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710 Paradise Ln 2013 New home CITY OF ATLANTIC BEACH � it1 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 0A �? Application Number . . . . . 13-00003789 Date 12/17/13 Property Address . . . . . . 710 PARADISE LN Application type description SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 172900 ---------------------------------------------- Application desc NEW SFR ---------------------------------------------- Owner Contractor - ------------------------ ----------------------- GARDNER DONALD J COASTAL ATLANTIC INC 12633 ASHBROOKE CIR E PO BOX 1846 JACKSONVILLE FL 32225 PONTE VEDRA BEACH FL 32004 (904) 465-4232 --- Structure Information 000 000 NEW HOME Construction Type . . . . . TYPE 5-B Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X -------------------------------------------- Permit . . . . . . SINGLE FAMILY DWELLING NEW Additional desc . Permit Fee . . . . 699 . 00 Plan Check Fee 349 . 50 Issue Date . . . . Valuation . . . . 259200 Expiration Date . . 6/15/14 ------------------------------------------- Special Notes and Comments Avoid damage to underground water/sewer utilities . Verify vertical and horizontal location of utilities . Hand dig if necessary. If field coordination is needed, call 247-5834 . Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible . A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. A reduced pressure zone backflow preventer must be installed if irrigation will be provided or if there is a private well on the property. Backflow preventer must be tested by a certified tester and a copy of the results sent to Public Utilities . Full right-of-way restoration, including sod, is required. Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. �+�7� PERMIT IS7A® I{)VF&®�1D�1 4� I i��W IL C �F TkXFfl� C�-hiA �A;C—ES`atFtY-iHE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Jit, Page 2 Application Number . . . . . 13-00003789 Date 12/17/13 ------------------------------------------------------------------------ Special Notes and Comments Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. A sewer cleanout must be installed at the property line . Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible . *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST CONTROL COMPANY PRIOR TO C.O. WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS ------------------------------------------------------------ Other Fees . . . . . . . . . STATE DCA SURCHARGE 10 .49 DEV REVIEW-SINGLE & 2-FAM 50 . 00 ENG REV RESIDENTIAL BLD 100 . 00 STATE DBPR SURCHARGE 10 .49 SEWER SDC-SYSTEM DEV CHG 4050 . 00 UTIL REV RESIDENTIAL BLDG 50 . 00 WATER CONNECT/METER ONLY 185 . 00 WATER CROSS CONNECTION 50 . 00 WATER SDC-SYSTEM DEV CHG 1140 . 00 ----------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- -------- Permit Fee Total 699 . 00 699 . 00 . 00 . 00 Plan Check Total 349 . 50 349 . 50 . 00 . 00 Other Fee Total 5645 . 98 5645 . 98 . 00 . 00 Grand Total 6694 .48 6694 .48 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. NOTICE OF COMMENCEMENT State of Tax Folio No. County of To Whom It May Concern: The undersigned hereby informs you that improvements will be made to certain real property, and in accordance with Section 713 of the Florida Statutes,the following information is stated in this NOTICE OF COMMENCEMENT. Legal Description of property being improved: L 0�—( :3 7 �(a P�rad. L tiJ Address of property being improved: 0I0 p..l'J,S C'_ L N General description of improvements: IVF. J r/:,-�t Gam-,��r.��.J�✓ Owner:�_�. �✓� r rA rA nc_r— Address: W-3.2 /}a ti l t,4„ Cl-r- -t-, Owner's interest in site of the improvement: Fee Simple Titleholder(if other than owner): Name: r 1 Contractor: k t n/ CPA S T AL. A_-TLApj—uC IN. C Address: 16 3 q �F�G it Q LY a �A`/ {�chC t Fl 3 2 2 50 Telephone No.: ?O`i �R�J 'It -2 ,3 2 F-- --^ Su (if any) ess: Amount of Bond$ Telephon o: Fax No: Name and address of any on making a loan for the construction of the improvements Name: Address: Phone No: Fax No: Name of person within the State of Florida, othertha imself, designated by owner upon whom notices or other documents may be served: Name: Address: Telephone No: Fax No: In addition to himself, owner designates the following person to receive opy 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): Doc#201332363/ OR BK 16637 Page 182. VLY OWNER Number PaSes:1 / Recorded 1219.%2p13 at t0:26 AM, ZDate: 1 11 Ronnie Fussell CLERK CIRCUIT COURT DUVAL Before a this l/" daY of DICT in the County of Duval,State COUNTY Aj�� RECORDING personally appeared Of Florida has so Y PPe ._co Pe nnA r. � L"A�GO • RDING sso�� Notary Public at Large,State of Florida,County of Duval. f4. ; rM My commission expires: /,}PAIL 305 2050 ,o: - '.. JAMES E.MCCULLOUGH II personally Known: or MY COMMISSION#FF013273 •'' ?s.,_ Ped Identification: M, ai-AIV /0/�ytrr/G/C9Tity1/ ' td�'• EXPIRES April 30,2017 roduc •,,,w n.. (407)39B-01531Fiorida"myservice.com PREP RED 12/17/13 , 9 : 36 : 34 PAYMENTS DUE RECEIPT CI OF ATLANTIC BEACH PROGRAM BP820L ----- ---------------------------------------------------- APPLICA ON NUMBER: 13-00003789 710 PARADISE LN FEE DESCR ION AMOUNT DUE ------------- ----------------------------------------- STATE DCA SURCHARG 14 . 40 DEV REVIEW-SINGLE & 2 AM 50 . 00 ENG REV RESIDENTIAL BLD 100 . 00 PLAN CHECK FEES 480 . 00 SINGLE FAMILY DWELLING NEW 960 . 00 STATE DBPR SURCHARGE 14 . 40 SEWER SDC-SYSTEM DEV CHG 4050 . 00 UTIL REV RESIDENTIAL BLDG 50 . 00 WATER CONNECT/METER ONLY 5 . 00 WATER CROSS CONNECTION 5 00 WATER SDC-SYSTEM DEV CHG 1140 . 0 TOTAL DUE 7093 . 80 Please present this receipt to the cashier ith full payment . BP822U06 CITY OF ATLANTIC BEACH 12/17/13 Estimated Fees Listing -- Summary Totals 13:37:48 Application type : SINGLE FAMILY RESIDENCE Job description NEW SINGLE FAMILY HOME Reference location Fee Description Amount STATE DCA SURCHARGE 10.49 STATE DBPR SURCHARGE 10.49 PLAN CHECK FEES - SINGLE FAMILY DWELLING 349. 50 PERMIT FEES - SINGLE FAMILY DWELLING NEW 699.00 Total 1069.48 Press Enter to continue. F3=Exit F7=Print summary F12=Cancel BP822U05 CITY OF ATLANTIC BEACH 12/17/13 Estimated Fees Listing -- Permit Detail 13:37:32 Job description NEW SINGLE FAMILY HOME Application type SINGLE FAMILY RESIDENCE Permit type . . . . SINGLE FAMILY DWELLING NEW Type information, press Enter . Base permit fee . . . . . . 480.00 Plan check fee, percent 349.50 50.00 Total 73.00 X 3.0000 .0010 BLD 100,001-500K 219.00 Bottom Permit total 699.00 F3=Exit F6=Accept permit F9=Change unit charges F12=Cancel CITY OF ATLANTIC BEACH s 7 800 SEMINOLE ROAD j ;r ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 IF Application Number . . . . . 13-00100096 Date 12/12/13 Property Address . . . . . . 710 PARADISE LN Application type description DEV REV TREES/VEGETATION Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 0 ..r•. r=,R„ •n ,.b.,,. .�.°n..._� ------------------------------------------------------ ' _ -.._.. 4 Application desc is tree removal for new home H -FILE- F -, ------------------------------------------------------� w... :�.. •, �. r .,...:..Jr✓t'{+'Si.�f?:...-.:.SMR n':ir-.S n-i.AuR'..t..,rtT'I.6H.:. Owner Contractor - ------------------------ ----------------------- GARDNER DONALD J OWNER 12633 ASHBROOKE CIR E JACKSONVILLE FL 32225 ---------------------------------------------------------------------------- Permit . DRTV FEE PROCESSING Additional desc . 00 Permit Fee . . . . . 00 Plan Check Fee Issue Date . . . . 12/12/13 Valuation . . . . 0 Expiration Date . . 12/13/14 --------- Other Fees . . . . . . . . . TREE REMVL SNGL/TWO FMLY 125 . 00 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- Permit Fee Total . 00 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Other Fee Total 125 . 00 125 . 00 . 00 . 00 Grand Total 125 . 00 125 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. (e) Mitigation criteria and procedures. (1) Any relocation of trees in compliance with this section shall be performed in accordance with accepted industry practices, including watering to insure survival of transplanted stock. Transplanted trees must be guaranteed for at least one(1)year. (2) Protected trees identified for removal on the site clearing or tree removal permit application shall be replaced with new-planted trees,unprotected trees or transplanted trees.In general,protected oaks removed shall be replaced only with oaks. With tree board concurrence, hardwood trees yielding a similar canopy may be used. The total caliper inches of replacement trees shall equal one-half( 112) the total caliper inches of protected trees removed,unless otherwise approved by the tree conservation board. If multi-trunked trees are used as replacement trees,then the total caliper of the four(4)largest trunks shall equal the replacement caliper. New palms may be used only to replace protected palms removed. No replacement will be required for protected trees which are determined by the city to be dead or deteriorated as a result of age,insects,disease,fire,lightning or other acts of nature. a. New replacement trees shall be a minimum of Florida Number One defined in the most current edition of the Grades and Standards for Nursery Plants, Parts I and II,published by the Florida Department of Agriculture and Consumer Services.Trees shall be a species having an average nature crown spread of no less than thirty (30)feet in Northeast Florida. Trees shall have a minimum two-inch caliper and a minimum of ten(10)feet in overall height. b. Existing trees, three-inch caliper or greater, which are not protected trees or transplanted, may be utilized to satisfy tree replacement requirements,subject to the conditions stated in this subsection. c. New, preserved nonprotected, or transplanted oaks used as replacement for removed protected oaks shall be four-inch caliper or greater. d. Existing protected trees which would otherwise be removed from the site because of development may be utilized to satisfy tree replacement requirements if transplanted to a location on the site which meets the requirements of this subsection. e. If protected tree removal is associated with new development,the name,size and location of all replacement trees shall be shown on the required landscape plan and such trees shall be installed prior to the final building inspection and issuance of the CO.Otherwise,the name,size and location of the required replacement trees shall be shown on the site plan required for site clearing or tree removal and such trees shall be installed within the time limit stated on the site clearing or tree removal permit. f. Existing nonprotected trees,transplanted trees and new trees used for replacement become protected trees. g. Replacement trees shall be maintained by watering and guaranteeing the tree for one (1) year.Failure to maintain the trees shall be deemed a violation of the zoning code. h. A tree used for replacement shall be at least ten (10) feet from any other tree planted, transplanted or preserved. i. If the applicant demonstrates to the satisfaction of the director that the site cannot accommodate the total number of required replacement trees as a result of insufficient planting area,the applicant shall provide a monetary contribution to the tree replacement account. The amount of such contribution shall be determined as follows:For every two(2)caliper inches,or fraction thereof,of replacement trees which would otherwise be required,the contribution shall be equal to the retail value of a planted two-inch caliper nursery-grown shade tree. The retail value shall be calculated by taking the average of the median current wholesale price,published by North Florida nurseries,for a container grown, and a balled and buriapped two-inch caliper laurel oak,multiplied by two(2).The retail value shall be recalculated and adjusted annually on October 1. (f) Tree protection during development. All protected trees, preserved understory vegetation, and trees retained for tree credit, pursuant to subsection (e), shall be protected from injury during any land clearing or construction in the following manner, (1) Prior to any land-clearing operations,tree limbs which interfere with construction shall be removed and temporary barriers shall be installed around all trees and other understory vegetation to remain within the limits of land clearing or construction and shall remain until the completion of the work.The temporary barrier shall be at least three(3)feet high,shall be placed at least six(6)feet away from the base of any tree,shall include at least fifty(50)percent of the area under the dripline of any protected tree or trees retained for tree credit pursuant to subsection(e),and the barrier shall consist of either a wood fence with two-by-four posts placed a maximum of eight (8) feet apart, with a two-by-four minimum top rail,or a temporary wire mesh fence,or other similar barrier which will limit access to the protected area. Tree protection shall comply with the guidelines in the Tree Protection Guide for Builders and Developers by the Florida Division of Forestry and any other reasonable requirements deemed appropriate by the director to implement this part. (2) No materials,trailers,equipment or chemicals shall be stored,operated,dumped,buried or burned within the protected areas. No attachment, wires (other than protective guy wires), signs or permits shall be attached to a protected tree. When removing branches from protected trees to clear for construction or pruning to restore the natural shape of the entire tree, the guidelines in the National Arborist Association Pruning Standards for Shade Trees and the American National Standards for Tree Care Operations(ANSI#Z133.1)shall be followed.Protected trees shall be pruned to remove dead or damaged limbs and to restore this natural shape, and fertilized as necessary to compensate for any loss of roots and to stimulate root growth. Any damage to tree crowns or root systems shall be repaired immediately after damage occurs. CITY OF ATLANTIC BEACH SS Department of Community Development 800 Seminole Road Atlantic Beach, FL 32233 Phone:(904)247-5800 Fax:(904)247-5845 Internet: www.coab.us TREE REMOVAL PERMIT Kenneth Massey Re: 710 Paradise Lane Tree Removal Permit: Approved The tree application submitted seeks to remove 90" of protected trees, while preserving 56.5" of trees. The amount of trees preserved means that no mitigation will be necessary. Additionally, the amount of trees preserved meets the requirement that one (1) four-inch caliper tree be planted and/or preserved for every 2,500 square feet of development area. APPROVAL IS IN ACCORDANCE WITH THE CITY OF ATLANTIC BEACH CODE OF ORDINANCES IN EFFECT AT TIME OF ISSUANCE. 017 Jeremy ubsch,TPOADMINISTRATOR TREE & VEGETATION REMOVAL PERMIT APPLICATION INSTRUCTIONS r,T City of Atlantic Beach ``>. Department of Community Development (1) Complete and sign this form. 800 Seminole Road Atlantic Beach,FL 32233 (2) Attach the required supporting exhibits as listed on the application ; (P)904247-5800 (F)904 247-5845 checklist. (3) Contact the Department of Community Development if you have Single-/Two-Family Residential $125.00 questions or need assistance completing the application or determining which exhibits are required for your particular project. (- Multi-Family Residential $250.00 (4) Submit this form, along with all required exhibits and payment to (— Commercial/Industrial $250.00 the City of Atlantic Beach,and in the appropriate amount according to the application fees listed to the right,to the reception desk at r Institutional/Other Non-residential $250.00 the Building Department. rDEC Application#TRE SECTION I-SITE INFORMATION 0 2013 PHYSICAL ADDRESS ' D ,, � \•.71 S ��'+ If an address has not been assigned to this property,contact the AB Building Department at(9&47 SA76 to rPauest an address SUBDIVISION BLOCK LOT 3 RE# 1"1 -23-76 O Z 3 O SECTION II-APPLICANT INFORMATION r OWNER LEGAL AUTHORIZED AGENT NAME OF APPLICANT A. S�� ADDRESS OF APPLICANT 16 TS t ri\* \a 1_3L4St>' ` PHONE !t 2��( r(L��y CELL 1-t(05—4 2_3 -.I_ EMAIL 7 �j Q-hOQ•Cp i SECTION III-TREE&VEGETATION REMOVAL REQUEST I REQUESTTHAT THE TREES&VEGETATION ON THE ABOVE DESCRIBED PROPERTY AND INDICATED ON THE ATTACHED REQUIRED EXHIBITS BE APPROVED FOR REMOVAL,AS PROVIDED IN THE CITY OF ATLANTIC BEACH VEGETATION CODE,CHAPTER 23, FOR THE FOLLOWING REASONS(check all that apply): F— Vegetation(trees)are difficult to maintain/owner dislikes. F— Trees are dead,diseased orso weakened by age,storm,fire,or other injuryso as to pose a danger to persons,property, improvements or other trees. F— Vegetation(trees) pose a safety hazard to pedestrian or vehicular traffic or cause disruption to public utility services. F— Vegetation(trees)pose a safety hazard to buildings or structures. F— Vegetation(trees)completely prevent access or cross access to a lot or parcel. Vegetation and/or trees prevent development or physical use. Itis the intent of this provision that a permit shall be granted for F'� the removal of vegetation and/or trees when the applicant has demonstrated an effort to design or locate the proposed improvements so as to minimize the removal of vegetation and/or trees. I HEREBY CERTIFY THAT ALL INFORMATION PROVIDED WITHIN THIS APPLICATION IS CORRECT AND I AGREE TO COMPLY WITH ALL P VISIONS OF CHAPTER 23,PROTECTION OF TREES AND NATURAL VEGETATION,AND ALL OTHER APPLICABLE CODES DINANC F THE C TY OF ATLANTIC BEACH. Z• �• c3 U F APPLICANT DATE FOR INTERNAL OFFICE USE ONLY FRONTAGE FLU ZVAR ESA SR-1 DEPTH ZONING UBEX H/H SR-2 AREA ISA INAIV OAB CR Tree&Vegetation Removal Permit Application_versionoi.w.og t Application#TREE EXHIBIT B. TREE &VEGETATION INVENTORY For the removal of 25 trees or less associated with major development, redevelopment or renovation of or addition to single- family or two-family structures,or the removal of 25 trees or less associated with the renovation of or addition to all other non- residential uses,use the grid below to create a Tree&Vegetation Inventory. Note the scale on the bottom of the page. Plot the boundaries of the subject property,as well as existing and proposed structure(s). Label all adjacent streets. Note the location of trees to be removed with an"X". Note the location of trees to be preserved with"[ ]". Note the proposed location of replacement (mitigation) trees with "O". Number all trees, whether to be removed, preserved or replaced, and list on EXHIBIT C. Tree & Vegetation Mitigation Worksheet. i i ! t i i ii i PREPARED BY: SCALE: 1 SQUARE= EXHIBIT B_Tree&Vegetation Inventory version oi.oi.og EXHIBIT C. TREE VEGETATION MITIGATION WORKSHEET Application#TREE_- 1 IZ " L I-i6,W- 2 )Z2 LIVE 'f 0" 5wit _^ l� 4 O/al� 6 iaLL OWOO if 7 lb," I-TALL0VV0f2 8 Yai.Loujoop 9 �` �ia L wd 10 '- wE -uM 11 12 13 14 (1.1" 1TIL- 1 " Ilr 16 " 17 18 �9 20 S' N '1 21 ~ S IV Si%7t 2 24 2 4 26 27 28 29 0 31 z 33 34 15 6 7 38 9 40 41 f 42 4 44 451 46 47 48 49 50 1 of 2 EXHIBIT C Tree£r Vegetation Mitigation Worksheet_versionol.ol.og rn � o w p 000 000000 00000 a 0 z a UJ LLI ~ w Z: o = • 0 • 090990 00000 zLu 0 0 Q v oz 006 000000 00000 z V QjZ p w O +. " zLU • 0 • 000000 00000 Y ow V � p W = p + z � z • o • o o o o o o 00000 Qj O Qj Q > a LU = 0 -0 .0 0 • • • • ® 00000 d a W a p Ln r) Lu tWLu C, • O • • x • • 00 00000Qj cr- Ln J NLLJ w O t.cc � • 0 • • 0 . 000 00000 ;: > w Lj- `^ 0 Y WLLI Z W O O Y J a N W d' W H LU O _ ,' Z W LU ° °C vi 0 Q -� u s � 0 Z Q a � W v W W o� o > a W v a V Z °- 0 WtnLnz LL. v v v O o" _O V9 Z LL N v LU Z z. a F- Z J O v F O O ` W a W O W o = V n LL 0 Q W Z d O F- W a T O a > > v W > Z LL O Y i i 7 J LA G W 0 a � V1 �. a O v OC O0 _0 + W v v W Z W Z H v = p (31 LU d p v Q F- I-- ® V8 J o S: o f- U C c 0 0 Q o m r-' V ui ti l7 p® p J COl7 V 00 m m m m Lf)V Q 0 m X x x x x IJ r6 WW W W W W W / MAP SHOWING SURVEY OF LOT 37, PARADISE PRESERVE, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 57, PAGES 31, 31A, 318 AND 31C OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. CERTIF/ED 70: DON GARDNER Tau- RR SPIKE 1N 18"PALM EL=(9 04) (NAVD B8) CA=12`t13'f19PARADISE LANE (RIW VARIES) " R=61.50' (733) (743) (7sr) L=1294' CB=S84'21'36"E 0-391 (753)BC (756)SC CH=1291' (74) N89'36' O"E 42.60' (7.J) (75) — — -- 1 0 .0 6'PALAA '8"O (7.3) 7,5'JEA-ESUT. 1,----- --------- ------ r2"L! OAK 73) (6.1) (6.3) 8" A (6:4) (7) (7.J) C 15 --- 0"SWEETGUu z r) (s. ) 6.8) �9'OAK b.$) C%q 6.4) V6"OAK 0 LOT 36 4 (6:0) ds" TALLOW000 q '* ' TALLOK 00 (6.2f _�► LOT 37 2 - >N£ (VACANT) �� LOT 38 M� X7' TALLOWO00 _ C. 7ALL MOD *r2' TALLOWt70D ..j! (64) W 5.9) O )(22'PIN 6"SW UM0 fl 6' VINYL FENCE(ay stEST) 4'PlN (6.6)£ 1? PALU (5.9) 6�SOWETGUA/ 070' TGUM COJ 7,9*CAAlPHOR (5-6),--, WOOD FENCE (0.1`NORTH) N7 (5.7) 9 —JF- 0,0,? S89 J6'50"W 59.86' 'rO•sW>_ETGuu 26 UNLESS IT BEARS THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURYFYOR AND MAPPER, THIS DRAWTNa SKETCH, PLAT OR NAP IS FOR INFORAAITOIYAL PURPOSES ONLY, AND IS NOT VALID. `-BUILDING PERMIT APPLICATION D H U T T ` CITY OF ATLANTIC BEACH 1`4 FILE C '800 Seminole Road, Atlantic Beach, FL 32233 DEC 5 vn13 a ,:� , ,►� x Office(904)247-5826 Fax(904)247-5845 Job Address: 710 �_ra d, s c, �. r Permit Number: Legal Description M^F Szf+ Floor Area of Sq.Ft. 3q. Valuation of WorWI-12-1966 Proposed Work heated/c a on-h ated/cooled Class of Work(circddition Alteration Repair Mo_ve.__D.emolition pool/spa window/door Use of existing/proposed structures)(circle one):. Commercial �siden ' - - If an existing structure,is a fire sprinkler system installed?(Circle one): Yes No Florida Product Approval# For multiple products use product approval form Describe in detail the type of work to be performed: t4 F-W )A-Ot,!\le Property Owner Information: /� ( Name: �n a-I d 4 An 10-v 1=� Address: I A 1 h�;j e, , wS (- City State fL Zip 3j a4,5_ Phone "70 $`T E-Mail or Fax#(Optional) Contractor Information: Company Name: CoA jAL 47 Qualifying Agent: (Cet4 N\.A$SF—rY Address: 1304D City'.TA6c- De-4 State C.Zip 3 2 250 Office Phone gD4l -LLt q- gq L 9 Job Site/Contact Number 44;!5- L, Z 3 2, Fax# State Certification/Registration# G C_GO 5 Z.00q Architect Name&Phone# 14Ai1 L V_ t PA2VC5 rfoh 762 - (0 3 (o 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. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of ald laws regulating construction in this jurisdiction. This permit becomes null and void rf work is not commenced within six(6)months,or if construction or work is sus�pended or abandoned fora errod of six r6)months at any time after work is commenced. I understand that separate permits must be secured for EledricaC Work,Plumbing,Signs, i�ells,Pools, Furnaces,Boilers,Healers, Tanks and Air Conditioners,eta 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. I hereby certify that I have read and examined th' a lication and know the same to be true and correct. All provisions of laws and ordinances governing this type o work will be complied with whether sped ed herein or not. The granting of a permit does not presume to give authority to violate or cancel the prowsrons of any other federgl.state,or local law regulating construction or the performance of construction. Signature of Ow�r 4� ,' 7 Signature of Contract Print Name c,,.4 .. ............. .R..d,N..._ _r ......... Print Name _.r....... ._ `4.........................................................._............. Sworn to and subscribed before me Sworn tqq and subscribed before me this // Day of 0cT0Jgi5_P 20 13 this r� Day of b ece V"- 20 L3 otary Public ;?o JAMES E.MCCULLOUGH II Notary o. ..J ANGELA V.SCARS ROU 1 MY COMMISSION#FF013273 '` * MY CC�h4A41SSi9 6.10 '•.;!fro , EXPIRES April 30,2017 � o��f`�ff ` EXPIRES March 14,2015 (407)398.0153 Florid allotaryService.com ,,,,,,.,....., _ _. .. .. . - . _C, ss1 CITY OF ATLANTIC BEACH J PUBLIC UTILITIES 1200 Sandpiper Lane AATLANTIC BEACH,FL 32233 �J131>� (904) 270-2535 or(904)247-5874 NEW WATER/SEWER TAP REQUEST Date: Z` - roject Address: 7/b No. of Units: �_Commercial Residential V11" Multi-Family CFIVNew Water Tap(s) & Meter(s) Meter Size(s) y New Irrigation Meter Upgrade Existing Meter from to (size) New Connection to City Sewer Name: �OaS0W a-x&4G Applicant Address: City: Atlantic Beach State: Zip. Phone Number: Cell Number: Email Address Fax: Signature: (Applicant) CITY STAFF USE ONLY Application# Water System Development Charge $ 1A /yV•to Ako h Sewer System Development Charge $ 60 Water Meter Only $ ,ey Water Meter Tap $ (notes) Sewer Tap $ Cross Connection $ 40 Other $ TOTAL �,5C/9 "e r APPROVED: (Utility Director or uthorized Signature) ALL TAP REQUEST MUST BE APPROVED BY UTLITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED A_ � Np City of Atlantic Beach C'C 0 APPLICATION NUMBER Building Department T:?V. ZO13 (To be assigned by the Building Department.) 800 Seminole Road Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904) 247-5845 I2 E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 110 ParOA1s f,L—k \ DgparLment review required Yes No 1 f�� 1 Buii na Applicant: �R Ck �✓�� tannnning &Zoning � ✓ ree minis ra or J Project: 1 �w SFYZu tic orks Public Utilities PuT is aey Fire Services Review fee $ �Q Dept Signature ' amort Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B 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: �CT BUILDING PLANNING &ZONING Reviewed by: 64- Date: L TRE ADMIN. Second Review: ❑Approved as revised. []Denied. r C OR Co ments: U UT LITIES 2 - AFET Reviewed by: Date: FIRE SERVICES Third Review: []Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 05/14/09 City of Atlantic Beach t APPLICATION NUMBER `sa Building Department (To be assigned by the Building Department.) 800 Seminole Roadl, Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)247-5845 E-mail: building-dept@coab.us \ Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: ` � �r (SCi Aanning ment review required Yes No Applicant: CSS an fl, � &Zoning Fee minis ra or Project: N LW S u lic W ks u is Utilities Pu lic a ety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B 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 Reviewed by: Date: TREE ADMIN. Second Review: A roved as revised. ❑ pp ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 05/14/09 City of Atlantic Beach APPLICATION NUMBER �s Building Department (To be assigned by the Building Department.) 800 Seminole Road Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)247-5845 oil E-mail: building-dept@coab.us Date routed: 1 —115 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: Q �G,r01,(/l.is-, Lr� D-epadment review required Ye No n� B "1.�� G, �-�"l�ft,�`h ('� tanning &Zonin Applicant: G, Tree dministrator Project: tl Pubfir Works Public Utilities Public Safety Fire Services inat a � ' Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B 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,T©bacco t°.> Other: APPLICATION STATUS Reviewing Department First Review: QApproved. ❑Denied. (Circle one.) Comments: -_, /rvss Tin SI�nS� � �d h-� G,��Sh BUILDING PLANNING &ZONING Reviewed by: Date: 12 -17-13 TREE ADMIN. Second Review: ❑Approved as revised. FIDenied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 05/14/09 irL�l; CITY OF ATLANTIC BEACH - , Building Department 800 Seminole Road Atlantic Beach,Florida 32233 N�CJF31�f' . (904)247-5800 PLAN REVIEW COMMENTS Permit Application # / S- 9;?d'9 Property Address: Applicant: Go f0� Project: e ei. S., /e This permit application has been: 0 Approved 0 Reviewed and the following items need attention: EvrvP -�ru�-,-, L c P� �G Ste✓ ve 'biz, Ur'v i-s u �S` -�v c�� 1 !er ecl 0dt2. wTGl� ss Gln rT►� � iZ 1'l.i� i Please re-submit your application when these items have been completed. Reviewed By: , rJ't Date: 12-6`-1'37 jy>>y;lJ City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) 800 Seminole Road Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904) 247-5845 l 2I "!o;3lq? E-mail: building-dept@coab.us Date routed: J City web-site: http://vmw.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 9 10 PaY-a4US<-,, Ln jg@Rartment review required Yes No NW in Applicant: C ollistck ��t 0, f✓ Planning &Zoning �( + r ministra or L - Project: 1 " � s f '� Pu lic Works Pu is Utilities Pubic Safety Fire Services Review fee $ Dept Signature ' Other Agency Review or Permit Required Review or Receipt Date of Permit Verified B 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: f-kiS lo�- At) a 115�`"r1wn U44L 1W Pip t BUILDING � ptlCRpifs mv_ �� of 1� rr-05 nikl q � FJ PLANNING &ZONING Reviewed by: Date: �0!3 TREE ADMIN. Second Review: ❑Approved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 05/14/09 BUILDING PERMIT APPLICATION D [ Q CITY OF ATLANTIC BEACH DEC 5 013 FILE Co P Y 800 Seminole Road, Atlantic Beach, FL 32233 Office (904)247-5826 Fax(904) 247-5845 Job Address: I D Pcg w c) s c- Permit Number: — 31M Legal Description NAE% 1 \)0ros F Parcel# floor Area of Sq.Ft. Sq. t Valuation of Work$ � FCS Q d Proposed Work heated/cooled non-heated/cooled Class of Work(circle one): ew Addition Alteration Repair Move___,-Demolition pool/spa window/door Use of existing/proposed structures)(circle one): Commercial identia sL> If an existing structure,is a fire sprinkler system installed?(Circle one): Yes No („N/A _ ) Florida Product Approval# For multiple products use product approval form Describe in detail the type of work to be performed: �!Flw VyOrollle Property Owner Information: 11 Name: "n o- C-,4 ag,v aok)- Address: I d 3 b-jo City State ft. Zip Phone 17 014 9'9 "? E-Mail or Fax#(Optional) Contractor Information: Company Name: COA!TAL 47 L11+A t%(- Qualifying Agent: Kc-14 NkASSF`( Address: 1304D 4D City zAY- a e-R State P-%, —Zip 3 2 250 Office Phone qDk L t q- gq l9 Job Site/Contact Number k(o$- t4 2 3 2, Fax# -- State Certification/Registration# G(-C.0 S 2ooq Architect Name&Phone# 14 L W-t RAR-y- Yogi 76 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. I certify that no work or installation has commenced prior to the issuance 0 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, work is not commenced within six(6)months, or if construction or work is suspended or abandoned for aperrod of six(6)months at any time alter work is commenced. I understand that separate permits must be secured for Electrical Work,Plumbing,Signs, Wells,Pools, Furnaces,Boilers,HeaCers, Tanks and Air Conditioners,eta 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. I hereb certify that I have read and examined thts a plication and know the same to be true and correct. All provisions of laws and ordinances governing this type o work will be complied with whether spect>ed herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any other federgl,.state,or local law regulating construction or the performance of construction. 00, // (� Signature of Owt/er +� °� C Signature of Contract Print NameI c� Print Name �pk 4.�..� ...................._.._ 4. _dw.E..r.. ......................... ..................................................... `....... ._......_._ ................................................... Sworn to and subscribed before me Sworn tq and subscribed before me this // Day of OCTO 13EQ 20I this Day of w. 20 l3 f v .•"'�� otary Public Zo 1 DAME$E.MCCULLOUGH II NO �' i''�. ANGELA V.WARS ROU MY COMMISSION#FF013273 _+; +: MY cpnAMIssIORO 6.10 EXPIRES April 30,2017 +� EXPIRES March 14,2015 L=398-0153 FloridallotaryService.com (407)'398-0153 FloridalloteryServicoxom DO NOT WRITE BELOW- OFFICE USE ONLY Applicable Codes: 2010 FLORIDA BUILDING DE Review Result (circle one): Approved Disapproved Approved w/ Conditions Review Initials/Date: a 12-- ,6-1 !1 ell Development Size Habitable Space /7�9 s F. Non-Habitable Impervious area y y. y Miscellaneous Information Occupancy Group ' 3 Type of Construction, Number of Stories Zoning District v 0 Max. Occupancy Load Fire Sprinklers Required Flood Zone 0j eJ-4nfival C h un r4 F"(00d -eU4 -e Conditions/Comments: r atss :fa �.drWti Ac•p w;.�rron,.srge>+, <vyy� � Map Output r�.; u . Page 1 of 1 JAXGIS Property Inform i F E c 0 P Y p Y �La ..r '�/I�iey;eaplv3cs•'� E t ame Address TransactionAcrea Book-PagePi_ ap/Legal Des " /ood Z_ shSl(e EDC ua6on C AC ore PZ CH M/HH School 10 57-31 2S- e ayport PARADISE LN 9E .16 of in of in A/ ur¢onta 172376 023 DNER DONALD ATLANTIC BEAC 8000 16 161800038 418 PA DISE PRESERV 2 PCT ANNUAL CHANCE FLOOD HAZAR hSde nteryris AT 3 tannin A mace A 32233 Lo 37 one one is<o lev 300' http://maps.coj.net/WEBSITE/DuvalMapsSQL/toolbar.asp 12/6/2013 n'ac Y t FILE COP MAP SHOWING SURVEY OF LOT 37, PARADISE PRESERVE, ACCORDING l0 THE PLAT THEREOF AS RECORDED IN PLAT BOOK 57, PAGES 31, 31A, 318 AND 31C OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. CERTIFIED T0: DON GARDNER TBM— RR SPIKE IN 18"PALM EL.=(9.04) (NA VO 88) PARADISE LANE (R/W VARIES) CA=12 03'09" R=61.50' (7.33) (7.43) (7.51) L=12.94' CB=S8 U'36" (739 BC (753)BC (z56)BC CH=12. B' (7 4) N89 36'50"E 42.60' (73) . O6"PALM 7,5" J£A—ESMT. 18" A (73) --------------------------- O 12"LIVE OAK S 73) (6.4) (6.3) (6 4) (ZII ) (71j) y 0 (7.4) C0 "LIVE OAK (6.5) 0 10"SWEETGUM 7 1) O (6.2) 0.9' OAK 6.6) 6.8) 6" OAK LOT 36 6.4) (60) °Oe" TAL!(K000 TALLOWOOO W 6.2 �u LOT 37 o LOT 38 h 24"PINE (VACANT) r ° 7" TALLOWOOD 06" TALLOWOOD 012" TALLOW00D (6.4) 5.9) O 22"PINE ° 6"SWEETGUM C (5.5) (6.2) (6.6) 6" VINYL FENCE (0.3• WEST)—t ° \\ 014"PINE 12" PALM °22"PINE (5.9) 6.5) 0 6"SWEETGUM 010"SWEETGUM ° 7",9' CAMPHOR (5.6) 6' WOOD FENCE (0.1'NORTH) (5.7) -- 2p02'�y S8936'501,W 59.86' 10~ swEErcuM r�2s UNLESS IT BEARS THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER, THIS DRAWING, SKETCH, PLAT OR MAP IS FOR INFORMATIONAL PURPOSES ONLY, AND IS NOT VALID. DATE 4-2-13 UNLESS IT BEARS THE INFORMA�ONALAND Pt/RPOSESfiNJLY,RAISED lSSEAL NOT VALIOFLORIDA LICENSED SURVEYOR AND MAppfLEGENON� , V 1��=20� PLAT OR MAP IS FOR SCALE 9013_120 NOTES O DENOTES CONCRETE MONUMENT JOB No. 1336 1. Bearings ore based on the RECORD PLAT AND CENTERLINE PCP's OF PARADISE LANE (589'36'S0"W• x-x DENOTES FENCE F.B. 2. This is a BOUNDARY AND TOPOGRAPHIC SURVEY. 0 DENOTES 1/2'IRON PIPE SE7 73 X. INTN CAP,A MILLER k ASSOC. -page File 1313-1�W9 J. Elevations shown thus (IS-0) refer to North American Vertical Do um • D ENOYES IRON PIPE FOUND Comp. or 1988, (NAVV 68)' properly shown hereon lies within Zone:Notionol Flood insurance (LB 1104) 4. By Crophic plotting only, the PFDP Mono ement Agency(F.E.M.A.), Drawn by WJM---- os shown on the Federal Emergency 9 ASSOCIATES, INC. flood I Federal Rate Mop (F.L.R.M.) Community-Panel Number 120075 0001 Program. MILLER Mop Revised date : 4-17-B9 be deemed as Wetlands RICHARD A- 5. Unless otherwise noted, any Portion of the Farcel that may 721-5758 hos not been determined and any liability resulting pROFE5510NAL LAND SURVEYORS ;ox (904) by State or Gavemmenta!Agencies, Tele. (904) 721-1226 109 NATURE WALK PARKWAY, UNIT 10 therefrom is not the responsibility of the undersigned. ST. AUGUSi7NE, FLORIDA 32092 6. There may be Restrictions or Easements of Record evidenced by title examination that hove not been shown hereon. ABBREVIATIONS TNAT MAY BE USED 1N 71115 SURVEY ABBREVIATION DEFIN117ON TH15 IS TD CERT6Y THAT R m SURVEY K A TRUE RFI'RE>L'NTA710N OF AN ACTUAL T 1415 SURVEY.MADE UNDER MY$WCRNSIDN AND W ACL DANCE WITH OR Licensed Business STANDARDS,A$OURfhED AND SFT FORTH I IE fS J-17. ABBREVIAWA 7fON DEFINITION - RB.S ReqIstered Land Surveyor ulAMuuM TEf1wKAl P.C.P. permanent Control Point R 'glared Electric Authority BpARO OF PROFESSIONAL LAND SURVEYORS AND GAFFERS.IN L1tAPifR 5.1-1 J.E.A. (famrrty CHAPTER 61617-6Z FLORIDA ADMINISTRATIVE LODE.'URSUAN7 70 P.R.M. Permanent Reference Monument EQUIP Equipment nORIDA STATUTES. P.0.8. Point of Beginning Air Conditioner SECDON�n.on, P.C. point of Curvature A/C I ` PT Point of Tongency C.A.T.V. Coble Television Point of Reverse Curvature Overhead Lines t P.R.C. AFM) Field Measured �� Point of Intersection R= Radius equals t R*ht of Way Arc Lenth equals BY.' OF FLORIDA, REGISTERED O.R.V. Official Records Vafume Deed Book Ch.= Chord Bean^9 do Ostonce equals CER CA TE No. 5843 D.B. _ patio or Cenirol Angle equals WILLIAM J. EL OS Pg. Poye' Restriction Line Iron Pipe LAND SURVLOR, Building I.P' Concrete B.R.L. Easement Cone. ESmt NA2013113-120.dw9 r FILE T. FILE COPY t� k FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Gardner Residence Builder Name: Street: Paradise Lane- Lot 37 Permit Office: Atlantic Beach City, State, Zip: Atlantic Beach , FL , Permit Number: Owner: Jurisdiction: 261100 Design Location: FL, Jacksonville 1. New construction or existing New(From Plans) 9. Wall Types(1974.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame-Wood, Exterior R=19.0 1696.00 ft' b. Frame-Wood, Adjacent R=13.0 278.00 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 10. Ceiling Types (1740.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1740.00 ft' 6. Conditioned floor area above grade (ft2) 1729 b. N/A R= ft2 c. N/A R= ft2 Conditioned floor area below grade (ft2) 0 11. Ducts R ft2 7. Windows(147.6 sqft.) Description Area a. Sup: Attic, Ret: Attic,AH: Garage 6 224.77 a. U-Factor: Sgl, U=0.77 147.65 ft2 SHGC: SHGC=0.50 b. U-Factor: N/A ft2 12. Cooling systems kBtu/hr Efficiency a. Central Unit 42.0 SEER:13.00 SHGC: c. U-Factor: NIA ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 42.0 HSPF:7.70 SHGC: Area Weighted Average Overhang Depth: 7.733 ft. Area Weighted Average SHGC: 0.500 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1729.0 sqft.) Insulation Area EF: 0.920 a. Slab-On-Grade Edge Insulation R=0.0 1729.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Total Proposed Modified Loads: 29.38 PASS Glass/Floor Area: 0.085 Total Standard Reference Loads: 39.70 I hereby certify that the plans and specifications covered by Review of the plans and 04TNE SrgT� this calculation are in compliance with the Florida Energy specifications covered by thisO,i, Code. calculation indicates compliance � �r„ ' , _ & °° Ryan B. Ellis with the Florida Energy Code. PREPARED BY: Before construction is completed Cc DATE: 12/4!13 _- _ this building will be inspected for - a compliance with Section 553.908 Florida Statutes. I hereby certify that this bOD ' si i ' �J5 with the Florida Ener CS OWNER/AGEN __ BUILDING OFFICIAL: __ : /2'6-13 DATE: DATE Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 12/4/2013 2:28 PM EnergyGaugeO USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 PROJECT Title: Gardner Residence Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 1729 Lot# Owner: Total Stones: 1 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: Paradise Lane- Lot 37 Permit Office: Atlantic Beach Cross Ventilation: County: Duval Jurisdiction: 261100 Whole House Fan: City, State, Zip: Atlantic Beach , Family Type: Single-family FL, New/E)asting: 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 FL, Jacksonville FL–JACKSONVILLE–INT 2 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume 1 Blockl 1729 17290 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1729 17290 Yes 3 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio Main 197.4 ft 0 1729 ft2 — 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Composition shingles 2003 ft2 0 ft2 Medium 0.96 No 0.9 No 0 30.3 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 1729 ft2 Y N CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 1740 ft2 0.11 Wood 12/4/2013 2:28 PM EnergyGauge® USA- FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 WALLS ^f., Adjacent Cavity Width Height Sheathing Framing Solar Below ._.�JllJt Adjacent Space Type Space R_Valuy�-.-Ft In Ft In Area R Valna Fraction .�bgpr_�iladB%_- _ 1 N Exterior Frame- Wood Main 19 18.2 10 182.0 ft2 0.23 0.75 0 _ 2 W Exterior Frame- Wood Main 19 45.8 10 458.0 ft2 0.23 0.75 0 _ 3 W Garage Frame- Wood Main 13 7.3 10 73.0 ft2 0.23 0.75 0 _ 4 N Garage Frame- Wood Main 13 20.5 10 205.0 ft2 0.23 0.75 0 _ 5 S Exterior Frame- Wood Main 19 38.7 10 387.0 ft2 0.23 0.75 0 6 E Exterior Frame- Wood Main 19 66.9 10 669.0 ft2 0.23 0.75 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 N Wood Main None 0.460000 1.5 6.7 10.04999 2 N Wood Main None 0.460000 2.7 6.7 18.09000 3 S Wood Main None 0.460000 1.5 6.7 10.04999 4 S Wood Main None 0.460000 1.5 6.7 10.04999 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Low-E Single Yes 0.77 0.5 30.0 ft' 8.9 ft 0 in 2 ft 0 in Drapes/blinds None 2 N 1 Metal Low-E Single Yes 0.77 0.5 10.0 ft' 16.3 ft 0 i 2 ft 0 in Drapes/blinds None 3 S 5 Metal Low-E Single Yes 0.77 0.5 30.0 ft2 12.7 ft 0 i 2 ft 0 in Drapes/blinds None 4 S 5 Metal Low-E Single Yes 0.77 0.5 20.1 ft2 12.7 ft 0 i 2 ft 0 in Drapes/blinds None 5 S 5 Metal Low-E Single Yes 0.77 0.5 30.0 ft2 1.3 ft 0 in 2 ft 0 in Drapes/blinds None 6 E 6 Metal Low-E Single Yes 0.77 0.5 8.0 ft2 1.3 ft 0 in 2 ft 0 in Drapes/blinds None 7 E 6 Metal Low-E Single Yes 0.77 0.5 16.5 ft2 1.3 ft 0 in 2 ft 0 in Drapes/blinds None 8 E 6 Metal Low-E Single Yes 0.77 0.5 3.0 ft2 1.3 ft 0 in 2 ft 0 in Drapes/blinds None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 431 ft2 431 ft2 54.8 ft loft 0 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess 0.000500 2267.5 124.48 234.11 0.3850 7.8690 12/4/2013 228 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF: 7.7 42 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 13 42 kBtu/hr 1260 cfm 0.75 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF _Cap Use SetPnt Conservation 1 Electric None Garage 0.92 50 gal 60 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model # Area Volume FEF None None ft2 DUCTS / ----Supply---- ----Return---- Air CFM25 HVAC# V # Location R-Value Area Location Area Leakage Type Handler CIS-25 OUT ON RLF Heat Cod 1 Attic 6 224.77 Attic 86.45 ft Default Leakage Garage cfm (Default) 1 1 TEMPERATURES ProgramableH 00' Thermosta[t:]Y Febr�] [ ] Ceiling Fans:[ ] [X] ri j ] Nov �j Dec may Heating Jan l �Feb lel Mar [ ]AprApr [ ]MayMay ri Jun [ ]Jul Aug X1S� � t Nov Dec �Nov Dec Venting Jan [ ]Feb [X Mar [X] [ ] [ ]Jun [ ]Jul Aug J Sep 1 Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Coding (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 Coding (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 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 12/4/2013 2:28 PM EnergyGauge® USA- FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 74 The lower the Energy Performance Index, the more efficient the home. Paradise Lane - Lot 37, Atlantic Beach, FL, 1. New construction or existing New(From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a.Frame-Wood,Exterior R=19.0 1696.00 ft2 b.Frame-Wood,Adjacent R=13.0 278.00 ft2 3. Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 3 d.N/A R= ft2 10.Ceiling Types Insulation Area 5. Is this a worst case? No a.Under Attic(Vented) R=30.0 1740.00 ft2 6. Conditioned floor area(ft2) 1729 b.N/A R= ft2 c.N/A R= ft2 7. Windows" Description Area 11.Ducts R ft2 a. U-Factor: Sgl,U=0.77 147.65 ft2 a.Sup:Attic,Ret:Attic,AH:Garage 6 224.77 SHGC: SHGC=0.50 b. U-Factor: N/A ft2 SHGC: 12.Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a.Central Unit 42.0 SEER:13.00 SHGC: d. U-Factor: N/A ft2 13.Heating systems kBtu/hr Efficiency SHGC: a.Electric Heat Pump 42.0 HSPF:7.70 Area Weighted Average Overhang Depth: 7.733 ft. Area Weighted Average SHGC: 0.500 8. Floor Types Insulation Area 14.Hot water systems Cap:50 gallons a.Slab-On-Grade Edge Insulation R=0.0 1729.00 ft2 a.Electric EF:0.92 b.N/A R= ft2 b. Conservation features c.N/A R= ft2 None 15.Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building ooiAE SN,, Construction through the abo energy sa ing fe ures will be installed (or exceeded) p in this home before final i e ti w E Display Card will be completed based on installed Cod n s Builder Signature: Date: Address of New Home: �j (7�ZCity/FL Zip: �� ` COD WE 3 22 33 *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software FIL E COPS' r 4 PRODUCE -� �-/ QI �F+ , �R THE CITYOF ATI ANITC/BEACH,FLORIDA Project Na :meI)6(A 64;Z.\�/1�'C%�L / W� S�� L C�.}� Z4'bsnat # 13— -37k9 Project Address: -714 ? Lb I sem. l >` As required by Florida Statute 553.842 and Florida Adnuiristnative Code Rule 9B-72,please provide the iriformation and product approvalrnmber(s) forthe buibig components listed below as applicable to the building construction project for the permit ramt=listed above. You should contact your product suppler ifyou do mt know the product approval number for any ofthe applicab b listed products. In bnnation reganding statewide prodie approvalmaybe obtained at:www1bridabudidimo . Category/Subcategory Manufacturer Product Description L ukation of Use State# Local# A.EXTERIOR DOORS 14 1.swingiig `tta�¢�nk. 6.�' F►awkims .X5225. S log 2.SU.* FzSt�*GN .. �2Qi�C.� 4 22.5.5116 vo 3.Sectional WAKI wzvp 9 too SM\S 1 4.RoRup 5.Automatic 6.Other B WINDOWS 1.Sin&Inng I'me%-, 511 Sh Itt ^R 43-06 2.Horizontal slider 3.Casement 4.Double hmg 5.Fixed 5177 - 4x' 010 6.Awning 7.Pass-through 8.Projected 9.Mrrl6on 10.Wind breaker 11.Dual action r 22 - - -- t - 12.Other Category/Subcategory Manufacturer Product Description limitation of Use State# Local# C.PANFT WALL 1.Siding 2.Soffits 0ty F "O>—SA 3.EIFS 4.Storefronts 5.Curtain walls 6.Wall louvers 7.Glass block 8.Membrane 9.Greenhouse 10.Synthetic stucco 11.Other D.ROOFING PRODUCTS 1.Asphalt shires . / µGQ F (�_Ar c,4 2.underlayments . tN%O SIANE 1 w F CA 5? 