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Permit 493 Main St (vault) PERMIT WORKSHEET Certificate of Occupancy Job Address: /---' C ., Type Work: Property Owner: 0 Se Phone # Contractor: Phone# .2�f_ 222-V Permit#: S, Z '76 531 -- (CDatelssued: Tree Permit# ,lA. Foundation Permit# Demolition Permit# 25 0 V BUILDING ELECTRIC #2-q(/!5Y MECHANICAL # PLUMBING ies: "t/� Tem .Power# �"( .o Footing JEA Release Date Slab Le 'd. Underslab II -US Tie Beam Temp Pole# Lintel JEA Release i ✓i Gas Piping Date p� Nailing/ Water/ Sheathing Sewer cC)-jz< -f Rough/ Framing Rough Rough Top out Insulation JEA Release Date �2 l3-0 Electric 2 .4.6 S Mechanical Plumbing Building / �2./3.Q (2•/3� D� Final Final Final Final JEA Release Date �Rll`� 1 a �4,k �Z•1�-o� Drainage Inspection: Pool Permit# Inspections: Steel Final Elec./Grounding Final Roofing Permit# Inspect: Nailing/Sheathing Final Fire Inspection: Failed Inspections: Date Paid: 7AFF C-041'PY s S rLl fJ� :�- ' CITY OF ATLANTIC BEACH f TREE REMOVAL APPLICATION r:: All applications must be submitted with seven (7) copies and received by 5:00 p.m.on the Friday ten (10)days prior to the scheduled meeting in order to be placed on the agenda. INCOMPLETE APPLICATIONS OR INACCURATELY MARKED SITES WILL NOT BE PROCESSED. Aja Applicants Name: /VVj&Z!S "t ID67'" RAS14RI&S Address: `3 JKQ,1, ) Telephone#: n E"?!(e-7 Address or Legal Description 13 rQ ST 4 jo 6T Lill E'.sT — LOT ,IST K.) Of Tree Removal Site '39/ IVA tAJ A AJ.0 G0 RA)1 0Z Lo T_ If legal description, list closest /� ( s p' Ct.o-1 Z AN'D 3s �j: OF Lo T 3, RvLo�C�2 S� �S F c7-4/7 f-] cross street Reason for Proposed N Go N '2�'��i o Al69-C1510E rVT I A L3 Tree Removal Has this site been to the Tree Board Before? (Circle) YES NO NOT SURE Please provide the following information: SITE PLAN/TREE SURVEY indicating: a. Existing and proposed structures. b. Location of utilities and easements as applicable. c. Location, species and size of all trees with Diameter at Breast Height(D.B.H.)of six inches or more. d. Location, species and size of all trees to be removed should be clearly marked with an"X". e. Location, species and size of all trees to be preserved on-site for replacement must be marked with brackets"[]". f. Location, species and size of any proposed new replacement trees marked with a circle"O". g. Location, species and size of all trees to be preserved on-site with barricading at tree drip line noted. ON-SITE REQUIREMENTS: a. Barricading at tree drip line of all trees to be preserved. b. Address/legal description must be posted in a conspicuous manner on site. c. The property corners must be marked by stakes or paint indicating the lot. d. All trees identified for removal MUST BE MARKED ON-SITE BY RED/ORANGE flagging, paint or tape. e. All trees to be preserved on-site for mitigation MUST be marked with BLUE/GREEN flagging, paint or tape. 800 Seminole Road-Atlantic Beach,FL 32233-5445 Phone:(904)247-5800-Fax:(904)247-5854-www.coab.us Page 1 of 4 Revised 11/04 y'A LIST TREES PROPOSED FOR REMOVAL: DIAMETER OF TREES APPLICANT'S OFFICE USE SPECIES INTERIOR ZONE** EXTERIOR ZONE** COMMENTS ONLY GCDA k- ,76 a !D. . YZJ A L/✓) n o.Z VA mAeGo 8y 3 s,�s NO ISA N aE CF.W f 1re ! N VIA S i V I DA K -7. RJB N s rorrt�- 3 6 L .00 CHOICES FOR REPLACEMENT: 1 j � �yg 23. 01 Choose one or a combination of the following to compensate for trees removed: 3�7 a. Plant new trees on sitt (. .3 Y �® b. Pay money into the Tree Fund at the current rate. J �. c. .Protect(save)other trees that qualify and mark trees to be protected on site. d. List in the columns below by diameter inches, for your choice of mitigation or replacement trees by inches. DIAMETER OF PLANT NEW PAY INTO TREE SPECIES TREE TREES FUND PROTECT 0 K 7— 1OT�C. /• 2 r I HEREBY AGREE TO COMPLY WITH ALL PROVISIONS OF CHAPTER 23, ARTICLE II, TREE PROTECTION, AND ALL OTHER APPLICABLE CODES AND ORDINANCES OF ATLANTIC BEACH, Applicant's Signatu Date / �-0 O wner's Signature Date Tree Conservation Board Chair Date (*) Diameter at Breast Height(D.B.H.), is measured at 4.5 feet above grade. To accurately determine diameter, measure the trunk circumference and divide by 3.14. Diameter of multi-trunked trees is determined by adding together the diameter of each trunk as measured immediately above the forks. ('*) Interior Zone: Outside the 20-foot front/rear setbacks and the 7.5 feet side setbacks(see diagram on following page). Exterior Zone: Within the 20-foot front/rear setbacks and the 7.5 feet side setbacks(see diagram on following page). 800 Seminole Road-Atlantic Beach,FL 32233-5445 Phone:(904)247-5800 • Fax:(904)247-5854•www.coab.us Page 2 of 4 Revised 11/04 6TH (50'R/W) STREET WEST g LOT I 1.50' 102.00'PLAT 101.94'COMPUTED1.70' FO ND 3/8-REBAR 13" PALM x X • 4.5 MA X 9y) 02 -OAK Y 8.00' 90' 45 �9• SIDE 7_"TBACK UNE TWIN CHERRY 9 �' 1.00' CREPE MYRTLE ———--74. DOA 00 ��// 1 1 OOD 1 5"PIN m FIN FL EL 11.8' O XCREPE MYRTLE L — 1, .5 � Y 8.5"OAK O P CORN UGHTENI G ° o hg7CEDAR 2 011.25-OAK h n --- I o� 7"TWI IDA 5.5-OA I — --- I 00 u, LOT 2 "0 °MD0N1 -- 11"PALM O CEDAR I 14.4 REL ( 11.75"OAk- ' O p —\ I \ 0 11.75"OA �.� -OAKAINTREE 0 J.5"O Ki L01 ^ 9.10'\21"TWIN�A \ 1 3AINTREE I I J AZALEA *MOVE N 4.5 �O i _ _—LOT-2 __ i 8. 0'x 9.50' �[� Cn — — —— — LOT 2 —I MEL SHEq� o .25'PALM — —— LOT 3— ——— — W CO %j 0.25 CEDAR ? {> 3"p �wx «w� 3" AR U v Qa] I ¢ n NM—I PAAe � w Q ITI O V1 ------- W Cq 6 ` N O C v `� LOT 3 N m 0� z, y o W OA { "CEDAR L L _ _ _ _ _ LE $•� ��y� SIDE 7.5' SETBACK LINE 90 •6.5"ORANGE 3�0' g� 6 . 5SrT 102.00'PLAT 101.82'COMPUTED SET x ——————————_LOT 3 —————————————————— LOT 4 LOT 4 T� MAMAST- 0' 0� BL 0 CK 1,25 y 5' 10' 20' 40' GRAPHIC SCALE SCALE 1"=20' ROSARIUS RESIDENCE LOT 2 AND 35 FEET OF LOT 3 BLOCK 125 SECTION"H"ATLANTIC BEACH,FL. �s 's CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD j T ATLANTIC BEACH, FLORIDA 32233 INSPECTION PRONE LINE 247-5826 t 2 Application Number . . . . . 05-00029654 Date 4/27/05 Property Address . . . . . . 493 MAIN ST Tenant nbr, name . . . . . . NEW SFR 1320RAD/2286SCHG Application description . . . SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 200000 Owner Contractor ------------------------ ------------------------ ROSARIUS, RANIER & DORIS THE DESIGN & BUILD GROUP, INC. 391 MAIN ST 394 9TH ST. ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 241-2228 ---------------------------------------------------------------------------- Permit . . . . . . ELECTRICAL PERMIT Additional desc . . Sub Contractor . . BARKOSKIE ELECTRICAL SERVICE, Permit Fee . . . . 105 . 00 Plan Check Fee . 00 Issue Date . . . . Valuation . . . . 0 Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 105 . 00 105 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Grand Total 105 . 00 105 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES � g A BUILDING OFFICIAL ftR-26-2005 09:58 FROM:BARKOSKIE ELECTRIC 904-249-8017 70:2475845 P.1 Q CITY OF ATLANTIC BE CH y �....:._ ELECTRICAL PERMIT APPL CATION Date: ' t7 S Property Addres : Owner: r"�1D�A-fr.t U STelephone#: Contractor � L O 1C (Z7..g—CTZ)C_ t NC . Telephone#. Contractor Address: 46 sb 0wA,A-d A .Fax#: 7,4"9' /7 In consideration of permit given for doing the work as described in the above stateme t,we hereby agree to perform said work in accordance with the attached plans and specifications which are a part hereof and in Locordance with the City of Atlantic Beach ordinance and standards of gnd practice listed therein. Bu B94ing Type: O Trailer er If other construction is New. titer Residence O Temp. N irease being done on this building 0 Commercial O Signs /Permit �t O Re-wire O Addition Sq.Ft. O Ri pair Conductor Size: AMPS: COPPER MALUIVIINLIM Switch or �(0 WAY Breaker A PH W 3 VOLT Existing Service RACE Size AMPS PH W VOLT WAY Feeders: NO. SIZE NO SIZE NO S Lighting Outlets 11 CONCEALED OPEN Res tacles CONCEALED OPEN Switches Incandescent Fluorescent & M.V. Fixed 0.100 Ater ,s tn?R BELL Avoliances TRANSFER. Air H.P.RATING H.P.RATING CEILING KW-HEAT Conditioning COMP.MOTOR OTHER MOTORS AMPS HEAT I V A" Motors 0-1 H.P. VOLTAGE PH NO. OVER t H.P. PHS v ov Transformers NO. KVA NO. KVA No.Neon_Transf. Ea. Sign Miscellaneous 800 Seminole Road•Atlantic Beach, Florida 32233-5445 Phone:(904)247-5800- Fax: (904)247-5845- http://www.ei atlantic-beach.1us PSC 2000 Series 2410 Log for Personal Printer/Fax/Copier/Scanner City of Atlantic Beach Bui 904-247-5845 Dec 14 2005 9:05AM Last Transaction Date TimeTwe Identification Duration Pages Result Dec 14 9:04AM Fax Sent 96654470 0:55 1 OK PSC 2000 Series 2410 Log for Personal Printer/Fax/Copier/Scanner City of Atlantic Beach Bui 904-247-5845 Dec 15 2005 2:31PM Last Transaction Date Time Twe Identification Duration Pages Result Dec 15 2:30PM Fax Sent 96657372 1:03 2 OK Graham Shirley From: Graham Shirley Sent: Wednesday, December 14, 2005 9:04 AM To: 'Schweizer, Carol M.' 493 Main St passed final inspection 12/13 permit#05 29654 faxed to Lauri at 665 4470. Thanks Shirley 3 ' , CITY OF ATLANTIC BEACH 1 800 SEMINOLE ROAD ATLANTIC BEACH, FLORIDA 32233 INSPECTION PHONE LINE 247-5826 Application Number . . . . . 05-00030188 Date 4/27/05 Property Address . . . . . . 493 MAIN ST Tenant nbr, name . . . . . . TEMP POLE Application description . . . ELECTRIC ONLY Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 0 Owner Contractor ------------------------ ------------------------ ROSARIUS BARKOSKIE ELECTRICAL SERVICE, INC. ATLANTIC BEACH FL 32233 48 S . PENMAN ROAD JAX BEACH FL 32250 (904) 246-4731 ---------------------------------------------------------- ------------------ Permit . . . . . . ELECTRICAL PERMIT Additional desc . . Permit Fee . . . . 70 . 00 Plan Check Fee . 00 Issue Date . . . . Valuation . . . . 0 Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 70 . 00 70 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Grand Total 70 . 00 70 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES.Aftf i BUILDING OFFICIAL APR-26-2005 10:11 FROM:BARKOSKIE ELECTRIC 904-249-8017 TO:2475845 P.1 CITY OF ATLANTIC BEAC..H ELECTRICAL PERMIT APPLI ATION Date: '1 ZG Z0.51- Property Address: f Owner: /\ �..S.�i�—/Gl s Telephone#: Contractor. — kyyetc Telephone#: ??�L'V7 Contractor Address: 7Idno� Fax#: Z4109/ 7 In consideration of pennit given for doing the work as described in the above statement we hereby agree to perform said work in accordance with the attached plans and specifications which are a part hereof and in w cordance with the City of Atlantic Beach ordinance and standards of good practice listed therein. Bu!¢ing: Bui ding Type: O Tpua Service If otter construction is Go'New Residence emp. O Nvy r being dons on this building O Old 0 Commercial O Signs O Incr case or ske,list the building O Re-wire o Addition Sq.Ft. 0 Rep tir Conductor Size: AMPS: COPPER ALLM 4UM Switch or RACE Breaker AMPS PH W VOLT WAY Existing Service RACE Size AMPS PH W VOLT WAY Feeders: NO. SIZE NO SIZE NO SIZ Lighting Outlets CONCEALED OPEN Receptacles CONCEALED OPEN n It AMP-It 111nnAWPA Switches Incandescent Fluorescent & M.V. Fixed o.IGO AMPS OVERBELL Apeliances, TRANSFER. Air H.P.RATING H.P.RATING CEILING KW-HEAT Conditioning COMP.MOTOR OTHER MOTORS AMPS HEAT Motors 0-1 H.P. VOLTAGE PH 90. OVER 1 H.P. PHS v Transformers NO. KVA NO. KVA No.Neon Transf. Ea. Si Miscellaneous -POLZAR AWM aL=E .Atlantic Beach,Florlds 32233-5445 Phone:(904)247-5800. Fax: (904)247-5845• http://www.cL& lantic-beach.}l.us p I LANrj ® 9 AIN ST 0 0188 AL E , TER Y L 246.5 95 DEC � R\4Q' � C k# 35 13TH ST, , FINAL ROOF ROMANO :NA 571.6142 PLEASE CALL 30 MIN NOTICE VING** ? L t (as 1 OF FYO-vC t44 E Z(s(c5_ ADDITIONS or CORRECTIONS )3 MAIN ST 05 29654t FINAL CO, DAVE } iN BUILD GROUPr294 2304 DO NOT JOB"DOaE DATE 110TH ST UNIT 44-H, 05 31771,FINAL ('2 ' -4 GOING OUT JOEY 219 8433* o, THIS JOB HAS NOT BEEN COMPLETED 010 Le_L(qAD The following additions or corrections shall be made before the job will be accepted 36 FIDDLERS LANE, 05-31768, ROUGH 1 B,)�OUG W/ DOUGS DRAINS & 7�'01k _ i�(_ec Z.tL_ �aZ� t c c E L L_# _ _c"� �V C 4,wi2-.. � V , (e( A*7 IV $x'.00 REINSPECT FEE it is unlawful for any Carpenter, Contractor, Builder or other persons, to cover or cause to be covered, any part of the work with flooring, lath, earth or other material, until the proper inspector has had ample time to approve the installation. After additions or corrections have been _ made, call 247-5826, Building Depart- PLUMBING ment for an inspection. Field Inspectors ELEC are in the office from 8:00 a.m.to 5:00 SLOG p.m. Monday through Friday. 12/8/2005 8:07 AM CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5826 Application Number . . . . . 05-00029654 Date 3/24/05 Property Address . . . . . . 493 MAIN ST Tenant nbr, name . . . . . . NEW SFR 1320RAD/2286SCHG Application description . . . SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 200000 Owner Contractor -------- ---- ----------- - ROSARIUS, IER & DORIS THE DESIGN & BUILD GROUP, INC. 391 MAIN ST 394 9TH ST. ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 241-2228 ------------------------------- --- ---------------- -------- --- ---- -- - ------ -- Permit . . . . . . BUILDING PERMIT Additional desc . . Permit Fee . . . . 760 . 00 Plan Check Fee 380 . 00 Issue Date . . . . Valuation . . . . 200000 Expiration Date . . 10/24/05 - ---------------------------------------------------------------------------- Other Fees . . . . . . . . . CITY RADON SURCHARGE . 33 CAPITAL IMPROVEMENT 325 . 00 ST CONSTRUCTION SURCHARGE 10 . 28 AB CONSTRUCTION SURCHARGE 1 . 14 STATE RADON SURCHARGE 6 .27 —►SEWER IMPACT FEES 1250 . 00 WATER IMPACT FEE 530 . 00 WATER CONNECT/METER ONLY 85 . 00 WATER CROSS CONNECTION 35 . 00 Fee summary Charged Paid Credited Due -------- --------- ---------- -------- -- ----- --- -- ----- - ---- Permit Fee Total 760 . 00 760 . 00 . 00 . 00 Plan Check Total 380 . 00 380 . 00 . 00 . 00 Other Fee Total 2243 . 02 2243 . 02 . 00 . 00 Grand Total 3383 . 02 3383 . 02 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. BUILDING OFFICIAL CITY OF ATLANTIC BEACH PERMIT CALCULATION SHEET Date: v2 O J Address yj�',� f¢/� �P' — /(JEc(J SfIZ. Heated Square Footage [ g of 0 @ $ /0 r per sq ft= $ (i9" ?JP0 Gara / Shed © (0 @$ j per sq ft= $ p CarportPorch @ $ 3 2- per sq ft = $ Deck 4-1"2- @$ ort 0 per sq ft = $ Patio @ $ per sq ft = $ TOTAL VALUATION: $ Total Valuation 1st $ Remaining Value $ . per thousand or portion thereof CONSTRUCTION TYPE: a TOTAL BUILDING FEE $ ZONING: (ktt•! + �/2 Filing Fee $ FLOOD ZONE: _ (d) Fireplaces @ $35.00 $ IMPERVIOUS SURFACE: 5 0 70 BUILDING PERMIT FEE $ WATER IMPACT FEE $ S3 0 SEWER IMPACT FEE WATER METER/TAP $ CAPITAL IMPROVEMENT$ 3 2 J SEWER TAP $ -- Q— C 0320) RADON HRS .0050 $ SECTION H PAVING (8S') $ CROSS CONNECTION $ 3 S ST(�28`) SURCHARGE $ OTHER $ GRAND TOTAL DUE: $ 1/13/03 WATER IMPACT FEE WORKSHEET ADDRESS: �r'S 3 I^914 (r,) S r. - /l9 F t,J S I2-- DRAINAGE FIXTURE UNIT FIXTURE TYPE VALUE AS LOAD FIXTURES UNITS Automatic clothes washers,commercial 3 Automatic clothes washers, residential 2 17' Bathroom group consisting of water closet, lavatory, Bidet, and bathtub or shower 6 �' 12- Bathtub ZBathtub(with or without overhead shower or whirlpool attachments) 2 Bidet 2 Combination sink and tray 2 Dental lavatory 1 Dishwashing machine,domestic 2 t' Drinking fountai cemaker /2 Floor drains 2 Hose bib 1 Z Z Kitchen sink, domestic 2 Kitchen sink, domestic with food waste grinder and/or dishwasher L 2 Z Laundry tray (1 or 2 compartments) 2 Lavatory 1 Shower compartment domestic 2 Sink 2 Urinal 4 Urinal, 1 gall on per flush or less 2 Wash sink circular or multiple)each set of faucets 2 Water closet,flushometer tank, public or private 4 Water closet,private installation 4 Water closet,public installation 6 TOTAL NUMBER OF UNITS= MULTIPLIED X 20 TOTAL$ ,3 U Schlueter, Jennifer From: Kaluzniak, Donna Sent: Wednesday, March 23, 2005 10:00 AM To: Schlueter, Jennifer Cc: Nodine, Phil; Carper, Rick Subject: 493 Main, PA#05-29654 Jenny, FYI I just approved this permit in the AS400 per Rick. In case you get a call. -Donna Donna Kaluzniak Utility Director 1200 Sandpiper Lane Atlantic Beach, FL 32233 PH: 904-247-5834 FAX 904-247-5843 dkaluzniak@coab.us t yV\ CITY OF ATLANTIC BEACH FEB 0 3 20h BUILDING PERMIT APPLICATION (New/Residential & Commercial) Date: .-.. Job Address: Owner's Name: pf- z*xJ S J ywl&r Address: 5172 /4„N/AZ Phone: C Legal Description: Block Number:12-S' Lot Number: Z Zon� is;ict: Contractor: AE,A 2kie //G1}6E // - State License Number: � JsD Address: �1� � ®��-`/�1 f �l Phone: City: /�'Z�.G'/1/` /� /mac State: Zip: ?2,i5 Fax: Describe proposed use and work to be done: S/ /� Present use of land or building(s): We- Valuation of proposed construction: 40 �8 , Is approval of Homeowner's Association or other private entity required?�If yes, please submit with this application. Will this project involve changes in elevation,site grade or any use of fill material or the removal of any trees? XNO. Applicant certifies that no change in site grade or fill material will be used on this project. ❑YES. See Step 2 below. Approval of the Public Works Department is required prior to issuance of a Building Permit. ❑NO. Applicant certifies that no trees will be removed for this project. YES. Removal of Trees will be required for this project. TREE REMOVAL PERMIT IS REQUIRED. Tree Removal Permits to be reviewed by the Tree Conservation Board,which meets two times each month. Procedure: In order to expedite issuance of permits, please follow all steps and provide all information as appropriate. Incomplete applications may result in delay in issuance of permit. STEP 1. Verify zoning designation and proper setbacks for the proposed construction. If you are unsure of this information, please contact the Planning and Zoning Department at 904-247-5826. In order to correctly verify zoning designation, please have Property Appraiser's Real Estate Number available. STEP 2. Contact the City of Atlantic Beach Department of Public Works to determine if a pre-construction or post-construction topographical survey or grading plan is required. (If not required, written verification must be provided with this application.) The Department of Public Works is located at: 1200 Sandpiper Lane,Atlantic Beach,FL 32233 Telephone:(904)247-5834 STEP 3. Submit Tree Removal Application if trees are to be removed or relocated. STEP 4. Please submit Building Permit Application, Energy Code Forms, Notice of Commencement, Owner/Contractor Affidavit if owner is contractor,and four(4)complete sets of construction plans to the Building Department,which is located at the Atlantic Beach City Hall,800 Seminole Road,Atlantic Beach,FL 32233 Telephone:(904)247-5826 800 Seminole Road -Atlantic Beach,Florida 32233-5445 Phone: (904)247-5800 - Fax: (904)247-5845 • http://www.ci.atlantic-beach.fl.us Page 2 Revised 1104 CITY OF ATLANTIC BEACH r s i1 PUBLIC WORKS DEPARTMENT r 1200 Sandpiper Lane r$= �' Atlantic Beach,Florida 32233 (904)247-5834 (904)247-5843 Fax www.coab.us PLAN REVIEW COMMENTS Permit Application # 05- Property 5J -Property Address: I\J Applicant: ��N �,<<-D Project: S��q2--- ❑ Your application is approved as noted by Final application approval must come' ` t Your permit application has been review �U and the following items need attention: 1 . 00 Plans and application say 391 Main Street off' _ �b Provide erosion and sediment control plans with detail's . _ x.00 Inlet protection required for curb inlet on Main Street and new catch basin to be installed at northwest corner of _ property. 4 . 00 A WT 6, Please submit these requiremer 0 Sandpiper I:ane, Atlantic Beach, FL 32233 in ( . If you have any questions,please call (904)247-. Review b k Carper, P.E., Public Works Director Date h/cy _T Signature Contractor Notified Date FQ--(-eVP4710-<_. CITY OF ATLANTIC BEACH Cc- BUILDING / ZONING DEPARTMENT Fo r 800 Seminole Road L. Higains !.7D o Atlantic Beach,Florida 32233 (904)247-5800 (904)247-5845 Fax www.coab.us PLAN REVIEW COMMENTS '° Permit Application # 2- Property Property Address: Applicant: ! fit G 0.3 6ut L-A C-,.. RLP - Project: This permit application has been: 2r Approved E:1 Reviewed and the following items need attention: Please re-submit your application w en these items have been completed. Reviewed By: Date: - rS ''�g� CITY OF ATLANTIC BEACH c SS BUILDING / ZONING DEPARTMENT 800 Seminole Road �o ins Atlantic Beach,Florida 32233 (904)247-5800 (904)247-5845 Fax www.coab.us PLAN REVIEW COMMENTS '' Permit Application # dS'Z� (415 Ll Property Address: L+ Applicant: �c5 t C— Project: l� �2 This permit application has been: EZI Approved F-� Reviewed and the following items need attention: Please re-submit you application when these items have been completed. Reviewed By: au— — Date: -?4-,05" CITY OF ATLANTIC BEACH PUBLIC UTILITIES DEPARTMENT r , s) 1200 Sandpiper Lane Atlantic Beach,Florida 32233 (904)247-5834 (904)247-5843 Fax FEB r; www.coab.us ` PLAN REVIEW COMMENTS Permit Application # Property Address: Applicant: I (C►�SJ� L D �2P Project: 2- l.Gt~��-a�' XYour application is approved as noted by the Public Works Department. Final application approval must come from the Building Department. ❑ Your permit application has been reviewed by the Public Utilities Department and the following items need attention: (AJAMEZ S F '12 l Tcl c lAe- a- Please submit these requirements to the Public Utilities Department, 1200 Sandpiper Lane, Atlantic Beach, FL 32233 in order that we can approve your application. If you have any questions,please call (904) 247-5834. Reviewed by Donna Kaluzniak, Public Utilities Director Date ap Signature 611 Contractor Notified Date U 05--r/'O' X '�L((-000 Map Output Page 1 of 1 JAXGIS Property information �. 611 532 �` I #F bat 4 509 534 543 45.90 45.E 45.90 540 45.86 X1'4 __ __ 5+03 532 541 5+42 � 54ro � 542 51.15 11,34 102 592 S ( € 45.#3 s5.�5 107 #5:43 0t 571 59�D 8 102 569 tort 490 391 25+0 550 _ 45_"39 4 _ 429 4 7 3 45A5 549 45A2 1 1017 410 381 50750 45A5 : 102 505 394 i rf J...__. _..1 ....._.._._. _ 102..... , 4S3 mo 371 490 A51 375 474 361 3 'i 431 355 $; 45+4 Copyrip ht JC)20M C Ky of Jmcl®envilk.PI 35t 374 a E# Name E2233 Total crew Plat "OP Legal Descriptions lood ndUse Zoning NT Value Book Panelone 17-2S-29E 170902 000 OSARIUS 107301 .35 56A3 EC H ATLANTIC BEACH of in NIER OTS 2,3,4 BLK 12 Iood Zone http://maps.coj.neVVvTBSITE/DuvalMAps/toolbar.asp 2/2/2005 in. Energy Code luformation: 1. Is the current energy code form completed properly and signed; / RESIDENTIAL CHECKLIST FOR ONE&TWO FAMILY DWELLINGS correct climate zone and correct jurisdiction? (FBC 13-600) Yes v No N/A 2. Does conditioned square feet area on plans match square feet NOTE: DRAWINGS REQUIRED TO BE DRAWN TO SCALE WITH SUFFICIENT CLARITY shown on energy forms? Yes✓No NIA AND DETAIL-(FBC 104.2.1) 3. Is the"R"value between common walls shown? Yes No N/A ^� [/ (FBC 13-602.1.ABC.1.1) PLANS EXAMINER: \ )O 0 E O 4 yn DATE' � ( 7 � � 4. Is the"R"value for added insulation on exterior walls shown? Yes V No NIA 5. Is the"R"value for ceilings shown? (FBC 13-604.I.ABC.1) Yea,/ No N/A 6, Is the"R"value for raised floors shown? (FBC 13-605) Y. ✓ No NIA✓ OWNER: / O�A Q 1 V S JOB ADDRESS: 4 q3 N A U-3 7. Are Energy Credits Claimed? Yes No N/A A. Attic Radiant Barrier Credit (FBC 13-607.1.A.4) Yes✓No NIA CONTRACTOR: Stba) Vte. Ao,*HONENUMBER: PW 2- Z 209 B. White Roof Credit (FBC 13-607.I.A.5) YesL/,No N/A C. Programmable Thermostat (FBC 13-600.2.A.3.5) Yes ,,//No N/A (CIRCLE) I. Survey: IV Foundation Plan 1. Is a specific purpose survey submitted? Yes✓ No NIA 1, Are all footings shown,including interior bearing walls, 2. Is correct Flood Zone shown? Yes V No N/A Column pads and concentrated loads? Yes✓No N/A 3. Are existing grade elevations shown for structures located 2. Are all locations of vertical reinforcement and anchor bolts shown? Yes✓ No N/A in an"A"or"V"zone? Yes No N/A 3, Are all elevation changes in slab shown? Yes No NAL/4. On lots in multiple flood zones,are flood zone lines indicated? Yes No N/A 4. Is minimum concrete PSI shown? Yes�No NIA 5. Is property in a flood way? Yes No N/A 5. Is slab reinforcement shown? Yes u�No N/A 6. Is flood way line shown? Yes No N/A A. Wire mesh size and gauge? Yes No NIA✓ B. Fibermesh reinforcement? Yes No N/A 6. Is vapor barrier,minimum 6 mil.shown? (FBC 1909.2) Yes No NIA R. Structure Code Compliance: 7. Is minimum slab on grade thickness shown?