Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
1946 Sevilla Blvd W (vault)
PERMIT WORKSHEET Certificate of Occupancy Job Address: Type Work: 5c �� Property Owner: Phone # Contractor: Li Phone # Permit#: 05- Z Date Issued: Tree Permit# Foundation Permit# Demolition Permit# BUILDING ELECTRIC MECHANICAL PLUMBING Temp.Power# Footing JEA Release Date Temp. Power Slab Letter Rec'd. Underslab Tie Beam Temp Pole # Lintel JEA Release Gas Piping Date Nailing/ Water/ Sheathing Sewer Rough/ Framing Rough Rough Topout Insulation JEA Release Date Building /Inn 1 Electric Mechanical Plumbingn Final �W '`', Final Final ''" Final v "' JEA Release Date Drainage Inspection: Pool Permit# Inspections: Steel Final Elec./Grounding Final Roofing Permit# Inspect: Nailing/Sheathing Final Fire Inspection: ■ Failed Inspections: Date Paid: I J 90 CITY OF ATLANTIC BEACH i f 800 SEMINOLE ROAD r ATLANTIC BEACH, FLORIDA 32233 INSPECTION PHONE LINE 247-5826 Application Number . . . . . 05-00030055 Date 4/07/05 Property Address . . . . . . 1946 W SEVILLA BLVD Tenant nbr, name . . . . . . WIRE SCREEN ENCLOSURE Application description . . . ELECTRIC ONLY Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 0 Owner Contractor - ------------------------ ----------------------- OURSLER, DAVID COLONIAL ELECTRIC CORPORATION 523 ELLIS ROAD S JACKSONVILLE FL 32254 (904) 783-0052 ---------------------------------------------------------------------------- Permit . . . . . . ELECTRICAL PERMIT Additional desc . . Permit Fee . . . . 70 . 00 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 70 . 00 70 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Grand Total 70 . 00 70 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. BUILDING OFFICIAL x --05 05 11 : 20a City of Atlantic Beach Bu 904-247-5845 P �'l r CITY OF ATLANTIC BEACH r ELECTRICAL PERMIT APPLICATION Date: Property Address: v --- ------ --- Owner: Telephone#: Telephone 4-. -) Contractor:Co kpr. o. \ — Contractor Address: S� 3 5 �l ' * Fax#: In consideration of permit given for doing the work as described in the above statement,we hereby agree to perl�lrm said work in accordance with the attached plans and specifications which are a part hereof and in accordance with the Cite of Atlantic Beach ordinance and standards of gpod practice listed therein.ype• ti other construction is Building: BuildingT O Trailer Service: I ❑ New being done on this building Li New Residence ❑ Temp. or site,list the building '* Old ❑ Commercial ❑ ❑ Increase Signs Permit number' C1 Re-wire ❑ Addition Sq.Ft. ❑ Repair -- I Conductor Size: AMPS: COPPER AL1 �I --IlCF Switch or VOLT 11'A't Breaker AMPS PH W --- RACE Existing Service Size AMPS PH W VOLT WAY Feeders: NO. SIZE NO SIZE NO SIZE Lighting Outlets I ! CONCEALED At OPEN ---------- Receptacles CONCEALED OPEN Switches - i Incandescent — - Fluorescent & M.V. -� o.loo Avtrs OVER BELL Fixed Appliances ! TR4NSFER. Air H.P.RATING H.P.RATING CE1LI?�G KN-HEAT Conditioning COMP.MOTOR ! OTHER MOTORS AMPS HEAT Motors 0-1 H.P. VOLTAGE PH NO. OVER 1 H.P. PNS OOV OVE.6o NO. EKVA NO. KVA Transformers ----- No.Neon Transf. Ea.-Sign �- Miscellaneous L��J t ( � C�Z ���( � T �,-� L"• - - - -- --'I' 800 Seminole Road•Atlantic Beach,Florida 32233-5445 Phone:(904)247-5800 o Fax: (904)247-5845• http:llwww.ci.atlantic-beach.11.I's RECEIVED y` f CITY OF ATLANTIC BEACH r r� BUIi_.DING 8 ZONING CITY OF ATLANTIC BEACH JAN 10 2005 f BUILDING PERMIT APPLICATION, (ALTERATIONS/ADDITIONS) BY: D 4P _ Job Address: l qlf(l Seu b l2 K IAI Owner of Property: �l t li j Ails lfr Address: 1Q q L1 A f 1 9d i a. By 1k) c 1 lnL1C J3Telephone: Legal Description: Block Number: Lot Number: 38 Zoning District: Sege ((0_- Contractor: State License Number:�j062 �{-7 .z Contractor's Address: y Telephone: Fax: /3 ' �11 Sb Describe proposed use and work to be done: ( 0!1'1 Present use of land or building(s): ODe- 1 Pa.4io Valuation of proposed construction: What are the dimensions of the added space: IZ feet x_ 7 feet Will the added area be heated and cooled? ND New electrical or increase in service? e, s Add plumbing fixtures? Add fireplace? 0 Add heating/air conditioning?�_ Is approval of Homeowner's Association or other private entity required? If yes, please submit with this application. Will t project involve changes in elevation,site grade or any use of fill material or the removal of any trees? NO. Applicant certifies that no change in site grade or fill material will be used on this project. 7s, See Step 2 below. Approval of the Public Works Department is required prior to issuance of a Building Permit. NO. Applicant certifies that no trees will be removed for this project. ❑ YES. Removal of Trees will be required for this project. TREE REMOVAL PERMIT IS REQUIRED. Tree Removal Permits t6 be reviewed by the Tree Conservation Board,which meets two times each month. Procedure: In order to expedite issuance of permits, please follow all steps and provide all information as appro rp iate. Incomplete applications may result in delay in issuance of permit. STEP 1. Verify zoning designation and proper setbacks for the proposed construction. If you are unsure of this information, please contact the Planning and Zoning Department at 904-247-5826. In order to correctly verify zoning designation, please have Property Appraiser's Real Estate Number available. STEP 2. Contact the City of Atlantic Beach Department of Public Works to determine if a pre-construction or post-construction topographical survey or grading plan is required. (If not required, written verification must be provided with this application.) The Department of Public Works is located at: 1200 Sandpiper Lane,Atlantic Beach, FL 32233 Telephone:(904)247-5834 STEP 3. Submit Tree Removal Application if trees are to be removed or relocated. STEP 4. Please submit Building Permit Application, Energy Code Forms, Notice of Commencement, Owner/Contractor Affidavit if owner is contractor.and four(4)complete sets of construction plans to the Building Department,which is located at the Atlantic Beach City Hall, 800 Seminole Road,Atlantic Beach,FL 32233 Telephone:(904)247-5826 800 Seminole Road • Atlantic Beach, Florida 32233-5445 Page 1 Telephone: (904)247-5800 • Fax: (904)247-5845 • http://www.ci.atlantic-beach.fl.us Revised 1/14/03 In addition to construction and engineering detail, plans must contain the following information as appropriate for the type of work being performed. Scale of drawings should be sufficient to depict all required information in a clear and legible manner. 1. Current survev showing the property boundary with bearings and distances and the legal description. 2. Location of all structures,temporary and permanent,including setbacks,building height,number of stories and square footage. Identify any existing structures and uses. 3. If required by the Department of Public Works.a pre-construction topographical survey. 4. Any significant environmental features,including any jurisdictional wetlands,CCCL, natural water bodies. 5. Impervious Surface area calculations: include driveways, sidewalks, patios and other Impervious Surfaces. Swimming pools may be excluded from total Impervious Surface. 6. Other information as may be appropriate for individual applications. I hereby certify that all information provided with this application is correct. Signature of owner: 'J" ��G[�r�-('e.� Date: �4 Lo I herebv certifv 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 is contingent upon the above information being t e an ct and that the plans and supporting data have been or shall be provided as required. Signature of Contractor: Date: Address and contact infor i of person to receive all correspondence regarding this application (please print). Name: L, -E I Mailing Address:? -7 a S Telephone: 9 3(• b S�X D Fax: -731' S 7 � E-Mail: AS TO OWNER: Sworn to and subscribed before me this 4 day of `��nloa� 22004 State of Florida, County of Duval Tonya Claar Notary's Signature: t: Commission#DD297974 y, Expires:Apr 23,2008 OFFLO¢L` Bonded Thru 1:1_P nally known Atlantic Bonding Co.,Inc. Produced identification �{, n/- X Type of identification produced (Jllle� d u3UUt�-E AS TO CONTRACTOR: Sworn to and subscribed before me this 4 day of 20 04 State of Florida, County of Duval Notary's Signature: SPAY PUeG Tonga Claar ' °=COnlin1Ssion#DD297974 personally kno0 wn Expires:Apr 23,2008 produced identification 9'• Bonded Thru ❑ 'F of Atlantic Bonding Co.,Inc. Type of identification produced 800 Seminole Road • Atlantic Beach, Florida 32233-5445 Telephone: (904)247-5800 • Fax: (904)247-5845 . http://www.ci.atlantic-beach.fl.us Page 2 Revised 1/14/03 NOTICE OF COMMENCEMENT State of Tax Folio No. I L"I4(ea• D44S County of To Whom It May Concern: The undersigned hereby informs you that improvements will be made to certain real property, and in accordance with Section 713 of the Florida Statutes,the following information is stated in this NOTICE OF COMIVIENCENtENT. Legal description of property being improved: -Lo f 29 y e.ul I I (�, n ra P ;��� L4-IJ A Address of property being improved: t General description of improvements: Owner:—�13qofj 73arS k-(— Address: 19 4 Lt i1a, , Owner's interest in site of the :rr.provement: � d� Fee Simple Titleholder(if other than owner): Name: Address: Contractor: Address: Phone No: q iKT, S-sm Fax No: 73 j -1-2 SZ Surety (if any): Address: Amount of Bond 5 Phone No: Fax No: Name and address of any person making a loan for the construction of the improvements. Name: Address: Phone No: Fax No: Name of person within the State of Florida, other than himself, designated by owner upon whom notices or other documents may be served: Name: Address: Phone No: Fax No: In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in -. Section 713.06(2)(b), Florida Statues. (Fill in at Owner's option). Name: Address: Phone No: Fax No: Expiration date of Notice of Commencement (the expiration date is one(1) year from the date of recording unless a different date is ed s eeifi : P ) THIS SPACE FOR RECORDER'S USE ONLY WNER� SIaned: � FC1•e.i1� , Date: Before me this '—day of NC)Y• in the County Doc#2005012075, OR BK 12229 Page 1386 r')uval, State of Florida, has personally appeared Number Pages: 1 Filed& Recorded 01%10/2005 at 0210 PM :ar, Public at JIM FULLER CLERK CIRCUIT COURT DUVAL COUNTY commission expires:estate of Florida, County of Duval. _ (7 RECORDING$10.00 4 a •sonally Known: or )duce � n: �, .e' - a- *.' o _Commission#DD297974 ac2v�sYi. E xptres:Apr 23,2008 Bonded Thru Atlantic Bonding Co.,Inc. �L`1 v . „ J CITY OF ATLANTIC BEACH FLOOD PLAIN DEVELOPMENT INFORMATION Location: l q q(.e SO-OiL, • Type of Development: 6+ f jr,6n 206 0' Flood Zone: A 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 Acknowledgement: 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. Applicant's Signature: /Aj ,Z2 Cz r�r Date: Department Use: Required lowest floor elevation: As built lowest floor elevation: Survey filed with Building Department: Building Department Representative Revised 1/17/03 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 200` ELEVATION CERTIFICATE Important: Read the instructions on pages 1 -7. SECTION A-PROPERTY OWNER INFORMATION For lruuranceCompany Use: BUILDING OWNER'S NAME Policy Number William D.Oursler, Sr. and BemiceJ. Oursler _ BUILDING STREET ADDRESS(Including ApL,Unit,Suite,and/or Bldg.No.)OR P.O.ROUTE AND BOX NO. Company NA1C Number 1946 Sevilla Boulevard West CITY STATE ZIP CODE 32233 Atlantic Beach — - PROPERTY DESCRIPTION(Lot and Block Numbers,Tax Parcel Number,Legal Description,etc.,` Lot 38,Sevilla Gardens Unit Two BUILDING USE(e.g.,Residential,Non-'esidential,Addition,Accessory,etc. Use a Comments area,if necessary.) Residential - LATITUDE/LONGITUDE(OPTIONAL) HORIZONTAL DATUM: SOURCE: El GPS(Type): or ##. ❑ NAD 1927 ❑NAD 1983 ❑USGS Quad Map ❑Other. SECTION B-FLOOD INSURANCE RATE MAP(FIRM)INFORMATION .STATE 61.NFIP COMMUNrfY NAME&COMMUNITY NUMBER B2.COl1NT"NAME ! Atlantic Beads 120075 Duval ` B4.MAP AND PANEL ? B7.FIRM PANEL B9.BASE FLOOD ELEVATIONS BE ) NUMBER E15.SUFFIX B6.FIRM INDEX DATE 3 EFFECTNEIREVISED DATE I 88.FLOOD ZONE(S) (Zone AO,use depth of flooding) 120075,0001 D 4-17-92 4-15-92 AE 8.4' B10.Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in B9. ❑FIS Profile ®FIRM ❑Community Determined J Other(Describe): NAVD 1988 ❑Ot-ier(Describe): 311.Indicate the elevation datum used for the BFE in B9:®NGVD 1929 ( ) B12,is the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)? ❑Yes ❑No Designation Date= SECTION C-BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) C1.Building elevations are based on:❑Construction Drawings' ❑Building Under Construction' ®Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2.BuiidiN Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed-see pages 6 and 7. If no diagram accurately represents the building,provide a sketch or photograph) C3.Elevations-Zones Al-A30,AE,AH,A(with BFE),VE,V1 430,V(with BFE),AR,ARIA,ARAE,AR/A1-A30,ARIAH,ARIAO Complete Items C3:a-i below according to the building diagram specified in Item C2.State the datum used.If the datum is different from the datum used for the BFE in Section B,convert the datum to that used for the BFE.Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G,as appropriate,to document the datum conversion. Datum NGVD 29 Conversi(yn/Comments WA Elevation reference mark used NIA Does the elevation reference mark used appear on the FIRM? Yes ®No , Cia)Tap of bottom floor(including9. 4 ft.m basement or enclosure) ( ) Q b)Top of next higher floor N/A. _k.(m, m ❑c)Bottom of lowest horizontal structural member(V zones only) VA, ❑ d)Attached garage(top of slab) $. 6 ft.(m) w ❑ e)Lowest elevation of machinery and/or equipment 7.9ft.( >M) , servicing the building(Descibe in a Comments area) j ❑f Lowest adjacent(finished)grade(LAG) '.9 ft.(m) LI g)Highest adjacent(finished)grade(HAG) 8. 2 ft.(m, LI h)No.of permanent openings(flood vents)within 1 ft.above adjacent grade N/A A9 '03 i)Total area of all permanent openings(flood vents)in C3.h N/A sq.in.(sq.cm SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor,engineer,or architect authorized by law to certify elevation information. !certify that the information in Sections A, 8, and C on this certificate represents my hest efforts to interpret the data available. ection 1001. I understand that any false statement may be punishable by free or imprisonment under 18 U.S. Code,S CERTIFIERS NAME LICENSE NUMBER 4879 Michael J.Aiello — — - -- -- TITLE OMPANY NAME ACM Surveying,Inc Professional Surveyor and Mapper __-- -- IN STATE ZJP CODE ADDRESS Jacksonville FI 32204 2522 Oak S - DATE TELEPHONE SIGNAlTUJ 0 27-03 (904)389-5989 Ranlarpc all nravinu.,Priitions Cr—AAC^.+-•�� �� �^^"^^'7nn� CPP rP/P�cP ci/io in:^nPl}iYi:grin:^ z •d LB9aB-1;7z-1;10G auuie eSz =BO SO SO UeC Cc: i yL,,r CITY OF ATLANTIC BEACH D. rd J' f' BUILDING / ZONING DEPARTMENT �. Higgins !t S 800 Seminole Road S. oerr Atlantic Beach,Florida 32233 (904)247-5800 — (904)247-5845 Fax RECEIVED CITY OF ATLA.NT!- BEACH PLAN REVIEW COMMENTS JAN 10 2005 Permit Application # 05 - 296114 BY: I Property Address: 19'16 W StIJI�L A Fi 0 AVE V A RD Applicant: LI1`E1'INI� '�,NG1.b�u� � INC Project: U1g�01�1 5LR'��N RWO M This permit application has been: Approved Reviewed and the following items need attention: Please re-submit your ap ation when these items have been completed. Reviewed By: Date: RECEIVE 1) CITY CF ATLANTIC BEACH CITY OF ATLANTIC BEACH � JAN 1 0 2005 BUILDING PERMIT APPLICATION (ALTERATIONS/ADDITIONS) BY: Date: 114 Job Address: ��`'r'� 'Sew I.LL K 1A1 Owner of Property: bn t 11A [ J_o S l fc Address: IQ q )� Q ( )'I I Q.. &_1k)j�t..IC 13Telephone: o9 0 Legal Description: Block Number: Lot Number: 38 Zoning District: Se Jt (10, Contractor: State License Number: PMIL2 Pf7 l -Z Contractor's Address: Telephone: . S67D Fax: Describe proposed use and work to be done: (- 0(� Present use of land or building(s): ( rr7e-0 Pa.4(0 Valuation of proposed construction: What are the dimensions of the added space: feet x feet Will the added area be heated and cooled? NO �/ A , New electrical or increase in service? ei _ Add plumbing fixtures? _ Add fireplace? IV 0 Add heating/air conditioning? Q� Is approval of Homeowner's Association or other private entity required? If yes, please submit with this application. Will t project involve changes in elevation, site grade or any use of fill material or the removal of any trees? NO. Applicant certifies that no change in site grade or fill material will be used on this project. 0, 0 SSee Step 2 below. Approval of the Public Works Department is required prior to issuance of a Building Permit. . Applicant certifies that no trees will be removed for this project. ❑ YES. Removal of Trees will be required for this project. TREE REMOVAL PERtMIT IS REQUIRED. Tree Removal Permits tD be reviewed by the Tree Conservation Board, which meets two times each month. Procedure: In order to expedite issuance of permits, please follow all steps and provide all information as appro rp iate. Incomplete applications may result in delay in issuance of permit. STEP 1. Verify zoning designation and proper setbacks for the proposed construction. it you are unsure of this information, please contact the Planning and Zoning Department at 904-247-5826. In order to correctly verify zoning designation, please have Property Appraiser's Real Estate Number available. STEP 2. Contact the City of Atlantic Beach Department of Public Works to determine if a pre-construction or post-construction topographical survey or grading plan is required. (If not required. written verification must be provided with this application.) The Department of Public Works is located at: 1200 Sandpiper Lane,Atlantic Beach,FL 32233 Telephone:(904)247-5834 STEP 3. Submit Tree Removal Application if trees are to be removed or relocated. STEP 4. Please submit Building Permit Application, Energy Code Forms, Notice of Commencement, Owner/Contractor Affidavit if owner is contractor. and four(4) complete sets of construction plans to the Building Department,which is located at the Atlantic 111 Beach City Hall, 800 Seminole Road,Atlantic Beach,FL 32233 Telephone:(904)247-5826 800 Seminole Road •Atlantic Beach, Florida 32233-5445 Telephone: (904)2475800 - Fax: (904)247-5845 http://www.ei.atlantic-beach.f.us Page 1 Revised 1/14/03 904 247 5845 City of Atlantic Beach Bu 904-247-5845 p. l Cc: rt yL�l�l'' CITY OF ATLANTIC BEACH D_ Fo J� s BUILDING / ZONING DEPARTMENT S Doe" ..1 800 Seminole Road Atlantic Beach, Florida 32233 J' :•:.: :;. << �� (904)247-5800 (904)247-5845 Fax PLAN REVIEW COMMENTS Permit Application # 4'5 - 29514 1 Property Address: 19q G `N- GEV114A 5oUtS-JARD Applicant: LIF'ETi Mt T.NCVo509,�S INC Project: C Ul St d M 5GjRT--E}v 1k010 M This permit application has been: 0 Approved EEr Reviewed and the following items need attention: A). S Vn.v.D L 1�t moi.G stge-;, 00 'C3 -v o u-k—, c zQ.�J am-EAT" 3 2 Please re-submit your application when these items have been completed. Reviewed By: L4 — Date: 2004 — DESIGN / COMPONENT SELECTION — 2004 Patio Room w/Solid Roof-Screen, Glass, Acrylic or Vinyl Using as a Reference Aluminon 5trtxture Design Manual, 2004 Edition by Lawrence E. Bennett, P.E. ASCE 7-98, FLORIDA BUILDING CODE 2001 with March 1, 2003, Ahmimm Association Manual Designer: James P. Briar of LIFETIME ENCLOSURES,Inc. Date: / f _/200 5521 Chronicle Court. Jacksonville, FL 32256 Tel: 904731-5580 Fax: 904731-5750 Owner: DAU►D Qy 2.5LE2 Address: H 1i'Lo SC_V/C-LA BL-VD WE.sT" 3ZZ33 Contractor(if other than designer) Jeffery A. Briar CRCO 28471/James P. Briar SCCO49530 Wind Speed: I ZO mph ® Wind borne debris zone (east of Yellow Bluff Road.,East of US 17 North to Nassau County, East of 9A, East of U51 South of 9A and East of I-95 in St. Johns County) Occupancy Type:� . Construction Type: IV-PI-UP VI VI-UP Other Building Category ® Screen ❑ Open ❑ Partially Enclosed ❑ Enclosed Internal Pressure Coefficient: 0 ❑ .55 ❑ .18 Exposure Category: A El B ❑ C Importance Factor: .77 ❑ 1.0 Overall Room 5ize: Projection: G 'i ft For a room of: ❑ Screen walls only Length: Z S ft Screen walls/solid roof Overhang on host structure / (o in. ❑ Screen walls/solid roof/vinyl windows Height at the host structure '7'/o ft.,and at the ❑ Screen walls/solid roof/glass windows Load bearing wall: •5 ft. Glass windows by: A) Roof Panel Selection: page 7-30,pages 7-32 thru 7-38 and pages 7-42 thru pages 7-50 Using: ❑ 'riser panel by 12'wide 'thickness by 3105/H-25 alloy' ® _'Composite Panel w/ 'thickness 1 Ib 1-1/2 Ib 2 Ib Foam B) Fourth Wall or Miscellaneous Beam: ❑ Yes ❑ No page 3A-18 thry 3A-20 table 3A-1.3-(xx(Miscellancous Screen or Vmyl Rooms), page 3�4 thru 38-44 table 36.1.4-(xx(glass Rooms/Enclosed Structure) JPri Tributary Load/width: ft. Desired Span: ft. Required Beam: x x rcondary Tributary Load/width: ft. Desired Span: ft. Required Beam: x x CQ Rid d�Beam: ❑ Yes ❑ No page 3A-22 thru 3A-23 table 3A-1.4-(xx(Screen or Vinyl Rooms),page 38-46 thru 3847 table L5-(xx(glass Rooms/Enclosed Structure) ibutary Load/width: ft. Desired Span: ft.Required Beam: x x D) Edge Beam: page 3A-10 thru 3A-12 table 3 A-1.1-(xx(Screen or Vinyl Rooms),page 38-30 thru 36-33 table 36.11-(xx(glass Rooms/Enclosed Structure) page 38-38 and 36-41 table 38.1.3(xx(Screen Room converted to Glass Enclosed Room) Tributary Load/width: y�ft. Desired Span: ft.Required Beath: x x - E) Post/Upright: page 3A-24 thru 3A-25 table 3A2.1(xx(Screen or Vinyl Rooms),page 38-48 thru 38-49 table 36.21-(xx(glass Rooms/Enciosed Structure) page 38-50 thru 38-51 table 38.3.1(xx(Screen Rooms converted to Glas&/Enclosed) Tributary Load/width: ft. Desired Span: ft.Required Beam: x x .045 Tributary Load/width: ft. Desired Span: ft.Required Beam: x x F) Kick plate rai I Chair rai I. Window headers: page 3A-24 thru 3A-25 table 3A.2.1()c(Screen or Virryl Rooms),page 38-48 thru 36-49 table 38.2.1-(xx(gloss Rooms/Enclosed Structure)page 36-50 thru 38-51 table 38.3.1(xx(Screcn Rooms converted to Ghss/Enciosed) Kick plate/chair rail Height 7-.'L in.Tributary Load/width:_ft. Desired Span: ft.Required Extrusion , x 2 X 'ey Window Header Height—in. Tributary Load/width:—ft. Desired Span:—ft.Required Beam: x x ATTACHM N r OCHE_ L1L E 1✓+ a�_r Host Structure(wood)to New wall #10x 2-1/2"5MS 1 24"o c. Host Structure(masonry)to New wall 'l4"xZ-1/4"Concrete 5erew 1 24"oz. Wafts to Slab '/4"x2-1/4"Concrete Screw 1 within 6'of Post ,caries And 24'or— along c.along the length Wails to woad deck #10x 2-1/2"5M5 1 within 6"of Post ,caries and 24"oc. along the length Header to Fascia #10x1-1/2"5MS 2 Per Rafter or Truss Tail #1Gx:�i4"5MS 1 1C O.C. Header to Masonry Wall 'k"x2-1/4 Tapccn Anchor 1 24"o c. Header to Wood Wall #10x1-1/275M5 1 12"o.e Pan Roof to Header #8x1/Z"SM5 1 at each riser #8x1"5M5 3 through the boxed pan Composite Panel to Header #8x1/2"5M5 1 8"o c.upper gide "8x1/2"SMS 1 8"o c.lower side Pan Roof to Beam #8x1/2"5M5 3 Ec;ually spaced across the 12in.Span Composite Panel to Seam #1px(t+t/Z ISMS 1 121^o c• w/1-1/4"fen4er washer ran Boor along non-toad bearing eiernent #bxVZ"5MI5 1 24"o.c. Composite Panel along non-load bearing #10x(1+112'�SMS 1 24'o c. element w/1-1/4"fender washer Non-load bearing wall attachment to #10x1-1/2"SM5 1 6"from either end or post load bearing wail #{0x1-1/2'SMg varies '24'o.c. Beam to wall connection(concrete or #1/4"x2-1/4'Concrete - masonry wall) Anchors 2 per side Add 1 anchor,per side for each additional inch of beam greater than 3 inchm ream wait conne=ion(wood) J/t�'x2"lag Screws Per side 2 Add 1 anchor per side for each additional inch of beam greater than 3 inches. Beam to Aluminum wall connection #10x1-i/2"5M5 2 Per sine Add 1 anchor per For each additional inch of beam greater than 3 inches Pan roofs requires 3#8 x 12"sms to be placed Standing Seam Riser pans/Composite panels evenly across the pan into the load bearing wall Depth, metal thickness, alloy,foam wt., and 1 #8 x 12"sms 24"o.c. along the non-load determined by dear span of the roof, number of bearing wall equally spaced anchor points using page 7-30, Composite panel attachment requires 1 #10(t+ 12") pages 7-32 thru 7-38 and pages 7-42 thru 7-50 sms w/1-1/4"fender washer placed every 12"o.c. along the load bearing walls and 24"o.c. along the non-load bearing walls. I I I Edge beam span and size determined by 1/2 span+ overhang or 12 span I I whichever is greater using page I I 3A-10 thru 3A-12 table 3A-1.1-xxx, 38-30 thru 3B-33 table 3B-1.1-xxx, I I 38-38 thru 313-41 table 3B-1.3-xxx I II Girt and/or Window header girt size and maximum span is determined using page 3A-24 thru 3A-25 table 3A-2.1-xxx, I I 36-48 thru 313-49 table 38-2.1-xxx, G, JC 3B-50 thru 36-51 table 3B-3.1-xxx II II II I I Upright(post)size is determined by height requirements I I and distance between the uprights as shown on page 3A-24 thru 3A-25 table 3A-2.1-xxx, I I 38-48 thru 313-49 table 3B-2.1-xxx, I I 3B-50 thru 3B-51 table 38-3.1-xxx N/A ----- II II II ii i a rail or Chair rail girt size and maximum span is determined ned using page 3A-24 thru 3A-25 table 3A-2.1-xxx, 36-48 thru 3B-49 table 3B-2.1-xxx, 3B-50 thru 3B-51 table 3B-3.1-xxx II I I 1/4"x 2-1/4"Concrete screw within 6"of each post and 24" along the perimeter of the enclosure II I�r 1"x 2"or 1"x 3"Soleplate PPP ove Founda on 0 TYPICAL SOLID ROOF BEARING WALL SECTION Host Structure Existing House Porch Beam i I I Edge beam span and size determined by 1/2 span+ overhang or 12 span whichever is greater using page 3A-10 thru 3A-12 table 3A-1.1-xxx, \ 3B-30 thru 313-33 table 313-1.1-xxx, I I 3B-38 thru 3B-41 table 3B-1.3-xxx I 11 Girt and/or Window header girt size and maximum span is determined using page 3A-24 thru 3A-25 table 3A-2.1-xxx, G L v I I 3B-48 thru 3B-49 table 36-2.1-xxx, 7 313-50 thru 3B-51 table 313-3.1-xxx II II II I I Upright(post)size is determined by height requirements I I and distance between the uprights as shown on page 3A-24 thru 3A-25 table 3A-2.1-xxx, I I 3B-48 thru 36-49 table 313-2.1-xxx, I I AIIA 3B-50 thru 313-51table 3B-3.1-xxx II I� � II II II L ii I I Kickplate rail or Chair rail girt size and maximum span is determined using page 3A-24 thru 3A-25 table 3A-2.1-xxx, 3B-48 thru 313-49 table 313-2.1-xxx, 313-50 thru 313-51 table 313-3.1-xxx II I I 1/4'x 2-1/4'Concrete screw within 6'of each post and 24" along the perimeter of the enclosure II , 1"x 2"or 1"x 3"Soleplate ��IAp ovo FQUndaption/ j i 0 TYPICAL SOLID ROOF BEARING WALL SECTION Zma Z�'W alai F3zxw calx I z ,� ��\\' z O N o Kia UZz0 wvr a� ioQQwa QOM tr -I + = m eg E j 3 pWpa yixxn� S ca =Wo o. m m. .mm T aQ�Q V>amX vi F-Q ti # ♦\ ..�v ads `c4 pc L m 3 m D to a W > -0 CA m(A Z LL N \ '. N ,j A 3 J�• $ E v m iv0V ��� `,'OJaJ(( a _z .\� `\ ^ w m C 4 0 3o m In ^OW LL F- w co x a �� J O N ' \/ rj m e %N o m�uVi K w z \/� a E h, Q \ cx U. J e ZL gD $ `: mm m a —° E z \� O m m =, 3 E a, c J LL LL E LU Lu 3 vmi \•� a0 LL u a. T D m x a2 T O H Z O �. ♦ �� W _� m O m F- m m Z .0 .0 8 Q T Yj N p umi c m N J \/,� w E O In U Uj w LL ZO Q o_m � E D v a E c m E m ro m U t1g mm o .H QJ (21 W m a c O 7Q i o Zc m °cELr9mO 5 m E L. :Di € � E e 'o � Z .0 LLm w 0cr O , W OwO A 3 Q 0 a. 00 LJ U Z W 3 vI ^u RU)N � 9 ,cm2a H r oZ m 3: Uj ¢ p O s O O d- LLI Z E ZLLl G f oo AUX �W �w '�, �aN o --_=°oc N w '"�� yrn0 v1Q 40 \� Op Z p ^ i�cr 0ul ay Nw \\< 1N- on `—° 05 mL o `�- D o m E LLl 0 p N Z x m \ m ° E °c u u m m v LL `++ \ L m L 0 0 0 A m O a m m -J W Z ^ r~n o oU ��i. LL a r- 2: v u a °uN = U y j F m wcr uJ ) cr O _ _ Z 0 Q 0 _d_in om o5 Ran Roof System gutte beam isx.n'/5 0 in.overhang Patio Roof overhang: Load bearing post ie: 'v xL—x .0q'S ca Z � OL W 5 LU LZL1 o � w � Z +� W a� LLl aD m and more requires a footer 3"the length) --------------------------------1--- Masonry and brick kn--ifs require footers . .... ........................ .................._._ _ _ ,1 •J If footer required,eize is: in.deep in.We with # Rebar TYPICAL SECTION / 51DE / END VIEW r� I 7 X 3 j i i J � 1 3 j Me r u ....................ter. v............................................�.. —C_�s�acdrooicws++ae�g .. I --anW.c Tato�ta:.F�ur:acon ZS P: ` r� aGo P.�cEOutscds ro GlttSiM('vaCu.�.es�,.'.-aerf•�n}s)S`(_G PLAN VI`N- 5CREFN/GLA55 ROOM- KOOF A T TACHLD TO F n50,AVtk/ALL FZ4�MING PLAN-FA i IO 2O0M w/50LIO POOF Pao ter:" SOLID ROOF PANEL PRODUCTS SECTION 7 Table 7.3.6 Allowable Spans for 0.024" PRO-FAB Composite Panels w/ EZ-LOCK for Various Loads Metals USA Building Products L.P. Manufacturers Proprietary Products: Aluminum Alloy 3105 H-14 or H-25 Foam Core E.P.S.V Density 3"x 48"x 0.024"Roof Panel w/E-7-LOCK Open Structures Screen Rooms Glass 8 Modular Rooms Overhang I Wind MortoSloped Roof I 8 Attached Covers Enclosed I Cantilever Region 182 I 3 4 182 I 3 f 4 I 18Z I 3 I S All span span span span span I span span span span Roof3 100 MPH 1 21,'-4" 1 23'-10" 1 23'-0- 1 20'-4" 1 22'-9" 21'-11" 1 15'-t" 17-9* 1 16'-3" 4'-0' 110 MPH 21': 1 Z3'-10" 1 23'-0" 1 18'-3" 1 20'-11" ZO'-Z' 1 13'-9" 151-4" 14'-10" I 4'-0' 120 MPH 20'-4' Z2' 9" 21'-11' -17-5" I 19'-5' 18'-10' 1 12'w" 1 13'-11. 1 13' 123 MPH tT-6- 1 21'-10" 1 21'-1" 115-11" 18'-11" 1 18'-3' 1 11'-8" 1 13'-3" 1 13'-2" 4'-0- 130 MPH 1 18'-0• 20'-2' 1 19'-5" 15'-1" 17-9" 16'-3• 1 11 1 12'-11" 12'-0' 4'-0" 140 MPH 1 12'-' 13'-9" 1 t3'-3" I 12'-4" 13'-9" 13'-3" 10'-3' 1 11'-0' 11'-'" I 4'-3' 150 MPH 12'-4" I 13'-9" 13'-3" I 12'-4- 13'-9' I 13'-3" 9'-0" 110'-8" I 10': T-11' 4"x 48"x 0.024"Roof Panel w/ EZ-LOCK Open Structures I Screen Rooms Glass 8 Modular Rooms Overhangl Wind MonoSioc Roof b Attached Covers Enclosed Cantilever Region 182 I 3 I 4 182 3 I 4 182 3 4 All span span span span span span span span span Roofs 100 MPH 1 23'-5' I 26-7 1 25'-3" I 22'-3" ( 24'-1'" 1 24' 1' 17-5" 1 19'o"' 18'-10" I X.O. 110 MPH 1 23'-5' 1 26'-2" 1 25'-3" 1 20'-6" 122'-11" 1 22'-2" 15'-1" 18'-0" 1 17-5" r-0' 120 MPH 1 22'-3" ( 24'_11 24'-1' I 19'-1" 21'-4' 20' l3'-9" ,5'-4" 14'-10" I 4'-0" 123 MPH 1 21'-5" 23-11" 23'-2' 18'-6" 20'-0" 20 0. ',3'-5" 130 MPH 19'-9" ZZ'-1" 21'-4" 17-3" i 19'-6" 1 18'-10" 1 12'-8" 1 14'-2 ( 13'-8" 4'-0- 140 MPH( 13'-0' 15'-1" 14'-7" I 13•-6" I 15'-1" ( 14'-7" 11'-3- 13'73" 12'-9" I 4'-0- 150 MPH 1 IT-6- ( 15'-, 14'-7" 13'-0" 15'-1" 1 1�-7" l0'-5' 1 12't' 1 T-4" 4'-0" 5"x 48"x 0.024"Roof Panel w/EZ-LOCK Open Structures Screen Rooms Glass 8 Modular Rooms I Overhang i Wind MonoSlooed Roof 8 Attached Covers Enclosed Cantilever Region 182 I 3 4 I 182 I 3 I 4 I 182 ( 3 4 I All span span span span span span span I span span Roofs 100 MPH 1 26-5' 29'-6" 28'-0" 25'-2" 28'-1' 27-2' 19'-3" 21'-11" 21'-3" ( 4'-0" 110 MPH 1 26'-5' 29'-0" 28'-0' ( 23'-2" 25'-10" 24'-11" 18'-2" 20'-4" 19'-3' 4'-0' 120 MPH( 25' 28'-1" 2T-2• 21'-0" 24'-1" 23' 3' �15_' t8'8" 18'-0 123 MPH 24'-2• 27-0" 26'-l' 20'-11" 23'-5- 22'-7. 18'-1" 17-6- 4'-0- 130 MPH 22'-4" 24'-11' 24'-1" 19'-8" 21'-11" 21'-3" 14'—'- 15-11" 15'-5" 4'-0" 140 MPH( 15-3" 17-0" 16'-5" ( 15'-3" 1 T-0" 16'-5' 13'-4" 14'-11" 14'-5" 4'-0" 150 MPH 15'-3" 17-0" 16'-5" 15-3" 17-0" 16'-5" 12'-5- ( 13'-11" 13'-5" 4'-0" 6"x 48"x 0.024"Roof Panel w/EZ-LOCK Open Structures Screen Rooms Glass 8 Modular Rooms Overhang Wind Mono-Sloped Roof S Attached Covers Enclosed Cantilever Region 182 3 4 I 182 I 3 I 4 182 I 3 I d All span span span span span span span span span Roofs 100 MPH 29'-1' 3Z-6- 3l'-5" 27-8" 30'-11" ( 29'-11" 21'-8' 24'-3" 23'-5* 4'-0" 110 MPH 29'-1' 32'-0' 31'-5' 25-6' 28'-6" 1 27-0' 20'-1' 22'-5' ( 21'-3' 47' 120 MPH 1 27'-0" 1 30'-11' 29'-11" 1 23'-9' 1 26'x- 1 25',3" 1 18'-5" 1 20'-7 119'-10" I 4'-0" 123 MPH 1 26'-8' 1 29'-9" 28'-9• 1 23'-1" 25'-9" 1 24'-11" 1 17-10" 1 19'-11' i 19'-3" 4'-0" 130 MPH 1 24'-7" 1 27.8' 25'-0' 1 21'-8" 24'-3" 23'-5' 15'-9" 18'-9" 18'-Z' 4'-0" 140 MPH 1 16'-9• 18'-9" 18'-2• 1 16'-9" 1 18'-9" 18'-2" 14'-9" 17'-4" 15'-i l' 1 4'-0' 150 MPH 1 16'-9' 18'-9" 18'-�— 1 16'-9" 1 18'-9" I 18'-Z• t3'8" 15'-4' 14'-10. 1 47' Note: Total roof panel width=roam width -wall width +overhang EMETRLS USR"'" Lawrence E. Bennett, P.E. FL# 16644 Buildi ng Products L. P. C'VIL ENGINEER•OEVELCpuEN7 CCNSUL7AN7 P.O.BOX 2'4368.SOUTH 0AY7ONA.FL 32121 7815 Amari can way, G;Duel and, FL 34736 TELEPHONE: (386)767.4774 TEL: (352) 737-7766 x202 FAx: (352) 429-201-1 FAX: (386)757-6556 TOLL FREE: 1-800-342-9077 bkaufmann@mecalsusa.com PAGE COPYRIGHT ZO- C� NOT TO sE REPRODUCED IN WHOLE OR W Tc PART wITHOUT THE WRITN PERF MISSION OF LAWRENCE E.SENN -r,p E 7-4`- . 1 SCREEN, ACRYLIC Sr. VINYL ROOMS SECTION 3A Table 3A.1.1-120 Allowable Edge Beam Spans -Hallow Extrusions For Screen or Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design load of 13*SF (43*SF for Max.Cantilever) Aluminum Allay 6063 T-o" 2"x2"x0.044" I2"x2"x0.055" Load Max.Span 'L'!(bending'b'or deflection'd') Load Max.Span !(bending'b'or deflection'd� Width(ft.) 1 &2 Span 3 Spa" 4 Span Max' Width(ft.) 1 &Z Span 3 Span 4 Span Max. p Cantilever Cantilever 5 I 5=1' d o"-3' d 6'-4' d 1'-0" d 5 51-4" d o"'-i d 6.-9. 