3.Roofing fasteners 4.Nonstruchualmetal mof 5.Built-up roofing r 6.Modified bitumen 7.Single ply roofing 8.Roofing tiles 9.Roofing insulation 10.Waterproofing 11.Wood shuigles.'sbakes 12.Roofing slate 13.Liquid applied roofing 14.Cement-adhesive coats 15.Rooftile adhesive 16.Spray applied polyur dime roof 17.Other Category/Subcategory Manufacturer Protect Description Ibluitation of Use State# Local# E.SHUTTERS 1.Accordion 2.Bahama 3.Stormpawk 4.Colonial 5.Roll up 6.Eq*mert 7.Other F STRUCTURAL. COMPONENTS 1.wood connector/annebor• 51 MP S 0 h! N Z 5 la 1 2.Truss plates 3.Frgirieered hrmber 4.Rarlmg 5.Coolers-freears 6.Concrete admiuh'= 7.Material 8.Imulation forms 9.Plastics 10.Deck-roof 11.Wall 12.Sheds 13.Other G.SKYLIGHTS 1.Skyl*h 860. 2 2.Odner Cstegory/Subcategory Mamdactuaer Product Description Linfitation of Use State# Local# l3.NEW EXTERIOR ENVELOPE PRODUCTS 1. 2. In additim to completing the above list of manufficturers, product description and State approval number for the products used on this project, the Contractor shall maintain on the job site and available to the Inspector, a legible copy of each nwaffiieturefs printed specificatiorn and i[stallation irshmctiors abng with this Product Approval Sheet I certify that this product approval lists true and correct to the best ofmy 1=w1bdge_I fiuther certify that nae ofdiffenent components other than the ones listed in this document mist be approved by the Buidirig Ofcia1 (Contractor Name) (Print Name) I��)�A11� a' ttil 1,S S (Sigrnatnnre Company Name: C(',^�A s-r/�L /��NZ�G 11V, L• Mailing Address: �c�6 J-1 B tic rk %L-111) City: 5L P t��. �y n State: E L Zip Code: 3 22 EO Telephone Number:(gD�) it q � `I, t"1 Fax Number:( ) d� Cel PhoneNumber:604 > x(95 4-232 E-mail Address: Ka�(Yl `3 I LI Q cal) August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 M17ek industries,chesterfield,MO Page 1 of 1 I- Brace T-Bracing/I-Bracing to be used when continuous lateral bracing 0o is impractical.T-Brace/I Brace must cover 90%of web length. Note:This detail NOT to be used to convert T-Brace/I-Brace � I i i JULIUS LEE PE. RE: 504393 - 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Coastal Atlantic Project Name: 504393 Model: Gardner Res. Lot/Block: . Subdivision: - Address: 37 Paradise Lane City: Duval State: Florida Name Address and License#of Structural Engineer of Record,e nnown at time of time for the building. Name: Unknown at time of Seal Address: Unknown at time of Seal City: Unknown at time of Seal State: Florida General Truss Engineering Criteria&Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TPI2007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor Load: N/A psf Roof Load: 40.0 psf This package includes 23 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This document processed per section 16G15-23.003 of the Florida Board of Professionals Rules In the event of changes from Builder or E.O.R.additional coversheets and drawings may accompany this coversheet.The latest a rovaI dates su rsede and replace tM12/10/01 us drawings. No. Seal# Truss Name Date No. Seal# Truss Name 1 17598539 CJ01 12/10/01 18 17598556 T06 12 117598540 I CJ02 112/10/013119 117598557 1 T07 112/10/01 13 117598541 I CJ03 112/10/013120 117598558 1 T08 112/10/01 14 117598542 1 CJ04 112/10/013121 117598559 1 T09 112/10/011 15 117598543 1 EJ01 112/10/013122 117598560 1110 112/10/011 16 117598544 I EJ02 112/10/013123 117598561 1111 1 12/10/01-4 17 117598545 1 EJ03 112/10/0131 18 117598546 11-1.101 112/10/0131 19 117598547 1 HJ02 112/10/0131 110 117598548 I HJ03 112/10/0131 111 117598549 1P01G 112/10/0131 112 117598550 1 P02 112/10/0131 113 117598551 I T01 112/10/0131 114 117598552 I T02 112/10/0131 115 117598553 I T03 112/10/0131 116 117598554 I T04 112/10/0131 117 117598555 1TU5112/10/0131 The truss drawing(s)referenced above have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters Jam\'.• NSF.�� provided by Builders FirstSource(Jax). ' * ' 0 3 869 Truss Design Engineer's Name: Julius Lee = _ Of My license renewal date for the state of Florida is February 28,2015. _� - NOTE:The seal on these drawings indicate acceptance of �0 STATE OF professional engineering responsibility solely for the truss FcORioP..�� components shown. The suitability and use of this component for any particular building is the responsibility of the building ''�, 0 NAL\ cember 10,2013 designer, per ANSI/TPI-1 Chapter 2. 1 of 1 Julius Lee Job T� Truss Type Oly Ph 17598539 504393 CJ01 Jack-Open Truss 8 1 Job Reference(optional) Builders FirstSowce, Jacksonville,F132244 7.350 s Sep 27 2012 MiTek Indusbtes,Inc. I as Dec 10 09:37:49 2013 Pape 1 I D:gCT3wgSash8KLOTXyAkoKKyAecr-FKeyoOC HelyDH md_ZKBtVHa5GosmH8FK3UgEVDyAPQ 2-0-0 sure•vu 3 2 )05 12 3 T B1 e I 5 y It 1 o-t- Plate offsets :04-2.0-1-81 LOADING( SPACING 2-0-0 CSI DEFL in (lac) Ildefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.00 7 >999 240 MT20 2441190 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TIL) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n1a Weight.7 Ib FT=20 BCDL 5.0 Code FBC2010rrP12007 (Matrix) _ _ — - - LBRACING UMBER TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 m bracing. BOTCHORD 2x4 SP No.2 _ WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation Quide-. REACTIONS (Ib/size) 7-339/0-4-8(nin.0-1-8),3=111/Marhanical,6=-45/Mechanical Max Horz:Max Uplift7> L177(LC 12),3=136(LC 2),6=55(1-C 2) Max Grav 7=412(LC 2),3=5NLC/2),6=16(LC 12) \s,\ FORCES (Ib)-Max.Comp.IMax.Ten.-A8 forces 250(Ib)or less except when shown. � \J�. \GE N SF TOP CHORD 2-7=-417/350 i i NOTES (7-9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=42pst;BCDL=3.Opsf,h=18ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS _ 7 34869 _ (envelope)gable end zone and C-C E terior(2)zone;end vertical left exposed;porch left and right exposed;C-C for members and forces&MWFRS for t _ 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 noncuncurrent with any other live loads. 3)'This truss has been designed fora live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-40 wide will fit between the I/.'aat1 bottom chord and any other members. v 4)All bearings aassumed to be SP No.2 crushing capacity of 565 psi. STATE re OF 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 177 Ib uplift at joint 7,136 Ib uplift at joint 3 and 55 Ib uplift at . N, joint 6. is �ORIDP.•' 6)'Semirigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss_ 7)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the \v responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ///// /O N A \\\\ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPS. // 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard December 10,2013 A WARNING-Verify design pammeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT 7473 BEFORE USE. Design vard for use only with MiTek connectors.This design a based only upon parameters shown,andin for an individual building component. Applicability of design parameniers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PE. is for lateral support of individual web members only.Additional temporary bracing to issue stability during construction is the resporsibillity of the )109 Coastal B erector.Additional permanent bracing of the overall structue a the responsibility of the building designer.For geneguidance regarding guidaregarding fabrication•quality control,storage.delivery,erection and bracing.consult AN51/TPII Quality Crileda,D$11-89 and 8Cs1I building Component Boynton Beach,FL 3ay 3435 Safety Momsalion available from Tens Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type 1PIy_ 17598540 501393 CJ02 Jack-0pen Truss 8 1 J.IobRellerenceCoptional) FlnstSomoe Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries.Inc.Tue Dec 10 09:37:50 2013 Page 1 Bulders ID:gCT3wgSash8KLOTXyAkOKKyAea'WCK?kDvP343vwCA72i62V7GXCCiObVTH8ZnlgyA 2-0-0 3-0-0 Sob•1:1].5 3 ]55 r 2 T1 B1 1 1 3 �I I 0-1-2 Plate offsets 5:o-4-z.0-11-81 LOADING()d) SPACING 2-00 CSI DEFL in (Loc) Videft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 043 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.01 4-5 >999 180 SCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 Na n/a Weight:14 Ib FT=20% BCDL 5.0 Code FBC2010frP12007 (Matrix) LUMBER BRACING 7x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-"oc purlins, except end verticals. TOP CHORD BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-00 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation auxle. REACTIONS (lb/size) 5=273/0.4-8(min.01-8),3=44/Mechanical,4=-0/Mechanical Max Horz 5=124(LC 12) Max uplift5=116(LC 12),3=57(Le 12),4=27(LC 9) Max Grav 5=329(LC 2),3�1(LC 21),4= e34(LC 3) \��-�` vs `•'•K• FORCES (lb)-Max.Comp./Max.Ten.-An forces 250(lb)or less except when shown. \ J •\CEN S j TOP CHORD 2-5=-349/227 NOTES (7-9) 34869 " 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=42psF;BCDL=3.Opsf:h=18ft;Cal.II;Exp C;Encl.,GCpi=0.18;MWFRS (envelope)gable end zone and C-C Edenor(2)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 nonconcurrenl with any other live loads. i 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. STATE OF 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 116 Ib uplift at joint 5,57 lb uplift at joint 3 and 27 lb uplift at '• �(0 11 •'• �\ joint 4. S 6) Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ` 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the //// /O N A r�\�``` responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ///111111110\\\1/)j)(1\\\ 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard December 10,2013 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE ND-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameniers and proper incorporation of component is responsibility of building designer-not taus designer.Bracing shown Julius Lee PE. is for lateral support of individual web members only.Additional temporal bracing to insure stability during constriction B the responsibillity of the 1109 Coastal Bary erector.Additional permanent bracing of the overall structure a the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consu0 ANSI/TPII Quality Criteria,DSB-89 and SCSI1 Building Component Boynton BeaCh,FL 334.35 Safety NWmwNon available from Taus Plate Institute.583 IYOnofrio Drive,Madison,WI 53719. Job Truss Truss Type oty Ply 17598541 504393 CJ03 Jaclr-0pen Truss 4 1 Job Reference(optional) Builders FlrslSource, Jacksonvile,Fl 32244 7.350 s Sep 27 2012 MiTek Industries.Inc.Tue Dec 1009:37:50 2013 Pape 1 ID:gCT3"SashBKLOTXyAkOKKyAMAWCK?kDVP343vwCA72i62V7FVC8_ObVTHBZnl gyA 2-0-0 540 sae=t xis TW rs rt 2 s ' ( 2 Plate oflaets :0.42 0-1 _ - SPACING 2-0-0 CSI DEFL in Qoc) Vdefl L/d PLATES GRIP =(psf) TC 0 47 Ved(LL) 0.11 4-5 >532 240 MT20 244/190 Plates Increase 1.25 0.10 4.5 >596 180 Lumber Increase 1.25 BC 035 Ved(TL)Rep Stress Incr YES WB 0.00 Horz(fL) -0.04 3 We Na Code FBC2010fTPM7 (Matrix) Weigh:201b FT=20% -- LBRACING UMBER TOP CHORD structural wood sheathing directly applied or 5-0-0 oc purlins,except end verticals. TOP CHORD 20 SP Not BOT CHORD Rigid ceiling directly applied or 1040 oc bracing. BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation ouide. REACTIONS (lb/size) 5=319/0-4-8(min.0-1-0),3=108/Mechanical,4=24/Mechanical Max Horz 5=181(ILC 12) \\\ Max UpliR5=120(LC 12),3=115(LC 12),4=47(LC 9) S K Max Grav 5=383(LC 2),3=141(LC 21),4-65(LC 3) \\\\ \�••'• //'// FORCES Qb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. -' SCE N SF TOP CHORD 2-5=-420/236 i NOTES (7-9) —e. S 34869 1)Wnd:ASCE 7-10;Vult-11 (3-second gust)Vasd=101 mph;TCDL=4.2psf,BCDL=3.Opsf,h=181t;Cat.11;Exp C;End.,GCpi=0.18;MWFRS _ (envelope)gable end zone and C-C Exterior(2)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. i "' _ 3)'This truss has been designed for a live bad of 20.0psf on the bottom lord in all areas where a rectangle 3-Or0 tall by 2-0.0 wide will fit between the bottom chord and any other members. ATE OF 4)All bearings are assumed to be SP No.2 cushing capacity of 565 psi. 5)Pmvide mechanical connection(by others)of truss to bearing plate capable of withstanding 120 Ib uplift at joint 5,115 Ib uplift at joint 3 and 47 Ib uplift atjoint 4. -..••' \ 6) Semi-rigid pdchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. \ 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the /p N AL \\\\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 9)Truss Design Engineer Julius Lee,PE:Florida P.E.License No.34869:Address.1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard December 10,2013 A WARNING-Verify design pamateters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH 7473 BEFORE USE. Design valid for use only with MiTek connectors.inc designincorporation,of component is�pomitoldy of bui iameters shown, itng designer-not individual truss designer.Bracing shown is faApplicability llof design individual to l we and proper� orpor construction Ju09 Lee to is for bteral support of individual web members only.vera Additional temporary bracnoflthe but ding designerr..For genera g idancesregard IIS of the 1 109 coastal Bay erector.Additional permanent bracing of the overall structure bra i the rosin vbiAJ fabrication, alefy illormallon available from Truss Plate IrsMute,583 D' woof fo Drive,Madison,W1153719 CrHeda DS8-89 and 8CSI1 sullding Component Boynton BeaCh,FL Job Truss Truss Type 101y Ipty 175911542 504393 CJD4 Jack-0Pen Tn� 2 1 Job Reference Lo bona Builders FrstSource, JrrdrsonviNe,Fl 32244 7.350 s Sep 27 2012 Mi7ek Industries,Inc.Tue Dec 10 09:37:51 2013 Page 1 ID:gCT3wgSashBKLOTXyAkoKKyAecr-BimiD4EXAMCWX4mMhIDLbifRlbVO121CWOJLZ6yAPQ 0-" -z-0-0 3-9-0I I 2-0A 3-9-0 4 a.n rm F2- T, BZ 2 03= qq y7 9 BI 7 L4 11 1 e sm II 3.9.g 4-10.14 3.9-0 1-1-14 Plate Offsets TW LOADING( SPACING 2-0-0CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.25TC 0.40 Vert(LL) 004 7 >999 240 MT20 244/190 TCDL 100 Lumber Increase 1.25BC 0.30 Vert(TL) 0.03 7-8 >999 180 BOLL 0.0' Rep Stress Incr YESB 0.00 Horz(TL) -0.02 5 nla NaWeight:241b FT=20% BCDL 5.0 Code FBC2010/TPI2007 (Matrix) LBRACING UMBER TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc Purlins, except end verticals. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BZ:2x4 SP No.3 Mi rek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.3 during truss eregfion,in accordance with Stabilizer Install 'on uide. REACTIONS (lb/size) 8=319/0-5-0(rain-0-1-8),4=75/Mechanical,5=57fMechanical Max Horz 8=181(LC 12) K Max Uplift8=-120(LC 12),4=-62(LC 12),5=-05(LC 9) \\\\\ ��'• ///// Max Grav 8=383(LC 2),4=89(LC 2),5=66(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \ �V••• \GE N SF TOP CHORD 2-8=-407/279 1 NOTES (7-9) 34869 7� 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf,h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS (envelope)gable end zone and C-C Exterior(2)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 bad nonconcurrenl with any other live loads. 3)'This truss has been designed for a live bad 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 / •�/r,` bottom chord and any other members. STATE OF 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 120 Ib uplift at joint 8,62 Ib uplift at joint 4 and 65 to uplift at ,••AC ORIQ P••�� \ joint 5. \ 6) Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the 7) / responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard December 10,2013 Al, WARNING-Ver(fg design parameters and READ NOTES ON THIS AND MCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. Julius Lee PE. Applicability of design paramenters and proper in of component is responsibility of building designer-not truss designer.Bracing shown B for lateral support of individual web members only.Additional temporary bracing to insure stability during construction 6 the responsibility of the 1109 Coastal Bay erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabricalnlormaflon available from Truss Plate Institute,583 Mo Drive.tibracing, It ANSI/TMi 53719. Y Cdleda.DSB-89 and BCSII Building Component Boynton Beach,FL 33435 $afety Job Truss Truss Type —Y 17598543 504393 EJ01 Jack-Partial Truss 17 1Job Reference 'one 7.350 s Sep 27 2012 MTek Industries,Inc.Tue Dec 1009:37:52 2013 Pape 1 Builders FirstSource, Jacksonville,Fl 32244 ID:gCT3wgSashBKLOTXYAkOKKyAecr-tvK4QPF9xgKn8E12ETka7wCcd?tPUT?mIS2u6YyAP 70.0 2-0-0 3-60 ede.1283 Tee 1113 3 Ti Yb 2 6 5 7 11= !6= 9 Y= 3" 7-0-0 384 3-6-0 Plate Offsets :E 0.5-4 DEFL in (loc) Vdefl Vd PLATES GRIP SPACING 2-0-0 CSI 0.03 67 >999 240 MT20 2441190 LOADING(psi) TC 0.39 Vert(LL) TCLL 25.0 Plates Increase 125 BC 0.16 Vert(TL) 0.02 6-7 '999 180 TCDL 10.0 Lumber Increase 1.25 WB 013 Horz(TL) -000 5 Na Na BCLL 0.0 Rep Stress Inc, YES WeightC-401b FT=20% Code FBC2010TTPI2007 (Matrix) BCDL 5.0 _ - BRACING LUMBER TOP CHORD Strudural wood sheathing directly applied or 60-0 or pudins, except end verticals. TOP CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling direly applied or 9-7-8 or bracing. _ BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.3 dunna w is erection in accordance with Stabilizer Installation guide REACTIONS (Iblsize) 8=37810-4-8(min.0-1-8),4=86IMschanical,5--122/Mechanical Max Harz 8=164(LC 12) Max UpliflB=97(LC 9),4=-53(LC 12),5=108(LC 9) Max Grav 8=452(LC 2),4=107(LC 21),5=142(LC 2) \ ....•• ` // FORCES (Ib)-M -Comp.IMax.Ten.-A0 forces 250(Ib)or less except when shown. \ J� Mw- ' \CENSE •�� /� TOP CHORD 2-8=-475/37812-3=-285233 i BOT CHORD 7-a=297219,67=341264 — 7 34869 WEBS 3-7=268/114.3.6=3591430 _ NOTES (7-9) 1)Wind:ASCE 7-10;VuR=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.Il;Exp forces ces&MWFGCpR.fo18;MWFRS (envelope)and C-C Exterior(2)zone;end vertical left exposed;porch left and right exposed;C-C for members and forces ffi MWFRS for reactions shown; Lumber DOL=1.60 plate grip D01-=1.60 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcumeal with any other live toads. i STATE OF yy 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 38-0 tall by 2-0-0 wide will fit between the ••• FL ORIOP.•'• �\`� bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. ••• \ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 97 Ib uplift at joint B,531b uplift at joint 4 and 108 Ib uplift at ////SAO N AV- �\ joint 5. luding heels"Member end model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual albuilding ( uilding component.The suitability use of this component for any particular building is the /1 1 I 1 1)) 6)"Semi-rigid pitchbreaks inc \ designer per ANSI TPI 1 as referenced by the building code. responsibility of the building 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. Boynton Beach,FL 33435 9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd. LOAD CASE(S)Standard December 10,2013 RE USE. 7,.n G-Verify deeign parameters aidREADNOTES ON THIS AND INMUDED MITEK RIFE isNC On krdi'W 747 butldirg component. for use ony with MiTek connectors.This deign is based only upo PQ Julius Lee to of design pat eoob�ldn89n1109 Coastal Bay support of indgoynion Beach,FL 33435ditional pemtn avalable from Tens Plate Irntifute,583 p'Onofdo pdveuMadison��53719.�Cmedo-DSB-89 and SCSII 6uYding Compone 17. • Job 7E.302 n1ss Truss Type F37 - ;f 1 504393 Jirds-0arliel Truss Job Reference na 7 350 s Sep 27 2012 MTek Indusbtes,Inc.Tue Dec 10 09:37:53 2013 Pam 1 Builders FirstSource, Jacksonville,FI 32244 ID:gCT3wgSashBKLOTXyAkoKKyAecr-75uShcFni_Sem0wioAFPg711cP6MDyEvz6oFZ��y LIM 33-0 2-0.0 39-0 acne=c7< . X11 7m 1x e n m = 5:10 YI7011 5 IQ 7,w II e 1. 39-0 7-0-0 39-0 33-0 Plate OBsels :042 0.1 __ DEFL in (lac) Udeft L/d PLATES GRIP SPACING 2-0-0 CSf Vert(LL) 0.18 6 >454 240 MT20 2441190 LOADING(cast) TC 0.56 180 MT20H 1871143 TCLL 25.0 Plates Increase 1.25 063 VeA(TL) -0.28 6 >292 TCDL 10.0 Lumber increase 1.25 WB 000 (rL) 0.09 5 We r✓a Rep Stress Incr YES � Weight:301b FT=20% BCD 0.0 BCDL 5.0 Code FBC2010lTPI2007 (Matrix) - BRACING lied or 6-0-0 oc purlins,except end verticals. LUMBER TOP CHORD Structural wood sheathing directly app TOP CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2'ExcePr MiTek recommends that Stabilizers and required cross bracing be installed B2:2x4 SP No.3 durina truss erection in accordance with S biliz r In 11 tion uide. WEBS 2x4 SP No.3 REACTIONS (Ibisize) 8=378!0.5.8(min.o-1-8),4-1411Mechankcol.5=6WAechanical Max Hort 8=169(LC 12) LC 12),5=24(LC 12) \\\ V�7 S•I\ /// Max upliRB=-65(LC 12),4=84( ....,• C� // Max Grav 8=452(LC 2),4=178(LC 21),5=86(LC 3) Jam•, �C E N SF , i FORCES (ID)-Max.Comp./Max.Ten.-All Portes 250(Ib)or less except when shown. •• 1 / TOP CHORD 2-8=4861244 * 7� - � 34869 NOTES (8-10) - 1)wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCD tions h h=;Lu Cat.II;Exp C;End.,GCpDOL=;60 _ N ` (envelope)and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown:Lumber DOL--i.60 plate grip DOL=1.60 =,� 2)All plates are MT20 plates unless otherwise indicated. V�tJ ''ter 3)This truss has been designed for a 10.0 pal bottom chord live load noncan al with any other five loads. •:�UJ ` 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3b-0 tall by 2-0-0 wide will fit between the STATE OF bottom chord and any other members. ,• �� \ 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. .• F�ORIS P•. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 65 Ib uplift at joint B,84 Ib uplift at joint 4 and 24 Ib uplift at \\ joint 5. //�/O N A�- \�\\ 7)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss / 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the j) I I I 1 1`\ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard December 10,2013 USE- A WARNING-Verify design parameters and READ NOTES ON THIS AND IN®a a AUTEK REFERENCE r an individual building component. Design valid for use only with MTek connectors.This design a based only upon p building Julius Lee PE. Applicability of design poramenters and proper incorperafion of componen a� To 'u�}abiFt dunngc onstwctionsis the rreseponsibill ty of the 1109 Coastal Bay rs for lateral support of individual web members only.Additional Temporary Boynton Beach,FL 33435 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. g-general guidance regarding faleM itiioon,quality ion avalable from Truss,deliv Plate ere -ctio an braci ria co,r MadiAson'�Wryl 53719�Criteria,DS6.89 and eCSl1 WP�n9 Component _J� Job Truss Truss Type 10ty Fly 17598545 504393 EJ03 JaaClosed Truss 10 1 LbReierence(iogonal) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Dec 10 09:37:54 2013 Page 1 I D:gCT3wgSash8KLOTXyAkOKKyAecr-CHRn5GPTHaVOXVuMum2CLHy?pa2yP73CmX?ARyAPQ 2-0-0 34)-0 1 2r II 3 rm vrz 3 Tr in vw 11 s r s 3i4 II Plate Offsets :0.4-2 0.1-8 - LOADING(psi) SPACING 2-0.0 CSI DEFL in (10c) Well Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 040 Vert(LL) 001 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(rL) 0.01 6-7 >999 180 BCLL 0.0' Rep Stress Ina YES WB 0.02 Horz(TL) 0.00 r✓a Na BCDL 5.0 Code FBC2010frP12007 (Matrix) Weight:16 lb FT=20% - LUMBER BRACING TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 7=269/0.3-8(min.0.10,6=40/Mechanical Max Harz 7=125(LC 12) Max Upli87-1111(LC 12),6=-60(LC 9) / Max Grav 7=325(LC 2),6=60(LC 3) FORCES (ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. v •'�� TOPCHORD 2-7=-344/235 �J,•' \GENSF -� l i 7r( i NOTES (7-9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp r members rs and fore.18;s&MW _ 7 34869 _ (envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;porch left and right exposed;CFRS -C for members and forces&MWFRS for { reactions shown;Lumber DOL-1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrem with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle 3S0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. STATE OF 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 111 Ib uplift at joint 7 and 60 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. ^ '., QR)Q P 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the u,S a \ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address.1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard December 10,2013 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE AW 7473 BEFORE USE. Design val for use only with MTek connectors.This design is based only upon parameters shown,and 6 for an inclividual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not inns designer.Bracing shown Julius Lee PE. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction 5 the m ponsibillity of the 1109 Coastal Bay erector.Additional permanent tracing of the overall structure is h responsibility of the building designer.Far general guidance regarding Boynton Beach,FL 33435 fabrication,quality control,storage.defivery,erection and bracing,consult ANSI/Ml Quality Criteria.DSB-89 and BCSII BuildingComponent Solely Intormallon available from Truss Plate institute,563 D'Orofrio Drive,Madison,WI 53719. Job Truss Thus Type ny Py 17598546 504393 HJ01 Diagonal Hip Girder 2 1 Job Reference ons Builders FirstSource, Jacksonvise,Fl 32214 7.350 s Sep 27 2012 Mt rek Industries,Inc.Tue Dec 10 09:37:55 2013 Page 1 ID:gCT3wgSashBKLOTXyAkoKKyAea4U?D2RH1 EbiM?h48wbHHIYgNDgwhF!CROHYryAPQ 2-9.15 4-11 4-11-6 Sm6=1�8 4 11 f4 4$12 10 T1 9 2 8 5 12 13 > 14 34= 1 �_ 8 4-11-6 9.10-13 4-11.6 4-11.6 Plate Offsets 0-411 _ — NG(psi) SPACING 2-0.0 6-7 999 24040 MT20 2441190 CSI DEFL in (lI/deft PLATES GRIP TC 25.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.09 6-7 > TCD 10.0 Lumber Increase 1.25 BC 0 43 Vert(TL) -0.09 6-7 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.32 Horz(fL) -0.02 4 n/a nla x Weigh:531b FT=20% BCD L 5.0 Code FBC20101TP12007 (Matri) LBRACING UMBER TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. TOP CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed unn truss erection in accordance with Stabilizer Installation uide. REACTIONS Qbisize) 8=412I0S6(min.0-1-8),4=156/Mechanical,5=203/Mechanical Max Horz 8=239(LC 8) Max uplifl8=396(LC 4),4=149(LC 8),5=-308(LC 5) / Max Gnav 8=51 B(LC 2),4--188(LC 2),5=238(LC 2) \ FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ' SCE N SF TOP CHORD 241=5291373,2-9=4661422,910=-3981446,310=-4071423 .7 BOT CHORD 8-12=4691129,12-13=4691129,7-13=4691129,7-14=5071408,6-14=5071408 ` 1 •• y i WEBS 2-7=-619/845,3-6=4621574 74 34869 NOTES ((3-11) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat 11;Exp C;End.,GC pi=0.18;MWFRS = -D (envelope)gable end zone;end vertical left exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 = ...... _ 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��///fff,,,JJJ •,��` 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 i STATE OF bottom chord and any other members. •'�� ` 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. F�OR10 P 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 396 Ib uplift at joint 8,1491b uplift at joint 4 and 3081b uplift \ at joint 5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. S 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)36 It,down and 116 lb up at 1-512,36 Ib down and ///// /O N AL \\\\\ 116 Ib up at 1-512,641b up at 4311,64 lb up at 4-311,and 61 Ib down and 122 Ib up at 7-1-10,and 61 Ib down and 122 lb up at 7-1-10 on top / chord,and 5 Ib down and 46 Ib up at 1-512,5 l down and 46 Ib up at 1-512,4 Ib down and 37 Ib up at 4-311,4 It,down and 37 Ib up at 4-311,and 35 Ib down and 57 Ib up at 7-1-10,and 35 lb down and 57 Ib up at 7-1-10 on bottom chord.The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 11)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pt!) Vert:1-2=-58,2-4---58,5-8=-10 December 10,2013 A WARNING-Verify design pnrnmetera and READ NOTES ON THIS AND INCLUDED meterMs how aUSE- nd ar an indvidual building ccompo component. Deign vdid fa use Drily with MOek cnectors.This deign ii based my upon paring Julius Lee PE. ApplicatrGty of deign paromenters and proper incorporafin of component rce�po�im a°tubi duriinngrgcoon,trucction B the responsibillity,of then B for lateral support of individual web members only.Adddiond temporary 91109 Coastal Bay erector.Addfional permnent bracing of the overall structure a the responsL�Trty of the buldmg designer.For general guidance regarding Com fabrication,qudily control,storage,defrvery.erection and bra°x19•consu0 ANSI/TPII Qua91y Cr6eda,DSe$9 and eCSll 8u8ding Component Boynton 8each,FL 334.35 Solely Nferma6on available from Tnns Plate Institute,583 D'Orx>frio lktve,Madison.W 153719. _ _ Job Tmss Truss Type l]ly ply 17598548 504393 HJoi Diagonal Hip Girder 2 1 Job Reference Builders FirstSource, JacksomrMe,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Dec 10 09:37:55 2013 Pape 2 ID:gCT3wgSashBKLOTXyAkoKKyAecr-4U?D2RH1EbiM?h48wbHHIYgOgDgwhnjCRQHYityAPQ LOAD CASE(S)Standard Concentrated Loads(lb) Ver:9=113(F=56,B=56)10=28(F=14,B=14)11=102(F=51,X51)12=44(F=22,B=22)13=4(1`=2,B=2)14=-28(F=-14,B=-14) WARNING-yarify design panametera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incarporcrr n of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members onty.Additional temporary bracing to insure,stability during construction 6 the resporsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibi'rty,of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing.consult ANSVM1 Quality Criteria,DSB-89 and BCSII BuBding Component Boynton Beach,FL 33435 Solely Information available from Truss Plate Institute,583 YOnofrio Drive,Modison,WI 53719. Job Truss Truss Type ply 17598547 504393 HJ02 Diagonal Hip Girder 1 1 Job Reference o one 7.350 s Sep 27 2012 MTek Industries,inc. 1 ue Dec 10 09:37:56 2013 Page 1 Builders FrslSource. Jacksonville,Fl 32244 ID:gCT3wgSa"KLOTXyAkoKKyAecr-YgZbGn lg?vgDdrfKTlpWimNBac5BQF?Mg406FJyAP r -29-15 5310 4-7-2 2--g-15 smie•+zee 12 ae s cis F2_ s n Ti is a+ e 13 14 a 9 T8= 54-10 9.10.13 5310 plate OffsetsgLYD7 :E 0.4-11 LOADING(pat) =Stress 2-0-0 CSI DEFL in (loc) gdefl L d PLATES GRIP TCLL 25.0e 1.25 TC 0.84 Vert(LL) 0.13 6-7 >903 240 MiZ0 244H90 TCDL 10.0se 1.25 BC 0.75 Vert(TL) -0.14 6-7 >808 180 BOLL 0.0 ' r NO WB 0.32 Horz(TL) -0.05 5 Na n/a BCDL 5.0 (y'fP12007 (Matrix) Weight:53 Ib FT=20% LUMBER. BRACING TOP CHORD Structural wood sheathing directly,applied a6-0-0 or pudins,except end verticals. TOP CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed unno Wss erection in accordance with Stabilizer Installation guide REACTIONS (lb/size) 9=412/0.7-12(min.0-"),4=119/Mechanical,5=239/Mechanical Max Hoe 9=247(LC 8) Max Uplifl9=330(1_C 4),4=92(LC 8),5=244(1_C 8) Max Grav 9=518(LC 2),4-144(LC 2),5=282(LC 2) \ FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. '• \CE N sF TOP CHORD 2-9-535t318,240=4191258,10-11=-427/280,3-11=-364/253 BOT CHORD 9-13=-5W/23,1314=-500/23,314=500/23,7-15=-6181655,6-15=-6181655 WEBS 3.s=693,654,2-8=33a/660 _ )c 34869 7� NOTES (9-11) 1)Wind:ASCE 7-10;Vu0=130mph(3seoond gust)Vasd=101 mph;TC131-=4.2psf;BCDL=3.Opsf;h=18R;Cat ll;Exp C;End.,GCpi=0.18;MWFRS — (envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 -{7 2)This truss has been designed for a 10.0 psi bottom chord live load noncencurrent 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 38-0 tall by 2-0.0 wide will fit between the STATE OF bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi_ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 330 Ib uplift at joint 9,92 lb uplift at joint 4 and 244 Ib uplift at F \ joint 5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)36 Ib down and 1%lb up at 1-512,36 Ib down and 116 Ib up at 1-512,64 lb up at 4-311,64 Ib up at 4-311,and 29 Ib down and 50 Ib up at 7-1-10,and 29 It,down and 50 Ib up at 7-1-10 on top chord, and 46 Ib up at 1-512,46 Ib up at 1-512,4 Ib down and 37 Ib up at 4-311,4 Ib down and 37 Ib up at 4311,and 56 Ib down and 69 Ib up al 7-1-10, and 56 Ib down and 69 Ib up at 7-1-10 on bottom chord. The designiselection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new,lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No,34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-2=-58,2-4=-58,8-9=10,57=10 Concentrated Loads(lb) Verl:10=113(F=56,B=56)11=28(F=14,8=14)12=35(F=-17,B=-17)13=44(F=22,B=22)14=4(F=2,B=2)15=-95(F=-47,B=-47) December 10,2013 A WARNING-Verify design pararrretera and READ NATES ON THIS AND INCLUDED shown, icor anAxldvdkm�buJding component. B ME USE ent. Deign valid for use only with MTek connectors.This design is based only upon PQan Julius Lee PE. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is fa lateral support of individual web members only.Additional temporary bracing to iruue stability during construction is the resPonsi:_of the 1 109 Coastal Bay erector.Additional permanent bracing of the overaO structure a the responsibility of the buldng designer.For general guidance regarding Boynton Beach,FL 330.35 fabrication, information available from Truss delivery, Plate Institute. ecf te, rid 583 D'racing,Drive,Madison. NY CrBerla,DSa-89 and 6CSI1 Building Componerd Job Truss Truss Type lQty ply 17598548 504393 HJ03 Jack-Closed Tnus , 1 Job Reference o "ono Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Industries,Inc.Tue Dec 1008:37:56 2013 Pepe 1 ID:gCT3wgSash8KLOTXyAkoKKyAecr-YgZbGnlg'hgDdrfKTIpWImNBacDEQJkMg406FJyAP 2-9.15 4-2-15 sfe=rrrs a,.n 3 4 40 r wz 2 Ti Ll B1 9 6 r y 11 4-"5 a1-z Plate offsets :0-4-2-0-1431 - — LOADING(cast) SPACING 2-0-0 CSI DEFL in (loc) Udell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.84 Vert(LL) -0.01 6-7 >999 240 MT20 2441190 TCDL 10.0 Lumber Increase 1.25 BC 0.23 Vert(TL) 0.03 6-7 >999 180 BCLL 0.0' Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 Na We BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weigh:21 Ib FT=20% LBRACING UMBER TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins,except end verticals. BOT CHORD 2x4 SP Not BOT CHORD Rigid ceiling direct'applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed durina truss erection in accordance with Stabilizer Installation ouide. REACTIONS (Iblsize) 7=270/04-15(min.0.1-0),6=13/Mechanical Max Horz 7=125(LC 8) \\\ Max Up9fl7=216(LC 4),6---80(LC,6) Max Grav 7=347(LC 2),6--31(LC 3) \\ `�� ••'''•• `,(\ /j FORCES (Ib)-Max.Comp./Max.Ten.-AN forces 250(Ib)or less except when shown. \ \V..• �G E N S� •. .(\ TOP CHORD 2-7=3341177 y, NOTES (9-11) _ 7C 34869 ; 1)Wind:ASCE 7-10;Vuh=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=1811;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS _ t (envelope)gable end zone;end vertical left exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL--1.60 _ -D 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. i 3)'This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3Fr0 tall by 2-0-0 wide will fit between the bottom chord and any other members. v 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. STATE OF l` 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 216 Ib uplift at joint 7 and 80 Ib uplift al joint 6. FC OR)O P 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. '•• - •� 7)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)36 Ib down and 116 lb up at 1-5-12,and 36 lb down / \ and 116 Ib up at 1-5-12 on top chord,and 5 Ib down and 46 Ib up at 1-5-12,and 5l down and 46 lb up at 1-5-12 on bottom chord.The ////V�O r,, rk \\\\\ design/selection of such connection device(s)is the responsibility of others. 'V H 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ///// I 11))\\ 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address.1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular.Lumber Increase=125,Plate Increase=1.25 Uniform Loads(pit) Vert:1-2=-58,2-3=-58,3-4=-20,5-7=10 Concentrated Loads(lb) Vert:8=113(F=56,B=56)9=44(F=22,B=22) December 10,2013 A WARNING-Verify design parameters,and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH 7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of deign paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PE. is far lateral support of individual web members onty.Additional temporcry bracing to insure stability during construction is the responsibill'rh/of the 1 109 Coastal Bay erector.Additional permanent bracing of the overall structure B the responsibility of the building designer.Far general guidance regarding Boynton Beach,FL 33435 fabrication•quality control,storage,derwery,erection and bracing.consult ANSVII'll QuaBly,Criteria.DSB-89 and BCSII Building Component Safety Infamalbn available from Truss Plate Institute,583 D'Onof io Drive,Madison.WI 53719. _ - Job Truss Truss Type Cri PN 17598549 504393 PO1G GABLE 2 1 Job Reference o one Builders FirstSource, Jacksonville,FI 322" 7.350 s Sep 27 2012 MiTek Industries.Im Tue Dec 10 09:37:57 2013 Palle 1 ID:gCT3wgSashBKLOTXyAkoKKyAecr-Os7zT71lmCy4F?EW10KIgzvZnOcn9m1VukmfnmyA Is. A-IM9 2S1 2-5-1 arab=,:,oz as= 3 IaV Sn 4 I s e I`e h4= 4-10.2 4-10.2 LOADING(Psi) SPACING 2-0-0 CSI DEFL in (loc) Well Lid PLATES GRIP TCLL 25.0 Plates Increase 125 TC 0.04 vert(LL) Na - nla 999 MTZO 2441190 TCDL 10.0 Lumber Increase 1.25 BC 0.02 VerM) nfa - Na 999 BCU. 0.0 Rep Stress Ina YES WB 0.01 Horz(TL) 0.00 4 Na Na BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weigh:14 Ib FT=20% LBRACING UMBER TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 4-10-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide- REACTIONS All bearings 4-10-2. (lb)- Max Harz 1=38(LC 8) Max Uplift All uplift 100 Ib or less at joint(s)1,5,2,4,6 Max Grav All reactions 250 Ib or less at joint(s)1,5,2,4,6 \\ FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. < / NOTES (12-14) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18R;Cat.II;Exp C;End.,GCpi=0.18;MWFRS (envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip 7 34869 DOL=1.60R 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable requires continuous bottom chord bearing. '1 5)Gable studs spaced at 1-4-0 oc. ,l�Z 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. STATE OF i 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. �l ••. ORI P• 8)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. S 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1001b uplift at joint(s)1,5,2,4,6. / /O N AL \\\\\ 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consuh qualified building designer. 12)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 13)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 14)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No 34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard December 10,2013 AL WARNING-Venih design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown•and is for an individual building component. Applicabifity of design paramenters and proper incorporation of component is responsibility,of building designer-not truss designer.Bracing shown JUFVS Lee PE. is far lateral support of individual web members only.Additional temporary bracing to insure stability,during constructor is the responsibillity of the erecta.Additional permanent bracing of the overall structure is the responsibi ity of the building designer.For general guidance regarding 11 D9 Coastal Bay fabrication,quality control•storage,delivery,erection and bracing,consult ANSVVII Quality Criteria,DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safely Information available from Tens Plate Institute,583 UOrK*io Drive,Madison,WI 53719. Job Truss Truss Type 17598550 24 1 504393 T GABLE lJobReferrence(option,110S Builders FirstSource, Jacksonville,F1 32244 7.350 s Sep 27 2012 MTek industries,Inc.Tue Dec 10 09:37:59 2013 Pape 1 ID:gCT3wgSaahBKLOTXyAkoKKyAecr-yFFkupKYlgCoUJOv9RMDv0?uhgl?EgOoM2FmreyAPO 3-0-0 3-0.0 ares-1.t3. m= 3 N 12 silt e t e m= ar II � 6-0.0 6-0.0 LOADING(� SPACING 2-0-0 C& DEFL in (lac) /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) n/a - n/a 999 BCL. 0.0' Rep Stress Inor YES WB 0.02 Horz(TL) 0.00 4 Na Na Weight:18 Ib FT=20 BCDL 5.0 Code FBC2010rTP12007 (Mwrix) _ LBRACING UMBER TOP CHORD 2x4 SP No.2 TOP CHORD Structure/wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in a=rdance with Stabilizer Installation guide. REACTIONS All bearings 6-0-0. (lb)- Max Horz 1=39(LC 11) Max Uplift All uplift 100 Ib or less at joint(s)1,5,2,4,6 Max Grav All reactions 250 It,or less at joint(s)1,5,2,4,6 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �� ---•••• ,• /, NOTES (12-14) 1)Unbalanced roof live loads have been considered for this design. i 2)Wind:ASCE 7-10;Vult--130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=1 Bit;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS _ ' (envelope)and C-C Exted r(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL--1.60 34869 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. — LL 4)Gable requires continuous bottom chord hearing. 5)Gable studs spaced at 1-4-0 oc. N _+ 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 STATE OF bottom chord and any other members. -.• F •• �� 8)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. -(h .• ORIO P. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,5,2,4,6. V ` 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. //// /�/O N A✓ 11)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. / 12)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 13)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 14)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard December 10,2013 AL WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB 7473 BEFORE USE. Design valid for use only with MTek connectors.This design is loosed only upon parameters shown.and is for an individual building component. Applicability of design pa arid proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ,Julius Lee PE. is for lateral support of individual web members only.Additional temporary bracing to insure stability,during construction the resporuibillity of the 1 109 Coastal Bay erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Safety Inlorma8on control.storage, table from Trude Plate Institute,an bracing,consuMadAN�53 Quality Crifeda.DSB-89 and Ill Building Component Boynton BeaCh,FL 33435 Job Truss Truss Type Qh wY 17598551 504393 T01 GABLE 1 1 Job Reference oions Builders FirstSoume, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Dec 10 09:38:00 2013 Page 1 ID:gCT3wgSash8KLOTXyAkoKKyAecr-QRp658LA37KIBSy5i8tTSG(_sEdtM72xai_J05yAP 2.0-0 10-0-0 10.6-0 m_ snrr-1 xe m II 10 m II e n m II m 11 12 a mu mu 3 ]eD 111 7 m II m II 14 e ren m II 14 5 y14 II m II 18 9th 4 t 171 17 17-1 P n T1 1 'S®II 20 31 8 28 TI 21 ?d z N_ 9 S! IT 21 ?D H 10 12 >6 b m II m ll m r mll m 11 m 11m m 11 a<�II m 11 2x411 W 1 m II spm 2050 ... _ 20-84) Plate Offsets :0.3-00-0-4 10:0-2-0 - - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) gdefl Ltd PLATES GWP TCLL 25.0 Plates Increase 1.25 TC 0.37 VeftI -0.00 1 Nr 120 MT20 2441190 TCDL 10.0 Lumber Increase 1.25 BC 0.12 VerKTL) -0.02 1 n/r 120 BCLL 0.0 Rep Stress Incr NO WS 0.08 Horz(TL) 0.00 17 n/a Na SCDL 5.0 Code FBC20101TPI2007 (Matrix) VYNpM:131 It, FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 800 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer In alfa�on oyide. REACTIONS All bearings 2050. (lb)- Max Hou 2=201(LC 5) Max Uplift All uplift 100 Ib or less at joird(s)2,17,25,23,19 except 30=-186(LC 8), 29=110(LC 8),28=115(1_C 8),27=125(LC 8),26=104(1_C 8),22-101)(1-C 9),21=-116(LCS \\�\\ - ` •S•/� / //, 9),20=141(LC 9),18=-291(LC 9) �\v.. .,•\. / Max Grav All reactions 250 Ib or less at joint(s)17,30,29,28,27,26,25,23,22,21,20, . 19 except 2=311(LC 2),18=306(LC 2) �J•.• \GENgF'•. FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 7 34869 NOTES (1315) 1)Unbalanced roof live loads have been considered for this design. _ 2)Wind:ASCE 7-10;Vut-130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.OpsF h=18R;Cal,11;Exp C;End.,GCpi=0.18,MWFRS —_�T _ (envelope)gable end zone;Lumber DOL=1.60 plate grip DOL--1.60 � /0 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 i ;�1JJ` applicable,or consult qualified building designer as per ANSII TPI 1, STATE OF 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. '•. OR)Q P 6)This truss has been designed for a 10.0 psf bottom chord live load noncencurrerlt with arty 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 350 tall by 24)-0 wide will fit between the ////v�O N A� \\��\ bottom chord and any other members. 8)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. //1 1 1 1 1 1 1\\ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,17,25,23,19 except(jt=lb)30=186, 29=110,28=115,27=125,26=104,22=109,21=116,20=141,18=291. 10) Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)47 Ib down and 156 lb up at 3-0-0,34 Ib down and 70 It,up at 5-0-12,34 lb down and 70 Ib up at 7-0-12,34 Ib down and 70 Ib up at 9-0-12,34 lb down and 70 Ib up at 11-0-12,34 Ib down and 70 Ib up at 130-12,34 Ib down and 70 Ib up at 15-0-12,34 Ib down and 70 Ib up at 17-0-12,and 34 Ib down and 70 Ib up at 19-0-12,and 34 Ib down and 70 Ib up at 19-7-4 on bottom chord. The desigNselection of such connection device(s)is the responsibility of others. 12)In the LOAD CASE(S)section,bads applied to the face of the truss are noted as front(F)or back(B). 13)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 14)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIE. 15)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard LCgnbnued on page-2— December age2December 10,2013 A WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH 7473 BEFORE USE. Design valid foruse only with MOek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters aril proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown Julius Lee PE. is for lateral support of individual web members only.Additional temporary,bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and brackg,consult A ISVTPII Quality Criteria,DSB-89 and BCSll 8u9ding Component Boynton Beach,FL 33435 Solely Information available from Truss Plate Institute,583 D'Orwtrio Drive,Madison.WI 53719. - Job nus Truss Type oty Ph 17598551 504393 T01 GABLE 1 1 JOD Reference(optional) Builders FirstSoume, JadrsonviBe,Fl 32244 7.350 S Sep 27 2012 MTek Ino-5.Inc.Tue Dec 10 09:38:00 2013 Pape 2 D:qC T3wg SashBKLOTXyAkoKKyAecr-O R p65BLA37KfBSy5iBtTSc)(_sEdtM72xai_J05yAP LOAD CASE(S)Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-110=-58,10-17=-58,2-17=10 Concentrated Loads(lb) Vert:28=-30(B)25=-30(B)21=-30(B)18=30(8)31=34(B)32=-30(8)33=-30(B)34=-30(B)35=-30(B)36=-30(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR 7473 BEFORE USE. Design volid far use only with MTek connectors.This design is based onN upon parameters shown.and is for an individual building component. Applicability of design paromentens and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PE. is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction's the responsibill'rty,of the 1109 Coastal Bay erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSVFPII QuaBy Cdteda.DSB-89 and BCS11 Building Component Boynton Beach,FL 33435 Safety kFkwma8on available from Truss Plate Institute,583 D'OnofrO Drive,Madison.WI 53719. _ __ Job Truss Truss Type Qly Ply 17598552 504393 T02 Special Truss 1 1 Job Reference o 'oris Builders FlrstSource, Jacksonville,Fl 92244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Dec 10 09:38,012013 Page 1 I D:gCT3wgSash8KLOTXyAkOKKyAecr-udNUJU MogRSVVcXHGsOi?p47Jdg45V)5pMkswXyAPO 2_p.p 5.1-12 410.4 5-14 54-12 sa-si. ea= s 6 se i 4I 2 3 In r e as II 10-0-0 208-0 10" 108-0 Plate Offsets :04-30611 :0-0-0 ,04-0 LOADING SPACING 2-0-0 CSl DEFL in (loc) Udefl Lid PLATES GRIP TOLL 25.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.20 8-11 >999 240 MT20 2441190 TCDL 10.0 Lumber increase 1.25 BC 070 Vert(TL) -0.39 8-11 >635 180 SCLL 0.0' Rep Stress Incr YES WB 0.38 Horz(TL) 0.03 7 Na rile .99 lb FT=20% BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 44.8 oc pur ins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 98-1 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed SLIDER Left 2x8 SP No.2 16-0 durin Wss erection in a ance th S bilizer Installation ouide. REACTIONS (Ib/size) 787/0.5-8(min.0.1-8),2=816/0-5.8(min.0-1-8) Max Horz 2=170(LC 11) \\ Max Uplift7=156(LC 13),2=195(LC 12) / Max Grav 7=814(LC 2),2--971(LC2) �....;;•`• C //// FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \ \V•.•' \G ENS '••�j(� /� TOP CHORD 2-3=65&45,34=-13861479,45=1090!401,5-6=-1101/402,6-7=-149&515 BOT CHORD 2-8--310/1088.7-8=-36611200 WEBS 48=415/227,56=-212/611,64�--5361266 - 7 34869 NOTES (8-10) _ 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Ecp C;End.,GCpi=0.18;MWFRS " (envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gnp DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OF W 4)-This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the i STATE •• \�` bottom chord and any other members. � S •.!�L ORIDP 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. •.••.. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at--lb)7=156,2=195. / 7)"Semi-rigid pitchbreaks includinganalysis and design of this truss. O/O N A v heels"Member end fixity model was used in the 8)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 10)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard December 10,2013 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PE. is for lateral support of individual web members only.Additional temporary bracing to inure stability during corstruction is the responsibility of the 1 109 Coastal Bay erector.Additional permanent bracing of the overall structure is the responslaldy of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSM1 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Solely Irdorma8on available from Truss Plate Institute,583 D'Orwfrio Drive,Madison,04153719. Jap Thus Truss Type City Ply 17598553 504393 T03 Hip Truss 1 1 Job Reference iona Bustlers FirstSource, Jacksonville,FI 32244 7.350 5 Sep 27 2012 MiTek Industries,Inc.Too Dec 10 09:3803 2013 Page 1 ID:gCT3wgSash8KLOTXyAkoKKyAecr-rOUEkAN3L2iDzwhgOGRA4E9NORUrZKpNHgDz PyAPI] 2-0.0 7�p 5-8.6 B-7-10 6-7-10 5" 7-0-0 2-0-0 --tax y= ye = s a � 7m rs 8 tl C d 3 1t Z =�d �t al W to 1n tE >• 36 3615 14 31 30 t3 = ss 7-p.g 12-8.8 164-12 20-3-4 25-11-10 31-8-0 3541.0 1-10-8 5S6 5-8.6 74).0 Plate OBaMs :0.47.0-0-71.[4:0-".0-2-4 :0-4 0 0-2.4 11:0+7 0.0- LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.18 13-15 >999 240 NIT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.20 1315 >999 180 BCLL 0.0' Rep Stress Incr NO WB 0.63 Horz(TL) 0.07 11 n1a We Weight 211 Ib FT=20 BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direcity applied or 3-1-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 64)-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-17,8-16 SLIDER Left 2x6 SP No.2 1-6-0,Right 2x6 SP No.2 1.641 M7ak recommends that Stabilizers and required cross bracing be installed du'n truss erection in accordance with Stabilizer Installation uide. REACTIONS (IWsize) 2=657/0-5.8(nein.0-1-8),16=2246(0-5-8(min.04-2),11=984/0-4-8 (min.0-1-8) Max Horz 2=104(LC 6) Max Up8fl2=101(1_C 8),16=1356(LC 5),11=-654(LC 4) \\ t S Max Grav 2=792(LC 15),16=2658(LC 2),11=1168(LC 2) \\\ � . ....K• /// `GENSF FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=31410,3-4=865/30.45=-077/0,5-6=4771470.6-7=-4611816,7-29=-461/816, i 29-30=4611816,30-31=-461/816,8-31=4611816,8-32--448/653,32-33=-848/653,933=-848/653, 9-10=-1451/987,10 11=572/577 * ! 34869 BOT CHORD 2-20=131/732,19-20=221735,18-19=22f735,17-18--W22,16-17--5831471,16-34--538/848, 3435=-538/848,35-36=5381848,15-36=-538/848.1415=775/1164,1437=775/1164, 37-38=77511164,13-38--775/1164,11-13=-757/1147 I T WEBS 5-16=-67/275,517=1032/356,6-17=115/598,6-16=1120/320,8-16=2073/1341,8-15=575!/22, N 9-15=423/314,9-13=5491564 i STATE OF NOTES (11-13) .'•�� 1)Unbalanced roof live loads have been considered for this design. .(1 '.Ft OR)O P•' 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph,TCDL=4.2psf;BCDL=3 Opsi;h=16ft;Cal II;Exp C;End.,GCpi=0.18;MWFRS vS •.....• ! \ (envelope);porch right exposed;Lumber DOL=1.60 plate grip DOL=1.60 ///////0 A 1/k/'y 1 3)Provide adequate drainage to prevent water ponding. l V 1r 4)This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 1 1 1 1 1 1 1 0 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members- 6)All bearings are assumed to beSP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt-1b)2=101,16=1356, 11=654. 8)"Semi-rigid pilchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated loads)35 Ib down and 66 Ib up at 21-7-4,35 Ib down and 66 Ib up at 2374,35 lb down and 66 Ib up at 25-74,35 Ib down and 66 Ib up at 27-74,and 35 Ib down and 66 Ib up at 29-74,and 35 Ib down and 661b up at 31-8-0 on top chord,and 132 Ib down and 118 Ib up at 21-74,132 Ib down and 118 Ib up at 2374,132 Ib down and 118 Ib up at 25-74, 132 Ib down and 118 It,up at 27-74,and 132 Ib down and 118 Ib up at 29-74,and 359 Ib down and 436 Ib up at 31-74 on bottom chord.The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 11)This manufactured product is designed as an individual building component.The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 13)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 .tin December 10,2013 A WARNING-Ver(fy design parameter+and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIT,7473 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PE. is for lateral support of individual web members only.Additional femporcry bracing to imure stability during construcflon is the responsibill'Ity of the 1 109 Coastal Bay erector.Additional permanent bracing of the overall structure is the responsiblity of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSVfPli OuaMy,Crileda,DSB-89 and BCS11 sunding Component Boynton Beach,FL 33435 Salefy Intonnonon available from Tam Plate Institute,583 D'Onofrio Drive,Madison.W1 53719. Job Truss Thus Type Ply17598553 504gg3 T03 Hip Truss1 1 Job Reference o tions Builders FirstSource, Jacksonville,Fl 322M 7.350 5 Sep 27 2012 MiTek Industries,Inc.Tue Dec 10 09:38.3 2013 Page 2 ID:gCT3wgSashBKLOTXyAkOKKyAecr-rOUEkAN3L2iDzwhgOGRA4E9NORUrZKpNHgDz_PyAPO LOAD CASE(S)Standard 1)Regular Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(p#) Vert:1-4=-58,4-9---58.9-12=58,21-25=10 Concentrated Loads(lb) Vert:9=-29(B)13=-305(6)29=29(13)30=29(13)31=-29(B)32=-29(B)33=-29(B)34=112(B)35=-112(8)36=-112(13)37=-112(B)38=-112(8) A WARNINO-Verify design parameters and READ NOTES ON THIS AND INCLUDED ADMEN REPERENCE PAGE MII-7473 BEFORE USE- Design vafd for use only with ante connectors.This d«e�at�ed muponis responsibility of lw8dingters shown,and edesignefar an r�--�idual building component. not truss designer.Bracing shown shown Julius Lee PE. Applicability of design paramentw m proper ,w is for lateral support of individual web members only.vera Additional temporary bracing to insure stability des during or ge resol g b the responsibility of the 1109 Coastal Bay erector.Additional permanent bracing of the overaN structure is responsbility of the building designer.For general guidance regarding fabh'^brmdbn control, tlableorag storage. Phare Institute,583 D'Onofn,Drive.Madison,WI 53719.v0MY C t Ou-89 and 60511 t1uYdkp Componend Boynton Beach,FL 33435 Job Tnrss Tress Type Qty Ply 17586554 504393 Flip Truss 1 1 ference o Job Reona Builders FirstSource, Jacksonville,F1 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Dec 10 09:36:05 2013 Page 1 ID:gCT3wgSash6KLOTXyAkOKKyAecr-nPc?9sPJtgzxCEr3VhTe9fFp5FCX1 Bs9k_i43lyAPQ r?ypT 7 12 9.60 14-2-0 19L0 2480 29$-0 _ �J 3&✓i-0 �40�c0 2-0-0 4-7-12 44.4 5-2-0 5-2-0 5-2-0 5-2-0 44-4 4-7-12 2-0-13 --t4 14 a e 7 is s 13 �m(s sa. ar. 11 4 .a em c u 3 Is a 01 e Sr 11 m m zi m_ to - 24 zs = Zoe II as II 11 to 13 he= 960 18-4-12 2D-3.4 29.8.0 344Q4 38$0 9.0.0 9.4-12 1-10.8 94-12 4.4-4 47-12 plate otTaets :04-110-2- 5:os•o 0-1-12 to:0-3-00-1-1 13:0.4-1142- LOADING(pd) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.18 19-21 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.60 Veft(TL) -0.29 19-21 >842 180 BCLL 0.0' Rep Stress Incr YES WB 0.79 Horz(TL) 0.02 18 n/a Na BCDL 5.0 Code FBC2010rrP12007 (Matrix) Weight:2281b FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.15 oc purlins. BOT CHORD 2x4 SP Not BOT CHORD Rigid ceiling directly applied or 60-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed SLIDER Left 2x6 SP No.2 1-60,Right 2x6 SP No.2 180 durina truss erection in accordance with Stabilizer Installation Quide. REACTIONS All bearings 12-8-0 except W-length)2=0-5-8,18--0-5-8. (Ib)- Max Harz 2 Max Uplift All uplift 100 Ib or less at joint(s)15 except 2=-175(LC 12),18-337(LC 9), 0 `\``C) (G�) /// 16=-112(LC 8),13=130(!-C \ C 13) V J Max Grav All reactions 250 Ib or less at joints)15 except 2=849(LC 2),18=1464(LC 27), \ �\ -• -'•-/`� 16=530(LC 28),13=385(LC 28) \ �J..• \GENSF -'•,� FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. * .* TOP CHORD 2-3=-11561420,34=-1122/432,45=-867/361,5.6=-729/362,7-0=-80/395,69=-80/395, 7 34869 1111-112=266/133,12-113=339/123 _ BOT CHORD 2-21=216/845,20.21=103/335,20.22=103/335,22-23--103/335,19-23---103/335, 1619=318/248 WEBS 421=3581204,621=76/391,619--823/349,7-19--2531759,7-18=11111465,918=-551/268, ' 10.16=-344/140,11-16=3561204 NOTES (9STATE OF 11) / '. 1)Unbalanced roof live loads have been considered for this design. •F�Of2)�P \ 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;End.,GCpi=0.18;MWFRS S ., •• \ (envelope)and C-C Exterior(2)zone C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. \\��\ 4)This truss has been designed for a 10.0 fist bottom chord live load nonconcurrent with any other live loads. /j j )))j(\ 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 360 tall by 2-40 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)15 except(jt=1b)2=175,18=337, 16=112,13=130. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any partiwlar building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No,34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard December 10,2013 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEE REFERENCE PAGE MR 7473 BEFORE USE. Design valid for use only with Mgek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PE. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibJu illity of the I liu Coastal B erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ay fabrication,quality control,storage.deWery.erection and bracing,consult ANSVIPII Quay Criteria.DSB-89 and BCSII Building Component Boynton Beach,FL 33435 So"Inlormalion available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. __ Job TrussTnas Typo Qty PN 17598555 504393 T05 GABLE 1 1 JJob Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Indusbi Inc.Tue Dec 10 09:38:08 2013 Page 1 ID:gCT3wgSash6KLOTXyAkoKKyAecr-B_17nuRBAbLW3hadAgOLnisJRSE7EaU70ywkgdyAPa 17 11 10.11 13 18-10.15 21-9.1 262-12 32-310 _ _ 3e-8-0 40-&0 X222 ~ 57-11 5+3 5-11-z 4-10-2 4511 6.0.14 6-46 2-0.0 sml.=1 ne 9!_ e�_ a 7m 1 a ar e 1a ar� sm ore 3 ono i ar o ar ee �o tx 4r6% ar I e6 n 14 d x2 as 21 et A _ 11 1e 1is am II y II .4 �4= as,= m isle 8-312 16.10-15 20-3.4 26-2-12 32-3.10 38.8.0 8-312 6.7-3 3.4.5 5.11.8 6.0.14 Plate Oftels :0+110.2 :0fi-00-2.4 [8:0-3-0.0-1-12L 13-0411 0.2 17:0-3-0 0-3-0M-0-2-0.0-0-123, 0:0.2-0 0-0.0 42-0 0.0-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) lidefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.53 Verb -0.17 20-22 >999 240 IMM2441190 TCDL 10.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.27 20.22 >911 180 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horc(TL) 0.02 13 n1a n1a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:487 Ib FT=20 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 548 oc purlins. BOT CHORD 2x4 SP NO2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-20,7-19,8-19,8-16 OTHERS 2x4 SP No.3 FMTiak recommends that Stabilizers and required cross bracing be installed SLIDER Left 2x6 SP No.2 330,Right 2x6 SP No.2 37-15 1 during truss rection in aocordance with Stabilizer Installation uide. REACTIONS Max orz2 335(LC AJI bearings 11) \\\\v Max Uplift All uplift 100 lb or less at')oint(s)except 2=-343(LC 12),19=-499(LC 12) S , \\ 16=415(LC 13),13=263(LC 13) \ �\• % Max Grav All reactions 250 Ib or less at joint(s)except 2-8.59(LC 27),19=1238(LC 2), \ �J•.• \C E N SF•••�� 16=825(LC 28),13=569(LC 28),18=543(LC 18) i FORCES (Ib)-Max.Comp.IMax.Ten.-All fomes 250(Ib)or less except when shown. � 7 34869 * •^ TOP CHORD 2-3=1258/426,a4=-1147/441,4-5--1034/422,5-6---0"427,6-7=-312/279,8-9=M390, 9-10=71327,11-12=3481204,12-13=471/188,748--51/341 BOT CHORD 2-22-38W-,04,22-80=-202/592,21-80=-202/592,211-81=202/592,20-81=-202/592, - 18-19=359/293,1682=359/293,17-82=-359/293,16-17=3591293,1516=28/292, ' 1315=27/293 •�((�` WEBS 4-22=337t228,6-22=139/472,6-20--8691411,7-19--11201351,8-119=404/102,9-16=505/308, � STATE OF 11-16=-694/322,7-20=247(766 NOTES (12-14) S ••.F�ORIDP �'\� 1)Unbalanced roof live loads have been considered for this design. tS \ 2)Wind:ASCE 7-10;Vu"- 30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf,BCDL=3.0psf;h=18ft;Cal.Il;Exp C;End.,GCpi=0.18;MWFRS ///// O N A�- (envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip // DOL--11.60 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 ANSI1TPI 1, 4)Provide adequate drainage to prevent water ponding. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8)`This truss has been designed for a live load of 20.0ps1f on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=5.Opsf. 9)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 343 Ib uplift at joint 2,499 Ib uplift at joint 19,415 Ib uplift at joint 16 and 263 Ib uplift at joint 13. 11) Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 13)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. -=neer Julius Lee PE:Florida P E License No 34869:Address:1109 Coastal Bay Blvd Boynton Beads,FL 33435 December 10,2013 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTIEE REFERENCE PAGE MD 7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based any upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is resporsibility,of building designer-not truss designer.Bracing shown Julius Lee PE. is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsiblity of the building designer.Far general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/1111`111 Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Orlotrio Drive,Madison.WI 53719. __ Job Trims Truss Type Qty Pry 17598555 1 504393 T05 GABLE1 Job Reference 'ono Builders FrstSource, Jackwmi8e,A 32244 7.350 s Sep 212012 MiTek Industries,Inc.Tue Dec 10 09:38:09 2013 Page 2 ID:gCT3wgSash8KLOTXyAkOKKyAecr-fArW DSpxuTNhrBgkXYaJVPUBsaozlkGfbglC3yAPQ LOAD CASE(S)Standard A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIF 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and n for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PE. is for lateral support of individual web members only.AddBiond temporary bracing to insure stability during construction is the resporssibiNity of the 1109 Coastal Bay erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality CrBedc,DSB-89 and BCSI1 building Component Boynton Beach,FL 33435 Solely Infcrmagon available from Truss Plate Institute.583 D'Onofrio Drive,Madison.WI 53719. JobTruax Thus Type illy Ply 17598558 504393 TOB Piggyback Base Truss 3 1 Job Reference o Sona Builders FlrstSource, Jacksonville,FI 32214 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Dec 10 09:38:112013 Page 1 I D:gCT3wg$ash8KLDTXyAkoKKyAea-cZ2GPvT4TWj5w91C sya2PwUpBfBgRwPZ6v90GyyAPO 2-0-0 57 10.11-13 16.4-0 19A-0 24-0 27-8-3 33-0.5 2-1057-11 11 5 1 3 5-4-3 3-0-0 3-0 0 5-0 3 5.43 57-11 2-0.0 -fns e 7 e s ° m11 3r 4 a„1, 2N r7 a 7WF2- 3 n 12 2 4 1 13121 t9 10 2f 1B 22 D 1a 23 14 hf°11 bfi= he 7-0-12 13.10-0 20-3.4 2410-0 2-1 31-7-4 38-8-0 7.0.12 6-9.4 6.54 4812 -412 5.48 7.0.12 Plate Offsets :0.58 Ed :0.3-0 0.1-12 8:0-3-0 0.1-1 12:05.8 E 16:0.4-0 080 18:04-0 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.07 18-19 >999 240 MIT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.14 18-19 >999 180 BCLL 0.0' Rep Stress Incr NO WB 0.72 Horz(TL) 0.04 12 n1a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:282 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins. BOT CHORD 2x6 SP Not BOT CHORD Rigid ceiling directly applied or 9-3-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-16,8-16 WEDGEMiTek recommends that Stabilizers and required cross bracing be installed Left:2x6 SP No.2,Right 2x6 SP No.2 du' t e in accordance mdh Stabilizer Installation guide. REACTIONS,S Max Hbearings r gs D-5-8. -5-. \\ N 1 1 1 1c1 1 1///// Max Uplift All uplift 100 Ib or less at joint(s)except 2=280(LC 12),12=20D(LC 13), \\\ V S v•K 17=123(LC 12),15=202(LC 13) _\�\ •"""'• Max Grav All reactions 250 lb or less at joint(s)except 2=1306(LC 2),12--869(LC 28), `V,. \G E N SF '•`• 17=862(LC 21),15=1114(LC 2) J FORCES (lb)-Max.Comp./Max.Ten.-A8 forces 250(Ib)or less except when shown. * 34869 ' TOP CHORD 2-3=2150/713,34=-2032(759,4.5=1891!771,51=-1548/690,6-7=1198/605,7-8=517/384, - 8-99=1122/389,9-lD=-814/415,10.11=955/394,11-12--10591353 BOT CHORD 2-19=441/1649,19-20=291/1305,20.21=-291/1305,18-21=291/1305,18-22=1464660, - 17-22=146/660,17-23=146/660,16-23=-146/660,15-16=25/495,1524=251495,2425=25/495, `T1 1425=-25/495,12-14--166/782 N WEBS 3-19=3181205,519=172/486,516=7261354,618=-1641417,7-16=173/616,7-16=-7861282, % STATE OF ,.• ` 9-1 6=12 913 1 9,9-14-106/300,11-14=-399/232 NOTES (9-11) Sl •.FCORIOP'.•'� 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cal.11;Exp C;End �/ .,GCpi=0.18;MWFRS /7/ /O N A` (envelope)and C-C Exterior(2)zone;C C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 //1 I 1 I 1 I I 1 \ 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonwricurrent 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 3-60 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=S.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 280 Ib uplift at joint 2,200 Ib uplift at joint 12,123 Ib uplift at joint 17 and 202 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. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Viwaly,graded lumber designation SP,represents new lumber design values as per SPIE. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd,Boynton Beach,FL 33435 LOAD CASE(S)Standard Continued on page 2 -- December 10,2013 A WARNING�Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE BIH-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability,of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown B for lateral support of individual web members only.Additional temporary bracing to insure stability during construction 1s the resporsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSVMl Quality Cdteda,DSB-89 and BCSII Butiding Component Boynton Beach,FL 33435 So"Information available from Truss Plate Institute,583 D'Onoftio Drive,Madison.WI 53719. Job Truss Truss Type QAr PN 17598558 50{393 TOB Piggyback Base Truss 3 1 Job Referenceona Builders FlrstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MIT@k Industries,Inc.Tue Dec 10 09:38:11 2013 Pape 2 I D:gCT3wgSash8KLOTXyAkOKKyAecrcZ2GPvT4T Wj5w91Csya2 PwU pBBgRwPZ6v90GyyAPQ LOAD CASE(S)Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert 1-6=-58,6-8=-58,8-13=-5T2-20=-10,20-21=-40,18-21=-10.18-22=-61,22-23=-91,16-23=-61,16-24=-10,24-25=-40,12-25=-10 A WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1�7473 BEFORE USE. Design valid for use ontv with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PE. B for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility,of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing.consult ANSVTPII Quality Criteria,DSB-89 and BCSII Bultding Component Boynton Beach,FL 33435 Safety Infuanallon available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. Job Thus Thus Type Oty Ph' 17598557 501393 T07 Piggyback Base Truss 1 Job Refenlnce o 'one Builders FirstSoulce, Jacksonville,Fl 32214 7.350 s Sep 27 2012 MiTek Industries,Inc.TU e Dec 1008:38:132013 Page 1 ID:gCT3wgSash8KLOTXyAkOKKyAecr-Yx50gbVK77zpASSbzNcWUL84XTswlmrsaDeVLgyAPQ 2-0-0 5-7-11 5.4-3 5.4-3 3-04 3-0-0 5.4-3 5-4-3 5-7-it 2-04 sar-rna SM= 7 a 705 s 5 >,64 yJ V,5 to 1 TM// all\\ 11 3 13 dd 1311 Al 17 13 19 15 A 31 15 12 D 11 7x10 II 7x1p 11 �= 7m 7.412 13.10-0 18 -0 2244 24-10-0 6-9.3-9.4 7-0-127-412 6-9-4 25-0 6-0.0 2$4 - 4 plate ORaMa :45.8 E :0-3-8 42 :03-8 42 12:0-".949111, 15:0-4-0 16:0-40 LOADING(psi) SPACING 2-04 CSI DEFL in (tact) UdeO UO PLATES GRIP TCLL 25.0 Plates Incase 1.25 TC 0.95 Vert(LL) -034 15-16 >999 240 MT20 244/190 re TCDL 10.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.66 15-16 >695 180 SCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.10 12 n/a Na BCDL 5.0 Code FBC20101TPI2007 (Matrix) Weigh:282 1b FT=2096 L .. - BRACING UMBER TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.6-4 oc purlins. BOT CHORD 2x6 SP No.2`Except' BOT CHORD Rigid ceiling directly applied or 7-141 oc bracing. 82:2x6 SP SS WEBS 1 Row at midpt 7-16,7-15 WEBS 2x4 SP No.3 MiTak recommends that Stabilizers and required cross bracing be installed WEDGE during u trus§erection in accordance with Stabiliz r Installation uide. Left:2x6 SP No.2,Right:2x6 SP No.2 REACTIONS (lb/size) 2=1676/45-8(min.0-3-0),12--187610-5-8(min.43-0) Max Horz 2=248(1_C 8) Max Uplift2=-400(LC 12),12=-400(LC 13) J�'•' \CENSE Max Grav 2=2020(LC 2),12--2020(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-Ali forces 250(lb)or less except when shown. ,* •• TOP CHORD 2-3=-381311209,3-4=3677/1250,4-5=3536/1261,56343911247,6-7=2598111017, , 34869 7-8=-259811017,8_93439/1247,9-10=-3536/1261,10-11=-3677/1250,11-12--381311209 BOTCHORD 2-17=-855/3032,17-18=-75812883,18-19=-75812883,16-19=-758/2883,16-20=551/2361, �y_ 2421>551/2361,15-21=-551/2361,15-22=-764/2893,22-23=-764/2893,14-23=76411893, — T LL 12-14=875/3063 13 WEBS 5-16=570/312,6-16=-466/1375,7-16=298/184,7-15=2981184,8-15=466/1375,9.15=5701312 �(v` STATE OF NOTES (9-11) •. 1)Unbalanced roof live loads have been considered for this design. •�L OR)�P• �\ 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cal II;Exp C;End.,GCpi=0.18;MWFRS SS •,••_••,. (envelope)and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL--I.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. ///////I 1 1\\\ 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=5.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 400 Ib uplift at joint 2 and 4001b uplift at joint 12. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P .License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular.Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-6=-57,6-8=-58,&-13---58,2-18=-10,18-19=-40,1619=-10,16-20=61,2421=-91,15-21=E1,15-22--10,22-23=-40,12-23--10 December 10,2013 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH 7473 BEFORE USE. Design valid for use only w'dh MTek connectors.This design B based only upon parameters shown,and is for an individual building component. Applicobility of design paramenters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown Julius Lee PE. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction's the responsibility of the 1 109 Coastal Bay erector.Additional permanent bracing of the overall structure's the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria.DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Solely Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719- Job Thus Truss Type QN PN 17598&58 504393 T08 Hip Truss 1 1 Jab Reference o Sona Builders FirstSource, Jacksonville,R 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Dec 10 09:38:15 2013 Page 1 ID:gCT3wgSash8KLOlXyAkOKKyAecr-UKDnFHWaXkDWPmc 5oe_ZmfQ7HX3Nigg1X7cUjyAPQ � 131-14 19.3-12 23-3-2 F 31-8.0 3411-0 'M 2-0-0 61-14 6.1-14 311-8 8-4-14 33-0 39-0 ssr•=1.rtz 5oe= ) e o rw u 11 8 �e a an. tt 3 ) p 18 13 1) i al _ a10— 11 1 02 22 M 6 ! n ! 1Y�2— 3x1 13 21 am II 24 II 3d=�_ Ae= se= aor II II Sb II 7.0-0 13-1-14 19312 1 23-3-2 27-2.8 31-8-0 34-11-0 38-60 7-0-0 61-14 61-14 311-8 311-8 45 8 330 39-0 Plata Onsets :0.411 4:0-"62-4 10:080 62-4 13:047 0-0. 1:o-".G-3-0 _. LOADING(psi) SPACING 2-0.0 CSI DEFL in (loc) ydeff Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.94 Vert(I-l.) 0.20 23-24 >999 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.22 23-24 >999 180 BOLL 0.0 Rep Stress Ina NO WB 0.89 Horz(TL) 0.11 13 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight 228 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2'Except• TOP CHORD Structural wood sheathing directly applied. 72:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 40-8 oc bracing. BOT CHORD 2x4 SP No.2•EcoW WEBS 1 Row at midpl 5-21 133:2x4 SP No.3,B5:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed WEBS 2x4 SP No.3 do ss eragWn.in accordance with StoWizer Installation u . SLIDER Left 2x4 SP No.3 1-",Right 2x6 SP No.2 1-6-0 %N1111111// REACTIONS (lb/size) 2--860/0.4-8(min.0.1-8),13=887!0-5-0(min.0.1-8),21=3495/0-5-8(min.0-4-14) \\\ Max Horz 2=104(LC 4) \\\ \v�+ •/\ //// Max Uplill2=-8O6(LC 5),13=389(LC 9),21=2368(!-C 4) '''•'''• .f� / Max Grav2=1053(LC 21),13=1055(LC 2),21=d135(LC 2) .• \GENSF •.,`� �� FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 1 TOP CHORD 2-3=-303/598,3-4=1251/905,4-33=-443/461,3334=-4431461,5-34=4431461.5-35=907/11750, 74 •• •' 34869 3536=907/1750,636=90711750,67=-2401344,7-37=2401344,637=2401344,8-38---762/339, — 38-39=-762/339,9-39=762/339,9-40=-790/349,4041=7901349,10-41-790/349, —10-11=1484/666,11-12=1242/527,12-13---4451180 — — BOT CHORD 2-24=7931978,2442=-811/996,4243=8111996,23-43=811/996,22-23=418/443, TI " 2244=-448/443,44-45=-4481443,21-45=-448/443,21 46--1750/1025,20.46=1750/1025, N ••�/),` 9-18=517/238,18-49--46811257,4&50=-468/1257,17-50=-46811257,1617=-614/1693, W 1315=350/971 i STATE OF WEBS 424=567/592,42 3=74 1/4 5 7,523=6771930,621=2117/1052,521=2544/1584, •.R�ORIO P.• �\ 60.8-609/338,11-150/1�1620=409/361,6 = 3/2143 20108 ,10.17=359/656, 1 NOTES (11-13) /x/0111W \\\\ 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=18ft;Cat.ll;Earp C;End.,GCpi=0.18;MWFRS (envelope);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.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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 606 Ib uplift at joint 2,389 Ib uplift at joint 13 and 2368 Ib uplift at joint 21. 8)"Semi-rigid phchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued an page 2 December 10,2013 A WARNING-Verify design pa—tern and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 7473 BEFORE USE. Design valid for use only with MTek connectors.This design B based only upon parameters shown.and 4 far an individual building component. Applicability of design paramenters and prof incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PE. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing.consult ANSIMI Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Solely Information avalable from Truss Plate tmtitute,583 D'Olwhio Drive.Madison,WI 53719. Job Truss Truss Type 17598559 504393 Toe Hip Truss 1 1 IJb Reference o Bona Builders FirstSource, Jacksonville,Fl 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Dec 10 0938:15 2013 Page 2 D:gCT3wgSashBKLOTXyAkoKKyAecr-UKDnFH WaXkDWPmc_5oe_ZmfQ7HX3Nig91 X7cQjyAPQ NOTES (11-13) 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)35 Ib down and 66 Ib up at 7-0.0,35 Ib down and 66 Ib up at 9-0-12,35 Ib down and 66 lb up at 11-0-12,351b down and 66 Ib up at 13-0-12,35 Ib downand 66 Ib up at 15-0-12,35 Ib down and 661b up at 17-0-12,35 Ib down and 66 lb up at 10,012,35 Ib down and 66 Ib up at 19-7-4,35 Ib down and 66 Ib up at 21-74,35 it,down and 66 Ib up at 23-74,35 Ib down and 66 Ib up at 25-74,99 Ib down and 97 Ib up at 27-74,and 991b down and 97 Ib up at 29-7-4,and 99 lb down and 97 Ib up at 31-8-0 on top chord,and 359 Ib down and 436 Ib up at 7-0-0,132 Ib down and 118 Ib up at 9-0-12,132 lb down and 118 Ib up at 11-0-12,132 Ib down and 118 Ib up at 13-0-12,132 Ib down and 118 Ib up at 15-0-12,132 Ib down and 118 Ib up at 17-0-12,132 Ib down and 118 Ib up at 19-0-12,132 Ib down and 118 lb up at 19-7-4,132 Ib down and 118 Ib up at 21-7-4,132 Ib down and 118 lb up at 23-7-4,132 Ib down and 118 Ib up at 25-7-4,67 Ib down and 34 Ib up at 27-74,and 67 Ib down and 34 Ib up at 29-74,and 339 Ib down and 288 Ib up at 31-7-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 13)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869 Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-58,4-10=-58,10-14=58,19-25=10,16-18=10,1529=10 Concentrated Loads(lb) Vert:4--29(F)10=-83(F)24=305(F)23=112(F)5=29(F)6=57(F)21-225(F)17=286(F)33=29(F)34=29(F)35=-29(F)36=29(F)37=-29(F)38-29(F)39=29(F)40--83(F)41=4KRF) 42=112(F)43=112(F)44=112(F)45=-112(F)46=-112(F)47=-112(F)48=112(F)49=58(1`)50=58(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Aut 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon perameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not tens designer.Bracing shown Julius Lee PE. Is for lateral support of individual web members Only.Additional temporary bracing to insure stability during construction is the responsibillity of the I Julius Coastal Bay erector.Additional permanent bracing of the overall stricture is the responsibility of the building designer.For general guidance regarding 1109 Boynton Beal ay 33435 fabrication,quolfty control.storage,defivery,erection and bracing.consult ANSI/TPI1 QuaBly Cdfedo,DSB-89 and BCSII BuildingComponent Sdefy krformaMon available from Tens Plate Institute,583 UC4iolrio Drive,Madison,W1 53719. Job Truss Truss Type Q1Y Py 17598559 504393 Tog Hip Truss 1 1 Job Referencena Builders RrstSource, Jacksonville,FI 322" 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Dec 10 09:38:17 2013 Page 1 ID:gCT3wgSash8KLOTXyAkOKKyAecr-QiKXgyY2MTEe4MMCDhSeBknl4FCretRVrcjUCyAPD 7�'_I 4712 941-0 T 14-1-14_ 19312 27-2-8 29-6-0 'L-11-0 38-8-0 2.00 47-12 444 51-14 51-14 7-10.12 2-5-8 5-3-0 39-0 2k0 sae-r.r72 m= s e r e • m rm 12 ria rm 4 g 1 • • 13 2 4/2= 17 m= 14 m= R2 31 r 32 1• 1s mil m- 9.0.0 19-312 27-2.8 29.8-0 34.11-0 38.8-0 9-0-0 10312 7-10-12 258 530 39"0 plateOftaets _[2:0,4-3,04141.[5:0-3-0.0-1-121, 10:0.6-0 0.2-4 13:043 0.0.11 LOADING,OAQ SPACING 2-0.0 CSI DEFL in Doc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.48 20-22 1463 240 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.80 Vert(TL) 0.41 20.22 1564 180 SCLL 0.0 Rep Stress Incr YES V B 0.72 Horz(TL) 0.07 13 Na Na BCDL 5.0 Code FBC2010/TP12007 (Mainz-M) _ _ Weight 2351b FT=20% LUMBER �- BRACING TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purfins. BOT CHORD 2x4 SP No.2'ExoWr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B3:2x4 SP No.3 WEBS 1 Row at midpt 6-20,18-20 WEBS 2x4 SP No.3MiTek recommends that Stabilizers and required cross bracing be installed SLIDER Left 2x4 SP No.3 1-641,Right 2x6 SP Not 116-0 urin truss erection,in accordance with Stabilizer Installation gude. REACTIONS (lb/size) 2=528/0.4-8(min.0-1-8),13=515/0-5-8(min.0.1-0),20=1898/0-5-8 (min.0-2-12) Max Harz 2=161(LC 11)� � \\\ .\S S•K , / Max Upl'dt2=320(LC 9),13=159(LC 13),20=-58l(LC 8) � t�/ Max Grav 299(LC 27),1353(LC 28),20=2145(LC 2) \ J�!.• FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. F ' TOP CHORD 2-3=-3991485,34=666!740,45=-4271652,5-6=-29616114,6-7=-27811051,10.11=-4141154, i 11-12=•6621232 = / 34869 BOT CHORD 2-22=485/520,22-31=395/162,21-31=-3951162,21-32=-395/162,20.32=3951162, o-18=-451/248,17-18--W73,16-17=-185/929,13-15=-891532 WEBS 422=-4041242,6-22=5101731,6-20=i 174!779,7-20=111561527,11820=-11094/453, - - 7-18=48311310,10-18=-4501118.10-17=-531284.11-17=-M/319 NOTES (9-11) STATE OF 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIY-130mph(3-second gust)Vasd=101mph;TCDL=4.2psF BCDL=3.0psf,h=18ft;Cat.11;Exp C;End.,GCpi=0.18;MWFRS S'•,,FC ORID P.•' (envelope)and C-C Exterior(2)zone;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip ., •, DOL=1.60S 3)Provide adequate drainage to prevent water ponding. /O N AL \\\\\\ 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=5.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 320 Ib uplift at joint 2,159 Ib uplift at joint 13 and 581 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)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard December 10,2013 AWARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is far an individual building component. Applicability,of design paramenters and proper incorporation of component is responsibility of building designer-not tens designer.Bracing shown Julius Lee PE. is for lateral support of individual web members Only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.Fa general guidance regarding 1 109 Coastal Bay fabrication.quality control,storage,delivery,erecfion and bracing,consult ANSI/TNI Quality Criteria.DSB-09 and BC511 Building Component Boynton Beach.FL 33435 Sally Information available from Truss Plate Institute.583 UOnobio Drive,Madison.WI 53719. Job Truss Truss Type QlY Ph 17598560 043 593 T10 GABLE 1 7 �JobRellerence(optlonal) Builders FrstSource, Jacksonville,F1 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Dec 10 09:38212013 Page 1 ID:gCT3wgSash8KLOTXyAkoKKyAetrJUa2WKbL6a_g7h37R210o1 vYlhflnPsl PTawdNyAPO R-7 11 1D•11 13 16-10-15 1-9.1 3112 34.11-0 38-8-0 2-0157-11 5.4-3 511-2 4142 9-311 310-4 39-0 Sub.175 5.5= � s a®_ IW 12 9 �M 6 aer 4 II � 5 to ato ri g is as 6 0-e u s0- 1all1] 5ti� u 13 - n Oetl 3x4- N SN= be= 3x5 II 8312 19-312 21-9.1 27-2-8 31-0-12 34-11-0 38-8.0 8312 11-0-0 2-55 557 3104 310.4 39-0 Plate Offsets :D-4-7 0414 :04-00-2-4 [8:0-541.0-2-41,1114:0-4-3.0-0-1121119:11-2-0.0-0-81,12: x30 9:0-1-3 0.0-12 :0-2-0 0-0.4 :0-1-10 0.0-41. LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.49 Verl(LL) 020 24-90 >999 240 MT20 2441190 TCOL 10.0 Lumber Increase 1.25 BC 0.63 Vert(TL) 0.16 24-90 >999 180 BOLL 0.0 Rep Stress Incr YES WB 0.85 Flwz(fL) 0.05 14 n/a n/0- BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) 188 �'2096 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or-6-0-0 oc purlins. BOT CHORD 2x4 SP No.2•Except• BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 133:2x4 SP No.3 WEBS 1 Row at midpt 7-22,8-22,7-23 WEBS 2x4 SP No.3MiTek recommends that Stabilizers and required cross bracing be installed OTHERS 2x4 SP No.3 duri W eon in accordance with Stabilizer t II n uide. SLIDER Left 2x4 SP No.3 330,Right 2x6 SP No.2 2-0-12 REACTIONS (lb/size) 2=493104-8(min.0-1-8),14=458/0-5-8(min.0-1-8),22=2052/0-5-8(min.0-34) Max Horz 2=335(LC 10) Max UpIW2=364(LC 9),14=282(LC 13),22--591(LC 13) •••''• C� j Max Grav 2=744(LC 27),14=598(LC 28),22=2275(LC 2) �J•.' AGE N SF .•`. FORCES (lb)-Max,Comp./Max.Ten.-All forces 250(lb)or less except when shown. * �_ TOP CHORD 2-3=-403/591,3-4=-6421698,4-5=-5231668,5-6=358/682.6-7=-1491519,8-9=20&350, 34869 11-12=-399/218,12-13=5211267,7-8=52/761 BOT CHORD 2-24=5991554,24-96=-4951337,96-97=495/337,2397=4951337,2398=686/458, W99--6M458,22-99=-6861458,21-22=-685/435.9-19=475/293,18-19=0/292,17-18=-175/675, - LL 14-16=1041423 WEBS 4-24=432/235,624-4881455,6-23=-789/803.7-22--1385r791,8.22--1336/424,19-21=-6861423, 619=4211914,11-19=571/241,11-18=-52/252,12-18=-515/209,7-23=759/638 STATE OF NOTES (12-14) ^•. F P` ,.•.�.\\� 1)Unbalanced roof live loads have been considered for this design. v. .• �R�� 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=18ft;Cat 11;Exp C;End.,GCpi=0.18;MWFRS (envelope)gable end zone and C-C Ederior(2)zone;porch left exposed;C-C for members and forces 8 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)Provide adequate drainage to prevent water ponding. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 20.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=5.Opsf. 9)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 364 Ib uplift at joint 2,282 It,uplift at joint 14 and 591 It, uplift at joint 22. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 13)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 14)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASES)Standard December 10,2013 A WARNING-Ve fy design parameters and READ NOTES ON THIS AND INCLUDED 417TEK REFERENCE PAGE 41717473 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenten and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PE. u for lateral support of individual web members only.Additiond temporary bracing to insure stability during corstructbn u the responsibillity of the erecta.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage•delivery,erection and bracing,consult ANS1/T%1 Qaa*y Criteria.DSB-89 and IICSI1 Building Component Boynton Beach,FL 33435 Safely hdonnalbn available from Trim Plate Institute,583 D'Onofdo Drive.Madison.WI 53719. Job Truss Truss Type all PH 17598561 504393 T11 Piggyback Base Truss 1 , Job Reference o 'aria Builders Flrstsource, Jacksonville,F1 37144 7.350 s Sep 27 2012 MiTek Industries,Inc.Toe Dec 10 09:3823 2013 Page 1 ID:gCT3wgSash8KLOTXyAkOKKyAecr-FsiowOdbeCEOM?DWZTosuS_s5VOrFKZKtn31 iFyAPO 5-7-11 2: 57-11 543 543 6.0.0 410-8 3.10 3-10-4 3.9-0 2-0.0 scot..,ria r s 2a II 6 m g s ++ 6 m�+ rm Fz spm c 12 a 13 v +4 2 1.2 t5 ka- 15 O 3RD_ 1 N zb 23 n n N E N N 1 3m II 7-1-12 14-0-019-312 224-0 27-2-8 31.0-12 3411-0 38-8-0 7-1-12 610.4 5312 30.4 410-8 310.4 3.104 39.0 plate Offsets :E 0.0-0 :04-0 0-24 :0-6.0 0-2.4 14:0411 0.2- :0-3.0 LOADING(psf) SPACING 2.0.0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 25.0 Plates Increase 1.25 TC 0.63 Vert(LL) 0.15 2-24 ,999 240 NI'm 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0-12 23-24 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.81 Hoa(TL) (Y04 14 n/a n/a Wai9ht:282 lb FT=20% BCDL 5.0 Code FBC2010/TPI2007 (Matrix) LBRACING UMBER TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2'ExcepC BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B3:2x4 SP No.3,65:2x6 SP Not WEBS 1 Row at midpl 7-23,7-22,8-22 WEBS 2x4 x No.3 MiTek recommends that Stabilizers and required cross bracing be installed SLIDER Left 2x4 o.No.3 330,Right 2x6 SP No.2 1-11-10 W erection in accordance with Stabilizer Installation uide. REACTIONS ob/size) 2=547/0.48(min.0-1-8),14 98165-8(min.61-8),22=1981/0-5-8(min.0-31) Max Harz 2=268(1_C 10) \\\ `\S S• k //// Max Uplift2=-292(LC 9),14=173(LC 13),22=308(LC 9) Max Grav2=752(LC 27),14=662(LC 28),22=2165(LC 2) J�!•• '\OENSF•'`� i FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-803(669,3-4--008688,45=-624/728,5-6=-528/740,67=-159!360,7-8=466/631, 8-9=-2771235,11-12=543/162,12-13=-637/177.13-W-7061164 * 34869 BOT CHORD 2-24=-4771573,2425=-3411171,2526=-3411271,2326=341/271,23-27=515/339, _ 27-28=•5151339,22-28=515/339.21-22=-526/440,9-19=4351241,18-19=0/409,17-18--1261853, _ 1� 1416=-661490 WEBS 424=442/232,6-24=-5611!555,6-23=7561555,7-23=7511838,7-22=13411830,8-22---12841469, 19-21=539/436,619=3291872,11-19=6781227,11-18=41/260,12-18=598202 STATE OF NOTES (9-11) '. ,•'�� 1)Unbalanced roof live loads have been considered for this design. 2)Wmd:ASCE 7-10;Vult-130mph(3-second gust)Vasd=101 mph,TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.Il;Exp C;End.,GCpi=0.18;MWFRS (envelope)and GC Exterior(2)zone;porch left exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 //'7/'S/O N A� ' \\`\\ 3)Provide adequate drainage to prevent water ponding. 1 I 1 I I I 1(((\ 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 360 tall by 2-0-0 wide will fit between the bottom chord and any othermembers,with BCDL=5.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 292 Ib uplift at joint 2,173 Ib uplift at joint 14 and 308 lb uplift at joint 22. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10)Note:Visually graded lumber designation SP,represents new lumber design values as per SPI B. 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address.1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S)Standard December 10.2013 A WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MIT 7473 BEFORE USE. Design valid for use only with MiTek connectors.This design's based only upon parameters shown,and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PE. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction B the resporsibility of the 1109 Coastal Bay erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton 8each,FL 334$$ fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria.DSB-89 and BCSII Building Component Safety Inlorma6on available from Tens Plate Institute.583 D'Onoftio Drive,Madison,col 53719. m p D ; W r � • r H n w Z d m w r w y D (n°° (n c D m +� > 0 p > 00 '�— m 9D m .. U� Z > X N O O r 1-4O o- c�p�zp D -4-4 Q l7 -0 � 'gao�m o a o a C O N Q mCin n Z Z n 5'_(:,3 ::3(,o g � � � 3 Tc O 30 3 � ? o m 3 ado a_ o 0 D a�oo6- � °a °-° aa�� O myam � e �S � c° �A Q--0 v �� 03Q0 � 6_.00 � 0 n X03 ` o �� m x �� :3 0QQa0 �cQ to m ° ' �m D m �� o n0 0 ON �°o°a Q_� Q a°'cn 3.0 O Q�3� Q 3n O Q Q06 N a =. 3 j fl m �o ° oo mann �m� Z o0cm m SID o m Z 3C (� o _. D un � o 0 gaao �on 3 _. 00�0�. (p o• Q O Q n rn 7'O Q� p Np Oc 0 (D (D �• O dR c _. f 30 � ,� m3-.a: Z (oNo' �F03 3c° � 00-0 x 0 :r c oQ� n (oo eco Amo 37 (D0 o ° m CD aX � 0 00 m < (D 00 �o 0 Z Q 0 � mai � - °o:o ( oo� y � °-0p 0 5' m om X (Q Q. cN c 6 � �� a � � c 's m O n0 c Q a N O (D L� v N C7 M" c s =.O TOP CHORD 0- (� O 30 m0Z °° c(� OA' T 0070 ;;C N C W V Ln Z7 n H n O ? A_ (D z =m VW2Z-7 W nz.�WN -O 0 00 m� n/�� cnM Ozl ° O me am mO °o � \ ) r &°,- vai 0 Nm =m -ucr O o,W W m vi N 7pn Q �J�N > D wD �' =ON M (D A UA A m az AO • V z- Q Q fll © p Dp D m 41m S (�i> N per. 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T-Brace/I-Brace must cover 90%of web length. O OD aNote:This detail NOT to be used to convert T-Brace/I-Brace webs to continuous lateral braced webs. MiTek Industries,Inc. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss Specified Continuous 2x4 or 2x6 or 2x8 10d 6"o.c. Rows of Lateral Bracing Note: Nail along entire length of T-Brace/I-Brace Web Size 1 2 (On Two-Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size for Two-Ply Truss k Specified Continuous Rows of Lateral Bracing } —A !�. SPACING Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x41-Brace k --A 2x6 2x6 T-Brace 2x61-Brace WEB 2xg 2x8 T-Brace 2x8 I-Brace k -A T-Brace/ I-Brace must be same species and grade(or better)as web member. T-BRACE uS S. Jam\'•��GENSF C�� '� * ' N 34869 Nails Section Detail _ I d1i1Jt/"�' W \ — � �— = T-Brace 0 6/22/11 ecu.; STATE OF �. Web % FCORIbP. ' Q) f �n•r*;^�'dg'a^�gn">'+'fit�°`.�':�P'"WRu�-s.3..:-y- Nails f ,`.'i .� 1109 COASTAL BAY BOYNTON BC,FL 33435 r +; , Web I-Brace k. FILE x D FORCOMPLIANCECITY OFC BEACH SEE PERDITIONAL REQUIREMONDITIONS. 4REVIEWED BY: DATE:12--/if FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND1 MiTek Industries,Chesterfield,MO Page 1 of 1 L-1LJ GENERAL SPECIFICATIONS a o0 1.NAIL SIZE=3"X 0.131"=10d 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek Industries,Inc. 3.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER DETAIL A GABLE END,COMMON TRUSS 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. 5.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. ---i -- ---u --�---❑ -- a —rr— ,i d BASE TRUSSES VALLEY TRUSS TYPICAL VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 12 OR GIRDER TRUSS SEE DETAIL A BELOW(TYP.) SECURE VALLEY TRUSS WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-10 160 MPH NAILS 6"O.C. MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 ATTACH 2x4 CONTINUOUS NO.2 SYP CATEGORY II BUILDING TO THE ROOF W/TWO USP WS3(1/4"X 3") EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=50 P F lJ� MAX SPACING=24"O.C.(BASEA`��PP1Y ��EYi MINIMUM REDUCED DEAD LO ��SFS./� A,9 OF ON THE TRUSSES ,J� �1GENSF N 34869 * /_ g/1 ' p STATE OF '� FCORIOP • .�?� DETAIL A /ON A%- � (NO SHEATHING) A►/I I I d 1 N.T.S. 1109 COASTAL BAY BOYNTON BC,FL 33435 JANUARY 1, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL-SP 0FI ®R MTek Industries,Chesterfield,MO Page 1 of 1 NOTES: 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER 0 0o AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND a oo EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek Industries,Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THREE END DETAILS SHOWN BELOW DIAM. SYP DF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 j Z p 135 935 856 742 726 63,4 VIEWS SHOWN ARE FOR � ILLUSTRATION PURPOSES ONLY 6 .162 108.8 99.6 86.4 84.5 73.8 of z .128 74.2 67.9 58.9 57.6 50.3 O � .131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW N _148 81.4 74.5 64.6 63.2 52.5 3 NAILS M NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. NEAR SIDE EXAMPLE: (3)-16d NAILS(A 62"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3(nails)X 84.5(Ib/nail)X 1.15(DOL)=291.5 Ib Maximum Capacity ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM VARY FROM VARY FROM 30°TO 60° 0°TO 60° 30,TO 60' \ 4500' 45.00° \ 45.00° V\CENSF' 9 : - j. 6 � - 7W- � 6/22/11 ;' 1ji STATE OF /ON \\ �\`�. 1109 COASTAL BAY BOYNTON BC, FL 33435 FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST-STRGBCK F 1= ® MiTek Industries,Chesterfield,MO Page 1 of 1 MINIMIZEF)�r_100 VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, ��oo O Fx6"STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. MiTek Industries,Inc. NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD,IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED,BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING ATTACH TO VERTICAL SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH WEB WITH(3)-10d NAILS (0.131"x 3") (DO NOT USE DRYWALL TYPE SCREWS) (0.131"x 3") TO TOP CHORD ATTACH TO VERTICAL / WEB WITH(3)-10d NAILS (0.131"x 3") BLOCKING BEHIND THE _ ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND WITH TWO#12 x 3" RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WOOD SCREWS(.216"DIAM.) NAILING THE STRONGBACK NAILS(0.131"x 3")IN EACH CHORD i USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH ATT WITH(3) 1 I NAILS SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD (0.131"x 3") STRONGBACK(DO NOT USE (0.131"x 3") DRYWALL TYPE SCREWS) 4-0-0 —BLOCKING WALL \\\ \vs S.I� TRUSS 2x6 - — - _ (BY OTHERS) �5 (BY OTHEa� STRONGBACK (TYPICAL SPLICE) k N 34869 6/22/11 ljj; �0 STATE OF THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, F�ORIOP •' �\� DESIGNED BY OTHERS.IF SPLICING IS NECESSARY,USE A 4'-0"LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)-10d NAILS //1�I I I i I0 \\\ (0.131"x 3")EQUALLY SPACED. 1109 COASTAL BAY ALTERNATE METHOD OF SPLICING: BOYNTON BC,FL 33435 OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12) 10d NAILS(0.131"x 3")STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) STANDARD PIGGYBACK ST-PIGGY-7-10 FEBRUARY 14, 2012 TRUSS CONNECTION DETAIL MTek Industries,Chesterfield,M MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. CATEGORY II BUILDING EXPOSURE B or C O OO ASCE 7-10 I�n DURATION OF LOAD INCREASE:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek Industries,Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131"X 3.5"TOE NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. A UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) 0.131"X3.5-NAILS EACH. D-2 X X4'-O'SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF 0.131"X 3"NAILS @ 4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH DIRECTIONS AND: fft 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH C MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72"O.C.W/(4)0.131"X 1.5"PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE D ABOVE j This sheet is provided as a Piggyback connection detail only.Building Designer is responsible for all FOR ALL WIND SPEEDS,ATTACH O.C.W 3X) .1 1- Nail-OP PLATES E permanent bracing per standard engineering practices or EACH FACE OF TRUSSES AT 48" .C.W/(4)0.131"X 1.5"PER MEMBER. efer to BCSI for general guidance on lateral restraint STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED ��\ 0 S. EXTEND THROUGH TO CAP TRUSS REQUIRING A VERTICAL WEB: �� "' •. �i BOTTOM CHORD OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP AS SHOWN IN DETAIL. * N x$69 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH = _ VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) 3/ 9 12 W (MINIMUM 2X4) O �4U 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM � STATE OF CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW � S P•.�� BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS LORIO , GREATER THAN 4000 LBS. " 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, ��'�i`S�O N P, \�� 5) NUMBER OF PLYS OF CONCENTRATED LOADIGGYBACK TRUSS TO MUST BE APPLIED TO BOTH BASE TRUSS. / 11 I I I,`\\\ THE PIGGYBACK AND THE BASE TRUSS DESIGN. 1109 COASTAL BAY BOYNTON BC,FL 33435 FEBRUARY 14, 2012 I Standard Gable End Detail ST-GE130-001 MiTek Industries,Chesterfield,MO Page 1 of 2 Typical_x4 L-Brace Nailed To - 2x_Verticals W/10d Nails,6"o.c. Vertical Stud 0 0o Vertical Stud (4)-16d Common O oo DIAGONAL Wire Nails BRACE 16d MiTek Industries,Inc. Wir common Wire Nails SECTION B-B Spaced 6"o.c. DIAGONAL BRACE r4r O.C.MAX (2)-10d Common -� __.-.------ac6 Stud or ' TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 2x4 No.2 of better �\ SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace - - - -- Nailed To 2x_Verticals w/(4)-10d Common Nails 12 SECTION A-A Varies to Common Truss 2x4 stud _ * PROVIDE 2x4 BLOCKING BETWEEN THE FIRST SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)-10d NAILS AT EACH END. A ATTACH DIAGONAL BRACE TO BLOCKING WITH sic* (5)-10d COMMON WIRE NAILS. B B 3x4= (4)-8d NAILS MINIMUM,PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK �Ir -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 2a"Max'' Roof Sheathing NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND V-3" WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2)-1 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. // (2)-10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB / OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF jrussbs @ 24" O.C. DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. / ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. /2x6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace /ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS 0240. at 1/3 points COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. if needed \� _- TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wail — HORIZONTAL BRACE -- BRACE - (SEE SECTION A-A) 2 DIAGONAL ' Minimum Stud Without 1x4 2X4 DIAGONAL BRACES AT Stud Size Spacing Brece L-Brace L-Brace 1/3 POINTS Species and Grade M wdmum Stud Length \��os,S 2x4 SPF Std/Stud 12'O.C. 4-0-7 4-3-2 64" 6-0-15 12-1-6 -S . '\_\CENSF L2x4 PF Std/Stud 16"O.C. 3 7-0 3-8-4 5 2-10 7-1-15 10-8-15 - ` PF Std/Stud- 24'O.C. 2-11-1 3 0 2 4-3-2 5-10-3 8-9-4 _ *' N 34869 Diagonal braces over 6'-3"require a 2x4 T-Brace attached to = _ one edge. Diagonal braces over 12'-6"require 2x4 I-braces 3/29/12 iL.Z attached to both edges. Fasten T and I braces to narrow edge STATE OF �� of web with 10d common wire nails 8in D.C.,with 3in minimum end distance. Brace must cover 90%of diagonal length. !�LORIDP. MAX MEAN ROOF HEIGHT=30 FEET \ CATEGORY II BUILDING //01111110\ EXPOSURE B or C 1109 COASTAL BAY ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH ASCE 7-10 160 MPH LS=TUD DESIGN IS BASED ON COMPONENTS AND CLADDING BOYNTON BC,FL 33435 DURATION OF LOAD INCREASE:1.60 ECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 MiTek Industries,Chesterfield,MO Page 2 of 2 00F-Y1ALTERNATE DIAGONAL BRACING TO THE BOTTOMCHORD ��oo Trusses @ 24" o.c. O E=O HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. (SEE SECTION A-A) ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek Industries, Inc. Roof Sheathing_ TO BLOCKING WITH(5)-10d COMMONS. 1'-3" Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO 16d NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT \ MAY RESULT FROM THE BRACING OF THE GABLE ENDS 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH.FASTEN PURLIN TO BLOCKING W/TWO 16d NAILS(MIN) \ DIBg. Brace \ PROVIDE 2.4 BLOCKING BETWEEN THE TRUSSES at 1/3 points SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING if needed \ TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-10d COMMON WIRE NAILS. End Wall - CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2:ATTACH 2X_SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALL MEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6"O.C. FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAIL ALL MEMBERS WITH TWO ROWS OF 10d(.131"X 3')NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE / VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST STRUCTURAL BE PRESENT TO PROVIDE FULL LATERAL SUPPQp T��Q(�F� HE BOTTOM GABLE TRUSS CHORD TO RESIST ALL OUT OF PLANE LO``gqIQS t $Ft G�IhgC HOW N / IN THIS DETAIL IS FOR THE VERTICAUS�IVIDS�(�I�Y.S. \\vvo�GENSF'<4��: NOTE:THIS DETAIL IS TO BE USED ONLY FOR / - * ' N 34869 STRUCTURAL GABLES WITH INLAYED -- STUDS.TRUSSES WITHOUT INLAYED _-0 � STUDS ARE NOT ADDRESSED HERE. I = 29/1 ((,J_ 3/ 2 (C/; STATE OF STANDARD GABLE TRUSS N A\- �\\ 1109 COASTAL BAY BOYNTON BC, FL 33435 FECHNICAL BULLETIN Lwm"' April 2010 3ulletin TB-300 by Weyerhaeuser Multiple-Member Connections for Side-Loaded Beams with Concentrated Loads Table 1: Maximum Concentrated Load Applied to Beam - Bolt or Nail Connection (lbs)i's Hanger '/2"0 or'/4"o Bolts""' 16d(0.148"x 31/4")Nails Beam Configuration Bolt #Bolts #Nails Type Diameter(2) 2 4 6 8 6 12 18 24 0.5 2,100 4,200 6,300 8,400 2,12515 4,25015 (5'/4"Beam6,3A7015 8,49515 3-ply 1'/4" FACE 0.75 3,060 6,120 9,180 12,240 ) 0.5 760 1,525 2,285 3,050 TOP 1,06016 2,125161 3,185"5 4.250") 0.75 930 1,860 2,790 3,720 FACE --- 3'/2"+1'/4" (51/4"Beam) TOP 0.5 1,050 2,100 3,150 4,200 1,060 2,125 3,185 4.250 0.75 1,530 3,060 4,590 6,120 0.5 2,100 4,200 6,300 8,400 31/2"+1%" FACE/ 2,12515) 4,250151 6,370151 8,495(5) (51/4"Beam) TOP 0.75 3,060 6,120 9,180 12,240 1,400 2,800 4,200 5,600 --- FACE 4-ply 1'/a" 0.75 2,040 4,080 6,120 8,160 (7" Beam) TOP 0.5 675 1,355 2,030 2,710 --- --- --- 0.75 825 1,655 2,480 3,305 0.5 2,800 5,600 8,400 11,200 2 830151 5,665151 8,49515 11,330(5) 2-ply 1%"+3'/2" FACE 0.75 5,025 10,050 15,070 20,095 (7"Beam) 0.5 935 1,865 2,800 3,735 9451st 1,89015 2,8301'1 3,77515 TOP 0.75 1,360 2,720 4,080 5,440 0.5 1,720 3,440 5,160 6,880 2-ply 31/:" FACE I --- -- --- (7"Beam) TOP 0.75 2,480 4,960 7,440 9,920 0.5 1,015 2,030 3,050 4,065 2-ply 1'/4"+3'/2" FACE/ --- --- --- (7"Beam) TOP 0.75 1,240 2,480 3,720 4,960 0.5 1,720 3,440 5,160 6,880 FACE _ 2-ply 1%"+3'/z" i 0.75 2,480 4,960 7,440 9,920 (7"Beam) TOP 0.5 675 1,355 2,030 2,710 --- --- 0.75 825 1,655 2,480 3,305 0.5 2,800 5,600 8,400 11,200 5+/4"+1'/+" FACE/ 2,830(5) 5,66515 8,495(5 11,33015) (7"Beam) I TOP 0.75 5,025 10,050 15,070 20,095 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Washers required.Bolt holes to be 9/16"maximum for 1/2"bolts,13/16"maximum for'/,"bolts. 3. Minimum end distance for bolts is 6". 4. Drilling bolt holes reduces the section of the beam and thus the load capacity of the supporting member.Shear and moment capacity of the beam must be checked at the location of each row of bolts. 5. Number of required nails shown must be installed from side opposite hanger. 6. Number of required nails shown must be installed from hanger side.Additionally,install half the number of required nails from side opposite hanger. Page 1 of 8 CONTACT US• 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com `,LWeyerhaeuser,"Level,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. ■ TECHNICAL BULLETIN April 2010 Bulletin TB-300 by Weyerhaeuser Table 2A: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (lbs)1'1 Fastener Type Hanger Wood USP WS Simpson SDS Beam Configuration g Screw Type Length #Screws #Screws 2 4 6 8 2 4 6 8 FACE 131 3W' 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 3-ply 1%" (5'/a"Beam) TOP 121 3'/" 720 1,435 2,155 2,870 1,020 2.040 3.060 4.080 FACE3Y," -- --- --- --- --- --- -- --- 3'/�"+1'/a" (5'/a"Beam) TOP 141 3/,' 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 FACE/ (5'/4"BeamTOP 13131/23 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 ) FACE 121 6"i5i 1,055 2,110 3,165 4,220 1,360 2.720 4,080 5,440 4-ply 1%" 7"Beam) ) TOP 121 6"15 705 1,405 2,110 2,810 905 1,815 2,720 3,625 3'/2' 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 FACE 131 6„ts> 2,110 4,220 6,325 8,435 2,720 5,440 8,160 10,880 2-ply 1%"+3/2" (7"Beam) T��, TOP 121 3/z 640 1,275 1,915 2,550 905 1,815 2,720 3,625 6"is 705 1,405 2,110 2,810 905 1,815 2,720 3,625 2-ply 3'/Z" FACE/ 6 151 1,055 2,110 3,165 4,220 930 1.860 2,785 3.715 (7"Beam) � TOP 121 2-ply V/a"+3'/2" -.I FACE/ 6"I5l 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 (7"Beam) TOP X31 FACE"' 6"15' 1,055 2,110 3,165 4,220 930 1,860 2,785 3,715 2-ply 1%"+3'/2" 7"Beam)) J- TO p(4) 6"i5l 705 1.405 2,110 2,810 905 1,815 2,720 3,625 3 FACE 3/" 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 (7"Beam) TOP 131 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. 5. 6"SDS or WS screws can be used with Parallam®PSL and Microllam®LVL,but are not recommended for TimberStrand®LSL. Page 2 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser,il-evel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company All rights reserved TECHNICAL BULLETIN April 2010 Bulletin TB-300 by Weyerhaeuser Table 2B: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (lbs)(" Connection Name Hanger Wood TrussLok Beam Configuration Type Screw #Screws Length 2 4 6 8 r FACE 3%" 1,600 3,205 4,805 6,410 3-ply 1%" (51/4"Beam) TOP(2) 3'/" 800 1,600 2,405 3,205 FACE 3'/" --- -- -- --- 3'/z'+13/4" (51/4"Beam) zE TOP 141 33/" 800 1,600 2,405 3,205 3 FACET (3) 33/" 1,600 3,205 4,805 6,410 (51/4"Beam) TOP FACE(2) 5",6'/4" 1,160 2,320 3,480 4,640 4-ply 13/4" (7"Beam) (2) 3 „ TOP 5",6/4 775 1,545 2,320 3,095 FACE(3) 33/," 2,135 4,270 6,410 8,545 2-ply 13/4"+3'/z" 5",6'/4" 2,320 4,640 6,960 9,280 (7"Beam) TOP(21 33/a" 710 1,425 2,135 2,850 5",6'/4" 775 1,545 2,320 3,095 2-ply 3'/2" 4 FACE 5",5",63/4" 1,160 2,320 3,480 4,640 (7"Beam) hTOP FACE/ 3 1,160 2,320 3,480 4,640 2-ply 13/4"+3'h" L TOP j3) 5 6/4" (7"Beam) FACE 5",63/4" 1,160 2,320 3,480 4,640 2-ply 13/4"+3'/z•• (7"Beam) TOP(4) 5" 6'/4" 1,160 2,320 3,480 4,640 'jT1 51/4"+13/4" FACE 2,320 5 63/." 2,320 4,640 6,960 9,280 (7"Beam) ; TOP 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. Page 3 of 8 CONTACT US• 1.888.iLevel8 (1.888.453.83581•www.iLevel.com AWeyerhaeuser,Level,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved ■ TECHNICAL BULLETIN April 2010 Bulletin TB-300 by Weyerhaeuser Table 1, 2A, 2B General Notes ■ Connections are based on NDS®2005 or manufacturer's code report. • All plies must be the same material and grade. ■ Values are for 100%duration of load. Increase 15%for snow load or 25%for non-snow roof load conditions, where code allows. ■ Rotational effects should be considered for 7"wide beams loaded from one side only. ■ Capacities shown for face mount hanger conditions are based on 16d common(0.162"x 3'/z')nails installed in the hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables. ■ Verify adequacy of beam with all loads applied by using iLevel software or other methods. ■ See the iLevel Trus Joist®Beams, Headers, and Columns Specifier's Guide(#TJ-9000)for required connections for uniform side loads. Bolt or Wood Screw Connection Details ■ '/2'bolts-9/16"o maximum holes • 3/q"bolts-13/16"o maximum holes T°: • Lead holes not required for wood screws . • Conc.Load Conc.Load M m Conc.Load Conc.Load 00 <V m UJ 0 O N N d EQ. EQ. 2' Max (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min.Beam Depth: Min.Beam Depth: Min.Beam Depth: d=7'/."for 1/2"o bolts d=9'h"for'/2"o bolts d=11%"for'/2"a bolts d=9'/."for'/."a bolts d=14"for'/."o bolts d=16"for 3W o bolts Conc. Load Nailed Connection Detail c -- E T • *STAGGER NAILS TO • PREVENT SPLITTING 16d Sinker(typ) 9" (0.148"x 3'/:") LL6 Nail Pattern]) 12 Nail Pattern 18 Nail Pattern Page 4 of 8 24 Nail Pattern CONTACT US•1.888.iLevel8(1.888.453.8358)•www.iLevel.com AWeyerhaeuser,iLevel,Microilam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.®2010 Weyerhaeuser NR company.All rights reserved. _ - E TECHNICAL BULLETIN March 2010 by Weyerhaeuser Bulletin TB-300 Table 3: Allowable Capacities of 51/4" Beams with Bolt Connections Bolt Conn. Beam Depth Dia. Loc. 7+/4" 9'/4" 9'/2" 111/4" 1178" 14" 16" 18" 20" 24" <5d 6,235 6,545 8,755 9,560 12,345 15,005 Max '/_ >5d 10,150 10,500 12,950 13,825 16,800 19,600 Shear <5d 3,995 4,260 6,210 6,940 9,510 12,015 J (Ibs) 3/4" >5d 8,750 9,100 11,550 12,425 15,400 18,200 2 10,605 15,295 15,685 23,905 32,760 42,265 4 9,355 13,470 13,730 20,915 28,725 37,250 1/2II 6 9,350 13,470 13,730 20,910 28,725 37,245 TMax � g 13,510 20,575 28,275 36,685 Moment 2 10,600 15,290 15,685 23,900 32,755 42,260 E (ft-Ib) 4 9,900 14,215 14,195 21,490 29,020 37,225 ~ 3/4 6 29,015 37,220 8 36,655 <5d 2,745 4,445 4,665 6,240 6,810 8,795 10,690 12,610 14,545 18,440 Max '/_ >5d 5,235 7,230 7,480 9,225 9,850 11,970 13,965 15,960 17,955 21,945 Shear <5d 1,455 2,845 3,035 4,425 4,945 6,775 8,560 10.390 12,250 16,040 > (he '/4" >5d 4,240 6,235 6,485 8,230 8,855 10,975 12,970 14,965 16,960 20,950 J 2 9.960 16,220 17,105 23,990 26,730 36,385 46,670 58,130 70,740 99,375 4 9,025 14,305 15,065 21,000 23,385 31,905 41,130 51,535 63,100 89,670 f6 '/= 6 14,305 15,060 20,995 23,385 31,905 41,125 51,530 63,100 89,670 o Max 8 20,660 23,010 31,405 40,510 50,795 62,250 88590 v Moment 2 9,950 16,210 17,100 23,985 26,725 36,380 46,665 58,125 70,740 99,370 (ft-Ib) 4 15,145 15,895 21,710 24,030 32,235 41,105 51,120 62,285 88,015 9/4„ 6 32.230 41,100 51,115 62,280 88,010 8 40,475 50,335 61,335 86,745 <5d 4,520 4,74W 30 8,950 10,880 12,830 Max '/_ >5d 7,360 7,61 ,025 12,180 14,210 16,240 Shear Sd 2,895 3,0930 6,895 8,710 10,575 J (lbs► '/•" >5d 6,345 6,60010 11,165 13,195 15,225 a 2 18,090 19,08 ,815 40,740 52,430 65,495 (L 4 15,960 16,80 ,085 35,725 46,205 58,065 ro 1/2 6 15,955 16,800 23,420 26,080 35,725 46,205 58,060 Max 8 23,045 25,665 35,165 45,510 57,235 Moment 2 18,080 19,070 26,755 29,810 40,735 52,425 65,490 a (ft-Ib) g/4„ 4 16,890 17,730 24,215 26,805 36,095 46,180 57,600 6 36,085 46,170 57,595 8 45,470 56,715 Table 3 General Notes ■ Connection location refers to distance from face of bearing to centerline of connection,where d is the beam depth. Less than 5d refers to connections located less than five times the depth of the beam from the face of bearing. ■ Shear reduction has been taken in accordance with NDS 3.4.3.3. ■ All values shown are for 5%"widths. Multiply by 1.33 for 7"wide beams. ■ 9%"and 11'/1'TimberStrand®LSL are 1.3E grade, all other depths are 1.55E grade. Page 5 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser,iLevel..Miaollam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR ©2010 Weyerhaeuser NR Company All rights reserved ■ TECHNICAL BULLETIN March 2010 by Weyerhaeuser Bulletin TB-300 Connection Design Example Given the floor framing shown below,specify the necessary connections for the a 3-ply Microllam LVL beam supporting a 2-ply Microllam LVL beam on one side and floor joists from the other side. The floor joists apply a 500 plf load to the side of the beam while the 2-ply beam reaction is 5,000 lbs. See the following page for the solution. Brg. (Typ.) Additional 3-1%" x 14" Microllam'LVL Beam, Flush Connection ` _ Required for Concentrated Face Mount Hanger with 5,000 lbs Reaction Load ---------------------------------------------- 2- 13/a'x 1®" 14" Floor Joists @ 24"o.c., Typ. Microllam LVL Beam, Flush ----------------------------------- 4'-0" 15'-0" I Partial Framing Plan Page 6 of 8 w CONTACT US•1.888.iLevel8(1.888.453.83581•www.iLevel.com Aweyerhaeuser,iL--,,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark or Weyerhaeuser NR.w4— Weyerhaeuser NR Company.All rights reserved. TECHNICAL BULLETIN March 2010 by Weyerhaeuser Bulletin TB-300 Solution: • Use the iLevel Trus Joist°Beams, Headers, and Columns Specifier's Guide(#TJ-9000)to select a connection for the uniform loading. Multiple options exist that meets or exceed the 500 plf requirement: — 2 rows of I/,"diameter bolts at 16"on-center(570 plf) — 2 rows of USP WS35 wood screws at 16"on-center(540 plf)on each side of beam — 2 rows of SDS'/4'x 3'/z'at 24"on-center(510 plf)on each side of beam — 2 rows of 5"TrussLok wood screws at 24"on-center(500 plf) ■ Determine what additional connection is needed for the concentrated load using the information in this Technical Bulletin: 1. Using Table 1,2A or 2B of this bulletin, locate the section for a 3-ply 1'/4'member and face mount hanger. Again, multiple options exist that exceed the 5,000 Ib load requirement: — Y2'diameter bolts in a 6-bolt connection (6,300 lbs) — 16d (0.148"x 3Y4')sinker nails in an 18-nail connection(6,370 lbs) — 3'/z"WS wood screws in an 8-screw connection(5,740 lbs) — 3%"SDS wood screws in a 6-screw connection(6,120 lbs) — 3%"TrussLok wood screws in an 8-screw connection (6,410 lbs) Note that the allowable applied concentrated load is dependent upon the type of hanger used and 16d common nails must be used for face mount hanger installation to achieve the capacities shown. 2. If the bolted connection option is chosen, the 3-ply beam must be checked for the effect of the bolt holes from the 6-bolt connection. This task may be accomplished by utilizing the location analysis feature in iLevel software. Per the detail on page 4,the bolt holes will be located approximately 1'to either side of the concentrated load location. After inputting the span and load information, choose the two locations corresponding to the concentrated load location('/_) 1'. Upon completion of the analysis, compare the calculated shear and moment for each of the two locations against the reduced allowable shear and moment capacities of the beam for the bolt pattern selected using Table 3 on page 5 of this bulletin. See the Fortes software output on the following page for results of this analysis. The 3-ply Microllam LVL beam works for the given loading. Refer to the highlighted values for the results at both bolt locations (Von either side of the load). The highest calculated shear at either location is 6035 lbs. The highest calculated moment is 25,215 ft-lbs. The connection is less than 5d(48"< 14"*5=70")from the end of the member. From Table 3 of this bulletin,the reduced allowable shear for the 3-ply 14" Microllarn LVL beam with the 6 bolt pattern located less than 5d from the end of the member is 8,795 lbs while the reduced allowable moment is 31,905 ft-lbs. Therefore,the beam is acceptable with the 6 bolt connection. ■ Select the preferred options for both the uniform load connection along the length of the beam and the concentrated load connection at the hanger location and specify both on the drawings including information on fastener type,size, spacing and installation pattern as appropriate. Page 7 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.83581 •www.iLevel.com AWeyerhaeuser,iLevel.Microllam,Parallam.Timberstrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. '` TCf% UK11d' A 1 Q111 1 CTIA' MEMBER REPORT Level,Floor:Flush Beam Forte 11 w1tware J 3 PIECE(S) 13/4"x 14" 1.9E Microllam®LVL PASSED (-rrrml Ic^rM IS +0 0 19 4 rq 91 All Dimensions are Horizontal;Drawing is Conceptual g(lbs) Actual @ Location Allowed Result LDF system:Floor bs) 7595 @ 2" 7809 Passed(97%) Member Type:Flush Beam 6837 1'5 112" 13965 Passed(49°k) 1.0 Building Use:Residential 25215�d'11 7!8" 36387 Passed(69%) 1.D Building Code:IBC Live Load Defl.(n) 0.356 @ 7'1 13116" 0.489 Passed(U494) Design Methodology:ASD Total Load Defl.(nj 0 456(dl T 1 7J8" 0.733 Passed(U386) Deflection criteria:LL(1-1360)and TL(U240). Design results assume a fully braced condition where all compression edges(top and bottom)are properly braced to provide lateral stability. Bracing(Lu):All compression edges(top and bottom)must be braced at 13'15116"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Total Available Required Support Reactions(lbs) Accessories Supports Bearing Bearing Bearing Dead f Floor/Roof/Snow 1-Stud wall-Spruce Pine Fir 3.50' 3.50" 3.40" 1641!5955!0±0 Blocking 2-Stud wall-Spruce Pine Fir 3.50' 3.50" 2.33" 1 164!4045!0 J 0 Blocking • Blocking Panels are assumed to carry no bads applied directly above them and the full load is applied to the member being designed. Location Tributary Dead Floor Live Roof Live Snow Comments Loads yy;dt, (0.90) (1.00) (non-srtow:1.25) (1.15) 1-Unlform(PSF) 0 to 15' 1' 100.0 400.0 0.0 0.0 10'Floor 2-Point(lb) 4' N!A 1000 4000 0 0 Shear(lbs) Moment(Ft—lbs) Comments Location Analysis Actual/Allowed/LDF Actual I Allowed!LDF 1_3' 6035 i 139651 1.0 19186;36387 i 1.0 BOLTS LEFT OF HANGER 2-5' 3911 2521 E.136387 1;1.0 BOLTS RIGHT OF HANGER Forte"'Software operator Job Notes 3125/2010 9:02:21 AM il-eveli)Forte-v1.1,Design Engine:V4.8.0.1 Page 1 of 1 Page 8 of 8 CONTACT US• 1.888.iLevel8(1.888.453.83581•wwWALevel.com w w Weyerhaeuser,il-evel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.Al rights reserved. CITY OF ATLANTIC BEAM... j 800 SEMINOLE ROAD J ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5814 Application Number . . . . . 13-00003789 Date 1/08/14 Property Address . . . . . . 710 PARADISE LN Application type description SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 172900 --------------------------------------------------- Application desc NEW SFR ------------------------------------------------ Owner Contractor - ------------------------ ----------------------- GARDNER DONALD J COASTAL ATLANTIC INC 12633 ASHBROOKE CIR E PO BOX 1846 JACKSONVILLE FL 32225 PONTE VEDRA BEACH FL 32004 (904) 465-4232 --- Structure Information 000 000 NEW HOME Construction Type . . . . . TYPE 5-B Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X ---------------------------------------------- Permit . . . . . . PLUMBING PERMIT Additional desc . . Sub Contractor . . C.W. WOOD PLUMBING . 00 Permit Fee . . . . 146 . 00 Plan Check Fee Issue Date . . . . Valuation . . . . 0 Expiration Date . . 7/07/14 ------------------------------------------- Special Notes and Comments Avoid damage to underground water/sewer utilities . Verify vertical and horizontal location of utilities . Hand dig if necessary. If field coordination is needed, call 247-5834 . Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible . A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. A reduced pressure zone backflow preventer must be installed if irrigation will be provided or if there is a private well on the property. Backflow preventer must be tested by a certified tester and a copy of the results sent to Public Utilities . Full right-of-way restoration, including sod, is required. Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of PERMIT ISCAq �O4 '7 PA-ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. . �jyL`l,rj CITY OF ATLANTIC BEAD J 800 SEMINOLE ROAD r� ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5814 Page 2 Application Number 13-00003789 Date 1/08/14 -------------------------------- Special Notes and Comments 2010 FLORIDA BUILDING CODE, 2008 NATIONAL ELECTRIC CODE Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible . *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST CONTROL COMPANY PRIOR TO C.O. WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS *PROVIDE ACCESS TO ALL WINDOWSTOINSPECTFASTENERS ------------------- -------------------------------------------------------- --------------- - - 2 . 19 Other Fees . . . . . . . . . STATE PLBG DCA SURCHARGE STATE PLBG DBPR SURCHARGE 2 . 19 Due Fee summary Charged Paid Credited _ --------- ---------- - . 00 Permit Fee Total 146 . 00 146 . 0000 00 . 00 Plan Check Total • 00 . 00 Other Fee Total 4 . 38 4 . 38 . 00 Grand Total 150 . 38 150 . 38 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. PLUMBING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beach, FL 32233 Ph(904) 247-5826 Fax (904) 247-5845 JOB ADDRESS: //o ��'-r /'�L en' PERMIT# l33 7J , NEW OR REPLACEMENT INSTALLATION: Project Value$ TYPE OF FIXTURE QTY TYPE OF FIXTURE QTY Bathtub Z Septic Tank&Pit Clothes Washer Shower Dishwasher / Shower Pan Drinking Fountain Slop Sink Floor Drain Three Compartment Sink _ Floor Sink Toilet�— Urinal Hose Bibs Kitchen Sink Vacuum Breakers Laundry TrayWater Connected Appliances Lavatory — - Water Heater Other Fixtures Water Treating System RE-PIPE: TYPE OF FIXTURE QTY TYPE OF FIXTURE QTY Bathtub Septic Tank&Pit Clothes Washer Shower Dishwasher Shower Pan Drinking Fountain Slop Sink Floor Drain Three Compartment Sink Floor Sink Toilet Hose Bibs Urinal Kitchen Sink Vacuum Breakers Laundry Tray Water Connected Appliances Lavatory Water Heater Other Fixtures Water Treating System MISCELLANEOUS: ❑ Sewer Replacement ❑ Back Flow Preventer ❑ Grease Interceptor(Trap) gallons(Requires 3 sets of plans) ❑ Lawn Sprinkler System-Number of Heads ❑ Well ** ** SIRWD Well Completion Form. Completed form to be submitted to the Building Department for final inspection.** ❑ Other Permit becomes void if work does not commence within a six month period or work is suspended or abandoned for six months.I hereby certify that I have read this application and know the same to be true and correct. All provisions of laws and ordinances governing this work will be complied with whether specified or not. The permit does not give authority to violate the provisions of any other tate or local law regulation construction or the performance of construction. Property Owners Name � Phone Number P rty � �, lit�oyl� Office Phone 7VV'�&* Fax 7'3 �7`�U Plumbing Company _ _ 3 Z� ��%�'/n C- �✓ - City State)c;/— Zip Co. Address: / N License Holder(Print): 6t/ ✓U6) State Certification/Registration# G%G(ZS213 q7 Notarized' er (N s /2 ' r 4Y COMMISSION#DD 957760 l.J p �1.. i, (PIRc3'.reh!Uary 14,2� f me this da O ? F'd•• Bonded TAru Notary Public Under e �-- ignature of Notary P �o L; 101io am d 3 aj �O s* ca` o r � ado n � a u� ¢a�w mw u �c� wac s u v r* cad uw a c Q rC'I tua-- - L, N c=)_j10 np r.eC Pa O CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD J �. ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5814 �J13 t Application Number . . . . . 13-00003789 Date 2/13/14 Property Address . . . . . . 710 PARADISE LN Application type description SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 172900 ---------------------------------------------------------------------------- Application desc NEW SFR ------------------------------------------------------------------------ Owner Contractor - ------------------------ ----------------------- GARDNER DONALD J COASTAL ATLANTIC INC 12633 ASHBROOKE CIR E PO BOX 1846 JACKSONVILLE FL 32225 PONTE VEDRA BEACH FL 32004 (904) 465-4232 --- Structure Information 000 000 NEW HOME Construction Type . . . . . TYPE 5-B Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X . --------------------------------------------------------------- Permit . . . . . . MECHANICAL HVAC PERMIT Additional desc . . Sub Contractor . . ANGLER HEATING & AIR INC. Permit Fee 103 . 00 Plan Check Fee . 00 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 8/12/14 ----------------------------------------------------------- Special Notes and Comments Avoid damage to underground water/sewer utilities . Verify vertical and horizontal location of utilities . Hand dig if necessary. If field coordination is needed, call 247-5834 . Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible . A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible . A reduced pressure zone backflow preventer must be installed if irrigation will be provided or if there is a private well on the property. Backflow preventer must be tested by a certified tester and a copy of the results sent to Public Utilities . Full right-of-way restoration, including sod, is required. Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of PERMIT IS Ai'YRCSPE,'DrW : WCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH j 800 SEMINOLE ROAD J :" ATLANTIC BEACH, FL 32233 . INSPECTION PHONE LINE 247-5814 �J13 Page 2 Application Number . . . . . 13-00003789 Date 2/13/14 ------------------------------------------------------------------------ Special Notes and Comments 2010 FLORIDA BUILDING CODE, 2008 NATIONAL ELECTRIC CODE Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities . Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. A sewer cleanout must be installed at the property line . Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible . *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST CONTROL COMPANY PRIOR TO C.O. WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS ------------------------------------------------------------- Other Fees . . . . . . . . . STATE MECH DCA SURCHARGE 2 . 00 STATE MECH DBPR SURCHARGE 2 . 00 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- - Permit Fee Total 103 . 00 103 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Other Fee Total 4 . 00 4 . 00 . 00 . 00 Grand Total 107 . 00 107 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. MECHANICAL PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beach, FL 32233 (� - -Ph(9094) 247-5826 Fax (904)247-5845 rOB ADDRESS: , l r i I ) -s 1 N , PERMIT # j 3_o-o 603 7 g q PROJECT VALUE $ 3 06,D-b ARI# / ,j 8& REQUIRED Air Handling Equipment Only 1/Air Handling Unit & Condenser Condenser Only JEW AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity�_ Tons Per Unit -S _ Heat: Unit Quantity�_ BTU's Per Unit I S Seer Rating / S � b Duct Systems: Total CFM o b REQUIRED MPLACEMENT AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity Tons Per Unit Heat: Unit Quantity BTU's Per Unit Seer Rating Duct Systems: Total CFM REQUIRED IRE PREVENTION Fire Sprinkler System Quantity (Requires 3 sets of plans) Fire Standpipe Quantity (Requires 3 sets of plans) Underground Fire Main Value (Requires 3 sets of plans) Fire Hose Cabinets Quantity (Requires 3 sets of plans) Commercial Hoods Quantity (Requires 3 sets of plans) Fire Suppression Systems Quantity (Requires 3 sets of plans) IRE PLACES MISCELLANEOUS: Prefabricated Fireplace Qty Automobile Lifts Gas Piping Outlets Boilers BTU's Elevators/Escalators ALL OTHER GAS PIPING Heat Exchanger Quantity of Outlets Pumps #Vented Wall Furnaces Refrigerator Condenser BTU's # Water Heaters Solar Collection Systems Tanks (gallons) Wells )THER: ermit becomes void if work does not commence within a six month period or work is suspended or abandoned for six months.I hereby certify that I have read tis application and know the same to be true and correct. All provisions of laws and ordinances governing this work will be complied with whether specified or ot. The permit does not give authority to violate the provisions of any other state or local law regulation construction or the performance of construction. 'roperty Owners Name oo r'4 1 d G a i d N � Phone Number 146S— Y 2 3 Z 4echanical Company Anil Le r 1h el l7/ Office Phone Fax 'o. Address: 3 fob q Cit ��ix State Zip ,icense Holder(Print): -0" �� tate Certification/Registration# C'rj C J r 7 6 3 lotarized Signature of License Holder e efore me this1,�)_day of 20 _ BETHANY L SALCAN Notary public-State of Florida ignature of Notary Public My Comm.Expires Apr 17.2015 Commission�EE 85067 Bonded Through National Notary Assn �YvS S raS JULIUS LEE PE. 27"�y FILE COPY .,., RE: 504393R1 - 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Coastal Atlantic Project Name: 504393 Model: Gardner Res. Lot/Block: . Subdivision: . Address: 37 Paradise Lane City: Duval State: Florida Name Address and License# of Structural Engineer of Record, If there is one,for the building. Name: Unknown at time of Seal License#: Unknown at time of Seal Address: Unknown at time of Seal City: Unknown at time of Seal State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor Load: N/A psf Roof Load: 40.0 psf This package includes 1 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This document processed per section 16G15-23.003 of the Florida Board of Professionals Rules In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany this coversheet. The latest approval dates supersede and replace the previous drawings. [o. Seal# Truss Name JDate 1 17984744 T05 3/26/014 The truss drawing(s)referenced above have been prepared by MiTek ��\\\vs Industries, Inc. under my direct supervision based on the parameters �\ •..•••• provided by Builders FirstSource(Jax). ]J• ' NSF \ * ' Truss Design Engineer's Name: Julius Lee 34869 _ __ My license renewal date for the state of Florida is February 28, 2015. — — NOTE:The seal on these drawings indicate acceptance of % p ' professional engineering responsibility solely for the truss -c\ '• STATE OF \_\ components shown. The suitability and use of this component F�oRIOP �j\� for any particular building is the responsibility of the building �'//`S'ONN- designer, per ANSI/TPI-1 Chapter 2. ��/i/i t i i i �AMarch 26,2014 1 of I Julius Lee r504 Truss Tmss Type Qty Pty1798474/ 39381 T05 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Mar 26 08:30:19 2014 Page 1 ID:gCT3wgSash8KLOTXyAkoKKyAecr-f54si4F t oINOUM5Sm igM BXZRS3GBn3VV57m2vRnzX6 I �12-=11 ^0 5.7 11 10.11 13 18-10.15 + 21-9.1 26-2-12 32-3-10 38-8-0 40O-n 2-0-0 5.7-11 5�-3 5-11-2 410.2 4-5-112-0-0 add 3-2x6 T-Brace#2 sopine 10d 4"oc cut out 2x10 scab 6-10d each web/vert ,.m 9 -13.4 i U4 6 10 34 3.4 s 1 d nm ii 34 i 11 3.4 1 5 45 a5� 1 13 4.5! 4 is a 5 13 14 tl u p 21 e1 °t spa II 3.4= 3b= m a4= fi 3a- 15 ys II 3.4 8-312 16-10-ts 20-3-4 262-12 32310 38-8.0 8.312 673 3-45 511.8 6414 648 Plate Offsets :0.4-11 0.2- :080 0.2-4 8:0.30 0.1-12 13:0-411 0-2- 17:0-3-0 0.3 :0.2-0 0-0-12 :0.2-0 0-0-0 :0.2-003 LOADING(pat) SPACING 2-0.0 CSI DEFL in (loc) Udell Ud PLATEGRIP TCLL 25.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.17 20.22 >9% 240 [:ZS47.111, 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.27 20.22 >911 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(TL) 0.02 13 rda We BCDL 5.0 Code FBC2010/TPI2007 (Matrix) FT=20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-48 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 60.0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 6-20,7-19,8-19,8-16 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed SLIDER Left 2x6 SP No.2 330,Right 2x6 SP No.2 37-15 Burin truss erection in accordance with Stabilizer Installation guide. REACTIONS All bearings 0.5-8. (lb)- Max Harz 2=335(LC 11) MaxUplift All uplift 100 Ib or less at joint(s)except 2=343(LC 12),19=-499(LC 12), �� v J 16=-415(LC 13),13=-263(1_C 13) \• EN • Max Grav All reactions 250 Ib or less at joirlt(s)except 2=859(LC 27),19=1238(LC 2), ` \C SF 16=825(LC 28),13=569(LC 28),18=543(LC 18) J FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. - 7 34869 TOP CHORD 2-3=-125&426,3-4=-1147/441,4-5---1034/422.5-6=-8941427,6-7=312r279,8-9=-90/390, 9-10=-7/327,11-12=-348/204,12-13=-471/188,7-8=-51/341 - BOT CHORD 2-22=385/904,22-80=-202/592,21-80=-202/592,21-81=-202/592,20.81=202/592, 1619=-359293,1682=-359293,17-82=-359293,1617=-359293,1516=-28/292, TI "'... 1315=27/293 N WEBS 4-22=-337/228,6-22=-139/472,6-20=-869/411,7-19=-1120/351,619=404/102,9-16=-505/308, n-16=694/32z,7-zo=-2a7nss � '- STATE OF F�ORIOP •' �\ NOTES (12-14) s '••.. .. 1)Unbalanced roof live loads have been considered for this design. / S \\\\ 2)Wind:ASCE 7-10,Vult--130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf,h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS //// /0 N AL \�� (envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces 8 M WFRS for reactions shown,Lumber D0L=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)Provide adequate drainage to prevent water ponding. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 1-40 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.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=5.Opsf. 9)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 343 Ib uplift at joint 2,499 Ib uplift at joint 19,415 Ib uplift at joint 16 and 263 lb uplift at joint 13. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 13)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. ineer.Julius Lee PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach FL 33435 March 26,2014 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE Mff-7473 BEFORE USE. Design valid far use only with M7ek connectors.This design is based only upon parameters shown,and is far an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435 Satiety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Tnns Type Qly PN 17984744 504393R1 T05 GABLE 1 t Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.350 s Sep 27 2012 MTek Industries,Inc.Wed Mar 26 08:30:20 2014 Page 2 iD:gCT3wgSash8KLOTXyAkoKKyAecr-7HeEwPGfZcVs6VgeJPBbkl6cCTcQW WmEMQoTzDzX6y LOAD CASE(S)Standard A WARNING-Ver((y design parameters and READ NOTES ON TIM AND INCLUDED A17TEK REFERENCE PAGE MH 7473 BEFORE USE. Design valid far use only with MTek connectors.This design's based only upon parameters shown.and is for an individual building component. Appricabirity of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the Juflus Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Cdtedo,OSB-89 and BCSII Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,W 153719. 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'D m 0-° (m7 0 0 m N m O f D O ° `< N O0. °0 m R O N Q if o� °cD m m c6 o mm cna o,= o� o� s� NaN °° j° °noa p30 O N N °n -0 7 N ° ” N <' S.n Z Q �� '°O = 6f° N m C Irl) no 0c ° 0 o co o ra 5 -nn c mo os °n N Q R v-3 n-0 0 ° o ° N � o m 'mo n �< 'mom m �� m0 -0° 0. Q. n �.m m m N o o a 3 °: ° oCD 0 .? :o 0 0 ° 0 6 0.J o ° a`D w O N 7 n °--0 O N O S O c' N 7 m 7 N 0 < m o _ n o n m m p °f o° m o ° � ' m ? nQ �0 3 a m °� �� mss° ° m' �0 �n 0 0o Q. o o m� 0 v o. < ° 3' C7 O ma w = ran ° N Nm CCG m o m o(Do y � Fo m o m 0-� 3 �, N Z 3� 3 0 6 m N 7 EARLY POWER AGREEMENT & RELEASE CITY OF ATLANTIC BEACH Electric power is requested now under the conditions and terms of this fully executed Agreement&Release Job Address: Ito Permit No. ��' �� Service Type(Circle One): Overhea nderground We,the undersigned General Contractor and Electrician,understand and agree: 1. "Early Power" is purely for our construction convenience, it is not required by Codes and does not substitute for Final Inspections or the C/O (Certificate of OccupancyTttFiat must be issued before occupancy, and as such is at the discretion of the Building Official. 2. The City of Atlantic Beach will make a special inspection prior tothe early power energizing. All rough inspections must have prior Approval,including meter base connections. 3. Occupancy or use of the new construction before a formal C/O constitutes fraudulent use of the early electric service. Such action is expressly prohibited and penalized by The City of Atlantic Beach Ordinances. A violation of this Agreement shall result in a request for prompt removal of electric service after a twenty-four hour notice. 4. "Early Power"release authority is the Electrician and/or the Contractor and must not occur before: a. Equipment, devices and fixtures are installed(or blanked off)safely. b. Panel is complete with breakers and cover,and(labeling required at final inspection). c. Service connection and grounding is complete. d. The electric system has safely passed through electrical check. e. Meter can is permanently marked with address. f. Temporary address numbers displayed(Permanent numbers are required for C/O). 5. This fully completed form is to be submitted to the Building Department by hand,mail or fax. 6. Future such Agreements will not be accepted from those who violate any one of the above items. CONTRACTOR �� AA-k&n,�C aS DATE _771 IS I PRINT NAME MASS r,% ELECTRICIAN i •�P'Vejp o (�,��,C t� CG'�� - DATE t�S (L4 PRINT NAME 800 Seminole Road,Atlantic Beach FL 32233 Phone:(904)247-5826 Fax:(904)247-5845 http://www.coab.us revised 0130 09