(FBC 1909.1) Yes No NIA 1. Are plans sealed by architect or engineer? Yes t/No NIA 8. Is type of soil treatment for termites shown?(FBC 1816) Yes,' No N/A A. Are structural calculations submitted? Yes t/No N/A 2, Is correct wind speed shown? (FBC Figure9. Do plans show concrete footings have a daysspecified compressive 1606) Yeah No N/A Strength of not less thea 2500 PSI at 28 days? (FBC 1804.5.1) Yes r�No N/A 3. Is exposure category shown? (FBC 1606.1.8) Yes r No N/A 4. Is Importance Factor shown FBC Table 1606? Yea o N/A !0. If pile foundation shown is Sealed Soils Report submitted? s Po Par ✓)'1 {FBC L805.1) Yes No N/F� 5. Are pressures for wind loading on components and cladding Shown per FBC 1606.2.5? Yes-"No NIA 6. Are pressures for wind loading on components and cladding ✓ V. Typical Wall Section: Shown per FBC 1606.2.5? Yea No N/A 1. Is finished grade shown? Yes V_1"2Jo N/A 7. Does structure meet requirements of FBC Table 500 for number of / 2. Is minimum floor elevation shown? Yes No N/A stories and allowable area? Yes•/ No NIA A. Minimum 8"above adjacent grade`?. Yes r/No N/A 8. Does structure meet Fire Resistance Ratings of FBC Table 600 / B. Flood protection elevation? Yes o N/A for structural elements? Yes✓/No N/A C. Base flood elevation? Yes f No N/A 9. Are plans designed per SSTD 10-99? Y,R�No N/A 3. Is minimum footin A. Are all appropriate charts and tables shown? Yes✓No NIA B de Pth beneath finished grade shown? Yes No N/A (FBC 1804.L3) B. Are all appropriate requirements circled or highlighted? Yes No N/A 4. Are all footing sizes shown? Yes✓No N/A 10. Are plans designed per"Guide to Concrete Masonry Residential 5. Are all horizontal reinforcements shown? Yes V",-No NIA Construction in High Wind Areas"? Yes No N/A v� 6. Is vertical reinforcement shown? Yes Y No N/A A. Are all appropriate charts and tables shown? Yes No N/A✓ 7. Masonry construction B. Are all appropriate requirements circled or highlighted? Yes No NIA r/ A. Is exterior wall finish shown? Yes No NIA✓ II. Are plans designed per"WPPC Guide to Wood Construction in B. Is interior forting shown? Yes No N/A--�' High Wind Areas? Yes No NIA✓ C. Is exterior wall insulation shown? Yes No NIA✓/ A. Are all appropriate charts and tables shown? Yes No N/A✓' D. Is exterior wall finish shown? Yes No NIA B. Are all appropriate requirements circled or highlighted? Yes No NIA 8. Wood Frame Construction 12. Are plans designed per"AF&PA Wood Frame Construction A. Is stud size,spacing,grade and lumber species shown? Yes No N/A Manual for Om and Two-Family Dwellings,High Wind Edition"? Yes No NIA✓ B. Is exterior sheathing(type and thickness)shown? Yes ✓No N/A A. Are all appropriate charts and tables shown? Yes No NIA C. Are nailing requirements(size and spacing)shown? Yes„/No N/A B. Are all appropriate requirements circled or highlighted? Yes No N/A (FBC Table 2306.1) D. Is exterior wall finish shown? Yes 4"No N/A 15. Does bedroom open directly into garage? Yes✓No N/A E. Is interior wall finish shown? Yes✓ No N/A 16. Does the number of bedrooms shown on plans match the number F. Is minimum clearance between wood siding and finished of bedrooms shown on the application? Yes✓No N/A grade shown? (FBC 2304.2.5) Yeses No N/A G. Are shear wall segments shown? Yes/ No N/A 17. Is Designer's name and address shown on plans? Yes✓ No N/A A. Type of hold-downs shown? Yes✓No N/A 18. Do egress doors and landings comply with FBC 1012.1.3 9. Are ceiling heights shown? (FBC 1202.2) Yes No N/A and FBC 1012.1.5? Yes exNoN/A 10. Are all hurricane anchorage and hold-downs specified and labeled? Yes M/No N/A 19. Are habitable rooms shown with the minimum light and ventilation 11. Is ceiling type shown,drywall thickness? Yes;/No N/A requirements of FBC 1203.1? Yes No NIA 12. Roof Framing 20. Are garage doors,windows and other openings shown as meeting A. Are engineered trusses shown? Yes✓No N/A wind load requirements for components and cladding per FBC 1606? Yes./No /A B. Are conventional frame rafters used? Yes No N/A Wo' 21. Does floor plan show fireplace? Yes No N/A 1. Rafter size shown? Yes No N/A r 22. Are stair details shown? Yes✓No N/A 2. Species of lumber shown? Yes No N/A✓ A. Is minimum stair width shown? (FBC Table 1004) Yes,�"No N/A 3. Grade of lumber shown? Yes No N/A✓ B. Are tread and riser sizes shown? (FBC 1007.3) Yes✓No NIA C. Type of roof sheeting shown? Yes✓ No N/A C. Do spiral stairways comply with FBC 1007.8.2? Yes No NIA✓ I. Thickness of roof sheeting shown? Yes✓No N/A D. Are required landing shown? (FBC 1007.4)? Yes No N/Ao/ 2. Grade of roof sheeting shown? Yes✓No NIA E. Is required headroom clearance shown? (FBC 1007.4) Yes✓No N/A 3. Nailing pattern of roof sbeeting shown? Yes✓No N/A 23. If floor plan shows mixed construction,are mixed (FBC Table 2306.1) Construction details shown? (May require engineering.) Yes ,No NIA✓ D. Weight of Dry-In felt shown? Yes✓No N/A 24. If required,are tenant separations shown? Yes No N/A V" E. Type of roof cover shown? Yes" No NIA A. Duplex (FBC Table 704.t) 1. Attachment asphalt/fiberglasa shingles shown? ." B. Townhouse (FBC 704.4) (FBC 1507.3.7) Yes' No NIA 25. Are all columns and beams shown for porches and lanais? Yes/ No N/A 2. Attachment of the roof shown? Yes No NIA A. Are column type,size and anchorage shown? Yes✓ No N/A (FBC 1507.3.7) B. Are beam type,size,span and anchorage shown? Yes✓ No N/A 3. Other roof covering and attachments shown? Yes No N/A✓ 26. Are all lintel and beam details shown? Yes✓No N/A F. Length of roof overhang shown? Yes✓No N/A 27. Are engineering details provided for butt glass? Yes No N/A G. Type of soffit and fascia shown? Yes r/ No N/A H. Attic ventilation shown? Yes No N/A 1. Location,type and thickness of flashing shown? VII. Truss/Rafter Plan. (FBC 1503.2.1 and FBC 1507.3.9) Yes✓No N/A 1. Are engineered truss plans provided showing loads,uplifts and J. Type and Ranee of eave metal shown? Yes No NIA required connections? Yes✓ o N/A 2. Are all headers,beams,girders and interior bearing walls shown? Yes✓No N/A 3. Framed roof. V1 Floor Plan. A. Is rafter plan shown,including size,spacing species, 1. Does square footage on plan match square footage show on grade of lumber,span and cognectious? Yes No N/A✓ application? Yes�jN0 N/A B. Is ceiling joist plan shown,including size,spacing, 2. Are all room dimensions shown? Yes No N/A species,grade of lumber,span and-connections? Yes No NIA-V'3. Are all door and window sizes shown? Yell;/No N/A C. Are collar ties shown,including size,spacing,species, 4. Are all emergency egress openings shown? Yeas' No NIA grade of lumber and connections? Yes No N/A,'� 5. Is required tempered glass shown at all hazardous locations? D. Is ridge beam shown,including size,species and grade (FBC 2405.2) Yes No NIA✓/ of lumber? Yes No NIA 6. Are all vertical reinforcements shown? Yes,,/No NIA 4. Is roof sheeting indicated,showing type,thickness and nailing 7. Are all shear wall segments shown? Yes r/No N/A pattern? Yes✓No N/A 8. Are all hold-downs and hurricane anchorages shown? Yes V, No N/A 9. Is required attic access shown? Yes V No N/A 10. Are all plumbing fixtures shown? Yes t/,No N/A VM. Floor Framing. 11. Are all electrical fixtures shown? Yes No N/A 1. Is engineered floor buss plan provided,showing loads, 12. Are all mechanical fixtures shown? Yes t�No N/A uplifts and connections? Yes-/No N/A A. Is air handler and condensor location shown? Yes No N/A 2. Is joist plan provided,showing size,spacing,span,species, B. Are exhaust fans shown? Yes t/No N/A grade of lumber and connections? Yes✓ No NIA 13. Are all smoke detectors shown? (FBC 905.2) Yes VN. N/A 3. Is floor sheeting indicated,showing type,thickness and / 14. Does one(1)bathroom on the first habitable floor level nailing pattern? Yes No N/A Have a 29"net clear door opening and handicap accessible / route? (FBC I1-11) Yes✓No N/A CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD j s b ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5826 rf J,'il> Application Number . . . . . 05-00029654 Date 4/22/05 Property Address . . . . . . 493 MAIN--ST Tenant nbr, name . . . . . . NEW SFR 1320RAD/2286SCHG Application description . . . SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 200000 Owner Contractor ------------------------ ------------------------ ROSARIUS, RANIER & DORIS THE DESIGN & BUILD GROUP, INC. 391 MAIN ST 394 9TH ST. ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 241-2228 ---------------------------------------------------------------------------- Permit . . . . . . PLUMBING PERMIT Additional desc . . Sub Contractor . . J & L SERVICES OF NORTHEAST FL Permit Fee . . . . 154 . 00 Plan Check Fee . 00 Issue Date . . . . Valuation . . . . 0 Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 154 . 00 154 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Grand Total 154 . 00 154 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. BUILDING OFFICIAL r S � CITY OF ATLANTIC BEACH Y PLUMBING PERMIT APPLICATION Date: Property Address: ��'� ► tet'`! � �I�' Owner: Telephone#: r l� Contractor: I � �� Telephone#: q2, 7 N Contractor Address: 1 � j C A ( - 1 Fax#: s In consideration of permit given for doing the work as described in the above statement,we hereby agree to perform said work in accordance with the attached plans and specifications which are a part hereof and in accordance with the City of Atlantic Beach ordinance and standards of good practice listed therein. Installation of plumbing and fixtures must be in accordance with the most recent edition of the Southern Standard Plumbing Code. Plumbing Type: If other construction is being done on this building or site, New list the build' rmittnnumber: ❑ Re-Pipe Number of Fixtures: Bath Tubs Showers LO Closets _ Shower Pans �aq _ Dishwashers Sinks Disposals Urinals Floor Drains Washing Machine { + Lavatory _ Water 1 Sewer Water Heaters Other Fees Permit Issuing Fee: $35.00 Total Fixtures: _ X$7.00 + $35.00 = 800 Seminole Road -Atlantic Beach, Florida 32233-5445 Phone: (904) 247-5800 - Fax: (904) 247-5845- http:I/www.ci.atlantic-beach.fl.us Revised 1/04 CITY OF ATLANTIC BEACH a 800 SEMINOLE ROAD " =M ATLANTIC BEACH,FL 32233 "._ INSPECTION PHONE LINE 247-5826 Application Number . . . . . 05-00029654 Date 7/29/05 Property Address . . . . . . 493 MAIN ST Tenant nbr, name . . . . . . NEW SFR 1320RAD/2286SCHG Application description . . . SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 200000 Owner Contractor ------------------------ ------------------------ ROSARIUS, RANIER & DORIS THE DESIGN & BUILD GROUP, INC. 391 MAIN ST 394 9TH ST. ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 241-2228 ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL PERMIT Additional desc . . Sub Contractor . . ARCTIC AIR OF NE FL Permit Fee . . . . 115 . 00 Plan Check Fee . 00 Issue Date . . . . Valuation . . . . 0 Expiration Date 10/29/05 Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 115 . 00 115 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Grand Total 115 . 00 115 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. c I&k BUILDING OFFICIAL City of Atlantic Beach Bu 904-247-5845 P• 1 CITY OF ATLANTIC BEACH MECHANICAL PERMIT APPLICATION Date: 1-09—Os Property Address: ync�tlu Owner: Telephone#' Contractor: cc.�ic :r d -A). - Telephone#: 9Li — 171(o Contractor Address: -� e-901- S^O49 b Fax#: y -y3 Contractor Signature: in consideration of permit given for doing the work as described in the above statement,we hereby agree to perform said work in accordance with the attached plans and specifications which are a part hereof and in accordance with Uu'City of Atlantic Beach ordinances and standards of oat practice listed therein. Type of Heati Fuel: If other construction is being done on this building or site,list the building permit number: Electric ❑ Gas: LP Natural Central Utility ❑ Oil r l0 ❑ Other--Specify MECHANICAL EQUIPMENT TO BE INSTALLED NATURE OF WORK ❑ Heat _Space Recessed 111�ntral i Floor t?Y Residential ❑ Air Conditioning: T Room 2fentrai ❑ Duct System: Material Thickness ❑ Commercial Maximum capacity 10l'1© cSat ❑ Refrigeration Maximum New Building ❑ Cooling Tower.Capacity Spm ❑ Existing Building ❑ Fire Sprinklers:Number of Heads C] Elevator: __ Manlift Escalator (Number) ❑ Replacement of Existing System ❑ Gasoline Pumps (Number) ❑ Tanks (Number) New Installation C) LPG Containers (Number) (Ido system previously installed) ❑ Unfired Pressure Vessel Cl Extension or Add-on w Existing System ❑ Boilers Q Gas Piping a Other-Specify O Other-Specify LIST ALL E UIPMENT AIR CONDITIONING,REFRIGERATION EQUIPMENT&CONDENSOR'S Approviag Number Units Description Model# Manufacturer Ton's t Agency �d L-- HEATING-FURNACES,BOILERS,FIREPLACES&AIR HANDLER'S Approving Number Units Description Model# Manufacturer BTU's Aguncy r r4 0 t) TANKS Nominal Capacity Type Liquid Serial Approving How Many Dimensions Contained Manufacturer No. Agency 800 Seminole Road•Atlantic Beach,Florida 32233-5445 Phone:(904)247-5800• Fax: (904)247-5843• httn://www.ci.sitiantic-bencii.fl.us Revised 1/04 . �-L�j j• CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD J ATLANTIC BEACH,FLORIDA 32233-5445 TELEPHONE:(904)247-5800 FAX: (904)247-5805 SUNCOM:852-5800 http://ci.atlantic-beach.fl.us Date: 1ol- z w 3�,r ��.3 ;"5q- 7,3(-)Z7' Dear Property Owner: ---- The costs to connect your building to th City sewer and/or water system re as follows: 3�4„ 1„ Sewer Tap—Labor and materials to tap into sewer main $ Water Tap—Labor and materials to tap into water main $ 525.00 560.00 Water Meter—Cost of Meter $ Cross Connection Inspection—Inspection by Public Works to ensure backflow prevention $ 35.00 35.00 Sewer Impact Fees—Funds future expansion of the sewer plant $ Water Impact Fee—Funds future expansion of the water plants $ Capital Improvement—Funds for improvements, Expansion or replacement to water system $ 325.00 550.00 TOTAL COSTS $ 885.00 1145.00 If you have any questions concerning these charges, please call the building department at 247-5826. Sincerely, Don C. Ford Building Oficial You must supply your own backflow preventer. Duval County Property Appraiser-Parcel Information Page 1 of 2 PARCIE'll INFORMATION Owner's Name: ROSARIUS , RANIER Real Estate Number: 170902 0000 Property Address: 391 MAIN ST Mailing Address:391 MAIN ST City: ATLANTIC BEACH ATLANTIC BEACH , FL Zip: 32233 Zip: Unit Number: 32233-2529 2005 Exempt Value: $25,000.00 PARCEL DESCRIPTION Pro erty Use:0100 SINGLE FAMILY Iffrinsaction Date: 1/18/1984 Transaction price displayed is based on Legal Description: 17-2S-29E SEC H the actual amount of ATLANTIC BEACH LOTS 2,3,4 BLK 125 - DORIS Transaction Price: $3,000.00 documentary stamps 0/R BK 5331-1087 paid at the time of recording. The current rate is 70 cents per $100. Neighborhood: 003119 ATLANTIC BEACH SEC H Section/Township/Ran e: 17-2S-29E No. Buildings: 1 Official Record Book and Page: 05749- Heated Area: 1120 2090 IMap Panel: 556A3 ==fixterior Wali: TILE/WD STUCCO VALUES AND TAXES FROM 2004 CERTIFIED TAX ROLL Land Value: $64,080.00 Taxing Authority: USD3 Class Value: $0.00 County Tax: $247.26 Improvements: $43,221.00 School Tax: $312.77 Market Value: $107,301.00 District Tax: $117.48 Assessed Value: $63,651.00 Other Tax: $19.35 Exempt Value: $25,000.00 Voted Tax: $18.28 Taxable Value: $38,651.00 Sr. Exempt: $0.00 Sr. Taxable: $0.00 Total Tax: $715.14 http://apps2.coj.net/pao/printver.asp?ReNum=170902+0000 2/2/2005 Map Output Page 1 of 1 JAXGIS Property Information _ 311 632 +1565 . 5.' a 6 630 # 631 618 6 64345.'90 415.66 -45.90 604 45.96 6444 601 632 603 641 602 �, 602 Jr 9r9.To _ 1Q2 $ 102 591 $592 a S,g 102 s 946.33 45M 102 a5.35 __tea 102 W2 T71-Y � 571 � 580 No 494 550 1 11 14r2 391 250 102 424 415A5 509 415A2 1C1Cr! 102 _ � 4414 8 � 381 507 45A5 102 $ 50 505 39+t! 1Q2 10 453 380 371 484 _ 4451 376 is 474 361 4431 356 8 464 t� Copryrip hi JC)20M ily of Jsci®crnville.FI 331 .. 374 Q E N ame ddress Total Value cors Plat Book Panel egal Descriptions food andUse Zoning NT 91 17-2S-29E 170902 000 NIER S AIN ST 107301 .35 56A3 EC H ATLANTIC BEACH of in NIER OTS 2,3,4 BLK 12 food Zone 2233 http://maps.coj.net/WEBSITE/DuvalMAps/toolbar.asp 2/2/2005 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE Y FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: ROSARIOUS RESIDENCE Builder: B LOVE Address: '-1.613 3W MAIN STREET Permitting Office: ATL BCH City, State: ATLANTIC BCH, FL Permit Number: Owner: ROSARIOUS Jurisdiction Number: Climate Zone: North I 1. New construction or existing New 12. Cooling systems 2. Single family or multi-family Single family a. Central Unit Cap:60.0 kBtu/hr 3. Number of units,if multi-family 1 SEER: 12.00 4. Number of Bedrooms 3 _- b.N/A - 5. Is this a worst case? No 6. Conditioned floor area(112) 1980112 a N/A - 7. Glass area&type Single Pane Double Pane a. Clear glass,default U-factor 0.0 ft2 0,0 ft2 _ 13. Heating systems b. Default tint 0.0 ft2 0.0 ft2 - a. Electric Heat Pump Cap:60.0 kBtu hr i c. Labeled U or SHGC 0.0 ft2 616.2 112 HSPF:7.50 8. Floor types b.N/A _ a. Slab-On-Grade Edge Insulation R-0.0, 178.0(p)ft b.N/A _ c. N/A c. N/A 9. Wall types _ 14. Hot water systems a. Frame,Wood,Exterior R=11.0,3090.0 112 _ I a. Electric Resistance Cap:50.0 gallons b. Frame,Wood,Adjacent R=11.0, 164.0 ft2 EF:0.90 c. N/A b. N/A - d.N/A - - e. N/A c. Conservation credits 10. Ceiling types - (HR-Heat recovery,Solar a. Under Attic R=30.0, 1320.0 ft2 DHP-Dedicated beat pump) b.N/A ___ 15. HVAC credits c. N/A (CF-Ceiling fan,CV-Cross ventilation, I I. Ducts HF-Whole house fan, a. Sup:Unc. Ret:Una AH:Interior Sup.R=6.0, 135.0 ft PT-Programmable Thermostat, b.N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.31 Total as-built points: 31765 PASS n c c Total base points: 32921 I" t1�7�7 - ------- ----_------- --- - r y 0�'fIIE S74)-, 11 I hereby certify that the plans and specifications covered Review of the plans and by this calculation are in comk'ance wi h the Florida specifications covered b thisEnergy ode. L � calculation indicates compliance NNER with the Florida Energy Code. °�, Before construction is completed DATE: �� -' this building will be inspected for , I hereby certify that this building, as designed, is in compliance with Section 553.908 compliance with the Florida Energy Code. Florida Statutes. OLD) 1 OWNERIAGENT: BUILDING OFFICIAL: i DATE: DATE: ;i. - c✓- o EnergyGaugee(Version: FLRCPB v3.30) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details FADDRESS:-*'M MAIN STREET, ATLANTIC BCH, FL, PERMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 1980.0 20.04 7142.3 Double,U=0.50,CIear S 1.3 9.5 56.0 37.61 0.97 2049.7 Double,U=0.50,Clear S 1.3 5.0 66.6 37.61 0.85 2117.9 Double,U=0.50,Clear S 1.3 13.0 49.9 37.61 0.99 1861.5 Double,U=0.50,Clear S 1.3 4.0 36.7 37.61 0.78 1080.7 Double,U=0.50,Clear N 1.3 6.0 49.9 21.12 0.95 1006.5 Double,U=0.50,Clear N 1.3 3.0 7.0 21.12 0.86 126.7 Double,U=0.50,Clear N 1.3 3.0 12.0 21.12 0.86 217.2 Double,U=0.50,Clear N 1.3 2.0 9.0 21.12 0.78 148.9 Double,U=0.50,Clear W 1.3 6.0 30.0 40.31 0.94 1133.3 Double,U=0.50,Clear W 1.3 14.0 20.0 40.31 1.00 802.6 Double,U=0.50,Clea r W 1.3 6.0 8.7 40.31 0.94 327.1 Double,U=0.50,Clear W 1.3 4.0 8.0 40.31 0.85 274.1 Double,U=0.50,Clear W 1.3 3.0 7.0 40.31 0.78 218.7 Double,U=0.50,Clear W 6.0 6.0 33.3 40.31 0.53 711.9 Double,U=0.50,Clear W 6.0 6.7 40.0 40.31 0.55 893.9 Double,U=0.50,Clear W 1.3 6.0 16.6 40.31 0.94 629.0 Double,U=0.50,C(ear E 1.3 13.0 49.9 43.80 0.99 2176.1 Double,U=0.50,Clear E 1.3 6.0 49.9 43.80 0.94 2049.1 Double,U=0.50,Clear E 1.3 4.0 12.2 43.80 0.85 457.4 Double,U=0.50,Clear E 1.3 6.7 20.0 43.80 0.95 834.1 Double,U=0.50,Clear E 1.3 13.0 16.6 43.80 0.99 725.4 Double,U=0.50,Clear E 1.3 6.0 16.6 43.80 0.94 683.0 As-Built Total: 616.2 20624.9 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 164.0 0.70 114.8 Frame,Wood,Exterior 11.0 3090.0 1.70 5253.0 Exterior 3090.0 1.70 5253.0 Frame,Wood,Adjacent 11.0 164.0 0.70 114.8 Base Total: 3264.0 6367.8 As-Built Total: 3264.0 6367.8 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 0.0 0.00 0.0 Exterior Insulated 20.0 4.10 82.0 Exterior 20.0 6.10 122.0 Base Total: 20.0 122.0 1 As-Built Total: 20.0 82.0 EnergyGaugeS DCA Form 60OA-2001 EnergyGaugeOlFlaRES'2001 FLRCPB x(3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details L+q3 ADDRESS:2W MAIN STREET, ATLANTIC BCH, FL, PERMIT#: BASE AS-BUILT CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1320.0 1.73 2283.6 Under Attic 30.0 1320.0 1.73 X 1.00 2283.6 Base Total: 1320.0 2283.6 As-Built Total: 1320.0 2283.6 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 178.0(p) -37.0 -6586.0 Slab-On-Grade Edge Insulation 0.0 178.0(p -41.20 -7333.6 Raised 0.0 0.00 0.0 Base Total: -6686.0 As-Built Total: 178.0 -7333.6 INFILTRATION Area X BSPM = Points Area X SPM = Points 1980.0 10.21 20215.8 1980.0 10.21 20215.8 Summer Base Points: 28545.5 Summer As-Built Points: 41140.5 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 41140.5 1.000 (1.090 x 1.147 x 0.91) 0.284 0.950 12646.8 28545.5 0.4266 12177.5 41140.5 1.00 1.138 0.284 0.950 12646.8 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCPB Q.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 391 MAIN STREET, ATLANTIC BCH, FL, PERMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 1980.0 12.74 4640.6 Double,U=0.50,CIear S 1.3 9.5 56.0 2.92 1.00 164.2 Double,U=0.50,Clear S 1.3 5.0 66.6 2.92 1.13 219.7 Double,U=0.50,Clear S 1.3 13.0 49.9 2.92 0.99 145.0 Double,U=0.50,Clear S 1.3 4.0 36.7 2.92 1.24 133.1 Double,U=0.50,Clear N 1.3 6.0 49.9 13.97 1.00 698.7 Double,U=0.50,Clear N 1.3 3.0 7.0 13.97 1.01 98.5 Double,U=0.50,Clear N 1.3 3.0 12.0 13.97 1.01 168.8 Double,U=0.50,Clear N 1.3 2.0 9.0 13.97 1.01 127.3 Double,U=0.50,Clear W 1.3 6.0 30.0 10.15 1.02 309.7 Double,U=0.50,Clear W 1.3 14.0 20.0 10.15 1.00 203.3 Double,U=0.50,Clear W 1.3 6.0 8.7 10.15 1.02 89.4 Double,U=0.50,Clear W 1.3 4.0 8.0 10.15 1.04 84.7 Double,U=0.50,Clear W 1.3 3.0 7.0 10.15 1.07 75.9 Double,U=0.50,Clear W 6.0 6.0 33.3 10.15 1.17 394.5 Double,U=0.50,Clear W 6.0 6.7 40.0 10.15 1.16 469.4 Double,U=0.50,Clear W 1.3 6.0 16.6 10.15 1.02 171.9 Double,U=0.50,Clear E 1.3 13.0 49.9 8.35 1.01 419.8 Double,U=0.50,Clear E 1.3 6.0 49.9 8.35 1.03 428.5 Double,U=0.50,Clear E 1.3 4.0 12.2 8.35 1.06 108.0 Double,U=0.50,Clear E 1.3 6.7 20.0 8.35 1.02 170.7 Double,U=0.50,Clear E 1.3 13.0 16.6 8.35 1.01 139.9 Double,U=0.50,Clear E 1.3 6.0 16.6 8.35 1.03 142.8 As-Built Total: 616.2 4963.9 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 164.0 3.60 590.4 Frame,Wood,Exterior 11.0 3090.0 3.70 11433.0 Exterior 3090.0 3.70 11433.0 Frame,Wood,Adjacent 11.0 164.0 3.60 590.4 Base Total: 3264.0 12023.4 As-Built Total: 3264.0 12023.4 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 0.0 0.00 0.0 Exterior Insulated 20.0 8.40 168.0 Exterior 20.0 12.30 246.0 Base Total: 20.0 246.0 1As-Built Total: 20.0 168.0 EnergyGauge®DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 391 MAIN STREET, ATLANTIC BCH, FL, PERMIT#: BASE AS-BUILT CEILING TYPESArea X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1320.0 2.05 2706.0 Under Attic 30.0 1320.0 2.05 X 1.00 2706.0 Base Total: 1320.0 2706.0 As-Built Total: 1320.0 2706.0 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 178.0(p) 8.9 1584.2 Slab-On-Grade Edge Insulation 0.0 178.0(p 18.80 3346.4 Raised 0.0 0.00 0.0 Baso Total: 1684.2 As-Built Total: 178.0 3346.4 INFILTRATION Area X BWPM = Points Area X WPM = Points 1980.0 -0.59 -1168.2 1980.0 -0.59 -1168.2 Winter Base Points: 19931.9 Winter As-Built Points: 22039.5 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 22039.5 1.000 (1.069 x 1.169 x 0.93) 0.455 0.950 11063.5 19931.9 0.6274 12505.3 22039.5 1.00 1.162 0.455 0.950 11063.5 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: 391 MAIN STREET, ATLANTIC BCH, FL, PERMIT#: BASE AS-BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2746.00 8238.0 50.0 0.90 3 1.00 2684.98 1.00 8054.9 As-Built Total: 8064.9 CODE COMPLIANCE STATUS BASE AS-BUILT Cooling + Heating + Hot Water = Total Cooling + Heating + Hot Water = Total Points Points Points Points Points Points Points Points 12177 12505 8238 32921 12647 11064 8055 31765 PASS w�yo�,VKE srgrAo� 0 WIZ EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 W Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: 391 MAIN STREET, ATLANTIC BCH, FL, PERMIT#: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows&Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft.window area;.5 cfm/sq.ft.door area. Exterior&Adjacent Walls 606.1.ABC.