Loading...
1871 Atlantic Beach Dr - New Home/Driveway ,� r Jai � '�", ` \ CITY OF ATLANTIC BEACH ) - 800 SEMINOLE ROAD ` Z ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 \ J1319' r SINGLE FAMILY DWELLING NEW MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247 -5814 JOB INFORMATION: Job ID: 16- SFR -21 Job Type: SINGLE FAMILY RESIDENCE Description: NEW HOME /DRIVEWAY Estimated Value: $382,762.00 Issue Date: 2/17/2016 Expiration Date: 8/15/2016 PROPERTY ADDRESS: Address: 1871 ATLANTIC BEACH RE Number: None GENERAL CONTRACTOR INFORMATION: Name: TOLL BROS.,INC Address: 250 GIBRALTAR RD STEVEN R MERTEN Phone: - - PERMIT INFORMATION: FEES: ENG REV RESIDENTIAL BLD $100.00 PLAN CHECK FEES $664.14 UTIL REV RESIDENTIAL BLDG $50.00 BUILDING PERMIT FEE $1,328.29 STATE DCA SURCHARGE $19.92 STATE DBPR SURCHARGE $19.92 SEWER SDC- SYSTEM DEV CHG $4,050.00 FER$ coNisterfirpApugmeTERNcE la/wow, CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. �I \ CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 J331 �f WATER CROSS CONNECTION $50.00 WATER SDC- SYSTEM DEV CHG $1,140.00 Total Payments: $7,792.27 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH OFFICE COPY 800 Seminole Road, Atlantic Beach, FL 32233 Office (904) 247 -5826 Fax (904) 247 -5845 Job Address: 1871 Atlantic Beach Drive; Atlantic Beach, FL 32233 Permit Number: /46 SFR ',,2/ Legal Description Lot 53 Atlantic Beach Country Club Unit 2 67- 132- 08- 2S- 29E.199 Parcel Floor Area of Sq.Ft. Sq.Ft Valuation of Work $ 382,762 Proposed Work heated /cooled 3,316 non - heated /cooled 984 Class of Work (circle one): 460 Addition Alteration Repair Move Demolition pool /spa window /door Use of existing /proposed structure(s) (circle one): Commercial Residential If an existing structure, is a fire sprinkler system installed? (Circle one): Y - - -- c N /A Florida Product Approval # See attached For multiple products use product approval form Describe in detail the type of work to be performed: New Residential Construction Property Owner Information: E LE 0 Q V 1 Name: TOLL FL VI LIMITED PARTNERSHIP Address: 160 Cape May Avent e City Ponte Vedra State FL Zip 32081 Phone 904 217 -0739 JAN Z fl� E -Mail or Fax # (Optional) arogers @tollbrothers.com .J Contractor Information: CONTRACTOR EMAIL ADDRESS: arose rdilimet mwomee Company Name: Toll Bros., Inc. Qualifying Agent: Steven R. Merten j Address: 160 Cape May Avenue City Ponte Vedra State FL Zip 32081 Office Phone 904 217 -0739 Job Site/ Contact Number 904 386 -6472 Fax # State Certification/Registration # CGC 1510225 Architect Name & Phone # Engineer's Name & Phone # Fee Simple Title Holder Name and Address Bonding Company Name and Address Mortgage Lender Name and Address Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void if work is not commenced within six (6) months, or if construction or work is suspended or abandoned for a period of six (6) months at any fime after work is commenced. I understand that separate permits must be secured for Electrical Work, Plumbing, Signs, Wells, Pools, Furnaces, Boilers, Heaters, Tanks and Air Conditioners, etc. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. 1 hereby certify that I have read and examined this ap lication and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any other federal, state, or local l,w regulating construction or the performance of construction. Signature of Owner Signature of Contractor Print Name Steven R. Merten, Division Sr. Vice President Print Name Steven R. Merten Before me Before �ie , . this tS Da of December 2015 this • 1 " Da of .' December 2015 I AI P " Notary Public Notary Public ' MELISSA LIEBERMAN Revised 01.26.10 MY COMMISSION #FF055605 EXPIRES September 18. 2017 ; ,.••p ' p�.,,,. : o,> MELISSA LIEBEBMAN (4071-:i98-0153 FloridallotaryService com ? MY COMMISSION r FF055o05 "'•:'FOF EXPIRES September 18. 2017 (407) 398-0153 FloridallotaryService.com s , `s CITY OF ATLANTIC BEACH . = ' PUBLIC UTILITIES 1200 Sandpiper Lane f1F31� ATLANTIC BEACH, FL 32233 (904) 270 -2535 or (904) 247 -5874 NEW WATER/SEWER TAP REQUEST Date: / — 6 - /6, Project Address: / 87/ ArmA)r c Br oi. Dr No. of Units: 1 Commercial Residential ✓ Multi- Family fa New Water Tap(s) & Meter(s) Meter Size(s) /9 New Irrigation Meter Upgrade Existing Meter from to (size) 3 .. New Reclaimed Water Meter Size 14 / New Connection to City Sewer Name: Applicant Address: City: State: Zip Phone Number: Cell Number: Email Address Fax: Signature: (Applicant) CITY STAFF USE ONLY Application# /6 - 5 - 21 Water System Development Charge $ / /-/O. co Sewer System Development Charge $ ti, Q50, vp Water Meter Only $ / es DO Reclaimed Meter Only $ /9,5 oa Water Meter Tap $ Sewer Tap $ (notes) Cross Connection $ SO, 00 Other $ TOTAL $ S 6/0. a) APPROVED: Kayle Moore, PE (Deputy PW Director or Authorized Signature) ALL TAP REQUEST MUST BE APPROVED BY UTLITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED DO NOT WRITE BELOW - OFFICE USE ONLY Applicable Codes: 2010 FLORIDA BUILDING CODE Review Result (circle one): Approved Disapproved Approved w/ Conditions Review Initials/Date: 4I1(y / -6j/ Development Size OO Habitable Space S s.F• Non - Habitable 9 Py s. F. Impervious area Miscellaneous Information Occupancy Group 4- 3 Type of Construction ( f3 Number of Stories Zoning District / 9/3c Max. Occupancy Load Fire Sprinklers Required Flood Zone )( Conditions /Comments: NOTICE OF COMMENCEMENT OFFICE COPY State of : FLORIDA Tax Folio No. 169505 -1560 County of : DUVAL / �p To Whom It May Concern: r M � r # �� ~ S F ^ ^ 2 ( The undersigned hereby informs you that improvements will be made to certain real property, and in accordance with Section 713 of the Florida Statutes, the following information is stated in this NOTICE OF COMMENCEMENT. Legal Description of property being improved: Lot 53 Atlantic Beach Country Club Unit 2, 67 -132 08- 2S- 29E.199 Address of property being improved: 1871 ATLANTIC BEACH DRIVE, ATLANTIC BEACH, FL 32233 General description of improvements: NEW HOME CONSTRUCTION Owner: TOLL FL VI LIMITED PARTNERSHIP Address: 250 GIBRALTAR RD. HORSHAM, PA 19044 Owner's interest in site of the improvement: FEE SIMPLE Fee Simple Titleholder (if other than owner): Name: Contractor: TOLL BROS., INC. Address: 160 CAPE MAY AVE. PONTE VEDRA, FL 32081 Telephone No: 904 - 217 -3852 Fax No: 904 - 460 -2683 Surety (if any) Address: Amount of Bond $ Telephone No: Fax No: Name and address of any person making a loan for the construction of the improvements Name: Address: Phone No: Fax No: Name of person within the State of Florida, other than himself, designated by owner upon whom notices or other documents may be served: Name: STEVE MERTEN Address: 160 CAPE MAY AVE. PONTE VEDRA, FL 32081 Telephone No: 904 - 217 -3852 Fax No: 904 - 460 -2683 In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.06(2)(b), Florida Statues. (Fill in at Owner's option) Name: Address: Telephone No: Fax No: Expiration date of Notice of Commencement (the expiration date is one (1) year from the date of recording unless a different date is specified): 06/30/17 _/I THIS SPACE FOR RECORDER'S USE ONLY OWNER .--' Signed: Date: ! . --0 ---- Before me,tfiis (—ill day of be/en/bey— ey— in the County of Duval, State Of Florida, has personally appeared 'S f y111?T Notary Public at Large, State of Florida, County of Duval. Doc # 2015290014, OR BK 17405 Page 2043, My commission expires;- 1 is i Number Pages: 1 1ersonally Known: V or Recorded 12/22/2015 at 08:21 AM, Produced Identification: _ Ronnie Fussell CLERK CIRCUIT COURT DUVAL =;o Pa�. c, COUNTY MELISSA itERMAN RECORDING $10.00 N; ; ' MY COMMISSION #FF055605 .., F ` � : . EXPIRES September 18. 2017 (407) 398 FloridallotaryService.com (j ,_. O YO ?° :-.l O\ t!i -4. w N ,--' CO 01 Vi • w tJ --' ?;.- r-y O c oY c4 = c • • ° c `o o ' ° c ° . v c� o ¢ !La, ' ° -= _ -, c • to .1 CO ° a I CD p b o c o. .-1 7 v 0- a a o �' O -n = 01 a Z po CD C =' '0 00 0 d co CD CD -� O ▪ o y w 9 co w 0 CD o H V] q R o 0 "' V7 CD m • N . .0 co � w y O • 7r 'b `ti 'ti 'ti n ( O o a o 0' 5 q v) 143 W b CD O 0 0 0 ° ' H .ii o o a O- it i A o '' �' o C 0 r* y ° � n D 1 -0 ' a 0 = Co = 0 C B CL 0 eD 6 O CP Z FL °< CD `"' 0 AD O n 0 - b � • o r ¢ ' ( D N H N ao /4 N h■1 O o N w • o O CA SY • "Y CC x n N tit O tr1 47 4 Y C � G y ,1 ? ,- Z o H w c 5 5 c 0 0 o CD "0 is �' ., 'x1 CO to -I °' 'r1 to 0 o ' °° ° ° 0 '0 °• •o `"' y7 < x �; C7 m c D + p k O Ciy v, O O.. ^* A O CD • CA CD d to co tS -y 0 t=1 co a 5 a . o o 0 o a - . '_. r CD a 0 CA CA 0 rn O Vi 0 CL o go b 0 Pll co = . `' • CI. *t = ' o w Z c U c+n + N z Z r "1 E' o H o y o o o o y a - o G N. • w to to v, tJ a • C9 v ' n 0 0 0 0 [J to M '+ to ' - ▪ p O 1 1 L-.1 . J -�, N p PT, i- QQ ,.< el, 4- 5 = C c r '11 `i1 ' 'r1 'r) '11 '17 'TJ 'T1 'T1 v) o0 0 0 ✓ r _ r r rr r rrr y CO 0 ON 0 00 - N N? iD Cr (D n tZ • 0 •--, N N v N N cD _ O _ . t,.: O1 O\ O\ W J r ►1y a r CD 0 'T1 to 00 •-•• `Y r O N 19 N A 00 0 w ai n In n 0 0 co so rn t1) 0 -o s C D\ , A Co.) N O 00 v O\ In A W N r � / 00 J D \ t1� W N (� Q I ' c4 ") ( � y x � (4 . 4 to Z � c Y P c „ G) 4 0 � () va to c.4 En b v ° 0 _ °o o ° o o ° a, a c = o o n "a d CD CO m m ° c a>" • � . ° " °• y io E4 to z o. : .. ? : a ° , N CD 0 "• o " y 5 ' G, 5 n ` n ∎-t . y rr o y �� o 0 CD Uo z y y y e o r g d r CT AD y o = c o /) ro o VI AD "' H 1 En ce CD 4 to 0 X Z - Z too w 3 n - 0 o a a . = co w E A) r F �• a a .- - y "' 0 w d ° cm 00 0 9 5 b b a co n. 0. '' o o o n ,-+ r+ cn h 5 5 9 9 4 7r1 H En En r " r , 0 0 " o o v v AD 0 " o 0 .�' X ¢ w "' CA CA 4 cn XI C 0. 'b b a a: 04 co 5 co co F co co (to 00 oh. 0 W tn 7 v w IA 3 on w �° a a p 4 C 0 V) CA 0. 0. ° ,, s o C En n w m co?"- «a arm co r y b co CA 0 5 b N cra y Fr O Z Z Z ZZZ W XZZ Z > a a aaa o aaa a r w 9 O . 0 0 -� 'a�� ����� r _ r _ r r _ r _ r _ r r_ r_ r r oe N W A 00 0 _ 0 O N W r A J W 0 0 N • O W O ... — : A. N 0 OT °" VO , .o �1 A tN v ;__, o0 00 to 00 N Uj ,■. .' .. N — jA W hl f. . co CT O W it 0 VD 00 N A 0 0 to It . O N x N W N _. O oo J C'T J� W N 1- n 7 --1 a, to W N -- cli • a h O x O C7 - = U 5 n n z) m -i O z O m in n (n co a to - e) a C< , � CD m es c w 0 o • ao a O _ 0 0 0 n x+ m E 111 't m x O B N N d O o 1 C v n 0 t y '' Z a p Q.. CD 0 o 0 = co D V? H °` a o .a a - - .., 'o C n • E. w a c • —• C CD — w O - 2 0 o a u, =s -s co • Fp ,_ o 0 v, cn • C CO 'O n O r+ .t 0 0.. O 0 P 0 " -. 17Q o a) • 0 a .° = 0 m 2 ✓ - o n . o 2 o " 0 Cn c - - a c, 0 " .0 - z , s o 0 - cc o a 0 0 0 9 < 0 0 P.) S - `-G 0 o . • a ., CD 0 co m " -+ 0 1 O (10 -1 5. CD CD Z e ° , o r_ • to 0 Q o up up w w a = E o 0 up C p O 10 a. -n --1 0 -o 7 CD CD 7 a (1) t.) N — A O 0 " " a 0 0 " (IQ (1Q It r' O 0 0 It -� n 4 n �) — cu t �: O O • n 5 - 4 0 O �Q w Z CD z -o a Z -t > ` c = 0 o w Z a, a co no 9 co co u; -, t � : _ ° , 7o b o. o 0 0 ,o ,o m H °( - c 0 o o, 0 ^ -: g 4, A o _ b r+ 00 - n O, J 0 0 '. ^' -O a, o o z Cr CD 0 -Cs O 0 7 C O 5 po CD 0 C, 0 o. 0 0 o CD • v) O c O C-1 '•17 Cn h X m UQ z 9 a 0 r `; -Ti o . , 0 0 N ^ 5, 0 0 w r� 0 = c 0. - 0 n. o 0 Er o a CI rib-- r n � O O O 0. 0 Ala. L 0 - -•t 0 5 0 0 0- 0 N o t.ivp. City of Atlantic Beach �� APPLICATION NUMBER 4' Building Department 1 � ( To be assigned by the Building Department.) >, '1-) o 800 Seminole Road , , //� " r Q — "r Atlantic Beach, Florida 32233 -5445 J `� c!� c� �/� Phone (904) 247 -5826 • Fax (904) 47 -584 _ 201 6 � ;�J ; ; Email: building dept @coab.us N Date routed: / ( /0 City web site: http: / /www.coab.us .--____ ---______________. APPLICATION REVIEW AND T - ACKING FORM Property Address: /6 i / ah � 6 Lf / 4- , D_`rtment review required Yes No Applicant: / 0 1/ IY S Pr' lanning & Zonn11111=1111 a __ _ istrator Project: W M rn Z 2)r/ a x-) a nblic W. rks Y - Fire Services _- Review fee $ 7 Dept Signature . Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLIC -ION STATUS Reviewing Department First Review: Approved. ❑Denied. (Circle one.) Comments: BUILDING PLANNING & ZONING Reviewed by: 4l '' ^ ate: D it 3/ PC TREE ADMIN. Second Review: Approved as revised. ❑Denied. �":r IC WO S Comments: 41/.4 efeh 'UBL C UTILITIES /-41(0 PUBLIC A ETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. 1 (Denied. Comments: Reviewed by: Date: Revised 07/27/10 a i .44/ City of Atlantic Beach APPLICATION NUMBER � f 1, Building Department (To be assigned by the Building Department.) ✓ - ' " A r- 800 Seminole Road /o — ik - 2 I � ` j Atlantic Beach, Florida 32233 -5445 d /�. / Phone (904) 247 -5826 • Fax (904) 247 -5845 (Si 9 E -mail: building- dept @coab.us Date routed: / ita City web -site: http: / /www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: / /Wad 6 le D_• . rtment review required ' - -�'No , Applicant: /0 1/ S r'lanning & Zonin• a:�•�•• istrator Project: /18.4) ,#),»Z ?Iriiti4 'ublicc irks Review fee $ Dept Signature Review or Receipt Other Agency Review or Permit Required of Permit Verified By Date Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: rqA p oved. ❑Denied. (Circle one.) Comments: BUILDING PLANNING & ZONING Reviewed by: Date: ��iy/ 6 TREE ADMIN. Second Review: Approved as revised. ❑De ed. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ['Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 07/27/10 01..`a'. City of Atlantic Beach APPLICATION NUMBER J , _ : : ..; Building Department (To be assigned by the Building Department.) ,� ' 800 Seminole Road /O1 (`�p r Atlantic Beach, Florida 32233 -5445 d /C. Phone (904) 247 -5826 • Fax (904) 247 -5845 4//0 � �? J�3� E-mail: building-dept@coab.us Date routed: 1 City web -site: http: / /www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: / ,4 /7 a/, - ii 6 Age - D- • . rtment review required Yes No Applicant: / 0 1/ gli S Manning & kuu as istrator Project: /BUJ »L , 21--,,,routty , �-ublic� -g• . ey Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. ❑Denied. (Circle one.) Comments: BUILDING PLANNING & ZONING y 0--- Date:___ Reviewed b �,. TREE ADMIN. Second Review: nApproved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: nApproved as revised. ['Denied. Comments: Reviewed by: Date: Revised 07/27/10 o n:,-, City of Atlantic Beach APPLICATION NUMBER s 4 °> it Building Department T 1 i r — (To be assigned by the Building Department.) ii' f • 800 Seminole Road ` jET // . / ; r Atlantic Beach, Florida 32233 -5445 lJ c_ Silk 2. 1 6 v Phone (904) 247 -5826 • Fax (904) 2 584 Q 6 2016 / "„r 1 09!> E -mail: building- dept @coab.us l 1 Date routed: / (Q /49 City web -site: http: / /www.coab.us "1 . APPLICATION REVIEW AND TRACKING FORM Property Address: /7, d 6 Ed, c - D- . rtment review required Yes No Applicant: / 1/ 4,0 S r fanning & Zonin ` u blicW. rks trator Project: /1(54A) 11 rn i �61�1 a _, -I. - - e Fire Services Review fee $ ''4 Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: proved. ❑Denied. (Circle one.) Comments: g/ � /,, p (0 fee �/77iLGKfj BUILDING PLANNING & ZONING Reviewed by: / Zt> Date: / 84 TREE ADMIN. Second Review: nApproved as revised. D enied. (PUBLIC WORK Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ['Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 07/27/10 i , , y CITY OF ATLANTIC BEACH � , � si , Building Department r. A ., 800 Seminole Road J_-_,' r� Atlantic Beach, Florida 32233 If (904) 247-5800 PLAN REVIEW COMMENTS Permit Application # A 5PA 2/ Property Address: J f 7/ /,plan /a- fie,d z),;,-.2-- Applicant: h// Bic S, Project: /1'ely ` 4fry? 4. E t L2r,'ue ii/ay This permit application has been: ❑ Approved ❑ Reviewed and the following items need attention: cko ki,/h Si f a /17 e Go (,ari5 /-JeS i i A i. He CU 1/ -e - Sa brrt'if /7a/lvaI R S`' c 0 "71) ii 0 nce--- RPr'r 1 tf /6//7/ - _ _ Vec Jikli 1(11 OFFICE COPY Please re- submit your application when these items have been completed. Reviewed By: Date: /-616 .... D ECEIIVE CITY OF ATLANTIC BEACH 800 Seminole Road 11 FEB - 8 2016 Atlantic Beach, Florida 32233 Telephone (904) 247-5800 } e. FAX (904) 247-5845 P I , 0.11VP REVISION 1 11 I SHEET Date: 021 Gel Ili Received by: Resubmitted: Permit Number: t1- Snz.- < QI Original Plans Examiner: Project Name: AttlytiL, Beath 6) Kiltri e_11410 Project Address: lqi 1 A4Ior1fic.F5a9a1 Drive) Contractor:To lit 13415the1cg j Inc,. Contact Name: ASVIVC, • es ' Contact Phone :___qQA_ Contact e-mail: t #.4,- . ant • HNC Revision / Plan Check / Permit Fee (s) Due: $ N pet Description of Proposed Revision to Existing Permit: Ki-tAi) nnanua.1 S complictv Reportc . . Additional Increase in Building Value: $ 0 ik Additional S.F. NI IA Site Plan Revised: NC) Public W / U Approval: By signing below. I (pri . orneLAS14.__RarLS affirm that the above revision is inclusive of the p II 1 changes. I A IA / c-Iii11,0 Signature of 'I / Age 7 infractor must sign if increase in valuation) Date 01 flee Use Only Date: c2A 6 Approved: X Rejected. Notified by ‘ Plan Review Comments: 14d2prOved a 3 ti lo rni i ' ....... - FILE CO .... ..t review required Yes No i _____uildinq _ _ ___ oiling V Tree Administrator ans Examiner Public Works Public Utilities .7/ fill 4 Public Safety Fire Services Date (rested 8) 20f15 Rev 2 - — FORM R405 -2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION . Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Anastasia 3316 Left W Builder Name: Toll Brothers, Inc. Street: 1871 Atlantic Beach Drive (Lot 53 AB) Permit Office: Atlantic Beach City, State, Zip: Atlantic Beach , FL , Permit Number: /6 - 3 FR- 2 Owner: Toll Brothers, Inc. Jurisdiction: 261300 Design Location: FL, Jacksonville 1. New construction or existing New (From Plans) 9. Wall Types (3594.8 sqft.) Insulation Area a. Frame - Wood, Exterior R =19.0 3341.30 ft 2. Single family or multiple family Single- family b. Frame - Wood, Adjacent R =13.0 253.50 ft 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 5 d. N/A R= ft2 10. Ceiling Types (2826.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R =38.0 2481.00 ftZ 6. Conditioned floor area above grade (ft 3316 b. Under Attic (Vented) R =19.0 345.00 ft c. N/A R ft2 Conditioned floor area below grade (ft 0 11. Ducts R ft2 i 7. Windows(463.8 sqft.) Description Area p A t t ic, et: Attic, H: Attic loor 6 6 3 242 a. U- Fato: Dbl, U =0.34 463.83 ft 2 b. Sup: SHGC: SHGC =0.27 b. U- Factor: N/A ft2 12. Cooling systems kBtu /hr Efficiency a. Central Unit 18.0 SEER:14.00 SHGC: b. Central Unit 36.0 SEER:14.00 c. U- Factor: N/A ft2 SHGC: 13. Heating systems kBtu /hr Efficiency d. U- Factor: N/A ft a. Electric Heat Pump 18.0 HSPF:8.20 SHGC: b. Electric Heat Pump 36.0 HSPF:8.20 Area Weighted Average Overhang Depth: 4,846 ft. 14. Hot water systems Area Weighted Average SHGC: 0.270 a. Natural Gas Tankless Cap: 1 gallons 8. Floor Types (3316.0 sqft.) Insulation Area EF: 0.600 a. Slab -On -Grade Edge Insulation R =0.0 2709.00 ft b. Conservation features b. Floor Over Other Space R =0.0 607.00 ft None c. N/A R ft 15. Credits Pstat Total Proposed Modified Loads: 75.24 PASS Glass /Floor Area: 0.140 Total Baseline Loads: 83.59 . 0 , „,...v.„, ' © I hereby certify that the plans and specifications covered b y Review of the plans and this calculation are in compliance with the Florida Energy specifications covered by this ,w.\).--). . ::: - . 7:4) } r T ;V . - ;\ Code. calculation indicates compliance r q`�i,,• . / / with the Florida Energy Code. g !Ito .4 , F r �`' "°. :`01 PREPARED PREPARED BY l a v IA .i - • • •.. � • .0%fr-- 's B efore construction is completed "fl _ C7 DATE: I �i� I this building will be inspected for F 4 g compliance with Section 553.908 - f Florida Statutes. G �ji, . _ g ' .„, I hereby certify that this building, -- des gned, is in compliance o °CD 1.04"C � , {, with the Florida Energy Code. /41 I ' ' 44 th*. - • 110#1e OWNER /AGENT: � � BUILDING OFFICIAL: d DATE: V ri 6 DATE: !!! T:;;7/Iyi - 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. OFFICE COPY 12/15/2015 4:04 PM EnergyGauge® Ener Gau e® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 I 1 FORM R405 -2014 PROJECT Title: Anastasia 3316 Left W Bedrooms: 5 Address Type: Street Address Building Type: User Conditioned Area: 3316 Lot# Owner: Toll Brothers, Inc. Total Stories: 2 Block /SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Toll Brothers, Inc. Rotate Angle: 0 Street: 1871 Atlantic Beach Dri Permit Office: Atlantic Beach Cross Ventilation: No County: Duval Jurisdiction: 261300 Whole House Fan: No City, State, Zip: Atlantic Beach Family Type: Single- family FL , New /Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range V FL, Jacksonville FL_JACKSONVILLE_INT 2 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume 1 Block1 2709 24381 2 Block2 607 5463 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infit ID Finished Cooled Heated 1 Main 2709 24381 Yes 5 4 1 Yes Yes Yes 2 2nd Floor 607 5463 No 1 1 1 Yes Yes Yes FLOORS V # Floor Type Space Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet V 1 Slab -On -Grade Edge Insulatio Main 228.3 ft 0 2709 ft ____ 0 0 1 V 2 Floor Over Other Space 2nd Floor ____ ____ 607 ft 0 0 0 1 ROOF V Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or Shed Composition shingles 2934 ft 564 ft Medium 0.6 N 0.9 No 0 22.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC V 1 Full attic Vented 300 2709 ft N N I i 12/15/2015 4:04 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 i 1 I FORM 8405 -2014 CEILING V / # Ceiling Type Space R -Value Area Framing Frac Truss Type V 1 Under Attic (Vented) Main 38 1991 ft 0.11 Wood '✓ 2 Under Attic (Vented) 2nd Floor 38 490 ft 0.11 Wood ✓ 3 Under Attic (Vented) 2nd Floor 19 117 ft 0.11 Wood 1 4 Under Attic (Vented) Main 19 228 ft 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below �xnf I t To WaiTy-pe S Main 13-Value Ff in Ft In Qrea R- Value- Eractinr�Absnr Grade%_ W Exterior Frame -Wood 19 16 10 10 0 168.3 ft 0 0.25 0.6 0 W Exterior Frame - Wood 2nd Floor 19 38 0 9 0 342.0 ft 0 0.25 0.6 0 1 3 S Exterior Frame - Wood Main 19 83 6 10 0 835.0 ft 0 0.25 0.6 0 V 4 S Exterior Frame - Wood 2nd Floor 19 20 6 9 0 184.5 ft 0 0.25 0.6 0 1 5 E Exterior Frame - Wood Main 19 45 0 10 0 450.0 ft 0 0.25 0.6 0 Y 6 E Exterior Frame - Wood 2nd Floor 19 38 0 9 0 342.0 ft 0 0.25 0.6 0 ✓ 7 N Exterior Frame - Wood Main 19 83 6 10 0 835.0 ft 0 0.25 0.6 0 J 8 N Exterior Frame - Wood 2nd Floor 19 20 6 9 0 184.5 ft 0 0.25 0.6 0 V 9 W Garage Frame - Wood Main 13 28 2 9 0 253.5 ft 0 0.25 0.01 0 DOORS # Ornt Door Type Space Storms U -Value FtWidth In Ft H eight Area V 1 W Insulated Main None .54 3 8 24 ft 2 W Wood Main None 39 2 8 8 21.3 ft WINDOWS Orientation shown is the entered, Proposed orientation. / Wall Overhang V # Ornt ID Frame Panes NFRC U- Factor SHGC Area Depth Separation Int Shade Screening -V--- 1 W 1 Vinyl Low -E Double Yes 0.34 0.27 8.0 ft 5 ft 4 in 1 ft 4 in None Exterior 5 Y 2 W 1 Vinyl Low -E Double Yes 0.34 0,27 72.0 ft 1 ft 0 in 1 ft 4 in None Exterior 5 Ni 3 S 3 Vinyl Low -E Double Yes 0.34 0.27 72.0 ft 1 ft 0 in 1 ft 4 in None Exterior 5 V 4 E 5 Vinyl Low -E Double Yes 0.34 0.27 128.0 ft 14 ft 8 in 1 ft 4 in None Exterior 5 V 5 E 5 Vinyl Low -E Double Yes 0.34 0.27 45.0 ft 1 ft 0 in 1 ft 4 in None Exterior 5 I V 6 E 5 Vinyl Low -E Double Yes 0.34 0.27 5.3 ft 1 ft 0 In 1 ft 4 in None Exterior 5 7 N 7 Vinyl Low -E Double Yes 0.34 0.27 62.0 ft 1 ft 0 in 1 ft 4 in None Exterior 5 Vi V 8 N 7 Vinyl Low -E Double Yes 0.34 0.27 9.5 ft 1 ft 0 in 1 ft 4 in None Exterior 5 VVVV 9 S 4 Vinyl Low -E Double Yes 0.34 0.27 31.0 ft 1 ft 0 In 1 ft 4 in None Exterior 5 10 N 8 Vinyl Low -E Double Yes 0.34 0.27 31.0 ft 1 ft 0 in 1 ft 4 in None Exterior 5 _ . I I 12/15/2015 4:04 PM EnergyGaugea USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 ; I ■ -_ I FORM R405 -2014 GARAGE ✓/ # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation V 1 602 ft 602 ft 53 ft 9 ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000286 2487 136.53 256.77 .2711 5 HEATING SYSTEM V # System Type Subtype Efficiency Capacity Block Ducts Y 1 Electric Heat Pump Split HSPF:8.2 18 kBtu /hr 2 sys #1 V 2 Electric Heat Pump Split HSPF:8.2 36 kBtu /hr 1 sys #2 i COOLING SYSTEM ✓ / # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts V 1 Central Unit Split SEER: 14 18 kBtu /hr 540 cfm 0.7 2 sys #1 ✓ 2 Central Unit Split SEER: 14 36 kBtu /hr 1080 cfm 0.7 1 sys #2 HOT WATER SYSTEM V # System Type SubType Location EF Cap Use SetPnt Conservation V 1 Natural Gas Tankless Exterior 0.6 1 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM V FSEC Collector Storage i None None Cert # Company Name System Model # Collector Model # Area ft2 Volume FEF DUCTS — Su I Return — Air CFM 25 CFM25 HVAC # ppy �/! # Location R -Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool V/ 1 Attic 6 242 ft Attic 82.225 Default Leakage 2nd Floor (Default) (Default) 1 1 V 2 Attic 6 328.9 ft Attic 82.225 Default Leakage Attic (Default) (Default) 2 2 I � Pa e4of5 12/15/2015 4:04 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software 9 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cn [[ Jan ]] Feb ] M A [[) r Ma Ju Jul [X]] Au [[X Se [ ]] Oct [ ] N [[ ]D Heati [X) Jan (( tXX Feb ;X] ar Mar [Xi Ar [ ] May X n ' Jun X L i Jul t ] Aug [ i Sep [ ] Oct [X] Nov ov [X] Dec ec Venting [[ ]] Jan [[ Feb X] Mar Apr [[ ]]] May Jun [ Jul [ ll Aug [[ Sep [X]] Oct [X] Nov [[ ] Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 12/15/2015 4:04 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 i I -- --- —f 1 -- • FORM R405 -2014 . ENERGY PERFORMANCE LEVEL (EPL) . DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 90 The lower the EnergyPerformance Index, the more efficient the home. ' 1871 Atlantic Beach Drive (Lot 53 AB) , Atlantic Beach, FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area a. Frame - Wood, Exterior R =19.0 3341.30 ft 2. Single family or multiple family Single-family b. Frame - Wood, Adjacent R =13.0 253,50 ft 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 5 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R =38.0 2481.00 ft 6. Conditioned floor area (ft 3316 b. Under Attic (Vented) R =19.0 345.00 ft c. N/A R= ft2 7. Windows ** Description Area 11. Ducts R ft a. U- Factor. Dbl, U =0.34 463.83 ft2 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 242 SHGC: SHGC =0.27 b. Sup: Attic, Ret: Attic, AH: Attic 6 328.9 b. U- Factor: N/A ft2 SHGC: 12. Cooling systems kBtu /hr Efficiency c. U- Factor: N/A ft2 a. Central Unit 18.0 SEER:14.00 SHGC: b. Central Unit 36.0 SEER:14.00 d. U- Factor: N/A ft2 13. Heating systems kBtu /hr Efficiency SHGC: a. Electric Heat Pump 18.0 HSPF:8.20 Area Weighted Average Overhang Depth: 4.846 ft. b. Electric Heat Pump 36.0 HSPF:8.20 Area Weighted Average SHGC: 0.270 8. Floor Types Insulation Area 14. Hot water systems Cap: 1 gallons a. Slab -On -Grade Edge Insulation R =0.0 2709.00 ft2 a. Natural Gas EF: 0.6 b. Floor Over Other Space R =0.0 607.00 ft2 b. Conservation features c. N/A R= ft2 None 15. Credits Pstat +W°""' `opt„ . I certify that this home has complied with the Florida Energy Efficiency Code for Building f + , t1-1.E $T . Construction through the above energy saving features which will be installed (or exceeded) v; . N- _ = o in this home before final inspectio.. Otherwise, a new EPL Display Card will be completed - w.>,,,j''i' `_....4•-• p Y p ice:'..'' ( rp based on installed Code co •li:n features. " "' '''�,s?" n r -k` Builder Signature: Date: I !i� � - Ti i Jtf-fcuThc Beach D Y p J f(, 32 \ b D >' Address of New Home: r Cit /FL Zi *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638 -1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. * *Label required by Section 8303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 12/15/2015 4:04 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 I FORM R405 -2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods I ADDRESS: 1871 Atlantic Beach Drive (Lot 53 AB) Permit Number: I Atlantic Beach , FL , MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law [Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. • R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. • R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour In Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; - 2. Dampers including exhaust, Intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. R402.4.2 Fireplaces. New wood- burning fireplaces shall have tight- fitting flue dampers and outdoor combustion air, . 7' R402.4.3 Fenestration air Ieakage.Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us /m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us /m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 L /s) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. • R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. • R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric- resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.2.2 Sealing (Mandatory)All ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post- construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1, Post - construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -In test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm (85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: 1. The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 12/15/2015 4:04 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 • FORM R405 -2014 MANDATORY REQUIREMENTS - (Continued) � R403.2.2 -1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design air flow rate when tested in accordance with ASHRAE 193. /� R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. 1° R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105 °F (41 °C) or below 55 °F (13 °C) shall be insulated to a minimum of R -3., d R403.3.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance, and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. Zr R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot -water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 1 /2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. F{ R403.4.4 Water heater efficiencies (Mandatory). Water heater efficiencies 9 / R403.4.4.1 Storage water heater temperature controls . R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the Intended use. The minimum temperature setting range shall be from 100 °F to 140 °F (38 °C to 60 °C). . R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. p / R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 In Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. . R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM -1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.5.1 Whole -house mechanical ventilation system fan efficacy. Mechanical ventilation system fans shall meet the efficacy requirements of Table R403.5.1. Exception: Where mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. 9 / R403.5.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation shall meet the following criteria: 1. The design air change per hour minimums for residential buildings In ASHRAE 62, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. 2. No ventilation or air - conditioned system make air shall be provided to conditioned space from attics, crawlspaces, attached closed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed spaces(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R -11 and the ceiling shall be Insulated to a minimum or R -19, space permitting, or R -10 otherwise. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. V R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized In accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. • R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 12/15/2015 4:04 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 -- l FORM R405 -2014 MANDATORY REQUIREMENTS - (Continued) 5/ R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water- source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi- family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not Tess than 80 percent of that load. • 2. When signed and sealed by a Florida- registered engineer, in attached single- and multi - family units, the capacity of equipment may be sized in accordance with good design practice. R403.6.1.2 Heating equipment capacity ' R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. ▪ R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. ' R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods Is utilized. ❑ R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. ❑ R403.8 Snow melt system controls (Mandatory). Snow and ice - melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55 °F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40 °F. ❑ R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI /APSP -15. The energy requirements for portable spas shall be in accordance with ANSI /APSP -14. 0 R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. ▪ R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. 0 R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: • 1. Where public health standards require 24 -hour pump operations. 2. Where pumps are required to operate solar- and waste - heat - recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. o R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor - retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site - recovered energy, such as a heat pump or ' solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high- efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. I Exception: Low - voltage lighting shall not be required to utilize high - efficacy lamps. I R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights if R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R -6. R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R -19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R -10 is allowed. 12J15/2015 4:04 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 FORM R405 -2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Anastasia 3316 Left W Builder Name: Toll Brothers, Inc. Street: 1871 Atlantic Beach Drive (Lot 53 AB) Permit Office: Atlantic Beach City, State, Zip: Atlantic Beach , FL , Permit Number: Owner: Toll Brothers, Inc, Jurisdiction: 261300 Design Location: FL, Jacksonville COMPONENT CRITERIA CHECK j Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air - permeable insulation shall not be used as a sealing material. Ceiling /attic The air barrier in any dropped ceiling /soffit shall be aligned with 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. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. • Knee walls shall be sealed. Windows, skylights and doors The space between window /door jambs and framing and skylights and framing shall be sealed. 7/ 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 111 and cantilevered floors) of subfloor decking. l The air barrier shall be installed at any exposed edge of insulation. I Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. //,- 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 7/ by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. 7 Shower /tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air / barrier installed separating them from the showers and tubs. Electrical /phone box on The air barrier shall be installed behind electrical or communication boxes or / air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be f sealed to the sub -floor or drywall. A air barrier shall be installed on fireplace walls. Fireplaces shall have / Fireplace / gasketed doors 12/15/2015 4:04 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION • Envelope Leakage Test Report • Prescriptive and Performance Method Project Name: Anastasia 3316 Left W Builder Name: Toll Brothers, Inc. Street: 1871 Atlantic Beach Drive (Lot 53 AB) Permit Office: Atlantic Beach • City, State, Zip: Atlantic Beach , FL , Permit Number: Design Location: FL, Jacksonville Jurisdiction: 261300 Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: R: CFM(50): Single or Multi Point Test Data HOUSE PRESSURE FLOW: ELA: EqLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; • 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. � I hereby certify that the above envelope leakage Where required by the code official, Cp. , performance results demonstrate compliance testing shall be conducted by an ' 1 4 "y' f,,, ; 9, „ ., with Florida Energy Code requirements in approved third party. A written '�'�,� ' accordance with Section R402.4.1.2. report of the results of the test shall �� r be signed by the third party _ ---- conducting the test and provided to * a,r• t he code official. 5 SIGNATURE: S PRINTED NAME: "' " - I BUILDING OFFICIAL: DATE: DATE: 12/15/2015 4:04 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Softer Page 1 of 1 I � # 141� 4 ,.. en � ' l o Project Summate Job: Date: 53 ABCC 12/15/15 Conerns v att (Rest of House) By: Stephen Barber �.. .