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Permit SFAT 1342 Violet St 2012 CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ±) ATLANTIC BEACH, FL 32233 k INSPECTION PHONE LINE 247-5814 Application Number . . . . . 12-00000669 Date 6/12/12 Property Address . . . . . . 1342 VIOLET ST Application type description SINGLE FAMILY ATTACHED DWELLING Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 75000 ---------------------------------------------------------------------------- Application desc single fam attched ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ BEACHES HABITAT FOR HUMANITY BEACHES HABITAT 1671 FRANCIS AVE. 1671 FRANCIS AVENUE ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 241-1222 (904) 241-1222 --------------------- Structure Information 000 000 ---------------------- Construction Type . . . . . TYPE 5-A Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X ---------------------------------------------------------------------------- Permit . . . . . . BUILDING PERMIT Additional desc . . Permit Fee . . . . 380 . 00 Plan Check Fee 190 . 00 Issue Date . . . . Valuation . . . . 75000 Expiration Date . . 12/09/12 ---------------------------------------------------------------------------- Special Notes and Comments 2010 FLORIDA BUILDING CODE, 2008 NATIONAL ELECTRIC CODE FOR AN APPROVED FINAL MECHANICAL A/C INSPIECTION, A STICKER SHALL BE INSTALLED ON THE AHU TO VERIFY THAT DUCTS HAVE BEEN SEALED, A CERTIFICATION SHALL BE ON SIGHT FOR THE INSPECTOR STATING THAT THE A/C SYSTEM PASSED THE "AIR BLAST INSPECTION" FROM AND INDEPENDENT TESTING AGENCY. *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 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 ta{n- RT1 �cooncnr�eteLb�o�xx with PERMIT ]Sr1&k �4L'Y INCAC HWAl1�'�E �Vi7&VLLSC�7"I'Y Q�A�IrAMW AR& 6IZll11V 4FS'AND THE FLORIDA BUILDING CODES. y CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD r ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5814 Page 2 Application Number . . . . . 12-00000669 Date 6/12/12 ----------------------------------------------------------- Special Notes and Comments Any utility cuts in the road must be repaired using COJ Standard Detail Case X and must be overlaid 10 feet in each direction from the center of the cut. Repair must be shown on the plans . Full right-of-way restoration, including sod, is required. Roll off container company must be on City approved list and container cannot be placed on City right-of-way. (Approved: Advanced Disposal, Realco, Shappelle ' s, Waste Management) 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. --------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE DCA SURCHARGE 5 . 70 DEV REVIEW-SINGLE & 2-FAM 50 . 00 ENG REV RESIDENTIAL BLD 100 . 00 STATE DBPR SURCHARGE 5 . 70 SEWER SDC-SYSTEM DEV CHG 4050 . 00 UTIL REV PRE APP >3 HRS 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 380 . 00 380 . 00 . 00 . 00 Plan Check Total 190 . 00 190 . 00 . 00 . 00 Other Fee Total 5636 .40 5636 .40 . 00 . 00 Grand Total 6206 .40 6206 .40 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. City of Atlantic Beach 2 -,-? APPLICATION NUMBER Building Department (To be assigned by the BL"v .) 800 Seminole Road / Atlantic Bim,Florida 32233-5445 X-2 !G'61 Phone(904)247-5826 • Fax(904)247-5845 E-mail: building-dept@coab.us Date routed: / Z- City vmb-alta- htfp.-/Am w.eoab.us APPLICATION REVIEW AND TRACKING FORM Property Address: ' ` % nt review required Yes No ., &,Public in - Applicant: rrC C'h�5 Azt -� �7— ning 8_ g Administrator Project: C /�/ Wo Util' Public Safety O Fire Services 1#6-G Other Agency Review or Permit Required Review or Receipt Date of Permft 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: QApproved. []Denied. (Circle one.) Comments: BUIL P NNING&ZONING Reviewed by: Date: 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 07/27110 City of Atlantic Beach Z Q Z APPLICATION NUMBER Building Department 1 assigned by the Building�rtroerrr) 800 Seminole Road REAtlantic Beach,Flonda 32233-5445 �EI ED Phone(904)247-5826 - Fax(904)247-5845 E-mail: building-dept@coab.us [RE, AY 31 12 � rz-�LII.?— City web-site! h tpJA~.cosb.us p` APPLICATION REVIEW AND TRACKING FORM Property Address: % Z. ° '� r ent review required Yes No i din Applicant: — ' (� �'��5 r .� ''planning&_ g i4ctminisbator Project: "% / Public works P lic Utilitie Public Safety Fire Services v V 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: 1` BUILDING PLANNING&ZONING Reviewed by:_ Date: W OP /2-- 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 07127110 City of Atlantic Beach Zo APPLICATION NUMBER Building Department 800 Seminole Road (To be assigned by the Building Department.) / p Atlantic Beach,Florida 32233-5445 41) Phone(904)247-5826 - Fax(904)247-5845 '- E-mail: building-dept@coab.us Date routed: City web-site: Mtp.-1AAmrw.eoab.us APPLICATION REVIEW AND TRACKING FORM Property Adds: / Z Vld fi.r X7- pent review required No P rtY res i ' Y Applicant: s '4 P,*- 7-2t T tanning& g inistrator Project: ,Public Wo tic Utiliti Public Safety Fire Services 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. APPLLCATION STATUS Reviewing Department First Review: pproved. -]Denied. (Circle one.) Comments: BUILDING PLANNING&ZONING Reviewed by: Date:(, -)-12- TREEADMIN. Second Review: ElApproved as revised. ❑Den ed. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: QApproved as revised. ❑Denied. Comments: Reviewed.by: Date: Revised 07127MO City of Atlantic Beach 800 Building giole Rad Department V Tt+. APPLICATION&NUMBED ) AY 31 2012 (To be assigned by the c_ Aftft Beach.Florida 32233-5445 X;2 - Phone(904)247-5826 . Fax(904)24 E-mail: building-dept@ooab.usNO Dace routed: / l Z._• City mmb-ska: h tp.-1Aw v.cwb.us - APPLICATION REVIEW AND TRACKING FORM s Properly Address. nt review ir+ed Yes No Applicant �' CC ( �i S /"� > 1 J� '0� fining — ' Administrator Project r /� Vubfic : Other Agency Review or Permit Required V Review or Receipt Date of Permit Verified Florida Dept of Environmental Protedion FWWa Dept.of Transportation St Johns Rives Water Management District Army Caps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other. APPLICATION STATUS Reviewing Department FImt Review: Approved. ODenied. (Circle one.) Comments: / BUILDING PLANNING&ZONING Reviewed by: - �= Date. TREE ADMIN. Second Review. • QApproved as revised. ODenied. P WOR Comments: BLIC UTILITIES PUBLIC SAFETY Reviewed by: per: FIRE SERVICES Third Review: Approved as revised. ❑Denied. Comments: Reviewed.by: Dom: i: d mmno g1 CITY OF ATLANTIC BEACH r ' PUBLIC UTILITIES 1200 Sandpiper Lane ATLANTIC BEACH,FL 32233 (904)270-2535 or(904)247-5874 NEW WATER/SEWER TAP REQUEST Date: 6-1-12 Project Address: 13 q 2 ✓l c7/L T S7— No. TNo. of Units: / Commercial Residential ✓ Multi Family New Water Tap(s) &Meter(s)J Meter Size(s) 31y New Irrigation Meter Upgrade Existing Meter from to (size) New Connection to City Sewer_ Name: ,t Applicant Address: City: Atlantic Beach State: Zip: Phone Number: Cell Number: Email Address Fax: Signature: (Applicant) CITY STAFF USE ONLY Application# r 2 —' & w 9 Water System Development Charge $ ( p 40-06 Sewer System Development Charge $ ., 05-0,00 Water Meter Only $ ( S.OD Water Meter Tap $ (notes) Sewer Tap $ Cross Connection $ 50,00 Other $ TOTAL $ S 3ZSS00 APPROVED: (Utility Dir ctor or horized Signature) ALL TAP REQUEST MUST BE APPROVED BY UTLITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED BUILDING PERMIT APPLICATION EFILE CITY OF ATLANTIC LEACH 800 Seminole Road, Atlantic Beach; FL 32233 COPY� . Office (904)247-5826 Fax (904) 247-5845 & )b Address: l-3'12 5-r Permit Number: ,42— E, 99 egal Description 4-r Z 3 �� Z3L st�,�r,JIq Parcel 9 c aluation of'Work S 7-s �.c". r.; Moor Area o q. t. Sq.Ft Proposed Work heated/cooled /2--/L non-heated/cooled -5--v !ass of Work(circle one): Tevv Addition Alteration Repair Move Demolition pool/spa window/door ;e of existing/proposed structure(s) (circle one): Commercial eside tia an existing structure,is a fire sprinkler system installed? (Circle one): es o N/A ori da Product Approval# it multiple products use product approva orm scribe in detail thetypeof work to be performed: opertV Owner Information: .me:— �r��t� OU Address- IL-,71 Fr, -Y. e71101 P �-9 State fL-Zip_3'zZ33 Phone. Y -z, �-Zrtz \2at1 or Fax# (Optional) %��,/� Ll y�J �, ntractor Information: mpany Name: �ti� z: )�<<L;hdA 17,-- )--d Qual mg Agent: dress: /& 7) �u-�-e:�S ! -- tic. 6ce Phone �I��-2 / - JL City N:. State Fz- Zip -3 L2.13 Job Site/Contact Number �,!_3-3�/= 7-77-79-- Fax# to Certification/Registration# �`�`�' Z�J-' v ,hitect Name&Phone# _ ,ineer's Name &Phone # t /•y'�5" �j v,�/ 777- Simple Title Holder Name and Address ading Company Name and Address rtgage Lender Name and Address lication 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 once of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null void if work is not commenced within six(6)months, or if construction or work is suspended or abandoned for a_penod ofsixj6)months at any time after k is commenced. I understand that separate permits must be secured for Electrical work, Plumbing, Signs, If ells, Pools, urnaces, Boilers,Seaters, ks and Air Conditioners,etc WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF `'OMNLENCEMENT 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. eb certify that I have read and examined this a plication and know the same to be true and correct. A11 provisions of laws and ordinances governing this of work will be complied with whether speci red herein or not. The granting of a permit does not presume to give authority to violate or cancel the isrons of any other federal, state, or local lav regulating construction or the performance ofconstruction. iature of Owner Signature of Contractor �� tName Gc .ut� ..S. . ....... �� Print Name � Jam. rn tgg and subscribed before me �, o2�'+ADay of �v�'orn t and subscribed before me yy _20 t _ this oq Day of . 2012— P 01'7-P �; JOYCE M.FREEMAN ubl: r'� = Notary Public-State of Florida o y Pub is Notary Pu is- tate o on a a� A� My Comm.Expires Jun 10,2013 s oe; My Comm.Expires Jun 10,2013 . 48111 OF FI- •� Commission#DO 897794 ;of V,, v1sCQbrWis3-i00jCDD 897794 DO NOT WRITE BELOW- OFFICE USE pplic 1e Codes: %007 Florida Buil ing Code w 200 Revisions .evTe`v result (circle-,one): Disa roved Approved w/ Conditions ,pproved Pp ,eview Tnitials/Date: )evelopment Size labitable Space 1; q,� Sr Non-Habitable [mpervious area :_a.donM CA/DBPR$�_____ ✓Iiscellaneons InfOr ation )ccupancy Group ' ' . Lype of Construction-V ,lumber of Stories �oning District ' s Vlax, Occupancy Load ire Sprinklers Required Flood Zone Y Conditions/Comments: an a �v •v N O~ 00 J Q\ vi W N - d1 vi W N • • �. C �t 2• �. � a dux � oaz � � � CD 0 CD O d C: o � o Z o o CD �' y C—D CD go CD o ►*� a CD o o n oc ,►b c `c � O A CD a �. w ° N H '�. N C UQ w CD o oo CD a cn vri N 00 C1. cn Qn b u Q, P7 ?: c b N 00 r � �" cid °• � Z CD cD o � n CL � 4k CL ,. o c 0 d n cc cc � c b O O (D r p G C 0 0 0 0 0 0CDc p z w r7 r-y CL Cr1 ,4jUIQ V�Q T� U�0 A� .�« z h `C CD CD UQ . . r+ O. 0 0 CD 0 0 CD CD vCDi . CD CD CD n CD o vo CDCD 0 y o y c ..' C O a O r CD Oil n n CD n� Q n 0 � H O z 0o cc x CD c 0 y z ITI ITI rr � W le, Y, d x n � W N �-• O N '-' (� C/1 J a1 vi �. W N �-• Uj �• O � C7 � � o o y � two g 0 � 7tno C�7yx' CD CD 0 CD CD CLCD CD CD Ny � C g oar n W `"D y o b O yun4 r NyC' Ej w z C (D (D .may Q rD, y uq (D N Q ►� vNCD i C x n H y n ll� ITI rrrr r r n W Q d H �. O n kn IT CD CD O 3 0 `LS tlQ4 CD f1, N ' CD CVS CD G. z z o n `C CD O' rD O O cD `� O S O b CD `CDS ;• CDf D oc y rn CD CDQM CD CD N ~ CD rA. A� CDCD O� 0o N C C CD y CD o oCD po C, x � c CDCD 0 •� ° ,• ate p e� i CD va Q 'o� �CD CDCDy o �. ►.. CD CDCD O CD _ Q C1 Q. OITI n CCD r Cp CCD �• y �O Q. CD 'Q UD $n � 41 NCD 0 90 CD O 0 N CDD r+ � O C CD any O 'rJ OCDC" CD O CDa C Q• .-. CD CD O CD �n August 10, 2010L -BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 __ MiTek Industries,Chesterfield,MO Page 1 of 1 - Note:T-Bracing/I-Bracing to be used when continuous lateral bracing 0o is impractical.T-Brace/ I Brace must cover 90%of web length. -�OO Note:This detail NOT to be used to convert TBrace/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 2x61-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails \ Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace WEB k,\ 2x8 2x8 T Brace 2x8 I-Brace T-Brace/I-Brace must be same species } T-BRACE and grade(or better)as web member. S./t �J . '��CENS,, Nails / Section Detail _ * � N 34869 ' LLJ z: T-Brace _, 6/22/11 (u; T STATE OF \ Web \ i FCORIDP.•'�i�� Nails�_ NIA`\ \\ 1109 COASTAL BAY BOYNTON BC,FL 33435 Web—. -Brace Nails/ FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND1 ® MiTek Industries,Chesterfield,MO Page 1 of 1 GENERAL SPECIFICATIONS O oO n 1.NAIL SIZE=3"X 0.131"=10d u 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 �I �I II I II II II �� II ll I I II II II 11 II 11 II II II II II II ' Ij Ij II II II II II jl �I �I II II II II II II II II II 11 II II II� II II II II I II �I II II I' II II II II I� I I I II II II I 'I �I it II VALLEY TRUSS TYPICAL i BASE TRUSSES I' I VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P F12 OR GIRDER TRUSS SEE DETAIL P. j A BELOW(TYP.) / SECURE VALLEY TRUSS W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH NAILS 6"O.C. WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 \ ATTACH 2x4 CONTINUOUS NO.2 SYP CATEGORY If 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 I \ MAX TOP CHORD TOTAL LOAD=50 P$F i MAX SPACING=24"O.C.(BASE r*A[L4j MINIMUM REDUCED DEAD LOAF) &FS• ( ON THE TRUSSES �� \v I ` N 34869 •' LLJ \ STATE OF DETAIL A i "t ORO' •'' �y�� (NO SHEATHING) N.T.S. 1109 COASTAL BAY BOYNTON BC, FL 33435 JANUARY 1, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL-SP MiTek Industries,Chesterfield,MO Pagel of 1 L�fl� NOTES: 1.TOE-NAILS SHALL BE DRIVEN AT AN F 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL LE O(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. =THREE IL APPLICABLE TO THE TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) DETAILS SHOWN BELOW DIAM. SYP DF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 63.4 VIEWS SHOWN ARE FOR J 135 93.5 85.6 74.2 72.6 ILLUSTRATION PURPOSES ONLY _162 108.8 99.6 86.4 84.5 73.8 ri O .128 74.2 67.9 58.9 57.6 50.3 0 131 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 `o 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(.162"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 60o 30°TO 60° 30*TO 601 45.001 45.00° 45.00' \00illll(�,7/ s S•K <�'''' �J • 0CENSF * ' N 34869b- �O LU p ' 6/22/11 STATE OF �i .FLORIDP •' �'\� ,,,11 I NA1,`\\\\ 1109 COASTAL BAY BOYNTON BC,FL 33435 FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST-STRGBCK Pae 1 of 1 MiTek Industries,Chesterfield,MO s O oo [2x6 O MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, a "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET MiTek Industries,Inc. ALONG A FLOOR TRUSS. 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 ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING WEB WITH 3 -10d NAILS SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ( ANCHOR TO ATTACH (0.131"x TH ) (0.131"x 3") (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD ATTACH TO VERTICAL WEB WITH(3)-10d NAILS (0.131"x3") BLOCKING BEHIND THE _ ATTACH 2x4 VERTICAL TO FACE VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND ATTACH TO CHORD RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WITH TWO#12 x 3" NAILING THE STRONGBACK �\ NAILS(0.131"x 3")IN EACH CHORD WOOD SCREWS(.216"DIAM.) 1 USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH SCAB WITH 3 TO BOTTOM CHORD WEB WITH(3)-10d NAILS ( )-10d NAILS FACE OF CHORD INTO EDGE OF (0.131"x 3") (0.131"x 3") STRONGBACK(DO NOT USE DRYWALL TYPE SCREWS) \�,�ltlltl!/// TRUSS 2x8 4-0-0 WALL —BLOCKING \\\\ vS S iSTRONGBACK TYPICAL SPLICE (BY OTHERS] (BY OTHERS) _ J- d N 34869� Lid z: / 2/1STATE OF THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, i .FLOR0- DESIGNED BY OTHERS.IF SPLICING IS NECESSARY,USE A 4'-0"LONG (0.131"x 3") ON THE SPACED. AND JOINED WITH(12)-10d NAILS ////11111110\\\I 1 NA� •�\\�� ALTERNATE METHOD OF SPLICING: 1109 COASTAL BAY OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)-10d BOYNTON BC, FL 33435 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 MiTek Industries,Chesterfield,M MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E L uu MAX MEAN ROOF HEIGHT=30 FEET V MAX TRUSS SPACING=24"O.C. CATEGORY II BUILDING EXPOSURE B or C ��00 ASCE 7-10 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"X 3.5"NAILS EACH. D-2 X_X 4'-0"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: 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 / PLATES TO EACH FACE OF TRUSSES AT 712"O.C.W1(4)0ITEK 3X8 20 131"1X01.5"PER MEMBER.STAGGER NAILS FROM 1 OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. f (MIN.2 PAIRS OF PLATES REO.REGARDLESS OF SPAN) 1 l _ 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 I 1 This sheet is provided as a Piggyback connection FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only.Building Designer is responsible for all EACH FACE OF TRUSSES AT 48-O.C.W/(4)0.131"X 1.5"PER MEMBER. permanent bracing per standard engineering practices or STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED \ / EXTEND THROUGH \\ �vS S.f( BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS ' \CENSk-' MUST MATCH IN SIZE,GRADE,AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF * N 34869 b. TRUSS ASSEMBLY WITH 2 ROWS OF IOd(0.131"X 3-)NAILSA — - SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 9 12 W3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM O �/z. CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW STATE OF BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS "LORID GREATER THAN 4000 LBS. i 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, C1 MATCHN ER OF PLYS OF PIGGYBACK TRUSS TO BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. 1109 COASTAL BAY BOYNTON BC, FL 33435 FEBRUARY 14, 2012 Standard Gable End Detail J:S�ITT-GE�130-0�01 =� Typical o.c. Vertical Stud Industries,Chesterfield,MO Page 1 of 2 2x_Verticals Brace Nailed To W/10d Nails,6" C_oIo Vertical Stud (4)-16d Common LA=1:1E:= � � Wire Nails BRACDIAGONAL BRACE MiTek Industries,Inc. 16d Common DSECTION B-B ��---Wire Nails IAGA 4'-0"O.ONC.MAXMAXL BRACE /-'—i �„�1 Paced 6"O.C. (2)-10d Common ` ,2x6 Stud or TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 \ 2x4 No.2 of better SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace 12 Nailed To 2x_Verticals SECTION A-A \, w/(4)-10d Common Nails A �.� Varies to Common Truss 2x4 Stud SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING A TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH ~ 3x = (5)-10d COMMON WIRE NAILS. 3x4 B B : `\ (4)-8d NAILS MINIMUM,PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 2a~Max Roof Sheathin NOTE: 1.MINIMUM GRADE OF k2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1'-3" (2)-1^a 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. �` ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / (2)-10d NAILS 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 DIAPHRAM AT 4'-0"O.C. /Trus S @ 24" 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. (REFER TO SECTION A-A) Dia Brace ` x6 DIAGONAL BRACE SPACED 48"O.C. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. g \�ATTACHED TO VERTICAL WITH(4)-16d 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. at 1/3 Point \ COMMON WIRE NAILS AND ATTACHED 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed \ TO BLOCKING WITH(5)-10d COMMONS. TYPE TRUSSES, 1 1 End Wall HORIZONTAL BRACE \ 2 DIAGONAL (SEE SECTION A-A) '- Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length os S. / 2x4 SPF Std/Stud 12"O.C. 4-0-7 4-3-2 6-0-4 8-0-15 12-1-6 \v"GEN 2x4 SPF Std/Stud 16"O.C. 3-7-0 3-8-4 5-2-10 7-1-15 108-15 •• L 2x4 SPF Std/Stud 24"O.C. 2-11-1 3-0-2 4-3-2 5-10-3 8-9-4 _= *' N 34869 7k Diagonal braces over 6'-3"require a 2x4 T-Brace attached to _-D one edge. Diagonal braces over 12'-6"require 2x4 I-braces �03 LU attached to both edges. Fasten T and I braces to narrow edge 0 3/29/12 of web with 1 Od common wire nails 8in D.C.,with 3in minimum STATE OF end distance. Brace must cover 90%of diagonal length. �� FCORIDP • �` MAX MEAN ROOF HEIGHT-30 FEETS'I CATEGORRY 11 Y B BBUIILDING ////ONIA1'EXPOSU1 ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH 1109 COASTAL BAY ASCE 7.10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. BOYNTON BC, FL 33435 DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. [FEBR:UA=RY14, 2012 Standard Gable End Detail SHEET 2 MiTek Industries,Chesterfield,MO Page 2 of 2 \ �� .ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD u�=,oo Trusses @ 24" o c ��OO 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)-1 O COMMONS. t Max. _ 1 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 J TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT J 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) Diag. Brace._�y \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points \ ,SUPPORTING THE BRACE AND THE TWO TRUSSES if needed \\ ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-1 Od 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 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: jGABLE 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 r VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. AN ADEQUATE DIAPHRAGM OR OTHER METHODOF BRACING MUST STRUCTUE BOTTOM GABLE TRUSL BE PRESENT S \\ CHORD TO RESOIST AOLLIDE FULL LATERAL OUT OF PLANE LO`gRRSPt T�3 fITCllyC7 jSHOWN IN THIS DETAIL IS FOR THE VERTICAU�'TO&�C�15Y.S.k N� EN-* NOTE:THIS DETAIL IS TO BE USED ONLY FOR N 34869 STRUCTURAL GABLES WITH INLAYED = ; STUDS.TRUSSES WITHOUT INLAYED _ STUDS ARE NOT ADDRESSED HERE. l _ W= 3/ 9/12 STATE OF STANDARD I �� FCORIOP. GABLETRUSS / •...-• !