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 installed that extends from and is sealed to the foundation to the top plate, Floors 606.1.ABC.1.2.2 Penetrations/openings>1/8"sealed unless backed by truss or joint members. EXCEPTION:Frame floors where a continuous infiltration barrier is installed that is sealed to theeri_meter,penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls&ceilings;penetrations of ceiling plane of 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 a, t penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.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 rated with<2.0 cfm from conditioned space tested. Multi-story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between_floors. _ Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors,dampers;combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded by all residences. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12.Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools&Spas 612.1 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 /i efficiencyof 78%. lJ� Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts,fittings,mechanical equipment and plenum chambers shall be mechanically attached,sealed,insulated,and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics:R-6 min.insulation. HVAC Controls 607.1 _ Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1,602.1 Ceilings-Min. R-19.Common walls-Frame R-11 or CBS R-3 both sides. Common ceiling&floors R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL EPL DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 82.6 The higher the score,the more efficient the home. ROSARIOUS, 391 MAIN STREET, ATLANTIC BCH, FL, 1. New construction or existing New 12. Cooling systems 2. Single family or multi-family Single family a. Central Unit Cap:60.0 kBtu/hr _ 3. Number of units,if multi-family 1 SEER: 12.00 4. Number of Bedrooms 3 __ b. N/A 5. Is this a worst case? No 6. Conditioned floor area(ft2) 1980 ft2 c. N/A 7. Glass area&type Single Pane Double Pane a. Clear-single pane 0.0 ft2 0.0 ft2 _ 13. Heating systems b. Clear-double pane 0.0 112 0.0 f12 _ a. Electric Heat Pump Cap:60.0 kBtu/hr _ c. Tint/other SHGC-single pane 0.0 ft2 616.2 ft2 _ HSPF:7.50 d. Tint/other SHGC-double pane b.X'A 8. Floor types a. Slab-On-Grade Edge Insulation R-0.0, 178.0(p)ft ._ c. N/A b.N/A c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap:50.0 gallons a. Frame,Wood,Exterior R=11.0,3090.0 ft2 EF:0.90 _ b. Frame,Wood,Adjacent R=11.0, 164.0 ft2 _ b.N/A c. N/A d.N/A a Conservation credits e. N/A (HR-Heat recovery,Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=30.0, 1320.0 ft2 _ 15. HVAC credits PT, b.N/A (CF-Ceiling fan,CV-Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts PT-Programmable Thermostat, a. Sup:Una Ret:Unc. AH:Interior Sup,R=6.0, 135.0 ft _ MZ-C-Multizone cooling, b.N/A MZ-H-Multizone heating) 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) yoeT1'ES74), in this home before final inspection. Otherwise,a new EPL Display Card will be completed0. based on installed Code compliant features. Builder Signature: _ Date: Address of New Home: City/FL Zip: _ WE *NOTE: The homes estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater(or 86 for a US EPA/DOE EnergyStar designation), your home may qualify for energy efficiency mortgage ("EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsee.ucf.edu 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 8501487-1824. EnergyGauge® (Version: FLRCPB v3.30) System Sizing Calculations - Winter Residential Load - Component Details ROSARIOUS Project Title: Code Only 391 MAIN STREET ROSARIOUS RESIDENCE Professional Version ATLANTIC BCH, FL Climate: North Reference City: Jacksonville (User customized) Winter Temperature Difference: 38.0 F 1/6/2005 Window Panes/SHGC/Frame/U Orientation Area X HTM= Load 1 2, Clear, Metal, 0.50 S 56.0 19.0 1064 Btuh 2 2, Clear, Metal, 0.50 S 66.6 19.0 1265 Btuh 3 2, Clear, Metal, 0.50 S 49.9 19.0 949 Btuh 4 2, Clear, Metal, 0.50 S 36.7 19.0 697 Btuh 5 2, Clear, Metal, 0.50 N 49.9 19.0 949 Btuh 6 2, Clear, Metal, 0.50 N 7.0 19.0 133 Btuh 7 2, Clear, Metal, 0.50 N 12.0 19.0 228 Btuh 8 2, Clear, Metal, 0.50 N 9.0 19.0 171 Btuh 9 2, Clear, Metal, 0.50 W 30.0 19.0 570 Btuh 10 2, Clear, Metal, 0.50 W 20.0 19.0 380 Btuh 11 2, Clear, Metal, 0.50 W 8.7 19.0 165 Btuh 12 2, Clear, Metal, 0.50 W 8.0 19.0 152 Btuh 13 2, Clear, Metal, 0.50 W 7.0 19.0 133 Btuh 14 2, Clear, Metal, 0.50 W 33.3 19.0 633 Btuh 15 2, Clear, Metal, 0.50 W 40.0 19.0 760 Btuh 16 2, Clear, Metal, 0.50 W 16.6 19.0 316 Btuh 17 2, Clear, Metal, 0.50 E 49.9 19.0 949 Btuh 18 2, Clear, Metal, 0.50 E 49.9 19.0 949 Btuh 19 2, Clear, Metal, 0.50 E 12.2 19.0 232 Btuh 20 2, Clear, Metal, 0.50 E 20.0 19.0 380 Btuh 21 2, Clear, Metal, 0.50 E 16.6 19.0 316 Btuh 22 2, Clear, Metal, 0.50 E 16.6 19.0 316 Btuh Window Total 616 11708 Btuh Walls Type R-Value Area X HTM= Load 1 Frame- Exterior 11.0 3090 3.4 10506 Btuh 2 Frame-Adjacent 11.0 164 1.8 295 Btuh Wall Total 3254 10801 Btuh Doors Type Area X HTM= Load 1 Insulated - Exter 20 17.9 357 Btuh Door Total 20 357Btuh Ceilings Type R-Value Area X HTM= Load 1 Under Attic 30.0 1320 1.3 1716 Btuh Ceilina Total 1320 171613tuh Floors Type R-Value Size X HTM= Load 1 Slab-On-Grade Edge Insul 0 178.0 ft(p) 30.8 5482 Btuh Floor Total 178 5482 Btuh Infiltration Type ACH X Building Volume CFM= Load Natural 0.40 19800(sgft) 132 5529 Btuh Mechanical 50 2090 Btuh Infiltration Total 182 7619 Btuh EnergyGauge® FLRCPB v3.30 Manual J Winter Calculations Residential Load - Component Details (continued) ROSARIOUS Project Title: Code Only 391 MAIN STREET ROSARIOUS RESIDENCE Professional Version ATLANTIC BCH, FL Climate: North 1/612005 Subtotal 37683 Btuh Totals for Heating Duct Loss(using duct multiplier of 0.05) 1884 Btuh Total Btuh Loss 39568 Btuh Key:Window types(SHGC-Shading coefficient of glass as SHGC numerical value or as clear or tint) (Frame types-metal,wood or insulated metal) (U-Window U-Factor or'DEF'for default) (HTM-ManualJ Heat Transfer Multiplier) Key:Floor size(perimeter(p)for slab-on-grade or area for all other floor types} EnergyGauge® FLRCPB v3.30 System Sizing Calculations - Summer Residential Load - Component Details ROSARIOUS Project Title: Code Only 391 MAIN STREET ROSARIOUS RESIDENCE Professional Version ATLANTIC BCH, FL Climate: North Reference City: Jacksonville (User customized) Summer Temperature Difference: 19.0 F 1/6/2005 Type Overhang Window Area(sqft) HTM Load Window Panes/SHGC/U/InSh/ExSh Ornt Len H t Gross Shaded Unshaded Shaded Unshaded 1 2,Clear,0.50,N,N S 1.3 9.5 56.0 37.5 18.6 21 35 1436 Btuh 2 2,Clear,0.50,N, N S 1.3 5 66.6 66.6 0.0 21 35 1399 Btuh 3 2,Clear,0.50,N, N S 1.3 13 49.9 7.7 42.3 21 35 1641 Btuh 4 2,Clear,0.50,N,N S 1.3 4 36.7 36.7 0.0 21 35 770 Btuh 5 2,Clear,0.50,N, N N 1.3 6 49.9 0.0 49.9 21 21 1049 Btuh 6 2,Clear,0.50,N,N N 1.3 3 7.0 0.0 7.0 21 21 147 Btuh 7 2,Clear,0.50,N, N N 1.3 3 12.0 0.0 12.0 21 21 252 Btuh 8 2,Clear,0.50, N,N N 1.3 2 9.0 0.0 9.0 21 21 189 Btuh 9 2,Clear,0.50,N, N W 1.3 6 30.0 3.0 27.0 21 70 1951 Btuh 10 2,Clear,0.50,N,N W 1.3 14 20.0 0.0 20.0 21 70 1400 Btuh 11 2,Clear,0.50,N,N W 1.3 6 8.7 0.0 8.7 21 70 606 Btuh 12 2,Clear,0.50,N, N W 1.33 4 8.0 0.0 8.0 21 70 560 Btuh 13 2,Clear,0.50, N, N W 1.3 3 7.0 1.9 5.1 21 70 396 Btuh 14 2,Clear,0.50, N,N W 6 6 33.3 27.4 5.9 21 70 988 Btuh 15 2,Clear,0.50, N,N W 6 6.67 40.0 29.3 10.7 21 70 1364 Btuh 16 2,Clear,0.50,N, N W 1.3 6 16.6 0.0 16.6 21 70 1165 Btuh 17 2,Clear,0.50,N, N E 1.3 13 49.9 0.0 49.9 21 70 3496 Btuh 18 2,Clear,0.50,N,N E 1.3 6 49.9 9.0 41.0 21 70 3056 Btuh 19 2,Clear,0.50,N,N E 1.3 4 12.2 2.0 10.2 21 70 757 Btuh 20 2,Clear,0.50, N,N E 1.3 6.67 20.0 0.0 20.0 21 70 1400 Btuh 21 2,Clear,0.50, N,N E 1.3 13 16.6 0.0 16.6 21 70 1165 Btuh 22 2,Clear,0.50,N,N E 1.3 6 16.6 0.0 16.6 21 70 1165 Btuh Window Total 1 616 26353 Btuh Walls Type R-Value Area HTM Load 1 Frame-Exterior 11.0 3090.0 2.4 7416 Btuh 2 Frame-Adjacent 11.0 164.0 1.6 266 Btuh Wall Total 3254.0 7682 Btuh Doors Type Area HTM Load 1 Insulated-Exter 20.0 12.5 250 Btuh Door Total 20.0 250 Btuh Ceilings Type/Color R-Value Area HTM Load 1 Under Attic/Dark 30.0 1320.0 1.6 2059 Btuh Ceilina Total 1320.0 2059 Btuh Floors Type R-Value Size HTM Load 1 Slab-On-Grade Edge Insulation 0.0 178.0 ft(p) 0.0 0 Btuh Floor Total 178.0 0 Btuh Infiltration Type ACH Volume CFM= Load Natural 0.35 19800 115.7 2419 Btuh Mechanical 50 1045 Btuh Infiltration Total 166 3464 Btuh EnergyGauge® FLRCPB v3.30 Manual J Summer Calculations Residential Load - Component Details (continued) ROSARIOUS Project Title: Code Only 391 MAIN STREET ROSARIOUS RESIDENCE Professional Version ATLANTIC BCH, FL Climate: North 1/6/2005 Internal Occupants Btuh/occupant Appliance Load ain 8 X 300 + 1200 3600 Btuh Subtotal 43408 Btuh Duct gain(using duct multiplier of 0.10) 4341 Btuh Total sensible gain 47749 Btuh Totals for Cooling Latent infiltration gain (for 49 gr. humidity difference) 5522 Btuh Latent occupant gain (8 people @ 230 Btuh per person) 1840 Btuh Latent other gain 0 Btuh TOTAL GAIN 55111 Btuh Key: Window types(SHGC-Shading coefficient of glass as SHGC numerical value or as clear or tint) (U-Window U-Factor or'DEF for default) (InSh-Interior shading device:none(N), Blinds/Daperies(B)or Roller Shades(R)) (ExSh-Exterior shading device:none(N)or numerical value) (Ornt-compass orientation) EnergyGauge® FLRCPB v3.30 f -! City of Atlantic Beach fir ' r;l Building Department :r -~ Certificate of Occupancy This Certificate issued pursuant to the requirements of Section 110.2 of the Florida Building Code certifying that at the time of issuance this structure was in compliance with the various ordinances of the City regulating building construction or use. For the following: Date: December 14, 2005 Owner: Ranier & Doris Rosarius Address: 493 Main Street, Atlantic Beach, Florida 32233 Construction Type: Wood Frame Use Classification: Residential Permit Number: 05-29654 DON C. FORD, C. .O Building Official Post in a conspicuous space. Building, Planning & Zoning Inspection CITY OF ATLANTIC BEACH Department CERTIFICATE OF OCCUPANCY WORKSHEET Date Requested: L2 - /3/- 0S Contractor Name: -n Fal l d qre-61"d Permit #: Property Address: jr Legal Description: Improvements to the above-described property have been completed in accordance with the terms of the permit and are certified to be ready for occupancy as Single-Family Residence ❑ Commercial ❑ Other: Lowest Floor Elevation: �. _ _C.87 Required As Built The following must be completed before issuing Cera,/tcate of Occupancy.- Department ccupancy:Department Date Notified Date Approved Approved By Fir pt. Public Works 2 ��- Planning Dept. Z .- �1 - J` • o Building Dept. Z _ /2 Final Survey with FFE ❑ Yes [)j No 10$�V All Re-Inspect Fees Paid ❑ Yes L l No C 1ti. ► . / L bbD Graham Shirley From: Walker, Chris Sent: Wednesday, December 14, 2005 9:58 AM To: Graham Shirley Subject: RE: CO 493 Main St Everything is good except that the sewer clean out needs an RT-1 box on it. Virgil informed them on where to get one. From: Graham Shirley Sent: Wednesday,December 14,2005 9:15 AM To: Kaluzniak,Donna; Carper, Rick; Nodine,Phil; Deming,James;Walker,Chris Cc: Matthews,Carlene; Lanier,Joyce Subject: CO 493 Main St Dave Kirsten W/design Build Group requesting Final Co for 493 Main St Permit#05 29654 Contact Dave Kirsten 241 2228 Thanks Shirley 1 Graham e rTmv n>c A 9r'T A "TTIC BEACH From: J Sent: LEACH,FL 32233 To: e� ` 1 r v 0 lf' NE LINE 247-5826 Cc. f-�--� ..m.__�_.. .__........ _ 1. siker, Chris St,birX+ Dave Kirsten W/design Buil.-- Permit#05 29654 Contact Dave Kirsten 241 2, Thanks Shirley PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. BUILDING OFFICIAL 1 Universal Forest Products Re: 54022083 Durham Building Materials Rosarius Re. 205 Bay St. The truss drawing(s)referenced below have been prepared by Universal Forest Products, Inc. under my direct supervision. Pages or sheets covered by this seal include the following: 54022083 Al 54022083 131 54022083 B2 54022083 B3 54022083 B4 54022083 C1 54022083 C2 54022083 C3 54022083 CA 54022083 CJ3 54022083 CJ3A 54022083 D1 54022083 D2 54022083 D3 54022083 E1 54022083 EJ2 �� 54022083 EJ5 54022083 HJ2 .13 o (� ? 54022083 HJ5 54022083 J1 54022083 J2 < Loading(psf) TCLL 20 TCDL 10 BCLL 10 BCDL 10 Wind: ASCE 7-98 per FBC2001; 120 mph; h= 15 ft;TCDL=6.0 psf;BCDL=6.0 psf; occupancy category II;exposure C;partially enclosed My license renewal date for the state of Florida is February 28,2005 9/1/2004 ohn M. Presley nse#55886 The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component(s)listed and attached. The suitability and use of each component for any particular building is the responsibility of the building designer,per ANSI/TPI-2002 Sec.2. Eastern Division 5631 South NC 62 Burlington, NC 27215 Tel: (336) 226- 9356 Fax: (336) 476--9146 r54022083 Truss Truss Type Qty Ply =MVIT.k MateriaV87W �:C&36:04 Al--:: versal Forest Products,lnc.,Burlington,NC 2 son o tional6.100 s Jul 27 2004 Industries,Incp 01 2004 Page 1 5-0-0 12-0-0 17-0-0 18-4-0 5-0-0 7-0-0 5-0-0 1-4-0 Scale:3/8"=1' 5x10 M1118H= H= 5.00 12 5x10 M1118 B C TP W2 A D E Io 3x6 TL20= H G F 2x3 TL20 11 3x10 M11181-1- 3x6 TL20== 3x4 TL20= 5-0-0 12-0-0 17-0-0 5-0-0 7-0-0 5-0-0 $TCLL NG(psf) 7PIates 71ncrease 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP 20.0 1.25 TC 0.84 Vert(LL) 0.27 F-H >736 240 M1118H 195/188 10.0 e 1.25 BC 0.88 Vert(TL) -0.39 F-H >508 180 TL20 245/193 10.0 NO WB 0.22 Horz(TL) 0.08 D n/a n/a 10.0 TPI2002 (Matrix) Weight:70 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 2-10-9 oc purlins. T2 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-1-10 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) A=1349/0-3-8,D=1457/0-5-8 Max Horz A=-110(load case 6) Max UpliftA=-1130(load case 3),D=-1239(load case 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=-3020/2538,B-C=2747/2401,C-D=-2993/2503,D-E=0/30 BOT CHORD A-H=-2267/2748,G-H=-2290/2792,F-G=-2290/2792,D-F=-2224/2703 WEBS B-H=-354/653,B-F=-151/133,C-F=-375/678 NOTES (12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98;120mph(3-second gust);h=15ft;TCDL=6.Opsf;BCDL=6.Opsf;Category II;Exp C;partially;MWFRS gable end zone;cantilever left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1130 Ib uplift at joint A and 1239 Ib uplift at joint D. 8)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 9)Girder carries hip end with 5-0-0 end setback. 10)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2921b down and 2251b up at 12-0-0,and 2921b down and 2251b up at 5-0-0 on bottom chord. The design/selection of such special 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)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-B=-60,B-C=-1 01(F=-41),C-E=-60,A-H=-40,F-H=-67(F=-27),D-F=-40 Concentrated Loads(lb) Vert:H=-292(F)F=-292(F) i ustomer No: 11310 Customer Name: DURHAM BUILDING MATERIALS Shop No: 54022083 Contractor/Job: ROSARIUS RE. Date Req:09/07/2004 Draw No:54022083A1 Job Truss Truss Type Oly Ply DurhamBuildingMaterial/8-30-04/MA 54022083 81 ROOF TRUSS 5 1 Job Reference o tional Univers-Al Forest Products,lnc.,Burlington,NC 27215:'. irierson _,,. t 6.100 s Jul 27 2004 MiTek Industries,Inc. Wed Sep 01 08:36:04 2004 Pagel -1-4-0 7-4-0 + 14-8-0 16-0-0 1-4-0 7-4-0 7-4-0 14-0 Scale=1:28. 5x4 TL20 11 C 5.00 12 _ B D ql, E I 3x5 TL20F = 3x5 TL20= 2x3 TL20 11 7-4-0 14-8-0 7-4-0 7-4-0 Plate Offsets X Y: B:0-2-4 0-1-8 C:0-2-12 Edge], -8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.10 B-F >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.20 B-F >858 180 BCLL 10.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.02 D n/a n/a BCDL 10.0 Code FBC2001/TP12002 (Matrix) Weight:54 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling direcHy applied or 9-3-2 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) B=804/0-5-8,D=804/0-5-8 Max Horz 8=123(load case 5) Max UpliftB=-514(load case 5),D=-514(load case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/30,B-C=-1136/552,C-D=-1136/552,D-E=0/30 BOT CHORD B-F=-398/976,D-F=-398/976 WEBS C-F=01355 NOTES (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98;120mph(3-second gust);h=15ft;TCDL=6.Opsf;BCDL=6.Opsf;Category II;Exp C;partially;MWFRS gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 514 Ib uplift at joint B and 514 Ib uplift at joint D. 6)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 7)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification valid only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard .'us Omer No: 11310 Customer Name: DURHAM BUILDING MATERIALS Shop No: 54022083 Contractor/Job: ROSARIUS RE. Date Req:09/07/2004 Draw No:54022083131 Job Truss Ply Durha:: j dingMaterial/8 30-04/MA 54022083 B2 !-77"TTA USS w,;.2 1 Universal Forest Products,lnc.,Burlington,MCC!,5,M.Amerson Job Reference{optional) 6.100 s Jul 27 2004 MiTek Industries,Inc. Wed Sep 01 08:36:05 2004 Page 1 7-8-0 -1-4-0 7-0-0 7-4- 14-8-0 16-0-0 1-4-0 7-0-0 0-4-0 S I 1: 8. 7'0-0 r1a-�0- 0-4-0 5x7 TL20= C 5.00 12 1 B D J E I; 3x5 TL20= F 2x3 TL2011 3x5 TL20= 7-4-0 14-8-0 7-4-0 7-4-0 Plate Offsets X Y: [B:0-2-4,0-1-81,[D:0-2-4,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.10 B-F >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.20 B-F >859 180 BCLL 10.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.02 D n/a n/a BCDL 10.0 Code FBC2001/TPI2002 (Matrix) Weight:54 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-3-2 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=804/0-5-8,D=804/0-5-8 Max Horz B=-123(load case 6) Max UpliftB=-514(load case 5),0=-514(load case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/30,B-C=-1136/552,C-D=1136/552,D-E=0/30 BOT CHORD B-F=-398/976,D-F=-398/976 WEBS C-F=0/355 NOTES (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98;120mph(3-second gust);h=15ft;TCDL=6.Opsf;BCDL=6.Opsf;Category 11;Exp C;partially;MWFRS gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 514 Ib uplift at joint B and 514 Ib uplift at joint D. 6)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 7)Truss shall be fabricated per ANSIITPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11310 Customer Name: DURHAM BUILDING MATERIALS Shop No: 54022083 Contractor/Job: ROSARIUS RE. Date Req:09/07/2004 Draw No:54022083132 Job Truss Qt7-1 DurhamBuildingMaterial/8-30-04/MA B3 ' 54022083 ROOF TRUSS 1 Universal Forest Products,lnc.,Burlington,NC 27215,M.Amerson Job Reference(optional Inc.6.100 s Jul 27 2004 MiTek Industries,IWed Sep 01 08:36:05 2004 Page 1 1-4-0 5-0-0 9-8-0 1 14-8-0 16-0-0 4 0 5-0-0 4-8-0 5-0-0 1-4-0 Scale=1:29. 5x7 TL20= 5x4 TI-20z 5.00 F12 C D 2 q� B E cJi F Io 3x5 TL20= H G 3x5 TL20= 2x3 TL20 11 3x4 TL20= 5-0-0 9-8-0 14-8-0 5-0-0 4-8-0 5-0-0 Plate Offsets X Y: C:0-2-0 0-2-8 D:0-1-12 0-2-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.11 G-H >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.17 G-H >999 180 BCLL 10.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.05 E n/a n/a BCDL 10.0 Code FBC2001/TP12002 (Matrix) Weight:62 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-12 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-8 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) B=1250/0-5-8,E=1250/0-5-8 Max Horz B=95(load case 5) Max UpliftB=-828(load case 5),E=-828(load case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/30,B-C=-2374/1508,C-D=2163/1454,D-E=-2376/1508,E-F=0/30 BOT CHORD B-H=-1287/2124,G-H=-1296/2161,E-G=-1291/2125 WEBS C-H=-153/548,C-G=-93/97,D-G.181/582 NOTES (11) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98;120mph(3-second gust);h=15ft;TCDL=6.Opsf;BCDL=6.Opsf;Category Ii;Exp C;partially;MWFRS gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 828 Ib uplift at joint B and 828 Ib uplift at joint E. 7)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 8)Girder carries hip end with 5-0-0 end setback. 9)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2921b down and 2251b up at 9-8-0,and 2921b down and 2251b up at 5-0-0 on bottom chord. The design/selection of such special connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 11)Truss shall be fabricated per ANSIfTPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pif) Vert:A-C=-60,C-D=-101(F=-41),D-F=-60,B-H=-40,G-H=-67(F=-27),E-G=-40 Concentrated Loads(lb) Vert:H=-292(F)G=292(F) Customer No: 11310 Customer Name: DURHAM BUILDING MATERIALS Shop No: 54022083 Contractor/Job: ROSARIUS RE. Date Req:09/07/2004 Draw No:54022083133 Job Truss Truss Type Qty Ply DurhamBuildingMaterial/8-30-04/MA 54022083 B4 R s¢ 1 1 Universal Forest Products,lnc.,Burlington,NC 27215,M.Amerson Job Reference(optional) 6.100 s Jul 27 2004 MiTek Industries,Inc. Wed Sep 0108:36:06 2004 Page 1 -1-4-0 5-0-0 9-8-0 14-8-0 1-4-0 5-0-0 4-8-0 5-0-0 Scale=1:28. 5x7 TL20= 5x4 TL20= 5.00 12 C D 2 B E J Io 3x5 TL20= G F 3x5 TL20= 2x3 TL2011 3x4 TL20= 5-0-0 9-8-0 14-8-0 5-0-0 4-8-0 5-0-0 Plate Offsets LOADING(psf) :Rep CING 2-0-0 CSI DEFL in (Ioc) I/defl Ud PLATES GRIP TCLL 20.0 s Increase 1.25 TC 0.44 Vert(LL) 0.10 F-G >999 240 TL20 245/193 TCDL 10.0 ber Increase 1.25 BC 0.58 Vert(TL) -0.16 F-G >999 180 BCLL 10.0 Stress Incr NO WB 0.19 Horz(TL) 0.05 E n/a n/a BCDL 10.0 FBC2001ITP12002 (Matrix) Weight:59 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-11 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) E=1141/0-5-8,B=1246/0-5-8 Max Horz B=110(load case 5) Max UpliftE=-688(load case 4),B=822(load case 5) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/30,B-C=-2360/1501,C-D=-2171/1468,D-E=-2370/1517 BOT CHORD B-G=-1294/2110,F-G=1304/2147,E-F=-1315/2134 WEBS C-G=-150/543,C-F=-103/121,D-F=-184/579 NOTES (11) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98;120mph(3-second gust);h=1 51t;TCDL=6.Opsf;BCDL=6.Opsf;Category 11;Exp C;partially;MWFRS gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 688 Ib uplift at joint E and 822 Ib uplift at joint B. 7)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 8)Girder carries hip end with 5-0-0 end setback. 