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Permits 1628 Beach Ave
JOB ADDRESS f 8 ZeXl� TYPE WORD I . PROPERTY OWNER c� ' TELEPHom 9, '716 coNTRAcroR TFl EPHONE PMZWT NUrM.R 9Z 1 :55 DATE INSPECTIONS: FOOTING SLAB TIE BEAM I.LVTEL NAII,EVG1S ff&tT IVG cam- FRA&W"OVER L;SMTTON FINAL BUILDING - W s t Fi o- V ELEcnttcAL PERMM .LVSPEMONS ROUGE CtI (�2 FINAL MECRANICAL PERMIT# (r}!�) INSPECTIONS ROUQg PLUMMNGPERMTIV 3` n INSPECTIONS ROUWIUNDER,57.AB It �1 TOPOUT M4 WATER/SENE—� FINAL NOTES. L MAP SHOWING BOUNDARY SURVEY DF., LOT 7, BLOCK I, OCEAN GROVE, UNIT NO. /, AS RECORDED IN PLAT BOOK/5, PAGE 82 OF THE PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA, f t�3F-,Q Cly A O i „ ''- �Eng• 40 sz R> 453P Qi LOT 8 Q BLOCK 1 $ O C � N ` Ease,f t 9y G'Utili>yEoSerr�nt� ( � L D T Co �3�3•� BL OCK J Lor 9 .� � '�'` QLOCK NOTES: I �,t NO BUILDING RESTRICTION LINE SHOWN ON PLAT, BUT I I Pyr THERE MAY BE RESTRICTION LINES OR EASEMENTS THAT I AFFECT THIS PROPERTY 8Y ZONING OR RECORDED IN THE53 °03 PUBLIC RECORDS OF THIS COUNTY THAT ARE NOT SHOWN I 314"Iron (e! 121 A) y� ON THIS SURVEY. THIS PROPER TYIIESIN FL 000 ZONE X'BY FLOOD MAPS REVISED 4/17/89, COMMUNITY PANEL NO. 120075 000!D. LOT /0 ��'�;��0• ~� sesyo �. (R) Denofes /2ecord BLOCK J m) ocnotcs .,lclucl � r fpa ro°uUr�F LOT BLOCK I�O`yBPpbl PREPARED FOR THE BENEFIT OF: OFr.i.Cr✓,F/V /�-1n-rSG TD /3/Q//10; CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH FL 32233 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date . . . . . . 2/03/03 Parcel Number . . . . . - - - Property Address . . . 1628 BEACH AVE ATLANTIC BEACH FL 32233 Subdivision Name . . . Legal Description . . . LOT 7, BLOCK 1 Property Zoning . . . . RESIDENTIAL GEN 2 FAMILY Owner . . . . . . . . . SCHERER, JOE & MOSELEY, STACY Contractor . . . . . . MICHAEL ADAMS CONSTRUCTION INC Application number 02-30023135 000 023 Description of Work SINGLE FAMILY RESIDENCE Construction type . . . Occupancy type . . . . Flood Zone . . . . . . Approved . . . . . . . Building Official VOID UNLESS SIGNED BY BUILDING OFFICIAL BUILDING,PLANNING AND ZONING INSPECTION DEPARTMENT CITY OFATLANTIC BEACH, FLORIDA CERTIFICATE OF OCCUPANCY WORKSHEET Date Requested: { �'2L{ 10-3 Building Contractor: f Building Permit Number: 0" Address: 1 (P ,2—,3 Legal Description: Improvements to the above described property have been completed in accordance with the terms of the permit and is certified to be ready for occupancy as Lowest Floor Elevation: .� 3 required as built BEFORE ISSUING CERTIFICATE OF OCCUPANCY THE FOLLOWING MUST BE COMPLETE DEPARTMENT DATE NOTIFIED DATE APPROVED BY Fire Public Works &2,41'P3 Planning . asj Q Building 2 b3 Z 6 AAP SMOW G DOEYJY314RY SLMVEY OP .LOT 7 BLOCK AS SHOWN OW MAP OF JA..J G CIA-d-1-77 AJQ / AS RrC1GWVM NV HUT BOWS( ��✓ PAGES 8Z LilF 7HE PtMIJC RECORt7S OF DUVIAL COfW7T. FLC"MA 5R77F7ED FONT. gJtil A u ,.a.� 2 / o c.r M1 Z p•'1, l y I '` 3 s_r_ Is c w FFA=13?0 .8 Y � c I S S/. %o N �9- Si�•r 7W PRLtPENT1' Sa MMI HE7QEM APPEARS 70 UE W7MM FLOW HAZ/ M SMAME RATE MAP—,Z_ FVM 7HE CITY OF ./AtdC=WM L c FLORI! — !S SHOW AS A CO&M7E5V Cts Y AAA DOES NOT C MS7t7L77E A CXFJ7 TRI--STATE LAND SUR 6417 BA YINEADONS WAY SUM- AM JACKSCW WLL& • 11°"' 71ars SV/zvEY DOES NOT REFXECT CM DE—IMA" (rr mm a.v♦to+ss+l marVALW N/7HOUT ME S7QVA?L/RE Zo WE, �a-ro+aE GV A FZCA%24 &WEE _44MMM A040-i/APPi o +cva(�aeaMu� 7tl7S SLA+it�EBASED Y tJPCW DE3>P7IP AS FL ®moss CIT agwii?T or A dMVZNSToolAff5MA9Cr 7777 � "J- bKjxpm Jamy/www LOW err parr L AA*y Q EM and iaalr-w- / Zy GLEJVN At. am co- m�E)�AO=4 ASa g asmM pw 4,0C AR OOMDfMMIG ROD v 00 RAWAL OSTANCLI FAUD WOW OA7f: Z-/- UZ �TERM S1Ai'WYM AND AI/IP'Pt� A?GRE D/1STATE OF'FLaMa1 (l6-d ZDO/ZOD'd NO' 118-1 + __ -°1OJd ll�ll EOOZ-qD-9od FLOODPLAIN DEVELOPMENT INFORMATION Location::— LC—' r � fes( Qui" Vim) Type of Development: lt�3cg r 1 G7 Flood Zone: Required Lowest Floor Elevation: 0 If building is located within a flood hazard zone, a survey must be made AFTER THE SLAB HAS BEEN POURED, certifying that the LOWEST FLOOR ELEVATION is equal to or above the base flood elevation established for that zone. No final inspection will be made and no certificate of occupancy will be issued until the survey is on file with the Building Department. COMMENTS: Applicant Acknowledgment: I understand that the issuance of this permit is contingent upon the above information being correct and that the plans and supporting data have been or shall be provided as required. I agree to comply with all applicable provisions of Ordinance No. 25-7-11 and all other laws or ordinances affecting the proposed development. Date to Loi Applicant's Signature Department Use: Required Lowest Floor Elevation As Built Lowest Floor Elevation Survey Filed with Building Department Building Department Representative cit�r � ��� Beach K dip Zm4i Desawnmmm oty eat BP 91 UDIS PERM 1 $a N Teaftr detail CK cow 2M W&O Taaw � Moe Trans dates 1/29M Tise: 16:37:53 BIVINS ELECTRIC COMPANY,INC 1004 SOUTH 2ND ST. - JACKSONVILLE BEACH, FL 32250 Phone (904)249-4308/249-2911 - Fax (904)249-0336 January 22, 2003A � City of Atlantic Beach r LSY; RE: 1628 BEACH AVE This letter is to request Temporary/Early power at above address. Bivins Electric will be held responsible for any or all electrical problems that may occur. The City of Atlantic Beach is not liable. If you have any questions please call our office. Thank you. R'y�nr Bivins-President County of a Sworn and subscribed to me this _day of]_ C 003. Personally known�~ or provided indentification SN�e���uusii����i QQ;•��p�SSION F2 i��o o� fiber 5 FY�i N TARBLI STATE OF FL '> P PU `'0 9 #DD 163174 ;oma •'.� BondedttvN,�.'v' A P P q JCD i1 ti X ATLANTIC BEICH "LlILDING OFFICE JAN 2 20103 CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 Seminole Road-Atlantic Beach, FL 37233-Tel: 247-5826-Fax:247-5877 ELECTRICAL PERMIT PERMIT INFORMATION LOCATION INFORMATION Permit Number: 24256 Address: 1628 BEACH AVENUE Permit Type: -ELECTRICAL ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: Range: Book: 15 Proposed Use: .SINGLE FAMILY -Lot(s):7 Block: 1 Section: Square Feet: Subdivision: OCEAN GROVE UNIT#1 Est.Value: Parcel Number:- Improv. Cost: OWNER INFORMATION Date Issued: 6/12/2002 Name: SCHERER, JOE& MOSELEY, STAGY Total-Fees: 50.00 Address: 417 4TH STREET Amount Paid: 50.00 . ATLANTIC-BEACH, FL 32233 Date Paid: 6/12/2002 Phone: 000 000-0000 Work Desc: NEW 200 AMP, 1 PH,3W CONTRACTORS) LICATION FEES BIVINS ELECTRIC CO. . 50.00 - . a jai > �,4 ''�; •�i, " . ,��; .,,ate . ' - y r 4 c a NOTICE- M a ECTION BUILDING MATER! t ' „ IC SPACE,AND MUST BE CLEAREDVi- , __ "FAILURE TO COM - a. 1N THE PROPERTY OWNER ISSUED ACCORDING TO APPRC> ND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PR'" Oper: CHERYLE Type: OC Drawer: 1 Date 6/12/02 01 Receipt no: 64479 ATLANTIC BEACH B_ IL.D1 EPT. 14 PERMITS-BUILDING 18,90 00100003221 1628 BEACH CM CHECKS 7167 60.00 {HR. 0144_; Y} 444 Time: 17:03:38 CITY OF 800 SEMINOLE ROAD ATLANTIC BEACH,FLORIDA 32233-5445 TELEPHONE(904) 247-5800 FAX(904)247-5805 SUNCOM 852-5800 DATE E2 JEA Construction & Maintenance 2325 Emerson Street Jacksonville, FL 32207 Attention: Connie Re: Rough Electrical Inspections Dear Connie: Rough Inspections on the following locations have been completed and approved: PERMIT NO. ADDRESS Please call me at.904-247-5826 if you have any questions. Sincerely, ATLANTIC BEACH BUILDING DEPARTMENT CITY OF ATLANTIC BEACH, FLORIDA APPLICATION FOR ELECTRICAL PERMIT TO THE CHIEF ELECTRICAL INSPECTOR: DATE: Q 20 0. IMPORTANT NOTICE: IN CONSIDERATION OF PERMIT GIVEN FOR DOING THE WORK SCRIBED THE FOLLOWING,WE HEREBY AGREE TO PERFORM SAID WORK IN ACCORDANCE WITH THE) PLANS AND SPEC CATIONS, ARE A PART HEREOF, AND IN ACCORDANCE WITH THE ELECTRICAL REGULATI S,CODES AND CITY O ATLANTIC B AC ORDINANCES. ELECTRICAL FIRM: c 1 STE ECTRICIA NATURE: I ISS L� �Y1C 00, OWNERS NAME: ADDRESS: I �D G RFD BOX BLDG. SIZE BE W EN: RES.(�PT.( ) COMM.( ) PUBLIC( ) INDUS.( ) NEW( ) OLD( ) REW.( ) ADDITION( ) TRAILER( ) TEMP.( ) SIGNS( ) SQ.FT. SERVICE: NEW ,.}/'INCREASE REPAIR( ) (900 C)k�L) lc�e1V I cs CONDUCTOR SIZE AMPS: COPPER( ) ALUM.( } FEES SWITCH OR BREAKER AMPS PH W 2VOLT U RACEWAY EXIST. SERV. SIZE AMPS PH W VOLT RACEWAY FEEDERS NO. SIZE NO. SIZE NO. SIZE LIGHTING OUTLETS to CONCEALED OPENTOTAL RECEPTACLES CONCEALED OPEN, TOTAL 0.30AMPS 3 1.100 AMPS SWITCHES - INCANDESCENT FLOURESCENT&M.V. FIXED 0.100 AMPS. d OVER APPLIANCES BELL TRANSF. AIR H.P. RATING H.P.RATING I CEIL. KW-HEAT CONDITIONING COMP.MOTOR OTHER MOTORS AMPS I HEAT S c1 ia� 0-1 OVER MOTORS H.P. VOLTAGE PHS NO. 1 H.P. VOLTAGE PHS MISCELLANEOUS TRANSFORMERS: UNDER 600V OVER 600V NO. IKVA NO. IKVA NO.NEON TRANSF. NOVA MA MOTOR SIZE SWITCH FLASHERS EACH SIGN Updated 5/20/2002 1 CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD j ,. ATLANTIC BEACH, FLORIDA 32233 fi INSPECTION PHONE LINE 247-5826 Application Number . . . . . 02-30023135 Date 10/14/02 Property Address . . . . . . 1628 BEACH AVE Application description . . . SINGLE FAMILY RESIDENCE Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 350000 Owner Contractor ------------------- ----- ------------------------ SCHERER, JOE & MOSELEY, STACY MICHAEL ADAMS CONSTRUCTION INC ATLANTIC BEACH FL 32233 ------------------ ----------------------------------- ----------------------- Permit . . . . . . MECHANICAL PERMIT Additional desc . . GAS PIPING 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 v BUILDING MATERIAL,RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER. "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS"ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. �Q) lY..,. C - qo-� BUIL ING OFFICIAL INING INSPECTION DIVISION F ATLANTIC BEACH ,IC BEACH, FLORIDA 32233 OR MECHANICAL PERMIT IMPORTANT—Applicant to complete ajj items iu sections I, II, III, and IV. I. Street Address: LOCATION OF Intersecting Streets:Between G And BUILDING Sub-division II. INDENTIFICATION—To be completed by all applicants. 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 ordinances and standards of-good practice listed therein. Name of Mechanicaln//��/� Contractors �� Contractor(Print) IAV e:,Ap C,0 Master Name of Property 17'0 10/0 �{ Owner Signature of Owner 011Signature of Or Authorized ent Architect or Engineer III. GENERAL I RMA A. Type of heating fuel: B. ❑ Electric IS OTHER CONSTRUCTION BF�II�G DONE ON THIS Gas: �P Natural _Central Utility BUILDING OR SITE? y J ❑ Oil ❑ Other—Specify IF YES,GIVE NUMBER OF CONSTRUCTION PERMIT c'1313 S— IV. MECHANICAL EQUIPMENT TO BE NATURE OF WORK INSTALLED Residential or Commercial 5W New Building (Provide complete list of components on back of this form) ❑ Existing Building ❑ Heat _Space _Recessed —Central _Floor ❑ Replacement of existing system El Air Conditioning: Room Central ' New Installation(No system previously installed) ❑ Duct System: Material Thickness ❑ Extension or add-on to existing system Maximum capacitycfin E] Other- Specify ❑ Refrigeration ❑ Cooling tower: Capacity spm ❑ Fire sprinklers: Number of heads THIS SPACE FOR OFFICE USE ONLY ❑ Elevator: _ Manlift_Escalator (Number) (Received) E3 Gasoline pumps (Number) ❑ Tanks (Number) Remarks ❑ LPG containers (Number) ❑ Unfired pressure vessel Permit Approved by_ Date El Boilers pp Other—Specify g ) J /�_ �- Permit Fee LIST ALL EQUIPMENT AIR CONDITIONING AND REFRIGERATION EQUIPMENT Number Units Description Model Number Manufacturer Capacity Approving Tons Agency HEATING—FURNACES,BOILERS,FIREPLACES Number Units Description Model Number Manufacturer Capacity Approving BTU Agency TANKS How Many Nominal Capacity Type Liquid Name of Serial Approving And Dimensions Contained Manufacturer No. Agency CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-5828-FAX 247-5877 PERMIT 1NFORMATJQ . L C3CA N`INFORMATION i j Permit Number: 23135 Address: 1628 BEACH AVENUE Permit Type: BUILDING ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: Range: Book: 15 Proposed Use: SINGLE FAMILY Lot(s):7 Block: 1 Section: Square Feet: Subdivision: OCEAN GROVE UNIT#1 Est. Value: Parcel Number: Improv. Cost: 350,000.00 -TION Issued: 12/10/2001 Name: SCHERER, JOE & MOSELEY, STACY Total Fees: 4,325.90 Address: 417 4TH STREET Amount Paid: 4,325.90 ATLANTIC BEACH, FL 32233 Date Paid: 12/10/2001000 000-0000 Work Desc: CONSTRUCT NEW � . CHG 3993 CONTRACTOR ;< tCATiC3N I=EES1 MICHAEL ADAMS CONSTRUC N ltd tT 1;845.00 '` NIRT E "Wk� 760.00 EW F 2. 1,250.00 °eKM4F {y,yti2 5 q `rv� i 85.00 _ tk 5.63 - N CAS'' 0.30 II�IPR� K 325.00 .. SSS CENIEC (OR 35.00 ' ONS 'sllA . 17.97 . � CHARO�AT . 2.00 .. ...3 TREE BAR RICF COVER UP CERTIF/OCCUP,, ki A0, ------------ n d y NOTICE-IISPECTIO - T 5b STEI AT QST 24` tI l R TO IIS ECTION BUILDING MATERIAL, am" n6RIS FROM THIS WQRK-MUST NOT LACED iN UBLIC SPACE,AND MUST BE CLEARED UP "� I-IiAULE10 Y �!I ,Ct d' UK O "FAILURE TO COMPLY R LT IN THE PROPERTY OWNER PAYtN { ISSUED ACCORDING TO APPROVED PYLA RMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS Operator: DIERYLE AT C BEACH ILD EPT. Date: 12/12/61 91 Receipt: 881111 Total Payment $4325.98 CITY OF ATLANTIC BEACH PERMIT CALCULATION SHEET Address— 6 ;? E tj Date :7 Heated Sauare Footage -3, S 1,S Qg e ed IV3 L1 per Sq C a Z,D o r< s q JE Pat1`? TOTAL VALU-t'iTLC) 3 Total 'Jaluation 1st ;) 5-0 , on 0 RemainYna Value Y o� per thousand Portion thereof TOTAL BUILDING FEE 2 Fi .-i L ing Fee Fireplaces Ca $15 , 00 BUILDINK-' PERMIT FEE WATER IMPACT FEE Y 60 SEWER IMPACT FEE WATER METER/TAP CAPITRL IMPROVEMENT� SEWER TAP 1f,P6i RADON (F.RS ) -xO SECTION H PAVING 11YLR-1AU"1JIC S I I A R ES" CROSS CONNECTION 397j) SURCHARGE . 0,--' 0C OTIHER GRAND TOTAL DUE ADDITIONAL PERMITS C)R FEES : Mechani--ca l ; P'1 Eiec4- ric 'New E 1 e c t r-,.c 'T emr, SwIlmminapooi Sept.,; (., Tank e- F, t- oor El eva an Survey other C-2-kLCULAT IONS an6/ or NOTES : PLAN REVIEW CHECKLIST PROPERTY DESCRIPTION: f 6 ;s 13fIf�6 P�1✓ , ~-' /� OWNER: L 1l [ 1. Determine Occupancy Classification of the structure. Select occupancy classification which most accurately fits the use of the Building. (Chapter 133) [VJ/ 2. Determine actual physical properties of building. [ a. Determine building area each floor. (Area definition Chapter 132) [ ] b. Determine grade elevation for building. (Grade definition Chapter 132) [ C. Determine building height in feet above grade. (Height definition Chapter 132) [ d. Determine building height in stories. (Story definition Chapter 62) [ e. Determine separation distance from exterior walls to assumed and common property lines. (Property line definition Chapter 132) [ f. Determine percent of exterior openings per floor. [v'( 3. Determine minimum Type of Construction necessary to accommodate proposed structure. (Chapter 136) [ a. Determine maximum allowable heights and floor areas for Types of Construction and Occupancy classification. (Table 8500) [� b. Check allowable height and area increases permitted. (Chapter 65) 4. Check detailed Occupancy requirements. (Chapter 134) [vK 5. Check detailed Construction requirements [ � a. Fire Protection of Structural Members (Chapter B6 &Table B600) �,]' b. Fire Protection Requirements (Chapter B7 and Table B700) [✓r C. Means of Egress Requirements(Chapter 610) [ ] d. Special restrictions if in Fire District. (Appendix BF The provisions of Appendix BF are applicable only where specifically adopted by Ordinance) [vf- 6. Review design as related to standards. (Chapters B16- B26) [✓J' 7. Check other requirements as necessary. [ ] a. Construction projecting into public property(chapter B32) [ ] b. Elevators and conveying systems(Chapter B30) [ ] C. Sprinklers, standpipes and alarm systems(Chapter 69) d. Use of combustible materials on the interior(Chapter 138) [ e. Roofs and roof structures(Chapter B15) [ f. Light,ventilation and sanitation (Chapter 612) [ ] g. Other ? - 01 CITY OF ATLANTIC BEACH BUILDING DEPARTMENT Date By: �.-- Don C. Ford, Buildi g Officia - don/sb.1 WATER IMPACT FEE WORK SHEET ADDRESS: �(o � i�C ��E. 1VEtJ SFff DRAINAGE FIXTURE UNIT FIXTURE TYPE VALUE AS LOAD FIXTURES UNITS Automatic clothes washers, commercial 3 Automatic clothes washers, residential 2 2 Bathroom group consisting.of water closet, lavatory, ,, ff bidet, and bathtub or shower 6 `f 1 Bathtub(with or without overhead shower or whirlpool attachments) 2 Bidet 2 Combination sink and tray 2 Dental lay.atory 1 Dishwashing machine, domestic 2 ' 2 Drinking fountain 1/2 Floor drains 2 Kitchen sink, domestic 2 Kitchen sink, domestic with food waste grinder and/or ' dishwasher 2 Laundry tray (1 or 2 compartments) 2 0 Lavatory 1 �` :2— Shower Shower compartment, domestic 2 2-- Sink Sink 2 Urinal 4 Urinal, 1 gallon 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 = cY MULTIPLIED x 20 TOTAL$ ` r0 FLOODPLAIN DEVELOPMENT INFORMATION Location: ��<`-f <� ,G j L{j( j `. % *tk�r v �i' ti`� }-' f Type of Development: Yui f ��- Flood Zone: Required Lowest Floor Elevation: If building is located within a flood hazard zone, a survey must be made AFTER THE SLAB HAS BEEN POURED, certifying that the LOWEST FLOOR ELEVATION is equal to or above the base flood elevation established for that zone. No final inspection will be made and no certificate of occupancy will be issued until the survey is on file with the Building Department. COMMENTS: Applicant Acknowledgment: I understand that the issuance of this permit is contingent upon the above information being correct and that the plans and supporting data have been or shall be provided as required. I agree to comply with all applicable provisions of Ordinance No. 25-7-11 and all other laws or ordinances affecting the proposed development. Date Co I Lo Applicant's SignatureIF Department Use: Required Lowest Floor Elevation As Built Lowest Floor Elevation Survey Filed with Building Department Building Department Representative CITY OF ATLANTIC BEACH MECHANICAL PERMIT 800 SEMINOLE ROAD-ATLANTIC BEACH,FL 32233-TEL: 247-5826-FAX: 247-5877 PERMIT INFORMATION LOCATION INFORMATION Permit Number: 23933 Address: • 1628 BEACH AVENUE Permit Type: MECHANICAL ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: Range: Book: 15 Proposed Use: SINGLE FAMILY Lot(s):7 Block: 1 Section: Square Feet: Subdivision: OCEAN GROVE UNJT#1 Est. Value: Parcel Number: _ Improv. Cost: OWNER INFORMATION Date Issued: 4/23/2002 . Name: SCHERER, JOE & MOSELEY, STACY Total Fees: 67.00 . Address: 417 4TH STREET Amount Paid: 67.00 ATLANTIC BEACH, FL 32233 Date Paid: 4/23/2002 Phone: (000)000-0000 Work Desc: REPLACE HVAC CONTRACTORS APPLICATION FEES NICK'S SOLAR &AIR SYSTEMS 67.00 .tion._ y iGl � 4M_. .:.:~'„••3 NOTIC _ :F- - Y TION BUILDING MATERI '' IC SPACE,AND MUST BE CLEARED= �c ��'`��u••�1, :yew•s'�`.'�t'",:aa'•+•'�'z�C�::ems-..ti -:;,._�,;•-...<-, -a:1;•+e:," ..=.s'. "FAILURE TO CQM . - 1N N THE PROPERTY OWNER ti - ISSUED ACCORDING TO APP ` • SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABL ©per. palm Type: OC Drawer: 1 Date: .4/24/62 81 Receipt no: A P TIC BEACH UILDING DEP 14 E0IITS-BO52818. ILDINI; 1 (5261 Q 8Cp� Am Trans date; 4/24/62 Time: 11:58:19 1 43 ' AID 2 2j BUILDING AND ZONING INSPECTION DIViSIO APR 2 CITY OF ATLANTIC BEACHLA ATLANTIC 1111A...pLORtDA aaaaa APPLICATION FOR MECHANICAL PERMIT NU BER IMPORTANT—Applicant to complete all items in sections 1, II, III, and IV. I. LOCATION Street Address: /�G OF latersesting Streeht letwaen 6 And WILDING SubJlvbree II. IDENTIFICATION—To be completed by all applicants to 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 attecllsd plans and specifications which are a part hereof and in accordance with the City of Jacksonville ordinances and standards of good.prectice listed therein. Name of Mechanical / Contractors Costraefor(hint) 16Yt A Ce r Master Nasser of Property Owner i ( d re f✓ - .9 —of Owes r s74 ignaten of , D w A 14.1sed Agent Arehihef er EngIms Ill. GWRAL INFORMATI Q A• Tyr of Meting fuels a } r 13 OTHER CONSTRUCTION BEING COME ON �� Z T1416 SUILD1NG OR SITE? ❑ Fns-.❑ LF ❑ Natural ❑ Central Utility IF YES, GIVE NUMBER 0I CONSTRUCTION Q OR PERMIT Q gther—Spodfy IV.MEd1ANIQAL EQUI/MINT TO It INSTALLM NATURE OR WORK (provider complete lief of compomeh es beck of this form) ❑ Residential or CI Commercial ❑' Nut O Space ❑ Recessed O Centra1���,,, Cl goer New Building ❑ tet Cesdstientegs ❑ Ream ❑ Cera 1 '/1 ❑ Existing Building ❑ Duct Somas Melnt'Il. o0 ! 7F/n,- /� ❑ Replacement of existing system Maaimem espedh-1�� G F"•tm ❑ New Installation(No system previously Installed) Q ❑ Extenslon or add-on to existing system Q Refrigeration Other—Specify ) C401100 tower Cepeelly l� V�' ❑ 9d�• ❑ tin Vdaklenl Number of heeds Q ISewta, ❑ MesRH ❑ Eauloter (number) THIS SMC!FOR OFFICE USE ONLY Q.Gamhos POMP• -(number) (R'e'bel) Q••Tacks, (eneber) Remarks Q LPG oeeleraa- (number) Q Usfked.lancets vowsN Q NOW ►erarB Applawd by Dale% 0 Other—'Specify Permit t r LIST ALL RQUIPMENT AIR CONDMONING AND REFRIGERATION EQUWh1ENT Gpae! Nmabwualts Duoslptkoa No"Number 1clsu[aaturar (�beslr w = G HEATING•FURNACES,BOILERS,PIREFLACFS pp�t�r Aypte�let� mtataberTlaits ths"riptim X0"Number mmulWrer ao (11Tt7) AEsea! If TANKS hype sat.lf gs DtmesSt. Costa N1 atMtase saw APApsmy S CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 Seminole Road - Atlantic Beach, FL 32233 - Tel: 247-5826 - Fax: 247-5877 PLUMBING PERMIT PERMIT INFORMATION LOCATION INFORMATION Permit Number: 23376 Address: 1628 BEACH AVENUE Permit Type: PLUMBING ATLANTIC BEACH, FL 32233 Class of Work: NEW Township: Range: Book: 15 Proposed Use: SINGLE FAMILY Lot(s):7 Block: 1 Section: Square Feet: Subdivision: OCEAN GROVE UNIT#1 Est. Value: Parcel Number: Improv. Cost: OWNER INFORMATION Date Issued: 1/24/2002 Name: SCHERER, JOE & MOSELEY, STACY Total Fees: 99.00 Address: 417 4TH STREET Amount Paid: 99.00 ATLANTIC BEACH, FL 32233 Date Paid: 1/24/2002 (000)000-0000 Work Desc: INSTALL PLUMBING tiOM y CONTRACTORS1 ,1 ICATION FEES A1A PLUMBING, INC. 1T .w 99.00 Y , ,'A •3 4 l L;� i:. 111 ."i '����y''� T 9 x ;. �- _ - - , ' "Sm „jk� Sm MW An, iw— NOTICE INS GTIENS _ I _ FEESTEC3 ATL:EAST 24 NOUR IC)l T4 SPECTION BUILDING MATERIAL, ftIFI AN fI ROtHIS`.WQRK NQS'$1 P_ CED IN PUBLIC SPACE, AND MUST BE CLARET { 1J1LhQAWAY BtTR OR OR OWNER "FAILURE TO COMPLY WIT �i5 U T ,`L1 N ESULT IN THE PROPERTY OWNER PAYING 1 NTS” ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. c 199.68 149 ATLANTIC BEACH BUILDING DEPT. Da 1/ 4/62 61 Receipt: 88P9559 CITY OF ATLANTIC BEACH APPLICATION//FOR PLUMBING PERMIT JOB LOCATION:-/O/;g i� �/-e_ OWNER OF PROPERTY: S f�i� �/ �/��� SC TELEPHONE NO. PLUMBING CONTRACTOR CONTRACTOR' S ADDRESS:-J�lj/j6 �.t�{iL� �Q,.f ��i _c1 52,2P7 STATE LICENSE NUMBER: TELEPHONE: HOW MANY OF THE FOLLOWING FIXTURES RE-PIPED OR NEW SINKS 1 SHOWERS �j LAVATORY J WATER HEATERS L BATH TUBS / DISHWASHERS URINALS DISPOSALS CLOSETS ` WASHING MACHINE FLOOR DRAINS SHOWER PANS z SEWER WATER RE-PIPE (LIST FIXTURES BEING REPIPED) OTHER TOTAL FIXTURES: x $3. 50 + $15 . 00 qq, 06 MINIMUM PERMIT FEE - $25. 00 SIGNATURE OF OWNER: SIGNATURE OF CONTRACTOR: ------------------------------------- ------------------------- INSTALLATION OF PLUMBING AND FIXTURES MUST BE IN ACCORDANCE WITH THE MOST RECENT EDITION OF THE SOUTHERN STANDARD PLUMBING CODE. CALL A DAY AHEAD TO SCHEDULE INSPECTIONS - (904) 247- 10 A D .im 2 4 2002 . C CITY OF ATLANTIC BEACH DEPARTMENT OF BUILDING 800 Seminole Road-Atlantic Beach, FL 32233-Tel: 247-5826- Fax: 247-5877 j I ELECTRICAL PERMIT PERMITlhIFORMATItJN -_ - �� �u L©CATION iNFORNIATION 'Permit Number: 23167 Address: 1628 BEACH AVENUE Permit Type: ELECTRICAL ATLANTIC BEACH, FL 32233 Class of Work: TEMPORARY POLE Township: Range: Book: 15 1 Proposed Use: SINGLE FAMILY Lot(s):7 Block: 1 Section: Square Feet: Subdivision: OCEAN GROVE UNIT#1 Est. Value: Parcel Number: Improv. Cost: _ T Ql fl R INFORMATION T ;I Date Issued: 12/18/2001 Name: SCHERER, JOE & MOSELEY, STACY -- Total Fees: 25.00 Address: 417 4TH STREET Amount Paid: 25.00 � � ATLANTIC BEACH, FL 32233 Date Paid: 12/14!2001 _ Ph n OH0000-0000 - - - --- - „ Work Desc: NEW 60AMPSPR RYO ---� _ ._ CONTIACTE� TIC3N FEES - - - BIVINS ELECTRIC CO. �- 25.00 41 : v7� y n s : � a FINAL ELECTRIy 40- NOTICE - INSP- DCTIONS ItJ1 ``# BE REQUESTEAT LEAST 24 HO ~PRIOR TO INSPECTION BUILDING MATERIAL, RUd 4S4AND DIS-r--,Ro4THIS:W6RK MUST BE PLACE N PUBLIC SPACE, AND MUST BE CLEARED UP AN&' iAULED Aftk ITHER CONT it INER ! FAILURE TO COMPLY WI * T 'HE S R O L N ESULT IN THE PROPERTY OWNER PAYING TVI�tOE '9 � '... NTS" ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. i i I f ATLANTIC BEACH BUILDING DEPT. DDateess812/19/11 Al Receipt:DE tIf128� — - -- -- ------ 1 UTY OF ATLANTIC BEACH, FLORIDA .44m.ow.e by APPLICATION FOR ELECTRICAL PERMIT TO THE CHIEF ELECTRICAL INSPECTOR: DATE:_, IMPORTANT NOTICE: I CONSIDERATION OF PERMIT GIVEN FOR DOING THE WORK AS DESCRIBED IN THE FOLLOWING, WE B AGREE TO PERFORM SAID WOR ORDANCE WITH THE ATTACHED PLANS AND SPECIFICATIONS, RICH RE A PART HEREOF,AND IN' '0RDAN E WITH THE E TRICAL REGULATION DES ZICITY ATLA C BEACH OR A CES. r D't/l ECTRICAL FIRM: M ELECTRICi IGNATUIRE (MAN _ NAME 1k,-. AD RESS:.1 -SI�� . _RFD BOX BLDG.SIZE BETWEEN: RES.�-< APT.l ) COMM.( I PUBLIC( I INDUS.( ) NEIN( ) OLD( i REW.( ) ADDITION( 1 TRAILER ( ) TEMP.1✓1 SIGNS t ) SO.FT. SERVICE: NEW( ) INCREASE( ) REPAIR ( ! FEE CONDUCTOR SIZE AMPS CAPPER ( ALUM. ( ) SMTC34 OR BREAKER AMPS PHI WI VOLT RACEWAY i EXIST.SERV.SIZE AMPS i PH W l VOLT RACEWAY I FEEDERS NQ. SIZE NO. SIZE NO. SIZE I UGHTING 4JUTLE7s I CONCEALED OPEN TOTAL RECEPTACLES CONCEALED OPEN TOTAL O.JO AMPS. 31.100 AMPS. SwITCHE4 I`) INCANDESCENT FLUORESCENT&M.V. I FixED 10.100 AMPS. ovim APPLIANCES i I BELL TRANSF. AIR H.P.RATING H.P.RATING CONDITIONING lCOMp.MQTOR OTHER MOTORS AMPS CEIL HEAT:I KW-MEAT { I I I 4 at � cvea MOTORS H.P. i VOLTAGE PHS NO. 1 VOLTAGE PHS MISCELLANEOUS 57E VIM I TRANSFORMERS: UNDER 600 V. OVER 600 V. NO. KVA I NO. KVA NO.NEON TRANSF. NO. VA. I MA. I I MOTOR SIZE SWITCH FLASHE EACH SIGN. FORWARDED S TOTAL FEES rJ � •' Esc w e0c,/ 4 � PRE-APPLICATION REVIEW SUBMITTAL City of Atlantic Beach• 800 Seminole Road• Atlantic Beach,Florida 32233-5445 Phone: (904) 247-5800• FAX (904)247-5805- http://www/ei.atiantic-beach.fl.us Pre-Application Number: PA-SF-2001-02 Date Routed: 11/26/01 Project Name: Ocean Grove, Unit 1, Block 1, Lot 7 Submittal No. 1 ❑ Commercial ❑ Multi-Family ®Single-Family ❑ Other Departments Routed: ® Building (Don Ford 247-5813) ® Planning and Zoning (Sonya Doerr 247-5817) ® Public Works (Bob Kosoy 247-5878) ® Public Utilities (Donna Kaluzniak 247-5834) ❑ Other Date Review Comments Due: Monday, December 03, 2001 U 1� Additional Information: Please enter any comments in the appropriate department folder. (F:\Development Review Comments\) Letter including all comments and the appropriate department contact will be mailed to the Applicant once all comments are entered, or on Monday morning. If your department has no comment on this submittal, please enter "reviewed, no comment" by the date comments are due, or it will be assumed your department has no co IPA�� December 4, 2001 Utility Dept. comments on Ocean Grove Unit 1, Block 1, Lot 7 PA-SF-2001-02 Comments: No water or sewer utilities are shown on plans. Water& sewer are available at this location. MAP SHOWING BOUNDARY SURVEY OF: LOT 7, BLOCK I, OCEAN GROVE, UNIT NO. /, AS RECORDED IN PLAT BOOK/5, PAGE 82 OF THE PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. I Cy w4 VENUE f�rvvo�/� y v4rP/E-S 4 0 � 52 7 S/. G 2TS7 l.4) j /03.32 45 W ";7, i LOT 8 ` BLOCK 1 ^ c O � l,� N �` Eas�a f t By GIUti/ityEosurrnt� By P/of � l9 V '� LOT C, LOT 9 l i i OLOCK! SL OCK NOTES NO BUILDING RESTRICTION LINE SHOWN ON PLAT, BUT I Phi THERE MAY BE RESTRICTION LINES OR EASEMENTS THAT AFFECT THIS PROPERTY BY ZONING OR RECORDED IN THE PUBLIC RECORDS OF THIS COUNTY THAT ARE NOT SHOWN e X21 A�'33 \(� ON THIS SURVEY. p�l31�Ir n ` ,,�►��P� THIS PROPERTY IIESIN FLOOD ZONE'X"BY f� It FLOOD MAPS REVISED 4/17/89, COMMUNITY" C,' a ��. PANEL NO.120075 000/D. k s' L O T /0 (R) Denofcs RecorcJ (A) Denofecs ,1clacl P FrPfo� —.L—vE�/oJEs v/sT•aNGE,,io7 �-o S�a� �Iti\<00 f�� ��r. ° Fo opl na urµ LOT l�LOCK 1 ��oayl a3 PREPARED FOR THE BENEFIT OF: PROPERTY DESCRIPTION Lot #r7, Block # ' , Section # Subdivision: Street Name DESCRIPT?�ON OF WORK E (� e-A-c lkv � � +or Address: (If in a FLOOD HAZARD Flood Zone: area complete page 3) Class of Work: New/ Remodel/Additi ZONING INFORMATION Type of Construction: 15/IVrg65- Ff AMLY Zoning Proposed c� District: Use: <—j 1j C F:±CV]Ity Estimated Value $ 7y�� Exceptions or Variances Materials: ��-rr� ls� . FVZP ZW Granted: p.J 3 Solid or Filled Ground: o5 CU r>—Roof: S+1A)Cra Method of Heating: 1WA r OWNER INFORMATION Property Owner: S M _Phone: ��'�`�g Mailing Address Zip: CONTRACTOR INFORMATION Contractor: /��� Phone: Z � -y6 Mailing Address: ZQ ' Zip: Z STATE LICENSE NO: C Q J a Expiration Date: q 1 2�/(J�"" I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF THE LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH, WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY FEDERAL, STATE OR LOCAL RULES, REGULATIONS, ORDINANCES, OR LAWS IN ANY MANNER, INCLUDING THE GOVERNING OF CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION OF THE PROPERTY. I UNDERSTAND THAT THE ISSUANCE OF THIS PERMIT I CONTINGENT UPON THE ABOVE INFORMATION BEING TRUE AND CORRECT AND THAT THE PLANS AND SU TING DATA HAVE BEEN OR SHALL BE PROVIDED AS REQUIRED. Owner Signature ^ Com' DATE Contractor Signature � DATE A) SWORN T.0 AND SUBSCRIBED BEFORE ME BY `J`��1� `t� r,5e��:7 `1 Yll Ct{}acs-- 4�j�.�rns THIS ��' DAY OF NC a�� b��' 19_%+2S:�p ( NOTARY PUBLIC Patricia Aftnette MY COMMISSION# CC947012 EXPIRES ';r •: August 27,2004 �Rf St� BONDED iHRU TROY FAIN MSURANCE,NVG rJ l��O FIRST SOUTH BANK This instrument Prepared By: Namp4wi*-T6 Metropolitan Title & Guar :pi 0 294 Address: 6620 Southpoint Drive S, #400 Filed A Recorded Ja c:ks on v i.l 1 e, FL 32216 09/07/2001 03:09:56 pH JIM FILLER Loan # 160001373 WALAL ERK CIRCTUIT COURT TRUST FLO t CORY FEE 2.00 Permit No. � 1'� NOTICE OF COMMEN T STATE OF Florida : 5.00 COUNTY OF Duval THE UNDERSIGNED hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of property: :SOT 7, BLOCK 1, OCEAN GROVE UNIT NC. 1, ACCORDING TO THE FLAT THEREOF, RECORDED TN PLAT BOOK 15, PAGE ?12, CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. 2. General description of improvement: 3. Owner information a. Name and address: Joseph J. Scherer and STACY F. MOSELEY :317 4th Street Y� 1 Atlantic_ Beach, Fl 32233 b. Interest in property: Fee Si,nple_ C. Name and address of fee simple titleholder(if other than owner): �O 4. Contractor: (Name, address and phone number) Michael Adams Const 320 First Street Neptune Beach, FL 32266 L+04-241-5903 5. Surety a. Name, address and phone number: b. Amount of bond $ 6. Lender: FIRST SOUTH BANK 7. Persons within the State of Florida designed by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes: (name, address and phone number) 8. In addition to himself, Owner designates the following person(s) to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes: (Name, address and phone number) 9. Expiration date of notice of commencement (the expiration date is I year from the date of coking unless a different date is specified) Truss Connections MICHAEL ADAMS CONSTRUCTION MOSELEY RESIDENCE Truss Uplift Truss Stud to Double Stud to Sill Left Inter. Right Connection Plate Connection Connection Al 2043 5320 (2)HTS30 ; MST60* NIA;(3)CS16 between floors_ N/A ; HTT22* A2, A3 798 1802_ 7.98 (2) H5 TYPICAL _TYPICAL A4 — ------ 1802 ----- -- - _ _ (2)HTS30 N/A_ _ HTT16 85 t 3305 - _3321 - HANGER ' (3)HTS30 _ 649 HANGER ; (2) H5 - N/A ; TYP N/A ; TYP B7, B8 —�659 650 (2) H5 TYPICAL TYPICAL -- B9 _ 16391733 ___ —(2)HTS30 - - - N/A (2)CS16/HTT16;(2)HTS30 -�-- - C10, C11, C12 I 6_27 _ _ _ _� 600 � (2) H5 ; HANGER _ - _ TYP ; N/A _ i TYP ; N/A C13, C14_ T_ 598 j 598 _(2) H5 TYPICAL TYPICAL C15 1022 1022 -- ---- HTS30 - - -- -- _N/A_ - - (2)CS16 — HJ23D6L 570 540 593 (2)H5 ; NAILED ; NAILED TYPICAL TYPICAL ----- -- 1 ---- -- t_ - -- - E36 8088 - -4737- HCT3 w/(2)3/4^rods to CMU wall;MST60 _N/A N/A ; HTT22* E37, E38 643 643 (2) H5 TYPICAL TYPICAL E39 1471 147.1 (2)HTS30 N/A HTT16 BEAM 2 t (2)HTS30 (3)CS16 between floors HTT16 BEAM 3 --� HANGER ; (2)MSTA_24N/A;(3)CS16 between floors N_/A ; HTT16 --- - - BEAM 4 _ ; HTS30 _ N/A (2)SPH4 ; HANGER_ TYP MASONRY <1470 <1470 SIMPSON L_TA1 _ N/A N/A ALL OTHERS <455 j — <455 i (1) H5 TYPICAL — TYPICAL Where HTS30 is indicated install two (2) No. SPF studs (Min.)under each bearing point. Toe-nail trusses to Dbl. Pt. with 4- 16d com. Typical: SPH4 at sill and double plate at 32" o.c. (Capacity: 415 plf or 830# Uplift for trusses at 2' o.c.) Nail with 12 - 10d X 1 1/2". *Use (3) SYP studs at this bearing point H5 Uplift Capacity: 455# ; H16 Uplift Capacity: 1330# w/ 10- 10d com; HTS30 Uplift Capacity: 1245# ; HTT16 Uplift Capacity: 4165# All connectors are SIMPSON or equal (U.O.N.) 2955 Hartley Rd., Suite 202 , Jax., FL 32257 Jeffrey_J Hulsberg P.E. (904) 886-2401 FAX (904) 260-4367 Minutes of Tree Conservation Board November 19, 2001 Page 2 3.1.Lot,7i Bloom 1 Ocean Grove,Unit#1: Mr.Michael Adams introduced himself to the Board. Board Member Mears acknowledged that the 12"oak was dead. Mr.Adams stated that he would have to trim one branch of the 19"oak. He also stated that the owner would like to save three or five of the palm trees and move them to the back of the lot. A motion was made by Board Member Mears,seconded by Board Member Rockwood and unanimously carried to approve the application and direct Building Official Ford to issue a permit for the removal of 19" of palm to be mitigated with 9.5" of palm to be planted on site. 5.A. New Business/Tree Removal Applications 1. Northeast Corner of Jackson Road and Mayport Road: Mr.Bill Henry and Ms. Rebecca Henry introduced themselves. Mr.Henry indicated that the landscape proposal presented to the Board was not correct. Board Member Bell stated that he located trees at the site that were not indicated on the survey. Building Official Ford advised the Board that Boatwright Surveyors was supposed to deliver a new set of plans today but did not. Discussion was held with regard to holding a special called meeting to review the site. A motion was made by Board Member Bell,seconded by Board Member Rockwood and unanimously carried to defer this application until the applicant provides-au accurate survey and a special called meeting can be scheduled. 