- -- McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road, Orange Park, FI 32073 Phone: 904 - 278 -0339 Fax: 904- 278 -0366 Email: korey @mcgowansac.com Web: www.mcgowansac.com Pro'ect Information For: Steve Merten, Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, FI 32081 Phone: (904) 217 -0739 Fax: (904) 814 -8173 Web: www.tollbrothers.com Email: smerten @tollbrothersinc.com Notes: The Anastasia Desi • n Information Weather: Jacksonville NAS, FL, US Winter Design Conditions Summer Design Conditions Outside db 32 °F Outside db 99 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 24 °F Daily range M Relative humidity 50 Moisture difference 61 gr /Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 25598 Btuh Structure 21434 Btuh Ducts 3410 Btuh Ducts 4350 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh 1 Piping 0 Btuh Equipment load 29008 Btuh Use manufacturer's data y Rate /swing multiplier 1.00 Infiltration Equipment sensible load 25784 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3496 Btuh Ducts 760 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area (ft') 2709 2709 Equipment latent load 4256 Btuh Volume (ft 27394 27394 Air changes /hour 0.23 0.12 Equipment total load 30040 Btuh Equiv. AVF (cfm) 104 56 Req. total capacity at 0.70 SHR 3.1 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier I Trade Trade Model CH14NB0360000A Cond CH14NB0360000A AHRI ref 0 Coil FB4CNP036L AHRI ref 0 Efficiency 8.2 HSPF Efficiency 11.7 EER, 14 SEER Heating input Sensible cooling 23100 Btuh Heating output 33800 Btuh @ 47°F Latent cooling 9900 Btuh Temperature rise 28 °F Total cooling 33000 Btuh Actual air flow 1100 cfm Actual air flow 1100 cfm Air flow factor 0.038 cfm /Btuh Air flow factor 0.043 cfm /Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.86 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2016- Jan -29 08:09:32 s _ wri htsoft Comfort Builder by Wrightson 15.0.23 RSU12270 Page 1 ...Toll Brothers\Anastasia 3316 Left Lot 53 AB.rup Calc = MJ8 Front Door faces: W I Gcrin Project Summary J Date ob: : 3 2/15/ ABC 1 5 Taa Ca ►o f up 1 p By: Stephen Barber 410...44 as McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road, Orange Park, FI 32073 Phone: 904-278 -0339 Fax: 904 - 278 -0366 Email: Korey @mcgowansac.com Web: www.mcgowansac.com Pro'ect Information For: Steve Merten, Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, FI 32081 Phone: (904) 217 -0739 Fax: (904) 814 -8173 Web: www.tollbrothers.com Email: smerten @tollbrothersinc.com Notes: The Anastasia Desi • n Information Weather: Jacksonville NAS, FL, US Winter Design Conditions Summer Design Conditions Outside db 32 °F Outside db 99 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 24 ° F Daily range M Relative humidity 50 % Moisture difference 61 gr /Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 6896 Btuh Structure 5382 Btuh Ducts 1129 Btuh Ducts 1511 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 8026 Btuh Use manufacturer's data y Rate /swing multiplier 1.00 Infiltration Equipment sensible load 13529 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 1349 Btuh Ducts 263 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area (ft 607 607 Equipment latent load 2049 Btuh Volume (ft 5967 5967 Air changes /hour 0.52 0.28 Equipment total load 15578 Btuh Equiv. AVF (cfm) 52 28 Req. total capacity at 0.70 SHR 1.6 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade 14 SEER PURON HP Trade 14 SEER PURON HP Model CH14NB0180000A Cond CH14NB0180000A AHRI ref 0 Coil FB4CNP018L AHRI ref 0 Efficiency 8.2 HSPF Efficiency 11.7 EER, 14 SEER Heating input Sensible cooling 12460 Btuh Heating output 17600 Btu h @ 47 ° F Latent cooling 5340 Btuh Temperature rise 27 °F Total cooling 17800 Btuh Actual air flow 593 cfm Actual air flow 593 cfm Air flow factor 0.074 cfm /Btuh Air flow factor 0.086 cfm /Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.81 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2016 - Jan -29 08:09:32 .4 "" wrllghtsoft• Comfort Builder by Wrightsoft 15.0.23 RSU12270 Page 2 AC ...Toll Brothers\Anastasia 3316 Left Lot 53 AB.rup Calc = MJ8 Front Door faces: W N First Floor ,. � 1 12 x 6 M8 Bath, _ , ,,, 16 x 16 14 3 "„n aster Bedr m NT jig i. NO 10x6 r /p ,, ; Axe .4110111 • 3' Fan 12 x 6 ... I hs 8x4 8x4 4. ■ • . 4" 6x12 4 x 8 breakfast 6 x 10 2 -way 3eprpom 1 i wrc 2' 1 12 x 12 8" ('- m::ii la...� 2 - way 6x10 00 6 .. 00 gt kitchen 24x18 6x12 16" 2 - way Ali \it 8x4 r A � '6elo e drm 3 1 8 x a R Afltly Mill 10x6 4 12x12 Bat'' ;. g PI �� ,� 10x6 ' , . 10x6 FA '. 5 r'' s 6 " 1 iiii MI=IIIEENHOMEMMIiii ' IL IIIIIIINNIIIs!.MMI NAM 18" "- 1s" 11114 - :.9YPFE 13 POV.. 10x6 ••• la x6 12x12 8" 6" 10" Bara ■ r e i Job #: 53 ABCC Scale: 1 : 122 Performed by Stephen Barber for: McGowan 's Heating & Air Conditioni... 1. Page 1 Steve Merten 4850 Collins Road Comfort Builder by Wrightsoft 160 Cape May Ave. Orange Park, FI 32073 15.0.23 RSU12270 Poole Vedra, FI 32081 Phone: (904) 217 - 0739 Fax (904) 814 Phone: 904 - 278 -0339 Fax: 904 - 278 -0366 2016 - Jan -29 08:10:01 www.tollbrothers.com smerlen @tollbrothersinc.com www.mcgowansac.com korey @mcgowansac.com ...nastasia 3316 Left Lot 53 AB.rup i t i i • \1 / N /1 up t u ,. q FE Its w r c '1 �I 8"Z4` 3 ' 6a �� ty1 . -' 6x12 1nx6 11, �.. 6x12 TR 40.. t1 r �J 6 x 12 • J hall;' 7" 16x16 14" 6x12 4411 7 " 1 1 Job #: 53 ABCC McGowan's Heating & Air Conditions... Scale: 1 : 122 Performed by Stephen Barber for: Page 2 Steve Merten 4850 Collins Road Comfort Builder by Wrightsoft 160 Cape May Ave. Orange Park, FI 32073 15.0.23 RSU12270 Ponce Vedra, FI 32081 Phone: (904) 217 - 0739 Fax: (904) 814 Phone: 904 - 278 -0339 Fax: 904- 278 -0366 2016- Jan -29 08:10:01 www.tollbrothers.com smerten @tollbrothersinc.com www.mcgowansac.com korey @mcgowansac.com ...nastasia 3316 Left Lot 53 AB.rup Duct System Summa 53ABCC 489 McGowan Y Job: Date: 12/15/15 5 C t arid anima (Rest of House) P �,�,��� By: Stephen Barber McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road, Orange Park, FI 32073 Phone: 904 -278 -0339 Fax: 904- 278 -0366 Email: korey @mcgowansac.com Web: www.mcgowansac.com Project Information For: Steve Merten, Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, FI 32081 Phone: (904) 217 -0739 Fax: (904) 814 -8173 Web: www.tollbrothers.com Email: smerten @tollbrothersinc.com Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0 in H2O 0 in H2O Available static pressure 0.50 in H2O 0.50 in H2O Supply / return available pressure 0.340 / 0.160 in H2O 0.340 / 0.160 in H2O Lowest friction rate 0.080 in /100ft 0.080 in /100ft Actual air flow 1100 cfm 1100 cfm Total effective length (TEL) 628 ft Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln (ft) Ln (ft) Trunk Bath 2 h 270 10 9 0.212 4.0 Ox 0 VIFx 20.6 140.0 st2 Bedroom 2 h 1347 51 44 0.081 6.0 Ox 0 VIFx 100.0 320.0 st6 Bedroom 3 h 2131 81 58 0.205 6.0 Ox 0 VIFx 26.0 140.0 st2 Dining h 2039 77 51 0.156 6.0 Ox 0 VIFx 32.9 185.0 st3 Foyer h 2026 77 75 0.212 6.0 Ox 0 VIFx 20.4 140.0 st2 Great Room -B c 3009 94 128 0.129 7.0 Ox 0 VIFx 44.5 220.0 st4 Great Room -C c 3009 94 128 0.122 7.0 Ox 0 VIFx 53.3 225.0 st4 Great Room -D c 3009 94 128 0.122 7.0 Ox 0 VIFx 53.3 225.0 st4 Ldry. h 747 28 28 0.221 5.0 Ox 0 VIFx 14.0 140.0 st2 Master Bath h 2853 108 57 0.093 6.0 Ox 0 VIFx 89.7 275.0 st5 Master Bedroom C 1925 75 82 0.097 7.0 Ox 0 VIFx 80.8 270.0 st5 Master Bedroom -A c 1925 75 82 0.098 7.0 Ox 0 VIFx 75.6 270.0 st5 Pantry h 145 6 3 0.160 4.0 Ox 0 VIFx 27.7 185.0 st3 Retreat -A h 1332 50 37 0.080 6.0 Ox 0 VIFx 107.4 320.0 st6 bed 5 c 3775 133 161 0.204 8.0 Ox 0 VIFx 26.7 140.0 st2 hers h 712 27 14 0.084 4.0 Ox 0 VIFx 95.0 310.0 st6 his c 87 2 4 0.083 4.0 Ox 0 VIFx 97.5 310.0 st6 we h 413 16 7 0.095 4.0 Ox 0 VIFx 86.8 270.0 st5 wic 2 c 69 2 3 0.080 4.0 Ox 0 VIFx 100.4 325.0 st6 2016 - Jan -29 08:09:32 wrightsoft Comfort Builder by Wrightsoft 15.0.23 RSU12270 Page 1 ACLN ...Toll Brothers\Anastasia 3316 Left Lot 53 AB.rup Calc = MJ8 Front Door faces: W • Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st6 Peak AVF 132 102 0.080 299 9.0 0 x 0 VinIFIx st5 st5 Peak AVF 406 329 0.080 518 12.0 0 x 0 VinIFIx st4 st4 Peak AVF 688 715 0.080 669 14.0 0 x 0 VinIFIx st3 st3 Peak AVF 771 769 0.080 552 16.0 0 x 0 VinIFIx st2 st2 Peak AVF 1100 1100 0.080 622 18.0 0 x 0 VinIFIx Return Branch Detail Table Grill Htg Clg TEL Design Veloc Diam H x W Stud /Joist Duct Name Size (in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening (in) Matl Trunk rb5 Ox0 226 160 201.1 0.080 211 14.0 Ox 0 VIFx rt2 rb9 Ox 0 287 287 148.5 0.108 527 10.0 Ox 0 VIFx rt2 rb3 Ox0 248 303 165.9 0.096 217 16.0 Ox 0 VIFx rt2 rb1 Ox 0 208 218 73.0 0.219 623 8.0 Ox 0 VIFx rsb2 Ox 0 130 132 106.5 0.150 379 8.0 Ox 0 VIFx Return Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk rt2 Peak AVF 762 750 0.080 431 18.0 0 x 0 VinIFIx • I is 2016- Jan -29 08:09:32 u' . wrightsof° Comfort Builder by Wrightsoft 15.0.23 RSU12270 Page 2 A ...Toll Brothers\Anastasia 3316 Left Lot 53 AB.rup Calc = MJ8 Front Door faces: W McGowail Duct System Summary Job: 53ABCC Wanting SAir Date: 12/15/15 G0ndttk!'AM(t Up By Stephen Barber McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road, Orange Park, FI 32073 Phone: 904 -278 -0339 Fax: 904 - 278 -0366 Email: korey ©mcgowansac.com Web: www.mcgowansac.com Project Information For: Steve Merten, Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, FI 32081 Phone: (904) 217 -0739 Fax: (904) 814 -8173 Web: www.tollbrothers.com Email: smerten @tollbrothersinc.com Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0 in H2O 0 in H2O Available static pressure 0.50 in H2O 0.50 in H2O Supply / return available pressure 0.289 / 0.211 in H2O 0.289 / 0.211 in H2O Lowest friction rate 0.169 in /100ft 0.169 in /100ft Actual air flow 593 cfm 593 cfm 1 Total effective length (TEL) 295 ft Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln (ft) Ln (ft) Trunk bath 3 h 715 53 53 0.183 5.0 Ox 0 VIFx 18.0 140.0 st1 bed 4 c 1493 118 128 0.179 7.0 Ox 0 VIFx 21.5 140.0 st1 bed 4 -A c 1493 118 128 0.169 7.0 Ox 0 VIFx 26.0 145.0 st1 loft -A h 1684 124 118 0.170 7.0 Ox 0 VIFx 25.3 145.0 st1 loft -B h 1684 124 118 0.172 7.0 Ox 0 VIFx 23.3 145.0 st1 wic4 -A h 748 55 47 0.173 4.0 Ox0 VIFx 22.1 145.0 st1 Supply Trunk Detail Table i i Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st1 Peak AVF 593 593 0.169 555 14.0 0 x 0 VinIFIx Return Branch Detail Table Grill Htg Clg TEL Design Veloc Diam H x W Stud /Joist Duct Name Size (in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening (in) Matl Trunk rb4 Ox 0 233 218 124.5 0.169 427 10.0 Ox 0 VIFx rt1 rb2 Ox 0 361 375 121.5 0.173 351 14.0 Ox 0 VIFx rtl 2016 - Jan -29 08:09:32 wrghtsoft` Comfort Builder by Wrightsoft 15.0.23 RSU12270 Page 3 AerA ...Toll Brothers\Anastasia 3316 Left Lot 53 AB.rup Calc = MJ8 Front Door faces: W Return Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk rt1 Peak AVF 593 593 0.169 555 14.0 0 x 0 VinIFIx 2016- Jan -29 08:09:32 wrightsof' Comfort Builder by Wrightsoft 15.0.23 RSU12270 Page 4 fi ...Toll Brothers\Anastasia 3316 Left Lot 53 AB.rup Calc = MJ8 Front Door faces: W Manual S Compliance Report Job: 53ABCC p p Date: 12/15/15 wrightsoft First By: Stephen Barber McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road, Orange Park, FI 32073 Phone: 904 - 278 -0339 Fax: 904 -278 -0366 Email: korey @mcgowansac.com Web: www.mcgowansac.com Project Information For: Steve Merten, Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, FI 32081 Phone: (904) 217 -0739 Fax: (904) 814 -8173 Web: www.tollbrothers.com Email: smerten @tollbrothersinc.com Cooling Equipment Design Conditions Outdoor design DB: 99.2 °F Sensible gain: 25258 Btuh Entering coil DB: 75.8 °F Outdoor design WB: 80.2 °F Latent gain: 4326 Btuh Entering coil WB: 62.9 °F Indoor design DB: 75.0 °F Total gain: 29584 Btuh Indoor RH: 50% Estimated airflow: 1200 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP * Manufacturer: Carrier Model: CH 14N6036 * ** B FB4CNP036L Actual airflow: 1200 cfm Sensible capacity: 25281 Btuh 100% of load Latent capacity: 5128 Btuh 119% of load Total capacity: 30409 Btuh 103% of load SHR: 83% Heating Equipment Design Conditions Outdoor design DB: 31.7 °F Heat Toss: 29319 Btuh Entering coil DB: 69.6 °F Indoor design DB: 70.0 °F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB036 * * * *B +FB4CNP036L Actual airflow: 1200 cfm Output capacity: 26454 Btuh 90% of load Capacity balance: 30 °F Supplemental heat required: 2864 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Carrier Model: Actual airflow: 1200 cfm Output capacity: 8.0 kW 93% of Toad Temp. rise: 22 °F The above equipment was selected in accordance with ACCA Manual S. 2016-Jan-28 19:16:33 wrightsoft' Right - Suite® Universal 2015 15.0.24 RSU00000 Page 1 iP ...acobs \Desktop \Anastasia 3316 Left Lot 53 AB.rup Calc = MJ8 Front Door faces: W Manual S Compliance Report Job: 53ABCC Date: 12/15/15 wrightMsoft UP By: Stephen Barber McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road, Orange Park, FI 32073 Phone: 904 - 278 -0339 Fax: 904 -278 -0366 Email: korey @mcgowansac.com Web: www.mcgowansac.com Project Information For: Steve Merten, Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, FI 32081 Phone: (904) 217 -0739 Fax: (904) 814 -8173 Web: www.tollbrothers.com Email: smerten @tollbrothersinc.com Cooling Equipment Design Conditions Outdoor design DB: 99.2 °F Sensible gain: 9752 Btuh Entering coil DB: 76.2 °F Outdoor design WB: 80.2 °F Latent gain: 2425 Btuh Entering coil WB: 63.1 °F Indoor design DB: 75.0 °F Total gain: 12178 Btuh Indoor RH: 50% Estimated airflow: 525 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB018* ***B +FB4CNP018L Actual airflow: 525 cfm Sensible capacity: 13726 Btuh 141% of Toad Latent capacity: 3267 Btuh 135% of load Total capacity: 16993 Btuh 140% of load SHR: 81% Heating Equipment Design Conditions Outdoor design DB: 31.7 °F Heat Toss: 8487 Btuh Entering coil DB: 69.5 °F Indoor design DB: 70.0 °F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB018 "` "B +FB4CNP018L Actual airflow: 525 cfm Output capacity: 13076 Btuh 154% of Toad Capacity balance: 15 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Carrier Model: Actual airflow: 525 cfm Output capacity: 5.0 kW 201% of load Temp. rise: 26 °F The above equipment was selected in accordance with ACCA Manual S. L. !� 2016- Jan -28 19:16:33 wrightsoft" Right - Suite® Universal 2015 15.0.24 RSU00000 Page 2 �A ...acobs \ Desktop \Anastasia 3316 Left Lot 53 AB.rup Calc = MJ8 Front Door faces: W DATE 12/17/15 PAGE 1 . BUILDING COMPNENT SUPPLY ORDER # 8822T0 B CS 4627 J.P. HALL BLVD OFFICE COPY GREEN COVE SPRINGS, FL 32043 BUILDING COMPONENT SUPPLY, INC. 904- 297 -9390 ri S Toll Brothers JOB NAME:Anastasia LOT # 053 SUBDIV: Atlantic Beach ° MODEL: TAG: Classic JOB CATEGORY: Reaction Summary ROOF TRUSSES PROFILE QTYI PITCH I TRUSS I I Joint Number I PLY ` ID 1 REACTIONS Max Gravity Max Uplift Joint 2 Joint 3 Joint 4 i 1 6.00 0.00 EJ01 40.5490 26.0120 53.6670 - 33.7320 - 5.8100 Joint 1 Joint 2 Joint 3 1 3.00 0.00 EJ02 165.0640 104.5060 71.4510 - 102.3230 - 68.4630 - 40.7010 ® Joint 5 Joint 6 10 7.00 0.00 EJ03 224.9080 141.7970 - 189.4930 - 32.7830 ® Joint 5 Joint 6 10 6.00 0.00 EJ04 138.1660 122.8580 - 70.9770 Joint 2 Joint 3 Joint 4 Joint 5 4 5.00 0.00 EJ05 110.4460 35.1320 126.5220 109.8720 - 73.7290 - 63.2280 - 26.7330 Joint 2 Joint 3 Joint 4 1 5.00 0.00 EJ06 120.7690 83.0620 174.1670 _ - 76.6600 - 19.9460 Joint 2 Joint 3 Joint 4 2 5.00 0.00 EJ07 119.0580 81.8790 171.6670 - 81.7780 - 49.6990 - 80.3640 Joint 2 Joint 3 Joint 4 11 6.00 0.00 EJ14 92.3470 63.2000 131.6670 H -66.8580 - 0.0880 - 2.1640 1 /� Joint 3 Joint 4 U 1 6.00 0.00 EJ15 64.1670 64.1670 1 el Joint 4 Joint 5 1 6.00 0.00 EJ16 128.3340 128.3340 ■ - 53.0180 - 14.3420 1 Joint 11 Joint 20 3 Ply 0.00 0.00 FG01 4045.6070 3946.9170 t�� 1� 1 Joint 4 Joint 6 2 Ply 0.00 0.00 FG02 1753.3600 1444.4550 1 Joint 12 Joint 22 • 1 2 Ply 0.00 0.00 FG03 2520.5250 1445.7520 1 Joint 6 Joint 8 2 Ply 0.00 0.00 FG04 1356.7430 1140.4390 I- 1 Joint 3 Joint 4 2 Ply 0.00 0.00 FG05 491.8490 491.8490 1 Joint 8 Joint 11 Joint 12 II 2 Ply 0.00 0.00 FG06 4022.0450 3612.8190 538.4730 - -568.4860 - 300.7620 \1 \1 ■1 %I Joint 6 Joint 9 Joint 10 3 0.00 0.00 FT01 512.7260 1084.2640 208.1660 _ - 125.8680 MO Joint 4 Joint 6 1 0.00 0.00 FT02 279.5830 279.5830 ® Joint 8 Joint 9 Joint 13 4 0.00 0.00 FT03 315.5090 942.8260 1069.5850 - 16.9540 DATE 12/17/15 PAGE 2 BUILDING COMPNENT SUPPLY ORDER # 8822T0 B CS 4627 J.P. HALL BLVD GREEN COVE SPRINGS, FL 32043 BUILDING COMPONENT SUPPLY. INC. 904- 297 -9390 s Toll Brothers JOB NAME:Anastasia LOT # 053 SUBDIV: Atlantic Beach ° k MODEL: TAG: Classic JOB CATEGORY: L ' Reaction Summary ROOF TRUSSES PROFILE IOTYI PITCH I TRUSS I Joint Number PLY I ID REACTIONS Max Gravity Max Uplift ® Joint 3 Joint 4 1 ' 3.84' 0.00 HJ01 76.0570 76.0570 - 62.7620 - 34.2880 Joint 2 Joint 3 Joint 4 1 2.68 0.00 HJO2 65.0480 44.1450 92.1750 - 46.9070 - 27.1250 - 57.2900 _ Joint 10 Joint 11 Joint 12 Joint 13 Joint 14 1 0.00 0.00 PB01 352.2910 311.2840 317.5830 307.9550 345.7270 - 149.8050 - 136.1960 - 102.0040 - 132.9290 - 146.3140 ® Joint 10 Joint 11 Joint 12 Joint 13 Joint 14 1 0.00 0.00 PB02 353.0590 311.1200 317.6430 307.7920 346.4910 - 150.1330 - 136.1340 - 102.0030 - 132.8710 - 146.636 ® Joint 10 Joint 11 Joint 12 Joint 13 Joint 14 1 0.00 0.00 PB03 354.2270 310.8490 317.7500 307.5220 347.6540 - 150.5030 - 136.0650 - 102.0030 - 132.8060 - 147.0010 I p u u R p Joint 7 Joint 8 Joint 9 Joint 11 Joint 12 1 0.00 0.00 PB04 285.7240 334.4210 290.8610 82.2180 76.7760 - 120.5080 - 14 - 12 - 34.0310 - 31.6970 I II fl Joint 7 Joint 8 Joint 9 Joint 11 Joint 12 1 0.00 0.00 PB05 286.1260 334.3560 291.2540 81.8580 76.4050 - 120.6050 - 140.9920 - 122.7210 - 33.9240 - 31.5910 Joint 21 Joint 22 Joint 24 Joint 25 Joint 26 .MIIII111111Iilli.. 1 7.00 0.00 T01 1076.5900 328.2040 340.0090 549.9090 191.1640 I _ - 559.5010 - 581.3010 - 124.5110 - 33.8210 - 38.3070 ® Joint 9 Joint 13 1 7.00 0.00 T02 1771.4760 587.2530 -489.4830 - 129.8930 ceii Joint 13 Joint 15 1 7.00 0.00 T03 1170.7160 1109.4960 _ - 285.4440 - 288.4320 Joint 13 Joint 15 1 7.00 0.00 T04 1170.3080 1085.9290 - 281.2220 - 292.6530 IcLIZI Joint 16 Joint 18 1 7.00 0.00 T05 1144.7710 1081.7900 , - 281.9290 - 302.2310 Joint 14 Joint 16 1 7.00 0.00 T06 1158.2590 1128.5490 - 282.9760 - 311.9110 Joint 14 Joint 16 ZniZI 1 1 7.00 0.00 T07 1158.9740 1182.0940 - 282.2480 - 323.3650 fEnEl Joint 14 Joint 16 1 7.00 0.00 T08 1104.8770 1167.7010 - 252.1640 - 321.7110 �,., Joint 15 Joint 17 1 7.00 0.00 T09 1104.8770 1186.2090 _ - 242.7650 - 331.1110 _ A I% 1 7.00 0.00 T10 - Joint Joint 1104.8770 AP I% - 232.3 - 362.5250 /101 Joint 18 Joint 20 1 7.00 0.00 T11 1104.8770 1138.8850 - 226.7330 - 394.7460 ,"P2 5% Joint 18 Joint 20 1 7.00 0.00 T12 1104.8770 1157.5450 - 224.4450 -403.5160 B BUILDING COMPNENT SUPPLY DATE 12/17/15 PAGE 3 ORDER # 8822T0 C S 4627 J.P. HALL BLVD GREEN COVE SPRINGS, FL 32043 BIELDING COMPONENT SUPPLY, INC. 904- 297 -9390 I Toll Brothers JOB NAME:Anastasia LOT# 053 SUBDIV: Atlantic Beach s L MODEL: TAG: Classic JOB CATEGORY: D T , ° Reaction Summary ROOF TRUSSES PROFILE IQTY PITCH I TRUSS I Joint Number REACTIONS Max Gravity PLY ID Max Uplift Joint 14 Joint 16 �I W V 1 7.00 0.00 T13 1104.8770 1255.5090 - 222.0560 - 413.0110 _ 7f71 Joint 14 Joint 16 W V I 3 7.00 0.00 T14 1104.8770 1237.7730 - 224.5380 - 403.4990 ® Joint 1 Joint 7 Joint 8 1 6.00 0.00 117 579.1780 228.6490 1167.9920 - 217.5400 - 195.5710 - 631.1590 Joint 1 Joint 8 4 : 2 1 6.00 0.00 T18 771.5630 771.5630 - 182.4250 - 281.5090 Joint 1 Joint 8 i 1 6.00 0.00 T19 771.5630 771.5630 - 177.3680 - 286.5650 Joint 1 Joint 8 1 6.00 0.00 T20 771.5630 771.5630 - 171.1460 - 292.7880 per I Joint 1 Joint 8 �Id`� 1 6.00 0.00 T21 771.5630 771.5630 - 163.7580 - 300.1760 p�� Joint 1 Joint 8 �Id�� 1 6.00 0.00 T22 771.5630 771.5630 - 160.1650 - 308.7280 ZV Joint 1 Joint 8 1 6.00 0.00 T23 771.5630 771.5630 - 157.6300 - 318.4480 Joint 1 Joint 8 1 6.00 0.00 T24 771.5630 810.1460 - 154.7900 - 329.3330 r�T-� Joint 1 Joint 8 � 1 6.00 0.00 T25 771.5630 832.7090 - 151.6460 - 341.3850 Joint 1 Joint 8 1 6.00 0.00 T26 771.5630 853.6240 - 148.1980 - 354.6020 Joint 1 Joint 8 jgrA 1 6.00 0.00 T27 771.5630 873.7710 - 144.4460 - 368.9840 Joint 1 Joint 8 .. 1 6.00 0.00 T28 771.5630 893.6980 - 140.3900 - 384.5320 Joint 1 Joint 8 'grA 2 6.00 0.00 T29 771.5630 873.7710 - 144.4460 - 368.9830 1 Joint 1 Joint 9 IA 4 Ply 6.00 0.00 T31 6714.0860 7632.7310 - 1665.4350 - 1658.6480 1 Joint 6 Joint 9 " 3 Ply 7.00 0.00 T32 4237.3930 4661.0130 - 341.9890 - 592.6380 M 4 Ply 7.00 0.00 T33 Joint 15 Joint 22 Joint 28 12768.9910 19866: (181.4060 - 1331.0970 B C S DATE 12/17/15 PAGE 4 OR BUILDING COMPNENT SUPPLY DER # 8822T0 4627 J.P. HALL BLVD GREEN COVE SPRINGS, FL 32043 BUILDING COMPONENT SUPLY. INC. 904- 297 -9390 Toll Brothers JOB NAME: Anastasia LOT# 053 SUBDIV:Atlantic Beach MODEL: TAG: Classic JOB CATEGORY: Reaction Summary ROOF TRUSSES PROFILE !CITY' I PITCH I TRUSS I I Joint Number REACTIONS Max Gravity PLY I ID Max Uplift Joint 9 Joint 14 KEM 1 7.00 0.00 T34 1541.6150 649.8160 - 568.7920 - 129.3710 ZEN Joint 9 Joint 14 1 7.00 0.00 T35 1519.1820 649.8160 - 556.7960 - 134.8250 Joint 9 Joint 14 KEZSI 1 7.00 0.00 T36 1491.0030 649.8160 - 541.6100 - 136.4620 pr]R� Joint 9 Joint 14 �1�� 1 7.00 0.00 T37 1465.4750 649.8160 - 531.7780 - 141.3510 Joint 10 Joint 16 .9100 1 7.00 0.00 T38 1406.0490 655.7180 -474.2270 - 122.5990 .3 11,, Joint 10 Joint 16 1 7.00 0.00 T39 1378.0550 655.7180 - 424.1110 - 114.6420 Joint 8 Joint 14 1 7.00 0.00 T40 998.3330 998.3330 - 294.2230 - 229.7880 Joint 6 Joint 11 1 7.00 0.00 T41 998.3330 998.3330 - 286.1480 - 237.8630 eCirM Joint 10 Joint 15 1 7.00 0.00 T42 998.3330 998.3330 - 280.7520 - 253.0970 Joint 7 Joint 12 1 7.00 0.00 T43 998.3330 998.3330 - 276.4050 - 247.6060 Joint 7 Joint 12 1 7.00 0.00 T44 998.3330 998.3330 - 273.1070 - 250.9040 riJg Joint 7 Joint 12 1 7.00 0.00 T45 998.3330 998.3330 - 270.2200 - 253.7920 Joint 7 Joint 12 1 7.00 0.00 T46 998.3330 998.3330 - 267.7430 - 256.2680 Joint 7 Joint 12 1 7.00 0.00 T47 998.3330 998.3330 _ - 265.6770 - 258.3340 Joint 6 Joint 11 1 7.00 0.00 T48 1004.1670 1004.1670 - 263.2970 - 263.7770 aIIIIIIIIIIIi Joint 20 Joint 21 Joint 22 Joint 23 Joint 24 1 7.00 0.00 T49 118.1160 183.3440 93.5520 116.9870 112.1540 -41.0330 - 76.5760 - 36.8580 - 48.3770 - 46.4070 ® Joint 1 Joint 38 Joint 40 1 3.00 0.00 T50 839.6460 368.1610 2119.6270 - 285.7720 - 200.5820 - 903.7460 ® Joint 1 Joint 7 Joint 9 3 3.00 0.00 T51 579.7470 303.3560 1693.5380 - 95.8360 - 149.3760 - 418.7270 ® Joint 1 Joint 7 Joint 9 5 3.00 0.00 T52 651.3560 329.4020 1907.4140 - 95.8350 - 149.3770 - 418.7250 B DATE 12/17/15 PAGE 5 BUILDING COMPNENT SUPPLY ORDER #8822T0 C 4627 J.P. HALL BLVD GREEN COVE SPRINGS, FL 32043 BLUING COMPONENT SUPPLY, INC. 904 -297 -9390 Toll Brothers JOB NAME:Anastasia LOT# 053 SUBDIV:Atlantic Beach MODEL: TAG: Classic JOB CATEGORY: D C Reaction Summary ROOF TRUSSES I PROFILE QTYI PITCH I TRUSS I 1 Joint Number I PLY l ID REACTIONS Max Gravity 11 Max Uplift Joint 1 Joint 5 Joint 6 1 5.00 0.00 T53 114.2260 106.4310 134.3780 -69.0190 - 58.1250 - 89.1470 r^= Joint 1 Joint 4 1 6.00 0.00 T54 177.6590 165.1740 - 121.1880 - 135.7860 ® Joint 19 Joint 20 Joint 21 Joint 23 Joint 24 1 5.00 0.00 T55 896.3010 222.4030 253.5920 80.0930 109.1750 - 322.3420 - 537.5880 - 72.9200 - 31.6050 - 41.6510 ® Joint 6 Joint 9 4 5.00 0.00 T56 1017.3390 604.3270 1 - 256.7780 - 168.8170 Lliti Joint 5 Joint 9 14 5.00 0.00 T57 810.8330 810.8330 - 204.6560 - 220.9390 Joint 16 Joint 17 Joint 18 Joint 19 Joint 20 I I ill l l hhI lln.. 1 5.00 0.00 T58 84.6280 182.7630 78.3240 113.0200 105.3430 - 72.2780 - 27.0690 - 39.4640 - 37.1960 Joint 8 Joint 9 Joint 10 Joint 12 Joint 13 3 3.00 5.00 VO1 137.9040 379.9080 302.6990 325.0020 317.1560 - 97.5220 - 113.8520 - 98.4620 - 106.2090 - 102.4230 Joint 10 Joint 11 Joint 12 Joint 14 Joint 15 3 3.00 5.00 V02 295.2020 168.4460 341.3850 314.8700 319.2660 - 203.1000 - 115.6130 - 96.5410 - 99.1710 Joint 8 Joint 9 Joint 10 Joint 12 Joint 13 2 3.00 5.00 V03 48.3970 276.9330 329.2230 317.9290 319.0970 - 70.5900 - 74.2660 - 107.0220 - 103.8790 - 103.1170 Joint 8 Joint 9 Joint 10 Joint 12 Joint 13 2 3.00 5.00 VO4 47.6350 276.7660 329.1690 317.9440 319.0940 -66.0470 - 70.6880 - 102.8760 - 99.7320 - 99.0470 Joint 1 Joint 15 Joint 16 Joint 17 Joint 18 ..iii1II1I 1 5.00 0.00 V05 92.2650 40.1360 106.6560 108.2820 106.5300 - 16.4460 - 34.1100 - 39.1300 - 37.2550 Joint 1 Joint 18 Joint 19 Joint 20 Joint 21 iiiiillfl 1 5.00 0.00 VO6 126.5500 40.5070 105.8850 108.6630 106.6200 - 16.7950 - 33.5350 - 39.3530 - 37.3170 „ ullll������ Joint 1 Joint 20 Joint 21 Joint 22 Joint 23 1 5.00 0.00 V07 138.0190 40.5940 105.7290 108.7230 106.6390 - 16.8660 - 33.4250 - 39.3880 - 37.3300 FLOOR TRUSSES FLOOR QTYI DEPTH Joint Number Max PROFILE PLY ID I REACTIONS Max Uplift ® 01 Joint 12 Joint 22 3 F01 1081.6670 1081.6670 ® 01-04-00 Joint 12 Joint 22 3 F02 1102.9260 1109.1570 ® 01-04 -00 Joint 10 Joint 19 3 F03 892.6040 892.6040 ® 01 -04 -00 Joint 10 Joint 19 2 F04 900.1160 906.3420 ITEMS QTY ITEM TYPE SIZE I LENGTH I PART NUMBER I NOTES • DATE 12/17/15 PAGE 6 BUILDING COMPNENT SUPPLY ORDER #8822TO B CS 4627 J.P. HALL BLVD GREEN COVE SPRINGS, FL 32043 BUILDING COMPONENT 5uP ,;. 904- 297 -9390 ,. Toll Brothers JOB NAME:Anastasia LOT# 053 SUBDIV:Atlantic Beach s? MODEL: TAG: Classic JOB CATEGORY: D Reaction Summary ITEMS QTY ITEM TYPE I SIZE LENGTH PART NUMBER NOTES FT -I N -16 13 Hanger 1_ JUS24 4 1 Hanger 1 THD26 4 I - Hanger I THD26 -2 I 17 1 Hanger I THD46 I I I 2 I Hanger I THDH28 -3 I I I I Building Component Supply, Inc. B I S 4627 J.P. Hall Blvd. Suite 208 " Green Cove Springs, FL 32043 • BUILDING COMPONENT SUPPLY, INC. Tel: (904) 297 - 9390 Re : 8822T0 Date: 12/17/15 Site Information: Project Customer: Toll Brothers Model Name : Anastasia Lot/Block: 053 Subdivision : Atlantic Beach Elevation : Classic Name Address and License # of Structural Engineer of Record, If there is one, for this building. Name: Lou Pontigo & Assoc. - Lou Pontigo P.E. License #: 53311 Address: 420 Osceola Avenue , Jacksonville Beach, FL 32250 General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: 7.62 Apr 30 2015 Roof Load: 40.0 psf Floor Load: 55.0 psf Wind Code: MWFRS(Directional) /C -C hybrid Wind ASCE 7 -10 Wind Speed: 130 mph This package includes 92 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. Date I Truss ID# Seal# No. Date Truss ID# Seal# I_ No. Date Truss ID# Seal# 1 12/17/15 EJ01 A0081731 23 12/17/15 FT03 A0081753 45 12/17/15 T17 A0081775 2 12/17/15 EJ02 A0081732 24 12/17/15 HJO1 A0081754 46 12/17/15 T18 A0081776 3 12/17/15 EJ03 A0081733 25 12/17/15 HJO2 A0081755 47 12/17/15 T19 A0081777 4 12/17/15 EJ04 A0081734 26 12/17/15 PB01 A0081756 48 12/17/15 T20 A0081778 5 12/17/15 EJ05 A0081735 27 12/17/15 PB02 A0081757 49 12/17/15 T21 A0081779 6 12/17,15 . EJ06 A0081733 28 12/17/15 PB03 A0081758 50 • 12/17/15 T22 AOC81780 7 12/17/15 EJ07 A0081737 29 12/17/15 PB04 A0081759 51 12/17/15 T23 A0081781 8 12/17/15 EJ14 A0081738 30 12/17/15 PB05 A0081760 52 12/17/15 T24 A0081782 9 12/17/15 EJ15 A0081739 31 12/17/15 TO1 A0081761 53 12/17/15 T25 A0081783 10 12/17/15 EJ16 A0081740 32 12/17/15 T02 A0081762 54 12/17/15 T26 A0081784 11 12/17/15 F01 A0081741 33 12/17/15 T03 A0081763 55 12/17/15 T27 A0081785 12 12/17/15 F02 A0081742 34 12/17/15 T04 A0081764 56 12/17/15 T28 A0081786 13 12/17/15 F03 A0081743 35 12/17/15 T05 A0081765 57 12/17/15 T29 A0081787 14 12/17/15 F04 A0081744 36 12/17/15 T06 A0081766 58 12/17/15 T31 A0081788 15 12/17/15 FG01 A0081745 37 12/17/15 T07 A0081767 59 12/17/15 T32 A0081789 16 12/17/15 FG02 A0081746 38 12/17/15 T08 A0081768 60 12/17/15 T33 A0081790 17 12/17/15 FG03 A0081747 39 12/17/15 T09 A0081769 61 12/17/15 T34 A0081791 18 12/17/15 FG04 A0081748 40 12/17/15 T10 A0081770 62 12/17/15 T35 A0081792 19 12/17/15 FG05 A0081749 41 12/17/15 T11 A0081771 63 12/17/15 T36 A0081793 20 12/17/15 FG06 A0081750 42 12/17/15 T12 A0081772 64 12/17/15 T37 A0081794 21 12/17/15 FT01 A0081751 43 12/17/15 T13 A0081773 65 12/17/15 T38 A0081795 22 12/17/15 FT02 A0081752 44 12/17/15 T14 A0081774 66 12/17/15 T39 A0081796 The truss drawing(s) referenced above have been prepared by MiTek Truss Design Engineer's Name: Julius Lee, PE Industries, Inc. under my direct supervision based on the parameters Component Su My license renewal date for the state of Florida is February 28, 2017. p rovided by Building p onent ppy, Inc. in Green Cove Springs, FL. \\ \ \��tllli/ / / /// Note: The seal on these drawings indicate acceptance of \\ \ OS S./( /i professional engineering responsibility solely for the truss �` ' J� oCENS < � % • components shown. The suitability and use of this component F % • for any particular building is the responsiblity of the building 12/17/2015 * ; ' , o i 4869 • desinger, per ANSI/TPI -1 Section 2. — -_ -0 s cC _ TJ W STATE OF i '• . L OR1CS . •. ' /iSONAk- / ///1111th 1109 COASTAL BAY ______.] Page 1 of 2 BOYNTON BEACH , FL 33435 OFFICE COPY Lou Pontigo & A3sociates, inc. Consulting Structural Engineers I t . 14f EXCEPTION TAKEN 0 MAKE CORRECTIONS NOTED ACTED - SEE REMARKS 0 REVISE & RESUBMIT Review is for the limited gur.005o of checking for conformance with the cieign conca!:1 c:nd e.xoressed in the contract clocurt r.!•:::;:.-! is : the accuracy or completeness o weights or gauges, fabriccrio oio‘csse,s, constiuclion means or methods, coordination o The work with other , construction safety precautions, ail of v.Thich or the r- the Contractor. The Con1coctor is re: dimensions to be confirmed and correlated ct !: • ! pi' o specific item shall not include a revf:::nii of silby of which the item is a compcns)nt. 1 of re-subr: will cover only desic7i:Dred C.:1U g- on toe submiitai ono other changes clearly identified by the Contractor. By: Date: Building Component Supply, Inc. B C S 4627 J.P. Hall Blvd. Suite 208 ' Green Cove Springs, FL 32043 • 0ILOING COMPONENT SUPPLY, INC, Tel: (904) 297 -9390 Re : 8822T0 Date: 12/17/15 Site Information: Project Customer: Toll Brothers Model Name : Anastasia Lot/Block: 053 Subdivision : Atlantic Beach Elevation : Classic Name Address and License # of Structural Engineer of Record, If there is one, for this building. Name: Lou Pontigo & Assoc. - Lou Pontigo P.E. License #: 53311 Address: 420 Osceola Avenue , Jacksonville Beach, FL 32250 General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: 7.62 Apr 30 2015 Roof Load: 40.0 psf Floor Load: 55.0 psf Wind Code: MWFRS(Directional) /C -C hybrid Wind ASCE 7 -10 Wind Speed: 130 mph This package includes 92 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. Date Truss ID# Seal# No. Date Truss ID# Seal# 67 12/17/15 T40 A0081797 89 12/17/15 VO4 A0081819 68 12/17/15 T41 A0081798 90 12/17/15 V05 A0081820 69 12/17/15 T42 A0081799 91 12/17/15 V06 A0081821 70 12/17/15 T43 A0081800 92 12/17/15 V07 A0081822 71 12/17/15 T44 A0081801 72 12/17/15 T45 A0081802 73 12/17/15 T46 A0081803 74 12/17/15 T47 A0081804 75 12/17/15 T48 A0081805 76 12/17/15 T49 A0081806 77 12/17/15 T50 A0081807 78 12/17/15 T51 A0081808 79 12/17/15 T52 A0081809 80 12/17/15 T53 A008181 OFFICE Copy 81 1 12/17/15 T54 A0081811 1 82 12/17/15 T55 A0081812 83 12/17/15 T56 A0081813 84 12/17/15 T57 A0081814 85 12/17/15 T58 A0081815 86 12/17/15 V01 A0081816 87 12/17/15 V02 A0081817 88 12/17/15 V03 A0081818 The truss drawing(s) referenced above have been prepared by MiTek Truss Design Engineer's Name: Julius Lee, PE Industries, Inc. under my direct supervision based on the parameters My license renewal date for the state of Florida is February 28, 2017. provided by Building Component Suppy, Inc. in Green Cove Springs, FL. Note: The seal on these drawings indicate acceptance of Digitally signed by Julius professional engineering responsibility solely for the truss Lee components shown. The suitability and use of this component 0 IIIII 11 ' / particular is theres onsiblit of the „,� DN: c =U$ st= Florida for any P building responsiblity building .. \GENS . desinger, per ANSI/TPI -1 Section 2. * : * , _ N 34869 I= Boynton Beach, o= Julius Lee, cn= Julius Lee, : 9 STATE OF . 4 '•.�ORIO ?.•'`i', email =Ieeengr @aol.com '' N AB Date: 2015.12.17 16:23:28 - 05'00' Page 2 of 2 Job I truss Truss Type Qty Ply A0081639 8822T0 'EJ01 Jack -Open '1 1 • ;_ _ -_ ' Job Reference (optional) ._ Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc Thu Dec 17 16:09:28 2015 Page 1 ID: FOp6ELx9I6x0g8baddDVnQylfSU- _KknuR057fNuHHIR5UAe1 gDogllwpy_YNmNSPDy80vr 1 -6 -0 1 -6 -0 Scale = 1:10.8 6.00 12 2 2x411 - 1 T1 41 #/ -34# ti 4 )( r'. O-r I8) B1 26#/ -6# 4 3 2x4 11 LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) 1/dell L/d PLATES GRIP TCLL 20.0 1 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 4 >999 180 BCLL 0.0 • ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 6 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1 -6 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I Installation guide. REACTIONS. (Ib /size) 4= 54/0 -5 -8 (min. 0 -1 -8), 2 =38 /Mechanical, 3 =15 /Mechanical Max Horz 4 =49(LC 12) Max Uplift2= -34(LC 12), 3 = -6(LC 12) Max Grav4 =54(LC 1), 2 =41(LC 17), 3 =26(LC 3) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 4=- 42/28, 1- 2= -37/18 BOT CHORD 3 -4 =0/0 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) zone; end vertical left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 34 Ib uplift at joint 2 and 6 Ib uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job !Truss—Truss s T e T - Type Y i A0081640, '8822T0 EJ02 Jack -Open 11 1 • r [Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 tvMTek Industries, Inc. Thu Dec 17 16:09:29 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyffSU- SWI95m 1juyVIvRtefCitaumx292QYPEibQ70ygy80vq 4 -0-0 4 -0-0 Scale = 1:10.2 2 3.00!12 / 7 TI 1 = / _ / 105#/ -6 _ ,4 165#/ -102 •- 0-3-8 i18 ___ N 81 3 71#/ -41# 3x4 = LOADING (psf) 1 SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.04 3 -6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.03 3 -6 >999 180 BCLL 0.0 * Rep Stress Ina YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 12 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -0 -0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (lb /size) 1= 165/0 -3 -8 (min. 0 -1 -8), 2= 105 /Mechanical, 3 =47 /Mechanical -- - - - Max Horz 1 =45(LC 8) Max Upliftl=- 102(LC 8), 2= -68(LC 8), 3= -41(LC 8) Max Grav1= 165(LC 1), 2= 105(LC 1), 3 =71(LC 3) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -7 =- 118/176, 2- 7= -36/20 BOT CHORD 1- 3=- 411/242 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -0 -0 to 3 -0 -0, Interior(1) 3 -0 -0 to 3 -11-4 zone; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 Ib uplift at joint 1, 68 Ib uplift at joint 2 and 41 Ib uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss fruss Type Qty Ply A0081641 6822T0 EJ03 Jack-Closed 10 1 • 1 Job Reference (optional), Building Component Suppy, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 1716:09:29 2015 Page 1 ID :FOp6ELx916x0g8baddDVnQyIfSU -SW I95m1juyVIvRtefCitaumsS90XYPEibQ70ygy80vq 3-6-0 3-6-0 3x4 11 Scale = 1:22.6 3 7.00;12 2 jT1 -- 3 x 4 I I 1 B1 N I� 225#/ -189# 0-5-§(0-1-8) 4 4x1542#/ -334 3x4 -' LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) 1/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.01 5 -6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.01 5 -6 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 19 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -6 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 6= 123/0 -5 -8 (min. 0 -1 -8), 5= 135 /Mechanical Max Horz 6= 252(LC 12) Max Uplift6= -33(LC 10), 5=- 189(LC 12) Max Grav6= 142(LC 19), 5= 225(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-6 =- 117/72, 1 -2 =- 144/128, 2- 3 = -3/0, 2 -5 =- 224/212 BOT CHORD 5- 6=- 165/155, 4 -5 =0/0 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) zone; end vertical left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf 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 33 Ib uplift at joint 6 and 189 Ib uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard —, Job Truss Truss Type Q ty Ply A0081642 882210 Jack- Closed Supply, , Gre en Cove Springs, s, FL Run: 7.620 s 2015 Print: , n Component Su I p g Apr 30 Job Reference A 30 (optional) Building 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:29 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQylfSU -S WI95m1juyVIvRtefCitaumxr94GYPEibQ70ygy8Ovq 3 -6 -0 3-6-0 2x4 1 Scale = 1:15.6 3 2 6.00',12 T1 - 2x4 1 5 138#/-71# 6 4 0-5-8(0-1-8) 1 2x4 123#/0# LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 5 -6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 5 -6 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 15 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -6 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. -_ REACTIONS. (lb /size) 6= 123/0 -5 -8 (min. 0 -1 -8), 5= 135 /Mechanical Max Horz6 =89(LC 12) Max Uplift5= -71(LC 12) Max Grav6= 123(LC 1), 5= 138(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-6 =- 99/75, 1 -2 =- 65/18, 2- 3 = -2/0, 2 -5 =- 97/160 BOT CHORD 5- 6=- 44/31, 4 -5 =0/0 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =oft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) zone; end vertical left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf 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 71 Ib uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard (Job (Truss ITruss Type ' Qty - PTy 7 40081643' 18822T0 EJ05 Jack -Open 4 1 1 • g Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: lob Reference (optional Buildin Com nent Su 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:29 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQy1fSU- SWI95mljuyVlvRtefCitaumtd9l mYPEibQ70ygy8Ovq 4 -6 -0 4 -6 -0 Scale = 1:15.6 2 p 5.0012 II 6 110#/ -27# 127#/ -63# / 110#/ -74# 0- 3- 8(0 -1 -8) 0- 5- 8(0 )1) / A v B1 3 x 351!0# 5 3x8 11 4 i LOADING (psf) SPACING- 2 -0 -0 I CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(TL) 0.01 4 -5 >999 180 BCLL 0.0 • Rep Stress Incr YES 1 WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 15 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -6 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer L Installation guide. REACTIONS. (lb /size) 5= 110/0 -3 -8 (min. 0 -1 -8), 2 =110 /Mechanical, 3 =11 /Mechanical, 4= 112/0 -5 -8 (min. 0 -1 -8) Max Horz 5 =91(LC 12) Max Uplift5= -27(LC 12), 2= -74(LC 12), 4= -63(LC 12) Max Grav5= 110(LC 1), 2= 110(LC 1), 3 =35(LC 3), 4= 127(LC 3) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -5 =- 147/135, 1 -6 =- 77/24, 2- 6= -66/35 BOT CHORD 4- 5 =0/0, 3 -4 =0/0 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 4 -5-4 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 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 27 Ib uplift at joint 5, 74 Ib uplift at joint 2 and 63 Ib uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job — 1 buss 1Truss Type Qty I Ply T A0081644 8822T0 IEJ06 Jack -Open Supported Gable 1 1 a Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:29 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQylfSU -S WI95m 1juyVIvRtefCitaumsS9OPYPEibQ70ygy8Ovq 4-6 - 0 4 -6 -0 Scale = 1:15.6 2 5.00112 8 / 5 T1 v ry N 1 W 1 OY O i i B1 1...11.1 • • • • • ,• • • • • • • • • • • • • • • • ••••••••••••••• •• • • • W • . • • W. • • • • • • • • • • • • • • • • • • V.W.V.11.