9)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2921b down and 2251b up at 9-8-0,and 2921b down and 2251b up at 5-0-0 on bottom chord. The design/selection of such special connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 11)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-C=60,C-D=-98(F=38),D-E=-60,B-G=-40,F-G=-65(F=-25),E-F=-40 Concentrated Loads(lb) Vert:G=-292(F)F=-292(F) ustomer No: 11310 Customer Name: DURHAM BUILDING MATERIALS Shop No: 54022083 Contractor/Job: ROSARIUS RE. Date Req:09/07/2004 Draw No:54022083B4 Job Truss Truss Type Qty Ply DurhamBuildingMaterial/8-30-04/MA 54022083 C1 2 1 i Universal Forest Products,lnc.,Burlington,NC 27215,M.Amerson Job Reference o tional 6.100 s Jul 27 2004 MiTek Industries,Inc. Wed Sep 01 08:36:06 2004 Page 1 -1-4-0 5-6-0 1-4-011-0-0 1P-4-0 5-6-0 5-6-0 1-4-0 Scale=1:22. 5x4 TL20= C 5.00 12 1 B D E I' F 3x4 TL20= 2x3 TL20 11 3x4 TL20= 5-6-0 11-0-0 5-6-0 5-6-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.03 B-F >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.06 B-F >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 D n/a n/a BCDL 10.0 Code FBC2001/TP12002 (Matrix) Weight:42 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=621/0-5-8,D=621/0-5-8 Max Horz B=101(load case 5) Max UpliftB=-418(load case 5),D=-41 8(load case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/30,B-C=-808/384,C-D=-808/383,D-E=0/30 BOT CHORD B-F=-265/688,D-F=-265/688 WEBS C-F=0/251 NOTES (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98;120mph(3-second gust);h=15ft;TCDL=6.Opsf;BCDL=6.Opsf;Category ll;Exp C;partially;MWFRS gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 418 Ib uplift at joint B and 418 Ib uplift at joint D. 6)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 7)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11310 Customer Name: DURHAM BUILDING MATERIALS Shop No: 54022083 Contractor/Job: ROSARIUS RE. Date Req:09/07/2004 Draw No:54022083C1 Job Truss Tru T pe Qly Ply DurhamBuildingMaterial/8-30-04/MA 54022083 C2 ROOF TRUSS` 1 1 Job Reference(optional) Universal Forest Products,lnc.,Burlington,NC 27215,M.Amerson 6.100 s Jul 27 2004 MiTek Industries,Inc. Wed Sep 0108:36:07 2004 Page 1 -1-4-0 5-0-0 6-0-0 11-0-0 124-0 1-4-0 5-0-0 1-0-0 5-0-0 1-4-0 Scale=1:23. 5x4 TL20= 5x4 TL20= C D 5.00 F12 1 1 B E Flo H G 3x4 TL20= 2x3 TL20 11 3x4 TL20= 2x3 TL20 11 5-0-0 6-0-0 11-0-0 5-0-0 1-0-0 5-0-0 [BCDL DING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP L 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.05 B-H >999 240 TL20 245/193 L 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.09 B-H >999 180 L 10.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.03 E n/a n/a 10.0 Code FBC2001/TPI2002 (Matrix) Weight:44 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-2 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-2 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=942/0-5-8,E=942/0-5-8 Max Horz B=-95(load case 6) Max UpliftB=-664(load case 5),E=-664(load case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/30,B-C=-1590/975,C-D=-1432/959,D-E=-1590/974,E-F=0/30 BOT CHORD B-H=-812/1402,G-H=-821/1432,E-G=804/1402 WEBS C-H=-260/500,D-G=-260/500 NOTES (11) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98;120mph(3-second gust);h=15ft;TCDL=6.Opsf;BCDL=6.Opsf;Category ll;Exp C;partially;MWFRS gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 664 Ib uplift at joint B and 664 Ib uplift at joint E. 7)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 8)Girder carries hip end with 5-0-0 end setback. 9)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2921b down and 2251b up at 6-0-0,and 2921b down and 2251b up at 5-0-0 on bottom chord. The design/selection of such special connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 11)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibilityfor the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-C=-60,C-D=-101(F=-41),D-F=-60,B-H=-40,G-H=-67(F=27),E-G=-40 Concentrated Loads(lb) Vert:H=-292(F)G=-292(F) r Customer No: 11310 Customer Name: DURHAM BUILDING MATERIALS Shop No: 54022083 Contractor/Job: ROSARIUS RE. Date Req:09/07/2004 Draw No:54022083C2 Job Truss Truss Type Of PlyDurhamBuildin9Material/8-30-04/MA 54022083 C3 1 Universal Forest Products,lnc.,Burlington,NO 27215,M.AmersonJob Reference o tional 6.100 s Jul 272004 MiTek Industries,Inc. Wed Sep 01 083607 2004 Page 1 -1-4-0 E 4-10-0 2x3 TL29 11 1-4-0 Gable stud spacing p 24"0.C.4-10-0 Scale=1. 0. 5.00 12 D 2x3 TL20 11 3x4 TL20\\ C T W2 B B1 A NOW 3x4 TL20= 5x4 TL20= 2x3 TL20 11 2x3 TL20 11 4-10-0 4-10-0 Plate Offsets X Y: B:0-0-12 0-2-8 B:0-3-13 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) 0.00 A n/r 120 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.00 A n/r 90 BCLL 10.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2001ITP12002 (Matrix) Weight:22 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 8=22014-10-0,F=62/4-10-0,G=267/4-10-0 Max Horz B=193(load case 5) Max UpliftB=-184(load case 5),F=-59(load case 5),G=-157(load case 5) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-8=0/29,B-C=-117/0,C-D=-112/29,D-E=-33/12,E-F=-41/65 BOT CHORD B-G=0/0,F-G=0/0 WEBS D-G=-146/193 NOTES (9) 1)Wind:ASCE 7-98;120mph(3-second gust);h=15ft;TCDL=6.Opsf;BCDL=6.Opsf;Category ll;Exp C;partially;MWFRS gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60. 2)Truss designed for wind loads in the plane of the truss only. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 184 Ib uplift at joint B,59 Ib uplift at joint F and 157 lb uplift at joint G. 8)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 9)Truss shall be fabricated per ANSVrPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11310 Customer Name: DURHAM BUILDING MATERIALS Shop No: 54022083 Contractor/Job: ROSARIUS RE. Date Req:09/07/2004 Draw No:54022083C3 Job Truss Tru a Oty Ply DurhamBuildingMaterial/8-30-04/MA 54022083 Cil ROOF TRUSS 18 1 nc.,Burlington,NC 27215,M.Amerson Job Reference(optional) Universal Forest Products,l 6.100 s Jul 27 2004 MiTek Industries,Inc. Wed Sep 0108:36:08 2004 Page 1 C -1-4-0 1-0-7 1-4-0 1-0-7 cal 1:5. 5.00 12 B T1 Bi 0 A D __ 1-0-7 1-0-7 FTCDL ING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.00 B >999 240 TL20 245/193 10.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 B >999 180 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a 10.0 Code FBC2001/TP12002 (Matrix) Weight:6 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-7 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) C=-31/Mechanical,B=190/0-5-8,D=19/Mechanical Max Horz B=88(load case 5) Max UpliftC=-31(load case 1),B=-243(load case 5),D=-12(load case 3) Max GravC=48(load case 5),B=190(load case 1),D=19(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-8=0/29,B-C=-38/20 BOT CHORD B-D=0/0 NOTES (6) 1)Wind:ASCE 7-98;120mph(3-second gust);h=15ft;TCDL=6.Opsf;BCDL=6.Opsf;Category 11;Exp C;partially;MWFRS gable end zone;cantilever left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 31 Ib uplift at joint C,243 Ib uplift at joint B and 12 Ib uplift at joint D. 5)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 6)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification valid only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard N ustomer No: 11310 Customer Name: DURHAM BUILDING MATERIALS Shop No: 54022083 Contractor/Job: ROSARIUS RE. Date Req:09/07/2004 Draw No:54022083CJ1 Job Truss Truss Type Oty Ply DurhamBuildingMaterial/8-30-04/MA 54022083 CJ3 ROOF 17 1 Universal Forest Products,lnc.,Burlington,NC 27215,M.Amerson 6100 Job Reference(optional) . s Jul 27 2004 MiTek Industries,Inc. Wed Sep 0108.36:08 2004 Page 1 -1-4-0 3-0-7 1-4-0 3-0-7 c 5.00 12 B T1 N B1 A D 3x4 TL20= 3-0-7 3-0-7 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) -0.00 B-D >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 B-D >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2001/TPI2002 (Matrix) Weight:12 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C=52/Mechanical,B=254/0-5-8,D=53/Mechanical Max Horz B=155(load case 5) Max UpliftC=-82(load case 5),B=-275(load case 5),D=-32(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/30,B-C=-48/15 BOT CHORD B-D=0/0 NOTES (6) 1)Wind:ASCE 7-98;120mph(3-second gust);h=15ft;TCDL=6.Opsf;BCDL=6.Opsf;Category Il;Exp C;partially;MWFRS gable end zone;cantilever left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 82 Ib uplift at joint C,275 lb uplift at joint B and 32 lb uplift at joint D. 5)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 6)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification valid only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibilityfor the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard ustomer No: 11310 Customer Name: DURHAM BUILDING MATERIALS Shop No: 54022083 Contractor/Job: ROSARIUS RE. Date Req:09/07/2004 Draw No:54022083CJ3 Job Truss Truss Type Qty Ply Durham: i ;ldingMaterial/8-30-04/MA 54022083 CJ3A q —7 Universal Forest Products,lnc.,Burlington,NC 27215,M.Amerson Job Reference(optional) 6.100 s Jul 27 2004 MiTek Industries,Inc. Wed Sep 01 08:36:09 2004 Page 1 3-0-7 3-0-7 Scale:1.5"=1' 5.00 12 T1 A B1 C 3-0-7 3-0-7 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) 0.01 A-C >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 A-C >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B n/a n/a BCDL 10.0 Code FBC2001ITP12002 (Matrix) Weight:10 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) A=137/0-3-8,B=82/Mechanical,C=55/Mechanical Max Horz A=107(load case 5) Max UpliftA=-111(load case 5),B=-126(load case 5),C=-33(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=-64/27 BOT CHORD A-C=0/0 NOTES (6) 1)Wind:ASCE 7-98;120mph(3-second gust);h=15ft;TCDL=6.Opsf;BCDL=6.Opsf;Category ll;Exp C;partially;MWFRS gable end zone;cantilever left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 111 Ib uplift at joint A,126 Ib uplift at joint B and 33 Ib uplift at joint C. 5)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 6)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11310 Customer Name: DURHAM BUILDING MATERIALS Shop No: 54022083 Contractor/Job: ROSARIUS RE. Date Req:09/07/2004 Draw No:54022083CJ3A Job Truss Truss Type OtyPly DurhamBuildingMaterial/8-30-04/MA 54022063 D1 �.,. _ 4 1 Universal Forest Products,lnc.,Burlington,NC 27215,M.Amerson Job Reference ep(optional) 6.100 s Jul 27 2004 MiTek Industries,Inc. Wed S 01 08:36:09 2004 Page 1 1-4-0 6-6-0 13-0-0 14-4-0 1-4-0 6-6-0 6-6-0 1-4-0 Scale=1:26.1 5x4 TL20 11 C 5.00 12 B D E I' F 3x5 TL20= 2x3 TL20 11 3x5 TL20= 6-6-0 13-0-0 6-6-0 6-6-0 Plate Offsets X Y: [C:0-2-8.0-2-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.06 B-F >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.12 B-F >999 180 BCLL 10.0 Rep Stress Incr YES WS 0.10 Horz(TL) 0.02 D n/a n/a BCDL 10.0 Code FBC2001/TPI2002 (Matrix) Weight:49 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-15 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) B=721/0-5-8,D=721/0-5-8 Max Horz B=-113(load case 6) Max UpliftB=-470(load case 5),D=-470(load case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/30,B-C=-988/477,C-D=-988/476,D-E=0/30 BOT CHORD B-F=-338/846,D-F=-338/846 WEBS C-F=0/309 NOTES (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98;120mph(3-second gust);h=15ft;TCDL=6.Opsf;BCDL=6.Opsf;Category II;Exp C;partially;MWFRS gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 470 Ib uplift at joint B and 470 Ib uplift at joint D. 6)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 7)Truss shall be fabricated per ANSVTPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11310 Customer Name: DURHAM BUILDING MATERIALS Shop No: 54022083 Contractor/Job: ROSARIUS RE. Date Req:09/07/2004 Draw No:54022083D1 Job Truss Truss Type cry Ply DurhamBuildingMateriai/8-30-04/MA 54022083 D2 Vppllll 5 1 Job Reference o tional Universa)Forest Products,lnc.,Burlington,NC 27215,M.Amerson 6.100 s Jul 27 2004 MiTek Industries,Inc. Wed Sep 01 08:36:10 2004 Page 1 -1-4-0 6-6-0 12-9-8 1-4-0 6-6-0 6-3-8 Scale=1:24. 5x4 TL20 11 C 5.00 12 1 B D I� E 3x5 TL20= 2x3 TL20 11 3x5 TL20= 6-6-0 12-9-8 6-6-0 6-3-8 r ts X C:0-2-8 0-2-8psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP 0.0 Plates Increase 1.25 TC 0.34 Vert(LL) 0.08 D-E >999 240 TL20 245/193 0.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.13 D-E >999 180 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.02 D n/a n/a 0.0 Code FBC2001/fP12002 (Matrix) Weight:46 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-15 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) D=615/0-3-8,B=720/0-5-8 Max Horz B=127(load case 5) Max UpliftD=-330(load case 6),B=-469(load case 5) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/30,B-C=-990/498,C-D=-975/476 BOT CHORD B-E=-352/849,D-E=-352/849 WEBS C-E=0/314 NOTES (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98;120mph(3-second gust);h=15ft;TCDL=6.Opsf;BCDL=6.Opsf;Category Il;Exp C;partially;MWFRS gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 330 lb uplift at joint D and 469 lb uplift at joint B. 6)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 7)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard ustomer No: 11310 Customer Name: DURHAM BUILDING MATERIALS Shop No: 54022083 Contractor/Job: ROSARIUS RE. Date Req:09/07/2004 Draw No:54022083D2 Job Truss Truss Type Qty P7DurhamB-uildingMate�jal/-8-30-04/MA 54022083 D3 Universal Forest Products,lnc.,Burlington,NC 27215,M.Amerson Reference(optional) 6.100 s Jul 27 2004 MiTek Industries,Inc. Wed Sep 01 08:36:10 2004 Page 1 -1-4-0 5-0-0 8-0-0 13-0-0 14-4-0 1-4-0 5-0-0 3-0-0 5-0-0 1-4-0 Scale=1:26. 5x4 TL20= 5x4 TL20= 5.00 F12B11 Li 7 C D B E LP F I'T 3x5 TL20= H G 3x5 TL20= 2x3 TL2011 2x3 TL2011 5-0-0 8-0-0 13-0-0 5-0-0 3-0-0 5-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) 0.08 B-H >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.13 E-G >999 180 BCLL 10.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.04 E n/a n/a BCDL 10.0 Code FBC2001/TPI2002 (Matrix) Weight:501b LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=1110/0-5-8,E=1110/0-5-8 Max Horz B=-95(load case 6) Max UpliftB=-754(load case 5),E=-754(load case 6) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/30,B-C=1996/1246,C-D=1806/1209,D-E=1996/1246,E-F=0/30 BOT CHORD B-H=-1044/1773,G-H=-1055/1806,E-G=-1043/1773 WEBS C-H=-205/521,D-G=-205/521 NOTES (11) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98;120mph(3-second gust);h=15ft;TCDL=6.Opsf;BCDL=6.Opsf;Category II;Exp C;partially;MWFRS gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 754 Ib uplift at joint B and 754 Ib uplift at joint E. 7)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 8)Girder carries hip end with 5-0-0 end setback. 9)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2921b down and 2251b up at 8-0-0,and 2921b down and 2251b up at 5-0-0 on bottom chord. The design/selection of such special connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 11)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification valid only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:A-C=-60,C-D=-101(F=-41),D-F=-60,B-H=-40,G-H=-67(F=-27),E-G=-40 Concentrated Loads(lb) Vert:H=-292(F)G=-292(F) Customer No: 11310 Customer Name: DURHAM BUILDING MATERIALS Shop No: 54022083 Contractor/Job: ROSARIUS RE. Date Req:09/07/2004 Draw No:54022083D3 Job Truss tR r a Qty Ply DurhamBuildingMaterial/8-30-04/MA 54022083 JE1 OOF TRUSS 1 1 Job Reference(optional) Universal Forest Products,lnc.,Burlington,NC 27215,M.Amerson 6.100 s Jul 27 2004 MiTek Industries,Inc. Wed Sep 0108.36:112004 Page 1 2-4-0 9-8-0 12-0-0 2-4-0 7-4-0 2-4-0 Scale=1:21.7 5x5 TL20= 5.00 12 5x8 TL20 B C A D Io F E 3x4 TL20= 5x4 TL20= 3x4 TL20= 2x3 TL20 11 1. 2-4-0 9-8-0 12-0-0 2-4-0 7-4-0 2-4-0 Plate Offsets X Y: B:0-2-4 0-2-8 [C:0-3-0.0-2-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft UdTPLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.10 E-F >999 240TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.21 E-F >659 180 BCLL 10.0 Rep Stress Incr NO WB 0.09 Horz(TL) 0.03 D n/a n/a BCDL 10.0 Code FBC2001/TP12002 (Matrix) Weight:49 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) A=613/0-5-8,D=613/0-5-8 Max Horz A=-29(load case 6) Max UpliftA=-347(load case 3),D=347(load case 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=-1490/871,B-C=-1398/864,C-D=-1484/870 BOT CHORD A-F=-812/1361,E-F=-795/1391,D-E=-807/1354 WEBS B-F=0/268,C-E=0/269,C-F=-47/59 NOTES (11) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-98;120mph(3-second gust);11=151t;TCDL=6.Opsf;BCDL=6.Opsf;Category 11;Exp C;partially;MWFRS gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 347 lb uplift at joint A and 347 Ib uplift at joint D. 7)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 8)Girder carries hip end with 2-4-0 end setback. 9)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)321b down and 251b up at 9-8-0,and 321b down and 251b up at 2-4-0 on bottom chord. The design/selection of such special connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 11)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-B=-60,B-C=-61(F=-1),C-D=60,A-F=-40,E-F=-40(F=-0),D-E=-40 Concentrated Loads(lb) Vert:F=-32(F)E=-32(F) Customer No: 11310 Customer Name: DURHAM BUILDING MATERIALS Shop No: 54022083 Contractor/Job: ROSARIUS RE. Date Req:09/07/2004 Draw No:54022083E1 Job Truss TI ty Ply DurhamBuildingMaterial/8-30-04/MA 54022083 EJ2 ROOF TRUSS °� Universal Forest Products,lnc.,Burlington,NC 27215,M.AmersonJob Reference o tional 6.100 s Jul 27 2004 MiTek Industries,Inc. Wed Sep 01 08:3611 2004 Pagel -1-4-0 2-4-0 1-4-0 2-4-0 S e :7. 5.00 12 B T1 B1 A D _3x4 TL20= 2-4-0 2-4-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) -0.00 B >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 B-D >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2001/TPI2002 (Matrix) Weight:10 lb LUMBER BRACING TOP CHORD 2 X 4 SYP Not TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C=21/Mechanical,B=229/0-5-8,D=39/Mechanical Max Horz B=130(load case 5) Max UpliftC=-49(load case 4),B=-225(load case 5) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/30,B-C=-42/4 BOT CHORD B-D=0/0 NOTES (6) 1)Wind:ASCE 7-98;120mph(3-second gust);h=15ft;TCDL=6.Opsf;BCDL=6.Opsf;Category II;Exp C;partially;MWFRS gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 49 lb uplift at joint C and 225 lb uplift at joint B. 5)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 6)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11310 Customer Name: DURHAM BUILDING MATERIALS Shop No: 54022083 Contractor/Job: ROSARIUS RE. Date Req:09/07/2004 Draw No:54022083EJ2 Job Truss Truss Type Oty Ply DurhamBuildingMaterial/8-30-04/MA 54022083 E.15 19 1 Job Reference o tional Universa+Forest Products,lnc.,Burlington,NC 27215,M.Amerson 6.100 s Jul 27 2004 MiTek Industries,Inc. Wed Sep 01 08:36:11 2004 Page 1 -1-4- i 5-0-0 1-4-0 5-0-0 C 1 1.3 5.00 12 m T1 B B1 A D 3x4 TL20= 5-0-0 5-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.04 B-D >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.06 B-D >925 180 BCLL 10.0 Rep Stress[nor YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code FBC2001lrP12002 (Matrix) Weight:18 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) C=123/Mechanical,B=341/0-5-8,D=93/Mechanical Max Horz B=226(load case 5) Max UpliftC=-187(load case 5),B=-339(load case 5),D=-56(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/30,B-C=-98/39 BOT CHORD B-D=0/0 NOTES (6) 1)Wind:ASCE 7-98;120mph(3-second gust);h=15ft;TCDL=6.Opsf;BCDL=6.Opsf;Category Il;Exp C;partially;MWFRS gable end zone;cantilever left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 187 Ib uplift at joint C,339 Ib uplift at joint B and 56 Ib uplift at joint D. 5)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 6)Truss shall be fabricated per ANSVTPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification valid only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11310 Customer Name: DURHAM BUILDING MATERIALS Shop No: 54022083 Contractor/Job: ROSARIUS RE. Date Req:09/07/2004 Draw No:54022083EJ5 Job Truss Truss Type Oty Ply]DurhamlBuildingMalefial/8--30-04/MA 54022083 HJ2 ROOF TRUSS '""' 2 Job Reference o tionat Universal Forest Producis,inc.,Burlington,NC 27215,M.Amerson 6.100 s Jul 27 2004 MiTek Industries,Inc. Wed Sep 01 08:36:12 2004 Page 1 -1-11-6 3-3-10 1-11-6 3-3-10 Scale=1:8.9 C 3.54 12 B E T1 B1 A D 3x4 TL20= 3-3-10 3-3-10 JBCLL ING Uio.oRep 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP crease 1.25 TC 0.36 Vert(LL) -0.00 B-D >999 240 TL20 245/193 Increase 1.25 BC 0.04 Vert(TL) -0.00 B-D >999 180 ss Incr NO WB 0.00 Horz(TL) -0.00 C n/a n/a C2001/TPI2002 (Matrix) Weight:131b LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) C=-5/Mechanical,B=219/0-8-5,D=33/Mechanical Max Horz B=77(load case 3) Max UpliftC=-8(load case 4),B=-251(load case 3) Max GravC=14(load case 3),B=219(load case 1),D=33(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-E=0/27,B-E=0/27,B-C=-27/4 BOT CHORD B-D=0/0 NOTES (7) 1)Wind:ASCE 7-98;120mph(3-second gust);h=15ft;TCDL=6.Opsf;BCDL=6.Opsf;Category II;Exp C;partially;MWFRS gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 8 Ib uplift at joint C and 251 Ib uplift at joint B. 5)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 7)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-E=-60 Trapezoidal Loads(plf) Vert:E=-0(F=30,B=30)-t0-C=50(F=5,B=5),B=-3(F=18,B=18)-to-D=-33(F=3,B=3) ustomer No: 11310 Customer Name: DURHAM BUILDING MATERIALS Shop No: 54022083 Contractor/Job: ROSARIUS RE. Date Req:09/07/2004 Draw No:54022083HJ2 Job Truss "Ry Ply DurhamBuildingMaterial/8-30-04/MA 54022083 HJ5 ROOF TRUSS 9 1 Job Reference(optional) Universal,Forest Products,lnc.,Burlington,NC 27215,M.Amerson 6.100 s Jul 27 2004 MiTek Industries,Inc. Wed Sep 01 08:36:12 2004 Page i -1-11-6 7-0-2 1-11-6 7-0-2 Scale=1:15. C 3.54F1-2 co 1 d N E B B1 A D 3x4 TL20= 7-0-2 7-0-2 7LOADING SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP Plates Increase 1.25 TC 0.54 Vert(LL) 0.17 B-D >454 240 TL20 245/193 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.22 B-D >357 180 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 C n/a n/a Code FBC2001/TPI2002 (Matrix) Weight:24 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 7-0-2 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) C=211/Mechanical,B=350/0-8-5,D=156/Mechanical Max Horz B=205(load case 3) Max UpliftC=-295(load case 3),B=-398(load case 3),D=-71(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-E=0/27,B-E=0/27,B-C=-111/44 BOT CHORD B-D=0/0 NOTES (7) 1)Wind:ASCE 7-98;120mph(3-second gust);h=15ft;TCDL=6.Opsf;BCDL=6.Opsf;Category 11;Exp C;partially;MWFRS gable end zone;cantilever left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 295 Ib uplift at joint C,398 Ib uplift at joint B and 71 Ib uplift at joint D. 5)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 7)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-E=-60 Trapezoidal Loads(plf) Vert:E=O(F=30,B=30)-t0-C=-105(F=-23,B=-23),B=-3(F=18,B=18)-to-D=-70(F=-15,B=-15) Customer No: 11310 Customer Name: DURHAM BUILDING MATERIALS Shop No: 54022083 Contractor/Job: ROSARIUS RE. Date Req:09/07/2004 Draw No:54022083HJ5 Job Truss 'M.A;mers;on�� Oty Ply DurhamBuildingMaterial/8-30-04/MA 54022083 J1 1 Universafforest Products,lnc.,Burlington,NC 27215,96.100 s Jul 27 2004 MiTek Industries,Inc. Wed Sep 01 08:36:13 2004 Pagel 2x3 TL2011 -1-4-0 1-8-8 1-4-0 1-8-8 Scale=1:6. 