6. Reports and Announcements: A. Update on Lot 40&East%of Lot 2,Block 10,Subdivision"A": Building Official Ford reminded the Board that there was a question about the sizes of the live oak trees located in the southwest corner of this property. He indicated that the sizes of the oak trees were 12", 14"and 12"and the owner plans to keep these trees. Building Official Ford also advised that there was another 14"oak about five feet from the south property line and about six feet from the east property line that was not indicated on the survey. B. Changing Meeting Dates: Building Official Ford brought up the possibility of changing the Tree Conservation Board meeting dates to better coordinate the monthly scheduled meetings that Staff are required to attend. A motion was made by Board Member Shaughnessy,seconded by Board Member Rockwood and unanimously approved that the Building Official look at the schedule of City meetings and come back to the next meeting with suggestions for a new schedule of Tree Conservation Board meetings. 7. Adjournment: There being no other business or discussion,the meeting was adjourned at 8:40 p.m. &-14 jig�m Barbara Mears, Secretary CITY OF ATLANTIC BEACH � TREE REMOVAL APPLICATION All applications must be submitted with seven (7) copies and received by S PM on the Friday ten (I U) dans prior to the scheduled meeting in order to be placed on the agenda. *INCOMPLETE APPLICATIONS OR INACCURATELY MARKED SITES WILL NOT BE PROCESSED. 1. M e Zit o6a� APPLICANT NAME ADDRESS ItLEPHONE 2. c,07— B * - t ORS QUIT# '� �s pG-g �.- ADDRJESS OR LEG DESCRIPTION OF TRBfE REMOVAL SITE 3. REASON FOR PROPOSED TREE REMOVAL: d r Lp &Z�\j C 970 LJOT_ 4. HAS THIS SITE BEEN TO THE TREE BOARD BEFORE? KYEs ❑ NO ❑ NOT SURE 2>tm 45VSA4 I V7 S;PROPERTY ZONING: RESIDENTIAL ❑ COMMERCIAL 6. LIST TREES PROPOSED FOR REMOVAL: SPECIES DIAMETER DIAMETER MITIGATION INTERIOR EXTERIOR C 144-y l(ocr ! ci h H h * 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. i CITE OF ATLANTIC BEACH i TPWE REMOVAL APPLICATION i All applications must be submitted with seven 7) copies and received by 5 PM on the Friday ten (I u) days prior to the scheduled meeting,in order to be placed on the a eg_pda. *INCOMPLETE APPLICATIONS OR INACCURATELY MARKED SITES WILL NOT BE PROCESSED. M K Kir-'L. PH)A4VL§ CW-6K VM el'f') -TWZ. 1. 3 20 ) 6r S7', A)e-PT V— e ms, _ IL41--C(o 3 a APPLICANT NAME ADDRESS TELEPHONE 2. 7- Igo NIT-:L-� /s P6-9A15DRESS OR LE AL DESCRIPTION 00 TREE REM AL SIT 3. REASON FOR PROPOSED TREE REMOVAL: 4. HAS THIS SITE BEEN TO THE TREE BOARD BEFORE? X-YES 0 NO 0 NOT � 5;PROPERTY ZONING: RESIDENTIAL 0 COMMERCIAL 6. LIST TREES PROPOSED FOR REMOVAL: SPECIES DIAMETER DIAMETER MITIGATION INTERIOR EXTERIOR D1�vt�7�R P �o T7 N M(T76MF -(�HS * 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. y t ' ** See attached diagram for determination of interior and exterior zones. 7. SITE PLAN/TREE SURVEY indicating: a) Location of topography features such as hills and low areas. b) Existing and proposed structures. C) Location of all trees with Diameter at Breast Height of six inches or more. d) Tree species and sizes. e) Trees to be removed should be clearly marked with an"X". f) Trees to be preserved on-site for mitigation must be marked with brackets g) Location, size and species of any proposed new replacement trees marked with a circle "O". h) Location of utilities and easements as applicable. I) Location of trees to be preserved on-site with barricading noted. 8. ON-SITE REQUIREMENTS: a) All trees identified for removal MUST be marked on-site by RED flagging, paint or tape. b) All trees to be preserved on-site for mitigation MUST be marked with BLUE flagging, paint or tape. c) The front property corners must be marked by stakes or paint indicating the Lot 9. * INCOMPLETE APPLICATIONS OR,INACCURATELY MARKED SITES WILL NOT BE PROCESSED. I HEREBY AGREE TO COMPLY WITH ALL PROVISIONS OF CHAPTER 23, ARTICLE II, TREE PROTECTION, AND ALL OTHER APPLICABLE CODES AND ORDINANCES OF THE CODE OF ORDINANCES OF ATLANTIC BEACH. c— ' Applicant's Signature Date Owner's Signature Date CITY USE ONLY: 0 / Tree onservation Bolrd tai ers n Dat r 1 N i 'Jr � 4 N � T 14 a A04 - � s r ! r CITY OF ATLANTIC BEACH REMOVAL APPLICATION city of Atin, J—r- -1d All applications must be submitted with seven f7) copies and receivedbh t-by 5 14AheTndAi -ten (I U) dUs prior to the scheduled meeting in order to be placed on the agenda. *INCOMPLETE APPLICATIONS OR INACCURATELY MARKED SITES WILL NOT BE PROCESSED. M i cmc A-oP�MS ca+j&TRvcn ftj 6To-", 1191-r S"70 7VA-fe MqC*1- Jar APPLICANT NADDRESS TELEPHONE 2. LPT Z 9 c D Ck-,o ( ,0 CEW &R�A VU P 8 15 PG-82,- AD I)KESS OR LUAL DESCRIPTION OP TREE REMO`VAL SITE 3. REASON FOR PROPOSED TREE REMOVAL: SQ1Lt> NJPIAJ 61"J y 4. HAS THIS SITE BEEN TO THE TREE BOARD BEFORE? OyEs XNO ONOT SURE 5. PROPERTY ZONING: ?�IESIDENTIAL El COMMERCIAL 6. LIST TREES PROPOSED FOR REMOVAL: SPECIES DIAMETER DIAMETER MITIGATION INTERIOR EXTERIOR cAeeA&e� P*rtm 13 PAW CAOSA&g 16 0 PAI�PA CA-RBA&e 1.+11 PAM ctoa [ 00 1? '47 CASW�z 1PAtM J$I ti ICA�p CA11114 p 12 1, 14 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. CITY OF ATLANTIC BEACH TREE REMOVAL APPLICATION ` p, s4bmjuW At seveni iv n the& pyi 1.1U?gm[u .cd-Mm=&in order to be plmgd an th&agenda *INCOMPLETE PL S WELL NOT BE ESSED. 1. $A 1 WAV- fti 5 cots5wct7a j TNC APPLICANT NAME ADDRESS P 2. LOT- LO C,k UNt FW- B 158 Z ADbRESS Of LEGAL DESCRIPTION OF TRE REMOVAL SITE 3.REASON FOR PROPOSED TREE REMOVAL: Ul L.,D 0-M LZT- 4. HAS THIS SITE BEEN TO THE TREE BOARD BEFORE? 0 YES KNO C7 NOT SURE 5. PROPERTY ZONING: XRESIDENTIAL 0 COMMERCIAL 6. LIST TREES PROPOSED FOR REMOVAU SPECIES DIAMETER DIAMETER MITIGATION INTEEM EXTERIOR CA156� ►�d" Z u, P� ens AG-15 l L-f- P�'1.�v15 tN r-RWF *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. M ** See attached diagram for determination of interior and exterior zones. 7. SITE PLAN/TREE SURVEY indicating: a) Location of topography features such as hills and low areas. b) Existing and proposed structures. C) Location of all trees with Diameter at Breast Height of six inches or more. d) Tree species and sizes. e) Trees to be removed should be clearly marked with an "X". f) Trees to be preserved on-site for mitigation must be marked with brackets g) Location, size and species of any proposed new replacement trees marked with a circle"O". h) Location of utilities and easements as applicable. I) Location of trees to be preserved on-site with barricading noted. 8. ON-SITE REQUIREMENTS: a) All trees identified for removal MUST be marked on-site by RED flagging, paint or tape. b) All trees to be preserved on-site for mitigation MUST be marked with BLUE flagging, paint or tape. c) The front property corners must be marked by stakes or paint indicating the Lot 9. * INCOMPLETE APPLICATIONS OR INACCURATELY MARKED SITES WILL NOT BE PROCESSED. I HEREBY AGREE TO COMPLY WITH ALL PROVISIONS OF CHAPTER 23, ARTICLE II, TREE PROTECTION, AND ALL OTHER APPLICABLE CODES AND ORDINANCES OF THE CODE OF ORDINANCES OF ATLANTIC BEACH. Applicant's ignature Date Owner's Signature Date CITY USE ONLY: Tree Conservation Board Chairperson Date D a a,0A 01� A31 DCX '3 3a�g 1 A 1 � � JA UT THAT I b�► IN THE 40-0 SHOWN ki1pIrorl c L07 BLD � `, � o� ,,� P',G� f �d to f �0 al ,Cr 13 L O CK M�FNr�N1.�.1.1�NNN�•I�I�NNI�NI•I�MM�I.FI�FMI�NI�I.NI.I�NNI�NMI�t NI�1�NI�I.NI.r•I.N�•� IWfGf II 1 1 fl V I 11 • • a1 II • 11 I I I I _______J ' I I I �• • r NORM N i �- c�t 1► J- -4' 8' —4*4. —5'4..x_6'8-—7' —� F67 F66 HANGERS ON JOB ARE AS FOLLOWS J m 4 0 UNLESS NOTED OTHERWISE FLOOR JOIST MIT316 X >N cm 2-PLY BERM HGUS414 0 C N F65 n-10 m Om 1 m 1• - E�CLL o JO(Lo LL m O m m CL F61 F7n 0 Z momm Oa-c— BM-8 UUJma. N a— L 3 momma o-0 Olo W O L F62 L vL n 1C Ot W Bn-9 F64 W N 010 OO LL L c mo, F62a°O oMf `m O no m L O-LLC 000 JT-4 3 N '- C¢Lam= 0.0+ F68 ® -°m ��-o }F61 O+LLL On H BM-7�y L.m a m m Z} j � O m m O BM-8y CL OE Ecm --m JCC m 07L L +L L m Om m L C J3.0 O E E L J J J ❑JJO 0 U7 JOB:#8546A ADAMS U_ Q LOC:LOT 7/1 OCERN GROVE I Ll PLAN:NOSELEY RES. DESIGNER:RMB 5/12 PITCH 110 MPH WIND LORD LO G73(3PLY) n 1 G74 VJ � co G75 o CJ83 � Ln CJ84 = CJ84 CJ85 CJ85 EJ79 � Q 00 OD CJ85 EJ80 2 Ln--) Yv U U U � CC) OD OD U U U U �C, 14' 10'4" BEAMS U v CO BM-6(1.75x16 LVL) (2PLY) 18' 0 BM-7(1.75x16 LVL) (2PLY7 10' BM-B(1.75x16 LVL) (2PLY22' en-9(1.75x16 LVLT (2PLY) 8' v�S BM-10(1.75x16 LVL) (2PLY) 6' 0 --------------------------------- SUPPORT REPORT JOB DESCRIPTION: 8546A WIND CODE: VARIES WIND MPH: VARIES BLDG TYPE: VARIES --------------------------------- TRUSS TRUSS SUPPORT SUPPORT BEARING BEARING REACT. REACT. MAX WIND DESC SPAN-ft SIZE-in . TYPE XLOC-ft. YLOC-ft. MAX.+# MAX.-# UPLFT. -# ------------------------------------------------------------------------------- G73(3PLY 21.000 7.625 WALL 0.000 10.094 6812 -560 G73(3PLY 21.000 7.625 WALL 20. 365 10.094 6812 -560 ------------------------------------------------------------------------------- G74 21.000 7.625 WALL 0.000 10.094 525 -569 G74 21.000 7.625 WALL 20. 365 10.094 525 -569 ------------------------------------------------------------------------------- G75 21.000 7.625 WALL 0.000 10.094 1539 -2083 G75 21.000 7.625 WALL 20. 365 10.094 1300 -1664 ------------------------------------------------------------------------------- H76 7.000 7.625 WALL 0.000 10.094 569 -644 H76 7.000 3.000 LUS26 6.750 10.094 532 -602 ------------------------------------------------------------------------------- H77 10.667 7.625 WALL 0.000 10.094 267 -300 H77 10.667 3.000 LUS24 10.417 10.094 267 -285 ------------------------------------------------------------------------------- H78 10.667 7.625 WALL 0.000 10.094 404 -470 H78 10.667 3.000 LUS24 10.417 10.094 404 -470 ------------------------------------------------------------------------------- EJ79 7.000 7.625 WALL 0.000 10.094 181 -183 EJ79 7.000 1. 500 NAILED 7.000 10.094 25 -180 EJ79 7.000 1. 500 NAILED 7.000 13.212 145 -210 ------------------------------------------------------------------------------- EJ80 5 .000 7.625 WALL 0.000 10.094 131 -180 EJ80 5 .000 1. 500 NAILED 5 .000 10.094 16 -180 EJ80 5 .000 1. 500 NAILED 5 .000 12 . 378 103 -180 ------------------------------------------------------------------------------- HJ81 DB 9.899 10.783 WALL 0.000 10.094 251 -410 HJ81 DB 9.899 1. 500 NAILED 9.899 10.094 211 -436 HJ81 DB 9.899 1. 500 NAILED 9.899 13.205 179 -378 ------------------------------------------------------------------------------- HJ82 DB 7.071 10.783 WALL 0.000 10.094 212 -237 HJ82 DB 7.071 1. 500 NAILED 7.071 10.094 32 -180 HJ82 DB 7.071 1. 500 NAILED 7.071 12. 372 178 -396 ------------------------------------------------------------------------------- CJ83 1L 5 .037 7.625 WALL 0.000 10.094 132 -180 CJ83 1L 5 .037 1. 500 NAILED 5 .037 10.094 17 -180 CJ83 1L 5.037 1. 500 NAILED 5 .037 12. 394 104 -180 ------------------------------------------------------------------------------- CJ84 ALT 3.037 3.000 Lu24 0.000 10.094 82 -180 CJ84 ALT 3.037 1. 500 NAILED 3.037 10.094 9 -180 CJ84 ALT 3.037 1. 500 NAILED 3.037 11. 560 62 -180 ------------------------------------------------------------------------------- CJ84 3L 3.037 7.625 WALL 0.000 10.094 82 -180 084 3L 3.037 1. 500 NAILED 3 .037 10.094 9 -180 CJ84 3L 3.037 1. 500 NAILED 3.037 11. 560 62 -180 ------------------------------------------------------------------------------- CJ85 3L 1.037 7.625 WALL 0.000 10.094 33 -180 CJ85 3L 1.037 1. 500 NAILED 1.037 10.094 2 -180 CJ85 3L 1.037 1. 500 NAILED 1.037 10.727 17 -180 ------------------------------------------------------------------------------- 1. 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QTnii'�i.�l w4►3" �9'3(IIYt� H' 1,tq �i�11t1�! 31 (itl�iiG�n ll �t T5;1 >1>f11.46__' 1. _--tai asd OC £;?[avr 2IIEN2loO ttNv aN2 ?t�Vrdlll .*$•a-A 'rard.y o t .02 51110ddns >: ugho 41 48Yt111 .-11;Ih pX9't1A � tr--�"""'"�"' �Xat► �/ txaK +♦ 6XCN 0 'r! 110 ,.�tltti'a UP ►Xa ML u L vxa'a� xl '1 �r •• it n� n`t t3►1—~�ri"210 �1(�s.-. z �taa ,•QtJViIU�AO ��ANV11Ut� 'n .1_ xavtall► xvrt nvlivats xvtiy '�s'1 tit ,4tt012M JiJd(s1� n10 a aa� Kavtatl► snvun u•n n ads Ito >aM MAW 'ns yx� 1;tt�M �tavliA,ASk 71M t� alts Itn N zN artta 'as irxz allatta �,nn _..... 1 ,/,.�- tJtv�t� )I�Vtdill Itaa t�a� n ��nva gas C�' `� r QS YX� QIIQtt� a(1� ZN/111 alts Ito N 2b artta SSt12�11► clt1�1 � — j � L1.1�.�.1.V. t_I. �'`i' LUMBER UNLIMITED TONY BEAVOR 3 Oct 2001 4:04 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F59.FBD Information : ADAMS Mark# : Joist - Floor Desc : F59 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : No 0 1 2 0 3 3.5'%565 psi 3.5",565 psi 14'4" LOADS Project Design Loads:Floor Live=40 psf,Dead=10 psf,• Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0101, 14'4" 24"o.c. Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0,otherwise, from left end of the specified span. HOLES Type Span Loc'n* Width V(Ibs) LDF C.Face V allowed +M(ft-lbs) -M(ft-lbs) Additional Information 1 Circle 0 4'0 3/4" 11 3/4" 395 100% Left 668 2 Obround 0 7'3 1/4" 16" 191 100% Right 533 Diameter=11 3/4" 3 Circle 0 10'5 3/4" 11 3/4" 412 100% Right 668 *Distance to center of hole, measured from left end when span#is 0, otherwise from left end of the specified span. SUPPORTS(Ibs) 1 2 Max R'n 717 717 Max 100% 573 573 Min R'n 143 143 Min 100% 573 573 DL R'n 143 143 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(plo 1 2 Max R'n 358 358 Max 100% 287 287 Min R'n 72 72 Min 100% 287 287 DL R'n 72 72 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(Ibs) 702 1 14'2" 21 2000 100% 0.35 M(ft-lbs) 2568 1 7'2" 21 6280 100% 0.41 LtRn(lbs) 717 0 0101, 21 1854 100% 0.39 See Note#4 RtRn(lbs) 717 0 14'4" 21 1854 100% 0.39 See Note#4 LLDefl(in.) 0.12 1 7'2" 21 0.36 LJ1448 TLDefl(in.) 0.15 1 7'2" 21 0.72 L/1158 USE: WOI 60 16.00"M4" o.c. Grade,Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required,use Max R'n from 'Supports'section above. 5.Bearing length based on design material,support material capacity shall be verified(by others). 6. When required by the building code, a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. w 8. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=D, 20=D+100%,30=D+115%,40=D+125%, 50=D+133%,60=D+100%+115%, 70=D+100%+125% Page 1 of 2 LUMBER UNLIMITED TONY BEA VOR 3 Oct 2001 4:04 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis© 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 ,80=D+100%+133%, 90=D+100%+115%+133%12, 100=D+100%+115%!2+133%, 110=D+Commercial Ld(100%) 10 Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DQ. Page 2 of 2 LUMBER UNLIMITED TONY BEAVOR 3 Oct 2001 4:05 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis© 1996-2001 Geor ia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F45.FBD Information : adams Mark# : Joist -Floor Desc : F60 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL = L/240 Composite Action : No 0 CD t 2 0 3 33".566 psi Li 3,5",565 F5 psi 14'0" LOADS Project Design Loads:Floor Live=40 psf, Dead=10 psf; Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 010.1 14'0" 24"o.c.Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0 otherwise from left end of the specified span HOLES Type Span Loc'n* Width V(Ibs) LDF C.Face V allowed +M(ft-lbs) -M(ft-lbs) Additional Information 1 Circle 0 4'0 3/4" 11 3/4" 379 100% Left 668 2 Obround 0 7'3 1/4" 16" 199 100% Right 533 Diameter= 11 3/4" 3 Circle 0 10'5 3/4" 11 3/4" 423 100% Right 668 *Distance to center of hole, measured from left end when span#is 0 otherwise from left end of the specified span SUPPORTS(lbs) 1 2 Max R'n 700 700 Max 100% 560 560 Min R'n 140 140 Min 100% 560 560 DL R'n 140 140 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(pit) 1 2 Max R'n 350 350 Max 100% 280 280 Min R'n 70 70 Min 100% 280 280 DL R'n 70 70 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(Ibs) 685 1 13'10" 21 2000 100% 0.34 M(ft-lbs) 2450 1 TO" 21 6280 100% 0.39 LtRn(lbs) 700 0 010.1 21 1854 100% 0.38 See Note#4 RtRn(lbs) 700 0 14'0" 21 1854 100% 0.38 See Note#4 LLDefl(in.) 0.11 1 TO" 21 0.35 L/1539 TLDefl(in.) 0.14 1 7'0" 21 0.70 L/1231 USE: WOI 60 16.00"0)24"o.c. Grade,Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads 8 duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=D, 20=D+100%,30=D+115%,40=D+125%,50=D+133%,60=D+100%+115%, 70=D+100%+125% s Page 1 of 2 LUMBER UNLIMITED TONY BEAVOR 3 Oct 2001 4:05 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeamO Engineering Analysis© 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 ,80=D+100%+133%, 90=D+100%+115%+1335/./2,100=D+100%+115%J2+133%, 110=D+Commercial Ld(100%) 10 Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DL). Page 2 of 2 LUMBER UNLIMITED TONY BEA VOR 3 Oct 2001 4:05 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Enqineerinq Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F46.FBD Information : ADAMS Mark#: Joist- Floor Desc : F61 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : No 01 2 03 3.5",565 psi 3.5",565 psi 21'4" LOADS Project Design Loads:Floor:Live=40 psf, Dead=10 psf,- Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start@End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 010.. 21'4" 24"o.c. Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0 otherwise from left end of the specified span HOLES Type Span Loc'n* Width V(Ibs) LDF C.Face V allowed +M(ft-lbs) -M(ft-lbs) Additional Information 1 Circle 0 7'1 1/4" 11 3/4" 487 100% Left 668 2 Obround 0 10'3 3/4" 16" 277 100% Left 533 Diameter=11 3/4" 3 Circle 0 13'6 1/4" 11 3/4" 435 100% Right 668 *Distance to center of hole__,measured from left end when span#is 0 otherwise from left end of the specified span SUPPORTS(lbs) 1 2 Max R'n 1067 1067 Max 100% 853 853 Min R'n 213 213 Min 100% 853 853 DL R'n 213 213 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(pit) 1 2 Max R'n 533 533 Max 100% 427 427 Min R'n 107 107 Min 100% 427 427 DL R'n 107 107 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(Ibs) 1052 1 0-2" 21 2000 100% 0.53 M(ft-lbs) 5689 1 10'8" 21 6280 100% 0.91 LtRn(lbs) 1067 0 0101. 21 1854 100% 0.58 See Note#4 RtRn(lbs) 1067 0 21-4" 21 1854 100% 0.58 See Note#4 LLDefl(in.) 0.52 1 10'8" 21 0.53 U493 TLDefl(in.) 0.65 1 10'8" 21 1.07 U395 USE: WOI 60 16.00"(@24"o.c. Grade, Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore,when reaction values are required, use Max R'n from 'Supports'section above. 5.Bearing length based on design material,support material capacity shall be verified(by others). 6. When required by the building code, a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=D,20=D+100%,30=D+ 115%,40=D+125%, 50=D+133%, 60=D+100%+115%, 70=D+100%+125% Page 1 of 2 F LUMBER UNLIMITED TONYBEAVOR 3 Oct 2001 4:05 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis © 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 ,80=D+100%+133%, 90=D+100%+115%+133Y✓2, 100=D+100%+115%/2+133%, 110=D+CommercialLd(100%) 10. Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DL) Page 2of2 LUMBER UNLIMITED TONY BEA VOR 3 Oct 2001 4:06 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F47.FBD Information : ADAMS Mark#: Joist- Floor Desc : F62 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : No 3 5" 565 psi 3.5",565 psi 11'0" LOADS Project Design Loads:Floor.'Live=40 psf, Dead=10 psf,• Live+Dead Ld(T) Live Ld(L) LDF Location' # Shape @Start @End @Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0101. 11'0" 24"o.c. Base Uniform Load(Spacing Sensitive) `Dimensions measured from!eft end when span#is 0 otherwise from left end of the specified span SUPPORTS(lbs) 1 2 Max R'n 550 550 Max 100% 440 440 Min R'n 110 110 Min 100% 440 440 DL R'n 110 110 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(pit) 1 2 Max R'n 275 275 Max 100% 220 220 Min R'n 55 55 Min 100% 220 220 DL R'n 55 55 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 535 1 10,101, 21 1970 100% 0.27 M(ft-lbs) 1512 1 5'6" 21 6250 100% 0.24 LtRn(lbs) 550 0 0101, 21 1799 100% 0.31 See Note#4 RtRn(lbs) 550 0 11'0" 21 1799 100% 0.31 See Note#4 LLDefl(in.) 0.05 1 5'6" 21 0.28 U2812 TLDefl(in.) 0.06 1 5'6" 21 0.55 02249 USE. WI 60 16.00"(@24" o.c. r APA-16"PRI-601 Grade,Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max Rn from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=D, 20=D+100%,30=D+115%,40=D+125%, 50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133%/2, 100=D+100%+115%/2+133%, 110=D+Commercial Ld(100%) 10. Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DL) Page 1 of 1 '` LUMBER UNLIMITED TONYBEAVOR 3 Oct 2001 4:07 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis© 1996-2001 Georgia-Pacific Corporation Version- 3.2 Build: 3.2.2.3 Project : 8546F48.FBD Information : ADAMS Mark#: Joist-Floor Desc : F63 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : No 3.5",565 psi 3.5",565 psi 7'4" LOADS Project Design Loads:Floor:Live=40 psf, Dead=10 psf,- Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 010.1 7'4" 24"o.c. Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0 otherwise from left end of the specified span SUPPORTS(lbs) 1 2 Max R'n 367 367 Max 100% 293 293 Min R'n 73 73 Min 100% 293 293 DL R'n 73 73 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(pit) 1 2 Max R'n 183 183 Max 100% 147 147 Min R'n 37 37 Min 100% 147 147 DL R'n 37 37 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 352 1 7'2" 21 1970 100% 0.18 M(ft-lbs) 672 1 3-8" 21 6250 100% 0.11 LtRn(lbs) 367 0 0101. 21 1799 100% 0.20 See Note#4 RtRn(lbs) 367 0 7'4" 21 1799 100% 0.20 See Note#4 LLDefl(in.) 0.01 1 3'8" 21 0.18 06918 TLDefl(in.) 0.02 1 3-8" 21 0.37 05534 USE: WI 60 16.00"(CD24" o.c. I'APA-16"PRI-601 Grade, Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required,use Max Rn from'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations: 10=D, 20=D+100%,30=D+115%,40=D+125%,50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133%/2, 100=D+100%+115%12+133%, 110=D+Commercial Ld(100%) 10. Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DL) Page 1 of 1 ' LUMBER UNLIMITED TONY BEA VOR 3 Oct 2001 4:07 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F49.FBD Information : ADAMS Mark#: Joist- Floor Desc : F64 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= U480 TL= L/240 Composite Action : No 3.5. 565 psi 3.5••,565 psi io•a• LOADS Project Design Loads:Floor Live=40 psf, Dead=10 psf,- Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0101. 10'4" 24"o.c. Base Uniform Load(Spacing Sensitive) *Dimensions_measured from left end when span#is 0 otherwise from left end of the specified span SUPPORTS(lbs) 1 2 Max R'n 517 517 Max 100% 413 413 Min R'n 103 103 Min 100% 413 413 DL R'n 103 103 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(plt) 1 2 Max R'n 258 258 Max 100% 207 207 Min R'n 52 52 Min 100% 207 207 DL R'n 52 52 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 502 1 0'2" 21 1970 100% 0.25 M(ft-lbs) 1335 1 5'2" 21 6250 100% 0.21 LtRn(lbs) 517 0 0.0.. 21 1799 100% 0.29 See Note#4 RtRn(lbs) 517 0 10'4" 21 1799 100% 0.29 See Note#4 LLDefl(in.) 0.04 1 5'2" 21 0.26 03263 TLDefl(in.) 0.05 1 5'2" 21 0.52 U2610 USE: WI 60 16.00"0-24" o.c. f APA-16"PRI-601 Grade,Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore,when reaction values are required, use Max Rn from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations: 10=D, 20=D+100%,30=D+115%,40=D+125%,50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133%12, 100=D+100%+115%12+133%, 110=D+Commercial Ld(100%) 10. Group=Load Combination Number+Load Pattern number.(For simple span Load pattern= 1 for LL 0 for DL) Page 1 of 1 LUMBER UNLIMITED TONY BEA VOR 3 Oct 2001 4:08 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis© 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F50.FBD Information : ADAMS Mark# : Joist - Floor Desc : F65 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL = L/480 TL= L/240 Composite Action : No 0 � 2 0 3 3.5,565 psi L 3.5",565 psi 16'0" LOADS Project Design Loads:Floor:Live=40 psf, Dead=10 psf; Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0101. 16'0" 24"o.c. Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0, otherwise, from left end of the specified span. HOLES Type Span Loc'n* Width V(Ibs) LDF C.Face V allowed +M(ft-lbs) -M(ft-lbs) Additional Information 1 Circle 0 4'0 3/4" 11 3/4" 475 100% Left 668 2 Obround 0 7'3 1/4" 16" 249 100% Left 533 Diameter-11 3/4" 3 Circle 0 10'5 3/4" 11 3/4" 360 100% Right 668 *Distance to center of hole, measured from left end when span#is 0 otherwise from left end of the specified span SUPPORTS(lbs) 1 2 Max R'n 800 800 Max 100% 640 640 Min R'n 160 160 Min 100% 640 640 DL R'n 160 160 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(plo 1 2 Max R'n 400 400 Max 100% 320 320 Min R'n 80 80 Min 100% 320 320 DL R'n 80 80 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(Ibs) 785 1 15'10" 21 2000 100% 0.39 M(ft-lbs) 3200 1 8'0" 21 6280 100% 0.51 LtRn(lbs) 800 0 0.0. 21 1854 100% 0.43 See Note#4 RtRn(lbs) 800 0 16'0" 21 1854 100% 0.43 See Note#4 LLDefl(in.) 0.18 1 8'0" 21 0.40 U1084 TLDefl(in.) 0.22 1 8'0" 21 0.80 0867 USE: WOI 60 16.00"(CD24" o.c. Grade, Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required,use Max R'n from 'Supports'section above. 5.Bearing length based on design material,support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations: 10=D, 20=D+100%, 30=D+115%,40=D+125%,50=D+133%,60=D+100%+115%, 70=D+100%+125% Page 1 of 2 LUMBER UNLIMITED TONY BEA VOR 3 Oct 2001 4:08 pm P.O.BOX 12267 2175 Q.1 8th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis© 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 , 80=D+100%+133%, 90=D+100%+115%+133Y.12, 100=D+100%+115%/2+133%, 110=D+Commercial Ld(100%) 10. Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DL) Page 2of2 LUMBER UNLIMITED TONY BEAVOR 3 Oct 20014:08 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F51.FBD Information : ADAMS Mark# : Joist - Floor Desc : F66 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 12.0 Max Defl : LL = L/480 TL= L/240 Composite Action : No 3.5",.56'5 psi 3.5",565 psi 12'0" LOADS Project Design Loads:Floor. Live=40 psf, Dead=10 psf,- Live+Dead Ld(T) Live Ld(L) LDF Location" # Shape @Start @End @Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0101, 12'0" 12"o.c. Base Uniform Load(Spacing Sensitive) 'Dimensions measured from left end when span#is 0,otherwise from left end of the specified span SUPPORTS(lbs) 1 2 Max R'n 300 300 Max 100% 240 240 Min R'n 60 60 Min 100% 240 240 DL R'n 60 60 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(plo 1 2 Max R'n 300 300 Max 100% 240 240 Min R'n 60 60 Min 100% 240 240 DL R'n 60 60 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 293 1 11,101, 21 1970 100% 0.15 M(ft-lbs) 900 1 6'0" 21 6250 100% 0.14 LtRn(lbs) 300 0 0.01. 21 1799 100% 0.17 See Note#4 RtRn(lbs) 300 0 12'0" 21 1799 100% 0.17 See Note#4 LLDefl(in.) 0.03 1 6'0" 21 0.30 U4548 TLDefl(in.) 0.04 1 6'0" 21 0.60 U3638 USE. WI 60 16.00"X12"o.c. r APA-16"PRI-601 Grade,Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads 8 duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore,when reaction values are required, use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=D,20=D+100%, 30=D+115%,40=D+125%, 50=D+133%, 60=D+100%+115%, 70=D+100%+125% , 80=D+100%+133%, 90=D+100%+115%+133%12, 100=D+100%+115%/2+133%, 110=D+Commercial Ld(100%) 10. Group=Load Combination Number+Load Pattern number.(For simple span Load pattern= 1 for LL 0 for DL) Page 1ofI LUMBER UNLIMITED TONY BEA VOR 3 Oct 2001 4:09 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam(D Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F52.FBD Information : ADAMS Mark#: Joist -Floor Desc : F67 Usage : Joist(Floor) Repetitive : No Spacing (h) : 24.0 Max Defl : LL=L/480 TL =L/240 Composite Action : No 3.5",565 psi 3.5",555 psi B'n. LOADS Project Design Loads:Floor.,Live=40 psf,Dead=10 psf,• Live+Dead Ld(T) Live Ld(L) LDF Location" # Shape @Start @End @Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0101, 8101, 24"o.c. Base Uniform Load(Spacing Sensitive) 'Dimensions measured from left end when span#is 0,otherwise,from left end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 400 400 Max 100% 320 320 Min R'n 80 80 Min 100% 320 320 DL R'n 80 80 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(plf) 1 2 Max R'n 200 200 Max 100% 160 160 Min R'n 40 40 Min 100% 160 160 DL R'n 40 40 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 385 1 0-2" 21 1970 100% 0.20 M(ft-lbs) 800 1 4-0- 21 6250 100% 0.13 LtRn(lbs) 400 0 0101, 21 1799 100% 0.22 See Note#4 RtRn(lbs) 400 0 8-0" 21 1799 100% 0.22 See Note#4 LLDefl(in.) 0.02 1 4'0" 21 0.20 U5779 TLDefl(in.) 0.02 1 4'0" 21 0.40 U4623 USE: WI 60 16.00"(0D24"o.c. f APA-16"PRI-601 Grade,Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads 8 duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%,50=D+133%, 60=D+100%+115%, 70=D+100%+125% , 80=D+100%+133%, 90=D+100%+115%+133%/2, 100=D+100%+115%/2+133%, 110=D+Commercial Ld(100%) 10. Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DL) Page 1 of 1 LUMBER UNLIMITED TONY BEAVOR 3 Oct 2001 4:10 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F53.FBD Information : ADAMS Mark# : Joist- Floor Desc : F68 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : No 0- C-)1 2 0 3 3.5",565 psi 3.5",565 psi 14..7.. LOADS Project Design Loads:Floor.,Live=40 psf,Dead=10 psf; Live+Dead Ld(T) Live Ld(L) LDF Location" # Shape @Start @End @Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0101, 14'2" 24"o.c. Base Uniform Load(Spacing Sensitive) 'Dimensions measured from left end when span#is 0,otherwise, from left end of the specified span. HOLES Type Span Loc'n' Width V(Ibs) LDF C.Face V allowed +M(ft-lbs) -M(ft-lbs) Additional Information 1 Circle 0 4'0 3/4" 11 3/4" 387 100% Left 668 2 Obround 0 7'3 1/4" 16" 195 100% Right 533 Diameter= 11 3/4" 3 Circle 0 10'5 3/4" 11 3/4" 417 100% Right 668 'Distance to center of hole, measured from left end when span#is 0 otherwise from left end of the specified span SUPPORTS(Ibs) 1 2 Max R'n 708 708 Max 100% 567 567 Min R'n 142 142 Min 100% 567 567 DL R'n 142 142 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(plo 1 2 Max R'n 354 354 Max 100% 283 283 Min R'n 71 71 Min 100% 283 283 DL R'n 71 71 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 694 1 14'0" 21 2000 100% 0.35 M(ft-lbs) 2509 1 7'1" 21 6280 100% 0.40 LtRn(lbs) 708 0 0101, 21 1854 100% 0.38 See Note#4 RtRn(lbs) 708 0 14-2" 21 1854 100% 0.38 See Note#4 LLDefl(in.) 0.11 1 7- 1" 21 0.35 U1493 TLDefl(in.) 0.14 1 7'1" 21 0.71 01194 USE: WOI 60 16.00" (ZD24" o.c. Grade,Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code, a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations: 10=D, 20=D+100%,30=D+115%,40=D+125%,50=D+133%, 60=D+100%+115%, 70=D+100%+125% Page 1 of 2 LUMBER UNLIMITED TONY BEA VOR 3 Oct 2001 4:10 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeamO Engineering Analysis © 1996-2001 Georgia-Pacific Corporation Version• 3.2 Build: 3.2.2.3 ,80=D+100%+133%, 90=D+100%+115%+13351✓2, 100=D+100%+115%/2+133%, 110=D+Commercial Ld(100%) 10. Group=Load Combination Number+Load Pattern number. (For simple span Load pattern= 1 for LL 0 for DL) Page 2 of 2 LUMBER UNLIMITED TONY BEAVOR 3 Oct 2001 4:10 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam(D Engineering Analysis @ 1996-2001 Geor ia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project: 8546F54.FBD Information : ADAMS Mark# : Joist- Floor Desc : F69 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL = L/240 Composite Action : No 3.5",565 psi IF.565 psi .12'0" LOADS Project Design Loads:Floor.Live=40 psf, Dead=10 psf,• Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start@End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0101, 12'0" 24 o.c. Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0,_otherwise from left end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 600 600 Max 100% 480 480 Min R'n 120 120 Min 100% 480 480 DL R'n 120 120 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(p/f) 1 2 Max R'n 300 300 Max 100% 240 240 Min R'n 60 60 Min 100% 240 240 DL R'n 60 60 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(Ibs) 585 1 11,101, 21 1970 100% 0.30 M(ft-lbs) 1800 1 6'0" 21 6250 100% 0.29 LtRn(lbs) 600 0 010. 21 1799 100% 0.33 See Note#4 RtRn(lbs) 600 0 12'0" 21 1799 100% 0.33 See Note#4 LLDefl(in.) 0.06 1 6-0- 21 0.30 U2274 TLDefi(in) 0.08 1 6'0" 21 0.60_ U1819 USE: W1 60 16.00"024" O.C. f APA-16"PRi-601 Grade,Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=D, 20=D+100%,30=D+115%, 40=D+125%,50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133%✓2, 100=D+100%+1159/./2+133%, 110=D+Commercial Ld(100%) 10 Group=Load Combination Number+Load Pattern number.(For simple span Load pattern= 1 for LL 0 for DL). Page 1 of 1 LUMBER UNLIMITED TONY BEA VOR 4 Oct 2001 5:07 am P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F55.FBD Information : ADAMS Mark# : Joist -Floor Desc : F70 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : No 3.5".565 psi L 3.5',565 psi 10'U" LOADS Project Design Loads:Floor. Live=40 psf, Dead=10 psf,• Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0101, 1010.1 24"o.c. Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0, otherwise from left end of the specified span SUPPORTS(lbs) 1 2 Max R'n 500 500 Max 100% 400 400 Min R'n 100 100 Min 100% 400 400 DL R'n 100 100 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(plt) 1 2 Max R'n 250 250 Max 100% 200 200 Min R'n 50 50 Min 100% 200 200 DL R'n 50 50 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(Ibs) 485 1 91101, 21 1970 100% 0.25 M(ft-lbs) 1250 1 5'0" 21 6250 100% 0.20 LtRn(lbs) 500 0 0101, 21 1799 100% 0.28 See Note#4 RtRn(lbs) 500 0 10'0" 21 1799 100% 0.28 See Note#4 LLDefl(in.) 0.03 1 5'0" 21 0.25 U3523 TLDefl(in.) 0.04 1 5'0" 21 0.50 U2818 USE: WI 60 16.00" (CD24"o.c. f APA-16"PRI-601 Grade, Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads 8 duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required,use Max Rn from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code, a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. S. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%,50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133%./2, 100=D+100%+115%/2+133%, 110=D+Commercial Ld(100%) 10. Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DL) Page 1 of 1 LUMBER UNLIMITED TONY BEAVOR 4 Oct 2001 5:08 am P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeamO En2ineering Analysis© 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build' 3.2.2.3 Project : 8546F55.FBD Information : ADAMS Mark# : Joist -Floor Desc : F71 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL=L/480 TL= L/240 Composite Action : No 3.5",565 psi 3.5",565 psi LOADS Project Design Loads:Floor:Live=40 psf, Dead=10 psf,- Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape CStart @End @Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 010.1 10'0" 24"o.c.Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0 otherwise from left end of the specified span SUPPORTS(lbs) 1 2 Max R'n 500 500 Max 100% 400 400 Min R'n 100 100 Min 100% 400 400 DL R'n 100 100 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(pit) 1 2 Max R'n 250 250 Max 100% 200 200 Min R'n 50 50 Min 100% 200 200 DL R'n 50 50 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 485 1 91101, 21 1970 100% 0.25 M(ft-lbs) 1250 1 5'0" 21 6250 100% 0.20 LtRn(lbs) 500 0 0.01. 21 1799 100% 0.28 See Note#4 RtRn(lbs) 500 0 10'0" 21 1799 100% 0.28 See Note#4 LLDefl(in.) 0.03 1 5'0" 21 0.25 U3523 TLDefI(in.) 0.04 1 5'0" 21 0.50 L/2818 USE. WI 60 16.00" (0D24"o.c. f APA-16"PRI-601 Grade,Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required,use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=D, 20=D+100%,30=D+115%,40=D+125%, 50=D+133%,60=D+100%+115%, 70=D+100%+125% , 80=D+100%+133%, 90=D+100%+115%+133%✓2, 100=D+100%+1155/./2+133%, 110=D+Commercial Ld(100%) 10. Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DL) Page IofI LUMBER UNLIMITED TONY BEA VOR 4 Oct 2001 5:09 am P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeamO Engineering Analysis© 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F57.FBD Information : ADAMS Mark#: Joist-Floor Desc : F72 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : No Sb",565 psi i 5 X65 psi LOADS Project Design Loads:Floor:Live=40 psf, Dead=10 psf,- Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0'0" 6'8" 24"o.c. Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0 otherwise from left end of the specified span SUPPORTS(lbs) 1 2 Max R'n 333 333 Max 100% 267 267 Min R'n 67 67 Min 100% 267 267 DL R'n 67 67 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(plO 1 2 Max R'n 167 167 Max 100% 133 133 Min R'n 33 33 Min 100% 133 133 DL R'n 33 33 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 319 1 0'2" 21 1970 100% 0.16 M(ft-lbs) 556 1 3-4" 21 6250 100% 0.09 LtRn(lbs) 333 0 0'0" 21 1799 100% 0.19 See Note#4 RtRn(lbs) 333 0 6'8" 21 1799 100% 0.19 See Note#4 LLDefl(in.) 0.01 1 3'4" 21 0.17 U8352 TLDefl(in.) 0.01 1 3'4" 21 0.33 U6682 USE: WI 60 16.00"024" o.c. f APA-16"PRI-601 Grade, Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads$duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required,use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=D, 20=D+100%,30=D+115%,40=D+125%,50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133%/2, 100=D+100%+115%/2+133%, 110=D+Commercial Ld(100%) 10. Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DL) Page 1 of 1 ' LUMBER UNLIMITED TONY BEAVOR 4 Oct 2001 5:11 am P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBea_m®Engineering Analysis© 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8535B1.FBD Information : ICI Mark# : Beam -Roof Desc : BM-6 Usage : Beam(Roof) Repetitive : No Spacing (in.) : 0.0 Max Defl : LL= L/240 TL = L/180 Composite Action : No Slope : 0/12 IS",565 Psi 3.5".565 psi SFT },2' LOADS Project Design Loads:Roof.,Live=20 psf, Dead=17 psf; Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info 1 Span Carried(psf) 37 20 125% 0 0101. 17'9" 22'0"s.c.- Uniform(plf) 11 0 0 0 17'9" Self Weight *Dimensions measured from left end when span#is 0 otherwise from left end of the specified span LOAD PATTERNS(*=span loaded) 1 2 1 2 3 SUPPORTS(Ibs) 1 2 Max R'n 3456 3969 Max 125% 1824 2090 Min R'n 1623 1879 Min 125% -9 266 DL R'n 1632 1879 Min Brg(in.) 1.75 3.00 [Based on bearing stress below] Brg Str(psi) 565 565 DESIGN Value Span X Group Allow LDF Ratio V(lbs) 3007 1 15'5" 41 9870 125% 0.30 M(ft-lbs) 14296 1 8'3" 42 25307 125% 0.56 LtRn(lbs) 3456 0 0101. 42 6921 100% 0.50 See Note#4 IntRn(lbs) 3969 0 16'7" 41 6921 100% 0.57 See Note#4 LLDefl(in.) 0.39 1 8'3" 42 0.83 U507 TLDefl(in.) 0.74 1 8'3" 42 1.11 U268 LLDefl(in.) -0.08 2 V 2" 42 0.20 2U334 TLDefl(in.) -0.16 2 12" 42 0.20 2L/178 USE: GPLAM 2.0E 1.75x11.88"2 Plies Grade,Depth,Plies selected by User G-P LAM tm Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required,use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6.Roof Usage:Install with minimum 1/4:12 slope for adequate drainage. 7. When required by the building code,a registered design professional or building official should verify the input loads and product application. 8. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 9. Verify that load is applied at top or equally from both sides. 10.Nail plies together with 16d nails @ 12"o/c along top and bottom edges. Nail from alternate faces,2"from edges. 11. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 12.Allowable upward deflection for cantilever is the greater of 0.20"or the cantilever span(inches)multiplied by 2 and divided by the factor shown in Max Deft(located above beam drawing). 13.Load Combinations: 10=D, 20=D+100%, 30=D+115%, 40=D+125%, 50=D+ 133%,60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+1335.12, 100=D+100%+115%.12+133%, 110=D+Commercial Ld(100%) 14. Group=Load Combination Number+Load Pattern number. (For simple span Load pattern=1 for LL 0 for DL) Page 1 of 1 LUMBER UNLIMITED TONY BEA VOR 4 Oct 2001 5:13 am P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version-. 3.2 Build: 3.2.2.3 Project : 8546B7.FBD Information : ADAMS Mark# : Beam - Floor Desc : BM-7 Usage : Beam(Floor) Repetitive : No Spacing (in.) : 0.0 Max Defl : LL= L/360 TL= L/240 Composite Action : No 3 5",565 psi 3.5",56.5 pci 9181, LOADS Project Design Loads:Floor Live=40 psf, Dead=10 psf,- Live+Dead Ld(T) Live Ld(L) LDF Location' # Shape @Start @End @Start @End Span# Starts Ends Additional info 1 Span Carned(psf) 50 40 100% 0 010.1 9.8. 35'0"s.c.- Uniform(plf) 15 0 0 0 9'8" Self Weight 'Dimensions measured from_left end when span#is 0 otherwise from left end of the specified span SUPPORTS(Ibs) 1 2 Max R'n 4300 4300 Max 100% 3383 3383 Min R'n 916 916 Min 100% 3383 3383 DL R'n 916 916 Min Brg(in.) 2.17 2.17 [Based on bearing stress below] Brg Str(psi) 565 565 DESIGN Value Span X Group Allow LDF Ratio V(lbs) 2984 1 8'2" 21 10640 100% 0.28 M(ft-lbs) 10391 1 4'10" 21 35556 100% 0.29 LtRn(lbs) 4300 0 0101, 21 6921 100% 0.62 See Note#4 RtRn(lbs) 4300 0 9181, 21 6921 100% 0.62 See Note#4 LLDefl(in.) 0.07 1 4' 10" 21 0.32 01606 TLDefl(in.) 0.09 1 4' 10" 21 0.48 U1264 USE: GPLAM 2.0E 1.75x16.00"2 Plies Grade,Depth, Plies selected by User G-P LAM tm Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Verify that load is applied at top or equally from both sides. 9.Nail plies together with 16d nails @ 12"o/c along top and bottom edges and thru center.Nail from alternate faces, 2"from edges. 10. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 11.Load Combinations:10=D, 20=D+100%,30=D+115%,40=D+125%,50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133%/2, 100=D+100%+115%12+133%, 110=D+Commercial Ld(100%) 12. Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DL) Page 1of1 ' LUMBER UNLIMITED TONYBEAVOR 4 Oct 2001 5:16 am P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam(D Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 85467B8.FBD Information : ADAMS Mark# : Beam -Floor Desc : BM-8 Usage : Beam(Floor) Repetitive : No Spacing (in.) : 0.0 Max Defl : LL= L/360 TL = L/240 Composite Action : No 3.5",565 psi 8.0 565 P:1 3.=",565 psi LOADS Project Design Loads:Floor:Live=40 psf,Dead=10 psf,• Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info 1 Span Carried(psf) 50 40 100% 0 0101. 21'0" 14'4"s.c.- 2 Concentrated(lbs) 4300 3440 100% 0 7-4" Uniform(plf) 15 0 0 0 21'0" Self Weight *Dimensions measured from left end when span#is 0 otherwise from left end of the specified span LOAD PATTERNS(*=span loaded) 1 2 1 2 3 SUPPORTS(Ibs) 1 2 3 Max R'n 1045 9560 2197 Max 100% 947 7484 1699 Min R'n -530 2075 456 Min 100% -628 1150 -42 DL R'n 98 2075 498 Min Brg(in.) 1.50 4.83 1.50 (Based on bearing stress below] Brg Str(psi) 565 565 565 DESIGN Value Span X Group Allow LDF Ratio V(Ibs) 2382 2 1181, 21 10640 100% 0.22 M(ft-lbs) 6589 1 7-2" 21 35556 100% 0.19 LtRn(lbs) 1045 0 0101. 22 6921 100% 0.15 See Note#4 RtRn(lbs) 2197 0 21'0" 23 6921 100% 0.32 See Note#4 IntRn(lbs) 9560 0 7'2" 21 15820 100% 0.60 See Note#4 LLDefl(in.) -0.01 1 3-6" 23 0.24 U8478 TLDefl(in.) -0.01 1 3'6" 23 0.36 U8297 LLDefl(in.) 0.08 2 7'0" 23 0.46 U2150 TLDefl(in.) 0.10 2 7'0" 23 0.69 U1679 USE. GPLAM 2.0E 1.75x16.00"2 Plies Grade, Depth, Plies selected by User G-P LAM tm Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads 8 duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8.Provide approved uplift resistance at supports with negative reactions. 9. Verify that load is applied at top or equally from both sides. 10.Nail plies together with 16d nails @ 12"o/c along top and bottom edges and thru center.Nail from alternate faces,2"from edges. 11.Max/Min reactions are based on the applicable load combinations outlined in the notes. Summation of max/min reactions for various DOL may not match total max/min reaction. 12. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 13.Load Combinations:10=D, 20=D+100%, 30=D+115%,40=D+125%, 50=D+133%, 60=D+100%+115%, 70=D+100%+125% Page 1 of 2 s LUMBER UNLIMITED TONY BEA VOR 4 Oct 2001 5:16 am P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis© 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 ,80=D+100%+133%, 90=D+100%+115%+133°x./2, 100=D+100%+115%/2+133%, 110=D+Commercial Ld(100%) 14 Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DQ. Page 2 of 2 LUMBER UNLIMITED TONY BEAVOR 4 Oct 2001 5:17 am P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546B5.FBD Information : ADAMS Mark# : Beam - Floor Desc : BM-9 Usage : Beam(Floor) Repetitive : No Spacing (in.) : 0.0 Max Defi : LL= L/360 TL= L/240 Composite Action : No 35" 66 pal i LOADS Project Design Loads:Floor.•Live=40 psf, Dead=10 psf,- Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @StartEnd Span# Starts Ends Additional info 1 Span Carried(psf) 50 40 100% 0 0101, 7'8" 11'0"S.C.- Uniform(plf) 15 0 0 0 7'8" Self Weight *Dimensions measured from left end when span#is 0,otherwise, from left end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 1110 1110 Max 100% 843 843 Min R'n 267 267 Min 100% 843 843 DL R'n 267 267 Min Brg(in.) 1.50 1.50 [Based on bearing stress below] Brg Str(psi) 565 565 DESIGN Value Span X Group Allow LDF Ratio V(lbs) 682 1 1161, 21 10640 100% 0.06 M(ft-lbs) 2128 1 3'10" 21 35556 100% 0.06 LtRn(lbs) 1110 0 0101, 21 6921 100% 0.16 See Note#4 RtRn(lbs) 1110 0 7'8" 21 6921 100% 0.16 See Note#4 LLDefl(in.) 0.01 1 3'10" 21 0.26 U9040 TLDefl(in.) 0.01 1 3'10" 21 0.38 06868 USE: GPLAM 2.0E 1.75x16.00"2 Plies Grade,Depth, Plies selected by User G-P LAM tm Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member.Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Verify that load is applied at top or equally from both sides. 9.Nail plies together with 16d nails @ 12"o/c along top and bottom edges and thru center.Nail from alternate faces,2"from edges. 10.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 11.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%,50=D+133%, 60=D+100%+115%, 70=D+100%+125% , 80=D+100%+133%, 90=D+100%+115%+133%•/2, 100=D+100%+115%✓2+133%, 110=D+Commercial Ld(100%) 12. Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DL) Page 1 of 1^` (8546A-MICHAEL ADAMS L1711 OG - G73(3PLY) ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x6 SP #2 3 Complete Trusses Required BOT CHORD 2x8 SP #2 WEBS 2x4 SP #3 NAILING SCHEDULE: (0.131x3.0_g_nails) 110 MPH WIND, 15.00 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED TOP CHORD: 1 ROW @ 12" o.c. ANYWHERE IN ROOF, WIND TC DL = 2.0 PSF, WIND BC DL = 1.0 PSF. BOT CHORD: 1 ROW @ 4" O.C. WEBS : 1 ROW @ 4" o.c. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. REPEAT NAILING AS EACH LAYER IS APPLIED. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. ** WALL GIRDER LOADING ON THIS TRUSS. ** SPECIAL LOADS THE BUILDING DESIGNER SHALL EVALUATE AND APPROVE LOAD MAGNITUDES ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) AND LOCATIONS AS SHOWN ("SPECIAL LOADS".) TRUSS ENGINEER AND BC - From 649 PLF at 0.00 to 649 PLF at 21.00 FABRICATOR ARE NOT RESPONSIBLE FOR LOAD MAGNITUDES AND LOCATIONS. W3X7 (R) III W3X5 W3X5 5 5 * �I LI : 10-1-2 W3X8 III W1OX10 = W3X8 III W3X9(Al) W3X9(A1) 10-6-0 _I 10-6-0 fE 21-0-0 Over 2 Supports R=6812 U=560 W=7.625" R=6812 U=560 W=7.625" PLT TYP. Wave TPI-95 DesignG73Criteria: TPI STD 19.5C QTY:1 FL/-/4/-/E/-/- Scale =.3125" Ft. **WARNING*" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 20.0 P S F R E F R235--21148 BRACING. REFER TU HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ON OFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO ���' PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �,'"` L T C D L 3.0 P S F DAT E 10/05/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. V�......�� **IMPORTANT`* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGIN EERED .�'��� F. BC DL 10.0 P S F D R W HCUSR235 01278349 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND B C L L 0 0 P S F H C-E N G /MMA ALPINE BRAIN NG OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN = y t j t SPECIFICATION PUBLISHED BY THE AMFRICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE `p�. ,; _� TOT.L D. 33.0 P S F S E A N - 20030 CONNECTORS ARE MADE OF By ASTM A653 G 40 GAL V. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO t,. ((��,l DRAWION L NOSPER EACH E1600 A0.Z.USS, AND U SE AL LESSO NT THIS DRAWINGSE NDIOCATE STHIS ADCCEPTANCE OOf TP ROFESSCON I ONALNECTOR ENDS NEERING = �i ('��� D U R FAC. 1.25 F R 0 M A M B Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS V� Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER Oct (�}.���Q +' SPACING SEE ABOVE FL Certificate of AuthorizationH567 ANSI/TPI 1-1995 SECTION 2. (8546A-MICHAEL ADAMS L/7/1 OG - G74 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 15.00 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 2.0 PSF, WIND BC DL = 1.0 PSF. WEBS 2x4 SP #3 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. W4X4= W4X6 = Wl.5X3 W 1.5 X 3 * 5 r 5 * * 0-6-3 0-6-3 —F 10-1-2 W2X6(B2) = W5X6= W2.5X4 = W2X6(B2) 1_ 9-0-0 I 3-0-0 I 9-0-0 LE 21-0-0 Over 2 Supports R=693 U=569 W=7.625" R=693 U=569 W=7.625" PLT TYP. Wave TPI-95 DesignGCr�iteria: TPI STD 19.5_- CTYI FL/-/4/-/E/-/- Scale =.3125" Ft. **WARNING-WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND ^— TC L L. 20.0 P S F R E F R235-21149 BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO C D L 3.0 P S F DATE 10/05/01 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED ,`G �u/.�/_J).,, STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. V�"�•-•••;�/� **IMPORTANT'" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEFRED !! •QQt�F �` BC DL 10.0 PSF DRW HCUSR235 01278350 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO ljr`, ,1�'•T BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND + ALPINE BRACING OF TRUSSES. HIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN 2 R 3 i B( L L 0 P S F HC-ENG /MMA SPECIFICATION PUBLISHED 8V THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CON NFCTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO �`. ( 5� TUT.L D. 33.0 P S F S EON - 20032 EA CH DRAWINGSE160 AR Z.USS, ATHEND USEALSONTTHISIDRAWIINGLOCATINDIICATESED ON SACDCEPTANCEOOFTPROFESSIONALL ENGINEERING ��s'F� R���'•�� D U R FAC. 1.2 5 FROM AMB Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS i� p �` Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER O C t'�.�'�•E� S P A C I N G S E E ABOVE FL Certificate OfAnthorization#567 ANSI/TPI 1-1995 SECTION 2. yew M (8546A-MICHAEL ADAMS L/7/1 OG - G75 ) THIS DWG PREPARED FROM COMPUTER INPUI (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #1 Dense 110 MPH WIND, 12.07 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x8 SP #1 Dense ANYWHERE IN ROOF, WIND TC OL = 2.0 PSF, WIND BC DL = 1.0 PSF. WEBS 2x4 SP #3 DEFLECTION MEETS 1-/240.00 LIVE AND L/180.00 TOTAL LOAD. SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) THE BUILDING DESIGNER SHALL EVALUATE AND APPROVE LOAD MAGNITUDES TC From 46 PLF at 0.00 to 46 PLF at 21.00 AND LOCATIONS AS SHOWN ("SPECIAL LOADS".) TRUSS ENGINEER AND BC From 4 PLF at 0.00 to 4 PLF at 21.00 FABRICATOR ARE NOT RESPONSIBLE FOR LOAD MAGNITUDES AND LOCATIONS. TC 323 LB Conc. Load at 7.00 TC 143 LB Conc. Load at 9.06 *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY TC 532 LB Conc. Load at 10.27 ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. BC 235 LB Conc. Load at 7.00 BC 24 LB Conc. Load at 9.06 BC 532 LB Conc. Load at 10.27 W08= Wl.5X4 III W4X8 5 W3X8(Al) = * * 143X8(Al) 0-6-3 0-6-3 � –F 1, W2X6 III W10X10 - W2X5 III 7-0-0 I 7-0-0 I 7-0-0 IE 21-0-0 Over 2 Supports R=1757 U=1573 W=7.625" R=1745 U=1562 W=7.625" PLT TYP. Wave TPI-95 Desi gnGCriteria: TPI STD 19.5c OTY:1 - FL/-/4/-/E/-/- Scale =.3125" Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T(, L L 20.0 P S F R E F R235-21150 BRACING. REFER TO HID 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ON0FRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO _,.NiMNyY T C D L 3.0 P S F DATE 10/05/01 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED 1r'. �fl SIR UC URAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED 'F PC DL 10.0 P S F D R W HCUSR235 01278351 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO .eA1�r • BULL D THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND t B(, L L 0.0 P S F HC-ENG /MMA A L P I N E BRACING OF TRUSSES. THIS OF SIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS' (NATIONAL DESIGN } SPECIFICATION PUBLISHED BY THE AMEft ICAN FOREST ANO PAPER ASSOCI ATIDN) AND TPI. ALPINE 7 3 CONNECTORS ARE MADE OF 2OGA ASTM A653 GR40 GALY. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO =9 OF �A.,• TOT.L D. 33.0 P S F S E O N - 20038 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER �('!N P g DRAWINGS 160 A Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING 'CSS'., Q�`Q�, � p U R FAC. 1.25 F R 0 M A M B Alpine Engineered Products,InC. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SOI TABILITY AND USE OF THIS Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BOITOING OF SIGNER, PER D C t R�E SPACING S E E ABOVE FL Certificate of Authorization#567 ANSI/TPI 1-1995 SECTION 2. (8546A-MICHAEL ADAMS L/7/1 OG - H76 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 SPECIAL LOADS BOT CHORD 2x8 SP #2 ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) WEBS 2x4 SP #3 TC From 46 PLF at 0.00 to 46 PLF at 7.00 BC From 4 PLF at 0.00 to 4 PLF at 7.00 110 MPH WIND, 12.07 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BC 83 LB Conc. Load at 1.06 ANYWHERE IN ROOF, WIND TC DL = 2.0 PSF, WIND BC DL = 1.0 PSF. BC 402 LB Conc. Load at 3.06 BC 266 LB Conc. Load at 5.06 H = RECOMMENDED CONNECTION BASED ON MANUFACTURER TESTED CAPACITIES AND NAIL CALCULATIONS. CONDITIONS MAY EXIST THAT RIGHT END VERTICAL NOT EXPOSED TO WIND PRESSURE. REQUIRE DIFFERENT CONNECTIONS THAN INDICATED. REFER TO MANUFACTURER PUBLICATION FOR ADDITIONAL INFORMATION. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. THIS GIRDER DESIGNED TO SUPPORT A 10-8-0 SPAN HIPSET WITH THE BUILDING DESIGNER SHALL EVALUATE AND APPROVE LOAD MAGNITUDES A 5-0-0 SETBACK SYMMETRIC #1 HIP FRAMING TO THE BOTTOM AND LOCATIONS AS SHOWN ("SPECIAL LOADS".) TRUSS ENGINEER AND CHORD AT 3-0-0 FROM THE LEFT END. THE OPPOSITE SIDE FABRICATOR ARE NOT RESPONSIBLE FOR LOAD MAGNITUDES AND LOCATIONS. SUPPORTS 2-0-0 SPLIT LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. W1.5X3 III 5 (— * 3 5-3 W4X4(Al) 0-6-3 10 1 2 W1.5X4 III --7-0-0 Over 2 Supports—� R=677 U=612 W=7.625" R=761 U=686 ( H76) PLT TYP. Wave TPI-95 Design Criteria: TPI STD _13.50 0IY:1 FL/-/4/-/E/-/- Scale =.375" Ft. **WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND i'C L L 20.0 P S F R E F R235--21151 BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SO TE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED ,` L TC DL 3.0 P S F DATE 10/05/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. y ,. �� `*IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED '�j;4F BC DL 10.0 PSF DRW HCUSR235 01278352 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TP1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING ANO t V' • B C L L 0•Q PSF HC-ENG MMA ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN f ! SPE CIFICATIUN PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE F CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO E p a: (,� T 0 T.L D. 3 3.0 P S F S E A N - 20036 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ��% 1 DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING =C/s'•.:�C�RIa?�'�' D U R FAC. 1.2 5 F R 0 M A M B Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING 1S THE RESPONSIBILITY OF THE BUILDING DESIGNER, PERR EN SPACING S E E A-01— t FL Certificate of Authorization#567 ANSI/TPI 1-1995 SECTION 2. Oct �K -..� (8546A-MICHAEL ADAMS L/7/1 OG - H77 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 15.00 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 2.0 PSF, WIND BC DL = 1.0 PSF. WEBS 2x4 SP #3 H = RECOMMENDED CONNECTION BASED ON MANUFACTURER TESTED DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. CAPACITIES AND NAIL CALCULATIONS. CONDITIONS MAY EXIST THAT REQUIRE DIFFERENT CONNECTIONS THAN INDICATED. REFER TO *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY MANUFACTURER PUBLICATION FOR ADDITIONAL INFORMATION. ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING, W4X4 5F— * 0�3 0-6-3 �10-1-2 W1.5X3 III W2X6(B2) W2X6(B2) _- 1< 5-4-0 _I_ 5-4-0 J �E 10-8-0 Over 2 Su pports R=352 U=300 W=7.625" R=352 U=285 PLT TYP. Wave TPI-95 DesignHCr�iteria: TPI STD 19.5e OTY:1 FL/-/4/-/E/-/- Scale =.375" Ft. "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND ` T C L L 20.0 P S F R E F R 2 3 5--21152 BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, T D'ONOFRIG OR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO """" TC DL 3.0 P S F DATE 10/05/01 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROP Eft LY AT I ACHED `` STRUCTURAL PANELS, BOTTOM CHORD SNALL HAVE A PROPERLY ATTACHED RIGID CEILING. Vf.••••••,'�.L_ _IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE IN CONTRACTOR. ALPINE ENGINEERED �n��f���•..r BC DL 10.0 PSF DRW HCUSRZ3S D]Z783S3 PR ODUC iS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESLGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND l _= ALPINE BRACING OF TRUSSES, THIS DESIGN CONFORMS WITH APPLICABLE PROVISI0N5 OF NDS (NATIONAL DESIGN $ f,: �+ QC LL 0.0 PSF HC-ENG /MMA SPECIFICATION PUBtISHtU BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE tg r♦ CONNECTORS ARE MADE OF 20GA ASTM A653 GR40GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO •IL-P: '� LgF j • T 0 T.L D. 33.0 P S F S E O N - 20040 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ��' p g DRAWINGS I60 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING �s/S;,F( RIN:••r�+� D U R.FAC. 1.2 5 FROM AM B Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Maines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PERDCt A C I N G R " S Q S E E A B 0 V E FL Certificate of Authorization#567 ANSI/TPI 1-1995 SECTION 2. y SPACING J (8546A-MICHAEL ADAMS L/7/1 OG - H78 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS Mf R. TOP CHORD 2x4 SP #2 110 MPH WIND, 11.65 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 2.0 PSF, WIND BC DL = 1.0 PSF. WEBS 2x4 SP #3 H = RECOMMENDED CONNECTION BASED ON MANUFACTURER TESTED #1 HIP SUPPORTS 5-0-0 JACKS WITH NO WEBS. CAPACITIES AND NAIL CALCULATIONS. CONDITIONS MAY EXIST THAT REQUIRE DIFFERENT CONNECTIONS THAN INDICATED. REFER TO DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. MANUFACTURER PUBLICATION FOR ADDITIONAL INFORMATION. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. W2.5X4 = 5F— --15 0-6-3 U 0T6-3 .10-1-2 W1.5X3 III W2X6(B2) W2X6(B2) L– 5-4-0 5-4-0 I fE 10-8-0 Over 2 Supports J R=533 U=473 W=7.625" A R=533 U=473 PLT TYP. Wave TPI-95 DesignHCBriteria: TPI STD 19.5c QTY:1 _ FL/-/4/-/E/-/- Scale '*WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND TC LL 20.0 P S F REF F R 2 3 5--2 1 1 5 3 BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO _,rMM�+yMl1 T C D L 3.0 P S F D A T E 1 0/0 5/0 1 PERFORMING THESE FUNf,TIO NS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED 1�..t ��//�,���� STRUCTUR AE PANELS, BOTTOM CHORD SHALL NAVE A P0.0PE0.LY ATTACHED RIGID CEILING. \�G•;;',",'��7JJ._ 111 "*IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED I 3FFF 'C :Y 7 BC DL 10.0 P S F D R W HCUSR235 01278354 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE 10 i •��u �A BUILD THE TRUSSES IN CONFORMANCE WITH TPI; UR FABRICATING, HANDLING, SHIPPING, INSTALLING AND 1 • �'� B C L L O.O P S F H C-ENG /MMA ALPINE BR Af.ING OF TRUSSES. HIS DESIGN CONFORMS N1TH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN = * j SPECIFICATION PUaL1SHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE t* I CONNECTORS ARE MADE OF 206A ASTM A653 GR40 GALV. STEEL, E%CEPT AS NOTED. APPLY CONNECTORS TO �• OH tQ TOT.L D. 33.0 P S F S E O N - 20042 EAI:H FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECT0R5 PER = •• DRAWINGS 160 A Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING /S• �[ �Qp:•'�� D U R.FAC. 1.2 5 FROM A M B Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Zs Vl `•.. 1'�\� Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER p c t R EN SPACING S E E ABOVE FL Certificate ofAuthorization#567 ANSI/TPI 1-1995 SECTION 2. ,. (8546A-MICHAEL ADAMS L/7/1 OG - EJ79 ) THIS DWG PREPARED FROM COMPUTER INPUI (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 15.00 FT MEAN NGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC OL = 2.0 PSF, WIND BC DL = 1.0 PSF. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. * 13-2-9 R=148 U=210 1— T * 3-5-3 0-6-3 10-1-2 F R=75 U=180 W2X6(B2) 7-0-12 _I --7-0-0 Over 3 Supports R=238 U=183 W=7.625" PLT TYP. Wave TPI-95 DesignECr9i�teria: TPI STD 19.5c 0rY:2 FL/-/4/-/E/-/- Scale =.375" Ft. —WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND (, LL 20.0 P S F R E F R235 --21154 BRACING. REFER TO HIB 91 (HANDLING INSTALLING ANDBRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 DON O FRIO DR.. SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �1rT C DL 3.0 P S F DATE 10/05/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RI61D CEILING. j . j' ' —IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED F 13C DL 10.[) PSF DRW HCUSR235 D1278355 PRODUCTS, INC, SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO �'F'Cf� ='�j 6 01LO THE TRUSSES IN CONFORMANCE WITH TPI; OR fABRICATING, HANDLING, SHIPPING, INSTALLING AND Y tP•. B L L ,0 P S F HC-ENG J MMA ALPINE BRACING OF TRUSSES. HIS DES CONFORMS WITN APPLICABLE PROV ISIONS OF NDS (NATIONAL DESIGN = w j SPECIFICATION POBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE # TOT.L D. 3 3.0 P S F S E A N - 20044 CONNECTORS ARE MADE OF ?BGA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO p e EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS OE SIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES OF OF PR OFE SSTONAL ENGINEERING a' l p`Q ��s- D D R.FAC. 1.2 5 FROM A M B Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS YI �{r.� Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUIlOiNG IS THE RESPONSIBILITY OF THE BB IL DING DESIGNER, PER OCt SPACING SEE ABOVE FLCertifcateofAuthorizaton4567 ANS17TP1 1-1995 SECTION 2. '��yyyyy ev (8546A-MICHAEL ADAMS L/7/1 OG - EJ80 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 15.00 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 2.0 PSF, WIND BC DL = 1.0 PSF. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. 