• 3x8 1, 4 3 LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.04 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.05 3-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 15 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 4= 174/4 -6 -0 (min. 0 -1 -8), 2= 121/4 -6 -0 (min. 0 -1 -8), 2= 121/4 -6 -0 (min. 0 -1 -8), 3= 53/4 -6 -0 (min. 0 -1 -8) Max Horz4 =92(LC 12) Max Uplift4= -20(LC 12), 2= -77(LC 12) Max Grav4= 174(LC 1), 2= 121(LC 1), 2= 121(LC 1), 3 =83(LC 3) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-4 =- 140/206, 1 -5 =- 112/20, 5- 6=- 103/27, 2-6 =- 101/40 BOT CHORD 3 -4 =0/0 NOTES - 1) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =2ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Corner(3) 0 -1 -12 to 3 -1 -12, Exterior(2) 3 -1 -12 to 4 -6 -0 zone; end vertical left exposed; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/7P' 1. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4 -0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 Ib uplift at joint 4 and 77 Ib uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0081645) 8822T0 EJ07 Jack -Open 2 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 it Apr 30 2015 Print 7.620 6 30 2015 MTek Industries, Inc. Thu Dec 17 16:09:30 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQSU- wisYJ62LfGdcW bSq DvD665J4kZMvHrUrg4sZU6y80vp 4.8.0 4-6-0 Scale = 1:15.6 5.00 12 2 11 172 # / -80# 5 / 119#/ -82# 0- 3- 8(0 -1 -8) T1 S N 1 N B1 I' 3 82#/ -50# 4 3x8 I I LOADING (psf) SPACING- 2 -0-0 CSI. DEFL. in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.06 3-4 >811 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.05 3-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 15 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -6 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer i Installation guide. - REACTIONS. (Ib /size) 4= 172/0 -3 -8 (min. 0 -1 -8), 2= 119 /Mechanical, 3 =53 /Mechanical Max Horz4 =91(LC 12) Max Uplift4= -80(LC 12), 2= -82(LC 12), 3= -50(LC 12) Max Grav4= 172(LC 1), 2= 119(LC 1), 3 =82(LC 3) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-4 =- 138/115, 1 -5 =- 84/26, 2 -5= -74/38 BOT CHORD 3 -4 =0/0 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 4 -5-4 zone; end vertical left exposed; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 Ib uplift at joint 4, 82 Ib uplift at joint 2 and 50 Ib uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job _._._..._ Truss Truss Type T)ty IPIy -_ - -- A0081646 8822T0 EJ14 Jack -Open 1 11 1 1 L _. Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Prink 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:30 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- wisYJ62LfGdcWbSgDvD665J5wZPCHrUrg4sZU6y80vp 3-6-0 3-6-0 Scale = 1:15.6 2 6.00 12 132#/ -2# 92#/ -67# 0- 5- 8(0 -1 -8) T1 2x4 9 1 N B1 3 63#/0# 4 3x4 11 LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.01 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.02 3-4 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix -M) Weight: 12 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -6 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer i Installation guide. REACTIONS. (lb /size) 4= 132/0 -5 -8 (min. 0 -1 -8), 2 =92 /Mechanical, 3 =40 /Mechanical Max Horz4 =89(LC 12) Max Uplift4 = -2(LC 12), 2= -67(LC 12) Max Grav4= 132(LC 1), 2 =92(LC 17), 3 =63(LC 3) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-4 =- 106/85, 1- 2= -77/38 BOT CHORD 3 -4 =0/0 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) zone; end vertical left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss has been designed for a live load of 20.0psf 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 2 Ib uplift at joint 4 and 67 Ib uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss 11 russ Type – — - — (wry fPly A0081647 8822T0 EJ15 Half Hip 1 1 ' • , Job Reference ID: Apr 8 A Industries, Inc. Thu Dec 17 16 :09:30 2015 a 1 Building Component Supply, Green Cove Springs, FL -- Run: 7.620 20 s s r r 30 2015 Print: 7.620 s Apr 30 2015 m Tek 16x0 8baddDVnO fSU- wisYJ62LfGdcWbS DvD665J18ZOZHr3r 4sZU6 Ov 3-4-0 3 -6-0 3-4 -0 0 -2 -0 Scale = 1:15.2 2 2x4 11 6.00 I 12 / T1 2X4 W2 • 1 - N 131 — X3 X 129#/ -64# 4 9,4 1 l 2x4 II 128#/ -4# LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.01 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.02 3-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 15 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -6 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 3= 128 /Mechanical, 4= 128/0 -3 -8 (min. 0 -1 -8) Max Horz 4 =66(LC 12) Max Uplift3= -64(LC 12), 4 =-4(LC 12) Max Grav3= 129(LC 17), 4= 128(LC 1) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 33/56, 2 -3 =- 99/127 BOT CHORD 3- 4=- 126/46 WEBS 1-4=-94/92 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) zone; end vertical left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf 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 64 Ib uplift at joint 3 and 4 Ib uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss — — ITrussType .Qty P>y 8822T0 EJ16 Half Hip 1 1 Job Reference (optionalL A0081648 , d Building Component Supply, Green Cove Springs, Apr Run: 7.620 s r 30 2015 Pnnl 7.620 s Apr 30 2015 MiTek Industries, Inc Thu Dec 17 16:09:31 2015 Page e 1 I D: FOp6E Lx916x0g 8badd DV n QyIfSU -OvQwW S3zQa IT8110 and kLfJ rGpzm201j_3kc60Yy80vo 2 -4-0 3-6-0 2-4-0 1 -2 -0 3 2x4 II Scale = 1:12.7 2 6.00 12 3x6 T2 2x4 II T1� 1 W2 B1 4 128#/ -53# 2x4 2x4 II 0- 3- 8(0 -1 -8) 128#/ -14# 2 -4-0 3 -6 -0 2 -4-0 1 -2 -0 – Plate Offsets (X,)J2 0 3- 0,0_2 -0] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 4 -5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 4 -5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (lb /size) 4= 128 /Mechanical, 5= 128/0 -3 -8 (min. 0 -1 -8) Max Horz 5 =67(LC 12) Max Uplift4= -53(LC 12), 5= -14(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 76/20, 2 -3 =- 37/52, 3-4 =- 91/130, 1 -5 =- 102/96 BOT CHORD 4 -5= -52/37 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) zone; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 Ib uplift at joint 4 and 14 Ib uplift at joint 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job truss Truss Type -. - - _ qty PLY A0081649 8822T0 F01 FLOOR 13 1 • • Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:32 2015 Page 1 I D: FOp6ELx916x0g8baddDVnQyIfSU- s5zIjo4bBttKmvcDKKFaCWOJCNwoIb38HOLgYy80vn 1 -3-0 1 1 - 8 -0 Scale: 318 " =1' 4x6 = 4x6 = 1.5x3 I I 1.5x3 11 3x6 FP= 4x6 4x6 1 2 3 4 5 6 7 8 9 10 11 ii \ / W1 was ,/''\, 1 W4 = 2w c re 3=4 Vim/. 1082210# 21 20 19 18 17 16 15 14 13 108 /0# 4x6 - 4x6 - 3x12 M18SHS FP 4x6 = 4x6 = USP THD46 USP THD46 10-0-4 10 -11-0 9- 1-8 9-11 -8 10-9-8 19-11-0 -- _- 9 -1 - 8 - - 0- 10-011 0 -94 9-0-0 _... 0 -0-12 0-1-8 Plate Offsets X Y 1 Ed e 0 1 8 (, )-_ _ g - , - - ], [17:0 1- S,Edge] 11 &0 -1- ___-_ _],_j22:Edge,O- 1- 8] _ =. LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.35 17 -18 >677 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(TL) -0.54 17 -18 >433 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.09 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 103 Ib FT = 20 %F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5 -0 -13 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS. (Ib /size) 22= 1082 /Mechanical, 12= 1082 /Mechanical FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -22 =- 1075/0, 11 -12 =- 1075/0, 1 -2 =- 1102/0, 2 -3 =- 2764/0, 3-4 =- 3820/0, 4 -5 =- 4366/0, 5 -6 =- 4366/0, 6 -7 =- 4366/0, 7 -8 =- 3820/0, 8 -9 =- 2764/0, 9 -10 =- 2764/0, 10 -11 =- 1102/0 BOT CHORD 21- 22 =0/0, 20- 21= 0/2083, 19- 20= 0/3420, 18- 19= 0/4193, 17- 18= 0/4366, 16- 17= 0/4193, 15- 16= 0/4193, 14- 15= 0/3420, 13- 14= 0/2083, 12- 13 =0/0 WEBS 1 -21= 0/1467, 2 -21 =- 1364/0, 2 -20= 0/948, 3 -20 =- 912/0, 3 -19= 0/556, 4 -19 =- 520/0, 4 -18 =- 158/589, 5 -18 =- 276/25, 11- 13= 0/1467, 10 -13 =- 1364/0, 10- 14= 0/948, 8 -14 =- 912/0, 8 -15= 0/556, 7 -15 =- 520/0, 7 -17 =- 158/589, 6 -17 =- 276/25 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x4 MT20 unless otherwise indicated. 4) Refer to girder(s) for truss to truss connections. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job ,Truss I Truss Type – "Qty _ I Pi), I A0081650 882270 F02 (FLOOR .3 1 - - � I ■ I Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:32 2015 Page 1 I D: FOp6ELx916x0g8badd DVnQyIfSU- s5zljo4bBttKmvcDKKFaC WOJMNuUla18HOLgYy8Ovn 1 -3-0 I 2 -0 -8 — 0-1-8 Scale = 1:33.4 4x6 = 4x6 = 4x6 = 1.5x3 II 3x6 FP= 4x6 = 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 Tit 11 y� �... .. .. .. is "AT 1� p/ �iilppilpi pppUipu „mil. X1 1 23 4 11 L�� % U ��� : �.� ! P. 6 . _ .. :F� /. ' (VOA � 11 4111111 v 11011140# 21 20 19 18 17 16 15 14 13 II 4x6 = 4x6 = 3x12 M18SHS FP= 4x6 = 4x6 = USP THD46 3x6 0- 3- 0(0 -1 -8) 1103#/0# 10-2 -8 11 -3-8 9-1-8 10 -1 -12 11 -2 -0 , 20-5 -0 — ------ __--- - - - --- _ --1 9-1-8 1-0-4 - 0 -11 -8 9-1-8 0-0-12 0-1-8 Plate Offsets (X,Y)- �:Edge,0 -1 -8], [11:0- 1- 8,E�e], [18:0 -1 8 Edge],[22:Edge,0 -1 -8]_ __ LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.36 17 -18 >670 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(TL) -0.57 17 -18 >428 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.10 12 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) I Weight: 106 Ib FT = 20 %F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 5 -6 -13 oc purlins, except T2: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No.1(flat) BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (Ib /size) 22= 1109 /Mechanical, 12= 1103/0 -3 -0 (min. 0 -1 -8) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -22 =- 1102/0, 12- 23=- 1098/0, 11 -23 =- 1096/0, 1 -2 =- 1133/0, 2 -3 =- 2852/0, 3 -4 =- 3963/0, 4 -5 =- 4583/0, 5 -6= -4583/0, 6- 7=- 4583/0, 7 -8 =- 3964/0, 8 -9 =- 2851/0, 9- 10=- 2851/0, 10- 11=- 1135/0 BOT CHORD 21- 22 = -0 /0, 20- 21= 0/2142, 19- 20= 0/3536, 18- 19= 0/4364, 17- 18= 0/4583, 16- 17= 0/4364, 15- 16= 0/4364, 14- 15= 0/3537, 13- 14= 0/2140, 12 -13 =0/57 WEBS 1 -21= 0/1508, 2 -21 =- 1404/0, 2 -20= 0/988, 3 -20 =- 951/0, 3 -19= 0/593, 4 -19 =- 559/0, 4 -18 =- 133/682, 5 -18 =- 335/13, 11- 13= 0/1465, 10- 13=- 1398/0, 10- 14= 0/989, 8 -14 =- 954/0, 8 -15= 0/594, 7 -15 =- 555/0, 7 -17 =- 134/678, 6 -17 =- 324/10 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x4 MT20 unless otherwise indicated. 4) Refer to girder(s) for truss to truss connections. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job !truss — I Truss Type l Qty Ply --I 1 8822T0 l i F03 FLOOR 3 1 -- -.... -- -- i ^^ A0081651 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s 'W r 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:32 2015 Page 1 ID: FOp6ELx916x0g8badd DVnQy1fSU- s5zIjo4bBttKmvcDKKFaCW015Nyuld98HOLgY y80vn 1 -3 0 1 -11 -12 Scale = 1:26.5 4x6 = 1.5x3 I I 3x6 FP = 4x6 = 1 2 3 4 5 6 7 8 9 11. \` ate ss sx• � v�z ' /,11 ■ :IIILIAHI mirA 4k IN 8999`/0# 18 17 16 15 14 13 12 11 8999f/0# 4x6 = 3x8 MT2OHS FP= 1.5x3 II 4x6 - USP THD46 USP THD46 9 -1 -8 10-1 -6 11 -1.4 16 -5 -12 9 -1 -8 0 -11 -14 0 -11 -14 5-4 -8 Plate Offsets (X,Y) 11:Edge,O 1 81 [6A 1- 8,Edge], [14:0- 1- 8,Edg [19 Edge,0 1 8 1 - LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) -0.27 14 -15 >730 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(TL) -0.41 14 -15 >475 240 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 86 Ib FT = 20 %F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) •Except* TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins, except T1: 2x4 SP No.1(flat) end verticals. BOT CHORD 2x4 SP No.2(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. B2: 2x4 SP SS(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (Ib /size) 19= 893 /Mechanical, 10= 893 /Mechanical FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -19 =- 888/0, 9 -10 =- 892/0, 1 -2 =- 890/0, 2 -3 =- 2154/0, 3-4 =- 2852/0, 4 -5 =- 2806/0, 5 -6 =- 2806/0, 6 -7 =- 2162/0, 7 -8 =- 2162/0, 8 -9= -886/0 BOT CHORD 18- 19 = -0/0, 17- 18= 0/1673, 16- 17= 0/2624, 15- 16= 0/2624, 14- 15= 0/2992, 13- 14= 0/2806, 12- 13= 0/2806, 11- 12= 0/1653, 10- 11 =0/0 WEBS 1 -18= 0/1185, 2 -18 =- 1089/0, 2 -17= 0/669, 3 -17 =- 655/0, 3 -15= 0/317, 4 -15 =- 241/0, 4 -14 =- 427/212, 5 -14 =- 118/99, 9 -11= 0/1180, 8 -11 =- 1066/0, 8 -12= 0/709, 6 -12 =- 935/0, 6 -13 =0/313 NOTES - 1) Unbalanced floor live Toads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x4 MT20 unless otherwise indicated. 4) Refer to girder(s) for truss to truss connections. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0081652 8822T0 F04 FLOOR 2 1 . Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:32 2015 Page 1 ID: FOp6ELx916x0g8badd DVnQy1fSU- s5zljo4bBttKmvcDKKFaCWOGQNxCId08HOLgYy80vn 1 -3-0 I __ -11 -12 0,1 Scale = 1:27.3 3x6 = 4x6= 4x6 = 1.5x3 11 3x6 FP= 1.5x3 = 1 2 3 4 5 6 7 8 9 .>, .� �11111 ms■ r• fi l � a tee, l`. •, fh20 9 �� II BM BL. i w as u r Ira 1 v RI 906ffi/0# 18 17 16 15 14 13 12 11 - 4x6 - -- 3x8 MT2OHS FP= 3x6 = 4x6 = USP THD46 0- 3- 8(0 -1 -8) 900#/0# 10-2- 211 -1-4 11-4 -4 I 9-1-8 101 - 610214 11� 16-8-12 9- 1 -8 - - -- -- -- _ 2 0-11 -140 1 12 - - 0-1 5-4-8 0- 0- 120 -10-6 0-1-8 Plate Offsets (X,Y)— [1:Edge,0 1 8116:0 -1 -8, Edge], [9:0 -1 -8, Edge], [ 13. 0- 1- 8,Edge1[14:0- 1- 8,Edge],119:Edge 0 -1 -1 LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (Ioc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.30 14 -15 >666 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.79 Vert(TL) -0.45 14 -15 >437 240 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 89 Ib FT = 20 %F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat)'Except' TOP CHORD Structural wood sheathing directly applied or 1 -7-8 oc purlins, except T1: 2x4 SP No.1(flat) end verticals. BOT CHORD 2x4 SP No.2(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. 82: 2x4 SP SS(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (Ib /size) 19= 906 /Mechanical, 10= 900/0 -3 -8 (min. 0 -1 -8) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -19 =- 902/0, 10 -20 =- 901/0, 9 -20 =- 900/0, 1 -2 =- 905/0, 2 -3 =- 2197/0, 3-4 =- 2926/0, 4 -5 =- 2903/0, 5 -6 =- 2903/0, 6 -7 =- 2201/0, 7 -8 =- 2201/0, 8 -9= -904/0 BOT CHORD 18- 19 = -0/0, 17- 18= 0/1702, 16- 17= 0/2683, 15- 16= 0/2683, 14- 15= 0/3076, 13- 14= 0/2903, 12- 13= 0/2894, 11- 12= 0/1679, 10 -11 =0/47 WEBS 1 -18= 0/1205, 2 -18 =- 1108/0, 2 -17= 0/688, 3 -17 =- 676/0, 3 -15= 0/338, 4 -15 =- 257/0, 4 -14 =- 419/236, 5 -14 =- 133/87, 9 -11= 0/1166, 8 -11 =- 1078/0, 8 -12= 0/726, 6 -12 =- 975/0, 6 -13 =0/313 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x4 MT20 unless otherwise indicated. 4) Refer to girder(s) for truss to truss connections. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job fruss Truss ype Qty Ply - - 8822T1 Cove FLAT GIRDER ID 6E x916x0 30 201 3 Print: l Job Reference (optional) ) -- --- 008165 Building Can nent Supply, Green Co Springs, FL Run: Apr 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:33 2015 Page 1 P - p g QylfSU- KHXgx84DyB AO3APu1m kkwTmmFIUOWHW2 SDSRy80 2 - 7 - 6 4 7 - 5 - 2 9 -10 -12 12-4-6 14 -10 -0 17-3-10 3 -10 19 -11 -0 2 - I 2 - 4 - 2 2 - 2 -5-10 - 2 -5-10 2 -5-10 2 -5-10 2 -7 -6 Scale = 1:33.1 4x6 = 3x5 = 3x4 = 2x4 II 3x4 = 3x5 = 3x8 = 4x6 =- 1 - 2 3x6 - 3 4 5 6 7 8 9 10 T1 11 fl fl n fl "- H 11 MI= [1 i i- i - mum ,ii 3947 # /0# 19 18 17 16 15 14 12 4046 # /0# 20 21 22 23 24 25 26 13 27 28 11 3x4 I I 4x6 = NAILED 3x6 = NAILED 3x5 = 3x8 - NAILED -- NAILED 3x12 M18SHS -- 4x6 = NAILED 3x4 I NAILED NAILED NAILED 3x8 NAILED USP THDH28 -3 NAILED USP THDH28 -3 2 -7 -6 4 -11-8 7 -5 -2 9 -10 -12 12-4 -6 14 -10-0 17 -3 -10 19 -11-0 1 I I r + I , 2 -7 -6 2-4 -2 2 -5-10 2 -5 -10 2 -5-10 2 -5 -10 2 -5-10 2 -7 -6 Plate Offsets (X,Y)- [1:0-2-0,0-1-12], [2 :0 -1- 12,0 -1 -8], [4:0- 2- 4,0 -1 -8], [8:0- 2- 4,0 -1 -8], [9 :0- 3- 4,0 -1 -8], [10:0 -1- 12,0 -1 -8], [12:0 -1- 12,0 -2 -0], [14:0-3-4,0-1-8], [15:0- 2- 4,0 -1 -8], (17:0- 2- 4,0 -1- 1,118:0 -1- 12,0- 1 -8], [19:0-1-12,0-2-01_, LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) -0.33 16 >713 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(TL) -0.89 16 >265 240 M18SHS 244/190 BCLL 0.0 * Rep Stress Incr NO WB 0.81 Horz(TL) 0.11 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix -M) Wind(LL) 0.27 16 >878 240 Weight 332 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -8 -11 oc purlins, except BOT CHORD 2x4 SP SS *Except* end verticals. B2: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4 SP No.3 *Except* W2,W3: 2x4 SP No.2 REACTIONS. (lb /size) 20= 3947 /Mechanical, 11= 4046 /Mechanical FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -20 =- 3757/0, 1 -2 =- 8444/0, 2 -3 =- 14414/0, 3-4 =- 14414/0, 4 -5 =- 18090/0, 5 -6 =- 19544/0, 6 -7 =- 19544/0, 7 -8 =- 18248/0, 8 -9 =- 14686/0, 9 -10 =- 8586/0, 10 -11 =- 3809/0 BOT CHORD 20- 21= 0/518, 19- 21= 0/518, 19- 22= 0/8444, 18- 22= 0/8444, 18- 23= 0/14414, 17- 23= 0/14414, 17- 24= 0/18090, 16- 24= 0/18090, 16- 25= 0/18248, 15- 25= 0/18248, 15- 26= 0/14686, 14- 26= 0/14686, 13- 14= 0/8586, 12- 13= 0/8586, 12- 27= 0/523, 27- 28= 0/523, 11 -28 =0/523 WEBS 1 -19= 0/8502, 2 -19 =- 3040/0, 2 -18= 0/6450, 4 -18 =- 2242/0, 4 -17= 0/3943, 5 -17 =- 1291/0, 5 -16 =- 49/1560, 6 -16 =- 871/0, 7 -16 =- 35/1390, 7 -15 =- 1234/0, 8 -15= 0/3820, 8 -14 =- 2203/0, 9 -14= 0/6544, 9 -12 =- 2996/0, 10- 12= 0/8649 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0 -9 -0 oc, 2x6 - 2 rows staggered at 0 -9 -0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0 -9 -0 oc. Webs connected as follows: 2x4 - 1 row at 0 -9 -0 oc. 2) All Toads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 3.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional); Lumber DOL =1.60 plate grip DOL =1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) "NAILED" indicates 3 -10d (0.148 "x3 ") or 3 -12d (0.148 "x3.25 ") toe - nails. For more details refer to MiTek's ST- TOENAIL Detail. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1- 10 = -334, 11- 20 = -10 Continued on page 2 Job I Truss 7lrilss yep qty I Ply !882270 �FG01 p 9 I FLAT GIRDER Run: 7.620s Apr 90 J ob Reference (optional) o 0081653' Component - - - 02 (p ) Building po Supply, Green Cove Springs, s, FL 2015 Print 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:33 2015 Page 2 ID: FOp6ELx9I6x0g8baddDVnQylfSU- KHXgx84DyB ?A03APu'I mpkkwTmmFIUOWHW25D5Ry8Ovm LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 13=-125(B) 16=-125(B) 21=-125(B) 22=-125(B) 23=-125(B) 24=-125(B) 25=-125(B) 26=-125(B) 27=-125(B) 28=-125(B) - b -Truss Truss Type — ,qty PIy A0081654 8822T0 FG02 FLOOR 1 -- — — — - — — _ 2 • Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 5 Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:33 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyffSU- KHXgx84DyB? AO3APutmpkkwdOmMGU4NHW25D5Ry80vm 2 -7 -12 5 -3 -8 2 -7 -12 2 -7 -12 3x5 = Scale = 1:10.5 1 3x5 2 2x4 II 3 Ti W1 W2 W1 W2 W1 BI ' THD46 4x10 = THD46 THD46 7 5 8 9 4 1753#IO# 2x4 11 2x4 2 -7 -12 5-3-8 0- 3 - 8(0 - 1 ) _ 2 - 7 - 12 + 2 - - LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 40.0 1444# /o 'late Grip DOL 1.00 TC 0.18 Vert(LL) -0.02 4 -5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(TL) - 0.03 4 - >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.57 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 59 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -3 -8 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS. (lb /size) 6= 1444/0 -3 -8 (min. 0 -1 -8), 4= 1753 /Mechanical FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -6 =- 984/0, 1- 2=- 2225/0, 2 -3 =- 2225/0, 3-4= -984/0 BOT CHORD 6- 7 =0/0, 5- 7 =0/0, 5- 8 =0 /0, 8- 9 =0 /0, 4 -9 =0/0 WEBS 1- 5= 0/2380, 2- 5=- 219/0, 3- 5= 0/2380 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0 -7 -0 oc. Webs connected as follows: 2x4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Use USP THD46 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 2 -0 -0 oc max. starting at 1 -3-4 from the left end to 4 -3-4 to connect truss(es) F03 (1 ply 2x4 SP) to back face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1 -3= -100, 4 -6 = -10 Concentrated Loads (Ib) Vert: 7=- 883(B)8=- 883(B)9=- 883(B) Job Truss Truss Type Qty Ply A0081655 8822T0 FG03 FLOOR 1 • r 2 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 RATek Industries, Inc. Thu Dec 17 16:09:34 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyHSU- pU528U5sjV71 ?CIbSIH2HxTgCAeRDQzRligndty (vl 2-4-11 i 4-0-4 I 6 -10 -9 I 9-1-8 11-4 -8 13-7-7 I 16 -5-12 i 18-1 -5 20-6 -0 2-4-11 1 -7 -9 2 -10 -5 2 -2 -15 2 -2 -15 2 -2 -15 2 -10 -5 1 -7 -9 2-4-11 Scale = 1:34.1 2 x 4 I I 5x6 = 6x6 = 2x4 11 3x6 = 6x6 = 5x6 = 1 2 3 4 5 6 7 8 9 10 11 T1 T2 c us NI II i 1 1446#/0# 2521#/0# 22 21 20 19 18 17 16 15 14 13 12 2x4 II 5x6 = 10x12 8x14 M18SHS 10x12 5x6 = 3x4 II THD26 -2 2-4-11 4 -0-4 6 -10 -9 9 -1 -8 11-4 -8 13 -7 -7 16 -5 -12 18-1 -5 20-6-0 2-4 -11 1 -7 -9 2 -10 -5 2 -2 -15 2 -2 -15 2 -2 -15 2 -10 -5 1 -7 -9 2-4-11 Plate Offsets (X,Y)- [2:0- 3- 0,0- 2 -12], [10:0- 3- 0,0 -2-4j j11 _0- 3- 0,0- 2- 4k[13:0- 3- 0,0 -2-4], [14:0-3-8,0-5-01 [18:0-2-13,0-0-0], =- [20:0- 3- 7,Edge] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) -0.44 16 >551 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(TL) -0.68 16 >356 240 M18SHS 244/190 BCLL 0.0 I Rep Stress Incr NO WB 0.99 I I I Horz(TL) 0.05 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix -M) ' Weight: 222 Ib FT = 20% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4 -5 oc purlins, except BOT CHORD 2x6 SP SS end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. W2: 2x4 SP No.2 REACTIONS. (Ib /size) 22= 1446 /Mechanical, 12= 2521 /Mechanical FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -22 =- 1261/0, 1 -2 =- 2768/0, 2 -3 =- 4903/0, 3-4 =- 6931/0, 4 -5 =- 8617/0, 5 -6 =- 8617/0, 6 -7 =- 8617/0, 7 -8 =- 8617/0, 8 -9 =- 9310/0, 9 -10 =- 8639/0, 10- 11=- 5047/0, 11 -12 =- 2221/0 BOT CHORD 21- 22= 0/186, 20- 21= 0/2768, 19- 20= 0/4903, 18- 19= 0/6931, 17- 18= 0/6931, 16- 17= 0/8617, 15- 16= 0/9310, 14- 15= 0/8639, 13- 14= 0/5047, 12 -13 =0/312 WEBS 1 -21= 0/2807, 2 -21 =- 1361/0, 2 -20= 0/2477, 3 -20 =- 974/0, 3 -19= 0/2139, 4 -19 =- 930/0, 4 -17= 0/2224, 5 -17 =- 297/0, 6 -16 =- 125/0, 8 -16 =- 1351/0, 8 -15 =- 8/209, 9- 15= 0/708, 9- 14=- 458/0, 10- 14= 0/4166, 10 -13 =- 2204/0, 11- 13= 0/5149 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0 -7 -0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0 -5 -0 oc. Webs connected as follows: 2x4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live Toads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 4x5 MT20 unless otherwise indicated. 6) The Fabrication Tolerance at joint 7 = 20 %, joint 18 = 20% 7) Refer to girder(s) for truss to truss connections. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 10) Use USP THD26 -2 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 16 -7 -15 from the left end to connect truss(es) FG02 (2 ply 2x6 SP) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1- 11 = -100, 12- 22 = -10 Concentrated Loads (Ib) Vert: 14=- 1743(F) Job Truss truss Type Qty Ply A0081656 18822TO FG04 FLOOR 1 2 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:34 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- pU528U5sjV71 ?CIbSIH2HxTkHAj I Da hRl igndty80vl 3 7 - - 3.6.12 1 3_fi -12 2x4 11 Scale = 1:15.8 1 3x4 = 2 3 5x8 = J1 BL1 W W2 W1 \ /W3 W1 3 = o 8 N 4 X JUS24 JUS24 JUS24 6X 9 JUS24 5 10 4 3x8 = 2x4 1 1 2x4 0- 3- 8(0 -1 -8) 0- 3-8(0-1-8) 1357 # /0# 3 -6 -12 1 -- 3 2 1140#/0# Plate Offsets (X,Y)— [3:0 -1- 12,0 -2 -12] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.02 5 -6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(TL) -0.03 5 -6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 90 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib /size) 6= 1357/0 -3 -8 (min. 0 -1 -8), 8= 1140/0 -3 -8 (min. 0 -1 -8) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-6 =- 919/0, 1- 2=- 1350/0, 2- 3=- 1350/0, 4- 7= 0/273, 3 -7 =0/273 BOT CHORD 6- 9 = -0/0, 5- 9 = -0/0, 5- 10= 0/187, 4 -10 =0/187 WEBS 1- 5= 0/1556, 2 -5 =- 370/0, 3- 5= 0/1372 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0 -9 -0 oc. Webs connected as follows: 2x4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 1 -5-4 from the left end to connect truss(es) FT02 (1 ply 2x4 SP) to front face of bottom chord. 7) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2 -0 -0 oc max. starting at 1 -6 -12 from the left end to 5 -6 -12 to connect truss(es) FT01 (1 ply 2x4 SP) to back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1 -3= -100, 4 -6 = -10 Concentrated Loads (Ib) Vert: 5=- 503(B) 9=- 772(F= -270, B = -503) 10=- 503(B) Job Truss Truss Type _ - fly A0081657 8822T0 FG05 FLOOR 1 ng Component Supply, Green Cove S 2015 Print: Job Reference (optional) Buildi Com neM S e n Springs, FL Run: 7.620 s Apr 30 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:34 2015 Page 1 ID: FOp6ELx916x0g8badd DVnQylfSU- pU528U5sjV71 ?CIbSIH2HxTeeAorDfTRligndty80v1 Special 4 -6-0 Special 4 Special 1 3x4 = Special 22x4 ! Scale =1:14.0 T1 W2 W1 ■ B1 492#/0# 2x4 ! 61353(0 -1 -8) U$P THD26.2 4 -1 -12 4 -1 -12 0-4-4 LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) 0.00 4 "" 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) -0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 56 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -6 -0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS. (Ib /size) 4= 492 /Mechanical, 3= 492/0 -3 -8 (min. 0 -1 -8) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 4=- 471/0, 1- 2 =0/0, 2- 3= -471/0 BOT CHORD 3- 4 = -0/0 WEBS 1 -3 =0/0 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0 -9 -0 oc. Webs connected as follows: 2x4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Special hanger(s) or other connection device(s) shall be provided starting at 0 -1 -12 from the left end to 4-4-4 sufficient to connect truss(es) (1 ply 2x4 SP) to front face of top chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1- 2 = -224, 3 -4 = -10 Job fruss fruss T ype - - 0fi IP1y A0081658 8822T0 FG06 FIAT GIRDER 1 1 2 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc Thu Dec 17 16:09:34 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- pU528U5sjV71 ?CIbSIH2HxTg bAkADVLRIiq ndty80vl 5 - 3.4 I 10 - 15 -11 -12 20 -1 -0 5 - 3 - 4 5 - 5 -3 -8 4 -1-4 Scale = 1:33.7 4x5 = 3x4 = 2x4 4x6 = 3x5 = 4x5 = 1 2 13 3 4 14 5 6 11 -. - - T2 W1 N1 W W V1>5 -- /W 41 m -B2 in 538#/0# F 12 15 16 11 17 18 10 19 9 20 21 g 22 23 7 2x4 11 3x4 =- 3x6 = 4x10 = 3x4 = 2x4 11 USP THD26 -2 0- 3- 8(0 -2 -2) 0- 3- 8(0 -2-6) 3613#/-301# 4022#/ -568# 5 -3 -4 10 -8-4 15 -11 -12 20-1-0 5 -3-4 5 -5 -0 5-3-8 4 -1-4 Plate Offsets (X,Y)- [2:0-1-12,0-1-8], [5:0-1-12,0-1-8]_ LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) 0.05 9 -11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.31 1 Vert(TL) -0.07 9 -11 >999 240 BCLL 0.0 • I Rep Stress Incr NO WB 0.65 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix -M) Weight: 236 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. REACTIONS. (lb /size) 12= 497 /Mechanical, 11= 3038/0 -3 -8 (min. 0 -2 -2), 8= 3269/0 -3 -8 (min. 0 -2 -6) Max Upliftll=- 301(LC 5), 8=- 568(LC 5) Max Grav12= 538(LC 26), 11= 3613(LC 26), 8= 4022(LC 26) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -12 =- 484/0, 1 -2 =- 54/493, 2 -13 =- 1836/180, 3 -13 =- 1836/180, 3-4 =- 1836/180, 4 -14 =- 1836/180, 5 -14 =- 1836/180, 5 -6 =- 193/1110, 6- 7=- 186/205 BOT CHORD 12 -15 =- 23/100, 15- 16=- 23/100, 11 -16 =- 23/100, 11- 17=- 493/54, 17- 18=- 493/54, 10 -18 =- 493/54, 10- 19=- 493/54, 9 -19 =- 493/54, 9 -20 =- 1110/193, 20- 21=- 1110/193, 8 -21 =- 1110/193, 8 -22 =- 30/42, 22 -23 =- 30/42, 7 -23= -30/42 WEBS 1 -11 =- 635/83, 2 -11 =- 2766/0, 2 -9 =- 249/2477, 3 -9 =- 1612/0, 5 -9 =- 398/3141, 5 -8 =- 2787/0, 6 -8 =- 1285/249 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0 -9 -0 oc, 2x6 - 2 rows staggered at 0 -9 -0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0 -9 -0 oc. Webs connected as follows: 2x4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 3.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional); Lumber DOL =1.60 plate grip DOL =1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 301 Ib uplift at joint 11 and 568 Ib uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 214 Ib down and 189 Ib up at -21 -10-4, 214 Ib down and 189 Ib up at -23 -10-4, 214 Ib down and 189 Ib up at -25 -10-4, 214 Ib down and 189 Ib up at - 27 -10 -4, 214 Ib down and 189 Ib up at -29 -10-4, 214 Ib down and 189 Ib up at -31 -10-4, 214 Ib down and 189 Ib up at -33 -10-4, 214 Ib down and 189 Ib up at -35 -10-4, 214 Ib down and 189 Ib up at -37 -10-4, 214 Ib down and 189 Ib up at -38 -10-4, 208 Ib down and 199 Ib up at 1 -9-4, 208 Ib down and 199 Ib up at 3 -9-4, 208 Ib down and 199 Ib up at 5 -9-4, 208 Ib down and 199 Ib up at 7 -9 -4, 208 Ib down and 199 Ib up at 9 -9-4, 208 Ib down and 199 Ib up at 11 -9-4, 208 Ib down and 199 Ib up at 13 -9-4, 208 Ib down and 199 Ib up at 15 -9-4, and 208 Ib down and 199 Ib up at 17 -9-4, and 208 Ib down and 199 Ib up at 18 -9-4 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 Job Truss Truss Type Qty Ply A0081658 8822T0 FGO6 FLAT GIRDER 1 < < 2 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:34 2015 Page 2 ID: FOp6ELx916x0g8baddDVnQyIfSU- pU528U5sj V71 ?CI bSI H2 HxTg bAkADVLRI iq ndty80vl LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1-6= -334, 7- 12 = -10 Job rruss rru�ype Qty Ply A0081659 8822T0 FT01 FLOOR 3 1 i Job Reference Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:35 2015 Page 1 ID:FOp6ELx916x0g8baddDVnQ 4fSU- HgfRMg6UToFudMKo ?SpHp90r?a41y0ma_MaK9Jy80vk 4 -1 -12 9-1 -12 11 - - 12 14 - 10 - 4-1 -12 5-0-0 2 - - 3 Scale = 1:24.6 2x4 11 2x4 1 3x4 1 3x4 = 2 3x4 = 3 4 5 T1 _ II 11 1 W1 W1 W1 W1 - fiN4 wi 2081,6126# '-+6 8 7 3x4 = 510/04 2x4 1I g 4 3x4 = 2x4 0- 3(0 -1 -8) 1084 # /0# USP JUS24 4 - - 12 9 - - 12 11 -1 -12 14 -10-8 4 - - 12 5 - 2-0.0 3 -8-12 LOADING (psf) SPACING- 2 -0 -0 CSI. I DE FL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) -0.04 8 -9 >999 360 I MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.26 Vert(TL) -0.06 8 -9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 76 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 10 =36 /Mechanical, 6 =513 /Mechanical, 9= 1055/0 -3 -8 (min. 0 -1 -8) Max UpIift10=- 126(LC 4) Max Gray 10= 208(LC 8), 6= 513(LC 1), 9= 1084(LC 7) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -10 =- 190/133, 1 -2 =- 38/326, 2 -3 =- 609/0, 3-4 =- 609/0, 4 -5 =- 609/0, 5 -6= -497/0 BOT CHORD 9 -10 =- 11/32, 8 -9 =- 326/38, 7- 8= 0/609, 6 -7 =0/36 WEBS 1 -9 =- 380/7, 2 -9 =- 864/0, 2 -8= 0/936, 3 -8 =- 361/0, 4 -7 =- 298/0, 5 -7 =0/669 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 Ib uplift at joint 10. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job T russ russ ype 'Qty , Ply A0081660 FT02 FLOOR 1 1 d 1 f Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:35 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQylfSU- HgfRMg6UToFudMKo ?SpHp9ozca8yy5ka_MaK9Jy80vk 2 -8-4 5 -8 2 -8-4 2 -8-4 2x4 11 3x4 - Scale =1:15.1 1 3x4 = 2 3 It — - i W1 W2 W1 W2 W N Z N // B1 X - 5 3x8 = 280#/0# 2x4 11 2x4 11 0-318(0-1-8) 2-8-4 1 5 - 4 - 8 I ISP .110S24 2 -8-4 2 -8-4 280#/0# - - - -- - - -- -_ I LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /dell PLATES GRIP L/d ' PL TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.00 5 >999 360 I MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) -0.01 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) -0.00 4 n/a n/a Matrix -M ( ) BCDL 5.0 Code FBC2014/TPI2007 I Weight: 32 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -4-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 6= 280/0 -3 -8 (min. 0 -1 -8), 4= 280 /Mechanical FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-6 =- 266/0, 1 -2 =- 209/0, 2 -3 =- 209/0, 3 -4= -266/0 BOT CHORD 5- 6 = -0/0, 4- 5 = -0 /0 WEBS 1- 5= 0/267, 2 -5 =- 310/0, 3 -5 =0/267 NOTES - 1) Refer to girder(s) for truss to truss connections. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job truss Truss , QFj - 1 A0081661 682270 FT03 FLOOR 4 1 Job Reference (optional) Building , C orn --- - - - -- - - -- _.. g poneM Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:35 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQylfSU- HgfRMg6UToFudMKo ?SpHp90rFa2_y0Qa_MaK9Jy80vk 4-1-4 9 -0 -0 11 -0 -0 14 -11-4 20 -1 -0 I 4-1-4 I 4 -10 -12 2-0-0 3 11 4 i 5-1-12 - I Scale = 1:33.3 2x4 ' I 2x4 3x6 1 2 3 4 5 6 7 0 . Ti L I _I T2 \ / / N W 1 W' W1 W4 W1 W1 0 1 I ll D2 I k 14 12 11 10 V 316#/-17# 2x4 I I 3x6 = 2x4 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) USP THD26 1070#/0# 943 # /0# 4 -1.4 I 9 I 11 -0-0 14 -11-4 20 -1-0 4 -1-4 4 -10 -12 2 3 - 11 - 4 5 -1 -12 Plate Offsets (X,Y) -- [1:0-1-12,0-1-8], [7:0-1-12,0-1-8L LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) -0.06 11 -13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.41 Vert(TL) -0.08 11 -13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 ! Horz(TL) -0.00 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix -M) I Weight: 102 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -7 -14 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing, Except: 10 -0 -0 oc bracing: 8 -9. j MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer i Installation guide. (lb /size) 8= 186 /Mechanical, 13= 1070/0 -3 -8 (min. 0 -1 -8), 9= 921/0 -3 -8 (min. 0 -1 -8) — - -- -- - -- Max Uplift8= -17(LC 3) Max Grav8= 316(LC 11), 13= 1070(LC 1), 9= 943(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -14 =0/15, 1 -2= 0/355, 2 -3 =- 692/74, 3-4 =- 692/74, 4 -5 =- 692/74, 5 -6 =- 692/74, 6 -7 =- 176/264, 7 -8 =- 286/37 BOT CHORD 13 -14 =- 10/27, 12 -13 =- 355/0, 11 -12 =- 355/0, 10 -11 =- 74/692, 9 -10 =- 264/176, 8 -9 =0/57 WEBS 1 -13= 430/6, 2 -13 =- 843/0, 2 -11= 0/842, 3 -11 =- 348/0, 4 -10 =- 312/20, 6 -10 =- 16/847, 6 -9 =- 863/0, 7 -9 =- 330/128 NOTES - 1) Unbalanced floor live Toads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) The Fabrication Tolerance at joint 5 = 20 %, joint 12 = 20% 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 Ib uplift at joint 8. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job truss truss Type TCRy 882270 HJ01 Jack-Open Structural Gable 1 1 (0081662 • ng p0 Supply, Green Cove Springs, .620 s Apr 30 2015 Print: FL Ru 7 Job Reference (optional) Build: Component S 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:35 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- HgfRMg6UToFudMKo ?SpH p90_aa8Ky6ja_MaK9Jy80vk 2-2-5 2 -2 -5 3.84:12 Scale = 1:10.5 2 2x4 2x4 II 1 n I.I ■ 2p 2x4 I I 3 13 -8) 0 -5- 12(0 -1 -8) 1.11 -2 2 -2 -5 . 76#/-34# --------------- - - - - -- 1-8-6 LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 3-4 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 9 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -2 -5 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 3= 76/0 -5 -12 (min. 0 -1 -8), 4= 76/0 -4 -9 (min. 0 -1 -8) Max Horz 4 =46(LC 12) Max Uplift3= -63(LC 12), 4= -34(LC 8) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= -29/9, 2 -3 =- 55/114, 1-4= -59/87 BOT CHORD 3 -4= -46/16 NOTES - 1) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C-C Corner(3) zone; end vertical left exposed; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/7P11. 3) Gable studs spaced at 1-4 -0 oc. 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 63 Ib uplift at joint 3 and 34 Ib uplift at joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss — _ Truss Type Tay Ply h y A0081663' 88227 HJ02 '� Jack -Open 1 1 'Job Reference (optional) _ • Building Component Supply, I , Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Ap r 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:35 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- HgfRMg6UToFudMKo ?SpHp90zAa6By6ja_MaK9Jy80vk 2 -6-2 2-6-2 2.68 12 Scale = 1:9.8 2 2x4 11 1 T1 g 2 u: 65#/-47# 9 v' jal# 0 • ij -d) B1 4►� 3 �� 44#/ -27# 2x4 11 1 LOADING (psf) SPACING- 2 -0 -0 CSI. I DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.01 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.14 1 Vert(TL) 0.01 3-4 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 1 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) I I Weight: 8 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -6 -2 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 4= 92/0 -6 -5 (min. 0 -1 -8), 2 =65 /Mechanical, 3 =27 /Mechanical Max Horz4 =41(LC 12) Max Uplift4= -57(LC 8), 2= -47(LC 8), 3= -27(LC 12) Max Grav4 =92(LC 1), 2 =65(LC 1), 3 =44(LC 3) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-4 =- 73/109, 1- 2= -34/11 BOT CHORD 3 -4 =0/0 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Corner(3) zone; end vertical left exposed; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 Ib uplift at joint 4, 47 Ib uplift at joint 2 and 27 Ib uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard lob Truss yp lat pfY Trusses e i ' 081664 8822T0 PB01 FLAT I ,1 1 .. l I Job Referenceeoptional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 302015 Print 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:35 2015 Page 1 ID: FOp6ELx916x0g8badd DVnQyIfSU- HgfRMg6UToFudMKo ?SpHp90zQa6Gy6ra_MaK9Jy80vk -1 -0 -0 4 -2-8 8 -2 -8 12 -1 -0 16- 1- 0 - __ - 20 -1 -0 24 -3 -8 - 1 -0-0 4 -2-8 4 -0-0 I 3 -10 -8 - 4-0-0 4 -0 -0 4 -2 -8 Scale = 1:41.5 3x6 1 18 2 3 4 19 20 6 7 8 V. , W' obi 016 ! - - �' - -- --- - - -8 -- j j - LI - - -. - - -82 o- O 09 x 15 - H % R 17 c 14 13 12 11 10 g 5x6 = 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 146#/ -60# 346#/ -146# 308#/ -133# 318#/ -102# 311#/ -136# 352#/ -150# 140#/ -56# 4 -2-8 8 -2 -8 12 -1 -0 ____ 16-1 -0 20 -1 -0 24 -3 -8 A - - I 4 -2-8 4 -0 -0 3 -10 -8 4 -0 -0 4 -0 -0 4 -2 -8 . - -- - Plate Offsets (X,Y)- 112:0 -3 -0,0 3 -0] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /deft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.18 I Vert(LL) -0.01 14 -15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.02 9 -10 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 17 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 83 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. ,I recommends that Stabilizers and required cross bracing be instated during truss erection, in accordance with Stabilizer i Installation guide. REACTIONS. (Ib /size) 13= 308/0 -3 -8 (min. 0 -1 -8), 12= 318/0 -3 -8 (min. 0 -1 -8), 11= 311/0 -3 -8 (min. 0 -1 -8), 14= 346/0 -3 -8 (min. 0 -1 -8), 10= 352/0 -3 -8 (min. 0 -1 -8), 16= 146/0 -3 -8 (min. 0 -1 -8), 17= 140/0 -3 -8 (min. 0 -1 -8) Max Upliftl3=- 133(LC 8), 12=- 102(LC 8), 11=- 136(LC 9), 14=- 146(LC 8), 10=- 150(LC 9), 16= -60(LC 8), 17= -56(LC 9) I FORCES. (Ib) - Maximum Compression /Maximum Tension I TOP CHORD 15 -16 =- 146/61, 1 -15 =- 108/78, 1 -18 =- 44/17, 2 -18 =- 44/17, 2 -3 =- 44/17, 3 -4 =- 44/17, 4 -19 =- 44/17, 5 -19 =- 44/17, 5 -20 =- 28/8, 6 -20= -28/8, 6 -7= -28/8, 7 -8= -28/8, 9 -17 =- 140/56, 8 -9 =- 105/76 BOT CHORD 14- 15=- 17/44, 13 -14 =- 17/44, 12 -13 =- 17/44, 11- 12= -8/28, 10 -11= -8/28, 9- 10 = -8/28 WEBS 3 -13 =- 230/172, 5 -12 =- 239/142, 6 -11 =- 235/175, 2 -14 =- 261/190, 7 -10 =- 264/191 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 24 -1 -12 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 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 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 16, 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 Ib uplift at joint 13, 102 Ib uplift at joint 12, 136 Ib uplift at joint 11, 146 Ib uplift at joint 14, 150 Ib uplift at joint 10, 60 Ib uplift at joint 16 and 56 Ib uplift at joint 17. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard , Job ITruss — TrussType -- — "O 1 Ply A 0081665: 8822T0 PB02 FLAT I 1 Apr 1 - -- P Page ■ ■ Reference (- p A Building Component Supply, Green Cove Springs, FL Run: D:FOp6ELx916x0g8baddDVnQ l SU IsDpZA76E6NIFWv Industries, _SWhZ4jC0Jthmy80vj 1 - 0 - 0 4 - 2 - 8 8 -2 -8 12 -1 -0 16-1-0 20 -1 -0 24 -3 -8 1_0_0 4 - — 4 -0 0 3 -8 4 0 -0 4-0-0 4 -2-8 Scale = 1:41.5 3x6 = 1 18 2 3 4 19 20 6 7 8 U . _ _ j W' W2 W2 W W' q 1111 T2 N N 0 T1 61 016 .. 15 a 17 0 14 13 12 11 10 g 5x6 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 145#/ -59# 346#/ -147# 308#/ -133# 318#/ -102# 311#/ -136# 353#/ -150# 139#/ -56# 4 -2 -8 8 -2 -8 12 -1 -0 16 -1 -0 20 -1 -0 24 -3-8 4 -2 -8 4 -0 -0 3 -10 -8 4 -0 -0 4 -0 -0 4 - - Plate Offsets (X,Y)- j12:0- 3- 0,0 -3 -01 LOADING (psf) SPACING- 2 -0 -0 CSI. ! DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 1 Vert(LL) -0.01 14 -15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.02 9 -10 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 17 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 91 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 14= 346/0 -3 -8 (min. 0 -1 -8), 13= 308/0 -3 -8 (min. 0 -1 -8), 12= 318/0 -3 -8 (min. 0 -1 -8), 11 =311/0 -3 -8 (min. 0 -1 -8), 10= 353/0 -3 -8 (min. 0 -1 -8), 16= 145/0 -3 -8 (min. 0 -1 -8), 17= 139/0 -3 -8 (min. 0 -1 -8) Max Upliftl4=- 147(LC 8), 13=- 133(LC 8), 12=- 102(LC 8), 11=- 136(LC 9), 10=- 150(LC 9), 16= -59(LC 8), 17 = -56(LC 9) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 15 -16 =- 145/61, 1 -15 =- 107/77, 1 -18 =- 25/10, 2 -18 =- 25/10, 2 -3 =- 25/10, 3-4 =- 25/10, 4 -19 =- 25/10, 5 -19 =- 25/10, 5 -20= -16/4, 6 -20= -16/4, 6 -7= -16/4, 7 -8= -16/4, 9 -17 =- 139/56, 8 -9 =- 104/75 BOT CHORD 14 -15 =- 10/25, 13 -14 =- 10/25, 12 -13 =- 10/25, 11 -12= -4/16, 10- 11= 4/16, 9- 10 = -4/16 WEBS 2 -14 =- 263/191, 3 -13 =- 229/171, 5 -12 =- 239/142, 6 -11 =- 234/175, 7 -10 =- 265/192 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL =5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =oft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C-C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 24 -1 -12 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 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 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 16, 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 lb uplift at joint 14, 133 Ib uplift at joint 13, 102 Ib uplift at joint 12, 136 Ib uplift at joint 11, 150 Ib uplift at joint 10, 59 Ib uplift at joint 16 and 56 Ib uplift at joint 17. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job i Truss Truss Type TQry 7 _7, 1 - 0081666 8822TO IPB03 FLAT i,1 1 I 6 I _ Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:36 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQy1fSU- IsDpZA76E6NIFWv _ZAKWMMY87_SXhZ0jCOJth mYBOvj 1-0-0 4 -2-8 8 -2 -8 12 -1 -0 16-1-0 20 -1 -0 24-3 -8 + - -+— I I -1-0-0 4-2-8 4-2-8 4 - - 3 - 10 - 4-0-0 4-0-0 4 -2-8 Scale = 1:41.5 3x6 — 1 18 2 T - 3 4 19 5 20 6 T 7 8 0 0 0 0 : -7 , 1 v. 1 W2 2 M M Q N M B ■ - ■ �� ao 0 a _ — - 01615 ''� -' ►r 1 0 14 13 12 11 10 g� 5x6 - 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 0 -3- 8(0-1 -8) 0-3-8(0-1-8) 0-3-8(0-1-8) 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 144#/ -59# 348#/ -147# 308#/ -133# 318#/ -102# 311#/ -136# 354#/ -151# 138 # / -56# ! 4 -2-8 -_ 8 -2 -8 -I 12 -1 -0 16 1 -0 � 20-1 -0 - -_ - 24 -3-8 4 -2 -8 4 -0-0 3 -10 -8 4-0-0 4 -0 -0 4 - - Plate Offsets (X,Y)— [12:0-3-0,0-3-0] LOADING (psf) SPACING- 2 -0 -0 CSI. ! DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 1 Vert(LL) -0.01 14 -15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.02 9 -10 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 17 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 100 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 14= 348/0 -3 -8 (min. 0 -1 -8), 13= 308/0 -3 -8 (min. 0 -1 -8), 12= 318/0 -3 -8 (min. 0 -1 -8), 11= 311/0 -3 -8 (min. 0 -1 -8), 10= 354/0 -3 -8 (min. 0 -1 -8), 16= 144/0 -3 -8 (min. 0 -1 -8), 17= 138/0 -3 -8 (min. 0 -1 -8) Max Upliftl4=- 147(LC 8), 13=- 133(LC 8), 12=- 102(LC 8), 11=- 136(LC 9), 10=- 151(LC 9), 16= -59(LC 8), 17= -56(LC 9) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 15- 16=- 144/60, 1 -15 =- 106/76, 1 -18= -17/7, 2 -18= -17/7, 2 -3= -17/7, 3-4= -17/7, 4 -19= -17/7, 5 -19= -17/7, 5 -20= -10/3, 6 -20= -10/3, 6 -7= -10/3, 7 -8= -10/3, 9 -17 =- 138/56, 8 -9 =- 103/74 BOT CHORD 14- 15= -7/17, 13- 14= -7/17, 12- 13= -7/17, 11- 12= -3/10, 10- 11= -3/10, 9- 10 = -3/10 WEBS 2 -14 =- 264/192, 3 -13 =- 229/171, 5 -12 =- 239/142, 6 -11 =- 234/175, 7 -10 =- 266/193 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 24 -1 -12 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 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 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 16, 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 Ib uplift at joint 14, 133 Ib uplift at joint 13, 102 Ib uplift at joint 12, 136 Ib uplift at joint 11, 151 Ib uplift at joint 10, 59 Ib uplift at joint 16 and 56 Ib uplift at joint 17. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Muss l e Q PI YP ty y Springs, FL Run: 7.620 s Apr 30 2015 Print: 0081667 8822T0 PB04 FLAT 1 1 1 Job Reference (optional) Building Component Supply, Green Cove S Ap 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:36 2015 Page 1 ID: FOp6ELx916xOg8badd DVnQyIfSU- IsDpZA76E6NI FWv_ZAKWMMY8Q_Tj hZ7jC0Jthmy80vj -1-0-0 2 -10 -12 6-10-12 _ 10 -10 -12 13 -8 -0 I 1-0-0 I 2 -10 -12 4-0-0 4 0 0 2-9-4 i Scale = 1:23.3 1 13 2 3 4 14 5 Ti _ 1 W2 W2 W2 4 `Q W1 W1 5' `4 0 10 � 1 1 9 8 7 6 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 824/ -344 2914/ -1234 334#/ -141# 286#/ -121# 77 #/ -32# 2 -10 -12 6 -10 -12 10 -10 -12 13-8 -0 , 1 2-10-12 4 -0 -0 4 -0 -0 2 - 9 - 4 LOADING (psf) SPACING- 2 -0 -0 CSI. ' DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 7 -8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.01 7 -8 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix -M) Weight: 48 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 9= 291/0 -3 -8 (min. 0 -1 -8), 8= 334/0 -3 -8 (min. 0 -1 -8), 7= 286/0 -3 -8 (min. 0 -1 -8), 11= 82/0 -3 -8 (min. 0 -1 -8), 12 =77/0 -3 -8 (min. 0 -1 -8) Max Uplift9=- 123(LC 8), 8=- 141(LC 9), 7 =- 121(LC 9), 11 = -34(LC 8), 12 = -32(LC 9) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 10 -11 =- 82/44, 1 -10 =- 61/55, 1 -13= -10/5, 2 -13= -10/5, 2 -3= -10/5, 3-4= -10/5, 4 -14= -10/5, 5 -14= -10/5, 6 -12 =- 77/32, 5 -6= -57/41 BOT CHORD 9- 10= -5/10, 8- 9= -5/10, 7- 8= -5/10, 6- 7 = -5/10 WEBS 2 -9 =- 218/159, 3 -8 =- 251/183, 4 -7 =- 215/156 NOTES - 1) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C-C Exterior(2) 0 -1 -12 to 2- 10 -12, Interior(1) 2 -10 -12 to 13 -6-4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 11, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 Ib uplift at joint 9, 141 Ib uplift at joint 8, 121 Ib uplift at joint 7, 34 Ib uplift at joint 11 and 32 Ib uplift at joint 12. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0081668 8822T0 PB05 FLAT 1 1 t ► ;Job Referencejo _ptional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:37 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQylfSU -D2n Bn W7k? QWcsgUA7trIva5JBOpzQ0MtRg3RECy8Ovi -1-0-0 2 -10 -12 6 -10 -12 10 - 10 - 12 13 - - 1 l 2 -10 -12 I 4-0-0 4-0-0 2-9-4 Scale = 1:23.3 1 13 2 3 4 14 5 — L • • wz W2 Q W1 a a 0110 0 0 1 2 6 9 8 7 6 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 82 #/ - 34# 291N 334 # / -141 # 286#/ -121 # 76#/ -32# 2 -10 -12 6 -10 -12 10 13 - 2 -10 -12 4-0-0 4-0-0 2 - 9 - 4 T - LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 7 -8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.01 7 -8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 54 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing ' be instated during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 9= 291/0 -3 -8 (min. 0 -1 -8), 8= 334/0 -3 -8 (min. 0 -1 -8), 7= 286/0 -3 -8 (min. 0 -1 -8), 11= 82/0 -3 -8 (min. 0 -1 -8), 12= 76/0 -3 -8 (min. 0 -1 -8) Max Uplift9=- 123(LC 8), 8=- 141(LC 9), 7=- 121(LC 9), 11= -34(LC 8), 12= -32(LC 9) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 10 -11 =- 82/44, 1 -10 =- 61/54, 1- 13 = -5/2, 2- 13 = -5/2, 2- 3 = -5/2, 3- 4 = -5/2, 4- 14 = -5/2, 5- 14 = -5/2, 6 -12 =- 76/32, 5 -6= -57/41 BOT CHORD 9- 10 = -2/5, 8- 9 = -2/5, 7- 8 = -2/5, 6- 7 = -2/5 WEBS 2 -9 =- 219/159, 3- 8=- 251/183, 4- 7=- 215/157 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =oft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 2- 10 -12, Interior(1) 2 -10 -12 to 13 -6-4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 11, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 Ib uplift at joint 9, 141 Ib uplift at joint 8, 121 Ib uplift at joint 7, 34 Ib uplift at joint 11 and 32 Ib uplift at joint 12. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard L Job Truss Truss Type -_ - - Qty Pfy - A0081669 8822T0 TO1 Common Structural Gable 1 1 . g Component Supply, Green Cove Springs, FL Run: 2 sp p Apr 30 2015 Print Job Reference A 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:37 2015 Page 1 (optional) -- - Buildin Com nent S 7.620 s Apr 30 O 6ELx916x0 8baddDVnQylfSU- D2nBnW7k? QWcsgUA7trlva58 _OdtQxXtRg3RECy80vi 7 - I 14 20 -11 -0 1 28 -1 -0 7 - 6 6 -10 -8 7 -2 -0 4x5 = Scale = 1:57.3 7.00 1 2 12 11 A 13 5x6 i 49 I �. 14 5x6 9 1 8 I 15 50 7 0 ♦ 16 6 �. Q V 17 • 5 3 4 5 °� iT9 0 iT9 ST 11 ��� 51 X16 r ' I 3x4 2 I cp ST 3 8T4 5x6 a I 18 T1 �� =T 12 `� 8T1 .�1 . - F; ' 1 - 1 •• 0 0. 0 0 0 0 0.. 0 0 0 i =. 0 0 0 0 0 0 52 53 20 19 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 M-10) N42-1003-2-1003-2-1000-2-10C0-2-10:0-2-1003-2-10(0-2-100-2-10C0-2-1003-2-1000-2-10:0-k401 3x4 = 359# /- 658568# /- 2537#/- 4246# /- 4VW#/ -4 8#/- 478#/- 4814#/ -49##/- 5191#/- 3180#/ - 340#/ - 110#/- 587/#/ -560# 9 -11 -12 18 -1-4 28-1-0 9 -11 -12 8 -1 -8 9 -11 -12 Plate Offsets (X,Y)- 11:0 -1- 12,0 -1 -8], [9 :01- 12,0 -3- 4,[15:0-1-12,0-3-4], [18:0-3-0,0-1-8], [36:0- 3- 0,0 -1 -8] LOADING (psf) SPACING- 2 -0 -0 CSI. ! DEFL in (loc) 1/dell L/d PLATES GRIP TCLL 20.0 I Plate Grip DOL 1.25 TC 0.88 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.36 Horz(TL) -0.01 21 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 264 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins, except BOT CHORD 2x4 SP No.1 *Except* end verticals. B2: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5 -7 -10 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 12 -25, 11 -26, 13 -24 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 36 =- 582/18 -3 -0 (min. 0- 2 -10), 21= 913/18 -3 -0 (min. 0- 2 -10), 25= 550/18 -3 -0 (min. 0- 2 -10), 26= 187/18 -3 -0 (min. 0- 2 -10), 28= 82/18 -3 -0 (min. 0- 2 -10), 29= 107/18 -3 -0 (min. 0- 2 -10), 30= 107/18 -3 -0 (min. 0- 2 -10), 31= 107/18 -3 -0 (min. 0- 2 -10), 32= 106/18 -3 -0 (min. 0- 2 -10), 33= 109/18 -3 -0 (min. 0- 2 -10), 34= 94/18 -3 -0 (min. 0- 2 -10), 35= 508/18 -3 -0 (min. 0- 2 -10), 24= 309/18 -3 -0 (min. 0- 2 -10), 22 =- 375/18 -3 -0 (min. 0 -2 -10) Max Horz 36=- 293(LC 10) Max Uplift36=- 658(LC 17), 21=- 560(LC 13), 25= -34(LC 9), 26= -38(LC 9), 28= -51(LC 12), 29= -47(LC 12), 30= -46(LC 12), 31= -47(LC 12), 32 = -47(LC 12), 33= -47(LC 12), 34= -42(LC 12), 35=- 253(LC 12), 24=- 125(LC 13), 22=- 581(LC 16) Max Grav36= 359(LC 9), 21= 1077(LC 19), 25= 550(LC 1), 26= 191(LC 17), 28 =95(LC 21), 29= 114(LC 17), 30= 113(LC 17), 31= 113(LC 17), 32= 112(LC 17), 33= 116(LC 17), 34 =99(LC 17), 35= 568(LC 17), 24= 340(LC 19), 22= 328(LC 13) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 633/654, 2 -3 =- 584/629, 3-4 =- 549/622, 4 -5 =- 512/612, 5 -6 =- 476/602, 6 -7 =- 439/595, 7 -8 =- 402/594, 8 -9 =- 365/569, 9-49 =- 362/574, 10 -49 =- 359/594, 10 -11 =- 328/605, 11 -12 =- 266/569, 12 -13 =- 263/569, 13 -14 =- 315/604, 14 -50 =- 372/617, 15- 50=- 376/583, 15 -16 =- 377/580, 16 -17 =- 337/551, 17 -51 =- 369/474, 18 -51 =- 381/340, 1 -36 =- 711/676, 18 -19 =- 330/250 BOT CHORD 35 -36 =- 282/265, 34 -35 =- 597/575, 33- 34=- 597/575, 32 -33 =- 597/575, 31 -32 =- 597/575, 30 -31 =- 597/575, 29 -30 =- 597/575, 28- 29=- 597/575, 27 -28 =- 597/575, 26 -27 =- 597/575, 25- 26=- 597/575, 24- 25=- 597/575, 23 -24 =- 597/575, 22 -23 =- 597/575, 21- 22=- 597/575, 21 -52 =- 355/394, 52 -53 =- 355/394, 20 -53 =- 355/394, 19 -20 =- 97/124 WEBS 17 -21 =- 507/391, 12 -25 =- 558/274, 11 -26 =- 153/108, 10 -28 =- 90/64, 8 -29 =- 100/60, 7- 30=- 100/60, 6 -31 =- 100/60, 5 -32 =- 100/60, 4 -33 =- 101/61, 3- 34=- 92/61, 2 -35 =- 136/103, 13 -24 =- 150/100, 14 -22 =- 146/121, 16 -21 =- 109/76, 1 -35 =- 713/721, 18 -20 =- 445/352 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =28ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3-4 -8, Interior(1) 3-4 -8 to 14 -0 -8, Exterior(2) 14 -0 -8 to 17 -0 -8 zone; cantilever right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4 -0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live Toad 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. Continued on page 2 Job Truss Truss Type Qty Ply A0081669 8822T0 701 Common Structural Gable 1 1 r Component Supply, 1 Job Reference (optional) Building po upply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print 7.620 s pPr 30 2015 16Tek Industries, Inc. Thu Dec 17 16:09:37 2015 Page 2 ID: FOp6ELx916x0g8baddDVnQytfSU- D2nBnW7k? QWcsgUA7trIva58 _OdtQxXtRg3RECy8Ovi NOTES - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 658 Ib uplift at joint 36, 560 Ib uplift at joint 21, 34 Ib uplift at joint 25, 38 Ib uplift at joint 26, 51 Ib uplift at joint 28, 47 Ib uplift at joint 29, 46 Ib uplift at joint 30, 47 Ib uplift at joint 31, 47 Ib uplift at joint 32, 47 Ib uplift at joint 33, 42 Ib uplift at joint 34, 253 Ib uplift at joint 35, 125 Ib uplift at joint 24 and 581 Ib uplift at joint 22. 9) Non Standard bearing condition. Review required. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard o — Truss -- _ IT Type_ City Pty A0081670 8822T Component Supply, Green ppy Gre Building Com n Cove Springs, FL Common n: .6 1 15 ad d 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:38 2015 Page 1 I Run: 7.6 p 0 0 g8 ad SU- hFLZ_r8MmjeTUg3MhbM_RneLCn_ 9GBOgJo_mey80vh 7 -2 -0 14 -0 -8 20-11-0 28 -1 -0 7 -2 -0 6 -10-8 6 -10 -8 7 -2 -0 4x5 - Scale = 1:58.8 7.00112 4 3x6 15 t6 3x6 3 ,-. 5 4x5 \ 4x5 2 ' -\ 6 4 i 4 4 .. T1 14 N' 17 1 0 W2 ��y 3 �� \� 7 a 0 0 4 M #4 1 N BL a - :r■■■ •.. 13 18 19 12 11 10 9 20 21 8 4x5 = 5x6 = 3x6 -- 3x6 = 5x6 = 0-5- 8(0 -1 -8) 0- 5- 8(0 -2 -1) 4x5 - 587 - 130# 10 -0 -12 18 -0-4 1771#/489# 28 -1 -0 10 -0 -12 7 -11 -8 -- 10 -0 -12 Plate Offsets (X,Y)— (4 0- 2_8,0 -1- 12118:0 1 12,0 -2- 119:0 -3 0,0 -2 -12] L2 :0_3 -0 0- 2 -12], [13:0-1-12,0-2-01 — LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /dell Ud PLATES GRIP TCLL 20.0 i Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.26 12 -13 >834 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.65 8 -9 >182 120 BCLL 0.0 • Rep Stress Incr YES WB 0.85 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Wind(LL) 0.57 8 -9 >209 120 Weight: 190 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 2x4 SP No.3 WEBS Web Brace: Length (member) 6 -8 -5 (2 -13); 6 -8 -5 (6 -8); T- Brace: 2x4 SP No.3 - 4 -9 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131 "x3 ") nails, bin o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 9= 1728/0 -5 -8 (min. 0-2-1), 13= 495/0 -5 -8 (min. 0 -1 -8) Max Horz 13=- 312(LC 10) Max Uplift9=- 489(LC 13), 13=- 130(LC 12) Max Grav9= 1771(LC 19), 13= 587(LC 21) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -14 =- 287/150, 2 -14 =- 257/170, 2 -3 =- 419/198, 3 -15 =- 379/214, 4 -15 =- 379/230, 4 -16 =- 379/690, 5 -16 =- 379/598, 5 -6 =- 399/500, 6 -17 =- 219/318, 7 -17 =- 249/297, 1 -13 =- 309/164, 7 -8 =- 288/239 BOT CHORD 13 -18 =- 93/534, 18 -19 =- 93/534, 12 -19 =- 93/534, 11- 12=- 242/415, 10 -11 =- 242/415, 9- 10=- 242/415, 9 -20 =- 351/426, 20 -21 =- 351/426, 8 -21 =- 351/426 WEBS 4 -9 =- 1190/630, 6 -9 =- 603/435, 4 -12 =- 188/722, 2 -12= 478/358, 2 -13 =- 396/60, 6 -8 =- 704/526 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =28ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 14 -0 -8, Exterior(2) 14 -0 -8 to 17 -0 -8 zone; cantilever right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) All plates are 3x4 MT20 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 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 489 Ib uplift at joint 9 and 130 Ib uplift at joint 13. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job truss Truss Type —IIty Ply A0081671 8822T0 T03 Roof Spedal 1 1 IJob Reference (optional' , Building Component Supply, Green Cove Springs, FL Run: 7.620 s ID:FOp6E Qyl -hFLZ rr8M m jeTUg3 M hbM R eN2nz49LI0gJo _ mey 8 0v h 7 - 14 20 -11-0 25 -10 -1 28 -1 -0 7 - I 6 6 -10 -8 4 -11 -1 - 2 -2 -15 1 4x5 = Scale = 1:61.2 7.00 Fir 4 l 3x6 •• 17 18 3 p \ 4x5 -: 3x4 2 5 \ { 4x6 -_ '� 4x5 = A� 16 \ \ 5x12 = � V�, 3x4 I I � �6 7BL1 Tri 1 5 \ b 1 M 6 0.i i 1 „ � 15 r 1 r -- ra u – :r Y 1 i i4 13 19 20 12 11 21 10 22 23 9 8 0-5-8(0-1-8) 3x4 = 3x6 = 3x4 = 04$(411 -8) 1171#/ 1109#/ - 288# 10 - 0 - 12 18 - 4 25 - 10 - 1 4818-1 - ~ 10 -0 - 12 7 - 11 - 8 7 - 9 - 13 2 - 2 - 15 i Plate Offsets (X,Y)– [4:0- 2- 8,0- 1- 12],[7:0- 3- 8,0 -3- 0], [13:0- 2- 4,0 -1-8] LOADING (psf) SPACING- 2 -0 -0 CSI. I DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.25 12 -13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(TL) - 0.63 12 -13 >529 180 BCLL 0.0 * Rep Stress Incr YES WB 0.56 1 Horz(TL) 0.06 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 182 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -1 -11 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9 -10 -14 oc bracing. OTHERS 2x6 SP No.2 WEBS 1 Row at midpt 2 -13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 13= 1111/0 -5 -8 (min. 0 -1 -8), 15= 1075/0 -3 -8 (min. 0 -1 -8) Max Horz 13=- 277(LC 10) Max Upliftl3=- 285(LC 12), 15=- 288(LC 12) Max Gray 13= 1171(LC 17), 15= 1109(LC 18) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -16 =- 299/146, 2 -16 =- 269/166, 2 -3 =- 1324/461, 3 -17 =- 1285/471, 4 -17 =- 1283/487, 4 -18 =- 1258/482, 5 -18 =- 1297/466, 5 -6 =- 927/283, 6 -7 =- 736/179, 8 -14= -67/2, 7 -14= -67/2, 1 -13 =- 318/163 BOT CHORD 13 -19 =- 329/1235, 19 -20 =- 329/1235, 12 -20 =- 329/1235, 11- 12=- 151/907, 11 -21 =- 151/907, 10 -21 =- 151/907, 10- 22=- 293/1064, 22- 23=- 293/1064, 9 -23 =- 293/1064, 8 -9 =- 56/187 WEBS 2 -12 =- 317/266, 4 -12 =- 147/584, 4 -10 =- 138/531, 5 -10 =- 302/225, 5 -9 =- 488/158, 6 -9 =- 609/229, 7 -9 =- 278/1237, 2- 13=- 1247/321 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =28ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C-C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 14 -0 -8, Exterior(2) 14 -0 -8 to 17 -0 -8, Interior(1) 25 -10 -1 to 27 -5 -12 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 Ib uplift at joint 13 and 288 Ib uplift at joint 15. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss - TrussType ;City Ply A0081672 , 1Job Reference (optional) _1 Building Component Supply, Springs, F Run: 7 62 1 DV20 Apr 3 0 2 0 1 r8MmInTUV3MhbM Thu Dec 17 16 LCO 8 J0 15 te 80 1 '.8822T0 T04 Roofs Special g po pply, Green Cove S rin s, FL 0 s Apr 30 2015 Print: p6ELx916x0g8badd yl I q yy9 g _ y 7 -2 -0 14 -0-8 20 -11 -0 24 -4 -15 28-1 -0 7 -2 -0 6 -10 -8 + 6 -10 -8 3-5-15 — 3-8-1 4x5 Scale = 1:61.2 7.00 12 4 3x6 % s '� 17 � \ 18 3 4x5 G '- ' 3x4 5 2 \ 4x6 = 4x5 = 5x12 = \ \ 6 16 ` I I■tc=ri j 3x4 II `_ 1 C • 1', c i J � I ii V/ L� 15 4 f 1 . q 13 20 21 12 11 22 10 23 24 9 8 3x5 = 3x4 = 3x6 = 3x4 = 0- 5- 8(0 -1 -8) 4x10 = 0- (0t1 -8) 1170#/-281# 1086#/ -293# _ 10 -0 -12 _ 18-04 24 -4 -15 28-1 -0 10 -0 -12 7 -11 -8 6 -4-11 3 -8 -1 Plate Offsets (X,Y)— [4:0-2-8,0-1-12], [7:0 3- 8,0 -3 - 0�, [13:0-2-4,0-1 - ___ LOADING (psf) SPACING- 2 -0 -0 CSI. I DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 I Vert(LL) -0.24 12 -13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.90 j Vert(TL) -0.62 12 -13 >538 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(TL) 0.06 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) I Weight: 187 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -0 -14 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9 -6 -2 oc bracing. OTHERS 2x6 SP No.2 WEBS 1 Row at midpt 2 -13 I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer ' Installation guide. REACTIONS. (Ib /size) 13= 1111/0 -5 -8 (min. 0 -1 -8), 15= 1075/0 -3 -8 (min. 0 -1 -8) Max Horz 13=- 265(LC 10) Max Upliftl3=- 281(LC 12), 15=- 293(LC 12) Max Gray 13= 1170(LC 17), 15= 1086(LC 19) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -16 =- 299/146, 2 -16 =- 269/166, 2 -3 =- 1312/455, 3 -17 =- 1273/465, 4 -17 =- 1272/481, 4 -18 =- 1230/471, 5 -18 =- 1269/455, 5-6 =- 1060/323, 6 -19 =- 885/243, 7 -19 =- 885/243, 8 -14= -2/38, 7 -14= -2/38, 1 -13 =- 318/164 BOT CHORD 13 -20 =- 359/1227, 20- 21=- 359/1227, 12 -21 =- 359/1227, 11 -12 =- 181/897, 11 -22 =- 181/897, 10 -22 =- 181/897, 10 -23 =- 311/1055, 23 -24 =- 311/1055, 9 -24 =- 311/1055, 8- 9= 47/149 WEBS 2 -12 =- 319/267, 4 -12 =- 146/589, 4 -10 =- 129/506, 5 -10 =- 286/208, 5 -9 =- 294/116, 6 -9 =- 633/224, 7 -9 =- 323/1218, 2- 13=- 1244/315 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =28ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 14 -0 -8, Exterior(2) 14 -0 -8 to 17 -0 -8, Interior(1) 24 -4 -15 to 27 -5 -12 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 281 Ib uplift at joint 13 and 293 Ib uplift at joint 15. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job YP b PLY ! Truss �Truss-T e - 8822T0 iT05 Roof Special 1 1 A0081673 L __ _ , Job Reference (pp anal) Building Component Supply, Green Cove Springs, FL — - Run. 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:39 2015 Page 1 ID: FOp6ELx916xOg8baddDVnQylfSU- 9RvxBB9 X1mK6 _eZEItD_ ?AVBBI4upmAvzYX14y80vg 3 -7-8 , 5 -1 -3 7 -2 -0 , -_ __ -_ 14-0-8 - —__ 20 -11 -0 22 -11 -13 27 -11 -0 .. "___ 3 -7-8 '1 -5 -11 2 -0 -13 6 -10 -8 6 -10 -8 2 -0 -13 4 -11 -3 4x5 Scale = 1:61.5 7.00112 7 1 3x6 ,• 19 4x5 = 4x5 6 74 3x4 2x4 ;1 3x6 8 3x4 11 6 4x5 = 6x8 = V83 9 10 3x4 2 W2 r `� n ` ?i ' ::1 I 1 18 I.,': i1 w 4 4 6 21 22 15 14 23 13 12 11 3x5 - 3x4 - 3x6 - 3x4 = 0- 5- 8(0 -1 -8) 3x8 - 0- 3'-210.1 -8) 1145#/ -282# 1082 # / -302# 5 -1 -3 10 -0 -12 18 -0-4 22 -11 -13 27 -11 -0 _- I 1 I 5 -1 -3 4 -11 -9 7 -11 -8 4 -11 -9 4 -11 -3 Plate Offsets (X,Y)- M-278,0 [10:0-1-8,0-3 0] 2:0 -1 8 0- 1- 81,[16:0- 2- 4,0 -1 -8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.24 15 -16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.61 15 -16 >541 180 BCLL 0.0 • Rep Stress Incr YES WB 0.51 Horz(TL) 0.10 18 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 189 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -3 -9 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9 -0 -8 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5 -16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer , Installation guide. REACTIONS. (Ib /size) 16= 1105/0 -5 -8 (min. 0 -1 -8), 18= 1082/0 -3 -8 (min. 0 -1 -8) Max Horz 16=- 277(LC 10) Max Upliftl6=- 282(LC 12), 18=- 302(LC 12) Max Gray 16= 1145(LC 17), 18= 1082(LC 1) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 2 -3 =- 78/62, 3-4 =- 157/129, 1 -2 =- 305/167, 2-4 =- 131/61, 4 -5 =- 271/184, 5 -6 =- 1275/455, 6 -19 =- 1236/459, 7 -19 =- 1234/474, 7 -20 =- 1179/461, 8 -20 =- 1218/445, 8 -9 =- 1055/324, 9 -10 =- 915/277, 11 -17 =0/86, 10 -17 =0/86, 1 -16 =- 320/181 BOT CHORD 16 -21 =- 398/1201, 21 -22 =- 398/1201, 15 -22 =- 398/1201, 14 -15 =- 211/865, 14 -23 =- 211/865, 13 -23 =- 211/865, 12 -13 =- 325/1003, 11- 12= -28/84 WEBS 5 -15 =- 308/278, 7 -15 =- 155/601, 5 -16 =- 1201/352, 7 -13 =- 117/434, 8 -13 =- 260/186, 8 -12 =- 272/121, 9 -12 =- 640/213, 10 -12 =- 365/1221 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =28ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 3 -9-4 to 5 -1 -11, Interior(1) 0 -1 -12 to 14 -0 -8, Exterior(2) 14 -0 -8 to 17 -0 -8, Interior(1) 22 -11 -13 to 27 -5 -12 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 282 Ib uplift at joint 16 and 302 Ib uplift at joint 18. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. LOAD CASE(S) Standard Job fruss fruss Type - Qty Ply 882270 TO6 RoofSpedal 1 1 M081674 ii Job Reference (optional) Building Component Supply, Green Cove Springs, FL. - - - Run: 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MTek Industries, Inc. Thu Dec 17 16:09:39 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQylfSU- 9RvxBB9_ X1mK6 _eZEItD_7ASwBJXuoEAvzYX14y80vg I 3 -7-8 I 6-6-6 7 - 2 p 14 I 21 -6 -10 I 27 -11-0 3 -7.8 2 -10 -14 0-7 -10 6 - 10 - 7 - 6-4-6 4x5 = Scale = 1:61.5 7.00 7 1 3x8 ee 17 \ 18 4x5 8 � 3x6 = 2x4 II 4x5 = \� 4x5 = 5x6 = 3 r 5 8 9 prim •• , - 2 2 !VP.- , ; 3x4 I I 11 ,6 1 0 4 q cr I 1 / \ ' \ 14 19 20 13 12 21 11 22 23 10 0-5-8(0-1-8) 3x = 3x4 = 3x6 = 3x4 = 0 91001-8) 1158#/ -283# 1129#/ -312# 3-7-8 10-0 -12 18 -0 -12 27 -11-0 3 6 5 -. 8-0-0 9-10-4 i Plate Offsets (X,Y)— [7:0-2-8,0-1-12], [8:0-2-8,0-2-4], [9:0-3-0,0-3-0], [10:0-1-12,0-2-0], [14:0-2-4,0-1-8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.26 13 -14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.66 13 -14 >504 180 BCLL 0.0 • Rep Stress Incr YES WB 0.54 Horz(TL) 0.12 16 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 182 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8 -6 -2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5 -14 OTHERS 2x4 SP No.3 T- Brace: 2x4 SP No.3 - 8 -10 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131 "x3 ") nails, bin o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 14= 1105/0 -5-8 (min. 0 -1 -8), 16= 1082/0 -3-8 (min. 0 -1-8) Max Horz 14=- 289(LC 10) Max Upliftl4=- 283(LC 12), 16=- 312(LC 12) Max Grav14= 1158(LC 17), 16= 1129(LC 17) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2 -3= 75/71, 3-4 =- 73/79, 1 -2 =- 306/171, 2-4 =- 252/152, 4 -5 =- 273/187, 5-6 =- 1309/449, 6 -17 =- 1211/466, 7 -17 =- 1208/481, 7 -18 =- 1135 /424,8 -18 =- 1248/405,8 -9 =- 92/20, 10-15=-263/986, 9-15=-263/986, 1 -14 =- 318/187 BOT CHORD 14- 19= -444/1223, 19- 20=- 444/1223, 13- 20= 444/1223, 12- 13=- 245/895, 12 -21 =- 245/895, 11 -21 =- 245/895, 11 -22 =- 346/1029, 22 -23 =- 346/1029, 10 -23 =- 346/1029 WEBS 5 -13 =- 292/289, 7 -13 =- 174/578, 7 -11 =- 57/439, 8 -11 =- 183/172, 8 -10 =- 1281/445, 5-14 =- 1225/393 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =28ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C-C Exterior(2) 3 -9-4 to 6 -6 -13, Interior(1) 0 -1 -12 to 14 -0 -8, Exterior(2) 14 -0 -8 to 17 -0-8, Interior(1) 21 -6 -10 to 27 -5 -12 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 Ib uplift at joint 14 and 312 Ib uplift at joint 16. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard IJob fruss ;Truss Type — TfQty ]Ply 1 I ! A0081675 8822T0 T07 l Roof Speaal 1 I 1 • _ , Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:40 2015 Pa gge 1 ID: FOp6ELx916xOg8baddDVnQylfSU- ddSKPXAcI LuBj7D1o00SWCjfabfldBkJ7dH5gXy8Ovf 3 -7 -8 7 - 711 14 -0-8 20-1-8 27 -11 -0 I-- 3 - - 3-6-8 6-1-0 6 - - 7 -9 -8 4x5 = Scale = 1:61.5 7.00 12 7 3x6 �� 18 19 3x6 = 2x4 11 4x5 = 6.0 :: ' 5x6 = 6x8 = 4 4x5 ," 8 9 u: i 2x4II 2 t 3x4 I 1 ° 16 m I I I4 r. �. M a ■■ :r= 14 20 21 13 12 22 11 23 10 3x5 = 3x4 = 3x6 = 0- 5- 8(0-1-8) 3x8 - 0- 9Q0 -1 -8) 1159#/ -282# 1182 # / -323# 3 - - 10-0-12 20-1-8 27 -11-0 __ 3 - - 6 - 10 -0 -12 7-9-8 Plate Offsets (X,Y)— MO-2-8,0-1-12k[8:0-2-8,0-2-419:0-1-8,0-3-01, 11 1:0-1-12,0 1 -8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 1 Vert(LL) -0.37 11 -13 >891 240 MT20 244/190 TCDL 10.0 I Lumber DOL 1.25 BC 0.82 1 Vert(TL) - 0.6711 -13 >498 180 BCLL 0.0 • Rep Stress Incr YES WB 0.78 Horz(TL) 0.16 16 n/a n/a BCDL 10.0 ' Code FBC2014/TPI2007 (Matrix -M) Weight: 191 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -2-0 oc purlins, except BOT CHORD 2x4 SP No.2 `Except* end verticals. B1: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 8 -9-4 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3 -14 OTHERS 2x4 SP No.3 I - - r _ me that i ers n " " MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 14= 1105/0 -5 -8 (min. 0 -1 -8), 16= 1082/0 -3 -8 (min. 0 -1 -8) Max Horz 14=- 302(LC 10) Max Upliftl4=- 282(LC 12), 16 =- 323(LC 12) Max Gray 14= 1159(LC 17), 16= 1182(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 2-4 =- 96/87, 4 -17 =- 46/58, 5 -17 =- 46/58, 1 -2 =- 289/172, 2 -3 =- 288/201, 3 -5 =- 1378/468, 5 -6 =- 1328/469, 6 -18 =- 1251/473, 7 -18 =- 1251/488, 7 -19 =- 1253/496, 8 -19 =- 1330/481, 8 -9 =- 1082/334, 10- 15= 0/129, 9 -15= 0/129, 1 -14 =- 305/184 BOT CHORD 14- 20=- 494/1251, 20- 21=- 494/1251, 13 -21 =- 494/1251, 12- 13=- 280/889, 12 -22 =- 280/889, 11- 22=- 280/889, 11 -23 =- 31/84, 10- 23= -31/84 WEBS 3 -13 =- 294/315, 7 -13 =- 182/663, 7 -11 =- 146/533, 8 -11 =- 1009/467, 9 -11 =- 404/1330, 3 -14 =- 1294/421 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =28ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 3 -9-4 to 6 -9-4, Interior(1) 6 -9-4 to 14 -0 -8, Exterior(2) 14 -0 -8 to 17 -0 -8, Interior(1) 20 -1-8 to 27 -5 -12 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 282 Ib uplift at joint 14 and 323 Ib uplift at joint 16. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. LOAD CASE(S) Standard Job fruss Truss Type - - ,,CRY 7 , A0081676. 8822T0 T08 Roofs edal 1 1 ng Component Supply, Green Cove Springs, . FL Run: 7620 s Apr 30 2015 P ba LOb Reference A 30 (optional) Spedal Com nent Su AApp 2015 PrinC 7.620 s Apr 30 2015 MiTek Industries, Inc Thu Dec 17 16:09:40 2015 Page 1 ID:FOp6ELx9 ddDVnQylfSU ddSKPXAcILuBj7DIo00SWCjgHbc5d9ZJ7dH5gXy8Ovf 3-7-8 9-4 -10 14 -0-8 18-8 -6 23-1-15 27 -11 -0 3 -7-8 5 -9 -2 4 -7 -14 4 -7 -14 4-5-9 4 -9 -1 4x5 = Scale = 1:59.7 5 3x6 �� 5x6 = 2x4 II 4x10 = 19 T3 20 4x5 = 3x4 3 6 3x4 = 8 t 18 �� :'� / 2 1 ■ 6 \ EL1 17 - W3 I 3x4 i W3 W3 ,' g. ui 1 F 1 16 \` S / 4\ 9 \yyy1121 1 me m — K e C 14 13 12 22 11 23 10 24 25 9 2x4 0 -5 -8(0 -118) 3x4 3x8 = 3x6 3x8 - 0- 0=1-8) 1105#/- 252#3_�� 5-9-2 9- 9 1168 -322 9 18-8-6 27-11-0 Plate OffsetsjX,Y)— [1:0-1-12,0-1-8], [2:0 3 12,0 -4 12],[4:0-5-4,0-2-41,15:0-2-8,0-1-12]j8:0-3-0,0-3-01 [9_:Edge 0 -1 -8j LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) 1/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.30 10 -12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.57 10 -12 >578 180 BCLL 0.0 • Rep Stress Incr YES WB 0.92 Horz(TL) 0.10 16 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 224 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -10 -15 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. OTHERS 2x4 SP No.3 WEBS Web Brace: Length (member) 6 -0 -11 (7 -9); j MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 14= 1105/0 -5 -8 (min. 0 -1 -8), 16= 1082/0 -3 -8 (min. 0 -1 -8) Max Horz 14=- 293(LC 10) Max Upliftl4=- 252(LC 12), 16=- 322(LC 12) Max Gray 14= 1105(LC 1), 16= 1168(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -17 =- 1128/382, 2 -17 =- 1043/390, 2 -13 =- 411/184, 2 -3 =- 166/115, 3 -18 =- 74/79, 4 -18 =- 74/79, 4 -19 =- 1311/514, 5 -19 =- 1251/529, 5 -20 =- 1234/457, 6 -20 =- 1286/442, 6 -7 =- 1065/326, 7 -21 =- 63/15, 8 -21 =- 63/15, 9 -15 =- 314/1080, 8-15=-314/1080, 1-14=-1066/395 BOT CHORD 13 -14 =- 292/283, 12- 13= -484/1082, 12 -22 =- 291/859, 11 -22 =- 291/859, 11 -23 =- 291/859, 10 -23 =- 291/859, 10 -24 =- 224/643, 24 -25 =- 224/643, 9 -25 =- 224/643 WEBS 2-4 =- 1173/360, 2 -12 =- 68/160, 4 -12 =- 307/251, 5 -12 =- 255/609, 5 -10 =- 126/606, 6 -10 =- 837/361, 7 -10 =- 198/818, 7- 9=- 1125/405, 1 -13 =- 322/1013 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL =5.0psf; BCDL =5.0psf; h =25ft; B =45ft; L =28ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 3 -9-4, Exterior(2) 3 -9-4 to 6 -9-4, Interior(1) 9 -4-10 to 27 -5 -12 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 Ib uplift at joint 14 and 322 Ib uplift at joint 16. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job rruss Special Qty A 8822T0 T 9 Roof e > nal A 1 ' 1 Job Reference (optio Building Component Supply, Green Cove Springs, FL -- Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16 :09:41 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyffSU- 5g0ictBF3e02LHoxMjvh3QGtj ?40McVTMH 1 eNzy80ve 3 -7 -8 — 10 -9 -13 14 -0 -8 17 -3 -3 22 -5 -6 27 -11 -0 i 3-7-8 7 2 5 3-2-11 I 3 -2 -11 5 -2 -2 5 -5 -10 4x5 = Scale = 1:60.6 3x6 -_ 5 3x6 — 4x10 s. 4x5 6x8 3 \ 6 7 8 S I:: — e�� n 7.00 12 4x10 � . 18 l i► : ,y .. (;`' "kik] -----, 1 17 'r / .a 15 14 13 12 21 11 22 70 23 9 2x4 0-5-8(0-1 - 3x6 3x6 3x8 - o-3 loin -8) 1105#/ -243# 3x8 = 1186#/ -331# 10 -9 -13 17 - - 22 -5 -6 27 - 10 - - 6 -5-7 5 -2 -2 5 -5-10 Plate Offsets (X,Y)— [1:0-1-12,0-1-8], [2:0- 5- 8,Edge], [4:0-4-12,0-2-11]),16:0-2-8,0-1-12], [8:0- 1- 8,0 -3 -0], [15:0-2-8,0-1-0] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.11 11 -13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 I Vert(TL) - 0.2311 -13 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.94 I Horz(TL) 0.12 17 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix -M) Weight: 255 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -3 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: OTHERS 2x4 SP No.3 8-4 -1 oc bracing: 13 -14. WEBS Web Brace: Length (member) 5 -10 -7 (2-4); 5 -8 -11 (7 -10); r MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 15= 1105/0 -5 -8 (min. 0 -1 -8), 17= 1082/0 -3 -8 (min. 0 -1 -8) Max Horz 15= 313(LC 12) Max Upliftl5=- 243(LC 12), 17=- 331(LC 12) Max Gray 15= 1105(LC 1), 17= 1186(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -18 =- 1114/383, 2 -18 =- 1023/389, 2 -14 =- 327/195, 2 -3 =- 210/143, 3 -19 =- 91/98, 4 -19 =- 91/98, 4 -5 =- 1214/518, 5 -6 =- 1177/457 , 6 -7 =- 981/345, 7 -20 =- 666/229, 8 -20 =- 666/229, 9 -16= 0/123, 8 -16= 0/123, 1 -15 =- 1077/401 BOT CHORD 14 -15 =- 330/312, 13 -14 =- 500/1039, 12 -13 =- 314/844, 12 -21 =- 314/844, 11 -21 =- 314/844, 11 -22 =- 229/666, 10- 22=- 229/666, 10- 23=- 18/54, 9- 23= -18/54 WEBS 4 -13 =- 358/283, 2 -13 =- 108/127, 2-4 =- 1057/347, 5 -13 =- 283/597, 5 -11 =- 153/536, 6 -11 =- 756/350, 7 -11 =- 217/593, 7 -10 =- 813/394, 8 -10 =- 398/1151, 1 -14 =- 306/978 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =28ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 3 -9-4, Exterior(2) 3 -9-4 to 6 -9-4, Interior(1) 10 -9 -13 to 27 -5 -12 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 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 Ib uplift at joint 15 and 331 Ib uplift at joint 17. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty 1 Ply A0081678 8822T0 T10 Roof Special 1 1 Job Reference (optionaO Build' Component S 5 Building po apply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:41 2015 Page 1 ID: FOp6ELx916x0g8badd DVnQyIfSU- 5g0ictBF3e02LHoxMjvh3QGyD ?5g MdFTMH 1 eNzy80ve 3 -7-8 7-4-9 12 -2 -15 14 -0 -8 15 -10 -1 I 23 -5 -9 27 -11 -0 I 3 -7-8 I 3 -9-1 I 4 -10 - 6 1 -9 -9 1-9-9 —. 7 -7 -8 4-5-7 Scale = 1:60.9 4x5 = 3x6 = 2x4 3x6 4x5 2x4 3x8 = 6 7 4 = 2x4 I I 5x8 3 4 5 T ' 8 9 10 11 1 .7. r�r: c _ ■r 11 1 11 �• 7.00 12 6x6 0 Irlip L ,- 24 t �1� : o 1 u ��ac�� 11 f, \ n 4x10 t n - 43 23 - 17 15 0 1 - :1. _ x10 = 3x8 = = ° ` N 21 20 19 18 14 13 27 12 2x II 3 = 2x4 I I 2x4 4 = 0- 5- 8(0 0 -1 -8) 0.A40 1105#/ -232# 1082#/ -363# 7 -4-9 11-3-10 14-0-8 19 -3-10 23 -5 -9 27 -11-0 7-4-9 I 3 -11 -1 2-8-14 5-3-2 { 4 -1 -15 I 4 -5-7 Plate Offsets (X,Y)- [1:0 -1- 12,0 -1- 8]12_0- 4- 8,0 -3 -4], [11:0-1-8,0-3-01,05:0-4-12,0-2-41 [17:0- 4- 4,0 -2-4], [21:0-2-8,0-1-01 ---- - - _ __ LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.08 16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.20 15 -16 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.89 Horz(TL) 0.19 23 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 310 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -3 -6 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8 -0 -3 oc bracing. WEBS 2x4 SP No.3 WEBS Web Brace: Length (member) 6-6 -11 (4 -19); 6 -6 -11 (10 -13); OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 21= 1105/0 -5 -8 (min. 0 -1 -8), 23= 1082/0 -3 -8 (min. 0 -1 -8) Max Horz 21= 347(LC 12) Max Uplift2l=- 232(LC 12), 23=- 363(LC 9) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -24 =- 1123/398, 2 -24 =- 1037/405, 2 -20 =- 379/190, 2 -3 =- 88/63, 3 -25 =- 92/101, 4 -25 =- 92/101, 4 -5 =- 1154/518, 5 -6 =- 1155/518 , 6- 7=- 1206/518, 7 -8 =- 1220/527, 8 -9 =- 1026/403, 9- 10=- 1020/402, 10- 26=- 466/175, 11 -26 =- 466/175, 12- 22= 0/102, 11- 22= 0/102, 1 -21 =- 1066/411 BOT CHORD 20 -21 =- 356/345, 19 -20 =- 550/1004, 18- 19= -4/17, 17 -18 =0/67, 5 -17 =- 193/118, 16 -17 =- 521/1176, 15- 16=- 488/1175, 14 -15 =0/68, 9- 15=- 247/165, 13- 14= -8/11, 13 -27 =- 16/43, 12- 27= -16/43 WEBS 4 -19 =- 96/89, 2 -19 =- 466/279, 2-4 =- 1171/427, 17- 19=- 422/828, 4 -17 =- 334/927, 7 -16 =- 426/1015, 6 -16 =- 506/307, 6 -17 =- 193/54, 8- 16=- 468/195, 8 -15 =- 329/174, 13- 15=- 197/536, 10- 13=- 1140/511, 10- 15=- 423/1037, 11 -13 =- 385/1023, 1 -20 =- 333/1006 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =28ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 3 -9 -4, Exterior(2) 3 -9-4 to 6 -9-4, Interior(1) 12 -2 -15 to 27 -5 -12 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 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing at joint(s) 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232 Ib uplift at joint 21 and 363 Ib uplift at joint 23. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard o truss frussType - -__- wry Ply r 40081679 $ Bu A di o Component T11 Half Hip -- 1 , Job Reference (optional) Building ponent Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:42 2015 Page 1 ID:FO p 6ELx916x0 8badd g DVnQylfSU- a0a4gDBtgy8vzRN8wQRwcdo3cPMp556cbxmCvPy80vd 3 -7-8 7-4-13 11 -3-10 23 -7 -5 27 -11 -0 3 - 7 - 8 I 3 - I 3 - 10 - 13 I 12 -3 -11 — 4 -3 -11 3x6 � Scale = 1:63.2 3x6 = 2x4 II 3 x 8 = 2x4 I I 3x6 = 5x8 = 3 4 22 5 23 6 24 7 8 25 9 I� u �� 1 7.00 12 4x10 / 8 21 1 /p d, _ .L41_,....., u 1 % _ 20 c N �x1 = 26 4x10 = 9 N 18 17 16 15 12 11 27 10 0- p -8( x 0 T 3x8 = 2x4 II 2x4 II 4x10 _ 0- 1R40 }1 -8) 1105#/ -227# 7 -4-13 11 -3 -10 19 -3 -10 23 -7 -5 27 -11 -d 1394/ -395# 7-4-13 3 -10 -13 8 -0-0 4 -3-11 4 -3 -11 -{ Plate Offsets (X Y)— [1:0 -1- 12,0 -1 -8], [2:0 5- 12,Edge],j4 0 -1- 12,0- 1- 8j,[9:0- 1- 8,0 -3 -0], L3 0- 7- 0,0 -2 -4], [14:0-4-12,0-2-4], j18:0-2-8,0-1-0]__ LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.17 13 -14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.48 13 -14 >691 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(TL) 0.18 20 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 287 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -5 -11 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8 -11 OTHERS 2x4 SP No.3 Web Brace: Length (member) 7-4 -11 (4 -16); 4 -7 -7 (2-4); r MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 18= 1105/0 -5 -8 (min. 0 -1 -8), 20= 1082/0 -3 -8 (min. 0 -1 -8) Max Horz 18= 382(LC 12) Max Upliftl8=- 227(LC 8), 20=- 395(LC 9) Max Gray 18= 1105(LC 1), 20= 1139(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -21 =- 1095/400, 2 -21 =- 1002/407, 2 -17 =- 353/183, 2 -3 =- 104/75, 3-4 =- 103/113, 4 -22 =- 1108/498, 5 -22 =- 1108/498, 5 -23 =- 1124/503, 6 -23 =- 1124/503, 6 -24 =- 1124/503, 7 -24 =- 1124/503, 7 -8 =- 980/380, 8 -25 =- 424/157, 9 -25 =- 424/157, 10-19=0/100, 9-19=0/100, 1-18=-1066/421 BOT CHORD 17 -18 =- 383/377, 16 -17 =- 556/997, 15- 16= -30/0, 14 -15 =0/62, 5- 14= 410/245, 14 -26 =- 386/998, 13 -26 =- 385/999, 12 -13 =0/69 , 7- 13=- 520/348, 11- 12= -34/1, 11 -27 =- 16/42, 10- 27= -16/42 WEBS 4 -16 =- 73/74, 8 -11 =- 1123/498, 2 -16 =- 499/318, 2-4 =- 1145/425, 14- 16=- 388/829, 4 -14 =- 338/938, 7 -14 =- 155/215, 11-13=-164/520, 8-13=-442/1103, 9-11=-382/1028, 1-17=-316/949 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =28ft; eave =oft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 3 -9-4, Exterior(2) 3 -9-4 to 8 -0 -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 drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 227 Ib uplift at joint 18 and 395 Ib uplift at joint 20. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Iruss Type Ty i i A0081680' I8822TO T12 Half Hip 1 1 1Job Reference (optional) Building Component Supply, Green Cove Springs, FL - Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:42 2015 Page 1 ID: FOp6ELx916x0g8badd DVnQylfSU- a0a4gDBtgy8vzRN8wQRwcdo3ePMV53ncbxmCvPy80vd H 3 -7-8 _a 7-4 -13 11 -3 -10 23 -7 -5 27 -11-0 3 -7-8 3 -9 -5 3 -10-13 123 -11 — 4 -3-11 3x6 -: Scale = 1:66.7 3x6 = 2x4 I1 3x8 = 2x4 3x6 � 3x4 = 3x4 == 5x8 3 4 22 5 23 6 24 7 8 25 9 I• I • •=111111■11!TK = •I fli 7.00 1 a3 4x10 L �1 L LA o2I I � G i L O 21 t , 3x4 I -.- �� 4 4 1 4 " i � 4x 10 = 13 26 4x10 = ! o 9 IN 18 2x4 II 17 16 15 12 11 27 10 0- 5- 8(0 -1 -8) 0- �0 -8) 3x4 3x8 = 2x4 it 2x4 II 4x10 1105#/ - 224# / - 404# 7 11 -3 -10 19 -3 -10 23 -7 -5 _ 27-11-8 11347/ 7 4°44 1 7-4 -13 3-10-13 8 -0-0 ` 4 -3 -11 - 4 -3 -11 Plate Offsets (X,Y)— [1:0 -1 -12 0 -1 -i1 j2 0- 6- 0,Edge], [4:0- 2- 00 -1 -81, [ 0- 1- 8,0 -3 -0], [13.0- 7- 0,0 -2- 4_014:0 -4 -12 0 -2 -4], [18:0- 2- 8,0 -1 -0] LOADING (psf) SPACING- 2 -0 -0 CSI. I DEFL in (loc) 1/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.17 13 -14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.48 13 -14 >694 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.18 20 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 284 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -8 -13 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. Except: B2: 2x4 SP No.3 6 -0 -0 oc bracing: 2 -3 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. Except: OTHERS 2x4 SP No.3 T- Brace: 2x4 SP No.3 - 5 -14, 7 -13 WEBS 1 Row at midpt 8 -11 T- Brace: 2x4 SP No.3 - 2-4 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131 "x3 ") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer L Installation guide. REACTIONS. (lb /size) 18= 1105/0 -5 -8 (min. 0 -1 -8), 20= 1082/0 -3 -8 (min. 0 -1 -8) Max Horz 18= 416(LC 12) Max Upliftl8=- 224(LC 8), 20=- 404(LC 9) Max Gray 18= 1105(LC 1), 20= 1158(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -21 =- 1095/408, 2 -21 =- 1002/414, 2 -17 =- 353/185, 2 -3 =- 103/81, 3-4 =- 117/129, 4 -22 =- 1021/474, 5 -22 =- 1021/474, 5 -23 =- 1034/478, 6 -23 =- 1034/478, 6 -24 =- 1034/478, 7 -24 =- 1034/478, 7 -8 =- 896/354, 8 -25 =- 397/150, 9 -25 =- 397/150, 10- 19= 0/101, 9- 19= 0/101, 1 -18 =- 1066/429 BOT CHORD 17- 18=- 417/408, 16 -17 =- 590/1024, 15- 16= -33/0, 14 -15 =0/62, 5- 14=- 411/247, 14 -26 =- 359/911, 13 -26 =- 359/913, 12 -13 =0/69, 7 -13 =- 522/362, 11- 12= -39/0, 11 -27 =- 15/40, 10- 27= -15/40 WEBS 4- 16=- 17/130, 2 -16 =- 579/371, 2-4 =- 1166/434, 14 -16 =- 386/795, 4 -14 =- 318/894, 7- 14=- 166/221, 11- 13=- 155/494, 8- 11=- 1123/506, 8- 13= 441/1077, 9 -11 =- 391/1035, 1 -17 =- 320/948 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =28ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 3 -9 -4, Exterior(2) 3 -9-4 to 8 -0 -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 drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 224 Ib uplift at joint 18 and 404 Ib uplift at joint 20. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Isus ype • Qty Ply A0081681. 18822T0 T13 Half Hip ' 1 1 ' Job Reference (optional_ Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 302015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:43 2015 Page 1 I D: FOp6ELx916x0g8baddDVnQyffSU -2C8S1 ZCVbGGmabxKT8y98rLEContq WII pb WIRsy80vc - -_ 3 -7 -8 , 9-6-6 15 - 21-7-2 _ 27 -11 -0 3 -7 -8 5 - - 6 - 0 - 6 6 -0 -6 6 -3 -14 3x8 = 5x6 = 5x8 -= Scale: 3/16 " =1 3 18 4 19 20 6 21 7 / - 3x6 = ELI 3x5 p W a 3x6 = rZ 7.0012 4x5 • W3 6 W3 2 3x6 — 1 1 I?: 16 . (41116.' q _ --- ° i ia 2 �14 13 12 11 22 10 23 9 24 8 0- 2 (0- 18) 3x6 = 3x8 — 0- 31f340 +1 -8) 1105#/ -222# 1256#/ -413# 9 - 6 - 6 15 21 -7 -2 27 -11 -0 9-6-6 6-0-6 6 -0 -6 6 -3 -14 Plate Offsets_(X,Y)— [1:0 -1- 12,0- 1- 81_L2 :0 7- 5,0- 0- 3],[5:0- 3- 0,0 -3- 0],[7 1- 8,0 -3- 0],[14:0- 2- 8,0 -1 -0] — LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.07 10 -12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.16 10 -12 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.92 Horz(TL) 0.13 16 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix -M) Weight: 275 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-4 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7 -5 -11 oc bracing. OTHERS 2x4 SP No.3 WEBS Web Brace: Length (member) 7 -0 -12 (2 -4); T- Brace: 2x4 SP No.3 - 5 -10, 6 -9, 7 -9 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131 "x3 ") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatiorguide. REACTIONS. (Ib /size) 14= 1105/0 -5 -8 (min. 0 -1 -8), 16= 1082/0 -3 -8 (min. 0 -1 -8) Max Horz 14= 450(LC 12) Max Upliftl4 =- 222(LC 8), 16=- 413(LC 9) Max Gray 14= 1105(LC 1), 16= 1256(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -17 =- 1108/417, 2 -17 =- 1017/423, 2 -13 =- 352/198, 2 -3 =- 143/100, 3 -18 =- 132/146, 4 -18 =- 132/146, 4 -19 =- 787/320, 19- 20=- 787/320, 5 -20 =- 787/320, 5 -6 =- 787/320, 6 -21 =- 562/207, 7 -21 =- 562/207, 8 -15= 0/145, 7 -15= 0/145, 1 -14 =- 1072/437 BOT CHORD 13- 14=- 452/436, 12- 13=- 627/1118, 11 -12 =- 354/750, 11- 22=- 354/750, 10 -22 =- 354/750, 10- 23=- 207/562, 9- 23=- 207/562, 9 -24 =- 15/43, 8- 24= -15/43 WEBS 2-4 =- 1070/363, 2 -12 =- 493/330, 4 -12 =- 123/456, 4 -10 =- 65/175, 5 -10 =- 346/207, 6 -10 =- 241/480, 6 -9 =- 754/441, 7- 9=- 418/1129, 1 -13 =- 330/985 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =28ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 3 -9-4, Exterior(2) 3 -9-4 to 8 -0 -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 drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 Ib uplift at joint 14 and 413 Ib uplift at joint 16. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 8822T0 T14 Half Hi - -- , 1 3 y 1 •0081682' • 1 o Truss Truss Type — - Qty PT Hip I Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16 :09 :43 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU -2C8S 1 ZCVbGGmabxKT8y98rLHGonzgaglpbWlRsy80vc 3 -7-8 I 9-6-6 15 -6 -12 _ 21 -7 -2 27-11-0 - - i 3 -7-8 5 -10-14 6-0-6 6 -0 -6 6 -3 -14 Scale: 3/16 " =1 2x4 II 3x8 = 5x6 = 3x4 = 5x8 = 3 18 4 19 20 6 21 7 • • -..=. 'A = � s l _ W4 • 1 W7 7 4x10 W3 E E 4 3 m 2 W3 W8 6 W3 17 3x4 1 16 ca 4 0 c?) i = — 2 14 13 12 11 22 10 23 9 24 8 0 - - - ] 8) 3x4 == 3x4 = 3x6 = 3x8 = 3x4 = 0- $0:l -8) 1105#/ - 225# 1238 # / - 403# 9 - - 15 -6-12 21 -7 -2 27 -11-0 ._ 9 -6-6 6-0-6 6-0-6 6 -3-14 Plate Offsett X,Y)- [1:0 -1- 12,0 -1- 8 ],[2:0 -5- 12,0 -1 8j,15:0-3-0,0-3-0117:0-1-8,0-3-01, j14:0-2-8,0-1-0] LOADING (psf) SPACING- 2 -0 -0 CSI. 1 1 DEFL. in (loc) 1/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.07 10 -12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.15 10 -12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(TL) 0.13 16 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 253 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-4 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7 -8 -6 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 2-4, 5 -10, 6 -9, 7 -9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 14= 1105/0 -5 -8 (min. 0 -1 -8), 16= 1082/0 -3 -8 (min. 0 -1 -8) Max Horz 14= 416(LC 12) Max Upliftl4=- 225(LC 8), 16=- 403(LC 9) Max Gray 14= 1105(LC 1), 16= 1238(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -17 =- 1108/409, 2 -17 =- 1017/415, 2 -13 =- 349/196, 2 -3 =- 144/100, 3 -18 =- 118/131, 4 -18 =- 118/131, 4 -19 =- 833/329, 19 -20 =- 833/329, 5 -20 =- 833/329, 5 -6 =- 833/329, 6 -21 =- 597/215, 7 -21 =- 597/215, 8 -15= 0/144, 7 -15= 0/144, 1 -14 =- 1072/428 BOT CHORD 13- 14= 417/406, 12 -13 =- 592/1092, 11 -12 =- 358/790, 11 -22 =- 358/790, 10 -22 =- 358/790, 10- 23=- 215/597, 9 -23 =- 215/597, 9 -24 =- 16/46, 8- 24= -16/46 WEBS 4 -12 =- 97/411, 2 -12= 425/283, 2-4 =- 1071/362, 4 -10 =- 58/170, 5 -10 =- 347/206, 6 -10 =- 229/475, 6 -9 =- 753/427, 7 -9= 409/1129 , 1 -13 =- 325/978 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =28ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 3 -9-4, Exterior(2) 3 -9-4 to 8 -0 -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 drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 225 Ib uplift at joint 14 and 403 Ib uplift at joint 16. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job - -- [Truss ;TrussT wry PIT 1 A0081683 8822T0 �,T17 Half Hip Girder -_ - - - 1 1 �i # k Building Component Supply, Green Cove Springs, FL Run: ID:FOp6ELx916x0g8baddDVnQyI SU WP gFvD7MZOdCI rTOh2uP1C7GZ7Nv2FFIzIy80vb 3 -6-6 7 -5-5 I 11-4 -4 17 -3 -8 3 -6 -6 3 -10-15 3 -10 -15 5 -11-4 J Scale = 1:29.7 NAILED NAILED NAILED 5x6 = 6.00112 NAI _ED 2x 11 NA I D 3x4 $ N AI ED NAI _ED 3x4 = 16 'I f 4 1 5 I 19 2 21 6 IMO [LIL_- Al LID T2 - �� —_ i i ag illiP 4x5 1 N1 W1 ,,4 W1 c C IN 11 fl - 11 ril 711t1 ....-. .., 11 fl ,-. fl fl P' 11 10 9 23 ` 24 25 NAILED 3x6 = NAILED 8 NAILED NAILED 7 3x8 I 2x4 11 NAILED 3x8 = 3x4 - 2x4 11 NAILED NAILED 0 - 5 - 8(0 - 0- 5- 8(0 -1 -8) 0- 5- 8(0 -1 -8) 579#/ -218# 1168#/ -631# 229#/ -196# 3-6-6 7 - 11-4-4 17 -3 -8 3 1 3 -10 -15 I 3 -10 -15 + 5 -11-4 Plate Offsets (X,Y)— [1:0-2-8,0-0-14], [3:0-1-8,0-1-4], [6:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. 1 DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.08 7 -8 >877 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.11 7 -8 >613 180 BCLL 0.0 • Rep Stress Incr NO WB 0.29 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 I Code FBC2014/TPI2007 (Matrix -M) Weight: 89 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: SLIDER Left 2x6 SP No.2 1 -6 -0 6 -0 -0 oc bracing: 8 -9. 1, MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 1= 579/0 -5 -8 (min. 0 -1 -8), 7= 229/0 -5 -8 (min. 0 -1 -8), 8= 1168/0 -5 -8 (min. 0 -1 -8) Max Horz 1 =73(LC 8) Max Upliftl=- 218(LC 8), 7=- 196(LC 5), 8=- 631(LC 5) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-2=-313/118, 2-3=-688/277, 3 -16 =- 504/208, 16-17=-504/208, 4-17=-504/208, 4-18=-504/208, 5-18=-504/208, 5 -19 =- 57/159, 19 -20 =- 57/159, 20 -21 =- 57/159, 6 -21 =- 57/159, 6 -7 =- 143/112 BOT CHORD 1 -22 =- 271/576, 11 -22 =- 271/576, 10 -11 =- 271/581, 9 -10 =- 271/581, 9 -23 =- 159/57, 8 -23 =- 159/57, 8 -24 =- 51/66, 24- 25= -51/66 , 7- 25= -51/66 WEBS 3 -11= 0/139, 3 -9 =- 89/74, 4 -9 =- 324/218, 5 -9 =- 310/768, 5 -8 =- 923/495, 6 -8 =- 243/110 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional); porch right exposed; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 Ib uplift at joint 1, 196 Ib uplift at joint 7 and 631 Ib uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) "NAILED" indicates 3 -10d (0.148 "x3 ") or 3 -12d (0.148 "x3.25 ") toe - nails. For more details refer to MiTek's ST- TOENAIL Detail. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 3 = -70, 3- 6 = -70, 7- 12 = -20 Concentrated Loads (Ib) Vert: 3=-40(B) 10=7(B) 11=7(B) 9=7(B) 4=-40(B) 5=-51(B) 17=-40(B) 18=-40(B) 20=-49(B) 21=-49(B) 22=-86(B) 23=7(B) 24=-33(B) 25=-33(B) Job Truss Truss Type Qty Ply A0081684 882270 T18 Half Hip 1 1 Job Reference (optional) Building Component Suppy, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print 7.620 s 4r 30 2015 haTek Industries, Inc. Thu Dec 17 16:09:44 2015 Page 1 ID:FOp6Elx916x0g8baddDVnQ U- WPIgFvD7MZOdCIWW1rTOh2uMyC5CZzAv2FFIzIy8Ovb 3 -7-8 I 7-3-12 I 17 -3-8 3-7-8 3-8-4 9 -11 -12 Scale = 1:30.2 2x4 11 4x10 = 3x4 11 5x6 = 4 18 5 19 6 20 21 7 6.00 4x10 ff T2 x 12 II mom= _ ■I v 17 � r W. —ra - B3 im 4x5 2 1 W1 B29 7x10 = a "� W1 3x4 11 0 I N • 12 11 10 3x8 11 2x4 11 3x8 = 2x4 11 0- 5- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 772#/ -182# 772#/ -282# 7-3-12 11-1-8 17 -3-8 7-3-12 3 -9-12 6 -2-0 Plate Offsets (X,Y)— [1:0- 2- 8,0- 0 -14], [3:0 -5- 12,0 -2 -0], [7:0- 3 -0,0- 1 -8], [9:0-4-12, Edge], [11:0- 2- 0,0 -1 -8] - LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.17 9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.37 10 >561 180 BCLL 0.0 • Rep Stress Incr YES WB 0.95 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 101 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9 -5 -9 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 1 -6 -0 I be installed during truss erection, in accordance with Stabilizer Installation guide._ REACTIONS. (Ib /size) 1= 772/0 -5 -8 (min. 0 -1 -8), 8= 772/0 -3 -8 (min. 0 -1 -8) Max Horz 1= 107(LC 12) Max Upliftl=- 182(LC 9), 8=- 282(LC 9) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 334/55, 2 -17 =- 1084/353, 3 -17 =- 1014/363, 3 -12 =- 14/71, 3-4 =- 112/71, 4 -18 =- 137/59, 5 -18 =- 137/59, 5 -19 =- 2461/904, 6 -19 =- 2461/904, 6- 20=- 2631/971, 20 -21 =- 2631/971, 7- 21=- 2631/971, 7 -8 =- 692/305 BOT CHORD 1 -12 =- 391/919, 11 -12 =- 385/927, 10 -11 =- 36/82, 9 -10 =0/65, 6 -9 =- 330/221, 8 -9 =- 67/194 WEBS 3 -11 =- 75/202, 5 -11 =- 522/261, 3 -5 =- 945/331, 9 -11 =- 396/1101, 5 -9 =- 564/1486, 7 -9 =- 921/2483 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -0 -0 to 3 -0 -0, Interior(1) 3 -0 -0 to 3 -9-4, Exterior(2) 3 -9-4 to 8 -0 -3 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 182 Ib uplift at joint 1 and 282 Ib uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss truss Type I Qty I Ply. _ A0081685 8822T0 T19 Half Hip 1 , 1 __ Job Reference (motional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:44 2015 Page 1 ID: FOp6ELx916xOg8baddDVnQylfSU- WPigFvD7MZOdCI W W 1 rTOh2uQgC5rZ2Ov2FFIzly8Ovb I 3 - 7 - 8 i 7 - I 17 -3 -8 -i 3 3 — 9 - 11 - 12 Scale = 1:30.6 2x4 H 3x8 = 3x4 II 3x6 = 4 18 5 19 6 20 21 7 0 0� _ I I , V � 4x10 = � sr 6.00 12 \ 4 \ W1 �\ N ax5 ,: � w1 / 9 a 2 / "� 4x10 = 1 A 2x4 II I � N 12 11 10 , 3x8 II 2x4 II 3x8 = 2x4 11 0- 5- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 772#/ -177# 772#/ -287# 7 - - 12 I 11 - 1 - 8 17 - 3 - 8 7 - 3 - 12 3 - 9 - 12 6 - 2 - 0 Plate Offsets (X,Y)— [1:0- 2- 8,0- 0- 10],[3:0 -5- 12,0 -2- 0]_[_9:0 -4- 8,0 -2-4] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.07 10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.20 8 -9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix -M) Weight: 107 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -9 -3 oc purlins, except BOT CHORD 2x4 SP No.2 *Except' end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9 -1-6 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 1 -6 -0 , be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 1= 772/0 -5 -8 (min. 0 -1 -8), 8= 772/0 -3 -8 (min. 0 -1 -8) Max Horz 1= 141(LC 12) Max Upliftl=- 177(LC 9), 8=- 287(LC 9) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 345/58, 2 -17 =- 1090/341, 3 -17 =- 1022/351, 3 -12 =- 22/64, 3-4 =- 115/72, 4 -18 =- 68/53, 5 -18 =- 68/53, 5 -19 =- 1531/578, 6 -19 =- 1531/578, 6 -20 =- 1605/606, 20 -21 =- 1605/606, 7 -21 =- 1605/606, 7 -8 =- 703/313 BOT CHORD 1- 12=- 422/930, 11- 12=- 419/947, 10 -11 =- 22/36, 9 -10 =0/62, 6 -9 =- 373/239, 8 -9= -28/81 WEBS 5 -11 =- 276/173, 3 -11 =- 160/117, 3 -5 =- 865/298, 9 -11 =- 342/904, 5 -9 =- 314/803, 7 -9 =- 609/1604 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -0 -0 to 3 -0 -0, Interior(1) 3 -0-0 to 3 -9 -4, Exterior(2) 3 -9-4 to 8 -0 -3 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 Ib uplift at joint 1 and 287 Ib uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job -- I truss - - Truss Type 1Q1y iPTy i 8822T0 T20 Half Hip 1 I 1 . Job Reference 62 (optional) X0081 86 ' Budding Component Supply, Green Cove Springs, FL - Run: 7.0 s Apr 30 2015 Print: 7.620 s A p r 30 2015 MiTek Industries, Inc. Thu Dec 17 16 :09:45 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyffSU-_ bGDSFEI7tWTgv5jbZ _dDGQcScRnIX_2Hv ?sW ky80va 3 -7-8 7 -3-12 i 17 -3 -8 3-7-8 3-8-4 — 9 -11 -12 4 18 5 19 6 20 21 7 Scale = 1:30.5 1 2.4 11 - - - - - - -- � -�x5 J x • \ 2x II j 4X10 = �. � -. � � 6.00 12 `N \B. j v W1 '= N 4x5 ' 2 /T1 � // a 4x,U = 2xa 11 1 ® K q ,- N l 12 11 10 4x10 11 2x4 11 3x8 = 2x4 11 0- 5- 8(0 -1.8) 0- 3- 8(0 -1 -8) 772#/ -171# 772#/ -293# 7 -3 -12 I 11-1-8 17 -3-8 7 -3 -12 3 -9-12 6 - 2 - 0 Plate Offsets (X,Y)- [1:0- 3- 8,Edge],[3:0 -5- 12,0 -2- 4],_[9:0 -4- 12,0 -2-4] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 I Vert(LL) -0.06 8 -9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.17 8 -9 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.46 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 114 Ib FT = 20% ' LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -7 -7 oc purlins, except BOT CHORD 2x4 SP No.2 *Except` end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8 -9 -11 oc bracing. WEBS 2x4 SP No.3 I MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 1 -6 -0 ; be installed during truss erection, in accordance with Stabilizer I Installation guide. REACTIONS. (Ib /size) 1= 772/0 -5 -8 (min. 0 -1 -8), 8= 772/0 -3 -8 (min. 0 -1 -8) Max Horz 1= 176(LC 12) Max Upliftl=- 171(LC 9), 8=- 293(LC 9) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 352/60, 2 -17 =- 1097/326, 3 -17 =- 1030/337, 3 -12 =- 28/60, 3 -4=- 115/73, 4 -18 =- 69/64, 5 -18 =- 69/64, 5 -19 =- 1106/430, 6- 19=- 1106/430, 6 -20 =- 1148/447, 20 -21 =- 1148/447, 7 -21 =- 1148/447, 7 -8 =- 706/320 BOT CHORD 1- 12=- 450/942, 11- 12=- 452/963, 10- 11=- 18/20, 9 -10 =0/61, 6 -9 =- 386/246, 8- 9= -17/49 WEBS 3 -11 =- 341/198, 5 -11 =- 111/113, 3 -5 =- 814/274, 9 -11 =- 306/759, 5 -9 =- 212/532, 7 -9 =- 474/1212 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C-C Exterior(2) 0 -0 -0 to 3 -0 -0, Interior(1) 3 -0 -0 to 3 -9-4, Exterior(2) 3 -9-4 to 8 -0 -3 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171 Ib uplift at joint 1 and 293 Ib uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job truss Truss Type Qty Ply A0081887 8822T0 T21 Half Hip 1 1 ♦ ll Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print 7.820 s 30 2015 IoiTek Industries, Inc. Thu Dec 1718:09:45 2015 Pape 1 ID:FOp6ELx9I6x0g8baddDVr U- _bGDSFEI7tWFgv5jbZ dDGQcNcS51Y52Hv7sWky80va I 3 -7-8 i 7-3-12 I 17 -3-8 3 -7-8 3-8-4 9 -11 -12 4 5 6 7 21 11 18 10 T2 nn 2k4 I I 20 21 le =1:31 3 � a ,. A W7 / A 4x10 % N1 6.00 12 B2 / 17 �� N1 // B3 4x5 <-- � 9 lik 2 1 4x10 = .s 1 1 g 2x4 11 N r' 12 11 10 3x8 11 2x4 11 3x8 = 2x4 11 0- 5- 8(0 -1-8) 0- 3- 8(0 -1 -8) 772#/ -164# 772#/ -300# 7 -3 -12 I 11 - i 17 -3 -8 7 - - 12 3 -9-12 6 -2-0 Plate Offsets (X,Y)— [1:0- 2- 8,0 -0- 14],[3:0- 5- 8,0 -1- 8], -4- 12,0 -2-4] 1 LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) 1 /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.06 8 -9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.16 8 -9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 121 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -1 -5 oc purlins, except BOT CHORD 2x4 SP No.2 `Except* end verticals. 82: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2x4 SP No.3 - - .i_ MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 1-6 -0 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 1= 772/0 -5 -8 (min. 0 -1 -8), 8= 772/0 -3 -8 (min. 0 -1 -8) Max Horz 1= 210(LC 12) Max Upliftl=- 164(LC 9), 8=- 300(LC 9) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 329/51, 2 -17 =- 1060/301, 3 -17 =- 988/307, 3 -12= -9/76, 3-4 =- 114/75, 4 -18 =- 74/73, 5 -18 =- 74/73, 5 -19 =- 864/348, 6- 19=- 864/348, 6- 20=- 892/359, 20 -21 =- 892/359, 7- 21=- 892/359, 7 -8 =- 708/328 BOT CHORD 1- 12= 452/882, 11- 12=- 455/893, 10 -11 =- 17/12, 9 -10= 0/61,6 -9 =- 394/250,8 -9= -12/34 WEBS 5 -11 =- 30/91, 3 -11 =- 392/233, 3 -5 =- 765/258, 9 -11 =- 283/653, 5 -9 =- 158/398, 7 -9 =- 405/1000 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C-C Exterior(2) 0 -0 -0 to 3 -0 -0, Interior(1) 3 -0 -0 to 3 -9-4, Exterior(2) 3 -9-4 to 8 -0 -3 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 Ib uplift at joint 1 and 300 Ib uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job truss truss Type Lay Ply A0081688 8822T0 122 Half Hip 1, 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MTek Industries, Inc. Thu Dec 1716:09:45 2015 Page 1 ID:FOp6ELx918x0g8baddDVnQynU _ bGDSFEI7tWTgvSjbZ _dDGQcJc541Yd2Hv ?sWky 3 -7-8 7 -3-12 11 -1-8 17-3-8 3 -7-8 4 3-8-4 51 3 -9 -12 6 I 6-2-0 — 7 • ,�, Scala = 1:34.8 IIIII� a • 6.00 •12 4x10 9 17 / i aj� I 83 :� 4x5 * Ii 2 4x10 = 8•2 1 2x4 II q ' N c j'� le B1 12 11 10 3x8 11 2x4 11 3x8 = 2x4 I i 0- 5- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 772#/ -160# 772#/ -309# 3 -7-8 7 -3-12 11 -1-8 17-3 -8 3 i_8 3 -8-4 I 3 -9-12 6-2-0 Plate Offsets (X,Y)- 11:0- 2- 8,0 -0- 14],13:0- 5- 8,0 -1- 8],[9:0 -4- 12,0 -2-4] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (Ioc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.06 8 -9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.15 8 -9 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) 1 Weight: 128 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -1 -5 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 1-6 -0 be installed during truss erection, in accordance with Stabilizer Installation _guide._ REACTIONS. (lb /size) 1= 772/0 -5 -8 (min. 0 -1 -8), 8= 772/0 -3 -8 (min. 0 -1 -8) Max Horz 1= 244(LC 12) Max Upliftl=- 160(LC 8), 8=- 309(LC 9) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 330/52, 2 -17 =- 1060/278, 3 -17 =- 988/285, 3 -12= -9/76, 3-4 =- 114/77, 4 -18 =- 85/88, 5 -18 =- 85/88, 5 -19 =- 709/300, 6- 19=- 709/300, 6- 20=- 729/306, 20 -21 =- 729/306, 7 -21 =- 729/306, 7- 8=- 709/336 BOT CHORD 1- 12= -472/887, 11- 12=- 483/906, 10- 11= -16/7, 9 -10 =0/60, 6 -9 =- 398/252, 8 -9= -9/25 WEBS 3 -5 =- 754/246, 3 -11 =- 487/284, 5 -11= 0/162, 9 -11 =- 268/573, 5 -9 =- 124/320, 7 -9 =- 371/873 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C-C Exterior(2) 0 -0 -0 to 3 -0 -0, Interior(1) 3 -0 -0 to 3 -9-4, Exterior(2) 3 -9-4 to 8 -0 -3 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 Ib uplift at joint 1 and 309 Ib uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type TOW 1 Ply I A0081689 8822T0 T23 Half Hip 1 I 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:45 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQy1fSU- _ bGDSFEI7tWTgv5jbZ_dDGQbdcS31 W_2Hv ?sWky8Ova 3-7-8 7 -3-12 11 -1 -8 17 3-7-8 4 3-8.4 S 3 -9 -12 6 6 -2 -0 7 T Scale = 1:39.0 ��' • 19 2xi II v VV' 6 th v y 3e' r= :2 93 • • 9 1 2� 1 4x10 = 2x4 II c N ° N C ■ • 81 12 11 10 3x8 I I 2x4 II 3x8 = 2x4 I I 0- 5- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 772#/ -158# 772#/ -318# 3 -7 -8 7 -3 -12 11 - 17 -3-8 3 -7 -8 3 -8-4 _ I 3 -9-12 I 6 -2 -0 Plate Offsets (X,Y)— [1:0- 2 -8,0 -0 -14], [3 :0- 5 -8,0 -1 8]19:0 -4 120_2-4] I LOADING (psf) SPACING- 2 -0 -0 CSI. DEF in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.06 8 -9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.15 8 -9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 136 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -1 -5 oc purlins, except BOT CHORD 2x4 SP No.2 'Except' end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 1 -6 -0 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 1= 772/0 -5 -8 (min. 0 -1 -8), 8= 772/0 -3 -8 (min. 0 -1 -8) Max Horz 1= 278(LC 12) Max Upliftl=- 158(LC 8), 8=- 318(LC 9) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 330/52, 2 -17 =- 1060/256, 3 -17 =- 988/267, 3 -12= -9/76, 3-4 =- 113/81, 4 -18 =- 99/104, 5 -18 =- 99/104, 5 -19 =- 602/272, 6- 19=- 602/272, 6 -20 =- 616/276, 20 -21 =- 616/276, 7 -21 =- 616/276, 7 -8 =- 710/346 BOT CHORD 1- 12= -491/898, 11 -12 =- 511/923, 10- 11= -15/4, 9 -10 =0/60, 6- 9=- 401/255, 8- 9 = -7/20 WEBS 3 -5 =- 752/239, 3 -11 =- 563/328, 5 -11 =- 22/217, 9 -11 =- 259/522, 5 -9 =- 100/269, 7 -9 =- 359/790 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -0 -0 to 3 -0 -0, Interior(1) 3 -0 -0 to 3 -9-4, Exterior(2) 3 -9-4 to 8 -0 -3 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. y 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 Ib uplift at joint 1 and 318 Ib uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard IJob truss Truss Type Qty Ply A0081690 8822T0 124 Half Hip 1 1 Job Reference (optional) - - Building Component Supply, Green Cove Springs. FL Run: 7.620 s AApprr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:46 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- SngbfbENuBeKR2gv9GVsmTzkE 1 xDCWZkP2By8OvZ 3-7-8 7-3-12 11 -1-8 17-3 -8 3-7-8 4 3-8-4 5 3 -9-12 6 I 6-2-0 - ='3 — . III 1 - tk= Scale = 1:42.8 e 3 W7 v' v : in W' 3 6.00 12 4x10 :- W o 3 17 4x5 % , i :k 2 � 9 • 4 = 22 2x4 II 9 1 � N p e1 0 �� a 12 11 10 0- 3 ? ; -8) 2x4 II 3x8 = 2x4 II 0- 3- 8(0 -1 -8) 772#/-155# 810#/ -329# 3 -7 -8 7 -3-12 11 - 17 - 3 - - 3-8-4 i 3 -9-12 6-2-0 Plate Offsets (X,Y)- [ 0- 2- 8,0 -0- 14],[3:0- 5- 8,0 -1- 81[9:0 -4- 12,0 -2-4] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.06 8 -9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.15 8 -9 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.65 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 144 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -1-6 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2x4 SP No.3 i MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 1-6 -0 I be installed during truss erection, in accordance with Stabilizer Installationgyide. REACTIONS. (lb /size) 1= 772/0 -5 -8 (min. 0 -1 -8), 8= 772/0 -3 -8 (min. 0 -1 -8) Max Horz 1= 312(LC 12) Max Upliftl=- 155(LC 8), 8=- 329(LC 9) Max Grav1= 772(LC 1), 8= 810(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 331/56, 2 -17 =- 1060/251, 3 -17 =- 988/262, 3 -12 =- 10/76, 3-4 =- 113/86, 4 -18 =- 112/120, 5 -18 =- 112/120, 5 -19 =- 530/253, 6- 19=- 530/253, 6- 20=- 541/257, 20 -21 =- 541/257, 7- 21=- 541/257, 7 -8 =- 710/357 BOT CHORD 1 -12 =- 506/914, 11 -12 =- 539/947, 10- 11= -18/1, 9 -10 =0/60, 6 -9 =- 403/257, 9 -22= -6/17, 8 -22= -6/17 WEBS 3 -5 =- 755/232, 3 -11 =- 630/368, 5 -11 =- 46/261, 9 -11 =- 255/497, 5 -9 =- 80/234, 7 -9 =- 358/743 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C-C Exterior(2) 0 -0 -0 to 3 -0 -0, Interior(1) 3 -0 -0 to 3 -9-4, Exterior(2) 3 -9-4 to 8 -0 -3 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live Toad of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 Ib uplift at joint 1 and 329 Ib uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job - truss Truss Type z esty Ply 1 A0081691 8822T0 125 Half Hip 11 1 g Component Supply Green Cove Springs, 7.620 Run: 7620 s Apr 30 15 ad Print: Reference A 302015 MiTek Industries, Inc. Thu Dec 17 16:09:46 2015 Page 1 (optional) Buildin Com neM , Ap 7.620 s Apr 30 ID:FOp6ELx916x g VnQy1fSU- SngbfbENuBeKR2gv9GVsmTzh ?OnH1vpCWZkP2By8OvZ 3-7-8 i 7 -3 -12 11 -1 -8 17-3-8 3-7-8 4 3 -8-4 5 - 3-9-12 6 -2 -0 6 7 El 18 — 1 ,16 T2—;- 20 Z1 - Scale = 1:47.0 - -- - - 2x4 I I + - 2x4 I I v 3 6 S ? io ' WI B2 — • 3x5 = W1 I d, 6.00 W 4x5 ., 3 4x5 17 PA 2 :k 1 W � 4X10 = 22 P'. 