5.00 12 W1 B B1 A 3x4 TI 20= 1-8-8 2x3T_L_20 1-8-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.00 B >999 240 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 B >999 180 BCLL 10.0 Rep Stress[nor YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC200l/TP12002 (Matrix) Weight:8 l LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-8 oc purlins, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) D=38/0-3-8,B=196/0-5-8 Max Horz B=108(load case 5) Max UpliftD=-23(load case 4),B=205(load case 5) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-13=0/29,B-C=34/0,C-D=-8/32 BOT CHORD B-D=0/0 NOTES (6) 1)Wind:ASCE 7-98;120mph(3-second gust);h=15ft;TCDL=6.Opsf;BCDL=6.Opsf;Category II;Exp C;partially;MWFRS gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 23 Ib uplift at joint D and 205 Ib uplift at joint B. 5)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 6)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard tustomer No: 11310 Customer Name: DURHAM BUILDING MATERIALS Shop No: 54022083 Contractor/Job: ROSARIUS RE. Date Req:09/07/2004 Draw No:54022083J1 Job EJ2 �14% Oty Ply DurhamBuildingMaterial/8-30-04/MA 54022063 1 1 Job Reference o tional Universal,Forest Products,lnc.,Burlington,NC 27215,M.Amers 6.100 s Jul 27 2004 MiTek Industries,Inc. Wed Sep 01 08:36:13 2004 Page 1 +�. 2x3 TL2011 -1-4-0 1-8-15 1-4-0 1-8-15 Scale=1:6.1 5.00 12 Wt B B1 A 1-9x4 TL20= 1-8-15 9x3 T�i 901, 1-8-15 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.00 A n/r 120 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.01 A n/r 90 BCLL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2001/TPI2002 (Matrix) Weight:8l LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-15 oc purlins, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) D=-3/1-8-15,B=229/1-8-15 Max Horz 8=109(load case 5) Max UpliftD=-11(load case 6),B=-257(load case 5) Max Grav D=43(load case 5),B=229(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/30,B-C=-50/16,C-D=-35/28 BOT CHORD B-D=0/0 NOTES (9) 1)Wind:ASCE 7-98;120mph(3-second gust);h=15ft;TCDL=6.Opsf;BCDL=6.Opsf;Category 11;Exp C;partially;MWFRS gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60. 2)Truss designed for wind loads in the plane of the truss only. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 11 Ib uplift at joint D and 257 Ib uplift at joint B. 8)This truss design conforms with Florida Building Code 2001,based on parameters indicated. 9)Truss shall be fabricated per ANSI/TPI quality requirements.Plates shall be of size and type shown and centered at joints unless otherwise noted.Provide bracing where indicated and within 4"of interior joints.Bracing indicated is to reduce buckling of individual members only and does not replace erection and permanent bracing.Engineer's certification vaild only when truss is fabricated by a UFPI operated plant.Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances.The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard ustomer No: 11310 Customer Name: DURHAM BUILDING MATERIALS Shop No: 54022083 Contractor/Job: ROSARIUS RE. Date Req:09/07/2004 Draw No:54022083J2 56-10-010-4.0 11 + -0-0 11-0-0 16-5-0 11-0-0 8-1-0 Ilk o °D d, LO-1 c5 d o d N N 4 us N LEE J.ENGINEERING,;NC. JAE Y.LEE r 10381 CYP:. �s;ti.�_. RIVE, JA_ a _�E,FL 32256 ttt' SO4-b 19-1934 P.E.31276 G)! N 0(-, 13-0-0 24-10-0 17-0-0A _ .. -a0 _. s6-1ao **NOT TO SCALE*** Durham Building Materials Name:M18304F WO:M18304F Rosarius Residence Customer:Durham Building Materials WOE:7883 Designer:WH Checker:MH #Cmpnts:42 LOAD*STAR Floor Truss Layout Last edited on Nov 12,2004 by User 16"o.C. Floor Lbr DurFac:1.00 TC Live: 40.00 Plt DurFab: 1.00 Strechnnl Wood Systems TC Dead: 10.00 Flr Spacing:16.00 113880AMW17 170ELAN CT, BC Live: 0.00 Design Criteria:TPI La nkGA300 W&W,GA313Z BC Dead: 5.00 VW FAAX(OB)X64297 FAXPI Total(PSF): 55.00 4.1.0.0 eenay,NOVemnr Job: 18304F -.-I-- 'rT:F-1 OtV210 T1355180 1 7 T(): 4x 2 f.P #2 ------------ TOTAL DESIGN LOADS ------------ ____::.._::=.:Joist Locations=====____=_____ BC: 4x 2 SP #2 Uniform PLF From PLF To 1) 0- 0- 0 7) 12-11- 0 13) 9- 1- 4 TC FORCE ARL END CSI WE, 4x 2 SP #3 TC Vert L+D -66 0- 0- 0 -66 16-11- 0 2) 2- 5-12 8) 15- 5- 0 14) 7- 6- 8 1- 2 0 0.00 0.20 0.20 RMB = 1.00 BC Vert L+D -6 0- 0- 0 -6 16-11- 0 3) 4-11-12 9) 16-11- 0 15) 6- 2-12 2- 3 -1816 0.05 0.28 0.32 ----MAR. REACTIONS PER BEARING LOCATION----- Concentrated LBS Location 4) 7- 6- 8 10) 16-11- 0 16) 3- 8-12 3- 4 -1853 0.09 0.41 0.50 X-Loc Vert Boris Uplift Y-Loc Type TC Vert L+D -526 2- 5-12 5) 9- 1- 4 11) 14- 2- 0 17) 0- 0- 0 4- 5 -1691 0.05 0.48 0.52 0- 2-12 921 0 0 BOT Pin TC Vert L+D 300 8- 5- 8 6) 10- 5- 0 12) 11- 8- 0 16- 8- 4 546 0 0 ECT E Roll NOTE: Maximum truss spacing is 16.0" o.c. All COMPRESSION Chords are assumed to be 5- 6 -1691 0.05 0.12 0.16 Bracing shown is for visual purposes only. continuously braced unless noted otherwise. 6- 7 -1479 0.03 0.20 0.23 7- 8 -971 0.01 0.20 0.21 8- 9 0 0.00 0.14 0.14 BC FORCE ARL BND CSI 17-16 1670 0.39 0.06 0.45 16-15 1944 0.45 0.03 0.48 15-14 1691 0.39 0.30 0.69 14-13 1691 0.39 0.30 0.69 13-12 1650 0.38 0.22 0.60 12-11 1317 0.30 0.06 0.36 11-10 599 0.14 0.02 0.16 Typical Panel=30" Web FORCE Web FORCE 17- 1 -73 13- 6 56 i 8-3-14 i 17- 2 -1867 6-12 -238 8-3-14 2-16 203 12- 7 225 } 16- 3 -177 7-11 -481 -126 i- 517 1 526# 3 4 130016 6 7 8 9 15-1 1 4 219 e-10 782 14- 4 -96 10- 9 -35 13- 5 56 T5XR 3Y4 3Y4 1 3X4 3114 Y 4T ,_I_o _ 1_I-0 1 5x8 3x4 3x4 20 3x4 3x4 3x4 3x6 1 921#5.5D" 546' #5.50" - r 17 16 15 14 13 12 11 10 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale 0.3780 --------GLOBAL MAX DEFLECTIONS--------- Component Engineered by WO: M18304F LL TL Truss Engineering Co. in./Ratio in./Ratio Jnt(s) . 818 Soundside Rd. TI: F-1 LOAO*STAR I.SP, -0.13/999 -0.21/999 4-3 Edenton NC 27932 Date: 11/10/2004 Horiz. 0.02 0.04 NA Max DL Deflection L/999 - -0.08 TC Live 40.0 psf DurFactor - Lbr: 1.00 St-chiral W"ud Systems TC Dead 10.0 psf DurFaetor - Plt: 1.00 WARNING - Verify design parameters and read notes on O.C. Spacing: 1- 4- 0 L.we GA 3056 170�A3' BC Live 0.0 psf LaroNa,GA 70669 xaw,y,cas�ao this and reverse side or TEC Form 8.20.2003 p DesnCr: TPI-95/IRC-00 VK35646W P12)8844048 FAX(M36L:297 FAxpt2)67(4l9 before use! BC Dead 5.0 psf Code Rosarius R TOTAL 55.0 Dsf V: 4.0.0.1-1-32867 November 11,2004 / Design: Matrix Analysis TEC Form 8.20.2003 Design Information: Fabrication Notes: General Notes: This design is for an individual building component and has Prior to fabrication,the fabricator shall review this drawing Unless noted otherwise,overhangs and cantilevers have not been based on information provided by the client.The to verify that this drawing is in conformance with the been designed for construction loads. designer disclaims any responsibility for damages as afabricator's plans and accepts a continuing responsibilityfor Unless noted otherwise,floor trusses have not been result of faulty or incorrect information,specifications and/or uch verification.Any discrepancies are to be put in writing Jesigned for concentrated loads per Table 1607.1 of IBC. designs furnished to the truss designer by the client and the :)efore cutting or fabrication.Connector plates shall be Repetitive Member Factor:Cr-Per ANSI/TPI 1-2002,Sec. correctness or accuracy of this information as it may relate ocated on both faces of the truss with nails fully imbedded .4.2.1 when 3 or more trusses spaced 24"o.c.or less to a specific project and accepts no responsibility and 3nd shall be symmetric about the joint unless otherwise 5upporting equal load are joined by a load distributing exercises no control with regard to fabrication, handling, ;hown. A 5x4 plate is 5"wide x 4"long. A 6x8 plate is 6" alement, Cr=1.1 is applied to chord members.When a chord shipment and installation of trusses. This truss has been Nide x 8"long. Slots(holes)run parallel to the plate length ember meeting Sec.6.4.2.1 has a structural wood designed as an individual building component in accordance pecified. Double cuts on web members shall meet at theheathing mechanically attached,the bending allowable is with ANSI/TPI 1 and NDS.It is to be incorporated as part of entroid of the webs unless otherwise shown. Connector djusted by Cr=1.15.Cr factor symbols given on drawing are the building design by a Building Designer. When reviewed late sizes are minimum sizes based on the forces shown efined as follows. for approval by the Building Designer,the design loadings nd may need to be increased for certain handling and/or A:Per ANSI/TPl 1-2002,CrFb=1.15, CrFc,t=1.10 shown must be checked to be sure that the data shown are rection stresses. This truss is not to be fabricated with fire B:Per ANSI/TPl 1-2002,CrFb=1.10, CrFc,t=1.10 in agreement with the local building codes, local climatic retardant treated lumber unless otherwise shown. For C:Per ANSVrPI 1-1995 or 1-2002 and or ANSI/AF&PA records for wind and or snow loads,project specifications or additional information on Fabrication Tolerances and quality NDS-1997 or NDS-2001,CrFb=1.00,CrFc,t=1.00 special applied loads. Unless shown,truss has not been control requirements refer to appropriate ANSI/TPI 1. D:Per ANSI/AF&PA NDS-1997 or NDS-2001,CrFb=1.15, CrFc,t=1.00 designed for storage or occupancy loads,e.g.concentrated Provide solid shim or wedge to bearings below sloped loads. Precautionary Notes: chord members. g g p The design assumes compression chords(top or bottom) Porches and end verticals have not been designed for are continuously braced by sheathing unless otherwise For bracing and erection recommendations refer to wind unless otherwise noted. specified. Where bottom chords in tension are not fully 'Handling, Installing and Bracing", HIB-91.Trusses are to + Denotes 90 degree plate orientation. braced laterally by a properly applied rigid ceiling,they De handled with particular care during banding and Continuous lateral bracing attached to should be braced at a maximum spacing of 10'-0"o.c.or as Dundling,delivery and installation to avoid damage. ® either edge of web(s) shown. Bracing MUST be shown on drawing,whichever is less.Connector plates shallTemporary and permanent bracing for holding trusses in a positioned to provide equal unbraced be manufactured by MiTek Industries,or it's subsidiary, traight and plumb position and for resisting lateral forces segments OR 2x4 T-brace nailed flat to edge from 20 gauge hot dipped galvanized steel meeting ASTM A 3hall be designed and installed by others. Careful handling 653, Grade 40, unless otherwise shown. s essential and erection bracing is always required.Normal of web with w/3"x 0.120" nails spaced 8"o.c recautionary action for trusses requires such temporary Brace must extend at least 90% of web length racing during installation between trusses to avoid toppling 2x6 Brace required on any web over 14'-0". and dominoing. The supervision of erection of trusses shall 0 or f}: Plate(s) OFFSET from joint center. e under the control of persons experienced in the The Joint Detail Report must be included installation of trusses.Professional advice shall be sought if with any submittal, inspection, and/or needed. Concentration of construction loads greater than fabrication documentation. he design loads shall not be applied to trusses at any time. Connector plates are TL20(20),TL20(18),T-L-S(16) No loads other than the weight of the erectors shall be Plate values are: TL20 TL20(18) T-L-S M18H applied to trusses until all fastening and bracing is Southern Pine---- 245 245 171 196 completed. Hem Fir------------ 189 189 112 152 Spruce Pine Fir-- 207 207 117 141 Douglas Fir------- 248 248 152 171 Bracing Warning: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI).For specific truss bracing requirements, contact building designer.(Truss Plate Institute, TPI is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719) Phone#: (608) 833-5900. Website: www.tl)inst.oro. Job: M18304F am Building WOsM18304F TItF-2 Otv:3 T1355181---T 78-83 TG: 4x 2 SF #2 ------------ TOTAL DESIGN LOADS ------------ .__::____=::..Joist Locations=====________._ BC: 4x 2 SP #2 Uniform PLF From PLF To 1) 0- 0- 0 9) 13- 3-12 17) 9- 6-12 TC FORCE AXL BND CSI WB: 4x 2 SP #3 TC Vert L+D -66 0- 0- 0 -66 18-11- 0 2) 1- 6- 0 10) 14- 8- 4 18) 8- 3- 0 1- 2 0 0.00 0.11 0.11 MULTIPLE LOADS -- This design is the BC Vert L+D -6 0- 0- 0 -6 18-11- 0 3) 3- 7- 6 11) 16- 8- 4 19) 7- 1- 4 2- 3 -1532 0.04 0.12 0.16 composite result of multiple loads. Concentrated LBS Location 4) 4- 5-12 12) 18-11- 0 20) 4- 5-12 3- 4 -2318 0.07 0.09 0.17 All COMPRESSION Chords are assumed to be TC Vert L+D -526 4- 5-12 5) 5- 9- 8 13) 18-11- 0 21) 2- 9- 0 4- 5 -2318 0.07 0.16 0.24 continuously braced unless noted otherwise. NOTE: Maximum truss spacing is 16.08 o.c. 6) 7- 1- 4 14) 16- 8- 4 22) 0- 0- 0 This truss is designed to bear cn multiple PROVIDE UPLIFT CONNECTION PER SCHEDULE: 7) 8- 3- 0 15) 14- 8- 4 5- 6 -1856 0.05 0.54 0.59 supports. Interior bearing locations should Support 3 336# 8) 10- 9-12 16) 12- 0-12 6- 7 -1856 0.05 0.52 0.56 be marked on truss. Shim or wedge if RMB - 1.00 ----MAX. REACTIONS PER BEARING LOCATION----- 7- 8 -1289 0.03 0.53 0.55 necessary to achieve full bearing. Bracing shown is for visual purposes only. X-Loc Vert Boris Uplift Y-Loc Type 8- 9 -209 0.00 0.17 0.17 0- 2-12 800 0 0 HOT Pin 14- 8- 4 1343 0 0 BOT H Roll 9-10 1302 0.30 0.17 0.46 18- 8- 4 12 0 -337 BOT H Roll 10-11 1302 0.30 0.18 0.48 11-12 0 0.00 0.18 0.18 HC FORCE AXL BND CSI 22-21 893 0.21 0.04 0.25 21-20 1972 0.46 0.09 0.54 20-19 2201 0.51 0.38 0.88 19-18 1856 0.43 0.47 0.89 18-17 1856 0.43 0.47 0.89 17-16 821 0.19 0.08 0.27 Typical Panel=30" 16-15 -444 0.01 0.06 0.07 15-14 -637 0.01 0.06 0.07 14-13 -637 0.01 0.02 0.02 i 7-9-2 7-8-2 Web FORCE Web FORCE 22- 1 -39 7-17 -774 22- 2 -1167 17- 8 653 1 2 3 526# 5 6 7 8 9 10 11 12 2-21 888 8-16 -854 21- 3 -756 16- 9 887 3-20 594 9-15 -1152 4 20- 4 -534 15-10 -101 T 20- 5 161 15-11 -901 5-19 -472 14-11 13 1-¢0 1-0-4 1- 0 1 1 19- 6 168 11-13 729 18- 7 216 13-12 -62 3x6 3x4 3x5 3x4 20 3x4 3x4 3x8 2x3 3x6 800#5.50" 1343#3.50" 12#5.50" �s_11_n 22 21 20 19 18 17 16 15 14 13 C/L:14-8-4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Over 3 Su Orta Scale 0.3402 --------GLOBAL MAX DEFLECTIONS--------- Component Engineered by WO: M18304F LL TL Truss Engineering Co. in./Ratio in./Ratio Jnt(s). 818 Soundside Rd. TI: F-2 I.Span -0.10/999 -0.17/978 19-20 Edenton NC 27932 Date: 11/10/2004 LOAO*STAR Horiz. 0.02 0.04 NA Max DL Deflection L/999 - -0.07 TC Live 40.0 psf DurFactor - Lbrs 1.00 Stniunra!WoodSysterns TC Dead 10.0 psf DurFactor - Plt: 1.00 WARNING - Verify design parameters and read notes on O.C. Spacings 1- 4- 0 11=G0W17 1708N1CT. 4 Lav d*GA30663 W4*w,GA31220 this and reverse side or TEC Form 8.20.2003 BC Live 0.0 psf DesnCr: TPI-95/IRC-00 vm3w saO 012)044M FAX(M3W.1297 FAX012)044d9 before use! BC Dead 5.0 psf Code DeROsarius R TOTAL 55.0 nsf V: 4.0.1-l-32868 November 11,2004 Design: Matrix Analysis TEC Form 8.20.2003 Design Information: Fabrication Notes: General Notes: This design is for an individual building component and has Prior to fabrication,the fabricator shall review this drawing Unless noted otherwise,overhangs and cantilevers have not been based on information provided by the client.The to verify that this drawing is in conformance with the been designed for construction loads. designer disclaims any responsibility for damages as afabricator's plans and accepts a continuing responsibility for Unless noted otherwise,floor trusses have not been result of faulty or incorrect information,specifications and/or uch verification.Any discrepancies are to be put in writing Jesigned for concentrated loads per Table 1607.1 of IBC. designs furnished to the truss designer by the client and the Defore cutting or fabrication.Connector plates shall be Repetitive Member Factor:Cr-Per ANSIITPI 1-2002,Sec. correctness or accuracy of this information as it may relate orated on both faces of the truss with nails fully imbedded .4.2.1 when 3 or more trusses spaced 24"o.c.or less to a specific project and accepts no responsibility and 3nd shall be symmetric about the joint unless otherwise 3upporting equal load are joined by a load distributing exercises no control with regard to fabrication, handling, 3hown. A 5x4 plate is 5"wide x 4"long. A 6x8 plate is 6" glement, Cr=1.1 is applied to chord members.When a chord shipment and installation of trusses. This truss has been Nide x 8"long. Slots(holes)run parallel to the plate length nember meeting Sec.6.4.2.1 has a structural wood designed as an individual building component in accordance pecified. Double cuts on web members shall meet at theheathing mechanically attached,the bending allowable is with ANSI/TPi 1 and NDS.It is to be incorporated as part of entroid of the webs unless otherwise shown. Connector djusted by Cr=1.15.Cr factor symbols given on drawing are the building design by a Building Designer. When reviewed late sizes are minimum sizes based on the forces shown efined as follows, for approval by the Building Designer, the design loadings nd may need to be increased for certain handling and/or A:PerANSItTPi 1-2002,CrFb=1.15, CrFc,t=1.10 shown must be checked to be sure that the data shown are rection stresses. This truss is not to be fabricated with fire B:Per ANSI/TPI 1-2002,CrFb=1.10, CrFc,t=1.10 in agreement with the local building codes, local climatic retardant treated lumber unless otherwise shown. For C:Per ANSVTPI 1-1995 or 1-2002 and or ANSI/AF&PA records for wind and or snow loads,project specifications or additional information on Fabrication Tolerances and quality iVDS-1997 or NDS-2001,CrFb= 1.00,CrFc,t=1.00 special applied loads. Unless shown, truss has not been control requirements refer to appropriate ANSI/TPI 1. D:Per ANSI/AF&PA NDS-1997 or NDS-2001,CrFb=1.15, designed for storage or occupancy loads,e.g.concentrated CrFc,t= 1.00 loads. Provide solid shim or wedge to bearings below sloped Precautionary Notes: chord members. The design assumes compression chords(top or bottom) Porches and end verticals have not been designed for are continuously braced by sheathing unless otherwise For bracing and erection recommendations refer to wind unless otherwise noted. specified. Where bottom chords in tension are not fully 'Handling, installing and Bracing", HIB-91,Trusses are to + Denotes 90 degree plate orientation. braced laterally by a properly applied rigid ceiling,they be handled with particular care during banding and Continuous lateral bracing attached to should be braced at a maximum spacing of 10'-0"o.c.or as bundling,delivery and installation to avoid damage. ® either edge of web(s) shown. Bracing MUST be shown on drawing,whichever is less.Connector plates shall remporary and permanent bracing for holding trusses in a positioned to provide equal unbraced be manufactured by MiTek Industries,or it's subsidiary, 5traighl and plumb position and for resisting lateral forces segments OR 2x4 T-brace nailed flat to edge from 20 gauge hot dipped galvanized steel meeting ASTM A 3hall be designed and installed by others. Careful handling 653,Grade 40, unless otherwise shown. s essential and erection bracing is always required.Normal of web with w/3"x 0.120"nails spaced 8"o.c recautionary action for trusses requires such temporary Brace must extend at least 90% of web length racing during installation between trusses to avoid toppling 2x6 Brace required on any web over 14'-0". nd dominoing. The supervision of erection of trusses shall 0 or{): Plate(s)OFFSET from joint center. e under the control of persons experienced in the The Joint Detail Report must be included nstallation of trusses.Professional advice shall be sought if with any submittal, inspection, and/or eeded.Concentration of construction loads greater than fabrication documentation. he design loads shall not be applied to trusses at any time. Connector plates are TL20(20),TL20(18),T-L-S(16) No loads other than the weight of the erectors shall be Plate values are: TL20 TL20(18) T-L-S M18H applied to trusses until all fastening and bracing is Southern Pine---- 245 245 171 196 completed. Hem Fir------------ 189 189 112 152 Spruce Pine Fir-- 207 207 117 141 Douglas Fir------- 248 248 152 171 Bracing Warning: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer.Additional bracing of the overall structure may be required. (See HIB-91 of TPI).For specific truss bracing requirements,contact building designer.(Truss Plate institute, TPi is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719) Phone#: (608) 833-5900. Website: www.toinst.ora. TP: 4x 2 SP N2 ------------ TOTAL DESIGN LOADS ------------ :__::..__:=::.Joint Locations====.____::..:_ BC: 4x 2 SP N2 Uniform PLY From PLF To 1) 0- 0- 0 7) 8- 3- 4 13) 9- 7- 0 TC FORCE ARL BND CSI WB: 4x 2 SP N3 TC Vert L+D -66 0- 0- 0 -66 14-10- 0 2) 1- 6- 0 8) 10-10- 0 14) 8- 3- 4 1- 2 0 0.00 0.11 0.11 All COMPRESSION Chords are assumed to be BC Vert L+D -6 0- 0- 0 -6 14-10- 0 3) 3- 7- 6 9) 13- 4- 0 15) 7- 1- 4 2- 3 -1781 0.06 0.12 0.18 continuously braced unless noted otherwise. Concentrated LBS Location 4) 4- 5-12 10) 14-10- 0 16) 4- 5-12 3- 4 -2721 0.10 0.09 0.19 RMB : 1.00 TC Vert L+D -526 4- 5-12 5) 5- 9- 8 11) 14-10- 0 17) 2- 9- 0 4- 5 -2721 0.10 0.11 0.21 ----MAX. REACTIONS PER BEARING LOCATION----- NOTE: Maximum truss spacing is 16.0• o.c. 6) 7- 1- 4 12) 12- 1- 0 18) 0- 0- 0 X-Loc Vert Horiz Uplift Y-Loc Type Bracing shown is for visual purposes only. 5- 6 -2558 0.10 0.34 0.44 0- 2-12 912 0 0 BOT Pin 6- 7 -2558 0.09 0.35 0.43 14- 8- 4 702 0 0 BOT H Roll 7- 8 -2158 0.07 0.35 0.42 8- 9 -1313 0.04 0.16 0.20 9-10 0 0.00 0.15 0.15 BC FORCE AXL BND CSI 18-17 1026 0.24 0.04 0.28 17-16 2297 0.53 0.04 0.57 16-15 2732 0.63 0.24 0.87 15-14 2558 0.59 0.26 0.85 14-13 2558 0.59 0.26 0.85 Typical Panel=30" 13-12 1815 0.42 0.06 0.48 12-11 786 0.18 0.02 0.21 7-8-4 Web FORCE Web FORCE 18- 1 -39 15- 6 76 7-8-4 18- 2 -1341 14- 7 129 2-17 1050 7-13 -544 1 2 3 526# 5 6 7 8 9 10 17- 3 -887 13- 8 477 3-16 729 8-12 -698 16- 4 -545 12- 9 733 16- 5 -14 9-11 -1026 Y4 4Y4 T 4 5-15 -235 11-10 -33 4 0 1-4-10 1- 1 4X5 4x4 3x5 3x4 2X3 3x4 3x4 3R6 912#5.50" 702#3.50" 18 17 16 15 14 13 12 I1 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale 0.4277 --------GLOBAL MAX DEFLECTIONS--------- Component Engineered by WO: M18304F LL TL Truss Engineering Co. in./Ratio in./Ratio Tnt(s). 818 Soundside Rd. TI: F-3 I.Span -0.12/999 -0.19/887 15-16 Edenton NC 27932 Date: 11/10/2004 L0Ak13 93TAkR Horiz. 0.03 0.04 NA Max DL Deflection L/999 - -0.07 TC Live 40.0 psf DurFactor - Lbr: 1.00 stn:ch:e"t WoodS,ystemsTC Dead 10.0 psf DurFaetor - Plt: 1.00 11MGAhVY17 1A�CT WARNING - Verify design parameters and read notes oa O.C. Spacings 1- 4- 0 LrvaRS GA 30563 W.KW,GA31320 this and reverse side or TEC Form 8.20.2003 BC Live 0.0 psf DesnCr: TPI-95/IRC-00 ! (MMB46G 012)N4�" BC Dead 5.0 psf Code Desc: Rosarius R FAXRq T-A.jW FAXPU)B 4I" before use! TOTAL 55.0 usf Vs 4.0.1-32869 November 11,2004 Design: Matrix Analysis TEC Form 8.20.2003 Design Information: abrication Notes: General Notes: This design is for an individual building component and has rior to fabrication,the fabricator shall review this drawing Unless noted otherwise,overhangs and cantilevers have not been based on information provided by the client.The o verify that this drawing is in conformance with the been designed for construction loads. designer disclaims any responsibility for damages as a abricator's plans and accepts a continuing responsibilityfor Unless noted otherwise,floor trusses have not been result of faulty or incorrect information,specifications and/or uch verification.Any discrepancies are to be put in writing Jesigned for concentrated loads per Table 1607.1 of IBC. designs furnished to the truss designer by the client and the before cutting or fabrication. Connector plates shall be Repetitive Member Factor:Cr-Per ANSIrTPI 1-2002,Sec. correctness or accuracy of this information as it may relate located on both faces of the truss with nails fully imbedded .4.2.1 when 3 or more trusses spaced 24"o.c.or less to a specific project and accepts no responsibility and and shall be symmetric about the joint unless otherwise supporting equal load are joined by a load distributing exercises no control with regard to fabrication,handling, shown. A 5x4 plate is 5"wide x 4"long. A 6x8 plate is 6" alement,Cr=1.1 is applied to chord members.When a chord shipment and installation of trusses. This truss has been wide x 8"long. Slots(holes)run parallel to the plate length rember meeting Sec.6.4.2.1 has a structural wood designed as an individual building component in accordance specified. Double cuts on web members shall meet at theheathing mechanically attached,the bending allowable is with ANSI/TPI 1 and NDS.It is to be incorporated as part of entroid of the webs unless otherwise shown. Connector djusted by Cr=1.15.Cr factor symbols given on drawing are the building design by a Building Designer. When reviewed late sizes are minimum sizes based on the forces shown efined as follows. for approval by the Building Designer,the design loadings and may need to be increased for certain handling and/or A:PerANSI/TPl 1-2002,CrFb=1.15, CrFc,t=1.10 shown must be checked to be sure that the data shown are arection stresses. This truss is not to be fabricated with fire B:Per ANSI/TPI 1-2002,CrFb=1.10, CrFc,t=1.10 in agreement with the local building codes,local climatic etardant treated lumber unless otherwise shown. For C:Per ANSVrPI 1-1995 or 1-2002 and or ANSI/AF&PA records for wind and or snow loads,project specifications or additional information on Fabrication Tolerances and quality NDS-1997 or NDS-2001,CrFb=1.00,CrFc,t=1.00 special applied loads. Unless shown, truss has not been control requirements refer to appropriate ANSI/TPI 1. D:Per ANSI/AF&PA NDS-1997 or NDS-2001,CrFb=1.15, designed for storage or occupancy loads, e.g.concentrated CrFc,t= 1.00 Provide solid shim or wedge to bearings below sloped loads. Precautionary Notes: [Porches ord members. The design assumes compression chords(top or bottom) and end verticals have not been designed for are continuously braced by sheathing unless otherwise For bracing and erection recommendations refer to wind unless otherwise noted. specified. Where bottom chords in tension are not fully 'Handling, Installing and Bracing", HIB-91. Trusses are to + Denotes 90 degree plate orientation. braced laterally by a properly applied rigid ceiling,they a handled with particular care during banding and Continuous lateral bracing attached to should be braced at a maximum spacing of 10'-0"o.c.or as bundling,delivery and installation to avoid damage. ® either edge of web(s)shown. Bracing MUST be shown on drawing,whichever is less.Connector plates shall Temporary and permanent bracing for holding trusses in a positioned to provide equal unbraced be manufactured by MiTek Industries,or it's subsidiary' straight and plumb position and for resisting lateral forces from 20 gauge hot dipped galvanized steel meeting ASTM A hall be designed and installed by others. Careful handling segments 2x4 .1brace nailed flat to edge w 653, Grade 40,unless otherwise shown. s essential and erection bracing is always required.Normal of web with /3"x 0.120" nails spaced 8"o.c recautionary action for trusses requires such temporary Brace must extend at least 90% of web length racing during installation between trusses to avoid toppling 2x6 Brace required on any web over 14'-0". nd dominoing. The supervision of erection of trusses shall 0 or{): Plate(s) OFFSET from joint center. e under the control of persons experienced in the The Joint Detail Report must be included installation of trusses.Professional advice shall be sought if with any submittal, inspection, and/or needed.Concentration of construction loads greater than fabrication documentation. he design loads shall not be applied to trusses at any time. Connector plates are TL20(20),TL20(18),T-L-S(16) No loads other than the weight of the erectors shall be Plate values are: TL20 TL20(18) T-L-S M18H applied to trusses until all fastening and bracing is Southern Pine---- 245 245 171 196 completed. Hem Fir------------ 189 189 112 152 Spruce Pine Fir-- 207 207 117 141 Douglas Fir------- 248 248 152 171 Bracing Warning: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer.Additional bracing of the overall structure may be required. (See HIB-91 of TPI).For specific truss bracing requirements, contact building designer.(Truss Plate Institute, TPI is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719) Phone#: (608) 833-5900. Website: www tl2inst.oro. TC+: 4x 2 V N2 NOTE: Maximum truss spacing is 16.0" o.c. ......=.......Joint Locations............... TC FORCE AXL BND CSI BC: 4x 2 SP Y2 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 7) 10- 1- 0 13) 11- 4- 0 WB: 4x 2 SP k3 continuously braced unless noted otherwise. 2) 1- 6- 0 8) 12- 7- 0 14) e- 9- 4 1- 2 0 0.00 0.12 0.12 RMB - 1.15 ----MAX. REACTIONS PER BEARING LOCATION----- 3) 4- 0- 0 9) 15- 1- 0 15) 7- 9-12 2- 3 -1106 0.02 0.17 0.19 Bracing shown is for visual purposes only. X-Loc Vert Noris Uplift Y-Loc Type 4) 6- 6- 0 10) 16- 7- 0 16) 5- 3- 0 3- 4 -1754 0.04 0.17 0.21 0- 2-12 608 0 0 BOT Pin 5) 7- 9-12 11) 16- 7- 0 17) 2- 9- 0 4- 5 -2045 0.06 0.10 0.16 16- 6- 4 608 0 0 BOT H Roll 6) 8- 9- 4 12) 13-10- 0 18) 0- 0- 0 5- 6 -2045 0.06 0.04 0.10 6- 7 -2045 0.06 0.10 0.16 7- 8 -1754 0.04 0.17 0.21 8- 9 -1106 0.02 0.17 0.19 9-10 0 0.00 0.12 0.12 BC FORCE AXL HND CSI 18-17 671 0.15 0.02 0.18 17-16 1521 0.35 0.02 0.37 16-15 1969 0.45 0.03 0.49 15-14 2045 0.47 0.01 0.49 14-13 1969 0.45 0.03 0.49 13-12 1521 0.35 0.02 0.37 Typical Panel=30" 12-11 671 0.15 0.02 0.18 Web FORCE Web FORCE R-;_R 18- 1 -35 14- 6 -59 8-3-8 18- 2 -877 14- 7 104 16-7-0 2-17 605 7-13 -299 1 2 3 4 5 6 7 8 9 10 17- 3 -578 13- 8 323 3-16 323 8-12 -578 16- 4 -299 12- 9 605 4-15 104 9-11 -877 Y4 IY4 -3Y4 3Y4 20 T 30 3Xq is- 5 -59 11-10 -35 T 1_4_p 1_4-0 1 3x6 3x4 3x4 3x4 3x4 3x4 3x4 3x6 1 608#5.50" 60J 1.50" 16-7-0 i 18 17 16 15 14 13 12 11 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale 0.3853 --------GLOBAL MAX DEFLECTIONS--------- Component Engineered by WO: M18304F LL TL Truss Engineering Co. in./Ratio in./Ratio Jnt(s) . 818 Soundside Rd. TI: F-4 LOAD*STARI.Span -0.11/999 -0.15/999 6-5 Edenton NC 27932 Date: 11/10/2004 Horiz. 0.02 0.03 NA Max DL Deflection L/999 : -0.04 TC Live 40.0 psf DurFactor - Lbr: 1.00 Stnahmnl Wood Systrn:s TC Dead 10.0 psf DurFactor - Plt: 1.00 113M GA HWY 17 170 ELAN CT WARNING - Verify design parameters and read notes on O.C. Spacing: 1- 4- 0 GA BC Live 0.0 sf (MM 35646M �+�� this and reverse aide or TEC Form 8.20.2003 p DesnCr: TPI-95/IRC-00 FAX 35646sa7nl FAXPU012)BU)ear s before use! BC Dead 5.0 psf Code Desc: Rosarius R TOTAL 55.0 1OSf V: 4.0.1-32870 November 11,2004 Design: Matrix Analysis TEC Form 8.20.2003 Design Information: Fabrication Notes: General Notes: This design is for an individual building component and has Prior to fabrication,the fabricator shall review this drawing Unless noted otherwise,overhangs and cantilevers have not been based on information provided by the client.The o verify that this drawing is in conformance with the been designed for construction loads. designer disclaims any responsibility for damages as a abricator's plans and accepts a continuing responsibilityfor Unless noted otherwise,floor trusses have not been result of faulty or incorrect information,specifications and/or uch verification.Any discrepancies are to be put in writing designed for concentrated loads per Table 1607.1 of IBC. designs furnished to the truss designer by the client and the :)efore cutting or fabrication.Connector plates shall be Repetitive Member Factor:Cr-Per ANSI/TPI 1-2002,Sec. correctness or accuracy of this information as it may relate ocated on both faces of the truss with nails fully imbedded .4.2.1 when 3 or more trusses spaced 24"o.c.or less to a specific project and accepts no responsibility and 3nd shall be symmetric about the joint unless otherwise supporting equal load are joined by a load distributing exercises no control with regard to fabrication,handling, shown. A 5x4 plate is 5"wide x 4"long. A 6x8 plate is 6" alement,Cr=1.1 is applied to chord members.When a chord shipment and installation of trusses. This truss has been ivide x 8"long. Slots(holes)run parallel to the plate length nember meeting Sec.6.4.2.1 has a structural wood designed as an individual building component in accordance pecified. Double cuts on web members shall meet at theheathing mechanically attached,the bending allowable is with ANSI/TPI 1 and NDS.It is to be incorporated as part of entroid of the webs unless otherwise shown. Connector djusted by Cr=1.15. Cr factor symbols given on drawing are the building design by a Building Designer. When reviewed late sizes are minimum sizes based on the forces shown efined as follows. for approval by the Building Designer, the design loadings nd may need to be increased for certain handling and/or A:Per ANSI TPI 1-2002,CrFb=1.15, CrFc,t=1.10 shown must be checked to be sure that the data shown are rection stresses. This truss is not to be fabricated with fire B:Per ANSI/TPI 1-2002,CrFb=1.10, CrFc,t=1.10 in agreement with the local building codes,local climatic etardant treated lumber unless otherwise shown. For C:Per ANSVrPI 1-1995 or 1-2002 and or ANSI/AF&PA records for wind and or snow loads,project specifications or dditional information on Fabrication Tolerances and quality NDS-1997 or NDS-2001,CrFb=1.00,CrFc,t=1.00 special applied loads. Unless shown,truss has not been ontrol requirements refer to appropriate ANSI/TPI 1. D:Per ANSI/AF&PA NDS-1997 or NDS-2001,CrFb=1.15, designed for storage or occupancy loads,e.g.concentrated CrFc,t=1.00 loads. Provide solid shim or wedge to bearings below sloped Precautionary Notes: chord members. The design assumes compression chords(top or bottom) Porches and end verticals have not been designed for are continuously braced by sheathing unless otherwise For bracing and erection recommendations refer to wind unless otherwise noted. specified. Where bottom chords in tension are not fully 'Handling, Installing and Bracing", HIB-91.Trusses are to + Denotes 90 degree plate orientation. braced laterally by a properly applied rigid ceiling,they be handled with particular care during banding and Continuous lateral bracing attached to should be braced at a maximums spacing of 10'-0"o.c.or as bundling,delivery and installation to avoid damage. P 9 either edge of web(s) shown. Bracing MUST be shown on drawing,whichever is less.Connector plates shall Temporary and permanent bracing for holding trusses in a positioned to provide equal unbraced be manufactured by MiTek Industries,or it's subsidiary, straight and plumb position and for resisting lateral forces hall be designed and installed b others. Careful handlingsegments OR 2x4 T-brace nailed flat to edge from 20 gauge hot dipped galvanized steel meeting ASTM A g y of web with w/3"x 0.120" nails spaced 8"o.c 653,Grade 40,unless otherwise shown. s essential and erection bracing is always required.Normal P recautionary action for trusses requires such temporary Brace must extend at least 90% of web length racing during installation between trusses to avoid toppling 2x6 Brace required on any web over 14'4'. nd dominoing. The supervision of erection of trusses shall 0 or{): Plate(s) OFFSET from joint center. e under the control of persons experienced in the The Joint Detail Report must be included nstallation of trusses.Professional advice shall be sought if with any submittal, inspection, and/or eeded. Concentration of construction loads greater than fabrication documentation. he design loads shall not be applied to trusses at any time. Connector plates are TL20(20),TL20(18),T-L-S(16) No loads other than the weight of the erectors shall be Plate values are: TL20 TL20(18) T-L-S M18H applied to trusses until all fastening and bracing is Southern Pine---- 245 245 171 196 completed. Hem Fir------------ 189 189 112 152 Spruce Pine Fir-- 207 207 117 141 Douglas Fir------- 248 248 152 171 Bracing Warning: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer.Additional bracing of the overall structure may be required. (See HIB-91 of TPI).For specific truss bracing requirements, contact building designer.(Truss Plate Institute, TPI is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719) Phone#: (608) 833-5900. Website: www.toinst.oro. T6: 4x 2 &P k2 NOTE: Maximum truss spacing is 16.0" o.c. :_:.:.:::.=::=Joint Locations==::=:_::::::_= TC FORCE ARL HND CSI SC: 4x 2 SP N2 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 4- 2- 0 5) 2- 0- 0 WB: 4x 2 SP N3 continuously braced unless noted otherwise. 2) 2- 0- 0 4) 4- 2- 0 6) 0- 0- 0 1- 2 0 0.00 0.16 0.16 RMB 1.15 ----MAE. REACTIONS PER BEARING LOCATION----- Bracing shown is for visual purposes only. 2- 3 0 0.00 0.16 0.16 x-Loc Vert Horiz Uplift Y-Loc Type 0- 0-12 153 0 0 BOT Pia BC FORCE AXL END CSI 3-11- 4 153 0 0 BOT H Roll 6- 5 152 0.04 0.01 0.05 5- 4 152 0.04 0.01 0.05 Web FORCE Web FORCE 6- 1 -52 2- 4 -175 6- 2 -179 4- 3 -59 Typical Panel=30" 5- 2 1s 4i2-0 1 2 3 30 1- -0 1- -0 3x6 20 3x6 153 150" 53#5.5 " i 4-2-0 6 5 4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale 0.7679 --------GLOBAL MAX DEFLECTIONS--------- Component Engineered by WO: M18304F LL TL Truss Engineering Co. in./Ratio in./Ratio Jut(s). 818 Soundaide Rd. TI: F-5 I.Span -0.01/999 -0.01/999 3-2 Edenton NC 27932 Date: 11/10/2004 LOAD*STAR Horiz. 0.00 0.00 NA Max DL Deflection L/999 :a 0.00 TC Live 40.0 paf DurFactor - Lbr: 1.00 Stn,cturnl Wood Sys tuns TC Dead 10.0 paf DurFactor - Plt: 1.00 11386GAWY17 179aANCT WARNING - Verify design parameters and read notes on O.C. Spacings 1- 4- 0 Lav�o*cR 70663 Mk1Wq,GA717m BC Live 0.0 psf (M 35646M (x12)9914819 this and reverse side or TSC Form 8.20.2003 DesnCr: TPI-95/IRC-00 FAx(7W356-1297 PAXPU)9914919 before use! BC Dead 5.0 psf Code Deacs Rosarius R TOTAL 55.0 Dsf Vs 4.0.1-32871 November 11,2004 Design: Matrix Analysis TEC Form 8.20.2003 Design Information: Fabrication Notes: General Notes: This design is for an individual building component and has rior to fabrication,the fabricator shall review this drawing Unless noted otherwise,overhangs and cantilevers have not been based on information provided by the client.The o verify that this drawing is in conformance with the been designed for construction loads. designer disclaims any responsibility for damages as a abricator's plans and accepts a continuing responsibility for Unless noted otherwise,floor trusses have not been result of faulty or incorrect information,specifications and/or such verification.Any discrepancies are to be put in writing Jesigned for concentrated loads per Table 1607.1 of IBC. designs furnished to the truss designer by the client and the :)efore cutting or fabrication.Connector plates shall be Repetitive Member Factor:Cr-Per ANSI/TPI 1-2002,Sec. correctness or accuracy of this information as it may relate ocated on both faces of the truss with nails fully imbedded .4.2.1 when 3 or more trusses spaced 24"o.c. or less to a specific project and accepts no responsibility and Eind shall be symmetric about the joint unless otherwise supporting equal load are joined by a load distributing exercises no control with regard to fabrication, handling, shown. A 5x4 plate is 5"wide x 4"long. A 6x8 plate is 6" Eflement,Cr=1.1 is applied to chord members.When a chord shipment and installation of trusses. This truss has been Nide x 8"long. Slots(holes)run parallel to the plate length ember meeting Sec.6.4.2.1 has a structural wood designed as an individual building component in accordance pecified. Double cuts on web members shall meet at theheathing mechanically attached,the bending allowable is with ANSI/TPI 1 and NDS.It is to be incorporated as part of entroid of the webs unless otherwise shown. Connector djusted by Cr=1.15.Cr factor symbols given on drawing are the building design by a Building Designer. When reviewed late sizes are minimum sizes based on the forces shown efined as follows. for approval by the Building Designer,the design loadings nd may need to be increased for certain handling and/or A:Per ANSlrrPI 1-2002,CrFb=1.15, CrFc,t=1.10 shown must be checked to be sure that the data shown are rection stresses. This truss is not to be fabricated with fire B:Per ANSI/TPI 1-2002,CrFb=1.10, CrFc,t=1.10 in agreement with the local building codes,local climatic retardant treated lumber unless otherwise shown. For C:PerANSUTPI 1-1995 or 1-2002 and or ANSI/AF&PA records for wind and or snow loads,project specifications or additional information on Fabrication Tolerances and quality NOS-1997 or NDS-2001,CrFb=1.00,CrFc,t=1.00 special applied loads. Unless shown,truss has not been control requirements refer to appropriate ANSI/TPI 1. D:Per ANSI/AF&PA NDS 1997 or NDS 2001,CrFb=1.15, designed for storage or occupancy loads,e.g.concentrated CrFc,t= 1.00 loads. Provide solid shim or wedge to bearings below sloped Precautionary Notes: chord members. The design assumes compression chords(top or bottom) Porches and end verticals have not been designed for are continuously braced by sheathing unless otherwise For bracing and erection recommendations refer to wind unless otherwise noted. specified. Where bottom chords in tension are not fully 'Handling, Installing and Bracing", HIB-91.Trusses are to + Denotes 90 degree plate orientation. braced laterally by a properly applied rigid ceiling,they be handled with particular care during banding and Continuous lateral bracing attached to should be braced at a maximum spacing of 10'-0"o.c.or as bundling,delivery and installation to avoid damage. ® either edge of web(s) shown. Bracing MUST be shown on drawing,whichever is less.Connector plates shall Temporary and permanent bracing for holding trusses in a positioned to provide equal unbraced be manufactured by MiTek Industries,or it's subsidiary, traight and plumb position and for resisting lateral forces segments OR 2x4 T-brace nailed flat to edge from 20 gauge hot dipped galvanized steel meeting ASTM A shall be designed and installed by others. Careful handling 653, Grade 40,unless otherwise shown. s essential and erection bracing is always required.Normal of web with w/3"x 0.120" nails spaced 8"o.c recautionary action for trusses requires such temporary Brace must extend at least 90% of web length racing during installation between trusses to avoid toppling 2x6 Brace required on any web over 14'-0". and dominoing. The supervision of erection of trusses shall 0 or Q: Plate(s) OFFSET from joint center. e under the control of persons experienced in the The Joint Detail Report must be included installation of trusses.Professional advice shall be sought if with any submittal, inspection, and/or needed.Concentration of construction loads greater than fabrication documentation. he design loads shall not be applied to trusses at any time. Connector plates are TL20(20),TL20(18),T-L-S(16) No loads other than the weight of the erectors shall be Plate values are: TL20 TL20(18) T-L-S M18H applied to trusses until all fastening and bracing is Southern Pine---- 245 245 171 196 completed. Hem Fir------------ 189 189 112 152 Spruce Pine Fir-- 207 207 117 141 Douglas Fir------- 248 248 152 171 Bracing Warning: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI).For specific truss bracing requirements, contact building designer.(Truss Plate Institute, TPI is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719) Phone#: (608) 833-5900. Website: www.toinst.org. TF: 4x 2 RP #2 ------------ TOTAL DESIGN LOADS ------------ _________===::Joint Locations=====___:_.__:_ EC: 4x 2 SP #2 Uniform PLF From PLF To 1) 0- 0- 0 3) 4- 4- 8 5) 2- 1-12 TC FORCE AXL END CSI WB: 4x 2 SP #3 TC Vert L+D -481 0- 0- 0 -481 4- 4- 8 2) 2- 1-12 4) 4- 4- 8 6) 0- 0- 0 1- 2 0 0.00 0.50 0.50 This 1-PLY truss designed to carry BC Vert L+D -3 0- 0- 0 -3 4- 4- 8 All COMPRESSION Chords are assumed to be 2- 3 0 0.00 0.55 0.55 16' 7" span framed to TC one face NOTE. Maximum truss spacing is 16.0" o.c. continuously braced unless noted otherwise. 1' 4" span split-framed to opposite face RMB - 1.00 ----MAR. REACTIONS PER BEARING LOCATION----- BC FORCE AXL END CSI Bracing shown is for visual purposes only. x-Loc Vert Boris Uplift Y-Loc Type 0- 1-12 1060 0 0 BOT Pin 6- 5 1105 0.26 0.04 0.30 4- 1-12 1060 0 0 BOT H Roll 5- 4 1105 0.26 0.04 0.30 Web FORCE Web FORCE 6- 1 -445 2- 4 -1250 6- 2 -1261 4- 3 -468 5- 2 -1 Typical Panel=30" 1 2 3 AXI; SYR 3X5 1- -0 1-10 3x6 20 3x6 1060 3.5 " 1 60#5. 0" i 4-0-8 6 5 4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale 0.7237 --------GLOBAL MAX DEFLECTIONS--------- Component Engineered by WO: M18304F LL TL Truss Engineering Co. in./Ratio in./Ratio Jnt(s) . 818 Soundside Rd. TI: FG-1 LOAD*STAR I.Span -0.01/999 -0.02/999 3-2 Edenton NC 27932 Date: 11/10/2004 Horiz. 0.00 0.01 NA Max DL Deflection L/999 - -0.01 TC Live 40.0 psf DurFactor - Lbr: 1.00 DurFactor - Plt: 1.00 Srn:crun:t Wood sysee::rs WARNING - Verify design parameters and read notes on TC Dead 10.0 psf O.C. Spacing: 1- 4- 0 113"GAMMYI7 170ELwc7. BC Live 0.0 of L^'01 GAG= M.y,GA31M this and reverse aide or TEC Form 8.20.2003 P DesnCrs TPI-95/IRC-00 (MMe4= 012)BU4818 FAX nq,%s4297 FAxp+2)e44W before use! BC Dead 5.0 psf Code Rosarius R TOTAL 55.0 Dsf V: 4.00..1-1-32872 November 11,2004 Design: Matrix Analysis TEC Form 8.20.2003 Design Information: Fabrication Notes: General Notes: This design is for an individual building component and has Prior to fabrication,the fabricator shall review this drawing Unless noted otherwise,overhangs and cantilevers have not been based on information provided by the client.The to verify that this drawing is in conformance with the been designed for construction loads. designer disclaims any responsibility for damages as a abricator's plans and accepts a continuing responsibility for Unless noted otherwise,floor trusses have not been result of faulty or incorrect information,specifications and/or 3uch verification.Any discrepancies are to be put in writing Jesigned for concentrated loads per Table 1607.1 of IBC. designs furnished to the truss designer by the client and the Defore cutting or fabrication.Connector plates shall be Repetitive Member Factor:Cr-Per ANSI/TPI 1-2002,Sec. correctness or accuracy of this information as it may relate ocated on both faces of the truss with nails fully imbedded .4.2.1 when 3 or more trusses spaced 24"o.c.or less to a specific project and accepts no responsibility and 3nd shall be symmetric about the joint unless otherwise 5upporting equal load are joined by a load distributing exercises no control with regard to fabrication,handling, 5hown. A 5x4 plate is 5"wide x 4"long. A 6x8 plate is 6" 3lement,Cr=1.1 is applied to chord members.When a chord shipment and installation of trusses. This truss has been ide x 8"long. Slots(holes)run parallel to the plate length member meeting Sec.6.4.2.1 has a structural wood designed as an individual building cornponent in accordance ipecified. Double cuts on web members shall meet at theheathing mechanically attached,the bending allowable is with ANSI/TPI 1 and NDS.It is to be incorporated as part of entroid of the webs unless otherwise shown. Connector djusted by Cr=1.15.Cr factor symbols given on drawing are the building design by a Building Designer. When reviewed late sizes are minimum sizes based on the forces shown efined as follows. for approval by the Building Designer,the design loadings 3nd may need to be increased for certain handling and/or A:PerANSI/TPI 1-2002,CrFb=1.15, CrFc,t=1.10 shown must be checked to be sure that the data shown are Rrection stresses. This truss is not to be fabricated with fire B:Per ANSI/TPI 1-2002,CrFb=1.10, CrFc,t=1.10 in agreement with the local building codes, local climaticetardant treated lumber unless otherwise shown. For C:Per ANSVrPI 1-1995 or 1-2002 and or ANSI/AF&PA records for wind and or snow loads,project specifications or dditional information on Fabrication Tolerances and quality NDS-1997 or NDS-2001,CrFb=1.00,CrFc,t=1.00 special applied loads. Unless shown,truss has not been ntrol requirements refer to appropriate ANSI/TPI 1. D:Per ANSI/AF&PA NDS 1997 or NDS 2001,CrFb=1.15, designed for storage or occupancy loads,e.g.concentrated CrFc,t=1.00 loads. Provide solid shim or wedge to bearings below sloped Precautionary Notes: chord members. The design assumes compression chords(top or bottom) Porches and end verticals have not been designed for are continuously braced by sheathing unless otherwise For bracing and erection recommendations refer to wind unless otherwise noted. specified. Where bottom chords in tension are not fully 'Handling, Installing and Bracing", HIB-91. Trusses are to + Denotes 90 degree plate orientation. braced laterally by a properly applied rigid ceiling,they be handled with particular care during banding and Continuous lateral bracing attached to should be braced at a maximum spacing of 10'-0"o.c.or as bundling,delivery and installation to avoid damage. ® either edge of web(s) shown. Bracing MUST be shown on drawing,whichever is less.Connector plates shall Temporary and permanent bracing for holding trusses in a positioned to provide equal unbraced be manufactured by MiTek Industries,or it's subsidiary, traight and plumb position and for resisting lateral forces from 20 gauge hot dipped galvanized steel meeting ASTM A hall be designed and installed by others. Careful handling segments 2x4 T brace nailed flat to edge w 653,Grade 40,unless otherwise shown. s essential and erection bracing is always required.Normal of web with /3"x 0.120" nails spaced 8"o.c precautionary action for trusses requires such temporary Brace must extend at least 90% of web length racing during installation between trusses to avoid toppling 2x6 Brace required on any web over 14'-0". and dominoing. The supervision of erection of trusses shall a or Q: Plate(s) OFFSET from joint center. e under the control of persons experienced in the The Joint Detail Report must be included installation of trusses.Professional advice shall be sought if with any submittal, inspection, and/or eeded.Concentration of construction loads greater than fabrication documentation. he design loads shall not be applied to trusses at any time. Connector plates are TL20(20),TL20(18),T-L-S(16) No loads other than the weight of the erectors shall be Plate values are: TL20 TL20(18) T-L-S M18H applied to trusses until all fastening and bracing is Southern Pine---- 245 245 171 196 completed. Hem Fir----------- 189 189 112 152 Spruce Pine Fir-- 207 207 117 141 Douglas Fir------- 248 248 152 171 Bracing Warning: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI).For specific truss bracing requirements, contact building designer.