6 4'-9" d -10' d -11" b 0'-11" d 6 5'-0" d "0'-3" d 6'-4" d 1'-0' d 7 4'-0" d 5'-7' d -6" b 0'-11" d 7 4'-9" d 5'-11" d 5'-11" b 0'-11" d B 4'-l" d 5'-i" b 5'-1" b 0'-10" d 8 4'-7• d -8" d 5'-7' b l 0'-11" d 9 4'-2" d 5'-11' b X-10' b 0'-10' d 9 4--5- d l T-3" d 5'-3' b 0'-10" d ! 10 4'-0' d 4'-9" b 4'-i b 0'-10" d 10 4'-3' Cl l -2' b 5'-0' to l 0'-10" d i 11 3'-11" d l 4'0" b 41-1' b 0'-9" d 11 s'-1" d 4' 11" b 4'-9" b 0'.10" d 12 3'-9' d X-4 b 47" b 0'.9- d 12 1 3'-11' d 4'9" b 4'-7' b 0'-10" d 3"x 2"x 0.045" 3"x 2"x 0.070" Load Max.Span'L'/(bending'b'or deflection'd') Load I Max.Span'L'!(bending'b'or deflection'd') Width(ft.) Max. Width(ft.) 1 &2 S n l 3 Span 4 Span Max. 1 &2 Span 3 Span 4 Span Cantilever p Cantilever 5 5'-8" d 7'-1" d 7'-2" d 1'-2' d 5 I 6'-5" d 7-11" d 8'-1' d 1'-3" d 6 5'-4" d 6'-8" d 6'-9' d 1'-1" d 6 6'-0' d 7'-5" d T-7" d 1'-2" d 7 I -1" d 6'-4' d b"-5" d 1'-0" d 7 5'-9" d 7'-1' d 7'-3" d 1'-2" d 8 I 4'-11" d 6'-0' d T-2* b 0'-11' d 8 T-6" d 6'-9" d 6'-11" d 1'-1" d 9 41-3" d 5'-10" d 5'-9' b V-11" d 9 5'-3' d T-6 d 6'-8' d 1'-1" d 10 4'$' d 5'-7' d 5'-0" b 0'-11" d 10 5'-1' d 0'-3' d 6'-5" d 1'-0" d 11 4'-5" d l 5'-5" b S-3" b 0'-10' d 11 4'-11 d 6'-1" d 6'-3' d 0'-11" d 12 4'-3" d 5--Z' b 5'-0- b 0'-10" d 12 4'-9' d -11" d 5'-11' b 0'-11" d 2"x 3"x 0.045" 2"x 4"x 0.050" Load Max.Soan'L'1(bending'b'or deflection'd') Load I Max.Span'L'/(bending'b'or deFlection'd') Width(ft.) Max. Width(ft) 1 &2 S an 3 S art 4 S an Max. 1 &2 Span 3 Span d Span Cantilever p p p Cantilever 5 7'-1" d 8'-9" d 8'-9' b 1'-5" d 5 9'-2' d 11'-1" d 11'-Z" b 1'-10" d 6 d 8'-3" d 7'-11" b 1-4' d 6 8'-8" d 10'-7" b 10'-3" b 1'-9" d 7 6'-4" d T-8" b 7'-5" b 1'-3' d 7 I 8'-2" d 9'-9" b 9'-5" b l 1'8" d 6 6' 1" d T-2' b0'-11" b 1'-2" d 8 7'-10" d 9'-2" b 8'-10' b 1'-7" d 9 5'-10" d 5'-9" b 6'6" b 1'-2" d 9 7--6- d T-3" b 8'-4" b 1'o d 10 5'-7" d 6'-5' b0'-2' b 1'-1' d 10 7'-3" d 3'-2" b 7'-11" b 1'-5" d 11 5'-5" d 6*-1' b 5'-11" b 1'-1" d 11 16'-11" b 7-10' b 7'-7* b 1'-5" d 12 5'-3" b 5'-10' b �' b 1'-t" d 12 6'8" b %-b" b 7'-3" b 1'-i" d Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upnght to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENG/NEER-OEVELOA61ENrCONSUL rANr P.O.BOX 214368.SOUTH OAYTONA.FL 32121 7M.ZPHONE: (386)7871774 FAX: (386)78T-6556 PAGE ® COPYRIGHT 2044 3A-1 1 NOT TO eE REPROOUCEO IN WHOLE OR IN PART WITHOUT THE WRnTEN PS:MiSS(ON OF LAWRENCE E 3ENNET r.P.E. w SECTION 3A SCREEN, ACRYLIC & VINYL ROOMS Table 3A.2.1 Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Ac:ylic or Vinyl Rooms Aluminum Allay 0063 T-6 For 3 second wind gust at 110 MPH velocity; using design load of 11 ;WS;: Tributary Load Width IN':'Punirt Soacing Sections 3'4" I 3'0" 4'-0" r 4'0" 1 S'-0" 1 -o' 1 6'-0" 1 6%6 1 710 1 To' Allowable Height 'H'/b*nding'b'ar oetteeaon'd' Z'x Z"x 0.04.4" Hollow I 9'5' o I T-9' 01 T-Z' 11 ra' ti lT-4" tr i '0'-11" ti l 6'15' ti l T-S' b 0'7 o 13777 Z"x Z"x 0.055' Hollow 1 10'-3' 31 T-6 b! T-11' b 3'-5' b 1 7-11' 01 7' 01 7'-3" b I T-11' ti l 6'-9" 31 T-6 b 3"x Z"x 0.045" Hollow { 1 r.;; b I t0'-S* b 9'-9' b 1 9'-3' o f 3'-9' b l 3'-4' b 1 -11' 31 7'a' ti 1 7"-5' 01 7.Z' b 3"x Z'x 0.070' Hallow i Z-9' d 1 12'-Z' d l 1 1'-, d I ;0'-11'b 1 10'-5' tl I 9'-1 t' b l 9'-�3- b I 9'-Z' 13 8'-10' b I 3'13' b Z'x 3"x 0.0x5' Hallow 12'-9' 01 1 1'-9' b 11'1)' bj 10'-5- 13 9'-10" 01 9'-5" b I T--,1' b 1 8'15' b 1 8'-4' 01 T-1' b 2"x 4"x 0.050" Hollow I 16'-3' b 1 15'-1' b 115'.1' ol 13'-3' o 1 t Z7-7" ti l 12'-0' b 1 11%6" 01 11'-0" b 10'15^ o I 10'-3' b Z'x4"x0.046" SN.3. 119' til 1Ta' til 16'15 01 ;T b( 115'-9" til 'a'-t^ b1 13'-0" bl 12'-1t'bl 1Z--3 til 12'-T' b 2'x 5"z 0.050" S.M.B. 23'-7 ti l 21'-10'b 1 20'5' b 19'-3' b t 8'-3' 0 t T-� o f 16'15^ ti l ;6'1)' b 15'-5' 01 Z'x 6"x 0.050' S.M.B. 26'-t' b 1 Z4'-Z' b I ZZ-7- 01 21'-3' bi 20'-Z' b t 9'-3' 01 18'-5" o f 1 T-9' b t T-1' 01 ;6'15' b Z'x 2✓x O.D4d' Snap 11'-3' ti l t 0'-� b 9'-9" b 9'-Z' b 8'a' b 8'-3' b 1 T-t 1' b 1 T-i ti l T-4^ ti l T b Z'x 3'x 0.045' Snap 115'-4' ti l 13'-4' 0 1Z-3- ti l 11'-9' b 11'-2' b 1 10'-7' b 1 10'-Z' ti l T-9^ b 1 9'-5" 01 T-1' b 2"x 4"x 0.045" Snap iT-T o f 16'-3' ol 15'-3' al 14'-4" b 13'-7' 01 12'-11'b I 1Z-5"-5" 01 11'-11'ti l 11'0"' o f i t'-11 13 For 3 second wind gust at 120 MPH velocity; using design load of 13*SF Tributary Load Width 'W'=Punin Soacing Sections 3'-0" 1 3'1;" I 4'-O' 1 4'-6' 11 5'-6' 1 6'-0" 1 6'15" r-0" ► T'6" Allowable Height 'H'1 bending'b'or deflection'd' 2"x Z'x 0.044" Hollow 3'15' ti l 8'-0" ti l t-a ti l T-1' ti l 6'S b 1 T-1" o f 5'-;1" 01 0" of 5%6' b 2"x 2"x 0.055" Hallow I T-F o f T-9' b i 8'-Z' b I TA' b 1 Ta' b 1 T-1!* b 1 T-8, 01 0'-5' 01 T-2' j) T-11, b 3'x 2'x 0.045" Hollow 10'-5' o f T-7, 01 T-1 t' b 1 3'0" ti l 8'-0" b 1 Ta' b I 7-4' 01 7"-1' 37 F, b 1 6'-i b 3'x 2"x 0.070" Hallow 1Z-1' o I 11'5' b 1 10'15' ti l 10'-1' b 1 g.-7" b 1 9'-Z' ti l T-9^ 01 T-5, b I T-t. 01 7-10- o 2"z 3"x 0.045" Hollow 12'-10'61 t 1-.1,b I 11'-2' b 1 10'-0 o 19'-t t' b 1 9'~;' b I 9' b I 3'-9' b•1 T-5" 01 T-2' 0 2"x 4"x 0.050" Hollow 1X-11'b l 13'-10'b 1 12'-11"b I 1Z-2' b 1 11'-7- 01 11'13' b 1 10'-- 01 10'-Z' b I 9'-g' 01 9'-3" b 2"x 4"x 0.046" S.M.B. 1 17- o f 16'-3^ b 1 15'-2' b 1 14'-4' b 1 13'-7' of t Z-11'b 1 1 Z'S b 1 11'-11'b 1 11'0" Of 11'-1' b Z"x 5"x 0.050" S.M.3. 21'15' 01 20'-1' b I 18'-9" b 1 17-9- 01 16'-;0'ti l 16'1)' b i 5'�" o I t o-g" tl 1 1 a=2' 01 13'-9" o Z'x 5"z 0.050" S.M.B. 1 23'-;1-b 1 b 1 20'-9" 01 19--7- b 1 18' o I 1 T-9' b I t T-11"b 1 16'-3' o 1 t 5'15' o1 15'-2' b 2"x Z"z 0.044" Snao j 10'-4' b 1 9'-% b 1 T.11' ol 8'-S' b I T'-11' b I 7--T- b 1 T-* b 1 7-0' o f 6'-9' b 1 3%6' b Z"x 3"x 0.045" Snao 13'-3' 0 I I Z-3' b I t 1'-S' b I 10'-9' 01 10'-3" b I 9'-9' b 1 9%4 b 1 3",1' 0T- ' b 1 3'-� b 2"z 4"x 0.045" Snao i 16' ' a l t a'-;1'b 1 1 a'�" o f 3'-2' 01 12'0' ti l ' 1 r'01 1414-5" 01 10'-11" b l 10'-% 31 10'-3 b Notes. 1. Above spans do not inc ude length of:Knee brace. Add honzontal distance from upright to center of orate to beam connection to the above scans for total beam spans. 2. Spans may be interpolated. Lawrence E. Bennett, P.E. FL # 16644 avrL gNGjj4E,-R•0tevELoP4evrcCmSuL7,tNr P O.30X ZlA3".SOUTH owrrNA•r-.32121 M-EP40NE. (31511)M-474 FAX: (31561 TV-65M PAGE CQPYRtG1iT�Oa 3A-24 NOT 70 BE REPRCCUCW IN WHOLE op IN PART'N11"NOUT THE'NRIT _4 P1-"RWW;CN CR LAWRENCE BENNE,P= OU2S�F� MAP SHOWING BOUNDARY SURVEY OF LOT 38, SEVILLA GARDENS UNIT TWO, AS RECORDED IN PLAT BOOK 45, PAGES 7 AND 7A, OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. CERTIFIED TO: _ WILLIAM D. OURSLER, SR. AND BERNICE J. OURSLER FIRST HORIZON LOAN CORPORATION CENTERLINE OF ROAD STEWART TITLE OF JACKSONVILLE, INC. POINT OF CURVATURE FOUND NAIL ILE COPY WATSON & OSBORNE, P.A. NO IDENTIFICATION E SEVILLA BOULEVARD WEST � �` (50.0' RIGHT OF WAY) IN 42'00'43" E 66.00' (PLAT) vry FOUNI 3/8- REEAR N 42'00'43" E 65.92' (MEASURED) NO IDENTIFICATION FOUND 1/2- IRON PIPE NO IDENTIFICATION O •r'. 23.2' !� Z Z •• 25 2.71 0 N -P 00 3.9' IJ CO p C? O W COVERED 7 W W A J 6.0' ENTRY m rn W a K w LOT 39 ONE STORY p o LOT 37 !A MASONRY W 0 0 POSTED # 1946 c',;, ' r 8.3' 0.7; ri > -O10.5 4.0' m ' *�' 7.4' w' n N v N a 2.7' 6'k� cc °' 2.7' - m v rq Z , FILE COP .. t �gPc' ,o. eoPosEAI� _ LOT 38 �tC�oSue� I� FOUND - OpD - IFlCAn�E W 70 73' (MEASURED) 10.05' e REBAR S 34'19'20 . 70.75' (PLAT) FNONDENTIFlCA110N S 34'39'13 W LOT 43 FILE COPY I NOTES: ACCEPTED BY: LEGEND: R - RADIUS —X— - FENCE L = LENGTH O - CONCRETE NOTES: REVISIONS 1. BEARINGS ARE BASED ON THE PLAT BEARING OF _N 48'03'33" W ALONG THE SOUTHWESTERLY BOUNDARY LINE OF SUBJECT PARCEL. DATE DESCRIPTION 2. BY GRAPHIC PLOTTING ONLY THE CAPTIONED LANDS LIE WITHIN FLOOD ZONE __AE . AS SHOWN ON 114E j 2004 - DESIGN / COMPONENT SELECTION - 200 Patio Room w/Solid Roof-Screen; Glass, Acrylic or Vinyl Using as a Reference Aluminon Str uict re Design Manual, 2004 Edition by Larrence E. Bennett, P.E. ASCI_ 7-98, FLORIDA BUILDING CODE 2001 writh March 1, 2003, Aluminon Association Manual Designer: James P. Briar of LIFETIME ENCLOSURES,Inc. - Date: _�/ 5 /2005 5521 Chronicle Court. Jacksonville,FL 32256 Tel: 904731-5580 Fax: 904731-5750 Owner: D Au►D Qv R5c.E2 Address: l 4 yio 5,E V1 c-LA BI-VQ &4 Jts1- - 1r 8QQ+ �� 3zz33 Contractor(if other than designer) Jeffery A.Briar CRCO 28471/James P.Briar SCCO49530 Wind Speed: i Zo mph ® Wind borne debris zone(east of Yellow Bluff Road.,East of U517 North to Nasseu County East of 9A,East of U51 South of 9A and East of I-95 in St.Johns County) Occupancy Type: F-S Construction Type: IV-P VI VI-UP Other Building Category ® Screen ❑ Open ❑ Partially Enclosed ❑ Enclosed Internal Pressure Coefficient: 310 [1 .55 ❑ .18 Exposure Category: ❑ A E B ❑ C Importance Factor: .77 ❑ 1.0 Overall Room Size: Projection: G '/ ft For a room of: ❑ Screen walls only Length: ZS ft ® Screen wails/solid roof Overhang on host structure / in. ❑ Screen walls/solid roof/vinyl windows - Height at the host structure 9'/0„ ft.,and at the ❑ Screen walls/solid roof/glass windows Load bearing wall: ?.5 ft. Glass windows by: Y` A) Roof Panel Selection: page 7-30,pages 7-32 thru 7-38 and pages 7-42 thru pages 7-50 Using: ❑ 'riser panel by 12'wide 'thickness by 3105/H-25 alloy' ® 3 _'Composite Panel w/ ,OZ 'thickness 1 Ib 1-1/2 Ib 2 Ib Foam 9) Fou Wall or Miscellaneous Beam: ❑Yes � rlo page 3A-18 tfiry 3A-20 table 3A-1.3-(xx(Miscellanaws Screen or Vmyl Rooms), page 3 thru 36-44 table 36.L4-(xx(glass Rooms/Enclosed Structure) PriTributary Load/width: ft. Desired Span: ft. Required Beam: x x condary Tributary Load/width: ft. Desired Span: ft. Required Beam: x x CQ Ridg Beam: ❑ Yes ® No page 3A-22 that 3A-23 table 3A-L4-(xx(Screar or Vinyl Rooms),page 36-46 t4ru 36-47 Table5XL54xx(glass Rooms/Enclosed Structure) ibutary Load/width: ft. Desired Span: ft.Required Beam: x x D) Edge Beam: page 3A-10 thru 3A-1Z table 3A-L1-(xx(Screa or V'uryi Rooms),page 36-30 thru 36-33 table 36.L1-(xx(9lass Rooms/Enclosed Structurti) page 36-38 and 36-41 table 38.1.3(xx(Screen Room converted to Glass Enclosed Room) Tributary Load/width: Lft. Desired Span: S ft.Required Beam: 3 x Z x ,04S E) Post/Upright: page 3A-24 thru 3A-25 table 3A2.1(xx(Screen or Virryi Rooms),page 38-48 thru 36-49 table 38.21-()oc(glass Rooms/Enclosed Struc'ri+rIO) page 38-0 thru 38-51 table 36.3.1(xx(Screen Roans converted to Glass/Enclosed) Tributary Load/width: eft. Desired Span: Required Beam: Z x__3 _x .045 Tributary Load/width: ft.Desired Span: ft.Required Beam: x x F�' Kick plate rail, Qlair rail, Window headers: page 3A-24 thru 3A-25 table 3A.21(xx(5creen or Vlrryi Rooms),page 36-48 thru 36-49 table 36.21-(xx(9lass Rooms/Enclosed Structure)page 3B-5o thru 36-31 table 36.3.1(xx(Screen Rooms converted to Glass/Enclosed) Kick plate/chair rail Height i4 in.Tributary Load/width: ft. Desired Span:,-ft.Required Extrusion _x 2_x Bey Window Header Height_in. Tributary Load/width:_ft. Desired Span:_ft.Required Beam: x x Ui t i iU-6EACH 6UI1DING OFFICE FEB 0 1QU5 BY: V�, ATTACHME �CHE�LILC AT FA�iir�i Nf1M8 2 �� A('��y1F�1T Host 5tructure(wood)to New wall iox 2-1/2"5M5 1 24"or— Host r— Hast Structure(masonry)to New wall 'k"x2-1/4"Concrete Screw 1 24 o c. Walls to eiab Y4"x2-1!4"Connate 5erew t within 6'of Post Yams And 24"oz— along the length Wails to wood deck #1Ox Z-1/2"5M5 S within 6"of Past varies and 24"o c. along the length Header to Fascia #1Ox1-112"51VI5 2 Per Rafter or Truss Tail 5M5 1 1C O.C. Header to Masonry Wail '4"x2-1/4"Tapcon Anchor 1 24"o.c. Header to Wood Wall #10x1-1/Z"SMS i _ 12"o.c Pan Roof to Header Sxl/2"5M5 S at each riser #Sx1"5M5 3 through the boxed part Comvositc Panel to Header #'8x1/2"5M5 1 8"o c.upper gide "• :Sxt/2'.M5 1 8"o c.lower side ; Pan Roof to Scam #8x1/2"5M5 3 caually evacrd across the Mr.5pan Via, Composite Panel to Beam S 1Zm o c. w/1-1/4"fender washer Fir Ro&along non-ioaa bearing Clement #vxi/`L"5M5 1 G4"o.c. Composite Panel along non-load bearing element #1Ox(t+1/Z'SMS 1 24"o.c. w11-114'fender washer Non-load bearing wail attachment W 6"fro load Searing wail #10x1-1/2"SMS 1 m either end or post Gkl-t12"5M5 varies Beam to wall canmcction (concrete or #1/4"x2-1!4"Concrete masonry wall) Anchors 2 Per side Add 1 anchor per side for each additionaf inch of beam greater than 3 inches. scam W wail canrsCCz ion(wood) 3i6'xG"lag 5crc•Ng 2 i'Cr side Add 1 anchor per side- for tach additionai inch of beam greater than 3 inches. Beam to Aluminum wail connection "Cx1-i!2'SM5 Z Per side Add 1 anchor per For each additional inch of beam grcatcr than 3 inches Pan roofs requires 3#8 x 1/2"sms to be placed Standing Seam Riser pans/Composite panels evenly across the pan into the load bearing wall Depth,metal thickness,alloy,foam wt, and 1 #8 x 1/2"sms 24"o.c- along the non-load determined by dear span of the roof, number of bearing wall equally spaced anchor points wing page 730, Composite panel attachment requires 1 #10(t+ 1!2") paw 7-32 thru 7-38 and pages 7-42 thru 7-50 sms w/1-1/4"fender washer placed every 12"o.c. along the load bearing wails and 24"o.a along the non-load bearing walls. II I I I Edge beam span and size determined by 1/2 span+overhang or 1!Z span I I whichever is greater using page i 3A-10 thru 3A-12 table 3A-1.1-xxx. 313-30 thru 38-33 table 313-1.1-xxx, Kp I I 38-38 thru 38-41 table 313-1.3 x�oc II Girt and/or Window header girt size and maximum span is determined using page _ 3A-24 thru 3A-25 table 3A-2.1-xxx, 36-48 thru 3B-49 table 36-2.1-xxx, 9 5 I I 36-50 thru 3631 table 363.1-xxx II I I Upright(post)size is determined by height requirements . I I and distance between the uprights as shown on page 3A-24 thru 3A-25 table 3A-21-xxx, I I 38-48 thru 38-49 table 3B-2.1-root, I I 3830 thru 3B-51table 3B-3.1-xxx II II II II Kickplate rail or Chair rail girt size and maximum span is �38-48thru sing page 3A-24 thru 3A-25 table 3A-2.1-xxx, -49 table 3B-21-xxx, -51 table 3B-3.1-xxx II I I 1!4"x 2'1/4"Concrete screw within 6"of each post and 24" along the perimeter of the enclosure II I� 1"x 2"or 1"x 3"Soleplate /App/r6ve Fo, nda on 0 TYPICAL SOLID ROOF BEARING WALL SECTION � re Host Stru ctu Existing House Porch Beam i t I Edge beam span and size determined by r 12 span+overhang or 12 span I I whichever is greater using page I I 3A-10 thru 3A-12 table 3A-1.1-xxx, 3B-30 thru 313-33 table 3B-1.1-xxx, QNW I I 3B-38 thru 36-41 table 3B-1.3-xxx I II Girt and/or Window header girt size and maximum span is determined using page 3A-24 thru 3A-25 tabl�M-3.1-xxx-xxx, =x L , 3B-48 thru 369 tabl -xxx, 36-50 thru 3B-51 tabl I I ^ II II f I Upright(post)size is determined by height requirements I I and distance between the uprights as shown on page 3A-24 thru 3A-25 table 3A-2.1-xxx, 3B-48 thru 36-49 table 38-2.1-xxx, / I I 3B-50 thru 313-51tabie 3B-3.1-xxx NA II I II II ' II „ II L _ Kickplate rail or Chair rail girt size and maximum span is determined using page 3A-24 thru 3A-25 table 3A-2.1-xxx, 36-48 thru 38-49 table 313-2.1-xxx, 313-50 thru 3B-51 table 3B-3.1-xxx II • 1/4"x 2-1/4"Concrete screw within 6"of each post and 24" along the perimeter of the enclosure II I I 1"x 2"or 1"x 3"Soleplate Apov F , nda�tion/ 0 TYPICAL SOLID ROOF BEARING WALL SECTION �ww I p HOwi �7 aNNF3zxw oma= Z CL O Oa. N mo m— vip<N WVp.WS y�0 V LO,- .v ;WWL J F N W O m N W LL N O A 0U= zS j. iN,Ua i z \.� 0. o o sg y m c E - 032ss c x0OS J 2s x'0� 0 N N m Z xL a �m�uU) <�� �1< s e n, u J .ZL 1 = O 11 Y m T S Lz G W o 8 $ A r ld C Q in 1• d� �� a m� �m m , J �.LL Z CL w � 3_Es g' o CL En o Z W i s T pOH � 'g U. 0 cj a S a a =3 s.� $ g LLl =$ o e E N p u. O O s �3 gtg $a, C 42, Z Z tu N 3nN 3O w `j s o o —W 0.K^ a —Z�L i Z; E$ g og W = w ^ ¢ Om O® 3- / ow�� 5� m . m A u '9 LLl a O Nei- No �w v � ��D� E a � E (Q c N V 2 W W 4.�' C o S�, N C • L N w '4i� O vim0 oi< QO OJ c 0 Pt c�'is ��p �A� a T r - Z — �K �N NLU OU. S.mO qm LL, LL aa CC _yyq O O Z '^� X / J � L q O C, cr $ gy m A LU 3 8� y o_ cai L_ a z Z_ m� `u m w a N N vi O Uf tD U) LU Z < bre -d—m om an Roof 5y5tcm 9 --------------- 4-4 m Beam 7 •x Z x.oNS o J �in.overhang FPatio Roof werhang:�( _in. U I�ad bearing post is: _ �x x .0 yS Z LU 95 ( Z � w � � z z ' m LLi a b w1d / (16 ft.a d more ratuwT a foaw a Vw � J -------------- Masonry and brick kneewalls require footers ------------- --------------- //,, LLI If footer required,sic is: in.deep in.wide with # Rebar TYPICAL 5Ec-noN / SIDE_/ END VIEW .. .. ... ......................................... ..........................:7........... ...... 6......................................... ............................................ ?2CA0 rMi CVW+W4 PLAN vi 2-jV- aCKE E-N/GLA55 ROOM- ROC F A 7ACH,LE 0 TO Fl-",50 FLAN-FAT O ROOM vlrOLD ROOF SOLID ROOF PANEL PRODUCTS SECTION 7 Table 7.3.6 Allowable Spans for 0.024" PRO-FAB Composite Panels w/ EZ-LOCK for Various Loads Metals USA Building Products L.P. Manufacturers Proprietary Products: Aluminum Allay 3105 H-14 or H-25 Foam Care E.P.S.x1 Density 3"x 48"x 0.024"Roof Panel wl EZ-LOCK Open Structures Screen Rooms ( Glass 3 Modular Roams Overhang! Wind Mono-Sloped Roof I 8 Attached Covers I Enclosed Cantilever Region 182 1 3 4 182 3 ( 4 I 18.2 3 I 4 All span span span span span I span ! spart span span Roofs 100 MPH 1 21' 1 23'-10" 23'-0" 1 20'-4" I Z2'-9" 21'-11" 1 15' 1 17-9" 1 16'-3" 4'-0" 110 MPH 21'-4' 1 23'-10" 1 23'-0" 18'0" 1 20'-11" I ZO'-2" I 13'-9" 15-4" 1 14'-10" 1 4'-0" 120 MPH 20'-4" 22'-9" 21'-11" 17-5- 1 19'5" 1 18'-10" 1 1 0" 113'-11" 1 130 I »-0" 123 MPH I 19'-6" 21'-10" 21'-1" 1 15'-11" 18'-11" 1 18'-3' 11'-8" 13'0" 13'-2' 4'-0- 1.30 MPH 1 18'-0" 20'-2" I 19'-5" 15-1" 1 %9" 16'-3" 1 11'-1" 12'-11" 12'0" ( 4'-0" 140 MPH 1 12'-4" 13'-9" 13'-3" 1 12'-4" 1 13'-9" 13'-3" 10'-3" t 1'0' 1 1'-1" 1 X-3- 150 MPH I 12'-4" I 13'-9" 13'-3" 1 12'-4" 13'-9' I 13'-3" 9'0" 1 10'0" I 10'-:" 1 T-11- 4"x 48"x 0.024"Roof Panel wl EZ-LOCK Open Structures Screen Rooms Glass 8 Modular Rooms Overhang! Wind MonoSlooed Roof I b Attached Covers Enciosed Cantilever Region i&Z 13 4 182 3 4 I 18Z 3 4 All span spart span span span span span span span Roofs 100 MPH 1 23'S" I 26'-2" 25'-3" 122 3' 24'-t 1" 1 24' 1" 17-5" I 19'o"" 18-10" 110 MPH 1 23'-5" i 26'-2" 1 25'-3" 1 20'0" 1 22'-11" 1 22'-2" 15'-1" 18'-0" 1 17-5" 4'-0" 120 MPH I 22'-3" 1 24'-11" 24'-1" 19'-1" 21'-4- 20' 13'-9' 15'-4" 14'-10" I 4'-0" 123 MPH 1 21'5" 23'-11' 231-2' 18'0" 20'-3' 120'-0" 1 13'-5" 1»-11" 114'_0" ( 4'-0" 130 MPH i 19'-9" ( 22'-1" I 21'-4" 17'-S" 19'0" 118'-10" 1 12'-8" 1 14'-2 1 13'-8" 1 4'-0" 140 MPH( 13'0' 1 15'-1" t4'-7 1 13'0" 15'-1" 1 14'-7" 11'-3" 13'-3" 12'-9" 150 MPH 13'0" 1 15'-1" 14'-7" 13'0" 15'-1" I 14- 10'-5" 12 s" 1"'-4" 5"x 48"x 0.024"Roof Panel wl EZ-LOCK Open Structures Screen Rooms Glass 8 Modular Rooms Overhang/ Wind Mono-Zlooed Roof I 8 Attached Covers Enclosed Cantilever Region 18Z I 3 4 182 I 3 I 4 I 18.2 I 3 4 All span span span span span span span spart span Roofs 100 MPH 26'-5" 29'0" 28'-6" 25'-Z" 28'-1' 27-2 19'-8" 21'-11" 1 21'-3" 4'-0" 110 MPH 26'-5" 29'0" 28'0" 23'-2" 25'-10" 24'-11" 18'-2' ( 207" 19'-3' 4'-0" 120 MPH 25-2" 28'-1" 27-2" 21'0" 24'_1" 23'-3" 150 18'-3" I 18'-0" 4'-0" 123 MPH 24'-2' 1 27-0" 267- 77-2371" 23'-5" 22'-7" 15'-1" 18'-1" 170" 4-4- 130 MPH 22'-4' 24'-11" 24'-1" 1 19'-8" 21'-11" 21'-3" 1 a'�" 15-11" 15'-5" 4'-0" 140 MPH 15'-3" 17-0" 16'-5" 1 15'-3` 17-0` 16'-5" I 13'-:" 14'-11" 14'-5" 4'-0- 150 MPH 15-3' 17-0" 16'-5" 15-3" 177-0" 16'-5' 12'-5" 13'-11 13'-5" 4'-0" 6"x 48"x 0.024"Roof Panel wl EZ-LOCK Open Structures Screen Rooms Glass 3 Modular Rooms Overhang i Wind Mono-Sloped Roof 8 Attached Covers Enclosed Cantilever Region 182 3 4 182 I 3 4 182 I 3 I 4 All span span span span span span span span span Roofs 100 MPH 29'-1' 32'0" 31'-5- 27-8" 30'-11" 29'-11" 21'0" 24'-3" 23'-5" 4'-0" 110 MPH 29'-1" 32'0" 31'-5" 25'0" 28'-6" 270" 20'-1" 22'-5" 21'-8" 4'-0" 120 MPH 1 277.3" 30'-11" 29'-11" 23'-9" 1 26'-6- 25'-8- 181-5" 20-7" 1 19'-10' 4'-0" 1Z3 MPH 1 26'-3" 29'-9" 28'-9" 23'-1" 25'-9" 1 24'-11" 1 1T-10` 19'-11' 1 19'-3" 4'-0" 130 MPH 1 24'-7' 270' 26'0" 1 21'0" 24'-3' 23'5" 15'-9" 18'-9" 18'-Z' 4'-0" 140 MPH 1 16'-9' 18'-9" 18'-2" 1 16'-9' I 18'-9" ( 18'-c 14'-9" 1 7*-4' 15'-11" 4'-0" 150 MPH 16'-9" 18'-9" 18'-2' 16'-9" 18'-9' I 18'-2" 13'-8" 15'-4" 1 14'-10" 1 4'-0" Note: Total roof panel width=room width -wail width +overhang EMETRLS USR"'' Lawrence E. Bennett, P.E. FL# 16644 B U d i n g Products L. P. VVIL ENGINEER-CEVEL CPIu&rr,cNSuLTAN7 7815 American way, Groveiand, FL 34736 P.O.3Cx21436a.SOUTH OAYTONA.FL32121 TELEPHONE (386)767-4774 TF1: (352) 787-7766 x202 FAx: (352) 429-201.1 FAX: (386)76--4556 TOLL FREE: 1-800-342-9077 bkaufmann@metalsusa.com PAGE m COPYRIGHT zoo. 7-45 unTTn i1F REPRCOUCEO IN WHOLE OR IN PART WITHOUT THE WRITTCN PERMISSION OF LAWRENCE E.BENNE,;,p E 1 SCREEN, ACRYLIC & VINYL ROOMS SECTION 3A Table 3A.1.1-120 Allowable Edge Beam Spans - Hollow Extrusions For Screen or Vinyl Rooms For 3 second wind gust at 120 MPH velocity; using design load of 13 lSF (43 «!SF for Max. Cantilever) Aluminum Alloy 5063 To Z"x �" x 0.044,. �Z"x 2"x 0.055.. Load Max. Scan 'L'/(benainq 'b' or deflection 'd') Load IMax.Scan !bending'b' or deflection'd') Width (ft.) ( Max. Width (ft.)I1 &2 Span I 3 Span 4 Span Max. 1 &2 Span 3 Span t Span Cantilever Cantilever 5 i 5-1" d 5'-3" d 6'-�- d I 1'-0" d 1 5 1 5'-i" d 6 4'-9" d l 5'-10' d T-1'" b 1 0'-11" d 6 I 5'-0' d 6'-3" d 6'-i' d 1'-0" d 7 5'-7" d T-6- b 0'-11" d 7 I 1' 9" d l T-11- d 5'-11' b 0'-11- d 8 51-4- 0 51-11 b 0'-10" d 8 4'-T d 5-3" d 5'-7' b l 0'-11" d 9 4'-2" d 5'-11' b 4'-10" b 0'-10" d 9 4'-5" d 1 5'-5" d T-3" b 0'-10" d 10 1 4'-0' d l 4'-9- b a'-i b 0'-10" d 10 4'-3" d I T-2' b 5-0" b 1 0'-10" d 11 1 3'-11" d 4'-0" b x-4- b 0'-9" d 11 1 s'-1" a 1'-11" b 4'-9" b 1 T-10- d 12 3'-9" d l 0 l 4'Z" b 0'-9» d 12 3'-11" d 1 4'-9" b 4'-i b 1 0'-10" d 3"x 2"x 0.045" 3"x Z"x 0.070" Load Max.Scan 'L'/(bending'b'or deflection'cil Load Max.Span'L'/(bending'b' or deflection'd') Width(ft.) Max. Width (ft.) 1 &2 Span 3 Span 4 Span Max. 1 &2 Span 3 Span 4 Span Cantilever Cantilever 5 578- d I 7"-1' d 1T 2" d 1'-2' d 5 15-5" d 1 "-11" d T-1" d 1'-3" d 5 5-i" d 6--3- d ( 6'-9" d 1'-1" d 6 0-0' d i 7--5" Cl 7'-7' d 1'-2" d 7 ( 5' 1" d 5-l' d 5-5" d 1'-0» d 7 5'-9' d r"-1' d 7'-3" d 1'-2" d g I 3'-11" d 5%0" d 1 6' b 0'-11' d l 8 I 5'-S" d 6'-9" d 6'-11" d 1'-i" d 9 4'•3" d 1 -t 0" d 5-9" b T-11" d 9 -3" d l 5'0" d 6'-3" d 1-'— d 10 4'-3" d 5-7" d l SSS" b 0'-11" d 10 5'-1" d 1 5-3" d T-5" d 1'-0" d 11 I 4'-5" d i 5-5" b l 5-3' b 0'-10" d 11 4'-1 r d 1 6'-1" a 5'-3' d l 0'-11" d i 12 4'-3" d 5'-2, 0 5'-0' b 0'-10» d 12 4'-9" d -11" d 5'-11' b 0'-11" d 2"x 3" x 0.045" Z"x 4"x 0.050" Load Max.Span'L'I(bending'b'or deflection V) Load Max.Span'L'I(bending'b' or deflection'd'1 Width (ft.) Max. Width(ft.) 1 &2 S an 3 Span 4 Span Max. 1 &2 Span 13 Span 4 Span Cantilever p p Cantilever 5 T- d I 3'-9" a 3'-9" b 5 9'-2' d l 11'-1" d 11' Z" b 1 1'-10" d 6 6'-3" d T-3" d T-11" b 1'-4' d 6 8'-3" d 10'.7" b 10'-3" b 1 1'-9" d 7 1 6'-1" d 1 7'- " b T-5" b 1'-3" d 7 I 8'-c d 1 TT-9" t T-5" b 1 11-8. d 3 8 5' 1" C --2" b 5-11" b 1'-2» d 8 1 T-10" d 1 9' 2" b 1 3'-10" b 1'-7" d 9 5'-10" d 1 6'-9" b 1 6'o" b l'-Z" d 9 T$" a T-3- b 8'-1" b 1'o" d 10 5'-7" d 6'-5' b T-2" b 1'-1' d 10 7'.3* d T-Z" b T-11" b 1 1'a" d 11 5'-5" d '31" b 5'•t'" b 1'-1" d 11 1 6'-11" b % 10" b 7'-7" b 1' 3" d 12 5'-3" b -10' b 5'-3- b 1'-1" d 12 6'-8' b 7-3" b T-3" b 1 Notes: 1. above spans do not include iengm of knee brace. Add horizontal distance from upright to center of brace to beam 1 connection to the above spans for total beam spans. 2. Spans may be interpolated. Lawrence E. Bennett, P.E. FL ?'r"' 16644 CML E.NGINEEP-oEvELOPMENrCoNSULrANr P 0.3OX 214368.SOUTH DAYTONA.-1 12121 cLZ-PHONE: (3a6)767-4774 FAX: (386)767.6556 PAGE COPYRIGHT ZGOA 3A-1 1 NOT TO 3E RE?4000CE0 INWHOLE OR IN P4RT WITHOUT THE WRI TSN PF�'CMISSION OF LAWRENCE=3E.NNETT.R.E. 1 SECTION 3A SCREEN, ACRYLIC & VINYL ROOMS Table 3A.2.1 Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Roams Aluminum Alloy 6063 To' For 3 second wind gust at 110 MPH velocity; using design load of 11 WSF Tributary toad Width w'=Purlin Soacing Sections 3':4" 1 3'-0' ( i'-0" 4'0' 5'a" -ii' I 6'a" I Allowabie Heiqnt 'H'1 bending'b'or oerlec:!on'd' Z"x Z"x 0.044" Hollow I 9'-5' b l 3'-9' 01 d'-Z' ol ra• tr T-' b l "0'-11- b 1 T 3' 01 T-11• b 2"x 2"x 0.055' Hodow 1 10'-3' 31 9'-6- b l d'-11" b 1 8'-5" bf 7'-11' b I 7"-o- b l T-3" b l T-11" b l T-9" b l 6'-6' b 3"x Z"x 0.045" Hollow 1 11'•3' 31 10'-5' 01 9'-9' b! 9'-3' b 1 3'-9" b 1 3'-" b l -' -1 t• 11 7'd' b r-5" tr 1 7'-F b 3"x r x 0.070" Hollow 1 1 Z'A' d I 1 Z-Z' d 1 1% d 1 10'-11'bi 10'-5' b 1 9'-11' b 1 9'-6- b I 9'-Z' b 8'-10' b 1 T.6- b Z'x 3"x 0.045" Hollow 1Z-9' 01 11%9" 01 11'-0' b 1 10'-5' b 1 T-10' b I T-5" 01 8'-11' b I 8'a' 01 8'-4" 01 8'-1' b 2"x 4"x 0.050" Hollow 1 16'-3' 01 15'-1• b 14'_1- ol 13'-3' 61 1z-7- 31 12'5" b l 174 b I 173- 51 10'4' b l 10'-3' b 2"x 4'x 0.046" S.M.3. { 19' o f 17'-3' b 1 b l 15'-T 01 i a'-9• b 1 14'.11 b 1 13'0' b l 12'-11"b( 1 Z-43' b l 1 Z-1' b 2'x 5'x 0.054' S.M.B. { 23'-T 01 21'-10'b! 20'-5' 01 19'-3" b 1 18'-3'7o 17'-3' b 1 IT-8- 61 16'-0- b IT-5- 71 1 a'-t 1•b Z"x 6'x 0.050' S.M.B. 26'-1• b 124'-Z' b ZZ•-7' 0 21'-3' b 20'-Z" ol 19'-3' o l 17-9" bj 1T-l• 01 16'7 b Z"x T'x 0.04x' Snag 11'-3' b 1 10'-3' b 9'-9' b 9'-Z' b 8'-6" b 3'-3' ol 7-11- b l T-i b I T-• 01 7'-1- b 2"x 3"x 0.045" Snag t W-4' al 1.T-4" b 1 Z-5' 01 11'-9" b 11'-Z' b 10' b 1 10'-Z' S 1 9'-9" 131 9'-5" 01 T.I. b 2"x 4"x O.OAS" Snag 1 T-7' o f 16'-3" b 15'-3' bi 14'-4" 01 13'-7' b t Z-11'bj 1Z-5* 31 11'-11"b 1 11'o b I 11'.1' b For 3 second wind gust at 120 MPH velocity; using design load of 13*SF Tributary toad Width'W'=Purtin Spacing Sections 3'a' 3'0' I 4'-0' 4'-6' S'-0" 5'0' 1 6'a" I 6'ii" Ta" I T-6" Allowable Heiqht 'H'I bending'b'or deflection'd' Z'x 2'x 0.044" Hollow 1 8'-' b I 8'-0" b I --d" b 1 T-1' b{ 6'a" b f 5'-3- b I T-1" 31 5,-,.1* b 1 Ste' 01 i o' b 2"x 2"x 0.055" Hollow 9'-3- b l 3'-9' b I T-2' b 1 7--9' b 1 T-• b I T-1,1 o b 1 T-8- 01 0"'-5' b 1 *-*-Z* b 3,410 0 3'x Z"x 0.045" Hallow ( 10'-5' b i T-7' b i 3'-11' 01 8'o' b l 8'-0" b I 7"-0' b 1 T-- 31 7"-1' tr I "0"-10' b l 6'-! b 3"x Z'x 0.070" Hollow IZ-1' d 1 11'-5' b 1 10'_8' b 10'-1' b l 9'-7- 01 g'-2' b I 3--9" 31 8'-5' b l 8'-1" b 1 i-t0' b Z"x 3"x 0.045" Hollow 12'-10'b 111'-11"b 1 11'-Z' b I 10'v' o f 9'-11' b I 9'-i- b 1 4'-1' 01 T-9• b•1 T-5, b I T-Z' b Z"x 4"x 0.050" Hollow 1 1x-11'b i 13'-10"b 1 12'-11"b 1 Z-Z' b 1 11'-7- 01 11'-0" b 1 10'-7 01 10'-2' b 1 9'-9' b 1 75- b Z"x 4"x 0.046" S.M.B. 1 17-43" b 1 16'-3' b 15'-c b 1 14'-4' 131 13'-7 b 1 1Z..,I-b 1 1 Z-3' 01 11'-11"b 1 11'-0" b 1 11'-1' b 2"x 5"x 0.050" S.M.3. 121'x' b 1 20'-1' b 1 18'-9" b 1 17-9- b i 16'-10"b l 16'-0' b 1 15'- 0 1 14--g" b l 13'-9" b 2"x 6"x 0.050" S.N.H. 123'-11-b 17Z-2" b t 20'-9' b 1 19'-% b I Ia'-T b l i T-9' b 116'-11't 1 16'-3' b l 15-0' b 1 15'-Z' b 2"x 2"x 0.044" Snag 110'-' b 1 T-i b l T-11' 01 T-5' b 1T-1 1" 01 7"- 01 7'-= b I T-0' b I 6'-9' b 1 5*43' b 2"x 3"x 0.045" Snag 13'-3' o f I Z-3' b IV-3- n1 10'-9" 01 10'-3' b I T-9' b 1 9'-' b I T-11' b 8'-3" h 1 3'7 b 2"x 4"x 0.0x5" Snag I 16'-Z' .;i 1a'-:1"b l 1a'-0" b l 13'-2" b I 121-6' b l 1" b 1 1' -6' b 1 10'-11" b 1 10'-% 51 10'-3' o Notes: 1. Above spans do not include length of knee brace. Add horizontal distance from upright to carterof brace to beam connection to the above spans for total beam spans. 2. Spans may be intereolatea. Lawrence E. Bennett, P.E. FL 116644 GvN�►L ENG -oeVEr.oauefr'c,NsucrsNr P.O.3OX Z14W.SOUTH CAY;CNA.Pit-32121 PAX: (3861 MT iw8 POWE COPYRtG}�T� 3A-24 No-. ro SE REPRCCUcSo IN WHOLE CR IN PART WrI14CUT THE WRIF=_4 99-MMISSICN CP V.WRQdCE I Se4NE-.�P= ADDRESS BUILDING PERMIT NUMBER INSPECTIONS : FOOTING �- 12 UNDER SLAB PLUMBING SLAB FRAMING COVER-UP -/ I- 76 INSULATION 3 9 FINAL BUILDING _- 2,k- /6 CERTIFICATE OF OCCUPANCY"j'-2,k '�Y ELECTRICAL PERMIT # /5-75 ,7 7-19 INSPECTIONS ROUGH F I NAL ! - 9U MECHANICAL PERMIT # 11.5-9.2(o Gas lS�� 9 PLUMBING PERMIT ## NOTES : Lawrence E. Bennett, P.E. FILECOPY Civil Engineer & Development Consultant P.O. Box 214368 South Daytona, Fl. 32121-4368 f Phone (386) 767-4774 Fax (386) 767-6556 E-Mail: lebpe(@bellsouth.net log SITE SPECIFIC JOB CHECK LIST FILE COPY Date 1 // 1. Provide job name and address: Ov 2 S L-c-� �q y b S E 1 ut-A, B L_y p WE-9F i 2. Your company name and address. You must include a physical address so we can send it back via UPS Lifetime Enclosures, Inc. 5521 Chronicle Court Jacksonville, Fl. 32256 3. Briefly describe any information relevant to the job. FILE COPY 4. The drawings must have the following minimum standards: a. Job name and address, your address ON ALL PAGES OF PLAN b. Plan view with dimensions TO SCALE. C. Section view or front and side elevations to 1/4" = 1' SCALE. (1/8" or 1/10" for pool enclosures.) d. Provide attachment details on drawing. e. Street map with job location. f. Wind zone J.Zm.p.h. and exposure category B _or C (From Building Department.) g. If job is in St. John's County Complete Design Checklist Other comments: FILE COPY 4 Design Check List for Screen / Vinyl Room (page 1 of 2) 1. Design Statement These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett and comply with the Florida Building Code, 2001 Edition, Chapter 20 and ASCE 7-98, Table 6-2; Importance Factor 0.77; Exposure'S' ',�-or'C'_; 120 MPH or MPH for 3 second wind gust velocity load; Open Design pressures can be found on page 3-ii: R E C E I V E a. 'B' exposure = 2_3 PSF for Roofs & _PSF for Walls CITY BUILDING TL ANTIC BEACH b .'C' exposure = PSF for Roofs & PSF for Walls Negative I.P.C. 0.00 For'C' exposure design loads, multiply 'B'exposure loads by 1.4. 2 2005 j 2. Host Structure Adequacy Statement: I certify that I have inspected the host structure and it is in good repair and attachm nth de to the structure will be solid. 8 .— Phone: 0\r' K N,�me (please print) X i f\� Date:-- /—//— CCM ate: /--//—Cant ct nature Note: Prase room from host structure shall not exceed 16'. 3. Building Per it Application Package contains the following: Yes No A.Project name & address on plans . . . . . .. . . . . . . . . . . . . .. .. .. ............. ........ B.Site plan or survey with enclosure location . . . . . . . . . . . . . . . .. . . .. .... .. .. . . .... . . _ C.Contractors/Designer's name, address, phone number, &signature on plans . .. . D.Notice of consumer rights attached and initialed by consumer . . . . . . .. .. .. . . . . . . . . EProposed project layout drawing @Jleror 1110" scale with the folLowing:. . . . . . . . . . .' Vq 1. Plan view with host structure area of attachment, enclosure length, and projection from host structure. . . . . . . . . . . ... . . . . . . . . . . . . . .. . . . . . . .. . . . . . . . . . . 2. Front and side elevation views with all dimensions&heights . . . . .. .. .. . . . . . . . . _1L� _ 3. Beam span, spacing, & size (i.e. 2"x 8"x 0.072" x 0.224") . . . . . . . . .. . . . . . . . . . . . _ 4. Upright height, spacing, & size (i.e. 2"x 8"x 0.072"x 0.224") . . . . .. .. . . . . . . . . . . S. Chair rail or girts size, length, & spacing (i.e. 2"x 2"x 0.044"x 5-0"@ 6'-0"O.C.) 6. Knee braces length, location, & size (i.e. 2" x 3" x 0.045"for 2"x 8"x 0.072"x 0.224" s.m.b.). . . . .. . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . .. .. .. . ... .. . . . . . . . . . . 4. Highlight details from Aluminum Structures Design Manual: Yes No A.Beam & pudin tables w/sizes, thickness, spacing, & spans/lengths. Indicate Section 3 tables used: Beam allowable span conversions from 120 MPH wind zone, 'B' Exposure to MPH wind zone and/or'C' Exposure for load width Look up span on 120 MPH table and apply the following formula: Span/Height @ 120 MPH F Required Span @ MPH (b or d) x (b or d)x (b or d)= IWind Zone Multiplier' Exposure Multiplier' B.Upright tables w/sizes, thickness, spacing, & heights (Tables 3.2.1, 3.2.2,or 3.2.3) . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . .. .. .. . . . . . . . . . . . . . . . . . . . . . Upright or wall member allowable height/span conversions from 120 MPH wind zone, 'B' Exposure to MPH wind zone and/or'C' Exposure for load width Look up span on 120 MPH table and apply the following formula: Span/Height @ 120 MPH F Required Span @ MPH (b or d) x } (b or d)x (b or d)= I Wind Zone Multiplier' J Exposure Multiplier' " Appropriate multiplier from page 3-ii. b-6 DU2S��L MAP SHOWING BOUNDARY SURVEY OF LOT 38, SEVILLA GARDENS UNIT TWO, AS RECORDED IN PLAT BOOK 45, PAGES 7 AND 7A, OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. CERTIFIED TO: WILLIAM D. OURSLER, SR. AND BERNICE J. OURSLER FIRST HORIZON LOAN CORPORATION CENTERUNE OF ROAD POINT STEWART TITLE OF JACKSONVILLE, INC. OUND N,wLTURE WATSON & OSBORNE, P.A. No IDENTIFICATION A�\v a� SEVILLA BOULEVARD WEST (50.0' RIGHT OF WAY) y Try �N 42.00'43" E 66.00' (PLAT) FOUNI 3/8- REHAR N 42'00'43" E 65.92' (MEASURED) NO IDENTIFlCATION •. FOUND 1/2- IRON PIPE ' NO IDENTIFlCATION p 8.7' 23.2' •�'' . '�' Ln Z Z zs s.a 2.71 N p -t- 00 n o G7 00 • C3 rn 11.4' + COVERED 7 W L4 v 8.0• ENTRY m FTl W W s LOT 39 ONE STORY 0 0 LOT 37 MASONRY 0 0 POSTED # 1946 p cr! W J E41 O.Y _ 8.3' M D u 9: 10.5• 4.6 o, 7.4• w N D rTl " c V) 2.r e,,° m 2.7' J - -- Ia 22.9 u rnAZ .