltration b) Roomventilation 466 0 125 0 116 0 31 0 13 Infernal gains: Occupants Q 230 Applianceslother 0 0 0 0 0 0 Subtotal (lines 6 to 13) 3943 2878 666 428 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 27°/ 61% 0 0 14 3956 1078 0 0 15 2893 1779 27% 61% 0 0 14 680 185 0 0 15 443 272 Total room load A1r required (ofm) 5035 194 4672 211 866 33 715 32 Calculations approved bvACCA to meet all requirements of Manual J 8th Ed. A -41- wrtghtsoft' 2016-Sep-22 10:07.07 RES -THE HEMIivGWAY.mpersal 2017 1Calc = MJ8RSUF01 Page 11 ...\Wrighlsoft HVACIJOHNSON RES -THE HEMINGWAYrup Celc = MJB Front Oaor faces: W wrightsoft• Right-M Worksheet Job: Entire House Date: SEPT. 22, 2016 By: QUICK CALCS, INC. 317 ST. LUCIE LN., FORT PIERCE, FL 34946 Phone: 7724666799 Fax 7724666796 Email: QUICKCALCS@AOL.COM 1 2 3 4 5 Room name Fposed wall Room height Room dimensions Room area HALLWAY 0 ft 9.4 It heatl000l 9.0 x 4.0 ft 36.0 ft' M TOILET 0 It 9.4 It heat/cool 5.0 x 4.0 It 20.0 ft' Ty Construction number U-value (Btuh/ftMF) Or HTM (Btuh/ft') Area gt0 or perimeter (ft) Load (Btuh) Area (ft') or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 13Adacs; 2 glazing, clr low-e 13A- ., _ 73A-0acs ' 2glazing, clrlw+� 2 glazing, clr lma 2 glazing, clr low a 2 glazing, clr low-e 2 glazing, ctr lave 2 glazing clr low-e 13A-0ocs 2g1azing, G[lax:e__ 13A4ocs 2 glazing, clr lave 2glazing, clr low-e 4._� 13AAas 2g1azing,clglavre__ 2 glazing, clr lave 2 gamins 2 glazing, clr low-e 2 glazing, clr low-e 2 glazing, clr low-e 11DO .12C-0sw__-.,.'_,. 12C-0sw 166-30md__ _ 176-1tat 72At01-: „__ 0.143 0.700 __ 0_143 0.700 0.700 0.700 0.700 0.700 0.700 0.700 _ Oi143 _- 0,700 0.143 0.700 0.700 0.143 -_-__0.700 0.700 0.700 0.700 0.700 0.700 0.390 ,_._,0091 0.091 ___0.032 0.105 --=0.989 'n n _ n a a a a a a a s'e _se_ s s s sw sw,,,_,__19.60 w w w w w w = : 4.00 19.60 1092___10_94 9.60 19.60 19.60 19.60 19.60 19.60 19.60 400 1960 4.00 19.60 19.60 '- 4_^ .00 4.60 19.60 19.60 19.60 19.60 10.92 .__255 _ 255 ____0.90 2.94 _2T69 __. 219 11.74 4.19 24.09 24.09 24.09 24.09 11.74 11.74 219 __18.14 219 11.74 11.74 2..19 18.14_ 219 . 2424.0909 24.09 24.09 10.34 .._, 1.06 __,_1.06 ,___1.60 4.30 - 0.00 0 0 „__,. .9_..___. 0 0 0 0 0 0 0 __ _0 -----0 0 0 - 0 3 __- 0 0 0 0 0 0 0 _ _'._:0 -,-„_0 _36 1 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 0 0 0 i 0 .___32 2 - ,."" g 0 __.._0.-___ 0 0 0 0 0 0 0 0 T__-_0-----0 0 0 _ _ 0 0 _ _ _ _0 0 0 0 0 0 0 �` 0 __0 SZ 2 ----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 --- 7-0 _.._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 0 0 -0 0 _...__32 0 A'_.__'.0 _ nu _ Vll N/ . _. , W 'P_ „', P _Q.�.: . C ;F'._ 0 -__.0 0 0 0 ----0 '_ 0 0 0 0 0 0 0 0 ..._ 18 0_ ----0 ___�0 0 ____ 0 0 0 0 0 0 0 _s0.