(Truss Plate Institute, TPI is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719) Phone#: (608) 833-5900. Website: www.tpinst.org. .Q, M18304F TC: 4x 2 4P 82 ------------ TOTAL DESIGN LOADS ------------ a...=====..=a=Joint Locations====:......a_ BC: 4x 2 SP #2 Uniform PLF From PLF To 1) 0- 0- 0 7) 10- 9- 8 13) 12- 2- 0_ TC FORCE ARL HND CSI WSs 4x 2 SP 83 TC Vert L+D -66 0- 0- 0 -66 16- 7- 0 2) 1- 6- 0 8) 12- 2- 0 14) 9- 6- 8 1- 2 0 0.00 0.17 0.17 MULTIPLE LOADS -- This design is the BC Vert L+D -6 0- 0- 0 -6 16- 7- 0 3) 4- 0- 0 9) 14- 2- 8 15) 6-11-12 2- 3 4 0.00 0.17 0.17 composite result of multiple loads. Concentrated LBS Location 4) 5- 3-12 10) 16- 7- 0 16) 5- 3-12 3- 4 5 0.00 0.15 0.15 All COMPRESSION Chords are assumed to be TC Vert L+D -486 12- 3- 4 5) 6-11-12 11) 16- 7- 0 17) 2- 9- 0 4_ 5 5 0.00 0.07 0.07 continuously braced unless noted otherwise. NOTE: Maximum truss spacing is 16.01 o.c. 6) 8- 3- 8 12) 14- 2- 8 18) 0- 0- 0 This truss is designed to bear on multiple RMB = 1.00 ----MAX. REACTIONS PER BRARING LOCATION----- 5- 6 5 0.00 0.15 0.15 supports. Interior bearing locations should Bracing shown is for visual purposes only. R-Loc Vert Horiz Uplift Y-Loc Type 6- 7 20 0.00 0.16 0.16 be marked on truss. Shim or wedge if 0- 0-12 108 83 0 BOT Pin 7- 8 56 0.01 0.15 0.17 necessary to achieve full bearing. 12- 0-12 791 -70 0 BOT Pin g_ g 56 0.01 0.20 0.21 16- 4- 4 145 0 0 BOT H Roll 9-10 0 0.00 0.20 0.20 BC FORCE AXL BND CSI 18-17 0 0.00 0.03 0.03 17-16 0 0.00 0.03 0.03 16-15 0 0.00 0.01 0.01 15-14 0 0.00 0.02 0.02 14-13 0 0.00 0.02 0.02 13-12 138 0.03 0.02 0.05 12-11 138 0.03 0.02 0.05 Typical Panel=30" Web FORCE Web FORCE 18- 1 -31 6-14 -114 i 6-1-12 18- 2 -108 14- 7 -107 6-1-12 2-17 -121 7-13 -126 16-7-0 i 17- 3 -103 13- 8 -577 1 2 3 4 5 6 7 8j 486# 9 10 3-16 -100 13- 9 -225 16- 4 -87 12- 9 16 15- 5 -87 9-11 -155 15- 6 -96 11-10 -66 3A 3A IY4 2YI 2Y3 3Y4 IY4 AY4 US 1x T 4T 1-4-0 _ 1-¢-0 IL 3x6 3x4 3x4 3x4 3x4 3x8 20 3x6 I1 108 .50" 791 1.50" 14N# .50" : 16-7-1) 18 17 16 15 14 13 12 11 C/L:12-0-12 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Over 3 Sunvorts Scale 0.3853 --------GLOBAL MAX DEFLECTIONS--------- Component Engineered by WO: M18304F LL TL Truss Engineering Co. in./Ratio in./Ratio Jnt(s). 818 Soundside Rd. TI: FG-4 LOAD*STARI.Span -0.01/999 -0.02/999 10-9 LOAO` fSTAR Horiz. 0.00 0.00 NA Edenton NC 27932 Date: 11/10/2004 Max DL Deflection L/999 . 0.00 TC Live 40.0 psf DurFactor - Lbr: 1.00 StAMY17 w"170 7 ELAN CT. WARNING - Verify design parameters and read notes on TC Dead 10.0 psf DurFactor - Plt: 1.00 I:Oeecr,Hwy:r �roaarcr. Y 9 P O.C. Spacing: 1- 4- 0 ! L-kGAa� v,GA31nO this and reverse side or TEC Form 8.20.2003 BC Live 0.0 psf DesnCr: TPI-95/IRC-00 VA 3664600 P:Bee44We BC Dead 5.0 psf Code Desc: Rosarius R November 11,2004 FAl(Q06Y&1297 FAXP:2)8U449 before use! TOTAL 55.0 8f Vs 4.0.1-32873 Design: Matrix Analysis TEC Form 8.20.2003 Design Information: [Fabrication Notes: eneral Notes: This design is for an individual building component and has rior to fabrication,the fabricator shall review this drawing Unless noted otherwise,overhangs and cantilevers have not been based on information provided by the client.The verify that this drawing is in conformance with the een designed for construction loads. designer disclaims any responsibility for damages as a bricator's plans and accepts a continuing responsibilityfor Unless noted otherwise,-floor trusses have not been result of faulty or incorrect information,specifications and/or uch verification.Any discrepancies are to be put in writing Jesigned for concentrated loads per Table 1607.1 of IBC. designs furnished to the truss designer by the client and the :)efore cutting or fabrication.Connector plates shall be Repetitive Member Factor:Cr-Per ANSI/TPI 1-2002,Sec. correctness or accuracy of this information as it may relate ocated on both faces of the truss with nails fully imbedded .4.2.1 when 3 or more trusses spaced 24"o.c.or less to a specific project and accepts no responsibility and 3nd shall be symmetric about the joint unless otherwise supporting equal load are joined by a load distributing exercises no control with regard to fabrication,handling, shown. A 5x4 plate is 5"wide x 4"long. A 6x8 plate is 6" alement,Cr=1.1 is applied to chord members.When a chord shipment and installation of trusses. This truss has been Nide x 8"long. Slots(holes)run parallel to the plate length member meeting Sec.6.4.2.1 has a structural wood designed as an individual building component in accordance pecified. Double cuts on web members shall meet at theheathing mechanically attached,the bending allowable is with ANSI/TPI 1 and NDS.It is to be incorporated as part of entroid of the webs unless otherwise shown. Connector djusted by Cr=1.15. Cr factor symbols given on drawing are the building design by a Building Designer. When reviewed late sizes are minimum sizes based on the forces shown efined as follows. for approval by the Building Designer,the design loadings nd may need to be increased for certain handling and/or A:Per ANSlrrPI 1-2002,CrFb=1.15, CrFc,t=1.10 shown must be checked to be sure that the data shown are rection stresses. This truss is not to be fabricated with fire B:Per ANSI/TPI 1-2002,CrFb=1.10, CrFc,t=1.10 in agreement with the local building codes, local climatic etardant treated lumber unless otherwise shown. For C:PerANSVTPI 1-1995 or 1-2002 and or ANSI/AF&PA records for wind and or snow loads,project specifications or dditional information on Fabrication Tolerances and quality NDS-1997 or NDS-2001,CrFb=1.00,CrFc,t=1.00 special applied loads. Unless shown,truss has not been ontrol requirements refer to appropriate ANSI/TPI 1. D:Per ANSI/AF&PA NDS 1997 or NDS-2001,CrFb=1.15, CrFc,t= 1.00 designed for storage or occupancy loads,e.g.concentrated loads. Provide solid shim or wedge to bearings below sloped Precautionary Notes: chord members. The design assumes compression chords(top or bottom) Porches and end verticals have not been designed for are continuously braced by sheathing unless otherwise For bracing and erection recommendations refer to wind unless otherwise noted. specified. Where bottom chords in tension are not fully 'Handling, Installing and Bracing", HIB-91.Trusses are to + Denotes 90 degree plate orientation. braced laterally by a properly applied rigid ceiling,they a handled with particular care during banding and Continuous lateral bracing attached to should be braced at a maximum spacing of 10'-0"o.c.or as undling,delivery and installation to avoid damage. ® either edge of web(s) shown. Bracing MUST be shown on drawing,whichever is less.Connector plates shall Temporary and permanent bracing for holding trusses in a P positioned to provide equal unbraced be manufactured by MiTek Industries,or it's subsidiary, straight and plumb position and for resisting lateral forces segments OR 2x4 T brace nailed flat to edge from 20 gauge hot dipped galvanized steel meeting ASTM A shall be designed and installed by others. Careful handling 653, Grade 40,unless otherwise shown. s essential and erection bracing is always required.Normal of web with w/3"x 0.120" nails spaced 8"o.c recautionary action for trusses requires such temporary Brace must extend at least 90% of web length racing during installation between trusses to avoid toppling 2x6 Brace required on any web over 14'-0". nd dominoing. The supervision of erection of trusses shall a or 4: Plate(s) OFFSET from joint center. e under the control of persons experienced in the The Joint Detail Report must be included nstallation of trusses.Professional advice shall be sought if with any submittal, inspection, and/or eeded. Concentration of construction loads greater than fabrication documentation. he design loads shall not be applied to trusses at any time. Connector plates are TL20(20),TL20(18),T-L-S(16) No loads other than the weight of the erectors shall be Plate values are: TL20 TL20(18) T-L-S M18H applied to trusses until all fastening and bracing is Southern Pine---- 245 245 171 196 completed. Hem Fir------------ 189 189 112 152 Spruce Pine Fir-- 207 207 117 141 Douglas Fir------- 248 248 152 171 Bracing Warning: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI).For specific truss bracing requirements, contact building designer.(Truss Plate Institute, TPI is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719) Phone#: (608) 833-5900. Website: www.tpinst.org. TF: 4x 2 SP N2 ------------ TOTAL DESIGN LOADS ------------ ..............Joint Locations............... BC: 4x 2 SP N2 Uniform PLY From PLY To 1) 0- 0- 0 5) 5- 3- 8 9) 2- 9-12 TC FORCE AXL BND CSI WB: 4x 2 SP i!3 TC Vert L+D -139 0- 0- 0 -139 6- 9- 8 2) 1- 6- 0 6) 6- 9- 8 10) 0- 0- 0 1- 2 0 0.00 0.08 0.08 All COMPRESSION Chords are assumed to be BC Vert L+D -3 0- 0- 0 -3 6- 9- 8 3) 2- 9-12 7) 6- 9- 8 2- 3 -675 0.00 0.06 0.07 continuously braced unless noted otherwise. NOTE: Maximum truss spacing is 16.0• o.c. 4) 3-11-12 8) 3-11-12 3- 4 -675 0.00 0.06 0.06 This 1-PLY truss designed to carry RMB = 1.00 ----MAX. REACTIONS PER BEARING LOCATION----- 4- 5 -675 0.00 0.06 0.07 4' 2" span framed to TC one face Bracing shown is for visual purposes only. X-Loc Vert Horiz Uplift Y-Loc Type 1' 41 span split-framed to 0 5- 6 0 0.00 0.08 0.08 p p opposite face 0- 0-12 986 0 0 BOT Pin 6- 6-12 486 0 0 BOT H Roll BC FORCE AXL END CSI 10- 9 476 0.11 0.02 0.13 9- 8 675 0.16 0.00 0.16 8- 7 476 0.11 0.02 0.13 Typical Panel=30" Web FORCE web FORCE 10- 1 -102 8- 4 -167 3-4-12 i 10- 2 -609 8- 5 264 3-4-12 2- 9 264 5- 7 -609 9- 3 -167 7- 6 -102 6-9-9 I 1 2 3 4 5 6 1- -0 1-10 1 1 1 2!S1 3x6 3x4 3x4 3x6 481150" 86#5. 0" i 6-9-8 10 9 8 7 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale 0.7430 --------GLOBAL MAX DEFLECTIONS--------- Component Engineered by WO= M18304F LL TL Truss Engineering Co. in./Ratio in./Ratio Jnt(s) . 818 Soundside Rd. TI= FG-5 I.Span -0.01/999 -0.01/999 4-3 LOAO*STAR Horiz. 0.00 0.00 NA Edenton NC 27932 Date= 11/10/2004 Max DL Deflection L/999 : 0.00 TC Live 40.0 psf DurFactor - Lbrz 1.00 5=natural Wuu17 SpANCT. WARNING - Verify design parameters and read notes on TC Dead 10.0 psf DurFactor - Plt= 1.00 »�eecnriwrn 1mauacr. S' g p O.C. Spacing= 1- 4- 0 4 L3M48W 44`sn0 this and reverse side or TEC Form 8.20.2003 BC Live 0.0 psf DesnCr= TPI-95/IRC-00 "0X7e�00 a+Xea"4e+e BC Dead 5.0 psf Code Desc= Rosarius R November 11,2004 F�xRos}assaan� iAJlpt2)BBIJBI9 before use! TOTAL 55. sf V= 4.0.1-32874 Design: Matrix Analysis TEC Form 8.20.2003 Design Information: Fabrication Notes: General Notes: This design is for an individual building component and has Prior to fabrication,the fabricator shall review this drawing Unless noted otherwise,overhangs and cantilevers have not been based on information provided by the client.The to verify that this drawing is in conformance with the been designed for construction loads. designer disclaims any responsibility for damages as afabricator's plans and accepts a continuing responsibilityfor Unless noted otherwise,floor trusses have not been result of faulty or incorrect information,specifications and/or uch verification.Any discrepancies are to be put in writing Jesigned for concentrated loads per Table 1607.1 of iBC. designs furnished to the truss designer by the client and the before cutting or fabrication.Connector plates shall be Repetitive Member Factor:Cr-Per ANSI/TPI 1-2002,Sec. correctness or accuracy of this information as it may relate located on both faces of the truss with nails fully imbedded .4.2.1 when 3 or more trusses spaced 24"o.c.or less to a specific project and accepts no responsibility and and shall be symmetric about the joint unless otherwise supporting equal load are joined by a load distributing exercises no control with regard to fabrication, handling, shown. A 5x4 plate is 5"wide x 4"long. A 6x8 plate is 6" lement,Cr=1.1 is applied to chord members.When a chord shipment and installation of trusses. This truss has been wide x 8"long. Slots(holes)run parallel to the plate length ember meeting Sec.6.4.2.1 has a structural wood designed as an individual building component in accordance specified. Double cuts on web members shall meet at theheathing mechanically attached,the bending allowable is with ANSI/TPI 1 and NDS.It is to be incorporated as part of entroid of the webs unless otherwise shown. Connector djusted by Cr=1.15. Cr factor symbols given on drawing are the building design by a Building Designer. When reviewed late sizes are minimum sizes based on the forces shown efined as follows. for approval by the Building Designer,the design loadings and may need to be increased for certain handling and/or A:Per ANSI/TPI 1-2002,CrFb=1.15, CrFc,t=1.10 shown must be checked to be sure that the data shown are Drection stresses. This truss is not to be fabricated with fire B:Per ANSI/TPl 1-2002,CrFb=1.10, CrFc,t=1.10 in agreement with the local building codes,local climatic etardant treated lumber unless otherwise shown. For C:PerANSUTPI 1-1995 or 1-2002 and or ANSI/AF&PA records for wind and or snow loads,project specifications or dditional information on Fabrication Tolerances and quality NDS-1997 or NDS-2001,CrFb=1.00,CrFc,t=1.00 special applied loads. Unless shown, truss has not been ontrol requirements refer to appropriate ANSI/TPi 1. D:Per ANSI/AF&PA NDS 1997 or NDS-2001,CrFb=1.15, designed for storage or occupancy loads,e.g.concentrated CrFc,t=i.00 loads. Provide solid shim or wedge to bearings below sloped Precautionary Notes: chord members. The design assumes compression chords(top or bottom) Porches and end verticals have not been designed for are continuously braced by sheathing unless otherwise For bracing and erection recommendations refer to wind unless otherwise noted. specified. Where bottom chords in tension are not fully 'Handling, Installing and Bracing",HIB-91.Trusses are to + Denotes 90 degree plate orientation. braced laterally by a properly applied rigid ceiling,they be handled with particular care during banding and Continuous lateral bracing attached to should be braced at a maximum spacing of 10'-0"o.c.oras bundling,delivery and installation to avoid damage. ® either edge of web(s) shown. Bracing MUST be shown on drawing,whichever is less. Connector plates shall Temporary and permanent bracing for holding trusses in a positioned to provide equal unbraced be manufactured by MiTek Industries,or it's subsidiary, straight and plumb position and for resisting lateral forces segments OR 2x4 T-brace nailed flat to edge from 20 gauge hot dipped galvanized steel meetingASTMA shall be designed and installed by others. Careful handling 653, Grade 40, unless otherwise shown. s essential and erection bracing is always required.Normal of web with w/3"x 0.120"nails spaced 8"o.c recautionary action for trusses requires such temporary Brace must extend at least 90% of web length racing during installation between trusses to avoid toppling 2x6 Brace required on any web over 14'-0". and dominoing. The supervision of erection of trusses shall Q or 0: Plate(s) OFFSET from joint center. e under the control of persons experienced in the The Joint Detail Report must be included installation of trusses.Professional advice shall be sought if with any submittal, inspection, and/or needed.Concentration of construction loads greater than fabrication documentation. he design loads shall not be applied to trusses at any time. Connector plates are TL20(20),TL20(18),T-L-S(16) No loads other than the weight of the erectors shall be Plate values are: TL20 TL20(18) T-L-S M18H applied to trusses until all fastening and bracing is Southern Pine---- 245 245 171 196 completed. Hem Fir------------ 189 189 112 152 Spruce Pine Fir-- 207 207 117 141 Douglas Fir------- 248 248 152 171 Bracing Warning: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer.Additional bracing of the overall structure may be required. (See HIB-91 of TPI).For specific truss bracing requirements, contact building designer.(Truss Plate institute, TPi is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719) Phone#: (608) 833-5900. Website: www.tpinst.ora. 7883 TF: 4x 2 9P 42 .........=....Joint Locations=...........=.. BC. 4x 2 SP R2 NOTE. Maximum truss spacing is 16.0" o.c. 1) 0- 0- 0 11) 12-11- 0 21) 8-11- 0 WE. 4x 2 SP M3 All COMPRESSION Chords are assumed to be 2) 0-11- 0 12) 14- 3- 0 22) 7- 7- 0 RMB . 1.15 continuously braced unless noted otherwise. 3) 2- 3- 0 13) 15- 7- 0 23) 6- 3- 0 ----MAX. REACTIONS PER BEARING LOCATION----- Bracing shown is for visual purposes only. 4) 3- 7- 0 14) 16-11- 0 24) 4-11- 0 x-Loc Vert Boriz Uplift Y-Loc Type 5) 4-11- 0 15) 16-11- 0 25) 3- 7- 0 0- 0-12 0 0 0 BOT Pin 6) 6- 3- 0 16) 15- 7- 0 26) 2- 3- 0 13- 4- 4 0 0 0 BOT Pin 7) 7- 7- 0 17) 14- 3- 0 27) 0-11- 0 8) 8-11- 0 18) 12-11- 0 28) 0- 0- 0 9) 10- 3- 0 19) 11- 7- 0 10) 11- 7- 0 20) 10- 3- 0 Typical Panel=30" i 16-11- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 TT ,_i-0LE I - 1.4-0 1 3x4 20 20 20 20 20 20 20 20 213 2X3 20 2x3 20 0# .50" Stud @ 1-4-0 0#1.50" 28 27 26 25 24 23 22 21 20 19 18 17 16 15 CANT. 3- 6- 0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale . 0.3780 Component Engineered by WO: M18304F WARNING - Verify design parameters and read notes on Truss Engineering Co. this and reverse side or TEC Form 8.20.2003 818 Soundside Rd. TI: LD-1 LOAO*STAR before usel Edenton NC 27932 Date: 11/10/2004 TC Live 40.0 psf DurFactor - Lbr: 1.00 Stn:rno"t WoodSgstn:.s TC Dead 10.0 psf DurFactor - Plt: 1.00 11388GAN017 17OELM CT. O.C. Spacing: 1- 4- 0 Ul-*GA 3W MWwg GA31320 BC Live 0.0 psf DesnCr: TPI-95/IRC-00 (M3664= 612)w14e SC Dead 5.0 psf Code Desc: Rosarius R November 11,2 04 FAX(M)W-1297 FAX0Q)991J819 TOTAL 55.0 sf V: 4.0.1-32875 Design: Matrix Analysis TEC Form 8.20.2003 Design Information: Fabrication Notes: General Notes: This design is for an individual building component and has Prior to fabrication,the fabricator shall review this drawing Unless noted otherwise,overhangs and cantilevers have not been based on information provided by the client.The to verify that this drawing is in conformance with the been designed for construction loads. designer disclaims any responsibility for damages as afabricator's plans and accepts a continuing responsibility for Unless noted otherwise,floor trusses have not been result of faulty or incorrect information,specifications and/or uch verification.Any discrepancies are to be put in writing Jesigned for concentrated loads per Table 1607.1 of IBC. designs furnished to the truss designer by the client and the before cutting or fabrication. Connector plates shall be Repetitive Member Factor:Cr-Per ANSI/TPI 1-2002,Sec. correctness or accuracy of this information as it may relate located on both faces of the truss with nails fully imbedded .4.2.1 when 3 or more trusses spaced 24"o.c.or less to a specific project and accepts no responsibility and and shall be symmetric about the joint unless otherwise upporting equal load are joined by a load distributing exercises no control with regard to fabrication, handling, shown. A 5x4 plate is 5"wide x 4"long. A 6x8 plate is 6" Dlement, Cr=1.1 is applied to chord members.When a chord shipment and installation of trusses. This truss has been wide x 8"long. Slots(holes) run parallel to the plate length ember meeting Sec. 6.4.2.1 has a structural wood designed as an individual building component in accordance specified. Double cuts on web members shall meet at theheathing mechanically attached,the bending allowable is with ANSI/TPI 1 and NDS.It is to be incorporated as part of centroid of the webs unless otherwise shown. Connector djusted by Cr=1.15. Cr factor symbols given on drawing are the building design by a Building Designer. When reviewed plate sizes are minimum sizes based on the forces shown efined as follows. for approval by the Building Designer,the design loadings and may need to be increased for certain handling and/or A:Per ANSI/TPI 1-2002,CrFb=1.15, CrFc,t=1.10 shown must be checked to be sure that the data shown are erection stresses. This truss is not to be fabricated with fire B:Per ANSI/TPI 1-2002,CrFb=1.10, CrFc,t=1.10 in agreement with the local building codes,local climatic retardant treated lumber unless otherwise shown. For C:Per ANSVTPI 1-1995 or 1-2002 and or ANSI/AF&PA records for wind and or snow loads,project specifications or additional information on Fabrication Tolerances and quality NDS-1997 or NDS-2001,CrFb=1.00,CrFc,t=1.00 special applied loads. Unless shown, truss has not been control requirements refer to appropriate ANSI/TPI 1. D:Per , .F&PA NDS 1997 or NDS 2001,CrFb=1.15, CrFct designed for storage or occupancy loads, e.g.concentrated ==1 1.00 loads. Provide solid shim or wedge to bearings below sloped Precautionary Notes: chord members. The design assumes compression chords(top or bottom) Porches and end verticals have not been designed for are continuously braced by sheathing unless otherwise For bracing and erection recommendations refer to wind unless otherwise noted. specified. Where bottom chords in tension are not fully 'Handling, Installing and Bracing", HIB-91.Trusses are to + Denotes 90 degree plate orientation. braced laterally by a properly applied rigid ceiling,they be handled with particular care during banding and Continuous lateral bracing attached to should be braced at a maximum spacing of 10'-0"o.c.or as undling,delivery and installation to avoid damage. either edge of web(s) shown. Bracing MUST be® shown on drawing,whichever is less.Connector plates shall Temporary and permanent bracing for holding trusses in a positioned to provide equal unbraced be manufactured by MiTek Industries,or it's subsidiary, 5traight and plumb position and for resisting lateral forces hall be designed and installed b others. Careful handling segments OR 2x4 T brace nailed flat to edge from 20 gauge hot dipped galvanized steel meeting ASTM A g y g 653,Grade 40, unless otherwise shown. s essential and erection bracing is always required.Normal of web with w/3"x 0.120" nails spaced 8"o.c recautionary action for trusses requires such temporary Brace must extend at least 90% of web length racing during installation between trusses to avoid toppling 2x6 Brace required on any web over 14'-0". and dominoing. The supervision of erection of trusses shall 0 or 0: Plate(s) OFFSET from joint center. e under the control of persons experienced in the The Joint Detail Report must be included installation of trusses.Professional advice shall be sought if with any submittal, inspection, and/or needed.Concentration of construction loads greater than fabrication documentation. he design loads shall not be applied to trusses at any time. Connector plates are TL20(20),TL20(18),T-L-S(16) No loads other than the weight of the erectors shall be Plate values are: TL20 TL20(18) T-L-S M18H applied to trusses until all fastening and bracing is Southern Pine---- 245 245 171 196 completed. Hem Fir------------ 189 189 112 152 Spruce Pine Fir-- 207 207 117 141 Douglas Fir------- 248 248 152 171 Bracing Warning: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI).For specific truss bracing requirements, contact building designer.(Truss Plate Institute, TPI is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719) Phone#: (608) 833-5900. Website: www.tpinst.ora. Job: M18304F cluntomer:Durham Building WO:M18304F TI,LD-2 OtV:l T1355189 7883 TC: 4x 2 SP N2 =_::__ ...=:=:Joint Locations====:__.__::_:. B&: 4x 2 SP N2 NOTE: Maximum truss spacing is 16.01 o.c. 1) 0- 0- 0 11) 13- 7- 0 ME: 4x 2 SP N3 All COMPRESSION Chords are assumed to be 2) 1- 7- 0 12) 14-11- 0 22) 30-11- 0 RMB = 1.15 continuously braced unless noted otherwise. 3) 2-11- 0 13) 16- 3- 0 23) 9- 7- 0 ----MAX. REACTIONS PER BEARING LOCATION----- Bracing shown is for visual purposes only. 4) 4- 3- 0 14) 17- 7- 0 24) 8- 3- 0 X-Loc Vert Boriz Uplift Y-Loc Type 5) 5- 7- 0 15) 18-11- 0 25) 6-11- 0 0- 0-12 0 0 0 BOT Pin 6) 6-11- 0 16) 18-11- 0 26) 5- 7- 0 18-10- 4 0 0 0 SOT Pin 7) 8- 3- 0 17) 17- 7- 0 27) 4- 3- 0 8) 9- 7- 0 18) 16- 3- 0 28) 2-11- 0 9) 10-11- 0 19) 14-11- 0 29) 1- 7- 0 10) 12- 3- 0 20) 13- 7- 0 30) 0- 0- 0 Typical Panel=30" i I I I I I 1 18-1 l-0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 T42TI 2Y3 2Y-1 2x-3 2Y3 20 2Y3 2xX 20 2X-3 2x3 Zx3 Zx3 T 4 I 1-4 0 1-4-0 -==� I I I =L 1 3x4 2x3 2x3 2x3 2x3 2x3 2x3 2x3 2x3 2x3 2X3 2x3 2x3 2x3 3x4 1 0#1.50" Stud @ 1-4-0 0#1.50" 18-Ii-0 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale 0.3402 design arameters and read notes on Component Engineered WO: M18304F WARNING - Verify g P Truss Engineering Co. this and reverse side or TEC Form 8.20.2003 818 Soundside Rd. TI: LD-2 LOA13*13TAR before use! Edenton NC 27932 Date: 11/10/2004 TC Live 40.0 psf DurFactor - Lbr: 1.00 StruthnnT Wood Sysur:s TC Dead 10.0 psf DurF8Ctoi - Plt: 1.00 113NGAHWY17 t10ELANCT. O.C. Spacing: 1- 4- 0 L—*GA30563 W*M,GA 31321 BC Live 0.0 psf DesnCr: TPI-95/IRC-00 ) (M013)�� FAM(106)366-Nw-1191 FAM011)6844&9 BC Dead 5.0 psf Code Desc: Rosarius R November 11,2 04 TOTAL 5 .0 sf Vs 4.0.1-32876 Designs Matrix Analysis TEC Form 8.20.2003 Design Information: Fabrication Notes: General Notes: This design is for an individual building component and has Prior to fabrication,the fabricator shall review this drawing Unless noted otherwise,overhangs and cantilevers have not been based on information provided by the client.The to verify that this drawing is in conformance with the been designed for construction loads. designer disclaims any responsibility for damages as afabricator's plans and accepts a continuing responsibilityfor Unless noted otherwise,floor trusses have not been result of faulty or incorrect information,specifications and/or uch verification.Any discrepancies are to be put in writing Jesigned for concentrated loads per Table 1607.1 of IBC. designs furnished to the truss designer by the client and the before cutting or fabrication. Connector plates shall be Repetitive Member Factor:Cr-Per ANSI/TPI 1-2002,Sec. correctness or accuracy of this information as it may relate located on both faces of the truss with nails fully imbedded .4.2.1 when 3 or more trusses spaced 24"o.c.or less to a specific project and accepts no responsibility and and shall be symmetric about the joint unless otherwise supporting equal load are joined by a load distributing exercises no control with regard to fabrication,handling, shown. A 5x4 plate is 5"wide x 4"long. A 6x8 plate is 6" alement, Cr=1.1 is applied to chord members.When a chord shipment and installation of trusses. This truss has been wide x 8"long. Slots(holes) run parallel to the plate length nember meeting Sec.6.4.2.1 has a structural wood designed as an individual building component in accordance specified. Double cuts on web members shall meet at theheathing mechanically attached,the bending allowable is with ANSI/TPI 1 and NDS.It is to be incorporated as part of centroid of the webs unless otherwise shown. Connector djusted by Cr=1.15. Cr factor symbols given on drawing are the building design by a Building Designer. When reviewed plate sizes are minimum sizes based on the forces shown efined as follows. for approval by the Building Designer,the design loadings and may need to be increased for certain handling and/or A:Per ANSlfTPI 1-2002,CrFb=1.15, CrFc,t=1.10 shown must be checked to be sure that the data shown are erection stresses. This truss is not to be fabricated with fire B:Per ANSI/TPI 1-2002,CrFb=1.10, CrFc,t=1.10 in agreement with the local building codes, local climatic retardant treated lumber unless otherwise shown. For C:Per ANSVTPI 1-1995 or 1-2002 and or ANSI/AF&PA records for wind and or snow loads,project specifications or additional information on Fabrication Tolerances and quality NDS-1997 or NDS-2001,CrFb= 1.00,CrFc,t=1.00 special applied loads. Unless shown,truss has not been control requirements refer to appropriate ANSI/TPI 1. D:Per ANSI/AF&PA NDS-1997 or NDS-2001,CrFb=1.15, designed for storage or occupancy loads,e.g.concentrated CrFc,t=1.00 Provide solid shim or wedge to bearings below sloped loads. Precautionary Notes: chord members. The design assumes compression chords(top or bottom) Porches and end verticals have not been designed for are continuously braced by sheathing unless otherwise For bracing and erection recommendations refer to wind unless otherwise noted. specified. Where bottom chords in tension are not fully 'Handling, Installing and Bracing", HIB-91.Trusses are to + Denotes 90 degree plate orientation. braced laterally by a properly applied rigid ceiling,they be handled with particular care during banding and Continuous lateral bracing attached to should be braced at a maximum spacing of 10'-0"o.c.or as bundling,delivery and installation to avoid damage. ® either edge of web(s) shown. Bracing MUST be shown on drawing,whichever is less.Connector plates shall Temporary and permanent bracing for holding trusses in a positioned to provide equal unbraced be manufactured by MiTek Industries,or it's subsidiary, straight and plumb position and for resisting lateral forces segments OR 2x4 T-brace nailed flat to edge from 20 gauge hot dipped galvanized steel meeting ASTM A shall be designed and installed by others. Careful handling 653,Grade 40,unless otherwise shown. s essential and erection bracing is always required.Normal of web with w/3"x 0.120" nails spaced 8"o.c recautionary action for trusses requires such temporary Brace must extend at least 90% of web length racing during installation between trusses to avoid toppling 2x6 Brace required on any web over 14'-0". and dominoing. The supervision of erection of trusses shall a or(): Plate(s)OFFSET from joint center. e under the control of persons experienced in the The Joint Detail Report must be included installation of trusses.Professional advice shall be sought if with any submittal, inspection, and/or needed.Concentration of construction loads greater than fabrication documentation. he design loads shall not be applied to trusses at any time. Connector plates are TL20(20),TL20(18),T-L-S(16) No loads other than the weight of the erectors shall be Plate values are: TL20 TL20(18) T-L-S M18H applied to trusses until all fastening and bracing is Southern Pine---- 245 245 171 196 completed. Hem Fir------------ 189 189 112 152 Spruce Pine Fir-- 207 207 117 141 Douglas Fir------- 248 248 152 171 Bracing Warning: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI).For specific truss bracing requirements, contact building designer.(Truss Plate Institute, TPI is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719) Phone#: (608) 833-5900. Website: www.tr)inst.ora. Job; M18304F s WOsM18304F TT,LD-3 TC: 4x 2 FP $2 =________====:Joint Locations===: BC: 4x 2 SP N2 NOTE: Maximum truss spacing is 16.0" o.c. 1) 0- 0- 0 9) 10-10- 0 17) WE, 4x 2 SP $3 All COMPRESSION Chords are assumed to be 2) 1- 6- 0 10) 12- 2- 0 18) a- 2- 0 RMB - 1.15 continuously braced unless noted otherwise. 3) 2-30- 0 11) 13- 6- 0 19) 6-10- 0 ----MA%. REACTIONS PER BEARING LOCATION----- Bracing shown is for visual purposes only. 4) 4- 2- 0 12) 14-10- 0 20) 5- 6- 0 %-Loc Vert Boriz Uplift Y-Loc Type 5) 5- 6- 0 13) 14-10- 0 21) 4- 2- 0 0- 0-12 0 0 0 BOT Pin 6) 6-10- 0 14) 13- 6- 0 22) 2-10- 0 14- 9- 4 0 0 0 BOT Pin 7) 8- 2- 0 15) 12- 2- 0 23) 1- 6- 0 8) 9- 6- 0 16) 10-10- 0 24) 0- 0- 0 Typical Panel=30" 10 14- -n i 1 ) 1 1 2 3 4 5 6 7 8 9 10 11 12 TIt 4T 1-4-0 1-10 1 3x4 20 20 20 20 20 20 20 20 20 20 3x4 0# .50" Stud @ 1-4-0 1.50" i 14-10-0 24 23 22 21 20 19 18 17 16 15 14 13 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale 0.4277 Component Engineered by 1,10: M18304F WARNING - Verify design parameters and read notes on Truss Engineering Co. this and reverse side or TEC Form 8.20.2003 818 Soundside Rd. TI: LD-3 LOAD*STAR before use) Edenton NC 27932 Date. 11/10/2004 TC Live 40.0 psf DurFactor - Lbr: 1.00 Strutn:rnl W"ort$ysteyns TC Dead 10.0 psf DurFaCtor - Plt: 1.00 1133e GAHWYI7 170 ELAN CT. O.C. Spacings 1- 4- 0 LawtGAMM MM-Y,GA 31320 BC Live 0.0 psf 4 �� plz,wa�¢ DesnCrs TPI-95/IRC-00 FAX VM 366)366-1287 012)N2)8BIJ8s9 BC Dead 5.0 psf Code Desc: Rosarius R TOTAL 55.0 nsf Vs 4.0.1-32877 November 11,2004 Designs Matrix Analysis TEC Form 8.20.2003 Design Information: Fabrication Notes: General Notes: This design is for an individual building component and has Prior to fabrication,the fabricator shall review this drawing Unless noted otherwise,overhangs and cantilevers have not been based on information provided by the client.The to verify that this drawing is in conformance with the been designed for construction loads. designer disclaims any responsibility for damages as afabricator's plans and accepts a continuing responsibilityfor Unless noted otherwise,floor trusses have not been result of faulty or incorrect information,specifications and/or uch verification. Any discrepancies are to be put in writing esigned for concentrated loads per Table 1607.1 of IBC. designs furnished to the truss designer by the client and the )efore cutting or fabrication. Connector plates shall be Repetitive Member Factor: Cr-Per ANSI/TPI 1-2002,Sec. correctness or accuracy of this information as it may relate ocated on both faces of the truss with nails fully imbedded .4.2.1 when 3 or more trusses spaced 24"o.c.or less to a specific project and accepts no responsibility and 3nd shall be symmetric about the joint unless otherwise supporting equal load are joined by a load distributing exercises no control with regard to fabrication, handling, shown. A 5x4 plate is 5"wide x 4"long. A 6x8 plate is 6" alement, Cr=1.1 is applied to chord members.When a chord shipment and installation of trusses. This truss has been Nide x 8"long. Slots(holes)run parallel to the plate length ember meeting Sec.6.4.2.1 has a structural wood designed as an individual building component in accordance pecified. Double cuts on web members shall meet at theheathing mechanically attached,the bending allowable is with ANSIITPI 1 and NDS.It is to be incorporated as part of entroid of the webs unless otherwise shown. Connector djusted by Cr=1.15. Cr factor symbols given on drawing are the building design by a Building Designer. When reviewed late sizes are minimum sizes based on the forces shown efined as follows. for approval by the Building Designer,the design loadings nd may need to be increased for certain handling and/or A Per ANSlrrPI 1-2002,CrFb=1.15, CrFc,t=1.10 shown must be checked to be sure that the data shown are rection stresses. This truss is not to be fabricated with fire B:Per ANSI/TPI 1-2002, CrFb=1.10, CrFc,t=1.10 in agreement with the local building codes,local climatic etardant treated lumber unless otherwise shown. For C:Per ANSVTPI 1-1995 or 1-2002 and or ANSI/AF&PA records for wind and or snow loads,project specifications or dditional information on Fabrication Tolerances and quality NDS-1997 or NDS-2001,CrFb=1.00,CrFc,t=1.00 special applied loads. Unless shown,truss has not been ontrol requirements refer to appropriate ANSI/TPI 1. D:Per ANSI/AFBPA NDS-1997 or NDS-2001,CrFb= 1.15, Cr designed for storage or occupancy loads,e.g.concentrated loads. Providdee = 1.00 solid shim or wedge to bearings below sloped Precautionary Notes: chord members. The design assumes compression chords(top or bottom) Porches and end verticals have not been designed for are continuously braced by sheathing unless otherwise For bracing and erection recommendations refer to wind unless otherwise noted. specified. Where bottom chords in tension are not fully 'Handling, Installing and Bracing",HIB-91.Trusses are to + Denotes 90 degree plate orientation. braced lateral) b a properly applied rigid ceiling,the a handled with particular care during banding and Continuous lateral bracing attached to Y Y P P Y PP 9� 9. Y 9 should be braced at a maximum spacing of 10'-0"o.c.or as bundling,delivery and installation to avoid damage. ® either edge of web(s)shown. Bracing MUST be shown on drawing,whichever is less.Connector plates shall Temporary and permanent bracing for holding trusses in a P positioned to provide equal unbraced be manufactured by MiTek Industries,or it's subsidiary, straight and plumb position and for resisting lateral forces hall be designed and installed b others, Careful handling segments 2x4 T brace nailed flat to edge from 20 gauge hot dipped galvanized steel meeting ASTM A 9 y g w of web with /3"x 0.120" nails spaced 8"o.c 653,Grade 40,unless otherwise shown. s essential and erection bracing is always required.Normal recautionary action for trusses requires such temporary Brace must extend at least 90% of web length racing during installation between trusses to avoid toppling 2x6 Brace required on any web over 14'-0". nd dominoing. The supervision of erection of trusses shall a or Q: Plate(s) OFFSET from joint center. e under the control of persons experienced in the The Joint Detail Report must be included nstallation of trusses.Professional advice shall be sought if with any submittal, inspection, and/or eeded. Concentration of construction loads greater than fabrication documentation. he design loads shall not be applied to trusses at any time. Connector plates are TL20(20),TL20(18),T-L-S(16) No loads other than the weight of the erectors shall be Plate values are: TL20 Tt20(18) T-L-S M18H applied to trusses until all fastening and bracing is Southern Pine---- 245 245 171 196 completed. Hem Fir------------ 189 189 112 152 Spruce Pine Fir-- 207 207 117 141 Douglas Fir------- 248 248 152 171 Bracing Warning: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPi).For specific truss bracing requirements, contact building designer.(Truss Plate Institute, TPI is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719) Phone#: (608) 8335900. Website: www.ti2inst.org. TV: 4x 2 SP #2 =:.__ .._=....=Joint Locations............... BC: 4x 2 SP #2 NOTE: Maximum truss spacing is 16.0" o.c. 1) 0- 0- 0 4) 4- 2- 0 7) 1- 6- 0 NBs 4x 2 SP #3 All COMPRESSION Chords are assumed to be 2) 1- 6- 0 5) 4- 2- 0 8) 0- 0- 0 RMB . 1.15 continuously braced unless noted otherwise. 3) 2-10- 0 6) 2-10- 0 ----MAX. REACTIONS PER BEARING LOCATION----- Bracing shown is for visual purposes only. X-Loc Vert Horiz Uplift Y-Loc Type 0- 0-12 0 0 0 BOT Pin 4- 1- 4 0 0 0 BOT Pin Typical Panel=30" 4-2-0 1 2 3 4 1- -0 1- -0 3x4 20 20 3x4 0# .501, Stud®1-4-0 1.50" 4-2-0 8 7 6 5 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale 0.7377 WARNING - Verifydi parameters and read notes on Component Engineered b WO, M18304F esn 9 p Truss Engineering Co. this and reverse aide or TEC Form 8.20.2003 818 Soundside Rd. TIs LD-5 LOA93*13TAR before use! Edenton NC 27932 Dates 11/10/2004 TC Live 40.0 psf DurFactor - Lbrs 1.00 TC Dead 100 psf Stn:usrn/Woo:l$1/9NCT. . 1- 4- 0DurFactor - Plts 1.00 O.C. Spacings 11399 GA FINN 77 tTO B.ACT, law kGA3M Mksmy,GA 31320 BC Live 0.0 psf DesnCrs TPI-95/IRC-00 4 VM3e'80Ga18BC Dead 5.0 psf Code Desc: Rosarius R November 11,2004 FAX(W3564291 FAX(912)M4649 TOTAL 55.0 sf Vs 4.0.1-32878 Desigae Matrix Analysis TEC Form 8.20.2003 Design Information: Fabrication Notes: General Notes: This design is for an individual building component and has Prior to fabrication,the fabricator shall review this drawing Unless noted otherwise,overhangs and cantilevers have not been based on information provided by the client.The to verify that this drawing is in conformance with the been designed for construction loads. designer disclaims any responsibility for damages as afabricator's plans and accepts a continuing responsibilityfor Unless noted otherwise,floor trusses have not been result of faulty or incorrect information,specifications and/or such verification.Any discrepancies are to be put in writing designed for concentrated loads per Table 1607.1 of IBC. designs furnished to the truss designer by the client and the before cutting or fabrication.Connector plates shall be Repetitive Member Factor:Cr-Per ANSI/TPI 1-2002,Sec. correctness or accuracy of this information as it may relate ocated on both faces of the truss with nails fully imbedded .4.2.1 when 3 or more trusses spaced 24"o.c.or less to a specific project and accepts no responsibility and Eind shall be symmetric about the joint unless otherwise supporting equal load are joined by a load distributing exercises no control with regard to fabrication,handling, shown. A 5x4 plate is 5"wide x 4"long. A 6x8 plate is 6" alement, Cr=1.1 is applied to chord members.When a chord shipment and installation of trusses. This truss has been Nide x 8"long. Slots(holes) run parallel to the plate length ember meeting Sec.6.4.2.1 has a structural wood designed as an individual building component in accordance pecified. Double cuts on web members shall meet at the sheathing mechanically attached,the bending allowable is with ANSI/TPI 1 and NDS.It is to be incorporated as part of entroid of the webs unless otherwise shown. Connector adjusted by Cr=1.15.Cr factor symbols given on drawing are the building design by a Building Designer. When reviewed late sizes are minimum sizes based on the forces shown defined as follows. for approval by the Building Designer,the design loadings nd may need to be increased for certain handling and/or A:Per ANSI/TPI 1-2002,CrFb=1.15, CrFc,t=1.10 shown must be checked to be sure that the data shown are rection stresses. This truss is not to be fabricated with fire B:Per ANSI/TPI 1-2002,CrFb=1.10, CrFc,t=1.10 in agreement with the local building codes, local climatic etardant treated lumber unless otherwise shown. For C:Per ANSUTPI 1-1995 or 1-2002 and or ANSI/AF&PA records for wind and or snow loads,project specifications or dditional information on Fabrication Tolerances and quality NDS-1997 or NDS-2001,CrFb=1.00,CrFc,t=1.00 special applied loads. Unless shown,truss has not been ontrol requirements refer to appropriate ANSI/TPI 1. D:Per ANSI/AF&PA NDS 1997 or NDS 2001,CrFb=1.15, designed for storage or occupancy loads,e.g.concentrated CrFc,t=1.00 loads. Provide solid shim or wedge to bearings below sloped Precautionary Notes: chord members. The design assumes compression chords(top or bottom) Porches and end verticals have not been designed for are continuously braced by sheathing unless otherwise For bracing and erection recommendations refer to wind unless otherwise noted. specified. Where bottom chords in tension are not fully 'Handling, Installing and Bracing", HIB-91.Trusses are to + Denotes 90 degree plate orientation. braced laterally by a properly applied rigid ceiling,they be handled with particular care during banding and Continuous lateral bracing attached to should be braced at a maximum spacing of 10'-0"o.c.or as undling,delivery and installation to avoid damage. ® either edge of web(s) shown. Bracing MUST be shown on drawing,whichever is less.Connector plates shall Temporary and permanent bracing for holding trusses in a P positioned to provide equal unbraced be manufactured by MiTek Industries,or it's subsidiary, straight and plumb position and for resisting lateral forces segments OR 2x4 T-brace nailed flat to edge from 20 gauge hot dipped galvanized steel meeting ASTM A shall be designed and installed by others. Careful handling 653, Grade 40, unless otherwise shown. s essential and erection bracing is always required.Normal of web with w/3"x 0.120" nails spaced 8"o.c recautionary action for trusses requires such temporary Brace must extend at least 90% of web length racing during installation between trusses to avoid toppling 2x6 Brace required on any web over 14'-0". and dominoing. The supervision of erection of trusses shall 0 or{}: Plate(s) OFFSET from joint center. e under the control of persons experienced in the The Joint Detail Report must be included installation of trusses.Professional advice shall be sought if with any submittal, inspection, and/or needed.Concentration of construction loads greater than fabrication documentation. he design loads shall not be applied to trusses at any time. Connector plates are TL20(20),TL20(18),T-L-S(16) No loads other than the weight of the erectors shall be Plate values are: TL20 TL20(18) T-L-S M18H applied to trusses until all fastening and bracing is Southern Pine---- 245 245 171 196 completed. Hem Fir------------ 189 189 112 152 Spruce Pine Fir-- 207 207 117 141 Douglas Fir------- 248 248 152 171 Bracing Warning: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI).For specific truss bracing requirements, contact building designer.(Truss Plate Institute, TPI is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719) Phone#: (608) 833-5900. Website: www.tr)inst.ora.