� Z 10 Agp I FW w � z � ' {n 7 , m V O W Q N t• UZ Z Q LES� J J R� PAGE 38 E F G CONTINUED PAGE 28 H J 31 y 38 m N U.S. Coast Guard Station � Goff Course r � �a S IE[ ' o �� W Mayp rt Naval Air Stations � 9 1 � =a rr � 32 AVEC !22 1- ■r.q.n�Elem F' 38 KaLherin Abbe Manhattan Beach 33 ' ` �gw g FANT "MayPort 3 r g„R r Elem MAZAMA "' V J014 ab Etc �U�¢ __ : EZ m z �Y rQ UjhtCD K N CIR A A L A Seminole ` a VALLEY FORGE CT T S o IN DING oBeach 1 T P TSR 34 '.��"CT �3EUNKER HILL CT p1,K RL C �,. ISSI R 0 W z n v yP sT. Z r . Ma ort ; A 2D1t Junior High z o O z IM ovE Al � OU wI ow w t ^ VE CT Fay D 1— ct` DING D ag W $ BE - ,. IN NOLIA LANDIN - - •, Pa I D �y DORo CIR N Fi C¢ 't L - H _T 35 D S 01 ES AVE > v H z 150E N 1500 P E CT o JACK T R RD �" �\16 -14 ry „T ARD NRAtlantic T_ Y T Beach AAI = 7 s p LATA A 6 'T,h z RE 3 T A H The Pourdatim Atlan' AaedeM = AD oC ��e Hem AS NALD ST i sT P ST uYwlNo a r i wi cI k ATLANT taM ST ST ` OR ORA E YST Penma o R Y{`5STBeach 37 Dorcaouyla a o S B T T Copynghl Neno.Drec Dries r r /1 (��1NTINI IFfI PAt;�49 f � I CITY OF No 2 8 4 4 5 ATLANTIC BEACH FLORIDA NAME— ADDRESS AME ADDRESS CITY 515.E 74 Date. 10/14/59 @1 -�• When Signed, Dated and Numbered, This Becomn t es an 34fo 1E11 Received Payme MAKE CHECKS PAYABLE TO CITY OF ATLANTIC BEACH, FLORIDA TREASURER f BUILDING, PLANNING AND ZONING INSPECTION DEPARTMENT CITY OF ATLANTIC BEACH, FLORIDA CERTIFICATE OF OCCUPANCY WORKSHEET Date Requested: 4/23/98 Building Contractor: Carlson & Co. Contractors, Inc. Building Permit Number: 15749 Address : 1946 Sevilla Boulevard West Legal Description: Lot 38, Sevilla Gardens Unit Two 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 single family residence Lowest Floor Elevation: , required as built BEFORE ISSUING CERTIFICATE OF OCCUPANCY THE FOLLOWING MUST BE COMPLETE DEPARTMENT DATE NOTIFIED DATE APPROVED BY Fire na Public Works 4/23/98 d `t Planning Building 4/23/98 s CITY OF '� g1� Office of Buil in Official IY REQUEST FOR I SPECTION9 J �- Permk-P Date Time M. Received ocality Job Add Owner's Contract r I Name MECHANI ELE PLUMBING 4�n CO ETE nd ❑Footing ❑ ouginng ❑ Heating❑ Temp Pole ❑ Top Out Slab ❑ Sewer ❑ Fire Place ❑ Insulation ❑ Lintel ❑ Final Pre Fab READY FOR INSPECTIO Mon. Tues. p Wed. Friday CD a. Inspection Ma a Final Inspec i Inspector d Date CITY OF ri&421M3e=4-0;&Uu Office of Building Official REQU ST FOR INSPECTION �5�� • , Date Permit No. Time A.M. `'(✓` Received P. Jo Addr ss o ality Owner's :7 Name Contractor BUILDING JF CONC E ELECTRICAL PLUMBING MECHANICAL Framing ❑ Footin ❑ Rough Wiring ❑ Rough ❑ Air Cond. & ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation ❑ Lintel U. Final ❑ Sewer ❑ pre F F-1lace READY FOR INSPECTION A.M. Mon. Tues. Wed. Friday P.M. In ction Made P.M. - Fin Inspecto. Certificate of Occupancy ❑ ✓ Date . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Ell ZIP (11trit-firate of Mccupancu Tito of Atlantic +le# — Nloriba ihpa ttntnt of Nuilbing Inspection This Certificate issued pursuant to the requirements of Section 103.8 of the Southern Standard Building Code certifying that at the time of issuance this structure was in compliance with the various ordinances regulating building construction or use. For the following. A Use Classification Single Family Residence Bldg. Permit No. 15749 Group W.f Type Construction sof Fire District Atlantic Beach Owner of Building Spero Had;ieseoRloWdress 1946 Sevilla Blvd. W. Buil 'ng Address 1946 Sevilla B1vd.W4-ocality Atlantic Beach, FL 32233 C 1��K By: /DON C. FORD"7 Building Official Date: ` 2- Y POST IN A CONSPICUOUS PLACE 0.1rdifirtite of Mccupancu (situ of Atlantic lrac4 — Noriba Brpartment of Nuilbing 3miVertion This Certificate issued pursuant to the requirements of Section 103.8 of the Southern Standard Building Code certifying that at the time of issuance this structure was in compliance with the various ordinances regulating building construction or use For the following. Use Classification Single Family Residence Bldg. Permit No. 15749 Group W.f Type Construction S1f Fire District Atlantic Beach Owner of Building Spero Hadj ieseoglo1 ddress 1946 Sevilla Blvd. W. Buil 'ng Address 1946 Sev' la B1vd.W4-ocality Atlantic Beach, FL 32233 By. DON C. FORD Building Official Date: i- ` z Y POST IN A CONSPICUOUS PLACE turPrtifirate of 00cruvancu Titg of Atlantic ikac4 — Yloriba Department of +.wilding Jnspertion This Certificate issued pursuant to the requirements of Section 103.8 of the Southern Standard Building Code certifying that at the time of issuance this structure was in compliance with the f carious ordinances regulating building construction or use. For the following. Use ClassificationfSingle Family Residence Bldg. Permit No. 15749 Group Type Construction s/f Fire District Atlantic; Beach Owner of Building Spero HadidesllogloLAddres, 1946 Sevilla Blvd. 'w. Building Address 1946 Sev la Blvd.Wtocality Atlantic Beach, FL 32233 ! By. DON C. FORD Building Official Date: POST IN A CONSPICUOUS PLACE k CITY OF 800 SEMINOLE ROAD --- -- - --- _ ---- 1TLANTIC BEACH. FLORIDA 32233-5445 TELEPHONE (904) 347-5800 Ea.Y(904)247-5805 NOTICE TO: Water Department FROM: Building Department DATE: Please be advised that the final building inspection has been completed on each of the following addresses and construction water is no longer needed: Permit Number Address , Si nc Building Department Department DATE : y PRE-SERVICE DIVISION JACKSONVILLE ELECTRIC: AUTHORITY 23:.3 WEST DUVAL STREET JACKSONVILLE, FLORIDA 32202 THE FOLLOWING FINAL INSPECTION( ) HAVE BEEN :LADE AND ARE SATISFACTORY: ------ ------------------------------------------------- ------ ------------------------------------------------- ------ ------------------------------------------------- ------ ------------------------------------------------- Enclosed are the blue copies of the permits. (:2E LY G7J�L,C� BUILDING INSPECTION DIVISION cc:FILE w MAP SHOWEVG BOUNDARY SURVEY OF LOT 38 BLOCK - AS SHOWN ON IAP OF SE V/L L AQ G/a.e/�E.uJ' U.C//7" 7-(.-/o AS RECORDED IN PLAT BOOK 4`� PAGES 7-7A OF THE PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA CERTIFIED FOR: SPEeo . M. X-e(lT /nJ 8A) U� CU2g EL-�,G2' � E11/CLE /5LV/J. ri m ,o : • tn -7' a. FFA '- K 4 �¢ 27' � � v� yy FLOODPLAIN DEVELOPMENT INFORMATION Location:: o&r X-0 f6-VI �f'f�j42jQAAA1' OA)17- Tu/D Ty pe of Development: t6'Nf 1 P15AJTI4C. Flood Zone: 4 y4 x i 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. CONINIENTS: 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 developm n i Date /aZ / Applicant's Signature Department Use: Required Lowest Floor Elevation `g. As Built Lowest Floor Elevation e-7. Survey Filed with Building Department V i (� L. -A -� (-"'JA Building Department Repr sentative PRopiat±y rEScR1:PTION Lot # 3%_, Block * RECEIVED Section # Subdivision:�f 6Vj L4j (rj4jtb /1— -roj0 DEC 1 ? 1997 Street Name DESCRIPTION OF *05y of Atlantic Beach or Address: (If in a FLOOD HAZARD Building and Zoning Flood Zone: area complete page 3) P ��- Brief Description C D Cv Al Class of Work: (Mew/ Remodel/Addition: w e-cj ZONING Type of Construction: JWOQ -Re,+A4C.1r 1[17U CX0 Zoning Proposed District: Use:. (Z(fd/DC-7d'( L- Estimated Value $ Exceptions or Variances Materials: Granted: /yA A.)� Solid or Filled Ground: .1(2A Roof: Method of Heating: eoQ74r e1L OWNER I2470M=C 1T Property Owner: T . i+APa'Tys,ccyCr 4-t) wtNC.}� Phone: 0 Mailing Address 4+ Zip: 312-fT� CONTRACTOR 1NEOMaTION Contractor- 0, KLS� L'vAf-a L Phone: Mailing Address: C f E S L ZI -J AX , FLA' Zip: Z STATE LICENSE NO: V/��j 0/Zf��© Date.e I HEREBY CERTIFY THAT I HAVE READ AND EXAbtINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL. PROVISIONS OF THEE LAWS- AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH, WHETHER SPECIFIED HEREI14 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, ORDINANCESF 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 IS CONTINGENT UPON THE ABOVE INFORMATION BEING TRUE AND CORRECT AND THAT THE PLANS AND SUPPORTING PATA HAVE BEEN OR SHALL BE PROVIDED AS REQUIRED. Owner Signature DATE L / Contractor Signature DATE 1711514i' 7 SWORN TO AND SUBSCRIBED BEFORE ME BY THIS /S to DAY OF 199-7 . MICHAEL G.HALL NOTARY PUBLIC EXPIRES:WI 22 2001 •h cr h4�'` Bonded ihfo Notary PUbk L%dwAn FL./1. 1LAWS FS 711.11 RAMCO PORM 409 � � riv of Qf1al-ninvurru-trnt y 1►119►AM4 IN ou►LICA7[1 m To (vllvtn it tttau toiccenta The undersigned hereby informs all concerned that improvements will be made to certain real Q1 property, and in accordance with section 713.13 of the Florida Statutes, u the following information is stated in this NOTICE OF COMMENCEMENT. 0 , Description of property ......3..G�. L3LK...'?..SEVL4-. .... ..... " . .E 7.-..7 .REa� .. . . oK....� .......A ... .......................................... 0 q�0 ... ... ............................................................................................................. ........................................................................................................................ ...............................................................................................................................................................:........................... General description of improvements.............�ONS !2t1�T...... l..tU. F! ?(��:.Y...... .GU. L�./..�✓G................ ................................................................................................................................................................................... ............................................................................................................................................................................ u Owner._.....S.RE.pro........��f�T/ ... .................................. .......................................................................... �- , Address............ .�� .�....../ .........ZS.T S T..... T..../............ ..........`'T! X, BCf ...... F..L........3Z2S0 -)- Owner's interest in site of the improvement.................. ! Q ............�f .....�ES DEMI LE ........................................................................................ fee Simple Tills holder (if other than owner) Name........... ........................................................................................................................................................................... Address.................................................................................................................................................................. ........................................................... Contractor............ ...... ........... ..7........1.. f. :% .. 6=5....., ./ -............................................................................... P 7 Address................r-1. 1.%....... !titT...... .4./. ./�� ....... .T............-�. !C:.....f 4`f..........zz1.:i�y.......................... Surety (if any)..................................................................... Address.................................................................................... Amount of bond $................................ ................................................................... Name of person within the Stals of Florida designated by owner upon whom notices or other documents may bs served: Name _............... W/VE! ............................................................................................................................................»......................................... Address............. a.�...... Sr ST .A.4- X1.... :... �.:....3 2 Z SG ...................................... ............. In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13 (1) (F), Florida Statutes. (Fill In at Owner's option). Name............... .................................... Address............................................................................................................. _.. . //CITY OF GG� 4&444C /3 11344CA-&;4VM& Office of Building Official REQUEST FOR INSPECTIO 12 Date Permit No. Time A.M, Receive - — — p Job Address L cality Owner's Contractor ILDING CONCRET ELECTRICAL PLUMBING MECHANICAL Footing Rough Wiring ❑ Rough Ai.Cond. & Re RoofingSlab Temp Pole 7 Top Out Heat,ng Insulation Lintel - Final E Sewer ^ Fire Place Pre Fab READY FOR INSPECTION Mon. Tues. Wed. Thurs. Inspection Made Inspector .� _ Final Inspection Certificate of Occupancy C Date � A R TRANSMITTAL DOCUMENT FOR JEA DATE: �2 The following permits have passed "rough" inspection: Permit No. Address . z7 5Z Please update your records accordingly. T k BUIL ING CLERK CITY OF ATLANTIC BEACH /vcb i tTY OF 4&r.Cc' Beac,4-/Official ,& 5� Office of Building/REQUEST FOR INDate Time Received •M ���� Job Addr ss - Locality Owner's Na Contracto — BUIL G CO RETE C ICAL PL Con g F ing - ug Wiring Rough C Air Heating ting & Re Roofing r ab __ Temp Pole Top Out Insulation Lintel Final Sewer Fire Place Pre Fab READY FOR INSPECTION Mon. Tues Wed. Thurs. l Friday 9 A.M. Inspection Made _ - " j P.M. Final Inspection G Inspector—WO-14-4 -- Certificate of Occupancy Date r� ♦� ' FFE $10.00 APPLICATION FOR ML PERMIT CITY OF ATLANTIC BEACH FFOPEM MER N n,e: e� Day ez � 711Y Address `!�� - APPLICANT, IF a= THAN OWER Name: Day Address., U. 4?30 JOB Address or Location:� f� Legal Description: Is well to be used for drinking purposes?. Any person, individual, corporation or other entity receiving a permit as provided in Section 22-40 of the Atlantic Beach Code, and who plans to use eater from the permitted well for drinking purposes, must first chttafn a bacteriological test report from the State of Florida Health Department, furrishing a certified copy thereof to the building departnent of the City of Atlantic Beach. A certificate of occupancy will not be issued until said report is an file with the building department. Decartsent Notes: I L comply with regulations stated herein: Date Feb-09-98 15 : 13 P . 01 BUILDING AND ZONING INSPECTION DIVISION CITY OF ATLANTIC BEACH ATLANTIC BEACH, FLORIDA 32233 APPLICATION FOR MECHANICAL PERMIT CALL-IN NUMBER — IMPORTANT — Applicant to complete all items in sections 1, 11, III, and IV. LOCATION Street Addie lfl OF Intersecting Streele Bel-eon_, r �� 1 I I � 1.-%L-. V�nd_ S4- BUILDING 1 [c,___._-�d���-_ __ �` 3 Z Sub•diviuon _ II. IDENTIFICATION — To be completed by all applicants In consideration of permit given for doinq the work as described in lkp ahr .r. 0a1vn enf we hereby Agree Io perform said work in eccordance wish the alfec!,Qed plans and tpec,ficaGons which are a part hereof and in ar.cordanee with +he City of Jacksonville ordinances and standards of good practice listed therein. Name of f(Pr.nic.l 5C_�+j 'k1 V" ' L / MatConter �� �C �� Conhaefor Prinf h =� Meslnr J Name 01 e)Id t_S Property Owner Signature of Owner Signsfure of or Authorized Agan Archflecf or Engineer III. GENERAL INFORMAT N A' Type of sting fuel: B• IS OTHER CONSTRUCTION BEING DONE ON Electric THIS BUILDING OR SITE ❑ Gas--❑ LP ❑ Natvral ❑ Central Utility IF YES, GIVE NUMBER OCON�1 STRU�TION ❑ Oil PERMIT JJ L4 ❑ Other -- Specify IV. MIFCNANfCAL EQUIPMENT TO EE INSTALLED NATURE OF WORK jH ide ompiefe list of componenh on back off A' ion I �Residenllal or L) Commercial eal QSpace Q Recessed C7 Canlril ❑ Floor L�New Bulldlnp JD'Air Conditioning: ❑ Room entre) E) Existing Building 01'*'D_wct System: Material �1nic�yn•s. C l Re lacement of existing system Maeimum capacity __ Iy v e.1.m. � Installation (No system prevlously Installed) __ ❑ U Extension or add-on to existing system Refrigeration ❑ Cooling tower: Capacity g.p,m. LJ Other — Specify ❑ F;nv sprinkler: Number of heeds_— ❑ Elevator ❑ Manlift ❑ Escalator (number) THIS SPACE FOR OFFICE USE ONLY ❑ Gasoline pumps_ f number) llk" ed) ❑ Tanks (number) Re"As ❑ LPG conteinerL )number) ❑ Unfired prossure veual ❑ Bollen Permit Approved by Data-- ❑ 00ior .-- Specify Permit Fee LIST ALL EQUIPMENT AIR CONDITIONING AND REFRIGERATION EQUIPMENT Number Vn1ta Description Yodel Number MLnutacturer Ca sns) caralty A SID (Toeys C PSR-3844 �cjqq DEPARTMENT OF BUILDING CITY OF ATLANTIC BEACH LOCATION INFORMATION Perinit Number * 15929 -tddress : 1946 SEVILLA BOULEVARD REST Permit Type:MECHANTCAL ATLANTIC BEACH . FLORIDA 32233 Iass of Work:NEW LEGAL DESCRIPTION ----- ---- Constr . Type:WOOD FRAME Block: Lot , 38 Twp , Proposed Use* SINGLE FAMILY Section: 0 subd: Rng: Lwellings : 0 Subdivision: SEVILLA GARDENS Est . Value , 0 . 00 Improv . Cost : 0 .00 Total Fees , 25 , 00 Amount. Paid: 25 , 00 Date Paid: 2/13/1998 OWNER 1 N F 0 RM AT r APPLICATION FEES --------- damp: PEF M 171 25 .0 C, Addr : 1901 N . 1ET STREET #1594 7ACKSCINVIT-LE BEACH . FL Phone. t 11404 , 214,�,11 i I CONTRT-.CTQR INFORMATION Name: ART INTERNATIONAL CORP Addr: 719 ARLINGW- ,D'-,D1 AVENUE JACKSONVILLE - FL 32211 Lir: 9917 Exp, Type: 4 NOTES: NOTICE - INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION 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 MECHANICS' 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. $25.0014 Reueipt-. 0832967 Date: wl 10461 CHECKS ATLANTIC BEACH BUILDING I)EPARTMENT 08108003221000 By: BUILDING AND ZONING INSPECTION DIVISION CITY OF ATLANTIC BEACH ATLANTIC BEACH, FLORIDA 32233 APPLICATION FOR MECHANICAL PERMIT CALL-IN NUMBER IMPORTANT — Appl�i(c/aant�—t}(�o� complete all items in sections I, II, 111, and IV. LOCATION Street Address: OF Intersecting Streets: Between And BUILDING l Sub-division II. IDENTIFICATION — To be completed by all applicants . In consideration of permit given for doing the work as described in the abcve 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 Jacksonville ordinances and standards of good practice listed therein. Name of Mechanical Contractors Contractor (Print) i Master 1 Name of Property Owner Signature of Owner Signature of or Authorized Agent Architect or Engineer 111. GENERAL INFORMATION A, Type of heating fuel: B• IS OTHER CONSTRUCTION BEING DONE ON ❑ Boctric THIS BUILDING OR SITE Gas— lP ❑ Natural ❑ Central Utility IF YES, GIVE NUMBER OF CONSTRUCTION ❑ Oil PERMIT ❑ Other — Specify IV. MECHANICAL EQUIPMENT TO SE INSTALLED NATURE OF WORK (Provide complete list of components on back of this form) r \ Residential or ❑ Commercial ❑ Heat ❑ Space ❑ Recessed ❑ Central O Floor Y5 I New Building ❑ Air Conditioning: ❑ Room ❑ Central ❑ Existing Building ❑ Duct System: Materiel Th;ckners ❑ Replacement of existing system Maximum capacity e.f.m, / New installation(No system previously Installed) C] Refrigeration ElExtension or add-on to existing system El Other — Specify ❑ Cooling tower: Capacity q.p.m, ❑ Fire sprinklers: Number of heads ❑ Elevator ❑ Monlift ❑ Escalator (number) THIS SPACE FOR OFFICE USE ONLY ❑ Gasoline pumps (number) (RK"ll"ed) ❑ Tanks (number) Remarks ❑ LPG container (number) ❑ Unfired pressure vessel ❑ sails" l Permit Approved by Date — qOther — Specify \ S'+'JkA im �• Permit Fee LIST ALL EQUIPMENT AIR CONDITIONING AND REFRIGERATION EQUIPMENT Capacity Number Unita Description Model Number Manufacturer TY Approving ons) SPct CITY OF N 4&M14C Beccli-0;&u-da �y ,YOB Office of Building Official EQUEST FOR INSPECTION ' Date / _ v Permit No. Time A.M. Received P.M. Job Address: ality O.vner's Name _ Contractor BUILDING CONCRETE ELECTRICAL PLUMBING MECHANICAL l Framing - o Rough Wiring Rough Air Cond. & Re Roofing C Slab Temp Pole - Top Out - Heating Insulation _- Liniel Final Sewer Fire Place Pre Fab READY OR INSPECTION Mon. ( j..) Wed. �Th')urS. S Friday Inapacticn M e lnsoector Final Inspection Certificate of Occupancy Date _ PSR-3844 8 DEPARTMENT OF BUILDING ?VS CITY OF ATLANTIC BEACH ----- PERMIT INF'CRMATION ____,... ______._ LOCATION INFC1R.MATTTO?13 Permit Number: 15,199 Address : 1945 SEVILZAA BOULEVARD WEST Permit Tppe: PLUMBING ATLANTIC BEACH FLORIDA 322" :lass of Work:NEW _______ LEGAL DESCRIPTION ------- Constr . Tvve:WOCD FRAME Elock: Lot : 38 Twp,, Proposed Use: SINGLE FAMILY Section 0 Subd: Rnq Dwellinas : 0 Subdivision: SEVILLA GARDENS Est . Value : 0 . 00 ?mvrov . Cost : 0 . 00 Total Fees : _11 .00 Amount Paid: '71 . 00 N NEW +WNER iNFORMATICDN __..___ ___ APPLICATION FEES - - --_---- . IaTCt S . Nj:I 3tESE0GL0U PERMIT a.an 917,1 N . IST ;STREET #1594 jP.CKSONV I LLE BEr'CH . FL 32" .-- --- C0_NTFT TC.F: INFORMATION -- -- --- Name: - ._ __tame: JERRY ' S PLUME TtiCl Addr: 3709 MAIN STREET MIDDLEEURG , F'LCRIDA 3206-- Lir'` CFG00491 Exp ` ' Ti re, n NOTES: NOTICE - INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION 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 MECHANICS' 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. ATLANTIC BEACH BUILDING DEPARTMENT By: i-- CITY OF ATLANTIC BEACH APPLICATION FOR PLUMBING PERMIT JOB LOCATION: ti Yo- l/ / A 7 OWNER OF PROPERTY: 6 tN _`fie V t . n a, ii PLUMBING CONTRACTOR: h 1� ✓ CONTRACTOR'S ADDRESS: STATE LICENSE NUMBER:C TELEPHONE: / I !2Z q0 HOW M"Y OF THE FOLLOWING FIXTURES INSTALLED SINKS SHOWERS _LAVATORIES I WATER HEATERS BATH TUBS DISHWASHERS URINALS DISPOSALS _CLOSETS WASHING MACHINES FLOOR DRAINS SHOWER PANS OTHER TOTAL FIXTURES: / �` X 3.50 + $15.00 MINIMUM PERMIT FEE _ $25.00 SIGNATURE OF OWNER: SIGNATURE OF CONTRACTOR: 1 ----------------------------------------------------------------------------- INSTALLATION OF PLUMBING AND FIXTURES MUST BE IN ACCORDANCE WITH THE 1994 STANDARD PLUMBING CODE. CALL A DAY AHEAD TO SCHEDULE INSPECTIONS - (904) 247-5826 SEWER CONNECTIONS MUST BE CALLED IN TO PUBLIC WORKS FOR INSPECTION PRIOR TO COVERING UP - (904) 247-5834. A CITY OF Office of Building Official / 4Q REOLIEST FOR INSPECTION Date Permit No ____-- -- Time A. Received - R J b dress Locality Owner's— Q �-C�(/4�2—Contractor -- Name — BUILDING CONCRETE ELECTRICAL PLUMBI MECHANICAL Framing r Footing G Rough Wiring C Air tingCon & Re Roofing - Slab G Temp Pole C Top Out / Heating Insulation Lintel C', Final ❑ Sewer t Fire Place Pre Fab READY FOR INSPECTION Tues Wed. Thurs. Friday -- Mon. / r< —�—� A.M. Inspection Mads _ P.M. Final Inspection %! Inspector- -- — — Certificate of Occupancy C Dat -- - - t �9� �/� CITY OF �z l �;�stdc /3WZ4- �tvtsc Office of Building Official C REQUEST FOR INSPECTION Date__ ` / g O — Permit No.Time A.M. ReceivedP.M. s f O JC�� Job Add7�z* _ Locality Owner's Name _ Contractor BUILDING CONCRETE ELECTRICA PLUMBING MECHANICAL FramingFooting Rough r Air Cond. & Re Ruofing _ Slab Temp Pole Top Out Heating Insulation Lintel - Final Sewer C Fire Place C Pre Fab READY FOR INSPECTION 0Tues Wed. Thurs. Friday __PM S A.M. Inspection Made PM. Final Inspection — (`�%' Certificate of Occupancy is Date -- DATE : PRE-SERVICE DIVISION JACKSONVILLE ELECTRIC AUTHORITY 2 1:3 WEST DUVAL STREET JACKSONVILLE, FLORIDA 32202 THE FOLLOWING FINAL INSPECTIONtS) HAVE BEEN MADE AND ARE SATISFACTORY : ------ ------------------------------------------------- ' ------ -------------------------------- ------------------ - ------------------ Enclosed are the blue copies of the permits. SINCERELY; BUILDING INSPECTION DIVISION cc : FILE CITY OF yQaa4*c Beac.4-99&1 da Office of Building Official REQUEST FOR INSPECTION Date Permit No. Time M� Received Jobdress P Locality / Owner's Contractor BUILDING CONCRET ELECTRICAL PLUMBING MECHANICAL Framing Footing Rough Wiring Rough E- p Air Cond. & Re Roofing Slab TemPole _ Out Insulation L! Heating Lintel Final Sewer = Fire Place Pre Fab READY FOR INSPECTION TuesWed. Thurs. Friday A.M. Inspection Made A.M. M. nspecicr Final Inspection Certificate of Occupancy i 1 ��+ry _ur15T 904 287 2670 P. 1 I CITY OF ATLANTIC BEACH, FLORIDA Aoc�a�.ee� APPLICATION FOR ELECTRICAL PERMIT To THE CIIIEF Et.ECTnICAE INSPECTOR: DATE:)� � 19 �0 IMPORTANT NOTICE: IN CONSIDERATION OF PERMIT GIVEN FOR DOING THE WORK AS DESCRIBED IN TIIE FOLLOWING, WE HEREBY AGREE TO PERFORM SAID WORK IN ACCORDANCE WITH TIIE ATTACHED PLANS AND SPECIFICATIONS, WIIICI{ ARE A PART IIEREOF, AND IN ACCORDANCE WITH TIIE ELECTRICAL REGULATIONS, CODES AND CITY OF ATLANTIC BEACH ORDINANCES. ELECTRICAL FIRM; T ' MASTER ELECTRICIAN SIGNA U E NAME ADDRESS /�1 P S�IriGG,q ISL W -. _ U7 RFD-__-_BOX BLDG.SIZE BETWEEN: RES. 1 } APT.I ! COMM. f } PUBLIC f } INDUS. ( ! NEW( } OLD I } AEW. ( } I ADDITION ( } TRAILER ( I TEMP. I."—"'SIGNS ( } FT. i SERVICE; NEW( } INCREASE ( } REPAIR I } FEE CONDUCTOR SIZE ---)7 1p AMPS COPPER 1 ALUM. --- `�— n M. $WITCH p_R BREAKER --AMPS PN W 7 `V -- QLT eXIST.SERV.1314EaMPS PH W VOLT —� RACEWAY FEEDERS - NO. SIZE Nd. SIZE LN Silt; LIGHTING OUTLETS - CONCEALED — �— TOTAL RECEPTACLES CONCEALED OPEN Y 0-30 AMPS. TOTAL ai•toa MMPs, SWITCHES -- INCANDESCENT FLUORESCENT&M.V, FIXED O•I00 AM P9. OVER APPLIANCES AIR -�-� BELLTRANSF. M.P. .P. RATING N.P. RATING CONDITIONING COMP,MOTOR OTHER MOTORS AMPS CELL IIEAT; KW-HEAT 01 MOTORS H.P. VOLTAGE PHS NO, 1)OVER VER VOLTAGE PIIS I MISCELLANEOUS ►'M MILLIGAN CONST 904 287 2670 P. 01 1 CITY OF ATLANTIC BEACH, FLORIDA Approwdhy APPLICATION FOR ELECTRICAL PERMIT TO THE CHIEF ELECTRICAL INSPE('TOR: DATE: /✓ 19 IMPORTANT NOTICE: L IN CONSIDERATION OF PERMIT GIVEN FOR DOING THE WORK AS DESCRIBED IN TIIE FOLLOWING, WE HEREBY AGREE TO PERFORM SAID WORK IN ACCORDANCE WITH THE ATTACIIED PLANS ANO SPECIFICATIONS, WIf1Gl{ ARE A PART HEREOF, AND IN ACCORDANCE WITH TIIE ELECTRICAL REGULATIONS, CODES AND CITY OF ATLANTIC BEACH ORDINANCES, ELECTRICAL FIRM; MASTER ELECTRICI_ SIGNATURE NAME_ /���'t /� �j JO 1RN�YM'6Al ADDRESS / '7 t� �v��G�/..�G l�✓ BLDG.SIZE BETWEEN: RES. 1 .t'r APT. ( ? COMM. t 1 PUBLIC ( } INDUS. ( I NEW(- OLD ( �fjEW I ADDITION I 1 TRAILER I I TEMP. I 1 SIGNS ( ! -_ _.SO. FT. SERVICE; NEW 4-r' INCREASE ( } REPAIR ( I _FEE CONDUCTOR SIZE U AMPS G!J COPPER ( Aj=Um-- ( } SWITCH OR BREAKER Z61 AMPS PH �W VOLT. %�'�/aL�' RACEWAY - - FiACEWAY EXIST.SERV.SIZE AMPS PH W VOLT -- _ FEEDERS NO. SIZE NO. SIZE NO. -^� - — SfZE OP LIGHTING OUTLETS CONCEALED �., � ---�� -----..- � –�� EN _ TOTAL RECEPTACLES CONCEALED OPEN_ Y T o:�o _ _TOTAL 31100 AMPB SWITCFIES -- — INCANDESCENT -- FLUORESCENT &M. V._ — FIXED 0.190 AMP9• APPL.IANCEB AIR -- DELI TRANSF. NPf . . RATING H.P. RATING CONDITIONING_ COMP.MOTOR OTHER MOTORS AMPS CEI) HEAT. KW-HEAT 0.1 OVER I MOTORS H.P. VOLTAGE FHS Na. 1II,P. VOLTAGE PIIS I MISCELLANMS PSR3844 15749 DEPARTMENT OF BUILDING CITY OF ATLANTIC BEACH 7-IWRMTT INFORMATION LOCATION INFORMATION -------- �+ermit RumSer : 15749 Address : 1946 SEVILLA BOULEVARD WEST Permit Type:BUILDING ATLANTIC BEACH , FLORIDA 322133 71ass of Work :NEW LEGAL DESCRIPTION --------- - Constr . Type:WOOD FRAME Block - Lot : 38 Twp : PropoEed Use: SINGLE FAMILY Section: 0 Subd: Rnq : Dwellings : 0 Subdivision: SEVILLA GARDENS Est . Value: 0 . 0c. improv . Cost : 162 . 261 . 00 Total Fees : 3 , 294 . 86 Amount Paid: -1 , 294 . 86 In') i1 0 p talc NEW HOME F PLANS -)N CWNEF !NFCRMATION APPLICATION FEES Name: S , HADJIESEOGLOU PERMIT 988 . 50 Ad,�r ! 10"11 N . IST STREET #1591 WATER IMPACT FEE 590. 00 JACKSONVILLE BEACH . FL 32.'-,, 'SEWER I.MPRCT FEE 1 250,:,00 WATER METER!'TAP 95,oD0 RADON GAS-H . R . S , ------ CCNTRACTOR INFORMATION ------ RADON CAB 5% 0 . 5 Name, CARLS{-,N "'ONTRACTORS INC ,'-APITAL IMPROVE . 325 .01- Addr : 240PINE ISLAND COURT SEWER TAP JACKSONVILLE BEACH , FL 32250 -CROSS CONNECTION 35 ,00 L i c -e-'R C-0 12 8 3 0 Exp ' SEC H IMPACT FEE 0 ,00 -17pe CONST . SURCHARGE 9. F, ISCHARGE/ATLBCH . NOTES: NOTICE - INSPECTIONS MUST BE REQUESTED AT LEAST 24 HOURS PRIOR TO INSPECTION 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 MECHANICS' LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS.95 ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. operator: LHERYLE to D2 - I/AA/SA 51 rZrAcaipt. 02-43P7 Total flayment ATLANTIC BEACH BUILDING DEP By: I �� q. CITY OAF/ATLANTIC rBEACH PERMIT CALCULATION SHEET Address :f 7 C, J lJ/C� et- yto Date / 7 - 1 Heated Square Footage @ $ 2 per sa ft = $ 1 q- O Garage/Shed SS3 @ $ 0 -�a per sq ft = $ Carport%Porchd 3 @ S c per sq ft = $ Deck @ $_ per sq ft = $ Patio 0 @ $ t, per sq ft = S 0 TOTAL VALUATION : S Total Valuation lst , $ ) 00 ,606 Remainiff�ig Value $ .a per thousand o portion thereof TOTAL BUILDING FEE $ + 1/2 Filing Fee $ :3 ;k ( f) Fireplaces @ $15 . 00 $ >S Da BUILDING PERMIT FEE $ 9 Ff. WATER IMPACT FEE $ SEWER IMPACT FEE $ 1 -2 0c7 WATER METER/TAP $ CAPITAL IMPROVEMENT S SEWER TAP S —©— (9(3 '- RADON (HRS) . 0050 $ /0, -3 SECTION H PAVING ( ) $ —PS HYDRAULIC SHARES S CROSS CONNECTION $ r 3 10 0 _ (L131' SURCHARGE . 0050 S !2,4.1 �o OTHER $ GRAND TOTAL DUE $ ADDITIONAL PERMITS OR FEES : Mechanical Plumbing Electric/New Electric/Temp ; SwimmingPool Septic Tank Well Sign Finish Floor Elevation Survey Other CALCULATIONS and/or NOTES : c/ 1 ' CITY OF ATLANTIC BEACH Fixture Unit Worksheet for Water Impact Fee FIXTURE UNITS ARE ESTABLISHED AS THE MEASUREMENT OF WATER DEMAND FOR EACH WATER FIXTURE UNIT INSTALLED AND CONNECTED TO THE CITY WATER SYSTEM. THE WATER SUPPLY CHARGE IS HEREBY FIXED AT TWENTY DOLLARS PER FIXTURE UNIT CONNECTED TO THE CITY WATER SYSTEM. BATHROOM! GROUP CONSISTING OF SERVICE .SINK TRAP STAND WATER CLOSET, LAVATORY 6 BATH (8) TUB OR SHOWER STALL (6) 12— WATER CLOSET WATER CLOSET, TAMC OPERATED (4) tl TVALVE OPERATED (8) d BATHTUB/SHOWER (2) URINAL WALL LIP (4) _ SHOWER GROUP PER HEAD (3) '} FLOOR DRAIN (1) _SHOWER STALL DOMESTIC (2) 2. _LAUNDRY TRAY (2) LAVATORY (1) COMBINATION SINK AND TRAY (3) _ L _WASHING MACHINE (3) 3 POT, SCULLERY SINK (4) _DISHWASHER (2) ,� WASH SINK EACH SET OF O KITCHEN SINK (2) FAUCETS (2) DENTAL LAVATORY (1) KITCM SINK WITH WASTE 2 DENTAL UNIT OR CUSPIDOR (1) GRINDER (3) BIDET (�) URINAL STALL, WASHOUT (4) FLUSHING RIM SINK (8) COMBINATION SINK AND TRAY WITH FOOD DISPOS. (4) URINAL, PEDESTAL, SYPHON JET DRINKING FOUNTAIN (1/2) BLOWOUT (2) LAVATORY, BARBER/BEAUTY ICE MAKER (1/2) S SHOP (2) SURGEONS SINK (3) _LAVATORY, SURGEONS (2) JACUZZI (2) r URINAL STALL. WASHOUT (4) TOTAL FIXTURE UNITS / • @ $20.00 EACH $ JOB INFORMATION DEC 15 '97 12:46 FR BRUCE ELLIS 904 287 1259 TO :480906 P•02/09 Department of Community Affairs SN: 1234 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION FORM 60OA-93 Residential Whole Building Performance Method A NORTH PROJECT NAME: HADJIESEOGLOG RESIDE BUILDER: MIKE HALL AND ADDRESS: 38/2 SELVA GARDENS PERMITTING CLIMATE ATLANTIC BEACH OFFICE: ATLANTI BEA ZONE: 11_1 24_� OWNER: PERMIT NO. f&__7 4 JURISDICTION NO.,Ablio O CK 1. New construction or addition 1. New Construction 2. Single family detached or Multifamily attached 2 . Single-Family 3 . If Multifamily-No. of units 3 • 0 4. If Multifamily, is this a worst case (yes/no) 4 . 5. Conditioned floor area (sq. ft. ) 5. 2401. 00 6. Predominant eave overhang (ft. ) 6. 1. 50 7. Porch overhang length (ft. ) 7. 10. 00 S. Glass area and type: Single Pane Double Pane a. Clear. Glass 8a. O. Osgft 375. 00sgft b. Tint, film or solar screen 8b. O. Osgft 0. 00sgft 9. Floor type and insulation: a. Slab on grade (R-value, perimeter) 9a.R= 0. 00 , 238 . 00 ft b. Wood, raised (R-value, area ) 9b.R=11. 00 , 264.00 sqft 10.Net Wall type area and insulation: a. Exterior: 1. Concrete (Insulation R-value) lOa-1 R=19 . 00, 1498 . 00sgft a. Exterior: 2 . Wood frame (Insulation R-value) 10a-2 R=11. 00, 74 . 00sgft b. Adjacent: 2 . Wood frame (Insulation R-value) 10b-2 R=11. 00, 323 . 00sgft 11.Ceiling type area and insulation: a. Under attic (Insulation R-value) 11a.R=19. 00 , 385. 00sgft a. Under attic (Insulation R-value) 11a..R--30. 00 , 2324 . 00sgfE - b. Single assembly (Insulation R-value) 11b.R=19. 00 , 87. 00sgft 12 .Air distribution systems a. Ducts (Insulation + Location) 12a. R= 6. 00 , uncond 13.Cooling system 13 . Type: Central A/C SEER: 10. 00 14.Heating System: 14. Type: Heat Pump HSPF: 7 . 00 15.Hot water system: 15. Type: Electric EF: 0. 93 16.Hot Water Credits: (HR-Heat Recovery, 16 . DHP-Dedicated Heat Pump) 17 . Infiltration practice: 1, 2 or 3 17 . 2. 18 .HVAC Credits (CF-Ceiling Fan, CV-Cross vent, 18 . HF-Whole house fan, RB-Attic radiant barrier, MZ-Multizone) 19.EPI (must not exceed 100 points) 19 . 99 .91 a. Total As-Built points 19a. 38349. 44 b. Total Base points 19b. 38382 . 17 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- I Hereby certify that the plans and Review of the plans and specifications specifications covered by this calcu- covered by this calculation indicates lation are in compliance with the compliance with the Florida Energy Florida Energy Code. Code. Before construction is completed this building will be inspected for PREPARED BY: ' , compliance in accordance with Section DATE: ��1_ / t31�1� 553 . 908 F.S. I hereby certify that this building is in compliance with th* Florida Energy Code. OWNER/AGENT: BUILDING OFFICIAL: w DATE: �� DATE: DEC 15 '97 12:4e FR BRLICE ELLIS 904 287 1258 TO 3480906 F•03!09 ** INFILTRATION REDUCTION PRACTICE COMPLIANCE CHECKLIST ** COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK PRACTICE #1 _ 606. 