12-4-9 5 f* R=105 U=180 2-7-3 0-6-3 10-1-2 F R=52 U=180 W2X6(B2) L;;; 5-0-12 _I �-5-0-0 Over 3 Supports R=172 U=180 W=7.625" ( EJ80) PLT TYP. Wave TPI-95 Design Criteria: TPI STD 19.5c OTY:2 FL/-/4/-/E/-/- Scale **WARNING** TRUSSES REQUIRE EXTREME CARE [N FABRICATION, HANDLING, SHIPPING, INSTALLING AND I C ILL 2 0.0 P S F R E F R235-21155 BRACING. REFER TO HID 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 DFUNOFRIOCTION DR., SUITE 200, MADISON, WE 53719), FOR SAFETY PRACTICES PRIOR TO .,rMw��"�1r TC DL 3.0 PSF DATE 10/05/01 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED rCCll ��R1. STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �F�•„• y _IMP IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED •A��F� B C D L 10.0 P S F D R W HCUSR235 01278356 PRODUCTS, [NC. SHALL NOT DE RESPONSIBLE FUR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO p C BUILD THE TRUSSES IN CON OR MAN C,F WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND :tU ••• ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN ( L L L 0.0 P S F HC-ENG /MMA 5PECIFICATI UN PUBLISHED BY THE AM Eft ICAN FOR .AND PAPER AS ANO TPI. AL INE f # L TOT.L D. 33.0 P S F S E 0 N - 20046 CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO k - ', � EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS OESIG N, POSITION C.O NN ECTORS PER =V4,• - P. g DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING G'is`:F OR1��''��L D U R.FAC. 1 .25 F ROM A M B Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS (� Hames City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER 4•L � �'E�Y FL Certificate ofAuthoriZation#567 ANSI/TPI 1-1995 SECTION 2. Oct ``"'�yy SPACING SEE ABOVE (8546A-MICHAEL ADAMS L/7/1 OG - HJ81 DBL 45 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR, a TOP CHORD 2x4 SP #2 110 MPH WIND, 12.05 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 2.0 PSF, WIND BC DL = 1.0 PSF. WEBS 2x4 SP #3 HIPJACK SUPPORTS 7-0-0 SETBACK JACKS WITH NO WEBS. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. WN4� * 13-2-7 R=181 U=380 3.54 r— * 3-5-0 0-6-0 10-1-2 W2.5X4 = R=333 U=438 W2X4(Bl) 9-11-9 _I 9-10-13 Over 3 Supports R=331 U=412 W=10.783" ( HJ81 DBL 45) PLT TYP. Wave TPI-95 Design Criteria: TPI STD 19,5. QTY:1 FL/-/4/-/E/-/- Scale =.375" Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 20.0 P S F R E F R235-21156 BRACING. REFER TO HID 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO ....1W�MMr TC DL 3.0 PSF DATE 10/05/01 PERFORMING THESEDT UNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SMALL NAVE PROPERLY ATTACHED STRUCTURAL PANELS, NOTTOM CHORD SHALL HAVE A PROPERLY ATT ACNEU RIGID CEILING. ....... **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED ijFJ �Y B C D L 10.0.0 P S F D R W HCDSR235 OT278357 BUILDPRODUTHE TRUSSES IN CDNF TO ORMANf,EOWITHL TPI; OR FABRICATING, HANDLINGS SHIPPING,A I NSTALNY LINGE AND V A 1F A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN B C LL 0.0 P S F HC-ENG i MMA SPECIFICATION PUBLISHED BY TOL AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE ; CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO i of T 0 T.L D. 33.0 P S F S E 0 N - 20048 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER LSR DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING °f+'/''• F ORIO ••sk'e D U R FAC. 1.25 F R 0 M AMB Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS ••.. \` Hames City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER OCt(y /�gp E�1 SPACING SEE ABOVE FL Certificate of Authorization#567 ANSI/TPI 1-1995 SECTION 2. "'h. (8546A-MICHAEL ADAMS L/7/1 OG - HJ82 DBL 45 ) THIS DWG PREPARED FROM COMPUIER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 SPECIAL LOADS BOT CHORD 2x4 SP #2 ------ (LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 46 PLF at 0.00 to 46 PLF at 7.07 110 MPH WIND, 11.63 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BC From 4 PLF at 0.00 to 4 PLF at 7.07 ANYWHERE IN ROOF, WIND TC DL = 2.0 PSF, WIND BC DL = 1.0 PSF. TC 61 LB Conc. Load at 4.33 BC 8 LB Conc. Load at 4.33 HIPJACK SUPPORTS 5-0-0 SETBACK JACKS WITH NO WEBS. DEFLECTION MEETS L/240,00 LIVE AND L/180.00 TOTAL LOAD, *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. * 12-4-7 3.54 r— R==1717 8 U=398 * 2-7-0 0-6-0 10-1-2 R=82 U=180 W2X4(B1) 7-1-10 —7-0-14 Over 3 Supports—� R=243 U=239 W=10.783" ( HJ82 DBL 45) PLT TYP. Wave TPI-95 Design Criteria: TPI STD 19,5c QTY:2 FL/-/4/-/E/-/- Scale =.375" Ft. "WARNING`* TRUSSES RE031RE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND ` ,C L L 20.� P S F R E F R235--21157 BRACING. REFER T?,HIB (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE c INSTITUTE, 583 D'ON0FRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO 0"-. TC DL 3.0 PSF DATE 10/05/01 PERFORMING THESE ED IO NS. ON OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED /0 0. STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �,. '*IMPORTANT" FURNISH A COPY OF THIS DESIGN TD THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED t�FI BC OL 10.0 P S F D R W HCIJSR235 01278358 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATIUN FROM THIS DESIGN, ANY FAILURE TO S •� . BUILD THE TRUSSES IN CONFORMANCE W[TH TPI OR FARR ir_ATING, HANOLCNG, SH[PPING, INSTALLING AND t ' p ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN i .* B C LL 0.0 P S F H C E N G /MMA SPECIFICATION PUBLISHED BY THE AMEft ICAN FOREST AND PAPER ASSOCIATION) ANO TPI. ALPINE _ CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO r OF jQ TOT.L D. 33.Q P S F S E A N - 20050 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ��j S J•w DRAWINGS I6D A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING 'i�s�',!�/_ RIdF;.�4�. D U R.FAC. 1.25 F ROM A M B Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS l Haines Cityjl, 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER Oct t SPACING S E E ABOVE FL Certificate of Authorizationtl567 ANSI/TPI 1-1995 SECTION 2. tea..-0 (8546A-MICHAEL ADAMS L/7/1 OG - CJ83 1L 1R ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR, x TOP CHORD 2x4 SP #2 110 MPH WIND, 15.00 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 2.0 PSF, WIND BC DL = 1.0 PSF. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. * 12-4-12 5 f— =106 0=180 * 2-7-6 0-6-3 N10-1-2 F R=53 U=180 W2X6(B2) _ 5-1-3 �5-0-7 Over 3 Supports R=174 U=180 W=7.625" ( CJ83 1L 1R) PLT TYP. Wave TPI-95 Design Criteria: TPI STD 19.5c GTY:2 FL/-/4/-/E/-/- Scale =.375" Ft. "WARNING-`-` TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND TC LL 20.0 P S F R E F R235-21158 BRACING. REFER TO HIB 91 (HANDLING INAND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 O'ONOFRIO OR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO C DL 3.0 P S F DATE 1 0/0 5/0 1 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED 1r`` STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. J4i, *IMPORTANT- FURNISH A COPY Of THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED j�F E C DL 10.0 P S F D R W HCUSR235 01278359 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO (`� T BUILD THE TRUSSES IN CON OR WITH TPI', OR FABRICATING, HANDLING, SHIPPING, 1N STALLING AND = .(,� (P'� C L L 0.0 P S F H C-ENG /MMA ALPINE BR Af,ING OF TRUSSES. HIS DESIGN CUNFOR MS WITH APPLICABLE PROVISIONS OF NDS' (NATIONAL DESIfN SPECIFICATION PUO LISHEO BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE i CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO j pOi°. Fer T Q T.L D. 3 3.0 P S F S E Q N - 20052 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER }(SV DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING tin�ni` k'.. D U R.FAC. 1.2 5 FROM A M B Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER Oct` $IIE�U SPACING SEE ABOVE FL Certificate of Authorization#567 ANSI/TPI 11995 SECTION 2. ���Illrrr (8546A-MICHAEL ADAMS L/7/1 OG - CJ84 ALT BG ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 15.00 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 2.0 PSF, WIND BC DL = 1.0 PSF. H = RECOMMENDED CONNECTION BASED ON MANUFACTURER TESTED DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. CAPACITIES AND NAIL CALCULATIONS. CONDITIONS MAY EXIST THAT REQUIRE DIFFERENT CONNECTIONS THAN INDICATED. REFER TO MANUFACTURER PUBLICATION FOR ADDITIONAL INFORMATION. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. 5 I— �11-6-12 * R=62 U=180 1-9-6 0-6-3 10-1-2 F W2X6(B2) - R=30 U=180 1, 3-1-3—� 3-0-7 Over 3 Supports R=108 U=180 ( CJ84 ALT BG) PLT TYP. Wave TPI-95 Design Criteria: TPI (STD) 19.50 3TY:I FL/-/4/-/E/-/- Scale —WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND HT1 C .L L 20.0 P S F R E F R235-21159 BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TP] (TRUSS PLATE INSTITUTE, 583 D'ONOfRIO DR., SUITE 206, MADISON, WI 53719), FOR SAf ETY PRACTICES PAIOR TO �.NN�Myr TC DL 3.0 PSF DATE 1005/01 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATEB, TOP CHORD SHALL HAVE PROPERLY ATTACHED /' 1, STRUCTURAL PANELS, BOTTOM CHORD SHALL H.AYE A PROPERLY ATTACHED RIGID CEILING. y 'IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 10.0 PSF DRW HCUSR235 0I278360 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO . Q""••l.� ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND Z B(, LL 0.0 PSF HC-ENG MMA BRACING OF TRUSSES. THIS DESIGN CONF 0RMS WITH APPLICABLE PROVISIONS OF NDS' (NATIONAL DESIGN 14 + / SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE !!11 CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, E%CEPi AS NU TED. APPLY CONNECTORSR I TO =�; (F ��- �V.T.L D. 33.0 P S F S E Q N - 20054 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER �fn(11 (y. Alpine Engineered Products,I11C. RE SPONSI8I60 TY SOLELYTFOR SIII ON U SSI CO MP ON DESIGNS DRAWING TSHOWN ES ACCEPTANCE OFPROFESSIONAL I7'ABILITYOAND USE IOFETH NS ��}J�•�•,. ..`..Ro D D R.E A C 1.25 F R D M A M B Raines CIty,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING I5 THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER Octt +CPl.-.2 SPACING SPACING SEE ABOVE FL Certificate ofAuthoriZation#567 ANSI/TPI 1-1995 SECTION 2. "'M (8546A-MICHAEL ADAMS L/7/1 OG - CJ84 3L 3R ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 15.00 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 2.0 PSF, WIND BC DL = 1.0 PSF. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. 5 f— 11-6-12 R=62 U=180 1-9-6 0-6 3 10-1-2 R=30 U=180 W2X6(B2) 1-3-1-3—� 3-0-7 Over 3 Supports R=108 U=180 W=7.625" PLT TYP. Wave TPI-95 Design CCBriteria): TPI STD 19,5c QTY:6 - FL/-/4/-/E/-/- Scale =.375 Ft. **WARNING** TRUSSES RFOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 20.0 PSF F R E F R235--21160 BRACING. REFER TO HIE 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO TC I'J'L P S F DATE 10 J 0 5 J 0 1 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROP E R LY ftOPERLY ATTACHED 00-14.01.7-, STRUCTURAL PANELS, BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEIIFNO �' ,�q/��• **IMPORTANT`* FUR NI SB A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED .���� • BC 1)L PSF DRW HCUSR235 DI 278361 PRODUCTS, [NC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO � Q�: jam, `� BUILD THE TRUSSES IN CONFORMANf.E W[TH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND ? ''Cf F: B C LLP S F HC-ENG J MMA ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN } SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE = f 3 i� _n CONNEC70RS ARE MADE OF 20GA ASTM A653 GR GALV. STEEL, E%CEPi AS NOTED. APPLY CONNECTORS TO s y M4 n! �� TOT,L D. PSF SEQN - 20056 EACH FACE OF TRUSS, AND UNLESS O%THERWISE DRALOLAING7 ED ON THIS DE 51GN, POSITION CONNECTOR$ PER j�(^1 elf e aR' !, _ ,,,,,,IInnAlpine Engineered Products,IRC. RESPONS[B IDRAWINGS LOITY SOLELYTFORKL STHE TORUSSICO MPON ENT DEDI GNT SHOWNAC CEPTAN HE OS UIT AB ItIT YF RD ESS OAND USE NAL IOFETHIIS s ''R.,.ORr w I)U R,F A C F ROM p`fv'9 Hames City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER '� qE@l�ENGi SPACING S E E ABOVE FL Certificate ofARthorization#567 ANSI/TPI 1 1995 SECTION z. Oct �r THIS ows PREPARED FR (8546A-MICHAEL ADAMS L/7/1 OG - CJ85 3L 3R TOP CHORD 2x4 SP #2 110 MPH WIND, 15. BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING, 5 F— * �10-8-12 0-6-3 0-11-6R=17�U=180 —F R *108-1-2 W2X6(B2) - L1-I-3�J 1-0-7 Over 3lpports R=43 U=180 W=7.625" PLT TYP. Wave TPI-95B PI 95 ( CJ85 3L 3R) Design Criteria: TPI STAsD CATI **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING BRACING. REFER TO HIE91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 5B3 D'ONOFR IO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, 109 CHORD SHALL HAYE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ENGINEERED ** RArTDR. ALPINE -- — - IMPORTANT** FURNISH A COPY OE THIS DESIGN TO THE INSTALLATION CONT - AIL URE TO _ _ --- PRODUCTS, INC. SHALL NOT BE RESPONS[8 LE FOR ANY DEYIAYION FROM THIS DESIGN; ANY FLLI NG ANDPINBRACOINGHOFTTRUSSES[N CONHORMDESIGNICONFORMSOWITHAAPPLICA OLE PRD9ISIONSS OFP NDSG(N ANE DESIGN A '" SPECIFICATION PUELISHED 8Y THE AMERICAN FOREST AND PAPER ASSDCiATION) AND TPI ALP INE TO CONNECTORS ARE MADE OF 20GA ASTM A653 G 4 GALY. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS EAf,H FACE OF Tft USS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS P€R DRAWINGS ]60 A-2. THE Sf AL ON THIS 6R AWIN6 INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERIN 5 Alpine_Engineered Products,Inc. RESPONSIBILITY SOLELY FOR TriE TRUSS COMPONENT DESIGN SHOWN, THE SUITABILITY AND "SF 0" THI a1111 DING DESIGNER. PER _7' lv.,,;En�n��,.n?.�.J�?�n�y .r?�«.1u�..n?�.��?�,�n?�n?�,�n?- - 5• -- 35.8" 4 n n ti 'SvCO N N CO CJ29 CJ28 CJ27 w CJ34 W N o m m c- N r m C7 CO CJ34 CJ27 CJ28 B5 (2PLY) i' v� CJ29 B6 (2. 2 r N B7 tt2' ZC N 1 j NRR Z r- w CO CO V 12' W cnCrc �Xr- �omroo mm CJ27 • -COM n Cc m r :� eco CJ28 �v� �mooa(A ccnnK)-n F - ��mNm !mm CJ29 =3m-m zC '-ED-<03 mm Cv�f l� mm� cn 3 tn�0 = Z 3 z z �� c-' m o n n �r m U) oA m �Z N CO v �-- O W CJ O N CD O Z < o m 0 - 12'6" - 1 q'6" --�-—7' -----5'8 4' m a �CS- M - P . O. Boy, t�x$'67• Lumber U l I m I ted JocksonviIIe, FLS 32209 C904) 356 - 5440 ATTENTION: Contractors, Crews & Frames _ D� IIL..�,.rlsr.prementat nat ant or :Iter trusses. fln quest lone or disorep:noias^should tr dlrrotea to Unlim:ted of 356-5440 pr or toa�eotion nodlFiootionof any trusses Un I 1 n ted 1s not I I:bl s 4'or ony b:ok charges" un f sae o ravd by one i vee before the work .—tin. the h.+�..e -..�---- C .r - ...J,. • : L 1+S- HUSt HHUSIH 1rr S IOIST HANGERS DOVBLE SNF�iX TIVSe '9m haw mehr�eskrrSdwy tam maim hangers! AM 14iorlSWVS}yedo.*Saar..QW%ThaPtente :,,novattcn.i5ct:cCCEs j the lmd_ !{ ough two P01°aaerSrpateaifor 7mW strength.1t WC aflcas the use cf 1 krre11"L�mw a= aDoo.ad tteas•itarram naris far all=nrev;cns. ' lUS d ,syLylq�h'"-009bwstnarailed sc Speed;.r.r.5s sec:-vi 're i 10=and NQ3--ohmjmft f»et>- s 'tATSUL:Ui5--?8P09C1MAZX-76 p5v HGUS—TZ;aac,e: A 00ers--T4 9109t a.•C -_ {.�.. FINLUt Qftai'adMd=alYilaWis Sumiess silt!or Z-,Lt+1 C,see Ccrresicn RZMLXMk -• t4 LUS28 tbt� 4�sSteGamal Notes- ... ~ Q « *lyricwtmt into the headertC ac.'ueve Me W*bads. • - m�br wddeda aaier mradm 1 s4ns<as lS beesed-;dm 10d commons are spe_:ried -frtrt ~� an MA=an in bat am ifidtsramtcam spesfed. 100 commons ar T6d (9 :3:'• � 7"be20t7Q8s at ttse table toad. sr$WrxaVdaisi=Tseheader and T6drmmcr.s 4et#atmortO tbtcarrpinq members.use TQC z TT/V nails and TOdmrax=iW*e jaiSL arrd reduc'.the toad m 0.5.4 of :a table Am a • • OPTICUL See Hanger q=M pap.ii r3' { C00— -� R MMM M -4T3.MER-421.TIER-,55:OaC=-Courrf. FL 2• • 427 Lm {HUS26,HUS,2a and HHUS m • � - sirrsitar} • ' ' ° C S a • -.�. . _ is Sbaw Magog • •' r-.1.0 Iii lJ1'_ a• 3 HCUS28-2 usPmm4,3t.ss6 Typical • caai3C1d LPaa�c tesla HUs 4 installation y ;T HU-SC $ Cancaated flanges HUS26 Vrttt Reduced Fled Height s ' (not avalta6le fbe HHUS andFad 1 1 ( 0-*rlr tarclVU Pine Spruce-Nne-Fir M NUS2x) itodd r M Adomable tolls Wovrable Loads taowI Offt Hoar Cansi Wind UpliR i Floor Coyest t wind cma' rrrn (1= (13:3); noel I c1251 (133)' 3X;6 t6d 4-160 1135'1263 1580(1680 925 . 1050 1315: 14C0 g { lllt52S- 3 t10 15d�_4-tSd't= 1800: 2245.2390; 925 i 1510 1890 - 2010 l lid-160'6/6d 25b5 3205'33 TS tQ90 2555 2ff4Q 2580 5^a. it A JAI Typical I= -g+ Ate_ - .. ' lnsZyiaCon with Reduced ' Heel Haight .•••• 1 x4�ltt�]�giSa�n1��°N AHI IYl+laltl ,yell ►11l1A I�ty t01Y11�1 1 1llitltll �1:11t,a i tt lNY� UJi r.....- lit 4YO 11dt i1t 111IIIM 1y 111iYt11NU H 11 1 ylyJSi Ir)-dwa►11)11 ]�!� M 1111JJy�Yl1AyY1 11111 IU lid 'iM 1 t3YdS at •vl�►iltty�tiim all,l'M5161 1t Sl�il ill AYyI V11111 03 101 SS�w1 J! ?, a AS 0 VZ '�--- �}ual l � 1/aY1 �1u w l ` y�1t �t ` I ..- bT'.•Valltft1 I,i�)� yNYi1k11771��"ttyta rtlt�K!(�,�IRy�/ tlY1Ny�111�`'I�ty • ��a1Ylq ;1Sf 11t�1Y1`e11+1t >, 01.�1�Y �nr11� „ uA�4tJI�: 1•'I r► j IX '7Mt ttil,ii 1;;uX>� ►w:�iyr o►,V00" SIttt. 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Y uo� 1 'su'a� 010tt CONVLNTiONAL[_IY FRAMED VAU-21 Y DETAIL A 2Xo on LANCER SP p2 OR SPF 11/ 2 VALLEY IlArivi PART(hL FRAMINC PUN b� 2X4 SP OR SPF 13 CRIPPLE (MAX HEIGHT t3'-:i") C 2x4 SP OR SPF N3 CRIPPLE (MAX HEiGHT W-1)") COMMON D� 2X1) OR LARGER SP #2 OR SPF II/12 RIDGE- 11AFTER IrRuSS''S ---�) AT 24" OC-` NOjE: THAT RA V jVR(1)RA UST OT .0 RG OF ISS Si'Ll: 'lIlAis , NOTE: 13UPPORTIINOATRUSS BRACINULDETAILS.00 PUit itAF'CER9 ()�), (C) MAX IIE101IT WITH )X4 "T" BRACE 18 t1'-10% i11DOZ (B). (C) IMAX HEW)IT 11711 2X4 "T" BRACE 113 11'--x". RAFTER ron 1X4 ANO 2X4 "T" DRACINO, 8nACE TO HE SAMr 011AUr AS C3111PP1,11- rASTCN 1X4 "T" IMAGE To CtUPPLE WITiI ad DOX (0,113" x 2.0") HAiLS AT 4" OC. 1'A8TCH AX4 'T" BRACE TO UnIPPLZ VIT)I 10d 14o)( (0.106" x 11.6") NAILS AT 4" 00, Top ctlot10 or T11UIN 8ENeATII VALI.DY MINT MUST ur, UttAcED WITII PnoPlwnLV ATTAO11150 nATZO S"OAT111N0 on PUni,INa A'r e^4 ' r•o• . OR VALLEY arAC1Na Aa arvoi1°m ooil Tile SHOINEEWO SEAM) DESIGN COMMON TRU53ES AT 24" OC FOR THO SUPPORTINa TRUSS. ((�) lad 13OX NAILS. (3) )ad nox (2) 10d BOX HAILS, TOE-NAILED THRU f'OE—NAILED (7) rail Dox NAILS, NAILS, TOE—NAILEU CRIPPLE INTO RIDOR BOARD 'Oir�NAiLEU �\ (3) 10a Box NAILS (0) (A) (D) (0) 10d DOX NAILS A (C) (a 511EAT111HU ( ' " 4 (D) (3) 1 Ud I30X (C) CIfiUCit AILSr TOE--NAILED 8) 10d HO NAiLS. TOE—HAILED (TYPICAL) SUP10�J{TINO T'nUSSES TRUSS TOPAC11ORDS PER SPECICIOCAT10N5 AT !?4 OC MAX SPACINU (3) 1011 BOX HAiLS, TOL—NAILED TI1RU CRiT'f'LE INTO RATED SIIGATIIINU THIS DRAWING RVIACES DRAWING VtoS—CONv ter 1� •1 , MOO.+r, j� ) +rrr ,F C LL 30 30 40 PSr nCr CONV. VALLCI' +pue rr)1r us y( ry tR Ikk(( + rANi ti JW �IFAVCt rrPpr[I+I Y/A1�ACllf.6 PIGIf 1\t; �f5a-'�:f',L I IC bl. 20 )J 7 •--_ -f t 1110. Ar•tM 0111AN+�. rUA11 s„A C1Mr 7X II+IS ptflr1l 1D h¢ u1t ML1 Al11rr CIIItPACIII,, PSr DAIL 0r,f",) y]!] rt IVb ti+f)1tAllUP[lji�jiglDltlKfiRUS7(Stltt[[t1i{hfi�Hgtyfill IP11 Ery ilA1p1CA111(i fila t tlr.itt1 1 ,wlttac, snlrrnrG.uslAtukr, Arro fPAalq lr tPussts. •i r/�f� 1" t)C �L 10 10 10 PSr urrwc; VAt. 011111_ucU!j rPpVlltrl•rt qr Nps InntIlRlAi tif16N frtUrltAlllR,rnPUl+llo IA to on(giult's,�n 1�1►p Si1Cf,1 r ('(t/(1 )C LL 0 0 0 1A1•u Afft1CU11lMt ADD Irl,A�r11t CI11/1rr.11111. 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J (� 'ti.l P-\,NEI-.--\), SErr 2 1'11P 012 COMMON TRUSl DO-WN CO1 r TUC CHORD 2X4 SO.SEE TAULGNE 12 U>;LOWxoil si,r F ull tiff MILK UHADEo -: I HIP _ Z' _ Uo� L'11U11U ZXA So, PING px N Olt Spr 01/02 CU1tNl ll SI�a1' _ - _- �►.runctc_ zl J3 VE133 ZX4 so. PINE 13 Olt Spr T n', a ti'ir�nCx �vr c110 iu u u n anAu� 1'— — MIX NOnuAL MAX t11piACK eOMT VV011'1• Its onN ven+ a ovnntinivv. 2 Petr �y v --TiNs 1 r1��n1••• LE o z sem( l-0 •-0 _ `S'Y P. • (2) tad TUEN&ILS • (s) lard •rou-HAILS Js F, ' JG 17 •. I A,pO" ` i t! 'flit 694 0.40 C'T poli x4 rtlexl Ytax4WPM e:lxn 9-10-IU OVER a SUPPORTS 1 Il•q�6R, lf•0.l4' It•726�, N•.tl.6U• END AND CORNER JACKS 1•IIPJACIC w Nctll',W�11111 r I'uA� t N et Atu N ' ' i1C LL a0 Psr RU X1•III( CS g }y ,c nL to Psr nntc oo zl o" IIICID 07 �DA 1 N1111 p 19f Dtfir�ll /D 111 III N.1, Illfi Ul11pAC1111. . r4 'Y�•'1� c InDI• cD rpnatil INC 11NLL nn 1 PtsrultlKt Pup Am Dtvtn11u1 1PID+ mts BC OL 10 PSC URNti Ci7i11)(7)IUfiJf) b(1 RI Ar+1 rA1tVPC 10 IIIIlO llit 1PV37t1 tN t(tpinNldCt Vfl111 irh Ilp rADpICAIIN�. Ib.711J • /N1D 1�4, fNIPrIUNGt INt1AlLIrRI AHP DpAC111G U IpU.S3[3. DClllill CdllllfiNf VIIII evru ADLC v{ trw�t!• UG LL U PSr -CNG �,{I�{I/�(h�t rpDv�tltrtt tX I1DS gV11iDHAl iC1164 Srtt1116Anvi ritiumt0 IY me ANtp►rAll 111PCEI AND NAY itpA3 0Mtp Al3dtlAlldN/ ANO Irl.AI•rllc MOIL ►Iles 1101 11ADt 11 211,1 111 A451 can rAv. 11[tt TUT.Lb, ;,orsr t>'ctrl AS HDItI Arriv tD1,111CU It OR Ian mr.Or Ins: Alm,vlt.tss nitnwvlu uttAltl aI � •. stATCpF not DCnral. rdt{Itlar tHPIA1 tnx PCR a VmfrS I6/ A•t. me It UH INS mAvww (t1DicAlts •• {7►i►Of bUR.rAC• 1,1G KIWI NC[ p[ rnvltSHRtAt [HCHCtPPrI w[SPIPIS111t11Y 31AILY(OR IIt IP4tt tVPUtItNt IIt it ctlrlt slrovtl nrT SI 1Agt111 AND us[ fir Hat tulim"Itfr1 a ANY rAw►tu,Aw suit DOW, ,�TT�riEt� ISPACING SCG hUov>; ------------------------------------------------------------- SUPPORT REPORT JOB DESCRIPTION: 8546C WIND CODE: CURRENT SBCCI WIND MPH: VARIES BLDG TYPE: CLOSED ------------------------------------------- TRUSS TRUSS SUPPORT SUPPORT BEARING BEARING REACT. REACT. MAX WIND DESC SPAN-ft SIZE-in. TYPE XLOC-ft. YLOC-ft. MAX.+# MAX.-# UPLFT.-# ------------------------------------------------------------------------------- A1(2PLY) 21. 333 5. 500 WALL 0.000 29.073 1571 -2043 A1(2PLY) 21. 333 5 . 500 WALL 20.875 29.073 4090 -5320 ------------------------------------------------------------------------------- A2 21.333 5 . 500 WALL 0.000 29.073 704 -795 A2 21.333 5 . 500 WALL 20.875 29.073 704 -795 ------------------------------------------------------------------------------- A3 21. 333 5 . 500 WALL 0.000 29.073 704 -798 A3 21. 333 5 . 500 WALL 20.875 29.073 704 -798 ------------------------------------------------------------------------------- A4 21. 333 5. 500 WALL 0.000 29.073 1395 -1802 A4 21.333 5 . 500 WALL 20.875 29.073 1395 -1802 ------------------------------------------------------------------------------- B5(2PLY) 17. 500 3.000 Special 0.000 29.073 2550 -3305 B5(2PLY) 17. 500 5 . 500 WALL 17.042 29.073 2563 -3321 ------------------------------------------------------------------------------- B6 17. 500 3.000 LUS26 0.000 29.073 577 -649 B6 17. 500 5. 500 WALL 17.042 29.073 577 -649 ------------------------------------------------------------------------------- B7 17. 500 5. 500 WALL 0.000 29.073 577 -649 B7 17. 500 5. 500 WALL 17.042 29.073 577 -649 ------------------------------------------------------------------------------- B8 17. 500 5 . 500 WALL 0.000 29.073 577 -651 B8 17. 500 5 . 500 WALL 17.042 29.073 577 -650 ------------------------------------------------------------------------------- B9 17. 500 5 . 500 WALL 0.000 29.073 1269 -1639 B9 17. 500 6.278 WALL 16.977 29.073 1341 -1733 ------------------------------------------------------------------------------- C10 16.000 5 . 500 WALL 0.000 29.073 535 -627 C10 16.000 3.000 LU26 15 .750 29.073 521 -543 ------------------------------------------------------------------------------- C11 16.000 5 . 500 WALL 0.000 29.073 535 -598 C11 16.000 3.000 LUS26 15 .750 29.073 521 -600 ------------------------------------------------------------------------------- C12 16.000 5 . 500 WALL 0.000 29.073 528 -598 C12 16.000 3.000 LUS26 15 .750 29.073 528 -592 ------------------------------------------------------------------------------- C13 16.000 5 . 500 WALL 0.000 29.073 528 -598 C13 16.000 5. 500 WALL 15 . 542 29.073 528 -592 ------------------------------------------------------------------------------- C14 16.000 5 . 500 WALL 0.000 29.073 528 -588 C14 16.000 5 . 500 WALL 15 . 542 29.073 528 -588 ------------------------------------------------------------------------------- C15 16.000 5. 500 WALL 0.000 29.073 794 -1022 C15 16.000 5. 500 WALL 15 . 542 29.073 794 -1022 ------------------------------------------------------------------------------- D16 7.000 5 . 500 WALL 0.000 29.073 241 -262 D16 7.000 3.000 LUS24 6.750 29.073 221 -276 ------------------------------------------------------------------------------- EJ17 7.000 5 . 500 WALL 0.000 29.073 238 -254 EJ17 7.000 1. 500 NAILED 7.000 29.073 75 -180 EJ17 7.000 1. 500 NAILED 7.000 32.191 148 -275 ------------------------------------------------------------------------------- EJ18 5 .000 5 . 500 WALL 0.000 29.073 172 -180 EJ18 5 .000 1. 500 NAILED 5 .000 29.073 52 -180 EJ18 5.000 1. 500 NAILED 5 .000 31.358 105 -197 ------------------------------------------------------------------------------- EJ19 5 .811 5 . 500 WALL 0.000 29.073 299 -315 EJ19 5.811 1. 500 NAILED 5 .811 29.073 92 -180 EJ19 5.811 1. 500 NAILED 5.811 31.695 184 -342 ------------------------------------------------------------------------------- EJ20 3.964 5 . 500 WALL 0.000 29.073 208 -214 EJ20 3.964 1. 500 NAILED 3.958 29.064 61 -180 EJ20 3.964 1. 500 NAILED 3.964 30.926 124 -233 ------------------------------------------------------------------------------- EJ21 4.180 5. 500 WALL 0.000 29.073 148 -180 EJ21 4.180 1. 500 NAILED 4.180 30.899 128 -192 ------------------------------------------------------------------------------- EJ22 1.965 5 . 500 WALL 0.000 29.073 109 -180 EJ22 1.965 1. 500 NAILED 1.964 29.073 27 -180 EJ22 1.965 1. 500 NAILED 1.965 30.093 58 -180 ------------------------------------------------------------------------------- HJ23DBL 9.899 7.778 WALL 0.000 29.073 331 -570 H323DBL 9.899 1. 500 NAILED 9.899 29.073 320 -593 HJ23DBL 9.899 1. 500 NAILED 9.899 32 .185 194 -540 ------------------------------------------------------------------------------- HJ24 DB 5 . 552 6.108 WALL 0.000 29.073 82 -205 HJ24 DB 5 . 552 1. 500 NAILED 5. 552 29.073 50 -180 HJ24 DB 5. 552 1. 500 NAILED 5. 552 31. 351 104 -336 ------------------------------------------------------------------------------- HJ25 1.984 6.108 WALL 0.000 29.073 10 -180 HJ25 1.984 1. 500 NAILED 1.984 29.073 5 -180 H325 1.984 1. 500 NAILED 1.984 30.012 11 -180 ------------------------------------------------------------------------------- CJ26 5.226 5.953 WALL 0.000 29.073 272 -292 026 5 .226 1. 500 NAILED 5 .226 29.073 81 -180 CJ26 5 .226 1. 500 NAILED 5 .226 31.280 164 -299 ------------------------------------------------------------------------------- CJ27 3L 5 .037 5. 500 WALL 0.000 29.073 174 -182 CJ27 3L 5.037 1. 500 NAILED 5.037 29.073 53 -180 CJ27 3L 5.037 1. 500 NAILED 5 .037 31. 373 106 -198 ------------------------------------------------------------------------------- CJ28 3L 3.037 5. 500 WALL 0.000 29.073 108 -180 CJ28 3L 3.037 1. 500 NAILED 3.037 29.073 30 -180 C328 3L 3.037 1. 500 NAILED 3.037 30. 540 62 -180 ------------------------------------------------------------------------------- CJ29 3L 1.037 5. 500 WALL 0.000 29.073 43 -180 C329 3L 1.037 1. 500 NAILED 1.037 29.073 8 -180 CJ29 3L 1.037 1. 500 NAILED 1.037 29.706 17 -180 ------------------------------------------------------------------------------- CJ30 2. 314 5 . 500 WALL 0.000 29.073 126 -180 CJ30 2.314 1. 500 NAILED 2.314 30.238 103 -180 ------------------------------------------------------------------------------- CJ31 2.163 5 . 500 WALL 0.000 29.073 119 -180 C331 2.163 1. 500 NAILED 2.163 30.175 95 -180 ------------------------------------------------------------------------------- CJ31A 5 . 730 5. 500 WALL 0.000 29.073 295 -310 CJ31A 5 . 730 1. 500 NAILED 5.730 29.073 91 -180 C131A 5.730 1. 500 NAILED 5 .730 31.662 182 -338 ------------------------------------------------------------------------------- CJ32 2 . 309 5. 500 WALL 0.000 29.073 87 -180 C332 2 . 309 1. 500 NAILED 2. 309 30.156 65 -180 ------------------------------------------------------------------------------- CJ33 2. 752 5. 500 WALL 0.000 29.073 102 -180 CJ33 2.752 1. 500 NAILED 2.752 30. 332 80 -180 ------------------------------------------------------------------------------- CJ34 1.981 5. 500 WALL 0.000 29.073 73 -180 CJ34 1.981 1. 500 NAILED 1.981 30.100 57 -180 ------------------------------------------------------------------------------- -------------- HANGER SUMMARY FOR: 8546C Quantity Hanger ------------------------------------ 1 ** * * * special 7 LUs26 4 LU26 1 LUS24 — ----------- HANGER DETAIL FOR: 8546C Quantity Hanger ---------------------------------- 1 ****** *** secial {1} B5(2PLY� -------------------------------------------- 7 LUS26 Total {2} B6 {1} Cil {4} C12 -------------------------------------------- 4 LU26 Total {4} C10 -------------------------------------------- 1 LUS24 Total {1} D16 -------------------------------------------- t (8546C-MICHAEL ADAMS L/7/1 OG - A1(2PLY) ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS Mf R, TOP CHORD 2x4 SP #2 2 Complete Trusses Required E = z BOT CHORD 2x8 SP #2 WEBS 2x4 SP #3 NAILING SCHEDULE: (0.131x3.0_g_nails) TOP CHORD: 1 ROW @ 12" o.c. SPECIAL LOADS BOT CHORD: 1 ROW @ 8" o.c. ------ (LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) WEBS : 1 ROW @ 4" o.c. TC From 46 PLF at 0,00 to 46 PLF at 21.33 USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS BC From 20 PLF at 0.00 to 20 PLF at 21.33 IN EACH ROW TO AVOID SPLITTING. BC 3099 LB Conc. Load at 16.00 BC 577 LB Conc. Load at 18.00, 20,00 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 110 MPH WIND, 31.81 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ANYWHERE IN ROOF, WIND TC DL = 0.0 PSF, WIND BC DL = 0.0 PSF. ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. W04 * W 3 X 8 5 � W2.5X4 5 W3X4(A1) = W3X8(A1) 0-6-3 0-6-3 �29-0-14 W1.5X3 III W1OX10 = W3X10 III 10-8-0 _I, 10-8-0 _! IE - 21-4-0 Over 2 Supports - R=1571 U=2043 W=5.5" R-4090 U=5320 W=5.5" ( A1(2PLY)) PLT TYP. Wave TPI-95 Design Criteria: TPI STD 19.5c QTY:l FL/-/4/-/E/-/- Scale =.3125" Ft. —WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND _^ T C L L 20.0 P S F R E F R235-21162 BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TNI (TRUSS PLATE �yN� INSTITUTE, 583 D'ONOFRIO DR., 5U1TE 200, MAI)150N, WI 53719), FOR SAFETY PRACTICES PRIOR TO + >�` �'M` ; TC DL 3.0 PSF DATE 10/05/01 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. v ,.. _/� l **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINE Eft ED �r�'.��Z1FJ � B C D L 10.0 P S F O R W HCUSR235 01278314 PRODUCT S, INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING All j p C L L 0.0 P S F H C-ENG /MMA ALPINE BRACING OF TR US 5. THIS DESIGN CONFORMS WITH APPI ICANLE PR OV iSIONS OF NDS (NATIONAL DESIGN = * f SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER AS CI IDN) AND TPI. ALPINE CONNECTOR ARE MADE OF 20GA ASTM A653 6R40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO i'R F¢ T 0 T.L D. 33.0 P S F S E Q N - 20194 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, P :4 . OSITION CONNECTORS PER {'R' V DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEFRIN6 ?i%••/c,�pj '�' � D U R.FAC. 1.25 F R 0 M AM B Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS SPACING S E E ABOVE Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER O c t� EN FL Certificate of Authorization#567 ANSI/TPI 11995 SECTION 2. R gT a (8546C-MICHAEL ADAMS L/7/1 OG - A2 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 31.81 FT MEAN HGT, SBC, ENCLOSED BLDG, NOT LOCATED BOT CHORD 2x4 SP #2 WITHIN 8.50 FT FROM ROOF EDGE. WIND TC DL = 0.0 PSF, WIND BC DL = WEBS 2x4 SP #3 0.0 PSF. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. W4X4 W1.5X3 * * W1.5X3 5 r-- —I 5 0-6-3 0-6-3 29-0-14 W2X6(B2) = W5X6 = W2X6(B2) 1_ 10-8-0 1 10-8-0 J LE 21-4-0 Over 2 Supports R=704 U=795 W=5.5" R=704 U=795 W=5.5" PLT TYP. Wave TPI-95 DesignACriteria: TPI STD 19.5C QTY:l FL/-/4/-/E/-/- Scale =.3125" Ft. —WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND TC LL 20.0 P S F R E F R235--21163 BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY THE (TRUSS PLATE INSTITUTE, 583 D'0NO FRIG DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO »_ PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATT A'iNED ± _+ A p� T C D L 3.0 P S F DATE 10/05/01 STRUC TONAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIG IO CEILING. Ff VT� "'�y7�/ `*IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ALPINE ENGINEERES �F�•'••," B C DL 10.0 P S F D R W HCUSR235 0I2783I5 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO r�; + BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND t ' �ti B C L L 0.0 P S F HC-ENG MMA ALPINE BRACING Of TRUSSES. TH LS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN To AND PAPER ASSOCIATION) AND TPI. ALPINE t CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO i'f1. Z i Q T 0 T.L D. 3 3.0 P S F S E Q N - 20196 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON TN IS DESIGN, POSITION CONNECTORS PER Lr� Oft AW INGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING � h�:'�pp►94:'��v O U R FAC. 1.2 5 FROM A M B Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS V n\ I'Ialnescity,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF ]HE BUILDING DESIGNER, PER Oct R,� ENS,,. S P A C I N G 2 4.�" FI.Certificate of Authorization#567 ANSI/TPI 1 1995 SECTION 2. ,. ,,. (8546C-MICHAEL ADAMS L/7/1 OG - A3 ) THIS DWG PREPARED [ROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 31.47 FT MEAN HGT, SBC, ENCLOSED BLDG, NOT LOCATED BOT CHORD 2x4 SP #2 WITHIN 8.50 FT FROM ROOF EDGE. WIND TC DL = 0.0 PSF, WIND BC DL = WEBS 2x4 SP #3 0.0 PSF. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. W04= W06 W1.5X3 * W1 .5X3 5 E` —I 5 * 0-6-3 0-6-3 29-0-14 W2X6(B2) W3X7 = W5X4= W2X6(B2) I 9-0-0 3-4-0 I 9-0-0 I 21-4-0 Over 2 Supports R=704 U=798 W=5.5" R=704 U=798 W=5.5" A PLT TYP. Wave TPI-95 Design Criteria: TPI STD 19.5c QTY:l FL/-/4/-/E/-/- Scale =.3125" Ft. —WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE TC LL 20.0 P S F R E F R235-21164 INSTITUTE, 583 D'DNOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO yryeM.� T T C DL 3•O PSF DATE 10/05/01 PERFORMING THESE FUNCTIONS. UNLESS DTH ER WI SE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED 1� 1`Y,•1!�_ STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RI CEILING. P **IMPORTANT** fUR NISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED ..pp BC DL 10.0 P S F D R W HCUSR235 0I27834 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAIL CRE lA . `QN`1•••• �,( BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING ANO = .V � B C L L O•0 P S F H C-ENG /MMA ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS KITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESICAt SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) ANO TPI. ALPINE _ CONNECTORS ARE MADE OF By ASTM A653 GR40 GAL V. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS '.D '=12'% �p� Z� T 0 T.L D. 33.0 P S F S E 0 N - 20198 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER % N DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING ���� ��V�QP l�r D U R.FAC. 1.25 FROM A M B Alpin Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN, THE SUITABILITY AND USE OF THIS S iP•••'............ Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER . �av�E� FL Certificate of AuthorizationN567 ANSIiTP1 1 Oct-1995 SECTION 2. au ,� SPACING 24.0" (8546C-MICHAEL ADAMS L/7/1 OG - A4 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 Dense :T2 2x4 SP #1 Dense: 110 MPH WIND, 31.05 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x6 SP #2 ANYWHERE IN ROOF, WIND TC OL = 0.0 PSF, WIND BC DL = 0.0 PSF. WEBS 2x4 SP #3 #1 HIP SUPPORTS 7-0-0 JACKS WITH NO WEBS. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. W4X8= W1.5X4 III W4X8 * T2 * W3X7(A1) * W3X7 (A1) 0-6-3 0-6-3 IBI 29-0-14 W2X4 W2X4 III W7X6 = W2X4 III L 7-0-0 I 7-4-0 i 7-0-0 I `E 21-4-0 Over 2 Supports R=1395 U=1802 W=5.5" R=1395 U=1802 W=5.5" ( A4) PLT TYP. Wave TPI-95 Design Criteria: TPI STD 19.5c QTY:1 FL/-/4/-/E/-/- Scale =.3125" Ft. "WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE T C L L 2 0.0 P S F R E F R235-21165 INSTITUTE, 583 DFUNOFRIO Dft., SUITE 200, MADISON, WI 53719), FOR SAFETY PRA CIICES PRIOR TO �11MNSaMr T C D L 3.0 P S F DATE 10/05/01 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE IND If ATED, TOP CHORD SHALL HAVE PROPERLY AT T ACNEO ,II',`'G` ■�•_T� STRUCTURAL PANELS, BOTTOM CHORD SHALL NAVE A PROPERLY ATTACHED RIGID CEILING. �/ `,)F IYI/q/4 —IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED •( ^•. B C D L 1 0,O P S F D R W IICUSR235 01278348 PRODUCTS, INC. SHALL NOT 8E RESPONSIBLE FOR AH TPI; OR NY DEVIATION FROM THIS DESIGN; ANY FNITAAILURE FO �:`�+•• �F� BR ACBUILDI NGHOfT TRUSSES,RUSSES COTHOI SM DESIGNNCE ICONFORMS WLTHAAPPLICAB LE PROM S[ONSSOFPP1 , I(NATIONAL AND it (� B C L L 0.0 P S F HC-ENG MMA ALPINEIN , SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED, APPLY CONNECTORS fD =A�� 'c TOT.L D. 33 0 P S F S E A N - 20200 EACH FACE OF TRUSS, ANO UNLESS OTHERWISE LOCATED ON TH[S DESIGN, POSITION CONNECTORS PER S•, .. IIT DRAWINGS 160 A-Z. THE EAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING - ti, p- •� Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOIST HE TRUSS COMP DN ENT DESIGN SHOWN. THE SUITA8ILITY AND USE OF THIS 't.a YSX+�.•' D U R.FAC. 1.25 F ROM A M B Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIDILITY OF THE 6OIL DING DESIGNER, PER L C t p�D N�i� FL Certificate of Authorization#567 ANSI/TPI 1 1995 SECTION 2. SPACING SEE ABOVE (8546C-MICHAEL ADAMS L/7/1 OG - B5(2PLY) ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 2 Complete Trusses Required BOT CHORD 2x6 SP SS WEBS 2x4 SP #3 NAILING SCHEDULE: (0.131x3.0_g_nalls) TOP CHORD: 1 ROW @ 12" o.c. 110 MPH WIND, 31.41 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD: 1 ROW @ 12" o.c. ANYWHERE IN ROOF, WIND TC DL = 0.0 PSF, WIND BC DL = 0.0 PSF. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS (J) HANGER CONNECTION NOT FOUND IN INVENTORY FILE FOR THIS IN EACH ROW TO AVOID SPLITTING. CONDITION. PROVIDE CONNECTION. GIRDER SUPPORTS 16-0-0 SPAN TO BC ONE FACE AND 2-0-0 SPAN TO DEFLECTION MEETS L1240.00 LIVE AND L/180.00 TOTAL LOAD. TC/BC SPLIT OPPOSITE FACE. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. W4X4= W1.5X3 * * W1 5X3 5I! 5 * * W2X6(Al) W2X6(A1) i —L 0�6-3 0-6-3 �29-0-14 W07 8-9-0 i 8-9-0 I 17-6-0 Over 2 Supports J R=2550 U=3305 (J) R=2563 U=3321 W=5.5" ( 85(2PLY)) PLT TYP. Wave TPI-95 Design Criteria: TPI STD — 19.5C OTY:1 FL/-/4/-/E/-/- Scale =.375" Ft. **WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLINAND BRACING. REFER TD HI891 (HANDLING INSTALLING AND BRACING), P(1BLISHEO BY TPI (TRUSS IIIATE TC LL 20.0 P S F R E F R235--21166 INSTITUTE, 583 0 0NOT IO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �` �jAµ TC DL 3,O P S F DATE 10/05/01 STRUCTURAL PANELS, 8OTT OM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. J *'IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED f �trr BC DL 1 O,O P S F D R W NCUSR235 01278316 PRODUCTS, INC. SHALL NOT BE RESPONS IBEE FOR ANY DEVIATIDN FROM THIS DESIGN; ANY FAILURE TO � BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALL[N6 AND !!! . ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS Of NOS (NATIONAL DESIGN = # _ f BC LL 0.0 PSF HC ENG /MMA SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE L�j' .e 7Q TOT.L D. 3 3.0 P S F S E A N - 20204 CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS C7ORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING �C+%�'.� P;.'• DUR. FAC. 1.25 FROM AMB Alpine Engineered Products,Inc, RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS st�� Haines City,FL 33844 OMPONENT FOR ANV PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER Q C t'+ /IT �}jEN� S P A C I N G S E E ABOVE FL Certificate ofAuthorization4567 ANSI/TPI 1-1995 SECTIO n 2 . (8546C-MICHAEL ADAMS L/7/1 OG - B6 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 31.41 FT MEAN HGT, SBC, ENCLOSED BLDG, NOT LOCATED BOT CHORD 2x4 SP #2 WITHIN 8.50 FT FROM ROOF EDGE. WIND TC DL = 0.0 PSF, WIND BC DL = WEBS 2x4 SP #3 0.0 PSF. H = RECOMMENDED CONNECTION BASED ON MANUFACTURER TESTED DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. CAPACITIES AND NAIL CALCULATIONS. CONDITIONS MAY EXIST THAT REQUIRE DIFFERENT CONNECTIONS THAN INDICATED. REFER TO MANUFACTURER PUBLICATION FOR ADDITIONAL INFORMATION. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. W4X4= WI.5X3 W1.5X3 5 � �l5 IL * ;E 0�6-_-3 0—f6_-3 �29-0-14 W2X6(B2) = W3X7 = W2X6(B2) 8-9-0 I 8-9-0 I IE 17-6-0 Over 2 Supports –� R=577 U=649 R=577 U=649 W=5.5" ( B6) PLT TYP. Wave TPI-95 Design Criteria: TPI STD 19,5C QTY:2 FL 4 E Scale =.375" Ft. —WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND -� T C L L 20.0 P S F R E F R235-21167 BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO ,wV TC DL 3.0 P S F DATE 1Q/O5/QI PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE TNOICAT ED, TOP CHORD SHALL HAVE PROPERLY ATTACHED �p-G STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. '*IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED 7 B C D L 10.0 P S F D R W HCUSR235 01278317 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO ��SJf�t;���it�•1 BUILD THE TRUSSES [N CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND f �r !7 ALPINE BRACING OF TRUSSES. THIS DES16N CONFORMS WITB APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN i* �• fir• BC LL 0.0 PSF HC ENG /MMA SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE rtC CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO =�p`m S y YT. f TOT.L D. 3 3.0 P S F SEAN - 20206 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER _ y YT ," DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES OF OF PROFESSIONAL ENGINEERING s(„�� i<L hr�OP. v D U R.FAC. I.'�5 F R 0 M AMB Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABIL l TY AND USE OF THIS S <S �� Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IE THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER Q C t �a��®'��G FI,Certificate of Authorization 4567 ANSI TPI 1-1995 SECTION 2. SPACING 24.0" (8546C-MICHAEL ADAMS L/7/1 OG - B7 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 31.41 FT MEAN HGT, SBC, ENCLOSED BLDG, NOT LOCATED BOT CHORD 2x4 SP #2 WITHIN 8.50 FT FROM ROOF EDGE. WIND TC DL = 0.0 PSF, WIND BC DL = WEBS 2x4 SP #3 0.0 PSF. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. W04= W1.5X3 * W1.5X3 5 F 5 * 0-6-3 0-6-3 29-0-14 W3X7 W2X6(B2) W2X6(B2) 1— 8-9-0 I 8-9-0 _I 17-6-0 Over 2 Supports j R=577 U=649 W=5.5" R=577 U=649 W=5.5" ( B7) PLT TYP. Wave TPI-95 Design Criteria: TPI STD 19. c QTY:2 FL/-/4/-/E/-/- Scale =.375" Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND TC L L 20.0 P S F R E F R235-21168 BRACING. REFER T%HIB (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRI0 DR., SUITE 200, MADISON, WI 53719), FOR SAFETY Pft ACTICES PRIOR TO PERFORMING THESE FUNCIIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED ' t.... TC DL 3.0 P S F DATE 10/05/01 STI UC TIT PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. VG,..- **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED yC� B C D L 1 0.0 P S F D R W HGUSR235 01278318 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO ��•,' ) BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND !! B C L L 0.0 P S F HC-ENG /M M A ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN = f j SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND IPI. ALPINE CONN ARE MADE OF 2OGA ASTM A653 GR40 GA I.V. STEEL, E%CEPT AS NOTED. APPLY fONNE CTORS TO s�,Y'. �.' pQ. TOT.L D. 33.0 P S F S E 0 N - 20208 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER 4��i• ;a :�� DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCENTANCE OF PROFESSIONAL ENGINEERING :6V%[>t'•�C•A�Ud•'� DUR.FAC. 1.25 FROM AMB Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS ltalnes City,F1. 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER o C t , Q CN SPACING 2 4.0" Fl,Certificate ofAuthorization#567 ANSI/TPI 1-1995 SECTION 2. w (8546C-MICHAEL ADAMS L/711 OG - B8 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS $ DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 31.27 FT MEAN NGT, SBC, ENCLOSED BLDG, NOT LOCATED BOT CHORD 2x4 SP #2 WITHIN 8.50 FT FROM ROOF EDGE. WIND TC DL = 0.0 PSF, WIND BC DL = WEBS 2x4 SP #3 0.0 PSF. DEFLECTION MEETS L/240.00 LIVE AND L/180,00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. W4X5(R) III --1 3.54 W 5 X 7 5I— 5 A- 0�,6_-3 06-3 �P9_0-14 W2.5X4 - W1.5X3 III W2X6(B2) - W2X6(B2) ►� 8-0-15 I 4-7-2 I 4-9-15 J fE 17-6-0 Over 2 Supports -� R=577 U=651 14=5.5" R=577 U=650 W=5.5" PLT TYP. Wave TPI-95 DesignBCriteria: TPI STD 19.5c OTY:1 FL/-/4/-/E/-/- Scale =.375"at. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND TC L L 20.0 PSF R E F R235--21169 BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 5B3 D'ONDFRID DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHEDTC DL 3.0 PSF DATE 10/05/01 STRUCTURAL- PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED +Kt`•�` PRODUCTS, INC, SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO 8 C D L 10.0 P S F D R W HCH$R235 OI2783I9 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANULING, SHIPPING, INSTALLING AND t ,•' ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN j � I SC LL 0.0 PSF HC-ENG /MMA SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE 82 i + t TOT.1-0. 3 3.Q P S F S EON - 20210 CONNECTORS ARE MADE OF 20GA ASTM A653 6R40 GAL4, STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO ;.�: by n�,. s�+� EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER /f!s( DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING �•,��QQ�'J`�V . Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS {f R, DUR.FAC 1.25 FROM AMB Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER �� ' " v\��• FI,Certificate of AuthorizationN567 ANSI/TPI 1-1995 SECTION z. Oct aR����,e�' SPACING 24.0" (8546C-MICHAEL ADAMS L/7/1 OG - B9 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 Dense :T2 2x4 SP #1 Dense: 110 MPH WIND, 31.05 FT MEAN HGT, SBC, ENCLOSED BLDG, NOT LOCATED BOT CHORD 2x8 SP #2 WITHIN 8.50 FT FROM ROOF EDGE. WIND TC DL = 0.0 PSF, WIND BC DL = WEBS 2x4 SP #3 0.0 PSF. SPECIAL LOADS DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 46 PLF at 0.00 to 46 PLF at 17.50 *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY BC From 20 PLF at 0.00 to 20 PLF at 17.50 ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. TC 184 LB Conc. Load at 10.00 TC 124 LB Conc. Load at 12.00 TC 80 LB Conc. Load at 14.00 BC 635 LB Conc. Load at 7.00 BC 221 LB Conc. Load at 9.00 BC 92 LB Conc. Load at 10.00 BC 61 LB Conc. Load at 12.00 BC 58 LB Conc. Load at 14.00 W3X14 W2.5X4 * W3X4 5 F 3.54 T W05(A1) W4X6 (A1) 0-6-3 T3 0-6-3 �29-0-14 W1.5X3 III W4X7 = W1.5X3 III I 7-3-3 I 10-2-13 ! fE 17-6-0 Over 2 Supports R=1269 U=1639 W=5.5" R=1347 U=1733 W=6.278" ( B9) PLT TYP. Wave TPI-95 Design Criteria: TPI STD 19.51 _ OTY:1 FL/-/4/-/E/-/- Scale =.375" Ft. **WARNING- TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 20.0 P S F R E F R235-21170 BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO Dft., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR 10 �. PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INOf'ATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED / L�j T C D L 3.0 P S F DATE 10/05/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. i **IMPORTANT** FURNISH A COPY Of THIS DESIGN TO THE INSTALLATION CONTRACTOR, ALPINE ENGINEERED ZIF� _ B C DL 10.0 P S F D R W HCUSR235 01278320 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO .. BC LL 0.0 PSF HC ENG /MMA BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INST ALLINfi AND S, AL P I N E BRACING OF TRUSSES. THIS DESIGN CONF Oft MS WITH APPLICABLE PROVISIONS Of NDS (NATIONAL DESIGN • * _ SPECIFICATION PUBLISHED BV THE AMEft ICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE •t CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TD y t S' F f T 0 T.L D. 33.0 P S F S E A N - 20212 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL. ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING =Ch.;•.!r(� �Q;.•�v D U R.FAC. 1.25 F ROM AMB Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THfS � HamesCny,FL 33944 COM PONEN T FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILD ING DESIGNER, PER D(t � SPACING SEE ABOVE FL Certificate of Authorization#567 ANSI/TP 1 1-1995 SECTION 2. (8546C-MICHAEL ADAMS L/7/1 OG - CIO ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRIJSS MFR, TOP CHORD 2x4 SP #2 110 MPH WIND, 31.81 FT MEAN HGT, SBC, ENCLOSED BLDG, NOT LOCATED BOT CHORD 2x4 SP #2 WITHIN 8.50 FT FROM ROOF EDGE. WIND TC DL = 0.0 PSF, WIND BC DL = WEBS 2x4 SP #3 0.0 PSF. H = RECOMMENDED CONNECTION BASED ON MANUFACTURER TESTED DEFLECTION MEETS L1240.00 LIVE AND L/180.00 TOTAL LOAD. CAPACITIES AND NAIL CALCULATIONS. CONDITIONS MAY EXIST THAT REQUIRE DIFFERENT CONNECTIONS THAN INDICATED. REFER TO MANUFACTURER PUBLICATION FOR ADDITIONAL INFORMATION. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O,C. IN LIEU OF PLYWOOD SHEATHING. W4X4 * —I5 W1.5X3 * W4X4 5f T2-8-14 0-6-3 Int 29-0-14 W3X7 = W2X6 III W2X6 (B2) I� 10-8-0 I 5-4-0 _1 fE 16-0-0 Over 2 Supports =j R=535 U=627 W=5.5" R=521 U=543 PLT TYP. Wave TPI-95 Desi gnCCOri.teria: TPI STD 19.5c OTY:4 FL/-/4/-/E/-/- Scale =.375" Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND ^~ T C L L 2 0.0 P J F R E F R 2 3 5--2 1 1 7 1 BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 'LOO, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS O7HER WISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED TC DL 3.0 P S F DATE 10/05/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC DL 10.0 P S F D R W HCUSR235 0I27832I PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO ���FI BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND 15 ••.••••,•••' ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL OF SIGN =+ B C L L 0•Q P S F HC-ENG /MMA SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 2DGA ASFM A653 GR4O QALY. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS FO y j S ` 7 0 T.L 0. 3 3.0 P S F SEAN - 20214 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PERr(^1 DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING tL V' /�A ��� D U R.FAC. 1.25 FROM A M B Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Tl/ Haines CitY,FI. 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER Q`t AR�INv\ SPACING 2 4.0 ' FLCerLifcateofAuthorizanOn#567 ANS17TPI 1-1995 SECTION 2. 17 W (8546C-MICHAEL ADAMS L/7/1 OG - C11 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 31.53 FT MEAN HGT, SBC, ENCLOSED BLDG, NOT LOCATED BOT CHORD 2x4 SP #2 WITHIN 8.50 FT FROM ROOF EDGE. WIND TC DL = 0.0 PSF, WIND BC DL = WEBS 2x4 SP #3 0.0 PSF. H = RECOMMENDED CONNECTION BASED ON MANUFACTURER TESTED DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. CAPACITIES AND NAIL CALCULATIONS. CONDITIONS MAY EXIST THAT REQUIRE DIFFERENT CONNECTIONS THAN INDICATED. REFER TO MANUFACTURER PUBLICATION FOR ADDITIONAL INFORMATION. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. W4X4= * W4X6 W1.5X3 � 5 W3X4 5 ►— * 2-8-14 0-6-3 -F 29-0-14 W3X7 = W2.5X4 = W2X6 III W2X6(B2) L_ 9-4-0 I 2-8-0 I 4-0-0 I rL<- 16-0-0 Over 2 Supports R=535 U=598 W=5,5" R=521 U=600 ( C11) PLT TYP. Wave TPI-95 Design Criteria: TPI STDs 19,5c QTY:l FL/-/4/-/E/-/- Scale =.375" Ft. * NO, AND *WARNING** REFER TO USSES TO NIB 91UI R(HANDCNGE CARE IN INSTALLINGAAND BRACNG)HAN PHEL ISHEDH BYR TPI IN(TR05SIPLATE TC LL 20.0 PSF REF R235--21172 INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO ,./tM�� .W PERF00.MING THESE FUNCTIONS. UNLESS OTHERWISE 1NDI GATED, i0P CH SHALL HAVE PROPERLY ATTACHED 7 � TC DL 3.0 PSF DATE 10/05/01 STRUCTURAL PANELS, BOTTOM CHORD $HALL HAVE A PROPERLY ATTACHED RIGID CEILING, s1,.•,,.,..w, ,� **IMPPRODUC S. INC. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ALPINE ENGINEERED `Q'SIFC BC DL 10.0 PSF DRW HCUSR235 01218322 PRODUCT INCSHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY Fn;l.Un;.. T@ 4 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING-, pNU' ,E ALPINE BRACING OF TRUSSES. TNT DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL OLSr5N = t t Z B C L L 0.0 P S F H C-ENG /MMA SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE w CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAL V. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS ID i.'.��� � t� T 0 T.L D. 33.0 PSF S E O N - 20216 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER -xs/, , �OP�' DRAWINGS 160 A-Z. THE SEAL ON THI$ DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERKVG n•,,�+'.-' Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THE U a D U R.FAC. 1.25 F R 0 M A M B Hames City,FL 33844 COMPONENT FOR ANY To BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER Oct ENG Fl,Certificate of Authorization#567 ANSITTPI 1-1995 SECTION 2. SPACING 24.0" (8546C-MICHAEL ADAMS L/7/1 OG - C12 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 31.26 FT MEAN HGT, SBC, ENCLOSED BLDG, NOT LOCATED BOT CHORD 2x4 SP #2 WITHIN 8.50 FT FROM ROOF EDGE. WIND TC DL = 0.0 PSF, WIND BC DL = WEBS 2x4 SP #3 0.0 PSF. H = RECOMMENDED CONNECTION BASED ON MANUFACTURER TESTED DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. CAPACITIES AND NAIL CALCULATIONS. CONDITIONS MAY EXIST THAT REQUIRE DIFFERENT CONNECTIONS THAN INDICATED. REFER TO *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY MANUFACTURER PUBLICATION FOR ADDITIONAL INFORMATION. ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. W4X4= * 5 F- 0-6-3 — � 5 * * 0-T6 3 0-T6-3 �29-0-14 W1.5X3 III W2X6(B2) W2X6(B2) {, 8-0-0 { 8-0-0 I 16-0-0 Over 2 Supports '1 R=528 U=598 W=5.5" R=528 U=592 PLT TYP. Wave TPI-95 DesignCCrliteria: TPI STD} I9.5c OTY:4 FL/-/4/-/E/-/- Scale *BRACRI NGIG PREF REFER HIBES REQUIRE(HANDLINGE CARE IN INSTALLINGAANOCBRAOCTNG)IAN PIUBILISHEDH BYPING TPI INSTALLING IPLA ED TC LL 20.0 PSF REF R235--2113 INSTITUTE, 583 D'ONOFRIO DA., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD 5HALL HAVE PROPERLY n,TTACHED T C D L 3.0 P S F DATE 10/05/OI STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. '*IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ALPINE ENGINEERED nt�F�C ti�Y� B C D L 10.0 PSF D R W HCUSR235 01178323 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAIIU- TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING ANO J�•, ••••• � B C L L 0. P S F H C-ENG MMA ALPINE BRACING Oi TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROV[SIONS OF NDS (NATINADE S JN _# Z # / SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE t CONNECTORS ARE MADE OF 20GA ASTM A653 GR 4D GALV. STEEL EXCEPT AS NOTED. APPLY CONNECTD@S TO i• � Z� TOT.L D. 33.0 PSF S E O N - 20218 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER w•.fN^•� Jay L, DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Zy/•�•."( 10�:•��v OUR.FAC. 1.25 FROM AMB Alpine Engineered I�roductS,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITAB[LITY AND USE OF THIS Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING 1S THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER _ ENG FL Certificate of Authorization 11 567 ANSI/TPi 1 1995 SECTIDN 2. Oct '� ,. SPACING 24.0° (8546C-MICHAEL ADAMS L/7/1 OG - C13 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 31.26 FT MEAN HGT, SBC, ENCLOSED BLDG, NOT LOCATED BOT CHORD 2x4 SP #2 WITHIN 8.50 FT FROM ROOF EDGE. WIND TC DL = 0.0 PSF, WIND BC DL = WEBS 2x4 SP #3 0.0 PSF. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. W04= 5F— —i5 * 0-6-3 0�6_ 329-0-14 W1.5X3 III W2X6(62) W2X6(B2) ! 8-0-0 ! 8-0-0 ! 16-0-0 Over 2 Supports R=528 U=598 W=5.5" R=528 U=592 W=5.5" PLT TYP. Wave TPI-95 DesignCCr)iteria: TPI (STD) 19.50 _ QTY:1 FL/-/4/-/E/-/- Scale =.375" Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 20.0 P S F R E F R235--21174 BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53714), FOR SAFETY PRACTICES PRIOR TOyN� PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, 10P CHORD SHALL HAV PROPERLY AI TAC HED M`0``, Q1. TC DL 3.0 P S F DATE 10/05/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. V........ **IMPORTANT** FURNISH A COPY OF TH15 DESIGN TO THE INSTALLATION CUNTq ACT OR. ALPINE ENGINEER€D jj`_ •':; � B C D L 1 0.0 P S F D R W HCUSR235 01278324 PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DE4IAT ION FROM THIS DESIGN; ANY FAI LURE TO �i'.W'�ty� Cq +, BUILD TME TRUSSES IN CONFORMANCE WITH TP[; OR FABRICATING, HANDLING, SHIPPING, INSTALLING P,VD • `�• "' ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS NEWT APPLICABLE PROVISIONS OF NDS (NATIONAL LESION f L* B C L L D.D P S F HC-ENG /MMA SPECIFICATION PUBLISHED BY THE AMERICAN PUREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A6IC GR40 GALN. STEEL, EXf.EPT AS NOTED. APPLY CONNECTORS TO TOT.L D. 33.0 PSF S E O N - 20220 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING �L/� QRtO?:�tV D U R.FAC. 1.2 5 FROM A M B Alpine Engineered Products,Inc. RESPONSIBILITY SU LELY FOR THE TRUSS COMPONENT DESIGN SHOWN. HE SUITABILITY AND USE OF THIS idtl Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER Oct � A6� N, FLCeRificateofAuthorization#567 ANSI/TPI 1 1995 SECTION 2. „ SPACING 24.0" (8546C-MICHAEL ADAMS L/7/1 OG - C14 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS HER. TOP CHORD 2x4 SP #2 110 MPH WIND, 31.05 FT MEAN HGT, SBC, ENCLOSED BLDG, NOT LOCATED BOT CHORD 2x4 SP #2 WITHIN 4.50 FT FROM ROOF EDGE. WIND TC DL = 0.0 PSF, WIND BC DL = WEBS 2x4 SP #3 0.0 PSF. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" D.C. IN LIEU OF PLYWOOD SHEATHING. W4X5(R) \\\ W4X4= W4X5(R) 3.37 r--W4 X 4= ---1 3.37 * 5F— *� 5 * 06_-3 0-6-3 �29-0-14 W3X7= W2,5X4 W2X6(B2) W2X6(B2) 0 11 9 I, 5-11-2 _I_1 7 1_I I,1 7 1 ! 5-11-2 (E 16-0-0 Over 2 Supports R=528 U=588 W=5.5" R=528 U=588 W=5.5" 14 PLT TYP. Wave TPI-95 DesignCCriteria: TPI STD 19.5c__ QTY:1 FL/-/4/-/E/-/- Scale —WARNING.R TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE T C L L 20.0 P S F R E F R235--21175 IAST ITOTE, 583 D'ONDFRIO DR., SUITE 200, MADISON, W1 537]9), FOR SAFETY PRACTICES PRIOR TO T C D L 3.O P S F DATE 10/05/01 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *'IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED ,,�•4t�F�C�._"/ B C D L 1 0.0 P S F D R W HCOSR235 01278325 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE Lo .�a';°.(4 .A •, ( BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDL 7NG, SHIPPING, INSTALLING AAO j V !� ALPINE BRACING OF TRUSSES. HIS DESIGN CONFORMS W[TH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN _ i B C L L 0.0 P S F H C E N G /MMA SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV, STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO x y'qOf TOT.L D. 33.0 P S F S E A N 20222 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PERINGS j't ni9 n (` Alpine Engineered Products,Inc. RESPONSIBIDRAW LITY SOLELY SOLELYTFORHE STHE TTRUSSEA ON ICRING OMPONENT DES DRAWING DIGNTSHOWN S ACEPTATHE NCEOSUITABILITYOAND UNAL NEIOFETHIS /,s ,3 ,��. O U R.FAC. 1.2 5 FROM A M B Hatues City,Fl. 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THF BUILDIN, DESIGNER. PER �C t �N S P A C I N G 2 4.0" FL Certificate of Authorization#567 ANSI/TPI 1-1995 SECTION 2. ,,. (8546C-MICHAEL ADAMS L/7/1 OG - C15 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 30.63 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 0.0 PSF, WIND BC DL = 0.0 PSF. WEBS 2x4 SP #3 #1 HIP SUPPORTS 1-9-7 JACKS WITH NO WEBS. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. W4X4= W4X7 W4X5(R) \\\ 3.37 r-- * —I 3.37 W05(R) 5f* —I5 0�6_-3 0�6_-3 }29-0-14 rl W3X7= W3X4 W2X6(B2) W2X6(B2) 1_ 1-9-7 _1_ 4-9-3 _I_ 2-10-12 _I— 4-9-3 _1_ 1-9-7 _1 16-0-0 Over 2 Supports R=794 U=1022 W=5.5" R=794 U=1022 W=5.5" 15 PLT TYP. Wave TPI-95 DesignCCriteria: TPI STD) 19.5C QTY:1 FL/-14/-/E/-/- Scale **WARNING*R TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING G); (8546C-MICHAEL ADAMS L/7/1 OG - D16 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS $ DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 30.92 FT MEAN HGT, SBC, ENCLOSED BLDG, NOT LOCATED BOT CHORD 2x8 SP #2 WITHIN 4.50 FT FROM ROOF EDGE. WIND TC DL = 0.0 PSF, WIND BC DL = WEBS 2x4 SP #3 0.0 PSF. H = RECOMMENDED CONNECTION BASED ON MANUFACTURER TESTED DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. CAPACITIES AND NAIL CALCULATIONS. CONDITIONS MAY EXIST THAT REQUIRE DIFFERENT CONNECTIONS THAN INDICATED. REFER TO *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY MANUFACTURER PUBLICATION FOR ADDITIONAL INFORMATION. ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. W5X7 W1.5X3 III 3.54 r-- 5 W4X4(A1) = * 3-2-0 0-6-3 LF 29-0-14 F W1.5X3 III W4X8(R) III I_ 4-9-15 _1_ 2-2-1 _I --7-0-0 Over 2 Supports R=241 U=262 W=5.5" R=221 U=276 ( D16) PLT TYP. Wave TPI-95 Design Criteria: TPI STD 19.50 0TY:1 FL/-/4/-/E/-/- Scale =.375" Ft. —WARNING— TRUSSES REGUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALI-[NG AND BRACING, REFER TO HIP 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE TC LL 20.0 P S F R E F R235-21177 INSTITUTE. 583 D'ON OFRIO DR., SUITE 200, MADISON, W1 53719), FOR SAFETY PRACTICES PRIOR TO 'Now—^V PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED 1,r` �w�I�`� TC DL 3.0 PSF DATE 10/05/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. -v ++=•••.'� "IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED BC OL 10.0 P S F O R W HCUSR235 01278327 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE iq BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTAI!.ING ANC �Z. l� ALPINEBRACING OF TRUSSES. THIS DESIGN CO NFORH5 WITH APPLICABLE OROVIS[ONS OF NDS (NATIONAL DC>IGN f * •* , BC LL 0.0 PSF HC ENG /MMA SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE ; CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED, APPLY CONNECTORS L, OQ T 0 T.L D. 33.0 P S F S E A N - 2022 6 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER fjy y F 'cfw. •(�(� DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING {./�'•.Z R,V�F'r D U R.FAC. 1.25 FR0M A M B Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUII AB IL IT AND USE OF YH?S FIaims City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER SPACING 2 4.D FL Certificate of Authorization#567 ANSI/TPI 1-1995 SECTION 2. M.,, ,,r (8546C-MICHAEL ADAMS L/7/1 OG - EJ17 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 31.05 FT MEAN HGT, SBC, ENCLOSED BLDG, NOT LOCATED BOT CHORD 2x4 SP #2 WITHIN 4.50 FT FROM ROOF EDGE. WIND TC DL = 0.0 PSF, WIND BC DL = 0.0 PSF. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. 32-2-5 * R=148 U=275 51- 3-5-3 0-6-3 29-0-14 R=75 U=180 W2z6(B2) 7-0-12 ---7-0-0 Over 3 Supports—� R=238 U=254 W=5.5" ( EJ17) PLT TYP. Wave TPI-95 Design Criteria: TPI STD 19.�c QTY:6 FL./-/4/"-/`E/-/- Scale "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 20,0 P S F R E F R235-21178 BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, SB3 O'UNDERI0 DR.. SUITE 200, MADISON, Wl 53719), FOR SAFETY PRACTICES PRIOR TO M�Mb T C O L 3.0 P S F DATE 10/05/01 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY A?TACHED ,/YpG` STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �I � ... *'IMPORTANT*' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINFERfC 1 B C D L 10.0 P S F D R W HCUSR2J5 01278328 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO + �777777.����t_�` BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLINf, fNO _ �r B C L L 0.0 P S F HC-ENG /MM A ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGw SPECIFICATION PUBLISHED BY THE AME R ICAN FOR F ST AND PAPER ASSOCIATION) AND TPI. ALPINE * - CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO ;per '�T ^C �Q TOT.LD. 33.0 PSF SEON - 20228 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER }�C1..� �7 OF g DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PR OE ESSIONAL ENGINEERING � �'c��1d .\�w4� D U R.FAC. 1.25 FR0M A M B Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS 'c r r Ha1nes City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE 6OILOING DESIGNER, OF Oc� C&�� SPACING 24.0" FL Certificate of Authorization#567 ANSI/TPI 1-1995 SECTION 2. (8546C-MICHAEL ADAMS L/7/1 OG - EJ18 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 30.63 FT MEAN HGT, SBC, ENCLOSED BLDG, NOT LOCATED BOT CHORD 2x4 SP #2 WITHIN 4.50 FT FROM ROOF EDGE. WIND TC DL = 0,0 PSF, WIND BC DL = 0.0 PSF. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 31-4-5 5 F— R=105 U=197 2-7-3 0-6-3 29-0-14 R=52 U=180 rl W2X6(B2) 5-0-12 J �5-0-0 Over 3 Supports R=172 U=180 W=5.5" PLT TYP. Wave TPI-95 Design ECrei)teria: TPI STD 19.5c ^ QTY:2 FL/-/4/-/E/-/- Scale —WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TEL (TRUSS PLATE TC LL 20.0 P S F R E F R235- -21179 INSTITUTE, 5B3 0'ON OFRIO DR., SUITE 200, MADISON, W1 53719), FDR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED rM'�R��"' TC DL 3.0 P S F DATE 10/05/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. _,/,' ,��� ,/" _IMPORTANT`* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED F ^/ B C D L 1 U. P S F D R W HCUSR235 01278329 PRODUBUIILDCTHE TRUSSESAIN CON FORMANCELL NOT BE OW ITBL RESPONSIBLE OR AN ABR CCATING, HANDFROML INGDEVIATION S SH IP P I NG,A INSTALLi NGEAND 'c ���� �� ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN ++ = B C L L 0.0 P S F H C-ENG /MMA SPECIFICATION PUBLISHED aY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE # CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALLA. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS 70 Z��� - TOT.L D. 33.0 P S F S E Q N - 20230 OF EACH FACE OF TR DSS, AND UNLESS UT0ERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ILS 4 DRAWINGS 160 A-Z, THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEcq 11G % Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN snoWN. THE SUITABILITY AND USE of TNIs 67,02." �fl1�t r 1�i. D U R.FAC. 1.2 5 F R O M AMB Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RE SPONS[B ILI IY OF THE BUILDING DESIGNER, PER � ANI/TPI 1-199s SECTION 2. �( / SPACING 24.0FL Certificate ofAuthorization#567 " (8546C-MICHAEL ADAMS L/7/1 OG - EJ19 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 30.80 FT MEAN NGT, SBC, ENCLOSED BLDG, NOT LOCATED BOT CHORD 2x4 SP #2 WITHIN 6.50 FT FROM ROOF EDGE. WIND TC DL = 0.0 PSF, WIND BC DL = 0.0 PSF. TRUSSES TO BE SPACED AT 36.0" OC MAXIMUM. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" D.C. IN LIEU OF PLYWOOD SHEATHING. 31-8-6 5 R=184 U=342 2-11-4 0-6-3 29-0-14 F R=92 U=180 W2X6(B2) 5-10-8 _I —5-9-12 Over 3 Supports— R=299 U=315 W=5.5" ( EJ19) PLT TYP. Wave TPI-95 Design Criteria: TPI STD; 19.5c QTY:1 FL/-/4/-/E/-/- Scale **WARNING`* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TEL (TRUSS PLATE TC LL 20.0 P S F R E F R235-21180 INSTI TOTE, 583 D'ONOF RID DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED T C D L 3.0 P S F D A T E 10/05/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. J {. r _1 MPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED J/ BC DL 10.0 P S F D R W HCUSR235 01276330 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR AN DEVIATION FROM THIS DESIGN; ANY FAILURE TO •Z�Ff•••�•. BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND Vr ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL OE SIGN B C L L 0.0 PSF H C-ENG /MMA SPECIFICATION PURL[SHED BY TME AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE = t.� CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, E%CEPT AS NOTED. APPLY CONNECTORS TO y p j' F TOT.L D. 33.0 P S F S E A N - 20232 EACH FACE OF TRUSS, AND UNLESS OTHER NISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER j .� OF [,Q� Alpine Engineered Products,Inc, RESPONSIBILL11 OITY SA-ZOLELYTFOR HE STHE EAL OTRUSSICOMPONENT DES IGNDRAW ING TSHOWNS AC CEPTATHE CE OSOJT ABILITYOAND UNAL SEIOFETHNS 't�,�'/ D U R,FAC. 1.2 5 FROM A M B Haines City,FL 33944 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER Oct'+' /q��E�v\ SPACING 36.0° FLCertifcateofAuthorization#567 ANSI/TPI 11995 SECTION 2. V (8546C-MICHAEL ADAMS L/7/1 OG - EJ20 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 30.42 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 0.0 PSF, WIND BC DL = 0.0 PSF. TRUSSES TO BE SPACED AT 36.0" OC MAXIMUM. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. 5 I— f 30R 1124 U=233 2-2-0 0-6-3 29-0-14 F R=61 U=180 W2X6(62) 1, --4-0-4 � �3-11-9 Over 3 Supports R=208 U=214 W=5.5" PLT TYP. Wave TPI-95 DesignECri)teria: TPI STD 119,5-- QTY:1 FL/.-.j4/-/E/-/- Scale =.375" Ft. *'WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE TC LL 20.0 P S F R E F R235--21181 INSTITUTE, 5B3 O'ONOfR IO OR., SUITE Z00, MADISON, NI 53719), FOR SAFETY PRAClI CES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 0r HERRI SE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED , TC DL 3.0 P S F DATE 10/05/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIO CEILING. _IMPORTANT'* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED ,• • ,�f BC DL 10.0 PSF DRW HCDSR235 01278331 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO • -(•C: BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLINS A:uD ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN * _ �•} BC LL 0.0 PSF HC-ENG /MMA SPECIFICATION PURL ISNED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) ANO TPI. ALPINE # CONNECTORS ARE MADE OF 20. ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO �" p� t T 0 T.LD. 33.0 P S F S E 0 N - 20234 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POST TI ON CONNECTORS PER +} VT ORAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PA OFESSIONAL ENGINEERING _= �: �` P, Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHDWN. THE SUITABILITY AND USE Of THIS y� �0��,.•• OUR.FAC. 1.25 FROM AMB tlalllCS City,I'f. 33$44 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER •{ n c G Fl,Certificate of Authorization#567 ANSI/TPI 1-1995 SECTION 2. OCt 8 .9 L1 SPACING 36.0" (8546C-MICHAEL ADAMS L/7/1 OG - EJ21 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR, TOP CHORD 2x4 SP #2 3 Complete Trusses Required BOT CHORD 2x4 SP #2 110 MPH WIND, 30.38 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED NAILING SCHEDULE: (0.131;<3.0_g—nails) ANYWHERE IN ROOF, WIND TC DL = 0.0 PSF, WIND BC OL = 0.0 PSF. TOP CHORD: 1 ROW @ 11" o.c. BOT CHORD: 1 ROW @ 12" o.c. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. WEBS : 1 ROW @ 4" o.c. REPEAT NAILING AS EACH LAYER IS APPLIED. USE EQUAL SPACING *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. 4.771— :f 30-10-13 T R=128 U=192 0-5-12 2-1-11 -T— 29-0-14 W2 X4(B 1) s4-2-3 Over 2 Supports R=148 U=180 W=5.5" PLT TYP. Wave TPI-95 DesignECri)teria: TPI STD' 19.5c QTY:2 FL/-/4/-/E/-/- Scale —WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE TC LL 20.0 PSF REF R235--l2�1182 INSTITUTE TE, 583 D'ONOFRIO DR., SUITE 200, MADISON, W] 53719), FOR SAFETY PRACTICES PR?OR TO T C D L 3.O P S F DATE 1 O/D 5/O 1 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL NAVE PROPERLY ATTACHED /!'rx�,"e!?,�A STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIG[0 CEILING. `*IMPORTANT** FURNISH A GOPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINE ETo y �q i alt B C O L 1 0.0 P S F D R W HCOSR235 01278332 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TD. tZ^ 777 ! ALPINE BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AK. j B C L L 0.0 P S F HC-ENG /MM A BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN y;;� t ,E SPECIFICATION PUBLISHED BY THE AMERICAN FORE S7 AND PAPER AS 50CI ATI ON) AND TPI. ALL i CONNECTORS ARE MADE OF 2060. ASTM 0.653 GRID GAL,. STEEL, EXCEPT A5 NOTED. APPLY CONNECTORS I') ^D /� �Q T 0 T.L D. 3 3.0 P S F S E 0 N - 20236 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOC ATEO ON THIS OESIG N, POSITION CONNECTORS PER iS�. LT DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING 5 �3 F�Q914P:•�� D U R.FAC. 1.25 FROM AMB AIp1UC EtlglUCeiC(I Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. HE SUITABILITY AND USE Of THIS 1 RpFF Haines City,FL 33944 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER Oct "'�L7®E��\ FL Certificate of Authorization#567 ANSI/TPI 1-1995 SECTION 2. , w SPACING 24.0„ (8546C-MICHAEL ADAMS L/7/1 OG - EJ22 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 30.00 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC OL = 0.0 PSF, WIND BC DL = 0.0 PSF. TRUSSES TO BE SPACED AT 36.0" OC MAXIMUM. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. 5i— * 30-1-2 R=58 U=180 1 4-0 0-6-3 29-0-14 —F R=27 U=180 W2X6(82) 1----2-0-5� 1-11-9 Over 3 Supports R=109 U=180 W=5.5" PLT TYP. Wave TPI-95 DesignECri�teria: TPI STD' 19.5E Y QTY:l FL/-/4/-/E/-/- Scale =.375" Ft. "WARNING** WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS SLATE TC LL 20.0 P S F R E F R 2 3 5--21183 INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TOMlr PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED '1 ��h TC DL 3.0 P S F DATE 10/05/01 STRUCTURAL PANELS, 80T To CH ORO SHALL HAYE A PROPERLY ATTACHED RIGID CEILING. ��GGG.•''•❖•;',•7_/T�' **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENG I NEE�<<.q '^.!.n•�1�,� •• BC DL 10.0 PSF DRW HCUSR235 01278333 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO '*F CfT3'_`` ' r•• BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AN: 2 p ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN i ♦ i R B C LL 0.0 P S F HC /MMA SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE F 4 CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT A3 NOTED. APPLY CONNECTORS 1C �� - Of (Q' ! TOT.L D. 33.0 P S F S E 0 N - 20238 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER �,{f DRAWINGS 160 A Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING }�Ya[•r•'FL• �, ��vi DUR.FAC. 1.25 FROM AMB Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. HE SUITABILITY AND USE OF TO jS �3�71�} \ Haines city,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER D C.i` ."� �E� SPACING 3 6.0" FL Certificate OfAUthori7.ation#567 ANSI/TPI 1-1995 SECTION 2. +,,,.,,,•.� (8546C-MICHAEL ADAMS L/7/1 OG - HJ230BL 45 ) THIS DWG PREPARED FROM COMPUTER INPUF (LOADS & DIMENSIONS) SUBMIfTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 31.03 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 0.0 PSF, WIND BC DL = 0.0 PSF. WEBS 2x4 SP #3 HIPJACK SUPPORTS 7-D-0 SETBACK JACKS WITH NO WEBS. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL. BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. W3X4� 32-2-3 * R=194 U=540 3.54 r— * 3-5-0 0-6 0 29-0-14 W1.5X3 III W2.5X4 = R=320 U=593 W2X4(Bl) 9-11-9 9-10-13 Over 3 Supports R=331 U=570 W=7.778" ( HJ23DBL 45) PLT TYP. Wave TPI-95 Design Criteria: TPI STD _ 19.5c QTY:3 FL/-/4/-/E/-/- Scale =.375" Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLINf AND BRACING, REFER TO HIM 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS FLATE TC LL 20.0 P S F R E F R235--21184 INSTiTU TE. 583 D'ONOFRIO DR., SUITE 200, MAOI SON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED ,r"r'��6�'� T C DL 3.0 P S F DATE 10/05/01 STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN "10 THE INSTALLATION CONTRACTOR. ALPINE ING]NEE REN B C D L 10.0 P S F D R W HCUSR235 01278334 PRODUCTS, INC. SHALL NO BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILUkE Tb . BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING ANSI k } ��1> I'�•�fi ALPINE 8RACING OF TRUSSES THIS DESION CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN a tt B C L L 0.0 PSF HC-ENG /MMA SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAVER ASSOCIATION) AND TPI. ALPINE •`� [T- k CONNECTORS AAE MADE OF 20GA ASTM A653 GR40 GAtV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO ' _ TOT.L D. 33.0 P S F S E 0 N - 20240 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON 7H IS DESIGN, POST TION CONNECTORS PER [Q� DRAWINGS 166 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING •• AC It t �l�I Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUI TABII.IIY AND USE OF THIS ��e [n� �cc�Urr��v D U R.FAC. 1.2 5 FROM A M B HamesCity,FL 33841 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER Oct Rtv1D C�v\ SPACING SEE ABOVE FLCertificate ofAuthorimtion11567 ANSI/TPI 1-1995 SECTION 2. (8546C-MICHAEL ADAMS L/7/1 OG - HJ24 DBL 45 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 30.62 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 0.0 PSF, WIND BC DL = 0.0 PSF, HIPJACK SUPPORTS 3-11-2 SETBACK JACKS WITH NO WEBS. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. 31-4-3 4,5 I— * R=104 U=336 * 2-7-1 0-6-1 29-0-14 R=50 U=180 ri W2X5(B1) L 5-7-6 _I �-5-6-10 Over 3 Supports R=82 U=205 W=6.108" PLT TYP. Wave TPI-95 DesignHCriterBia45)TPI STD 19.5c QTY:2 FL/-/4/-/E/-/- Scale =.375" Ft. **WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE TC LL 20.0 P S F R E F R235--21185 INSTTO TE, 583 DU DR., SUITE 200, MADISON. WI 53719), FOR SAFETY PRACTICES PRIUR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, T 0 P CHORD SHALL HAVE PROPERLY ATTACHED �r, T C DL 3.0 P S F DATE 10/05/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. V **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGI;EEPE� k �c B C D L 10.0 P S F D R W HCl1SR235 01278335 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD TME TR OSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING ANC • �c.�` ,••I�9.. BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN BC LL 0.0 P S F HC-ENG /MMA ALPINE A �« SPEC tFICATION POBLISHEO By THE AMERICAN FOREST AND PAPER ASSOCIAT(OM) AND TPI. ALPINE tt CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO Iy �, s i T O T.L D. 33.0 P S F SEAN - 20242 EACH FACE OF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER INGI �4- OF (Q� Alpine Engineered Products,Inc. RESPONSIBIOF DRAWINGS LITY SOLELY TFOR HE STHE EAL OTRUSS ICOMPONENT DESIGN S ()HAWING TSHOWN. ES CEPTATHE CE OSUITABILIIYOAND USE NAL IOFETMIS {J 1�4p�OF11OQ;.�k� D U R.FAC. 1.25 FROM AM B Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER C RR .%I FL Certificate of Authorization 4567 ANSILTPI 1-1995 SECTION 2. '���!{{�yy L+tY C �, SPACING SEE ABOVE (8546C-MICHAEL ADAMS L/7/1 OG - HJ25 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 29.95 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 0.0 PSF, WIND BC DL = 0.0 PSF. HIPJACK SUPPORTS 1-4-13 SETBACK JACKS WITH NO WEBS. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. 4.5 F— * 0 2 � 11- 0 0 R=11 U=180 0-6-1 29-0-14 R=5 U=180 rl W2X5(Bl) L-2-0-9 1-11-13 Over 3 Sup Orts R=10 U=180 W=6.108" ( HJ25 ) PLT TYP. Wave TPI-95 Design Criteria: TPI STD 19.5c QTY FL/-/4/-/E/-/- Scale **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PSATE TC LL 20.0 P S F R E F R235--21186 INSTITUTE, 583 D'ONOFRIO R. SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIER TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY AT T C D L 3.0 P S F DATE 1 0/0 5/0 1 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERFn. e1 •••"•cc"••.•�/rj BC DL 10,0 P S F D R W HCUSR235 01278336 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY fAI LURE TO Y ��r. I'••[^ BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AN" ' �.+ ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN BC LL 0.0 PSF HC-ENG /MMA SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. AT CONNECTORS ARE MASE OF 20GA ASTM A653 GR40 GALE. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS 7J t' ! ^c jQ TOT.LD. 33.0 PSF SEAN - 20244 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER OF DRAWINGS 160 A-Z, THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING ��''.yAC� Q;,/,(� D U R.FAC. 1.2 5 FROM A M B Alpine Engineered Products,IRC. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. HE SUITABILITY AND USE OF THIS �y +�O \�f FlaRle8 City,Fl, 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE 6U1(DING DESIGNER, PER Oct Ty(jSRL4UraA S P A C I N G S E E A p O V E Fl,Certificate of Authorization#567 ANSI/TPI 1-1995 SECTION 2. 'ij Vi O a (8546C-MICHAEL ADAMS L/7/1 OG - CJ26 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 30.59 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 0.0 PSF, WIND BC DL = 0.0 PSF. TRUSSES TO BE SPACED AT 36.0" OC MAXIMUM. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. * f 31-3-6 F--4.62 R=164 U=299 * 2-6-4 0-6-1 29-0-14 R=81 U=180 W2X5(B1) I, 5-3-7 _I �-5-2-11 Over 3 Supports R=272 U=292 W=5.953" PLT TYP. Wave TPI-95 DesignCCri)teria: TPI (STD 19.5c OTY:1 FL/-/4/-/E/-/- Scale =.375" Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND TC LL 20.0 P S F R E F R235- -21187 BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONO FRIO DR., SUITE Z00, MADISON, NI 53719), FOR SAFETY PRACTICES P�Ri OR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED TC DL 3.O P S F DATE 10/05/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �� �•.;•T�j� **IMPORTANT** FURNISH A COPY Of THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED � B C D L 1 0,0 P S F D R W HCUSR235 01278337 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE ';0 P H BUILD IS TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING nN0 =+ l B C L L D,D P S F HC-ENG /MMA ALPINEBRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DFSI,n SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOf,IATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 CALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO I i� _ �, . TOT.L D. 33.0 P S F S E A N 20246 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER yj �•t•/Iv DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL EN GINEERINS / 4081'0 D U R.FAC. 1.2 5 FROM A M B Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THISV Twp•.. .. ``((��� Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER QCt'�,q�1B ENV SPACING 36,Qrr FI,Certificate of Authorization#567 ANSI/TPJ 1-1995 SECTION 2. (8546C-MICHAEL ADAMS L/7/1 OG - CJ27 3L 3R ) IHIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR, a TOP CHORD 2x4 SP #2 110 MPH WIND, 30.64 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 0.0 PSF, WIND BC DL = 0.0 PSF. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. * 31-4-8 5 I— R=106 U=198 * 2-7-6 0-6-3 29-0-14 R=53 U=180 W2X6(B2) L---5-1-3 �5-0-7 Over 3 Supports R=174 U=182 W=5.5" 3L 3R) PLT TYP. Wave TPI-95 DesignCCriteria: TPI (STD) 15 .5C QTY:6 FL/-/4/-/E/-/- Scale **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 2 0.0 P S F R E F R235--21188 BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE _ INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO _,.NN��Ny T C D L 3.0 P S F DATE 1 0/0 5/0 1 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTAE.HED I 1f`` ,M/�•/hht, STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �G•,•,•••�7j,,II **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED �'F' •••Y`�l BC DL 10.0 PSF DRW HCUSR235 01278338 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE 7G A •. BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND : fil ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN _ = BC LL 0.0 P S F HC-ENG /MM A SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS 1V i -�. ..e1 TOT.LD. 33.0 PSF SEAN - 20248 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER irj%I. .l�t�i, �.� DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Gz 'C Q `Qp' D U RE 1.2 5 F R 0 M AM BAlpine Engineered Products,IRC. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS is •..•• ....*"Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER SPA2 4.0" Oct R®D EN,,,r FL Certificate of Authorization 11567 ANS17TPt 1-199s sE�TiDN 2. ,� (8546C-MICHAEL ADAMS L1711 OG - CJ28 3L 3R ) TNS DWG PREPARED FROM COMPUTER INPUT (LOADS R DIMENSIONS) SUBMITTED BY TRUSS MFR. c TOP CHORD 2x4 SP #2 110 MPH WIND, 30.22 FT MEAN NGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 0.0 PSF, WIND BC DL = 0.0 PSF. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. 5 +30-6-8 R=62 U=180 A * 1-9-6 0-6-3 29-0-14 R=30 U=180 W2X6(B2) W---3-1-3--1 3-0-7 Over 3 Supports R=108 U=180 W=5.5" CJ23L 3R) PLT TYP. Wave TPI-95 Design Criteria: TPI STD 19.Sf: QTY:6 FL/-/4/-/E/-/- Scale =.375''/Ft. AND REFER TOES HIBREQUIRE1 (HANDLING INSTALLIING AND BRACING), PUBLISHED PUBNLISHEDH BY TPI INSTALLING PATE TC LL 20.0 PSF REF R235"21187 INSTITUTE, HES DUNOFRIOCTION DR., SUITE 200, MADISON, TE 53719), FOR SAFETY PRACTICES PRIOR TO T C D L 3.0 P S F DATE 1 0/0 5/0 1 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATT gCHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. /how —IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGIWEERFD ���� ,._�jj/ n C D L 1 0.0 P S F D R W N(.0$R235 �127833y PRODUCTS, INC, SHALL N07 HE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAIL UHE Tp •>,� r�D�_ D/ BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING ANO '! �Jr �•l► B 1. L L 0.0 P S F HC-ENG /MM A ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DEsiGN r� _, SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GRU GALLA. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS YO =0 T 0 T.LD. 33.0 P S F S E Q N - 20250 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING f t, Alpin Engineered Products,hic, RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN, THE SUITABILITY AND USE OF THIS SZyM �/�,� ���v D U R.FAC. 1.25 FR0M AMB tIailes City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER y FL Certificate of AuthorizationN567 ANSI/TPI 1-1995 SECTION 2. Oct SPACING 24.0" *R (8546C-MICHAEL ADAMS L/7/1 OG - CJ29 3L 3R ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS HER. TOP CHORD 2x4 SP #2 110 MPH WIND, 29.81 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 0.0 PSF, WIND BC DL = 0.0 PSF. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. 5 (— * X29-8-8 0-6-3 0 11-6R=1A�U=180 R=8 =180 14 W2X6(B2) 1-0-7 Over 3_upports R=43 U=180 W=5.5" ( CJ29 3L 3R) PLT TYP. Wave TPI-95 Design Criteria: TPI STD --19. QTY:6 FL/-/4/-/E/-/- Scale =.375" Ft. **WARNING** TRUSSES REGO IRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE TC LL 20.0 P S F R E F R235-21190 INSTITUTE. 583 D'ONOFRIO DR., 5UITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED II L ~� TC DL 3.0 P S F DATE 10/05/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAYE A PROPERLY ATTACHED RIGID CEILING. ! . Tw **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERFn iii"'""" '••,�•/I B C D L 1 0.0 P SF D R W HCUSR235 01278340 PRODUCTS, INC, SHALL NOT BE RESPONSIBLE FOR ANY DEV IAT[0N FROM 1HIS DESIGN; ANY FAllUR[ TO ���F� ,,•� BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND C" ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN f �•{* BC LL 0.0 P S F HC-ENG /MM A SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, E%CEPT AS NOTED. APPLY CONNECTORS TO kp� C *ne � TOT.LD 33.0 PSF SEAN - 20252 EACH FACE DF TRUSS. AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PfR i(f�g �7 1Jwr DRAWINGS 160 A-7. THE SEAL ON THIS IN INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING t �^•• oau'SNr w D U R.FAC. 1.25 F R 0 M A M B Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN, THE SUITABILITY AND USE OF THIS N IIV� Hames City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER U C t 8 ABS EM SPACING 2 4.0" FL Certificate of Authorization#567 ANSI/TPI 11995 SECTION 2. (8546C-MICHAEL ADAMS L/7/1 OG - CJ30 ) THIS DWG PREPARED IROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR, TOP CHORD 2x4 SP #2 110 MPH WIND, 30,07 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 0.0 PSF, WIND BC DL = 0.0 PSF. TRUSSES TO BE SPACED AT 36.0" OC MAXIMUM. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. 5f * 30-2-14 R=103 U=180 1-5-12 0-6-3 P9-0-14 F W2X6(B2) 2-3-12 Over 2 Supports R=126 U=180 W=5.5" ( CJ30) PLT TYP. Wave TPI-95 Design Criteria: TPI (STD) _ 19.5C OTY:1 FL/-/4/-/E/-/- Scale =.375" Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. NEE TD HIB-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PL3TE TC LL 20.0 P S F R E F R235--21191 INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SA ETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVf PROPERLY ATTAI,HED I ,`G4 TC DL 3.0 P S F DATE 10/05/01 STUCT Uft At PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 1. Vi.�•••••.w4 //. _1 MPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED } ��'���� elf_ B C DL 10.0 P S F D R W HCUSR235 01218341 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE T" lij F� BU11.0 THE TRUSSES [N CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND j F•� ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN = • BC LL 0.0 P S F N C E N G /MM A SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIA 1IONJ AND TPI. ALPINE -X� CONNECT S ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO =^� OF ;w T 0 T.L D. 3 3.0 P S F S E 0 N - 20254 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS UES(G N, POSITION CONNEC iQftS PER ["�9. DRAWINGS 160 A 2. THE SEAL ON THIS DRAWING INDICATES AC CEPIANCE OF PROFESSIONAL ENGINEERING �/�'.;"t ANP.��rc. D U R.FAC. 1.25 FROM AM B Alpine Engineered Products,Inc. RESPDNSIBIL ITY SDLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS + Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER D C SPACING 3 6.0" FL Certificate of Authorization#567 ANSIYTPI 1-1995 SECTION 2. •w,.,.�,.+ (8546C-MICHAEL ADAMS L/7/1 OG - CJ31 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMIITED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 30.04 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 0.0 PSF, WIND 8C DL = 0.0 PSF. TRUSSES TO BE SPACED AT 36.0'• OC MAXIMUM. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. 5f * 30R=95 U=180 1- -0 0-6-3 29-0-14 T— + W2X6(B2) = 2-1 15 Over 2 Sup- R=119 U=180 W=5.5" PLT TYP. Wave TPI-95 DesignCCri)teria: TPI STD 19.5c QTY:1 FL/-/4/-/E/-/- Scale **WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 20.0 P S F R E F R 2 3 5--21192 BRACING. REFER TO MIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO OR., SUITE 200, MAOISON, WI 53719), FOR SAFETY PRACTICES PRIOR Tp �:�` T C D L 3.0 P S F DATE 10/05/01 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHE' `` iNW STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. V, .. '*IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED Aj� B C D L 10.0 P S F D R W HCUSR235 01278342 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TU � =Ss�•••"""•�� BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, $HIPPING, INSTALLING ANO ALPINE BRACING OF TRUSSES. HIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN ♦ t B C L L 0.0 P S F H C E N G /MMA SGECIF ICA T ION PUBLISHED BY THE AMER iCAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE J CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEELN I , EXCEPT AS NOTED. APPLY CONNECTORS TO T 0 T.L D. 33.0 P S F S E O N - 20256 DRAWINGSE160 Aft USS. ATDEUSEALLE SONTTHISID0.AWI0NGTINDIOCATESSACCEPTANCEOOFTPROFESSION NONALORENGINEERING �C�"'•_ (ORIOQ;" D U R.FAC. 1.25 FROM A M B Alpine Engineered Products,Inc. RE ON SIB[L TY SOLELY FOR THE TRUSS COMPONENT OE SIGN SHOWN. NE SUITABILITY ANU USE Of THIS ;1 IT81I1e5 City,FI. 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILI I OF THE 8O TOING DESIGNER, PER D FI,Certificate of Authorization#567 ANSI/TPI 1-1995 SECTION 2. SPACING 36.0" x (8546C-MICHAEL ADAMS L1711 OG - CJ31A ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 30.78 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 0.0 PSF, WIND BC DL = 0.0 PSF. TRUSSES TO BE SPACED AT 36.0" OC MAXIMUM. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. * 31-7-15 5 r R=182 U=338 * 2-10-14 0-6-3 29-0-14 F R=91 U=180 rl w2X6(B2) 1, 5-9-8 _I �--5-8-12 Over 3 Supports- � R=295 U=310 W=5.5" PLT TYP. Wave TPI-95 DesigncCriteria: TPI STD 19.50 QTY:1 FL/-/4/-/E/-/- Scale **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND TC LL 20.0 P S F R E F R235--21193 BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY Pft ACTICES PRIOR TO .rM����Mr PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED e,�`'`, T C D L 3.0 P S F DATE 10/ 5/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. V •� ���w BC DL 10.0 PSF DRW HCUSR235 01278343 **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEEREDI'q, P PRODUCTS, INC. SNAIL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO :r.:rT BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND ) V� 7ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN I 4• B C L L 0.0 P S F HC-ENG /MMA SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE t -A�[ :tQ T 0 T.L D 3 3.0 P S F S E A N - 20258 CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO '1�i VI" `V EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON TH[S DESIGN, POSITION CONNECTOR 5 PER g�JO'•�.� �, •• DRAWING 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING YV1. R�Q,.'• ' D U R.FAC. 1.25 F R 0 M A M B Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE IN USS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS / '±'•" U � Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER O C t {` S P A C I N G 36.0" FL Certificate of Authorization 4 567 ANSI/TPI 1-1995 SECTION 2. M....•••• (8546C-MICHAEL ADAMS L/7/1 OG - CJ32 ) THIS DWG PREPARED FROM C MPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 30.01 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 0.0 PSF, WIND BC DL = 0.0 PSF. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. 4.77 F 30-1-14 0-5-12 1 12R=65 U=180 —F 29-0-14 W2X4(B1) 2-3-11 Over 2 Supports R=87 U=180 W=5.5" 32 PLT TYP. Wave TPI-95 DesignCCri�eria: TPI STD 19.5r QTY:2 FL/-/4/-/E/-/- Scale =.375" Ft. —WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING ANO�r—~— —� TC LL 20.Q PSF REF R235--21194 BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WE 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED ~ TC DL 3.0 P S F DATE 10/05/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ` B C D L 10.0 P S F D R W HCUSR235 01278344 'IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEEREDDEVIATIt ' E TU 'IMPORTANT— BUILD O PRODUCTS, TRUSSES ALL NOT HE IN CONFORMANCE OWITHLTPIOR OR ANY FABRICATING, HANDLING.HANDLINGFROM S DESIGN; ANY 'TALLI'FAIL'' ANC :ff�� r� ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS' (NATIONAL DESV N = _ BC LL 0.0 P S F HC-ENG /MMA SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO {^�,.; n� i.�. TOT LD. 33.0 PSF SEQN - 20260 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING - F�d QP f D U R.FAC. 1.25 F R 0 M A M B Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS '•.• !1�•.' Haines C1ty,F1, 33844 COMPONENT FOR ANY PARTICULAR BUIt.01NG IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER 011C t ENG SPACING 2 4.0" FL Certificate of Authorization#567 ANSIJTPI 1-1995 SECTION 2. (8546C-MICHAEL ADAMS L/7/1 OG - CJ33 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 30.10 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 0.0 PSF, WIND BC DL = 0.0 PSF. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. 4.77 r' * 30-4-0 0-5-12 R=80 U=180 1 6-14 x- 29-0-14 rl W2X4(Bl) 2-9-0 Over 2 Supports R=102 U=180 W=5.5" ( CJ33) PLT TYP. Wave TPI-95 Design Criteria: TPI STD' 19.5c _4TY:2 FL/-/4/-/E/-/- Scale =.375" Ft. `*WARNINGx TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLAIE TC LL 20.0 P S F R E F R235-21195 INSTITUTE, 583 D'ONOFRIG DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. ON OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED TC DL 3.0 P S F DATE 10/05/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ��.���• '*IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED * BC DL 10.0 P S F D R W HCUSR235 01218345 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITN TP1; OR FABRICATING, 1{gNOLIN6, SHIPPING, INSTALLING AND ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN =+ = F�.� BC LL 0,0 PS F HC-ENG /MM A SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALL CONNECTORS ARE MADE OF 20GA ASTM AES3 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS To ti _ T 0 T.L D. 33.0 P S F S E A N - 20262 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS OESIG%, PO SITiON CONNECTORS PER i Ci/t�y ww DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING _/l�•• �rC Qi^ •�v D U R.FAC. 1.25 F ROM AMB Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN, THE SUITABILITY AND USE OF THIS 1xrs R,..•'�`� Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONS101-ITY OF THE BUILDING DESIGNER, PER �r t" ��E���. SPACING 2 4.0" FLCertifcateofAuthorization#567 ANSI/TPI 11995 SECTION 2. �" (8546C-MICHAEL ADAMS L/7/1 OG - CJ34 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 30.00 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC OL = 0.0 PSF, WIND BC DL = 0.0 PSF. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. 5 (-- * 1+2 R=57 U=180 0-6-3 P9-0-14 W2X6(82) 1-11-12 Over 2 Supports R=73 U=180 W=5.5" PLT TYP. Wave TPI-95 DesignCCri)teria: TPI STD' 19.50 QTY:2 FL/-/4/-/E/-/- Scale —WARNING'. WARNING'* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB-91 (HANDL.ING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE TC LL 20.0 P S F R E F R235- -21196 INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719). FOR SAFETY PRACTICES PRIOR T!H �� PERFORMING THESE FUNCTIONS. ON LESS OTHERWISE INDICATED, T 0 P CHORD SHALL HAVE PROPERLY ,ATTACHE) TC DL 3.0 P S F DATE 10/05/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ���. -"'7�• `*IMPORTANT'" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGIN�ERFO .f� �•/� B C D L 10.0 P S F D R W HCUSR235 01278346 PRODUCTS, INC. SHALL NO7 BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TG BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING AND •• ••••'r•�� ALPINE BRACING OF TRUSSES. HIS DESIGN CONFORMS WITH APPLICABLE PROVISIQNS OF NDS' (NATIONAL OESi;N Z S B C L L 0.0 P S F HC-ENG /MMA SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE _ CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO _ SQ, T 0 T.L D. 33.0 P S F S E Q N - 20264 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER �✓r:� OF DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERINS %Cf' Ak�g1IZ; ' , D U R FAC. 1.25 F R 0 M A M B Alpine Engineered Products,Inc, RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OE SI GN SHOWN. THE SUITABILITY AND USE OF THIS FLalnes C1tyjf, 33$44 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER QtQ fJ�E ,r' SPACING 2 4,0" FL Certificate of Authorization#567 ANSI/TPI 1.1995 SECTION 2. J •--4' -8* -4'4' 5'4" -- 6.B.. -7' LL CD r F52 HANGERS ON JOB ARE AS FOLLOWS ID i N m o F51 UNLESS NOTED OTHERWISE -- —0-) 0 0 1-PLY TRUSS HUS26 X >N- Lmr FLOOR JOIST MIT316 0 c N ��D 2-PLY BEAM HGUS414 ° CO O M m m' ti cfl N £�c � L p Doa 00L 0,c 1. 0 LL a0m CL l to m21 oat 0c0D; N a0 7 3LL m4'm L o0of OM-1 U v E.L,1 L500 o11 + 0- C O L c ate+ v_ (/ 0 O L9 m co CC) m m o ,oc cD _ LL pL U-o o'. 1 +_ T-0 0 CL 0.0.m U m5?Q1 BM Z__ .. av)— O LID 0, 7ro�c (D Z t0—! ��ao2LLJ-mm; U) L——♦ —i LLOE Ei E35 Q " BM-3 0»i L L F o�� Omml LEE 1 BH 0» OJJ E37 N O CJ42 CJ42 W co CJ43 CJ43 Lo CJ44 CJ44 m EJ40 y�y O U U U U U U 14' 21' JOB : #8546B M . RDRMS BEAMS BM-1 (1.75x16 LVL) (2PLY) 16' LOC : L/7/1 OCEAN GROVE BM-2(1.75x16 LVL) (2PLY) 15• C PLAN : MOSELEY RES. BM-3(1.75x16 LVL) (2PLY) 14. o DESIGNER : RMB BM-5(l.�5xl6 LVL) (2PLY) B• 5/12 PITCH 110 MPH J` • LB SHEARLUSI)JUSrIHIJUSIHGUSJOISTHAVGERS ..:;� � - These Trangees 1a+e tLe�IarS at atJ Oce mots,:tungers! harr is Cis soleslmad a*AW airg Thm patented:nnovaticn:istr:tc.tes H the!Md ttrartC•opointsae�jesmdArgeaterswgp.italso allcas:neuseef r - k�ermrd itE�pnQaodmrselaaaeaon naJs far alt came:;cns- -A51CCd qjcisrUAwmebyest.;ZMltedct L Spee!!rrcrss sec;:re ^e LUSfarar • ms---A'ayides- - dae los�c +cirl • -•� lttl<IS and H6itS-Coane2bn+�ha4A mer>Z+CS LL25--T�HS • ZL3LZN -i6gugc HGUS-12 gauge: F?NLSit Gdm*zd Sone p o&=a gbW g Zwdms site!er Z AAX,see Ccrresicn 1ager; �• RIS74UTM -use aUSPOMWOnm ms.see Genial Now. -��• ruses Mohs caul be ttiratataeaogRogo the joist or Mm into the header to ac`licre the W*badL 'NO wed fQ—d�4darm�appie�= • •768 ssritets(9 ge+gez3s<'�maytr:;xd�ere tOd cammens are spet:Ped -ntn - no red:-=n n Inad woe 16t tt mmgm are spectied,tQc commons er 168 a' _ Sn*e (9 gaugicz3:'+'7=ySeasetzO.84 of the table toad. •'lhdt 3i orr7ingmmrbes;a21idi2:4'm�s mtT Mie header and 16d rmmcrs �� +�tie st yr no ltadn gtr 2z arrjitsg memtlers.usa iQa x 1'h-nails lira Mtt header and?Ogmramas sngrejoisL and mduc_the toad.0 0.5.1 of:;�e _ - r table rakz a OPTIONS:Sft Hates cpd=pap xL j COOM 8CC-L IC30.S8=Am MRL d£R-11J.yER-421.LIES-454:Dan Ccurri. -- . , N HUS210 ' ` • • (H and HHUS28 - •. Zbew similar) • . t s : •• --�_n _ _ 1�t l l r )([1 • - •+�� � :iT—. �(/!jf is t 'e HGUS28-2 USPu:sa3 946 Typical f s • and 4.42-Ra HUS q' Carzrla tra�1113.518 Insiallatiort s HUSC HUS26 With Reduced Heel Height 1 fT Concealed Fianges (trot available � �F � s for HHUS and t ilea- FasTmes r nod tine HU52x) lrfodel Fled AUnraEie Loads Allowable Lands ♦` hrdeT� i Room st Wind i UpliR Occr Const Wind Coa rte: tmaa cmt nit, 1133:: (100)t nest ; (133)' g i 39;5-16d:4.16d'tt35'TM: 1580 1680 925 'lOSO T3 25. 110D Ht)525. 3 !10.1 '4.16d'T m 1800 2265•2390' 925 1151 O 1890 20 t D 14-16d' 6.16d i450 2555 3205`•3315-1090 2155 2540 2580 ._ ��,�, _ •car: Typical HUS tnstaftation with Reduced i i Heel Height 1 ........ uss wrr►► c►1nrAwl qn nnolc N �rrns, 1 C1B lilt31111). ,tv. rl� Tnusst,N w►'��►�►int.h�', CB IAC DEIT S pnl,VtiNC 5rF,C1FIF+S n�rAlns Fqn � TI TNt U µpn�; MAN s1CN ►s v�G1n oN�oK N wi�l qi t; N rvat T1111:13,Alta,11 q ui'' 1Z1 P;��TZ Uri TIAs n>✓ cnAc KBD qn 1 n Wats sTANhAttu CItAGKF.II qn ungKGN . 1,61 \1 Ell ANII SS �IANUf ACJUNI'It FOR AN1f 1t1.1'AIItS C►1 (1, t:aNTAt:Twl�ii TCi►Is ugTAll�. Oil, t:IIACK a►t I1ttt;AK IN W . cgMl'l•'� « 1vtAX ,NgTli tnl .. nAltAtlt,n An�A, 0~ �tIN 'Cq 12 Ag art*a► 11tr.Mllrat. l�tiNtMult 9AM MADE, srF.clr;:t 1„; M1N uuM �x+t scAlty ur, rNM: p1th,A11t oa.1} ( CAU vi of uh"NttCa Ait tniErn. (9� t1`11 tl�„9 h 1�NaT11 qF �lik. 11AM�+ q�" y11N N u0,11 �1nzs of Nt1Tlt. wtTtt A DgUVA.r. frit 00y o'F "fill Olt►41NA1'1:1� O<• 'a11E:+wP',Il titll.lti'p• , CINE Tp t:ACll IA'AGF,P Lit DNw co 1) 'To NAIL alt �11UI�rtDNAt, N �a of lu`1 SpI� "a ►1t: I I CONVENTIONALLY FRAMED VAUEY DETAIL 2XII on IIARV.ER SP p2 OR SPF NI/#2 VALLEY ItAF'I'CR PARTIAL FRAMING PLAN �A)D) 2x4 sr OR SPF #0 CRIPPLE (MAX IIEIOIIT n'—o") �C� 2X4 SP OR SPF #3 CRIPPLE (MAX HEIGHT o'_:1"1 COMMON D2X0 OR LARGER SP #2 OR UPR• #1/#2 RIbCE RAFTER TRUSSE'S — --�► AT 24" OC NOTE,. TIIAT ORAFTER V ER (0)RAFTER IJOT UE Or LESS SIZE '1'IIAN NOTE. SU�PPORTIINUATRUSDETAIL BRACINULDETAILS. FUR VALLEY (B), (C) MAX IIEIOIIT WITH 1X4 "T" BRACE to W-10% RIDGE (p), (C) MAX IIEIOI1T WITH 2X4 "T" BRACE IS 11'—z"• Rne'TIrIc FOR 1X4 AND 2X4 "T" BRACINU BRACE TO UE SAMV, ORAUr AS CRIPPL1:, rASTEN 1X4 "T" BRACE To CnIPPLO WITI1 13d 11OX (Oma""x 2.5") NAII•S AT 4" OC. rAoTtN RX4 "T" BRACE TO CRIPPLE WITH Rod BOX (O.►u0 x 0.0 ) NAILS AT 4" OU. Top OIIOnD or TRUNK BbNAATII VALLEY SST MUOT U14 UnACED WITII pnopCRLY ATTAd11dD RATED NHIBAT111Nr1 On PURLINS AT 2461 0.11, Olt VALLEY SFACINO AS !lPGUIrteD ON TII0 ENUINEER'S SEALED DESIGN COMMON TRUSSES AT 24" OC rOR THE SUPPORTINU TRUSS. (3) 10 BOX NAILS, (3) 10d PDX (2) 10d BOX NAILS TOE-•NAILED THRU POE—NAILED r7) Sart UoX NAILS, NAILS. TOE-�NAILEU CRIPPLE INTO RIDON HOARD TOE—HAILED (0) 113d BOX NAILS ` T(13) (A) (0) 10d DUX NAILS 11ATI;U (A)(O SIIEATIIINU (C) (D) (3) Sl tld UOX WAVE11 NNAILS, TOE—NAILED tZ) led 1301 NAILS, TOE—NAILED (TYPICAL) SUPPOJITINU TRUSSES RATED SIIOATIIING CONNECTED TO AT 24 OC MAX SPACINU TRUSS TOP CIIoRD9 PER SIPECIrICATIONS Z(3) 10d BOX NAILS. TOC—NAILED TIIRU CRIPPLE INTO RATED SIICATIIINO THIS DRAWING REPLACES DRAWING V1oG—CONY N, e 1 isr m N n II 'I I{IttRlr, _ Zen ' c C LL 70 O0 40 PSi RCf CONY, YAI.L(;}, I IIAN IN N1 A). AI, r'•En ,.Pull. a, o rG r Iti�ut�r�i� g�;�t1� `�I1�1k, '' O n111N1t)�I r• I ,. 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ATTACII 9ACII V orl VIII 104 NAIIA. 111' All ll 1,410 KAT r0 Nor wtovw, / _ Sal offon me"m • FOR 11) •s.'DnActt IrACS NAVA AT 1' O C. ►e1if1H 1`11111 PIA"VA%VM T'� (0. • 1.111 II [110 ION/.R AND 1'O.C. IXntTN JnH/f. ►IIA"/ h ►IAeeMK I►IAOO TyIT fife/ f011 j1) •L' IAAI l aTACI HAIIj A f T• or AT ow ITtD, NAt SINN •I; .� IN II 00 1011H AND 1'O.C. Wall IOHtf. T""1Or--TM M 11•. 1N1 0. PIKE lSntnA1, S. eM AMtH /f" DIA00HALY�(ITI� Cj�TC IN TAKN ADgM 11A0R, 11HOI.0 5tiC9 OR neunu aVT lei9 L K4 ►CGcc (AN el10tt1, AT / Will T AN / 0, fVt 0 y/PI11 ■�e. l •'OST mA ONAI. AT 11T - kHM7NHrtw 1'T'tITTNAI, e,fA 1�i1NUgU If•MIH ILIA f ♦ ht/EA t0 toy NOH TNU// bi lroN toll I t_1 nCFtn to CIIAgT AnoYCaR. fMAcr. AH0 nnt. ►� t� r_.► b VANHI . NII{t{a Fon MAXAIaAnl t; vanticAL 6RHati1, t1ATtl, r-f T�f b Nitf fi 1 /•1I ntnN ,t!I.,i f1 1,111111' CAN[ 111 IIAIIM 71.1 ! t"1 a 14T 1 Utq� h fR�RIU Cf Ai AHD p D. JfrDl%; ryf f I�lt rl0 nq lnAClffO. T=T 1� 19 ►[Rr N rNjdd t �1. tlnl n^arc;► iuDl.ul 11 + tt r I Toe HAD s r, vl , I t II v1! LAP 1'T t-r L� A fAtrR 1 +IIHIt. IR U '111111 r1/A f C %H rA► tr Al,n yTt nrrl�Rvrft (rlllCnt(0 Ill^+�rT ITACrltts 1, 1 NpNHI, C LL f.71LT t� C T ti P111" follows rolm rlr n c r nr IIRjUN CIRAOD MAIL 11AVC A ilptl �iint fA RiriD cuCirr° ►�..' twll t Rt r Rtt tIN r N nq+, ,, !51 frLl `—---- — �l r'INC i�, nnr�S�t�It I� ,t t r11 M►1 Dt ais�a„ir{lii t+;�T ^r+nH cmnRAcrrAl AIrt .• Tifi�'•,�1: rC 11L t 1rrt�^A M,tt. ntr nU AIA IH rryr,Tugnn,rC A Otvi^IN►I rnVl irtll ocirn,ry i�,r• C� sir !'S! tJ 1111 rvN, +K M/1C��1 1/' i►N/]AIl. +xJlr+r C+RRItnfli I4rr,j�j,( ro _ 11AIC TRUSS AH� r trI li'ttll lIl llry htl l I . AL( flitrrnH;. � 3r; ulWP �T����1 VC UL ----- �__ d p�•NI'INt i+/All I fR 11180 ►r II•,I ANtRICAH r /'Lff.AALt I IVIqJIW,t Ur llb! 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E.INNIm OW DETAIL 13 PIAT TOP CHORD <- no' NO n�, �i"It,I2�.1/� IACflt�ll,1501.1T NAIu AND LAT TO DIAAAVII40 ARI 111)"Ui:H1l7Ng , CAP TRW TOCNAILCD TO TOP Clint) DETAIL C UnACINa AND 8MURCQ VITII No TRUWX pIATgg (CACI! 1'ACC) AT CACi! CND AND TPA1T ROP CPlanD t» 00' 1/0 POINTB. CTCLCO 1tU Dist (j10ICATLl1 REQUIRED Numur'n 1,076 PARA. OR £QUAL. Pen rACr ---.... -• PER PLY. ACC pltA.INO too T4 POR TRUWII INF iNi'ORIIATIQN. (1) ad COMMON NAILS (0.13612.61 i AnT pTpCpibrtn�ApCENtt 0' X)S' X I/E' RATED 611CATHINU OUS.SET.1 (EACII EALBD U�4P�8 ATTACH WIT"AY A(a)Oed COMMON NAILS r£R aluv;rr. (4) 1" CAP Be AND (4) IN BASIC TRUSS PLAT TC. THIS DRAWiNO R13PIaACES URAWiNG9 601,670 k 1){11,060 C MfF C tlf I Illi.11p 11 11 111SIA f Ar AAC A 1 , 1 uAN x Int Att.`+Iq AN ti•tffa1.ruk111? 0 Ar Irl eiiA IS 1C LL P'Sf RE1' PICCYUACIC f p Vlf R 1 I 1 1. A ) tilA R 11.C} �ItRl r or R fil`utifr f,Av� ,ttr TOWN, 'tet �c oP. �sr DAtC PSG z5 ul� itµ, �rt At1 f 1 t.) A ! 1AVC A r Uf'C lT .{ AUK R1610 , ( CC 1k0. •.it'r0 tptti�..rVRp 1111{� CSN`Y or AI11 MKII tq 1tIC its Mill! CIIU AACIt)rl. 6 J:•T• -- µrot C11Ur>rAllu rMIM1Ct:, 11NCt. tOt il[ Ftsrtfoll r, rIf" fly ptviAII11 final tills j ►+btru >r BC DL PSf DRvG PIGUACKA009U resic++r A*a fRrtvnC rn surto n+C 1 assts tit cunsn►1" C vtnr 1rn nn rRSA cllulo. ULJ f i(lilt +w+Mulc. s111rr►I,c.tH:fAur+ns Arte �enclr+r v taussce. ptslrtt cttrrtulru v�ul RrrttrAw.t �r (f� • PC LL pSF -Cllt; rRvvrsl+rlls a ,Ips nlAfrVIIAL Kilt"srtClfrcAlluff ruttrst+to er ►I IC Ir, it trmtst A+11 "`� rAref AssnelArtrfll alp lrt,nrrrt G7afttlnas AFr lupe tr 10GA As11S Atya Ce1f r.ALv.sictt ., Ate or TIRLU. MAX 60 Psr txctrr 111 1x0111 ArrAY tE>I�+CLIIFS rp tAtrl rttr,tr sflrfss Alm Wltss Uiil[RYi C It�CAI[D pk Acisit DCsiG#1.rosilrral tlrte�Lt ms rte DRAVINat tcI A-I, art stat mf rl s MfAvp1 I tAl f mv..n DUP7 P AC. 1.1G ACt114At Or rRg StlluNAl t"611,00m.Rtirr)NSlUO.11r StAtlr fp0 UC 1 ti Cr11'Of[NC 1r:int I I. (11t sulllr t n o use uws cwmlx+e+ll OR ANr rMt sCLAR funmrlc UPs SPACING r N STEPDOWN C0RN1__fj2 S]__�j- I r� 2 I.1113 O12 COMMON 'i`itUSS TOP CHORD 2x4 so. PINE p2 N ort SPr !!I/V_ SEE TABLE BELOW FUR IIIPJACK 011ADE, 2' `I/Yi'. _ ��� I11P TRUSS BUT CHORD U4 So. 111N1; #2 N OR SpF k 1/�2 Sla I� , , t,UIZNI�Iit J WEDS 2x4 SO. PINE #a Olt srr jo SETBACK •r' U" 0 2! J 3 X Nvt1r<IA4 21 1lirrncK TOP cno to u u-n annul✓ i,— IIAMAX IIIPJACK so{rrIT WEIMIT o*Ir"ANd OVER IANC1 2 P6I" — ``— L.ENU't1i••• ••• I[t vsr llrrli'Na p o /r.r • 1 (2) tad TOENAILS •� (R) Iad TUCNAll.9 l , 2 2' `1'YP• JI +. JG �� IiJ 1 J7 •• ` 4tiC Com•' xs,aX4 11ax/ a,4D HRX4 �� 11241 0 6X4 x'JXQ WPM n'p•a�. x«o.eo• '11�- r r , — °/• TIIJA¢o " f o-lo•.lo oven a surronrs END AND CORNCyR JACIC9 tt-yaat• N-13.00• NI a HIPJACK 1aaM!1'j,u Da! 1 !�fI.IH L H ��1 A5M1 �f,1 ,f,��q}qq1l 1/11 r 1p 'I�y�ll 1113,11 YI SDI:II'11.1fUR 11/11 of F ( IIII t irlDu A�+l.. y H fj1 tFp [ 1 I' If �i �e 1-c 1 C IecD rent» Is ` m: 1p'�q(1��rI it IIA LL ir� �� Ilrr � `��1;y[ A rill D!'[�l Al1AC11 e1DID IX[(71 Al+r IA F �' 1 Drslrtl t fl A ��11r UU PSr RLf 7 IN1st11G, stgrp.�It rotlnlDlrl+lclt`'Inbtt[11iNe Nt nlnurnnAcrm� c� 'c4 IC nL iU P [ ntsrtnslAtt rrra Alrr DI�rAlusf rrnln i ns ��—_- rapyl[Irplt IX lIp!'U`lAt pp IrIB Allo On 11 rlrrrtnNAnCr V 111 1 1 Sr p ' rM[II Alltk All rl[ 1[lIGN 1PU.Ists. 1 rlr Ilfl rA1g1[Attf1G. tb.?71J �IAy IIC --� tJ+rtrl Al kUtlj IArIp rrL srrcirlcnNurI fretfsfquslr11in11fjnpi vr111 Arrticngt Uf JU fit—C�. /?�I/D1) I'Lrft[ Cl off IneI Aar NAn[ Il' to6A AJ 4 A47r11G4U fSl N1p i PSr bttuG CS7sijoaj0j 111 nr carqji"Arlclms to [A[n rflcr Ir tnuu Ann vt[[!t tihnnvur Al lfr[ qy N�rsgtp IItlTLL AtC[fIAnC['11r Tp�[I41 t11R1� to[ rIA n1A'IIIG1 160 A-1. 111r ItAI "qqt Ir1AVI l3 IIIDICAlIj lrnrilltwvn tar. i "� [Ira O hSr -CNG ti{I,II '— UIGut[ApAi sPRIS111 Ify SUrlt ran At rnu/t cnrp0CA V LD. �^ r glAglll, AND Ul[ In1r tett cuftrfngnl 1 1e Ata rAtt1 III.AP lullnlre; J�P$r � ''•dr' UUR.rA �. 1.16 en�t SPACING SEC ABOVE LUMBER UNLIMITED TONY BEA VOR 3 Oct 2001 1:39 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F45.FBD Information : adams Mark# : Joist- Floor Desc Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : No 0- C)1 2 0 3 3.5",565 p:i 3.5",565 psi 14'0" LOADS Project Design Loads:Floor.,Live=40 psf,Dead=10 psf; Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start@End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0101, 14-0" 24"o.c. Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0, otherwise, from left end of the specified span. HOLES Type Span Loc'n* Width V(Ibs) LDF C.Face V allowed +M(ft-lbs) -M(ft-lbs) Additional Information 1 Circle 0 4'0 3/4" 11 3/4" 379 100% Left 668 2 Obround 0 T3 1/4" 16" 199 100% Right 533 Diameter= 11 3/4" 3 Circle 0 10'5 3/4" 11 3/4" 423 100% Right 668 *Distance to center of hole, measured from left end when span#is 0, otherwise, from left end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 700 700 Max 100% 560 560 Min R'n 140 140 Min 100% 560 560 DL R'n 140 140 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(plO 1 2 Max R'n 350 350 Max 100% 280 280 Min R'n 70 70 Min 100% 280 280 DL R'n 70 70 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(Ibs) 685 1 13'10" 21 2000 100% 0.34 M(ft-lbs) 2450 1 TO" 21 6280 100% 0.39 LtRn(lbs) 700 0 0101, 21 1854 100% 0.38 See Note#4 RtRn(lbs) 700 0 14'0" 21 1854 100% 0.38 See Note#4 LLDefl(in.) 0.11 1 7'0" 21 0.35 L/1539 TLDefl(in.) 0.14 1 7'0" 21 0.70 L/1231 USE: WOI 60 16.00"(&24" o.c. Grade, Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member.Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%, 50=D+133%, 60=D+100%+115%, 70=D+100%+125% Page 1 of 2 LUMBER UNLIMITED TONY BEAVOR 3 Oct 2001 1:39 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis© 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 ,80=D+100%+133%, 90=D+100%+115%+133%/2, 100=D+100%+115%12+133%, 110=D+Commercial Ld(100%) 10. Group=Load Combination Number+Load Pattern number.(For simple span,Load pattern=1 for LL,0 for DL). Pa2P 2 nf 2 LUMBER UNLIMITED TONY BEAVOR 3 Oct 2001 1:40 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F46.FBD Information : ADAMS Mark# : Joist - Floor Desc Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : No 01 0 2 3 8.5 565 p;i 3.5 565 psi 21.4,. if LOADS Project Design Loads:Floor. Live=40 psf, Dead=10 psf,' Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start@End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0101, 21'4" 24"o.c.Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0,otherwise, from left end of the specified span. HOLES Type Span Loc'n* Width V(Ibs) LDF C.Face V allowed +M(ft-lbs) -M(ft-lbs) Additional Information 1 Circle 0 7'1 1/4" 11 3/4" 487 100% Left 668 2 Obround 0 10'3 3/4" 16" 277 100% Left 533 Diameter= 11 3/4" 3 Circle 0 13'6 1/4" 11 3/4" 435 100% Right 668 *Distance to center of hole, measured from left end when span#is 0,otherwise,from left end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 1067 1067 Max 100% 853 853 Min R'n 213 213 Min 100% 853 853 DL R'n 213 213 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(pit) 1 2 Max R'n 533 533 Max 100% 427 427 Min R'n 107 107 Min 100% 427 427 DL R'n 107 107 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(Ibs) 1052 1 0'2" 21 2000 100% 0.53 M(ft-lbs) 5689 1 10'8" 21 6280 100% 0.91 LtRn(lbs) 1067 0 0101, 21 1854 100% 0.58 See Note#4 RtRn(lbs) 1067 0 21-4" 21 1854 100% 0.58 See Note#4 LLDefl(in.) 0.52 1 10'8" 21 0.53 U493 TLDefl(in.) 0.65 1 10'8" 21 1.07 U395 USE: WOl 60 16.00"(CD-24"O.C. Grade, Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4.This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7.This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%, 50=D+133%, 60=D+100%+115%, 70=D+100%+125% Paop i �s � LUMBER UNLIMITED TONY BEAVOR 3 Oct 2001 1:40 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis© 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 ,80=D+100%+133%, 90=D+100%+115%+133%12, 100=D+100%+115%/2+133%, 110=D+CommercialLd(100%) 10. Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DL) Page 2 of 2 LUMBER UNLIMITED TONY BEA VOR 3 Oct 2001 1:41 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F47.FBD Information : ADAMS Mark# : Joist- Floor Desc : F47 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL = L/480 TL= LI240 Composite Action : No 565 psi 3.5".565 psi I1'0" LOADS Project Design Loads:Floor. Live=40 psf,Dead=10 psf; Live+Dead Ld(T) Live Ld(L) LDF Location' # Shape @Start @End @Start End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 010.1 11'0" 24"o.c.Base Uniform Load(Spacing Sensitive) "Dimensions measured from left end when span#is 0,otherwise, from left end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 550 550 Max 100% 440 440 Min R'n 110 110 Min 100% 440 440 DL R'n 110 110 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(pit) 1 2 Max R'n 275 275 Max 100% 220 220 Min R'n 55 55 Min 100% 220 220 DL R'n 55 55 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 535 1 10'10" 21 1970 100% 0.27 M(ft-lbs) 1512 1 5'6" 21 6250 100% 0.24 LtRn(lbs) 550 0 010. 21 1799 100% 0.31 See Note#4 RtRn(lbs) 550 0 11'0" 21 1799 100% 0.31 See Note#4 LLDefl(in.) 0.05 1 5'6" 21 0.28 U2812 TLDefl(in.) 0.06 1 5161, 21 0.55 U2249 USE: WI 60 16.00" (ED-24" O.C. r APA-16"PRI-601 Grade, Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member.Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from'Supports'section above. 5.Searing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=D, 20=D+100%,30=D+115%,40=D+125%, 50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133Y.12, 100=D+100%+1155/./2+133%, 110=D+Commercial Ld(100%) 10 Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DL). Paac 1 of 7 LUMBER UNLIMITED TONY BEA VOR 3 Oct 2001 1:43 pm P.0.130X 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F48.FBD Information : ADAMS Mark# : Joist-Floor Desc : F48 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L1480 TL= L1240 Composite Action : No 3.5" 565 psi 3.5",565 psi 7.4.. LOADS Project Design Loads:Floor.-Live=40 psf, Dead=10 psf,- Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start@End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 010. 7'4" 24"o.c.Base Uniform Load(Spacing Sensitive) 'Dimensions measured from left end when span#is 0, otherwise,from left end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 367 367 Max 100% 293 293 Min R'n 73 73 Min 100% 293 293 DL R'n 73 73 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(pit) 1 2 Max R'n 183 183 Max 100% 147 147 Min R'n 37 37 Min 100% 147 147 DL R'n 37 37 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(Ibs) 352 1 7'2" 21 1970 100% 0.18 M(ft-lbs) 672 1 3181. 21 6250 100% 0.11 LtRn(lbs) 367 0 010.1 21 1799 100% 0.20 See Note#4 RtRn(ibs) 367 0 7'4' 21 1799 100% 0.20 See Note#4 LLDefl(in.) 0.01 1 3'8" 21 0.18 L/6918 TLDefl(in.) 0.02 1 3'8" 21 0.37 L/5534 USE: WI 60 16.00" 024" o.c. r APA-16"PRI-601 Grade, Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore,when reaction values are required, use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%, 50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133Y./2, 100=D+100%+115%/2+133%, 110=D+Commercial Ld(100%) 10. Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DL) Page 1 of 1 LUMBER UNLIMITED TONY BEAVOR 3 Oct 2001 1:44 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F49.FBD Information : ADAMS Mark# : Joist-Floor Desc : F49 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : No 3.5",565 psi 3.5",565 psi 10'4" LOADS Project Design Loads:Floor Live=40 psf,Dead=10 psf,' Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0101, 10'4" 24"o.c. Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0, otherwise, from left end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 517 517 Max 100% 413 413 Min R'n 103 103 Min 100% 413 413 DL R'n 103 103 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(plo 1 2 Max R'n 258 258 Max 100% 207 207 Min R'n 52 52 Min 100% 207 207 DL R'n 52 52 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 502 1 0'2" 21 1970 100% 0.25 M(ft-lbs) 1335 1 5-2- 21 6250 100% 0.21 LtRn(lbs) 517 0 0101, 21 1799 100% 0.29 See Note#4 RtRn(lbs) 517 0 10-4" 21 1799 100% 0.29 See Note#4 LLDefl(in.) 0.04 1 5'2" 21 0.26 03263 TLDefl(in.) 0.05 1 5'2" 21 0.52 U2610 USE: WI 60 16.00"(x724" o.c. r APA-16"PRI-601 Grade,Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from 'Supports'section above. S.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code, a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=D, 20=D+ 100%,30=D+115%,40=D+125%,50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133%./2, 100=D+100%+1155/./2+133%, 110=D+Commercial Ld(100%) 10. Group=Load Combination Number+Load Pattern number. For simple san Load pattern=1 for LL,0 for DL). PaRe1of1 LUMBER UNLIMITED TONY BEAVOR 3 Oct 2001 1:45 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F50.FBD Information : ADAMS Mark# : Joist-Floor Desc : F50 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : No 0 CD 1 2 0 3 3.5"..565 psi 3.5",56.5 psi 16'0" LOADS Project Design Loads:Floor.'Live=40 psf,Dead=10 psf,• Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start@End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0101. 16'0" 24"o.c. Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0, otherwise,from left end of the specified span. HOLES Type Span Loc'n* Width V(Ibs) LDF C.Face V allowed +M(ft-lbs) -M(ft-lbs) Additional Information 1 Circle 0 4'0 3/4" 11 3/4" 475 100% Left 668 2 Obround 0 7'3 1/4" 16" 249 100% Left 533 Diameter= 11 3/4" 3 Circle 0 10'5 3/4" 11 3/4" 360 100% Right 668 *Distance to center of hole, measured from left end when span#is 0, otherwise,from left end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 800 800 Max 100% 640 640 Min R'n 160 160 Min 100% 640 640 DL R'n 160 160 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(pit) 1 2 Max R'n 400 400 Max 100% 320 320 Min R'n 80 80 Min 100% 320 320 DL R'n 80 80 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(Ibs) 785 1 15'10" 21 2000 100% 0.39 M(ft-lbs) 3200 1 8'0" 21 6280 100% 0.51 LtRn(lbs) 800 0 0'0" 21 1854 100% 0.43 See Note#4 RtRn(lbs) 800 0 16'0" 21 1854 100% 0.43 See Note#4 LLDefl(in.) 0.18 1 8'0" 21 0.40 L/1084 TLDefl(in.) 0.22 1 8101, 21 0.80 L/867 USE: WOI 60 16.00"024"o.c. Grade, Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES : 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6.When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%, 50=D+133%, 60=D+100%+115%, 70=D+100%+125% Page 1 of 2 LUMBER UNLIMITED TONY BEAVOR 3 Oct 2001 1:45 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis© 1996-2001 Georgia-Paciflc Corporation Version: 3.2 Build: 3.2.2.3 ,80=D+100%+133%, 90=D+100%+115%+1335,.1/2, 100=D+100%+115Y.12+133%, 110=D+Commercial Ld(100%) 10 Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DQ Paae 2 of 2 LUMBER UNLIMITED TONYBEAVOR 3 Oct 2001 1:46 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@_Engineerinq Analysis© 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project: 8546F51.FBD Information : ADAMS Mark#: Joist-Floor Desc : F51 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= LI480 TL= LI240 Composite Action : No 3.5",565 psi 35",565 psi 12'0' LOADS Project Design Loads:Floor.,Live=40 psf,Dead=10 psf,' Live+Dead Ld(T) Live Lcl(L) LDF Location* # Shape @Start @End @Start@End Span# Starts Ends Additional Info _ Spcg Sen Uniform(psf) 50 40 100% 0 0101, 12'0" 24"o.c. Base Uniform Load(Spacing Sensitive) Dimensions measured from left end when span#is 0, otherwise,from left end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 600 600 Max 100% 480 480 Min R'n 120 120 Min 100% 480 480 DL R'n 120 120 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(plf) 1 2 Max R'n 300 300 Max 100% 240 240 Min R'n 60 60 Min 100% 240 240 DL R'n 60 60 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 585, 1 11'10" 21 1970 100% 0.30 M(ft-ibs) 1800 1 6-0- 21 6250 100% 0.29 LtRn(lbs) 600 0 010. 21 1799 100% 0.33 See Note#4 RtRn(lbs) 600 0 12'0" 21 1799 100% 0.33 See Note#4 LLDefl(in.) 0.06 1 6'0" 21 0.30 U2274 TLDefl(in.) 0.08 1 6'0" 21 0.60 01819 USE: WI 6016.00"(a)24" o.c. f APA-16"PRI-601 Grade,Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore,when reaction values are required, use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=D, 20=D+100%,30=D+115%,40=D+125%,50=D+133%, 60=D+ 100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133%/2, 100=D+100%+115%/2+133%, 110=D+Commercial Ld(100%) 10. Group=Load Combination Number+Load Pattern number. (For simple span Load pattern= 1 for LL 0 for DL) Page 1 of 1 LUMBER UNLIMITED TONY BEA VOR 3 Oct 2001 1:46 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam_@ Engineering Analysis @ 1996-2001 Geor ia-Pacific Corporation Version: 3.2 Build 3.2.2.3 Project : 8546F52.FBD Information : ADAMS Mark # : Joist-Floor Desc : F52 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= LI480 TL= L1240 Composite Action : No 3.5" 565F''si 3.5".565 psi 8'0" LOADS Project Design Loads:Floor:Live=40 psf, Dead=10 psf,• Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0.0.. 810.1 24"o.c.Base Uniform Load(Spacing Sensitive) _*Dimensions measured from left end when span*is 0 otherwise from left end of the specit<ed span SUPPORTS(lbs) 1 2 Max R'n 400 400 Max 100% 320 320 Min R'n 80 80 Min 100% 320 320 DL R'n 80 80 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(plo 1 2 Max R'n 200 200 Max 100% 160 160 Min R'n 40 40 Min 100% 160 160 DL R'n 40 40 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 385 1 0'2" 21 1970 100% 0.20 M(ft-lbs) 800 1 4'0" 21 6250 100% 0.13 LtRn(lbs) 400 0 010. 21 1799 100% 0.22 See Note#4 RtRn(lbs) 400 0 810.1 21 1799 100% 0.22 See Note#4 LLDefl(in.) 0.02 1 4-0" 21 0.20 L/5779 TLDefI(in.) 0.02 1 4-0" 21 0.40 04623 USE: WI 60 16.00"0)24"o.c. f APA-16"PRI-601 Grade,Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=D, 20=D+100%,30=D+115%,40=D+125%, 50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133%1.2, 100=D+100%+115%12+133%, 110=D+Commercial Ld(100%) 10. Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DL) PAop 1 of 1 LUMBER UNLIMITED TONY BEA VOR 3 Oct 2001 1:47 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project: 8546F53.FBD Information : ADAMS Mark#: Joist -Floor Desc : F53 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL=L/240 Composite Action : No 0 f C77— 2 0 3 3.5",565 psi 3.5",565 psi 14"2" LOADS Project Design Loads:Floor:Live=40 psf,Dead=10 psf; Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start@End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0.0. 14'2" 24"o.c.Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0, otherwise from left end of the specified span. HOLES Type Span Loc'n* Width V(Ibs) LDF C.Face V allowed +M(ft-lbs) -M(ft-lbs) Additional Information 1 Circle 0 4'0 3/4" 11 3/4" 387 100% Left 668 2 Obround 0 T3 114" 16" 195 100% Right 533 Diameter=11 3/4" 3 Circle 0 10'5 3/4" 11 3/4" 417 100% Right 668 *_Distance to center of hole,measured from left end when span#is 0 otherwise from left end of the specified span SUPPORTS(lbs) 1 2 Max R'n 708 708 Max 100% 567 567 Min R'n 142 142 Min 100% 567 567 DL R'n 142 142 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(plo 1 2 Max R'n 354 354 Max 100% 283 283 Min R'n 71 71 Min 100% 283 283 DL R'n 71 71 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(Ibs) 694 1 14'0" 21 2000 100% 0.35 M(ft-lbs) 2509 1 7'1" 21 6280 100% 0.40 LtRn(lbs) 708 0 0.01. 21 1854 100% 0.38 See Note#4 RtRn(lbs) 708 0 14'2" 21 1854 100% 0.38 See Note#4 LLDefl(in.) 0.11 1 7-1" 21 0.35 U1493 TLDefl(in.) 0.14 1 TV 21 0.71 01194 USE. WOI 60 16.00" (7x.24" o.c. Grade,Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=D, 20=D+100%,30=D+115%,40=D+125%,50=D+133%, 60=D+100%+115%, 70=D+100%+125% Page 1 of 2 LUMBER UNLIMITED TONY BEAVOR 3 Oct 2001 1:47 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis© 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 _ ,80=D+100%+133%, 90=D+100%+115%+133 Y./2, 100=D+100%+115%✓2+133%, 110=D+Commercial Ld(100%) 10. Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DL) Paoo 7 of 7 LUMBER UNLIMITED TONY BEAVOR 3 Oct 2001 1:49 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F54.FBD information : ADAMS Mark# : Joist- Floor Desc : F54 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : No 3.5",565 psi L 3.5",565 psi 12.0" LOADS Project Design Loads:Floor Live=40 psi, Dead=10 psf,• Live+Dead Ld(T) Live Ld(L) LDF Location" # Shape @Start @End @Start@End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 010. 12'0" 24"o.c.Base Uniform Load(Spacing Sensitive) "Dimensions measured from left end when span#is 0 otherwise from left end of the specified span SUPPORTS(lbs) 1 2 Max R'n 600 600 Max 100% 480 480 Min R'n 120 120 Min 100% 480 480 DL R'n 120 120 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(pit) 1 2 Max R'n 300 300 Max 100% 240 240 Min R'n 60 60 Min 100% 240 240 DL R'n 60 60 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 585 1 11,101, 21 1970 100% 0.30 M(ft-lbs) 1800 1 610.. 21 6250 100% 0.29 LtRn(lbs) 600 0 0'0" 21 1799 100% 0.33 See Note#4 RtRn(lbs) 600 0 12'0" 21 1799 100% 0.33 See Note#4 LLDefI(in.) 0.06 1 6'0" 21 0.30 L12274 TLDefl(in.) 0.08 1 6'0' 21 0.60 U1819 USE. Wi 60 16.00" La24" o.c. f APA-16"PRi-601 Grade,Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads 8 duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore,when reaction values are required, use Max R'n from 'Supports'section above. S.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations: 10=D, 20=D+100%,30=D+115%,40=D+125%,50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133Y.12, 100=D+100%+11551.12+133%, 110=D+Commercial Ld(100%) 10. Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DL) 4 LUMBER UNLIMITED TONY BEAVOR 3 Oct 2001 1:49 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeamO Engineering Analysis© 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F54.FBD Information : ADAMS Mark# : Joist-Floor Desc : F54 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL=L/480 TL= L/240 Composite Action : No 3S",565 psi 3.5",565 psi 12'0" LOADS Project Design Loads:Floor Live=40 psf, Dead=10 psf,' Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0'0" 12'0" 24"o.c.Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0 otherwise from left end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 600 600 Max 100% 480 480 Min R'n 120 120 Min 100% 480 480 DL R'n 120 120 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(pit) 1 2 Max R'n 300 300 Max 100% 240 240 Min R'n 60 60 Min 100% 240 240 DL R'n 60 60 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 585 1 11,101, 21 1970 100% 0.30 M(ft-lbs) 1800 1 6'0" 21 6250 100% 0.29 LtRn(lbs) 600 0 01011 21 1799 100% 0.33 See Note#4 RtRn(lbs) 600 0 12'0" 21 1799 100% 0.33 See Note#4 LLDefl(in.) 0.06 1 6'0" 21 0.30 U2274 TLDefl(in) 0.08 1 6'0" 21 0.60 U1819 USE. WI 60 16.00"(a)24" o.c. f APA-16"PRI-601 Grade,Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads 8 duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore,when reaction values are required, use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=D,20=D+100%, 30=D+115%,40=D+125%,50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+1339/./2, 100=D+100%+115%.12+133%, 110=D+Commercial Ld(100%) 10 Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL, 0 for DL). LUMBER UNLIMITED TONY BEA VOR 3 Oct 2001 1:50 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F55.FBD Information : ADAMS Mark# : Joist- Floor Desc : F56 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : No 3.5",565 psi 3.5",565 psi 10,01, LOADS Project Design Loads:Floor:Live=40 psf, Dead=10 psf, Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start@End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0101. 10'0" 24"o.c.Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0, otherwise, from left end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 500 500 Max 100% 400 400 Min R'n 100 100 Min 100% 400 400 DL R'n 100 100 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(pli) 1 2 Max R'n 250 250 Max 100% 200 200 Min R'n 50 50 Min 100% 200 200 DL R'n 50 50 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 485 1 91101, 21 1970 100% 0.25 M(ft-lbs) 1250 1 5-0" 21 6250 100% 0.20 LtRn(lbs) 500 0 0101, 21 1799 100% 0.28 See Note#4 RtRn(lbs) 500 0 10'0" 21 1799 100% 0.28 See Note#4 LLDefl(in.) 0.03 1 5-0" 21 0.25 U3523 TLDefl(in.) 0.04 1 5101, 21 0.50 02818 USE: WI 60 16.00" (aD-24" o.c. f APA-16"PRI-601 Grade,Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads$duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required,use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=A 20=D+100%, 30=D+115%,40=D+125%, 50=D+133%, 60=D+100%+115%, 70=D+100%+125% , 80=D+100%+133%, 90=D+100%+115%+133Y.12, 100=D+100%+115%./2+133%, 110=D+Commercial Ld(100%) 10 Group=Load Combination Number+Load Pattern number.(For simple span,Load pattern=1 for LL,0 for DL). LUMBER UNLIMITED TONY BEA VOR 3 Oct 2001 1:51 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeamO Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F56.FBD Information : ADAMS Mark#: Joist-Floor Desc : F56 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : No 3.5",5G5 psi 3.5",565 psi LOADS Project Design Loads:Floor. Live=40 psf,Dead=10 psf; Live+Dead Ld(T) Live Ld(L) LDF Location" # Shape @Start @End @Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0101. 