2x4 ii o c 0 @1 ° a 12 11 10 0- 5311 -8) 2x4 11 3x8 = 2x4 ' 1' 0- 3- 8(0 -1 -8) 772#/ -152# 833#/ -341 # 3 -7 -8 7 -3 -12 11 -1-8 17 -3-8 3 -7 -8 I 3 -8-4 3 -9-12 i 6 -2 -0 Plate Offsets (X,Y)— L0- 2_8,0 -0- 14],[3:0 -5- 12,0 -1- 15],[9.0 -4- 12,0 -2-4] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.06 8 -9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.16 8 -9 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.81 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 152 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -1-6 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 1 -6 -0 be installed during truss erection, in accordance with Stabilizer i Installation guide. REACTIONS. (Ib /size) 1= 772/0 -5 -8 (min. 0 -1 -8), 8= 772/0 -3 -8 (min. 0 -1 -8) Max Horz 1= 346(LC 12) Max Uplift 1=- 152(LC 8), 8 =- 341(LC 9) Max Grav1= 772(LC 1), 8= 833(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 331/61, 2 -17 =- 1060/246, 3 -17 =- 988/257, 3 -12= -9/76, 3-4 =- 113/91, 4 -18 =- 127/136, 5 -18 =- 127/136, 5 -19 =- 482/241, 6- 19=- 482/241, 6- 20=- 491/243, 20- 21=- 491/243, 7- 21=- 491/243, 7 -8 =- 710/371 BOT CHORD 1 -12 =- 520/924, 11 -12 =- 567/966, 10 -11= -20/0, 9 -10 =0/61, 6 -9 =- 405/259, 9 -22= -5/15, 8 -22= -5/15 WEBS 3 -5 =- 760/232, 3 -11 =- 686/404, 5 -11 =- 66/296, 9 -11 =- 253/472, 5 -9 =- 62/208, 7 -9 =- 363/722 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -0 -0 to 3 -0 -0, Interior(1) 3 -0 -0 to 3 -9 -4, Exterior(2) 3 -9-4 to 8 -0 -3 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 Ib uplift at joint 1 and 341 Ib uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job fruss _ I Truss Type Qty Ply Ap081692 8822T0 726 Half Hip 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.6208 Apr 30 2015 Print 7.6208 Apr 30 2015 MTek Industries, Inc. Thu Dec 17 16:09:46 2015 Page 1 ID: FOp6ELx916x0g8baddDVnCiAU- SngbtbENuBeKR2gv9GVsmTzlnOnG1 wQCWZkP2By80vZ 3 -7 -8 7 -3-12 11 -1-8 17-3 -8 3 -7 -8 4 3-8-4 5 3-9-12 6 1 6-2 7 1 , V r Scale = 1:51.5 i I ,,,/ 6.00 12 4 ..,-, ri r \ 3 : I I � N 12 11 10 nr- ) 2x4 II 3x8 = 2x4 11 0-3-8(0 -1 -8) 1 8546/ -355# 3 -7 -8 7 -3 -12 11 -1-8 17-3 -8 1 3 -7 -8 i 3 -8-4 I 3-9-12 6-2-0 Plate Offsets (X,Y)— [1:0 -2- 8,0_0 -14], [3:0- 5- 8,0 -1 -81 [9:0- 2- 12,0 -2 -12] _ LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.06 8 -9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.16 8 -9 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.71 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 160 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -1-6 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. Except: WEBS 2x4 SP No.3 T- Brace: 2x4 SP No.3 - 6 -9 OTHERS 2x4 SP No.3 WEBS T- Brace: 2x4 SP No.3 - 7 -8, 3 -5 SLIDER Left 2x6 SP No.2 1 -6 -0 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131 "x3 ") nails, bin o.c.,with 3in minimum end distance. Brace must cover 90% of web length. 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 1= 772/0 -5 -8 (min. 0 -1 -8), 8= 772/0 -3 -8 (min. 0 -1 -8) Max Horz 1= 381(LC 12) Max Upliftl=- 148(LC 8), 8=- 355(LC 9) Max Grav1= 772(LC 1), 8= 854(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 331/68, 2 -17 =- 1060/241, 3 -17 =- 988/252, 3 -12= -9/76, 3-4=-114/98, 4 -18 =- 141/152, 5 -18 =- 141/152, 5 -19 =- 445/232, 6- 19= -445/232, 6- 20=- 452/234, 20- 21=- 452/234, 7- 21=- 452/234, 7- 8=- 725/392 BOT CHORD 1 -12 =- 532/934, 11- 12=- 596/986, 10- 11= -24/0, 9 -10 =0/61, 6 -9 =- 407/261, 9 -22= 4/13, 8 -22 =-4/13 WEBS 3 -5 =- 766/231, 3 -11 =- 736/438, 5 -11 =- 83/325, 9 -11 =- 254/453, 5 -9 =- 46/194, 7 -9 =- 374/712 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -0 -0 to 3 -0 -0, Interior(1) 3 -0 -0 to 3 -9-4, Exterior(2) 3 -9-4 to 8 -0 -3 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 Toad nonconcurrent with any other live Toads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 Ib uplift at joint 1 and 355 Ib uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Tob Truss Truss Type Qty A0081693 8822T0 T27 Haif Hip 1 1 !Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:47 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQylfSU- w_ NztwF? fUmB3CF5i _05JhWszQ7VmLaLkDUzady8ovY 3 -7 -8 7-3-12 11 -1 -8 17 -3 -8 I 3-7-8 4 3 -8.4 5 3-9-12 s _. — 6-2-0 7 T2, c, Scale = 1:56.1 — 18 I 19 - `I 21 3r — 3a4 II x4 II / / // II v l c I OQ ,, 6 47 v ao WI / 32 WI 8 6.00112 4x10 3 4x5 17 400 .M 1 2 T,l- / 9 = q P2 2x4 ID II : * H 4xb0 0 0-5-,8(0-1-8) 0-3-8(0-1-8) II 3x8 — 2x4 0- 3- 8(0 -1 -8) 77W144# 874 # / -369# 3 -7-8 7 -3 -12 11 -1-8 17 -3 -8 3 -7-8 3 -8-4 3 -9-12 6 - - Plate Offsets (X,Y)— [1:0- 2- 8,0- 0- 14],[3:0-5-12,0-1-8], [8:0-2-8,0-1-0], [9:0-4-12,0-2-4] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.07 8 -9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.16 8 -9 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.84 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 168 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -1 -5 oc purlins, except BOT CHORD 2x4 SP No.2 'Except` end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. Except: WEBS 2x4 SP No.3 T- Brace: 2x4 SP No.3 - 6 -9 OTHERS 2x4 SP No.3 WEBS T- Brace: 2x4 SP No.3 - 7 -8, 3 -5 SLIDER Left 2x6 SP No.2 1 -6 -0 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131 "x3 ") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. r MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 1= 772/0 -5 -8 (min. 0 -1 -8), 8= 772/0 -3 -8 (min. 0 -1 -8) Max Horz 1= 415(LC 12) Max Upliftl=- 144(LC 8), 8=- 369(LC 9) Max Grav1= 772(LC 1), 8= 874(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 331/76, 2 -17 =- 1060/235, 3 -17 =- 988/247, 3 -12= -9/77, 3-4 =- 119/105, 4 -18 =- 156/169, 5 -18 =- 156/169, 5 -19 =- 415/226, 6- 19=- 415/226, 6- 20=- 421/228, 20- 21=- 421/228, 7- 21=- 421/228, 7- 8=- 742/415 BOT CHORD 1 -12 =- 541/941, 11- 12=- 624/1005, 10- 11= -28/0, 9 -10 =0/61, 6 -9 =- 408/263, 9 -22= -3/11, 8 -22= -3/11 WEBS 3 -5 =- 772/230, 3 -11 =- 780/470, 5 -11 =- 98/350, 9 -11 =- 256/438, 5 -9 =- 31/186, 7 -9 =- 390/708 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -0 -0 to 3 -0 -0, Interior(1) 3 -0-0 to 3 -9 -4, Exterior(2) 3 -9-4 to 8 -0 -3 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 Ib uplift at joint 1 and 369 Ib uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard - - - -- A0081694 Job Truss Truss Type Qty Ply 8822T0 728 Half Hip 1 1 ' ;Job Reference (optional) Bugg Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 1716:09:47 2015 Page 1 ID:FOp6ELx916x0g8baddOVnQyIfS U- w_NztwF?fU mB3CF5i_05J h W p4Q7V mJ2 LkD Uzady80vY 3-7-8 7 -3-12 11 -1-8 17-3-8 3-7-8 4 3-8-4 b 3 -9-12 6 1 6-2-0 7 ! r Scale = 1:59.6 li; - r I II 6 vr 6.00 rff 4x10 -', / 3 4x5 17 1 10 = 22 2x4 11: hilibb. = I 12 11 10 4 P# 2x4 H 3x8 = 2x4 0-3-8(0-1-8) 894#/-385# 3 - - 7 -3-12 11 -1-8 17 -3-8 I 3 - - — 3 -8-4 I 3-9-12 I 6-2-0 Plate Offsets (X,Y)- [1:0-2-8,0-0-14], [3:0-6-0,0-1 8]_[8:0- 2- 8,0 -1 -0 19 :0-4- 12,0 -2-41 LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.07 8 -9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.17 8 -9 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 1.00 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 176 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. Except: B2: 2x4 SP No.3 T- Brace: 2x4 SP No.3 - 6 -9 WEBS 2x4 SP No.3 WEBS T- Brace: 2x4 SP No.3 - 7 -8, 3 -5 OTHERS 2x4 SP No.3 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131 "x3 ") SLIDER Left 2x6 SP No.2 1-6 -0 nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 1= 772/0 -5 -8 (min. 0 -1 -8), 8= 772/0 -3 -8 (min. 0 -1 -8) Max Horz 1 =449(LC 12) Max Upliftl=- 140(LC 8), 8=- 385(LC 9) Max Grav1= 772(LC 1), 8= 894(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 331/85, 2 -17 =- 1060/228, 3 -17 =- 988/240, 3 -12= -8/77, 3-4 =- 123/114, 4 -18 =- 170/185, 5 -18 =- 170/185, 5 -19 =- 390/223, 6 -19 =- 390/223, 6 -20 =- 396/224, 20 -21 =- 396/224, 7 -21 =- 396/224, 7- 8=- 759/440 BOT CHORD 1 -12 =- 548/948, 11- 12=- 653/1024, 10- 11= -31/0, 9 -10 =0/61, 6 -9= 409/264, 9 -22= -3/10, 8 -22= -3/10 WEBS 3 -5 =- 778/228, 3 -11 =- 820/501, 5 -11 =- 112/370, 9 -11 =- 260/425, 5 -9 =- 21/180, 7 -9= -409/710 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -0 -0 to 3 -0 -0, Interior(1) 3 -0 -0 to 3 -9-4, Exterior(2) 3 -9-4 to 8 -0 -3 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 Ib uplift at joint 1 and 385 Ib uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job truss truss Type - Qty i Pry 1 10081695 I 8822T0 T29 Half Hip 2 1 I r Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:47 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQytfSU- w_ NztwF? fUmB3CF5i _05JhWszQ7VmLaLkDUzady 1 3 -7-8 I 7 -3-12 11-1-8 — 17 -3 — ___ —I 3-7-8 4 3-8-4 5 3 - - 12 6 6 - - 7 1 /, i9 _- 7115--201--21 rn. _ 1 Scale = 1:55.8 4a x411 / , / v „ 6 , r e W �2 c 6.00 12 4x10 3 4x5 17 1 e Mg - 1 %i 1 2� / p % 4x1 = 22 2x4 11 0 I - =11 5 N G 12 11 10 0- 5;6(0-1-8) 2x4 11 3x8 = 2x4 11 0- 3- 8(0 -1 -8) 772#P144# 874 # / -369# 3 - - 7 - - 12 11 -1-8 17 -3-8 3 - - 3 - 3 -9-12 1 6 -2-0 Plate Offsets (X,Y)- [1 :0- 2 -8,0 -0 -141, [3:0-5-12,0-1-8], [8:0-2 8,0- 1- 0],[9:0 -4- 12,0 -2-4L LOADING (psf) SPACING- 2 -0 -0 CSI. 1 DEFL in (loc) I /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.07 8 -9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.16 8 -9 >999 180 BCLL 0.0 * ' Rep Stress Incr YES WB 0.84 I Horz(TL) 0.01 8 n/a n/a BCDL 10.0 1 Code FBC2014/TPI2007 (Matrix -M) Weight: 168 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -1 -5 oc purlins, except BOT CHORD 2x4 SP No.2 "Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. Except: WEBS 2x4 SP No.3 T- Brace: 2x4 SP No.3 - 6 -9 OTHERS 2x4 SP No.3 WEBS T- Brace: 2x4 SP No.3 - 7 -8, 3 -5 SLIDER Left 2x6 SP No.2 1 -6 -0 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131 "x3 ") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 1= 772/0 -5 -8 (min. 0 -1 -8), 8= 772/0 -3 -8 (min. 0 -1 -8) Max Horz 1= 415(LC 12) Max Upliftl=- 144(LC 8), 8=- 369(LC 9) Max Grav1= 772(LC 1), 8= 874(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 331/76, 2 -17 =- 1060/235, 3 -17 =- 988/247, 3 -12= -9/77, 3 -4=- 119/105, 4 -18 =- 156/169, 5 -18 =- 156/169, 5 -19 =- 415/226, 6- 19= -415/226, 6- 20=- 421/228, 20- 21=- 421/228, 7- 21=- 421/228, 7 -8 =- 742/415 BOT CHORD 1 -12 =- 541/941, 11- 12=- 624/1005, 10- 11= -28/0, 9 -10 =0/61, 6 -9 =- 408/263, 9 -22= -3/11, 8 -22= -3/11 WEBS 3 -5 =- 772/230, 3 -11 =- 780/470, 5 -11 =- 98/350, 9 -11 =- 256/438, 5 -9 =- 31/186, 7 -9 =- 390/708 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -0 -0 to 3 -0 -0, Interior(1) 3 -0 -0 to 3 -9-4, Exterior(2) 3 -9-4 to 8 -0 -3 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 Ib uplift at joint 1 and 369 Ib uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job fruss truss Type Z1ty Ply /081696 8822TO T31 HALF HIP GIRDER 1 4 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 IMTek Industries, Inc. Thu Dec 1716:09:48 2015 Page 1 ID: FOp6ELx916xOg8baddDVnQyIfSU- OAxL4GGePou2hMgHGhXKru21 kpMLVnvVztDW63y8WX 1 -10-12 3-6-0 5-4-14 7-3-12 9-2 -10 11-5-0 1 -10-12 i 1 -7-4 1 1 -10-14 I 1 -10-14 l 1 -10-14 1 2 -2-6 3x4 11 Scale = 1:19.9 3 6.00 I 12 i 4x5 -- / �� 2 2x4 11 3x4 11 , if I01 3x4 = 6 4x10 = 8 N .4 1 ' 11-- 4 ' —M 7 HW1 W W7 9 B1 0 ■ 12 11 THD26 10 THD26 I/\ 5x6 7x10 = 10x16 M18SHS I I 4x10 -- q g9 Special THD26 p g(0 2 4) 0- 5- 8(0 -2-0) THD26 6713#/ -1664# 7634 # / -1660# 1 -10 -12 3 -6-0 — — 7 -3-12 11 - 1 -10 -12 1 -7-4 3 -9 -12 4-1- Plate Offsets (X,Y) -- [1:0- 3- 0,0 -0 -8] 2:0- 1- 8,0 -1- 12],[10:0- 2- 8,0 -2 -0] [ 11:0- 5- 8,Edge],[12:0- 5- 0,0 -4-4] _ - LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP I TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.17 10 -11 >779 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.30 10 -11 >458 240 M18SHS 244/190 BCLL 0.0 • Rep Stress Incr NO WB 0.83 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix -M) 1 Wind(LL) 0.12 10 -11 >999 240 Weight: 280 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 4 -11 -11 oc purlins, T2: 2x4 SP SS except end verticals. BOT CHORD 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4 SP No.2 `Except* W7,W2,W5: 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1 -9 -0 REACTIONS. (Ib /size) 1= 6465/0 -5 -8 (min. 0 -2 -0), 9= 7349/0 -3 -8 (min. 0 -2-4) Max Horz 1= 147(LC 8) Max Upliftl=- 1664(LC 5), 9=- 1660(LC 5) Max Grav1= 6713(LC 13), 9= 7634(LC 13) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 9526/2387, 2 -3 =- 942/229, 4 -11 =- 595/1908, 3 -4 =- 25/126, 4 -5 =- 26480/6715, 5 -6 =- 20955/4860, 6 -7 =- 20955/4860, 7 -8 =- 820/182, 8 -9 =- 781/95 BOT CHORD 1- 12=- 1081/3996, 11 -12 =- 6299/24642, 10 -11 =- 5344/22772, 9- 10=- 2751/12666 WEBS 2 -12 =- 2188/8604, 4 -12 =- 17494/4427, 2-4 =- 9579/2446, 5 -11 =- 1490/3920, 5 -10 =- 2034/543, 6 -10 =- 644/0, 7 -10 =- 2359/9277, 7 -9 =- 13074/2836 NOTES - 1) Special connection required to distribute top chord loads equally between all plies. 2) 4 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0-4 -0 oc, Except member 3 -11 2x4 - 2 rows staggered at 0-4 -0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4 -0 oc. Webs connected as follows: 2x4 - 1 row at 0 -9 -0 oc, Except member 12-4 2x4 - 1 row at 0 -7 -0 oc. Attach TC w/ 1/2" diam. bolts (ASTM A -307) in the center of the member w /washers at 4 -0 -0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A -307) in the center of the member w /washers at 4 -0 -0 oc. 3) 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. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 3.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional); Lumber DOL =1.60 plate grip DOL =1.60 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates 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 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1664 Ib uplift at joint 1 and 1660 Ib uplift at joint 9. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2 -0 -0 oc max. starting at 5 -3-4 from the left end to 11 -3-4 to connect truss(es) (1 ply 2x4 SP) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. Continued on page 2 Job Truss - Truss Type Qty Ply 8822T0 752 Roof Spedal 5 1 1 //08 r Job Reference (optional) 1 Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MTek Industries, Inc. Thu Dec 1716:09:59 2015 Paw 1 ID:F0p6ELxg6x0g8baddDVnQyffSU-aH6V010)(qAHUV2APPVEvoD?xvF82a1J6V50b7wy8WM 7-5-0 1 14-8-6 1 20-1-12 1 25-7-2 i 31-3 -8 1 7 -5-0 7 -3-6 5-5-6 5-5-6 5-8-6 5.00 12 2x4 11 Scale = 1:66.6 6 5x6 % 16 5 3x4 4 r 3.00 12 4x6 ; 3 j /� 2x4 N' 4 2 r 1+ 15 �— •■ - :r - 11 10 17 18 8 19 329 6149# 0- 3-(Q -1--8) 3x4 = 3x6 = 0-5-g0-24) 3x4 3x4 =_ 65T6T -9 1907 # / -419# USP JUS24 9 -6 -3 18 -10 -12 25-7 -2 31 -3 -8 9 -6 -3 9-4 -9 6 -8-6 5 -8 -6 Plate Offsets (X,Y)— [1 :0 -2- 13,0 -9 -8], [1:0 0 0 0 -1 -5]j :0 -2-4 0- 2- 0j5 :0- 3- 0,0 -3 -0] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (Ioc) 1 /defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.13 9 -11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.33 11 -14 >679 180 BCLL 0.0 * Rep Stress Incr YES WB 0.92 I Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 183 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4 -3 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEDGE WEBS 1 Row at midpt 6 -7, 5 -8, 5 -7 Left: 2x4 SP No. MiTek recommend s c e ds that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ___ REACTIONS. (lb /size) 7= 244 /Mechanical, 9= 1907/0 -5 -8 (min. 0 -2-4), 1= 651/0 -3 -8 (min. 0 -1 -8) Max Horz 1= 431(LC 12) Max Uplift7=- 149(LC 12), 9=- 419(LC 12), 1= -96(LC 8) Max Grav7= 329(LC 17), 9= 1907(LC 1), 1= 651(LC 1) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -15 =- 1362/164, 2 -15 =- 1281/174, 2 -3 =- 918/28, 3 -4 =- 343/771, 4 -5 =- 147/55, 5 -16= -91/7, 6 -16 =- 55/42, 6 -7 =- 157/126 BOT CHORD 1 -11 =- 556/1296, 10- 11=- 155/47, 9 -10 =- 155/47, 9 -17 =- 409/52, 17- 18=- 409/52, 8 -18 =- 409/52, 8 -19 =- 68/80, 7 -19= -68/80 WEBS 2 -11 =- 647/313, 3 -11 =- 216/1061, 3 -9 =- 851/277, 4 -9 =- 1182/325, 4 -8 =- 82/658, 5 -8 =- 374/124, 5 -7 =- 140/122 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =31ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -0 -0 to 3 -1 -9, Interior(1) 3 -1 -9 to 31 -1 -12 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 Ib uplift at joint 7, 419 Ib uplift at joint 9 and 96 Ib uplift at joint 1. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job fruss truss Type TQty Pfy A0081718 8822T0 T53 Half Hip Girder 1 1 j ' ' Job Reference (optional Building Can s ng poneM Supply, Green Cove Springs, FL Ru n: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:10:00 2015 Page 1 ID: FOp6ELx916x0g8badd DVnQyIfSU- 2UgucNP9bUPL7CIbzCI8KQYGgfgOJQXGkI79YNy8OvL I 2.0-12 1 4 -6 -0 2-0-12 2 -5-4 NAAED 3 4x6 - 11 4 2x4 Scale = 1:10.6 5.00 F1T 3x4 T2 — 2 1 \\ ti W2 ''''-, W1 HW1 W1 � R1 12 5 • NAILED 3x4 = 106#/ -58# 3x6 I I 2x4 11 6 0 3 8(0 - 1 - 8) 0 2-0-12 4-6-0 114#/-69# 2 -0 -12 34#/-89# 2 - - Plate Offsets (X,Y)- [1:0- 2- 4,0 -0- 1],[3:0- 1- 4,0 -1 -12] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 9 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.02 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 22 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. SLIDER Left 2x4 SP No.3 1 -6 -0 __- MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 1= 114/0 -3 -8 (min. 0 -1 -8), 6= 126/0 -5 -8 (min. 0 -1 -8), 5= 106 /Mechanical Max Horz 1 =36(LC 8) Max Upliftl= -69(LC 8), 6= -89(LC 9), 5= -58(LC 5) Max Grav1= 114(LC 1), 6= 134(LC 3), 5= 106(LC 1) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 62/55, 2 -3 =- 60/44, 3- 11 =0/0, 4- 11 =0/0, 4 -5= -64/48 BOT CHORD 1 -6 =- 54/55, 6- 12=- 47/47, 5- 12= -47/47 WEBS 3-6 =- 72/82, 3 -5= -55/55 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional); porch left exposed; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 Ib uplift at joint 1, 89 Ib uplift at joint 6 and 58 Ib uplift at joint 5. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) "NAILED" indicates 3 -10d (0.148 "x3 ") or 3 -12d (0.148 "x3.25 ") toe - nails. For more details refer to MiTek's ST- TOENAIL Detail. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 Ib down and 81 Ib up at 2 -0 -12 on top chord. The design /selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 3 =-60, 3- 4 = -60, 5 -7 = -20 Concentrated Loads (Ib) Vert: 3 = -25 11 =22(F) 12 =5(F) Job Truss Truss Type Qty Ply - fD0817191 8822T0 T54 Half Hip Girder 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:10:00 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQylfSU- 2UgucNP9bUPL7CIbzCI8KQYGgfgEJQFGkI79YNy80vL 1 - 4 - 0 3-6-0 1 - 4 - 0 2-2-0 Special 6.00 12 2 6x8 = 3 2x4 Scale = 1:10.2 T2 1 T1 HW1 W1 W2 W1 - F31 5 4 2x4 NAILED 3x4 NAILED 165#/ -136# 3x8 I I 0 3 8(0 - 1 - 8) 1-4 -0 3-6 -0 178#4121# 1-4-0 2 - - Plate Offsets (X,Y)— [1:0- 2- 8,0 -0- 14],[2:0- 5- 8,0 -2 -4] — LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 5 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 20 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. SLIDER Left 2x6 SP No.2 1 -7 -6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [ Installation guide. - _ REACTIONS. (Ib /size) 1= 178/0 -3 -8 (min. 0 -1 -8), 4= 165 /Mechanical Max Horz 1 =28(LC 8) Max Uplift[=- 121(LC 8), 4=- 136(LC 5) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 86/72, 2- 3 = -0/0, 3-4= -61/44 BOT CHORD 1- 5=- 115/131, 4 -5 =- 121/137 WEBS 2- 5=- 54/95, 2-4 =- 162/142 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional); porch left and right exposed; Lumber DOL =1.60 plate grip DOL =1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 Ib uplift at joint 1 and 136 Ib uplift at joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) "NAILED" indicates 3 -10d (0.148 "x3 ") or 2 -12d (0.148 "x3.25 ") toe - nails. For more details refer to MiTek's ST- TOENAIL Detail. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 129 Ib down and 170 Ib up at 1-4 -0 on top chord. The design /selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (p6) Vert: 1- 2 =-60, 2- 3 = -60, 4 -6 = -20 Concentrated Loads (Ib) Vert: 2= -42(F) 5= -32(F) ,Job (Truss Tru yp e I Qty Ply A0081720 po Springs, 7.6 8822T0 i T55 Common Supported Gable 1 t I I Job Reference (optional) Buikli ng Component Supply, Green Cove p rin s, g FL Run: �2 0 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:10:00 2015 Page 1 Op6ELx916x0g8badd DVnQyIfSU- 2UgucNP9bUPL7CIbzCI8KQY8zfXSJOdGkI79YNy80vL I 7-6-0 20 -5 -0 7-6-0 12 -11 -0 H 4x5 = Scale = 1:37.7 5.00 12 7 8 345 I 1 9 35 4 I - I� 10 33 3 1 _ 11 4x5 I1 2 I • - ___ 12 1 i 3 T • T i 1 `` , 13 • II • _ 14 ST: •T• T \ 15 • � 16 IM.1 0_ En • • • • B1 • I • ■a • • B2 • • a li x.x.: x.:.... •....•...........•...•cO•.....• ..... ... • .. ..::::• .::::::::.::::. ❖.•'. :.D .-.:•.x.,-,.-: -- o 18 37 17 3x4 = 32 31 30 29 28 27 26 25 24 23 22 21 20 19 4x5 = 3x6 (0- 148)1 -15) (0-1-15) (0-1 -15) (0-1-15) (0-1-15) (0-1-15) (0-1-15) (0-1-15) (0-1-15) (0-1-15) (0-1-15) (0-1-15) 240 103#/ 0# 124#/ 1tr=- 230 # /0#. 422#/.-31#40 254#1 - 731222 # /- =538i896#/- -322ft 20-5 -0 Plate Offsets (X,Y)- [ 7:0- 2- 8,Edge],[32:0- 0- 0,0 -1 -12] LOADING (psf) SPACING- 2 -0 -0 CSI. 1 DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 1 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 19 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 135 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 9 -2 -1 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing i be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 32 =- 759/16 -5 -0 (min. 0- 1 -15), 26= 230/16 -5 -0 (min. 0- 1 -15), 27= 124/16 -5 -0 (min. 0- 1 -15), 28= 99/16 -5 -0 (min. 0- 1 -15), 29= 115/16 -5 -0 (min. 0- 1 -15), 30= 67/16 -5 -0 (min. 0- 1 -15), 31= 827/16 -5 -0 (min. 0- 1 -15), 25= 122/16 -5 -0 (min. 0- 1 -15), 24= 109/16 -5 -0 (min. 0- 1 -15), 23= 75/16 -5 -0 (min. 0- 1 -15), 21= 254/16 -5 -0 (min. 0- 1 -15), 20 =- 538/16 -5 -0 (min. 0- 1 -15), 19= 896/16 -5 -0 (min. 0 -1 -15) Max Horz 32=- 102(LC 12) Max Uplift32=- 768(LC 22), 27= -31(LC 12), 28= -40(LC 12), 29= -38(LC 12), 30= -36(LC 12), 31=- 247(LC 9), 25= -31(LC 12), 24= -42(LC 12), 23= -32(LC 12), 21= -73(LC 9), 20=- 538(LC 1), 19=- 322(LC 9) Max Grav32= 240(LC 9), 26= 230(LC 1), 27= 124(LC 1), 28= 103(LC 21), 29= 115(LC 1), 30 =89(LC 21), 31= 827(LC 1), 25= 122(LC 22), 24= 109(LC 22), 23 =80(LC 18), 21= 254(LC 1), 20= 222(LC 9), 19= 896(LC 1) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -32 =- 395/380, 1 -2 =- 325/320, 2 -3 =- 173/209, 3 -33 =- 135/186, 4 -33 =- 130/205, 4 -34 =- 102/191, 5 -34 =- 97/207, 5 -6 =- 52/208, 6- 7= 0/199, 7- 8= 0/199, 8 -9 =- 30/209, 9 -35 =- 75/207, 10 -35 =- 80/191, 10 -11 =- 113/205, 11 -12 =- 167/223, 12 -13 =- 88/117, 13- 14=- 269/251, 14 -36 =- 287/237, 15- 36=- 291/223, 15 -16 =- 318/227 BOT CHORD 31 -32 =- 177/336, 30 -31 =- 177/336, 29- 30=- 177/336, 28- 29=- 177/336, 27 -28 =- 177/336, 26 -27 =- 177/336, 25 -26 =- 177/336, 24- 25=- 177/336, 23 -24 =- 177/336, 22 -23 =- 177/336, 21- 22=- 177/336, 20 -21 =- 177/336, 19- 20=- 177/336, 18 -19 =- 177/336, 18- 37=- 177/336, 17 -37 =- 177/336, 16 -17 =- 177/336 WEBS 7 -26 =- 203/72, 6 -27 =- 97/135, 5 -28 =- 78/115, 4 -29 =- 77/86, 3 -30 =- 90/140, 2 -31 =- 373/397, 8 -25 =- 97/134, 9 -24 =- 75/115, 10 -23 =- 75/71, 11 -21 =- 128/133, 12- 20=- 246/196, 13- 19= 428/491, 14- 18=- 42/44, 15- 17= -61/83 NOTES - 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =2ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Corner(3) 0 -1 -12 to 3 -1 -12, Exterior(2) 3 -1 -12 to 7 -6 -0, Corner(3) 7 -6 -0 to 10 -6 -0 zone; cantilever right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4 -0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.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 768 Ib uplift at joint 32, 31 Ib uplift at joint 27, 40 Ib uplift at joint 28, 38 Ib uplift at joint 29, 36 Ib uplift at joint 30, 247 Ib uplift at joint 31, 31 Ib uplift at joint 25, 42 Ib uplift at joint 24, 32 Ib uplift at joint 23, 73 Ib uplift at joint 21, 538 Ib uplift at joint 20 and 322 Ib uplift at joint 19. 9) Non Standard bearing condition. Review required. G1gggta Ejai0 jObreaks including heels" Member end fixity model was used in the analysis and design of this truss. Job Truss Truss Type Qty Ply A0081720 8822T0 T55 Common Supported Gable 1 1 t r Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MTek Industries, Inc. Thu Dec 17 16:10:01 2015 Page 2 ID: FOp6ELx916x0g8baddDVnQylfSU- WgEGpjQoMoXCIMJnXwGNte5Jj3th2rtPyOti4py80vK LOAD CASE(S) Standard I Job rruss truss Type -,Qty _ Ply _- - -- - _ i A0081721 8822T0 T56 Common 14 1 ' • Job Reference (optional) Building Component Supply, Green Cove Springs, FL _ - -- Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 1716:10:01 2015 Page 1 ID :FOp6ELx916xOg8baddDVnQyffSU -Wg EGpjQoMoXCIMJnXwGNte5Hs3t92ogPyOti4py8OvK 1 7-6-0 13 -9 -12 t _ _________— 20-5 -0 7-6-0 6 -3 -12 6 -7-4 4x5 = Scale = 1:36.9 5.00 Fri 2 PI 15 16 14 �\ 3x4 4x5 � \\ 3 �' / \ � 17 W' � 4 IT B1 1 1 1 B2 - io 8 7 5 2x4 !\ 3x8 = 3x6 = 2x4 4x5 = 3x8 I 7 -6 -0 16-2 -4 20 -5 -0 0 -5 -8(0 1-3) 7-6-0 I 8 4 0- 5.5(0 -1-8) 4 -2 -12 1 Plate OffsetpldA)(4F;gfj1:0- 2- 4,0 -2 -0], [4:0 -1- 11,0 -0 -10] 1n1711/-25711 I LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.10 6 -8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.23 6 -8 >829 180 BCLL 0.0 * Rep Stress Incr YES WB 0.34 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 107 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -10 -5 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. SLIDER Right 2x6 SP No.2 1 -6 -0 I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 9= 604/0 -5 -8 (min. 0 -1 -8), 6= 1017/0 -5 -8 (min. 0 -1 -8) Max Horz 9= -95(LC 12) Max Uplift9=- 169(LC 12), 6=- 257(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -14 =- 546/160, 14- 15=- 461/161, 2 -15 =- 445/177, 2 -16 =- 461/184, 3 -16 =- 539/162, 3 -17 =- 373/366, 4 -17 =- 448/374, 1 -9 =- 539/229 BOT CHORD 8 -9 =- 53/125, 7 -8 =- 67/306, 6 -7 =- 67/306, 5 -6 =- 264/409, 4 -5 =- 476/492 WEBS 2- 8= 42/150, 3 -8 =- 28/182, 3 -6 =- 952/565, 1- 8=- 59/388 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 7 -6 -0, Exterior(2) 7 -6 -0 to 10 -6 -0 zone; cantilever right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 Ib uplift at joint 9 and 257 Ib uplift at joint 6. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss ri i T T O_ Ply _ -, YP 8 tY 882270 757 Common 14 1 A0081722 ■ �_ _[Job Referencejoptional) _ Building Component Supply. Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc Thu Dec 17 16:10:01 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- WgEGpjQoMoXCIMJnXwGNte5GQ3uU2IyPyOti4py80vK 7 - 6 - 0 13 -9 -12 20 -5 -0 7 - 6 - 0 I 6 -3.12 6-7-4 4x5 = Scale = 1:36.9 5.00 12 2 PR 15 16 14 3x4 3x4 3 ' \ 17 4x5 W1 / W5 4 = --// ` 5 go B1 - L] J B2 11 Ifg o 8 7 6 IBM 2x4 II 3x8 = 3x6 2x4 4x10 I 7 - 13 -9 -12 20-5 -0 0-5-80-1-8) t i 0 5- 8(0 -1-8) 7 - 6 -3-12 6 -7-4 Plate Offs ( tiYi;r Q- 1- 0,0 -1 -8], 15:0-6-13,Edge] gi #/_ =205# LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) 1 /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.08 8 -9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 I BC 0.57 Vert(TL) -0.21 8 -9 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 105 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4 -13 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. SLIDER Right 2x6 SP No.2 1 -6 -0 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer i Installation guide. REACTIONS. (Ib /size) 5= 811/0 -5 -8 (min. 0 -1 -8), 9= 811/0 -5 -8 (min. 0 -1 -8) Max Horz 9= -95(LC 12) Max UpliftS=- 205(LC 12), 9=- 221(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -14 =- 822/291, 14 -15 =- 738/292, 2 -15 =- 721/308, 2 -16 =- 734/311, 3 -16 =- 810/299, 3 -17 =- 1180/413, 4 -17 =- 1293/399, 4 -5 =- 438/0, 1 -9 =- 744/327 BOT CHORD 8 -9 =- 51/126, 7 -8 =- 296/1131, 6 -7 =- 296/1131, 5 -6 =- 296/1131 WEBS 2- 8= 0/292, 3 -8 =- 544/229, 3- 6= 0/208, 1 -8 =- 171/663 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 7 -6 -0, Exterior(2) 7 -6 -0 to 10 -6 -0 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 Ib uplift at joint 5 and 221 Ib uplift at joint 9. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job ss 8822T0 T58 Common Type ported Gable Qty Ply- 1 Job Reference (optional) AooBt723 , Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:10:02 2015 Page 1 I D: FOp6ELx916x0g8baddDVnQylfSU-_ soe03RQ65f3MWu _5docPrddVTMunJPYB2cFcFy8OvJ I 7-6-0 20 -5 -0 7-6-0 12 -11 -0 4x5 = Scale = 1:37.7 5.00 I 12 7 6 /1 \ 8 34 5 i i 9 35 33 1 - : 10 3 i i 11 2 i i 12 . Tg T' 13 ST 14 36 W ST 15 S' b 16 0 • • • • • ; • • • N • • • B2 • • Id? 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x4 == 3x6 I 20 -5 -0 20 -5 -0 Plate Offsets (X,Y)- [7:0- 2- 8,Edge] ___: -----=- LOADING (psf) SPACING- 2 -0 -0 CSI. 1 DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 1 Horz(TL) 0.00 16 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 135 Ib FT = 20% LUMBER - BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2x4 SP No.3 I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 32= 20/20 -5 -0 (min. 0- 1 -15), 16= 74/20 -5 -0 (min. 0- 1 -15), 26= 99/20 -5 -0 (min. 0- 1 -15), 27= 110/20 -5 -0 (min. 0- 1 -15), 28= 106/20 -5 -0 (min. 0- 1 -15), 29= 106/20 -5-0 (min. 0- 1 -15), 30= 111/20 -5 -0 (min. 0- 1 -15), 31= 85/20 -5 -0 (min. 0- 1 -15), 25= 110/20 -5 -0 (min. 0- 1 -15), 24= 106/20 -5 -0 (min. 0- 1 -15), 23= 107/20 -5 -0 (min. 0- 1 -15), 21= 107/20 -5 -0 (min. 0- 1 -15), 20= 105/20 -5 -0 (min. 0- 1 -15), 19= 113/20 -5 -0 (min. 0- 1 -15), 18= 78/20 -5 -0 (min. 0- 1 -15), 17= 183/20 -5 -0 (min. 0 -1 -15) Max Horz 32=- 102(LC 12) Max UpIift32= -14(LC 12), 27= -30(LC 12), 28= -41(LC 12), 29= -37(LC 12), 30= -40(LC 12), 31= -23(LC 12), 25= -31(LC 12), 24= -41(LC 12), 23= -37(LC 12), 21= -38(LC 12), 20= -37(LC 12), 19= -39(LC 12), 18= -27(LC 12), 17= -72(LC 12) Max Grav32 =26(LC 18), 16 =85(LC 17), 26= 104(LC 18), 27= 111(LC 21), 28= 107(LC 21), 29= 106(LC 1), 30= 111(LC 1), 31 =91(LC 17), 25= 111(LC 22), 24= 107(LC 22), 23= 107(LC 1), 21= 107(LC 22), 20= 105(LC 22), 19= 113(LC 1), 18 =78(LC 22), 17= 183(LC 22) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -32 =- 16/26, 1 -2= -9/15, 2 -3 =- 18/59, 3 -33 =- 31/113, 4 -33 =- 22/115, 4 -34 =- 43/150, 5 -34 =- 33/155, 5 -6 =- 55/191, 6 -7 =- 67/220, 7- 8=- 67/220, 8 -9 =- 55/190, 9 -35 =- 33/153, 10- 35=- 43/151, 10 -11 =- 45/119, 11 -12 =- 53/84, 12 -13 =- 62/61, 13 -14 =- 70/65, 14 -36 =- 73/64, 15 -36 =- 79/55, 15 -16 =- 130/79 BOT CHORD 31- 32=- 63/147, 30 -31 =- 63/147, 29 -30 =- 63/147, 28 -29 =- 63/147, 27 -28 =- 63/147, 26 -27 =- 63/147, 25 -26 =- 63/147, 24 -25 =- 63/147, 23 -24 =- 63/147, 22 -23 =- 63/147, 21 -22 =- 63/147, 20 -21 =- 63/147, 19 -20 =- 63/147, 18 -19 =- 63/147, 17- 18=- 63/147, 16 -17 =- 63/147 WEBS 7 -26= -77/0, 6 -27 =- 84/121, 5 -28 =- 80/120, 4 -29 =- 80/90, 3 -30 =- 83/134, 2 -31 =- 64/102, 8 -25 =- 84/121, 9 -24 =- 80/120, 10- 23=- 80/76, 11 -21 =- 80/77, 12- 20=- 79/76, 13 -19 =- 84/81, 14 -18 =- 62/59, 15 -17 =- 131/217 NOTES - 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =2ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Corner(3) 0 -1 -12 to 3 -1 -12, Exterior(2) 3 -1 -12 to 7 -6 -0, Corner(3) 7 -6 -0 to 10 -6 -0 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 Toads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 8)' This truss has been designed for a live Toad 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. Continued on page 2 - Job T JTruss Type Qty Ply A00817231 882270 T58 Common Supported Gable 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 1716:10:02 2015 Page 2 ID: FOp6ELx916x0g8baddDVnQyIfSU-_ soe03RQ65f3MWu _5docPrddVTMunJPYB2cFcFy8OvJ NOTES - 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint 32, 30 Ib uplift at joint 27, 41 Ib uplift at joint 28, 37 Ib uplift at joint 29, 40 Ib uplift at joint 30, 23 Ib uplift at joint 31, 31 Ib uplift at joint 25, 41 Ib uplift at joint 24, 37 Ib uplift at joint 23, 38 Ib uplift at joint 21, 37 Ib uplift at joint 20, 39 Ib uplift at joint 19, 27 Ib uplift at joint 18 and 72 Ib uplift at joint 17. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard o u ss Truss - - - - �T�uss Type -- - -- - - __ _QtY Ply A0081724 - - - -- i 8822TO VO1 1GABLE 1 ' g Component Supply, Green Cove Springs, FL Run 7 .FQ 6Ap 30 Job Reference 30 2015 MiTek Industries, Inc. Thu Dec 17 16:10:02 2015 Page 1 2 (optional) 3 Buildin Com nenl Su prin g Apr 2015 Print: 7.620 s Apr 30 p 6x0g8baddDVnQyIfSU-_ soe03RQ65f3MWu _5docPrdaFTKGnJJYB2cFcFy80vJ p 8 0 20 -0 -0 27 4 -11 27-14 b 20 -0 -0 7-4-11 0 3 0 17 G' 10 Scale = 1:45.7 4. !i 3x4 % I I 6 ' 3.00 12 3x6 ; - 8 5 =� ,.5 4 �� 3 1111 - WI S 5.00 12 16 2 J iuiiii . & 1 . 4 / 13 III 14 i 7 15 _� S ( 4 9-6-3 20 -0 -0 24 -0 -0 27-4-11 0 - -- 9. 15 ._ —=o- 8(0=1 =8} 0- 3- E(0 -5 -8_ - 10 -5 18) - 0 - 443(0-14i) 00 0_3_8r0_1_8 -11 • LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.01 8 -9 >999 240 MT20 244/190 TCDL 10.0Lumber DOL 1.25 3 102 BC 0.15 32 #/ Vert(TL) - 0.03 3#/ 9 9 >999 180 11' 4 # BCLL 0.0 11 ` 7/#1- Rep Sl ?f1r1Y YES UJB 0.07 -106 410rz(TL) -0.1g9 n/a n/i 80#! - 138#I -98# BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 96 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer ,Installation guide. REACTIONS. (Ib /size) 14= 329/0 -3 -8 (min. 0 -1 -8), 13= 317/0 -3 -8 (min. 0 -1 -8), 12= 325/0 -3 -8 (min. 0 -1 -8), 10 =303/0 -3 -8 (min. 0 -1 -8), 15= 117/0 -3 -8 (min. 0 -1 -8), 8= 138/0 -3 -8 (min. 0 -1 -8), 9= 380/0 -3 -8 (min. 0 -1 -8) Max Horz 15= 259(LC 8) Max Upliftl4=- 111(LC 8), 13=- 102(LC 8), 12 =- 106(LC 8), 10 = -98(LC 8), 8= -98(LC 8), 9 =- 114(LC 8) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -16 =- 27/23, 2 -16= -2/28, 2 -3 =- 42/78, 3-4 =- 62/114, 4 -5 =- 44/119, 5 -6 =- 83/162, 6 -7 =- 102/203, 7 -17 =- 129/240, 8- 17=- 117/250, 1- 15= -89/76 BOT CHORD 14 -15 =- 285/149, 13- 14=- 287/148, 12- 13=- 287/148, 11- 12=- 287/133, 10 -11 =- 273/147, 9 -10 =- 287/150, 8 -9 =- 292/144 WEBS 2 -14 =- 247/168, 3 -13 =- 238/143, 5 -12 =- 243/146, 6 -10 =- 229/139, 7 -9 =- 279/177 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL =5.0psf; h =25ft; B =45ft; L =27ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -5-4 to 3 -5-4, Interior(1) 3 -5-4 to 24 -3 -8 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) All plates are 2x4 MT20 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 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 14, 102 Ib uplift at joint 13, 106 Ib uplift at joint 12, 98 Ib uplift at joint 10, 98 Ib uplift at joint 8 and 114 Ib uplift at joint 9. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 14, 13, 12, 10, 15, 8, 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 8822T0 V02 Truss Type Qty Pfy Job truss y I 1 pe A0081725 GABLE 3 1 Buildi Com nent S prigs, - 0 ss Apr 30 2015 Print: 7 .6 Reference Apr 30 (optional)_ ; ng po apply, Green Cove S n F L - - -- Run: 7.62 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:10:02 2015 Page 1 ID:FO 6 Lx916x0 8baddDVnQy1fSU- _soe03RQ65f3MWu 5docPrda2TKynJJYB2cFcFy80vJ + 20 -0 -0 27 -4 -11 27 -14 20-0-0 I 7-4-11 0- -3 3x5 I I Scale = 1:50.9 8 9 7 19 I +e- ; iiiiiiIIIIIII 3x4 3x6 = -• 3.00 12 5 . j 4 o 4 dr 3 i 1 18 'S / 5.00 12 , ' 13 3x6 "' o o I 15 I o 16 I w 0. 4 9 -6 -3 20-0-0 _- 22 -0-0 27 -4 -11 1 __ 0- 3- 8(0 15 0 0- 3-8(0--1-8) 10 - 5- b 3 3 -R(0 -ate) 0-3-8(0- -3- -8(0 1 , „ 8(0-1,8)_ -- 5-4-11 1 ___0-9-1/6-1-81 Plate Offsets (X,Y) [8:u-2-4,u-1-8] LOADING (psf) SPACING- 2 -0 -0 CSI. I DEFL. in (loc) I /defl Ud PLATES GRIP TCLL 20.0 115#/0;Plate Grip BIT/W-109#1.25 319#/ - 99# 0.22 315#/-97/Wert(LL) 3104V -116#2 >999 1108#/0# 295#/- 2039T20 244/190 TCDL 10.0 LumberDOL 1.25 BC 0.17 I Vert(TL) - 0.0111 -12 >999 180 BCLL 0.0 • * Rep Stress Incr YES WB 0.07 I Horz(TL) -0.01 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) I Weight: 96 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: OTHERS 2x4 SP No.3 6 -0 -0 oc bracing: 12- 14,9 -10. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 16= 331/0 - 3 - 8 (min. 0 - 1 - 8), 17= 115/0 - 3 - 8 (min. 0 - 1 - 8), 11= 168/0 - 3 - 8 (min. 0 - 1 - 8), 15= 319/0 - 3 - 8 (min. 0 -1 - 8), 14= 315/0 - 3 -8 (min. 0 - 1 - 8), 12= 341/0 - - (min. 0 -1 -8), 10= 295/0 -3 -8 (min. 0 -1 -8) Max Horz 17= 241(LC 8) Max Upliftl6=- 109(LC 8), 15= -99(LC 8), 14= -97(LC 8), 12=- 116(LC 8), 10=- 203(LC 8) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -18 =- 20/21, 2 -18 =0/27, 2 -3 =- 40/77, 3-4 =- 60/112, 4 -5 =- 43/117, 5 -6 =- 80/159, 6 -7 =- 104/204, 7 -19 =- 104/219, 8 -19 =- 95/222, 8 -9 =- 123/248, 1- 17= -88/75 BOT CHORD 16- 17=- 271/142, 15 -16 =- 272/140, 14 -15 =- 272/140, 13 -14 =- 272/113, 12- 13=- 264/141, 11 -12 =- 271/134, 10 -11 =- 289/148, 9- 10=- 252/114 WEBS 2 -16 =- 248/169, 7 -11 =- 149/59, 3 -15 =- 239/139, 5 -14 =- 237/138, 6 -12 =- 253/151, 8 -10 =- 181/174 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =28ft; eave =4ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -5-4 to 3 -5-4, Interior(1) 3 -5-4 to 24 -0 -0 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) All plates are 2x4 MT20 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 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 Ib uplift at joint 16, 99 Ib uplift at joint 15, 97 Ib uplift at joint 14, 116 Ib uplift at joint 12 and 203 Ib uplift at joint 10. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 16, 17, 11, 15, 14, 12, 10. 