� _--_0 ____36: 1 -:` 0 __ 0 ___ __20 0 - _ 20 6 c)AED excursion -4 -2 Envelope loss/gain 34156 18 30 12 a) Infiltration b) Room ventilation 0 0 0 0 0 0 0 0 13 Internal gains: Occupants Q 230 Appliancestother 0 0 0 0 0 0 Subtotal (lines 6 to 13) 34 56 18 30 14 15 Less e#enlal load Less transfer Redistribution Subtotal Duct loads 1 27% 61% 0 0 -34 0 0 0 0 -56 0 0 27% 61% 0 0 8 26 7 0 0 4 34 21 Total room load Air required (cfm) 0 0 0 0 32 1 56 3 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsofttr �=2016-Sep-2210:07:07 c� RightSuite® Universal 2017 17.0.08 RSU08101 Page 12 ...Mrightsoft WAC\JOHNSON RES -THE HEMINGWAYrup Calc = Wit Front Door faces: W wrightsofr Right-M Worksheet Job: Entire House Date: SEPT.22, 2016 BY: QUICK CALCS, INC. 317 ST. LUCIE LN., FORT PIERCE, FL 34946 Phone: 7724666799 Fac 7724666795 Email: QUICKCALCS@AOL.COM 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area LAUNDRY 0 ft 9.4 It heat/cool 7.0 x 9.0 ft 63.0 IF POOL BATH 9.0 It 9.4 ft heat/cool 7.0 x 9.0 It 63.0 ft' Ty Construction number U-value (BtLHfl;°F) Or HTM (Btuh/ft.) Area (ft0 or perimeter (ft) Load (Btuh) Area (ft.) or perimeter (ft) Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool fi 11 13A-0acs - 2 g9lazing clglow-e 11D0 ___ 13A-0acs��� 2 glazing, cir low-e 2 glazing, cir I=-e 2 glazing, cir low-e 2 glazing, cir low-e 2 glazing, cir low-e 2 glazing. Gr low-e _ 3A-0 1ocs - -2glazing, cIr.I w-e __ 13A-0acs 2 glazing, cir low-e 2 glazing _cir low-e 13A-0dcs 2 glazing, cir,lowre __ 13A-0ocs 2 glazing, cir low-e 2 glazing, cir low-e 2 glazing, cir bw-e 2 glazing, cir laws 11DO .12C47sw.__ 16B;30md-_ . 178-tpI ______-.,0.185 e_ 2pA-iPl; 0 143 0.700 _ ,0.390 6.143 0.700 0.700 0.700 0.700 0.700 -_�0_700 0.143 _____0.700 0.143 0.700 _, 0_700 0.143 _ ____0.700 0.700 0.700 0.700 0.700 0.700 0.390 _ 0.091 _ .0.032 .- �0.989 n n n., a a a a a a a se _se_ s s s sw _sw_ w w w w w w - - =, _-_,_2.69 _ ;. ----4.00 19.60 .__1092 4.00 19.60 19.60 19.60 19.60 19.60 19.60 -- .400 -__1960 4.00 19.60 19.60 4 00 ___19.60 4.60 19.60 19.60 19.60 19.60 10.92 „.,_2.55 2.55 .__0.90 ..Y27.69 2 19 11.74 __10.34 216 24.09 24.09 24.09 24.09 11.74 11.74 _ -19 2 -18.14 219 11.74 11.74 2 19 _18.14 219 24.09 24.09 24.09 24.09 10.34 1.06 1.06 -_-_4.30 _._ 4.30,_-_--_0 s-__0.00 ---­0 0 _ _ _ 0. m-.0 0 0 0 0 0 0 _ _0.-.__.. _ _ __ 0 0 0 0 ""--0 _ _0 0 0 0 0 0 0_ _.. _�0 66 __ ___._63 : _-..-..v63 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 00 ,. ___ _ 0 _166 �_ _56 .- .0. _._ ..._..�0 0 _0 0 0 0 0 0 0 0 _ 85 0 _ - 21. 0 0 0 0 0 0 _. _� 0 0 _ _.___0 0 0 0 _--0 _ _ _ 0 0 0 0 0 0 0,_ _. _. �.0 �v66 ___-..._63 0 .-_-...._63 64 0 21 0 0 0 0 0 0 __0 0 _ .,.,_ 0 0 0 ___� 0 0 - _ 0 0 0 0 0 0 0 _„__.._ 0 66 _,,._._ 60 _ _,-0 __�_ _9 256 0 _._. _226 0 0 0 0 0 0 _____0 0 -----0 0 0 _,_ 0 ` 0 .- __ _0 0 0 0 0 0 0______0 _. _ _ _0 __ 168 , __ ._ 56 .,_49 _. 249 140 0 ._- ._214 6 0 0 0 0 0 0 '-'-0 _._. 0 0 0 0 �...-6 __ 0 0 0 0 0 0 „w,- 0 _,.� 69 __.,101 0 ------o _�___ 0 _ UU�r11 Vy �A/ _L--G.G. PT _ C_.__._ C_ _. -.-v_0 __ .0 0 0 0 _., __0 __w_, _0 0 0 0 0 0 �0 _..�... 0 �66 __- 63 r 0 .___0 �..-0 _ -----0 0 0 0 0 0 -_ 0 v 69 .. , J01 .__.0 _______0 -- 6 c)AED excursion -11 -36 Envelope loss/gain 224 159 955 487 12 a) Infiltration b) Roomventilation 0 0 0 0 175 0 47 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6to 13) 224 159 1130 534 14 15 Less Merrell load Less transfer Redistribution Subtotal Duct loads 27% 61% 0 0 72 296 81 0 0 50 209 129 27% 61% 0 - --0 8 1137 310 0 0 4 539 331 Total room load Air required (cfm) 1 376 15 338 15 1 1447 56 870 39 � -PP-wrlghtsoft- 2016-Sap-2210:07:07 RlghlSuiteO Unhansal 2017 17.0.08 RSU08101 Page 13 ...1Wrightso8 HVACWOHNSON RES -THE HEMINGWAYmp Calc = MJ8 Front Doorfaces: W -F�I- wrightsofte Duct System Summary Entire House QUICK CALCS, INC. 817 ST. LUCIE LN., FORT PIERCE, FL 34946 Phone: 7724666799 Fax 7724666796 Emall: Ol1ICKCALCS@IOL.COM For. JOHNSON RESIDENCE, PARADISE HOMES KOBLEGARD ROAD, FORT PIERCE, FL External static pressure Pressurelosses Available static pressure Supply / return available pressure Lowest friction rate Actual airflow Total effective length (TEL) Heating 1.00 in H2O 0 in H2O 1.00 in H2O 0.500 / 0.500 in H2O 1.000 in/100ft 1400 cfm Job: Date: SEPT. 22, 2016 By: Cooling 1.00 in H2O 0 in H2O 1.00 in H2O 0.500 / 0.500 in H2O 1.000 in/100ft 1400 cfm 201 ft Name Design (Btuh) Htg (cfm) Clg (cfm) Design FIR Diam (in) H x W (in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BEDROOM 2 h 2082 80 56 1.000 5.0 Ox0 VIFx 15.4 115.0 st1 BEDROOM h 3484 135 106 1.000 6.0 Ox0 VIFx 33.1 135.0 st4 BEDROOM c 2902 85 131 1.000 6.0 OxO VIFx 36.9 115.0 st2 BEDROOM 4-A c 2902 85 131 1.000 6.0 OxO VIFx 31.9 115.0 st2 CAFE h 2072 80 67 1.000 5.0 Ox0 VIFx 41.7 135.0 st4 FAMILY c 2336 97 106 1.000 5.0 OxO VIFx 29.0 135.0 st4 FAMILY -A c 2336 97 106 1.000 5.0 Ox0 VIFx 34.8 135.0 st4 HALL BATH h 866 33 32 1.000 4.0 Ox0 VIFx 28.6 135.0 st4 HER WIC h 815 31 17 1.000 4.0 Ox0 VIFx 47.1 135.0 st5 HIS WIC h 1100 42 40 1.000 4.0 OxO VIFx 42.8 135.0 sty KITCHEN. c 1787 40 81 1.000 5.0 Ox0 VIFx 17.0 115.0 st1 LAUNDRY c 338 15 15 1.000 4.0 Ox0 VIFx 9.9 115.0 st1 LIVING ROOM c 2473 87 112 1.000 5.0 OxO VIFx 34.5 115.0 st2 LIVING ROOM -A c 2473 87 112 1.000 5.0 OxO VIFx 35.7 115.0 st2 M TOILET c 56 1 3 1.000 4.0 OxO VIFx 46.1 155.0 st6 MASTER BATH h 3401 131 92 1.000 6.0 OxO VIFx 46.1 155.0 st6 MASTER SUITE h 2813 109 77 1.000 5.0 OxO VIFx 53.0 135.0 sty MASTER SUITE -A h 2813 109 77 1.000 5.0 Ox0 VIFx 43.9 135.0 st5 POOL BATH h 1447 56 39 1.000 4.0 Ox0 VIFx 15.8 115.0 st1 Boldlita9c values have been manually overridden .�. WilglltSOft' RlghtSuite® Univemal 2017 17.0.08 RSU08101 ...1Wdghtsoft HVACWOHNSON RES-TIE HEMINGWAYmp Cale =MJ8 Front Door faces: W 2016-Sep22 10:07:09 Page 1 Supply Trunk Detail Table Trunk Htg Clg Design Woo Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st6 Peak AVF 133 95 1.000 675 6.0 0 x 0 VinlFlx st5 st2 Peak AVF 767 792 1.000 860 13.0 0 x 0 VinlFlx st1 Peak AVF 633 608 1.000 806 12.0 0 x 0 VinlFlx st5 Peak AVF 424 307 1.000 777 10.0 0 x 0 VinlFlx st2 st4 Peak AVF 442 416 1.000 811 10.0 0 x 0 VinlFlx st1 Return Branch Detail Table Name Grill Size (in) Htg (cfm) Clg (cfm) TEL (ft) Design FIR Veloc (fpm) (fpm) Diam (in) H x W (in) Stud/Joist Opening (in)J;�Trunk rb1 Ox0 1 1400 1400 0 1 0 0 0 Ox 0 1 VIFx rQI'1 htSOft' 2016Sep-2210:07:09 W i91+6� 9 Right -Suite® Universal 201717.0.08 RSU08101 Page 2 ...\Wrighlseft HVAC\JOFRJSON RES -THE HEMINGWAV.rup Cale = MA Front Door faces: W This document was created with Win2PDF available at http://www.win2pdf.com. 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