8101, 24"o.c.Base Uniform Load(Spacing Sensitive) 'Dimensions measured from left end when span#is 0 otherwise from left end of the specified span SUPPORTS(lbs) 1 2 Max R'n 400 400 Max 100% 320 320 Min R'n 80 80 Min 100% 320 320 DL R'n 80 80 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(plo 1 2 Max R'n 200 200 Max 100% 160 160 Min R'n 40 40 Min 100% 160 160 DL R'n 40 40 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 385 1 0-2- 21 1970 100% 0.20 M(ft-lbs) 800 1 4'0" 21 6250 100% 0.13 LtRn(lbs) 400 0 0101, 21 1799 100% 0.22 See Note#4 RtRn(ibs) 400 0 8-0" 21 1799 100% 0.22 See Note#4 LLDefl(in.) 0.02 1 4'0" 21 0.20 U5779 TLDefl(in.) 0.02 1 4-0" 21 0.40 U4623 USE: WI 60 16.00"024"o.c. r APA-16"PRI-601 Grade, Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES : 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore,when reaction values are required, use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code, must be performed for commercial uses. 8.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations: 10=D, 20=D+100%,30=D+115%,40=D+125%,50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133Y./2, 100=D+100%+115%/2+133%, 110=D+Commercial Ld(1005yo) 10. Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DL) Pa 1 of 1 LUMBER UNLIMITED TONY BEA VOR 3 Oct 2001 1:52 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F57.FBD Information : ADAMS Mark# : Joist- Floor Desc : F57 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL= L/480 TL= L/240 Composite Action : No 3.5",565 psi 3.5",565 psi 1 LOADS Project Design Loads:Floor.Live=40 psf, Dead=10 psf,• Live+Dead Ld(T) Live Ld(L) LDF Location' # Shape @Start @End @Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0.01. 6'8" 24"o.c.Base Uniform Load(Spacing Sensitive) "Dimensions measured from left end when span#is 0, otherwise,from left end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 333 333 Max 100%, 267 267 Min R'n 67 67 Min 100% 267 267 DL R'n 67 67 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(pit) 1 2 Max R'n 167 167 Max 100% 133 133 Min R'n 33 33 Min 100% 133 133 DL R'n 33 33 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(Ibs) 319 1 0-2" 21 1970 100% 0.16 M(ft-lbs) 556 1 3'4" 21 6250 100% 0.09 LtRn(lbs) 333 0 0101, 21 1799 100% 0.19 See Note#4 RtRn(lbs) 333 0 6'8" 21 1799 100% 0.19 See Note#4 LLDefl(in.) 0.01 1 3'4" 21 0.17 U8352 TLDefl(in.) 0.01 1 3'4" 21 0.33 U6682 USE: WI 60 16.00" Cr24" O.C. f APA-16"PRI-601 Grade,Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required,use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%,50=D+133%,60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133%12, 100=D+100%+115%/2+133%, 110=D+Commercial Ld(100%) 10. Group=Load Combination Number+Load Pattern number. (For simple span,Load pattern= 1 for LL, 0 for DQ. F Pao. 1 of 1 LUMBER UNLIMITED TONY BEA VOR 3 Oct 2001 1:53 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546F58.FBD Information : ADAMS Mark# : Joist - Floor Desc : F58 Usage : Joist(Floor) Repetitive : No Spacing (in.) : 24.0 Max Defl : LL = L/480 TL= L1240 Composite Action : No 3.5",565 psi 3S" 565 psi LOADS Project Design Loads:Floor:Live=40 psf, Dead=10 psf,• Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info Spcg Sen Uniform(psf) 50 40 100% 0 0101, 5'6" 24"o.c.Base Uniform Load(Spacing Sensitive) *Dimensions measured from left end when span#is 0, otherwise, from left end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 275 275 Max 100% 220 220 Min R'n 55 55 Min 100% 220 220 DL R'n 55 55 Min Brg(in.) 1.75 1.75 Stiffener NO NO SUPPORTS(plO 1 2 Max R'n 138 138 Max 100% 110 110 Min R'n 28 28 Min 100% 110 110 DL R'n 28 28 Min Brg(in.) 1.75 1.75 Stiffener NO NO DESIGN Value Span X Group Allow LDF Ratio V(lbs) 260 1 0'2" 21 1970 100% 0.13 M(ft-lbs) 378 1 2-9" 21 6250 100% 0.06 LtRn(lbs) 275 0 0101, 21 1799 100% 0.15 See Note#4 RtRn(lbs) 275 0 5'6" 21 1799 100% 0.15 See Note#4 LLDefl(in.) 0.01 1 2-9- 21 0.14 U11888 TLDefl(in.) 0.01 1 2'9" 21 0.28 U9510 USE: WI 60 16.00" (CD24" o.c. !APA-16"PRI-601 Grade,Depth selected by User Wood I Beam is a trademark of Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 9.Load Combinations:10=D, 20=D+100%, 30=D+115%,40=D+125%, 50=D+133%, 60=D+100%+115%, 70=D+100%+125% , 80=D+100%+133%, 90=D+100%+115%+133Y.12, 100=D+100%+115%/2+133%, 110=D+Commercial Ld(100%) 10. Group=Load Combination Number+Load Pattern number.(For simple span,Load pattern= 1 for LL, 0 for DL). pavp 1 of 1 LUMBER UNLIMITED TONY BEAVOR 3 Oct 2001 1:57 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546B1.FBD Information : ADAMS Mark# : Beam -Floor Desc : Usage : Beam(Floor) Repetitive : No Spacing (in.) : 0.0 Max Defl : LL = L/360 TL= L/240 Composite Action : No 3.5",565 psi 3.5"'565 psi IS'n" LOADS Project Design Loads:Floor:Live=40 psf,Dead=10 psf,, Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start@End Span# Starts Ends Additional Info 1 Span Carried(psf) 50 40 100% 0 0101, 15'0" 35'0"s.c.- Uniform(plf) 15 0 0 0 15'0" Self Weight *Dimensions measured from left end when span#is 0,otherwise,from left end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 6672 6672 Max 100% 5250 5250 Min R'n 1422 1422 Min 100% 5250 5250 DL R'n 1422 1422 Min Brg(in.) 3.37 3.37 [Based on bearing stress below] Brg Str(psi) 565 565 DESIGN Value Span X Group Allow LDF Ratio V(lbs) 5356 1 13'6" 21 10640 100% 0.50 M(ft-lbs) 25019 1 7'6" 21 35556 100% 0.70 LtRn(lbs) 6672 0 010. 21 6921 100% 0.96 See Note#4 RtRn(lbs) 6672 0 15-0" 21 6921 100% 0.96 See Note#4 LLDefl(in.) 0.36 1 7'6" 21 0.50 U495 TLDefl(in.) 0.46 1 7'6" 21 0.75 U390 USE: GPLAM 2.0E 1.75x16.00" 2 Plies Grade,Depth,Plies selected by User G-P LAM tm Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore,when reaction values are required,use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6.When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Verify that load is applied at top or equally from both sides. 9.Nail plies together with 16d nails @ 12"o/c along top and bottom edges and thru center.Nail from alternate faces,2"from edges. 10. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 11.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%, 50=D+133%, 60=D+100%+115%, 70=D+100%+125% , 80=D+100%+133%, 90=D+100%+115%+133%./2, 100=D+100%+11551./2+133%, 110=D+Commercial Ld(100%) 12. Group=Load Combination Number+Load Pattern number.(For simple span, Load pattern=1 for LL, 0 for DL). P.- 1 M1 LUMBER UNLIMITED TONY BEAVOR 3 Oct 2001 1:59 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546B2.FBD Information : ADAMS Mark# : Beam - Floor Desc : BM-2 Usage : Beam(Floor) Repetitive : No Spacing (in.) : 0.0 Max Defl : LL= L/360 TL = L/240 Composite Action : No 3.5 565 psi 3.5".555 psi I 14'3 UT I LOADS Project Design Loads:Floor.Live=40 psf, Dead=10 psf,•Roof.,Live=20 psf, Dead=17 psf. Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info 1 Span Carried(psf) 37 20 125% 0 0101, 14'3 1/2" 17'6"s.c.- 2 Uniform(plf) 110 0 100% 0 010" 14'3 1/2" 3 Span Carried(psf) 50 40 100% 0 0101, 14'3 1/2" 2'0"s.c.- Uniform(plf) 15 0 0 0 14'3 1/2" Self Weight *Dimensions measured from left end when span#is 0,otherwise, from left end of the specified span. SUPPORTS(Ibs) 1 2 Max R'n 3561 3561 Max 100% 286 286 Max 125% 1251 1251 Min R'n 2025 2025 Min 100% 286 286 Min 125% 1251 1251 DL R'n 2025 2025 Min Brg(in.) 1.80 1.80 [Based on bearing stress below] Brg Str(psi) 565 565 DESIGN Value Span X Group Allow LDF Ratio V(lbs) 2824 1 12'10" 71 13300 125% 0.21 M(ft-lbs) 12723 1 7'2" 71 44445 125% 0.29 LtRn(lbs) 3561 0 0101. 71 6921 100% 0.51 See Note#4 RtRn(lbs) 3561 0 14'4" 71 6921 100% 0.51 See Note#4 LLDefI(in.) 0.09 1 7'2" 71 0.48 U1845 TLDefl(in.) 0.22 1 7'2" 71 0.71 U796 USE: GPLAM 2.0E 1.75x16.00"2 Plies Grade, Depth,Plies selected by User G-P LAM tm Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required,use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Verify that load is applied at top or equally from both sides. 9.Nail plies together with 16d nails @ 12"o%along top and bottom edges and thru center.Nail from alternate faces,2"from edges. 10. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 11.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%,50=D+133%,60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133Y./2, 100=D+100%+1155/./2+133%, 110=D+Commercial Ld(100%) 12. Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL 0 for DL). Paap 1 of 1 LUMBER UNLIMITED TONY BEAVOR 3 Oct 2001 2:06 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546B3.FBD Information : ADAMS Mark# : Beam - Floor Desc : BM-3 Usage : Beam(Floor) Repetitive : No Spacing (in.) : 0.0 Max Defl : LL= L/360 TL= L/240 Composite Action : No 11.0",750 psi 4.0",750 psi 13'0" LOADS Project Design Loads:Floor:Live=40 psf,Dead=10 psf;Roof.,Live=20 psf, Dead=17 psf. Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info 1 Span Carried(psf) 37 20 125% 0 010.1 13'0" 21'4"s.c.- 2 Uniform(plf) 110 0 100% 0 010" 13'0" 3 Span Carried(psf) 50 40 100% 0 0101, 13'0" 21'4"s.c.- 4 Concentrated(lbs) 1115 892 100% 0 12-6" Uniform(plf) 15 0 0 0 13'0" Self Weight *Dimensions measured from left end when span#is 0 otherwise, from left end of the specified span. SUPPORTS(Ibs) 1 2 Max R'n 6885 7914 Max 100% 2808 3631 Max 125% 1387 1387 Min R'n 2690 2896 Min 100% 2808 3631 Min 125% 1387 1387 DL R'n 2690 2896 Min Brg(in.) 2.62 3.01 [Based on bearing stress below] Brg Str(psi) 750 750 DESIGN Value Span X Group Allow LDF Ratio V(lbs) 5220 1 11-6" 71 13300 125% 0.39 M(ft-lbs) 22510 1 6-8- 71 44445 125% 0.51 LtRn(lbs) 6885 0 0.01. 71 28875 100% 0.24 See Note#4 RtRn(lbs) 7914 0 13'0" 71 10500 100% 0.75 See Note#4 LLDefl(in.) 0.20 1 6'8" 71 0.43 U789 TLDefl(in.) 0.32 1 6'8" 71 0.65 U482 USE: GPLAM 2.0E 1.75x16.00" 2 Plies Grade, Depth, Plies selected by User G-P LAM tm Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads$duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore,when reaction values are required,use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Verify that load is applied at top or equally from both sides. 9.Nail plies together with 16d nails @ 12"o/c along top and bottom edges and thru center.Nail from alternate faces, 2"from edges. 10.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 11.Load Combinations: 10=D,20=D+100%,30=D+115%,40=D+125%, 50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133%/2, 100=D+100%+115%./2+133%, 110=D+Commercial Ld(100%) 12 Group=Load Combination Number+Load Pattern number.(For simple span Load pattern=1 for LL, 0 for DL). paap 1 of 1 LUMBER UNLIMITED TONY BEAVOR 3 Oct 2001 2:01 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam®Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546B4.FBD Information : ADAMS Mark# : Beam -Floor Desc : BM-4 Usage : Beam(Floor) Repetitive : No Spacing (in.) : 0.0 Max Defl : LL=L1360 TL= L/240 Composite Action : No 3.5",565 psi 3.5",565 psi I 7'4" — l LOADS Project Design Loads:Floor:Live=40 psf, Dead=10 psf,Roof:Live=20 psf, Dead=17 psf. Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info 1 Span Carried(psf) 37 20 125% 0 0101, 7'4" TO"s.c.- 2 Uniform(plf) 110 0 100% 0 010" 7-4" 3 Span Carried(psf) 50 40 100% 0 0101, 7'4" 2'0"s.c.- Uniform(plf) 15 0 0 0 7-4" Self Weight *Dimensions measured from left end when span#is 0, otherwise,from left end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 1115 1115 Max 100% 147 147 Max 125% 257 257 Min R'n 712 712 Min 100% 147 147 Min 125% 257 257 DL R'n 712 712 Min Brg(in.) 1.50 1.50 [Based on bearing stress below] Brg Str(ps1) 565 565 DESIGN Value Span X Group Allow LDF Ratio V(lbs) 665 1 1'6" 71 13300 125% 0.05 M(ft-lbs) 2044 1 3'8" 71 44445 125% 0.05 LtRn(lbs) 1115 0 0101, 71 6921 100% 0.16 See Note#4 RtRn(lbs) 1115 0 7'4" 71 6921 100% 0.16 See Note#4 LLDefl(in.) 0.00 1 3'8" 71 0.24 U20069 TLDefl(in.) 0.01 1 3-8" 71 0.37 U7260 USE: GPLAM 2.0E 1.75x16.00"2 Plies Grade,Depth,Plies selected by User G-P LAM tm Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads 8 duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required, use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Verify that load is applied at top or equally from both sides. 9.Nail plies together with 16d nails @ 12"o/c along top and bottom edges and thru center. Nail from alternate faces, 2"from edges. 10. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 11.Load Combinations:10=D, 20=D+100%,30=D+115%,40=D+125%, 50=D+133%, 60=D+100%+115%, 70=D+100%+125% ,80=D+100%+133%, 90=D+100%+115%+133Y.12, 100=D+100%+115%.12+133%, 110=D+Commercial Ld(100%) 12. Group=Load Combination Number+Load Pattern number.(For simple span,Load pattern=1 for LL,0 for DL). Paaa 1 of 1 LUMBER UNLIMITED TONY BEA VOR 3 Oct 2001 2:07 pm P.O.BOX 12267 2175 Q.18th ST. , JACKSONVILLE, FL. 32209- (904)356-5440 FASTBeam@ Engineering Analysis @ 1996-2001 Georgia-Pacific Corporation Version: 3.2 Build: 3.2.2.3 Project : 8546B5.FBD Information : ADAMS Mark# : Beam - Floor Desc : BM-5 Usage : Beam(Floor) Repetitive : No Spacing (in.) : 0.0 Max Defl : LL = L/360 TL= L/240 Composite Action : No 3.5",565 psi 3.5" 565 psi ,9„ LOADS Project Design Loads:Floor:Live=40 psf, Dead=10 psf,- Live+Dead Ld(T) Live Ld(L) LDF Location* # Shape @Start @End @Start @End Span# Starts Ends Additional Info 1 Span Carried(psf) 50 40 100% 0 010. 7'8" 11'0"S.C.- Uniform(plf) 15 0 0 0 7'8" Self Weight *Dimensions measured from left end when span#is 0,otherwise, from left end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 1110 1110 Max 100% 843 843 Min R'n 267 267 Min 100% 843 843 DL R'n 267 267 Min Brg(in.) 1.50 1.50 [Based on bearing stress below] Brg Str(psi) 565 565 DESIGN Value Span X Group Allow LDF Ratio V(lbs) 682 1 1'6" 21 10640 100% 0.06 M(ft-lbs) 2128 1 3'10" 21 35556 100% 0.06 LtRn(lbs) 1110 0 0101, 21 6921 100% 0.16 See Note#4 RtRn(lbs) 1110 0 7'8" 21 6921 100% 0.16 See Note#4 LLDefI(in.) 0.01 1 3-10" 21 0.26 U9040 TLDefI(in.) 0.01 1 3'10" 21 0.38 U6868 USE. GPLAM 2.0E 1.75x16.00" 2 Plies Grade, Depth,Plies selected by User G-P LAM tm Georgia-Pacific Corp. NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide lateral support at the bearing location nearest each end of the member. Continuous lateral support required for compression edge. 3.Design valid for dry use only. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore, when reaction values are required,use Max R'n from 'Supports'section above. 5.Bearing length based on design material;support material capacity shall be verified(by others). 6. When required by the building code,a registered design professional or building official should verify the input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. 8. Verify that load is applied at top or equally from both sides. 9.Nail plies together with 16d nails @ 12"o/c along top and bottom edges and thru center. Nail from alternate faces,2"from edges. 10. Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 11.Load Combinations: 10=A 20=D+100%,30=D+115%,40=D+125%, 50=D+133%,60=D+100%+115%, 70=D+100%+125% , 80=D+100%+133%, 90=D+100%+115%+133%✓2, 100=D+100%+115%✓2+133%, 110=D+Commercial Ld(100%) 12. Group=Load Combination Number+Load Pattern number.(For simple span,Load pattern=1 for LL 0 for DL). Paco 1 nf 1 r --------------------------------------------------------- SUPPORT REPORT JOB DESCRIPTION: 85468 WIND CODE: CURRENT SBCCI WIND MPH: 110 BLDG TYPE: CLOSED -------------------------------- TRUSS TRUSS SUPPORT SUPPORT BEARING BEARING REACT. REACT. MAX WIND DESC SPAN-ft SIZE-in. TYPE XLOC-ft. YLOC-ft. MAX.+# MAX.-# UPLFT. -# E35 13.667 5 . 500 WALL 0.000 19. 583 347 -440 E35 13.667 3 .000 LUS24 13.417 19. 583 336 -421 ------------------------------------------------------------------------------- E36(3PLY 21.000 5 . 500 WALL 0.000 19. 583 5653 -8088 E36(3PLY 21.000 5 . 500 WALL 20. 542 19. 583 3311 -4737 ------------------------------------------------------------------------------- E37 21.000 5. 500 WALL 0.000 19. 583 525 -641 E37 21.000 5. 500 WALL 20. 542 19. 583 525 -641 ------------------------------------------------------------------------------- E38 21.000 5 . 500 WALL 0.000 19. 583 525 -643 E38 21.000 5. 500 WALL 20. 542 19. 583 525 -643 ------------------------------------------------------------------------------- E39 21.000 5 . 500 WALL 0.000 19. 583 1038 -1471 E39 21.000 5 . 500 WALL 20. 542 19. 583 1038 -1471 ------------------------------------------------------------------------------- EJ40 7.000 5 . 500 WALL 0.000 19. 583 181 -206 EJ40 7.000 1. 500 NAILED 7.000 19. 583 25 -180 EJ40 7.000 1. 500 NAILED 7.000 22.701 145 -234 ------------------------------------------------------------------------------- HJ41 DB 9.899 7.778 WALL 0.000 19. 583 196 -490 H341 DB 9.899 1. 500 NAILED 9.899 19. 583 199 -492 HJ41 DB 9.899 1. 500 NAILED 9.899 22.695 192 -482 ------------------------------------------------------------------------------- CJ42 2L 5.037 5 . 500 WALL 0.000 19. 583 132 -180 CJ42 2L 5.037 1. 500 NAILED 5 .037 19. 583 17 -180 042 2L 5 .037 1. 500 NAILED 5 .037 21.883 104 -180 ------------------------------------------------------------------------------- CJ43 2L 3.037 5 . 500 WALL 0.000 19. 583 82 -180 CJ43 2L 3.037 1. 500 NAILED 3.037 19. 583 9 -180 CJ43 2L 3.037 1. 500 NAILED 3.037 21.050 62 -180 ------------------------------------------------------------------------------- CJ44 2L 1.037 5 . 500 WALL 0.000 19. 583 33 -180 C344 2L 1.037 1. 500 NAILED 1.037 19. 583 2 -180 CJ44 2L 1.037 1. 500 NAILED 1.037 20.217 17 -180 ------------------------------------------------------------------------------- (8546B-MICHAEL ADAMS L1711 OG - E35 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 22.29 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 2.0 PSF, WIND BC DL = 1.0 PSF. WEBS 2x4 SP #3 H = RECOMMENDED CONNECTION BASED ON MANUFACTURER TESTED DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. CAPACITIES AND NAIL CALCULATIONS. CONDITIONS MAY EXIST THAT REQUIRE DIFFERENT CONNECTIONS THAN INDICATED. REFER TO *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY MANUFACTURER PUBLICATION FOR ADDITIONAL INFORMATION. ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. W4X4 15 * W4X4 W1.5X4 5 1- 3-6-14 0-6 3 19-7-0 F W3X7 = W2X6 III W2X6(B2) 10-6-0 _I_ 3-2-0 _I fE 13-8-0 Over 2 Supports J R=458 U=440 W=5.5" R=444 U=421 ( E35) PLT TYP. Wave TPI-95 Design Criteria: TPI STD 19.5c QTY:7 FL/-/4/-/E/-/- Scale —WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 20.0 P S F R E F R235-21883 BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TEL (TRUSS PLATE INSTITUTE, 583 D'0NOFRIO DR., SUITE 2Do, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO / PERF OftMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, T0P f,NORD SHALL HAVE PROPERLY ATTAC NED '`G1. r/ T C DL 3.0 P S F DATE 10/05/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL NAVE A PROPERLY ATTACHED RIGID CEILING. V4`• ,,,RU IMPORTANT*A FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CON iR ACTOR. ALPINE ENGINEERED nt IFIL ti BC DL 10.0 P S F D R W HCUSR235 01278363 PRODOC TS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO ....... •.... •• • BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND t ALPINEBRACING OF TRUSSES. HIS DESIGN CONFORMS WITH APPLICABLE PROV[STONS OF NOS (NATIONAL DESIGN f _,� BC LL 0.0 PSF HC ENG /MMA SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE ✓< CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALY. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO Si: Q"+ T 0 T.L D. 3 3.0 P S F S E Q N - 20060 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER { • h'• P�•-yvF� DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE Of PROFESSIONAL ENGINEERING }��J`.•••.� �RVQ,. \� Q D U R FAC. 1.25 FR0M A M B Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUL TAB IL ITY AND USE OF THIS t. r�. Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THF. RESPONSIBILITY OF THE BUILDING DESIGNER, PER hJ'��."• (�••C� SPACING SEE ABOVE FL Certificate of Authorization#567 ANSI/TPI 1.1995 SECTION 2. QCt a�YM•� (85468-MICHAEL ADAMS L/711 OG - E36(3PLY) ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #1 Dense 3 Complete Trusses Required BOT CHORD 2x8 SP #1 Dense WEBS 2x4 SP #3 NAILING SCHEDULE: (0.1310.0_g_nails) SPECIAL LOADS TOP CHORD: 1 ROW @ 12" o.c. ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) BOT CHORD: 1 ROW @ 4" o.c. TC From 46 PLF at 0.00 to 46 PLF at 21.00 WEBS : 1 ROW @ 4" o.c. BC From 20 PLF at 0.00 to 20 PLF at 21.00 REPEAT NAILING AS EACH LAYER IS APPLIED. USE EQUAL SPACING BC 7914 LB Conc. Load at 7.50 BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. 110 MPH WIND, 22.29 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED THE BUILDING DESIGNER SHALL EVALUATE AND APPROVE LOAD MAGNITUDES ANYWHERE IN ROOF, WIND TC DL = 2.0 PSF, WIND BC DL = 1.0 PSF. AND LOCATIONS AS SHOWN ("SPECIAL LOADS".) TRUSS ENGINEER AND FABRICATOR ARE NOT RESPONSIBLE FOR LOAD MAGNITUDES AND LOCATIONS. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. W4X10 = W5X6 * * W5X6 W2.5X4 * 5 W2.5X4 W4X8(A1) = * W4X8(Al) 0-6-3 0-6-3 � � gk 19-7-0 W2X4 III WH10(R) III W10X10 = W6X10(R) III W2X4 III L 10-6-0 _1_ 10-6-0 _I fE 21-0-0 Over 2 Supports R=5813 U=8088 W=5.5" R=3487 U=4737 W=5.5" ( E36(3PLY)) PLT TYP. Wave TPI-95 Design Criteria: TPI STD 19.5C QTY:1 FL/-/4/-/E/-/- Scale =.3125" Ft. **WARNING*" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALL.ING AND —T T C ILL 2 0.0 P S F R E F R 2 3 5--21884 BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INST]TOTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), fOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, T0P CHORD SHALL HAVE PROPERLY ATTACHED TC DL 3.0 P S F DATE 10/05/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. �v ..••••..'�//_ B C D L 10.0 P S F D R W HCUSR235 DI278364 '*IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEEREDt •/ PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO `�'SJIF11 •���+y =" �+` ,'fes BUILD THE TRUSSES IN CONFORMANCE WITH TPI;RM SOR FABRICATING, HANDLING, SHIPPING, INSTALLING ANDISI V B C L L 0.0 P S F HC-ENG /MMA ALPINE SPECIFICATIONBRACING OF U PUBLISHEDTBY STOHE S AMEIG NR AN F OR E S TTAN DP P A P El ASSOCIIATION)SAND TPI.(N AL P ATIOI NEL DESIGN x } CONNECTORS ARE MADE OF 20GA ASTM A613 GR40 GALV, STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO =9 l: .hi y�� T 0 T.L D. 33.0 P S F S E Q N - 20065 EACH FACE OF TRUSS, AND UNLESS OTHERWISE IF ON THIS DE Sf GN, POSITION CONNECTORS PER .,� Mr DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING �� F1 p�aP;' D U R FAC. 1.2 5 F R 0 M A M B Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS t S i�� I1atIlESCity,FL 33$44 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER OCttRQ�I SPACING SEE ABOVE FL Certificate ofAuttlorization#567 ANSI/TPI 1-1995 SECTION 2. ""'���yyy 4Yf (85468-MICHAEL ADAMS L/7/1 OG - E37 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ; TOP CHORD 2x4 SP #2 110 MPH WIND, 22.29 FT MEAN HGT, SBC, ENCLOSED BLDG, NOT LOCATED BOT CHORD 2x4 SP #2 WITHIN 8.50 FT FROM ROOF EDGE. WIND TC DL = 2.0 PSF, WIND BC DL = WEBS 2x4 SP #3 1.0 PSF. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. W04 W1.5X3 * W1.5X3 5 1-- 0-6-3 —0-6-3 0-6-3 �19-7-0 W2X6(B2) = W5X6= W2X6(B2) L 10-6-0 I 10-6-0 I fE 21-0-0 Over 2 Supports J R=693 U=641 W=5.5" R=693 U=641 W=5.5" PLT TYP. Wave TPI-95 Desi gnECriteria: TPI STD _ 19.5c OTY:2 FL/-/4/-/E/-/- Scale =.3125" Ft. *BRAING,E,REFERRUSSES TO HIFBREQUIRE1 (HANDLING INSTALLINCARE IN GANDCBRACING)H)HANDLING, NISHED BY TPI IN(TRUSISING PLATIEU TC LL 20.0 PSF REF R235--21885 INSTITUTE, 583 D'ONOF RIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED TC DL 3.0 PSF DATE 10/05/01 STRUCTURAL PANELS, BD TTOM CHORD SHALL HAVE A PROPE REY ATTACHED RIGID CEILING. v ,.••.,"��,ds_ `*IMPORTANT'* FURNISH A COPY.OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED ';�� %� BC DL 10.0 P S F D R W HCUSR235 01278365 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO )� BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING wND ± B C L L O.O P S F FIC-ENG MMA ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS W[TH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN _ SVECIFICATI ON PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE t • ' 2 CONNECTORS ARE MACE OF 20CA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO s 9 l!,,Q TOT.L D. 33.0 P S F S E O N - 20067 DRAWEA CHINGSE160 AR Z.USS, ATHEU SEAL S ONTTHIISIDRAWIINGLOCATINDED UICATE SS ACU CEP TANCE F GPO I N PROFEOSSIONAONNECI R ENGINEERING® •�• P=�V #s*1p?.• DUR.FAC. 1.25 FROM AMB Alpine Engineered Products,Inc. RESPONSIBIf ITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS IlamesCity,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER OCt SPACING SEE ABOVE FL Certificate of Authorization#567 ANSI/TPI 1-1995 SECTION 2. �. (85468-MICHAEL ADAMS L/7/1 OG - E38 ) THIS DWG PREPARED FROM COMPUTER INPUT (1DADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 21.98 FT MEAN HGT, SBC, ENCLOSED BLDG, NOT LOCATED BOT CHORD 2x4 SP #2 WITHIN 8.50 FT FROM ROOF EDGE. WIND TC OL = 2.0 PSF, WIND BC DL = WEBS 2x4 SP #3 1.0 PSF. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. W4X4= W4X6 * W1.5X3 L — �W1.5X3 * 5F5 * * 0-6-3 0-6-3 � Ij �19-7-0 W2X6(B2) W5X6= W2.5X4 = W2X6( 2) 9-0-0 I 3-0-0 I 9-0-0 J fE 21-0-0 Over 2 Supports R=693 U=643 W=5.5" R=693 U=643 W=5.5" PLT TYP. Wave TPI-95 Design ECBr)iteria: TPI STD 19.5c� QTY:l FL 4 E/- Scale =.3125" Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 2 0.0 P S F R E F R 2 3 5--21886 BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, T0P CHORD SHALL HAVE PROPERLY ATTACHED T C D L 3.0 P S F DATE 10/05/01 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ��.L �• **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED V•.'tt•••�� BC DL 10.0 P S F D R W HCUSR235 01278366 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION Fft OM THIS DESIGN; ANY FAILURE TO �Q`�� BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND 1�-Cj' ,/ (�` B C L L Q.Q P S F H C-ENG MMA ALPINEBRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN ;' i �y(/ / SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE ,a7•'',/'/� F� I TOT.L D. 33.0 P S F S E Q N - 20069 CONNECTORS ARE MADE OF 206A ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO Z�: ^C �� EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ; n U! �L, DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING , VJ'.SIC(^p1Q�:• /' D U R.F A C. 1.25 FR0M A M B Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS s •.• TlamesCLty,Fl, 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER Oct EN A SPACING SEE ABOVE FLCertiicateot"AuthorizanOn#567 ANSI(TP1 1-1995 SECTION 2. '4. (85468-MICHAEL ADAMS L/7/1 OG - E39 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. a TOP CHORD 2x4 SP #2 110 MPH WIND, 21.56 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 2.0 PSF, WIND BC DL = 1.0 PSF. WEBS 2x4 SP #3 #1 HIP SUPPORTS 7-0-0 JACKS WITH NO WEBS. DEFLECTION MEETS L1240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. W05= W2.5X4 = W4X5 0-6-3 * 0-6-3 �19-7-0 W3X7 (B2) W5X4= W3X4= W3X7 (B2) 7-0-0 I 7-0-0 I 7-0-0 _I 21-0-0 Over 2 Supports j R=1371 U=1471 W=5.5" R=1371 U=1471 W=5.5" PLT TYP. Wave TPI-95 DesignECr)iteria: TPI STD 19.5C _ OTY:1 FL/-/4/-/E/-/- Scale =.3125" Ft. —WAR NING*-" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND � T C L L 20.0 P S F R E F R235--21887 BRACING. REFER TO BIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D.ONOFRIO DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO _.poww"h TC DL 3.O PSF DATE 10/05/01 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED /�'t f STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. _ *'IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED n"F�� •••'Y BC DL 10.0 PSF DRW HCUSR235 01278372 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO : •••• ••• ��1 BUILD THE TRUSSES IN CONFORMANCE WITH TPI; UR FABRICATING, HANDLING, SHIPPING, INSTALLING AND C�' BC ILL 0.0 P S F HC -ENG /MMA 7A L P I N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPL[CAB LE PROVISIONS OF NDS (NATIONAL DESIGN I = SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO i y:� q. TOT.L D. 33.0 P S F S E O N - 20071 DRAWINGEACH FA 160 ARZ.USS. ATDHEUSE AL NITEOTHERWISE IDRAW IO NGTINDED OI LATE SS ACCE PT ANCE OOF TPROFEION OS SNON AOL RE NGINEERI NGPER C/� "C p �:% Alpin Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS 1� �R '�\a D U R.FAC. 1.2 5 FROM A M B Haines City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER O �`� SPACING S E E A B O V E FLCertifcateofAuthorizationtl567 ANSI/TPI 1 1995 SECTION 2. t;t �9Q k (8546B-MICHAEL ADAMS L/7/1 OG - CJ43 2L 2R ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 110 MPH WIND, 20.73 FT MEAN HGT, SBC, ENCLOSED BLDG, NOT LOCATED BOT CHORD 2x4 SP #2 WITHIN 4.50 FT FROM ROOF EDGE. WIND TC DL = 2.0 PSF, WIND BC DL = 1.0 PSF. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. 5f 21-0-10 * R=62 U=180 1-9-6 0-6-3 19-7-0 R=30 U=180 W2X6(B2) 13-1-3—� 3-0-7 Over 3 Supports R=108 U=180 W=5.5" ( CJ43 2L 2R) PLT TYP. Wave TPI-95 Design Criteria: TPI STD 19.50 QTY:4 FL/-/4/-/E/-/- Scale —WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 20.0 P S F R E F R 2 3 5--21891 BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D' 10 DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO -�C D L 3•0 P S F DATE 1 Q 0 5 Q 1 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED /-`+�y1 STRUCTURAL PANE IF BUTT OM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED nn� B C DL 10.0 P S F D R W HCUSR235 01278370 PRODUCTS, INC.. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO • I BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND { fill + B C L L 0.0 P PSF N C-E N G MMA E�Z ALPINE BRAC,ING Of TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN = • t / SPECIFICATION PUBLISHED by THE AMERICAN FOREST AND PAPER ASSOCIATION) ANO TPI. ALPINE F CONNECTORS ARE MADE OF 2OGA ASTM A653 GR40 GALV. STEEL, E%CEPT AS NOTED. APPLY CONNECTORS TO 1'P; `Q, TOT.L D. 33.0 P S F S E Q N - 20079 EACH FACE OF TRUSS, AND UNLESS OTHERNI SE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER V DRAWINGS 160 A-Z. THE SEAS ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING /�%,F MID,•S�7 D U R•FAC• 1.2�j FROM A M B Alpine Engineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS T N �• c P 1l9. City,FL 33844 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER O C ��°@ [.� S P A C I N G S E E ABOVE FL Certificate of AuthorizationH567 ANSI/TPI 1 1995 SECTION z. ���"���� (85468-MICHAEL ADAMS L/7/1 OG - CJ44 2L 2R ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. t ffi TOP CHORD 2x4 SP #2 110 MPH .BIND, 20.32 FT MEAN HGT, SBC, ENCLOSED BLDG, LOCATED BOT CHORD 2x4 SP #2 ANYWHERE IN ROOF, WIND TC DL = 2.0 PSF, WIND BC DL = 1.0 PSF. DEFLECTION MEETS L1240.00 LIVE AND LJ180.00 TOTAL LOAD. *THE TOP CHORD OF THIS TRUSS SHALL BE BRACED WITH PROPERLY ATTAHCED TRUSSES AT 24" O.C. IN LIEU OF PLYWOOD SHEATHING. 5 F— A- * 2-10 0-6-3 sl 0 11-68=1 0=120 80 —� 19-7-0 R=1100180 W2X6(B2) Q 1-3J 1-0-7 Over 3_Supports R=46 U=180 W=5.5" ( CJ44 2L 2R) PLT TYP, Wave TPI-95 Design Criteria: TPI STD _ 19.~,c OTY:4 FL/-/4/-/E/-/- Scale —WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND T C L L 20.0 P S F R E F R235--21892 BRACING. REFER TO HIB 91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, HES D UNOFRIOCTION DR., SUITE 200, MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR fO _..�rtn, TC DL 3.0 PSF DATE 10/05/0 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATT ACII ED ,�1/,�`'f� _ STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. I { V �'� -IMPORTANT- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ALPINE ENGINEERED ! '• B C D L 2.O P S F D R W HCUSR235 n' PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO /jry •Q\j•• �',••�,j BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND B C L L 10.0 P S F HC-ENG ALPINEBRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPIICABLE PROVISIONS OF NDS (NATIONAL DESIGN Z t 82 SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE _ CONNECTORS ARE MADE OF 2OGA ASTM A653 GR4O GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS 1`(1 F /u T O T,L D, 35.0 P S F S E O N 7� EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER ��• VT DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING ���' �JOHIaP?y� D U R.FAC. 1.25 M me agineered Products,Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUI fABILIfY AND USE OF THIS i S�••. .• �\ Ha1n6S City FL 33844 COMPONENT FUR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER O C `!1 ��@ Ee1G. SPACING S E E A 8 0 V FLCectihwteofAuthorizUtiontt567 ANSI/TPI 11995 SECTION 2. _-k�� Ny