1 COMPLY-WITH ALL INFILTRATION PRESCRIPTIVES. ------------------------------------------------------------------------------- Windows 606. 1 Maximum of 0. 34 CFM ver linear foot of operable sash crack (includes sliding glass doors) . ------------------------------------------------------------------------------- Exterior & 606. 1 Maximum of 0. 5 CFM per sq. ft. of door area: solid Adjacent Doors core, wood panel , insulated or glass doors only. ------------------------------------------------------------------------------- Exterior Joints 606. 1 To be caulked, gasketed, weather-stripped or other- & Cracks wise sealed. ------------------------------------------------------------------------------- PRACTICE #2 606. 1 COMPLY WITH PRACTICE #1 AND THE FOLLOWING: ------------------------------------------------------------------------------- Exterior Walls 606. 1 Top plate penetrations sealed. Infiltration barrier & Floors installed. Sole plate/floor joint caulked or sealed. ------------------------------------------------------------------------------- Exterior Walls 606. 1 Penetrations, joints and cracks on interior surface & Ceilings caulked, sealed or gasketed. ------------------------------------------------------------------------------- DuctWork 606. 1 Ductwork in unconditioned space must be sealed. ------------------------------------------------------------------------------- Fireplaces 606. 1 Equipped with outside combustion air, doors and flue dampers. ------------------------------------------------------------------------------- Exhaust Fans 606. 1 Equipped with dampers. Combustion devices see 606. 1.A. 2 . ----------------------------------------------- ---- ---- ------------- ------ Combustion 606. 1 Be in unconditioned space ( ace except direct vent) , draw Appliances air from unconditioned space, exhaust to outside. Cooking appliances shall be dampered and use intermittent ignition. ------------------------------------------------------------------------------- ** OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences. ) ** ------------------------------------------------------------------------------- Water Heaters 612 . 1 Comply with efficiency requirements in Table 6-12 . Switch or clearly marked circuit breaker (electric) or cutoff (gas) must be provided. External or built- in heat trap required. ------------------------------------------------------------------------------- Swimming Pools 612 . 1 Spas and heated pools must have covers (except solar & Spas heated) . Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78 percent. ------------------------------------------------------------------------------- Shower Heads 612 . 1 Water flow must be restricted to no more than 3 gal- lons per minute at 80 PSIG. ------------------------------------------------------------------------------- HVAC Duct 610. 1 All ducts, fittings, mechanical equipment and plenum Construction chambers shall be mechanically attached, sealed, ins- Insulation & ulated and installed in accordance with the criteria Installation of Section 610. 1.ABC. 2 & 610. 1.ABC. 3 . Duct in attics must be insulated to a minimum of R-6. Air handlers shall not be installed in attics unless in mechanical closet. ------------------------------------------------------------------------------- HVAC Controls 607. 1 Separate readily accessible manual or automatic thermostat for each system. ------------------------------------------------------------------------------- Insulation 604 . 1 Ceilings minimum R-19. Common Walls - Frame R-11 or 602 . 1 CBS R-3 both sides. Common ceiling & floors R-11. ------------------------------------------------------------------------------- DEC 15 '97 12:49 FR BRUCE ELLIS 904 287 1258 TO 3480906 P.04!09 SUMMER CALCULATIONS _-- BASE _-- =_= AS-BUILT GLASS---------------- ORIEN AREA x BSPM = POINTS -- TYPE SC ORIEN AREA x SPM x SOF = POINTS -------------------------------------___-___-_.--------------------------------- NE 20. 00 65. 8 1316.0 DBL CLR NE 10. 0 57 .7 . 42 242 . 3 DBL CLR NE 4 . 0 57 .7 .42 96.9 DBL CLR NE 6. 0 57.7 . 84 290.8 E 27 . 00 65.8 1776. 6 DBL CLR E 17 . 0 79 .7 . 67 910.9 DBL CLR E 10. 0 79 .7 .84 669.5 SE 179. 00 65. 8 11778 .2 DBL CLR SE 88 . 0 79. 1 .79 5522 .2 DBL CLR SE 17 . 0 79. 1 . 79 1066.8 DBL CLR SE 44 . 0 79. 1 . 31 1067.2 DBL CLR SE 30 . 0 79. 1 . 39 922 .4 S 10. 00 65. 8 658 .0 DBL CLR S 10. 0 66.2 . 32 208.9 SW 36. 00 65. 8 2368 . 8 DBL CLR SW 30. 0 79 . 1. .79 1882 . 6 DBL CLR SW 6. 0 79 . 1 .79 376.5 NW 103 . 00 65.8 6777 . 4 DBL CLR NW 1.7 . 0 57. 7 .84 824 . 0 DBL CLR NW 24. 0 57 .7 .46 642 . 5 DBL CLR NW 44 . 0 57 .7 .84 2132. 6 DBL CLR NW 18. 0 57 .7 .84 872 .4 ------------------------------------------------------------- - - . 15 x GOND. FLOOR / TOTAL GLASS = ADJ. x GLASS = ADJ GLASS GLASS AREA AREA FACTOR POINTS POINTS POINTS --------------------------------------------------------------- ------------- . 15 2 , 401. 00 375. 00 . 960 24, 675. 00 23 , 697 .87 17, 728.55 NON GLASS----_-_-___-_ AREA x BSPM = POINTS TYPE R-VALUE AREA x SPM = POINTS _______________________-Y---------------_---------_-_--_---------_.,._------------- WALLS---------------- .Ext 1572 . 0 . 9 1414 .8 Ext NormWt.Block In 19. 0 1498. 0 . 20 299. 6 Ext Wood Frame 11. 0 74 . 0 1.70 125.8 Adj 323 . 0 . 7 226. 1 Adj Wood Frame 11. 0 323 . 0 . 70 226. 1 DOORS________________ Ext 33 . 0 6. 1 201. 3 Ext Wood 21. 0 6. 10 128 . 1 Ext Wood 12 . 0 6. 10 73 .2 Adj 19. 0 2 . 4 45. 6 Adj Wood 19. 0 2 . 40 45.6 CEILINGS-----_-_-___-_ UA 2478 . 0 . 6 1486. 8 Under Attic 30. 0 2324 . 0 . 60 1394.4 Single Assembly 19. 0 87 . 0 1.80 156. 6 Under Attic 19. 0 385. 0 1. 10 423.5 FLOORS--------------- Slb 238 . 0 -37 . 0 -8806. 0 Slab-on-Grade . 0 238 . 0 -41.20 -9805. 6 Rsd 264 . 0 -4 . 0 -1053 .4 Rsd Wood Adjacent 11. 0 264 . 0 .70 184 .8 INFILTRATION--------- 2401. 0 8. 0 19208 . 0 Practice W2 2401. 0 8. 00 19208. 0 TOTAL SUMMER POIN'T'S s 36,421. 11 I 30, 188 . 65 TOTAL x SYSTEM - COOLING TOTAL x CAP x DUCT x SYSTEM x CREDIT = COOLING SUM PTS MULT POINTS COMPON RATIO MULT MULT MULT POINTS ------------------------------------------------------------------------------- 36, 421. 11 . 37 13 ,475 . 81 1 30, 188 . 65 1. 00 1. 100 . 340 1. 000 11,290. 56 DEC 15 '97 12:50 FR BRUCE ELLIS 904 28? 1259 TO 3480906 P.05/09 WINTER CALCULATIONS _--= BASE _-= i --= AS-BUILT =_- GLASS------------------ GLASS AREA x ----BWPM - POINTS- , -� TYPE--�SC- ORIEN AREA x WPM x WOF = POINTS ORIEN---- --- --- -- - - NE20. 00 -10. 6 -2120 DBL CLR NE 10. 0 4 . 6 2 .46 11.3 .2 DBL CLR NE 4 . 0 4 . 6 2 .46 45.3 DHL CLR NE 6. 0 4 . 6 1. 39 38 .3 E 27 . 00 -10. 6 -286. 2 DBL CLR E 17. 0 -9 .2 . 09 -14 .7 DBL CLR E 10. 0 -9. 2 .57 -52. 1 SE 179 . 00 -10. 6 -1897.4 DBL CLR SE 88. 0 -22 .7 .79 -1571.4 DBL CLR SE 17 . 0 -22 . 7 . 79 -303 .6 DBL CLR SE 44 . 0 -22 . 7 -.25 245. 8 DBL CLR SE 30. 0 -22 .7 . 03 -17. 7 S 10.00 -10. 6 -106. 0 DBL CLR S 10. 0 -28.4 -. 38 109. 3 SW 36. 00 -10. 6 -381 . 6 DBL CLR SW 30. 0 -22 .7 . 79 -535.7 DBL CLR SW 6. 0 -22 .7 . 79 -107. 1 NW 103 . 00 -10. 6 -1091. 8 DBL CLR NW 17 . 0 4 . 6 1. 39 108 .4 DBL CLR NW 24 . 0 4 . 6 2 . 33 257. 0 DBL CLR NW 44 . 0 4 . 6 1. 39 280.7 DBL CLR NW 18 . 0 4 . 6 1. 39 114.8 .15 x - -COND FLOOR / TOTAL" GLASS = ADJ. xGLASS . - - _ - - - - _-ADJ GLASS ( GLASS AREA AREA FACTOR POINTS POINTS POINTS ------------------------..._----------------------------.--------------------------- . 15 2 , 401. 00 375. 00 . 960 -3 , 975. 00 -3 ,817. 59 -1,, 289. 60 NON GLASS------------ AREA x BWPM = POINTS TYPE R-VALUE AREA x WPM = POINTS ------_.------------------------------------------------------------------------ WALLS________________ Ext 1572 . 0 2 . 2 3458 . 4 Ext NormWtBlock In 19. 0 1498 . 0 1.90 2846.2 Ext Wood Frame 11. 0 74 . 0 3 . 70 273 . 8 Adj 323 . 0 3 . 6 1162 . 8 Adj Wood Frame 11. . 0 323 . 0 3 . 60 1162 .8 DOORS---------------- Ext 33 . 0 12 . 3 405.9 Ext Wood 21. 0 12 . 30 258. 3 Ext Wood 12 . 0 12 . 30 147 . 6 Adj 19 . 0 11. 5 218 . 5 Adj Wood 19 . 0 11. 50 218 . 5 CEILINGS------------- UA 2478 . 0 1. 2 2973 . 6 Under Attic 30. 0 2324 .0 1 .20 2788.8 Single Assembly 19. 0 87. 0 2 . 00 174 . 0 Under Attic 19. 0 385. 0 2 . 00 770. 0 FLOORS--------------- Slb 238 . 0 8 .9 2118. 2 Slab-on-Grade . 0 238 . 0 18 .80 4474 . 4 Rsd 264 . 0 1. 0 253 . 4 Rsd Wood Adjacent 11. 0 264. 0 3 . 60 950.4 INFILTRATION-__--____ 1 2401. 0 7. 4 17767 . 4 i Practice #2 2401. 0 7 .40 17767 .4 TOTAL, WINTER POINTS 24 540. 65 30,542 - 60 TOTAL x SYSTEM = HEATING I TOTAL x CAP x DUCT x SYSTEM x CREDIT = HEAPING WIN PTS MULT POIN'T'S ( COMPON RATIO MULT MULT MULT POINTS -------------------------------------------------------------------------------- 24 , 540. 65 .55 13 , 497 . 36 1 30,542 .60 1. 00 1. 100 . 484 1. 000 16,260. 88 DEC 15 '97 12:51 FR BRUCE ELLIS 904 287 1256 TO 3480906 P.061,09 WATER HEATING ******************************************************************************* BASE =__ __= AS-BUILT NUM OF x MULT = - TOTAL TANK VOLUME EF TANK x MULT x CREDIT = TOTAL BEDRMS RATIO MULT ------------------------------------------------------------------------------- 3 3803 . 0 11, 409. 00 50 .93 1. 000 3599. 3 1. 00 10,798. 00 ******************************************************************************* SUMMARY _-= BASE ___ __= AS-BUILT COOLING HEATING HOT WATER TOTAL I COOLING HEATING HOT WATER TOTAL POINTS + POINTS + POINTS = POINTS POINTS + POINTS + POINTS = POINTS ----------------------- ------------------------------------------------------- 13475.8 13497. 4 11409 . 0 38, 382 . 17 I 11290. 6 16260.9 10798. 0 38, 349.44 ***************** * EPI = 99.91 ***************** DEC 15 '97 12:52 FR BRUCE ELLIS 904 287 1258 TC 3480906 P.07i09 ENERGY GUIDE For detailed information of the EPI rating number or for any ITEM listed, ask your Builder for EPI= 99.9 DCA Form 60OA-93 or Form 60OB-93 0 10 20 30 40 50 60 70 80 90 100 The maximum allowable EPI is 100. The lower the EPI the more efficient the home RESIDENTIAL ENERGY PERFORMANCE RATING SHEET ITEM HOME VALUE Low Efficiency High Efficiency SINGL CLR DBL TINT WINDOWS. . . . . . . .Double Clear ( -------------X-------( INSULATION. . . . . . . . . . . . . . . . . . R-10 R-30 Ceiling R-Value. . . . . . . . . 30.0 --------------------X( R-0 R-7 Wall R-Value. . . . . . . . . 19. 0 ( --------------------X( R-0 R-19 Floor R-Value. . . . . . . . . 11.0 ( ----------X---------( AIR CONDITIONER. . . . . . . . . . . . . 10. 0 SEER 17.0 SEER. . . . . . . . . . . . . . . 10. 0 (X--------------------( HEATING SYSTEM. . . . . . . . . . . . . . 6.8 HSPF12.0 Electric HSPF. . . . . . . . . . . . 7. 0 ( X------------------ ( WATER HEATER. . . . . . . . . . . . . . . . 0.88 0. 96 Electric EF. . . . . . . . . . . . . . 0.93 ( ------------X--------( 0.54 0.90 Gas EF. . . . . . . . . . . . . . 0.00 ---------------------( 0. 40 0.80 SolarEF. . . . . . . . . . . . . . ( ---------------------( OTHER FEATURES. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I certify that these energy saving features required for the Florida Energy Code have been installed in this house. /JrBuilder Address t'h Signature: Date: City/Zipa"- , LA ' :�'z27 Florida Energy Code for Building Construction - 1993 Florida Department of Community Affairs FL-EPL CARD93 DEC 15 '97 12:53 FR BRIJCE ELLIS 904 287 1258 TO 348898~ P.©8/O9 DATE: 12/12/97 MANUAL "J" SUMMARY REPORT -------------- Prepared For: Prepared By: MIKE HALL R.B. Ellis Energy Design Systems Job Name: 38/2 SELVA GARDENS *********************************************************************** DESIGN CONDITIONS For ATLANTIC BEACH OUTDOOR INDOOR SUMMER WINTER SUMMER WINTER Dry Bulb 95 29 72 72 Wet Bulb 78 62 Daily Range 19 Daily Swing 3 Latitude 30 Elevation 29 Safety Factor 5 Latent Factor 29 *********************************************************************** Sensible Room Heating Heating Cooling Cooling Name BTUH CFM BTUH CFM ------- ------- ------- ------- WHOLE HOUSE 55025 1834 47277 1970 ------- ------- ------- ------- HEATING COOLING DELTA T 43 DELTA T 23 NOTE: **Calculated air flow is based upon load requirements Verify that air flow calculated is compatible with selected equipment requirements. *** PREPARED BY ENERGY DESIGN SYSTEMS 904-287-5339 DEC 15 '97 12:53 FR BRUCE ELLIS 904 287 1258 TO 3480806 DATE: 12/12/97 MANUAL "J" DETAILED REPORT FOR ENTIRE HOUSE Prepared For: Prepared By: MIKE HALL R. B. Ellis Energy Design Systems Job Name: 38/2 SELVA GARDENS EXPOSURE GLASS NORTH SOUTH EAST WEST NE/NW SE/SW HORZ TOTAL ------------------------------------------------------------------------ AREA 10 27 123 215 375 COOLING 400 1998 6519 13975 22892 HEATING 320 864 3936 6880 12000 -------------------------------------------------------------------------- WALLS TOTAL ------------------------------------------------------------------------ P.REA 1895 1895 COOLING 5685 5685 HEATING 10802 10802 DOORS _ - ___________________ TOTAL _______________________________.-____________________-_-_________________ AREA 52 52 COOLING 686 686 HEATING 1076 1076 ------------------------------------------------------------------------- FLOOR AREA COOLING HEATING ----------•--------------------------------------------------------------- SLAB 238 8663 RAISED 1400D 264 343 845 --------------I------------------------------------------------------------ CEILING AREA COOLING HEATING -------------- ---------------------------------------------------------- UNDER ATTIC 2324 5578 5578 SGL ASSEMBLY 87 200 191 KNEE WALL 385 886 1040 -------------------------------------___--------...__________-_--___-_____ MISCELLANEOUS COOLING LOADS --------------------------- People Sensible Load 1200 Latent Load 4443 Lights & Appl. Load 1200 Latent Safety Btuh 222 Ventilation Load Duct Heat Gain 3912 Infiltration Load. 2849 Sensible Safety Btuh 2076 TOTAL SENSIBLE LOAD 47507 TOTAL LATENT LOAD 4665 Summer ACH 0.4 Temp. Swing Mult. 1. 00 *** Total Cooling Load 52172 BTUH Or 4. 35 Tons *** MISCELLANEOUS HEATING LOADS --------------------------- Infiltration Load 10497 Ventilation Load Duct Heat Loss 2010 Safety Btuh 2535 Winter ACH 0.7 *** Total Heating Load 55236 BTUH Or 4 . 60 Tons*** HAP SHOWDVG BOUNDARY SURVEY OF LOT 3 8 BLOCK — AS SHOWN ON HAP OF SE V/LLA C��/�E�`f' UL/T 7"1.-/0 AS RECORDED IN PUT BOOK 4`-' PAGES 7-7A OF THE PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA CER71FIED FDR: SPE,2p x- EI /_�5 L V/J. l/-/E S'T DEC 17 1997 �SU" elwJ City of Atlantic Beach Building and Zoning 42° fX�'43" �F. GG.Q�' P. Q M o V A m to m h m � � o m Wo � o o� w o T,219C7 'A NOT VAUD UNLESS EMBOSSED WITH SEAL OF THE UNDERSIGNED. BEARINGS BASED ON /EfAA/ LINE AS SHOWN THE PROPERTY SHOWN HEREON APPEARS TO UE WITHIN FLOOO HAZARD ZONE n f x AS SCALED FROM FLOOD INSURANCE RATE MAP---.L-- FOR 7HE CITY Or "4 r,,-,L -r'6 . FLORIDA, DATED - -7 g9 AND ,� C4J^U., AC . /,"107rcV ,'Wr v AMn nnF4Z NnT r.`tWSTITUTE A CER77FCA77ON OF SAME. '3o russ russype Qt3' PT y la CARLX A14 ROOF TRUSS c n nus nes, nc. a age i 5-" 11-0-8 14�—_12-2-7 30-3-8 p 54-8 3-4-7 %9 9 8-1-1 7.00 FT 4X8= 3x4 i 3xa� axs� A,P,P R O V E D Da WE CITY OF ATLANTIC BEACH C T T 2F $U1LDING OFFiCE ' 3x4 4 O 4 S 3x i 11 B I 4 3x4, 3x G 4 \ 5x5% 119 3 1 13 H %° 5x5- J� � Lh i W10 2 N C`I N � N P O N M L K J 2x4 I 3x4- 3x4- 3x8- 3x4- 3x4 ii 3x4- 5 8-0 114)-8 14-4-15 , 2-2-7 30-3-8 548-0 54-8 3-4-7 7-9.9 8-1-1 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 VerXLL) 0.06 K-M >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.38 VerX11) -0.14 K-M >999 BCLL 0.0 Rep Stress Incr YES ' WB 0.40 Ho1z(TL) 0.02 J n/a BCDL 10.0 Code SBCIANS195 (Matrix) Min Length / LL deft = 360 Weight 227 Ib ILUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TCP CHORD Sheathed or 4-3-1 on center pudin spacing, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 *Except* 130 CHORD Rigid ceiling directly applied or 9-11-9 on W1 2 X 4 SYP No.2 center bracing. V�r�S 1 Row at midpt B-01 C-N, D-M, G-M REACTIONS(Ib/size) P=1110/0-3-8, J=1110/0-5-8 Max Horz P=-460(load case 2) Max UpliftP=-512(load case 4), J=-478(load case 4) FORCES (lb)- First Load Case Only TOP CHORD A-B=-823, B-C=-894, C-D=7921 D-E=-768, E-F=308, F-G=-1000, G-H=-1121, H-I=-1---16, A-P=-1055, -J=-1029 BOT CHORD O-P=28, N-0=652, M-N=701, L-M=1047, K-L=1Lz7, J-K=182 WEBS B-0=-425, B-N=86, N-Q=-2, D-Q=-2, D-R=236,Id-R=239, M-S=122, E-S=121, G-M=-:65, G-K=-51, A-0=824, I-K=891 NOTES 1) This truss has been checked for unbalanced loading conditia-.s. 2) This truss has been designed for the wind loads generated br 100 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5--1 psf bottom chord dead ,.1111111111/,,/� load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed ���`G_aRK N, /// building, of dimensions 60 ft by 40 ft with exposure C ASCE--93 per SBC/ANS195 If •��Fic'•F� end verticals or cantilevers exist they are not exposed to wird. If porches exist, they �1� are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. - TE F •X 4) All plates are M20 plates unless otherwise indicated. � 5) Provide mechanical connection (by others) of truss to bearin_ plate capable of Ste••.. .• C� withstanding 512 Ib uplift at join`. P and 478 Ib uplift at joint J Continued on page 2 - -- - T� _ -; russ — russ ype - 1KE NACU 3$ CARLX IA14 ROOF TRUSS 1 1 , _ c �ie nus nes, nc. e e . . age . NOTES 6)This truss has been designed with ANS117i 1-1995 criteria. I LOAD CASE(S) Standard I i I i i i 1 i o ; russ Truss y� ;M I KE Iiiji"LL- CARLX iA13 ROOF TRUSS 5 1 c i e industries, c. Wed Feb I 1 1 I:b2:49 1%8 Page 6-0-2 12-8-111 18-9-9 + 25-2-2 31 8 6 33-0--6 6-0-2 6-211 6-0-14 6-4-10 6-" 1-4-0 7.00f1Y 4X6- 309--� ve 3x4- T 2 3x4% E � 3x411 3x4 R B F T 3x4 U') ( Yom. NG H o W8 Vd6 ` 4 4x4 0 1 1 J Q P O N M L K 2x4 3x4= 3X= 3x4— 3x4= 3x4- 2x4 t 6-6-2 124611 21-4-12 31-0-12 31$6 6-6-2 6-2-110 8-8--0 M-0 1-7-10 LOADING(psf) ! SPACING 2-M ' CSI DEFL (in) (loc) Udeff PLATES GRIP TCLL 20.0 Plates Increase 1.25 ITC 0.88 Vert(LL) 0.06 M-0 >999 M20 249/190 TCDL 7.0 I. Lumber Increase 1.25 ; SC 0.41 Vert(TL) -0.15 M-0 >999 BCLL 0.0 j Rep Stress Incr YES ; VGVB 0.90 Horz(TL) 0.03 L n/a BCDL 10.0 Code SBC/ANS195 ((Matra) Min Length/LL deff= 360 Weight: 2181b LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD St-eathed or 5-0-9 on center pu-lin spacing, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 on a cter bracing_ WEBS 1 %, w at midpt B-P, B-O, F-0, G-L REACTIONS (Ib/size) Q=1105/0-3-8, L=1303/0-5-8 Max Horz 0=-032(load case 2) Max UpliftQ=-508(load case 4), 'L=-653(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B=4869, B-C=-881, C-D=-72E, D-E=-728, E-F=-877, F-G=-1214, G-H=156, H-1=69, I-J=42 A-Q=1038, I-K=-88 BOT CHORD P-Q=41, O-P=680, N-0=918, W-N=918, L-M=946, K-L=98 WEBS B-P=-365, B-O=10, O-R=472,D-R=472, F-0=-401, F-M=161, C-M=30, G-L=1395, A-P=79L. I-L=-207 NOTES f 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind'bads generated by 100 mph winds at 15 ft above ground level, using 5-0 psf top chord dead load and 5.0 psf bottom mord dead load, 1 mi from hurricane oceanllne, on an occupancy category I, condition li enclosed building, of dimensions 60 ft by 40 ft with exposure C ASCE 7-93 per SBC/,LNS195 If ti.� iiJ,t; 1 end verticals or caniilevers exist, they are rot exposed to wind. If porches�cist, they `\�� �'P,RK i are not exposed to wind. The lumber DOL increase is 1.33, and the plate apG p �� .• ccS increase is 1.33 FZ\51C�'• F = - 3)All plates are M20 plates unless otherwisendicated. 4) Provide mechanical connection (by others)of truss to bearing plate capabl-of _ L .17 i withstanding 508 lb uplift at joint Q and 65 lb uplift at joint L. STS 5)This truss has been designed with ANSIFFi 1-1995 criteria. to �-EB LOAD CASE(S) Standard t _ - -- !1a�_�s1- IKE HALL o russ russ ype — y CARLX A10 ROOF TRUSS 1 1 c i ; nus nes, nc_ e - age I -� 4-0 6-10-3 13-2-13 19-7-7 21-9-0 28-1-11 34-0-6 3830 1-4-0 6-10-3 6-4-10 6-410 2-1-9 6-4-11 6-4-10 3-8-11 i 7-00;TT 5x7= 3.6-- 3x6 x6-3x6% 5)EL-- t T G T4 f F � 3x4 E V \ I U' 3x6 3� 3x6 I1 3x6c 2x4�O 3x4 K i L 2x4 ii M T I \` 0 N N u B 61 _ B3 (V o 3x5— T S R C P 0 N 5x5- 3x6 3x4- 3x6- 3x4= 3x4- 3off I 9-0-12 19-7-7 1-9-D 32-3-13 38-3-0 9-0-12 10-6-11 2-1-9 10--13 5-11-4 - - LOADING(psf) SPACING 2-M I CSI DEFL (in) (l)c) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 1 TC 0.51 Vert(LL) 0.05 O-Q >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.46 Vert(Til-) -0.29 O-Q >999 BCLL 0.0 Rep Stress Ina- YES I WB 0.84 Horz;(i'L) 0.03 N n/a . BCDL 10.0 Code SBCJANS195 I (Matrix) Min length/LL deft=360 Weight: 253 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-4-13 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 BOTCHORD Rigid ceiling directly applied or 10-M on center bracing, Except: B-T=6-M. WEES 1 Row at midpt E-T, G-R, J-Q it REACTIONS(b/size) B=325/0 -8, T=1523/0-5-8, N=1045/0-5$ Max Horz B=639(iced case 3) Max UpliftB=-194(bad case 4), T=-727(load case q, N=-455(load case 4) Max GravB=335(icad case 5), T=1523(load case 1), N=1045(load case 1) I FORCES (lb) -First Load Case Only TOP CHORD A-13=38, B-C=64,C-D=77, D-E=235, E-F=-794, F-G=-664, G-H=-648, H-1=-713, I-J=-842. J-K=-1138, K-L=26, L-M=-69,PVI-N=-86 1 BOT CHORD B-T=35, S-T=413-R-S=413, Q-R=605, P-Q=881,O-P=881, N-0=840 i WEBS C-T=-331, E-T-1146, E-R=301, R-U=-121, G-U=120, G-Q=255, Q-V=163, H-V=1E2, J-Q=-364, J-0=67, K-0=146,K-N=-1229 t NOTES i 1) This truss has been checked-br unbalanced loading conditiors. 2) This truss his been designed.or the wind loads generated by 100 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0psf bottom word dead load, 1 mi from hurricane oce3iline, on an occupancy category I, condition I enclosed ;,�•C'VPRfl, building, of dimensions 60 ft br 40 ft with exposure C ASCE 7-93 per SBG9ANS195 If •.• •I • 6 I end verticals or cantilevers e)cst, they are not exposed to wine If porches exist, they ;` T'• are not exp:sed to wind. The lumber DOL increase is 1.33, aid the plate crip d, " increase is t-33 = 3) Provide adequate drainage to prevent water ponding. ` =,• FEBTf$F1 4) All plates an M20 plates unless otherwise indicated. yP = � . FL(1c`O. Continued on >age • o Truss --- -Trusss ype Y y GTTK - l�S CARLX A10 i ROOF TRUSS 1 1 age NOTES 5) Provide mechanical connection (by others) of truss to bearing plate a2pable of withstanding 194 Ib uplift at joint B, 727 Ib uplift at joir>t T and 455 lb uplift at point N. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard i i I I I I o russ russ ype y - CARLX A09 ROOF TRUSS 1 1 c i e(–Fn-ffu-stries, Inc. Wed FebPage -1-46-2-3 11-10-13 17-77 23-9-0 284&4 33-11-0 1-4-0 6-2-3 5-8-10 5-&-n 6-1-9 411-4 5-2-12 7M-717 4x6= 3x4 3x4 4x8= W4 V2 F 3x4 T as 3x4,- 3x4 I1 3x4 3x4 i :i 3x4 it i 5x5 o yy 2x4\\ + K r D a C 1 10 T R 3x4= R a P O N M L 3x4= 304= 3x4= 3x4= 3x4= 2x411 3x8= 9-0-12 17-7-7 23-9-0 284" 33-11-0 9-0-12 8$-11 6-1-9 411-4 5-2-12 aes , LOADING(psf) SPACING, 2-M CSI DEFL (in) (loc) Vdefl I PLATES GRIP TCLL 20.0 ! Plates Increase 1.25 TC 0.49 ! Vert(LL) 0.03 B-R >999 M20 249/19M TCDL 7.0 Lumber Increase 1.25 BC 0-351 Vert(TL) -0.14 B-R >786 BCLL 0.0 ; Rep Stress Incr YES WB 0-441 Horz(TL) 0-01 L n/a i BCDL 10.0 ' Code SBC/ANSI95 (Matrbc) Min Length/LL dlefl=360 Weight: 227 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-11-0 on center purlin spacing BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3`Except* BOT CHORD Rigid ceiling directly applied or 10-M rn W1 2 X 4 SYP No.2 center bracing. WEBS 1 Row at midpt E-R, G-P, H-P 1 . I REACTIONS(Ib/size) B=357/0-5-8, R=1324/0-5-8, L=8x1/0-5-8 i Max Horz B=593(load case 3) Max UpliftB=-185(load case 4), R=-6550ba3 case 4), L=-393(k)ad case 4) Max Grav B=361(load case 5), R=1324(bad case 1), L=891(load case 1) FORCES (lb)-First Load Case Only TOP CHORD A-13=38, B-C=-179, C-D=34, D-E=176,E F=-038, F-G=-496, G-H=-485, l I H-1=-547, I-J=-669, J-K=-645, K-L=-83!i I BOT CHORD B-R=108, Q-R=272, P-Q=272, O-P=523,U-0=523, M-N=501, L-M=28 WEBS C-R=-308, E-R=957, E-P=333, P-S=-46,cG-S=-46, P-T=-75, H-T=-74, N-U=70, H-U=69, J-N=37, J-M=-316, K-&1F 630 I ; NOTES 1)This truss has been checked for unbalanced loadirn conditions. 2)TThis truss has been designed for the wind loads geaeTated by 100 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead ```�,,,,,,,,,,,���� load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed ���•C,\— building, of dimensions 60 ft by 40 ft with exposure C ASCE 7-93 per SBC/ANS195 If �. FI• 6�=; end verticals or cantilevers exist, they are not expo=to wind. If porches exist,they ' are not exposed to wind. The lumber DOL increasa is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water pondi�- TATE OF 4)All plates are M20 plates unless otherwise indicate �9 - :ij l I � �% �/ •F�OR10.• �� Continued on page 2 --— --------- -- CARO S 1 Job russ �us�ype Y - CARLX A09 ROOF TRUSS 1 1 ci nus nes, nc_ e e age I NOTES 5) Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 185 Ib uplift at joint B, 655 Ib uplift at joint R and 393 Ib uplift at joint L. 6)This truss has been designed with ANSI/TPI 1-1995 criteia. LOAD CASE(S) Standard I i i i i 1 i I s I J1 I cuss runs ype + Y CARLX 'A15 ROOF TRUSS 1 1 c i I e< 1nduW.ie-s, Fn—c.-We-d Febge 4&0 9-r-3 16-4-15 17-5-8 2343-1-2 30-3-8 4-" 4-4-3 7-47 1 0 9 6-3-4 6-6-12 4x6= 5x6 7.00 FTT C 12 D 2x4 I I T 3x4 E 3X4 I 2x4 I F 3x4 i i I G 4 6x6-- 2 H i 'vW J 3 1 1 _ Q O R I c, Q N U 4x4- 3x8- 3X4= 5 3x4z K 4x8 I i 2x4;i 3Xa= 2x4 i! 9 o-s 16-4-15 17-5-8 23 8 L 3a3 s 9-M 7-4-7 1-0-9 6-3-t 6-6-12 ge, P:04-0,0-0-8 LOADING(psf) 1 SPACING 2-M ' CSI DEFL (in) Qoc) Vdefl IPLATES GRIP TCLL 20.0 Plates Increase 125 ; TC 0.63 Vert(LL) Q05 L-N >999 I M2II 249/190 TCDL 7.0 i Lumber Increase 125 i BC 0.39 1 Vert(TL) 413 N-0 >999 BCLL 0.0 ; Rep Stress Incr `PES ' WB ° 0.65 E HorzL Q03 I Na BCDL 10.0 Code SBC/ANSI95 (Matra) i Min Length ILL deft= 360 Weght:239 Ib LUMBER BRACING ! TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-0-1 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 on W1 2 X 4 SYP No.2 center bracing. I WEBS 1 Row at midpt D-'+_ B-0, D-L REACTIONS(Ib/size) O=1110/0-3-8,#1110/0-3-8 Max Horz 0=-403(load case 2) Max Uplift0=512(load case 4), 1=-478(load case 4) FORCES(lb) -First Load Case Only TOP CHORD A-B=-111, B-0=-893, C-D=-735, D-E=969. E-F=-1138, F-G=-870, G-H=-964, A-0=-150, H41=1044 BOT CHORD N-0=567, M-N=868, L-N=871, K-P=60, L-P=60, E-L=4, JCC=18, 1-J=51 WEBS B-N=310, C-N=93, D-N=229, L-Q=789, J-Q=789, F-L=191, J-R=577, F-R=577, B-0=-1018,t-,1=835, D-L=284 NOTES 1)This trass has been checked for unbjwced loading conditions. I 2)This trdss has been designed for the Mind loads generated by 100 mpz winds at 15 ft j above ground level, using 5.0 psf to; mord dead load and 5.0 psf botnm chord dead . mtI111111 U 11 load, 1 mi from hurricane oceanline,f:�r.an occupancy category I, conation I enclosed building, of dimensions 60 ft by 40 ftumi:n exposure C ASCE 7-93 per:BC/ANS195 If ``.�` JLARK• ��''�� end verticals or cantilevers exist, then are not exposed to wind. If porches exist, they ,�r�.�,��F ICq'����'% are not exposed to wind_ The lumbe-DOL increase is 1.33, and the pate grip = ;9 jincrea:�e is 1.33 3) Provide adequate drainage to preve-,i water ponding. 4) All pla--s are M20 plates unless othe wise indicated. • i Continue)on page 2 `f� o -- Truss russ Type Y CARLX A15 ROOF TRUSS 1 1 c116 -1997 Mile< inclustnes,Milenc ed Febage NOTES 5) Provide mechanical connection (by otters) of truss to bearing plate capabe of withstanding 512 Ib uplit at joint O and 478 Ib uplift at joint I. 6) This truss has been designed with ANS/TPI 1-1995 criteria. LOAD CASE(S) Standard I i I i i i i i I i - Truss I cuss Type Ply - CARLX A16 ROOF TRUSS 1 1 e nus s, Inc. Febage 7-M 124-12 17-5-8 1"::15 24-2-7 30-3-8 74)-8 5-4-4 5-0-12 0-11-7 5�9 6-1-1 4x6 4x6- 7.00 rff 3x8= 2x411 B D E 1 j7x6 T / 3x4 I 5x5 19 1 w6 i G ' Iw 2 t 4 R o N M L 10x11= P 2x411 3x8= 2x411 3x4- J 3x4- H 2x411 3x8= 2x411 7-" 17-5-8 24-2-7 30-3-8 7-0-8 10-5-0 6-8-115 61-1 a e s ge, - - , [P-0-4-0,040-8] LOADING(psf) SPACING 2-M CSI OEFL (n) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 rt(LL) 0-05 K >999 M20 249/190 Vert(LL) TCDL 7.0 Lumber Increase 1.25 BC 0.30 ► Vert(TL) -0-08 1-1 >999 ECLL 0.0 Rep Stress Incr YES VILE 0.62 I H brz(TL) 0-03 H n/a i ECDL 10.0 Code SBC/ANSI95 (Matrix) j Length/LL deft=360 Weight 245 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-10-6 on center purlin spacing, BOT CHDRD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 IAT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing, Except: D-K=6-0-0. V1EBS 1 Row at midpt C-N, G-K REACTIONS(Ib/size) 0=1110/0-3-8, H=11101-3-8 Max Horz 0=-347(load case 2) Max UpliftO=-512(load case 4), H=478(load case 4) FORCES(lb) -First Load Case Only 8, C-D=-959,©-E=-954, E E=-1156, F G=-938, TOP CHORD A-B=-909, B-C=70 A-0=-1037, G-H=1051 BOT CHORD N-0=50, M-N=927, L-M=927, K-L=931, J-P=67, K-P=67, D-K=-48, I-J=48 H-1=44 WEBS B-N=57, C-N=-431, C-K=62, F-K=232, I-Q=5£3, F-Q=-583, K-R=737, I-R=737, E-K=260, A-N=793, G-4=841, C-M=43 MOTES 1:)This truss has been checked for unbalanced loading condaons. 2)This truss has been designed for the wind lams generated by 100 mph winds at 15 ft � ,,,x+ ,,,��� above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead `•�`GLAR K load, mi from hurricane oceanline, on an oxupancy category I, condbon I enclosed •�iFic ., ' buildirg, of dimensions 60 ft by 40 ft with exposure C ASCE 7-93 per S8C/ANS195 If r�P end v=rticals or cantilevers exist, they are net exposed to wind. If porches exist, they =� •� are nct exposed to wind. The lumber DOL increase is 1.3-3, and the pl=te grip + incre,e is 1.33 - 3) Provie adequate drainage to prevent water ponding. ]� 4)All pyres are M20 plates unless otherwise irdicated. ;��,�,� ,�ja�Q•�` Continue{on page 2 DENS -ty Ph. o I russ ITrussype - INIIRE�T CARD i A16 ROOF TRUSS 1 1- c i e s nes, r a age i NOTE 5) PrwAde mechanical connection (b� others) of truss to bearing plat=capable of withstanding 512 It uplift at joint O andi 478 lb uplift at joint H. 6) This truss has been designed witiANSI TPI 1-1995 criteria. i ! LOAD CASE(S) Standard ! } I I i i i i i I i I I � f i I i 1 I ,i I i I I 1 1 'NIL Job russ russ ype Y - I CARLX A17 ROOF TRUSS 11 I + e industries, Inc- ge GRANGUE i 50 8 11-4-12 17-55 20-4-15 25-2-7 30-3-8 s 0 g 6-" 6-0-12 2-11-7 4-9-9 5-1'1 1 4x8- 4x8= 7.00,117 2x4 k 4x4= B C D E 1 4x4 1 i 2x4 11 i C>W11 �II I \ G 2 I 1 R1 N 3 I 0 N M L 7411 I 2x4 3x4= 3x8= 3x4- 1 J +3x4 ii H 2x411 3x8= 4x4= 3x4- 5.0-8 11-4-12 17-5-8 20-4-15 30-3-6 5" 644 6-0-12 2-11-7 9-10-!: i a e se sgen - - - LOADING(psf) SPACING 2-" CSI DEFL (in) (loc) Idefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0-71 Vert(LL) 0.06 K >999 M20 249%1'90 TCDL 7.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.19 H-1 X999 BCLL 0.0 Rep Stress Incr YES WB 034 H en) 0.05 H/LL' deft= 360 n/a Weight:234 Ib BCDL 10.0 Code SBC/ANSI95 (Matrix 9th LUMBER BRACING TOP CHORD TOP CHORD 2 X 4 SYP No.2 Sheathed or 5-0-15 on center purlin spacing,i CHORD 2 X 4 SYP No.2 except end verticals- WEBBOT � BOT X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0 on center bracng, Except: 0=6-0-0. WEBS 1 Row at mdpt D-M, E-I, F-H REACTIONS(Ib/size) 0=1110/0-3-8, H=1110/0-3-8 Max Horz0=290(load case 2) Max UpliftO=-512(load case 4), H=-478(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B=-791, B-C=1049, C-D=-1049, D-1 =1101, E-F=-976, F-G=-132, A-0=-1065, G-H=161 BOT CHORD N-0=19, M-N=625, L-M=1112, K-L=11115,J-P=-31, K-P=-311 D-K=-150, -J=19, H-1=668 WEBS B-N=-458, B-M=662, C-M=-353, D-M=100, K-Q=989, I-Q=989, E-K=923 I-R=-010, E-R=-610, I-S=191, F-S=191,A-N=847, F-H=-1046 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 above ground level, using 5.0 psf top chord dead bad and 5.0 psf bottom chord dead ``��`G�pRK load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclose) �,•'Z�F+Cq building, of dimensions 60 ft by 40 ft with exposurz C ASCE 7-93 per SBC/ANSI95 r •�P end verticals or cantilevers exist, they are not exposed to wind. If porches exist, then are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip ' increase is 1.33 ` 3) Provide adequate drainage to prevent water ponding. 4)All plates are M20 plates unless otherwise indicat-d_ }'�b• 6 Continued on page 2 11111rr�+�t±�``" iJob cuss Truss - ty - R6ENS CARLX A17 � ROOF TRUSS 1 I - ek industries, In.rr- e e age i : NOTES 5) Provide mechancal connection (by others) of truss to bearing plate capable crwithstanding 512 Ib uplift at joint O and 478 Ib uplift at joist H. 6)This truss has bin designed with ANSI/TPI 1-1995 critera. � i LOAD CASE(S) Sandard i i k R r t i} k t } 1 4 —I — m A M M> z m m m m � 0 X QOmom — rm mmzcncmn N � z < � m z > m0� � � � <n z mZopzKXD = ;QmD pr ° � rn �m -� cnmcn n mZccnmxzmzw � m _ 0G) Zyru) D� ocnoC) om m o � cnz � � m -u c: - O o = c0zczmcz c) cn Z 2 O� ;' omrU) 0nrnm-< mDcnv OD>z U �7 do W oo -- °om --umOmo .nmD-j - N O WaZFAccom > Dm _ m ZG) ODZZ ;o-;O = p > vp=� m � ZUCi -n (-)> X > mor G)zv0 -i G) cn � m � � �mxzcmnp D-i0-n D c O --mITD -uOz-im - Z ZZ qo r T� cn z - -� xxom 00O2 - * pn =�cmm � 00K0 m = nocn > rncnufip -i — c �°� mDOm — zm c � � m pv N N OCDU >0 (/) jz �m m � r0 Z Krp 00— mZmZ -nZ5— . W OvN 1 1 �NA nl � � � m � z(� m � -I -n -i co ' � X 0 z > m z T z W 2 x 2=O N TZDAooD � mm - 0O(1 X m . c . aZ�rmZ � c�i� mz�' � M ' cn cmmxwto 0 c') M z �- mmD � DWS T �� r- crZC() c: 0z0 5500 Ik � = r uOCCmZZ vI Ci I N N � m co z z m m o m 0� 1 1 2 C c n O 0 - r -iz— I O cn mcn 00Z DG) 1 ` m c n U>x x -i om ` m - x 0 zo = > Dc) 6 - --i r�N D -_ m � ZD ov m z � W ° = z O OD z �m n :2 � p cn \ -n cn O mm Z = C) ` O � -' D m p � p O m 11-0-8 G1 '"R k JOB : 3005 BUILDER: CARLSON No t7d55 . G F 9 NO F R LOT. 38 SEVILLA GARDENS , STATE OF ;4 TRUSS TRUSS: B02 SCALE: N.T.S i ��;;_,'• , ,. :�0 L--,e Ne S DATE: 02-03-98 DONE BY: BLR; f ,; 192+1 7+:—_9 FB% 1W;726-2i22 O ? > Wi�N0� < o� :- Z M W rn Zmmmm � 0 �(� � � = 6r �Tx � m2m i X Ogm � m�Em; nmZcn (n Z — 11 Nmz < z >mpc/) --imcn O ZD6 ° °WQx > cWW -� ° � ° p m —m � Wm C) m2ccnmxzmZ � rm S ° G7myrW r� 0c-) 0 p -i (nz °Cm-uc - - Mcoz N < mrm -0� '-- � ° _ � € x 0 0r- cn Z� = Kcnm A C p � T ° amM> x > xD 'n ,- � rmmxxt � pm - -IM>Z U � oo -j ° ©-Izrmo > ° 0>-i0 > �' G� cn ° Z (n�� OmD -1 - M OOn= � O m ZcOZQZM 44wmoF �0=-� m 0 zln -ln > ° = Dmm � 0z030 -i Om -jmz � �mXz (np y-_i0-v D I o -� m � -coc� m -izW ZZ-10 r' ` � � z - xmOm Ocox t -I MWO >m^cnp � - c 0030 m mn � w -!- owc_ � Km ocn0 K)tj i ; nco0 >G0m- X070 000� NN I ; Z�• - Q � E� pW � Z 'fl z > xz -r, o OWNO�O n ° � orD T.n2r> --i XNA -Io� MTr mDmr -io Oxoz > TztzW = x inOO X � � ? r � OG1W2mm � ° � � mmmZm (n ?0 �� vo— m O x-Tom - - DOO > = m W 0ccmzz � Ic N j N - m m MZmm ° Or v-1� m0� O U, mcco cn onopz o Dz0 - oo ;' � m n mm� � m r0 N O 000 2 > Dz � Z D0M \ xa zD T m� zp OCN m \ � OD z °m z y � � per 3 �c 0 cnc OO cf) _ r- D 'rl (n 0 mm Z cn O ° ~' O ~ c _ �_ D m G) G) M 11-0-8 JOB : 3005 •T BUILDER: CARLSON N G C LOT: 38 SEVILLA GARDENS c7aT a F 4 G TRUSS TRUSS: B02 SCALE: N.T.S '•FE B 15 : � �y'f, ;,,s fCpR�OP••�c� :80 Lane Ave So-,L, DATE: 02-03-98 DONE BY: BLR _ _ecksowlle.FI - I 19 FFIX t9e-:7EE-;60 0 russ ,rusSyT pe --- 3005 A01 DG ROOF TRUSS age vi e, s e n es, nc. an ranger cuss, a 1-7-7 6-7-8 — 5-0-1—1 __. ------ { -1-4-0 — 5-0-1 1-4-0 -- 1-7-7 4x4= D 1x4 11 3x1011 E F 7.00(iT C T I i � m B i i 1 � 4x4= 11x4 ii H I U4 i 1 0 8 1_7_7 4-1-7 6-7-8 1-08 015 261 261 ae e defl LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (ioc) 0999 PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.39 Vert(LL) 0.02 H >999 M20 249/190 TCDL 7.0 Lumb3lncrease 125 BC 027 Vert(TL) -0.03 H-1 >999 gC� 0.0 I Rep Sress Incr YES WB 0.02 Horz(TL) 0.00 G Na Wei ht 25 Ib BCDL 10.0 Code SBC/ANSI95 (Matra) Min Length/LL dd=240 9 BRACING TOP CHORD 2 X 4 SYP Not .CHCpD Sheathed or 6-0 I on center purlin spacing, except end LUMBER BOT CHORD 2 X 4 SYP Nover5cals. t BOTCHORD Rigid ceiling direly applied or 10-0-0 on center bracing. WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) G=2250-5-8,B=33810-5-8 I Max Horz B=107Qoad case 3) Max UpliftG=-89Foad case 2),B=248(bad case 3) i FORCES(lb)-First Load Cas:Only j iTOP CHORD A-B=38,B-C=wG8,C D=-371,D-E=-350,E-F=-350,F-G=131 BOT CHORD B-1=342,H-1=357,G-H=350 WEBS D-1=39,E-H=-4t I NOTES5.0 dead 1)This truss has been designed for the wind loads generated by 100 mph winds at 151ftrte0g ,,efrdosed buitdn g,of dimensions 60 ft by40 ft with expos st t bottom chord dead load,1 n from hurricane oceanline,on an occupancy category 1 C ASCE 7-93 per SBC/ANS95 If end verticals or cantilevers exist,they are not expose:to wind If porches exist,they are not exposed to wind. The lunber. DOL increase is 1.33,and te plate grip increase is 1.33 2)Provide adequate drainage 1a prevent water ponding. 3)All plates are M20 plates uriess otherwise indicated. 4)Gable studs spaced at 2-04 on center. 5) For studs exposed to wind,see MTek"Standard Gable End Detaa 6)Provide mechanical connecion(by others)of truss to bearing plate capable of withstan5ng 89 b uplift at join G and 248 lb uplift at joint B. 7)This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard p,p%' 014nG B NCH C�Up1NG oFF1C� $ �'�r�rruruirri 18199 C,\_p,Rk w -, , I - 4 5 • STATE OF •:i 1 T05-- russ fussType 3005 A02 ROD::TRUSS 1 1 _ S ec a us s, an ranger russ, a onvi e, 1 0 3-7-7 6-7-8 1 -0 4x7 4x7— 2x4 C D 7.00 F I I B �y F 2X4= 1x411 3x4- 2-0-8 3 7-7 6-7-8 2-0 8 1-6-15 3-0-1 aeOff ii6 11s* - LOAOING(psf) SPACING 2-0-0 CSI OEFL (m) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Incrfsse 1.25 TC 021 1 Vert(LL) 0.00 F >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) 0.03 A-B >687 BCLL 0.0 Rep Stress Ihcr YES WB 0.06 Horz(TL) 0.00 E n/a 331b BCDL 10.0 Code SBCIANS195 (Matrix) Min Length/LL defl=240 Weight: LBRACING UMBER TOP CHORD 2 X 4 SYP Not TOP CHORD Sheathed or 2-10-5 on center purlin spacing, except end BOT CHORD 2 X 4 SYP No.2 verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. REACTIONS(Ib/size) E=224/0-5-8.6=328/0-5-8 Max Horz B=185(load mse 3) Max UpliftE=l05(load case 3),B=227(load case 3) FORCES(lb)-First Load Case Ont, TOP CHORD A-B=38,B-C=-252,C D=0,D-E=77 BOT CHORD B-F=163,E-F=168 WEBS C-F=77,C-E=211 NOTES chord dead load and 5.0 psf 1)This truss has been designed for 1,e wind loads generated by 100 mph wads at 15 ft above ground level,using 5.0 psf top bottom chord dead load, 1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 60 ft by 40 ft with exposure C ASCE 7-93 per SBC/ANSI95 If�d verticals or cantAevers exist,they are not exposed to wind. If porches exist L`?y are not exposed to wind. The lumbe DOL increase is 1.33,and the ptae grip increase is 133 2)Provide adequate drainage to present water ponding. 3)All plates are M20 plates unless aherwise indicated. 4)Provide mechanical connection(w others)of truss to bearing plate cap abe of withstanding 105 Ib uplift at joint E a d 227 Ib uplift at joint B. 5)This truss has been designed wits ANSI/TPI 1-1995 uderia. LOAD CASE(S) Standard i �•���`�,� R K I � 4 STATE OF ; o cuss russype — - 3005 A03 ROOF TRUSS 1 1 ranger russ, a son g T e nus nes, an age 5-7-7 6-7-8 1-4-0 5-7-7 — 5x5= 2x4 I I CD 7.00 fit£ r r to B 0 4= F 1x4// 3x4— 3-0-g 5-7-76-7-8 340-8 26-15 1-0 1 SPACING 2 0 0 CSI DEPL (in) (loc) I/defl PLATES �GRJIPj LOADING(psf) M20 0 TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.00 F >999 TCDL 7.0 Lumber Increase 1.25 BC 0.05 Vert(UL) 0.07 A-B >251 i BCLL 0.0 Rep Stress Incr YES WB 0.05 HorA�T`L) 0.00 E n/a BCDL 10.0 Code SBC/ANS195 (Matrix) Minllangth/LL deft=360 Weight 39 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP Not TOP CHORD Sheathed or 6-0-0 on center puriin spacing, except end BOT CHORD 2 X 4 SYP No.2 verticals. WEBS 2 X 4 SYP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 on center bracing. REACTIONS(Ib/size) E=226/0-5-0,B=323/0-5-0 Max Horz B=247(load case 3) i Max UpliftE=137(load case 3),6=1970oad case 3) FORCES(lb)-First Load Case Only I TOP CHORD A-13=38,B-C=-197, -D=1,D-E=23 BOT CHORD B-F=97,E-F=36 WEBS GF=97,C-E-179 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at'E-ft above ground level,using 5.0 psf top chord dead bad and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 60 ft by 40 ft with exposure C ASCE 7-93 per SBC/ANS195 If end verticals or cantilevers exist,they are not ewosed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)All plates are M20 plates unless otherwise indicated. 5)Provide mechanical connection(by others)of truss to bearing plate capable of wthstanding 137 Ib uplift at joint E and 197 Ib uplift at joint B. 6)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard RK I i i No. 17455 ' i p: STATE OF ..� i i � ; I i rssm uss p e 30:5 A04 MONO TRUSS 1 1 ��er , a e, s i e us es, nc. an _1.4.0 6-7-8 � 1-4-0 6-7-8 i 2x4:, C I 7.00� i In B C3 j 2x4— j 2x4 I i 6 7-8 j 6-7-8 I LOADING(psf) SPACING 2-0-0 CSI DEFL (n) (loc) I/defl PLATES GRIP 7CLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) Na - 39 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.18 Vert(TL) 0.13 A-B j BC0.0 i Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 NECU 5CDL 10.0 I Code SBCIANSI95 (Matrix) Min Length/LL defl=999 Weight:29 b LUMBER BRACING TDP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 on center puriin sparing, except end verticals. BOT CHORD 2 X 4 SYP No.2 I YlEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-"on center bracing- REACTIONS(lb/size)- B=328/0-3-8,D=224/0-3-8 Max HorzB-=272(load caseMax UpGftB=-186(lload case33),D-146(load case 3) FORCES(lb)-First Load Case Onfy TOP CHORD A-B=37,B-C=65,C-DD-161 BOT CHORD B-0=0 NOTES 1)This truss has been designed for the wind loads generated by 100 mph winds at 15 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 60 ft by 40 ft with exposure C ASCE 7-93 per SBUANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber. DOL increase is 1.33,and the plate grip increase is 1.33 2)All plates are M20 plates unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 186 Ib uplift at joint B and 146 Ib uplift of joint D. 4)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard i ,11111 t 111 if/,, ��� ,�ZtFICl,c�'''• = 0. SATE OF : ` . '���,,�l1111111111, O _ Fuss age cuss yPe - - 3005 A05 MONO TRUSS 11 1 ranger rias, a onvt e, S c t n us nes, nc. a� _1-" 7-5-12 1� 7-5-12 2x4 ii C 7.00� n 1 qI 0 2x4= 2x4= E 7-5-12 7-5-12 LOADING(psf) DEFL (in) (loc) Vdefl FPLATES GRIP SPACING 2-0-0 CSI >999 PM20LA 249/190 TCLL 20.0 Plates Irxrease 1.25 TCa Vert(LL) 00.20 A43 >87TCIDL 7.0 Lumber Increase 1.25 BCVert(TL) 0.21 E n/aBCLL 0.0 Rep Stress Incr YES WBM,�Win)th/LL deft=240 Weight:�Ib gCDL 10.0 Code SBGANSI95 (Ma9 LU1dBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 on center puriin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceding directly applied or 72-4 on center bracing. WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) B=359/0-3.8,E=257/0-" Max HorzB=299poad case 3) cam 3) Max Upli tB=-190(load case 3),E=170§oad FORCES(lb)-First Load Case Orly TOP CHORD A-13=37,B-C=75,D-E-257,C-D=18�E BOT CHORD B-D=0 NOTESusing 5.0 1)This truss has been d d I mi for file wind loads g=rne,on by 100 mph winds at ry 1,caondition I enclosed building,of dimensirns 60 ft by 40 withand 0expospsf ure chad dead load bottom chord dead load,1 mi from hurricane ocea-fntil ons occupancy category C ASCE 7-93 per SBC/ANSI95 If end verticals orc�rtilevers exist,they are not exposed to wind. If porches exist,they are ndecposed to wind- The knn r DOL increase is 1.33,and the plate grip increase is 1.33 i 2)AD plates are M20 plates unless otherwise indicat'_ 3)Gap between inside of top chord bearing and first nagonal or vertical web shall not exceed 0.500in_ gnen should terify capacity of bearing 4)Bearing at joint(s)E considers parallel to grain vale using ANSI/TPI 1-1995 angle to grain formula. Building des i surface_ able of withstanding 190 Ib uplift at joint B and 170 Ib Ldift at joint E. 5)Provide mechanical connection(by others)of truss to bearing plate cap 6)This truss has been designed with ANSVTPI 1-13:-5 criteria. LOAD CASE(S) Standard 1 I '`jltrti tl 11//�� i ARK p. 1745 STATE OF 6 A rusS =ROOF e I - LLASARDEN�- - 3005 f-06USS I 1 1 Iiranger runs sos c i e us es, nc. an age 1 C 4-7-0 9-3-8 1 {1 4-7-0 4-8-8 2x4 ii DE 8.53FIT 1x4,- I I t° B i� 3x4= 9-3-8 e se - LOADING(ps SPACING 2-0-0 CSI DEFL (n) poc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 T' 0.32 Vert(LL) -0.02 B F >992 M20 249'90 TCDL 7-0 Lumber Increase 1.25 B:: 023 Veft(TL) -0.14 B-F BCLL 0.0 Rep Stress Incr YES VIB 0.15 Hm Length -00 F deft=240 Na I Weight:51 Ib BCDL 10.0 Code SBC/ANS195 (Watra) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 64)-0 on center purlin spacing except end verticals. BOT CHORD 2 X 4 SYP No.2 WEBS 2X 4 SYP No.3 BOT CHORD Rigid ceirnng directly applied or 10-0-0 on carter bracing. WEBS 1 Row at midpt D-F REACTIONS(Usize) F=335/05-8,B=422/0-5-8 Wax HorzB=451(load case 4) Wax UpliftF= 297(load case 4),6=154(load cse 3) FORCES(lb)-=irst Load Case Only TOP CHORD 4.-8=45,B-C=316,GD--110,D--E=7,D-F='06 BOT CHORD a-F=226 WEBS C-F=244 NOTES5.0 chord deao cad and 5-0 1)This truss trs been designedc-an for the wind loads genera>✓'by 100 mph winds at 15ft�tgnditionroundosed builds g,oPdfinensions 60 ft ry 40 ft with exposure t bottom cion-dead bad, 1 mi from hurricane oceanfcie,can occupancy category 1 C ASCE 7- per SBC/ANS195 If end verticals or carrtAlewss exist,they are not exposed to wind. If porches exist,they are not exposer-awind. The lumber DOL increac is 1.33,and the plate grip increase is 1.33 2)All plates ar_M20 plates unless otherwise indicated. 3)Provide mem anical connection(by others)of truss to tea-ing plate capable o:withstanding 297 Ib uplift at joint F and 154 Ib uplift at jorr,3. 4)This truss has been designed with ANSI/TPI 1-1995 critea- LOAD CASE(-9 Standard I I ` `rrftnr�irrrr�rr 3 i N0. 1 !r 2 r GA�FLOR1�.• �•�� I I ; - Wiply russ cuss ype 3005 A07 ROOF TRUSS 1 1 er russ, a sones e, s e nus ,snc- anage -1 0 7-0-8 13-7-7 20-8-3 27-9-0 1 33-11-0 4_0 7." 6-&15 1 7-0-13 t 7-0-13 16-2-6- 7.00 -2-07.00 FTT 4x7 4x6 3x4- 3X8=3x4% E T3 F G T4 H 1x4\\ 5 5x5, D W 21 C ' 4 ' T t° B 61 62 yr 3x5= P O N M L K J 3x4- 3x4— 1x41; 3x4— 3x8= 2x411 3x4- 9-0-12 13-7-7 20-8-3 27-9-0 33-11-0 9 0 12 4-0 11 7 0 13 6 2-0 7-0-13 i P se scir r-' - LOADING(psf) SPACING 240-0 CSI DEFL (n) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) 0.05 B-P >999 M20 249/190 7CDL 7.0 Lumber Increase 125 BC 0.35 Vert(TL) -0.16 B-P >584 BOLL 0.0 Rep Stress Incr YES WB 0.61 Min Le) LL fl=360 0-02 J n/a Weight 210 Ib BCDL 10.0 Code SBC/ANSI95 CMatrix) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 on center purliin spacing, except end BOT CHORD 2 X 4 SYP No.2 Rgidserticeiling WEBS 2 X 4 SYP No.3`Except` BOT CHORD ff'agid ceiling directly applied or 10-0-0 on center tracing. W6 2 X 4 SYP No.2 WEBS 1 Row at midpt E-P,G-N,G-K,H-K r I REACTIONS(lb/size) B=376/0-5-8,P=1302/0-5-8,J=89 5-8 Max Horz B=479(load case 3) Max Upli tB=190(load case 4),P--649(load case 4),J=393(load case 4) Max GravB=377(load case 5),P=1302(load case 1),J=894(load case 1) FORCES(lb)-First Load Case Only TOP CHORD A-B=38,B-C=-200,C-D=-27,D-E=154,E-F=-410,F G=409,G-H=544,H 1=7 ,I-J=833 BOT CHORD B-P=102,O-P=402,N-0=402,M-N=709,L-M=709,K-L=709,J-K=36 WEBS C-P=343,E-P=-941,E-N=428,G-N=-459,G-M=150,G-K=253,H-K=50,1-K=6 9 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generah✓d by 100 mph winds at 15 ft above wound level,using 5.0 psf top chord dead load aid 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline,on an occupancy category I,conditia:1 enclosed building,of dimensions 60 ft by 40 t with exposure C ASCE 7-93 per SBC/ANS195 If end verticals or cantiL-vers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding_ 4)All plates are M20 plates unless otherwise indicated. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding't iO lb uplift at joint B, 649 Ib uplift at joint P and 393 Ib uplift at joint J. 6)This truss has been designed with ANSI/TPI 1-1995 crrana. i LOAD CASE(S) Standard R K 745,5 CC i cci OFR... ) I runs iasis Ype --— Dq PTY 3005 A08 ROOF TRUSS 1 1 ranger nus, a ' s c i , nc. an age -1 49-3 9 0 12 15-7-7 20-8 3 25-9-0 29-8-4 33-11-0 t 4-9 3 43-9 6-6-11 5-0-13 5-0-13 3 11 4 4-2-12 4x5- 7.00(1-T 3x8- 4x4= F 1A H 3x4 3x4 3x4 T 2x4 ii 1x4 1 1 1 J D W � v 5 , T C C� w B B 2 3 C> 3x5= Q P O NM L K 3x4- 3x4— 3x4= 3x8= 3x4= 3x8- 1x4 I I 9-0-12 15-7-7 20-8-3 25-9-0 33-11-0 9-0 12 6 6 11 5-0-13 Ka- Plate LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 20.0 Phtes Increase 1.25 TC 0.38 I Vert(LL) 0.03 M >999 M20 249/190 Vert(TL) -0.12 B Q >866 TCDL 7.0 Limber Increase 1.25 BC 028 BCLL 0.0 Rep Stress Incr YES WB 0.58 I Horz(TL) 0.02 K n/a ht:235 6 BCDL 10.0 Cade SBCIANS195 (Matrix) Min Length/LL deft We=360 i9 LBRACING UMBER TOP CHORD 2 X 4 SYP 1152 TOP CHORD Sheathed or 6-0-0 on center purfin spacing, except end BOT CHORD 2 X 4 SYP Nb.2 verticals. WEBS 2 X 4 SYP Kb.3*Except` BOT CHORD Rigid dirzdly applied or 10 0 0 on center bracing, W8 2 X 4 SYP No.2 Exceptt O-O-Q O b WEBS 1 Row at midpt F-0,G-0,G-L,1-K REACTIONS(Ib/size) B=36210-5-8,Q=1317/0-5-8,K=89310-5-8 Max HorzB=536(load case 3) Max UpliftB=192(load case 4),Q=-646(load case 4),K=-396(load case 41 Max GravB-366(load case 5),Q=1317(load case 1),K=8930oad case 1) FORCES(lb)-First Load'Case Only - — TOP CHORD A-13=38,6 =38, -G=228,C-D=914,D-E=118,E-F=-630,F-G=467,G-H=-545,H-1=-080,1-J=98,J K=132 BOT CHORD B-Q=162,P-Q=-44,O-P= 4,N-0=596,M-N=596, G- L-M=596,K-L=436 WEBS C-Q=241,E-Q=1014,E-0=654,F-0=-59,G-O-274, M=80,G-L 108,H-L=62,I L=208,I-K=788 NOTES 1)This truss has been ch--;ked for unbalanced loacrM conditions_ 2)This truss has been designed for the wind loads generated by 100 mph winds at ry ft above ground level,using 5.0 psf top chord dead load and SA psf bottom chord dead load 1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed binding,of dimensions 60 ft by 40 ft with exposure C ASCE 7-93 per SBCIANS195 If end verticals or cantilevers exist,they are not exposed to wind. if porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,aid the plate grip increase is 1.33 3)Provide adequate drairege to prevent water ponding. 4)All plates are M20 plates unless otherwise indicated. 5)Provide mechanical correction(by others)of truss to bearing plate capable of withstanding 192 Ib uplift at j]nt B, 646 Ib uplift at joint Q and 396 Ib uplift at joint K. i 6)This truss has been designed with ANSLITPI 1-1995 criteria. � ���c�rriirrNri� LOADCASE(S) Standar: .�`GLARK./j,����, `( i 1 l STATE O 13 zCN I i o 1 cuss Iruss ype ALL-38 I 3005 A09 ROOF TRUSS 1 1 ranger I russ, a vt s MiTek us es. nc an age 6-2-3 11-10-13 177-7 1 23-9-0 28-8-4 33-11-0 1-0 6-2-3 5-8-10 5-8-'U 1 6-1-9 4-11-4 5-2-12 4x5= 7.00 JT 4x7 F T3 G 3x4 3x4 3x4 T 41 1x4\\ p W 5'5, rz W C T i 'n B 131 B3 _vs 3x4= P O N M L K J 3x4- 3x4- 3x8— 3x4— 3x4— 2x4 I I 3x4= 9 0 12 17-7-7 23-9-0 28-8-4 33-11-0 9-0-12 B-6-11 6-1-9 4-11-4 1 5-2-12 ae s - LOADING(psf) SPACING 2-0-0 ( CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 20.0 Plebes Increase 125 TC 0.36 Vert(LL) 0.03 B-P >999 M20 249/190 TCDL 7.0 Lumber Increase 125 BC 0.35 Vert(TL) -0.14 B-P >787 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.01 J Na BCDL 10.0 Code SBC/ANSI95 (Matrix) Min Length/LL defl=360 I Weight:227 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP Not TOP CHORD Sheathed or 64)-0 on center purlin spacing, except end BOT CHORD 2 X 4 SYP No-2 verticals. WEBS 2 X 4 SYP No-3*Except* BOT CHORD Rigid ceiling directly applied or 10-"on center bracing. W9 2 X 4 SYP No.2 WEBS 1 Row at midpt E-P,F-N,G-N REACTIONS(Ib/size) B=35310-5-8,P=1329/0-5-8,J=890/0-5-8 Max Horz B=593(load case 3) Max UpliftB=1820oad case 4),P=-6590oad case 4),J-393(oad case 4) Max GravB=361(load case 5),P=1329(load case 1).J=890(Cad case 1)' FORCES(lb)-First Load Case Only TOP CHORD A-13=38,134-=172,C-1--41,D-E=183,E-F=-636,F-G=-483.G-H=-067,H-1=644,I-J=-837 BOT CHORD B-P=102,0�4:1=268,N-0=268,M-N=521,L-M=521,K-L=4K.J-K=29 WEBS C-P=308,E4:1=962,E-N=336,F-N=-47,G-N=77,G-L=71,H-L=37,H-K=315,I-K=627 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead bad,1 mi from hurricane oceanline,on an occupana category I,condition I enclosed building,of dimensions 60 ft by 40 ft wr= with exposu C ASCE 7-93 per S8C/ANS195 If end verticals or cantilevers exist,they aE not exposed to wind. If porches exist,they are not exposed to wind. The Iumbs' DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)All plates are M20 plates unless otherwise indicated. 5)Provide mechanical connection(by others)of truss to bearing plate capmie of withstanding 182 Ib uplift at joint B, 659 Ib uplift at joint P and 393 Ib uplift at joint J. 6)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard ``�rrrrnirrrrr��� STATE OF cuss — r�— - 3M5 Al ROOF:TRUSS' 1 1 er russ, a vi e, s c i e us nes, nc an age -4_0 6.10-3 13-2-13 19-7-7 1-S-0 28-1-11 34-" 38-3-0 £r10-3 6-4-10 6-4-10 19 6� 11 6�10 3 8 11 I 5x5- 7.00ri'£ a7- 3x4 PT3G 3x6,- 3x6 x6,3x6% 4 3x4 HI 1 2x4\\ Q 3x4 5 J 2x4 l T5 i W K ra 1 19 B B1 0 3x5= R Q P O N M L 5x5- 3x6- 3x8= 3x6= 3x4= 3x4- ' 3x4- 912 19-7.7 1�0 32-3-13 38-3-0 II 9-0 12 10 6 11 4-9 10-3-13 5 11 4 it a e se - - LOADING(psf) SPACING 2-0-0 CSI i DEFL (n) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.51 Vet(LL) 0.06 M-0 >999 B M20 249/190 j TCDL 7.0 Lumber Increase 125 BC 0.46 Vet(TL) -0.29 M-0 BCLL 0.0 , Rep Stress Incr YES W 0.69 Hm(TL) 0.03 L n/a SCDL 10.0 I Code SBCANS195 (Matrix) Mn Length/LL deft=360 Weig7t 253 Ib WMBER BRACING Fr TOP CHORD 2 X 4 SYP No.2 TUP CHORD Sheathed or 5-4-14 on center afin spacing, except end ,, BOT CHORD 2 X 4 SYP No.2 verticals. BOT CH WEBS 2 X 4 SYP No.3'Excepr ORD Rigid ceiling directly applied or 10-"0 on center bracing. -0' Except" W7 2 X 4 SYP Not 1lIEmidptBS 1 Row at midpt E-R,F-P,C—P,H-0 REACTIONS(lb/size) B=32110-5-8,R--Z28/0-5-8,L=1044/0-5-8 Max Hoa B=639(load case 3) Max UpliftB=-196(load case 4),R=7240oad case 4),L=-456(load mase 4y Max GravB=344(toad case 5),R=15280oad case 1),L=1044(load mase 1) FORCES(lb)-First Load Case Only TOP CHORD A-13=38,B-G=72,C_D=84,D-E=242,E-F=792,F-G=-607,G-H=440,H-1=-978,I-J=1136,J-K=-70,K-L=-87 SOT CHORD B-R=28,O-R=408,P-Q-41-8,O-P=648,N-0=879,M-N=879,L-M=339 WEBS C-R=332,E-R=1151,E-F=306,F-P=121,G-P=-246,G-0=413,t+0=-366,H-M=68,J-M=146,J-L=1226 NOTES 1)This truss has been checked for unbar raced loading conditions. psf 2)This truss has been designed for the wind loads generated by 100 mph winds; 15 ft above ground level,using 5.0 f di for card dead load and 5.0 xp bottom chord dead load, 1 mi from W7,cane oceanline,on an occupancy tate ory I,condition I enclosed building,of dime cions 60 ft by 40 ft with exposure C ASCE 7-93 per SBC/ANS195 If end verticals or cantilevers exist,they are na_exposed to wind. If porches exist,they are not exposed to wind- The lumber DOL increase is 1.33,and the plate g-p increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)All plates are M20 plates unless otherwise indicated. 5)Provide mechanical connection(by ot-ers)of truss to bearing plate capable of withstanding 196 Ib uplift at joint B, 724 Ib uplift at joint R and 456 lb upti t at joint L. 6)This truss has been designed with AtSUTPI 1-1995 criteria. LOAD CASE(S) Standard RK STATE OF •. : 44/ �� P i ob russ russ ype 3005 A11 ROOF TRUSS 1 1 I , a onv ee, s i eInc. an e ranger runs 1-7-2 7_1L 8 14-3-14 20-8-3 27-04 33-4-15 39-4-144 14 "l 64-6 5-11-15 1 5x5 7.00 rim G f 3x4-, 3x4 3x6 F 2 H 3x6 4x4% 1 4x4 p W 5 J 2x411 3 4x5,- to x5,"' B 61 63 I T S R Q P O N M I i 3x6— 3x4= 3x8= -c6= 3x4= 5x5— 3x4- 3x6— 2x4 ii i r1-1-11 20-8-3 L 3CIZ-1z , 38-0014 1 7- 9-6-9 114-14 Plate - - ` - LOADING(psf) SPACING 2-1-0 CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.10 QS >999 M20 249/190 TCDL 7.0 Lumber Increase 125 BC 0.56 Vert(TQ -0.23 O-Q >999 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.07 N Na i BCDL 10.0 Code SBC/ANS95 (Matrix) Min LerKp/LL deft=360 Weight 2,15 Ib j i LUMBER BRACING { TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-5-0 on center purlin spacing, except end BOT CHORD 2 X 4 SYP No.2 verticals I WEBS 2 X 4 SYP No.3'Except' BOT CHORD Rigid ceiling directly applied or 7-2-112 on center bracing- W1 1 racing_W11 2 X 4 SYP No.2 WEBS 1 flow at mdpt D-T,F-Q,G-Q,H-Q,J-N REACTIONS pb/size) B=194/0-5-8,T=132711-7-12,N=1541/0-5-8 Max =194/0-5-8,T=1327!1-7-12,N=1541/0-5- Max Horz B=625(load case 3) Max UpliftB=-207(load case 2),7=555Qoad case 4),N=777(load case 4) FORCES(lb)-First Load Case Only TOP CHORD A-B=37,B-C=-383, D=-492,7-E=1747,E-F=1660,F-G=-1260,G-H=274,H-1-1409,IJ=1495,J-K=197,K-L=42,K-M=-50 BOT CHORD B-T=352,S T=1514,R-S=131:.Q-R=1319,P-Q=1214,O-P=1214,N-0=1:99,M-N=66 WEBS GT=-281,D-T=1446,D-S=-1r0,FS-323,F-0G- =-495, Q=845,H-Q=313,H-0=8,J-0=201,K-14-21 1,J N=174t 1 NOTES 1)This truss has been checked for unbalance:loading conditions. 2)This truss has been designed for the wind tads generated by 100 mph winds at 15 ft a:ove ground level,using 5.0 psf top chor'dead bad and 5.0 psf bottom chord dead load, 1 mi from hurricare oceanline,on an occupancy category I,crndition I enclosed btnlding,of dimensions 60 ft by 40 ft with exposure j C ASCE 7-93 per SBCIANSI95 If end verti=is or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber, DOL increase is 1.33,and the plate grip in-ease is 1.33 3)All plates are M20 plates unless otherwise indicated. 4)Provide mechanical connection(by others)�-f truss to bearing plate capable of withstarding 207 Ib uplift at joint B, 555 Ib uplift at joint T and 777 Ib uplift at joint N. i 5)This truss has been designed with ANSI/Tr•' 1-1995 criteria. j LOAD CASE(S) Standard I �tFICq/� STATE OF ;cu= \ _ FLTLLTG_l1` ..t o cuss nss ype 1 3005 Al2 ROOF TRUSS 2 1 ranger cuss, a onvi e, s ec i e trs es, nc. an age 40-11-14 7-2-7 1311-5 20-8-3 27-5-2 342-0 i 39-7-14 1L4-0 7-2-1 6-8-14 6-8-14 6-8-14 6-8-14 5 5 14 1 4 U 5x5 I 7.00 FI F 3x4% 3x4 3x6% T 2 G 3x6 2x4\\ 1 4x4 H i C � W 4 W 3 T 4x5 K'n I LO B 131 3 4 = R Q P O N ML l 3x4—3x6- 3x8- 3x6- 3x4= 5x5= 2x411 I I 10 6 14 20$3 30 9 9 38-3-0 3'-1147-i14 10-0 14 10 1-5 10-1-5 7 5 7 4 I ae e EBCLL ADING(psf) SPACING 2-0-0 i CSI DEFL (m) (ioc) Vdefl PLATES GRfP L 20.0 Plates Irxzease 1.25 I TC 0.60 Vert(LL) 0.15 B R >999 M20 249/190 DL 7.0 Lumber kxxease 1.25 I BC 0.72 Vert(TL) -0.39 B R 0.0 Rep Stress Incr YES WB 0.57 Horz(TQ 0.08 M n/aWeigtlt 233 lbDL 10.0 Code SBCIANS195 (Matrix) Min Length/LLdefl=360 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-3-12 on center purtiin spacing, except end BOT CHORD 2 X 4 SYP No.2ts WEBS 2 X 4 SYP No.3*Except` BOT CHORD Rigid ceiling directly applied or 6-5-15 an center bracing. W7 2 X 4 SYP Not WEBS 1 Row at midpt E-P,F-P,G-P,G-K t-M REACTIONS(lb/size) B=148010-5-8,M=160110-5-8 Max Horz 6=628(load case 3) j Max UpliftB-744(load case 4),M=-8020oad case 4) i FORCES(lb)-First Load Case Only TOP CHORD A-13=37,B-C=-2293,C-D=2067,D-E=1970,E-F=-1369,F-G=-1370,G-H=148 H-1=-1574,I-J=205,J-K=42,J-L=-4' I BOT CHORD B-R=1912,Q-R=1504,P-Q=1504,04P=1297,N-0=1297,M-N=1106,L-M=34 WEBS C-R=331,E-R=518,E-P=628,F4P=921,G-P=-302,G-N=-39,I-N=277,J-M=1ffi,I-M=1821 NOTES } 1)This truss has been checked for unbalanced loading conditions. e wind loads generated by 1 2)This truss has been designed for th00 mph winds at 15 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category 1,condition I enclosed building,of dimensions 63 ft by 40 ft with exposure C ASCE 7-93 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wand. If porches exist,they are not expcsed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 13)All plates are M20 plates unless otherwise indicated. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 744 Ib uplift at joint B and 802 Ib uplift at joint M_ i 5)This truss has been designed with ANSUTPI 1-1995 criteria. jLOAD CASE(S) Standard i I ``�rrrinarr/! P, F STATE OF Oil i I I F nus cuss ype y A13 ROOF TRUSS 1 toss, a nw , S c i e n us es, nc. an age 5-8-13 1 10-8-10 15-8-7 i 20-832 5 8 13 4-11-1:3 3 4-1--1-13-�—4-11-13 1 I5 4x5- 7.00 JT 2x4 ii AB i I AZ c� 4x5= L M K J I H 3x611 3x4=4x6— 4x4= 4x8- I 548-13 10 -10 15-8-7 21-8-8 5-8-13 4-11-13 411-13 6-0-1 I ae es I LOADING(psf) SPACING 2-0-0 CSI DEFL (n) (loc) Vdefl PLATES GRIP >ggg M20 2491190 TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) .15 A-L >999 TCDL 7.0 I Lumber Increase 1.25 BC 0.86 Vert -0 ) BCLL 0.0 Rep Stress Ina NO WB 0.61 Fl Lung)ih 1 LL deft=360 0.03 H n/9 Weight:374 Ib BCDL 10.0 Code SBC/ANSI95 I (Maw) LBRACING UMBER TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 on center puriin sparing, except end BOT CHORD 2 X 6 SYP No.2 venccais BOT CHORD Rigid ceiling directly applied or 10-0-0 on center brzdng- yyEgS 2 X 4 SYP No.3 WEBS 1 Row at midpt F-I,G-H,F-H REACTIONS pb/size) A=3809/0-5-8,H=2910/0-3-8 Max HorzA=635(load case 3) Max Upli tA=l657(load case 4).H=l552(load case 4) FORCES(lb)-First Load Case Only TOP CHORD A-B=5410,B-C=-3227,C-D=-3147,D-E=-1729,E-F-1739,F-G=-86,G-H=138 BOT CHORD AL=4623,L'-M=4623,K-M=4623,J-K=2725,IJ=2725,H-1=158 WEBS BL=2065,B-K=2277,D-K=2102,134=2060,E-1=290,F-1=3339,F-H=2277 NOTES rds 1)2-ply truss to be connected together with 10d Common(.148 x3')Nails as follows: Top chords connected with 1 row(s)at 0-9-0 on center. Botbm cho connected with 2 row(s)at 0-9-0 on center. Webs connected with 1 row(s)at 0-9-0 on center. 2)This truss has been checked for unbalanced loading conditions. psf 3)This truss has been designed for the wind loads generated by 100 mph winds at 15 ft above ground level,using 5.0 f di top chord dead load ani 5.0 xp bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition I endosed building,of di 60 ft by 40 ft with exposure C ASCE 7-93 per SBCIANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wint The lumber', DOLincrease is 1.33,and the plate grip increase is 1.33 4)All plates are M20 plates unless otherwise indicated. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1657 lb uplift at joint A and 1552 Ib uplift at joint H. 6)This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) 1)Regular.Lumber Increase=1.25,Plate Increase=125 Uniform Loads(plf) �rkrrr�rrrrrrr I Vert:A-B=-54.0,B-C=-54.0,C-D=-54.0,D-E=54.0,E-F=54.0,F-G=-54.0,A-L=-393.9,L-M=-393.9, ����\�qRK I K-M=198.6,J-K=198.6,I-J=-198.6,H-1=-198.6 C' FB j 2)Wind Left:Lumber Increase=1.33,Plate increase=1.33 ,r�. 11••,C�'f/ Uniform Loads(plf) �t �f• Vert:A-B=-5.8,B-C=-5.8,C-0=5.8,D-E=5.8,E-F=5.8,F-G=5.8,AL=171.9,L-M=171.9,K-M=76.9, J-K=76.9,I-J=76.9,H-1=76.9 Horz:A-B=42,B C=� 2 .2,C-D=4.2,D-E=4 ,E F=4.2,F�=4.2 STgTE CF Cr 3)Wind Right:Lumber Increase=1.33,Plate Increase=1.33 _ Uniform Loads(plf) 76.9 Vert:A-6=43.0,B-C=43.0,C-D=43.0,D-E=43.0,E-17=43-0,0,F G=5.8.A-L=171.9,L M=171.9,K-M= , �R j ��`� J-K=76.9,I-J=76.9,H-1=76.9 �cI Horz:A-B=-53.0,B-C=-53.0,C-D=-53.0,D-E=-53.0,E-F=53.0,F-G=4.2 4)1st Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 :Continued on page 2 -- - russ russ ype 13005-- A13 ROOF TRUSS 1 runs, a sonvr s t e nc. an age Cirangff LOAD CASE(S) Uniform Loads(plf) Vert A-B=43.0,B:=43.0,C-D=43.0,D-E=43.0,E-F=43.0,F-G=43.0,A-L=171.9,L-M=171.9,K-M=76.9,J-K=76.9,I-J=76.9,H-I=76. Hoa:A-8=53.0,F-C=-53.0,C-D=-53.0,D-E=53.0,E-F=53.0,F-G=53.0 5)1st unbalanced Regular.lumber Increase=1.25,Plate Increase=125 Uniform Loads(pif) Vert A-B=-54.0,BC=-54.0,C-D=-54.0,D-E=54.0,E-F=54.0,F-G=-54.0,A-L=393.9,L-M=393.9 K M=198.6,J K=-198.6,I.1=198.6,H-1=198. 6)2nd unbalanced Regular tlumber Increase=1.25,Plate Increase=125 Uniform Loads(plf) Vert:A-B=-14.0,£�C=-14.0,C-D=-14.0,D-E=14.0,E-F=14.0.F-G=-54.0,A-L=393.9,L-M=393.9 K-M=198.6,J-K=-198.6,IJ=198.6,1-1-1= 198.6i 1 i 1 I I t t i t r i i • r i F o cuss nus y y - 3005 A14 ROOF TRUSS 1 1 ranger cuss, a sonvi e, s ec i e us es, nc an age 5-8-8 11-1-e 18-2-14 1, 4 5-8-85-0 7-1-6 2x4 11 7.00 A 3x4 i B 3x4 4x4 >t C D 5x5 LO B1 ! F I K J I H G 3x4- 3x4- 3x4= U4 ii 3x4= I i g 5 0 16-10-0 1$-2- 4 ; 8-5-0 8 5 0 1 F4 Plate LOADING(psf) SPACING 240-0 I CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC In0.43 Vert(LL) 0.01 Hyl 99 M20 249/190 TCDL 7.0 Lumber crease 1.25 BC 0.30 Vert(TL) -0.09 J-K BCLL 0.0 Rep Stress Ina YES i WB 0.76 Horz(TL) 0.01 H rVa BCDL 10.0 Code SBCIANS195 ( (Matrix) Min Length/LL deft=240 Weight:128 Ib LBRACING UMBER TO TOP CHORD 2 X 4 SYP No.2 P CHORD Sheathed or 6-0-0 on center purtin spacing, except end i on center bracing. t verticals' BOT CHORD 2 X 4 SYP No WEBS 2 X 4 SYP No.3'Except` BOT CHORD Rigid ceiling directly applied or 10 0 0 W7 2 X 4 SYP Not WEBS 1 Row at midpt A K B K REACTIONS(ib/size) K=592/0-3-8,H=820/0-5-8 Max Horz K=-636(foad case 2) Max UpliftK=-470(load case 2),H=245(load case 2) FORCES(lb)-First Load Case Only TOP CHORD A-K=-129,A-B=-96,B-C=-361,C—D=-495,D-E=194,E-F=42,E-G=50 BOT CHORD J-K=269,I-J=420,H-1=420,G-H=141 WEBS B-K=-466,B-J=298,D-1= 124,E-H=289,D-H=704 NOTES 1)This truss has been designed for the wind loads generated by 100 mph wards at 15 ft above ground level,using 5.0 psf top chord dead load and 5.0 pss bottom chord dead load, 1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 60 ft by 40 ft with expcsure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The iu-iber DOL increase is 1.33,and the plate grip increase is 1.33 2)All plates are M20 plates unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 470 Ib uplift at joint K and 245 Ib uplift at joint H. 4)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard i `•```GSA R K.w '',• F �PitFIC,�I.�� ; STAT ; t X541'• Ft Oi�tOP • , I Job MIKE HALL cuss i russ ype -- - 3005 A15 ROOF TRUSS 1 1 er russ, a e, s i e us es, nc. an age 15 5-9-7 � 11-2-0 � 18-2-14 1�-6-14 15 5-4-8 5-" 7-0-14 1 2x411 7.00'12 A 3x4 1 B 3x4 1 4x4 CD ILI 5x5 ao B1 F'n 0 K J I H G 3x4— 3x4- 3x4— U4 ii 3x4= 8 5 0 16-10-0 1 q-2-14 8-5-0 8-5-0 1 -1a te LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) Vdefl PLATES GRIP TOLL 20.0 Plates Increase tL25 TC 0.42 Vert(LL) 0.01 H-1 >999999 M20 249/190 TCDL 7.0 Lumber Increase 1-25 BC 0.30 Vert(TL) -0.09 J-K BCLL 0.0 Rep Stress Incr YF-S WB 0.75 Horz(TL) 0.01 H n/a BCDL 10.0 Code SBCIANS95 (Matrix) Min Length/LL deft=240 Weight 127 Ib UMBER BRACING TOP CHORD 2 X 4 SYP Not TOP CHORD Sheathed or 6-0-0 on center purfn spacing, except end BDT CHORD 2 X 4 SYP Not verticals. VYE$S 2 X 4 SYP No.3*Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. W7 2 X 4 SYP No.2 WEBS 1 Row at midpt A-K,B-K REACTIONS(Ib/size) K=59210-3-8,H=820Q-5-8 Max Horz K:=-636(load case 2) Max Up6ftK=470(load case 2).H=245(load case 2) FORCES(lb)-First Load Case Only TOP CHORD A-K=132,A-13=97,f3-C--36, C-D=-495,D-E=194,E-F=42,E-G=50 BOT CHORD J-K=273,IAF=419,H-1=419,G-4-i=139 VtEBS B-K=-466,B-1=293,D-J=124,E-H=287,D-H=-705 NOTES 1)This truss has been designed for the wind loads generated by 100 mph winds at 15 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead bad, 1 mi from hurrica-e oceanfine,on an occupancy category I,condition I enclosed building,of dimensions 60 ft by 40 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end vertca-Is or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumbe DOL increase is 1.33,and the plate grip rcrease is 1.33 2)All plates are M20 plates unless otherwise indicated. 3)Provide mechanical connection(by others of truss to bearing plate capable of withstanding 470 Ib uplift at joint K and 245 Ib uplift at joint H. 4)This truss has been designed with ANS>✓i✓1 1-1995 criteria. LOAD CASE(S) Standard w - I = T _ Job I russ russ ype - - - 3005 A16 ROOF TRUSS 1 1 9e inger runs, a e, - s c r e us nc. an 2A-15 9-10-11 1748-G -� 2 -15 7-5-13 7-9 5 4x6 4x4= 7.00 X12 AT1 B 3x4 2 3x4 C D j W3 5x5= I E j W5 61 J I H G F { 2x4 i: 3x5= 3x4- 2x4 i I 3x8- r 2-4-15, 9-10-1117 8 2-4-1 7-5-13 7-9 5 LOADING(psf) SPACING 24)-0 CSI DEFL fn) (loc) Vdefl PLATES GRP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0113 H-1 >999 M20 248190 TCDL 7.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.09 H-1 >999 BCLL 0.0 Rep Stress Ina YES WB 0.40 H° ) U deft=240 n/a Weight 136 Ib BCDL 10.0 Code SBC/ANS195 (Matrix) Length LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-M on center puriin spacing, except end BOT CHORD 2 X 4 SYP No.2 verticals. WEBS 2 X 4 SYP No.3`Except` lied or 10 0 0 on brar�ng_ BOT CHORD Rigid ceiling directly app W6 2 X 4 SYP No.2 WEBS 1 Row at midpt A-I,A4,B-I,C4 REACTIONS(Ib/size) J=643/0-3-8,F=643/0-3-8 Max HorzJ=-468(load case 2) Max UpGftJ=- 45(load case 2),F=12111oad case 2) FORCES(lb)-First Load Case Only TOP CHORD A-J=-646,A-B=-139,B-C=-273,C-E=526,D-E=713,E-F=-567 BOT CHORD I-J=1,H4=519,G-H=222,F-G=222 WEBS A-1=681,B-1=250,C-1=-490,C-H=9L E-H=313 NOTES 1)This truss has been designed for the wind loads renerated by 100 mph winds at 15 ft abov ground level,using 5.0 psf top chord decd load and 5.0 ps bottom chord dead load,1 mi from hurricane ocem ine,on an occupancy category I,condaon I enclosed building,of dimensions 60 tby 40 It with exposure C ASCE 7-93 per SBCIANS195 If end verticals o-mntilevers exist,they are not exposed tc wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase_s 1.33 2)Provide adequate drainage to prevent water ponarg. 3)All plates are M20 plates unless otherwise indicaed. 4)Provide mechanical connection(by others)of tnL--to bearing plate capable of withstandirr 445 Ib uplift at joint J and 128 Ib uplift at pat F. 5)This truss has been designed with ANSI/TPI 1-11?5 criteria. LOAD CASE(S) Standard R K W 1 E3005 nes-- � -- -- - A17 ROOF TRUSS 2 ger runs, a nvi e, s c r e us nes, nc. age 0--8_ 6-9-8 13-10-0 0-6-8 6-9-0 2x5 i! 7.00 X12 A 3x4 1 3x4, 1 B C 4x5= { D 00 4 chIf W4 o G F E 3x4= 3x5= 2x4 ii 6-9-8 13-10-0 6-g 708 ae es - LOADING(psf) SPACING 24)-0 CSI DEFL (m) (loc) l/deflPLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.01 F-G >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.04 F-G >999 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) OAi E nla Weight:901b BCDL 10.0 Code SBC/ANSI95 (Matrix) Min Length/LL defl=240 9 LBRACING UMBER TOtend TOP CHORD 2 X 4 SYP No.2 P CHORD Sheathed or 6-0-0 on center purfn spacing, except BOT CHORD 2 X 4 SYP No.2 id BOT CHORD RRiverticals. gid ceiling directly applied or 10-0-0 m center bracing. WEBS 2 X 4 SYP No.3`Except' W5 2 X 4 SYP Not WEBS 1 Row at midpt 6-G,A G REACTIONS(Ib/size) G=501/0-3-8,E=501/0-3-8 Max Horz G=419(l)ad case 2) Max UpliftG=391(load case 2),E=56(load case 2) FORCES(lb)-First Load Case Only TOP CHORD A-B=120,B-C=345,C-0=-514,A-G=148,D-E=-431 BOT CHORD F-G--367 E=F=178 WEBS B---455,B-F=97,D-F=193 NOTES 1)This truss has been designed for the wind loads generated by 100 mph winds at 15 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf i bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 6C ft by 40 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to%and. If porches exist,they are not expceed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2)All plates are M20 plates unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 391 Ib uplift at joint G and 56 Ib uplift a2 pint E. 4)This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard i I I � R K siATEOF '� i o tiss russ ype 3005 �B01DG ATTIC 1 1 ranger rus,, a vi e, s ec i e nus s, nc. an � -7 0 6-0-12 8-5-41 11-6-0 114-6-1216-11-4 23-0-0 1�-0 6t?12 2�123 0 3-0-12 2-4-8 6-0-12 -4-0 5x5= 2x4= F 2x4= 4x4 2x4;, E G 2x4 11 4x1211 7.0 4x12 ii 1x411 H 4x4 C K W4 I W4 P p N M L 3A;; 7x6= 6x8= 7x6= 3x4 ii 6.0-12 16-11 4 234-0 6-0-12 10 10 8 6-0-12 LOADING(p3f) SPACING 2-0-0 I CSI DEFL (in) poc) I/defl PLATES GRIP TCLL 210 Plates Increase 1.25 TC 0.76 Vert(LL) -0.26 M-0 >999 M20 249/1:0 TCDL 7,.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.39 M-0 >699 � BCLL &0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.01 L n/a Weight:203 Ib BCDL 11.0 Code SBCIANS195 (Matra) Min Length/LL deft=360 9 LBRACING UMBER TOP CHORD 2 X 6 SYP No.2 TOP CHORD Sheathed or 3-4-13 on center purlin spacing except end verticals. BOT CHORD 2 X 8 SYP No.2 WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-0 on center bracing. WEBS 1 Row at midpt B-P,J-L JOINT(S) Q REACTIONS(Ib/size) P=1579/0-3-8,L=1579/0-3-8 Max Horz P=343(load case 3) Max UpliftP=393(load case 4).L=393(load case 4) i I FORCES(C.-First Load Case Only TOP CHORJ A-B=33,B-Cr 1387,C-1D=1332,D-E=1197,E-F=307,F-G=307,G-H=-1197,H-1=1332,I-J=-1387,J-K=33,B-P=-1633,J-1 1633 BOT CHORD O-P=77,N-0--1151,M-N=1151,L-M=77 WEBS E-Q=-1550,G-Q=1550,D-0=169,H-1=169,B-0=1259,J-M=1259,F-Q=146/ NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 ft above ground level,using 5.0 psf top chord dead l.cd and 5.0 psf bottom ctord dead load, 1 mi from hurricane or oceanfine, on a exist they are not category 1,coed ditioto nI enclosed porb �ea�s9,they are not exposed end. Th,of dimensions 60 It bk 40 ft with eumberl C ASCE 7-93 per SBC/ANSI95 If end verticals DOL incr_ase is 1.33,and the plate grip increase is 1.33 3)All plates are M20 plates unless otherwise indicated. 4)Ceiling d=ad load(10.0 psf)on member(s).D-E,G-H,E-Q,G-Q 5)Bottom cord live load(40.0 psf)and additional bottom chord dead load(10.0 psf)applied only to room.M-0 6)Provide nechanical connection(by others)of truss to bearing plate capable of withstanding 393 Ib uplift at joint P and 393 b uplift at joint L. 7)This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard • I : ST;TE OF o --7Truss— runs ype HALL- 3005 B02 ATTIC 9 1 Granger cuss, a nvi e�L 3 ses, nc. an age -�-4-p 6-0-12 ;8-5-4 11-6-0,14-6-1216-11-4 23-" 2410 1-4-0 6-0-12 2�3-0-12 2-4-8 6-0-12 1.4-0 5x5= 7.00 FTT 2x4 2x4 VV2 2x4=2x4 ii T 4x6% 4x6,- IT x6,IT D 1x411 H I 5x5= C 5x'� ' T � B � K W4 W4 P O N M L 3x41 I 7X6= 6x8— 7x6= 3x3 6 0 12 16 11 4 23-0-0 6-0-12 10 10 8 s-0 12 ae ses LOADING(psf) VACING 2-0-0 CSI DEFL (in) (loc) I/ddf, PLATES GRIP TCLL 20.0 Fates Increase 1.25 TC 0.62 1 Vert(LL) -0.20 M-0 -991 M20 249/190 TCDL 7.0 Limber Increase 1.25 BC 0.74 Vert(TL) -0.30 M-0 >911 BCLL 0.0 Imp Stress Ina YES WB 0.41 Horz(TL) 0.01 L rile BCDL 10.0 Cade SBC/ANS195 (Matrix) Min Length/LL dell=360 Weight:204 Ib LUMBER BRACING TOP CHORD 2 X 6 SYP lio.2 TOP CHORD Sheathed or 46-11 on center purtin spacing, except end BOT CHORD 2 X 8 SYP1io.2 verticals. WEBS 2 X 4 SYPNo.3*Except* BOT CHORD Rigid ceiling disctty applied or 5-0-0 on center bracing. W5 2 X 4 SYP No.2,W5 2 X 4 SYP No.2 JOINT(S) O REACTIONS(Ib/size) P=1579/0-3-8,L=1579/0-3-8 I Max Horz P---369(load case 2) Max UptiftP-393(load case 4).L=393(load case 4) FORCES(lb)-First Load:ase OnlyI TOP CHORD A-6=43,B--=1388,C-D=1264,D-E=-1154,E-F=1,34,F-G=-134,G-H=1154,1-14=1264,1--1388,J-K=43,B-P=-1655,J-L=-1655 BOT CHORD O-P=30,Nr3=1101,M-N=1101,L-M=30 WEBS E-Q=1092"- 1092,D-0=144,H-M=144,B-0=1281,J-M=1281,F-Q=125 NOTES 1)This truss has been ch--:ked for unbalanced loading conditions. 2)This truss has been desgned for the wind loads generated by 100 mph winds at 15 ft above ground level,;sing 5.0 psf top chord dead load and 5.0 psf bottom chord dead loac 1 mi from hurricane oceanline,on an o= upancy category 1,condition I enclosed building,of dimensions 60 ft by 40 ft with exposure C ASCE 7-93 per SBCA.NS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber, DOL increase is 1.33,and the plate grip increase is 1.33 3)All plates are M20 platei unless otherwise indicated. 4)Ceiling dead load(101 asf)on member(s).D-E,G-H,E-0,G-0 5)Bottom chord live load u0.0 psf)and additional bottom chord dead load(10.0 psf)applied only to room.WD 6)Provide mechanical correction(by others)of truss to bearing pL-ate capable of withstanding 393 Ib uplift at;cint P and 393 Ib uplift at join;'_ 7)This truss has been desgned with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standarr �% �GLA R K �L•,,�% �.`��� ••11 F l CgT�6 '''ice NO ATE I / f '�C/• FCOR1OP••\��� MIKE:HALL Job cuss yruss pe - - - I3005 603 ATTIC 1 2 ! ranger russ, a onvi e, s i e us s,nc. an age 16-11-4 I 12 18-5-4 11-6-014-6-12 23-0-0 247410 1-4-0 6-0-12 2 4 8 3.1-12 1 3-0-12 i 2-48 6-0-12 1-4-0 5x5- 7.00 Fi'£ 2x4= 2x4 ii W-22x4=2x411 4x6 2G 4x6 5X5p H C 1x4 I! I _ " 5x5= I j 1 B J KI W4 q' W4 P O N M L I 6x8- 8x8- 3x411 3x4 8x8= - - 16-11-4 23-0-0 � 6-0-12 � 6-012—11G-110-8 64)-12 ae I LOADING(psf) SPACING 24)-0 CSI DEFL (n) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1-25 TC 0.70 Vert(LL) -0.21 M-0 >999 M20 249/190 TCDL 7.0 Lumber Increase 125 BC 0.84 Vert(TL) -0.35 M-0 >781 I BCLL 0.0 Rep Stress Ina' NO WB 0.59 Horz(TL) 0.01 L n1a BCDL 10.0 Code SBC/AN--A95 (Mabix) Min Length/LL deft=360 Weight:408 Ib BRACING LUMBER in except end TOP CHORD 2 X 6 SYP Not TOP CHORD Sheathed or 6-0-0 on center puri�n spacing, � BOT CHORD 2 X 8 SYP No.2 verticals WEBS 2 X 4 SYP No.3•E) ept' BOT CHORD Rigid ceiling directly implied or 10-0-0 on center bracing. W5 2 X 4 SYP Not,W5 2 X 4 SYP Bbl JOINT(S) Q REACTIONS(lb/size) P=4985/7-3-8,L=4985/0-38 Max HorzP=369(load case 3) Max UpliftP=1912(load case 4).L=1!912(bad case 4) FORCES(lb)-First Load Case Only TOP CHORD A-B=43,B-C=-4144,C-D=-3675,D-E=3414,E P=-418,F-�;=418,G-H=3414,H-1=-3675,IJ=414< -K=43,B P=4767,J-L=4767 BOT CHORD O-P=168,N-0=3242,M-N=3242,L-f=168 j WEBS E-0=3226,•G-Q=3226,D-0=242,H-M=242,B-0=3674,1-M=3674,F-0=202 NOTES 1)2-ply truss to be connected together with 10d C7vnon(.148Sc3 es Nailsas follows: Top chords connected with 1 rnv(s)at 0 9-0 on center. Bottom chores connected with 2 row(s)at 0-9-0 on center- Webs connected with 1 ruv(s)at 0-9-0 on center. j 2)This truss has been checked for unbalanced iaa'ing conditions. 3)This truss has been designed for the wind badsgenerated by 100 mpt winds at 15 ft above ground level,using 53 psf top chord dead load and 5.0 psf j bottom chord dead load, 1 mi from hurricane ocanfine,on an occupa7cy category I,condition I enclosed building,of dimensions 60 ft by 40 ft with expo-cure C ASCE 7-93 per SBC/ANS195 If end verticals r7 rr cantilevers exist,ttw4 are not exposed to wind. If porches exist,they are not exposed to wind. The luuerl DOL increase is 1.33,and the plate grip increas-is 1.33 4)All plates are M20 plates unless otherwise ind�cted. 5)Ceiling dead bad(10.0 psf)on member(s)-D-E.G-H,E-Q,G-0 6)Bottom chord live load(40.0 psf)and addiliona!bottom chord dead loaf(10.0 psf)applied only to room.M-0 7)Provide mechanical connection(by others)of tress to bearing plate actable of withstanding 1912 Ib uplift at joint F and 1912 Ib uplift at joint L- 8) This truss has been designed with ANSUTPI 1-I995 criteria_ LOAD CASE(S) 1)Regular.Lumber Increase=1.25,Plate Increas=1.25 `\`,r��ui��rUrri,� Uniform Loads(plf) Vert:O-P=-170.0,N-0=270.0,M-N=Z'0-0,L-M=170.0,A-B=54.0,B-C=-204.0,C-0=-204.0,D-E=-22L-; ���` G�-a K W�'i,�� E-F=204.0,F-G=-204-0,G-H=224-0,H-1=204.0,I-J=-204.6 J K=54.0,E Q=20.0,G Q=20-0 2)Wind Left:Lumber Increase=1-33,Plate Increaie=1-33 Uniform Loads(plf) Vert:O-P=56.9,N-0=56-9,M-N=56-9JL-&1=56.9,A-13=30.6,Bm0=61.1,C-D=61.1,D-E=41.1,E-F=61.1, F-G=109.9,G-H=89.9,H-1=109.9,ll—109.9.J-K=7G-.4,E-0=?0.0,G-0=-20.0 W14 + Horz:A-B=-40.6,B-C=-42,C-D=-42,n-E=-42,E-1==-4.2,F-r-53.0,G-H=53.0,H-1=53.0,I-J=53.0, r STATE OF :X l J-K=89.4 3)Wnd Right:Lumber Increase=1.33,Plate Incr_se=1.33 I ! ` -- - - - - Continued onpage2 - ------ -- - - - - - - �� ruT ss�russ YPe - -38 SFVILLA GAHDEN M05 B03 ATTIC 1 er cuss, a e, s c r an age LOAD CASE(S) Uniform Loads(ptt) Vert:O-P=56.9,N-0=56.9,M-N=_s.9,L-M=56.9,A-13=79.4,B-C=109.9,C-0=109.9,D-E=89.9,E-F=109.9,F-G= 1.1,G-H=41.1,H4=61.1,1�1=61.1, J-K=30.6,E-Q=-20.0,G-0=-20.0 Horz:A46=-89.4,B-C=S3.0,053.0,D-E=53.0,E-F=53.0,F-G=4.2,C—H=4.2,H-1=4.2,1 42,J-K=40.6 4) 1st Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(ptt) Vert:04:'—%-9,N-0--56.9,M-N=�56.9,L-M=56.9,A-6=79.4,B-C=109.9,C0=109.9,D-E=89.9,E-F=109.9,F-G-109.9,G-H=89.9,H4=109.9, I-J=109.9,J-K=79.4,E—G20.0,'G-Q-20.0 Horz:A-B=-89.4,B-C--53.0,C-1>-53.0,D-E=53.0,E-F=53.0,F-G=53.0,G--H=53.0,H-1=53.0,t-j: 53.0,J-K=89.4 5)Floor.Lumber Increase=1.00,Ptate Inaease=1.00 Uniform Loads(ptt) Vert:04P-88.9,N-0:--188.9,WU-188.9,L-M=-88.9,A43-- 14.0,B-C=-B£9,C4)=-82.9,D-E=1029,E-F=-82.9,F-G=-82.9,G4i=102.9,H-1=-82.9 ,IJ=-82.9,J-K=l4.0,E-0=20_Q,G-40=20.0 6)1st unbalanced Regular.Lumber Increase-1.25,Plate Increase=1.25 Uniform Loads(ptf) Vert:O-P=170.0,N-0=-270.0,WN=-270.0,L-M=-170.0,A-13=54.0,B-C--204.0,C-1x-204.0,D-E=224.0,E-F=204.0,F-G=164.0,G-H=184.0, H-I=-164.0,WJ 164.0,J-K=14.4.E-0=20.0,G-Q=-20.0 7)2nd unbalanced Regular.Lumber Increase-1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:O-P=170.0,N-0=-270.0,b/N=270.0,L-M=-170.0,A$=14.0,B-C=164.0,C-O=-164.0,D-E=184.0,E-F=164.0,F-G=204.0,G-H=224.0, H-I=-204.0,tJ=-204.0,J-K=54.4 E-0=20.0,G-Q=-20.0 I i I i I i e � i I cuss runs ype TY MIKE HALL- --- 30Q5 g04 ROOF TRUSS 1 1 er russ, a sonvi e, s ec i e nus nc an 07:5 e 1 6-9-6 7-044 -4-0 6-9-6 0-3 a 2xt- 7.00 FIT C 4x4 T B t3 I W2 E C 2x411 3xl= 6-9-6 74.14 6-9-15 0_13 8 F%de Off se LOADING(psf) SPACING 2-04 CSI DEFL (in) (loc) 1/defl PLATES GMP TCLL 20.0 Plates Increase 12.4 ! TC 0.46 Vert(LL) n/a Na M20 2491190 TCDL 7.0 j Lumber Increase 125 I BC 0.19 Vert(TL) x.14 A-B >133 BOLL 0.0 Rep Stress Incr Yid I{ WB 0.10 BCDL 10.0 Code SBC/ANSIEE (Matrix) Horz(fL) 00 D �a Weight:52 It Min Length/LL deft=999 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 640-0 on center puriin sp-=dng, except end BOT CHORD 2 X 4 SYP No-2 verticals. WEBS 2 X 4 SYP No.3'Except` BOT CHORD Rioid ceiling direct/applied or 6-5-1x an center bracing. 2 X 4 SYP Not WEBS 1 stow at midpt GD I REACTIONS(lb/size) D=230/0-3-8,E=33410-5-8 Max HorzE=282(load case 3) Max UpliftD=324(load case 3),E=13(load case 3) FORCES(lb)-First Load Case Only ! TOP CHORD A-B=42,B-C=66,C-D=-165,B-1==269 BOT CHORD D-E=-O WEBS B-D=0 NOTES 1)This truss has been designed for the wind ioa�s generated by 100 mph winds at 15 ft abcue ground level,using 5.0 psf top chord read load and 5.0 ps bottom chord dead load,1 mi from hurricane mmanline,on an occupancy category I,condtion I enclosed building,of dimensions 61 ft by 40 ft with exposure s exist,they are not exposed 1;wind. If porches exist,they are not ex<esed to wind. The lumber C ASCE 7-93 per SBC/ANSI95 If end vertical or cantilever DOL increase is 1.33,and the plate grip incrmse is 1.33 j 2)All plates are M20 plates unless otherwise indcated. 3)Provide mechanical connection(by others)dvuss to bearing plate capable of withstanding 324 Ib uplift at joint D and 13 Ib uplift a-joint E. 4)This truss has been designed with ANSITIPI*-1995 criteria. i LOAD CASE(S) Standard I i �9 t SC` • Q.���"`t J Jobruss russType - --- 3005 B05 ROOF TRUSS 1 1 ranger nus,Jacksonvi e, s i e us s, nc. an age 11-4-4 T-0-14 7-0-14 2x4 ml 7.00 rT£ D C 4x4 T B W2 t I F E 2x4 ii 3X4= 7-0-14 7-0-14 Plate LOADING(psf) SPACING 2-0-0 CSI DEFL (n) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.50 Vert(LL) rea - n/a M20 249/190 TCDL 7.0 Lumber Increase 125 BC 0.21 Vert(TL) 0.16 A-B >117 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) -0.00 E n/a BCDL 10.0 Code SE C/ANS195 (Matra) Min Length/LL defl=999 Weight=54 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP Not TOP CHORD Sheathed or 6-0-0 on center purlin spacing, except end BOT CHORD 2 X 4 SYP Not verticals. WEBS 2 X 4 SYP No.3`Except* BOT CHORD Rigid ceiling directly applied or 6-8-10 on center bracing. W3 2 X 4 SYP No.2 WEBS 1 Row at midpt C-E,B-E REACTIONS(Ib/size) E=250/0-3-8,F=342 O-5-8 Max Horz F=305(load case 4) Max UpliftE=-374(load case 4),F=-4(load case 3) FORCES(lb)-First Load Case Only TOP CHORD A-6=42,B-C=68,C-D=6,C-E=183,B-F=-275 BOT CHORD E-F=0 WEBS B-E=O NOTES 1)This truss has been designed for the wind bads generated by 100 mph winds at 15 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bo2tm chord dead load, 1 mi from hurricane oceanline,on an occupancy category I,Gonditc-n I enclosed building,of dimensions 60 ft by 40 ft with exposure! C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2)AA plates are M20 plates unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 374 Ib uplift at joint E and 4 Ib uplift at joint F. 4)This truss has been designed with ANSV PI 1-1995 criteria. LOAD CASE(S) Standard i ``�r��Uru rrrrr�� GLF R K I r r� ��t•�'r - 44/ • q Q�. I Jobruss Tru-ss-Ty—pe Qty ERS - 3005 C01 E ROOF TRUSS 1 1 nger I russ,Jacksonville,FL si enus s, nc. an age 3-8 13 7-0-0 11-4-0 15 8 0 18-11-3 22-8-0 24 Ch7 3 8 13 3-3-3 4-4-0 4�-0 3-3-3 3-0-13 1 4x5 5x5— 4x5,- ` 7.00 Ff'£ C L M E 3 d 1x4 1x4 B W 1 F 3 LO G to qI H i. o 0 4x6- K N O P QJ I 4x6 3x8- 4x6- 3x8— 7-" 15 8 0 22-8-0 7-0-0 8 8-0 7-M Plate ffsets - LOADING(psf) SPACING 24)-0 CSI DEFL (n) (loc) Vdefl PLATES GRT? TCLL 20.0 Plates Increase 125 TC 0.67 Vert(LL) 0.19 I-K >999 M20 2.8/190 TCDL 7.0 Lumber Increase 125 BC 0.62 Vert(TQ -0.23 I-K >999 BCLL 0.0 Rep Stress Inca YES WB 0.30 Horz(TL) -0.06 G n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) Min Length/LL deft=360 Weight: 131 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-4-2 on center purlin spacing. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-8 on renter bracing. WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) A=1687/0-5-8,G=1777/0-5-8 Max HorzA=-275(load case 2) Max UpliftA=-1266(load case 4),G=1401(load case 4) I FORCES(lb)-First Load Case Only j TOP CHORD A-13=3064,B-C=-2907,C-L=-2524,D-L=2523,D-M=2514,E-M=2515,E-F=2896,F-G=3048,G-H=41 BOT CHORD A-K=2582,K-N=2819,N-0=2819,O-P=2819,P-Q=2819,J-Q=2819,I-J=2819,G-1=2566 WEBS B-K=107,C-K=946,D-K=-411,D-I=-424,E4=939,F-1=98 I NOTES 1)This truss has been checked for unbalanced loading condr6ons. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 ft above ground level,using 5.0 psf top chord dea:load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline on an occupancy category 1,condition I enclosed building,of dimensions 60 t by 40 ft with exposure C ASCE 7-93 per SBC/ANSI e effita1s oror can'blevers exist,they are not exposed to wind. If porches exist,they are not exposes to wind. The lumber i DOL increase is 1.33,and the plate grip increase is 1.33 3)Except as shown below,special connection(s)required to support concentrated load(s).Design of connection(s)is delegated to the biding designer. 4)Provide adequate drainage to prevent water ponding. 5)All plates are M20 plates unless otherwise indicated. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1266 Ib uplift at joint A and 1401 Ib uplift at joint G. 7)This truss has been designed with ANSI/TPI 1-1995 criteria_ LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=125,Plate Increase=125 Uniform Loads(plf) Vert:A-B=-54.0,B-C=-54.0,C-L=-54.0,D-L-54.0,D-M=-54.0,E-M=-54.0,E-F=-54.0,F-G=-54.0, G-H=4.0, (b) 20.0,K-N=-20.0,N-0=-20.0,04:1--20.0,P-Q=20.0,J-Q=-20.0,I-J=-20.0,G-1=-20.0 Concentrated \ G,! Vert:C=-212 E=-212 K=-322 D=-235 1=322 L=117 M=-117 N=-47 0=-47 P=-47 Q=-47 ``[. ..... •., c�� ��� 2)Wind Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-5.8,B-C=5.8,C-L=43.0,D-L=43.0,D-M=43.0,E-M=43.0,E-F=43.0,F-G=43.0,G-H=79.4, = 71 A-K=-10.0,K-N=-10.0,N-0=-10.0,O-P=10.0,P-Q=-10.0,J-Q=-10.0,1-1=10.0,G-1=-10.0 Horz:A-B=-42,B-C=-4.2,E-F=53.0,F-0=53.0,G-H=89.4 t.� Drag:C-L=-0.1,D-L=-0.1,D-M=0.1,E-M=0.1 Concentrated Loads(lb) ` Vert:C=392 E=392 K=175 D=403 1=175 L=202 M=202 N=-34 O=34 P=34 Q=-34 ��C/•• �;LQP10?••��`�� 3)Wind Right:Lumber Increase=1.33.Plate Increase=1.33 �., s • •• ' G Continued on pie 2 Job russ runs ype 3005 C01 ROOF TRUSS i ranger russ. vi e, — s c i nus nes, nc an age LOAD CASE(S) Standard Except: Uniform Loads(ptf,, Vert A-63.0,B-C=43.0,C-L=43.0,D-L=43.0,0-M=43.0,E-M=43.0,E-F=5.8,F-G=5.8,G-+;'-=30.6,A-K-10.0,K-N=-10.0,N-0=-10.0,O-P=10.0, P-C�--10.0„J-Q=-10.0,W=10.0,G-1=10.0 Horz:A-B=-53.0,B-C=53.0,E-F=42,F-G=42,G-H=40.6 Drag:C-L=-0.1,D-L=-O.1,D-M=0.1,E-M-0.1 Concentrated Laa&.(lb) Vert C=392 E=392 K=175 D=403 1=175 L=2021 202 N=34 O=34 P=34 Q=-34 4)1 st Wind Parallel:Lumber Increase=1.33,Plate increase=1.33 Uniform toads(ptfp Vert A-B--43.0.B-0=43.0,C-L=43.0,D-L=43.0,D-M=43.0,E-M=43.0,E-F=43.0,F-G=43.0,G�++=79.4,A-K=10.0,K-N=-10.0,N-0-10.0,O-P=10.0 P-o�10-iI;J-Q=-10.0,IJ=10.0,G-1=10.0 Horr A-B=-53.0,B-C--53.0,E-F=53.0,F-G=53-0,G-H=89.4 Drag:C-L=-0.1,D-L=-0.1,D-M=0.1,E-M=0.1 Concentrated Loarys(lb) Vert C=392 E=392 K=175 D=403 1=175 L=202 W202 N=34 0---34 P=34 Q=34 i 1 I i i I I i 1 � I I i I i i i i i t i - -- ENS----- Job russ cuss ype - 3005 CO2 ROOF TRUSS 1 1 er russ, a e, s c1 e nc. an . 4-8-13 9-0-0 13-8-0 17-11-3 22-8-0 ?4-01 f 4-8-13 4-3-3 4-8-0 4 3 3 4-8 13 1�0 4x4- 4x7- 7.00 J£ C T2 D i 1x4 i 1x4 U') B W E r3 � F _ C,ht 0 0 3x5- J I H 4x4- 3x8- 3x4= 3x4= 9-" 13-8-0 22-&0 9-0-0 4-8-0 9�0 e e LOADING(psf) ! SPACING 2-0-0 CSI DEFL (n) (loc) 1defl PLATES GRIP TCL/ 20.0 Plates Increase 1.25 TC 0-39 Vert(LL) 0.06 AJ -999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0-41 Vert(TL) -0.20 AJ X999 BCLL 0.0 Rep Stress Ina YES WB G.17 Horz(TL) 0.03 F rVa BCDL 10.0 Code SBC/ANSI95 (Mahb* Mm Length/LL defl=360 Weight: 114 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-0-12 on center purtin spacing. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-7-8 on center bracing_ WEBS 2 X 4 SYP No.3 REACTIONS(lb/size) A=825/0-3-8,F=915/0-5-8 Max HorzA=-328(load case 2) Max Upl A=-364(load case 4),F=-498(load case 4) FORCES(lb)-First Load Case Only TOP CHORD A-13=1292,B-C=-1061,C-D=-868,D-E=1054,E-F=1280,F-G=38 BOT CHORD AJ=1075.I-J=864, H-I=864,F-H=1061 WEBS BJ=-251,GJ=265,0.1=7,D-H=254,E-H=238 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 1II0 mph winds at 15 ft above ground level,using 5.0 psf top chord dead load and 5.0 bottom chord dead bad,1 mi from hurricane oceanline,on an oxupancy category 1,condition 1 enclosed building,of dimensions 60 ft by 40 ft with e=sure C ASCE 7-93 per SBC/ANS195 If end verticals or cantilevers exst,they are not exposed to wind. If ponnes exist,they are not exposed to wind. The Lmber, DOL increase is 1.33,and the plate grip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)AJI plates are M20 plates unless otherwise indicated. 5)Provide mechanical connection(by others)of truss to bearing pate capable of withstanding 364 Ib uplift at joint A and 498 Ib uplift at joint F. 6)This truss has been designed with ANSUTPI 1-1995 criteria_ LOAD CASE(S) Standard `j111u lllrrr/r, qT ;F C) _ T �,w � i 1 - ,rrrrrri 11111t<<�``` 1 I I I - — 0 Fuss rtas Ty—pe ---- - — — Ply - 3005 CO3 ROOF TRUSS 1 1 Granger I runs, a son - ------4U7X2S1MC-W 997 Kiliffekndustries,kx- Wed Jan age 5-10-13 11-4-0 1 16-9-3 22-8-0 24-" 5-10-13 5-5-3 5-5-3 5-10-13 1-4-01 4x8- i C 7•OOFTT 3x4 1x4\\ 1x4// W 1 D E CP 3 I IIcyR2F to to Go 4x4- J I H 4x4- 3x4 3x4- 3x4- 7-8-8 14-11-8 22-8-0 7-8-8 7-2-15 7-8-8 Plate LOADING(psf) SPACING 24)-0 CSI DEFL (n) (loc) Udefl PLATES GRIP TCLL 20.0 Plates Incease 1.25 TC 0.40 Vert(LL) 0.08 AJ >999 L420 249/190 TCDL 7.0 Lumber Insease 1.25 BC 0.39 Vert(TL) -0.14 AJ >999 BCLL 0.0 Rep Stress Ina YES WB 0.28 Horz(TL) 0.03 F Na BCDL 10.0 Code SBC/ANSI95 (Matrix) Min Length/LL defl=360 Weight:108 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-0-3 on cenler puriin spacing- BOT CHORD 2 X 4 SYP Not BOT CHORD Rigid cuing directly applied or 9-4-14 on center bracing. WEBS 2 X 4 SYP No.3 REACTIONS(lb/size) A=825/0-3-,F=915/0-5-8 Max HorzA=394(loatcase 2) Max UpliftA=364(loarficase 4),F=498(load case 4) FORCES(lb)-First Load Case Onto TOP CHORD A-13-1 282,B-C=1148,C-D=-1061,D-E=1138,E-F=-1288,F-G=38 BOT CHORD A-J=1053,I-J=706.--1=706,F-H=1041 WEBS B-J=268,C:J=457, H=440,E-H=-261 NOTES 1)This truss has been checked for dnbalanced loading conditions. 2)This truss has been designed forthe wind loads generated by 100 mph winds at 15 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline,on an occupancy cat-gory I,condition I enclosed building,of dimensions 60 ft by 40 ft with exposure C ASCE 7-93 per SBCIANSI95 Fend verticals or cantilevers exist,they are rct exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the ptrte grip increase is 1.33 3)All plates are M20 plates unless rtherwise indicated. 4)Provide mechanical connection(_,y others)of truss to bearing plate capable rf withstanding 364 tb up ift at joint A and 498 Ib uplift at joint F. 5)This truss has been designed wth ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard ``,1111111111���/j I FIC M , r' TATE OF X S / ����, •.FCC ,pp.,•,��+`�: MIKE HALL To6cuss cuss - - 3005 Ci 04 I ROOF TRUSS 1 1 ganger Truss, a nvi e, sc I e us , nc. an T(y07- age 5-15-13 11-4-0 1 16-9-3 1 22-8-0 _ 24-0-0 5-IS-13 5-5-3 5 5 3 5 10 13 4x6— C TOO FT£ 3x4 1 x4\\ 2 1x4// D 8 W 1 E 3 Bi F \n 1 vJ G-q o 0 4x4— J 1 H 4x4- 3x4— 3x4— 3x4= 74" 11 8 22-8-0 7-:2-A 4 7 8 8 7-2-15 74" Pla e es - -- LOADING(psf) SPACING 2-0-0 CSI DSL (m) (loc) Well PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.40 Vet(LL) 0.08 AJ >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.39 VEt(TL) -0.14 AJ >999 BCLL 0.0 Rep Stress Incr YES WB 0.28 Hlrz(TL) 0.03 F Na BCDL 10.0 Code SBCANS195 (Matrix) Mir Length/LL deft=360 Weight 108 Ib LUMBER ERACING TOP CHORD 2 X 4 SYP No.2 TIIP CHORD Sheathed or 5-0-3 on center purlin spacing. I BOT CHORD 2 X 4 SYP Not BOTCHORD Rigid ceding directly applied or 9-4-14 on center bracing. I WEBS 2 X 4 SYP No.3 REACTIONS Qb/size) A=82510-3-8,F=9T5/0-5-8 Max HorzA=394(load case 2) Max UptiftA=364(11oad case 4),F=-498(load case 4) FORCES(lb)-First Load Case Only TOP CHORD A-13=1282,B-C=1148,C-'3=-1061,D-E=1138,E-F=1288,F-G=18 I BOT CHORD AJ=1053,I-J=706,H-1=7CE. F-H=1041 WEBS BJ=268,CJ=457,C-H=440,E-H=261 NOTES 1)This truss has been checked for unbaiaTced loading conditions. 2)This truss has been designed for the wrid loads generated by 100 mph winds a 15 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from humane oceanline,on an occupancy catewry I,condition I enclosed building,of dimensions 60 ft by 40 ft with exposure C ASCE 7-93 per SBCIANS195 If end verticals or cantilevers exist,they are no.exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grt increase is 1.33 3)All plates are M20 plates unless otherwse indicated. 4)Provide mechanical connection(by oth--s)of truss to bearing plate capable of withstanding 364 Ib uplift at joint A and 498 Ib uplift at joint F. 5)This truss has been designed with AN-q(TPI 1-1995 criteria. LOAD CASE(S) Standard I i ARK T I !A ff • �=R -- i�rtiss _ _-I Truss TYPe— _ A1zDENS-------- � 3005 C05 ROOF TRUSS 2 i 1 Granger russ Jacksonville, s Dec 105 99 7 PA e n us es, nc. an 11- -6 � 5-10-13 i 11-4-0 11-9-6 17-7-15 � 22-0-8 22-8�-0 S 10 13 5-5-3 -0 fr2-9 410 9 OL7�8 4x4- 2x4 ii 7.00 FIT C D 3x4 2 E W1 i 5x5 F i o 3x5- K 5x7 ii ky r 1x411 I H G 3x4- 3x4— 2x4 ii I 5-10-13 11-10-0 11-11-0 174-15 2z 0 8 22 8 0 5-10-13 4-10-9 OL718 I LOADING(psf) SPACING 24)-0 � CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.05 A-K >999 M20 249!190 TCOL 7.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.06 A-K >999 i BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.01 I n/a BCDL 10.0 Code SBC/ANS195 i (Matrix) Min Length/LL deft=360 Weight:130 Ib ` LUABER BRACING i TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 on center purrm spacing, except end BOT CHORD 2 X 4 SYP No.2 verUcals- I VAS 2 X 4 SYP No.3'Except` BOT CHORD Rigid ceiling directly applied or 64)-0 on center bracing- W7 2 X 4 SYP Not REACTIONS(Ib/size) A=401/0-3-8.1=89710-3-8,G=312/0-3-8 i Max HorzA=327(load case 3) Max UpliftA=223(load case 4),1=-302(load case 4),G=201(load case 2) Max GravA=412(load case 5),1=897(ioad case 1),G=3220oad case 6) FORCES(lb)-First Load Case Only TCP CHORD A-B=-516,B.-C=104,C-D=84,D-E=128,E-F=-280,F-G=266 BOT CHORD A-K=382,J-K=383,W=-649,D-J-139,H-1=190,G-H=76 VAS B-K=135,B-J=-469,C-J=220,E-1=316,E-H=70,F-H=119 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 ft a'_ove ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanlnne,on an occupancy category I,co-dition I enclosed building,of dimensions 60 ft by 40 ft with expose C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist,they are not expose:to wind_ If porches exist,they are not exposed to wind. The lurcer DOL increase is 1.33,and the plate grip increase is 1.33 3)AJI plates are M20 plates unless otherwise indicated. 4)Provide mechanical connection(by others)of thus to bearing plate capable of withstan5ng 223 tb uplift at joint A, 302 Ib uplift at joint I and 201 Ib upfrfi at joint G. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard `"ctO11141rrrrr� SAT Sf 44.1 o Fuss --- �s ype --.--- 3005 C06 ROOF TRUSS 1 1 r russ, a vi e, s c i n us es, nc an e -0-2-0 3-8-8 O 2 --— — 3-8-8 1x4 I B 7.00(i£ i i i ,�tl 1 II N (V i i B1 i i D 3x4- 2 2 3-8-8 2 3-8'8 LOADING SPACING 24)-0 CSI DEFL (in) (loc) I/deft PLATES GRIP 20.0 TCLL 20.0 Plates Increase 125 TC 0.16 Vert(LL) 0.01 A-C 999 M20 249190 TCDL 7.0 Lumber Increase 125 BC 0.24 Vert(TL) -0.01 A-C 99 BCLL 0.0 Rep Stress Incr YES WB 0.10 Min Length OL deft=24F n/a Weight:18 Ib BCDL 10.0 Code SBC/ANSl95 Nam) ILtNIBER BRACING TOP CHORD TOP CHORD 2 X 4 SYP No-2 Rigid ceC Rigid BOT CHORD Rceiing directly applied or 3-5-0 on center bracing- BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS Qb/sme) A=551/0-3-8,C=452A-3-8 Max HorzA=113(load case 3) Max UpfiftA=313(bad case 3),C=-418(bad case 3) FORCES(lb)-Fast load Case Onty TOP CHORD A46=39 BOT CHORD A-D=O,C-D=0 WEBS B-(--=152 NOTESpsf 1)This truss has been designed for the wind bads generated ty 100 mph winds at 15 ft above ground diel,using 5.0 psf top chord dead load and SA xp bottom chord de d load,1 mi from hurricane oceanrme,on.ai occupancy category 1,condition 1 enctd building,of dimensions 60 ft ty 40 ft with exposure C ASCE 7-93 per SBC/ANS195 If end verticals or car"evers exist,they are not exposed to wind. If p:rches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1-33 2)Except as showa below,special connection(s)required to sipport concentrated load(s).Design of ca-nection(s)is delegated to the building designer. 3)All plates are M20 plates unless otherwise indicated_ 4)Provide mechanical connection(by others)of truss to bean-g plate capable of withstanding 313 Ib up,ift at joint A and 418 Ib uplift at jor t C. 5)This truss has been designed with ANSUTPI 1-1995 criteria LOAD CASE(S) Il 1)Regular:Lumber Increase=125,Plate Increase=125 Uniform Loads(A i Vert:A-3---54.0,A-D=20.0,C-0=20.0 Concentrated Loads(lb) Vert:A=317 B=-60 C=58 D=317 2)Wind Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(A Vert:A=r 5.8,A-D=10.0,C-0=10.0 Horz:A-6 -4.2 P,R K 1u Concentrated Loads(lb) GLA •yY�i,��' Vert:A=217 B=233 C=51 D=217 B Q�IF`C9j•.�` 3)Wind Right:Lumber Increase=1.33,Plate Increase=1"33 Uniform Loads(ptf) � Vert:AS=43.0,A D= -0 10.0,C = 10.0 Horz:A-8=-53.0 cc t�s►�J/�--PD Concentrated gads(lb) j� YLL Vert:A=217 B=233 C=51 D--217 4)1st Wind Paraiei:Lumber Increase=1.33,Plate Increase=-33 • lCi Uniform Loads(off) '�C •• F O' 1 P Vert:A-8=43.0,A-D=10.0,C-D=-10.0 �'.,� 4j •C�� Horz:A-B=-53.0 Concentrated Loads(lb) Vert:A=217 6=233 C=-51 D=217 _� Job cuss russ ype - 3005 Cil ROOF TRUSS L- s 1ranger nrss, a on c ee nus nc. w''Ved Jan '110 C 7.00 ri-2 i B I B1 I A 2x4 i i I 1-0-0 1-0-0 LOADING(psf) SPACING 240-0 CSI DEFL (in) (loc) I/deflr20 RIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) /a A- >7n1a249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.00 Vert(TL) BCLL 0.0 Rep Stress Ina YES WB 0. 77 00 Min LHorzength/OLd efl=999 n/a BCDL 10.0 I Code SBC/ANSI95 (Matte) BRACING LUMBER TOP CHORD Sheathed. TOP CHORD 2 X 4 SYP Not BOT CHORD Rigid ceiling dreary applied or 0-11-2 on center bracing. BOT CHORD 2 X 4 SYP Not 4 REACTIONS(Ib/size) C=-37/0-3-0,B=174/0-5-8,D=9A-3-8 Max Horz B=102(toad case 4) Max UpliftC=-37(load case 1),B=2400oad case 4) Max GravC=1210oad case 3),B=174(load case 1),D=9(load case 1) FORCES(lb)-First Load Case Only TOP CHORD A-13=37,B-C=-48 i BOT CHORD B-D=0 NOTES 1)This truss has been designed for the wind loads generated by 100 mph winds at y ft above ground level,usin_5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition I endosed buldng,of dimensions 60 ft by 40 ft with exposure C ASCE 7-93 per SBCIANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches east,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2)All plates are M20 plates unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 37 Ib uplift at joint C and 240 lb u at joint B. 4)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard I i I I R K e`H� FIC� > 455 Jobcuss ---=ROOF I 3005 I CJg SS 8 I 1 J s i us nc, a an age ranger nils, a vi 1 4 0 3-0-0 1-4-0 C 7.00 FV E 4 B K 2x4- 3-0-0 I � LOADING[ SPACING 2-0-0 CSI DEFL (n) (loc) Udell PLATES GRIP Na Na M20 249/190 TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.05 A B >354 TCDL 7.p Lumber Increase 1.25 BC 0.03 Vert(TL) -0 C Na BCLL 0.0 Rep Stress Ina YES WB 0.00 M ) /LL deft=999 Weight:12 Ib BCOL 70.0 1 Code SBC/ANSI95 (Matra) Length LUMBER BRACING TOP CHORD Sheathed TOP CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiing directly applied or 2-8-8 on center bracing. BOT CHORD 2 X 4 SYP No.2 i REACTIONS Maxz)rzB-- d 49/0 .B=20810-5-8,D=27/0-3 -0 ad case Max UpliftC=-69(load case 2),B= 185 o case 1),)D=27(tced case 1) se 3 Max Gra vC-51 load q ), (b FORCES(6)-First Load Case Only TOP CHORD A-B=37,B C=52 BOT CHORD B-D=0 NOTESch sf 1)This truss has been designed for the wind loads generated by 100 m;n winndi att 151ft�odve ground b building, psf ton ons 60 ft bdead y 40 with ead and 5.0 xposure bottom chord dead bad,1 mi frop 0 m hurricane oceanline,on an occupancy category C ASCE 7-93 per SBUANSI95 If end verticals or cantilevers exist,Irt-y are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2)All plates are M20 plates unless otherwise indicated. 4)This Provide ess has been designed connection(by others) thers PIof 1t 995 bearing plate c<pable of withstanding 69 Ib uplift at joint C and 185 Ib uplift at joint B. tru with LOAD CASE(S) Standard I i I .6 ob PCJ5 ss rtes ype — - 3005 ROOF TRUSS 5 1 17 ranger Hiss, a vi e, S I e us es, age 1 4-0 5-0-0 ��— 5-" C 1 7.00(ff i B i 2x4— 5-0-0 5-0-0 1„OADING(psf) SPACING 2-" CSI DEFL (n) (loc) I/defl PLATES GRIP TCLL 20-0 Plates tnzease 125 TC 0.26 Vert(LL) Na - n/a M20 249/190 TCDL 7.0 Lumber lhcrease 1.25 BC 0.10 Vert(TL) 0.08 A-B >222 BCLL 0.0 Rep Stress Incr YES WB 0.00 HorzLen) LL deft=999 n/a Weight 19 Ib Min BCDL 10.0 Code SBC/ANSI95 (Matrix) 9� LUMBER BRACING TOP CHORD Sheathed. TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP Not BOT CHORD Rigid ceiling directly jrpGed or 44"on center bracing- REACTIONS(Ib/size) C=113/0-3-8,6=272/0-5-8,D=47/0-" Max Horz B=222(lomd case 4) Max UptiftC=-137(tmd case 2),B=180(load case 4) FORCES(lb)-First Load Case Oily TOP CHORD A-6=37,B-C=46 BOT CHORD B-D 0 i NOTES 1)This truss has been designed br the wind loads generated by 100 mph winds at 15 ft above ground level,using 5'psf top chord dead load and 5.0 psf 60 ft by 40 ft with exposure bottom chord dead load,1 mi turn hurricane oceankie,on an occupancy category Iiti��e If porches closed building, lney are not exposed t wind. The lumber, C ASCE 7-93 per SBC/ANSI9-If end verticals or cantilevers exist,they are notexposed DOL increase is 1.33,and the plate grip increase is 1.33 2)All plates are M20 plates unlesi otherwise indicated. n 3)Provide mechanical connectior(by others)of truss to bearing plate capable of withstanding ithstanng 137 Ib uplift at joint C aid 180 Ib uplift at joint B- 4)This truss has been designed vith ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard I i i I I ``�urururririi�i I �.0���P11F1C,9T�B��L i `== N I I i '�� TFR c r�,GCS �•• o mss — Fuss ype - 3005 CJSA ROOF TRUSS 1 i Granger russ, a nw e, s us es, nc, an age ! 5-0-0 i 1 5-0-0 i B !I 7.00(T£ 1! t I 2X4= l 5-0-0 f s-0-0 1 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 1 Vert(LU n/a n/a M20 2491190 TCDL 7.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.03 A C >999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TIL) -0.00 B n/a ht:16 Ib BCDL 10.0 Code SBC/ANSI95 (Matrix) Min Leigth/LL deft=999 Weight: LUMBER BRACING I TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.2 BOT 04ORD Rigid ceiling directly applied or 44"on center bracing. ` ! REACTIONS(Ib/size) A=174/0-3-8.B=12710-3-8,C=47/0-3-8 i Max 14orzA=152(load case 2) Max Upli tA=31(load case 2).B=1480oad case 2) FORCES(lb)-First Load Case Only TOP CHORD A-6=53 BOT CHORD A-C= NOTES 1)This truss has been designed for the wind loads generated by 100 mph winds at 153 above ground level,using 5.0 psf top chord dead bad and 5.0 psf bottom chord dead load,l mi from hurricane oceanline,on an occupancy category 11 condition I enclosed building,of dimensions 60 ft by 40 It with exposure C ASCE 7-93 per SBC/ANS195 If end verticals or cantilevers exist,they are not exp.sed to;wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2)All plates are M20 plates unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of wtisanding 31 Ib uplift at joint A and 148 Ib uplift at joint B. 4)This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard ```�iisusurrr�� 0. 1745 ' STATE OF :�Jz .�� �• �` { i russ cuss ype-- --------- - NS Job I 3005 I D01 ROOF TRUSS 1 1 --- S i e S.iribi. vivea jan icage nger rmss, a sones , 9-3-9 14-8-10 14-1Q-10 20-6-9 26-8-0 -0-0 45 5 1 0-2-0 5 t-10 6 1 7 4-9 9 4x7- 2x5 I I 3x4 3x4= 2x4 11 3x8- 7.00(-iT C 12 D E F G H 1 1I,V2 � T W4 i I .n g 5x9= J 0 1 x4 ii 3x4 x = P p N M 1x4 ii 3x8= 3x4= 2x4 11 i I I 26-8-0 1 148-10 14-ti0 20-6-9 ' 44r0 9-3-9 6 1-7 4-0-U 49-9 5-5-1 0 -u 5-8-15 e ELOADINWG(psf) SPACING 2-0-0 CSI DEFL (n) (loc) Udell PLATES GRIPO-08 B-0 >999 M20 249/190 L 20.0 Plates Increase 1 25 I TC 0.47 VerKLQ BC 0.52 Vert(TL) -M B-O >999 L 7.0 Lumber Increase 125 OD2L 0.0 Rep Stress Incr YES I WB 0.70 Mn) /LL dell=240 Weight:138 Ib L 10.0 Code SBC/ANS195 (Matrix) gth LBRACING UMBER 1 TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-2-10 on center purlin spacing, except end BOT CHORD 2 X 4 SYP Not verticals. dr WEBS 2 X 4 SYP No-3 BOT CHORD Rigid ceiling ectly applied or 5-7-13 on center bracing. REACTIONS(Ib/size) t=390/0-3-8,B=933/0-5-8.L=1 192/G-3-8 Max HorzB=212(load case 3) d case 3),L=-007poad case 3) Max Upliftl=172(load case 2),B=66t(ba ` FORCES(lb)-First Load Case Only _ - TOP ChdRD A-B=38,B-C=-1284,C D_-791,D-E=270,E-F=270,F-G=222,G-14-134,H -16 3 WEBS- RD C05482 C=N=344,D 55K-tit=783?D-K=t 1106,G-K=1946, FG-3-83,G4=58396,I-J-694 NOTES 5.0 chord dead load and 5.0 sf 1)This truss has been designed for the wind bads generated by 100 mph winds at 151ftcet9� endosed budding of dimensions 60 ft by 40 ft with exposure bottm chord dead load,1 mi from hurricane online,on an occupancy category C ASCE 7-93 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increas`is 1.33 2)Excect as shown below,special connection(s)r_quired to support concentrated load(s)-Design of connection(s)is delegated to the building designer. adequate drainage 3)Provide e to prevent water ponding. 4)All pies are M20 plates unless otherwise irtdied. i 5)Provice mechanical connection(by others)of trzss to bearing plate capable of wiihstandghg 172 Ib uplift at joint I, 664 It uplift at joint B and 607 Ib uplift at joint L 6)This truss has been designed with ANSVTPI 1-,1995 criteria. LOAD CASE(S) 1)Readar.Lumber Increase=1.25,Plate Increasc-125 Unif_rm Loads(plf) Vert:A-B=-54.0.B-C=-54.0,C-D=54.0.D-E=-54.0,E-F=-54.0,F-G=-54 0,G-H=.�4.0,B-P=-20.0. O-P=-20.0,N-0=-20.0,M-N=-20.0,L41---20.0,J-K=20.0,f-J=-20.0 Con_ntrated Loads(lb) `h`11W1eerrr",� Vert:P=-480 Left:Lumber Incre `���G�A R k 2)W w- ase=1.33,Plate Increz =1.33 Unit mi Loads(plf) 1 .•* '+T'• '�tFr� '• Vert:A-B=30.6,B-C=-5.8,C-D=43.0,C-c=43.0,E-F=43.0,F-G=43.0,G-H=43.0,ic-P=-10.0,O-P=10.0, � � N-0=-10-0,M- =10.0,L-M=-10.0,.l-t=10.0.I-J=-10.0 O tc•,9 } Horz:A-B=-40.6,B C=4.2 i Drag:C-D=-0.1 - Corcentrated Loads(lb) TfC Vert:P=448 3)Win_Right: Lumber Increase=1.33,Plate Inc_se=1.33 is r % Contirted on page 2- -__ - -- - -_-- -- MIKE 1:111 ILL 1 E Jou mss cuss ype - - 3005 D01 ROOF TRUSS 1 1 ranger cuss, onvi , - s ec i e n us nc. an age LOAD CASE(S) Uniform Loads(plf) Vert:A-13=79.4,B-C=43.0,C-D=43.0,D-E=43.1, E-F=43.0,F-G=43.0,G-H=43.0,B-P=10.0,O-P=-10.0,P1-0=-10.0,M-N=10.0,L-W-10. , J-K=10.0,1-J=10.0 Horz:A-B=-89.4,B-C=-53.0 Drag:C-D=-0.1 Concentrated Loads(lb) Vert:P448 4)1stWiind Paralel:Lumber Increase=1.33,Plate Incre?-�x=1.33 Uniform Loads pif) Vert: s(ptf) 4,B C=43.0,C-D=43.0,D-E=43 f E F=43.0,F G=43.0,G H=43.0,B P=t0.0,O-P=10.0,t�0=10.0,"- 10.0,L-U--1 , J-K=10.0,I-J=10.0 Horz:A43=-89.4,B-C=-53.0 Drag:C-0=-0.1 Concentrated Loads(Ib) Vert:P-448 I i I I I I I - i I I i - I i i o russ russ ype .— - I 3005 D02 ROOF TRUSS 1 1 ranger russ, onvi e, s ius , ncan age 1y� 6-6-0 10-3-9 14-8-10 14 10 20-6-9 1 26-8-0 6.6-0 3" 4-5-1 0 -0 51-10 6-1-7 4x8= 3x4= 3x4= 2x4 ii 3x8= 2x4 ii 7"00(V1 C D E F T3 G H i W3 W5 W5 ro T W4 T "' B 5x8= JCD � 3x5= O N M L 1x4 ii 3x4- 1x4 I 3x8— 2x4 ii 3x4= 6.6 0 1039 14-8-10 14 10 20-6-9 1 26$-0 e se = LOADING(psf) SPACING 2-" CSI Vert(LL) 0.04 B-0 >999 M20 249/190 DEFL (in) (loc) Ydefl PLATES GRIP TCLL 20.0 Plates Increase 125 I� TC 0.38 I TCDL 7"0 Lumber Increase 125 I BC 0.25 Vert(TL) -0.08 B-0 >999 BCLL 0.0 Rep Stress Ina YES III WB 0.54 Horz(TL) 0.01 1 n/a ht:146 Ib BCDL 10.0 Code SBC/ANS195 j (Matrix) Min Length/LL defl=240 Weight: LBRACING UMBER TOP CHORD 2 X 4 SYP Not TOP CHORD Sheathed or 6-0-0 on center purlin spacing, except end verticals" BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BOT CHORD Rigid�9 directly applied or 10-0-0 on center bracing, Except 0=6-0-0. REACTIONS(rolsize) 1=381/0-3-8,B--57210-5-8,L=108310-3-8 Max Hoa B=274(load case 3) Max Upliftl=-176(load case 2),B=320(load case 3),L=505(load case 3) FORCES(lb)-Fist Load Case Only TOP CHORD A-B=38,B-C=-624,C-D=-291,D-E=211,E-F=211,F-G=186,G-H=-64,H-1=-153 BOT CHORD B-0=463,N'-0=468,M-N=3,L-M=3,K-L=1033,F-K=296,J-K=411,I-J=409 WEBS C-0=140,(—'N=-253,D-N=155,K-N=298,D-K=593,G-K=-053,G-J=102,G-1=-383 NOTES 1)This truss has been designed for the wind loads generated by 100 mph winds at 15 ft above ground level,using 5"0 psf top chord dead load and 5.0 ps bottom chord dead load,1 mi from hurricane oceanfine,on an occupancy category I,condition I enclosed building,of dimensions 60 It by 40 ft with exposure C ASCE 7-93 per SBC/ANS195 If end verticals or cant6evers exist,they are not exposed to wind. If parches exist,they are not exposed to wind. The lumberl DOL increase is 1.33,and the plate grip increase is 1.33 2)Provide adequate drainage to prevent water ponding. 3)All plates are L120 plates unless otherwise indicated. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 176 Ib upfrft at joint I, 320 Ib uplift e.joint B and 505 Ib uplift at joint L. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. i LOAD CASE(S) Standard i ' ``�►rrliirrrrrr �� A R K = STATE OF :cr E D-- ``�� cuss runs ype ----- - 3005 D03 ROOF TRUSS 1 1 S 1 e us s, nc. an 9e nger rLtss, a nvl , .1 4513 860 148-10 20-8-5 2648-0 114-01 45 13 4-0-3 � -- 6-2-10 5-11-11 5-11-11 i 4x7- 2x4 ii 3x4— 3x8- 2x4 ii I 7.00[f£ D E F G J3 H ' 1x4 W1 W3 W7 i 1 TC i , 5 1 W2 i to g 15x9- J I o N M � 1 x4 I I 3x4- 3x5- 3x8_ 2x4 ii i 3x4— 8-0-0 148-10 14 10 20-8-5 26-8-0 8-" s 2-10 0 -0 5 10 11 5 11-11 e LOADING(psf) SPACING 2-"0 CSI f (m) (loc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 i TC 0.37 ) 0.02 N >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 j BC 0-29 ) -0.12 B N >999 BCLL 0.0 BCDL 10.0 Code rossIncr YES SBC/ANS 95 I (MBatrix)55 00 M Length LL defl=240 0.01 1 Na Weight:155 Ib - - - LBRACING UMBER -0-0 TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6on center puriin spacing, except end BOT CHORD 2 X 4 SYP Not verticals WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-11-5 on center bracing_ REACTIONS(Ib/size) 1=37510-3-8,B=567/0-5-8,L=1094/0-3-8 Max HorzB=336(load case 3) ad case 3) f Max Upli tl=-1850oad case 2),B=-297(load case 3),L=533(b FORCES Ob)-First Load Case Only TOP CHORD A-B=38,B-0=329, D=-419,D-E=148,E-17=145,F-G=145,G-H=37,H-4=145 BOT CHORD B-N=506,M-N=10,L-M=-101 K-L=-1048,E-K=343,J-K=2M,1-J=286 WEBS C-N=221,0-N=210,K-N=338,D-K=-556,G-K=510,G-1=112,G-1=303 NOTES 1)This truss has been designed for the wind loads generated by 100 mph winds at 15 It above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 60 ft by 40 It with exposure C ASCE 7-93 per SBCIANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2)Provide adequate drainage to prevent water ponding. 3)All plates are M20 plates unless otherwise indicated. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 185 Ib uplift at joint I,297 Ib uplift at joint B and 533 Ib tql at nt L 5)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard ttttttutllu�r� ARK v ^ " 44,1 Job toss rr~ss ype 3005 D04 �RCGF TRUSS 1 1 ranger russ, a s s c i e us s, rG. an age _1 5-5-13 10-" 1441,-10 20-6-9 26484 5-5-13 5-0-3 4-2-10 5 915 6 1= 4X7= 4x4-3x4= 1x4 ii 4x4= D E F G T3 H 7.00 I-TT 3x4 W3 W3 T C W5 W2 p B 5x9 3x4= O N M L 3x8- 2x411 1x4 11 3x8= 2x4 ii 3x4= 5-5-13 10&0 44-8-1014-ti 0 20-6-9 26-&0 5 5 13 5-0-3 42-10 U -0 5-8-15 6 1= ae - - - LOAMG(psf) SPACING 2-0-0 CSI DEFL (n) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Ircrease 1.25 TC 0-33 Vert(LL) 0.02 O >999 M20 249/190 TCDL 7.0 Lumber!hcrease 1.25 BC 020 Vert(TL) -0-04 B-0 >999 BCLL 0.0 Rep Stress Incr YES WB 0-41 Min Le) 0.01 L Length/LL deft=240 n1a Weight:166 Ib BCDL 10.0 Code SBC/ANSI95 (Matrix) n9 LBRACING UMBER TOP CHORD 2 X 4 SYP Not TOP CHORD Sheathed or 6-0-0 on center purtin spacing, except end verticals. BOT CHORD 2 X 4 SYP Not WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly apFiied or 5-10-4 on center bracing. REACTIONS(Ib/size) 1=360/0-B8,B=554/0-5-8,L=1121/0-3-8 Max Horz B=3980❑ad case 3) Max Upliftl=202(IoEd case 2),8=273(load case 3),L=5550bad case 3) FORCES(lb)-First Load Case C rily TOP CHORD A-13=38, � =38,B -64Q C-D=-245,D-E=168,E-F=205,F-0=205,G H=205,H t=300 BOT CHORD B-0=488,N-0=481.M-N=-17,L-M=-17,K-L=-1085,E-K=582,J-K=-158,W--28 WEBS C-0=123,C N=4[C,D-N=251,K-N=179,D-K=-510,E—f= 78,GJ=-344,H-.1=234 NOTES 1)This truss has been designed i r the wind loads generated by 100 mph winds at 15 ft above ground level,using 5.0;sf top chord dead load and 5.0 psf bottom chord dead load,1 mi firm hurricane oceanline,on an occupancy category I,condition I enclosed building,&,dimensions 60 ft by 40 ft with exposure C ASCE 7-93 per SBC/ANS19E If end verticals or cantilevers exist,they are not exposed to wind. if porches exist,trey are not exposed to wind. The lumber DOL increase is 1.33,and the Hate grip increase is 1.33 2)Provide adequate drainage to event water ponding. 3)All plates are M20 plates unle--otherwise indicated. 4)Provide mechanical connectior(by others)of truss to bearing plate capable of withstanding 202 Ib uplift at joint I,27?Ib uplift at joint B and 555 Ib uplift at i ��rrYY L. 5)TtYs truss has been designed mith ANSI/TPI 1-1995 criteria. I LOAD CASE(S) Standard i I� I i G\ NF1C,�T�B��: I STA OF cc I T nus =ROOF _ — y 3005 D05 SS 1 er russ, a onvF e, s ec nus es, na an age .1 a 6-5-13 12-M 1411-1q 20-7-9 26-8-0 1-4-0 6..5-13 6-0-3 2-4-10 5-8-15 6-0-7 4x7- 3x4— 7 00(-1 4x4- 1x4 11 4x4- 3x4 E G H T4I T 3x4- C-1 x4- I W3 W3 W5 `I li T 1 r I vi B B16x8- K J 3x5- P O N M 3x8- 2x4 11 1x4 I I 3x4— 3x8—2x411 6-5-13 i 12-M 14-Q 1 q 20-7-9 26-8-0 6-5-13 6-0-3 12-4401 5-6-15 6 0 7 I i Plate(A Se -Ir 11� - LOADING(psf) SPACING 2-0-0 CSI TEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 ! Plates Increase 1.25 TC 0.46 Vt(LL) 0.07 L >999 M2r 249/190 TCDL 7.0 1 Lumber Increase 1.25 BC 0.39 %4 t( L) -0.10 B-P >999 BCLL 0.0 Rep Stress Incr YES WB 0.77 �Len) .04 J deft=240 Na Nk dot 176 Ib BCDL 10.0 Code SBCIANS195 (Matrix) Length/ LERACING UMBER � TOP CHORD 2 X 4 SYP No.2 P CHORD Sheathed or 4-5-13 on cerd -purtin spacing, except end rBOT CHORD 2 X 4 SYP No.2 vert . f WEBS 2 X 4 SYP No.3 rsOT CHORD Riqd ceiling directly applied a 6 11-9 on center bracing. I #OEBS 1 flow at midpt W,F-K REACTIONS(lb/size) J=973/0-3-8,B=1062/0-5-8 I Max Horz B=460(load case 3) Max UpliftJ=-485(load case 3),6=509(load case 3) FORCES(lb)-First Load Case Only i TOP CHORD A-13=38,B-C=-1583,C-D=1112,D-E=-1024,E-F=-1039,F-G='8.G-H=-738,1-14=738,IJ=915 BOT CHORD B-P=1287,O-P=1287,N-0=1287,M-N=20,L-M=4,F-L=171,K-L-,058,J-K=22 I =998,E-L=461,F-K=467,HJ(=348,I-K=1053 WEBS C-P=147,GN=-474,E-N=160,L-N NOTES ? 1)This truss has been designed for the wind loads generated by 100 mph winds A 15 ft above ground level,using 5.0 psf tap chord dead load and 5.0 psf I bottom chord dead load, 1 mi from hurricane oceanline,on an occupancy catmory I,condition I enciosed building,of dirr�sions 60 ft by 40 ft with exposure' • C ASCE 7-93 per SBC/ANSI95 If end vefticals or cantilevers exist,they are nn exposed to wind_ l-f porches exist,they a---not exposed to wind. The lumber) DOL increase is 1.33,and the plate grip increase is 1.33 2)Provide adequate drainage to prevent water ponding. 3)All plates are M20 plates unless otherwise indicated_ 4)Provide mechanical connection(by others)of truss to bearing plate capable Q.withstanding 485 Ib uplift at joint J and 50=b uplift at joint B. 5)This truss has been designed with ANSI/TPI 1-1995 criteria. i LOAD CASE(S) Standard ccucccurii R K cc '. C� ti o cuss —_ �Pe------ - 3005 D06 ROOF TRUSS 1 1 — s i e n nc. a an age ranger nss, a sones e, 1�0 7-5-13 14-0-0 24-0-14 1 q p 7-5-13 7-0-3 5-6-14 7.00(1� 7x6 2x4 l,4 3x4% E T3 F T 3x4 D C T W1 B 1 B2 3x5- J I H G 1x411 3x4— 3x4— 3(4- 7-5-1 -0- 3 14-6-0 20-0-14 � 7-5-13 7 0 3 514 SPACING 2-0-0 CSI DEFL (m} Qoc) Weil PLATES GRP LOADING(psf) >999 M20 -491190 TOLL Z0.0 Plates Increase 125 TC 0.54 Vert(LL) 0.0 B,1 TCDL 7.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -00 BCLL 0.0 Rep Stress Incr YES WB 0-52 Min LHorzength/LLefl=240 Weight:12311 BCDL 10.0 Code SBC/ANSI95 (Matra) LBRACING UMBER TOP CHCAD 2 X 4 SYP Not TOP CHORD Sheathed or 5-3-1 on center puriin spaing, except end BOT CHCRD 2 X 4 SYP No-2 BOT CHORDverticals. f>;igid ceSrx,)d-uectly applied or 8-0-7 or center bracing.' WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt F-G,GI,E-G REACTIONS Qb/size) G=72910-3-8,B=81910-5-8 Max Horz B=521(load case 3) Max Upli tG=-418(load case 3),B=-359(oad case 3) FORCES'Ib)-First Load Case Only TOP CHORD A-B=38,B-C=-1077,C-D=517,D-E=116,E-F=10,F-G=121 BOT CHORD B-J=844,I-J=844,H-1=366,C.-H=366 WEBS C-J=178,G1=570.E-1=418,E-G=-6611 r NOTES 1)This tnss has been designed for the wind loads generated by 100 mph winds at 15 ft above,round level,using 5.0 psf top chord mad load and 5.0 psf bottom chord dead load,1 mi from hurricane oceaTtine,on an occupancy category 1,conditim I enclosed budding,of dimensions 6,ft by 40 ft with exposure C ASS 7-93 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wnd. If porches exist,they are not exy:sed to wind. The lumbers DOL in--ease is 1.33,and the plate grip increase a 1.33 2)Provid=adequate drainage to prevent water pondrig. 3)All plat=s are M20 plates unless otherwise indicates. 4)Provid--mechanical connection(by others)of truss to bearing plate capable of withstanding r18 Ib uplift at joint G and 359 Ib uplift a;oint B. 5)This trss has been designed with ANSVTPI 1-19.5 criteria_ LOAD CxSE(S) Standard 64 J. i o runs russ ype - 3005 D07 ROOF TRUSS 1 1 ian age ranger runs•Jackson-11e, s -1 5-9-11 11-1-14 166-0 i 20-0-14� �0 5-9-11 542 542 3&14 i 4x4- 7.00FV2- 4x4= F T3 G q�' 3x4 1x4\� D C W T 5 �? B 61 3x4- K J I H 3X4= 3x4- 3x8- 2x4 11 8-5-13 16-" 1 20-0-14 8-5-13 8-0-3 3�i-14 e es - LOADING(psf) SPACING 2-0-0 CSI DEFL (m) (lox) MOTES GRIP 0.04 B-K >999 TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.13 B K >999 TCDL 7.0 I Lumber Increase 1.25 BC 0.41 Vert(TL) 0 02 H Na BCLL 0.0 Rep Stress Incr YES WB 0.83 Min�) /LL deft=240 Weight:137 Ib BCDL 10.0 I Code SBC/ANSI95 (Matrix) en9� LBRACING UMBER 5-(>-oTOP CHORD 2 X 4 SYP Not 70P CHORD Sheathed or 5- 0 on caster puriin sparing. except end BOT CHORD 2 X 4 SYP No.2 BOT CHORDverticals Rigid ceing d-redly applied or 7-9-1 on center bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt G-K E-I,F-I REACTIONS(Ib/size) H=729/0-3-8,B=819/0-5-8 Max HorzB=583(load case 3) Max UpliftH=-446(load case 3),6=33:(load case 3) FORCES(lb)-First Load Case Only TOP CHORD A-B=38,B-C=-1100,C-D=-905,D-E=771,E-F-335,F-G=222,G-H=713 BOT CHORD B-K=883,J-K=556,I-J=556,H-1=3 WEBS C-K=264,E=K=422,E-1=-518,F-1='?7,G-1=682 NOTES 1)This truss has been designed for the wind loads ce-nerated by 100 mph winds at 15lft aabove groundosed budding,orpdf top chord d a idad ft d 5.0 h exposure sf bottom chord dead load, 1 mi from hurricane oce=nline,on an occupancy category C ASCE 7-93 per SBC/ANS195 If end verticals o-canblevers exist,they are not exposed to wind. If porches exist,trey are not exposedto wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2)Provide adequate drainage to prevent water pon3ng. 3)All plates are M20 plates unless otherwise indicae-d. 4)Provide mechanical connection(by others)of trues to bearing plate capable of withstanding 446 Ib uplift at joint H and 330 Ib uplift at join 5)This truss has been designed with ANSI/TPI 1-15 criteria. LOAD CASE(S) Standard I i ,1,•,A 1111111/���',' ,I i RK 1 :I JobII cuss Hiss YPe— - 3005 D08 ROOF TRUSS 1 1 Hiss a s c 1 e us s, nc. a an age 10-8-10 5-4-0 5-1- 16-1-10 J 5-5 0 7.00(TT 2x4 FG 3x4 3x4% T I 1x4\\ 1 D T 4 B B1 B2 3x4- J I H 3x4— 3x4= 3x4= 8 1-14 16-1-10 8-1-14 7-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (fox) Vdefl PLATES GRIP TOLL 20.0 I Plates Increase 125 TC 0.29 Vert(LL) 0.03 B-J >999 M20 2491190 TCDL 7.0 Lumber Increase 125 BC 0.35 Vert(TL) -0.10 B-J >999 BOLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 H n1a Weight 95 Ib BCDL 10.0 Code SBCIANS195 (Matrix) Min Length/LL de!=240 9 (�RSER BRACING 0-0 except end TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6 on center purlin spacing SOT CHORD 2 X 4 SYP No.2 verticals" WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 8-11-2 on center bracing- WEBS 1 Row at midpt F-H,E-H REACTIONS(lb/size) H=591/0-3-8,B=672J0-5-8 Max Horz B=580(load case 4) Max Upli tH=-434(toad case 4).B=-239(load case 3) FORCES Ob)-First Load Case Onfy TOP CHORD A-B=381 B-C=-826,GD---638,D-E=-511,E-F=50,F-G=6,F-H=131 BOT CHORD B-I=650,I-J=337,H4=337 WEBS C-J=253,E J=406,E-H=509 NOTES 1)This truss has been designed for the wind loads generated by 100 mph winds at 15 ft above ground level,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 60 It tx 40nft the�osure C ASCE 7-93 per SBCIANSI95 If end verticals or cantilevers exist,they are not exposed to wind- If porches exist,they are not exposed umber DOL increase is 1.33,and the plate grip increase is 1.33 2)All plates are M20 plates unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 434 ib uplift at joint H and 239 Ib uplift at jot t B. 4)This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard i GLARK /���0� ¢11 F!Cq •� / l• //F�?EIO Nss NSs ype ROOF 1 I1 3005 D09 Is, age - s i e nus nenc. � er Ns-5, a son 1� 7-8-9 14-11-8 117110 1 4-0 7 8 9 7-2-15 1-2- 5x5= 7.00 FfT 2x4 ii Ef 3x4 1x411 T W T 1 U? B B1 B2 ' T ! 4x4- I H G 3x4= 3x5= 3x4= 7 8 9 , 14 11 8 1f 1-10 748-9 7-2-15 -2-� I -J I e se ' LOADING(psf) SPACING 2-0-0 DEFL (n) (loc) 1/999defl PLATES GRIP CSI >999 � M20 249/190 TCLL 20.0 Plates Increase 125 i TC 0.58 Vert(LL)L) -0 04 B-1 >999 j TCDL 7.0 Lumber Increase 125 BC 0.37 Vert(TL) 0.01 G n!a BCU- 0.0 Rep Stress Ina YES WB 0.51 Horz(fL) Weight 102 Ib BCDL 10.0 Code SBC/ANSI95 ! (Matrix) Min Length/LL deft=360 9 UMBER BRACING -0-0 TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6 on center purfin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-5-11 on center txaang. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt F-G,E-1,E-G I REACTIONS(lb/size) G=585/0-3-8,B=66910-5-8 Max HorzB=536(load case 3) Max UpliftG=-388(load case 3),6=260(load case 3) FORCES(lb)-First Load Case Only TOP CHORD A-13=38,B-C=-781,C4)--788,D-E=682,E-F=11,F G 116 BOT CHORD B-1=588,H-1=75,G-H=75 WEBS C-1=-427,E=1=808,E-G=-633 NOTES 1)This truss has been checked for unbalanced loading conditions. above5.0 dead load and 5.0 psf 2)This truss has chord dead load,designed forfrom h wind loads mcane oceanle generated on an occupancy category winds at 15Ico condition I enclosed building,g,of dimensions 60 ft by 40 with exposure bottom C ASCE 7-93 per SBCIANS195 If ed verticals or cantilevers exist,rey are not exposed to wind. If porches exist,they are not exposed to wind- The lumber DOL increase is 1.33,and the plate grip increase is 1.33 1 3)Provide adequate drainage to prevent water ponding. 4)All plates are M20 plates unless otherwise indicated. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 388 Ib uplift at joint G and 260 Ib uplift at joint B. 6)This truss has been designed with ANS UTPI 1-1995 criteria. LOAD CASE(S) Standard I I i `��rrr�ruurrrr - N17455 �FS,,r� • 1 r,r�R E ,���a� I -- MIKE HALL 313 r ss --- russType - 3005 I D10 ROOF TRUSS 1 1 er russ, a nvt e, S I e es, nc. an age 1 713-4 14-0-14 6-1-1 q 11 j 7_3_4 6 9 10 2-0 12 4x6- 7.00FVT E 2x4 ii 3x4% 3 F 1x411 D W C ,o •r T `O B e 61 62 3x5= I H G 3x4- 3x4- 3x4- 7-34 16-1-10 7_31 8-10 7 e es - LOADING(psf) SPAONG 2-0-0 CSI DEFL (n) (loc) I/defl PLATES GRIP TCLL 20.0 Plate>Increase 125 TC 0.53 Vert(LL) 0.07 B-1 >999 M20 249/190 TCDL 7.0 Lumter Increase 1.25 BC 0.36 Vert(TL) -0.12 G-1 >999 BCLL 0.0 Rep Sress In0.42YES WB 0' Min Length/LL deft=3600.01 G n/a Weight:98lb BCDL 10.0 Code SBCIANS195 (Matrix) LBRACING UMBER LTOP CHORD Sheathed or 6--0 on center puriin sparing, except end TOP CHORD 2 X 4 SYP Not BOT CHORD 2 X 4 SYP No.! BOT CHORD verticals. Rigid ceiling dir_-ctty applied or 9-6-6 on center bracing. WEBS 2 X 4 SYP No.I'Except' WEBS 1 Row at midpt E-1,F-G,E-G W3 2 X 4 SYP'po2 REACTIONS(Ib/size) B=6740-5-8,G=582/0-" Max Hoa B=502(oad case 3) Max UpliftB=3RIoad case 4),G=339(load case 4) FORCES(lb)-First Load Case Only TOP CHORD A48=38,B-C=113,C D=-018,D-E=718,E-F=43,F-C=5 BOT CHORD B4=620,H-I=12,G-H=132 WEBS C-1=398,E-t='?9i8,E-G=522 NOTES 1)This truss has been chericef for unbalanced loading conditions. und level,ting 5.0 psf top chord dead load and 5.0 ps 2)This truss has been designed for the wind bads generated by 100 mph winds at 15 It above gro y category I,condition I enclosed buiding,of dimensions 60 ft by 40 ft with exposure bottom chord dead load,1 ni from hurricane oceanfine,on an ocGpanc C ASCE 7-93 per SBC/ANS95 If end verticals or cantilevers exist they are not exposed to wind. If porches exist,they are not exposed to wind- The lumber DOL increase is 1.33,and fie plate grip increase is 1.33 3)All plates are M20 plates uness otherwise indicated. 4)Provide mechanical conne=ion(by others)of truss to bearing plat_capable of withstanding 307 Ib uplift at jhnt B and 339 Ib uplift at joint G- 5)This truss has been desigred with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard I T TE i ' `ll lllllilll///// TSR E o ruse R YPe y y E HALL--38 5EVfI_ 3005 D11 ;ROOF TRUSS 5 1 Granger russ, a sonvT e, s c i e nus an age T14� 6-3-2 12-4-2 11-4-0 6-3-2 6-1-0 7.00 F1'£ 2x4 I I F K3x4 T LOOB 3x4- H G 1x4 ii 3x4- 6 3 2 12-4-2 6-3-2 6-1-0 ae es - - LOADING(psf) SPACING 2-0-0 CSI DEFL (in) Qoc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.37 Vert(LL) 0.03 B-H >999 M20 249/190 TCDL 7.0 Lumber Increase 125 BC 0.22 Vert(TL) -0.06 B-H >999 1 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.01 G n/a BCDL 10.0 Code SBCIANS195 (Matrix) Min Length/LL deft=240 I Weight:67 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No2 TOP CHORD Sheathed or 6-0 0 onTter purlin spacing, except end BOT CHORD 2 X 4 SYP No.2 verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly apclied or 10-0-0 on center bracing. WEBS 1 Row at midpt E-C- REACTIONS(Ib/size) G=450/0-3-8,B=533/0-5-8 Max Horz B=463(load case 4) Max UpliftG=-335(l)ad case 4).B=213(load case 3) FORCES(lb)-First Load Case Only I TOP CHORD A-13=38,B-C=573,C-D -109,D-E=51,E-F=-6,E-G=-13i BOT CHORD B-H=426,0-H=426 WEBS C-H=142,C-G=-484 NOTES 1)This truss has been designed for the wind loads generated by 100 mpi winds at 15 ft above ground level,using 5.0-sf top chord dead load and 5.0 ps bottom chord dead load, 1 mi from hurricane oceanline,on an occupaTc/category I,condition 1 enclosed building,xr dimensions 60 ft by 40 ft with exposur_ C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist,the-,are not exposed to wind. If porches exist,tey are not exposed to wind. The lumbi DOL increase is 1.33,and the plate grip increase is 1.33 2)All plates are M20 plates unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate caiable of withstanding 335 Ib uplift at joint G a-d 213 Ib uplift at joint B. 4)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard ' ``►►►Tru rTerrrii R K 0 I " ' �'r�rTrrrn►►►►►►� i KETTALL__ _LAGARDEAZ -- o cuss tiss YPe ROOF TRUSS 1 1 3005 E01 — age s ' i e us es, nc. ranger russ, a s 3-8-13 7-0-0 10-6-8 14-7-0 4x4= 3x4- 2x4 i D J K L F 7.O0 FfT 1 x4 C � I T � � I rn B 141, C) I M H N 3x5= 3x8_ 4x6= 4x4= 7-0-0 14-7-0 7-0-0 7-7-0 s DEFL (in) (loc) Vdefl PLATES GRIP SPACING 2-0-0 CSI >999 M20 2491190 [LOADINGOLL20 p Plates Increase 1.25 TC 0.49 VertCR 0.05 t TCD_ 7.p Lumber Increase 1.25 BC 029 Vert(7lL) -0.07 G-I >999 BC±1 0.0 Rep Stress Ina YES V116 0.68 Min Length L L deft=240 2 G Na Weight 9L Ib BCM 10.0 Code SBGANS195 � ) BRAONG LUMBER TOP CHORD Sheathed or 4-10-0 on center pain spacing, except end TO?CHORD 2 X 4 SYP No-2 verticals. BOTCHORD 2 X 6 SYP No.2 BOTCHORD Rigid ceiling directly applied or 7-3-7 on center bracing- WE3S 2 X 4 SYP No.3 REACTIONS(Ib/size) G=11174/0-3-8,13=101410-5-8 i Max Horz 8=292(load case 3) Max UpfrftG=927(ioad case 3),6-753(load case 3) FORCES(lb)-First Load Case Only TOP CHORD A-6 � =41,B-C=1566,C-D=1398,D1181,EJ=1180,E-K=-46,K-L=-46,F-L=-46,F G=171 BCT CHORD B-1=1300,I-M=814,H-M=814,H-N=814, -014,N =814,G-0=814 yESS GI=146,D-1=214,E-1=549..E-G=1151 NOESbY 100 mph winds at 1�ft above ground level,using 5.0 psf top dtnd dead bad and 5.0 psf with 1)This truss has been designed for the wcd loads generated an ure CttomASC chord dead load,1 1 from hurti�ne oceanlin it ve s occupancyt,they nt category ed to wind. If porches+existt,they amore nnd.exposed to Owind- The hft iimber C ASCE 7-93 per SBCIANSI95 If end verticals or cantilevers exist,they DOL increase is 1.33,and the plate grip increase is 1.33 2)Except as shown below,special connection(s)required to support concentrated ioad(s).Design of connection(s)is delegated>r the building designer. 3)Provide adequate drainage to prevent water ponding. 4)All plates are M20 plates unless otherwise indicated. capable of witstanding 927 Ib uplift at joint G and 753 Ib Lciift at joint B. 1 5)Provide mechanical connection(by others)of truss to bearing plate 6)This truss has been designed with ANS/TPI 1-1995 criteria. I LOAD CASE(S) 11)Regular:Lumber Increase=1.25,Plate►ncrease=1.25 Uniform Loads(ptf) .0, Vert:A-B=54.0,B-C=54.0,C,0-54-0,D-=54.0,EJ=54.0,E-K=-54.0.K-L=54.0,F-L-54.0,B-1=-20 I 1-M=20.0,H-M=-20.0,H-N=20.0,N-0=20.0,G-O=-20.0 j Concentrated Loads(Ib) Vert:D=221 1=-322 J=-127 K=117 L=117 M=-47 N=-47 0=-47 ' i 2)Wind Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=30.6,B-C=-5.8,C-DA5.8,DJ=43.0,E-J�3.0,E-K=43.0,K-L= F-L=43.0,B-1=-10.0, G_P R K•tV I M= 10.0,H M=-10.0,H N=-1{_0,N-0=10.0,G-0=10.0 ,••(1FtC,Q•,�� y i Horz:A-B=-40.6,B-C=-4.2,C-D-4.2 ;��J I Drag:DJ=-0.2,E-J=-0.2 Concentrated Loads(lb) _ + Vert:D=399 1=175 J=209 K=2�_2 L=202 M=34 N=34 0=-34 = I ST E O CL ± 3 Wind Right:Lumber Increase=1.33,Pi__e Increase=1.33 i Uniform Loads(plf) Vert:A-B=79.4,B-C=43.0,C-C=43.0,0.1=43.0,E-J=43.0,E-K=43-0,K-L=43.0,F-L=43.0,B-I=10.0, ;t��,� � ` lc,`; i I-M=-10.0,H-M=-10.0,H-N=-110,N a-_10_0,G 0=-10.0 Horz:A-B=-89.4,B-C=-53.0,C O=-53.0 � 6R E D e�```�� Drag:D-J=-0.2,E-J=-0.2 '�+4++�lUlrtUt��� r-rtinued on oaoe 2 russ rus Type—pe -- y 3005 I E01 ROOF TRUSS nger cuss, a sonvi e, _ s i e n s, nc. an age LOAD CASE(S) Concentrated Loads(lb) Vert:D=399 1=175 J=209 K=202 L=20-Z%4--34 N=-34 0=-34 4)1st Wind Parallel:Lumber Increase=1.33,Plate ncrease=1.33 Uniform Loads(plf) Vert:A-B=79.4,B-C=43.0,C-D=43.0,L-.1=43.0,E-J=43.0,E-K=43.0,K-L=43-M,F-L=43.0,8 1=-10.0,I M=10.0,H M= 10 IT H N=10.0,N 0=10.0, G-0=-10.0 i Horz:A-B=-89.4,B-C=-53.0,C-0=53.1 Drag:D-J=-0.2,E-J=-0.2 Concentrated Loads(lb) Vert:D=399 1=175 J=209 K=202 L=20:4-34 N=-34 0=34 i i i i i i i i !i i t I i i I ' I I ' 1 � i I I I I i l t 1 ' ( l t _. Job mss russ Type --- IGf►KE Ff - � uDENS—-- --- 3005 E02 ROOF TRUSS 1 1 � . _ s i e n nc. an age nss, sonvt e, _1 4-8-13 9-0-0 14 7-0 1 0 4 8 13 4 3 3 5-7-0 4x5= 4x4= D E 7.00(TT 1x4, T C it to g Ri v� 3x5- H G F 3x8::-- 2x4 ii 3xs- 9-0-0 14-7-0 9 0 0 5-7-0 7LOADiNG(psf) SPACING 2-0-0 CSI DEFL (i�) (loc) Udefl PLATES GRIP 20.0 Plates Increase 125 TC 0.39 Vert(LL) 0M2 B-H >999 M20 249/190 7.0 Lumber Increase 1.25BC 0.32 Vert(TL) -0.7S B H >999 0.0 Rep Stress Ina YES WB 0'28 M n HorzHorzLeLngth�l defl=240 n/aWeight:81 Ib L 10.0 Code SBC (Maw) LBRACING UMBER TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 on center purlin spacing, except end verticals. BOT CHORD 2 X 4 SYP Not BOT CHORD Rigid ceiling directly applied or 9-0-14 on center bracing. WEBS 2 X 4 SYP No.3 REACTIONS pb/size) F=524/0-3-8,B=617/0-5-B Max Horz B=351(load case 3) d case Max UpliftF=-280(load case 3),B=315(toa FORCES(lb)-First Load Case Only TOP CHORD A-13=38,B-C=713,(;-17=-486,D-E--368,E-F=-488 I BOT CHORD B-H=577,G H=20,F-G=20 WEBS C-H=242,D-H=-63,E-H=494 NOTES 1)This truss has been designed for the wind bads generated by 100 mph winds at 15 ft abov ground level,using 5.0 psf top chord dead load and 5.0 bottom chord dead load, 1 mi from hurricane o=-anline,on an occupancy,category I,conduon I enclosed building,of dimensions 60 ft by 40 ft with exposure C ASCE 7-93 per SBClANSI95 If end verticals cantilevers exist,they are not exposed tcwind. If porches exist,they are not exposed to wind. The lumber', DOL increase is 1.33,and the plate grip increase is 1.33 2)Provide adequate drainage to prevent water pmding. 3)All plates are M20 plates unless otherwise indi-ted. o bearing B. 5j mis tre sm ha abeenl designed connection(by oddS�Po tr-Zs plate capable of withstandin;280 Ib uplift at joint F and 315 Ib uplift at joint th LOAD CASE(S) Standard tttnur�rrr�,i I ••• ���` •••� FICq .Cc �- I TATE OF •cc S 44.,` ED I — �rrrrrntttttt� _ _ 0 Truss -- russ ype -------- y - DENS- 3005 E03 ROOFTRUSS 1 1 -Jan-1 - age ranger cuss, a sonvi e, 5-8-13 11 0 0 14-5-0 11.4-0 5-8-13 5-3-3 3-5-0 4x4= 4x4- D E 7.00(i'£ 1x4 W TC ' W1 u? B vi 4x4= G F 3x8= 2x4 11 11-0-0 14-5-0 e se � � � - SPACING 2 0 0 CSI DEFL (in) (loc) Vdefl PLATES GRIP LOADING(psf) I TC 0.38 Vert(LL) 0.03 B-G >999 M20 249/19= iTCLL 20.0 Plates Increase 1.25 -0.31 B-G >541 TCDL 7.0 Lumber Increase 1.25 BC 0.44 HorzVert(TL) -0.01 F Na BCLL 0.0 Rep Stress Ina YES WB 027 Min length/LL deft=240 Weight:86 Ib BCDL 10.0 Code SBCIANSI95 (Maw) BRACING LUMBER TOP CHORD Sheathed or 6-0-0 on center purlin spacing, accept end TOP CHORD 2 X 4 SYP No-2 verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. i WEBS 2 X 4 SYP No.3 WEBS 1 Row at mcdpt E-F REACTIONS(Ib/size) -F=518/0-3-8,B=611/0-5-8 Max Hoa B=413(load case 3) Max UpliftF=-303(load case 3),B=-28Wad case 3) FORCES(lb)-First Load Case Only TOP CHORD A-B=38,B-C=-655,GD=358,D-E=236,E-17.5"2 BOT CHORD B--G=527,F-G=-1 WEBS C-G-336,D-G-104,E-G-544 ad and 5.0 sf NOTES 1)This truss has been designed for the wind loads generated by 100 mph winds at 151��rti ground undosed builds g,5.0 psf to dimensions chord 60 ft by 43 with exposure bottom chord dead load, 1 mi from hurricane oceanlrne,on an occupancy category C ASCE 7-93 per SBC/ANS195 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to vnnnd. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 i 2)Provide adequate drainage to prevent water pondng. j 3)All plates are M20 plates unless otherwise indicated. E. i This tdruss has cal designed connection(by others)of truss to be na plate capable of withstanding 303 Ib uplift at joint F and 286 Ib uplift at joint 4) LOAD CASE(S) Standard �I 1 j �IUllrrrrl//� I ; STATE OF '"r'� FREDE� ���� T russ russ ype ---- ENS----- 3005 E04 ROOF TRUSS 1 1 Gra runs, a i e, s i nc. an age _1 0 6$13 13-0-0 0 6-8-13 5x5— 7.00[IT 2x4 E Ax4 T 13 1vtLO B o H G 3x4- 3x4— 3x4— 3x4- 1 613 13-0-0 4-5-0 6$13 6-3-3 -5-0 plate es - LOADING(psf) SPACING 2-0-0 CSI DEFL (in) (loc) Ildefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 � TC C44 Vert(LL) 0.05 B-I >999 M20 249/1 90 TCDL 7.0 Lumber Increase 1.25 I BC 030 Vett(TL) -0.08 B-I X999 BCLL 0.0 Rep Stress Inca YES f � Q� MinLength0.01 L deft=360 Na Weight:90 Ib BCDL 10.0 Code SBC/ANS195 (MaVW LUMBER BRACING TOP CHORD 2 X 4�l`P No.2 TOP CHORD Sheathed cr 6-0-0 on center purlin spacing, except end BOT CHORD 2 X 4 SfP No.2 verticals. WEBS 2 X 4�P No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. WEBS 1 Row at mdpt F-G REACTIONS(lb/size) G=521/0-3-8,B=606/0-5-8 Max HazB=475(load case 3) Max UoiftG=-339(load case 3),6=252(load case 3) FORCES(lb)-First L.3ad Case Only TOP CHORD A-6=31- B-C=-697, D=701,D-E=610,E-F=10,F-G=54 BOT CHORD B4=52i,H4=85,G-H=85 WEBS C-1=3:7,E4=696,E-G=-514 NOTES 1)This truss has beer checked for unbalanced loading conditions_ 2)This truss has beer designed for the wind Toads generated by 100 mph winds at 15 ft above ground lev_i,using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline,on an occupancy category I,condition I encos-building,of dimensions p ft by 40 ft with exposure C ASCE 7-93 per:-BC/ANSI95 If end verticals or cantilevers east,they are not exposed to wind. If pokes exist,they are not exposed to wind. The lumber DOL increase is 133,and the plate grip increase is 1.33 3)Provide adequate trainage to prevent water ponding. 4)All plates are M20 dates unless otherwise indicated. 5)Provide mechanics connection(by others)of truss to bearing-iate capable of withstanding 339 Ib uplit at joint G and 252 Ib uplift atjoint B. 6)This truss has beef designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Staidard I i FIC,QT'BC�'' 1 RED ei r I 38��--VILIJVGARDENS-- o russ 1 YPe 3005 E05 1 ROOF TRUSS 7 1 s i e us , nc. an :T�1��39fi�age T� ranger cuss, acl�sonvi e, LJJZUD 1�0 7-3-9 14-5-0 7-1-7 7.00 FIT 2x5 ii F 1 3x4 3x4 D 1 T f B B1 B2 3x5= I H G 1 x411 3x4- 3x4- 7_3� 14-5-0 7-34 ae - SPACING 2-0-0 CSI DEFL (in) (loc) Udefl PLATES GRIP LOADING(psf) Vert(LL) 0.06 B-I >999 M20 2491190 TCLL 20.0 Plates Increase 125 TC 0- -0.10 B-1 >999 i TCDL 7.0 Lumber Increase 125 BC 0.31 Vert(TL) 01 -1 n/9 BCLL 0.0 Rep Stress Ina YES WB 031 Horrz(TLngth/LL deft=240 I Weight:78 6 BCDL 10.0 Code SBC/ANSI95 (Matte) Min LBRACING UMBER TOP CHORD 2 X 4 SYP Not TOP CHORD Sheathed or 640-0 on center puriin spacing, except end verticals. BOT CHORD 2 X 4 SYP Not BOT CHORD Rigid ceiling direly applied or 10-0-0 on center bracing- WEBS 2 X 4 SYP No-3 WEBS 1 Row at midpt E-G,C-G REACTIONS(lb/size) G=527/0-3-8,8=609I0-5-8 Max Horz 6=527(load case 4) Max UpliftG=389(load case 4),6=227(load case 3) FORCES(lb)-First Load Case Only TOP CHORD A-B=38,B-C=-681,C D=129,D-E=60,E-F=6,E-G=162 BOT CHORD B-1=509,H-1=509,G-H=509 WEBS C4=171,GG=-577 NOTES 10t m h winds at 15 ft above ground level,usen 5.0 psf top chord dead load and 5.0 psf 1)This truss has been designed for the wind bads generated by P bottom chord dead load,1 mi from hurricane oceanline,on an oc:rpancy category I,condition t enclosed bucking,of dimensions 60 ft by o vend T> mber C ASCE 7 93 per SBC/AN If end verticals or cantilevers exist they are not exposed to wind. If porches ejast,they are not exposed DOL increase is 1.33,and the plate grip increase is 1.33 2)All plates are M20 plates unless otherwise indicated. _ i 4)This truss Provide mechanical designed nn(b ANSU Po trusssto 5 criteria. plae capable of withstanding 389 Ib uplift at join G and 227 Ib upfi i at joint as ith � LOAD CASE(S) Standard I ` I r • `��ccccuccc„rr��, No 17455 Quo •C T FR E D o Hiss Hiss yPe -- _ - EAT - -- ROOF 2 1 3005 E06 an age 1 s C e nus es, nC Granger runs, onvi e, 14-0 4-11-11 9-5-1 14-2-8 4-0 4-11-11 4-i-1 4-8-12 Z7c4 I t 7.00-T'£ F 4x4% 3x4� T 1 Ato B5x9= G 3x4 I 3x4- 3x4= 2x411 4-11-11 9 5 nZ 14-2-8 � 4-11-11 4�rit 4-8-12 i i I ae se - SPACING 2-0-0 CSI Vdefi PLATES GRIP LOADING(psf) Lug249/190 TCLL 20.0 Plates Increme 1.25 TC 0.24TW>999>999 TCDL 7.0 Lumber Irx�ase 1.25 BC 0.19 44 BCLL 0.0 Rep Stress lncr YES WB 0 HuzNaWeight:92 lb BCDL 10.0 Code S6C/ANS195 (Matrbc) LUMBER ING CPC TOP CHORD 2 X 4 SYP No.2 'fOP CHHOO RD Sheathed or 6-0-0 on center purfin spacing, except end verticals. BOT CHORD 2 X 4 SYP No.2 EOT CHORD Rigid ceiling directly app6efi or 9-11-3 on center bracing WEBS 2 X 4 SYP No.3 YOBS 1 Row at midpt F-G REACTIONS(Usize) 13=510/0-348,6=603/0-5-8 Max HorzB=507(load case 3) Max UpliftG=350(11oad case 3),B=232(load case 3) FORCES(lb)-First Load Case Only TOP CHORD A-B=38,B-C=-747,C-:)=507,D-E=-400,E-F=44,F-G=107 BOT CHORD B-J=582,I-J=39,H4=C3,E-H=328,G-H=400 WEBS C-J=-46,H-J=563,C-fi=212,E-13=532 NOTES 1)This truss has been designed for Ye wind loads generated by 100 mph winds at 15 ft above ground level,using 5.0 f d wp chord dead load and 5.0 Psf xp y P p re not exposed to wird. The lumber bottom chord dead load,1 mi from hurricane oceanline,on an occupancy Calory I,Condition I enclosed building,of dr-:ensions 60 ft by 40 ft exposure C ASCE 7-93 per SBC/ANSI95 If End verticals or cantilevers exist,the are nrr exposed to wind_ if orches exist,they- P DOL increase is 1.33,and the plat=grip increase is 1.33 2)All plates are M20 plates unless cMerwise indicated. 4)This itdre hamechanical nb cal connects wrthr4NS others) o truss to criteria plate capable d withstanding 350 lb uplift at joint G and 232 Ib uplift at joint _ designe LOAD CASE(S) Standard ���rurrrrri�� 1FJC��,,Bf� 7FV4, 1-6 D o russ cuss yfe --- Qty — -� 3005 E07 ROOF TFUSS 1 1 ranger runs, a sonvi e, 3205 s c nus es, nc. an age 14-0 6.5-1 12-69 14-5-0 -4-0 s-6-1 s-o-a 1-10-7 5x5= 7.00(T£ 2x4 ii E F 3x4 T 1x411 C B W ti T B 3x4= I H G 3x4= 3x4= 3x5— 65-1 12-0-9 14-5-0 65 1 6 0 8 1-10-1 ae -e LOADING(psf) SPACING 2 0 0 CSI DEFL (in) (loc) Vdefl PLATES GRIP >999 M2: 249/190 TCLL 20.0 Plates Increas=_ 1.25 TC 0.41 Vert(LL) 0.04 4 >999 TCDL 7.0 Lumber Incre-e 1.25 BC 0.30 I Vert(TL) -0.08 G I BCLL 0.0 Rep Stress Ins YES V 0.73 HorzMin Length OL deft=360 rva Weartt 89 Ib BCDL 10.0 Code SBZtANSI95 (Matroc) LBRACING UMBER TOP CHORD 2 X 4 SYP No-2 TOP CHORD Sheathed or 6-0-0 on center puriin spacing, except end BOT CHORD 2 X 4 SYP No-2 verticals. BOT CHORD Rigid ceiling directly applied mr 10-0-0 on center bracing. WEBS 2 X 4 SYP No-3 WEBS 1 Row at midpt F-G REACTIONS(lb/size) G=521/0-3-8,X0610-5-8 Max Horz B-=461(load rasa 3) Max UpliftG=332(load c2se 3),B=259(load case 3) I FORCES(lb)-First Load Case Only TOPCHORD A-B=38,B-C=-708,GC-711,D-E=-623,E-F=10,F-G=13 BOT CHORD B-1=537,H4=109,G-H=09 WEBS GI=352,E4=676,E-G=476 ' NOTES 'i 1)This truss has been checked for un:atanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 ft above ground level,using 5.0 psf tw chord dead load and 5.0 psf bottom chord dead load,1 mi from huricane oceanline,on an occupancy category I,condition I enclosed building,of dimensions 60 ft by 40 ft with exposure C ASCE 7-93 per SBC/ANSI95 If en:verticals or cantilevers exist,they are not exposed to wind. If porches exist,they a>not exposed to wind. The iumberl DOL increase is 1.33,and the plate pip increase is 1.33 3)Provide adequate drainage to prevent water ponding. 4)All plates are M20 plates unless othaxsse indicated. late capable of withstanding 332 Ib uplift at joint G 5)Provide mechanical connection(by fibers)of truss to bearing p and 259 Ib uplift at joint B. 6)This truss has been designed with AN SUTPI 1-1995 criteria_ LOAD CASE(S) Standard i RK I `k,j1111111if11///'' 1` r No. 1745©5 JFj��� i•'•:COFIOP'GN S fuss ms�vDe----- II - ROOF TRUSS 1 1 3005 E08 age S i e n us nc. an cuss, a sonvi e, 1� 5-6-1 10-0-9 13-1-0 1-4-13' 5 6 1 5-0 8 2 6 7 4x7- 2x4 ii D E T 7.00 FTT 3x4 C T 4 W1 I IiO B i 3x4- H G F 1x4 ii 3x4- 3x4- 5-6-1 10.6-9 13-0-4 3-1 5-6.1 5-0-8 2-5 70 -0 e SPACING 2-0-0 CSI DEFL (n) (loc) Vdefl PLATES GWP LOADING(psf) >999 M20 249/1I TCLL 20.0 Plates Increase 1.25 TC 0.27 ! Vert(LL) 0.02 H >999 Vert(TL) -0.04 B-H TCDL 7,0 Lumber increase 1.25 WB 0 39 I Horz(TL) 0.01 F n/a BCLL 0.0 Rep Stress Ina YES Min Length/LL deft=240 Weight:84 lb BCDL 10.0 Code SBCIANSI95 (Matrix) LAAI6ER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 on center Purlin spacing, verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-"on ce j WEBS 2 X 4 SYP No.3 ! REACTIONS M s Ho -� rz6 399(load case Uplifff=282(load case 3),B=264(load case 3) i FORCES(lb)-First Load Case Only 0.E=3,E-F=-33 TOP CHORD A-B=38,B-C=-056,C-13256 j BOT CHORD B-H=501,G-H=501,F-G=164 WEBS C-H=126,C-G=-406,D-G=289,D-F=-449 MOTES 1)This truss has been designed for the vvnd loads generated by 100 mph winds at 15 ft above ground level,using 5.0 psf top chord dead load and 5.0 ps t j bottom chord dead load,1 mi for humane oceanlier on an occupancy category I,condition I enclosed building,of dimensions 60 ft by 40 ft with exposure I C ASCE 7-93 per SBClANSI95 If end v�sticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber I DOL increase is 1.33,and the plate grip increase is 1.33 2)Provide adequate drainage to prevent water ponding. 13)All plates are M20 plates unless otherwise indicated. 4)Provide mechanical B. connection(by others)of truss to bearing plate capable of withstandicg 282 Ib uplift at joint F and 264 Ib uplift at joint 5)This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard i ARK ! •, s � . STATE OF :�� ;`� o Fuss Fuss ype ----- - y i - ili3ENS -------- 3005 EJ7 ROOF TRUSS 8 i 1 iage ranger russ, a sonvF e, s c i e us nes, nc. a an i 1 4 T1 7-0-0 — �� - 7-0-0 C 7.00 to B 0 Dc4- 7-0-0 7-0-0 RMax sf) SPACING 2-0-0 CSI DE7Length (n) (Ioc) Udefl PLATES GRIP Na M20 2491190 .0 Plates Increase 1.25 I TC 0.56 i Ver0 1 A-- >87 .0 Lumber Increase 1.25 BC 0.20 Ver 0.0 Rep Stress Incr YES WB 0.00 HorLL deft=999NaWeight:25 lb 0.0 Code SBC/ANS195 (Matrix) — -- BRACING D 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 on center punks sparing D 2 X 4 SYP Not BOT CHORD Rigid ceiling directly applied or 6 8 8 on center bracing. (Ib/size) C--171/0-3-8,B=342/0-5-&D=67/0-3-8 Max HorzB=284(load case 4) Max UpliftC=202(load case 2),B=188(load case 4) FORCES(lb)-First Load Case Only TOP CHORD A-B=38,B-C=70 BOT CHORD B-D--O NOTES5.0 1)This truss has been designed for the wind loads generated by 100 mph winds at 15lftcorbove ground undosed builds g, psf tensions 60 chord dead cad ft with exposure sf bottom chord dead load-1 mi from hurricane ocernline,on an occupancy category C ASCE 7-93 per SBC/ANSI95 If end verticals cr cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase_is 1.33 2)All plates are M20 plates unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 202 Ib uplift at joint C and 188 Ib uplift at joi t 4)This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard i i i -���� �Z1r•ICq �B�'� T•• i Nb 40 ;�4u Job cuss MISS ype --- --- -- y M _ --- 3005 EJ7A ROOF TRUSS 2 1 ranger russ, a nvr , s i nus nes, ria an - age 7-0-0 B 7.00 Fi'£ to R1 0 2x4- 7-0-0 7-0-0 LOADING(psf) DEFL (in) (loc) Vdefl PLATES GRIP SPACING 2-0-0 I CSI Na M20 249/190 TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) Na >757 BC 020 Vert(TL) -0.11 A-C TCDL 7.0 Lumber Increase 1.25 Horz(TL) -0.00 B Na BCLL 0.0 Rep Stress Ina YES WB 0.00 Min Length/LL defl=9 9 Weight:23 Ib BCDL 10.0 Code SBCIANSI95 (�X) -- LUMBER BRACING TOP CHORD Sheath_ TOP CHORD 2 X4SYP No•2 lied or 6-8-8 on center bracing. BOT CHORD 2 XASYP No.2 BOT CHORD Rigid celing directly app REACTIONS(Ib/s&4 A--248/0-3-8,B=18110-3-8,C=67/0-3-8 Max HhrzA=214(load case 2) Max'200A=46(load case 2),8=209(toad case cZ FORCES cab)-Firsti-oad Case Only TOP CHORD A-B=75 BOT CHORD A-C=Q NOTESel 5.0 sf 1)This truss has be?n designed for the wind loads generated t, 100 mph winds at 151ft aabn ve grouncCsed builds g,oPdimensions60 ft by 40 ftdead load nwith exposure bottom chord deed load,1 mi from hurricane oceanline,on a-occupancy category C ASCE 7-93 pe-SBC/ANSI95 If end verticals or cantilever=_exist.they are not exposed to wind. if;orches exist,they are not exposed to wind- The lumber) DOL increase is T-33.and the plate grip increase is 1.33 2)All plates are M21 plates unless otherwise indicated. 3)Provide mechancal connection(by others)of truss to bears;plate capable of withstanding 46 Ib upirT at joint A and 209 Ib uplift at joint B. 4)This truss has b--n designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Sandard i 1 `,rr�truirr ) No. 17455 Tl�IE t = Cj•••FCORIQP•'�� S-'QT FR E D A - rrrrrrr��t _ ENS - 0 russ nuss ype y FO1 DG KINGPOST 1 1 3005 _ s i i e n us es, nc. wkk JanNage ranger cuss, a s 4-6-0 9-" 104-0 1x4 0 4-6-0 4x7- 7.00 rTT D 3x4 3x4,- 3x7 u x43x711 C E 3x711 i F B G t 1 I 3x4- U4 ii 3x4= 4-6-0 4-6-0 1 Plate es = SPACING 2-0-0 CSI DEFL (n) (loc) 999defi PLATES GRIP LOADING(psf) >gg9 M20 249/190 Vert(LL) -0.00 l TCLL 20.0 Pates Increase 125 TC 02T 0.03 A-B >652 TCDL 7.0 Lmmber Increase 125 BC OAT Ho Vert(TL) 0.00 H Na BOLL 0.0 Stress Incr YES W8 0 Weight:69 Ib BCDL 10.0 Code SBC/ANISI95 (Maw) Min Length/LL deft=360 9 LUMBER BRACING TOP CHORD 2 X 4 SYP No_2 TOP CHORD Sheathed or 6-0 0 on center puriin sparing. BOT CHORD 2 X 4 SYP Not BOT CHORD Rigid ceiling directly applied or 10-0 0 on center brag- WEBS 2 X 4 SYP No-3 REACTIONS(lb/size) .1406/0-3-8.H=406N'3-8 Max Horzj=152(load case 3) Max UpliftJ-2670oad case 4).H=267(load case 4) FORCES(lb)-First Load Case Only TOP CHORD A-13=36,B-C=50,C-D=62,D-E=62,E-F=50,F-G=3= BOT CHORD I-J=177,W=177 ' WEBS D-I=107,E.4=196,F-H-196,D-J=-250,D-H=-250 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the nd bads generated by 10:mph winds at 15 ft above ground level,using 5.0 psf top chord dead load and wio- ps bottom chord dead toa: 1 mi from hurricane oceanline,on an ocaipancy category I,condition I . if porches building,of dimensions p ft by 40 ft d- exposure C ASCE 7-93 per SBGANS195 If end verticals or cantilevers exist they are not exposed to wind. If porches exist,they are not exposed to wind- he lumber DOL increase is 1.33,and the plate grip increase is 1.33 3)All plates are M20 plats unless otherwise indicated. 4)Truss to be fully sheaµed from one face or securely braced aganrst lateral movement(i-e.diagonal web). 5)Gable studs spaced ar 2-M on center_ 6) For studs exposed to rind,see MiTek'Standard Gable End LI„capable of withstanding 267 Ib uplift at joint J 7)Provide mechanical ca-nection(by others)of truss to bearing p and 267 Ib uplift at jocr H. 8)This truss has been designed with ANSUTPI 1-1995 criteria- LOAD CASE(S) Standa--' t \��U�rurnrt��i Mo 17G`_� t = STATE CF FRE'` rEnD Job runs Truss— -1� ROOF TRUSS 2 1 3005 F02 i n age s c i e nus es, nc. ranger nisss, nvr e• 1-4-04-6-0 9-0-0 .10-4-0 1-4-0 46-0 114-6-0 4x4- 7.001-17 C 4x4 T 1 4x4 D B E W2 MJ ' 2x4 ii 3x8= 2x4 I I a-6-o s-o-o ae SPACING 2-0-0 CSI DEFL (n) (loc) Vdefl PLATES GRIP LOADING(psf) >999 M20 249/190 TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.0 A B >g59 TCDL 7.0 Lumber Increase 1 BC ES WB 0 05 Horz((TBC 0.07 L) 0.00 F n/a Weight 59 lb BCLL 0 0 Rep Stress Ina YES (Matrix) Min Length/LL defl=360 _ BCDL 10.0 Code SBC/ANSI95 LUMBER BRACING spacing, except end TOP CHORD 2 X 4 SYP Not TOP CHORD Sheathed or 6-0-0 on center pur6n verticals. BOT CHORD 2 X4 SYP Not BOT CHORD Rigid ceiling directly applied a 10 t3-0 on center bracing. WEBS 2 X 4 SYP No-3`Except` W32X4SYP No2.W32X4SYP No2 REACTIONS(Ibtsi¢e) H=406/0-3-8,�e�0-5-8 Max Hoa H=168(load ) Max UpliftH=267(load case 4),F=2670oad case 4) FORCES(Ib)-First Load Case Only TOP CHORD A-0=42,B-C=246,C-D=246,D-E=42,13-1-1=364,D-F=36t BOT CHORD G44=22,F-i=22 WEBS Com=47,B-G=155,D-G=155 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph aacaiegory at 1ftcondition I enclosed building of dimensions 60 ft by 0 ft t e�xpisure bottom chord B ad load,1 mi from hurri dead load and 5.0 psf cane oceanline,on an occuparr/category b ASCE ord per load,1 mi f ft end verticals or cantilevers exist,they are not exposd to wind. If porches exist,they are not exposed to wind. The lunberl DOL'mcrease is 1.33,and the plate grip increase is 1.33 3)All plates are W20 plates unless otherwise indicatd. I 4)Provide mech�ical connection(by others)of truss to bearing plate cap isle of withstanding 267 Ib uplift at joint H and 267 Ib uplift at joint F. 5)This truss has been designed with ANSI/TPI 1-1995 criteria_ I LOAD CASE(S) Standard � J_ �S, '1�•zip FL ��= rM E r r ��```• I i russ cuss ype—--- I y=-- EV[LLA�RDENS -- -- i� F03 ROOF TRUSS 2 1 nger cuss, a son , es sDeces, nc. an age 1 0 8 3-5-8 C-11-0 1 0 8 3-5-8 4x4— 7.00 FTT B 3x4 1 3x4 ,- C i I E U4 ii 4x8= U4 ii 1-0 8i 3-5-8 T 6-11-0 7-11 8 1-0-8 358 358 1-08 e se s - CSI DEFL (in) (loc) PLATES GRIP LOADING(psSPACING 2-0-0 Vert(1) 0.00 E >999 wo 249/190 7CLL 20.00 Plates Increase 1.25 TC 0.16 -0.00 E-F >999 TCDL 7.0 Lumber essence ES BC 0.05 I Horrta�)) -0.00 D Na BCLL 0.0 Rep Stress Ina YES WB 0.05 Min Len th/LL deft=360 VV--9 ht:48 Ib BCDL 10.0 Code SBCIANS195 (Matra) I 9 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or dkec on cent-- puri on spacing. BOT CHORD Rigid ceiling drectly applies or 3-3-12 on center bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS 3-8 M c Hodcrz F=94(loaddcaDse 3a Max UpliftF=-109(load case A;,D=109(load case 4) FORCES(lb)-First Load Case Only TOP CHORD A-B=-150,B-C=150 BOT CHORD E-F=O,D-E=0 WEBS B-E=97,A-F=219,C D=2t9,C-E=140,A-E=140 i NOTESi 1)This truss has been checked for unbala:ced loading conditions. 2)This truss has been designed for the wi d loads generated by 100 mph winds at"5 ft above ground level,using 5.0 ps-vp chord dead load and 5.0 ps on I ng,of ensions 60 It 40 ft with osure bottom chord dead load, 1 mi from huntanels or cantilevers exictUthey nape not a ao ed ttottwindenclosed If porches ext exist,they(ire note posed to wind. The C ASCE 7-93 per SBC/ANS195 I end DOL increase is 1.33,and the plate grip increase is 1.33 3)All plates are M20 plates unless otherwye indicated. 4)Provide mechanical connection(by otf-k-s)of truss to bearing plate capable of wit standing 109 Ib uplift at pint F and 1:9 Ib uplift at joint D. 5)This truss has been designed with ANSYfPI 1-1995 criteria. LOAD CASE(S) Standard RK No. 17455 TATE OF 44/ EVUJVGARDEN1 ------ - o cuss cuss ype Y -HALU 38 i KINGPOST 1 1 3005 G1DG s, nc a ane ----- s )66;56i e ranger cuss, a so 6-7-0 7-11 D 3-3-8 �— — -- - 3-3-8 3 3-8 1-4-0 4x4- D 7.00 JT 3x4 3x4 E C T 1 T2 F +n B G 4x7= H 1x4 ii 4x7= 3-3-8 6-7-0 3-3-8 3-3-8 e e s PLATES GRIP � CSI DEFL (in) (loc) Vdefl LOADING(psf) SPACING 2-00 >999 M20 2491190 Plates Increase 1.25 I TC 0.21 Vert(LL) -0.00 H >791 TCLL 20.0 Lumber Increase 1.25 1 BC 0.07 Vert(TL) 0.02 A-B TCDL 7.0 Horz(TL) 0.00 F n1a Weight:32lb BCLL 0.0 Rep Stress Ina YES I WB 0.02 Min Lerxjtt/LL defl=360 BCDL 10.0 Code SBCIANSI95 i (Matrix) BRACING LUMBER TOP CHCRD Sheathed or 6-0-0 on ceor 1G-0-0urlin��nter bracing. TOP CHORD 2 X 4 SYP No.2 BOT CHCRD Rigid ceiling drectly applied X 4 SYP No-2 WEBSBOTCORD 2 X 4 SYP No.3 REACTIONS(Ib/size) B=317/0-3-8,F=31710-3-8 Max Horz6=117(load case 2) Max Uplift6=227(load case 4),F=227(load case 4) FORCES(lb)-First Load Case Only i TOP CHORD A-B=38,B-C=-263.C D=-226,D E-226,E�=263,F-G=38 i BOT CHORD B-H=195,F-H=195 WEBS D-H=73 NOTESpsf s at 15 1)This truss has been checked for unbalanced bading conditions. 5.0 h wind 2)Thrs tr truss has deadbeen load Signed from hwind umcaneaoceds anl ne,to aed n occup100 ancy category Iftca�ditionrl enclosed builds g of dimes or*�by 0 ft with exposure bots✓ b tt:m 7-rd per load,1 mi from If end verticals a cantilevers exist,they are not expose to wind. If porches exist,they are not e.aosed to wind. The lum ri DOL increase is 1.33,and the plate grip increase is 1.33 3)All plates are M20 plates unless otherwise indicated. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 227 Ib uplift at pint B and 227 Ib upfit at joint F. 5)This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard `0%JI uuui/1'� R K 17 4 �. 2T3 0� �� � 0 R%10 R D �. rc i -_ - — -- F onrss �� y ty Dec 3005 G2 ROOF TRUSS s nc. an ageer russ, a sonvi e, 3-3-8 33 8 — 4x4— 7.00 JT B 1 C OF I� E D F 2X4= 1x411 2x4— 3-3-8 6-7-0 3�8 3-3-8 LOADING(psf) SPACING 2-0 0 CSI DEFL (in) (loc) Ydefl PLATES GRIP M20 2491190 TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(t1) -0.03 GD >999 TCI L 7.0 Lumber Increase 1.25 BC 0.38 Vea(TL) 0.00 C Na BCLL 0.0 Rep Stress Ina YES WB 0.16 Horz(TL) /LL deft=360 Weght:24 Ib BCDL 10.0 Code SBC/AN (Matrix) Min Length LBRACING UMBER TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed 6-0-0 on center r 10- -0 o ng- BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceifirg directly applied or 10-0-0 on ceraeer bracing. WEBS 2 X 4 SYP No.3 REACTIONS(Ib/size) A=526/0-5-8,C=551/0-5-8 Max HorzA=-96(load case 2) Max UpliftA=-163(load case 4),C=168(load case 4) FORCES(Ib)-First Load Case Only TOP CHORD A-B=-669,B-C=-669 BOT CHORD A-E=537,D-E=537,D-F=537,C-F=537 WEBS B-D=500 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 100 mph winds at 15 ft above ground osed using 5.0 f di top chord dead bad and 5.0 ps bottom chord dead load,1 mi from hurricane oceanW-c on an occupancy category I,conditi1onnI enc o�'iesr exist,they are not exposed to vnnmensions 60 ft by 40 ft yd The lumber C ASCE 7-93 per SBCIANSI95 If end verticals or cardievers exist,they are not exposed P DOL increase is 1.33,and the plate grip increase is 133 3)Except as shown below,special connection(s)required to support concentrated load(s).Design of con-ection(s)is delegated to the buildng designer. 4)All plates are M20 plates unless otherwise indicated. 5)Provide mechanical connection(by others)of truss to tearing plate capable of withstanding 163 lb uplit:at joint A and 168 Ib uplift at joint C. 6)This truss has been designed with ANSI/TPI 1-1995 citeria. LOAD CASE(S) Standard Except: 1)Regular.Lumber Increase=1.25,Plate Increase=125 Uniform Loads(plf) Vert:A-B=-54.0,B-C=-54.0,A-E=-20.0,D-E=20.0,D-F=20.0,C-F=-20.0 Concentrated Loads(lb) I Vert:D=-228 E=-154 F=-228 2)Wind Left:Lumber Increase=1.33,Plate Increase=l_K Uniform Loads(plf) Vert:A-B=-5.8,B-C=43.0,A-E=-10.0,D-E=12-0,D-F=-10.0.C-F=-10.0 ��r,irniuyr�i I Horz:A-B=-4.2,B-C=53.0 Concentrated Loads(lb) Vert:D=46 E=31 F=46 3)Wind Right:Lumber Increase=1.33,Plate Increase=i 33 Uniform Loads(plf) , 7 Vert:A-13=43.0,B-C=-5.8,A-E=-10.0,D-E=-1_.0,D-F=-10.0,C-F=-10.0 `�/ Horz:A-B=-53.0,B-C=42 4 Concentrated Loads(lb) STATE OF •^' Vert:D=46 E=31 F=46QJ 4)1st Wind Parallel:Lumber Increase=1.33,Plate Incr�e=1.33 �q- Uniform Loads(plf) '.�CC�i x^�1 A Vert:A-B=43.0,B-C=43.0,A-E=-10.0,D-E= .0,D F=-10.0,C F=-10.0 Horz:A-B=-53.0,B-C=53.0 ����i rFR E G '�rrrlllliltir����� 1 Continued on page 2 -- - - Job--- Truss Truss TYPe --- ---- _ DEFIB— --- 3005 G2 ROOF TRUSS 1 1 ranger cuss. a — s c nus es, nc. an age LOAD CASE(S) Standard Except: Concentrated Loads(b) Vert D=46 E=31 F=46 i I I t i I I � i y X38 SEV1L�l�>3ENS - -- o runs cuss ype 3005 HJ3 ROOF TRUSS 1 1 s c r e nus s, 1: an age ranger russ, a sonvr -1-1010 5-5-12 1-10-10 5-5-12 C i F 4.95 FfT E B o G H A 2x4= 5-5-12 5-5-12 L OADINGACING 2-0-0 CSI DEFL (rn) (loc) Udefl PLATES GRIP Na M20 249/190 tes Increase 1.25 TC 0.34 Vert(LL) ON2 A B >202 mber Increase 1.25 BC 0.11 l Vert(TL) -0 C Na p Stress Incx YES WB 0.00 Horz(TL) Wei ht:20 Ib de SBC/ANSI95 (Matrix) Min Length/LL deft=999 9 LUMBER BRACING TOP CHORD Sheathed. TOP CHORD 2 X 4 SYP No t BOT CHORD Rigid ceding directly applied or 5-2�on center brasng. BOT CHORD 2 X 4 SYP No.2 REACTIONS(Ib/size) C=60/0-3-8,B=181/0-7-12,D--5810-3-8 Max HorzB=1870oad case 4) Max UpIdGC 218(load case 2),B=256(load case 4) FORCES(lb)-First Load Case Only TOP CHORD A-13=39,B-E=19,E-F 53,C-F=13 BOT CHORD B-G=O,CH-0, H=0,D-H=0 i NOTES 1)This truss has been designed for the wind loads generated b, 100 mph winds at 15 ft above ground level,using 5.0 psf top chord dead load art:5.0 psf an occupancy cateory 1,condition I enclosed building,of dimensions 60 ft by 40 ft vith exposure bottom chord dead load;1 mi from hurricane oceanline,on g ANSI95 If end verticals or cantilevers exist,they are not exposed to wind- If porches exist,they are not exposed to win:. The lumber C ASCE 7-93 per SBC/ DOL increase is 1.33,and the plate grip increase is 1.33 2)Except as shown below,special connection(s)required to support concentrated load(s).Design of connection(s)is delegated to the building d0.igner. i 3)All plates are M20 plates unless otherwise indicated. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 218 Ib uplift at joint C and 256 Ib uplift at joint B. 5)Ttvs truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) 1)Regular.Lumber Increase=1.25,Plate Increase=125 Uniform Loads(plf) Vert:A-13=-54.0,8-E=-54.0,E-F=54.0,GF=-54.0,B-G=-20.0,G-H=20.0,D-H=-20.0 Concentrated Loads(Ib) Vert:E=181 F=10 G=22 H=14 2)Wind Left:Lumber Increase=1.33,Plate Increase 1.33 Uniform Loads(plf) Vert:A-13=48.8,B-E=43.0,E-F=43.0,C F=43.0,13-G-10.0,G-H=10.0,D-H=-10.0 -E=-53.0,E-F=-53.0.C-F=-53.0 Horz:A B=-58.8,8 Concentrated Loads(lb) Vert:E=-30 F=137 G=-9 H=-27 ``ixUrrri 3)Wind Right:Lumber Increase=1.33,Plate Increase=1.33 �``G`PRK•i�F�,,� Uniform Loads(plf) - 6 Vert:A-B=79.4,B-E=12.4,E-F=12.4,C-F=12.4,B-r= 10.0,G-H=10.0,D-H=-10.0 t F I CA-. , Horz:A-13=-89.4,B-E=-22.4,E-F=-22.4.C-F=-22.4 �1 r�;••�9 '_ Concentrated Loads(lb) �' I• Vert:E=-30 F=137 G=-9 H=-27 - 4)1st Wind Parallel:Lumber Increase=1.33,Plate Increase=l_ , �•• 3A cC Uiform Loads(pl) C10.0,G_ __10.0,D H=-10.0 44/ Vert:A-B=79.4B-E=43.0,E-F=43.0,C-F=43.0,B- Horz:A-B=89.4,B E=53.0,E F=-53.0.C F=-53.0 ,S 1. .5��•� ��`� Concentrated Loads(lb) Vert:E=-30 F=137 G=-9 H=-27 o russ 1 mss ype _---- 77, 3005 HJ7 ROOF TRUSS 1 I ranger russ, a sonvi e, S ec � e us nes, nc. an age -1-10-10 5-1-10 9-10-13 1-10-10 5-1-10 4-9-3 D 4.95 FIT 3x4-- J C W1 H o B R - 1�I i oA K L G M 3x5- U4 ii 3x4 5-1-10 9-10-13 5-1-10 4-9� SPACING 2-0-0 CSI DEFL (n) poc) I/defl ETES GRIP LOADING(psf) >999 TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.04 F-G >287 TCDL 7.0 I Lumber Increase 1.25 BC 029 Vert(TL) -0.01 A E n/a BCLL 0.0 Rep Stress Incr YES WB 028 Min HorzLen)Length/LL deft=240 Weight:44 Ib BCDL 10.0 Code SBC/ANSI95 (Matrix) g — LBRACING UMBER TOP CHORD 2 X 4 SYP Not TOP CHORD Sheathed or 6-0-0on center sparing. BOT CHORD Rigid ceiling directly applied orr 0- sparing.-8 on center bracing.BOT CHORD 2 X 4 SYP Not WEBS 2 X 4 SYP No.3 REACTIONS(Usize) D=148/0-3-8,B=35510-7-12,E=295/0-3-8 Max Hoa B=284(load case 4) Max UpliftD=-190(Ioad case 2),13=391(load case 4),E-208(load case 4) FORCES(lb)-First Load Case Only TOP CHORD A-B=39,B-H=-5321 H-1=586,GI=523,C J--84,D-1=47 BOT CHORD B-K=507,K-L=507,G-L=507,G-M=507,F-M=507,E-F=0 WEBS C-G=145,C-F=564 NOTES chord dead load and 5.0 psf 1)This truss has been designed for the wind loads generated by 100 mph winds at 15 ftce a9r�eosed builds g,o�r5rnensions 60 ft by 40 ft with exposure bottom chord dead load,1 mi from hurricane oceanline,on an occupancy,category C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist,they are not exposed to wind. If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip increase is 1.33 2)Except as shown below,special connection(s)required to support concentrated load(s).Design of connection(s)is delegated to the building designer. lift at 3)All plates are M20 plates unless otherwise indicated. 4)Provide mechanical connection(by others)of truss to bearing plate capable of yvithstandirg 190 Ib uplift at joint D,391 Ib uplift at joint B and 208 Ib up Joint E- 5)This truss has been designed with ANSUTPI 1-1995 criteria. t LOAD CASE(S) I 1)Regular Lumber Increase=125,Plate Increase=1.25 Uniform Loads(plf) Vert A-B=-54.0,B-H=-54.0,H-1=54.0,C-1=-54.0,C-J=54.0,D-J=54.0,B-K=-20.0,K L=20.0,G-L=-20.0, G-M=-20.0,F-M=-20.0,E-F=20.0 Concentrated Loads(lb) Vert:H=181 1=10 J=119 K=22 L=14 M=-54 2)Wind Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=48.8,B-H=12.4,H-1=12.4,C-1=12.4,C-J=43.0,D-J=43.0,B-K=-10.0,K L=10.0,G L=10.0, I G-M=-10.0,F-M=-10.0,E-F=10.0 Horz:A-B=-58.8,B-H=22.4,H-1=-22.4,C-1=-22.4,C-J=53.0,Dmf=53.0 , Concentrated Loads(lb) ``� •�l F l C '�% Vert-H=-30 1=137 J=275 K=9 L=27 M=-47 J�`0� .•P �l•• 13)Wind Right:Lumber Increase=1.33,Ptate Increase=1.33 _ Uniform Loads(plf) Vert:A-B=79.4,B-H=43.0,H-1=43.0,C-1=43.0,C-J=12.4,D-J=12 4,B K=-10.0,K L=-10.0,G L=10.0, p/ � G-M=-10.0,F-M=-10.0,E F=10.0 'STATE 53.0,H-1=-53.0,C-1=-53.0,C-J=22.4,D-J=22.4 Horz:A-B=89.4,B H= I Concentrated Loads(lb) Vert:H=-30 1=137 J=275 K=-9 L=-27 M=-47 ,�`,/ �.�•7 � �� `� 4)1st Wind Parallel:Lumber Increase=1.33.Plate Increase.=1.33 Continued on page 2 — nus cuss ype - 3005 HJ7 ROOF TRUSS 3 1 er russ, a s i e us es„ a an age LOAD CASE(S) Unrform Loads(ptt) Vert:A-B=79.4,£-H=43.0,H-1=43.0,GI=43.0,C-J=43.0,D-1=43.0,B-K=10.0,K-L=10.0,G-L=10.0,G-M=10.0.F-M=10.0,E-F=10.0 Horz:A-B=-89.4,B-H=-53.0,H-1=-53.0,C4=53.0,C-J=53.0,D-J=53.0 Concentrated Loads(Ib) Vert:H=30 1=137 J=275 K=9 L=27 M=-47 I I I I I i i 1 I i I I I I i i I i i