8) "Semi -rigid pitchbreaks including heels” Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job fruss truss Type Qty Ply .A0081726 8822T0 V03 GABLE 2 1 ' Component S Job Reference (optional) Building po Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:10:03 2015 Page 1 I D: FOp6ELx916xOg8badd DVnQylfSU- S3LOEPS2tPnw _gTAeLJry3Alfsh ?WnhiQiMp8hy8ovl f 20-0-0 27 -0 -11 27 00 88-0-0 20-0-0 - 7-4 -11 0 Scale = 1:45.6 7 8 N 333x5 II i Iu, o 6 3x6 -_---- _ 3x4 3.00 12 5 t" 2 �� 0 4 C S 1 1,3 - 3 : ST' 0 <n - / r Z j 32 2 1 ' 5T7 1 IS011)' 5.00 12 1 . 1 ET T. . , 11 u.) • 575 =� q ETA 1 3x6 u; ETr 1 ST2 5T1 1 zo 1 13 i ll: C e 1 14 5 2 15 0 -5-4 9 -6 -3 20-0.0 21 -10 -4 27 -4 -11 - 10 -5 -13 1-10-4 5 -6 -7 Plate Offsets (X,Y) 9 1 ,i4 -1 -8�1 ] — 0 3 8(0=1 -15 0-3-8(0-1-8) 0=3=8(0-1-8) 0-3=8(0-1-8) 0-3-8(0-1-8) LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert LL) -0.00 9 -10 >999 240 i MT20 244/190 TCDL 10.0 117 Lumber DOL328#4- 11X#25 31 tyt10V. 12 31 r t) -0.01 9 -$49#/> 180 277#/ 48#/ - 71# BCLL 0.0 * Rep Stress Incr YES WB 0.06 Horz(TL) -0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 113 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 14= 328/0 -3 -8 (min. 0 -1 -8), 15= 117/0 -3 -8 (min. 0 -1 -8), 8= 48/0 -3 -8 (min. 0 -1 -8), 9= 277/0 -3 -8 (min. 0 -1 -8), 13= 319/0 -3 -8 (min. 0 -1 -8), 12= 318/0 -3 -8 (min. 0 -1 -8), 10= 329/0 -3 -8 (min. 0 -1 -8) Max Horz 15= 235(LC 8) Max UpIift14=- 111(LC 8), 8= -71(LC 8), 9= -74(LC 8), 13 =- 103(LC 8), 12 =- 104(LC 8), 10 =- 107(LC 8) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -32 =- 28/23, 2 -32= -3/28, 2 -3 =- 42/79, 3-4 =- 63/114, 4 -5 =- 45/119, 5-6 =- 83/162, 6 -33 =- 105/200, 7 -33 =- 87/205, 7 -8 =- 120/237, 1- 15= -89/77 BOT CHORD 14 -15 =- 261/138, 13 -14 =- 263/137, 12 -13 =- 263/137, 11 -12 =- 263/109, 10 -11 =- 249/137, 9 -10 =- 263/136, 8- 9=- 268/128 WEBS 2 -14 =- 247/167, 7 -9 =- 208/151, 3 -13 =- 239/143, 5 -12 =- 238/143, 6 -10 =- 247/148 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL =5.0psf; BCDL =5.0psf; h =25ft; B =45ft; L =27ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -5-4 to 3 -5-4, Interior(1) 3 -5-4 to 22 -1 -12 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) All plates are 2x4 MT20 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 Toad of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 14, 71 Ib uplift at joint 8, 74 Ib uplift at joint 9, 103 Ib uplift at joint 13, 104 Ib uplift at joint 12 and 107 Ib uplift at joint 10. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 14, 15, 8, 9, 13, 12, 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job truss Tru Type TPfy , A0081727' 8822T0 VO4 GABLE 12 1 • Dec 17 16:10:03 Building Component Supply, Green Cove Springs, FL Run: 7.6 D:F p 6ELx916xOg8baddDV nQ yffSU S3LOE ?Wnh Q 2015 Mp8h 0 8 0 20 - — — 274- -11 27� U - -.. _._ -- -- - - - - -- - - - - - - 20 -0 -0 7-4 -11 0 - Scale = 1:45.7 6x8 8 33 7 0 l 6 3x4 3x6 = 9 =' 3.00 12 5 4 S' 1 1 i � o ,♦ • Sr'0 v 3 • 17 cis I ' ET; �// M 2 : ET: 32 • IS ST7 /� 5.00 12 • _r 1 • 11 ST5 ET4 j 3x6 6 G -- ET2 • re .571 • s 7 13 iN : 6 14 e 0 -5-4 9 -6 -3 20 -0 -0 22 -0 -0 27 -4-11 ( ) --. 0 1-8] 9-Q-15 -_ 10-5-1_3_ 0-p 5-4-11 X,Y 0 Plate Offsets - ) - 0- 3- 8(0 -1 -8� 0 -3�(0= r8) 0-3-8(0-1-8) 0- 3- �(0 =1 =8r -- - 0= 3 rf 8(0= 1= 9Y 8(0 - 1 - 5) LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) 1/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert LL) -0.00 9 -10 >999 240 MT20 244/190 TCDL 10.0 117 #/ 0 #Lumber D0028#/-1°6f25 31Q - 99t�.12 31 84q) - 0.01 9 180 277 # / -71# 48#/ -66# BCLL 0.0 • Rep Stress Incr YES WB 0.06 Horz(TL) -0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 114 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide_ REACTIONS. (Ib /size) 14= 328/0 -3 -8 (min. 0 -1 -8), 15= 117/0 -3 -8 (min. 0 -1 -8), 8= 48/0 -3 -8 (min. 0 -1 -8), 9= 277/0 -3 -8 (min. 0 -1 -8), 13= 319/0 -3 -8 (min. 0 -1-8), 12= 318/0 -3 -8 (min. 0 -1 -8), 10= 329/0 -3 -8 (min. 0 -1 -8) Max Horz 15= 223(LC 8) Max Upliftl4=- 106(LC 8), 8= -66(LC 8), 9= -71(LC 8), 13= -99(LC 8), 12=- 100(LC 8), 10=- 103(LC 8) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -32 =- 28/23, 2 -32= -3/28, 2 -3 =- 42/79, 3-4 =- 63/114, 4 -5 =- 45/119, 5 -6 =- 83/162, 6 -33 =- 105/200, 7 -33 =- 87/205, 7 -8 =- 114/229, 1- 15= -89/77 BOT CHORD 14-15=-254/135, 13-14=-256/133, 12 -13 =- 256/134, 11 -12 =- 256/106, 10- 11=- 242/134, 9 -10 =- 256/133, 8- 9=- 254/121 WEBS 2 -14 =- 247/167, 7 -9 =- 207/135, 3 -13 =- 239/139, 5 -12 =- 238/139, 6 -10 =- 247/144 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =28ft; eave =4ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -5-4 to 3 -5-4, Interior(1) 3 -5-4 to 22 -1 -10 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) All plates are 2x4 MT20 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 106 Ib uplift at joint 14, 66 Ib uplift at joint 8, 71 Ib uplift at joint 9, 99 Ib uplift at joint 13, 100 Ib uplift at joint 12 and 103 Ib uplift at joint 10. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 14, 15, 8, 9, 13, 12, 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job iTruss - Truss Type - Qty ?PTy - li i i A00817281 8822T0 .V05 GABLE '1 1 ' v I j - _ Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:10:04 2015 Page 1 ID: FOp6ELx916x0g8badd DVnQylfSU- wFvORkSgejvncp2MC2g4VGjxiG2LFDrreM5Mh8y80vH I 18 -0 -0 18-0-0 5.0012 13 1 Scale = 1:38.9 29 12 i 3x6 11 i 10 1 8 9 7 8 1 W 5 ST10 11 4 ST) 3 1 T ST7 2 28 i 1 ��1I r . : i i B1 ! i .I n , H B2' 0 D 3x4 27 26 25 24 23 22 21 20 19 18 17 16 15 3x6 -- 18 -0 -0 18-0-0 LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 124 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2x4 SP No.3 a M iTek e recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 1= 85/18 -0 -0 (min. 0- 1 -10), 15= 40/18 -0 -0 (min. 0- 1 -10), 16= 107/18 -0 -0 (min. 0- 1 -10), 17= 108/18 -0 -0 (min. 0- 1 -10), 18= 107/18 -0 -0 (min. 0- 1 -10), 19= 107/18 -0-0 (min. 0- 1 -10), 21= 107/18 -0 -0 (min. 0- 1 -10), 22= 107/18 -0 -0 (min. 0- 1 -10), 23= 107/18 -0 -0 (min. 0- 1 -10), 24= 105/18 -0 -0 (min. 0- 1 -10), 25= 116/18 -0 -0 (min. 0- 1 -10), 26= 64/18 -0 -0 (min. 0- 1 -10), 27= 212/18 -0 -0 (min. 0 -1 -10) Max Horz 1= 293(LC 12) Max UpIift15= -16(LC 12), 16= -34(LC 12), 17= -39(LC 12), 18= -37(LC 12), 19= -38(LC 12), 21= -37(LC 12), 22= -37(LC 12), 23= -38(LC 12), 24= -37(LC 12), 25= -40(LC 12), 26= -23(LC 12), 27= -74(LC 12) Max Grav1 =92(LC 18), 15 =40(LC 1), 16= 107(LC 1), 17= 108(LC 1), 18= 107(LC 1), 19= 107(LC 1), 21= 107(LC 1), 22= 107(LC 1), 23= 107(LC 1), 24= 105(LC 1), 25= 116(LC 1), 26 =64(LC 1), 27= 212(LC 1) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 463/156, 2 -28 =- 399/114, 3 -28 =- 398/123, 3-4 =- 374/119, 4 -5 =- 337/106, 5 -6 =- 303/94, 6 -7 =- 268/82, 7 -8 =- 234/70, 8 -9 =- 199/49, 9- 10=- 197/58, 10 -11 =- 165/46, 11 -29 =- 129/29, 12 -29 =- 125/34, 12 -13 =- 78/21, 13- 14= -23/9, 14- 15= -31/50 BOT CHORD 1- 27 = -1/0, 26- 27 = -1/0, 25- 26 = -1/0, 24- 25 = -1/0, 23- 24 = -1/0, 22- 23 = -1/0, 21- 22 = -1/0, 20- 21 = -1/0, 19- 20 = -1/0, 18- 19 = -1/0, 17- 18 = -1/0, 16- 17 = -1/0, 15- 16 = -1/0 WEBS 13 -16 =- 79/128, 12 -17 =- 82/121, 11 -18 =- 80/80, 10 -19 =- 80/77, 8 -21 =- 80/77, 7 -22 =- 80/77, 6 -23 =- 80/77, 5 -24 =- 79/76, 4- 25=- 86/85, 3 -26 =- 52/52, 2- 27=- 152/228 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =2ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Corner(3) 0 -8 -12 to 3 -8 -12, Exterior(2) 3 -8 -12 to 17 -10-4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4 -0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 Ib uplift at joint 15, 34 Ib uplift at joint 16, 39 Ib uplift at joint 17, 37 Ib uplift at joint 18, 38 Ib uplift at joint 19, 37 Ib uplift at joint 21, 37 Ib uplift at joint 22, 38 Ib uplift at joint 23, 37 Ib uplift at joint 24, 40 Ib uplift at joint 25, 23 Ib uplift at joint 26 and 74 Ib uplift at joint 27. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard TJ66 Truss Truss Type Qty Ply A0081729 1.882270 V06 GABLE 1 1 • Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MTek Industries, Inc. Thu Dec 1716:10:04 2015 Page � 1 � ID: FOp6ELx916x0g8baddDVnQytfSU- wFvORkSgejvncp2MC2g4VGjx0G 1 xFDMreM5Mh8y80vH 23-11-0 23-11-0 5.00 12 16 17 Scale = 1:50.8 34 14 13 12 11 5x6 9 8 �lr I 7 s■ WT' 5 6 ' ST' 3 4 5 ; 1 S 2 4 ST9 S 0 3 .1:, ST5 ET7 STB 5 1 ' i • ••.•.•7•'J � :w' D ' :Jw'�'OJw'�'�7� w'�7�'�' • • AC - - 3x4 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 5x6 = 23-11-0 23 -11 -0 Plate Offsets (X,Y)- [8:0- 3- 0,0 -3 -01, [27_0- 3 -0,0 -3 -0] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 18 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 198 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 17 -18, 16 -19, 15 -20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb /size) 1= 105/23 -11 -0 (min. 0 -2 -3), 18= 41/23 -11 -0 (min. 0 -2 -3), 19= 106/23 -11 -0 (min. 0 -2 -3), 20= 109/23 -11 -0 (min. 0 -2 -3), 21= 107/23 -11 -0 (min. 0 -2 -3), 22= 107/23 -11-0 (min. 0 -2 -3), 23= 107/23 -11 -0 (min. 0 -2 -3), 24= 107/23 -11 -0 (min. 0 -2 -3), 25= 106/23 -11 -0 (min. 0 -2 -3), 26= 111/23 -11 -0 (min. 0 -2 -3), 27= 106/23 -11 -0 (min. 0 -2 -3), 28= 102/23 -11 -0 (min. 0 -2 -3), 29= 108/23 -11 -0 (min. 0 -2 -3), 30= 103/23 -11 -0 (min. 0 -2 -3), 31= 123/23 -11 -0 (min. 0 -2 -3), 32= 34/23 -11 -0 (min. 0 -2 -3), 33= 264/23 -11 -0 (min. 0 -2 -3) Max Horz 1= 394(LC 12) Max Upliftl8= -17(LC 12), 19= -34(LC 12), 20= -39(LC 12), 21= -37(LC 12), 22= -37(LC 12), 23= -37(LC 12), 24= -37(LC 12), 25= -38(LC 12), 26= -38(LC 12), 27= -41(LC 12), 28= -30(LC 12), 29= -39(LC 12), 30= -37(LC 12), 31= -42(LC 12), 32= -14(LC 12), 33= -92(LC 12) Max Gray 1= 127(LC 12), 18 =41(LC 1), 19= 106(LC 1), 20= 109(LC 1), 21= 107(LC 1), 22= 107(LC 1), 23= 107(LC 1), 24= 107(LC 1), 25= 106(LC 1), 26= 111(LC 1), 27= 106(LC 1), 28= 102(LC 1), 29= 108(LC 1), 30= 103(LC 1), 31= 123(LC 1), 32 =34(LC 1), 33= 264(LC 1) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 608/207, 2 -3 =- 529/165, 3-4 =- 510/166, 4 -5 =- 473/152, 5 -6 =- 439/140, 6 -7 =- 403/127, 7 -8 =- 373/117, 8 -9 =- 339/107, 9-10=-303/94, 10-11=-269/82, 11- 12=- 234/70, 12 -13 =- 199/58, 13 -14 =- 165/46, 14 -34 =- 129/29, 15 -34 =- 125/34, 15 -16 =- 78/21, 16- 17= -24/9, 17- 18= -31/51 BOT CHORD 1- 33 = -3/3, 32- 33 = -3/3, 31- 32 = -3/3, 30- 31 = -3/3, 29- 30 = -3/3, 28- 29 = -3/3, 27- 28 = -3/3, 26- 27 = -0/0, 25- 26 = -0/0, 24- 25 = -0/0, 23- 24 = -0/0, 22- 23 = -0/0, 21- 22 = -0/0, 20- 21 = -0/0, 19- 20 = -0/0, 18- 19 = -0/0 WEBS 16- 19=- 78/127, 15 -20 =- 82/121, 14- 21=- 80/81, 13- 22=- 80/77, 12 -23 =- 80/77, 11 -24 =- 80/77, 10- 25=- 79/77, 9- 26=- 85/78, 8 -27 =- 80/83, 7 -28 =- 75/67, 6 -29 =- 81/79, 5 -30 =- 79/75, 4 -31 =- 89/92, 3 -32 =- 32/34, 2 -33 =- 188/272 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =2ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Corner(3) 0 -8 -12 to 3 -11 -0, Exterior(2) 3 -11 -0 to 23 -9 -4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4 -0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. Continued on page 2 1 Job Truss Truss Type Qty IPIy A0081729 882270 VO6 GABLE 1 1 • 1 • Job Reference (optional) i Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 dvSTek Industries, Inc. Thu Dec 17 16:10:04 2015 Page 2 ID: FOp6ELx916x0g8baddDVnQyIfSU- wFvORkSgejvncp2MC2g4VGjx0G1xFDMreM5Mh8y8OvH NOTES - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 Ib uplift at joint 18, 34 Ib uplift at joint 19, 39 Ib uplift at joint 20, 37 Ib uplift at joint 21, 37 Ib uplift at joint 22, 37 Ib uplift at joint 23, 37 Ib uplift at joint 24, 38 Ib uplift at joint 25, 38 Ib uplift at joint 26, 41 Ib uplift at joint 27, 30 Ib uplift at joint 28, 39 Ib uplift at joint 29, 37 Ib uplift at joint 30, 42 Ib uplift at joint 31, 14 Ib uplift at joint 32 and 92 Ib uplift at joint 33. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job fruss truss Type Qty Ply --' A0081730' 8822T0 V07 GABLE 1 1 • 1 1 Job Reference (optional) i Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MMMTek Industries, Inc. Thu Dec 1716:10:05 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- ORTmf4TIP01 eDzdZmmU l UF66gNOgf?tOrwDay80vG I 24 -11-8 1 24-11-8 5.00 18 19 Scale = 1:53.0 X 17 16 15 , 14 , - 13 , 12 , 5x6 -% 11 9 10 g' • I 7 8 � �i1 '6 6 S I 3 if' 4 5 5 g= ST' 1 ST ' 2 4 -T8 ST9 S 0 3 , ST6 ST7 25T1 : ET4 ET5 ST2 ST3 1 3x4 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x6 24 -11 -8 24 -11 -8 Plate Offsets (X,Y)- [9:0- 3- 0,0 -3-4] - LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) 1 /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 20 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 213 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 19 -20, 18 -21, 17 -22, 16 -23 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 1= 94/24 -11 -8 (min. 0 -2-4), 20= 41/24 -11 -8 (min. 0 -2-4), 21= 106/24 -11 -8 (min. 0 -2 -4), 22= 109/24 -11 -8 (min. 0 -2-4), 23= 107/24 -11 -8 (min. 0 -2-4), 24= 107/24 -11-8 (min. 0 -2 -4), 25= 107/24 -11 -8 (min. 0 -2-4), 26= 107/24 -11 -8 (min. 0 -2-4), 27= 107/24 -11 -8 (min. 0 -2-4), 28= 107/24 -11 -8 (min. 0 -2-4), 29= 107/24 -11 -8 (min. 0 -2-4), 31= 107/24 -11 -8 (min. 0 -2-4), 32= 107/24 -11 -8 (min. 0 -2-4), 33= 107/24 -11 -8 (min. 0 -2-4), 34= 104/24 -11 -8 (min. 0 -2-4), 35= 119/24 -11 -8 (min. 0 -2-4), 36= 50/24 -11 -8 (min. 0 -2-4), 37= 237/24 -11 -8 (min. 0 -2-4) Max Horz 1= 411(LC 12) Max Uplift20= -17(LC 12), 21= -33(LC 12), 22= -39(LC 12), 23= -37(LC 12), 24= -37(LC 12), 25= -37(LC 12), 26= -37(LC 12), 27= -37(LC 12), 28= -37(LC 12), 29= -37(LC 12), 31= -37(LC 12), 32= -37(LC 12), 33= -38(LC 12), 34= -37(LC 12), 35= -41(LC 12), 36= -19(LC 12), 37= -83(LC 12) Max Gray 1= 138(LC 12), 20 =41(LC 1), 21= 106(LC 1), 22= 109(LC 1), 23= 107(LC 1), 24= 107(LC 1), 25= 107(LC 1), 26= 107(LC 1), 27= 107(LC 1), 28= 107(LC 1), 29= 107(LC 1), 31= 107(LC 1), 32= 107(LC 1), 33= 107(LC 1), 34= 104(LC 1), 35= 119(LC 1), 36 =50(LC 1), 37= 237(LC 1) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 642/219, 2 -3 =- 570/182, 3-4 =- 548/180, 4 -5 =- 511/166, 5 -6 =- 477/154, 6 -7 =- 442/142, 7 -8 =- 407/130, 8 -9 =- 373/109, 9 -10 =- 370/118, 10 -11 =- 338/106, 11 -12 =- 303/94, 12- 13=- 269/82, 13 -14 =- 234/70, 14- 15=- 199/58, 15 -16 =- 165/46, 16 -38 =- 129/29, 17 -38 =- 125/34, 17 -18 =- 78/21, 18- 19= -24/9, 19- 20= -31/51 BOT CHORD 1- 37 = -0/0, 36- 37 = -0/0, 35- 36 = -0/0, 34- 35 = -0/0, 33- 34 = -0/0, 32- 33 = -0/0, 31- 32 = -0/0, 30- 31 = -0/0, 29- 30 = -0/0, 28- 29 = -0/0, 27- 28 = -0/0, 26- 27 = -0/0, 25- 26 = -0/0, 24- 25 = -0/0, 23- 24 = -0/0, 22- 23 = -0/0, 21- 22 = -0/0, 20- 21 = -0/0 WEBS 18 -21 =- 78/126, 17 -22 =- 82/121, 16 -23 =- 80/81, 15 -24 =- 80/77, 14 -25 =- 80/77, 13 -26 =- 80/77, 12 -27 =- 80/77, 11- 28=- 80/77, 10- 29=- 80/77, 8 -31 =- 80/77, 7 -32 =- 80/77, 6 -33 =- 80/77, 5 -34 =- 79/76, 4 -35 =- 87/89, 3 -36 =- 43/43, 2 -37 =- 169/242 NOTES - 1) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =25ft; eave =2ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Corner(3) 0 -8 -12 to 3 -7 -8, Exterior(2) 3 -7 -8 to 24 -9 -12 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4 -0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. Continued on page 2 Job Truss Truss Type Qty Ply A0081730 8822T0 V07 GABLE 1 1 A • Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MMMTek Industries, Inc. Thu Dec 17 16:10:05 2015 Page 2 ID: FOp6ELx916xOg8baddDVnQylfSU- ORTmf4TIP01 eDzdZmmLJ1 UF669NOyf?tOrwDay8OvG NOTES - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 Ib uplift at joint 20, 33 Ib uplift at joint 21, 39 Ib uplift at joint 22, 37 Ib uplift at joint 23, 37 Ib uplift at joint 24, 37 Ib uplift at joint 25, 37 Ib uplift at joint 26, 37 Ib uplift at joint 27, 37 Ib uplift at joint 28, 37 Ib uplift at joint 29, 37 Ib uplift at joint 31, 37 Ib uplift at joint 32, 38 Ib uplift at joint 33, 37 Ib uplift at joint 34, 41 Ib uplift at joint 35, 19 Ib uplift at joint 36 and 83 Ib uplift at joint 37. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Jobs 7T rus — ' Qh Ply 4 Job Reference (optional) Com p onent Supply R 0081696 88u27 O y 731 ,Green Cove Springs, 9 s, FL - - - HALF HIP GIRDER Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:48 2015 Page 2 ID: FOp6ELx916x0g8baddDVnQylfSU- OAxL4GGePou2hMgHGhXKru21 kpMLVnvVztDW63y80vX NOTES - 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4324 Ib down and 1391 Ib up at 3 -6 -0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (pIf) Vert: 1- 3 = -100, 4- 8 = -629, 11- 13 = -10, 9- 11=- 555(F = -545) Concentrated Loads (Ib) Vert: 11=- 4069(F) Job Truss truss Type — Qty 1Ply 8822T0 T32 HALF HIP GIRDER 1 3 A0081697 IJob Reference (optional) _ r Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Th u Dec 17 16:09:48 2015 Page 1 J ID: FOp6ELx916xOg8baddDVnQytfSU- OAxL4GGePou2h MgHGhXKnr25CpPN/plVztDW63y80vX 3 - 5 - 8 7 -10 -4 12 -3 -0 - 3-5-8 4-4 -12 4-4 -12 7.00 12 Scale = 1:22.9 - II T1 3x4 -- 4x6 = 3x4 5x12 — 4 5 1 1W4 T2 • U w w2 r /6 8 10 11 7 5x6 = 12 13 9 7x10 — THD26 THD26 THD26 THD26 5x6 = 6 0- 5- 8(0 -1 -13) 2109 8(0 - - 11) 4661#/-590# 4237#/ -345# 3 -5 -8 7 -10-4 12 -3 -0 3 -5 -8 4-4-12 4 -4-12 Plate OffsetsJX,Y)— [1:0- 1- 12,0 - 1_8],[3:0- 7- 8,0 -1- 12],[5:0- 2- 4,0 -2- 0],[6.0- 2 -4,0 -1 -1 17 :0 2- 4,0- 3- 0][8 0 -3- 12,0 -5- 4],[9:0- 3- 0,0 -3-4]_ LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.05 7 -8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(TL) -0.12 7 -8 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.72 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix -M) Wind(LL) 0.05 7 -8 >999 240 Weight: 304 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except* TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except T2: 2x6 SP No.2 end verticals. BOT CHORD 2x8 SP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4 SP No.3 *Except* W4,W2: 2x6 SP No.2, W7: 2x4 SP No.2 REACTIONS. (Ib /size) 6= 4204/0 -3 -8 (min. 0- 1 -11), 9= 4661/0 -5 -8 (min. 0 -1 -13) Max Horz 9= 215(LC 32) Max Uplift6=- 345(LC 5), 9=- 590(LC 5) Max Grav6= 4237(LC 2), 9= 4661(LC 1) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 428/84, 3 -8= 463/2857, 2 -3 =- 129/193, 3-4 =- 8610/1230, 4 -5 =- 7290/746, 5 -6 =- 3970/354, 1 -9 =- 334/50 BOT CHORD 8 -9 =- 1136/7767, 8 -10 =- 746/7290, 10 -11 =- 746/7290, 7 -11 =- 746/7290, 7 -12 =- 19/280, 12 -13 =- 19/280, 6 -13 =- 19/280 WEBS 4 -8 =- 1010/1843, 4 -7 =- 2868/274, 5 -7 =- 790/7613, 1 -3 =- 126/263, 3 -9 =- 8602/1112 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0 -9 -0 oc, 2x6 - 2 rows staggered at 0 -9 -0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0 -9 -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) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 3.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional); end vertical left exposed; Lumber DOL =1.60 plate grip DOL =1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 345 Ib uplift at joint 6 and 590 Ib uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2 -0 -0 oc max. starting at 5 -6 -12 from the left end to 11 -6 -12 to connect truss(es) FT03 (1 ply 2x4 SP) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3688 Ib down and 752 Ib up at 3 -7 -8 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 I -"_ truss rrussType Pl r 8822TO , T32 HALF HIP GIRDER 1 • 1.0081697 Component Green Cove Springs, FL 3 Job Reference (optional) Building p Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:48 2015 Page 2 ID: FOp6ELx916x0g8badd DVnQy1fSU- OAxL4GGePou2hMgHGhXKru25CpPfVpIVztDW63y80vX LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1- 2 = -100, 3 -5= -526, 6 -9 = -10 Concentrated Loads (lb) Vert: 7=-44(B) 10=-3597 11=-44(B) 12=-44(B) 13=-44(B) Job Truss 'Truss Type Qt - Pl 8822T0 T33 Hip Girder 1 A0081698 _ 4 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 1716:09:51 2015 P 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- pldUjIlWijGdYgZsxps lTXgVl1 P ?i6WxfrSAjOy8OvU 3 7 8 8-75 - 13-8-10 18 9 8 247 8 27 -9 8 30-3-4 4 35 11 -0 41-3-8 8 4411-0 I I I I I I I f 3 -7-8 3 4-11-13 4 5-1-5 5 5 -0-14 7 5 -10-0 8 3-2-0 13- 5-1 5 -7 -12 12 5-4-8 13 3-7- _ _ - g °� 3 - �" I Scale = 1 [ 90.3 7.00 12 c 6 6.00 12 9 5x8 2 1 0 0 0 6x12 = 4x5 It' 1 eg 1 \ / ii. 1, 4 . _ 1._�..ralil iYi'� :lii�n 7X10 = ° 1 ° 0.5 8 @ -1 -8 27 26 25 0 -3 8 0 - -3 39 4041 43 20 18 45 47 48 10x12 4951 5052 4x6 0.5 8((0 -3 -12) 2 �1 6x6 = 4x5 = 6x8 = 1986§}4 f 12769tf/0# 4x10 = 10x12 = 3x6 II 12x12 = 3-7-8 8-7-5 13 -8 -10 18.9-818 1 -11 24-7-8 27 -9-8 30-3 -4 35-11-0 41-3 -8 44-11-0 1 3 -7-8 I 4 -11 -13 5-1-5 I 5-0-14 0-2-3 5 -7 -12 I 3-2-0 1 2 -5-12 1 5-7 -12 I 5-4-8 I 3-7-8 Plate Offsets (X,Y)- [2:0- 5- 8,0 -1-8], [8:0- 2- 8,0- 1 -12], [10:0- 2 -0,0 -1-8], [12:0- 4 -0,0- 1 -12], [14:0- 8- 12,Edge], [15:0 -0-0,0-2 -10], [16:0- 3 -0,0-0-8], [17:0-3-8,0-6-4], [18:0- 6 -0,0 -6 -4], [21:0- 3- 8,0 -5-8], [22:0 -4- 12,0 -5-4], [28:0-2-4,0-1-8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) -0.15 16 -17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.84 Vert(TL) -0.41 16 -17 >768 180 BCLL 0.0 * Rep Stress Incr NO WB 0.97 Horz(TL) 0.05 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 2174 lb FT = 20% L LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4 -7 -10 oc purlins, except T5: 2x6 SP No.2 end verticals. BOT CHORD 2x8 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. B3: 2x6 SP No.2, B5: 2x8 SP SS WEBS 2x4 SP No.3 *Except* W16,W9,W15: 2x6 SP No.2, W10: 2x4 SP No.1, W14,W11: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb /size) 15= 10924/0 -5-8 (min. 0- 3 -12), 28 =- 937/0 -5 -8 (min. 0 -1-8), 22= 15383/0 -3-8 (req. 0 -5 -14) Max Horz 28= 800(LC 8) Max Uplift28=- 1331(LC 20), 22=- 434(LC 8) Max Gray 15= 12769(LC 20), 28 =24(LC 5), 22= 19866(LC 2) FORCES. (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 36/1571, 2 -27= 0/734, 2 -3 =- 141/87, 3-4 =- 149/169, 4 -32= 0/2142, 5 -32= 0/2142, 5-6= 0/3678, 6 -7= 0/3678, 7 -33= 0/3662, 8- 33= 0/3662,8 -9 =- 4116/166, 9 -10 =- 4116/166, 10 -11 =- 7869/216, 11 -34 =- 7869/216, 12 -34 =- 7869/216, 12 -13 =- 196/88, 14-16=0/3129, 13-14=-176/61, 14- 15=- 23396/0, 1 -28 =- 15/1318 BOT CHORD 27-28=-811/747, 26-27=-1333/114, 25-26=-1153/0, 25-35=-1153/0, 24-35=-1153/0, 24-36=-2204/0, 36-37=-2204/0, 23 -37 =- 2204/0, 22- 23=- 162/221, 7 -22 =- 391/185, 22- 38=- 489/4116, 38- 39=- 489/4116, 39- 40=- 489/4116, 40- 41=- 489/4116, 21- 41= 489/4116, 21- 42=- 533/6485, 42- 43=- 533/6485, 43 -44 =- 533/6485, 20 -44 =- 533/6485, 19- 20=- 533/6485, 19 -45 =- 533/6485, 18 -45 =- 533/6485, 18- 46=- 353/7988, 46- 47=- 353/7988, 47- 48=- 353/7988, 48- 49=- 353/7988, 49- 50=- 353/7988, 17 -50 =- 353/7988, 17-51=0/21749, 51- 52= 0/21749, 52- 53= 0/21749, 53- 54= 0/21749, 16- 54= 0/21749, 15- 16= 0/21030 WEBS 2-4= 0/2171, 2 -26 =- 182/420, 4 -26 =- 196/255, 4 -24 =- 2445/193, 5 -24 =- 30/3033, 22- 24=- 621/520, 5 -22 =- 3659/211, 8-22=-15518/150, 8-21=0/13011, 10-18=-24/6010, 11-18=-353/144, 12-18=-845/269, 12-17=0/12715, 12 -14 =- 15033/356, 14-17=-14806/0, 1-27=-1432/51, 10-20=-85/2098, 10-21=-8178/154 NOTES - 1) 4 -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, 2x6 - 2 rows staggered at 0 -9 -0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0 -5 -0 oc, 2x6 - 2 rows staggered at 0 -9 -0 oc. Webs connected as follows: 2x4 - 1 row at 0 -9 -0 oc, 2x6 - 2 rows staggered at 0 -9 -0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A -307) in the center of the member w /washers at 4 -0 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only Toads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 4.2psf; BCDL= 6.0psf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional); Lumber DOL =1.60 plate grip DOL =1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. Continued on page 2 Job 7Tkiss - Truss yep Qty _ TRY A0081698 Supply, T33 - Hip Girder _ J Apr i - Job Reference (optional) Bu Industries, 88u2T0 _ _. ! 1 0 30 2015 Print: 7.620 s Apr 302015 MiTe1 Inc. u Dec Wx 17 1 :09:51 2015 Page 2 1D: ELx916x0 8baddDVnQ fSU- p IdUjIIWijGdY Zsx 51TX VI1P.i6frSAO 8OvU Su I , Green Cove FL Run: 7.62 NOTES - 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) WARNING: Required bearing size at joint(s) 22 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1331 Ib uplift at joint 28 and 434 Ib uplift at joint 22. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 472 Ib down at 12 -10 -8, 188 Ib down and 146 Ib up at 13 -6 -12, 188 Ib down and 146 Ib up at 15 -6 -12, 188 Ib down and 146 Ib up at 17 -6 -12, 886 Ib down at 19 -7 -12, 886 Ib down at 21 -7 -12, 873 Ib down at 23 -7 -12, 873 Ib down at 25 -7 -12, 873 Ib down at 26 -7 -12, 246 Ib down and 169 Ib up at 26- 11 -12, 1426 Ib down at 27 -9 -8, 246 Ib down and 169 Ib up at 28- 11 -12, 1089 Ib down at 29 -3-4, 272 Ib down and 169 Ib up at 30- 11 -12, 1089 Ib down at 31 -3-4, 242 Ib down and 169 Ib up at 32 -5 -12, 1089 Ib down at 33 -3-4, 242 Ib down and 169 Ib up at 34 -5 -0, 1062 Ib down at 35 -3-4 272 Ib down and 169 Ib up at 36 -4-4, 1062 Ib down at 37 -3-4, 272 Ib down and 169 Ib up at 37 -10-4, 1062 Ib down at 39 -3-4, 246 Ib down and 169 lb up at 39 -4-4, and 3927 Ib down at 41 -2 -12, and 348 Ib down and 221 Ib up at 41-4 -4 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1-2=-70, 3- 13 = -70, 14- 15 = -70, 23- 28 = -20, 16- 22=- 549(F= -529), 16- 29 = -20 Concentrated Loads (Ib) Vert: 16=- 4275(F= -3927, B = -348) 19=- 198(B) 24 =10(F) 20=- 371(F) 35=- 304(F) 36 =10(F) 37 =10(F) 38=- 227(F) 40=- 227(F) 41=- 223(F) 42=- 223(F) 43=- 223(F) 44=- 198(B)45=- 282(F)46=- 507(F= -282, B =- 224)47=- 224(B)48=- 282(F)49=- 224(B)50 =- 275( F) 51 =- 224( B )52=- 275(F)53=- 224(B)54=- 473(F= -275, B = -198) Job truss truss Type Taty Ply 1 1182270 T34 Half H Run: 7.620 s r 30 2015 Pr nt Job Reference s Apr (optional) A Q 081 99 Building Component Supply, Green Cove Springs, FL Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:51 2015 Page 1 ID: FOp6ELx916x0g8badd DVnQylfSU -pldUj I I WijGdYgZsxp51 TXgaA1 QI iFtxfrSAjOy80vU 3.7-8 I 11 -2-0 _ 18 -9 -8 _ 25 -3 -0 3-7-8 7-6-8 7-7-8 6 -5 -8 3x6 = 4x10 = 2x4 I' Scale = 1:63.2 3 16 4 17 5 6 18 7 Y u K1111■111MIF n 11 / • N 7.00 12 4x10 % c c — 2 • 15 �o! " ,,. v 1 , ,, .. ,,„ .,,:,....... :ye::atm■m■■ _ :r F 4X5 = 20 8 IQ 2 14 13 12 11 10 19 0 -5 -8 1 8) 3x6 = 3x8 = 0- 3- 8(0 -1 -13) 650#/ - 129#3.7.8 11 - 18 154k6 25 -3 -0 3 -7 -8 7-6-8 7 - 0 - -3 6 -3 -5 Plate Offsets (X,Y1_ [1:0 -1- 12,0 -1- 8],[2:0 -5- 12,0 -1 -12L . ■ LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 r TC 0.64 Vert(LL) -0.15 10 -11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.28 10 -11 >792 180 BCLL 0.0 * Rep Stress Incr YES 1 WB 0.44 Horz(TL) -0.05 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix -M) Weight: 245 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B3: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 6 -9 OTHERS 2x4 SP No.3 WEBS Web Brace: Length (member) 8 -0 -5 (7 - 8); 8 -1-6 (2-4); 6 -0 -12 (2 -11); T- Brace: 2x4 SP No.3 - 4 -11, 6 -11 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131 "x3 ") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationg_uide_ REACTIONS. (Ib /size) 14= 650/0 -5 -8 (min. 0 -1 -8), 9= 1347/0 -3 -8 (min. 0 -1 -13) Max Horz 14= 391(LC 12) Max Upliftl4=- 129(LC 8), 9=- 569(LC 9) Max Gray 14= 650(LC 1), 9= 1542(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -15 =- 624/147, 2 -15 =- 534/157, 2 -13 =- 113/113, 2 -3 =- 188/145, 3 -16 =- 135/151, 4 -16 =- 135/151, 4 -17 =- 284/181, 5 -17 =- 284/181, 5 -6 =- 284/181, 6- 18 = -6/2, 7- 18 = -6/2, 7 -8 =- 156/110, 1 -14 =- 625/139 BOT CHORD 13- 14=- 435/401, 12- 13=- 473/659, 11- 12= -473/659, 11- 19=- 124/44, 10 -19 =- 124/44, 9- 10= 0/193, 6 -9 =- 1216/665, 9 -20 =- 129/47, 8 -20 =- 129/47 WEBS 2 -4=- 326/107, 2 -11 =- 448/330, 4 -11 =- 264/255, 6 -11 =- 390/740, 6 -8 =- 92/254, 1 -13 =- 117/515 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =25ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C-C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 3 -9-4, Exterior(2) 3 -9-4 to 8 -0 -3 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 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 Ib uplift at joint 14 and 569 Ib uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1 Job truss - Truss Type (sty Pfy� , ' I A0081700 ' 1 j 882270 735 Half Hip 1 ' Job Reference (optional) Building Component Supply, Green Cove Springs, FL - _ -- - - Run: 7.620 s Apr 30 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:52 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- HxBsweJ8T 1 OU9z73VXcGOkDIzRmERjC4uVBkGgy8OvT F 3 7 -8 I 11-2-0 - 8 98 _ 6 25-3-0 -5 -8 -I 3x6 - 4x10 2x4 II Scale = 1:58.7 3 16 4 17 5 6 18 7 Y 11• K - 11 p 11 11 I� 4 �1 11 T ' N 7.00 12 4X10 n 6 2 . o 15 l e' 11 4 1 1 c i ; - - , ,,,, -- . , ,, if,,,,2,2,,, . pct ��� — —:r ' 3x6 2 � 8 IQ 4 WM 13 12 11 19 10 2x4 IF 3x6 = 0- 5- 8(0 -1 -8) 3x8 = 0- 3- 8(0 -1 -13) 650#/- 135 #3 -7 -8 I 11 -2 -0 I 18 151t�t 25-3-0 -1 3 -7 -8 7 -6- 8___ -- 7 -7-8 0-2-3 6 - Plate Offsets (X,Y)- [1:0-1-12,0-1-8], [2:0-5-8,0-1-12], [9:0-3-0,0-0-12] _ LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.15 10 -11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.27 10 -11 >811 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(TL) -0.05 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 247 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 `Except* end verticals. B3: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 6 -9 OTHERS 2x4 SP No.3 WEBS Web Brace: Length (member) 7 -2 -5 (7 -8); 7 -6 -8 (2-4); 6 -0 -12 (2 -11); 8 -2 -5 (4 -11); T- Brace: 2x4 SP No.3 - 6 -11 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. i MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 14= 650/0 -5 -8 (min. 0 -1 -8), 9= 1347/0 -3 -8 (min. 0 -1 -13) Max Horz 14= 414(LC 12) Max Upliftl4=- 135(LC 8), 9=- 557(LC 9) Max Grav14= 650(LC 1), 9= 1519(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -15 =- 624/268, 2 -15 =- 534/275, 2 -13 =- 113/145, 2 -3 =- 189/143, 3 -16 =- 122/135, 4 -16 =- 122/135, 4 -17 =- 299/164, 5 -17 =- 299/164, 5 -6 =- 299/164, 6- 18 = -7/2, 7- 18 = -7/2, 7 -8 =- 157/110, 1 -14 =- 625/298 BOT CHORD 13- 14=- 420/404, 12- 13=- 414/646, 11- 12=- 414/646, 11 -19 =- 132/48, 10 -19 =- 132/48, 9- 10= 0/190, 6- 9=- 1210/647, 9- 20=- 138/51,8 -20 =- 138/51 WEBS 2 -4=- 331/159, 2 -11 =- 422/283, 4 -11 =- 273/246, 6 -11 =- 365/741, 6 -8 =- 94/257, 1 -13 =- 192/515 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 3 -9-4, Exterior(2) 3 -9-4 to 8 -0 -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 drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 Ib uplift at joint 14 and 557 Ib uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job !Truss russT e - - - Yp TQty l PI y - • A0081701 8822TO T36 Half Hip ,1 1 1 , I [Job Reference (optional) Building Component Supply, Green Cove Springs, FL - - Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:52 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQy1fSU- HxBsweJ8T1OU9z73VXcGOkDm1Rm1Rjg4uVBkGgy80vT 3 -7-8 1 11 -2-0 18-9 -8 25 -3 -0 3-7-8 7 - 6 - 8 7-7-8 6-5-8 3x6 -- 4x10 = 2x4 1! Scale = 1:54.5 3 16 4 17 5 6 18 7 - t7 0 13 0 Q 10 p W3 7 u7 7.00 12 4x10 W 3R3 2W3 �� W334 co I W3 ,6 0� 15 , 0 D \ \.� L1 • 4 \ \ as = N w1 U lil m Br 3x6 = 20 8 lQ a 14 13 12 11 19 10 2x4 1! 3x6 -- 0- 5- 8(0 -1 -8) 3x8 = 0 - 0 - - 650t1�136tk -3_7-8 11 - - I 18-9 -8 149141 25-3-0 3 - - 7 - - 7 -7-8 6 -3-5 Plate Offsets (X,Y)- [LO -1- 12,0- 1 -8],[2:0-5-8,0-1-12], [9:0- 3- 0,0 -0 -12] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.14 10 -11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.27 10 -11 >835 180 BCLL 0.0 * ' Rep Stress Incr YES WB 0.33 Horz(TL) -0.05 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 236 Ib FT = 20% - - - — LUMBER- - -_ - BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B3: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 6 -9 OTHERS 2x4 SP No.3 WEBS Web Brace: Length (member) 6-4 -5 (7 -8); 7 -0 -1 (2-4); 6 -0 -12 (2 -11); 7-4 -5 (4 -11); T- Brace: 2x4 SP No.3 - 6 -11 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131 "x3 ") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 1 Ins tallationguide. REACTIONS. (Ib /size) 14= 650/0 -5 -8 (min. 0 -1 -8), 9= 1347/0 -3 -8 (min. 0 -1 -12) Max Horz 14= 323(LC 12) Max Upliftl4=- 136(LC 8), 9=- 542(LC 9) Max Grav14= 650(LC 1), 9= 1491(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -15 =- 624/155, 2 -15 =- 534/164, 2 -13 =- 113/115, 2 -3 =- 190/143, 3 -16 =- 109/123, 4 -16 =- 109/123, 4 -17 =- 313/181, 5 -17 =- 313/181, 5 -6 =- 313/181, 6- 18 = -8/2, 7- 18 = -8/2, 7 -8 =- 157/111, 1 -14 =- 625/146 BOT CHORD 13- 14=- 366/338, 12- 13=- 415/607, 11- 12=- 415/607, 11- 19=- 143/52, 10- 19=- 143/52, 9- 10= 0/187, 6- 9=- 1211/624, 9 -20 =- 149/56, 8- 20=- 149/56 WEBS 2-4 =- 338/115, 2 -11 =- 370/264, 4 -11 =- 284/243, 6 -11 =- 361/741, 6 -8 =- 98/262, 1 -13 =- 123/515 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =25ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 3 -9 -4, Exterior(2) 3 -9-4 to 8 -0 -3 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 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 Ib uplift at joint 14 and 542 Ib uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job (Truss — , Tru ss Type Qty 7Ply A0081702 8822T0 T37 Half Hip ;1 1 1 L ;Job Reference (optional) Building Component Supply, Green Cove Springs, FL - -- - - Run: - ` - - _ t - - 7.620 s Apr 30 0 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:53 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQylfSU -171E8 KmEKXLn7iF3E7VYyIxsg61A2dE79xHoHy8OvS i 3 -7 -8 11 - 18 -9 -8 25 -3 -0 3 -7 -8 7 - 6 - 8 7-7-8 6 5 8 Scale = 1:51.0 3x6 = 4x10 = 2x4 3 16 4 17 5 6 18 7 12 , ❑ CT _ , =1 1 3 . • Q 7.00 I 12 4x10 ��� �� in 2 � �. ❑ W3 uo in - 15 o f. W3 W ❑ co ■ ❑ • 4 4 WI a B4 - t ,,v q 3x5 = 20 8 IQ 4 13 12 11 19 10 2x4 ',; 3x6 = 3x8 = 0-5- 8(0-1-8) 0- 3- 8(0 -1 -12) 3 -7 -8 11 -2 -0 18-9 -8 1 25-3-0 650#/ -14111 I I � I 778 1464/12 635 1 Plate Offsets (X,Y)— [1:0- 1- 12,0 -1- 8],[2:0- 5- 8,0 -1- 12],[9:0 -2- 12,0 -0 -12] -- LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.12 10 -11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.26 10 -11 >869 180 BCLL 0.0 • Rep Stress Incr YES WB 0.87 Horz(TL) -0.05 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 I (Matrix -M) Weight: 225 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B3: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 6 -9 OTHERS 2x4 SP No.3 WEBS Web Brace: Length (member) 5 -6 -5 (7 -8); 6 -6-4 (2-4); 6 -0 -12 (2 -11); 6 -6 -5 (4 -11); j MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide_ REACTIONS. (lb /size) 14= 650/0 -5 -8 (min. 0 -1 -8), 9= 1347/0 -3 -8 (min. 0 -1 -12) Max Horz 14= 346(LC 12) Max Upliftl4=- 141(LC 8), 9=- 532(LC 9) Max Grav14= 650(LC 1), 9= 1465(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -15 =- 624/246, 2 -15 =- 534/253, 2 -13 =- 113/138, 2 -3 =- 191/144, 3 -16 =- 97/108, 4 -16 =- 97/108, 4 -17 =- 334/163, 5 -17 =- 334/163 , 5-6 =- 334/163, 6- 18 = -9/2, 7- 18 = -9/2, 7- 8=- 158/111, 1 -14 =- 625/276 BOT CHORD 13 -14 =- 350/341, 12 -13 =- 356/594, 11 -12 =- 356/594, 11- 19=- 156/58, 10 -19 =- 156/58, 9- 10= 0/182, 6- 9=- 1211/609, 9 -20 =- 165/62, 8 -20 =- 165/62 WEBS 2-4 =- 348/149, 2 -11 =- 338/218, 4 -11 =- 297/238, 6 -11 =- 341/750, 6 -8 =- 102/272, 1 -13 =- 175/515 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =25ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 3 -9-4, Exterior(2) 3 -9-4 to 8 -0 -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 drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 Ib uplift at joint 14 and 532 Ib uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I Job - muss - 'Truss Type - t I Ply _ _ 8822T0 738 Roof SPedal 1 1 A0081703 • _ 1-- - I ;Job Reference (optional) Buikling Component Supply, Green Cove Springs, FL - - "- ---- Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Th u Dec 17 16:09:53 2015 Pg9e 1 ID: F0p6ELx916x0g8baddDVnQy1fSU -171E8 KmEKXLn7iF3E7VYy1x2g5XA9aE79xHoH ;80vS I _ 3 -7 -8 10 -9 -1 12 -7 -8 14 -5 -15 18-9-8 25-3 -0 3 -7 -8 7 -1 -9 1 -10 -7 1 -10 -7 I 4 -3 -9 6 -5-8 i 4x5 = Scale = 1:59.7 3x4 I I 4x10 = 5 3x4 2x4 I I 4x5 = 3 6\ 8 7 8 18 19 7.00 12 4x10 G � 5 1 t 17 1� 1, \ 0 3x4 /� �� °° N •• Q lo I '' - :y - oV� °rte 3x5 = 22 9 R 16 a. 15 14 13 12 20 21 11 3x4 2x4 !I 3x4 = 3x4 -- 3x6 0- 5- 8(0 -1 -8) 0-3-W- T=11) 656#/ -123# 3x8 = 1406#/ -474# 3 -7 -8 10 -9 -1 12 -7 -8 14 -5 -15 18 -9 -8 18-11-11 25 -3 -0 3-7-8 7 -1 -9 1 10 -7 ■ _ 1 -10 - 7 I 4-3-9 0 -2 -3 6-3-5 Plate Offsets (X,Y)- [1:0-1-12,0-1-8], - 7. ___ [2 0 _ _=_ -ge] [oil) -5 -4 0-2 -01, [10____,Ed -_ - - - LOADING (psf) SPACING- 2 -0 -0 CSI. I DEFL in (loc) I /def L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.05 14 -15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.14 14 -15 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.42 Horz(TL) -0.05 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 215 Ib FT = 20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B3: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 2x4 SP No.3 6 -0 -0 oc bracing: 9 -10. OTHERS 2x4 SP No.3 WEBS T- Brace: 2x4 SP No.3 - 6 -11, 4 -12 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 16= 650/0 -5 -8 (min. 0-1-8), 10= 1347/0 -3 -8 (min. 0-1-11) Max Horz 16= 312(LC 12) Max Upliftl6=- 123(LC 8), 10=- 474(LC 9) Max Gray 16= 656(LC 21), 10= 1406(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -17 =- 632/232, 2 -17 =- 541/239, 2 -15 =- 109/134, 2 -3 =- 206/149, 3 -18 =- 89/98, 4 -18 =- 89/98, 4 -5 =- 328/163, 5 -6 =- 309/149, 6 -7 =- 72/183, 7 -19= -11/4, 8 -19= -11/4, 8 -9 =- 166/119, 1 -16 =- 633/263 BOT CHORD 15 -16 =- 324/309, 14 -15 =- 333/597, 13 -14 =- 167/352, 12 -13 =- 167/352, 12 -20 =- 75/165, 20 -21 =- 75/165, 11 -21 =- 75/165, 10 -11 =- 237/711, 7 -10 =- 618/373, 10 -22 =- 191/75, 9 -22 =- 191/75 WEBS 2-4 =- 350/138, 2 -14 =- 289/190, 4 -14 =- 41/247, 7 -9 =- 116/297, 1 -15 =- 164/522, 5 -12 =- 115/253, 6 -12 =- 135/410, 6 -11 =- 717/306 , 4- 12=- 472/279 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =25ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 3 -9-4, Exterior(2) 3 -9-4 to 6 -9 -4, Interior(1) 10 -9 -1 to 25 -1-4 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 Ib uplift at joint 16 and 474 Ib uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss fruss Type — Qty - i Ply 882270 T39 Roof Special 1 1 A0081704 Run: 7.620 s Apr 302015 Job Reference (optional) Building Component - - -- IMnp po Supply, Green Cove Spdrtps FL Ap 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Th u Dec 17 16:09:53 2015 Page 1 I D: FOp6ELx916x0g8badd DVnQylfSU- 171E8 KmEKXLn71F3E7VYylzNg4nA4QE79xHoHy80vS 3 - 7 - 8 9 12-7-8 15 -11 -1 18 -9 -8 _�_ —__ _ _25 -3 -0 3 - 7 - 8 1 5 - 8 - 7 1 3 -3 -9 3 -3 -9 ' 2 -10 -7 6 -5-8 — — 4x5 -- Scale = 1:58.9 5 2x4 11 4x10 = 6 4x5 = 3x4 - 2x4 II 3 ' 13--, 6 7 8 :: r =:,' I /2111 T4_ : � 19 7.00 12 4x10 = 2 . .ii 17 0 ui ce 3X4 1 1,441444.40,444,48 Iv 9 3 x5 -- 22 16 15 14 13 12 20 21 11 3x4 -_ 2x4 1I 3x4 = 3x4 — 3x6 0- 5- 8(0 -1-8) 0 -3 - -1 10) 656#/ -115# 3x8 = 1378#/ -424# 3 -7 -8 9 -3 -15 — 1 12 -7 -8 15 -11 -1 18-9- 818 -11 -11 25 -3 -0_ 3 -7 -8 5 -8 -7 3 -3-9 3 -3-9 2 -10-7 0- -3 6 -3 -5 Plate Offsets (X,Y)— [1:0 -1- 12,0 -1- 8],[2:0-5-8,0-2-4j 14:0- 5- 4,0 -2- 0],[10 0- 2- 8,Edge] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.05 11 -12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(TL) - 0.1311 -12 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.75 Horz(TL) -0.05 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 202 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B3: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2x4 SP No.3 WEBS T- Brace: 2x4 SP No.3 - 5 -12 OTHERS 2x4 SP No.3 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Llnstallation g_uide. REACTIONS. (lb /size) 16= 650/0 -5 -8 (min. 0 -1 -8), 10= 1347/0 -3 -8 (min. 0 -1 -10) Max Horz 16= 278(LC 12) Max Upliftl6=- 115(LC 12), 10=- 424(LC 9) Max Gray 16= 656(LC 21), 10= 1378(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -17 =- 638/233, 2 -17 =- 553/241, 2 -15 =- 138/132, 2 -3 =- 165/121, 3 -18 =- 72/80, 4 -18 =- 72/80, 4 -5 =- 352/154, 5 -6 =- 343/157, 6 -7 =- 81/206, 7 -19= -13/5, 8 -19= -13/5, 8 -9 =- 167/120, 1 -16 =- 627/260 BOT CHORD 15 -16 =- 294/278, 14 -15 =- 324/611, 13 -14 =- 195/416, 12 -13 =- 195/416, 12- 20=- 36/89, 20- 21=- 36/89, 11- 21=- 36/89, 10 -11 =- 234/707, 7 -10 =- 601/363, 10- 22=- 217/86, 9 -22 =- 217/86 WEBS 2-4= -430/167, 2 -14 =- 231/155, 4 -14 =- 45/225, 7 -9 =- 125/317, 1 -15 =- 177/542, 5 -12 =- 39/139, 6 -12 =- 163/479, 6 -11 =- 670/286, 4 -12 =- 395/244 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= S.Opsf; h =25ft; B =45ft; L =25ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 3 -9-4, Exterior(2) 3 -9-4 to 6 -9-4, Interior(1) 9 -3 -15 to 25 -1-4 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 Ib uplift at joint 16 and 424 Ib uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Tot) — Truss 1 ruse Type — — � — Ply 8822T0 T40 Roof Spedal Run: 7 62 1 —_ (P ) A0081705 _ Job Reference o tional Building Component Supply, Green Cove Springs, FL - - 0 s Apr 302015 Print: 7.620s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:54 2015 Pa e 1 P g N - dyek59119EUevYhNLpggKjy8OvR ID:FO 6ELx916x0 SbaddDVnO SU- DKJcLKLO�efCPHHR 3 -7-8 7 -10-13 11 -5 -8 12 -7- 17-4 -3 25 -3 -0 1- 3-7-8 I 4-3-5 3 -6 11 1 -2 - 0 4 -8 -11 7 -10 -13 4x5 Scale = 1:58.9 5 4x10 ,19 2x4 18 �T1� 4r = 3x5 = 3 �, 6 7 r.