� �� ///ON/ IA\i1 1109 COASTAL BAY BOYNTON BC,FL 33435 ■ 1 II IIIII � , TECHNICAL BULLETINby Weyerhaeuser April 2010Bulletin TB 300 Multiple-Member Connections for Side-Loaded Beams with Concentrated LoadsF6 v Table 1. Maximum Concentrated Load Applied to Beam6-Bolt or Nail Connection (lbs)(') learn"IConigura(o%' 16d(Q 148 ,3 {")N - Dalt #Etalts Types eters Na�1 Will ;r< 0.5 2,100 4,200 6,300 8,400 2,125(5) 4,250(5) 6,370(51 8,495(5) �� s'r BCarri0.75 3,060 6,120 9,180 12,240 411 0.5 760 1,525 2,285 3,050 g _ TaP 1,060(61 2,125(6) 3,185(6) 4,250(") . . 0.75 930 1,860 2,790 3,720 ( 8em ,; „ 0.5 1,050 2,100 3,150 4,200 TO .. 0.75 1,530; 3,060' 4,590' 6,120 1,060 2,125 3,185 4,250 0.5 2,100 4,200 6,300 8,400 ( )✓y" l 1iM * ', TSF" 2,125(51 4,250(5) 6,370(s) 8,495(5) „ - 0.75 3,060 6,120 9,180 12,240 y" 0.5 1,400 2,800 4,200 5,600 4 T 1' AC.B 0.75 . 2,04)} 4,080 8,120, . 8,160 1)s, ! 5 0:5 675 1355.' 2 030'. `2 710 , r , ,, :z .; 0,75,': 825. :.1,655; 2,480: 3,305 A 0.5 2,800 5,600 8,400 11,200 �\ 2,830(5) 5,665(5) � 8,495(51 11,330(5> 0.75 5,025 10,050 15,070 20,095 ( � 0.5 9351,865 2,800 3,735 x! T©P 945(") 1,890(") 2,830("1 3,775(6) 0.75 1,360 2,720 4,080 5,440 0.5 1,720: 3,440 , 5,160 6,880 ply ; i=ACc 1, } TC1P o.75 2,480 4,560 . 7,44a 9,9 )1 " 0.5 1,015 2,030 3,050 4,065 1=�1C 1 ag 0.75 1,240 2,480 3,720 4,960 FACB 0.5 1,724 3,440 5,160 6,880 0.75 2,480 4,960 7,440 9,920' - (7"Besm�r 0.5 675 1,355 2,030 2,710` ` TOO ' 0.75 825 1,655 ` 2,480 3,305' 0.5 2,800 5,600 8,400 11,200 S�iN 1s" 2,830 5,665 8,495 11,330 (5) (s) (s) (s) (7"Beam) ""'Tipp z0.75 5,025 10,050 15,070 20,095 R", . 1. y See page 4 for table General Notes,connection details and beam depth limitations. 2. Washers required.Bolt holes to be 9/16"maximum for Y2*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 A*&Weyerhaeuser,it-evel,Miaoilam,Parallam,Timber5trand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.O 2010 Weyerhaeuser NR Company.All rights reserved. _ TECHNICAL BULLETIN .�. April 2010 Bulletin Tia-000 by Weyerhaeuser Table 2A Maximum Concentrated Load Applied to Beam Wood Screw Connection (lbs)(') 1040 Ab PIRUP Seam ponfigurati©n i v Typx� A7+4iri UI yy �y..r Lend; ✓ .` t} _ - JOIN DACE i1 3'/2" 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 3�1y�1s14" 1pp{2) 3'/2" 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 x i'ACI 311V - {5*7. am), ` 1pp44)' 3W, 720 1,435 2,155 2,870 1,020 2,040 x,060 ,0'10 J,J1% `FACT=1tOp(�3 3%" 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 z az� RIY �„ 2,110 3,165 4 220 11360 -2,72(1 , $ x440' g �7" am}� TOP t 0.w 745 1,405 2110 2,810 905 1,815 225- a Al t1 R 3'/2" 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 �rr it6"I5i 2,110 4,220 6,325 8,435 2,720 5,440 8,160 10,880 -ply tai + a 3'/2" 640 1,275 1,915 2,550 905 1,815 2,720 3,625 op" 6 705 1,405 2,110 2,810 905 1,815 2,720 3,625 x-ply 317x" AC#� 1,066' 2110: 3,165 , �4 220 030 1860 2,785 3715 TOP -ply 3'7x 6"(5) 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 s FAC tdi" 6°t� 1,055 2,110 3,165 4,220 930 1 860- 2 785 ;3 715 2iv31s�4 � (7'learn) tai ; TpP 6"I5t 705 1,405 2,110 2,810 9051,815 2720 ,3,625 p 3 �pCE 1 3'/2" 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 (7 B@ern) 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 Microllamo LVL,but are not recommended for TimberStrando LSL. Page 2 of 8 CONTACT US- 1.888.iLevel8(1.888.453.83581 ■www.iLevel.com f 1Weyerhaeuser,ilevel,Miaollam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark at Weyerhaeuser NR.O 2010 Weyerhaeuser NR Comparry.All rights reserved. ■ LMAm TECHNICAL BULLETIN by Weyerhaeuser April 2010 Bulletin TB-300 Table 26 Maximum Concentrated Load Applied to Beam-Wood Screw Connection (Ibs)I'� x Z0. ®� Intl •4i ME>� T Lbl� r 4 , 3'/e" 1,600 3,205 4,805 6,410 j r J 3% 800 1,600 2,405 3,205 3% Tb 3/a" 8001,600 2,405 3,205 i.. i FAC[=1 318" f�f � � 31,600 3,205 4,805 6,410 A ` TQC ft ' � A 5-,6%- 1,160 2,320 3,+x»30 4,640, 5',6'/.' 775 1,545 2,320 3,095 10E tit 3'/s' 2,135 4,270 6,410 8,545 f" 5",6'/a" 2,320 4,640 6,960 9,280 TtP fz} 3% 710 1,425 2,135 2,850 ll I S",6'/." 775 1,545 2,320 3,095 L p x ACE 1 5" 6'/a• 1,160 2,320 1,480, 4 640 3 } � }x ` FA E 5',6%' 1,160 2,320 3,480 4,640 9 1 r� � '.. FA1,160 2,320 3,480 '4,640 TtP•I° 5",6y/,' 1,160 2,320 3,480 4,640 . (7 TC3P tgf , 5",6'/." 2,320 4,640 6,960 9,280 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 ii Weyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 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'/s")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-9/1s'o maximum holes • 3/4"bolts-13/16"o maximum holes T • Lead holes not required for wood screws Conc.Load Conc.Load M0 m° Conc.Load Conc.Load m@ 0 0 N M N , Bill a � EQ.J 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'/4"for 1W o bolts d=9Ya°for'/s"o bolts d=111/4"for I/V o bolts d=91/4"for 3/4"o bolts d=14"for 3/4"o bolts d=16"for%"o bolts Conc. Load Nailed Connection Detail E *STAGGER NAILS TO PREVENT SPLITTING I 16d Sinker(typ) 1 1/Z" 9" (0-148"x 3'/4") TYP 16 Nail Nail �� Pattem J 12 Nail Pattem 18 Nail Pattem Page 4 of 8 24 Nail Pattern- CONTACT attemCONTACT US • 1.888.iLevel8(1.888.453.8358) ■www.iLevel.com A&Weyerhaeuser,iLevel,Microllam,Parallam,Tirnberstrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All nghts reserved. tF • BULLETIN by Weyerhaeuser March 20107 Table 3: Allowable Capacities of 51/4'Beams with Bolt Connections r " D 6,235 6,545 g 8,755 9,560 12,345 15,005 �5 � 10,150 ;10,500 12,9511 13,825 "16,800 '19600 XI} r c( 3,995 4,260 6,210 6,940 9,510 12,015 " 5cl 8,750: 9,100 11,550.',12,425` A5,460 :18;20(} 10,605 15,295 15,685 23,905 32,760 42,265 9 355 13 470 13 730; 20 915' 28 725 37 250 ' 9,350 13,470 13,730 20,910 28,725 37,245 Qom�ptl - -13,510 20,575 28275 36685 10,600 15,290 15,685 23,900 32,755 42,260 9,900 14,215 14,195 21,490 29,020' 37,225 29,015 37,220 2,745 4,445 4,665 6,240 6,810 8,795 10,690 12,610 14,545 18,440 1k"5c0 5,235 7,230 7,480, 9,225 9,850 11,976 13,965 15,960 17,955 21,945 1,455 2,845 3,035 4,425 4,945 6,775 8,560 10,390 12,250 16,040 4,240 6,235 6,485 8,2308855 10,9751 12+970 '14,965 16,960 20 950 01- y j y x 9,960 16,220 17,105 23,990 26,730 36,385 46,670 58,130 70,740 99,375 m' 9 025 14 305 15,065 '21,000 23,385 i 31 905 -.41'13Q .51,535 63,100 89,670 ' 14,305 15,060 20,995 23,385 31,905 41,125 51,530 63,100 89,670 20,660 23,010 1 31405 4051 0. 50 79S 62,260 88590 t 9 950 16,210 17,100 23,985 26,725 36,380 46,665 58,125 70,740 99,370 15145 15$95 '11716 24 030 32,235, 4066'' 51,120 62 285• 88,1!15 �: �� * •- 32,230 41,100 51,115 62,280 88,010 40 476 50 336 .61,335 86,745 � 4,520 4,745 6750 6,930 8,950 10,880 12,830 4 7,360 7 615 9,390 10.025 12.180' 44,,W! 16'240 2,895 3,090 4,505 5,030 6,895 8,710 10,575 5 6,345 6,600 9,375 9,610' 1.1,165 13195 15 22S 4 18,090 19,080 26,760 29,815 40,740 52,430 1,65,495 4 a 15,960 16,805 23,420 26,085 35,725, 46.205 1 58,055 6 15,955 16,800 23,420 26,080 35,725 46,205 58,060 Ma>� 23,045 25,665 4'165 45,510 57,235 ;VAN 18,080 19,070 26,755 29,810 40,735 52,425 65,490 � 16,890 17,730 24,215, 26,805 36,095 46,180 57,600 36,085 46,170 57,595 g'°• 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'/4"and 111/,"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,it-evel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved. ■ pp TECHNICAL BULLETIN March 20110 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. s P Brg. (TYP.) �a 7 : yA ' [ 3-13/4"x 14" Microllam LVL Beam, Flush Additional `-z Connection Required for r I Concentrated Face Mount Hanger with 5,000 lbs Reaction r' Load ,116 ---------------------------------------------------------------r it 2- 13/+"x 14" r� Microllam®LVLT 14" Floor Joists @ 24"o.c., Typ. Beam, Flush - ---_-------__ ____-_------- ---- 4'-0" 15'-0" Partial Framing Plan Page 6 of 8 w CONTACT US■ 1.888.iLevel8 (1.888.453.8358)■www.iLevel.com (�lweyerhaeuser,il-evel,Microllam,Parallam,Timberstrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company_All rights reserved. ■ TECHNICAL L TI by Weyerhaeuser March 2010 • 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 1/2"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 Y."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%"member and face mount hanger. Again,multiple options exist that exceed the 5,000 Ib load requirement: — ''/2"diameter bolts in a 6-bolt connection(6,300 lbs) — 16d(0.148"x 3'/.")sinker nails in an 18-nail connection(6,370 lbs) — 3Y2"WS wood screws in an 8-screw connection(5,740 lbs) — 3Y2"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 V 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(`L) 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 Forte 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"Microllam®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 w CONTACT US■ 1.888.iLevel8(1.888.453.8358)■www.iLevel.com L 1Weyerhaeuser,iLevel,Microllam,Parallam,Timberstrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Cortpany.All rights reserved. P_'!Yy_'! U Level,Floor:Flush Beam •■ Forte MEMBER REPORT J a software34 ) .� ... �y - LV Ovrrnli t,ngth-is a .__ ..::....... ..__.___ .......-........ .....-.................-..._----_ - ...----- All Dimensions are Horizontal;Drawing is Conceptual Ctaz�l ,i o st2iori Allowed- Result GDF- System:Floor Member Reaction(lbs) 759502- 7809 Passed(97%) Member Type:Flush Beam Shear(lbs) 6837 C 1'5 112" 13965 Passed(49%) 1.0 Building Use.Residential Moment(Ft-lbs) 25215 @ d'11 718" 36387 Passed(69%) 1.0 Building Code:IBC Live Load Deft.(in) 0.356 Q 7'1 13116" 0,489 Passed(11494) Design Methodology:ASD Total Load Deft.(in) 0.456 @ 7'17/8- 0.733 Passed(U386) • Deflection criteria:LL(U360)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. �� Tafel A�++titebit Required SupptaiR lieacfiau'�€ lbs) Aecasse ries tlppo�ts ,�� ,� .; � t3earing = Beating ,,Beartng Dead�Flttbr il�ozsll Snow,, =.• . 1-Stud wall-Spruce Pine Fir 3.50' 3.50" 3.40" 1641 1 5955 10 10 Blocking 2-Stud wall-Spruce Pine Fir 3.50" 3.50" 2.33" 1164 1 4045/010 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. LOads LoceflonWld� heed Flr>orLitr Roof Live,,,, Snow' Ct?mttrents 1-Uniform(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 Lrscatif�lt'/#lfa 18 Shear(Ib�) 1Watrtenf(Ft_Ibis) Comments �. A,C�ttal{Ailar7ed LDS Actual 1 Allowed 1 CD! 1-T 603611396511.0 1918613638711.0 BOLTS LEFT OF HANGER 2-5' 3911256910-9 2521513636711.0 BOLTS RIGHT OF HANGER Forte-Software liberator Job Notes 3Is6r2010!�02:21 AM l.e- aV Forte—a1.1,Design Eixpne V4.8.0.1 Page 1 of 1 Page 8 of 8 CONTACT US■ 1.888.iLevel8 (1.888.453.8358)•www.iLevel.com AWeyerhaeuser,level,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved. r, .. .. BM-1 2 Pcs of 1 3/4" x 16" TimberStrand@ LSL Beam (1.55E) TJ-Beam®6.35 Serial Number. User:2 6/26/2009 4:44:06 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Product Diagram is Conceptual. LOADS: Analysis is for a Header(Flush Beam)Member. Tributary Load Width: 1' Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Floor(1.00) 143 53 1' F07 Point(lbs) Floor(1.00) 200 75 2' - F05 Point(lbs) Floor(1.00) 200 75 4' - F05 SUPPORTS: Input Bearing Vertical Reactions Detail Other Width Length (lbs) Live/Dead/Uplift/Total 1 Timberstrand LSL 3.00" Hanger 381 /187/0/568 Custom Custom Accessory Beam Detail 2 Stud wall 3.50" 1.50" 362/179/0/540 Al:Blocking 1 Ply 1 3/4"x 16"TimberStrand®LSL Beam (1.55E) -See iLevel@ Specifier's/Builder's Guide for detail(s):Al: Blocking -User specified custom detail for support: 1. DESIGN CONTROLS: Maximum Design Control Result Location Shear(lbs) 550 368 11573 Passed(3%) Lt.end Span 1 under Floor loading Moment(Ft-Lbs) 656 656 28178 Passed(2%) MID Span 1 under Floor loading Live Load Defl(in) 0.002 0.115 Passed(U999+) MID Span 1 under Floor loading Total Load Defl(in) 0.003 0.229 Passed(U999+) MID Span 1 under Floor loading -Deflection Criteria:STANDARD(LL:U480,TL:U240). Bracing(Lu):All compression edges(top and bottom)must be braced at 5'o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: OPERATOR INFORMATION: BEACHES HABITAT Gary Page DUPLEX Builder's FirstSource 6550 Roosevelt Blvd. Jacksonville,FL 32244 Phone:(904)772-6100 Fax :(904)772-1973 gary.page@bldr.com Copyright L 2009 by iLe—IS, Federal Way, WA. TimberStrand: and TimberStrand® are registered trademarks of iLevelo-,. T:\ENG71\jobs\308\308926\308892\BM-l.sms • i + BM-1 2 Pcs of 1 3/4" x 16" TimberStrand® LSL Beam (1.55E) TJ-Beam@ 6.35 Serial Number: User 6/2612009 4:44:07 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by iLevel@. iLevel@ warrants the sizing of its products by this software will be accomplished in accordance with iLevel@ product design criteria and code accepted design values. The specific product application,input design loads,and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel@ Associate. -Not all products are readily available. Check with your supplier or iLevel@ technical representative for product availability. -THIS ANALYSIS FOR iLevel@ PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code SBCC analyzing the iLevel@ Distribution product listed above. -Note:See iLevel@ Specifier's/Builder's Guide for multiple ply connection. Operator Notes: USE SIMPSON THA422 TO CONNECT TO F04 PROJECT INFORMATION: OPERATOR INFORMATION: BEACHES HABITAT Gary Page DUPLEX Builder's FirstSource 6550 Roosevelt Blvd. Jacksonville, FL 32244 Phone:(904)772-6100 Fax :(904)772-1973 gary.page@bldr.com Copyright U 2009 by iLevelC, Federal way, WA. TimberStrand© and TimberStrand(5) are registered trademarks of iLevel— T:\ENG71\jobs\308\308426\308892\BM-l.sms Julius Lee RE: 414403 - 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 Site Information: Project Customer: Beaches Habitat Project Name: 414403 Model: 1292 Lot/Block: Subdivision: Address: 1340/1342 Violet St. City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: Paine, Lawrence A., PE License#: 21475 Address: 319 Oglethorpe Blvd. City: St. Augustine 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: 55.0 psf Roof Load: 55.0 psf This package includes 9 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. 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. No. Seal#___ Truss_Name Date_ 1 - 15399202 F01 4/9/012 2 15399203 F01A 4/9/012 3 15399204 F03 4/9/012_ 4 15399205 __F0.4____ 4/9/012 5 15399206 F05 _ 4/9/012 6 15399207 F06 4/9/012 7 15399208 F07 _ 4/9/012 8 15399209 F-KW 14/9/012 9 15399210 T100 4/9/012 _ The truss drawing(s)referenced above have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters K provided by Builders FirstSource(Jax). �� ' NSF Truss Design Engineer's Name: Julius Lee *' �NO 869 My license renewal date for the state of Florida is February 28,2013. =gyp : r0 � NOTE:The seal on these drawings indicate acceptance of ` professional engineering responsibility solely for the truss FATE OF .� CORID .•' �j�\� components shown. The suitability and use of this component \� for any particular building is the responsibility of the building /i/ONA`IA aril 9,2012 designer, per ANSI/TPI-1 Chapter 2. 1 of 1 Julius Lee IJob_ _ i.uss ._ .. Tr _._ Truss Type _._- -- -.- Il qty -Ply--- 414403 PN _414403 'F01FLOOR 20 15399202 7 Job Reference o tional Builders FirstSource, Jacksonville,FI 32244 - -- --- '-- _ ID:DnA 7.330 s Dec 20 2011 MiTek Industries,Inc.Mon Apr 09 15._19.502012 Page 1__ mLZk5kgv01z9OugC6b2z8P4B-3J?P8yCAnOwWj FEV901gFhTcu3OdyiGJ_OweszSPe 0-1-8 � -- -1- 0__- 1-7-o_ 1-1-e -- 0.10-40-119-0_- I --_�� 6-.153 I � �s6 he_ h6� 8r14MT1814= 2r6 II 8x8-1.BxJ= r , I 5 g T -L- L ; L_1 „ 13 g htg- 3r6 II Trg g g T Bx,<MT18M- 2.8 3.6 II 6sg 1_48 4 5-8 _ �- - __ 5-10-0 _ 6-5-0 8-0-0 -_- 1-48 _ 3-1-0 1-48 + 08-0- Plate Offsets X Y -- __ { ];- [2 0.1 B,E j3 0-30 0.0-0]�L0.1 6 0-0.6],L0.1 8 Edge],[7.0-3 ,Edge)r[70 0 1_B,Edg�L1;0.30 Edge], 0 fLOADING(psf) SPACING 2-0.0 CSI DEFL in (loo) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.04 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.06 11-12 >999 240 MT18H 244/190 BCU_ 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) -0.01 9 Na n/a _BCDL 5.0 I_- Code FBC2010/TPI2007 (Matnx) Weight:74 lb FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SYP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except end verticals. BOT CHORD 2x4 SYP M 31(flat) BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4 SPp No.2(flat)*Except* W1,BL1,W2:2x4 SPp No.3(flat) REACTIONS (Ib/size) 13=-767/Mechanical,9=4443/0.3-8(min.0.2-4) Max Uplift I3=-914(LC 4),9=-1679(LC 11) I/ Max Gray 13=523(LC 11),9=4443(LC 1) i /FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\ � "[`( TOP CHORD 1-13=-479/832,1-2=-628/1178.2.3=-1537/3024,3-4=-1537/3024,4-5=-1206/2684, \\ J�. ��•••' ` // 5-6=-1206/2686 \\CENSE BOT CHORD 11-12=-3024/1537,10-11=-3024/1537,9-10=-5659/2477,8-9=-5733/2506 * i WEBS 49=-4848/1849,1-12=-1527/814,4-10=-1203/3407,2-12=-1179/2438,2-11=-1163/463, 7� 3-10=-1033/344,6-8=-3874/1740,4-8=-1825/4280 o34869 NOTES (12-14) - 1 !I 1)Unbalanced floor live loads have been considered for this design. 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. W J\ 3)All plates are MT20 plates unless otherwise indicated. 4)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. T•'• STATE OF 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 914 Ib uplift at joint 13 and 1679 lb uplift at joint 9. �6)Load case(s)1,3,8,11 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. •••.F�ORID P •"' G \\ 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �j S '"••••••' !\` \ 8) walls at thea outer eorestrained rndsar rest ange,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131'X 3")nails. Strongbacks to be attached to A 1/S 9)CAUTION,Do not erect truss backwards. IV I(I 1 I\\\ 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)220 Ib down and 1297 Ib up at 7-10.8,and 2597 Ib down at 7-10-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. !.11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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 SPp,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 Except: 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:7-13=-10,1-6=-100 j Concentrated Loads(Ib) Vert:6=-2817(F=-2597) I'Continued on-page 2__-... April 9,2012 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI7 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I'I Boynton,FL 33435 fabrication,quality control,storage,deliveryerection and bracing,consult ANSIPPII Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D Onofdo Drive,Madison WI 53719 Job Truss rTruss Type ----- ----Tory 15399202 4403 �1&slders FirstSource, Jackson FLOOR 20 1 Job Referencesoptiona0 sonville,FI 32244 7.330 s Dec 20 2011 MiTek Industries,Inc.Mon Apr 09 15:19:50 2012 Page 2 ID:DnAmLZk5kgv01z9OugC6b2z8P4B-3J?P8yCAnOwVVj_FEV901gFhTcu3OdyiGJ_OweszSPe LOAD CASE(S)Standard Except: 3)1st unbalanced Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-13=-10,1-4=-100,4-6=-20 Concentrated Loads(Ib) Vert:6=-708(F) 8)2nd chase Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-13=-10,1-2=-20,2-4=-100,4-6=-20 Concentrated Loads(lb) Vert:6=-708(F) 11)User defined:Lumber Increase=1.00,Plate Increase=1.00 li Uniform Loads(plf) Vert:7-13=-6(F),1-6=-12(F) Concentrated Loads(lb) Vert:6=1297 I I l I � I III \111111 �ws S•k.< '''' \�J . '"\CENSE * ' No 34869 STATE OF .�� April 9,2012 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-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. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1109 Coastal Bay Blvd. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Boynton,FL 33435 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/71`11 Quality Crtleda,DSB•87 and BCSII Building Component �— Safety Informatlon available from Truss Plate Institute,583 D'Onofno Drive,Madison,WI 53719. 1111 F _ Job lTruss TmssT -.__- ty ph; __ -_--..--__. YPe -- O � �� FLOOR 15399203 • 474403 �F01A --- - ---. - L- _ iar q Reference o tionak Builders FvstSource, Jacksonville,FI 32244 7.330 s Dec 20 2011 MTek Industries,Inc. Mon Apr 09 15:1951 2012 Page 1 1 ID:hzk9YvlkV_l tN7kaSYjL7Gz8P4A-XWZnMICoYh2NLBgR3sXGNSEdalK4MMnPYe7TAIzSPeM 0.1-8 I -_1-3-p-_. -i '. } -- 1-5-12 9-14 0.9-14 0.71-� Is, a4 I 3.3 2 3 6'7 8.8- 5 143�I 6.10-6 td.3 - 14 HT I _ _ - II - - 13 12 11 fico=-i6 1s.3 6 e 2.4 4.4- 143 5x7 1-4-85-10-4 ------ - 8-0.0 - _ _8-QO I ---- 1-4-8 4 5-12 -- 0.7-12 - Plate Offsets(X Y):_ [2 0.t B,Edg�,13 0-3-0 Edge],L.0.3-0 Ewe],[6 0 1 8 40.8],[6 0.1 8 Edge]19 43-O,Edge] LOADING(psf) 1 SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Ven(LL) n/a - Na 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.89 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) -001 9 Na n/a BCDL 5.0 _ Code FBC2010/TPI2007 (Matrix) Weight:531b FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SYP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except end verticals. BOT CHORD 2x4 SPp No.2(flat) BOT CHORD Rigid ceiling directly applied or 3-8-2 oc bracing. WEBS 2x4 SPp No.3(flat)*Except* W3:2x4 SPp No.2(flat) REACTIONS All bearings 6-0-0. (lb)- Max Uplift All uplift 100 Ib or less at joint(s)except 13=-472(LC 4),9=-2434(LC 7),12=-163(LC 4),11=-293(LC 7),10=-2581(1-C 1) Max Gray All reactions 250 Ib or less at joint(s)13,12 except 9=5833(LC 1),11=985(LC 1), \\\\\ S Sk 10=1214(LC 7) , / FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. , \CENSE TOP CHORD 1-13=-243/478,1-2=-250/613,2-3=-609/1364,3-4=-2046/4661,4-5=-1015/2255,5-6=-10152255 i BOT CHORD 11-12=-1364/609,10.11=-1364/609,9-10=-1364/609,8-9=-4461/1965 WEBS 4-9=-3085/1249,1-12=-833/340,2-12=-487/1021,2-11=-959297,3-10=-1184/2554, o34869 6-8=-3653/1645,4-8=-1555/3613,3-9=-4233/1846 1 _ vvJ NOTES (13-15) 1)Unbalanced floor live loads have been considered for this design. 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. ,• STATE OF '• 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 472 Ib uplift at joint 13,2434 Ib uplift at joint 9,163 Ib uplift at joint 12,293 Ib uplift at joint 11 and 2581 Ib uplift at joint 10. p •. F P , LORIO \ 5)Non Standard bearing condition. Review required. / S ••.....•• v � 6)Load case(s)1,3,7 has/have been modified.Building designer must review loads to verity that they are correct for the intended use of this truss. /////IO(�'/�X- 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. // ,V!"'� \\ 8)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 9)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 on and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 10)CAUTION,Do not erect truss backwards. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)220 Ib down and 1297 Ib up at 7-9-12,and 2597 lb � down at 7-9-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 13)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 SPp,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 Except: f,0finued_on-page2_ -_._ _ -- April 9,2012 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 111117473 BEFORE USE. Design valid far 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the 1 109 Coastal Bay Blvd. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I Boynton,FL 33435 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofino Drive,Madison.W 153719. Truss Truss Type lOty Py 15399203 1414403 7,01A ''FLOOR 12 1 Builderssonville,FI 32244 7.330 Builders FirslSource, Jack Job Reference o liona� s Dec 20 2011 MiTek Industries,Inc.Mon Apr 09 15:19:512012 Page 2 ID:hzk9YvlkV_t tN7kaSYjL7Gz8P4A-XWZnMICoYh2NL8gR3sXGNSEdaIK4MMnPYe7TAlzSPeM LOAD CASE(S)Standard Except: 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-13=-10,1-5=-100 Concentrated Loads(Ib) Vert:6=-2817(F=-2597) 3)1st unbalanced Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-13=-10,1-4=-100,4-6=-20 Concentrated Loads(lb) Vert:5=-708(F) 7)User defined:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-13=-6(F),1-6=-12(F) Concentrated Loads(lb) Vert:6=1297 I i w S ' �\1 � \-\CENSF I . * ' No 34869 II _ � TSTATE OF � % .... Rt92; '/ /p NiALI�\�� April 9,2012 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with Milek connectors.This design is based only upon parameters shown,and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1109 Julius Coastal Bay Blvd. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the Boynton,Coastal l Bay 435 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 AN517TPI1 Quality Criteria.DSB-89 and BCSII Building Component Safely Inimmotion available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. j - -- - �Job Truss Truss Type 15399204 414403 F03 FLOOR .14 1 1- �__ Job Reference(optional) Builders FustSource, Jacksonville,FI 32244 7.330 s Dec 20 2011 MiTek Industries,Inc.Mon Apr 09 15:1952 2012 Page 1 ID:hzk9YvlkV_l tN7kaSYjL7Gz8P4A-?i7AZeDQJ?AEyHPdca2Vvgnm l hlE5s9Zm ltOikzSPe 0-1-8 F-I 1-3'0_-a 0.1--778 SCeb•1'.33.4 4v5 Ors= a4- 1.5.3 II 15.3 II a4- 150- to t -------- - 13 12 s e n 5 n as- 4.4- 4.4 1-6-0__ 4=0-0 6-6-0__._ _133-0 {.-_ 15-9-0 _.{ 18-3-0 _ 19-9-0 _a 1-6-0 _ 26-.0_ +__ 2-6-0 .-- --._ 6-9"0 2-6018 _ 2-6-0 0 late Off (X--_Y)-: _--. � - - Psets [t Edge,0.1 810:0.1 6 Edges___ --- -- ITOP DING(psf) SPACING 2-0.0 CSI DEFL in floc) Wall L/d PLATES GRIP 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.32 15-16 >742 360 MT20 244/190 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.49 15-16 >475 240 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.08 11 Na n/a 5.0 Code FBC2010ITP12007 (Matrix) Weight:102 Ib FT=11%F,11%E ER BRACING CHORD 2x4 SPp No.2(Bat) TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc purlins, except end BOT CHORD 2x4 SYP M 31(Bat) verticals. WEBS 2x4 SPp No.3(Bat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS (Ib/size) 20=1066/0.3-0 (min.0.1-8),11=1066/0.3-0(min.0.1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 20.21=1061/0,1-21=1059/0,11-22=-1061/0,10-22=-1059/0,1-2=-1093/0,2-3=-2733/0, 3-4=-3771/0,4-5=-4295/0,5-6=4295/0,6-7=-4295/0,7-8=3T71/0,8-9=-2733/0,9-10=-1093/0 \\ S S•/! BOT CHORD 18-19=0/2061,17-18=0/3381,16-17=0/4136,15-16--0/4295,14-15=014136,13-14=0/3381, �� •'` / 12-13=0/2061 GENS WEBS 10.12=0/1411,1-19=0/1411,9-12=-1346/0,2-19=-1346/0,9-13=01936,2-18=0/938,8-13=-900/0, \ \. F 318=-900/0,614=0/544,3-17=01544,7-10-507/0,4-17=-507/0,7-15=-163/556,4-16=-163/556 i NOTES (7-9) �10 34869 1)Unbalanced Boor live loads have been considered for this design. - r 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)All plates are 3x3 MT20 unless otherwise indicated. 4)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0.0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to STATE OF ••.� walls at their outer ends or restrained by other means. i T 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the `.f1•••. _L OR IO responsibility of the building designer per ANSI TPI 1 as referenced by the building code. //v/(1 '••••••'• a `\ 8)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB. // �O A'^ 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 // ,V A \\ �//111111\ LOAD CASE(S)Standard --- -.--- - --- --- ---- -_.-- ----- ---_.- .._. --- -_ JIB April 9,2012 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 7473 BEFORE USE. Design valid far use only with MiTek connectors.This design is based only upon parameters shown,and is 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 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/11`111 Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 153719. i- --i -- --- -- — _ 2 Job -(Truss JTmss TYPe I 15399205 �Oty Indust—ply 418uik1ers FirstSource Jack,F04 FLOOR F��b Reference�o tional sonville,F132244 7.330 s Dec 20 2011 MiTek Industries,Inc.Mon Apr 09 15.19:53 2012 Page 1 ID:A91XmFIMG19k_HJn?FEagTz8P49-TuhYn_E24JI5aR_pAHakStJ2H57hgGLi?ycaEBzSPek 0.1.8 H h-1-3-0 1-9-12 I —1r8-4._.-- 0-111,48.1:]].SII 15x] 1 sv3-- Afi II Is:1 2.1 II 81,10= NB I I 3xb II 2r8 II 4x6 I 3r8 II 4v8 1 2 J 4 5 23 6 7 8 9 10 _ I f ,T I 1 _ 1 �II 23 21 20 19 1 17 16 15 14 13 t2 1 I 3.3 3v3-- 15x3 1 4.4- 3x3 I'' 5.7 - 3x5 1.13 ]v4= ]v4= m5- 3x3-- 1-6-0__ 6-2-4 7 6 12 10-0.12 15-9-0___-- 1&3-0 19-9-0 _ _.. — — _ Plate 48 4 1-4-8__ 2-6 0 -_I 5-8-4 ( ) 1 1 8,9-0-8],.0.3-0 Edgel[7:0.30 0.0 0], 10 0.1 8 0-o-8][10 0 3-q Edge][14 0-1 8,Edge]�L9 0.1 B,Edg�_ -- (Psfl - _ _- - - _ - --- - Offsets 1 LOADING �I SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.36 Vert(LL) -0.08 15 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.13 15 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.03 11 Na n/a BCDL 50 -�— _Code FBC2010ITP12007 (Matrix) Weight:130 Ib FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SYP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except end verticals. BOT CHORD 2x4 SYP M 31(flat) BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4 SPp No.3(flat) REACTIONS (Ib/size) 22=136/0.3-0(min.0.1-8),11=842/0.3-0 (min.0-1-8),18=1768/0-3-8 (min.0.1-8) Max Uplift22=-128(LC 4) Max Grav22=300(LC 3),11=845(LC 7),16=1768(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \ / TOP CHORD 1-22=-299/124,10-11=-841/0,2-3=-312/566,3.4=-312/566,45=-385/0,5-23=-2247/0, \\ 6-23=-2247/0,6-7=-2842/0,7-8=-2842/0,8-9=-2089/0,9-10=-e86/0 BOTCHORD 20-21=-566/312,19-20=-566/312,18-19=-1151/0,17-18=-1151/0,16-17=0/1620,15-16=0/2842, \,\CENsI� 14-15=0/2842,13-14=(V2514,12-13=0/1650 WEBS 4-18=-1784/0,1-21=-323/243,419=0/1047,2-21=-164/420,3-19=-537/0,10-12=0/1144, _ 417=0/1796,9-12=-1037/0,5-17=-1690/0,9-13=0/596,5-16=0/883,8-13---577/0,6-16=-826/0, 0 34869 8-14=-69/727,7-14=-383/45 — 1 NOTES (10.12) _ 1)Unbalanced floor live loads have been considered for this design. 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. II 3 All bearings are assumed to be SYP No.2 crushing capacity of 5 ` 9 g P ty 85 psi. i STATE OF 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 128 to uplift at joint 22. i \ \ 5)"Semi-rigid pitchbreaks inGuding heels"Member end fixity model was used in the analysis and design of this truss. .(1•••.FL ORID P •• � \\ 6)Recommend 2x6 strongbacks,on edge,spaced at 10.0.0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to ///1.1s ••'•••'•• �� \\ walls at their outer ends or restrained by other means. / \ 7)CAUTION,Do not erect truss backwards. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)601 Ib down at 10.5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 10)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. 11)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB. 12)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)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-22=-10,1-10=-100 'I Concentrated Loads(Ib) Vert:23=-601(F) April 9,2012 WARNING-Verifj design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI7473BEFORE 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 paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435 fabrication quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. �ob Truss [Truss Type oty Ply 15399206 1414403 FOS FLOOR 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 7.330 s Dec 20 2011 MiTek Industries,Inc.Mon Apr 09 15:19:54 2012 Page 1 HJn?FEagTz8P49-x5Fw—KFhrcQyCbZOk?5z-5sBBVSgZuarEcM7ndzSPeJ 0-1-8 1-3-0 1-9-12 1-1-12 r 5.3 2 ]15x3 11 4 q6= 5-3 11 81.5.3 II r l{VIII 161 16 I 1 I — — — -- a, 1 1! td 13 1 12 - - 10 .s.3 8 9 15a]II 6-2-4----- --_ 10-4-0 6-2-4 4-1-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.03 13 >999 360 ( MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.04 13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:571b FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SPp No.2(ftat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPp No.2(fiat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPp No.3(fiat) REACTIONS (Ib/size) 15=363/0-3-8(min.0-1-8),8=278/Mechanical,11=469/0-3-8(min.D-1-8) Max Grav 15=370(LC 10),8=290(LC 7),11=503(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOPCHORD 15-16=-36910.1-16---368/0,7-8=-299/0,1-2=-295/0,2-3=-521/0,3-4=-521/0,4-5---294/0, \\\\ 11 S S.K 5-6=-294/0,6-7=-294/0 . BOT CHORD 13-14=0/521,12-13=0/521,9-10=0/294 \� ,.•••••., < /// WEBS 4-11=-490/0,1-14=0/375,4-12=0/413,2-14=-306/0,7-9=0/391 \ EN NOTES •.�� i NOTES (8-11) 1)Unbalanced Floor live loads have been considered for this design. 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. o34869 3)All plates are 3x3 MT20 unless otherwise indicated. '— 4)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. i T STATE OF 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 SPp,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 //// /O N A� \�\ 11)Use Simpson THA422 to attach Truss to Carrying member // j LOAD CASE(S)Standard J April 9,2012 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NII-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. Julius Lee Applicability of design poromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius liu Coastal Bay Blvd. 1. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiliity of the Boynton,FL 33435 erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria.DS11-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. --- -- --- - •' Job Truss Truss Type - Oty !ply 15399207 F06 -----7 414403 FLOOR 4 1 �______ _�ob ReTerence Builders FirstSource, Jacksonville,F132244 7,330 s Dec 20 2011 MiTek Industries,Inc.Mon Apr 09 15:19:55 2012 Page 1 ID:A91Xm FIMGI9k_HJn?FEagTzBP49-PHplBgGJcwYpplOC IicCXIPNOvIVNJI?TG5hJ3zSPgll 0-18 o .� i 1 2>.3= 3 15v3 II < ]w] 5 3.3= 5I F- r -- 1 tt Lj T— 9 tit, �t I 3rd— 3vJ= 1 12 11 10 9 5 vL r 15v3 13 3v3 1-6-0 —._.....____. 6-7-0 _..9-1-0 10-7-0_._ 1-6-0 2-6-0 _ 1-6-0 _i. Plate Offsets(X.j I6:o-1-8 Edge,-_______ LOADING(pso SPACING 2-0-0 CSI DEFL in (lac) I/deb L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0 05 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -007 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES I WB 0.34 l Horz(TL) 0.01 7 Na n/a BCDL 5.0 Code FBC2010fTPI2D07 (Matrix) Weight 571b FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SPp No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD 2x4 SPp No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPp No.3(flat) REACTIONS (Ib/size) 13=562/0-3-0(min.0-1-8),7=562/0-3-0(min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 13-14=-652/0,1-14=-55110,7-15=-556/0,&15=-555/0,1-2=-51110,2-3=-1191/0,3-4=-1191/0, \01 4-5=-1114/0,5-6=-525/0 \\ S S./i BOT CHORD 11-12=0/967,10-11=0/1191,9-10=0/1191,8-9=0/981 �� _ •!` /j WEBS 6-8=0/675,1-12=0/655,5-8=-634/0,2-12=-635/0,2-11=0/410 J�'• CEN$ �� /, F � NOTES (7-9) 1)Unbalanced floor live loads have been considered for this design. 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. o34869 1 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. — 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Dd(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the .� '•, STATE OF •••.� responsibility of the building designer per ANSI TPI 1 as referenced by the building code. i ,•�� 8)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB. `.A•••.Ft ORIO P• 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 / v- •'A''••q•'• !�i \\\ LOAD CASE(S)Standard ////��O' I April 9,2012 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ir171 7473 BEFORE USE. 1, 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 paromenfers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shovvn Julius Lee is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435 fabrication,quality control,storage,delivery,erection and bracing consult ANSI/TPII quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 153719 L Job Truss Truss Type Qty �y i414403F07 FLOOR 2 1 15399208 -__ ]Job Reference o tiona�__ Builders FirstSource, Jacksonville,Fl 32244 7.330 s Dec 20 2011 MiTek Industries,Inc.Mon Apr 09 15:19:55 2012 Page 1 ID:eMsvzam_1 bHbcRuzZylpDhz8P48-PHpIBgGJcwYppl8ClicCXIPNivlklNk?TG5hJ3zSPe 0-1-8 -1 —1-30— --� F--- - 2-0-0 (3,t— t1 smb.1112 �I z 31.3 4T T1 ore— s T--- it 13 4 15x3- 11 10 9 3 918 k _ 9-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.00 10 >999 360 MT2O 244/190 TCDL 10.0Lumber Increase 1.00 BC 0.08 Vert(TL) -0.00 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Hwz(TL) 0.00 9 Na n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:50 Ib FT=11%F,11%E LUMBER BRACING TOP CHORD 2x4 SPp No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPp No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPp No.3(flat) REACTIONS All bearings 5-2-0 except(t=length)11=Mechanical. (lb)- Max Gray All reactions 250 Ib or less at joint(s)11,6,7 except 9=324(LC 1),8=313(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-9=-274/0,4-8=-296/0 NOTES (7-9) ��\\` �•� < /'�/ `V.•••......... 1)Unbalanced floor live loads have been considered for this design. \� ,V• �\(',ENS' •.��/� 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. \ 3)All plates are 3x3 MT20 unless otherwise indicated. 4)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. o34869 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to _ ' walls at their outer ends or restrained by other means. _ _+ — 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the — (Wy`,,J\ _ responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SPp,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 .(�••, STATE OF .•• LOAD CASE(S)Standard / �.[1•••.FLORIOP N. ••••G` '// �p N AX- `0 '//►11)11\\\`\ III April 9,2012 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED T&TEK REFERENCE PAGE 16I-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. Julius Lee Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 1 Coastal Bay Blvd. erector.Additional permanent bracing of the overall stricture is the responsibility of the building designer.For general guidance regarding Booyy Coastal FL 33435 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria DSO-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D Onofno Drive,Madison.WI 53719. Job Truss _ Truss Type_ _�pty_. 7Py -_� __- __- ---- --- - -- 414403 iF KW FLOOR 4 - 1�- _ 15399209 __... ___ I,_ 1 Job Reference o tionallI Builders FirstSource, Jacksonville,F132244 7.330 s Dec 20 2011 MiTek Industries,Inc. Mon Apr 09 15:19:55 2012 Page 1 ID:eMsvzam_1 bHbcRuzZylpDhz8P48-PHplOgGJcwYpplBClicCXIPSuvug100?TG5hJ3zSPPeI snw.1 lsz i 1 3x3- 2 ] 4 VIII �a T1' ]1 �Tl''' !� - -- - -- -- - IF - -- r 14 13 13 L3 1-40-- - 2-8-0 4-0-0 5-4-0 6-8-0 1-40 �.._._ 14_0 _J __140 t-4-0 - 140 - LOADING II SPACING 2-0.0 CSI DEFL in loc I/deft Ud i PLATES GRIP j TCLL 40.0 Plates Increase 1.00TC 0.09 VertLL n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -000 13 Na n/a --— BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:37 lb FT=11%F,11%E ,LUMBER BRACING TOP CHORD 2x4 SPp No.2(flat) TOP CHORD Structural wood sheathing directly applied or B-0.0 oc purlins, except end verticals. BOT CHORD 2x4 SPp No.2(ftat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SPp No.3(ftat) OTHERS 2x4 SPp No,3(ftat) REACTIONS All bearings 8-0-0. (Ib)- Max Grav All reactions 250 Ib or less at joint(s)14,8,11,12,13,10,9 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (9-11) \\\ S �•�\, //// 1)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. \ Jv 2)All plates are 1.5x3 MT20 unless otherwise indicated. J 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). •• 5)Gable studs spaced at 1-4-0 oc. _ /9034869 6)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. — 1 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Recommend 2x6 strongbacks,on edge,spaced at 10.0.0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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. i STATE OF 10)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB. i ••�� 11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 •'•.RL ORIO P.••`�•w('j �� LOAD CASE(S)Standard •• �` \\\ ON)AL�\\\\. April 9,2012 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PACE M117473BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. Julius Lee Applicability 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 responsibility of the 1109 Coastal Bay Blvd. li erector.Additional permanent bracing of the overall stricture is the responsibility of the building designer.For general guidance regarding Boynton.FL 33435 fabrication,quality control,storage.delivery,erection and bracing,consult AI I/TPII quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type - Oty Py 15399210 414403 T100 SPECIAL 12 3 J- Job Referen� opti_ona� - Builders FastSource, Jacksonville,FI 32244 7.330 s Dec 20 2011 MiTek Industries,Inc. Mon Apr 09 15:19:57 2012 Page 1 ID:IV Whszvp_UCpzNO7LrTxlVz8P5G-Lgw3cLHZ8XoX33HbP7egcjUliiR9m9blwaanOyzSP -3-4"11 �-- ---8 Z-9- -- 9-74-x- _ - law'Z- i -- 1645__ - j- 3-4-11 3-4-11 3-2-15 3-2-15 - 3-2-15 3-2-15 3.4-11 8qb•1:3].1 I I SII 1r4 II Jr8== 2a4 II AI= 3•e- 2.4 LB= 20 1 5 8 I1 13 ] 33 T1 - J - - - - ,5 ,4 „ 0 ,3 13 I 2 2.4 II .4 II F 3-4-11 6-7-9 9-10_-8._ _.1- 13-1 7_- _ 1 __ 16-4-5 _19-9-0 3-2-15 3-2-15- _ 3-2-15 _ _- 3 2-15 _ _,_ -4-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.22 12 >999 360 MT20 244/190 TCDL 10.0 i Lumber Increase 1.00 BC 0.59 Vert(TL) -0.34 12 >681 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.04 9 n1a We BCDL 5.0 �- Code FBC2010/TPI2007 - I_. (Matrix) I Wnd(LL) 0.10 12 >999 240 Weight:281 Ib FT=20% I LUMBER BRACING TOP CHORD 2x4 SPP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPp No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPp No.3 REACTIONS (Ib/size) 16=1062/0-3-0 (min.0.1-8),9=1065/0-3-0(min.0.1-8) Max Uplift 16=-258(LC 4),9=259(1_C 4) Max Grav 16=1298(LC 2),9=1302(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\ TOP CHORD 1-16=•1239/258,1-17=-3399/676,2-17=-3399/676,2-18=-3399/675,18-19=-3399/676, S S \\ 319=-3399/676,320=-6080/1210,420=-6080/1210,45=-6080/1210,5-6=-6080/1210, ••.••''•••.• < // B-21=-3397/676,21-22=-3397/676,7-22=-3397/676,7-23=-3397/676,8-23=-3397/676, CENSE \� / 8-9=.1243/2592a3/zss \ BOT CHORD 14-15=-1080/5424,13-14=-1080/5424,12-13=-1080/5424,11-12=-1079/5420,10.11=-1079/5420 1 WEBS 1-15=-678/3406,2-15=-400/108,3-15=-2127/424,3-12=-137/689,412=-400/106,6-12=-138/693, 7C 0 34869 6.10=-2125/423,7-10=-399/108,8-10=-677/3402 _ NOTES (1416) 1)3-ply truss to be connected together with tOd(0.131"x3")nails as follows: - - Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. I 1 Webs connected as follows:2x4-1 row at 0.9-0 oc. STATE OF i!2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections •••• F�OR1Q P ,•• \�� have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. .• 1 3)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.ll;Exp C;End.,GCpi=0.18;MWFRS(envelope); S •••'•• \\ Lumber DOL=1 /.60 plate grip DOL=1.60 /// /O N A� ��\ 4)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. / 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 258 Ib uplift at joint 16 and 259 Ib uplift at joint 9. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. li 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)51 Ib down and 10 lb up at 2-1-4,51 Ib down and 101b up at 3-11-8,51 Ib down and 10 Ib up at 5-11-8,51 Ib down and 10 lb up at 7-11-8,51 Ib down and 10 lb up at 9-11-8,51 Ib down and 10 Ib up 1 at 11-11-8,51 Ib down and 10 Ib up at 13-11-8,and 51 Ib down and 10 Ib up at 15-11-8,and 51 Ib down and 10 It,up at 17-11-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 13)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. I'.14)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. 15)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB. [C1&hygg-&9Tgineer.Julius Lee,PEi Florida P.E.License No.34869.Address 1109 Coastal Bay Blvd.Boynton Beach FL 33435 _-_ April 9,2012 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 31717473 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. Julius Lee Applicability of design poromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of indMduol web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 QualBy,Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofno Drive,Madison.WI 53719. 4 IJobTruss ---- -. _.- _.. _ -- SPECIATTnfss�yL e__... ----.—_ _ -._— --��tY _TFIy 3.--Job Reference o tional —_ 1 —I 414403 T100 153992101 Buibers FirstSource, Jacksonville,FI 32244 .�p� _-__ 7.330 s Dec 20 2011 MTek Industries,Inc. Mon Apr 09 15:19:58 2012 Page 2 I D:I WVhszvp_U CpzN07 LrTx I VzBP5G-gSURgh lBvrwOhCsnzr9v9x 1 wS6nOVcgR9 E KLwOzSPef� LOAD CASE(S)Standard 1)Regular:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-8=-80,9-16=-10 Concentrated Loads(lb) Vert:5=-42 4=-42 17=-42(F)18=-42 19=-42 20=42 21=-42 22=-42 23=-42 I \3S S `\ ENSE' No 34869 W _ STATE OF W� - — - - --- FL-GRID ON(gL,\\\\\` April 9,2012 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE WI 7473 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and 8 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiility of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435 fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. lvv nc, Z a r m > w y (n \ > m i--� y O p _ rn Z CA a > x H Or J C O° m 0 O I I n cr O M �W O o CC)L Q Q a D C 00. a , 0 n(° 6(Q (no ° 7 O 6- O - m (D po nQ J c Q C C 3 0'c C r 30 7 m . o� C o �� % Z �QoQ� o ��•oQ a� �� O Q-(D No � �•� c�X a°jc�� p ° 3v� onCoo �co mo N� ° •m y � � � c nQ3 ODoyoaQ � mx� C (QNmC c o � �o Qo o QID 3o�a m ° ° 0m� O an 3 � � -• °(D 3 � m Z N °�•�°°°on. (, o CO) (T� Z ° gym ? ° �.� 0 Q (M,0, y m ° oC� .7 Z, � o oQ3 0- (D mon 3 -• 0-0-5°�. � mo •,Q o � m(�.O maa � 3 r � o 00 m0m0 O Q_, Z� c , C�� 0 3R � m off , m3L.o_Y Z _� � � (p'Q O � 3(c (DO (D-0 7C � 3 Qp 3H7 c QQ0 00 (`p < (D On0 0 - p O(D (D o (D (� O m53 3 �o:Q (D ° oma . .°'Q o CD o(D (° O c (D c 7 Q 3 ° C m X QOQ Q 23 �G O cNi Z v�m n Am=m o TOP CHORD 18,;;p n O �0 mOZ 07 C1-8 art O �J m O ma mc( O 00°°�W N c off "v> _ n rn n C O AZA D \D Sa `� W W m r Z mm �, O� "o C \ M- Ln n n A V) �Na� _ O mf cZ O m �F aPWW •• T N� t m wm m O (r�— V N y D N N D 0 n •Y O `v m O`m m D< V O W2-7 N O � rn .� 0170 7o m �Z .Zl Q �• Q \D OO D(� 0 m Z3 C) m (D ,^ NO C) w ? D°m' x W �• Li.i O y �+ -.a O p 0 U �O 10 m y m M /W N OA tv M m O p �� n (D S V• (D Y m O� 3 : m _ r1 ® O Z+m ° 3 o (V D� c70 Z _O P W36 W Q N cQ N n N x 0H n �v d� J (ND m N U C4-5 A T TOP CHORD C O d W V 91 Cn A W N - ^ :3 (OD a;D pNn7 aaN,m°=,,,. `o(NCS a��WN'�m �a�3=O �0T mo0p�•. ��'n.,mp°3 af=Jn_�0a/D --0WN',J-=N„ �.C�fj mJ�av(� 2D Nj°O_ v°0noN�No+cm0=-2N• Q 1>1w v'JOA a (DC n CC o< 3 <1 3° 3 °3fpg n .< md o -.0m3 soQQ�Q�•1—C-C— <<Dco m n o = � =o'O= .� Jo -p m mp md 3(D m Q� o3 n o° m oa oQcSn J3c° °< w gODa om� CD O ODaOCo°° ° o a m ° R N n m °Qs �c mo Ia °3 O CO J N oo9a.p n� C ° Q< m- r� f oJ D DODJ o ° CpD ° COD J -2 � 3O° U o N ° Q0 7 36 a°n o a n � � D n[+ . !Qp� c- a D °S• H O :Q _ ° ° magate� o�. m a acNc � � ° � (10Q° 3 a3 p(D Q co, N J ' cQ ° DOQ n D@ :0, NW Q U° Z OQ �: N a r �� K jQ Y Qm00 mm mf00o � Qof � oa ° J -:3 '0Y ao Qmnjo o Ch n p Qof (D C) N!° n O • n n * (D D � '0 Q. N \J cr (T • £� o a� 3p 3 <l CD Z D H Julius Lee [FILE COPY ' [ RE: 413976 - 1109 Coastal Bay Blvd. Site Information: Boynton Beach, FL 33435 Project Customer: Beaches Habitat Project Name: 413976 Model: 1292 >�U Lot/Block: Subdivision: Address: 1340/1342 Violet St f Cit Duval Y� State: Florida Name Address and License#of Structural Engineer of Record, If there is one"foirrtbd�'buildlr . Name: Paine, Lawrence A., PE License#: 21475 Address: 319 Oglethorpe Blvd. sac City: St. Augustine State: Florida r- -C� General Truss Engineering Criteria & Design Loads (Individual Truss Deilgn Qr iWifi s Show Speci al Loading Conditions): - « v Design Code: FBC2010/TP12007 Design Program: MiTel4O/2D - Wind Code: ASCE 7-10 Wind Speed: 130 mph p P Floor Load: N/A psf Roof Load: 32.0 psf t r u o This package includes 18 individual, dated Truss Design Drawings and 0 Add ill6aI'MawihC, With my seal affixed to this sheet, I hereby certify that I am the Truss Design En r�aneY ttli° rn x shee� g n �c. � � conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engi i Jeri.Rule1a. �' w This document processed per section 16G15-23.003 of the Florida Board of Pr f$ss7bnalkRuks r, In the event of changes from Builder or E.O.R. additional coversheets rayvingi.May arc om�ny this coversheet. The latest approval dates supersede and replace the p�vioAr drawigs.0 i `� -- No. Seal# Truss Name No Date ' r �- , Seal# Truss Name � Date '� t c, 1 15399184 CJ01 4/9/012 18 15399201 T11 4/9/C11 R' LU 2 15399185 CJ03 4/9/012 3 15399186CJ05 4/9/012 __ - C' 4 15399187 EJ01 _. 14/9/012 5 153991.88 EJ07 - - -14%9/012 c ct 6 115399189 HJ07 X4/9/012__ 17 J'15399190 T01 4/9/012 8 15399191 T02 _ 4/9/012 I9 15399192 T03 4/9/012 10 15399193 T04 X4/9/012 11 15399194 T05 4/9/012 12 15399195 -_T06 4/9/012 13 :15399196 T07 4/9/012 14 15399197 T08 4/9/012 15 15399198 T09 4/9/012 16 15399199 T10 4/9/012 17 15399200 Tl OA 4/9/012 The truss drawing(s)referenced above have been prepared by MiTek N w%l I Ill//////lI///ii/ Industries,Inc.under my direct supervision based on the parameters provided by Builders FirstSource(Jax). NSF' � Truss Design Engineer's Name: Julius Lee t,34869 * '_ My license renewal date for the state of Florida is February 28,2013. n (7�r a O NOTE:The seal on these drawings indicate acceptance of wJ y = professional engineering responsibility solely for the truss %0 STATE OF components shown. The suitability and use of this component %, F�oR►oP.•'' 0for any ��: designepaperular ANSI/TPI gChapter responsibility is the of the building ��S�ONIA``��19,2012 1 of 1 Julius Lee IJob Truss �russ Type -_-- rDb --_IPy j 15399184 413976 �CJ01 JACK i4 1 -_ I_- _ __- � - -Job Reference(optionap Builders FlrstSource, Jacksonville,FI 32244 7,330 s Dec 20 2011 MiTek Industries,Inc. Mon Apr 09 15.18.25 2012 Page t ID:KnX7cxh5FM1gOHWU9Xl5sgz8PC=2zNHJuAsoGCaOwFvOp_6uKgOmdApDhplmGlwBHzSP - -2-15-0 - 2-0.0 1-0-0 k , SaN•1].1 3 2 / d T, -� I �I -- ----_ -.. —, >999 _.-240 MLATOES ._ 44P90 LOADING(pst) SPACING 20-0 CSI DEFL In (loc Wall Ud i Plate Offsets(X,Y) TCLL 20.0 Plates Increase 125 TC 034 Vert(LL) 000 2 TCDL 7.o Lumber Increase 1.25 BC 0.01 Vert(TL) -000 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:6lb FT=20q LUMBER BRACING TOP CHORD 2x4 SPP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0.O oc purlins. BOT CHORD 2x4 SPp No.2 BOT CHORD Rigid_ceiling directly applied or 10-0-0 oc bracing. ( _ MiTek recommends that Stabilizers and required cross bracing be installed (dunno trus§erectiq�n in accordance witin ilizer Installation Quide. _ _1 REACTIONS (Ib/size) 2=216/0.3-8(min.0-1-8),4=5/Mechanical,3=-78/Mechanical Max Horz 2=64(LC 8) Max Uplift2=-294(LC 8),3=-96(LC 2) Max Gray 2=264(LC 2),4=14(LC 3),3=128(LC 8) •7 \\�` `L+ S•�• //// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ",\v / �\ J �CENSF � . I NOTES (9-11) i 1)Wnd:ASCE 7-10;130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf,h=25ft;Cat.ll;Exp C;End.,GCpi=0.18;MWFRS(envelope) gable end zone and C-C perior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 7� 34869 7� 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. _ 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. i W 5)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 294 Ib uplift at joint 2 and 96 Ib uplift at joint 3. i 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. STATE OF •••��\ 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. -(�•••,FC GRID P.•'�� 9)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. �/ S 10)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIE. ///O N AL 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 I I� April 9,2012 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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. Julius Lee Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1109 Coastal Bay Blvd. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton,FL 33435 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/IPII quality Crffedo,DSB-89 and BCSI1 Building Component Safety Information availoble from Truss Plate Institute,583 D'Onotdo Drive.Madison.W1 53719. 1 -_ _ __--- 15399185 Job ---_ TmssT a _ -_ _ Truss YP Oty P e ence — — N � 413976 CJ03 JACK 4 1 _-� —. --- Builders First6ource, Jacksonville,F132244 7.330s Dec 20 2011 MTek Industries,Inc. Mon Apr 09 15:18:25 2012 Page 1 ID:oz5VgHijOg9h?R5gjEGKP1z8PBz-2zNHJuAsOGCaOwFvOp_6uKgO9d9rDhplmGlw8HzSPI 3-0-D 2-D-D - -------. —_ _._ .------- 3 �11 I / ill 52 IIS 3 Bi Zxa--- � I I LOADING s -- TC 7.0 (P 0 SPACING 2-0-0 CSI ` DEFL in floc) I/deft Ud PLATES GRIP TC 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) 000 2-4 >999 240 MT20 244/190 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 _- Code FBC2010/TP12007 (Matrix) Weight:12 lb FT 20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SPp No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Fm-ifek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance withStabilizer InstaBation_guide._. REACTIONS (Ib/size) 3=24/Mechanical,2=210/0-3-8(min.0-1-8),4=14/Mechanical ---- Max Harz 2=98(LC 8) Max Uplift3=-36(LC 12),2=-235 LC 8 Max Gray 3=29(LC 2),2=254(LC 2),4=42(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \�� •\S S•/( /// NOTES f0s)&I \ `V •. ..,• // (9-11) CENs4,1)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)gable end zone and C-C E terior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 1 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. /'34869 3)Thistrusshas been designedfora 10.0psfbottom chord live load nonconcurrent with any otherlive loads.4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between thebottomchord and any other members.5)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. W_6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 36 Ib uplift at joint 3 and 235 Ib uplift at joint 2.7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. TATE OF8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is theresponsibility of the building designer per ANSI TPI 1 as referenced by the building code.10)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIE. ••••••11)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Ba Blvd.Bo nton Beach,FL 33435 NA LOAD CASES)StandartlyY //// O/((I'�` II April 9,2012 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M77 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 paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius lee is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435 fabrication,quality control,storage,delivery,erection and bracing,consult ANSIITPII Quality Criteria,DSB-89 and BCSII Building Component j Safety Information available from Truss Plate Institute,583 D'Onotdo Drive,Madison,W 153719. I A • 1 _ T - - T_ - FJob__- Tmss Truss Type I�jY 'ph 15399186 I413y76 M 5 JACK 1'4 1 1Job Reference(optional) Builders FlrstSOurce, Jacksonville,FI 32244 7.330 s Dec 20 2011 fWEiTek Industries,Inc. Mon Apr X 1518:26 83v Page 1 ID:oz5VgHijOg9h?R5gjEGKP t zBPBz-NSxtWEBUZaKRe4g5aW WLQXD9w1 Tgy83v?w1 ThjzSP 2-0-0 5-0-0 _ s�b•r.ua 3 j" moi. /....... , Z LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/clefPLATES GRIP Ud TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.06 2-4 >999 180 BCLI 0.0J_ Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n1a n/a 5.0 Code FBC2010/TPI2007 (Matrix) Weight:19 Ib FT=20% BCOL 1 LUMBER BRACING TOP CHORD 2x4 SPP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SPP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed dunng_truss erection in,accordance with Stabilizer Installation guide __-- REACTIONS (Ib/size) 3=83/Mechanical,2=248/0-3-8(min.0-1-8),4=24/Mechanical Max Harz 2=133(LC 8) Max Uplift3=-100(LC 12),2=-243(LC 8) Max Grav 3=102(LC 2),2=299(LC 2),4=72(LC 3) S. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. S \• V / NOTES (9-11) \�J . \GEN$E 1)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;End.,GCpi=0.18;MWFRS(envelope) gable end zone and C-C Extenor(2)zone;C-C for members and forces&M WFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. _ 7S 34869 7C 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. LL 5)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. W�_ 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint 3 and 243 Ib uplift at joint 2. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. W 8 Waming:Additional and stability bracing for truss system(not Part of this component design)Is always required. '• STATE OF •,•�`�\ 9)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the •,FL ORID P responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ••.....••' 10)Note:Visually graded lumber designation SPp,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 33435S1O N N, LOAD CASE(S)Standard // April 9,2012 '. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1 109 Coastal Bay Blvd. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton,FL 33435 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. —.._ .— --..- __._ -.__ __--. 15399187' Job - Truss - Truss Type __-- _--- - .._ .LTQtY. _.IFN 11Job Reference j9�na1 1413976 EJ01 MONO HIP Builders FirstSource, Jacksonuflle,FI 32244 —�--- - ___ 1I 7.330 s Dec 20 2011 MiTek Industries,Inc.Mon —_._ ID:oz5VgHijOgApr 09 15:18:27 2012 Page 1 9h?RSgjEGKP1 z8PBz-_LU1jaB6KtSIGDP 18D1 aZlIMMQoahbO2Eanl DAzSPfg 20 - z-0- - t-- _- --- - --- -s-ao - -- --- —--- -- --+- 1-a0 i Snk•1.1)5 i 4.5_- 3 I 0.001,2 i N L- g, % 5 ../ b.4 II 7-0-0 IIS' - - - - - ---- — Off ate , , --_ - 7 a0 sets XY ---- - ----_ -_ --.. ------ —I SPACING 2-0-0 LOADING s DEFL In (loc) /deb Lid PLATES GRIPSI TCLL 20.0 Plates Increase1.25 TC 0.33 Vert(LL) 0.11 6-9 >775 240 TCDL 7.0 I Lumber Increase 1.25 BC 0.31 Vert(TL) -0.13 8-9 >638 160 MT20 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 002 4 Na n/a BCDL 5.0 Code FBC2010/TPl2007 (Matrix M) Weight 27 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc purlins. BOT CHORD 2x4 SPp No.2 BOT CHORD Rigid ceiling directly applied or 10-a0 oc bracing. WEBS 2x4 SPp No.3 r. _.---_.._.__. .. _ __ --—] MiTek recommends that Stabilizers and required cross bracing be installed duringtrus,.erection in accordance with Stabilizer Installation guide_—, REACTIONS (Ib/size) 4=21/Mechanical,2=319/0-3-8(min.0-1-8),5=125/Mechanical -- Max Harz 2=109(LC 8) Max Uplift4=-13(LC 8),2=-179(LC 8),5=-52(LC 8) Max Grav 4=25(LC 2),2=382(LC 2),5=148(LC 2) \`\ FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \�\ S...• •��/j TOP CHORD 2-3=-1200/527 EN BOTCHORD 2-6=-708/1379 �C' `SF \ i NOTES (11-13) 34869 1)Unbalancededroof live loads have been considered for this design. -- 2)Wnd:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(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 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. =TI W,,+_ 4)Provide adequate drainage to prevent water ponding. /`+ �wVVV...11l 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the % STATE OF •��\ bottom chord and any other members. F '11 7)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. •••.•LORIDP \�� 18)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 13 Ib uplift at joint 4,179 Ib uplift at joint 2 and 52 Ib uplift at �S •• ••A\- �•• G� \ joint 5. 1 V!1� I,9)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /�' 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. // 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 SPp,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 April 9,2012 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with M,-Tek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee is fa lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erecta.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435 fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Safety Infwmation available from Truss Plate Institute,583 D'Onofdo Drive,Madison,WI 53719 r Job .-_ _ ---- iTmss -_- ... -_TTNSa Type __-Oty �Pb .T 15399188 413976 EJ07 ..NO TRUSS _. I 1 job Reference optional _ - -- -- -- - 7.330 is Dec 20 2011 MiTek Industries,Inc.Mon Apr 09 15:18:27 2012 Page 1 Builders FirstSource, Jacksonville,FI 32244 ID:ozSVgHijOg9h?R5gjEGKP 1 zBPBz-_LU 1 jaB6KtSIGDP ISD1 azIIKG0o3hbJ2Ean1 DAzSPfb ----2-0-0 _ — 7-0-0 M -- _ _ ---1 1 2-0-0 s , 1 - a — -- - Plate offsets tx vL [,z LOADING(pso SPACING 2-0-0 I CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25TC 0.47 Vert(LL) 0.07 4-7 >999 240 MT20 244/190 TCDL7.0L Lumber Increase 1.25 BC 0.28 Vert(TL) -0.11 4-7 >752 180 BCLL 0.0 ' Rep Sires' Incr YES WB 0.00 Horz(TL) 0.01 2 n1a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix-M)- Weigh:251b FT=20% ---_ -_ .__. ---- LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-15 oc pudins. BOT CHORD 2x4 SPp No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - — I-I MiTek recommends that Stabilizers and required cross bracing be installed l Lduring truss erection in accordance with Stabilizer Installation-guide. REACTIONS (Ib/size) 3=112/Mechanical,2=320/0-3-8 (min.0-1-8),4=33/Mechanical Max Harz 2=120(LC 8) Max Uplift3=-79(LC Max Gray 3=37(LC)) ) 2 =383(LC 2),4=79(LC 3) \\\\\`- `C [•[S!/l/////// FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. y, '• ' TOP CHORD 2-3=-1219/554 �J,•' \CENSE BOT CHORD 2-4=-769/1420 i NOTES (9-11 1)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf h=25ft;Cat.11;Exp C;End.,GCpi=0.18;MWFRS(envelope) ,_ 34869 and C-C Extenor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 _ — 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 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 /t, bottom chord and any other members. STATE OF `V 5)All bearings are assumed to be SYP N0.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 79 Ib uplift at joint 3 and 177 Ib uplift at joint 2. '•_ F�ORIQ P., �i`\� 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. / ••.,,,,.• \ \ 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 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. 110)Note:Visually graded lumber designation SPp,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 April 9,2012 A WARNING-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 for an individual building component. Julius Lee Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1 109 Coastal Bay Blvd. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton,FL 33435 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component [ Safety Information available from Truss Plate Institute,583 UOnofdo Drive,Madison,W1 53719. -- _ Job (Truss - Truss_ Type -- iPly J 1413976 HJ07 MONO TRUSS— — - -- 12 1�J. 15399189 --.--_ - -- ReferenC"(9131121 7.330 s Dec 20 2011 MiTek Industries,Inc. Mon ---i Apr 09 15:18:28 2012 Page 1 I ID:oz5VgHijOg9h?R5gj EGKP t z8PBz-SY2PxwCk5Bb9tN_UhxYpVyISPg5aQ_ABSE WBIrzSPif w ers irstSourfce, Jackson2�9-15 244 �- --- ---. --— __ __ 54-11 __.. _.-___.--t-.. _.— __._—___9-1013_.__ 4$-2 ]V 112 3 I iwi \` _ - ��111111 1 13 12 2.< I 6 5 I I 5-411 _&-6-2 _ _ 54 11 - 46-2 .. Plate Offset�X Y),_j2 0-0.11,0-� -- � _. T 'LOADING(psf) T SPACING 2-0.0 ? CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 200 Plates Increase 1.25 TC 0.70 Vert(LL) -0.04 6-7 >999 240 TCDL 7.0 MT20 244/190 - — - -i Lumber Increase 1.25 BC 0.45 Vert(TL) -0.09 6-7 >999 180 Rep Stress Incr NO W BCLL 0.0 B 0.28 Horz(TL) 0.01 5 Na n/a BCDL 5.0 Code FBC2010/TP12GO7 (Matrix) _- Weight:421b FT=20% -. - - __- --- -- _ 11 LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 SPp No.2 BOT CHORD Rigid ceiling directly applied or 9-4-14 oc bracing. - WEBS 2x4 SPp No.3 MiTek -_ — ___ MiTek recommends that Stabilizers and required cross bracing be installed ' REACTIONS (Ib/size) 4=114/Mechanical,2=352/0.511 (min.0-1-8),5=174/Mechanical during truss erection In accordance with Stabilizer Installation guide.,__ Max Harz 2=167(LC 4) Max Uplift4=-1 30(LC 4),2=-314(LC 4),5=-98(LC 8) j Max Grav 4=139(LC 2),2=436(LC 2),5=231(LC 3) \\\\\\\') ( . �s s.k FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. eko, TOP CHORD 2-8=-616/283,8-9=-618/298,3-9=-586/302BOTCHORD 2-11=-366/577,11-12=-366/577,7-12=-366/577,7-13=-366/577,6-13=-366/577CENSEWEBS 3-6=-603/383 NOTES CE7-) = 34869 1)gable ASCE 7-10;mberD(3-sec0 pl gust)pDOL=01mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End,GCpi=0.18;MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. I,'3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. W4)'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. TATE OF �5)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi.6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 130 Ib uplift at joint 4,314 Ib uplift at joint 2 and 98 Ib uplift atjoint 5. s •!` \\ 7)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)54 Ib down and 71 Ib up at 1-5-12,54 Ib down and 71 Ib up at 1-512,8 Ib down and 35 Ib up at 4-3-11,8 Ib down and 35 Ib up at 4-3-11,and 48 Ib down and 99 lb up at 7-1-10,and 48 Ib down and 99 -512,12 Ib down and 2 Ib up at 4-3-11,12 Ib down and 2 Ib up at 4-3-11,and 42 Ib Ib up at 7-1-10 on top chord,and 16 Ib up at 1-5-12,16 Ib up at 1 down at 7-1-10,and 42 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 110)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 111)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 SPp,represents new lumber design values as per SPIB. 13)Truss Design Engineer:Julius Lee P 0 ! E.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=-44,2-5=-10 Continued on.page2._— April 9,2012 © WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM 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 paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435 fabrication,quality control,storage.delivery.erection and bracing,consult ANSI/TPII quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,W1 53719. --- -" Truss Type Job Truss Dty PN - � 15399189 413976 HJ07 MONO TRUSS 2 1 — Builders FirstSource, Jacksonville,A 32244 7.330 s s Dec 20 2011 MITek Industries,Inc. Mon Apr 09 15:18:282012 Page 2 ID:ozSVgHijOg9h?R5gjEGKP1 zBPBz-SY2PxwCk58b9tN_UhxYpVylSPgSaQ_ABSEWaIczSP LOAD CASE(S)Standard Concentrated Loads(lb) Vert:8=78(F=39,B=39)9=41(F=20,13=20)10=-79(F=39,B=-39)11=10(F=5,13=5)12=-8(F=-4,13=4)13=-28(F=-14,B=-14) I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII 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 oramenters and proper incur oration of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee PP tY 9 P P P P P P Y 9 9 9 9 1 109 Coastal Bay Blvd. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the res ponsibillity of the Boynton,FL 33435 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Safety lnlamatlon available m Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. (Job-.-__-._-- -_--, __ TrussTcIty Truss Type _-_ -_ ply 413976 TOI l GABLE 15399190 )- -- _Job Reference optional) Builders FirstSource, Jacksonville,FI 32244 ------ ""- ------- - ___7.330 s Dec 20 2011 MiTek Industries,Inc.Mon Apr 09 15:18:29 2012 Page 1 ID:oz5VgHijOg9h?R5gjEGKP1 - Bz-wkcn8GDMSVjOVXZgFe322AriuEXs9VOLhuG7H2zSPfle - - ----- 9 Q _-. 2-0.0 ._--(-._-- .. -.___-_ _---2-1-0_C.. 2-10.4 --J a.4 s smb.117 j 6.B 4 i ] �� / / I' V!I I I i I -2-10.4 Plate Offsets Y__2 0.3-8,Ed a -- _- - - -- 2-10.4 -- ---- _ -- 1 ..�], 00.5-12 E�e]_j4.Edge 0.1-12] LOADING(psf) SPACING 2-0.0 CSI DEFL in (lac) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.01 1 Nr 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.00 1 Nr 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 Na n/a �BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Wel ght:14 Ib FT=20% LUMBER BRACING ... _..-- -_ ---- - - --- ----I TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins, except end BOT CHORD 2x4 SPp No.2 WEBS 2x4 SPp No.3 verticals.BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed REACTIONS (Ib/size) 2=197/2-10-4 (min.0-1-8),5=39/2-10-4 (min.0.1-8) Lduring_truss erection in accordance with.Stabilizer Installabon-c uide. Max Horz 2=78(LC 8) \\ Max Uphft2=-225(LC 8),5=-23(LC 12) \ / Max Gray 2=239(LC 2),5=49(LC 3) C\\\\-\ \- ` S. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. •\7(',EN$rl�` •.`� �i NOTES (12-14) J 1 1)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.Il;Exp C;End.,GCpi=0.18;MWFRS(envelope) 7t gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MVuFRS for reactions shown;Lumber DOL=1.60 = �.� 34869 plate grip DOL=1.60 - 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. W 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. STATE OF `V 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 ••F��R I�P '•••�\\� bottom chord and any other members. S '••....•• �i\`V 8)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. //Q N A` V\\\\\ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 225 Ib uplift at joint 2 and 23 Ib uplift at joint 5. / \ 10)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 11)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 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 SPp,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 April 9,2012 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M117473BEFORE 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 1109 Coastal Bay Blvd. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofdo Drive,Madison,WI 53719. - --- __--_ TrussT i tY PN jpb Truss �YPe 15399191 1413976 T02 MONO TRUSS ---�--- --_ -, 8 -._ 1 Job Reference(oPtiona8 - r Builders FirstSource, Jacksonville,FI 32244 7.330 s Dec 20 2011 MTek Industries,Inc. Mon Apr 09 15:18:29 2012 Page 1 ID:oz5VgHijOg9h?R5gj EGKP 1 z8PBz-wkcn8GDMsVjOVXZgFe322Ari6EX_9W LhuG7H2zSPf 2-00-- -- — - — �-SS2- -- —r 214-4 -20-0 ---- -. 2-6-12 0.3-8 i 3 h<II I I � s �= l Ir.- 5 i LOADING(psf) SPACING 2 0.0 CSI DEFL in (loc) dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) 001 2-6 999 240 MT20 244/190 1 TCDL 7.0 Lumber Increase 1.25 BC 0.12 Vert(TL) 0.01 2-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 Na n/a BCDL 5.0 Code FBC2010(TP12007 (Matrix) Weight:131b FT=20Mo LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins. BOT CHORD 2x4 SPp No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SPp No.3 MiTek recommends that Stabilizers and required cross bracing be installed ._dunna trus-s erection in-accordance with,Stabilizer_Instalfation guide.. REACTIONS (Ib/size) 2=208/0.3-8(min.0.1-8),5=34Rv1echanical Max Harz 2=69(LC 8) i Max Uplift2=-200(LC 8),5=-52(LC 9) Max Grav 2=252(LC 2),5=46(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. eo NOTES (9-11)1)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf;h=25ft;Cat.Il;Exp C;End.,GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gripDOL=1.60 348692)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads.3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y,4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between thefW�c,Jbottom chord and any other members.5)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi.6)Provide mechanical connection(by others)oftruss tobearing plate capable ofwithstanding 200 Ib upliftatjoint2 and 52 Ib upliftat joint 5. TATE OF 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.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. // S 10)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB. A1- 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 April 9,2012 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AID 7473 BEFORE USE. Design valid for use only with Mifek connectors.This design is based only upon parameters shownand is for an individual building component. Julius Lee Applicability of design paromenters and proper incorporation of component B responsibility of building designer-not truss designer.Bracing shown 1 109 Coastal Bay Blvd. is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton,FL 33435 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. �TNSaTNss.s Type Type --- Qty, ph, --------- -- _ 413976 T03 GABLE 2 1 15399192 BuiMersFirstSource, 4�.-------1------ -------- � IJobRf -ne ti_a , g33s Dec 2020 �al Inc.Mon Apr 5_.18: 3Pag1ID:HAeulciLnzHXdbtGynZ Fz8P6Y-OWAAMcETek _dor7h8sMaHbNNteetVuxmUwX?hgV zSPf�2-0.0 5-0.0 0-0 smb-1:z3.1 I I 3.4 3.4 112 2.4 II 6 63x411 = j lo % - .4- 60- -.. 6 2.1 2.4 6.8�I 2.4- 1' 10.0-0__- 1 __ - - - _ __ 10-0-0 Plate Offsets(X 2:0-38 Etl e 2 0.5-12 Ed g 1TL0.3-8 Edgej[8 0.5-12�Edgej - - -- - - - -- - - � [ ge],_[5:0.2 0 Ed e, -- -_ - - LOADING(psf) 1 SPACING 2-0.0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.00 1 n/ 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.01 1 n/r 120 BCDL 0.0 ' Rep Stress FBC2 ncr - YES (Ma08 _ -- Horz(TL)- -0-00 -- 8 - n/0-- -n/a Weight:41 16 FT=20% BCDL 5.0 Code FBC2010(fP12007 LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 10.0-0 oc purlins. BOT CHORD 2x4 SPp No.2 BOT CHORD Rigid ceiling directly applied or 60.0 oc bracing. OTHERS 2x4 SPp No.3 _. --- -__ -_ --- _. _-- -.. _--- MiTek recommends that Stabilizers and required cross bracing be installed REACTIONS All bearings 10.0.0. � during truss erection in accordance with tabilizer Instalguide ulde. - - ---I (Ib)- Max Harz 2=68(LC 8) Max Uplift All uplift 100 Ib or less at joint(s)8 except 2=-215(LC 8),10=-116(LC 12), 9=-185(LC 13) \\\ ,)[ (j S. Max Grav All reactions 250 Ib or less at joint(s)2,8,10 except 9=287(LC 28) \\\-\7� y)`•\S. S. FORCES CENSF(Ib)-Max. -254/157, Ten.-All forces 250(Ib)or less except when shown.WEBS 410=•254/157,6-9=-265/259 � JNOTES (1315)1)Unbalanced roof live loads have been considered for this design. ,►�'/,/,�'348692)Vdnd:ASCE 7-10;130mph(3second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) �. ./Vf gable end zone and C-C Extenor(2)zone;C-C for members and forces 8 M WFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 - r' , Of - 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 •� IvfV/.11 _ applicable,or consult qualified building designer as per ANSI/TPI 1. : ` 4)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. STATE OF .� 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1oc. FCORIOP •' �� 7)This truss has been designed fora 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 360 tall by 2-0-0 wide will fit between ......... \ bottom chord and any other members. // ��\\ 9)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. ////IO/jI yp\[[ 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8 except(jt=1b)2=215,10=116, 9=185. li 11)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. II.12)Waming:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 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 SPp,represents new lumber design values as per SPIB. 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 April 9,2012 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 parameters shown,and is 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 is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the goer.Bracing responsibillitof the 1 109 Coastal Bay Blvd. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435 f g g abrication,quality control,storage,delivery,q N g e ate erection and bracing,consult iso..ANSI/TPII 719. Criteria,D58.89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'OnoMo Drive,Madison.W 153719. I _ – --- – City -�1, . — — -truss _.-- —. Truss Type _. 15399193 413976 T04 COMMON 14 .� Reference o tionap Builders FirstSource, Jacksonville,FI 32244 -'- - "- --- 7.330 s Dec 20 2011 MiTek Industries,Inc.Mon Apr 09 15:18:31 2012 Page 1 ID:HAeu1 cjlnzHXdbgtGynZyFz8PBy-t7kYZxEdO6zklrj3N35W7bw?g2BQdO3e8BIEMxz ----.r5-49_.._..- --- -1 - 7-0-0 5-G-0 2-0-0 � z-o-o sor.r.,r4 3 j n 4.Fz 2.4 5-0.0 --_- }-- 7-0-0_..... _. 50-0 2-0-0 LOADING(psf) SPACING 2 0.0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TILL 20.0 Plates Increase 1.25 I TC 050 Vert(LL) 002 2-6 >999 240 MT20 244/190 TCO L 7.0 Lumber Increase 1.25 BC 019 Vert(TQ -0.04 2-6 >999 180 1 BILL — Na Stress Incr YES WB 008 Horz(TL) 0.00 5 Na n/a BCDL 5.0 _I Code FBC2010/TP12007 1 (Matrix) .,Weight:311b FT=20% LUMBER BRACING TOP CHORD 2x4 SPP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purims, except end verticals. BOT CHORD 2x4 SPp No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPp No.3*Except' MiTek recommends that Stabilizers and required cross bracing be installed W3:2x4 SPp No.2 during truss erection in accordance with Stabilizer Installation REACTIONS (Ib/size) 2=293/0-3-8 (min.0-1-8),5=165/Mechanical Max Harz 2=80(LC 8) Max Uplift2=-184(LC 8),5=-54(LC 9) \\ Max Grav 2=352(LC 2),5=195(LC 2) \ / FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 'TOPCHORD 4-5=-260/180 \ `v \GENS WEBS 4-6=-141/251 •� •• •' NOTES (1012) 1)Unbalanced roof live loads have been considered for this design. * %/{'/�1"' 34869 2)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS(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 — •_ 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. i W 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-00 wide will fit between the bottom OF chord and any other members. � •••• •• � 6)All bearings are assumed to be SYP 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)5 except Ot=1b)2=184. A•'.F�ORIDP •\e�\�\ 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �w •• G\ \ 9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 10)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. 11)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIE. 12)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 i April 9,2012 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AID 7473 BEFORE USE. Design valid far use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Julius Lee Applicability of design poromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1 109 Coastal Bay Blvd. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the Boynton,FL 33435 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component safety Information available from Truss Plate Institute,583 D'Onotdo Drive,Madison.WI 53719. - - Job Truss Truss Type .---- T--.-.-.--- __lOty- .Ply 1413976 ITOS HIP I 15399194 2 Builders FustSource, Jacksonville,FI 32244 __ Job Reference o conal --__ - - _ J- _ _=L----_ _- _ 7.330 5 Dec 20 2011 M1Tek Industries,Inc.Mon Apr 09 15:18:34 2012 Page i �¢Q ID:IMCGEyk_YHPOFIF3gfloUSz8PBx-HiQgBzHVhl LJCIRe2BfDIDY05F8AgfR4r9zuzGzS� -- �Q- -.X111¢ I'! 2-0.0 7-0.0 - I-_ .._ 6-9-.9--- -+-- 21_-640 4-11-6 49-10 4-9-10 6-10.8 Sv] 2x4 II sv6 �W Fi_2 3 is 16 416. fi 19 fi 20 ] -_-_._--__- 2 _ 33 WI ave= 29 26 13 I(1 27 t211 � 2.4 �I 8x6 2B 29 30 31 10 J2 33 h4 I 6v19-- he N ave= _... _... -- 7-0-011- - -.. .. _.. - 11 6 169-0 - ...--- ...---- _.-__-21 Cr10 - 266-Q. 33-4 7 0.0 4-11 6 _4-9-10 + 4 9-10_- { 4-11-6.-- -:. - - - - 8-- -- ', Plate_Offsets�X Y):_f -5 40.2 111 LJ8 G--4 0.2-8j�:0-4 4 Edge, 13 -3-12 Edd) ----- -- pso TC20 Plates LOADING( SPAd Increase t- TNG C1.00 Vert(LL) 0 I DEFL in� - � =0.45 (1�2- >885 240 it PLATES -GRIP - - -- - TCDL 7.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.85 11-12 >466 180 90 BCLL 0.0 ' Rep Stress Incr NO ! WB 0.49 Horz(TL) 0.15 9 Na n/a -- BCDL 5.0 Code FBC2010/fP12007 (MWeight:298 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SPP TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SPP M M 3 31 WEBS 2x4 SPp No.3 BOT CHORD Rigid ceiling directly applied or 9-5-0 oc bracing. I REACTIONS (Ib/size) 9=1929/0.2-0(min.0.1-8),2=1868/0.3-8(min.0-1-8) Max Harz 2=57(LC 6) Max Uplift9=-864(LC 5),2=-975(LC 4) ' Max Grav 9=2284(LC 2),2=2213(LC 2) `\1\ FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �•r\ TOP CHORD 2-3=-5800/2418,3-15---7521/3103,15-16=-7521/3103,4-16=-752V3103,4-17=-7509/3096, \ v. ' 17-18=7509/3D96,5-18---7509/3096,519=-7419/2981,619=-7419/2981,620=-7419/2981, ` �J••• \CENgF'•.�� 9-23=-5793/2225 7-21=-7419/2981,21-22=-7419/2981,622=-7419/2981,8-23=-5706/2240, = 1 •• 1 / BOT CHORD 2-14=-2252/5423,14-24=-2255/5442,24-25=-2255/5442,13-25=-2255/5442,13-26=-3268/8244, \ 7� 34869 7� 2&27=-3268/8244,12-27=-3268t8244,12-28---3268/8244,28-29=-3268/8244,11-29=-3268/8244, 11-30=2068/5465,30-31=-2068/5465,10-31=-2068/W5, 10.32=-2062/5433,32-33=-2062/5433, _ y 33-34=2062/5433,9-34=-2062/5433 -{� /w�� WEBS 3-14=-48/528,3-13=-893/2400,4-13=-556/326,5-13=-867/286,5.12=0/400,5-11-955/419, /v �(f 7-11=-562/331,8-11=-953/2259,8-10=-96/545 NOTES (15-17) STATE OF ,••,�441� 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: -(� •.FC ORIS P �\\\ Top chords connected as follows:2x4-t row at 0.9-0 oc. v n Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. ////0/O �� Webs connected as follows:2x4-1 row at 0-9-0 oc. V 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf,h=25ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(envelope); Lumber DOL=1.60 plate grip DOL=1.60 5)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 6)Provide adequate drainage to prevent water ponding. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 10)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at--lb)9=864,2=975. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued_onpagel-___---- April 9,2012 WARNING-V-ify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M117473BEFORE USE. Design valid far use only 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the 1 109 Coastal Bay Blvd. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. — Tra _— —ss-Type - -- -- Oty — y ,. Tru [job--- Truss 15399194 1413976 T05 HIP - 2 - 1.- L-2 Job Reference o tp iona�__ - -_— __ _�_--- - - - -- --- --- 7.330 is Dec 20 2011 MiTek Industries,Inc. Mon Apr 09 1518.34 2012 Page 2 Builders FirstSourceJacksonville,F132244 ID:IMCGEyk_YHPOFIF3gftoUSz8PBx-HiQgBzHVh1 LJclRe2BfDIDY05F8AgfR4r9zuzGzS uild NOTES (15-17) 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)195 Ib down and 243 Ib up at 7-0-0,110 Ib down and 107 Ib up at 9-1-1,110 Ib down and 107 lb U19-5-4, at 11-1-1,1101b down and 107 Ib up at 13-1-1,110 Ib down and 107 Ib up at 15-1-1,110 Ib down and 107 Ib up at 16-7-1,1101b down and 107 Ib up at 17-5-4,110 Ib down and 107 Ib up at 115-4,110 to down and 107 to up at 21-5-4,110 Ib down and 107 to up at 23-5-4,and 110 Ib down and 107 Ib up at 25-5-4,and 15 to down and 29 lb up at 27-5-4 on top chord,and 2731b down and 98 Ib up at 7-0-0,72 Ib down at 11-1,72 Ib down at 11-1-1,72 Ib down at 13-1-1,72 Ib down at 15-1-1,72 Ib down at 16-7-1,72 Ib down at 17-5-4,72 Ib down at 115-4,72 Ib down at 21-5-4,72 Ib down at 23-5-4,72 Ib down at 25-5-4,163 Ib down and 69 Ib up at 27-5.4,and 185 Ib down and 64 Ib up al 215-4,and 185 Ib down and 64 Ib up at 31-5-4 on bottom chord.The designIselection of such connection device(s)is the responsibility of others. 14)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 15)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. 16)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB. 17)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASES)Standard 1)Regular Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-44,3-8=-44,8-9=-44,2-9=-10 Concentrated Loads(Ib) Vert:3=-160(F)14=-188(F)12=-24(F)11=-24(F)5=-90(F)7=-90(F)15=-90(F)16=90(F)17=90(F)18=-90(F)19=-90(F)20=-90(F)21=-90(F)22=-90(F)23=23(F)24=-24(F)25=-24(F)26=-24(F) 27=-24(F)28=-24(F)29=-24(F)30=-24(F)31=-24(F)32=-137(F)33=-155(F)34=-155(F) I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IMI 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. I Julius Lee Applicability of design paromentws and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1109 Coastal Bay Blvd, is for lateral support of individual web members only.Additional temporary bracing to insure stability during constriction is the responsibillity of the I Boynton,FL 33435 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/IPII Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. _ - .. I Truss Type---- -- -._ --iQty �y 1 Job Refere -- - -- ._-_ Truss 1 _ I 1413976 T06 HIP 15399195� Bu FlrstSource. Jacksonville,FI 32244 -�- _. _-. nca optionap 7.330 s Dec 20 2011 MiTek Industries,Inc.Mon Apr 09 15:18:35 2012 Page 1 ID:IMCGEyk_YHPOFIF3gfloUSz8PBx-Iuz3PJ17SLT9DSOgcvAS IR5fnfOrZ2cD3pjSVizSPfy 24 -0.0 4-1414 4-1-2 7-9-0 79-0 -- 1- 44------�---30. 1-2 49-6 1.4 I SZB 4 5 aro 52 n7 I z.9 4. er �s B 13 3.4 3z5- ---.. 9-0-0 t 169-0 24 6 0 ' 9-0.0 33-4-8 _ 79-0 -- Plate Offsets(X Y� J•2 0.2-14 Ede 4:0-5-4 0.2 8, 0.5-4 0-�. sem[ 1L _ - - - - - LOADING(psf) SPACING 2-0.0 CSI -- - -- DEFL in (lo 1 >94 L/d I PLATES GRIP TCDL 27.0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.42 11 >940 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 WI 0.86 Vert(TL) -0.59 11-13 >677 180 I � BCLL 0.0 Rep Stress Ina YES WB 0.68 Horz(TL) 0.16 8 Na n/a BCDL 5.0 Code FBC2010/TPI2007 (Matnx) Weight:153 lb FT-20q �LUMBER BRACING - - .-.. _ -------� TOP CHORD 2x4 SPp No.2 ExcepP TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins. T2:2x4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 467 oc bracing. BOT CHORD 2x4 SPp No WEBS 2x4 SPp No.3,3 MiTek recommends that Stabifizers and requirdecross bracing be installed ! _dunng Ns t sa-eectionin accordance with Stabilizer Installation ouide_, REACTIONS (Ib/size) 8=892/0.2-0 (min.0-1-8),2=995/0.3-8 (min.0-1-8) Max Horz2=63(0(10) Max UpliftB=-350(0(9),2=-453(0(8) ' Max Gray 8=1057(LC 2),2=1183(LC 2) S FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\ .\v`, •' •. ` �j 2-3=-2970/1764,3-4-261 /14 ,4-5=-3172/195,5-6=-317TOPCHORD ,67=-2589/1558, . ENSF7-8=-2904/1801 i BOT CHORD 2-13=-1607/2774,12-13=-1332/2428,11-12=-1332/2428,11-12=-1332/2428,10.11=-1344/2405,9-10=-1344/2405, 69=-1648/2704 34869 7� WEBS 3-13=-379/293,4-13=-42/298,411=-503/875,5-11=-491/395,611=-480/871,69=-56/298, 7-9=-328/326 NOTES (12-14) ry ',= �1)Unbalanced r =;0 rW oot live loads have been considered for this design. N �/VJ 2)Wlnd:ASCE 7-10;130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.Il;Exp C;End.,GCpi=0.18;MWFRS(envelope) STATE OF ••_�� and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate gnp DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. ,F�OR��P .• !w�\� 4)Provide adequate drainage to prevent water ponding. S.Q• •., V 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �,�/0•'V,�� 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 bottom chord and any other members. wide will fit between the !.7)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. li 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)8=350,2=453. ! 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ! 11)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 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 SPp,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 April 9,2012 A WARNING 17-if,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer-Bracing shown Julius Lee erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719 -89 and BCSI7 Building Component fabrication,quality control,storage,delivery,erection and bracing,consult ANS171PI7 Quality Criteria,DSB regarding Boynton,FL 33435 �r - --.- - Truss Type -_- --- -�-- ---_. .- . f _-_-_ -_-_. ITruss �_- pity Job 15399196 1413976 LT-1 HIP 12 t - Job Reterence o tional 7.330 5 Dec 20 2011 MiTek Industries,Inc.Mon Apr 09 15:18:36 2012 Page 1 BuildersFirst8ource, Jacksonville,FI 32244 ID:IMCGEyk_YHPOFIF3gfIoUSz8PBx-D4XRdIIDebOrcb09chhgedgW311lc3NITS?1BzSPf� -5-10-14 _- 11-2 -.-+- _-1S gQ r - -22&�-- - _�77� - 3 0-14 -35 0_{ 2-0.0 5-10.14 51-2 5-9-0 5-9-0 5-1-2 5-10.14 2-0.0 I $rem•r sze I i 5x0- T4 II 5x8�- ISI 4 4 � i .�� - - .. h4 ] BI____- 71 0 13 iZ 1145 10 / 4 4.5 3x4"- Jx4 LB 3x4 16-9-0 ... 24-8-10 -_--- r -.. _33-6-0 -- - _- __ 8-9-6.. ---- --r 7 11-t0 _ 7-111-10 - - Plate Offsets(X,Y) [2 0 2-14 Ed9e1[8:0-2 1J-.E_d9e)_ - - -- ---- - -� - -- - ----- LOADING(LL 2 0 SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP � T I � Plates Increase 1 25 TC 0 62 Vert(LL) 0.37 12 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.53 12-14 >745 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.15 8 Na n/a BCDL 5.0 ,.L Code FBC2010/TP12007 - (Matnx) Weight 155 Ib FT=20% .. �___- LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc purlins. BOT CHORD 2x4 SPp No.2 BOT CHORD Rigid ceiling directly applied or 4-7-14 oc bracing. WEBS 2x4 SPp No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=993/0-3-8(min.0.1-8),8=993/0.3-8 (min.0.1-8) Max Harz 2=58(LC 12) Max Uplift2=-447(LC 8),8=-447(LC 9) \\\ IS Max Grav 2=1181(LC 2),8--1181(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. I TOP CHORD 2-3=-2951/1755,3.4=-2615/1548,4-5=-258011610,5-6=-2580/1610,6.7=-2614/1548, �\ �J,• \CENSE •' 7-8=-2951/1755 BOT CHORD 2-14=-1534/2748,13-14=-11712226,12-13=-1171/2226,11-12=-1182/2247,10-11=-1182/2247, 8-10=-15612799 34869 WEBS 3-14=-423/354,4-14=-157/380,4-12=-229/522,512=-3522B1,6-12=-229/522,6-10=-157/380, 7-10=-423/354 NOTES (11-13) /`� W 111 ` 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) � STATE OF .•• and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 •.�� 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. ••,.F�OR�Q P• �� 4)Provide adequate drainage to prevent water ponding. •'••••'• \ 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �+ ��\\ 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the /�(l/ O N A`- \\ bottom chord and any other members. 7)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint($)except Ot=1b)2=447,8=447. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 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 SPp,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 April 9,2012 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED hHTEIf REFERENCE PAGE hII1-1473 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. Julius Lee Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1109 Coastal Bay Blvd. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton,FL 33435 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 Critedo,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W1 53719. Job -- city.-_.jPly -.--- 1413976 T08 12 I 1 I 15399197 1 -__-_ -.THIP-.___ .. __._- ._. Builders FirstSourca, Jacksonville,FI 32244 ------ --,-1 -.I-_...-_Lob Reference option_L 7.330 s Dec 20 2011 MiTek Industries,Inc. Mon Apr 09 15:18:37 2012 Page 1 I D:IMCGEyk_YHPOFIF3gfloUSz8PBx-hH5pq?JNzyjtTmADjKCW NSAyOS6s 1 yKWX7CYabzSPfVy X2-49-_ -frLi� --�- ._LQ Q 7Z� 2-0.0 6-10.14 0.1.2 -._ 7-0.0 0.1-2 {-_-. 6-10.14 2 6nb.i6z.6i 5v6 - 4.6-- I � 5 hi13 13 16 t� ,I 4v5 3va L9_ 4.5 2v�II �v6 i s-laia __ J3-ao zas-o --- _6i-z - -. a36o -- _) [2.0-2-14 Ede 4:0.54 0.2 81- - 0.1-2 -- - - - 26J 2_ __ 14 Plate Offsets X Y -- -- --- 6-10-14 _- -meg l�L x.[7:0.214 Edgej 7-0.0 LOADING(psi) SPACING 2-0.0 CSI DEFL in (loc) I/dell L/d - PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.32 12 999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -048 11-12 >828 180 BCDL 0.0 ' Rep Stress Incr YES WB 067 Horz(TL) 0.15 7 n/a n/a BCDL 5.0 Code FBC20101FPI2007 (Matrix)-- --- Weight:1571b FT 20% -. - J-- -----,I )LUMB ER BRACING - TOP CHORD 2x4 SPp No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudlns. T2:2x4 SYP M 31 BOT CHORD Rigid ceiling directly applied or 4-8-12 oc bracing. BOT CHORD 2x4 SPp No.2 WEBS 1 Row at midpt 4-11 WEBS 2x4 SPp No.3 with 2x4 SYP No.3 with 2-10d(0.131"x3')nails and cross brace spacing 01`20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed REACTIONS (Ib/size) 2=993/0.3-8(min.0.1-8),7=993/0.3-8 (min.0-1-8) �d��-ng�N��- u40•JO-a.4�r I rice with StaptlizefJn3Salhn auid�_ Max Harz 2=-67(LC 17) Max Uplift2=-440(LC 8),7=-440(LC 9) Max Grav 2=1181(LC 2),7=1181(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown, TOP CHORD 2-3=-2927/1722,3-4=-2238/1378,4-5=-2104/1358,5-6=-2239/1378,6-7=-2926/1722 BOT CHORD 2-14=-1494/2716,13-14--1494/2716' 12-13=1494/2716,11-12=-1070/2075,10-11=-1521/2767, 9-10=-1521/2767,7-9=-1521/2767 WEBS 312=-743/483,4-12=-130/352,5-11=-128/352,6-11=-740/482 NOTES (11.13) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf;h=25ft;Cat.Il;Exp C;End.,GCpi=0.18;MWFRS(envelope) and C-C Exterior(2)zone;C-C for members and forces 8 M WFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)except Qt=lb)2=440,7=440. \�\� `v S 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ` • •. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. �\ `v• GEN 11)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the •7 i responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 1 1 12)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIE. 7C •', - j 13)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 _ 34869 _ LOAD CASE(S)Standard STATE OF IA`1�\\\�. April 9,2012 A WARNING-Verijy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473BEFORE 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 poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the 1 1 109 Coastal Bay Blvd. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofdo Drive,Madison,W1 53719. MIA _ JoI -_ra P .--1R15399198--T 413976 09 �Deference tionap - I --------- - -- - 7.330 5 Dec 20 2011 MTek Industries,Inc. Mon Apr 09 15:18:39 2012 Page 1 I Builders f,rslsource, Jacksonville,FI 32244 ID:DYmeSIIcJbXFsvpFONp11 gzBPBw-efDZFhLeVZzbi3KbrIFOSHFIBGn5Vxdp_RhfeTzSPfy 2-0-Q -- - 7 - + —-15�D:4- ,e FrQ- --2G-0-0_____+-- 2-0-0 7-6-0 7-6-0 3-6-0 7-6-0 2-0-0 Scab•183.3 d W L13 5 88 Ili 3.4 I ter! 16 x ems .7_, ,_ _:..es l:y .12 - :. _-_E�I cit t5 14 t] 11 Oa j 5- 1x5- 2M!I 15.0-0 _ -... 18-80_---�._- 28-0-033s-o- r- _ -.-- 76-0 --- --- -- 7-6-0 _ __-3-60 76-0 _ 7-&0-- __III Plate Offsets _LX [2 0 32,Edge][5A-5 40-2 8]�L43-2 Edges I -- - ---- - -- - - -- -- --- 1 LOADNG(psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 I Plates Increase 12, TC 0.79 Vert(LL) 034 1416 999 240 MT20 244!190 TCDL 7.0 I Lumber Increase 1.25 BC 0.71 Vert(TL) -0.51 14-16 >788 180 BCLL 0.0 ' Rep Stress Incr YES - WB 0.36 Horz(TL) 0.15 9 Na n/a Weight 161 Ib FT=20 BCDL 5.0 Code FBC2010rFP12007 (Matrix) —_._ ..--- --- ----- - --- - ---1 LBRACING UMBER TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SPp No.2 BOT CHORD Rigid ceiling directly applied or 4-8-3 oc bracing. WEBS 2x4 SPp No.3 WEBS 1 Row at midpt 3-14,8-13 with 2x4 SYP N0.3 with 2-10d(0.131"x3-)nails and cross brace spacing of 20-0-0 oc. �MiTek recommends that Stabilizers and required cross bracing be installed , LSving_trSS erect1411 in accordance-with Stabiliz"stallaticiaguid_a,_-- - --_--. REACTIONS (Ib/size) 2=99310-3-8(min.0-1-8),9=993/0-3.8 (min.0-1-8) Max Hoa 2=76(LC 16) Max Uplift2=-431(LC 8),9=-431(LC 9) Max Grav 2=1181(LC 2),9=1181(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2932/1745,3-4=-2050/1265,4-5=-1990!1283,5-6=-1915/1277,6-7=-1991/1283, 7-8=-2051/1265,8.9=-2931/1745 BOT CHORD 2-16=-1514/2721,1516=-1514/2721,14-15=-1514/2721,1314=-953!1882,12-13=-154012771, 11-12=-1540/2771,9-11=-1540/2771 WEBS 3-14=-9471623,5-14=-166/346,&13---165/345,8-13=-945/622 NOTES (11-13) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.Il;Exp C;End.,GCpi=0.18;MWFRS(envelope) and C-C Extenor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. \� S v K • 7)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. •••••••.••</�/� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 to uplift at joint(s)except(jt=1b)2=431,9=431. \ • •\CEN$ ••`i[�/r j 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. \ \> i 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. '.11)This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the /►%�/'}/�''34869 * �_ responsibility of the building designer per ANSI TPI 1 referenced by the building code. 12)Note:Visually graded lumber designation SPp,represents new lumber design values per B. _ 13)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:11099 Coastal Bay Blvd.Boynton Beach,FL 33435 _'D •� N _ LOAD CASE(S)Standard tj ` i STATE OF /`SAO NAL April 9,2012 A WARNING-17-ifg design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MI7473BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Julius Lee Applicability of design paromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1 109 Coastal Bay Blvd. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton,FL 33435 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/71`11 Quality Criledo,DSB-89 and BCSII Building Component L Safety Information available from Truss Plate Institute,583 D'Onofio Drive,Madison,WI 53719. _ .I FJob -_.-- _.._. -. - Truss Truss Type _. ..__. _ _-_--Cty _[Py_.. l_- _-- .. ._-...- 413976 �0_-- COMMON -- ---- - _--- - 15399199 __,I-_._-,Job Reference optional) Builders FirsiSource, Jacksonville,FI 32244 7.336s . .-� ----- -- Dec 20 2011 MiTek Industries,Inc.Mon Apr 09 1518:41 2012 Page 1 � _+__1 4 p ONp11gz8PBw-a2LKfMMutBDJxNT�AHsXiKg04SxznC6S1AmjMzSPf$ -- t - 2-40 6-1.8 _.-._� --._--69-0 --22-0-12-bXFsv F -.-27-4x--- . 5312 53-12 _rt -f- 3$-$-Q-__ -12 5-312 6-1-8 20-0 SGe.1620' 4. 400 52 i I 0x4 \ .4 \ _ 3v4 4 a 3 \ a4 4v5 3.4- - 14 13 13 3v4 3v8 _. 3v4 3v0- 4v5 - _ -- 8-9-6_ ----- 1-- -_._7161910___. _24-8.10 336-0- Plate OffsetsSX,YLj2 0.32 Edge_j10:0-3-2 Edcqeej___ --.-_. _ _ --- -- 7_11.10--- ._ --- SPA -� --.-.... MLAOTES 244/GRIP90 LOADING(psf) SPACING 2-0-0 � CSI DEFL in (loc) Well Ud TCLL 20.0 Plates Increase 125 TC 0.64 Vert(LL) 0.35 14-16 >999 240 j TCDL 7.0 Lumber Increase 1.25 I BC 0.81 Vert(TL) -0.49 14-16 >822 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(TL) 0.15 10 Na n/a BCDL 5.0 _L- Code FBC2010/TP12007 (Matrix) _- _-- "__ ." - 1 i Weight:158 lb FT=20% TOP CHORD 2x4 SPp No.2 BRACING BOT CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purlins. WEBS 2x4 SPp No.3 BOT CHORD Rigid ceiling directly applied or 4-6-13 oc bracing, -- MiTek recommends that Stabilizers and required cross bracing be installed-- REACTIONS (Ib/size) 2=993/0.38 (min.0.1-8),10=993/038(min.0.1-8) i.,during truss_ere_njiin accordance with Stabilizer Installatio�u_ide_ _ __ Max Harz 2=84(LC 16) Max Uplift2=-423(LC 8),10-423(LC 9) Max Grav2=1181(LC 2),10=1181(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. fto �\� `�V \,• ////j// TOP CHORD 2-3=-2986/1811,34=-2676/1624,4-5=-2630/1632,56=-1877/1224,6-7=-1877/1224, 7-8=-2629/1631,8-9=-2676/1624,9-10=-2986/1811 CENSEBOTCHORD 2-16=-1585/2778,1516=-1236/2256,14-15=-1236/2256,1314=-1245/2273,12-13=-1245/2273,10-12=-1612/2829 WEBS 6.14=-533/871,7-14=-687/493,7-12=-168/404,9.12=-403/334,5-t4=-687/493,5-16=-168/404, 34869316=403/334 NOTES (10-12) t)Unbalanced roof live loads have been considered for this design. ; =2)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opst,h=25ff;Cat.11;Exp C;End.,GCpi=0.18;MWFRS(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=1.60TATE OF3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads.4)This truss has been designed fora 10.0 psf bottom chord live load nonconcurcent 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 36-0 tall by 2-0.0 wide will fit between the ••'••• ! �\ bottom chord and any other members. `i 6)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. NN- 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)2=423,10=423- // j ((()) 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 10)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. 11)Note:Visually graded lumber designation SPp,represents new lumber design values as per SPIB. 12)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 l April 9,2012 WARNING-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 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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the goer.Bracinresponsibillitg of the � 1109 Coastal Bay Blvd. � erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,st l Bay fabrication,quality control,storage.delivery,erection and bracing,consult ANSIITPII Quality Criteria,DSB-89 and BCSII Building Component 43 Safety Information available from Truss Plate Institute.583 D'Onofdo Drive.Madison.WI 53719, -a9 iJob _-Truss 15399200 413976 ITiOA COMMON 2 - 1 -- �� ID: 1 Job Reference o tiona�_ - ___ __ Builders FirsiSource, Jacksonville,FI 32244 7.330 5 Dec 20 2011 Mi Industries,Inc. Mon Apr 09 15:18:42 2012 Page DYmeSllcJbXFsvpFONp11 gz8PBw-2EuitiNWOULAZX2AWto54vlsnToAiExFgPvJFozSPf -2-0-0 6-1 __ _ _-L1-$-4__. -- 15114_ _ _17-4x12 _ -22412__x._ _ 27--4'8 _38&�-- --F-3`r6"4� 2-0-0 6_1-8 5-312 4-6-0 1-7-8 4-6-0 5-312 6-1-8 2-0.0 sui.:vte•r 3x4- 4.OU 112 a 6 ) T _ ]v4 .4 /S�j 6 A4 h1 i Is 14 ]x4 3x6 ].4- 4x5- - LB l &9-6 -__ _-. 16-9-0. .__ , - __- --248.10_ ---- -._.__-__._ 336-0 _...- 69-6 7-11-10 Plate Offsets(X Y); [2 0 32,Edge]J6.0.2-0 0 2 13],_L-2 0 42-13],112 0.32,EdgeL LOADING(psf) I SPACING 2-0.0 CSI DEFL In (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) 0.35 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.81 Vert(TQ -0.50 16-18 >805 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.15 12 n/a n/a BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:158 lb FT=20% LUMBER BRACING TOP CHORD 2x4 SPp No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins. BOT CHORD 2x4 SPp No.2 BOT CHORD Rigid ceiling directly applied or 4615 oc bracing. WEBS 2x4 SPp No.3 FMiTekracommands that Stabilizers and required cross bracing be installed '1,during truss erection_in.accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=993/0.3-8(min.0.1-8),12=993/0-38 (min.0.1-8) Max Horz 2=80(LC 12) Max Uplift2=-427(LC 8),12=-427(LC 9) `\ S Max Grav 2=1181(LC 2),12=1181(LC 2) \\\\ `•'S •/f••••• //// FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \ / TOP CHORD 2-3=-2982/1804,34=2666/1612,4-5=-2619/1619,5-6=-1681/1221,8-9=-1681/1221, �J�•• �CEN$F•'•��\ /� 9.10=-2619/1619,10.11=-2666/1612,11-12=-2962/1804,6-7=-1763/1191,7-8=-1763/1191 i III BOT CHORD 2-18=-1578/2776,17-18=-1219/2239,16-17=1219/2239,15.16=-1228/2256,14-15=-1228/2256, 12-14=1605/2826 = * 34869 * _ WEBS 7-16=-501/830,9-16=-652/466,9-14=-174/412,11-14=-414/343,5.16=-652/466,5-18=-174/412, ._ N 316=-414/343 _ '-�{•� LU NOTES NOTES (11-13) N w` 1)Unbalanced roof live loads have been considered for this design. (V 2)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf,BCDL=3.Opsf;h=25ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) STATE OF 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 3)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. •• •F�OR]�P•. ••C�\=� i 4)Provide adequate drainage to prevent water ponding. .(1• •••••• 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. \\\ 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 360 tall by 2-0.0 wide will fit between the // O N N- \\ bottom chord and any other members. 7)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Ol=1b)2=427,12=427. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 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 SPp,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 April 9,2012 A WARNING-verifj design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Af f 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. i Julius Lee Applicability of design poramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1109 Coastal Bay Blvd. is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responstaillity of the Boynton,FL 33435 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute.583 D'Onotno Drive,Madison,W1 53719. 'Job - ... _. _ _._.—_ - y� T11 Truss T - - - - --- --_ Job Reference o honal 1413976 - T71 GABLE i 15399201, (GABLE 15399201 Jacksonville,F132244 —�-------�p—_L . —__, _____ J 7.330 s Dec 20 2011 MiTek Industries,Inc.Mon — Apr 0915:1&452012 Pagel ID.hkKOfelE4ug6U30Sy4LGZtz8P0.9v�SparVkPP5Pk10_n16?LohYVRshzVvk4 M�Qs�zSPfb 2-0.0 16-9-0 ...--------------- -�------ - ism4.1 ego r2 2,4 a M1-4 II ll s h1 / y 1`lk \2 h1 2,1 5x8 9 �—� 18 5x8 2s4 II 8 / " �I h4 II 7 2e 14 J� h1 II 8 By1� 5 11 S til Bi10 31 214 I s_— �' � I �I 332 1:j! are I' J � 14 3I yTI� I � T{ 1 I � 1 25 114 y_ - _ I 9991 J �� _. I * 9� S 1 \'� e ,-�tv\L _ F 22 4� -+3 — I-rf �,. "C` �y� !� may._— � 36.�_�� _ -7 27 271D1,.. •�- 3,1— 49 48 47 46 0.5 41 43 42 41 40 39 JB 37 36 35 70 33 32 31 30 29 28 3,4 h1 h4 II h1 it II h4 1I h111 h4 2.4 II 646 h/I: 2,4 1: 2x0 , I, 2,1 I'. h1 II 5,8= 2x4 II 2x4 II 2x4 �I h4 P 2.4 33-6-0 33-6-0 Plate Offsets X,Y — — -O- -- - ,' je 0-3-0,Q3-o 14:0.2-0 Ed - ---- - --- -___ _�L 9eL_I20 Q3-0 0_0]1 L35'0.3�0 03-1[42.0-3-0 0.3-01_ ---- -- —- - TCLL 20.0 ---- �— LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP Plates Increase 1.25 TC 0.33 Vert(LL) -0.03 27 Nr 120 MT20 244/190 I TCDL 7.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.05 27 Nr 120 BCLL 0.0' Rep Stress Incr YES I WB 004 Horz(TL) 0.01 26 Na n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:2041b FT 20% j UMBER BRACING TOP CHORD 2x4 SPp No.2 BOT CHORD 2x4 SPp N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins.OTHERS 2x4 SPp No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. _ _-_ .- _ —__ MiTek recommends that Stabilizers and requiretl cross bracing be installed � I REACTIONS All bearings 33-6-0. ,_during truss erection,in accordance with Stabilizer Installation guide,__—__ __ J (Ib)- Max Harz 2=84(LC 12) - Max Uplift All uplift 100 Ib or less at joint(s)40,41,42,43,44,45,46,47,48,49,37,36, 35,34,33,32,31,30,29,28 except 2=-144(LC 8),26=-155(LC 9) Max Gray All reactions 250 lb or less atjoint(s)2,39,40,41,42,43,44,45,46,47,48, 49,38,37,36,35,34,33,32,31,30,29,28,26 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. , \CENSE •. i 'NOTES (13-15) 1 ' 1)Unbalanced roof live loads have been considered for this design. 34869 7� 2)Wind:ASCE 7-10;130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl.,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 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. retluctions for multiple concurrent live loads. ((j _ _ 4)This truss has been designed for basic load combinations,which include cases with 5)Gable requires continuous bottom chord bearing. STATE OF •• .�� 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. '•R�ORID P \�\�� 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the •'•• .-� \\ bottom chord and any other members. \\ 9)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)40,41,42,43,44,45,46,47,48,49, 37,36,35,34,33,32,31,30,29,28 except(jt=1b)2=144,26=155. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. 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 SPp,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 April 9,2012 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M717473 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 poromenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Julius Lee is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 1109C0astal Bay Blvd. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Boynton,FL 33435 fabrication,quality control.storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. (nim Nc D M D � o __ > O O w rn (D °n ( I n 0 g cr On 9M IC? c. 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To ° � _a a0 <M o� O AQ CU c m m (O� Qm O� O v, 3 Q a < m O Q CO m Q 4D O 7 M M M m '6 3 - 0 0 a � ° o o z o 9.m Zo ° o o ao o a o o C m� °° m c � o mm °o o °o m �c tiaN o o f.'. 33 ° o n mo :3 0- <0 on Do of S °_ ° m` mQ m n 5 09 a �� N .0n om m� 6o tia -oQ mO o3 °o � � C n o v� mo o ° o 0o N oo S.o mo 0o n3 �� ymm o �� m� -om m� Q ID o nQ m a m 6 m D oo mo -a7 m° o' _o °°n 3 O � a7 ° no °'3 Hrn 7 C Q Jcn C O �, _ O O ~N J_a p Q a� 7 O m 5.:7 O � C N O m(N= N m `V !. m �-'� np 7 7 O .-T' a Q �m -n«Q On C N ° O: mQ j.NN N(D of on m ° m ° N �� 0 3 a ° o m o w' °° °n o oa a a °� 6 Q 3 O s �° � ° s m°n ° ° "m m° m g ° <° ° m° �- �. ° P- o 0 3 < cD Z m O Q C s m N 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 t 1s NOTICE OF COMMENCEMENT. Legal Description of property being improved: j X0C 11.3 LA-z-1//oie7- .FT— /9T/-/9 Address of property being improved: /3 yZ3 y�. 1/l G 1 oT S T I�TLIa 0 t c O e z A PL General description of improvements: N eW jJ; 0 4>( �c p Owner: BeAc{,e Nj4&7-,47- Address: 1,6c 71 Fi-,qKc;S A U z Alt 1At,t c Owner's interest in site of the improvement: Fee Simple Titleholder(if other than owner): Name: Contractor: Berge eS //n f;,r/*7 Address: 1671 F'i-1 r+c s /J vC- /. *J ivHric �j�fice T 2 Telephone No.: qOy .2 41 2 22. Fax No: Surety(if any) Address: Doc#2012107899,OR BK 15946 Page 1690, Telephone No: Fax No:_ Number Pages: 1 Name and address of an person making a loan for the construction of the i Recorded 0R CLE 12 at CIRCUIT C y p g JIM FULLER CLERK CIRCUIT COURT DUVAL COUNTY Name: RECORDING$10.00 Address: Phone No: Fax No: Name of person within the State of Florida, other than himself, designated by owner upon whom notices or other documents may be served: Name: Address: Telephone No: Fax No: In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.06(2)(b),Florida Statues. (Fill in at Owner's option) Name: Address: Telephone No: Fax No: Expiration date of Notice of Commencement (the expiration date is one (1)year from the date of recording unless a different date is specified): THIS SPACE FOR RECORDER'S USE ONLY OWNER Signed: C' Date: Before me this day of in the County c4f Duval,State Of Florida,has personally appeared-2N 1T/I j=5 eN Notary Public at Large, State of Florida,County of Duval ARy commission expires: Personally Known: or Produced Identification: .`i►��"�i''a JOYCE M.FREEMAN Notary Public.State of Florida My Comm.Expires Jun 10,2013 Commission#E DD 897794 +fir Habitat for Humanity May 23, 2012 Ms Donna Kaluzniak Public Utilities Director City of Atlantic Beach 1200 Sandpiper Lane Atlantic Beach, FL 32233 Dear Ms Kaluzniak, I have submitted a building permit application for a duplex at 1340 & 1342 Violet Street. Beaches Habitat will not be installing a fire sprinkler in this structure. In addition, we will not be installing an irrigation system. Please give me a call (904-241-1222) if you require any additional information. Sincerely, Paul Finley Construction Manager 1671 Francis Avenue,Atlantic Beach, FL 32233 • Office: (904) 241-1222 • Fax: (904) 241-4310 www.beacheshabitat.org fir Habitat forHumanity@ May 23, 2012 Mr. Mike Jones Building Inspector City of Atlantic Beach 800 Seminole Rd. Atlantic Beach, FL 32233 Mike, Attached are the following materials in support of Beaches Habitat application for building permits for 1340 & 1342 Violet Street (attached single family homes): 1) One (1) copy of the Building Permit Application for each address 2) Two (2) copies of floor truss plans 3) Two (2) copies of roof truss plans 4) Two (2) copies of HVAC Energy Sheets for each address 5) Two (2) copies of the Florida Product Approval form for each address 6) One (1) copy of recorded Notice of Commencement 7) One (1) copy of letter to Ms Kaluzniak regarding fire sprinkler& irrigation systems. 8) Five (5) copies of the Construction Management Plan 9) Two (2) copies of architectural plans 10)Two (2) copies of structural engineering plans 11)Five (5) copies of civil engineering plans Please let me know if any additional information is required. Thank you, Sincerely, Paul Finley Construction Manager 904.334.2278 attachments 1671 Francis Avenue,Atlantic Beach, FL 32233 • Office: (904) 241-1222 • Fax: (904) 241-4310 www.beacheshabitat.org CONVENTIONAL FF ALL OPEN AFEA5 0 19-10-0 1q-10-0 c GJOI GJO F03 ( 5 ) F03 ( 5 ) GJo iEJO !EJO - O F06 F-KW F-KW O F06 O EJO O N F06 F06 O EJO M F05 3 F05 M EJO LL � m F05 F05 EJO F04 F04 EJO F03 ov " F03 EJO F3 � _ N N 3 EJO O 24" G E j'EJ0l o L DG L ME o Toa O M N N N N tN C14 C114 CN O O O O O O O O O O O O O 10-0-0 j q-10-0 ISI q-10-0 10-0-0 MITLK PLATE APPPOVAL # ' � 2187 , 2 - 2187 . 4 WEY SPI 9Lb£I-0 £O b bl b I 4/ �/1�/ �f0op leaf coop my a O V ' O ` J I 7 !y/ 'floe lesv7lsl V V O L J 9Lb4t b 15W Zl/b0/%0 I # 1 (1 Q Q �f1Vd (.t ✓ +a i si of ZbZI �aO'j3S 40 I 0( faun � Z�£l/Oti£l ,;1946v iv�fi 'n!lgnH 5040099 A301In9 5499-54 g-OSg'XvA LbSb-549-OSg:3N04, :.Jodaa a� 4555-ZZ4-COb-Xv3 bgoo -ZZ4-LOb 3NOHd p.lo1unc, 4CbC-SSL-994 Xv3bb99-SSC-994 '3NOHd 01 wi Woos ^^�r, 01 � 0�tq-t 9NIJV]9 BIZ ]AVH 901 501 95bg-gZ9-4lg Xv3 L49b-LZ9-4L9:3NOdd o-O-oZ eJwo-L _ 401 0-0-OZ 4Lb!-ZLL-bob Xvd OOL9-Zl C-bob 3N0Hd 011!Auo5�0er t�01 aoanoSjsaijsol tori r3inoAe �) ia3n�sir3 Lor -- 01(1i�3 Hfvae(e gajlvlSN� — 'in-:Ni3e eo1�+r�'�fs'lim LOP ,9 WV Sass 17jbAs(9 ON ASI A 'IV41114 o3cA5Noj�bv7 LOP 9co139 f�Vv3e "1 N(f10H5 SIV.PG'llV(5 0310N�3�5 3H10 5531''1�11)bd5, "iXVWj LOP Odd],I`j�Q_ b 536�tfj llVd(b n a An Nay ]ANO 903g 41 v� 1,tA ll3 w LOP w Me3W381f1ry3b zb0 GIA 11 3Q;OL.3 3b iV 333�11b'v:, 6� 313 JW09 15FBH WNIWVJ,�11�11V� L�P 355nd;�9N}QN�9NI)S355R�1 lly� r 3333 _ niN3NVVM a bt�¢�f�smvim9bQ 3> aNih Mr LOr o-O-L — oC9NI9vje A V7 kN11 O NUJVI ljb4 , — PO�,�No1lVq$SOA,)"'*sr 71Q33 LOr _ 0 0-L Lor ' Lor t 5or g >� a C C C o' r `a N o`zr 90—IR — ------ "' "' 0-0-oz 0-0-0Z I VW 3l(IO9H95 1H913H 9NIJV39 FORM 1100A-08 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Performance Method A Project Name: Habitat Beaches 2 Stry 3 Bd w storage Street: 13Y,2 �lJ LZ=T' y~l�- Builder Name: Habitat For Human ity,Jacksonvi �� L Ae,✓; )C_ City,State,Zip: Permit Office:`i �-, 3Z2?3 Permit Number. Owner: Habitat For Humanity,Jacksonville Beach Jurisdiction: 261300 Design Location: FL,Jacksonville 1. New construction or existing New(From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Multi-family a.Frame-Wood,Exterior R=11.0 1140.00 ft2 3. Number of units,if multiple family 1 b. N/A R= ft2 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 5. Is this a worst case? Yes 10.Ceiling Types Insulation Area 6. Conditioned floor area(ft2) 1242 a. Under Attic(Vented) R=30.0 660.75 ft2 7. Windows Description Area b.N/A R= ft2 a. U-Factor: Dbl,U=0.47 113.80 ft2 c. N/A R= ft2 SHGC: SHGC=0.41 11. Ducts b. U-Factor: N/A ft2 a. Sup:Attic Ret: Interior AH: Interior Sup. R=6,243.4 ft2 SHGC: 12.Cooling systems c. U-Factor: N/A ft2 a.Central Unit SHGC: Cap:24.0 kBtu/hr d. U-Factor: N/A ft2 SEER: 14 SHGC: 13. Heating systems e. U-Factor: N/A ft2 a. Electric Heat Pump Cap:24.0 kBtu/hr SHGC: HSPF 8 8. Floor Types 14.Hot water systems YP Insulation Area a. Slab-On-Grade Edge Insulation R=0.0 630.00 ft2 a. Electric Cap:40 gallons b. Floor over Garage R=19.0 20.00 ft2 EF:0.92 c. N/A R= ft2 b. Conservation features None 15.Credits Pstat Glass/Floor Area: 0.092 Total As-Built Modified Loads: 24.35 PASS Total Baseline Loads: 31.78 I hereby certify that the plans and specifications covered by Review of the plans and D�THE STq�, this calculation are in compliance with the Florida Energy specifications covered by this y F0 Code. No c.r,PC Nrv� calculation indicates compliance "= , '�V0 with the Florida Energy Code. PREPARED B1Before construct : _ _ - '"" ion is completed DATE: -I l 444N this building will be inspected for a compliance with Section 553.908 I hereby certify that this building, as desi ned, is in�,mpliance Florida Statutes. with the Florida Energy Cod �--� �`;�-? COD W16 NQS OWNER/AGENT: - - -- p BUILDING OFFICIAL: DATE: --- -S -/�- - DATE: 11/4/2009 10:56 AM EnergyGauge®USA-FlaRes2008 Page 1 of 5 Building Input Summary Report PROJECT Title: Habitat Beaches 2 Stry 3 Bd Bedrooms: 3 Building Type: User Adress Type: Street Address Bathrooms: 2.5 Lot# Owner. Habitat For Humanity,Jackson Conditioned Area: 1242 SubDivision: #of Units: 1 Total Stories: 2 PlatBook: Lb Builder Name: Habitat For Humanity,Jackson Worst Case: Yes Street: /j4�f Z V/oL Er ST Permit Office: Jacksonville Rotate Angle: 270 County: Duval Jurisdiction: 261300 Cross Ventilation: City,State,Zip: A-," Family Type: Multi-family Whole House Fan: �'�,'i New/Existing: New(From Plans) FL , 3 Z Z3..3 Comment: CLIMATE Design Design Temp Int Design Temp Heating Design Daily Temp Location Tmy Site 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Jacksonville FL JACKSONVILLE INTL ARPT 32 93 70 75 1281 49 Medium UTILITY RATES Fuel Unit Utility Name Monthly Fixed Cost $/Unit Electricity kWh Jacksonville Electric Authority 0 0.07 Natural Gas Therm Florida Average 0 1 72 Fuel Oil Gallon Florida Default 0 1 1 Propane Gallon Florida Default 0 1.4 SURROUNDINGS Shade Trees Adjacent Buildings Ornt Type Height Width Distance Exist Height Width Distance -------.__--._.--- None Oft Oft Oft Oft Oft Oft NE None Oft Oft Oft Oft Oft Oft E None Oft Oft Oft Oft Oft Oft SE None Oft Oft Oft Oft Oft Oft S None Oft Oft Oft Oft Oft Oft SW None Oft Oft Oft Oft Oft Oft W None Oft Oft Oft Oft Oft Oft NW None Oft Oft Oft Oft Oft Oft FLOORS # Floor Type - - - Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet ---- ---- 1 Slab-On-Grade Edge Insulatio 66 ft 0 630 ft2 0 0 1 2 Floor over Garage 19 20 ft2 0 0 1 ROOF Roof Gable Roof Solar Deck # Type Materials Area Area Color Absor. Tested Insul. Pitch 1 Gable or shed Composition shingles 664 ft2 104 ft2 Dark 0.92 No 0 18.4 de ATTIC # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 630 ft2 Y N 11/4/2009 10:57 AM EnergyGauge®/USRRPB v2.8 Page 1 of 4 2 - Building Input Summary Report CEILING Ceiling Type F1Under R-Value Area Framing Fraction Truss Type Attic(Vented) 30 660.75 ft2 0.11 Wood WALLS Wall orientation below is as entered. Actual orientation is modified by rotate angle shown in"Project"section above. acent Cavity Width Height Sheathing Framing Solar Adi # Ornt To Wall Type R-Value Ft In Ft In Area R-Value Fraction Absor. 0.8 1 N Exterior Frame-Wood 11 40.5 0 8 0 324 ft2 0 0.23 2 W Exterior Frame-Wood 11 60 0 8 0 480 ft2 0 0.23 0.8 3 S Exterior Frame-Wood 11 40 0 8 0 320 ft2 0 0.23 0.8 4 E Exterior Frame-Wood 11 2 0 8 0 16 ft2 0 0.23 0.8 DOORS Width Height # Ornt Door Type----- - - Storms -- _ U-Value Ft - In , Ft - -In Area - 1 Wood None 0.39 3 0 6.75 0 20.25 ft2 2 S Wood None 0.39 3 0 6.7 0 20.1 ft2 WINDOWS Overhang # Ornt Frame Panes NFRC U-Factor SHGC Storm Area Depth Separation Interior Shade Screening 1 Vinyl Low-E Double Yes 0.47 0.41 N 9 ft2 1.5 ft 0 in 11 ft 0 in None None 2 Vinyl Low-E Double Yes 0.47 0.41 N 15.6 ft2 1.5 ft 0 in 11 ft 0 in None None 3 Vinyl Low-E Double Yes 0.47 0.41 N 15.6 ft2 1.5 ft 0 in 11 ft 0 in None None 4 Vinyl Low-E Double Yes 0.47 0.41 N 15.6 ft2 2 ft 0 in 1 ft 0 in None None 5 Vinyl Low-E Double Yes 0.47 0.41 N 15.6 ft2 1.5 ft 0 in 1 ft0 in None None 6 Vinyl Low-E Double Yes 0.47 0.41 N 15.6 ft2 1.5 ft 0 in 1 ft 0 in None None 7 Vinyl Low-E Double Yes 0.47 0.41 N 6 ft2 1.5 ft 0 in 1 ft 0 in None None 8 N Vinyl Low-E Double Yes 0.47 0.41 N 20.8 ft2 1.5 ft 0 in 1 ft 0 in None None INFILTRATION &VENTING ---Forced Ventilation---- Terrain/Wind Method SLA CFM 50 EtA EgtA ACH ACH 50 Supply Exhaust Run Time Shielding Best Guess 0.00050 1629 89.4 168.2 0.474 9.84 0 0 0 Suburban/Suburban GARAGE # Floor Area Roof Area Exposed Wall Perimeter _ Avg.Wall Height Exposed Wall Insulation 1 382.8 ft2 361 ft2 64 ft 8 ft (invalid) MASS Mass Type Area Thickness Furniture Fraction No Added Mass 0 ft2 0 ft 0.3 11/4/2009 10:57 AM EnergyGauge®/USRRPB v2.8 Page 2 of 4 Building Input Summa / Report o � rt COOLING SYSTEM # System Type Subtype Efficiency-- - y Capacity Central Unit None - --- ---A-i-r-F-lo--w-- - -S--H-R D--u—ct-les-s - SEER: 14 24 kBtu/hr 720 cfm 0.75 False HEATING SYSTEM # System Type Subtype Efficiency Capacity Ductless - - - -- 1 Electric Heat Pum None --"- - SPF:8 24 kBtu/hr False HOT WATER SYSTEM # System Type EF -P- Use ---- SetPnt Credits -- Electric -- _ ------ -- 0.92 40 al 60 al 120 de None SOLAR HOT WATER Collector Surface Absorp. Trans Tank Tank Tank Heat PV Pump Collector Type Tilt Azimuth Area Loss Coef, Prod. Corr. Volume U-Value Surf Area Exch Eff Pumped Energy DUCTS -Supply---- ---Return---- Air Percent # Location R-Value Area Location Area Number Leakage Type Handler CFM 25 Leakage QN RLF 1 Attic 6 243.4 f12 Interior 60.85 ft' 1 Default Leakage Interior TEMPERATURES Programable Thermostat:Y Ceiling Fans: N Cooling X Jan X Feb Mar Ar �Xj Ma X Jun X Jul X Au X Se �XXJ Oct �Xj Nov �Xj Dec Heating �X�Jan f Xj Feb �XXJ Mar JXXJ Apr May �X�Jun f X�Julf X�AuJXISepOct Nov Dec Venting X Jan X Feb X Mar XAr May X Jun [X Jul (X Aug X Se Oct Nov Dec - -- -- - - - - ---- ThermostatSchedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 11/4/2009 10:57 AM EnergyGauge®/USRRPB v2.8 Page 3 of 4 Building Input Summary Report APPLIANCES & LIGHTING FSchedule edule: HERS 2006 Reference Hours 1 2 3 4 5 6 7 8 9 10 11 12 -------- - - --- 0.33 0.33 Ceiling-Fans(Summ-er) AM 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.33 0.33 0.33 %Released: 100 PM 0.33 0.33 0.33 0.33 0.33 1 0.9 0.9 0.9 0.9 0.9 0.65 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Clothes Washer AM 0.105 0.081 0.047 0.047 0.081 0.128 0.256 0.57 0. 1 0.977 0.872 %Released: 60 PM 0.779 0.698 0.605 0.57 0.581 0.57 0.57 0.57 0.5577 0.488 0.43 0.198 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Dishwasher AM 0.139 0.05 0.028 0.024 0.029 0.09 0.169 0.303 0.541 0.594 0.502 0.443 %Released: 60 PM 0.377 0.396 0.335 0.323 0.344 0.448 0.791 1 0.8 0.597 0.383 0.281 Annual Use: 145 kWh/Yr Peak Value: 44 Watts Dryer AM 0.2 0.1 0.05 0.05 0.05 0.075 0.2 0.375 0.5 0.8 0.95 1 %Released: 10 PM 0.875 0.85 0.8 0.625 0.625 0.6 0.575 0.55 0.625 0.7 0.65 0.375 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Lighting AM 0.16 0.15 0.16 0.18 0.23 0.45 0.4 0.26 0.19 0.16 0.12 0.11 %Released: 90 PM 0.16 0.17 0.25 0.27 0.34 0.55 0.55 0.88 1 0.86 0.51 0.28 Annual Use: 1429 kWhNr Peak Value: 467 Watts Miscellaneous AM 0.48 0.47 0.47 0.47 0.47 0.47 0.64 0.71 0.67 0.61 0.55 0.53 %Released: 90 PM 0.52 0.5 0.5 0.5 0.59 0.73 0.79 0.99 1 0.96 0.77 0.55 Annual Use: 1252 kWhNr Peak Value: 230 Watts Pool Pump AM 0 0 0 0 0 0 0 0 0 1 1 1 %Released: 0 PM 1 1 1 1 0 0 0 0 0 0 0 0 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Range AM 0.057 0.057 0.057 0.057 0.057 0.114 0.171 0.286 0.343 0.343 0.343 0.4 %Released: 100 PM 0.457 0-343 0.286 0.4 0.571 1 0.857 0.429 0.286 0.229 0.171 0.114 Annual Use: 447 kWh/Yr Peak Value: 165 Watts Refrigeration AM 0.85 0.78 0.75 0.73 0.73 0.73 0.75 0.75 0.8 0.8 0.8 0.8 %Released: 100 PM 0.88 0.85 0.85 0.83 0.88 0.95 1 0.98 0.95 0.93 0.9 0.85 Annual Use: 775 kWh/Yr Peak Value: 106 Watts Well Pump AM 0.05 0.05 0.05 0.05 0.05 0.05 0.1 0.1 0.1 0.1 0.1 0.1 %Released: 0 PM 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Annual Use: 0 kWh/Yr Peak Value: 0 Watts 11/4/2009 10:57 AM EnergyGauge®/USRRPB v2.8 Page 4 of 4 PROJECT Title: Habitat Beaches 2 Stry 3 Bd Bedrooms: Building Type: FLAsBuilt 3 Bathrooms: 2.5 Adress Type: Street Address Owner: Habitat For Humanity,Jackson Conditioned Area: 1242 Lot# #of Units: 1 SubDivision: Total Stories: 2 PlatBook: Builder Name: Habitat For Humanity,Jackson Worst Case: Yes Permit Office: JacksonvilleStreet: Rotate Angle: 270 County: Duval Jurisdiction: 261300 Cross Ventilation: Family Type: Multi-family Whole House Fan: City, State,Zip: o7-gA .,Ais LSA New/Existing: New(From Plans) .3 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 L,Jacksonville FL-JACKSONVILLE-INT 2 - 32 93 75 70 1281 49 Medium FLOORS # Floor TypePerimeg ----_-- __ri --.__- Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio 66 ft ter Perimeter R-Value Aresa - - 0 630 ft 0 0 1 2 Floor over Garage 20 ft2 19 0 0 1 ROOF / Roof Gable Roof Solar Deck V # Type Materials Area Area Color Absor. Tested Insul, Pitch 1 Gable or shed Composition shingles 664 ft2 104 ft2 Dark 0.96 No 0 18.4 deg ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC Full attic Vented 300 630 ft' Y N CEILING # Ceiling Type R-Value Area Framing Frac Truss Type 1 Under Attic(Vented) 30 660.75 ft2 0.11 Wood WALLS / # Ornt Adjacent To Wall Type Cavity Sheathing Framing Solar _ 1 _ YP R-Value ;Area R-Value Fraction Absor. N Exterior Frame-Wood 11 324 ft2 0 0.23 0.8 2 W Exterior Frame-Wood 11 480 ft2 0 0.23 0.8 3 S Exterior Frame-Wood 11 320 ft2 0 0.23 0.8 4 E Exterior Frame-Wood 11 16 ft2 0 0.23 0.8 DOORS # Ornt Door T YP--e Storms U-Value Area - - -------- 1 N Wood None 0.39 20.25 2 S Wood None 0.39 20.1 ft2 WINDOWS Window orientation below is as entered. Actual orientation is modified by rotate angle shown in"Project'section above. / Overhang V # Ornt Frame Panes NFRC U-Factor SHGC Storms Area Depth Separation - Int Shade Screening 1 N Vinyl Low-E Double Yes 0.47 0.41 N 9 ft2 1.5 ft 0 in 11 ft0 in HERS 2006 None 2 W Vinyl Low-E Double Yes 0.47 0.41 N 15.6 ft2 1.5 ft 0 in 11 ft 0 in HERS 2006 None 3 W Vinyl Low-E Double Yes 0.47 0.41 N 15.6 ft2 1.5 ft 0 in 11 ft 0 in HERS 2006 None 4 S Vinyl Low-E Double Yes 0.47 0.41 N 15.6 ft' 2 ft 0 in 1 ft 0 in HERS 2006 None 5 S Vinyl Low-E Double Yes 0.47 0.41 N 15.6 ft2 1.5 ft 0 in 1 ft 0 in HERS 2006 None 6 S Vinyl Low-E Double Yes 0.47 0.41 N 15.6 ft2 1.5 ft 0 in 1 ft 0 in HERS 2006 None 7 W Vinyl Low-E Double Yes 0.47 0.41 N 6 ft2 1.5 ft 0 in 1 ft 0 in HERS 2006 None 8 N Vinyl Low-E Double Yes 0.47 0.41 N 20.8 ft2 1.5 ft 0 in 1 ft 0 in HERS 2006 None INFILTRATION &VENTING / ---Forced Ventilation--- Run Time Fan V Method SLA CFM 50 ACH 50 ELA EgLA Supply CFM Exhaust CFM Fraction Watts Default 0.00036 1173 7.OB 64.4 121.1 0 cfm 0 cfm 0 0 GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 382.8 ft2 361 f12 64 ft 8 ft (invalid) COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Ductless 1 Central Unit None SEER: 14 24 kBtu/hr 720 cfm 0.75 False HEATING SYSTEM # System Type Subtype Efficiency Capacity Ductless 1 Electric Heat Pump None HSPF:8 24 kBtu/hr False HOT WATER SYSTEM # System Type EF Cap Use SetPnt Conservation 1 Electric 0.92 40 gal 60 gal 120 deg None FORM 1100A-08 Code Compliance Cheklist Residential Whole Building Performance Method A - Details ADDRESS: ,r— A i ic– 09r'Az;.r- , FL, PERMIT#: -3 Z Z3.4 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE -- --- CHECK Exterior Windows& Doors N1106.AB.1.1 � - - aximum_3 cfm/s ft.window area; 5 cfm/s ft. door area. Exterior&Adjacent Walls N1106.AB.1.2.1 Caulk, gasket,weatherstrip or seal between:windows/doors& frames, surrounding wall;foundation&wall sole or sill plate;joints between exterior wall panels at corners; utility penetrations; between wall panels&top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is 11 installed that extends from,and is sealed to, the foundation to the -_ _top plate Floors N1106.AB.1.2.2 1 Penetrations/openings> 1/8"sealed unless backed by truss or joint members. EXCEPTION: Frame floors where 2 continuous infiltration barrier - is installed that is sealed to the_perimeter penetrations and seams._ Ceilings N1106.AB.1.2.3 Between walls&ceilings; penetrations of ceiling plane to top floor; around shafts, chases, soffits,chimneys, cabinets sealed to continuous air barrier; gaps in gyp board&top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter,at penetrations and Lighting Fixtures I seams. Recessed Li 9 9 I N1106.AB.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non-IC rated, installed inside a sealed box with 1/2"clearance&3"from insulation; or Type IC with <2.0 cfm from conditioned space, tested. Multi-story Houses N1106.AB.1.2.5 Air barrier on Denmeter of floor cavit between floors. -- Additional Infiltration reqts N1106.AB.1.3 - - Exhaust fans vented to outdoors,dampers; combustion space heaters comply with NFPA, have combustion air. OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS ---- - ---- -- --- -- ------ - -- --- CHECK Water Heaters N1112 -- --- .AB.3 Comply with efficiency requirements in Table N112.ABC.3. Switch or clearly marked circuit breaker(electric)or cutoff(gas) must be provitrap ded. External or built-in heat trrequired. Swimming Pools& Spas N1112.AB.2.3 Spas& heated pools must have covers(except solar heated). Non-commercial pools must have a pump timer. Gas spa&pool heaters must have a minimum thermal efficiency of 78%. Heat pump pool heaters shall have a(minimum COP of 4.0. Shower heads N1112.AB.2.4 Water flow must be restricted to no more than 2.5 gallons per - 1 minute at 80 PSIG. Air Distribution Systems -- N1110.AB I All ducts,fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated and installed in accordance with the criteria of Section N1110.AB. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls N1107.AB.2 Separate readily accessible manual or automatic thermostat for each system. _ - -_. - Insulation N1104.ABA Ceilings-Min. R-19. Common walls-frame R-11 or CBS R-3 both N1102.13.1.1 sides. Common ceiling&floors R-11. SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF - -- None None DUCTS ----Supply-- —-Return---- Air Percent # Location R-Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF 1 Attic 6 243.4 ft Interior 60.85 ft Default Leakage Interior TEMPERATURES Programable Thermostat:Y Ceiling Fans: N Cooling r Jan (X]Feb Mar [[X]]A r JXX Ma [[X]Jun [[X]]Jul [[X]Aug [[X]]Sep [[X]]Oct [[X]]Nov [X]Dec Heatingg (X�Jan �X]Feb JXJ XMar [X]Apr �May (X]Jun [X]Jul [X]Aug [X]Sep [X]Oct [X]Nov lx�Dec Ventin X Jan X Feb X Mar [X A r X May [X Jun ([XXJ]Jul [[X]Au [[[X]]Se [[X]]Oct [[X]]Nov [X]Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) PPM 68 68 68 68 68 68 68 6 68 8 68 68 68 68 66 66 Heating(WEH) PM 68 68 66 68 68 68 68 68 68 68 68 66 66 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 77 The lower the EnergyPerformance Index, the more efficient the home. A 1" i"�'T,c. FL, Z23 9E.9cri ' 1. New construction or existing New(From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Multi-family a. Frame-Wood', Exterior R=11.0 1140.00 ft, 3. Number of units, if multiple family 1 b. N/A R= ft2 4. Number of Bedrooms 3 c. N/A R= ft'd. N/A R= ft2 5. Is this a worst case? Yes 10.Ceiling Types Insulation Area 6. Conditioned floor area(ft2) 1242 a. Under Attic(Vented) R=30.0 660.75 ft2 7. Windows" Description Area b. N/A R= ft2 a. U-Factor: Dbl,U=0.47 113.80 ft= c. N/A R= ft2 SHGC: SHGC=0.41 11. Ducts b. U-Factor: N/A ft2 a. Sup:Attic Ref: Interior AH: Interior Sup. R=6,243.4 f12 SHGC: 12.Cooling systems c. U-Factor: N/A f12 a. Central Unit SHGC: Cap:24.0 kBtu/hr d. U-Factor: N/A ftz SEER: 14 SHGC: 13. Heating systems e. U-Factor: N/A ft2 a. Electric Heat Pump Cap:24.0 kBtu/hr SHGC: HSPF:8 8. Floor Types Insulation Area 14. Hot water systems a.Slab-On-Grade Edge Insulation R=0.0 630.00 f12 a. Electric Cap:40 gallons b.Floor over Garage R=19.0 20.00 ft2 Conservation fEF:0.92 c.N/A R= ft2 b. utures None 15.Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) 06 -TNEST9rF in this home before final inspection. Otherwise, a new EPL Display Card will be completed y~��%' ,O6 based on installed Code compliant features. Builder Signature: j Date: - a v Address of New Home: /yz z �� 4 ST City/FL Zip: - Fi- 32 z3,ir ��0 WE ttt�5 ;Note: The home's estimated Energy Performance Index is only available through the EnergyGauge USA- FlaRes2008 computer program. This is not a Building Energy Rating. If your Index is below 100, your home may qualify for incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at (321)638-1492 or see the Energy Gauge web site at energygauge.com for information and a list of certified Raters. For information about Florida's Energy Efficiency Code for Building Construction, contact the Department of Community Affairs at (850)487-1824. "'Label required by Section 13-104.4.5 of the Florida Building Code, Building, or Section 82.1.1 of Appendix G of the Florida Building Code, Residential, if not DEFAULT. EnergyGauge®USA-FlaRes2008 Habitat For Humanity, Beaches 1242 Sf HVAC Load Calculations for Habitat For Humanity,Jacksonville Beach 1671 Frances Ave Atlantic Beach, FI. 32233 oftwware i t RESIDENTIAL ANDL 1 H � r COMMERCIAL HVAC LOADS Prepared By: Jim Williams Home Energy Services 2080 Davis Rd. Jacksonville, FI. 32218 904 757-3569 Wednesday, November 04,2009 — - — -- -- -- --- - Elite Software Development,Inc. Rhvac-Residential 8 Light Commercial HVAC Loads Habitat For Humanity,Beaches 1242 Sf Home Energy ServicesPage 2 Jacksonville,FL 32218 — - _ -- -- - - Pro iect Report -- - -- -- --. General Project Information -- _ - Project Title: Habitat For Humanity, Beaches 1242 Sf Designed By: Jim Williams Project Date: Tuesday, June 23, 2009 Project Comment: This equipment can be replaced in name or by equal or greater SEER or HSFP as stated on the FL. Energy Code Client Name: Habitat For Humanity,Jacksonville Beach Client Address: 1671 Frances Ave Client City: Atlantic Beach, FI. 32233 Client Phone: 241-1222 Client Fax: 241-4310 Company Name: Home Energy Services Company Representative: Jim Williams Company Address: 2080 Davis Rd. Company City: Jacksonville, FI. 32218 iCompany Phone: 904 757-3569 Company Fax: 904 757-7104 Company E-Mail Address: jimwilliams@homebuildingstore.com Company Website: homebuildingstore.com Company Comment: Reference City: Jacksonville, Florida Building Orientation: Front door faces South Daily Temperature Range: Medium Latitude: 30 Degrees Elevation: 26 ft. Altitude Factor: 0.999 Elevation Sensible Adj. Factor: 1.000 I Elevation Total Adj. Factor: 1.000 i Elevation Heating Adj. Factor: 1.000 Elevation Heating Adj. Factor: 1.000 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 32 29.92 80% n/a 72 n/a Summer: 94 77 47% 50% 75 48 �CheckFi ug res --- �----_—_----------_—_------------ __ ____ _____ � i Total Building Supply CFM: 753 CFM Per Square ft.: 0.606 Square ft. of Room Area: 1,242 Square ft. Per Ton: 658 Volume (ft') of Cond. Space: 9,932 — ------ --------- - ,Buildin9 Loads ---- -- -- --- -- — ------------------------- Total Heating Required Including Ventilation Air: 17,431 Btuh 17.431 MBH Total Sensible Gain: 16,544 Btuh 84 % Total Latent Gain: 3,192 Btuh 16 % Total Cooling Required Including Ventilation Air: 19,736 Btuh 1.64 Tons (Based On Sensible + Latent) 1.89 Tons(Based On 73% Sensible Capacity) [Notes _ Calculations a_re based on 8th edition of ACCA Manual J. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads. Rome vac-Residential Services Light Commercial HVAC Loads Jacksonvey le FL 32218 = - ------ -- _--- _ ___ — -- _- -- --- Habitat oSHumanity, eatches 1242 Sf Miscellaneous Reort � --- - ---- ---- - e3 , ' — Grains' System 1 Whole House --- Outdoor Outdoor Outdoor Indoor Indoor I Input Data Dry Bulb Wet Bulb Rel Hum Rel.Hum D Bulb Difference - - - n/e Winter: -------_--------___ - ----- ------- ry-- 80% - - _ 32 29.92 ° 48.06 Summer 94 77 47% ----------- 1z --- -- --- - ---- - 50% 75 Duct Sin In- uts - -- ------ --Main Trunk -- --- -- Runouts - --- Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.01000 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 550 ft./min 450 ft./min Maximum Velocity: 600 ft./min 750 ft./min Minimum Height: 0 in. 0 in Maximum Height: 0 in. 0 in. Outside Air Data - ----- - ----- -- -- Winter Summer - - -- ----- --- Infiltration Specified: 0.350 AC/hr 0.350 AC/hr 58 CFM 58 CFM Infiltration Actual: 0.350 AC/hr 0.350 AC/hr Above Grade Volume: X 9.932 Cu.ft. X 9,932 Cu.ft. 3,476 Cu.ft./hr 3,476 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 58 CFM 58 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration &Ventilation Sensible Gain Multiplier: 20.88 = (1.10 X 0.999 X 19.00 Summer Temp. Difference) Infiltration &Ventilation Latent Gain Multiplier: 32.65 = (0.68 X 0.999 X 48.06 Grains Difference) Infiltration &Ventilation Sensible Loss Multiplier: 43.96 = (1.10 X 0.999 X 40.00 Winter Temp. Difference) Winter Infiltration Specified: 0.350 AC/hr(58 CFM), Construction: Unknown j Summer Infiltration Specified.- 0.350 AC/hr(58 CFM), Construction: Unknown LDuct Load Factor Scenarios for System 1 -------- ------ ------------- rface From No. Type Su -Masrcription --Location - -Ceitinc� - ----Leakages -Insul dont ------SuArea - MDD Supply Attic 16B 0.09 6 329 -----N6- 1 Return Main Cond. Space - 0.15 6 61 No j i - - Elite Software Development,Inc. I -- --- --- - --- Rhvac Residential&Light Commercial HVAC Loads Habitat For Humanity,Beaches 1242 Sf' Page Home Energy Services --- Jacksonville,FL 32218 --_ -- -- Load Preview Report - ----- --- ys - -_- - ---- Sys. Sys' Sys FBulding Has NeY h.Z Sen Lat Net Sen Htg Clg Act DuctAED Ton /Ton Area Gain Gain Gain Loss CFM CFM CFM, Size 1.64 755 1242 16,544 3,192 19,736 17,431 352 753 753 No 1.64 755 1,242 16,544 3,192 19,736 17,431 352 753 753 16 500 500 Duct Latent 1 1242 16,544 2,692 19,236 17,431 352 753 753 16 Zone 108 2,669 319 2,988 1,361 28 121 121 1-7 1-IGt 2-Dining Room 105 1,986 272 2,258 3,347 68 90 90 1-6 3-Powder 49 159 53 212 528 11 7 11 1-4 375 5220 1,025 6,245 5,128 104 237 237 2-6 4-Living Room 5-&2 130 1,805 332 2,137 2,129 43 82 82 1-5 6-Br 3 143 1220 133 1,353 1,159 23 55 55 1-4 42 334 80 414 444 9 15 15 1-4 7-Laundry 8-Bath 68 911 139 1,050 885 18 41 41 1-4 9 Master Bedroom WIC 33 531 153 684 775 16 24 24 1-4 154 1,504 186 1,690 1,527 31 68 68 1-5 10-Master Bedroom 11-Stairway 35 206 0 206 149 3 9 9 0-0' Sum of room airflows may be greater than system airnav because system room airflow option uses the greater of heating or cooling. I i - — - - p-- ----- � ! Rhvac-Residential 8 Light Commercial HVAC Loads ---- - ri. Ehte Software Develo ment Inc. Home Energy Services Habitat For Humarn Beaches 1242 Sf Jacksonville, FL 32218 ota/ Building Summary Loads - - a Sen -- -- - [Description Lat -_-Gain - - — - - ------ - _ Quan ___ Loss Gain 4A-3v-o: Glazing-Double pane low-e (e = 0.20 or less _ Gain - Total operable window, a=0.10 on surface 2, vinyl frame, u_ 113.8 2,138 0 3,117 3,117 value 0.47, SHGC 0.41 11 D: Door-Wood - Solid Core 12B-Osw: Wall-Frame, R-11 insulation in 2 x 4 stud 40.3 630 0 472 472 cavity, no board insulation, siding finish, wood studs 9859 3,B25 0 2,690 2,690 16B-30: Roof/Ceiling-Under Attic with Insulation on Attic 660.8 Floor(also use for Knee Walls and Partition 845 0 1,142 1,142 Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-30 insulation 22A-ph: Floor-Slab on grade, No edge insulation, no 66 3,585 insulation below floor, any floor cover, passive, heavy 0 0 0 moist soil 20P-19: Floor-Over open crawl space or garage, Passive, 20 40 R-19 blanket insulation, any cover 0 14 14 j j Subtotals for structure: People: 11,063 0 7,435 7,435 Equipment: 4 800 920 1,720 Lighting: 0 3,050 3,050 Ductwork: 0 0 0 Infiltration: Winter CFM: 58, Summer CFM: 58 3,821 500 3,108 3,608 Ventilation: Winter CFM: 0, Summer CFM: 0 2,5+17 1,892 1,210 3,102 AED Excursion: 0 0 0 0 Total Building Load Totals: 0 0 821 82117,431 3,192 16,544 19,736 i I Check Fi ures --- --------------___-___--------------__- _ Total Building Supply CFM: 753 CFM Per Squarie ft.: - - -- --- -- Square ft. of Room Area: 1 242 0.606 Volume(ft') of Cond. Space: 9,932 Square ft. Per Ton: 658 (..Building Loads _--_—_ - _ _----.----- ' -- Total Heating Required Including Ventilation Air: 17,431 Btuh 17.431 MBH - ----- -- -- - — Total Sensible Gain: 16,544 Btuh 84 % - Total Latent Gain: 3,192 Btuh 16 % Total Cooling Required Including Ventilation Air: 19,736 Btuh 1.64 Tons (Based On Sensible + Latent) 1.89 Tons(Based On 73% Sensible _4otes- - --- - Capacity) N ------------------------ -- Calculations are based on 8th edition of ACCA Manual J. -- All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads. 'beveloP--�— _ ment,Inc. Elite Software —bd—e Commercial Aels, Habitat For Humanity,Beaces 1242 Sf jW'k&!iiS S FRhv—ac-Residential Light—COMI� Pa 6 Home Energy Services ---- Jacksonville,FL 32218 i i,Building Pie Chart /Infiltration 15% Floor 21 W Building Roof 5% Loss ----.----Ductwork 22% 17,431 Btuh Wall 22% Door 4% Glass 12% Floor 0% Roof 6% AED Excursion 4% Wall 14%. Infiltration 16% Building M, 31 Gain 19,736 Glass 16% Btuh Ductwork 18% Door 2% People 9% Equipment 15% hvac-Residential&Light Commercial HVAC Loads -..- Home Ener -- 9y Services Ehte Software Develo ment In Jacksonville,FL 32218 c. Habitat For Humanity, Beaches 1242 Sf ystem I Room Load Summary Act _ -_ --- ----. Htg Min Run --- -- _ ------ _ __ _ Room Area Sens Run Clg Min No Name Htg Duct Duct Sens Lat Clg Sys --- SF Btuh CFM Size Vel Btuh Btuh ---Zone 1--- ----_ —— - - -------- CFM CFM 1 Kitchen 108 1,361 28 1-7 2 Dining Room 105 3,347 454 2,669 319 121 121 3 Powder 68 1-6 460 1,986 272 gp gp 49 528 11 1-4 122 159 53 4 Living Room 375 5,128 104 2-6 605 5 Br 2 5,220 1, 7 11 130 2,129 43 1.5 025 237 237 602 1,805 332 82 82 6 Br 3 143 1,159 23 1-4 636 1,220 133 55 55 7 Laundry 42 444 8 Bath 9 1-4 174 334 80 15 15 68 885 18 1-4 475 911 139 9 Master Bedroom 33 775 16 1-4 277 531 41 41 WIC 153 24 24 10 Master Bedroom54 11 Stairway 135 1,527 149 31 1-5 502 1,504 186 68 68 3 0-0 Duct Latent 0 206 0 9 g System 1 total 1,242 17,431 352 500 16,544 3,192 753 753 System 1 Main Trunk Size: 16 in. Velocity: 539 ft./min Loss per 100 ft.: 0.049 in.wg ----- I Cooling Sensible/Latent Sensible T Latent Total L-- Tons S lit Btuh Net Required: - — 1.64---- 84%// 16% ----- 166544 -- ---- Btuh 3,192 19,736 Recommended: 1.89 73%/27% Actual: 1.92 73%/27% 16,790 16,544 6,119 22,663 ' Equipment Data ---- -------— -------- ------- 6,210 23,000 ng ------ Type: Air Source Heat GSH130241 B* Pum System Cooli Model: p Air Source Heat Pump Indoor ModeGSH130241Model: ; j Brand: GOODMAN, JANITROL, AMANA AEPF183016B* GOODMAN, JANITROL, AMANA Description: DISTINCTIONS, EVERREST, O DISTINCTIONS, EVERREST, O Efficiency: Air Source Heat Pump Air Source Heat Pump 8 HSPF 14 SEER Sound: 0 bels 0 bels Capacity: 477: 22,000/ 17°F: 12,000 Btuh 23,000 Btuh Sensible Capacity: n/a 16,790 Btuh Latent Capacity: n/a 6,210 Btuh ARI Reference No.: n/a 3160497 -- --- -=-- Elite aj yeveop enPtInc.— khVaC(jiiden�aj&Light HVAC Loads Habitat For HumanBeaches 1242 Sf II 8 1 Home Energy Services Jacksonville,FL 32218 Building Rotation Report All rotation degree values in this report are clockwise with respect to the project's original orientation. Building orientation as entered (zero degrees rotation): Front door faces South I ----------- Individual Rooms t90 6------1350 0° 225 270 31 High do Rot. Duct Rot. Rot. Rot. Rot. Rot. Rot. Rot. i Rm. Room CFM _CFM CFM CFM Size CFM CFM CFM No. Name CFM---- E�Y—Stern I Zone 11: 1 Kitchen 121 *131 131 124 117 124 129 127 1-7 74 86 76 68 78 1-6 2 Dining Room *90 79 68 11 11 11 11 1-4 3 Powder *11 11 11 1 4 Living Room *237 236 222 229 226 230 221 230 2-6 5 Br 2 82 95 *104 93 78 93 102 93 1-6 55 69 *78 69 53 69 77 67 1-5 6 Bra *15 15 14 14 14 14 14 15 1-4 7 Laundry 33 29 34 1-4 8 Bath *41 38 30 36 39 1-4 9 Master Bedroom *24 24 23 23 23 23 23 23 II WIC89 1-6 10 Master Bedroom 68 91 *999 81 659 81 989 9 - 9 9 11 Stairway *9 9 Indicates highest CFM of all rotations. Whole Building Rotation Front door Supply sensible Latent Net Recommended Degrees Faces CF 0IVI South 753 Gain Gain Tons.---- T1.ons]' 16,544 3,192 1.64 89 0 *795 *17,479 3,191 *1.72 *2.00 Southwest 450 775 17,035 3,191 1.69 1.94 900 West 759 16,672 3,190 1.66 1.90 135o Northwest 716 15,745 3,192 1.58 1.80 1800 North 758 16,670 3,190 1.66 1.90 225- Northeast 769 16,907 3,192 1.67 1.93 270' East 772 16,964 *3,192 1.68 1.94 3150 Southeast all rotations. Indicates highest value of i Rhvac-Residential$Light Commercial HVAC Loads Home Ener —- ---- --- 9Y Services --- -__-- Jacksonville,FL 32218 Elite Software Development,Inc. - --- _ Habitat For Humanity, Beaches 1242 Sf uildinq Rotation Report (cont'd) -- --- iBuilding Rotation Tonnage' W . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . H m G i O 0 1.7 t. . . . . . . . . . . .r `. . . . . . ` . . 16r . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .� �` ` . . . . . . . . . . . . . . . . . . . . . . . . . . 1.5 South Southw estWes t North ---_------- _ _ Northw est North east East Southeast Direction Front door Faces Building Recommended Tonnage Building Net Tonnage -- -- Elite Software Development,Inc. -- __ — Pale 10 , I. - -- -- — Habitat For Humanity,Beaches 124 2 St ' rRhvac Le.dential 8 Light Commercial HVAC Loads Home Energy Services —-- — --- Jacksonville,FL 32218 -- Building Rotation Repo con - Building Rotation Hourly Net Gain 23,000. . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . 22,000 f i F. 4.. . 21000 . . . . . . .. . . . . . . . . . . . . . . . t_ . . . . . . . . . . . . . . . . . . . . . . . 20,000 r C CD � 1 f. . . . . . . . . . . . . . . . . . . . . .y . . . . . 19,000, t rfv 18,000 . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II ,- - gpm 7pm 17,0001 2 pm 3 pm 4 pm 5 pm 8 am 9 am 10 am 11 am 12 pm 1 pm Time of Day ®- Front door faces South �V Front door faces Southwest -0-11 Front door faces West < Front door faces Northw est Front door faces North ,► Front door faces Northeast Front door faces Fast Front door faces Southeast f CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Application Number . . . . . 12-00000669 Date 7/10/12 Property Address . . . . . . 1342 VIOLET ST Application type description SINGLE FAMILY ATTACHED DWELLING Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 75000 -------------------------------------------- Application desc single fam attched ------------------------------------------------ Owner Contractor ------------------------ ------------------------ BEACHES HABITAT FOR HUMANITY BEACHES HABITAT 1671 FRANCIS AVE. 1671 FRANCIS AVENUE ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 241-1222 (904) 241-1222 --------------------- Structure Information 000 000 ---------------------- Construction Type . . . . . TYPE 5-A Occupancy Type . . . . . . RESIDENTIAL Flood Zone . . . . . . . . ZONE X ----------------------------------------------------------------- Permit . . . . . . PLUMBING PERMIT Additional desc . . Sub Contractor . . ADVANTAGE PLUMBING Permit Fee . . . . 125 . 00 Plan Check Fee . 00 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 1/06/13 ---------------------------------------------------------------------------- Special Notes and Comments 2010 FLORIDA BUILDING CODE, 2008 NATIONAL ELECTRIC CODE FOR AN APPROVED FINAL MECHANICAL A/C INSPECTION, A STICKER SHALL BE INSTALLED ON THE AHU TO VERIFY THAT DUCTS HAVE BEEN SEALED, A CERTIFICATION SHALL BE ON SIGHT FOR THE INSPECTOR STATING THAT THE A/C SYSTEM PASSED THE "AIR BLAST INSPECTION" FROM AND INDEPENDENT TESTING AGENCY. *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 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�1sewer cleanout must rbe� installed at the property line . PERMIT IS`AY'�Wb1�NRUAtA(WRI�AAtR'YFtN'CFti ��.`C Ti'RF *R3ANfRrhUCi-r'gRCI�'*A}l�'C�AND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH J ? 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 Page 2 -----Application Number . . . . . 12-00000669 Date 7/10/12 ------------------------------------------------ Special Notes and Comments metal lid. Cleanout to be set to grade and visible . Any utility cuts in the road must be repaired using COJ Standard Detail Case X and must be overlaid 10 feet in each direction from the center of the cut . Repair must be shown on the plans . Full right-of-way restoration, including sod, is required. Roll off container company must be on City approved list and container cannot be placed on City right-of-way. (Approved: Advanced Disposal, Realco, Shappelle ' s, Waste Management) 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. ---------------------------------------------------------------- Other Fees . . . . . . . . . STATE PLBG DCA SURCHARGE 2 . 00 STATE PLBG DBPR SURCHARGE 2 . 00 ---------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 125 . 00 125 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Other Fee Total 4 . 00 4 . 00 . 00 . 00 Grand Total 129 . 00 129 . 00 . 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: � y ��s S� PE f' RNIIT NEW OR REPLACEMENT INSTALLATION: Project Value$ TYPE OF FIXTURE QTY TYPE of FIXTURE OTY Bathtub 1 Septic Tank&Pit Clothes Washer t Shower Dishwasher Shower Pan Drinking Fountain Slop Sink Floor Drain Three Compartment Sink Floor Sink Toilet 2 Hose Bibs i— Urinal Kitchen Sink _L_ Vacuum Breakers Laundry Tray Water 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 **SJRWD 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 state or local law regulation construction or the performance of construction. Property Owners Name Phone Number y/ `J l 2 Plumbing Company c�c Office Phone �;�`-1%- y Fax y 7 Co. Address: :Sc u � t) '� City 1. State Zip License Holder(Print): ��- tate Certification/Registration# Notarized Signature of .."""''Phis t c ' e before t1....U• , .. s d of 20 EXPIRES: ' gFh February 14,204Bon �I Public -o T D-• 07 0 D"{ m CDS S <� w Z< -n=3 mim p � m O52m- < =o z nmoio z� - o F -i cn OW W � 'n N -1 m x O Ox CO . . . m C Ow ON N: ;oW Q CO (D O CLt m cn o M p � v' o Cf) m ' 00N p<� 7� NN� CD (D w o CO N W Z �� n Q O "�m» -1 O -n 3 t- � �m Z W O ccD N » N O '0 S O . • • N 7 y fD • to ; O x � D N m 00 OD 3 p!7 y j OO AOi y z � v 3 )CD wo o y -a r v w � c0003oa �+c� 07 rt-0 ce -m ,D N <D (D 0 r m v D`!omc � m cn m o �N OD m ! 41 m Z cn cw 00 CD m N O -n z a -v { 4A m c� o o o Z G p O A D �o xom CD v`,m o�'mM, < 000m> opzmzo (Q mmmcf)C— m �77mn--�z�;iiC' �b Co > fD — p tD ^v CD co o 3 Cn (n vii ch C- 0 v v1 rn °��oo O O l �wCY)CZ ro , U) cn i `G L2 vi t2 (D )mmm— fD Qp ti >>rn)<�'�Di Z y y p DmimSJDC� G7 CJI_ CL m MXM i � I I IN- CD = D O m m cn c D C7 Z z • O j I I I I o r m , J r CITY OF ATLANTIC BEACH 1� 800 SEMINOLE ROAD J ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5814 Application Number . . . . . 12-00001577 Date 10/26/12 Property Address . . . . . . 1342 VIOLET ST Application type description MECHANICAL HVAC ONLY Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 0 ------------------------------------------------------------ Application desc 1 cu 1 ahu ---------------------------------------------------------- Owner Contractor - ------------------------ ----------------------- BEACHES HABITAT FOR HUMANITY FLORIDA AIR SERVICE & ENG.LLC 1671 FRANCIS AVE. 150 ATLANTIC BEACH FL 32233 HIDDEN RD #308 (904) 241-1222 PONTE VEDRA FL 32081 (877) 735-2247 -------------------------------------------- ------------------------------- Permit MECHANICAL HVAC PERMIT Additional desc . . Permit Fee 95 . 00 Plan Check Fee . 00 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 4/24/13 ----------------------------- Other Fees . . STATE MECH DCA SURCHARGE 2 . 00 STATE MECH DBPR SURCHARGE 2 . 00 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due Permit Fee Total 95 . 00 95 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Other Fee Total 4 . 00 4 . 00 . 00 . 00 Grand Total 99 . 00 99 . 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(904) 247-5826 Fax (904) 247-5845 .TOB ADDRESS: f f///O C/` exp' PERMIT# PROJECT VALUE $ 3�i�J ARI# REQUIRED NEW AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity ( Tons Per Unit 2 ' S Heat: Unit Quantity BTU's Per Unit Seer Rating REQUIRED Duct Systems: Total CFM REPLACEMENT AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity Tons Per Unit Heat: Unit Quantity BTU's Per Unit Seer Rating REQUIRED Duct Systems: Total CFM FIRE 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) FIRE 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 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 state or local law regulation construction or the performance of construction. Property Owners Name Phone Number Mechanical Company Office Phone N46$t Fax fL34 W ►uo ' Cit o--Yt-do�M Statok— Zip 2�7J-� Co. Address: �.�� `/:' � 1 y� License Holder(Prim •• State Certification/Registration# Notarized Signature g ,9- se Ho r; ?. #EE 121278SVAftzand subscribed be m his )J--, day of 20/ %99`••.� �pQ` i,,�OUg��•...E nature of Notar ublic t�� O 8013 1 Certificate of Product Ratings AHRI Certified Reference Number: 3698629 Date: 10/26/2012 Product: Split System: Heat Pump with Remote Outdoor Unit-Air-Source Outdoor Unit Model Number: 25HBC330(A,W)**30 Indoor Unit Model Number: FX4DN(B,F)031 Manufacturer: CARRIER AIR CONDITIONING Trade/Brand name: BASE 13 PURON HP Manufacturer responsible for the rating of this system combination is CARRIER AIR CONDITIONING Rated as follows in accordance with AHRI Standard 210/240-2008 for Unitary Air-Conditioning and Air-Source Heat Pump Equipment and subject to verification of rating accuracy by AHRI-sponsored, independent,third party testing: Cooling Capacity(Btuh): 30000 EER Rating (Cooling): 11.50 SEER Rating (Cooling): 14.00 Heating Capacity(Btuh) @ 47 F: 29200 Region IV HSPF Rating (Heating): 7.80 Heating Capacity(Btuh) @ 17 F: 18300 Ratings followed by an asterisk(*)indicate a voluntary rerate of previously published data,unless accompanied with a WAS,which indicates an involuntary rerate. DISCLAIMER AHRI does not endorse the product(s)listed on this Certificate and makes no representations,warranties or guarantees as to,and assumes no responsibility for, the product(s)listed on this Certificate.AHRI expressly disclaims all liability for damages of any kind arising out of the use or performance of the product(s),or the unauthorized alteration of data listed on this Certificate.Certified ratings are valid only for models and configurations listed in the directory at www.aliridirectory.org. TERMS AND CONDITIONS This Certificate and its contents are proprietary products of AHRI.This Certificate shall only be used for individual,personal and confidential reference purposes. The contents of this Certificate may not,in whole or in part,be reproduced;copied;disseminated;entered into a computer database;or otherwise utilized,in any form or manner or by any means,except for the user's individual,personal and confidential reference. CERTIFICATE VERIFICATION The information forthe model cited on this certificate can be verified at www.ahridirectory.org, Air-Conditioning,Heating, click on"Verify Certificate"link and enter the AHRI Certified Reference Number and the date on an ' and Refrigeration Institute which the certificate was issued,which is listed above,and the Certificate No.,which is Ii '. sted below. ©2012 Air-Conditioning, Heating, and Refrigeration Institute CERTIFICATE NO.: 129957456826424555 PAW WOOD DESTROYING INSECT SERVICE REPORT ® BEACHES HABITAT 1342 VIOLET ST Service Date:02/20/2013 08:30:00 AM Jacksonville Beach ATLANTIC BEACH FL 32233 159 19th St N Visit our website at www.masseyservices.com Jacksonville Beach FL 32250 H:904-334-2278 _ Call us at:904-242-9002 Account#7511969 Work Order mount ax otal djustments mount Due i 16605869 ___.__ 0.00 0.00 6.00 0.00 0.00 TYPE OF SERVICE TREATMENT FOR "Protecting Health, Food and Property" Massey Is committed to the health and safety of our customers and Team Membersl <— S All materials selected for use on your property have been registered by the United ❑INITIAL TREATMENT UBTERRANEAN TERMITES States Environmental Protection Agency and have satisfied our own test evaluations. TREATMENT DRYWOOD TERMITES To further promote safety,please comply with all instructions and recommendations. ❑SUB TERMITE PRETREATMENT ❑ POWDERPOST BEETLES COMMENTS AND RECOMMENDATIONS ❑FUMIGATION ❑ WOOD BORERS ❑HEAT REMEDIATION ❑ FORMOSAN TERMITES ❑DIRECT WOOD TREATMENT ❑ D N ❑ 102-60//0 F DESC:RIffION OF WORK P RFOAMED kv Current Svc(s):Termite FUMIGATION WEATHER CONDITIONS MATERIALS USED TEMPERATURE Material Unit Target Site Material Unit Target Site Pest Pest WIND Fou HOURS EXPOSED TARP CONDITION SEAL ACTUAL CUBIC FEET DROP TARP ON: Date: Time: Termite Proactive Visit c INSPECTED BY: PCID# CUSTOMER SIGNATURE: DATE-2--2-0-1 or or Cr or Payment Coupon Balance As Of 2/18/2013.Payments Current ,30 days 60 days 90 days BEACHES HABITAT received after will reflect on next invoice $0.00 1$0 60 $0 00 $0.00 1671 FRANCIS AVE ATLANTIC BEACH FL 32233 Acct# Work Ordef Amount Due Total Due Amount Paid Check# []VISA ❑MASTERCARD ❑DISCOVER ❑AMEx 7511969 ,16605869 $0.00 Vo-bo CARD ACCOUNT#: WHEN PAYING BY MAIL portionPlease return this AMOUNT PAID: II IIIIIIIII IIII I III III Ma sey Services, Inc. to: EXPIRATION DATE: P.O. BOX 547668 SIGNATURE: Expect More . . . and Get It! Orlando, FL 32854-7668 a � 3 � • � c N o ro a Fl� )�OL 11� ^LL V/v d c 0 c m ul �+ ' • nX Q .� � O � C Vf^/ ► y u CC 4 U •. as a �, LL • 'Z3 m �„ z v a G P c C d a = Cl. v, ,� L o d v`_` t C i +� o co 0 ~ 0) v 3 ul (d O ' • 41i E o ( 0 a o h 7 4, LLI >, m O o �_ - 'y c Cl) ; co CL LL a co N _ y O UI fC (d CC 0 N 0 ,0 W(n •• •. i