■Immistmlir =■le -- 20 7.00112 4x10 = • 3x4 G 0 '11 v� 1 // _ 5x12 = 9 2x4 'i 14 13 12 11 3x4 2x ! 3x4 = 3x8 = 2x4 1 0-5-8(0-1-8) 0- 5- 8(0 -1 -8) 998#/ -230# 998 # / -294# 3 -7 -8 7 -10 -13 11 -5-8 17-4 -3 25 -3 -0 3 -7 -8 4 -3-5 3-6 -11 5 -10 -11 y 7 -10 -13 Plate Offsets (X,Y)- [1:0 -1- 12,0- 1- 8],[2 :0- 5- 8,0- 2- 4],L4 00- 5- 4,0- 2- 01 _ [7:0 -2 4,0 -1 J, [10:0- 6- 4,0 -2 -8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 I Vert(LL) -0.10 8 -9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 I Vert(TL) -0.25 8 -9 >999 180 BCLL 0.0 • Rep Stress Incr YES 1 WB 0.69 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 I (Matrix -M) Weight: 186 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3 -6 -8 oc purlins, except T4: 2x4 SP No.1 end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. B2: 2x4 SP No.3 - --- - _ - WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8= 998/0 -5 -8 (min. 0 -1 -8), 14= 998/0 -5 -8 (min. 0 -1 -8) Max Horz 14=- 263(LC 10) Max Uplift8=- 294(LC 12), 14=- 230(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -16 =- 1012/338, 2 -16 =- 927/347, 2 -13 =- 323/169, 2 -3 =- 117/90, 3 -17 =- 52/57, 4 -17 =- 52/57, 4 -18 =- 1038/407, 5 -18 =- 990/422, 5 -19 =- 873/393, 6 -19 =- 926/372, 6 -20 =- 1033/361, 7 -20 =- 1033/361, 7 -8 =- 928/396, 1 -14 =- 962/355 BOT CHORD 13- 14=- 258/251, 12- 13=- 420/894, 11- 12= -15/5, 10 -11 =0/63, 10- 15 =0/0, 9 -10 =- 370/1048, 8 -9= -16/33 WEBS 2-4 =- 998/347, 2 -12 =- 65/75, 4 -12 =- 183/106, 10 -12 =- 366/897, 4 -10 =- 121/106, 5 -10 =- 242/650, 6 -10 =- 444/144, 6 -9 =- 541/327 , 7- 9=- 424/1220, 1 -13 =- 282/904 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 3 -9-4, Exterior(2) 3 -9-4 to 6 -9-4, Interior(1) 7 -10 -13 to 25 -1-4 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 294 Ib uplift at joint 8 and 230 Ib uplift at joint 14. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job TTruss jTrussType — —QTY PIy 882270 1 L 741 -.. Roof Special --- - - — _ —_ 1 ` -- - - -1 (,0081708 Job Reference (optional) Building Component Supply, Green Cove Springs, FL - Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 NOTek Industries, Inc. Thu Dec 17 16:09:54 2015 Page 1 I D: FOp6ELx916x0g8badd DVnQyIfSU- DKJcLKLO ?efCPHHRdyek5916FEUHvbh NLpggKjy80vR 3 -7-8 5 -10 -8 6 5-10 12 -7 -8 18 -9 -6 25-3 -0 — - 3-7-8 2 -3 -0 0- 6-1-14 6 -1 -14 6 -1 -14 6 -5-10 4x5 Scale = 1:54.2 3 a \ 7.00 12 16 \ 17 2x4 11 � // <73 , 2x4 3x4 /� , 4x5 = 3x5 = 5 r VL4s: . 1 2x4 1 • 18 — i I ■, 15 %,-"' W8 / n 3x4 .-- �� '� s u, 1 10 v m III: IL j 1 ,. IQ ?y r 5x12 = 7 2x4 II 14 m 1�1 10 9 3x4 = 2x4 I I 4x10 = 2x4 11 0- 5- 8(0 -1 -8) 0- 5- 8(0 -1-8) 998#38# 5 11 -5 -8 1 18 9 6 I 25-3-0 098#/ z86# 5 -10 -8 5 -7-0 7 -3-14 6-5-10 Plate Offsets_X 1 81,j2:0 -1- 12,0- 1-8LL -1- 12,0 -1- 8],(8:0-6-4,0-2-8] LOADING (psf) SPACING- 2 -0 -0 CSI. 1 DEFL. in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.10 7 -8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.29 7 -8 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.50 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 171 Ib FT = 20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -3-6 oc purlins, except BOT CHORD 2x4 SP No.2 'Except" end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4 -8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 6= 998/0 -5 -8 (min. 0 -1 -8), 11= 998/0 -5 -8 (min. 0 -1 -8) Max Horz 11=- 219(LC 10) Max Uplift6=- 286(LC 12), 11=- 238(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -15 =- 1123/303, 2 -15 =- 1019/321, 2 -16 =- 1096/386, 3 -16 =- 1058/402, 3 -17 =- 937/379, 4 -17 =- 968/363, 4 -18 =- 1079/350, 5- 18=- 1079/350, 5-6 =- 947/369, 1 -11 =- 948/302 BOT CHORD 10 -11 =- 223/245, 9 -10= -34/0, 8 -9= 0/101, 8- 14 =0/0, 7 -8 =- 361/1098, 6 -7= -14/25 WEBS 2 -10 =- 321/188, 8 -10 =- 367/1032, 2 -8 =- 218/144, 3 -8 =- 167/630, 4 -8 =- 436/144, 4 -7 =- 609/328, 5 -7 =- 418/1301, 1 -10 =- 196/901 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =25ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 12 -7 -8, Exterior(2) 12 -7 -8 to 15 -7 -8, Interior(1) 18 -9 -6 to 25 -1-4 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 Ib uplift at joint 6 and 238 Ib uplift at joint 11. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss — sez2ro T42 truss y 'Oty [Pry Run: 7.620 Q0081707' I Roof Special 1 1 • Job Reference (optional_ — 18-9-8 1-2-10' ' 5-2-14 5- — Building Component Supply, Green Cove Springs, FL - 55 p g yl y Thu Dec 17 16:09:55 2015 Page 1 H 3 - 7 - 8 5 - 0 - 8 5 _ 12 - - o s Apr Print: 7.62 2s 2015 MiTek 3 0 tries, Inc. Nrl5egde3TWaTQ0s9y80vQ 3 -7-8 1 -5 -0 -10 -0 6 -9 -0 —__ ID FO 6EL x916x0 8baddDVnO fSU- hWs.YfL1m n30RseAf9zd 4x5 = Scale = 1:54.6 6 r\ 7.00 Fif 17 18 4x5 = 2x4 I I 3x4 3x4 2x4 I I �- 7 4x5 = 2x4 I I 4@3 5 �� 8 9 • r.�tt 1 2 II,. W. 19 W✓� 3x4 G 0 1 W W12 4 _ 1 l l :K Tr a�1 -.7 IQ r� ° � 5x12 = 11 3x4 = o 1 14 1g 3x4 = 2x4 II 4x10 = 2x4 11 -5-8( -1 8) 0- 5- 8(0 -1 -8) 5 8 -253# 5-10 -8 I 11 -5 -8 i 18-9 -8 I 25-3 -0 C R#/ -p81# 5- 10-8 5 -7-0 7-4-0 6 - 5 - 8 Plate Offsets (X,Y)— [1:0 -1- 8,01 -8], [5:0-1-12,0-1-8], [7:0-1-12,0-1-8], [12:0- 6- 4,0 -2 -8] I LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (Ioc) I /defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.09 11 -12 >999 240 MT20 244/190 TCDL 10.0 I Lumber DOL 1.25 BC 0.60 Vert(TL) -0.27 11 -12 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.40 Horz(TL) 0.05 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 171 Ib FT = 20% — LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -9 -2 oc purfins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7 -12 OTHERS 2x4 SP No.3 T- Brace: 2x4 SP No.3 - 8 -10 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131 "x3 ") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 10= 998/0 -5 -8 (min. 0 -1 -8), 15= 998/0 -5 -8 (min. 0 -1 -8) Max Horz 15=- 187(LC 10) Max Upliftl0=- 281(LC 12), 15=- 253(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 2 -3 =- 39/39, 3-4 =- 57/55, 1 -2 =- 1123/329, 2-4 =- 1004/312, 4 -5 =- 1020/335, 5 -17 =- 1101/400, 6 -17 =- 1063/415, 6 -18 =- 946/386, 7 -18 =- 979/371, 7 -8 =- 1249/392, 8 -19= -23/9, 9 -19= -23/9, 9 -10 =- 154/108, 1 -15 =- 948/304 BOT CHORD 14 -15 =- 170/225, 13- 14= -30/2, 12- 13= 0/101, 12- 16 =0/0, 11 -12 =- 357/1118, 10 -11 =- 355/1095 WEBS 5 -14 =- 320/189, 12 -14 =- 350/992, 5 -12 =- 204/151, 6 -12 =- 183/656, 7 -12 =- 464/174, 7 -11 =- 15/228, 8 -11 =- 31/180, 8-10=-1332/430, 1-14=-203/895 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 3 -9-4 to 5 -1 -0, Interior(1) 0 -1 -12 to 12 -7 -8, Exterior(2) 12 -7 -8 to 15 -7 -8, Interior(1) 20-0 -2 to 25 -1-4 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) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 281 Ib uplift at joint 10 and 253 Ib uplift at joint 15. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job truss Truss Type Qty Ply 8822T0 T43 Roof Special 1 1 q081708 , Building Component Su Job Reference (optional) ng po Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:55 2015 Page 1 ID: FOp6ELx916xOg8baddDVnQyIfSU- hWs ?YfL1 myn30RseAf9zdNr14egde _wWaTQOs9y80vQ 5 - �_ _ 12 -7 -8 18 -9 -8 5 -10-8 8 -9 -0 6-2-0 20-10-6 - 4 2 -4 5- - 3 1 - 0 0 4 10 4x5 = Scale = 1:53.8 3 7.00 FIT 15 16 3x4 - T 3x4 4 2 \ 4x5 = 2x4 t 5 \ 6 14 W7 j/ 21 17 Li : 3x4 W3 1 T _ a W I •� . :u = • � J 9. --: — r' � : 5x12 = 8 3x _. I4 12 11 10 3x4 2x4 ! 4x10 = 2x4 I I 0-5-8(0-1-8) 0- 5- 8(0 -1 -8) 9984'-248# 5 -10-8 I 11 -5 -8 I 18-9 -8 1 25-30 998#/.76# 5 -10 -8 5 -7 -0 7 -0 -0 6 - 5 - 8 Plate Offsets fX,Y)- [1 :0 - -1- 12,0 -1 -8], [2:0-1-12,0-1-81, j4 0 -1- 12,0 -1 -8], L:0- 6- 4,0 -2-8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 I Vert(LL) -0.09 8 -9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.26 8 -9 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.75 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 165 Ib FT = 20% LUMBER- - - BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -8 -10 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4 -9 MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7= 998/0 -5 -8 (min. 0 -1 -8), 12= 998/0 -5 -8 (min. 0 -1 -8) Max Horz 12=- 236(LC 10) Max Uplift7=- 276(LC 12), 12=- 248(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -14 =- 1123/313, 2 -14 =- 1046/331, 2 -15 =- 1124/393, 3 -15 =- 1086/408, 3 -16 =- 964/385, 4 -16 =- 997/370, 4 -5 =- 1276/401, 5- 17= -22/7, 6- 17= -22/7, 6 -7 =- 133/93, 1 -12 =- 948/309 BOT CHORD 11- 12=- 174/238, 10- 11= -30/2, 9- 10= 0/101, 9- 13 =0/0, 8 -9 =- 341/1116, 7 -8 =- 347/1077 WEBS 2 -11 =- 321/184, 9 -11 =- 327/1003, 2 -9 =- 218/149, 3 -9 =- 179/676, 4 -9 =- 474/179, 4 -8= 0/238, 5 -8 =- 4/129, 5 -7 =- 1332/429, 1 -11 =- 206/901 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 12 -7 -8, Exterior(2) 12 -7 -8 to 15 -7 -8, Interior(1) 20 -10-6 to 25 -1-4 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 276 Ib uplift at joint 7 and 248 Ib uplift at joint 12. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job fruss fruss Type — i.Qry Ply — -- 8822T0 081709 82270 T44 Roo Special 1 ! 1 • lob Reference (optional) Building Component Supply, Green Cove Springs, FL R un: 7 . 62 0 s Apr p 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:55 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQy1fSU- hWs ?YfL1 myn30RseAf9zdNrl4egdel bWaTQOs9y80vQ 5 I __ 12 -7 -8 18 -9 -8 21 -8 -11 25 -3 -0 5 6 -9 -0 6-2 -0 2 -11 -3 3 -6 -5 4x5 Scale = 1:53.8 3 7.00 12 15 / I 16 3x42 j 3 2 T1� / \ 4r = 2x4 14./' W 7 \ 5 6 =iKfi ^, 3x4 � A tiii 1 :112°—#4 1 ■ - m 4 - -- ' 5 — 8 � 4 I4 �, =, 3x4 = az. 11 10 3x4 = 12 2x4 11 4x10 = 2x4 I I 0- 5- 8(0 -1 -8) 0- 5- 8(0 -1 -8) 998/4/- 251# -- 5 -10 -8 11 -5-8 1 18 - I 25 - 3 -0 998 # /-p73# 5 - 10 - 5 - - 7-4-0 6-5-8 Plate Offsets (X,Y)— [1:0-1-8,0-1-8], [2:0-1-12,0-1-8], [4:0-1-12,0-1-8119:0-64,0-2-8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) 1/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.09 8 -9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.26 8 -9 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.52 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix -M) Weight: 164 Ib FT = 20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -8 -6 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 2x4 SP No.3 6 -0 -0 oc bracing: 10 -11. WEBS 1 Row at midpt 4 -9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 7= 998/0 -5 -8 (min. 0 -1 -8), 12= 998/0 -5 -8 (min. 0 -1 -8) Max Horz 12=- 243(LC 10) Max Uplift7=- 273(LC 12), 12=- 251(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-14=-1123/317, 2-14=-1054/334, 2-15=-1133/394, 3- 15=- 1095/410, 3 -16 =- 971/387,4 -16 =- 1004/371,4 -5 =- 1304/405, 5 -17= -21/4, 6- 17= -21/4, 6 -7 =- 110/76, 1 -12 =- 948/312 BOT CHORD 11- 12=- 169/244, 10- 11= -30/2, 9- 10= 0/101, 9- 13 =0/0, 8 -9 =- 327/1116, 7 -8 =- 337/1043 WEBS 2 -11 =- 321/182, 9 -11 =- 310/990, 2 -9 =- 218/150, 3 -9 =- 180/683, 4 -9= 492/185, 4 -8= 0/237, 5 -8= 0/131, 5 -7 =- 1321/430, 1 -11 =- 209/901 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 12 -7 -8, Exterior(2) 12 -7 -8 to 15 -7 -8, Interior(1) 21 -8 -11 to 25 -1-4 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 Ib uplift at joint 7 and 251 Ib uplift at joint 12. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Type i ty y Job truss truss r _ - z� � Pte_ 1 Special -- Run: 7 620 s Apr 302015 Print: 7.620 s Apr n 2005 MiTek l Industries, Inc. Thu Dec 17 16 09:56 2015 Page O 882270 T45 Roof Spe • Building Component Supply, Green Cove Springs, FL ID: FOp6ELx916x0g8baddDVnQyffSU- 9iQNm? MfXFvwebRgkNhCAaNTg2AsNXLgp79xPby80vP 5-10 -8 12 -7-8 18 -9 -8 22 -6 -15 25-3 -0 I I — – 5-10-8 6-9-0 6 -2 -0 3 -9 -7 2 -8 -1 — 4x5 = Scale = 1:53.8 3 i 7.00 12 1�� � 3x4 � � 3x4 / 2 1 �/ Vim 4x5 = 2x4 al 14 i :-- - N , W7 V' 5 6 3x4 W8 2.1m.141 1 W10 1 1 1 c4 r Q IT 1 ` fl : -4 4 5x12 = 8 3x4 =- q 1 2 11 10 3x4 = 2x4 11 0- 5- 8(0 -1 -8) 4x10 = 2x4 II 0- 5- 8(0 -1 -8) 998#/-254# 5-10-8 I — 115 -8 I 18 - I 25 998#/ -270# 5 -10 -8 5 -7 -0 7-0-0 658 Plate Offsets (X,Y) _[1 :0- 1- 8,0- 1- 81,_[2:0 -1- 12,0- 1- 8j,[4:0 -1- 12,0 -1- 8],[9:0- 6- 4,0 -2-8] LOADING (psf) SPACING- 2 -0 -0 CSI. i DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 1 Vert(LL) -0.09 8 -9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.26 8 -9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix -M) Weight: 162 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -8 -3 oc purlins, except BOT CHORD 2x4 SP No.2 `Except" end verticals. 82: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 2x4 SP No.3 6 -0 -0 oc bracing: 10 -11. WEBS 1 Row at midpt 4 -9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 7= 998/0 -5 -8 (min. 0 -1 -8), 12= 998/0 -5 -8 (min. 0 -1 -8) Max Horz 12=- 249(LC 10) Max Uplift7=- 270(LC 12), 12=- 254(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -14 =- 1123/320, 2 -14 =- 1061/337, 2 -15 =- 1139/395, 3 -15 =- 1101/411, 3 -16 =- 977/387, 4 -16 =- 1009/372, 4 -5 =- 1327/406, 5 -6= -25/0, 6 -7 =- 83/55, 1 -12 =- 951/315 BOT CHORD 11- 12=- 176/251, 10- 11= -30/2, 9- 10= 0/101, 9- 13 =0/0, 8 -9 =- 312/1117, 7 -8 =- 317/983 WEBS 2 -11 =- 321/179, 9 -11 =- 291/980, 2 -9 =- 218/153, 3 -9 =- 181/690, 4 -9 =- 511/192, 4 -8= 0/234, 5 -8 =- 4/169, 5 -7 =- 1294/426, 1 -11 =- 212/901 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =25ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 12 -7 -8, Exterior(2) 12 -7 -8 to 15 -7 -8, Interior(1) 22 -6 -15 to 25 -1-4 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 270 Ib uplift at joint 7 and 254 Ib uplift at joint 12. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard - Tao • - truss Truss Type I Qty y 8822T0 T46 Roof Speaal j1 1 A4081711 ' r Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:56 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQylfSU- 9iQNm ?MfXFvwebRgkNhCAaNTp2AsNXLg p79xPby80vP 5 - 12 -7-8 18 -9 -8 23 -5-4 25 -3-0 5 - 8 6 - 9 - 0 6 - 2 - 0 4 - 7 - 12 1 - 9 - 12 4x5 = Scale = 1:53.8 3 i RAC 7.00 12 1� V 16 3x4 3x4 2 ,/ T2 4 • \� 2x4 I I • 14 / W 4x5 = � \'- 5 6 3x4 8 - .0•18.1.0•18.1m 1 / W3 '; 'P--'-' 1 ' , . ' - or R gm I �� ■5�• 5x12 = 8 3x4 rug = o a 11 10 3x4 = 12 2x4 I 4x10 = 2x4 I I 0-5-8(0-1-8) 0- 5- 8(0 -1 -8) 99811- 256# -- — 5 -10 -8 — - -I- 11 -5 -8 I — 18-9-8 I 25-3-0 -998#/ -268# 5 -10 -8 5 -7 -0 7-4-0 6 - - Plate Offsets (X,Y)— [1:0- 1- 8,0- 1- Jj2:0 -1- 12,0 -1- 8810 -1- 12,0 -1- 8],[9:0- 6- 4,0 -2 -8] I LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.09 8 -9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.26 8 -9 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.36 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 161 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -7 -15 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 2x4 SP No.3 6 -0 -0 oc bracing: 10 -11. WEBS 1 Row at midpt 4 -9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide. REACTIONS. (lb /size) 7= 998/0 -5 -8 (min. 0 -1 -8), 12= 998/0 -5 -8 (min. 0 -1 -8) Max Horz 12=- 256(LC 10) Max Uplift7=- 268(LC 12), 12=- 256(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -14 =- 1123/322, 2 -14 =- 1067/339, 2 -15 =- 1143/396, 3 -15 =- 1106/411, 3 -16 =- 981/387, 4 -16 =- 1014/372, 4 -5 =- 1350/405, 5 -6= -32/0, 6- 7=- 46/32, 1 -12 =- 955/317 BOT CHORD 11 -12 =- 183/258, 10- 11= -30/2, 9- 10= 0/101, 9- 13 =0/0, 8 -9 =- 296/1121, 7- 8=- 281/872 WEBS 2 -11 =- 321/177, 9 -11 =- 272/984, 2 -9 =- 220/156, 3 -9 =- 183/697, 4 -9 =- 528/200, 4 -8= 0/230, 5 -8 =- 22/266, 5 -7 =- 1243/416, 1 -11 =- 214/901 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =25ft; eave =oft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 12 -7 -8, Exterior(2) 12 -7 -8 to 15 -7 -8, Interior(1) 23 -5-4 to 25 -1.4 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 268 Ib uplift at joint 7 and 256 Ib uplift at joint 12. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job truss Truss Type - - ZFty Ply 882270 747 Roof Special 1 1 , .0081712 I Job Reference _optional) Building Component Supply, Green Cove Springs, FL - Run: 7.620 s Apr 302015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:56 2015 Page 1 p g 8baddDV nQylfSU- 9iQNm? MfXFvwebRgkNhCAaNTo2AtNXLgp79xPby80vP 5 -10-8 12-7-8 18 -9 -8 24-3-9 5 3 � x x0 5 -10-8 6 -9-0 6 -2 -0 5 -6 -1 -11- 4x5 = Scale = 1:53.8 3 Pa 7.00 rif 15 16 \ \ 3x4 � 3x4 2 .t , INN t 14 VV7�, \� 2x411 4x5 = 3x4 �• -- \ 5 Ne11 tV �_, ': - 5X12 = 8 3X4 U I4 N 1 2 11 10 4x5 2x4 I I 4x10 = 2x4 I I 0 - 5 - 8 ( 0 - - 8) 0- 5-8(0 -1-8) 99844258 # 5 -10 -8 I 11 -5 -8 18 I 25 yy# 5 - 10 - 5 - - 7 6 Plate Offsets (X,Y)— [1:0- 1- 8,0- 1- 8],[2:0 -1- 12,0 -1- 8],[4:0 -1- 12,0 -1- 8],[9:0- 6- 4,0 -2 -8] _ - LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 i Vert(LL) -0.09 8 -9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.60 I Vert(TL) -0.26 8 -9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 1 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix - M) Weight: 160 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -7 -13 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 2x4 SP No.3 6 -0 -0 oc bracing: 10 -11. WEBS 1 Row at midpt 4 -9 MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 7= 998/0 -5 -8 (min. 0 -1 -8), 12= 998/0 -5 -8 (min. 0 -1 -8) Max Horz 12=- 263(LC 10) Max Uplift7=- 266(LC 12), 12=- 258(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -14 =- 1123/324, 2 -14 =- 1071/341, 2 -15 =- 1146/396, 3 -15 =- 1108/411, 3 -16 =- 983/387, 4 -16 =- 1017/372, 4 -5 =- 1369/404, 5-6= -50/0, 6- 7=- 41/55, 1 -12 =- 958/319 BOT CHORD 11- 12=- 190/265, 10- 11= -30/2, 9- 10= 0/101, 9- 13 =0/0, 8 -9 =- 281/1125, 7- 8=- 216/667 WEBS 2 -11 =- 321/175, 9 -11 =- 254/988, 2 -9 =- 222/159, 3 -9 =- 185/704, 4 -9 =- 544/209, 4 -8= 0/226, 5 -7 =- 1183/417, 1 -11 =- 216/902, 5 -8 =- 68/484 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 12 -7 -8, Exterior(2) 12 -7 -8 to 15 -7 -8, Interior(1) 24 -3 -9 to 25 -1-4 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) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 266 Ib uplift at joint 7 and 258 Ib uplift at joint 12. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job - — truss Truss type rQty i Ply i 0081713. 8822T0 T48 Roof Special I1 1 ' , Springs, . 1 0 8 11 5 8 12 -7 -8 R un: 7.620 s Apr 30 20150 Print: Reference A 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:57 2015 Page 1 ■ (optional) Building Component Supply, Green Cove S n F L rn7.620 s Apr 30 ID p g addDVnQy1fSU- dv IzLNHIZ1nG10014CRiowbISV56 _QpinvUx2y80vO � , 18 -9 -8 25 -3 -0 5 - 5 -7 -0 '1 -2 -0 6 -2 -0 6 -5-8 4x5 = Scale = 1:53.8 3 , 19 i 7.001 18 �� 3x4 3x4 Til 2 �� 1� W7/ 20 • 3x4 G 5x6 .1111111111111Sx12 = 7 iso ss 2x4 4x12 I' 11 10 9 2x4 II 0- 5- 8(0 -1 -8) 4x10 - 2x4 II 0- 5-8(0 -1 -8) 1004W-264# 5-10-8 11 -5 -8 + 18 -9 -8 25-3 -0 1004#/ -263# 5 -10 -8 5 -7 -0 7 -4-0 6 -5-8 Plate Offsets (X,Y)_- [1:0-1-8,0-1-412:0-1-12,0-1-81,14:0-1-12,0-1-8], [6:0- 7- 15,Edge,18.0- 6- 4,0 -2 -1 LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 , Vert(LL) -0.12 7 -8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.36 7 -8 >844 180 BCLL 0.0 • Rep Stress Incr YES , 0.37 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 ' (Matrix -M) Weight: 154 Ib FT = 20% LUMBER- BRACING- -- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -2 -2 oc purl ins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 2x4 SP No.3 6 -0 -0 oc bracing: 9 -10. SLIDER Right 2x8 SP No.2 1 -6 -0 WEBS 1 Row at midpt 4 -8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 6= 1004/0 -5 -8 (min. 0 -1 -8), 11= 1004/0 -5 -8 (min. 0 -1 -8) Max Horz 11= 208(LC 11) Max Uplift6=- 263(LC 12), 11=- 264(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -17 =- 1130/333, 2 -17 =- 1069/350, 2 -18 =- 1153/402, 3 -18 =- 1116/417, 3 -19 =- 988/386, 4 -19 =- 1020/371, 4 -20 =- 1338/424, 5 -20 =- 1390/406, 5 -6 =- 502/36, 1 -11 =- 965/321 BOT CHORD 10 -11 =- 190/242, 9 -10= -48/0, 8 -9= 0/101, 8- 12 =0/0, 7 -8 =- 259/1117, 6 -7 =- 259/1117 WEBS 2 -10 =- 327/170, 8 -10 =- 211/1011, 2 -8 =- 212/155, 3 -8 =- 185/699, 4 -8 =- 531/215, 4 -7= 0/257, 1 -10 =- 213/907 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =25ft; eave =oft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 12 -7 -8, Exterior(2) 12 -7 -8 to 15 -7-8 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 Ib uplift at joint 6 and 264 Ib uplift at joint 11. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 882270 T49 Roof Special Supported Gable 1 1 Job Reference (optional) A90817t4 Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 AMTek Industries, Inc. Thu Dec 17 16:09:57 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- dv_IzLNHIZ1 nG10014CRiowjoScl6 ?Tp1 nvUx2y80v0 1 115.8 1 12 -7-8 25-3-0 11-5-8 1 -2-0 12 -7 -8 4x5 = Scale = 1:47.2 11 12 9 7.00 fir 8 1 14 7 14 15 6 16 5 ET3 17 ST'0 \ 4 2 Sr 1 Sr 2 '\ 18 977 ST'3 2 3 T3 ST '4 19 Si'S �. W1 :T4 Sr6 h 20 :T3 fit 0 0 0 0 0 0 B3 0 0 0 0 i,I to - ` 0 0 0 30 29 28 27 26 25 24 23 22 21 3x6 11 4 �� X 0 0 0 4039 38 37 36 11- ,�1� 34 33 32 31 25-3-0 11 -5 -8 13 -9-8 Plate Offsets (X,Y)- [20:0- 3- 0,0 -0 -3] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (Ioc) 1 /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 1 BC 0.20 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.30 Horz(TL) 0.02 20 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 202 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Right: 2x4 SP No.3 REACTIONS. (lb /size) 40= 14/25 -3 -0 (min. 0 -2 -6), 31= 13/25 -3-0 (min. 0 -2-6), 30= 94/25 -3 -0 (min. 0 -2 -6), 29= 99/25 -3-0 (min. 0-2-6), 32= 108/25 -3-0 (min. 0 -2 -6), 33= 106/25 -3-0 (min. 0 -2 -6), 34= 107/25 -3 -0 (min. 0 -2 -6), 35= 107/25 -3 -0 (min. 0 -2-6) , 36= 107/25 -3-0 (min. 0 -2 -6), 37= 106/25 -3 -0 (min. 0 -2-6), 38= 111/25 -3 -0 (min. 0 -2-6), 39= 75/25 -3 -0 (min. 0 -2-6) , 28= 109/25 -3-0 (min. 0 -2 -6), 27= 107/25 -3 -0 (min. 0 -2-6), 26= 106/25 -3 -0 (min. 0 -2-6), 25= 107/25 -3 -0 (min. 0 -2 -6), 24= 106/25 -3 -0 (min. 0 -2-6), 23= 111/25 -3 -0 (min. 0 -2-6), 22= 89/25 -3 -0 (min. 0 -2-6), 21= 160/25 -3 -0 (min. 0 -2-6), 20= 66/25 -3 -0 (min. 0 -2-6) Max Horz40=- 260(LC 10) Max Uplift40=- 353(LC 10), 31= -36(LC 11), 30= -32(LC 12), 32= -67(LC 12), 33= -43(LC 12), 34= -47(LC 12), 35= -46(LC 12), 36= -46(LC 12), 37= -47(LC 12), 38= -46(LC 12), 39=- 266(LC 11), 28= -20(LC 8), 27= -57(LC 12), 26= -46(LC 12), 25= -46(LC 12), 24= -46(LC 12), 23= -48(LC 12), 22= -37(LC 12), 21= -77(LC 12), 20= -41(LC 11) Max Grav40= 336(LC 11), 31 =63(LC 10), 30= 102(LC 18), 29= 252(LC 12), 32= 120(LC 18), 33= 126(LC 17), 34= 109(LC 17), 35= 114(LC 17), 36= 112(LC 17), 37= 113(LC 17), 38= 112(LC 17), 39= 379(LC 10), 28= 130(LC 18), 27= 109(LC 18), 26= 114(LC 18), 25= 113(LC 18), 24= 112(LC 18), 23= 117(LC 18), 22 =94(LC 18), 21= 183(LC 18), 20= 118(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-40 =- 169/167, 1- 2=- 162/157, 2- 3=- 101/90, 3-4 =- 85/73, 4 -5 =- 99/112, 5-6 =- 136/156, 6- 7=- 173/201, 7-8 =- 209/245, 8-9=-246/289, 9-10=-287/338, 10 -11 =- 306/361, 11 -12 =- 306/362, 12- 13=- 286/337, 13 -14 =- 244/286, 14 -15 =- 207/242, 15-16=-170/198, 16-17=-134/154, 17 -18 =- 121/109, 18 -19 =- 135/119, 19 -20 =- 166/157 BOT CHORD 39-40=-123/132, 38-39=-123/132, 37- 38=- 123/132, 36 -37 =- 123/132, 35 -36 =- 123/132, 34 -35 =- 123/132, 33 -34 =- 123/132, 32-33=-123/132, 31-32=-123/132, 30-31=0/0, 10-30=-89/38, 29-30=-126/136, 28-29=-126/136, 27-28=-126/136, 26-27=-126/136, 25-26=-126/136, 24-25=-126/136, 23-24=-126/136, 22-23=-126/136, 21-22=-126/136, 20-21=-126/136 WEBS 11-29=-270/192, 9-32=-108/85, 8-33=-100/75, 7-34=-99/74, 6-35=-100/75, 5-36=-100/75, 4-37=-99/74, 3- 38=- 106/80, 2- 39=- 160/111, 12- 28=- 91/39, 13-27=-111/89, 14-26=-99/74, 15 -25 =- 100/74, 16-24=-99/74, 17-23=-103/77, 18-22=-84/63, 19 -21 =- 152/115 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =25ft; eave =2ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C-C Corner(3) 0 -1 -12 to 3 -3-8, Exterior(2) 3 -3-8 to 12 -7 -8, Comer(3) 12 -7 -8 to 15 -7 -8 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4 -0 oc. Continued on page 2 Job Truss Truss Type Qty Ply A0081714 8822T0 T49 Roof Special Supported Gable 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL - Run: 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MTek Industries, Inc. Thu Dec 17 16:09:57 2015 Page 2 ID: FOp6ELx916x0g8baddDVnQylfSU- dv nG10014CRiowjoSc167Tp1 nvUx2y80v0 NOTES - 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 30 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 353 Ib uplift at joint 40, 36 Ib uplift at joint 31, 32 Ib uplift at joint 30, 67 Ib uplift at joint 32, 43 Ib uplift at joint 33, 47 Ib uplift at joint 34, 46 Ib uplift at joint 35, 46 Ib uplift at joint 36, 47 Ib uplift at joint 37, 46 Ib uplift at joint 38, 266 Ib uplift at joint 39, 20 Ib uplift at joint 28, 57 Ib uplift at joint 27, 46 Ib uplift at joint 26, 46 Ib uplift at joint 25, 46 Ib uplift at joint 24, 48 Ib uplift at joint 23, 37 Ib uplift at joint 22, 77 Ib uplift at joint 21 and 41 Ib uplift at joint 20. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 29, 28, 27, 26, 25, 24, 23, 22, 21, 20. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job - Truss Truss Type Qty Ply - 8822T0 81715 T50 Half Hip Ginter 1 1 1 Building Component Supply, Job Reference (optional) n8 po pply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek Industries, Inc. Thu Dec 17 16:09:59 2015 Page 1 ID: FOp aH6VO1OXgAHUV2APPVEvoD 7y7F6Jant6V5Ob7wy80vM 15-3-8 18 -10-12 20.7 -8 25-1-2 27 -3-8 I 4 6-13 4-6-13 I 3-9-3 8-4-0 I 13-7 -6 13 -8 1 16 -7- 8 -11.8 1$a-8 21 - 11. 82338 - 8 1 25 .1 1,8 1 28-7- 829 : 1 -3.8 5-3-6 0-4-2 1- 1-4- 00 -4 1-4.0 14-0 1-4-0 1-4-0 610 -G1-4-0 1 1 1-4-0 1-4-0 1-4-0 0-4-12 0.5-10 5.00 12 Scale = 1:61.4 3 13 vi 29 . 2 .': 23 6 5 2 6 8 3x6 c 18 .1 We1 - NAI :D NAI :D 121 r •ILBD 7 W18 . 9 3.00 12 4x10 = 4x10 = ;.AILEI, 3x6 = vfr W, WTI : u D D 3x4 f.-- 3 NA 1 D I . 8 1 2 r : 0 30 I D 3f '10 III {rfeY�i..IU ^; •,llLC_a :lm.•• r • �•_ jig 2 i� _ _ iC�NI��� �i.f1i�:61:.1J1�� ;Ll - x10 11 1 ��1i ` I � :` � W4 CSI ` I I I I =, , I I I I I . III -I I I I 3 / ° 8 48 49 43 50 51 52 42 53 41 54 4 s. 55 56 57 39 58 59 3 1 3 01# NAILED NAILED 3x6 = 3x5 I I NAILED NAILED NAILED NA ILED 3 x4 = 4x10 = 0 - 3 - 0 4x10 - 840#/ - 286# NAILED NAILED NAILED NAILED N /_LED NAILED NAILED USP JUS24 1 4-6-13 1 8-4-0 1 13 -7-6 i 18 -10-12 1 25-1 -2 31-3 -8 4.6-13 3-9-3 5-3-6 5 -3-6 8-2-6 6-2-6 Plate Offsets (X,Y)- [3:0- 5- 4,0 -2 -0], [4:0- 7- 3,0 -2-4], [15:0- 5 -0,0 -2-8], [29:0 -2- 14,0 -1-8], [36:0 -4- 12,0 -2 -0], [40:0 -2- 12,0 -1-8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) Udefl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.1543 -44 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.28 43-44 >805 180 BCLL 0.0 * Rep Stress lncr NO WB 0.82 Horz(TL) 0.04 40 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 271 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -5-6 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5 -0 -5 oc bracing. WEDGE JOINTS 1 Brace at Jt(s): 36, 5, 15, 26, 34, 30, 20, 11 Left: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 1= 840/0 -3 -8 (min. 0 -1 -8), 38= 368 /Mechanical, 40= 2120/0 -5 -8 (min. 0 -2-8) Max Horz 1= 406(LC 8) Max Upliftl=- 286(LC 4), 38=- 201(LC 8), 40=- 904(LC 8) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 2147/751, 2 -3 =- 1529/434, 3-4 =- 710/99, 4 -5 =- 750/340, 5 -7 =- 750/340, 7 -8 =- 750/340, 8 -11 =- 750/340, 11- 13=- 750/340, 13 -15 =- 750 / 340, 15 -17 =- 292/190, 17 -19 =- 292 / 190, 19-20=-292/190, 20-22=-292/190, 22-24=-292/190, 24-26=-292/190, 26 -28 =- 292/190,28 -30 =- 292/190,30 -32 =- 292/190, 32-34=-292/190, 34-36=-292/190, 36-38=-284/210, 4-61=-338/73, 6-61 =- 342/107, 6-9=-291/61, 9-10=-296/72, 10 -12 =- 307/93, 12- 14=- 292/96, 14 -16 =- 283/115, 16 -62 =- 229/57, 18 -62 =- 192/29, 18 -21 =- 190/44, 21 -23 =- 167/36, 23 -63 =- 154/43, 25 -63 =- 163/63, 25 -27 =- 116/32, 27 -29 =- 82/20, 29 -31 =- 78/22, 31 -64 =- 75/29, 33- 64=- 61/18, 33- 35= 45/27, 35-37= -24/24 BOT CHORD 1-48 =- 1013/2036, 44 -48 =- 1013/2036, 44 -49 =- 1013/2036, 49 -50 =- 1013/2036, 43 -50 =- 1013/2036, 43 -51 =- 664/1494, 51- 52=- 664/1494, 42- 52=- 664/1494, 42 -53 =- 1255/495, 41 -53 =- 1255/495, 41 -54 =- 1255/495, 40 -54 =- 1255/495, 40 -55 =- 1230/484, 55 -56 =- 1230/484, 56 -57 =- 1230/484, 39- 57=- 1230/484, 39 -58 =- 28/60, 58 -59 =- 28/60, 59 -60 =- 28/60, 38-60= -28/60 WEBS 2-44 =- 115/221, 2- 43=- 603/388, 3-43 =- 123/408, 3 -42 =- 858/393, 5-42 =- 393/243, 15- 42=- 889/2148, 15- 40=- 1921/919, 15 -39 =- 707/1595, 26- 39=- 465/358, 36 -39 =- 174/252, 36- 37=- 69/51, 34- 35=- 109/78, 32- 33=- 47/36, 30 -31 =- 35/24, 27- 28=- 145/110, 24- 25=- 217/166, 22 -23 =- 30/21, 20- 21=- 66/47, 18 -19 =- 20/23, 15 -16 =- 317/205, 13- 14=- 46/44, 11- 12=- 77/35, 8 -9 =- 32/37, 6 -7 =- 355/231 NOTES - 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =31ft; eave =4ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional); Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 Ib uplift at joint 1, 201 Ib uplift at joint 38 and 904 Ib uplift at joint 40. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. 11) "NAILED" indicates 3 -10d (0.148 "x3 ") or 3 -12d (0.148 "x3.25 ") toe - nails. For more details refer to MiTek's ST- TOENAIL Detail. G loiRi 9 V l SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Job truss s Type Qty Ply ---- 1081715 8822T0 T50 Half Hip Girder 1 1 Building Component Supply, Green Cove Springs, FL - 1._ - - - — Job Reference (optional) _ Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek Industries, Inc. Thu Dec 17 16:09:59 2015 Page 2 ID: FOp aH6VO10XgAHUV2APPVEvoD ?y7F6Jant6V50b ?wy80vM LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 3 =-60, 3- 4 = -60, 38- 45 = -20, 4- 10 = -60, 10- 37 =-60 Concentrated Loads (lb) Vert: 41=-20(B) 4=-32(B) 10=-32(B) 35=-32(B) 27=-32(B) 21=-32(B) 14=- 32( B) 6=- 32( B)48=- 145(B)49=- 108(B)50= -12(B) 51=- 20 (B)52=- 20(B)53=- 20(B)54= -20(B) 55=-20(B) 56=-20(B) 57=-20(B) 58=-20(B) 59=-20(B) 60=-20(B) 61=-32(B) 62=-32(B) 63=-32(B) 64=-32(B) IJob -Truss Building Component Su T51 of Spe dal — �� J Ply 1 Job Reference ( ptiona ft 081716,, 9 po Supply, en Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Dec 17 16:09:59 2015 Page 1 ID: FOp aH6V01OXgAHUV2APPVEvoD ?zTF8Zan76V5Ob ?wy80vM 7 -5-0 14 -8 -6 20 -1 -9 25 -7 -2 31 -3 -8 7-5-0 7 -3 -6 5 -5-3 1 5 - I 5 - -6 5.00 rff 2x4 Scale = 1:66.6 6 5x8 % 16 5 3x4 4 r. Y 3.00 12 4x6 = /� 1 3 1. �+s 16, 2x4 i 8 2 \Wr4 i 15 1 1 Fv 11 10 9 17 18 8 19 31 7 149# - 33- (A -1_8) 3x4 3x6 = 0- 5- gfd-Z =0) 3x4 = 3x4 ( j ] 1694 # / -419# 9-6-3 18-10-12 25 -7 -2 I 31 -3 -8 USP JUS24 9 - 9 - 6 - 5-8-6 Plate Offsets (X,Y) [ ,[1:0-0-0,0-1-5], [3:0- 2- 8,0 -2- 0],_[5:0- 3- 0,0 -3 -0] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.13 9 -11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.79 I Vert(TL) -0.32 9 -11 >702 180 BCLL 0.0 • Rep Stress Incr YES WB 0.80 I Horz(TL) 0.02 1 n/a n/a BCDL 10.0 I Code FBC2014/TPI2007 (Matrix -M) I Weight: 183 Ib FT = 20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -9 -9 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEDGE WEBS 1 Row at midpt 6 -7, 5 -8, 5 -7 Left: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 1 Installation_guide. REACTIONS. (lb /size) 7= 218 /Mechanical, 9= 1694/0 -5 -8 (min. 0 -2 -0), 1= 580/0 -3 -8 (min. 0 -1 -8) Max Horz 1= 431(LC 12) Max Uplift7=- 149(LC 12), 9=- 419(LC 12), 1= -96(LC 8) Max Grav7= 303(LC 17), 9= 1694(LC 1), 1= 580(LC 1) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-15=-1207/164, 2-15=-1138/174, 2 -3 =- 826/28, 3-4=-343/678, 4-5=-135/47, 5 -16 =- 78/11, 6-16=-55/36, 6-7=-135/126 BOT CHORD 1 -11 =- 556/1150, 10 -11 =- 155/48, 9 -10 =- 155/48, 9 -17 =- 363/53, 17 -18 =- 363/53, 8 -18 =- 363/53, 8 -19 =- 68/78, 7 -19= -68/78 WEBS 2 -11 =- 557/313, 3 -11 =- 216/958, 3 -9 =- 748/277, 4 -9 =- 1035/326, 4 -8 =- 82/585, 5 -8 =- 318/125, 5 -7 =- 136/122 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =31ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -0 -0 to 3 -1 -9, Interior(1) 3 -1 -9 to 31 -1 -12 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 Ib uplift at joint 7, 419 Ib uplift at joint 9 and 96 Ib uplift at joint 1. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard