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Home My WebLink About162 Crown Colony Way 03-2200ts"". , ( . PERMIT ADDRESS CONTRACTOR ADDRESS Maronda Homes 1 101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 PHONE NUMBER CRC 058496 PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTO MECHANICAL CONTRACT( PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION PERMIT 4b3dj'aolm- DATE IV Aot O'O3 PERMIT DESCRIPTION %S ev PERMIT VALUATION w) SQUARE FOOTAGE a CERTIFICATE OF OCCUPANCY I COMPLETION This is to certify that the building located at 162 CROWN COLONY WAY for which permit 03-00002200 has heretofore been issued on 6/24/03 has been completed according to plans and specifications filed in the office of the Bui ding Official -rior to the issuance of said building permit, to wit asp complies with all the building, plumbing, ectric zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes DATE APPROr DATE BUILDING: FIRE: Finaled Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In �a a3 c3 M. ,.�o, Lines In Meter Sewer Set Tap Reclaimed Water T ENGINEERING: Drainage Maintenance Bond \ l PUBLIC WORKS: Street Name Signs Storm Sewer Street Work Street Paved Street Lights Driveway FEES PAID DESCRIPTION DATE WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 6/24/03 01-APPLCTN FEE -BUILDING 6/24/03 01-APPLCTN FEE -MECHANIC 6/24/03 01-APPLCTN FEE -PLUMBING 6/24/03 02-ENGNG DEVLPMT FEES 6/24/03 01-FIRE IMPACT - RESIDENT 6/24/03 01-LIBRARY IMPACT FEE 6/24/03 01-OPEN SPACE 6/24/03 AMOUNT 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 No APPROVAL PAGE: 3 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 162 CROWN COLONY WAY for which permit 03-00002200 has heretofore been issued on 6/24/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-PLAN ALTERATIONS 7/09/03 35.00 01-POLICE IMPACT - RESID 6/24/03 91.93 01-RADON GAS TAX FEE 6/24/03 13.33 01-ROAD IMPACT FEES 6/24/03 847.00 01-RECOVERY FD/CERT. PGM. 6/24/03 13.34 01-SCHOOL IMPACT FEE 6/24/03 1384.00 WD IMPACT:SINGLE FAMILY 6/24/03 650.00 SD IMPACT:SINGLE FAMILY 6/24/03 1700.00 OWNER BUI OFFICIAL DATE 11 CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: d PERMIT #: o��- as ADDRESS: CONTRACTOR: PHONE #: LA01- y`1 J ��7 ��v 71• �i--�1G� The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. /��ngineering OK O.56�Lr67 i2lzz1o� Public Works Utilities OFire i1 I A - ❑Zoning a ) r� OLicensing j'\ 1 4 CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) ++ ` U b I?_ cr r.A c ke CA w ; i.ti i O CAcx-�.n CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTIOl �Y - UTILITIES bE�T• �:I•x��:.ti ty ° i9 l To utility Inspector ----------- **** SINGLE FAMILY�R�S7LC-£* - INIzlA1S DATE DATE: \ � -\`i -03 PERMIT #: ADDRESS: \\,n CONTRACTOR: Inspector's final j----------------- Ltility Insp Water a----- ----------- f[�Ef Clearance -Sewer ----- -------------- FDEF' Clearance ------------------- ices Easements tAainienance - _ other __-1 � City en+ Bond (10% - 20------------------- ------- -- ----- --r--- - -- ----- -- PHONE #: y(j1- Ln J -Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ❑Engineering OPublic Works tilitie CONDITIO O Fire L I A - ❑Zoning 0 ) A OLicensing j'\ 14 : (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) �'gi1-= I Gvfl 4- tv)o 36"g ell) CERTIFCATE OF OCCUPANCY innOIJPC� REQUEST FOR FINAL INSPECTION . **** SINGLE FAMILY RESIDENCE**** DATE: \ a - \: i -C) 3 PERMIT #: G:-�- aa� ADDRESS: \�n CONTRACTOR: PHONE #: LAO-) - L-i`1 J a W The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. 7—,Engineering ublic Wo O Utilities ❑ Fire r� � 1�- ❑Zoning OLicensing n 14 CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL 1S CONDITIONAL) 19 AYONE ING'. • LAND SURVEYORS 300• COUNTY ROAD 427 5OUTH LONOW000, FLORIDA 32750-5499 TELEPHONE: (407) 630-9060 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Address: 162 Crown Colony Way Legal Description: Lot 41, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 41 CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). :,;mnick F. av,,L,, Flori'& Surveyor & Mapper Reg. No. 2005 I-icenscrt Business Number 5073 Date Fieldwork Completed 9-24-2003 W.O. # 2003-10842 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE Read the instructions on canes 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insuranoe Company Use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 162 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 41 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: ❑ GPS (Type): ( W - ##' - ##.##" or ##.#t f#°) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bt. NFIP COMMUNITY NAME & COMMUNITY NUMBER 82. COUNTY NAME B3. STATE CROWN COLONY 1120294 SEMINOLE FL B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREVISED DATE B8. FLOOD ZONE(S) (Zane AO, use depth of flooding) 12117C 0045 E 4117195 4H7195 X B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ AS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): 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 Lased on: ❑ Construction Drawings' ❑ Building Under Construction' ❑ Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building 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-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3: a� 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 1929 Conversion/Comments WA Elevation reference mark used NIA Does the elevation reference mark used appear on the FIRM? [:]Yes ❑ No X a) Top of bottom floor (induding basement or enclosure) ft.(m) o b) Top of next higher floor _. _ft.(m) U) a o c) Bottom of lowest horizontal structural member (V zones only) o d) Attached garage (top of slab) _. _ft.(m) _. _ft.(m) 00 E 1 o e) Lowest elevation of machinery and/or equipment `L servicing the building (Describe in a Comments area) ft.(m) X 0Lowest adjacent (finished) grade (LAG) ft. m z' 0 o g) Highest adjacent (finished) grade (HAG) _. _ft.(m) 0 N o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade d J o i) Total area of all permanent openings (flood vents) in C3.h _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. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. CERTIFIER'S NAME LICENSE NUMBER TITLE COMPANY NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding infomtatlon from Section A For Insu6noe Company use: BUILDING STREET ADDRESS (Indudemg Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO, Policy Number CfTY STATE ZIP CODE Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenVoompany, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT SIFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(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.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, 'rf available). E3. For Building Diagrams 6-8 with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is _ fL(m) _in.(c m) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, 4 available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the oommunitys floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B. C, and E are coned to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZJP CODE 1101 NORTH KEI I ER ROAD, SURE F ORLANDO FL 32810 SIGN4TURE DATE TELEPHONE /49/C.103 407-475.9112 ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the oommunitys floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable Rem(s) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA4ssued or communityissued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER I G5. DATE PERMIT ISSUED I G6. DATE CERTIFICATE OF COMPI-MCE/OCCUPANCY ISSUED G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _. tt.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: — _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions CITY OF SANFORD JUN 2 7 2003 CITY OF SANFORD RECEIVED REVISION (CHANGES TO BUILDING PLANS TO PERNUTS ALREADY ISSUED) PERMIT NUMBER: ADDRESS: 162 Crown Colony Way CONTRACTOR: Maronda Homes Inc., of Florida CONTRACTOR FAX: 4 0 7- 6 6 7- 0 8 5 3 DATESUBMITTED: Wednesday, June 18, 2003 INFORMATION SUBMITTED (SHORT DESCRIPTION) ATTACHED PLEASE FIND REVISED SITE PLAN AND ELEVATION CERTIFICATE FOR YOUR REVIEW AND APPROVAL. RICH FOXX BUILDING OWNER'S NAA MAZWPA BUILDING STREET ADDF /(o Z Cieowx CITY SAMFo2D PROPERTY DESCRIPTIC L oT ,41 , Ceo FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Important: Read the instructions on pages 1 - 7. SECTION A - PROPERTY OWNER INFORMATION Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE and Block Numbers, Tax STATE etc.) BOX NO. F L O.M.B. No. 3067=0077 Expires December 31, 2005 For Insurance Company Use: Policy Number Company, NAIC Number ZIP i �n yVE= �yi�►IYd'c) /p/ r /tl- /t1. SE/�7/NODE COdNT1�J �L BUILDING USEI(e g Residential Non residential, Addltion, Acc ssory, etc. Use WComments area, J necessary.) reCSl D C-',kJTiHg L LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM. ( ##° - ##' - ##.##' or ##.#####°) L_I NAD 1927 LJ NAD 1983 SOURCE: iJ GPS (Type.): IJ USGS Quad Map I I Other SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE E/✓I NDLE GdUN / Zo Z l&o) CM/NOL FL , EZ11jr- Sv. MAP AND PANEL B5. SUFFIX Bi5. FIRM INDEX B7. FIRM PANEL B8. FLOOD B9. BASE FLOOD ELEVATIONS) S ( NUMBER DATE EFFECTIVEIREVISED DATE ZONE 0040 E ) (Zone AO, use depth of flooding) 4.-��-�s-/ -%� 38 B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. Eq6iNEE,ein/b i��n1S AYi►fgpv�^/ LJ FIS Profile I_j FIRM 1-1 Community Determined J�Js Other (Describe): EW&AleeAW& 407 - G Z9 - 8 330 B11. Indicate the elevation datum used for the BFE in B9: Z NGVD 1929 1_1 NAVD 1988 1_1 Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? �_� Yes No Designation Date: N 1 A SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 14construction Drawings' L-lBuilding Under Construction' 1_1Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number I (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, V1430, V (with BFE), AR, AR/A, AR/AE, AR/Ai-A30\AR/AH, AR/AO Complete Items C3.a-i below according to the building diagram specified in Item C2. State the datum used. If thb 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 WND I°129 Conversion/Comments M A Elevation reference mark used IJ! p Does the elevation reference mark used appear on the FIRM? 1. Yes No ❑ a) Top of bottom floor (including basement or enclosure) 4 3 , 3 � ft.Qgj ❑ b) Top of next higher floor NfA _ ft (m) CLo,eIDri LAUD SveyEYO ❑ c) Bottom of lowest horizontal structural member (V zones only) NJg T ft.(m) o o FIND MAPPER N . ZOOS ❑ d) Attached garage,(top of slab) /y(1/) __ _ ft.(m) E c ❑ e) Lowest elevation of machinery and/or equipment u, m servicing the building (Describe in a Comments area.) Al — ft (m) 6 ❑ 0Lowest adjacent (finished) grade (LAG) Z ft z N ❑ g) Highest adjacent (finished) grade (HAG) Z .� ft / c POMIMICK E. CAvoNE ❑ h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade FJ R ""`( ID - Z , 200 3 ❑ i) Total area of all permanent openings (flood vents) in C3.h 041�_ 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. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code Section 1001 CERTIFIERS NAME TITLE Om' 4l G F. C,9 VoAjI5 LICENSE NUMBER l�IO 0005 &F S/ Oc./r COMPANY NAME -- oo s00 7`i c SIGNATURE FEMA Form 8 -31, January A V0A1i5, 1 NC &-Z3-Zoo reverse side for continuation. 327so '07- 8?30-90 80 Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information. from Section A. For Insurance Company Use: BUILDING STREET ADDRES$ (Including Apt., Unit, Suite and/or Bldg. No.) OR P.O. ROUTE AND,BOX NO. Policy Number /& Z C20 LO IV 0 W10f STATE • ZIP CODE Company NAIC Number CITY FL 3 A o SECTION D - SURVEYOR,' ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS /��1 r_ �1111 111 CI FveTInN INFORMATION NOT I_] Check here If attachml FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1. through E5.If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. Ell. Building Diagram Number (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.) E2. The top of the bottom floor (including basement or enclosure) of the building is I_L_I•ft. (m)1_I-1 in. (cm) I-1 above or 1_I below (check one) the highest adjacent grade. (Use natural grade, if available.) E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is 1_1_1 ft. (m) I —I —tin. (cm) above the highest adjacent grade. Complete Items C3.h and C3-i on front of form. E4. The lop of the platform:of machinery and/or equipment servicing the building is 1-1-1 ft. (m)1_1_1 in. (cm) I-1 above or 1_1 below (check one) the highest adjacent grade. (Use natural grade, if available.) E5. For Zone AO only: If.,no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? I I Yes I I No I I Unknown. The. local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C33 only), and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE .Y SIGNATURE DATE TELEPHONE COMMENTS I I Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B. C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. 1_1 The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. I —I A community bfficial completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. L_I The following information (Items G4-Gg) is provided for community floodplain management purposes. G4. PERMIT NUMBER. G5. DATE PERMIT ISSUED I. G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for: 1_1 New Construction I -I Substantial Improvement G8. Elevation of as lowest floor (including basement) of the building is: — ft. m Datum: Gg. BFE or (in Zone AO) depth of flooding at the building site is: __ _ ft. (m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE DATE SIGNATURE COMMENTS Check here if attachments L OT PLAN for. MARONDA HOME5. Ih+C. SCRIPTION: LOT 41, CROWhj COLONY SUBDIVISION ORDED IN PLAT BOOK 6 I PAGE(5) 76 �thly M PUBL.IC RECORDS 5EMINOLE COUNTY, FLORIDA TRACT 0E' scALE P- 20' CONSERVATION AREA `°p � 41.00 _ 5890155 2"W 64.10' "� 4 16' D.E. 4/•O a s' l a 20' GRAPHIC9CALE------------ — — — 41.0 N v m N LOT 40 16.0' co A2•ZD p OONC. PATIO 0 _ 11.00, A� 9 Un 40.00' w MODEL: O NBUKY -rwSTORY • I (3-2) WITti LOFT S zz FINI5HED FLOOR O ELEVATION -43.38 O v a S b DRAINAGE TYPE :' B' Q 0 9 WITti 10' x 18' O 1 PATIO I.oa 0 w 8 0 3' 0 0 z 4I �9 14.34' 16.a • BUILDING SETBACKS CONCRETE FRONT: 25' DRIVE REAR: 20' / SIDE: Z5' SIDE STREET: 20' / • ��i BUILDING LINE. 60, �9 LOT 41 CONTAINS '� (, 90�• v 9,655 SQUARE FEET/0.222 ACRES FLOOD CER71RCA77ON VZ`TLti BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE /� _ �8 ' Oh RATE MAP, THE STRUCTURE �� TY) HOU100 YEAR N HEREON DOES NOT LIE AREA. THEHAZARDOD 4 CROWN THIS STRUCTURE LIES IEESS IN ZONE 'AEA". COMMUNITY PANEL N0. 120289 0040E I l/ COLONY WAY EFFECTIVE DATE. APRIL 17. 1995 MAP REVISION DATE: ' V (SUBJECT l0 CHANGE) \S� NOTES: 1. BEARINGS ARE BASED ON THE EASTERLY LINE OF LOT 41 BEING NOO-07.46•W. 50.00' RAD0 33.60' 9. 2. ELEVATIONS AND LOT DRAINAGE TYPE SHONN HEREON w U Q POINTI N89°48'06'E � ARE BASED ON SITE ENGINEERING PLANS FOR THE PRO.E•CT, Q Z (NOT RADIAL) i 3. BUILDING TIES ARE TO FOUNDAnON. . z 4. PLOT PLAN ONLY, LOT HAS NOT BEEN STAKED ~ a LOT IN THE FIELD. 42 THIS IS NOT A SURVEY. 'HE UNDERSIGNED AND CAVONE. INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS To THE INFORMATION REFLECTED HEREON CERTAIN/NC i0 EASEMENTS, RIGHTS OF WAY, SETBACK LINES AGREEMENTS AND OTHER TEFLECT OR SET FORTH ALL SUCH NATTERS. SUCH INFORMATION SHOULD BE MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIATIONS/LEGEND: NO. -NUMBER P.T,-POINT OF TANGENCY R.-RADIUS P,I,-POINT OF INTERSECTION CFI, -CHORD P,G-POINT OF CURVATURE. CONC-CONCRETE L.S.-LAND SURVEYOR O.R-OFFICIAL RECORDS WC.- WALL EASEMENT F.E.-FEN CE EASEMENT P,R,C.-POWT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT ARC -ARC LENGTH L.B.-LICENSED BUSINESS CENTERLINE A/C -AIR CONDITIONER PAD P,CC-POINT OF COSEPOUNO CURVATURE U.E.-UTILITY EASEMENT CH,BRG- ORD BEARING S&U.E.-SIDEWALK & UTILITY EASEMENT D.U.�SE.-DRAINAGE, unurY pOELTA (CENTRAL ANCLE) D-&U,E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT r v� �l 1 �l A !,O 7� E INC. THIS SURVEY NOT VALID UNLESS EMBOSSED TURF AND RAISED SEAL OF FLORIDATHE LICENSED A FLLICENSED SURVEYOR AND MAPPER / • REVISION DATE DRAWN LAND SURVEYORS AND MAPPERS 3DO SOUTH RONALD REAGAN BOULEVARD LONGWOOD, FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 ' DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 1 6-9-2003 1 CB 0T by NEIL :ADD nLE:CROMNGDL4I.DNG W.0.2003-7438 Eo Lopy Offic BUILDING STREET A /ttoZ. nao CITY SAMFOP-D PROPERTY DESCRII LoT 1 l BUILDING USE (e.g., zo-Sl D EA)TJ LATITUDE/LONGITUI FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD'INSURANCE PROGRAM ELEVATION CERTIFICATE mportant: Read the instructions on pages 1 - 7 SECTION A - PROPERTY OWNER INFORMATION . Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. TION (Lot and Block Numbers, Tax F Jeol.✓A/ COLonlV ,,5L) D1 df 5 tesidential, Non-residential, Addition, 9TLL STATE L area, O.M.B. No. 3067=0077 Expires December 31, 2005 For Insurance Company. Use: ZIP 3Z SOURCE: LJ GPS (Type): LJ USGS Quad Map Li Other SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 131. NFIP COMMUNITY NAME 8 COMMUNITY NUMB=RB2_,C16UNTY NAME B3. STATE odivI Za Zg�CMINOL L B4. MAP AND PANEL B5. SUFFIX B6. FIRM INDEX B7. FIRM PANEL 68. FLOOD B9. BASE FLOOD ELEVATIONS) NUMBER DATE EFFECTIVE/REVISED DATE ZONE S 7-C 004O E ( ) (Zone AO, use depth of flooding) . B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. Ei461A1EE-C11V6 �F1n/5 �Yi►J�4dv�^/ I__I FIS Profile I_I FIRM 1_1 Community Determined 1Z&J Other (Describe): CA_(&A1C- ff A1& 4y7 - G z9 - 8 330 1311. Indicate the elevation datum used for the BFE in 139: JCS( NGVD 1929 JJ NAVD 1988 .1_1 Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? �� Yes J�j No Designation Date: #41A 003' &Z8I SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ' Construction Drawings' XBuilding Under Construction' JJFinished Construction "A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number _I (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-V30, V (with BFE), AR, AR/A, AR/AE, AR/Al -A30\AR/AH, AR/AO 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 N(IUD 10)'19 Conversion/Comments 04 A Elevation reference mark used NIp Does the elevation reference mark used a ❑ a) Top of bottom floor (including basement or enclosure) 43 � flPPear on the FIRM? �_I Yes No ❑ b) Top of next higher floor �fA _ 0 R0P-I PA LA 0J> 5v�'YEyoK ft ( O c) Bottom of lowest horizontal structural member (V zones only) Il ft.(m) ° m A ND ILIA PPER 1 . Z 00 ry ❑ d) Attached garage.(top of slab) ft ;; ❑ e) Lowest elevation of machinery and/or equipment E m � "I servicing the building (Describe in a Comments area.) IN1 A _ _ c. ~ ❑ f) Lowest adjacent (finished) grade (LAG) 2 ❑ g) Highest adjacent (finished) grade (HAG) g� ft" m P°^? i NIGK F. Cfi V o N E 1 ft•(i?v� O h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade. • 3tJ (} fl ❑ i) Total area of all permanent openings (flood vents) in C3.h N�_ sq. in. (sq. cm) J 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. l certify that the Informatior. In Sections A, B, and C on this certiricate represents my best efforts to interpret the data available. I understand that any false .statement may be punishable by fine or imprisonment under 18 U.S. Code Section 1001 CERTIFIER'S N.--\.%,FE- LICENSE NUMBER TITLE JOfrl/IJ1 ;. . C oNE "0 2006 PCxe 5/vEA✓T- COMPANY NAME GAVOA/ ADDRESS E rNc. ?00 �J] 8 4'aNH 'D K45AZ119 J BLV . CITY L AI WL17G . STATE ZIP CODE SIGNATURE FL • 32750 DATE TELEPHONE 407- 630-90 00 FEMA Form 8 -31, January 2003�• See reverse side for continuation. Replaces all previous editions Number MUK14UNTAL DATUM: LI NAD 1927 Li NAD 1983 IMPORTANT: In these spaces, copy the corresponding Information. from Section A. For Insurance Company Use: BUILDING STREET ADDRESSS (Including Apt., Unit, Suite and/or Bldg. No.) OR P.O. ROUTE AND,BOX NO. Policy Number ZIP CODE Company NAIC Number CITY STATE�L 3 AoJ o SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1),community official, (2) insurance agent/company, and (3) building owner. COMMENTS here if I SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (Without BFE), complete Items E1. through E5. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number (Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If rib diagram accurately represents the building, provide a sketch or photograph.) In. cm above or _ below E2. The top of the bottom floor (including basement or enclosure) of the building is l��l ft. (m) I_I_I ( ) IJ I (check one) the highest adjacent grade. (Use natural grade, if available.) E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is 1_I_1 ft. (m) 1-1-1in• (cm) above the highest adjacent grade. Complete Items C3.h and C3.i on front of form. E4. The top of the platform'of machinery and/or equipment servicing the building is Iin. ft• (m) 1_I_I ( ) 1—I above or_below (check one) the highest adjacent grade. (Use natural grade, if available.) E5. For Zone AO only: If,no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's flood lain mana ement ordinance? Yes No I I Unknown. The. local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are correct to the best of my knopwied e. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME CITY STATE ZIP CODE ADDRESS SIGNATURE DATE TELEPHONE COMMENTS \ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Gi. I_J The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data,in the Coinments area below.) G2. lJ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or 7_ona AO. G3. (_I The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER. G5. DATE PERMIT ISSUED ___VG6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for'. 1_1 New Construction J Substantial Improvement ft. (m) Datum: _ G8. Elevation of as -built lowest floor (including basement) of the building is: ft. (m) Datum:G9. BFE or (in Zone AO) depth of flooding at the building site is: — LOCAL OFFICIAL'S NAME TITLE TELEPHONE COMMUNITY NAME — DATE SIGNATURE COMMENTS --- — Check here if attachments RPnlaces all Drevious editions Mt, I "A , CITY OF SANFORD PERMIT APPLICATION Permit #: IL� — J 2RJ Date: June 13, 2003 Job Address: 162 Crown Colony Way Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $97,788.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement _ New X (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2 6 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 33-19-30-5QS-0000-0410 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: 4L07) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 6/13/03_ Signature of w c AAgent Date Russell Keith Summers caner/Agent's Name I�X26/13/03_ Si ure of Notary -State of Florida Date `tor rtoP DEBBIE TIME NOTARY o MY Comm Exp. 2/5/05 N Pueuc No. CC 999378 Owner/Agent is _X_ Personally Known to Me or Produced ID 6/ 13/03 Signatu of Con for/Agent Date Russell Keith Summers P ' Contractor/Agent's Name 13/03 Signature f Nota -State of Florida Date Of rt DEBBIE TIME ♦4 Op RNOTARY o My Comm Exp. P/5/05 Pueuc No. CC 999378 Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg:'Zoning: (Initial & Date) (Initial & Date) Utilities: FD: (Initial & Date) (Initial & Date) Special Conditions: 09, kJ �e ..i .i •1-.1 U 1 CITY OF?SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: J_� Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: ____Maronda Homes Inc., of Florida 41 ____ Address of Job: AWL Electrical Contractor: Residential: DANIEL G. PTJGLISI Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service i .SO 3pp New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: $10.00 TOTAL DUE: ys, Do By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. App ' ?s�ign�ture _0001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: (!*!�-)- d D co Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 162 Crown Colony Way Lot: 41 Panel: 7 Mechanical Contractor: GARY CARMACK Residential /_ Non -Residential Amount I Nature of Work: Job Valuation: 10.00 AL DUE: By signing this application, I am stating that I am in complianc with City of Sanford Mechanical Code. �y Applicant Signature CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: c), 2) -d�)ov Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: __—_162_Crown C01QD [ Wa)L___—____—Lot_ 41_ Panel: 7 Plumbing Contractor:-------WILLIAM T. SELF -------------------------------- -------- Residential: _ V _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: $52.00 One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applica/VsSign re CFC057039 ----------- -------- ---------- State License Number L�aronda Homes AN EASILY OBSERVABLE BETTER VALVEI 1101 NORTH KEL/_ER ROAD, SUITE F • ORLANDO, FwRiDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑x CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at: CROWN COLONY Lot: 41 162 Crown Colony Way. RUSSEL IT SU ERS, CRC058496 MARONDA HOM S, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 10th day of MARCH, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. `�OF l�Oq DEBBIE TIME OTARv o My Comm Exp. PJ5/05 aueuc No. CC 999378 Personally Known 1109w I.D. NOTARY PUBLIC C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc Ioil 1111111111011111UIUIN11IN1111111111111110111111111 14ARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04828 PG 0046 CLERK'S # 2003083697 RECORDED 05/16/2003 12:00:01 PM RECORDING FEES 6.00 RECORDED BY G Harford i cl` On I. o°a U y1� W W4 JA M � S j LU008 o" pi.�-lo NOTICE OF COlu AUNCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA PARCEL NUMBER: 33-19-30-5QS-0000-0410 COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 41 162 Crown Colony Way: . Subdivision: CROWN COLONY General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road Suite F. Orlando FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road,'Suite F. Orlando FL 32810 (Name and address) SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America. NA, 750 S. Orlando Ave. #102 Winter Park FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kamaf Title, 200 W. 1" St., Sanford FL 32771 Fax: 407-330-5062 Phone: (407) 322-9484 , In addition to himself, Owner designates (Name and address) provided in Section 713.13(2), (b), Florida Statutes. rT to receive a copy of Lienors Notice as Expiration Date. of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date is specified.) RUSSELL KE H MERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this day of aAtIli ln� Notary Public I0--*iP14V4-1J0thwI.0. DEBBIE TIME MY COMM EXP. Y/�1o5 EC 999378 , 2003. MAY 16 2003 CRTIHED COPY MARYANNE MOR9E CLERK OF CIRCUIT COURT f MI VNM FLORld CLERK PLOT PLAN for. MARONDA HOME5, INC. DESCRIP110N: _ LOT 41, CROWN COLONY 3UBDIVI3ION RECORDED IN PLAT BOOK G PAGE(S) 7G th►u 76 PUBLIC RECORDS OF SEMINOLE COUNTY. FLORIDA scALe 1•- 20' TRACT ' E' TRACT AREA 589015'52"W 64.10' 41.00 a 51 1a za 41.0 IG D.E. GRAPHIC SCALE — — — 41.0 — — — — — — — — — — — — FLOOR SLAB ELEVATION MUST BE 1611 At' %. j` ROW � LOT 40 OF ADJACENT ROAD UNLESS OTHERWISE APPROVED co Ie.a N A2• b CONC. PATIO C N 2 A` 9 1 1.oa th C) 40.00' MODEL: 5UN5URY' I' 9 TWO STORY . (3-2) WITH LOFT w ... FINI5HED FLOOR 0 Z O ELEVATION -43.38 o ~ 2 b DRAINAGE TYPE.' B' O a a q WITti I O' x I& PATIO 1 1.oa Z � O O o 0 Z A1,1g 14.34' l i BUILDING SETBACKS D FRONT: 25' / / REAR: 20' SIDE: 7.5' *!� SIDE STREET: 20' BUILDING LINE: 60' / 8 �94 LOT 41 CONTAINS 9,655 SQUARE FEET/0.222 ACRES +/- / a �h •V FLOW CERMCAnON �`� ,. Q. . BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE 8 ,. V, �N RATE MAP, THE STRUCTURE SHOWN HEREON DOES NOT LIE WITHIN THE 100 YEAR FLOOD HAZARD AREA • CROWN vw I� COMMUNITY PANE'N 120 COLONY WAY B9 0040 E EFFECTIVE DATE: APRIL 17. 1995. I V m MAP REVISION DATE: (SUBJECT TO CHANGE) 3y Q U I NOTES: iL so.00' 0 1. BEARINGS ARE BASED ON THE EASTERLY LINE OF LOT 41 BEING NO0ti7'46'W. w RADIL15 33.G0' *i POINT 'O 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN U N8904&O 86�E �O HEREON ARE BASED ON SITE ENGINEERING Q I NOT I j PLANS FOR THE PROJECT. 3. BUILDING TIES ARE TO FOUNDATION. 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED ~ p LOT 42 IN THE FIELD. THIS IS NOT A SURVEY. THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS: AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREWA 710NS/LEGEND: P.T.-PANT OF TANGENCY OF INTERSECTION CONC-CONCRETE W.E.- WALL EASEMENT F.E.-FENCE EASEMENTP.I.-POINT L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT KNBLER DP.C.-POINT OF CURVATURE ENGTH L.B.-LICENSED BUS1NE55 O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT CH.BRG- ORDBEARING SBU.E.-SIDEWALK UTILITY EASEMENT O.U.RSE.-DRAINAGE, UTILITYRLINE A/C -AIR CONDITIONER PAD &DELTA ?CE AL ANGLE) DAU.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT %� A VONE, INC. LAND SURVEYORS AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD, FLORIDA 32750-5499 TELEPHONE (407) 830-9080 �' T . FAX No. (407) 339-3636 THIS SURVEY NOT VALID UNLESS EMBOSSED A SEAL OF 'TN FL THE DA LICENSED TURF AND R/JSURVEYOR A FL f0A LICENSED SURVEYOR AND YAPPER REVISION DATE DRAWN DOMINICK F. CAVONE - PRESiDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 UCENSED BUSINESS NUMBER L.B.5073 I PLOT PLAN 6-9-2003 CB LOT by NEIL CARD nLE:CROWNCOL4I.DWG W.0.2003-7438 CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 41 Subdivision: CROWN COLONY Property Address: 162 CROWN COLONY WAY ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 0 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: ❑x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 0 b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F.S. 553, Part 5). O c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. O d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. ❑x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. M h. Square footage table showing footages: Garages/Carports 420 S.F. Porch (s)/ Entry(s) 26 S.F. Patio(s) S.F. Conditioned structure 2,223 S.F. Total (Gross Area) 2,669S.F. O 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). O 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. ❑x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Friday, 3une 13, 2003 SIGNATURE: (By Owner or Authorized Agent) COUNTY OF C[MINOL[ IMPACT FEE STATEMENT' ISSUED DY CITY OF OANFUKD OTATEM]NT NUMBER 103-75542 DATE: BUILDING PERMIT NUMBER 0000 (C COUNTY NUMBER: __________ UNIT ADVRESS: �� _______----_-_----------'----_-_-_'—� TKAF�IC Z��o�� - Ji��I��ffX�: ---- ��- ��v� [�EC: T PARCEL:- Now �. /�^� SUDDIVICIO:,I: TRACT: -- / ' -----/~�-�l�� -------------------- �/� PLAT BOOK: /� /_ PLAT 6O�� PAGE:'&�� BLOCK: LOTx OWNER NAME: ADDRE6S: <�- �-/_ -------------.�� APPLICANT HA�E: ADDRESS: .................................................................. _______________--/---------_------------------------------------'-- LA1D USE CA7EGCRY: 001 - Single Family Detached pouce TYPE US[: Reoidential WORK DESCRIPTION: Single Family House: Detached - Conotructimn -''��---_------��-----��----------��-_��_��-�� F[E BE�EFIT RATE FEE UNIT RATE PER # �\ TYPE TOTAL- DU[ TY|`[ DIST SCHEDULE DESC. UNIT [F UNITS '----------------------------------------------------------------------'-----'�-- �O�DS -ARTERIALS [O-WIDE O dwl unit $ 705.00 1 $ 705.00 HQ=C -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.()() LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 3CHCOLS CO -WIDE O dwl unit $1,304.(}0 1 $ 1,304,0o AMOUNT DUE $ 2,285.00 OTATEME}|T RECEIVLD BY: Dn iffit SIGNATURE: NOTE TO RECEIVING SIGNATORY/APPLICANT: -FAILURE TO NOTIFY OWNER AND TIM[LY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. =0:: DI3TRIBUTION: 1-COUNTY 3-CITY 2''APrLICANT 4-COUNTY *THOTCy:X P[RSU]S ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRICR TO ISSUANCE OF A BUILDING PiRMIr. PBkSd]�; AyE hL3O ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER., TO APPEAL TEE CALCULATIONS OF THE ROAD, LIBRARY SYS7EM AHD/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A kDIT7EN REC[EST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SI0qhTURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY O;:� OC[UPAKCY. THE REQUEST FOR REVIEW MUST MEET TPE REOUIREMENT3 O|i THE COU|{[Y LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNIN8 A"P[ALS MAY BE PICKED UP, OR REOUESTED, FRCM THE PLAN IMPLEMEATATICN O|IFIC['/ 1101 LhCT FIRST STREET, SANFO3D, FLORIDA 32771; (407) 665-7471. PAYMENT SHOULD RE |^ADE TO: CITY OF 2ANFORD DUlLDING DEPARTMENT 300 NORTH PARK AVEMKU[ SANFORD. FL 32771 PAYMENT 2HCULD BE BY CHECK OR MONEY ORDER, AND SHOULD REF|!R[HCE T|E STAT[M[NT NUNDER AND CITY BUILDIUG PERMIT NUMBER AT THE TOP LO�T UF ll{[ NOlIC[. $11TI|IS STATEMENT IS VALID ONLY I'N CONJUWCTIOM WITH ISSUANCE 07 A**,:* FAMILY BUILDING PERMITT***A*t*T7TT7TATA*T* N for. MARONDA HOMES. INC70N: LOT 41, CROWN COLONY SUBDIVISION F PLAT BOOK 6 I PAGE(s) 76 th►11 78 Pveuc RECORDS of SEMINOLE cyTy FLORIDA TRACT'E' 20' CONSERVATION AREA 5890 1 5'52" W 64. 10' A�oo 41.00 41.0 A1.0 1G D.E. / a sla 20' (`` �/•o GRAPHIC SCALE 41.0 — — — — — — — — — — — — — — — FLOORS B ELEVATION MUST BE 1 " ABC'!E �- ROWN OF ADJACENT ROAD UNLESS LOT 40 OTHERWISE APPROVED le.a N A2• a cam. PAno N O ' 1.00'to Kw; 4o.oaMODEL: 5UNBURY TWO 5TORY .� CD (3-2) WITH LOFT w FINISHED FLOOR O O ELEVATION -43.38 ~ K 4 b OWNAGE TYPE:' B' O Q .Oa WITH 1 O' x 18' PATIO 11z w � S o 3 0 O O z A� �g 14.3W BUILDING SETBACKS CONCRmMWE FRONT. 25' REAR: 20' SIDE: 7.5' �!3 S SIDE STREET. 20' BUILDING LINE: 60. LOT 41 CONTAINS Gj9y v 9.655 SOUARE FEET/D.?22 ACRES ° �9h FLOOD CERTIFlCAnoN BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY F.000 INSURANCE 8 ,. RATE MAP, THE STRUCTURE SHOWN HEREON DOES NOT WITHINWITHINIf� LIE O• CRO WN THE 100 YEAR FLOOD HAZARD AREA. O THIS ZONE 00:0 i'u m COLONY WAY M, UNITY PANELIES .l" E EFFECTIVE DATE: APRIL 17. 1991 0[ QC MAP REVISION DATE. • 89 (SUBJECT i0 CHANGE) Q V I NOTES: iL so.Oa 0 1. BEARINGS ARE BASED ON THE EASTERLY _ 33.60' +� LINE OF LOT 41 BEING N00V7'46'W. F- w POINT zELEVATIONS AND LOT DRAINAGE TYPE SHOWN U cf w n N89048�OG•E O HEREON ARE BASED ON SITE ENGINEERING PLANS FOR THE PRO.iECT Q z ( NOT RADIAL) 3. BUILDING TIES ARE TO FOUNDATION. 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED C) LOT 42 IN THE FIELD. THIS IS NOT A SURVEY. THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS RIGHTS OF WAY, SETBACK LINES` AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERtnCATION. ABBREWA T IONS/LEGEND: NQ-NUMBER P.T.-PANT OF TANGENCY CONC-CONCRETE W.E.- WALL EASEMENT F.E.-FENCE EASEMENT R.-RADIUS P.I.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTIUTY EASEMENT ARC -ARC LENGTH L.B.-LICENSED BUSINESS CH,BRG-�7iORD BEARING S&t/.E.-SIDEWALK 3 UTILITY EASEMENT O.U.&SE.-DRAINAGE, UMITY Q CENTERLINE A/C-A/R CONDITIONER PAD p DELTA (CENTRAL ANGLE) D.&U.E.-DRAINAGE R UTILITY EASEMENT SIDEWALK EASEMENT THIS SURVEY NOT VALID UNLESS EMBOSSED REVISION A :� eg LOT Dr VEIL W.O.2003-7438 CA00 FILE: CROMNCOL4I.DWC A VONE INC. SURVEYgRS AND MAPPERS UTH RONALO REACAN BOULEVARD =O�LOSNOG WOOD, FLORIDA 3?750-5499DOM:NICtf LEPHONE (407) 830-9080 FAX No. (407) 339-3638 '"'" THE ��1"",� AND R"'�° �"` OF A FL A LICENSED SURVEYOR A1V0 MAPPER � 'I ��"��'^G� • OATS ORAIMI F. CAVgNE - PRESIDENT FLORIDA SURVEYOR &MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.8.3073 PLOT PLAN 6-9-200J C8 r Maronda Systems Engineer of Record Design Criteria: TPI Maro 4005 Maronda Way Tomas Ponce, P.E. Design: Matrix Analysis n da Systems Sanford FL 32771 (407) 321-0064 1005 Vannessa Dr. Oviedo, FL 32765 TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO4101 41 162 CROWN COLONY WAY ORLN-CRC SUN13 LEFT Fax (407) 321-3913 FL PE # 50068, SUNBURY I & J 3 VAULT This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss Ioadina is in accordance with ASCE 7-98_ These trusses arp riPcinnarl fnr nn anrincarl hnilrlinn Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 33 Layout 11-4-99 V 6-18-02 Roof Loads - VT 4-11-01 W 6-18-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 X 6-18-02 A 6-18-02 Y 6-18-02 L/ B 6-18-02 Z 6-18-02 c/ C 6-18-02 Z1 6-18-02 Total 33.0 psf D 6-18-02 Z2 6-18-02 E 6-18-02 Z3 6-18-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" E1 6-18-02 F 6-18-02 F 1 6-18-02 G 6-18-02 G 1 6-18-02 H 6-18-02 H 1 6-18-02 1 6-18-02 11 6-18-02 J 6-18-02 .11 6-18-02 K 6-18-02 L 6-18-02 M 6-18-02 P 6-18-02 P Field Assembled U 6-18-02 INV # DESC QNTY Puri DATE: 18331 EHUH26 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 4 SEAT PLATES 36 40-0 HIS ffir n JOB NUMBER: SUNIV L 21-0 74 J 19-0 i HBB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES is the responsibility ofthe installer (b uilder. buildina contractor, licensed contractor. -ectoror erection contractor) toproperlvreceive, unload store handle install and "ace metal plate connected wood trusses to protect ilfe and property The installer gust exercise the same high degree of safety awareness as with any other structural ,aterial. TPI does not intend these recommendations to be interpreted as superior the project Architects or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are ased upon the collective experience of leading technical personnel in the wood TRUSS PLATE INSTITUTE 683 D'Onofrio Dr., Suite 200 Madison, Wisconsin 63719 (608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualfed building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein bybuilding designers, installers, and others. Copyright ® by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. )TOR.AGE Frame 1 Tag Line Typical horizontal tie member with multiple stakes (HT) '`:truss of bra, oup of trusse (EB) Frame 2 12 —7 4 or greater y0 Top chords that are laterally braced can buckle togetherand cnuse collapse if there Is nodiago- nal bracing. Diagonal bracing should benailed to the underside of the top chord when purlina are attached to the topside of the top chord. {MlNilyU �;C OP Cli�O�iD �f1=Lan TOP'CHORI3��la DIA( O1 ALl'B ACES +SACI"NnC, "SPAN IpI CE Dl3l tax FE S'A`LfNG "�.W riss"ss tir 'SPMF A+;SP,f.IHF :. Up to 2a' 2.5 7' 17 12 Over 28' - 42 3.0 6' g 6 Over 42' - 60' 3.0 5' S 3 Over 60' See a registered professional engineer u r - Uouglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace —` Required —�--� 10' or Greater Attachmen Required All lateral braces lapped at least 2 trusses. 1 I;PAC u THOR D ti �'.''BF•IAO�' IJ-ISP��A'1.JN ! C19 MINIMUIGI TCu'i'y��{�f �:I i� ATERA'aBRAC 5 �Pu�AgCyyWl�Ny�p�C�I1AGrLF ��, 7 f ; "true"see 1 4:4'��CFI'J1� yytp yy�I) � YIIV'�6N+:FW "rPl�'1'5��ALI.IrrJilll�r iud�' Up to 32' 4112 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4112 5' 6 4 Over 60' See a registered professional engineer ur - uougias rjr-Larcn 5Y - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous TOD Chord All lateral braces Lateral Brac( lapped at least 2 Required trusses. 10" or G r+ Attachmr Requirec " PITCHED`'TRuss 12 \ �' O• /'�0'4'q Tapchards that ere laterally braced can buckle togetherandcausecollepseifthereisnodlenal bracing. Diagonal bracing should be nailed to the underside of the top cttard when purlins are attached to the topside of the top chord. 177 SCISSORS TRUSS Frame 3 a u I g l a " � Ali' qi �ul� UI to 'I' P;In fill II�'IBI rl �II 1 1 TOPrCHORl7 i li DIAGONALS 116 f�ACE 4111'I'I� I° If l�h •i 4 Iq ��MINIMUPA�i� i , �u I I ILATERA�L' BRAC SPACING (DBg l l: SPAN }t r Ir � PITCH'r� j SPACING(LB S} bill u[# trusst3s " °^' r.l, k° t.�•.. L.I �d �M;„; I71�'�srr��l�rd�:tiji,�'�( �1. ; °rl; r it h ,:�lih" . y;�' SP DF ^ SPF HF,< Up to 24' 3/12 8' 17 12 Over 24' - 42' 3/12 1 7' 10 6 Over 42' - 54' 3/12 1 6' g .Lit- - uouglas rlr-Larch SP - Southern Pine HIF- Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. \ Topchords that are laterally braced can buckle 10gethera nd cause collapse if there is no diago- nalbracing. Diagonal bracing should be nailed to the uncerside of the top chord when purline are attaci ! to the topside of the top chord. ' MONO TRUSS;'�� Maxim Aispiacement rtuutu Line 4 ryy /y Q 12 , —� 3 or / greater \ 8' All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10' or Gn Attachmt Requirec INSTALLATION T©ILE9�ANCES}N; Bow L(in) U200 ly;'L(it 50" 1 4" 4.2' 100" 1 /2" 8,3' 150" 13/4" 112,5' Length L(in) Lesser of L/200 or 2" L(in) Lesser of L/200 or 2" 200" 1 250" 1-1/4 OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. F• u. irwriJ;;el��r��° { .ifi" r �, 9 1P i��" E 1 ��tju�''r@�l �Ti��. "' �� "1kt�r�'n lt�• p F�" -�; °'� Jl � 1 � I t ��s'�'s F � T� �, n t a . - 1 a I �r •� , � , a�� m- - ..•..ti�nJL1i�L • „f.-. L • ..,.ri'�i•''lax o4} ...?� ,-l1'•s$ Frame 6 MAR ONDA MS TEY. S 4005 Maronda Way Sanford, FL 32771 (407) 321.0064 Fax (407) 321-3918 Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida 90050069 SUbject: Valley Trusses All valley Yrusses labeled VT-1 thru 100 are Covered under the general "alley sheet provided in the trussF.acl{ale signed and sealed by the engineer of record. the co®rnections are notied on the structural info sheet of the plans. All criteria of the valley trusses ,are noted on the general sheet. If you have agy geeestioas Tease feel free to call at 407-321-0064. Sz ,rely Tom s Ponce, P.E. Date: 315(, 3 , t, l/17 Thb dclgn k Ior m Indmldual building rnmponrnt and has boen based au b,fo,T U.n P—Idcd by Gle dkot. the dalgluu' &ci,,L s a 7r-PonSWWty in, damage as. r—Wt of fiWty or tnrn t Iwormauoo: spee0ltaLans d/or dn18., r—o"1 c l to the truss dnlg.— LT the dlent and the m,redu6 or. cc rraLy pr of ILIs Lr,fmzmllon a5 It mny mho to a sPo cute gca and --pts no ,—pons,bWty r e rtrlsm no conhul with .egad to fabrta non' band"-F,>h,procnt and na,ar.uon or lrus!;m This I.— Ius lien dcslgncd ns m todmldual badiug ®poro,l I,. acro,dar,ce QIU AtIS1/Tpl 1-1995 .od rIDS 97 ,n be in_,rpor,l , as part or the bwlding do Wg by a B,Wding Dalgoa Ireghtc 1 n..blleet or PI"lesslonal enl;u.crrl. tohcn reW d for app,—[ by.the buB.hng r1o,(mer. Une dvfen Iwdrn&.'s.t o must be checked In be ewe Iho( We d.t. -home me I) aOccmmt with the IocaJ building tads, ilrv.l cllm.r,.-.tcord> Im rb,J or eoow Ion da. p,nJ 1 aptsWouvns or,L.cdal appUcd bads. U61eu showss n. truhas not been dnlgned for stooge or oea.panry Toads- The do1A, ass,vno �m,np,nsron d,o,ds (bp — bottom) arc —unu- I-ty braced by abolh,.g .LWolhn.•lse rpedflcd. Whet bou—, ..Lnnds In len>Inn .re -M rvBy bm> r 6ro-ally by y pml1e'tr •PP11cd �dgW <cqb,g- Wry should be bn.ccd at a sa'd---p---g of IQ-0- one Conveclnr . slat— aban be roamrb,red r.om 20 gavg. Irot Upped galvanuerl sled meetb,g ASTM A 653. ;radv 4 U. unless olherwfse showry =ABRICATION NOTES Tlor 1. fabrlollon. U.c ful,rro,or shag ,eHew its drawing to vmuy, that thus drawing ,s to oM rmar,m mw the fabrlo lens plans and to 51rt . a,vtmog—p.—[bWtr for>„c1r vu1- otloa Any dlse.eln.. c,e arc to be part b, atUng wore cutUog — r.h,lo it, tat- abaU not be I.ntaUrd over knothole. O-t- or dtstn,tcd grain. 61cmbcrs shall be cut r "Ir"t "rung wocd to ,vo boring. Co.. ceI- PLat— >ban b- loatrd on both Lae- of zhsus whir ..it, (ally ttnbedded and >baU be - about LhcJotnt aedos tdherwbe shawrc /t ra p6tc is 5- vnde x+- tong. A6..6 pl. to isU- do a 8' tang. Slop (hnl—) nm parallel m e plate length sp,,,L, .L 13m.hie onus on web rmb— shall meet at We eentrold o .tf,e webs J— o1h,:rwlse shvaru. Connector plate size �e ,ni.afm,rvr srR b cd on Une ron, st,, d may aced m be unae.ad Ior ee,t-Ln hand. g aml/or ocUlrvr su asn. Tl,ls buss Ls ro[ t.c Gbr,o[cd o1W Ore relarda t (noted �nher antes-olhc.wtse shnwt� ForaddlUobal —ftoo on 9--lity conbw t,(- to ANSI/TPI 1-1995 ZECAUTIOIVARY (VOTES buadng arrd cnstin. u_c d.uv.. are re folly d In --donee ILL, "lfavdhng l.Ling R Draclot, GIB-91. T--- or. ,o w.dlcd with par vodar cart don to handle bl"-"L-g• dclty y and L_t.1t.Uo 9 lo.dl I.IdI T®P°r-'y and permmur bract" holdln 11 . (eras— in ..baugbt v,d plumb pw_ i and for rvwb,g 6,c 11.,co -ball be Peal and L--Wlcd by oU.e - CarJ,d band- '11 ess JW and oe cNon braewg 1. Iways ihcd. Nalwal p,cc2utloaaly actlor for se Irk-sud, lemporauy bradog dwing r Billap b`b`e— br -- to avold (oPplmg dommving. 71,c suPcrrblon of a ctioo of so shall be undo U,c runtrul of (• Sow rlcnml In the Installauan or basso. �-1-.; l ad.1- sImn be sought If needed. cvtnllvn of --L,v n.n Inds a_to the deign lunds -bau not be 2rTLlcd to at mny u,". No loads nlhcr Lbm Lhe - 'd or um o !d >)uU be applied er am irs nnW altll r-Lwh,g and bracing MONO VALLEY ( VALLEY TRUSSES YP.) \ i SUPPOR"NB TRUSSES ( \ ( II II COMMON VALLEY n n II 11 II II SUPP0R 11010 IRUS6ES VALLEY TRUSSES (I YP.)j II II II II II II II I f VALLEY AREA VALLEY TRUSSES (fyp� RTING TRUSS COMMOgoo" COMM.( + VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. WO: VALLE-Y SET DIAGONAL WEBS 3 4r6 REUUIREO WITH SPANS OR GREATER THEN 26-0.0 3.6 2r4 234 0-0-4 214 3t6 2t4 214 2X4 3.6 MAX 6-0-00 I(O.C. (TYP) I® TOP CHORDS: 2X4 SP 112 BOT CHORUS: 2X4 SP #2 WEBS: .2X4 SP 93 VALLEY MEMBERS TO BE SET PERPENDICULAR TO TRUSSES BELOW IF LESS TREII 3-0.0 TIIEU MOVE OIAIJONAL FYEB TO NEXT PANEL .1 P 2u1 0 2t4 OR St6 OR 416 hS Oq 1 416 Js6 on aau OR 1 476 214 F 214 TI: VT CAR -I (tl WHEN DIGAONAL WEB PRESEIII USE 4X6 PLATE 111 WHEN 110 DIAGONAL WEB PRESENT USE 7X4 pLAFE VALLEY MEMBERS AT 24' O.l:. (TYPI 1r4 718 214 �J VARIES 11 UP lu I 2A4 2.4 316 MAX. TRUSS SPACING MAX 6.0-0 U.C. ITYP) BELOW - 48 - O.C. SPANS UP TO 60-0-0 IT IS NOT REQUIRED TO SHEATH TRUSSES BELOW VALLEY SET. VALLEY MEMBERS PROVIDE ALL NECESSARY TOP CHORD BRACING. TIC MUST BE CONTINUOUSLY BRACED BY ROOF SIIEATIIING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CIIORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 1 Ud NAILS OR 0) 16d 14AIL PER INTERSECTION , OR TWO FEET- ON CENTER. 2X4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.G. OR A.SCAB OP THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTIT- ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LOIIG f. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14r t EXCEPT AS SHOWN ITLAI'1'ES.ARE TL20 GA '17sS11 p PER ANSIf11I 1-T995 ' CGUL. Support Mar'011da WARNING: READ ALL NOTES ON Tl11S SHEET. 5(uth � �'"I) ll o.c. SySte111S A COPY OF 1111S DRAWING 1-0 "rDl,: BE GIVEN TO ERECTING CONTRACTOR. F 4005 MARONDA WAY BRACING WARIJING: r. 'T'j�y CIIIL: SANI=ORA, FL 32771 (407) 321-0064 Fax 407 L ) 321-3913 B"dngsham{ on Urs dramtng b not erteUon hraun whldr is • Inzt or the building dasrgo end en', LlVe 16.0 1C TOM AS P3 t t� ON CF 1'-li. whld, must be -hamu lsln11.tmisu g lnl0at biadltg du d 1 o h Whit n d sl g - �1Cr Bracing md�pPott of truss maobas only lO redum bdctW Len to anchor lateral bndng.l TC DPad 7.0 115[ LICEPISE f10U50068 1690 GREE71oR001l Cr.OVIEDO.FL32766 It Adam ends end -P—i i=l boron.- detu g, n D Prmislmu roust be Add UovJ bram,g of the ovu.11..l vctu t (I1uss Plate huUtutq TPI, N Io®tzd a[ 583 D� I" r y the bu6dlog desfgvv_ `4""' Isee NIU-91 of7t9t. I 1IC Uve 0.0 IISF 0 oUtu Urlve. Madboq FVtscansin 5`,7191. TIC Uea,l 2.0 f,sl Truss ID: VT Dale: 4-1.1-01 Dulfoc - Lbc 1.25 DUrFc1c - I'll: 1.25 O.C. SPac)ng: 24.0n Design GifEsria= TPf Code Desc: L r.n r nn -- ,.,,,., -- UL:SJUN INI.OPMATION This design is for an Indnldual buiWbIg tavnponent m.d b— bear basal on Inf_Uon pmvlded by the crlcnL The designer Jlsdabns aIt). Impamlbblty Iv. dw...,, , ti 1L of faulty or Imm"ect bdmnuuoa speclllouons and/or dotgns Iun.6hN to the It— dotgirer by the ebuli and the mneetness or aeeuney of this I.Jommuo,. as It n.ay tclatc 1. a apo_ cUle plolcd and atxepts It. ropomibilllr, or cccrdso no control with tegatd to fabnm- Ib,t handlb.g, shlpn.ent and I,utal6Uon or 1.vaae. T66 ,.van lea barn ,Icat6,.cd a .n bullvldual building cwnponud hi acrnfdance nIth ANSI/-rPI 1.199S and NOS-97 to be b -",Ahd ws pan or the bundine design Icy A Doddb,g Detlgne, 1,cglste,cd mch,tcd nr proloslorol a+gbxeq. when —Ic—d for npprel-I by the buflding designer, the design 4crdings sl rn must be do chid to be su,e Ihnt the thin ,hn""h Arc in a9n 11t will, the bcal buUding codes. fool clttnoUc lecotds for .-Ind or snow Irnds. prrhfcetspeelflotlons or,pccW Applied load.. Unless sIl n. troy Las nrl been dalgned for storayse or treeuponey I—ds. The design h n,, m comp, —lot. chords Itrp or bnttoml ere continu- ously b.—d by sh—U,tnr, unt, ethcrnbc spe fined. llthae boUvm chants In lcnsbn .re rot fully braced moony by a I.,operty applied ngid ceding• they should be bused at a nu�num sP"blg of Ill-O' o.•, C"n,"-,,; pinks shall he mm�ufadured Lmn 4 ,gauge hot dipped gal.—".d sled meetb,s AsTy t9 653. Crado 40. unI— ethcnwc ah_" FABRICATION NOTES Prior 10 6ba-tion. the fab,lato, ehaU mrlev U,b dr g to .c, sty that this thawing la In mnton a ee,.lth the mbriol"es plans and to ,enure a c Unul..g ,as Po b,utT for such -crt_ Ilealbr� N.y dt•acpando are to be put to mttblg before eulUng or fabdoft,.. rhtcs shall not be tnstwllcd orcr knothvlc• knots or d6lo.ted gtnln_ 4lnnben shall be cut for light UUhIg wood to aood bcanng. Con- ncel"r p6to shall he localcd i bnlh fa¢-s of tl.c Uuss hslth 1u Us holy hnbcdded and shall be srsn. ab—i thc)olnl unless otherwise shoran. A 5x4 p6te 6 5- wld, x 4' tong. A 6.x p6te 6 6- .tde A W I"ng, slots lholeal mn paolkl to ,he pl tc knglh specified. Do.J.lc cuL o,. web —,bets shell nhecl at the ecnl,old of the .-el s unless Whcnr6c shamh, Con..ector pl to sues are ndnln,tm, sire Imscd on the lnrce sham. and may need to be trtoeased for taLa, fund_ I1 g and/or creouon strosc. lbb truss 1s not Iv be labnolcd wlth Ilre mbanbnl Uoted lumber codes ulhem6c shm,.rt For vddluo—I bdom.auon on 0—tity Gnunl .der to AN51/T}•I 1-1995 PRECAUTIONARY NOTES w braclrg,nd aee,te" recon•mcndauvns are o be folloncd In ,cm,danee ,IU,'"_ W,g �utallb.g A Uraang-. tile.91. Tr-.— are 10 c handled.Nth partleu6r _nt d 'b'g bandin nJ bundling. drib c,yand mstal6Uo" la old a,nage Tn .pora,y and pem.ancnl b,aeb.g "holdbhg I— In a slralRla and plumb p"a. bn and for,esbtb.g 6,eral tncees a1v.11 be ofgncd and WlaUcd I,y othGrdul hand- ng b r,ccnllal and ercdi"n 6rAc1"g Is al'rap :quitcd. Nrimial prcmuUuuail acUnn fir n,eso "sluhc such te,nporaty bracbtg during tslauaUdn betwecU trusSeS to atold toppdihq rl dolntnoing. The yaper.6bn or ereenan of vsso shall lte ,coder the wntml or persules rpcdc.-d In thdbulalla Uon "r trnsno. raleselonal ,d l shall be sought If needed. onentnlle., rat corutrucuo„ loads g,eatcr tan the destg., bads sl.au not t- appllrd Iv , - st any lbn_ Nn 4mdt o!h,r Ihn,. the . dgl.l "t the rrcc!vs .,hsll L;al.pUcd I" hns�,n,lll netauI .arnbytet'.IInaeing euniplelcJ. —1 . - I vIL,l'rIJ HIP GIRDER 2x OF wU: I-IIPDEIAII laalui DLOCKINO ADDED TO TOP CHORD STEP HIP TRUSSES TO SI.IORTEN. _OSI3NOT 1-0 EXCEED 24'O.C.. 0 BE NAILED TO TRUSSES W/ -12" ON CEN_ STAGGERED PRE-ENG'D TRUSS TOP WALL OF QUILDING 11ARI�I�1G: READ ALL NOTES ON TFIIS SFIELT G4i;@ ACOPY OF 11-IIS DRAWINGTO ICE GIVEN TO ERECIING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SA NFORD, FL 32771 nndng sho on Uds d,a, u p nnz drtd "n hlvrb,g - nd Lnrb v,. l,,L I brAdng x simlhr 6ncb, .,tdch Is a part of the building deslen and hrbtch mu_t be mnsldcrcJ bl. the buUd'u, del g (4 A 321,0064NFax (dU7) 321-3913 I Alin -n is for 6Ion1 support of truss rnrn,ben Dolt to Ieduce bueklb, to g e"" " "`'"g TOMAS PONCE P.C. r+ad. to Anchor lalctsl bncb,g al end.. rod spccUlcd Inca Mona detcnnh,ed UFe build disc p cr. LICF_NSL. AddlUoual braeb,g v1 the orenll ahvdhile roar hr. tr tubed. Iece IIID_91 anpu, #0050068 nuns Pl,tc Instl6,te. 1pl. b looted al Asa D on„lrb 4.d. S- lso,c Wbco•om s.r lvl. 1690 GDEEIIUtiWIC Cr.Ut'IEDO,rI_]1766 ElIg. Job: Dwg: I)sgtw: fLjr Cblt: TC Live 16.0 psf •I'C Dealt 7.0 psf IIC Live U.0 pSf LC Dead jll.0 psr f0•I'/\L 33— q •• rnI "'ZIMIL Truss ID: I -lip . Dale: 10-20-UU DulFQC - Lbf- I.{5 DurFac --I 1.25 O.C. Spacing: 241_0" DOsig,I Ctiletia:ITI Code Desc: V:U6:>y nn- I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: A 9TY:1 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If (his Infornatlon as it may relate to a spe. elite project and accepts no responsibility or e,mmises no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered archliect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc riot fully braced laterally by a property applied nod ceiling. they should be braced at a ma<(mum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall slew this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discr"ricles are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on (nth faces of the truss with mitts fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6.x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length spectned. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erecllon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infortnatlon on Buallty.Control refer to A,N51/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing A Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shag be designed and installed by others. Careful hand- ling is essential and erection bracing is always requtred. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and d-imiing. The supervision of erecllon of trusses shall be under the control of persons "perienced m the installation or trusses. d Professional a�1ce shag to sought if needed. Concentration of construction loads greater than the design bads shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 Wind Case- ASCE 7-98, C&C, V= 125irph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.21" D=-0.22" T=-0.42" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.00 T 4-3-2 04-3 1 1 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 920# Support 2 920# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4144 0.63 10- 9 3655 0.61 2- 3 -5241 0.74 9- 8 3691 0.70 3- 4 -5241 0.74 8- 7 3690 0.70 4- 5 -4144 0.63 7- 6 3655 0.61 ==============Joint Locations=====_========= 1) 0- 0- 0 5) 30- 0- 0 9) 7- 0- 0 2) 7- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) 15- 0- 0 7) 23- 0- 0 4) 23- 0- 0 8) 15- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 23- 0- 0 TC Vert L+D -46 23- 0- 0 -46 31- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 23- 0- 0 BC Vert L+D -20 23- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 23- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 2087 0 -920 BOT PIN 29-10- 4 2086 0 -920 BOT H-ROLL 7-0-0 16-0-0 k 7-0-0 Ilk 1 3 15 6.00 5X10 3X4 5X10 Q r 0-4-3 3-10-3 n R 30-0-0 10 9 8 7 6 2087# 3.50" 2087f/ 3.50" 1-0-0 30-0-0 �-0 (RO-ll-11) I 430N 430ry I (R (RO-11-11) EXCEPT AS SIlO%VN PLATES ARE TL20 A TESTED PER ANSI/TPI 1-1995 scale = 0.2094 ' Maronda Systems WAKNINGt READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: ifiructrig Eng. Job: DNvg: Dsgnr: TLY Chk: WO: SUNIV Truss ID: A Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY SA N FORD, FL. 32771 shown on this drawing is not emclion bracing. wind bracing, portal bracing or ahnllar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 321-0064 Fax which Is a part of the budding design and which must be considered by the building designer. Bracing shown is for lateral su rt of truss members only to buckling length. h. Provisions BC Live 0.0 f n O.C. Spacing: 24.0 (407) (407) 321-3913 TOMAS PONCE P.E. PFb reduce must be made to anchor lateral bracing at ends and specified locations detenuined by the budding designer. Additional bracing of the mcia structure may be required. (See HIB-91 of TPI(. BC Dead 10.0 pS 1 r Design Criteria: TPI LICENSE #0050068 rr'n Plate Institute. TPI, is located at 583 Donofrio Drive. Madison, Wisconsin 53719). Code Dese: FLA 1890 GREENBROOK CT.OYIEDOYL-327rIG TOTAL 33.0 psf V:06.02.02- 13798- 3 .,.,.6... ..._". ,..�...�,., +vu rn,u. a..ur_r_wnuvwuumrnrounrr HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: B QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==__====_=====Joint Locations=====_=__=_=___ ' This design Is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 21- 0- 0 9) 21- 0- 0 component and he been based on information s Provided by the client. The designer WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 25- 2-12 10) 15- 0- 0 responsibility any responsiblilty for damages asaresull of result 2x4 SP #2 3, 5 continuous) y braced unless noted otherwise. 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 faulty or Incorrect information, specincation. Wind Case- ASCE 7-98, C&C, V= 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy of this information as it may relate to a spe- Support 1 734# Support 2 765# Bld Type= Enel L= 40.0 ft W= 30.0 ft Truss in X-toe Vert Horiz Uplift Y-Loc Type tineprotectand accepts nerardtofbwty MAX LIVE LOAD DEFLECTION: INT zone, TCDL= 4.2 psf, BCDL= 6. 0 0 60 -734 BOT PIN olwit exeroises no control with regard to fabnm- - L/999 Impact Resistant Coveringand/or GlazingfReq / 29-10-14 1035 -765 BOT H ROLL tion. handling, shipment and Installation of Uusses. This truss has been designed as an L=-0.08" D=-0.08" T=-0.16" ..TC...FORCE ... CSI ..BC ... FORCE ... CSI individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1794 0.35 12-11 1568 0.47 ANSI/TPI 1-1995 and NDS-97 to be incorporated T= 0.07" 2- 3 -1582 0.32 11-10 1371 0.43 as pan of the building design by a Budding Designer (registered architect or professional rc MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1637 0.39 10- 9 1371 0.43 engineer(. When rcvlewcdfor approval bythe T= 0 . 03 ^ 4- 5 -1637 0.39 9- 8 1568 0.47 building designer. the design loadings shown RMg = 1.15 5- 6 -1582 0.32 must be checked to be sure that the data shown 6- 7 -1794 0.37 arc in agreement with the local building codm. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been dmlgned for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should Ix braced at a maximum spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanized steel meeting AST M A 653. Gmde 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in confomanec with the fabricators plans and to reallze a Zratnuing responsibility for such ven. timtlon. Any discrepancies are to be put In waiting before cutting or fabrication. Plates shall not be Installed over knotholes. ..is or distorted grain. Members shall be cut for tight tittmg wood to wood bearing. Con- nector plates shad] be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5.4 plate b 5- wide x 4- long. A 6x8 plate is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain land - ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations arc to be followed In accordance with -Handling Installing & Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing Is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice stall be sought If needed. Concentmuon of construcllon Inds greater than the design loads shad not be applied to trusses at any time. No loads other than the weight or the erectors shall be applied to trusses until after all fastening and bmcing is completed. 9-0-0 12-0-0 11 9-0-0 11 1 2 4 1 6 7 F-6.00 T 5-3-2 0-4-3 4X8 2X4 4X8 4-10-3 0-4-3 T1 I R R 30-0-0 12 11 10 9 8 1036# 3.50" 11-0-0-0 1036# 3.50" (RO-11-11) I io 30-0-0 �f1-0-0 (' RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.2094 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICFNSF #0050068 1890 GREENBRG01t 1.GVIEDG.FL3Y76G Design: Afmris Analysis WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bncing shown on this drawing is not erection bmchng, wind bracbng, portal bmcing or small r bracing which Is n pan of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. ProvLslons must be made to anchor Lateral bmcbng at ends and specified locations detennlned by the building destgner. Additional bracing of the overall structure may be required. (Sec HI13-91 of TPI). (Truss plate Institute. Till, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:I7'EE-I.ORUOBS1I25AfPHISUNIV Eng. Job: Divg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: B Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: C QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==__==========Joint Locations=====______ This design is for an individual budding BOT CHORDS: 2x4 SP #2 ccmposite result of multiple loads. 1) 0- 0- 0 6) 23- 7- 4 11) 11= 0= 0 component and has been based on information by the The designer WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 7) 30- 0- 0 12) 6- 4-12 provided client. any responsibility for damages as a result of dsult of 2x4 SP #2 4,5 continuous) braced unless noted otherwise- Y 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 faulty or Incorrect Information. specifications Wind Case- ASCE 7-98, C&C, V= 125B1ph, 4) 15- 0- 0 9) 23- 7- 4 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 5) 19- 0- 0 10) 19- 0- 0 by the client and the correctness or accuracy Support 1 727# Bld Type= Enel L= 40.0 ft W= 30.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis Information as It may relate to a spe- cNc project and accepts no responsibility or Support 2 769# in INT zone, TCDL= 4.2 psf, BC DL= 6.0 psf X-Loc Vert Horiz Uplift Y-Loc Type exembes no control with regard to fabrics- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing R g 0- 1-12 1035 81 -727 HOT PIN lion, handling, shipment and Installation of L/999 29-10- 4 1035 0 -769 BOT H-ROLL I---. This truss has been destgnedasan L=-0.07" D=-0.07" T=-0.14" ..TC... FORCE ... CSI ..BC...FORCE ... CSI individual budding component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1777 0.42 13-12 1536 0.40 ANSI/TPI 1.1995 and NDS-97 to be Incorporated T= 0.07" 2- 3 -1435 0.40 12-11 1534 0.43 as pan of the building design by a Building Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1240 0.25 11-10 1307 0.39 engineer). When reviewed for approval by the T. 0.03 4- 5 -1240 0.25 10- 9 1534 0.43 budding designer. the design loadings shown RMB = 1.15 5- 6 -1435 0.40 9- 8 1536 0.40 must be checked to be sure that the data shown 6- 7 -1777 0.43 are in agreement with the local budding codes, local climatic records for wind or snow lads. protect specincnllons or special applied lads. Unless shown. truss has not been designed for storage or occupancy lads. The design assumes compression chords (top or bottom) arc continu- ously bracer) by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Crude 40. unless oUnerwi a shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrimtoes plans and to realize a continuing responsibility for such verl- fianllon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shad nst not be Installed met knotholes. knots or distorted gram. Members shall be cut for tight fitting word! to wood boring. Con- nector plates shall be looted on both faces of the truss with nails fully Imbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quaid, Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmctng and erection recommendations are to be followed in accordance with -Handling Installing A Bncing-, HIB-91. Trusses arc to be handled with particular arc during handing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Ition and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling ti essential and erection bracing is allays required. Nonnal precautionary action for trusses requires such temporary bracing during nstallalbn between trusses to avoid toppling and domtnoing. The supervlstort of erection of trusses shall be under the control of persons experienced In the Wtallation of trusses. Professional advice shall be sought If needed. Concentration of construction lads greater than the design lads shad not be applied to trusses at any tine. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. I1-0-0 8-0-0 11-0-0 l 2 4 6 0 6-3-2 0-4-3 4X6 3X4 4X6 JAU 5-10-3 0-4-3 R R 30-0-0 13 12 1.1 10 9 g 1036k 3.50" 1-0-0 1036# 3.50" e 30-0-0 L 10 0 (RO-11-11) - � RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 (Maronda Systems 4005 MARONDA WAY WAKNINU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dµ'g: Dsgnr: TLY Clik: UNI Truss ID: C Date: 6-18-02 TIC Live 16.0 f DurFac - Lbr: 1.25 � SANFORD, FL. 3_771 Bracing shown on this drawling Is not erection bracing, wind bracing. portal bracing or slndWr bracing which Is a pan of the budding design and which must be considered by the building designer. Bracing TIC Dead 7.0 Ptif DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for [item] support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 PSf O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor lateral bracing at ends and spsdied locations dclemnined by the budding designer. Additional bracing of the overall structure may be required. (see HIB-91 of TPI). BC Dead 100 .r PS Design Criteria: TPI LICENSE #0050068 rrrmss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 1 Code Desc: FLA 1890 GREENBROOK Cr.0y1ED0.FL327GG I TOTAL 33.0 psf V706.02.02- 3800- 3 Design: Afarris Analysis JOB PATH: C.ITEE-LOKUOBSI125AfPHISUNIV 11CS. 06.02.02 DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information provided by the client* The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the Ines designer by the client and the correctness or accuracy of this Information as It may relate to a 3pe- clflc project and accepts no responsibility or i.es no control with regard to fabri a- llon, handling• shipment and Instsdatlon of trusses. This truss has been designed as an Individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). when reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that lit' data shown are in agreement with the local budding cafes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assurnes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specs led. where bottom chords In tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a mmtmaun spacing of 10'-0- o.e. Connector plates shad be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall remi'w this drawing to verify that this drawing 1s in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- ficatlon. Any discrepancies arc to be put In waiting before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted gain. Members shall be cut for light fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nails fully Imbedded and shad be syrn. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate as 6' wide x 8- long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shad meet at the centmid of the webs unless otherwise shown. Connector plate size are minimum sizes based on the forces shown and may need to be increased for certain )land. ling and/or erector stresses. 7hLs truss Is not to be fabricated with fare retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendatlons are to be followed in accordance with 'Handling Installing & Bracing-, HIS-91. Trusses are to be handled with particular pre during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trus In a straight and plumb pos- Ilion and for resisting Lateral forces shad be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautlonary action for trusses requbes such temporary bracing during Install' lion between trusses to avoid toppling and domtroing. The supenislon of erection of trusses shad be under the control of persons experienced can the Installation of trusses. Professional advice shad be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,7 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 716# Support 2 752# MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.07" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 7-3-2 0-41-3 —L WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125nph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1768 0.50 12-11 1525 0.41 2- 3 -1304 0.47 11-10 1522 0.41 3- 4 -1107 0.29 10- 9 1105 0.28 4- 5 -1308 0.48 9- 8 1522 0.41 5- 6 -1768 0.51 8- 7 1525 0.41 TI: D QTY:1 ==============Joint Locations======== ------- - 1) 0- 0- 0 5) 23- 0- 0 9) 17- 0- 0 2) 7- 0- 0 6) 30- 0- 0 10) 13- 0- 0 3) 13- 0- 0 7) 30- 0- 0 11) 7- 0- 0 4) 17- 0- 0 8) 23- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1036 69 -716 BOT PIN 29-10- 4 1036 0 -752 BOT H-ROLL 13-0-0 4-0-0 13-0-0 1 2 5 o 4XG 4X8 6-10-3 0-4-3 R '112IL 30-0-0 R 10 9 8 1036# 3.50" 1-0-0-0� �e 30-0-0 1036N 3.50" 1-0-0 (RO-11-11) I — EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (I RO-11-11) scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV (M!aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D CONTRACTOR. Dsgur: TLY Cldc: Date: 6-18-02 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SAN FORD, FL. 32771 Bracing shown on this drawing 13 not erectlon bracing, wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the budding designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown as for lateral support of am" members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead d 10 sf P. Design Criteria: TPI LICENSE #0050068 rrruss Plate Institute. TPI. is located at 583 D'Onolrio Drive, Madison. Wisconsin 53719). Code Desc: FLA 1890 GREENBROOK CT.0"EDOXI-3276G TOTAL 33.0 psf V:06.02.02- 13801- 4 -••,••� +10 r.arrl. t-:arcc-t-vnvvv�uonfrrn�umv HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: E QTY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ======== _====,joint Locations=============__ This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 19- 9- 2 9) 21- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 0 provided by the ebent. The designer disclaims any responsibility for damages as a result of 2x4 SP #2 3,4,5 continuously braced unless noted otherwise. 3) 10- 2-14 7) 30- 0- 0 11)responsibility faulty or incorrect wormauon,specifications Wind Case- ASCE 7-98, C&C, V= 125irph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bythecbentandthecormetnessor accuracy Support 1 680# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-L.oc Vert Horiz Uplift Y-Loc Type of this Information as R may relate to a spe- Support 2 718# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1036 74 -680 BOT PIN cific project and accepts no responsibility or excrcises no central with regard to fabrl-- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1036 0 -718 BOT H-ROLL ton.handling. Installation f L/999 trusses. This truss has been designed as an trusshasbeendignedas L=-0.07" D=-0.07" T=-0.13" ..TC...FORCE ... CSI ..BC ... FORCE ... CSI individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1746 0.34 12-11 1513 0.48 ANSI/TPI 1-1995 and NDS-97 to be incorpomted T= 0. 06" 2- 3 -1570 0.31 11-10 1291 0.44 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1144 0.30 10- 9 1291 0.44 Designer (registered architect or professional enginWheneer). hen reviewed for approval by the T= 0.03" 4- 5 -1144 0.31 9- 8 1513 0.48 building designer'the design loadings shown RMB = 1.15 5- 6 -1570 0.32 must be checked to be sure that the data shown 6- 7 -1746 0.37 are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0- o.c. Connector 15-0-0 15-0-0 plates shall be manufactured from 20 gauge hot 1 dipped galvanized steel meeting ASM1 A 653. 2 3 5 6 7 Grade 40, unless otherwise shown. 6.00 - 0 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In witting before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown d annay need to be Increased for certain hand- ling and/or erection stresses. This muss is not to be fabricated with fire retardant treated lurnber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with-landling Installing & Bracing. HIB-91. Trusses are to be handled with particular cart during banding and bundling. delh•ery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand - Ling is essential and erection bmcing Is allays required. Normal precautionary action for trusses requires such temporary bmcing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentmtion of construction loads greater Ilan the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors stall be applied to tosses unld after all fastening and bmcing is completed. 4X6 7-10-3 0-4-3 30-0-0 12 11 10 9 g 1036# 3.50" 1036# 3.50" 1-0-0-0 (RO-I1-11) I � 30-0-0 L 1-0-0 I"-(RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: E CONTRACTOR. Dsgnr: TLY Cldc: Date: 6-18-02 4005 MARON DA WAY BRACING WARNING: ]'C Live 16.0 psf DurFac - Lbr: 1.25 SANFORD. FL. 32771 Bracing shown on this dmwvng is not erection bmcing, wind bmcing, portal bracing or similar bmcing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psr O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor lateral bmcing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (SHIB-91 of TPl). ee BC Dead ] 0.0 pSf Design Criteria: TPI LICENSE #0050068 rrruss Plate Institute. M. is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. Code Dese: FLA 1890 GREENBROOK C"r.0yIEDO.F1.32766 j TOTAL 33.0 psf V:06.02.02- 13802- 4 -.,go: mmru-mijsrs JUU PAM: QI1LP.LUXVUBSl125A1P111SUNlV TICS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or Incorrect Information. specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- clfic project and accepts no responslblUty or exercises no control with regard to fabrica- tion, handling, shipment and Inslallaulon of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as hart of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. Taal climatic records for wind or snow loads• project specifications or special applied loads. Unless shown, Imss has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should In braced at a maximum spacing of 10'-0" o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabncatofs plans and to realize a continuing responslbWty for such verl- fication. Any dLscmpaneles are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shall to located on both faces of the truss with nails fully imbedded and shall be syan. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8' long. Slots (hotes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shawnr and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated hunter unless otherwise shown. For additional Infonnanon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendatlons are to be followed In accordance with "Handling Installing R Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm. Itlon and for resisth g lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experlenced in the Installation of trusses. Professional advice shad be sought If needed. Concentration of construction loads greater plum the design loads slued not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bncing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 616# Support 2 714# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 8-3-2 0-4-3 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bid Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -1746 0.39 2- 3 -1570 0.34 3- 4 -1144 0.30 4- 5 -1144 0.30 5- 6 -1570 0.32 6- 7 -1746 0.37 ..BC ... FORCE ... CSI 12-11 1513 0.48 11-10 1291 0.44 10- 9 1291 0.44 9- 8 1513 0.48 TI: Ell QTY:3 ==============Joint Locations=============== 1) 0- 0- 0 5) 19- 9- 2 9) 21- 0- 0 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 0 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lroc Type 0- 1-12 990 61 -616 BOT PIN 29-10- 4 1036 0 -714 BOT H-ROLL Ilk 15-0-0 15-0-0 1 2 3 5 6 R 4X6 30-0-0 6.00 7-10-3 0-4-3 i12 11 10 9 1 990# 3.50" 1036# 3.50" le 30-0-0 1 0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2161 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890GREENBROOKCMOVIED L32766 Design: Alatrir Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bncirg shown on this drawing Is not r.mcUon bracing, wind bracing, portal bracing or similar bracing which is a pail of the building design and which must be considered by the budding designer. Bmcing shown is for lateral support of truss members only to reduce buckling length. ProviMans [rust be made to anchor Lateral bracing at ends and specified locations determined by the budding designer. Additional bmcing of the overall structure may be required. (See HIB-91 ref TPI(. frruss Plate Institute. TPI, is located at 583 UOnofrio DAve. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKUOBSII25AIPHISU,%IIV Eng. Job: Divg: Dsgnr: TLY Chk: WO: SUNIV Truss ID: El Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:06.02.02- 13803- 4 TICS.' 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.I. WO: SUNIV WE: DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. spmdlmtlons and/or designs furnished to the truss designer by the client and the conectnas or accuracy of this Information as It may relate to a spe- ciflc project and accepts no responsibility or exercises no control with regard to fabrica- Lion, handling, shipment and Installation of Musses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or profcsslonal engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loods. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Literally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0" o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review, this drawing to verify that this drawing is In conformance with the fabricatoYs plans and to mailm a continuing rsponsibWty for such veri- fication. Any discrepancies are to be put in writing before culling or fabrication. Plates shall not be Installed over knothals. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates; shall be located on both faces of the truss with nalis fully imbedded and shall be sym. about thejolnl unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Ls G" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the e.m.-id of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or ercctlon stresses. Thb truss is not to be fabricated with fire retardant treated Iumber unless otherwise shown. For additional nformation on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bmcbhg". HIB-91. Trusses are to be handled with particular rare during landing and bundling. deltvery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlnn and for resisting lateral forces shall be designed and bumlied by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during tnstallation between trusses to avoid toppling mt and donobn ig. The supervision of erection of trusses shall be under the control of persons experienced In the InstaBaUon of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to I— at any time. No lords other than the welght of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 580# Support 2 340# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 0-3-14 1 1-6-2 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 1251nph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 635 0.54 5- 4 -782 0.42 2- 3 -55 0.42 TI: F 9TY:2 ==============Joint Locations=============== 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF Fran PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 208 275 -580 BOT PIN 9- 9- 0 423 0 -340 BOT H-ROLL 9-10-13 1 2 3 F-4.24 3-9-14 11 9-10-13 5 4 209# 4.95" 423# 2.50" I (R1-6-0) 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 �Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.0V1EDoxt-32766 9-10-13 scale = 0.4873 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F CONTRACTOR. Dsgnr: TLY Clik: Date: 6-18-02 BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 Bracing shown on this drawing is not r-rectlon bracing, wind bracing, portal bracing or similar bracbng TC Dead 7.0 psf DurFae - Pit: 1.25 which is a part of the building design and which must be. considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.O psf O.C.Spacing: 24.On p g• made to anchor Lateral bracing at ends and specifled locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI 9 frruss Plate Institute. TPI, is located at 583 D'Onoftio Drive. Madison. Wisconsin 53719). Code Dese: FLA TOTAL 33.0 psf V:06.02.02- 13805- d u:mrr-c-LuAvvuauUsfrrn3unvv HCS: 06.02.02 �IJB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: F1 9TY:2 DESIGN INFORMATION This design is for an individual budding component and has been based on Information provided by the client. The designer disclabns any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss des lg er by the client and the correctness or accuracy of this Wonnation as It may relate to n spe- cNc project and accepts no responsibility or emises no control with regard to fab l-- llon, handling, shipment and Insinllatlon of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes• local climatic records for wind or snow loads, pmject specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) an continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured front 20 gauge hot dipped galvanized steel meeting AMi A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such vert- Bcatbn. Any discrepancies an to be put In writing before culling or fabrication. Plates shall not be Installed wet knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on loth faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6- wide x 8- long. Slots (holes) run parallel to the plate length spmtfled. Double cuts on web members shall meet at the cenlroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stmsses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing A Bmcing'. HIB-91. Trusses are to be handled with particular cue during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand. Ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between I— to avoid toppling and dominoing. The supervision of ercclton of trusses shall be under the control of persons experlenced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the welghl of the erectors shall be applied to trusse, until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 594# Support 2 326# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 0-344 I MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Itlpact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 606 0.48 5- 4 -748 0.40 2- 3 -55 0.38 -=-=--========Joint Locations=============== 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 214 275 -594 BOT PIN 9- 9- 0 417 0 -326 BOT H-ROLL 9-10-13 1 2 3 3-9-14 I I M 9-10-13 11 5 4 215# 11.31" 417# 2.50" �1 6-26-22 (R 1-6-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 �Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 I890 GREENBROOK CT.OVIEDO.Ft327- 9-10-13 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Divg: CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf winch is a pan of the building design and which must be considered by the building designer. Bracing shown Is for Laneml support of lnrss members only to reduce buckling length. Provisions must he BC Live 0.0 psf made to anchor tannest bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may in required. (See HIB-91 of TPII. BC Dead 10.0 f pluss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 33.0 scale = 0.4873 Truss ID, F1 Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA r,e„x,r. mrarrre „raay,n JVB rAIH: taltt-LUAVU1151125MPHISUNIV HCS: 06.02.02 DESIGN INFORMATION This design Is [Oran indlvldual building component and has been based on information provided by the client. The designer discialms any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific Project and accepts no responsibility or t<emises no control with regard to fabrtp- tlon. handling, shipment and Installation of trusses. This truss has been designed as an individual budding component in accordance with ANSI/TPI 1-19%and NDS-97 to be Incorporated as part of the bu8ding design by a BuBding Designer freglslered arehlicet or professional englneerl. When reviewed for appnoval by the budding destgner, the design loadings shown must be checked to be sum that the data shown are in agreement with the local building codes, lr cal clbnatic records for wind or snow loads. pm)ert specifications or speclal applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc mnnnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension am not fully braced laterally by a property applied Agial ceWng. they should be braced at a maximum spacing of 19-T o.t Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to rmlim a mntinuing responsibWty for such ven- fimtion. Any discrepancies are to be put in uY,ttag before cutting or fabrication. Mates shall not be installed over knotholes, knots or dtstoned grain. Members stall be cut for tight Biting wood to wood b-rtng. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5.4 plate b 5- wide x 4- long. A Bx8 plate is 6- wide x 8' long. Slots tholes) run parallel to the piste length specified. Double cuts on web members shall meet at the-ntrold of the webs unless otherwise shown. Connector plate sties are mbnOm nusties based on the forces shown and may need to be increased far —tales hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addlUonal information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling installing @ Bracing'. HIB-91. Trusses am to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pas - Man and for resisting lateral form shall be designed and installed is essential by others. Careful hand- ling and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling supervision dominoing. The supesion of erection of trusses shall be under the control of persors e<penenced In the trutallation of trusses. Professional advice aha8 be sought a needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. f WO: SUiJIV TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L. 40.0 ft W= 7.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.3311 D. 0.05a T=-0.28a MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ta 0.00- MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00m RMB = 1.15 4-3-15 0-41-3 _ - WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be (narked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: G 9TY:9 =_ ==Joint Locations°=====e=======o 1) 0- 6- 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 167 -355 TOP PIN 0- 1-12 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 0 3-10-3 7-0-0 4 28-1 3 3.50" 151# 2.50" 1-1-9 cats r(R1-1-7) i 7-0-0 82# .50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports C/L: 6-10-12 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: hfafrit Annipis VMKI4114li: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a pait of the building design and which must be considered by the building designer. Bracing shown b for lateral support of truss members only to reduce buckling length. Pmvsions must be made to anchor lateral bracing at ends and specified locations delennlned by the building designer. Additional bracing of the —crad structure may be required. (See HIB-91 ul TPI). (Truss Plate Institute. TPI, is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). JOB PATH: C.17'F.E-LOXUOBSII?SAipliISUNIV Eng. Job: Dwg: Dsgnr: TLY Cltk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf 11C Dead 10.0 psf TOTAL 33.0 psf Attach with Q) 10t1 Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.4854 Truss ID: G Date: 6-18-02 Du RFac - L b rr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, speclflollons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- elflc project and accepts no responslbWty or exereses no control wnh regard to fabnea- tlon, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the bu8dbtg design by a Building Designer (registered architect or profesalonal englneed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the load building codes. burl e8mallc records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid celling, they should be braced at a tnulmum spacing of IO'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A fi53. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrieatIon. the fabricator sha8 rvA— this drawing to verify that this drawing Is in conformance with the fabrieatnrs plans and to realize a continuing r porslblllty for such veri- neatlon. Any discrepancies arc to be put in wnttng before culling or fabrication. Pates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood tearing. Con- nector pates shall be located on both faces of the truss with nams fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 pate is 5- wide x 4- long. A 6x8 pate is 6- mde x 6' long. Slots (holes) run parallel to the pate length specified. Double cuts on web members shall meet at the centruld of the webs unless otherwise shown. Connector pale sizes are minimum slzrs based on the forces shown and may need to he Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with floe retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/71`1 I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing A Dracing-. HIB-91. Trusses are to be handled with partictdar care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and Walled by others. Careful hand. ling Is essenttal and erection bracing Is ahvays required. Normal pre®u0onary, action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the WtaBation of trusses. P,ofesslonal advice shall be sought 0 needed. Concentration of construction loads greater than the design loads shall not be applied to trussesal any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I, completed. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V- 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W. 7.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.33" D= 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 4-3-15 0-41-3 _Y_ WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# ..TC... FORCE ... CSI -BC ... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: GI 9TY:5 ____==== =: = ===Joint Locations========_=__==_ 1) 0-6- 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 167 -355 TOP PIN 0- 4- 0 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 r 6.00 3-10-3 I I 7-0-0 4 3 281N 8.00" 151N 2.50" 1-1-9 B 7-0-0_Q 82// .50rr I (R1-1-7) I C/L: 10-12 EXCEPT AS SllOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREE14BROOK Cr.OVIEDO.FL32766 Denim- Al r it A1A ;, WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or slmtlar bracing which is a part of the building deslgt and which must be considered by the building designer. Bracing shown s for lateral support of truss members only to reduce buckling length. provisions must be made to anchor lateral bracing at ends and specified location determined by the building designer. Additional bracing of the wera8 structure may be required. (See HIB-91 of TPO. Uruss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Cllk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsr Attach with (3) 10d Toe -Nail$ Attach with (2) 10d Toe -Nails scale = 0.4854 Truss ID: G1 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect tnfomtauon, specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy If this Infomatlon as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engin—il. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the lord building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, thev should be braced at a maximum spacing of 10'4r o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASrM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such vert- ficatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be In over knotholes. knots or distorted pain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on Lath faces of the buss with natis fully imbedded and shall be yr sn. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8" long. Slots (holes) rim parallel to the plate length specified. Double cuts on web members shall meet at the centmfd of the webs unless otherwise shown. Connector plate sizes are rd"I urn slz s based on the forces shown and may need to be Increased for certain hand - Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addltiorwl information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recontmendallons are to be followed In accordance with -Handling lmtaU[ng & Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling, delh•ery and Installation to avoid damage. Temporary and permanent bracing for holding asses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- 8ng is essential and erection bracing is always required. Normal precautionary action for Trusses requlrce such temporary bracing during installation between trusses to avoid toppling and dommoing. The supervision of erecllon of trusses shall be under the control of persons experienced In the Wtallatlon of trusses. Professional advice shall be sought If needed. ns ConcenlmUon of cotruction loads greater than the design loads shall not be applied to trusses at any time. No Imds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V. 125niph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccnT>osite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 TI: H QTY:4 ==============Joint Locations===============' 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 1-12 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 5-1-8 1 2 0 0-4-3 2-10-15 5-1-8 4 3 219# 3.50" 110# 2.50" �1-1-9 1 5-1-8 61N 50" ' a (R1-1-7) C/L: -04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Marionda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK LMOI'IEDOYI-32766 Derfvm Mnrrir An I/id YVAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwt ng is not erection bracing. wind bracing, portal bracing or similar bmcing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specilled lontlons determined by the building designer. Additional bracing of the overall structure may be required. (See 1118-91 of TPB. (rruss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Eng. Job:SLINIV Dwg: Truss ID: H Dsgnr: TLY Chk: Date: 6-18-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf Durfac - Pit: 1.25 BC Live o.o psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf v•nA no n,3_ i zero A TICS: 06.02.02 I I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: H1 9TY:4 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, spectllcations and/or designs furnished to the truss destgner by the client and the correctness or accuracy of this InfornaUon as It may relate to a spe- cifle project and accepts no responsibility or exem"es no control with regard to Nall - Ilon, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design Ioadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied Iwds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) ate continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should he braced at a maxbnum spacing of 10'-O' o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be Installed liver knotholes. knots or distorted gain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide z 8' long. Slots (holes) run parallel to the plate length speelfled. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sins based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information oa Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing'. HIB-91. Trusses arc to be handled with particular care during handing and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erecuon of ru tsses shaft be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction Iwds greater than the design loads shall not be applied to trusses at loads time. No Ids other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl Let 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 ----=-========Joint Locations=============== 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- x-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 4- 0 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 5-1-8 � 1 216.00 2-10-15 L 5-1-8 L 4 3� 219# 8.00" 110# 2.50" 1-1-9 61k 50" 5-1-8 1 (111-1-7) 1 C/L: -04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 SupporLs WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY ICU: 4005 MARON DA WAY BRACING WARNING: TIC Live 16.0 SA N FORD, FL. 32771 Bracing shown on this drawing b not ereciion bracing, wind bracing, portal bracing - similar bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building desigec Additional bracing of the overall structure may be required. (See IIIB-91 of TPil. BC Dead 10.0 LICENSE #0050068 (Truss Plate Institute, TPI, is located at 563 D'Onofrio Drive. Madtson. Wisconsin 53719). 18900REENBROOg Cr.0v1ED0.FL32766 I TOTAL 33.0 Attach with (4) 10d Toe -Nails Allach with (1) 10d Toe -Nails scale = 0.6197 Truss ID: H 1 Date: 6-18-02 psf DurFac - Lbr: 1.25 PSI` DurFac - PIt: 1.25 psf O.C. Spacing: 24.0" P, f Design Criteria: TPI — Code Desc: FLA uesign: Mofrir Analyslt JOB PATH: C:ITF_F--LOKVOBSI/25Af1'llISUA'IV HCS.' 06.02.02 DESIGN INFORMATION This design Is for an Individual building component and has been bused on Information pmvided by the client. The designer disclaims any responslbilty for damages as a result of faulty or Incorrect Infornation, spec(I©ttons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responslbihty, or ezerelses no control with regard to fabrica- tion, handling, shipment and mstalialbn of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPl 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are in agreement with the torn] building codes, local climatic records for wind or snow Imds, project sped( capons or special applied loads. Unless shown, trues has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a pmperty applied rigid ecWng, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured front 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless olherwtse shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabri©toes plans and to realize a continuing responslbUlty for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide s 4' long. A 6.cB plate is 6' wide x 8- long. Slots (toles) run pam(el to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minhnwn sizes based on the fortes shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance With 'Handling Installing R Bracing'. HIB-91. Trusses are to be handled with particular care during bcmding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting Lateral forces shall be designed and Installed by others. Careful land - ling is essental and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of I- stall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to tmsses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W- 3.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D- 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 24-11 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# -.TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR CI'.0v1ED0.FL327GG Desixn: Afarri.t Almhsis TI: I 9TY:4 ==============Joint Locations==============_ 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 154 Ill -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 1 2 0 3-1-8 4 31 154# 3.50" 67# 2.50" B}e 3-1-8 37# 2 50" PER ANSI/TPI 1-1995 Over 3 Supports C/L: -04 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sinhLLir bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the metal] structure may be required. (See 1118-91 of TPI). (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Ina PA77r. I.arc-c-1-,1.n..e.,,................ Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Eng. Job: IV D%vg: Truss ID: I Dsgnr: TLY Chk: Date: 6-18-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.0 psf O.C. Spacing: 24.01, RC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 nsf v•nA ne ne 1 ao l n HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or In---' Information, specifications and/or designs furnished to the law designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of Iusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chnrds In tension are not fully braced laterally by a properly applied tied coding, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator-3 plans and to realize a continuing responsibility for such veri- ficatlon. Any discrepancies am to be put In writing before cutting or fabrication. Plates shall not be installed wer knothole. knots or distorted pain. Members shall be cut for tight fitting woof to wood bearing. Can. —tor plates shall be looted on both faces of the truss with malls fully Imbedded and shall be syrn. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6- wide x B' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes am minimum sizes bayn based on the forces show and may need to be increased for certain hand- ling and/or erectlon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing A Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avold damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall to designed and Installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought U needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to I— until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W- 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE WAD DEFLECTION: T= 0.00" RMB = 1.15 2-4-11 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 TI: 11 QTYA =====-========Joint Locations=============== ' 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 4- 0 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 11 1 2 r6 00 3-1-8 4 3 154# 8.00" 67# 2.50" 1 1-9 3-1-8 3711 2t.50" (R1-1-7) C/L: 0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1090 GREENBROOK C17.0'VTEDOXI-32766 Design: Alarrir Analysis WAKNIN(G: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this drawing is not erection bracing, wind bracing, portal bracing nr similar bracing which is a part of the building design and which most be considered by the building designer. Bracing shown is for Literal support of truss manbers only, to reduce buckling lengh. P—islons must be made to anchor Lateral bracing at ends and specified locations deter Arced by the building designer. Additional bracing of lire overall structure may be required. (See HIB-91 of TPl). D'russ Plate Institute. TPI. Is located at 563 D'Onofrlo Drive. Madison. Wisconsin 53719). JOB PATH: C:I7EE-LORUOBSII25AIPHISUNIV Eng. Jab: Dwg: Dsgnr: TLY Clik: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: 11 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS. 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an IndNldual building component and has been based an Information provided by the client. The designer disclaims any responsibility for damages as a mull of faulty or incorrect Information, specNotlons and/or designs furnished to the truss de tgncr by the client and the correctness or accuracy of this Information as II may relate to a spe- cific project and accepts no responsibility or exeroses no control with regard to fabrl-- tion, handling, shipment and installation of truss-. This truss has been designed as an individunt building component In accordance with ANSI/'IT, 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered amhltmt or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (lop or bottom) arc conunu- ously braced by sheathing unless otherwise spmtned. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceWng, they should be braced at a maximum spacing of 10'-(' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gai anlzed steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to malim a continuing respomlbWty for such verl- fication. Any discrepancies are to be put 1n writing before cutting or fabrication. Plata shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Can. nmtor plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8- long. Slots (hole) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing'. HIB-91. Trusses arc to be handled with particular care during binding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Ition and for mating lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not he applied to trusses at any time. No loads other than the weight of the erectors shall bx applied to trusses untilafter all listening and bracing I, completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# --TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J QTY:4 ==============Joint Locations=============== 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL /IL _ 1-1-8 L 1 2 6 0000 0-10-15 4 3 89N 3.50" 25N 2.50" 1-1-9 13# 2j 1-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 14995 Over 3 Supports LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK LMOV1EDO.1`1_32766 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 YYAKNINIU: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J CONTRACTOR. Dsgnr: TLY Chk: Date: 6-18-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing Is not erection bracing• wind bracing. portal bracing or similar bracing is which Part of the building design and which must be considered by the building desiger. Bracing TC Dead 7.0 psf urFae - Pit: 1.25 D�s, Is shown for latruss Lateral support of tss members only to reduce buckling length. P—tMons must be BC Live 0.0 psf O.C. Spacing: CS 24.On (✓h g• made to anchor lateral bracing at ends and speclllnl locations determined by the building designer. Additional bracing of the overall structure may he rNubed. (See HIB-91 of TPU. BC Dead 10.0 f Design Criteria: TPI (Truss Plate Institute. TPI• is located at 583 D'Onofro Drt • . Madison. Wsconsm 53719). Code Dese: FLA TOTAL 33.0 psf V:06.02.02- 13814- 5 a 1lcCl.VAUUn3nrOAlrrri3UAYV HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaim any responsibility for damages as a result of faulty or Incorrect Information. speclflc llons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe. cific project and accepts no responsibility or exercises no control with regard to fabriea. tion- handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be tncorpomted as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assurnes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tendon arc not fully braced laterally by a properly applied rigid "Wng. they should be braced at a maximum spacing of 10'-0' o.e. Connector plate, shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots ar distorted grain. Members sha8 be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nalls fully Imbedded and shall be sym. about lhejolnt unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless olherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing during Installation between trusses to avoid toppling and dominobng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to truss- at any time. No loads other than the weight of the erectors shall be applled to trusses until alter all fast —mg and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced illness noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J 1 9TY:4 -=====---=====Joint Locations=============== 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 4- 0 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# 1-1-811 Ilk1 2 Attach with (1) 10d Toe -Nails 0-10-15 Attach with (1) 10d Toe -Nails 1-1-8 4 3 89# 8.00" 25# 2.50" 1-1-9 11 8 In EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: 4005 MARON DA WAY BRACING WARNING: TIC Live 16.0 psf SANFORD, FI_. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing TIC Dead 7.0 psr (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss mernk— only to reduce buckling length. ProvLsln is must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations delemnlned by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf LICENSE- #0050068 (buss Plate Institute. TPI, is located at 583 D'Onofno Drive. Madison, Wisconsin 53719). 1990 GREENBROOK Cr.0%1ED0.FL32706 TOTAL 33.0 psf scale = 1.5123 Truss ID: J1 Date: 6-18-02 DurFoc - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA -.,ra nmrayati JUu rain: L:I1t_1:-LUAVU8SIi2.5MPHISUNIV HCS: 06.02.02 I I I JB: SUNBURY I AC: WO: SUNIV WE: TI: K 61TY:1 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss destgner by the client and the correctness or accuracy If this information as It may relate to a spe- cific project and accepts no responsibWly or exercises no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engmeerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local buBdling erodes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. laws has not been designed far storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously bmced by sheathing unless otherwise specified. %Vhcre bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a n-Kirnum spacing of 101-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plaru and to real)- a continuing responsibility for such vert- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shorn. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is G' wide x 9- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes art minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss la not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing A Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- Img is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommotng. The supervision of erection of I— shall be under the control of persons experienced In the Installation of trusses. Professlonal advice shall be sought If needed. Concentration of construction loads greater thin the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, C&C, V= 125mph, He; 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 21.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 T 4-3-15 0-4-3 MULTIPLE LOADS -- This design is the composite result of lmiltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended abave/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 674# Support 2 674# ..TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -2600 0.28 11-10 2280 0.40 2- 3 -2522 0.42 10- 9 2257 0.39 3- 4 -2385 0.68 9- 8 2257 0.39 4- 5 -2522 0.42 8- 7 2280 0.40 5- 6 -2600 0.28 ========_=====Joint Locations==========-==== ' 1) 0- 0- 0 5) 17- 0-12 9) 10- 6- 0 2) 3-11- 4 6) 21- 0- 0 10) 7- 0- 0 3) 7- 0- 0 7) 21- 0- 0 11) 0- 0- 0 4) 14- 0- 0 8) 14- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 14- 0- 0 TC Vert L+D -46 14- 0- 0 -46 22- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 14- 0- 0 BC Vert L+D -20 14- 0- 0 -20 21- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 14- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1446 0 -674 BOT PIN 20- 8- 0 1446 0 -674 BOT H-ROLL 7-0-0 7-0-0 7-0-0 1 2 5 6 6.00 5XIO 5Y10 0 21-0-0 11 10 9 8 1447N 8.00" 1447N 8 00" 340-3 0-4-3 TY� I 1 1 21-0-0 11 1--9- (R1-1-7) I1 430# 430N EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED 411 ANSI/TPI 1-1995 scale = 0.2880 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`g: Truss ID: K CONTRACTOR. BRACING WARNING: Dsgnr: TLv Clik: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer.. Bracing is for lateral TC Dead BC Live 7.0 0.0 psf DurFae - Pit: 1.25 O,C, Spacing: 24.0" P (407) 321-0064 Fax (407) 321-3913 shown support of truss members only to reduce buckling length. Provisions must be psf g• TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmctng of the ovemu structure nuay be required. (See HlB-91 of TPB. Dead BCsf l o.o PSI` Design Criteria: TPI #0050068 (Truss Plate Institute. TPI. is located at 583 IYOnofrio Drive. Madison. Wisconsin 53719). Code Dese: FLA )890 GREENBROOK Cr.OVIEDO.FL32766 TOTAL 33.0 psf V:06.02.02- 13817- 5 . Xn. mm,u nrunyvs JUu r'AM: C:Iltt-LUAVUUJIIL5MYffDUA7V HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: L 9TY:1 DESIGN INFORMATION This design is for an Individual building component and has been based on iformation provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or incorrect bdormatlon, specl0crtlons and/or designs furnished to the truss designer by the client and the correctness or accuracy If this lnformaLion as It may mlate to a spe- cific project and accepts no responsibility or uerebes no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an IndMdual building component in accorda— with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer!. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling. they should be braced a1 a maximum spacing of 10'-0- u.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to reallze a continuing responsibility for such vert- neation. Any di5empancles are to be put In wilting before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nits fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A ax8 plate is 6" wide x 8- long. Slots (holes) nun parallel to the plate length speclflnl. Double cuts on web members shall meet at the cenlroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand - Lung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with "Handling Installing S Bracing". IfIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is es-ittlal and erection bracing is aMaya required. Normal precautionary action for trusses requhes such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervls[on of erection of trusses shall be under the control of persons experienced In the WtallatJon of lrussq. Professional ado" shall be sought If needed. ra Concenttion of construction loads greater than the design Inds shah not be applied to trusses at any time. No loads other than the weight of the erector shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 565# Support 2 597# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 5-3-15 0-4-3 MULTIPLE LOADS -- This design is the ==============Joint Locations=============== ' composite result of multiple loads. 1) 0- 0- 0 5) 16- 2-12 9) 9- 0- 0 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 21- 0- 0 10) 0- 0- 0 continuously braced unless noted otherwise. 3) 9- 0- 0 7) 21- 0- 0 Wind Case- ASCE 7-98, C&C, V= 125niph, 4) 12- 0- 0 8) 12- 0- 0 H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- Bld Type= Encl L= 40.0 ft W= 21.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 4- 0 744 60 -565 BOT PIN Fact Resistant Covering and/or Glazing Req 20- 8- 0 744 0 -597 BOT H-ROLL ..TC... FORCE ... CSI 1- 2 -1107 0.35 2- 3 -896 0.26 3- 4 -757 0.19 4- 5 -893 0.27 5- 6 -1107 0.38 ..BC ... FORCE ... CSI 10- 9 952 0.39 9- 8 756 0.29 8- 7 952 0.40 9-0-0 3-0-0 9-0-0 1 2 5 G 60 4X8 4X6 0 21-0-0 10 9 8 7 745# 8.00" 745# 8.00" l (R1-1-7) I I© 21-0-0 EXCEPT AS SHOWN PLATES ARE TI.20 GA TESTED PER ANSI/TPI 1-1995 [Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Itf90 GREENBROxJK (7r.—Fnr.1L117— WAKNINCr: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: CONTRACTOR. Dsgur: TLY CIII(: BRACING WARNING: TC Live 16.0 psi Bracing shown on this drawing is not erection bracing, wind bracing. portal bmeing or sbnilar bracing TIC Dead 7.0 psi which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckif ig length. P-LsIons must be BC Live 0.0 psr made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See IIIB-91 of M). BC Dead ea 10.0 Sr p (Truss Plate Institute, TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 33.0 psf (RI-1-7) scale = 0.2880 Truss ID: L Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ,.cart&". m„a,u n,"aysrs JUn rAIII: (::IIGh_-LUAUUBNI125MI'HISUNIV HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe. clflc project and accepts no responsibility or exemi— no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineerl. When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shorn, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid "ling. they should be braced at a maximum spacing of 10'-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dmwing to verify that this drawing is in conformance with the fabrimtor's plans and to realize a continuing responsibility for such vert. fiction. Any discrepancies are to be put In writing before culling or fabrication. Plates shag not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. con- nector plates shall be located on both fain of the truss with naLLs fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is G wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlroid of the webs unless otherwise shown. Connector pine sizes are minimum sins based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPl 1-1995 PRECAUTIONARY NOTES All bracing and erection reconvnendatiotu are to be followed In accordance with 'Handling Installing & Bracing'. HIB-91. Trusso are to be handled with particular ©m during Landing and bundling, delivery and im taliavon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal p—tlonary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominotng. The supervision of erection of usses trshall be under the control of persons experenced In the Installation of truces. Professional advice shall be sought If needed. Concentration of construction loads greater it.. the design loads shall not be applied I. cusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after ail fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 549# Support 2 581# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 MULTIPLE LOADS -- This design is the coniposite result of multiple loads. All COMPRESSION Chords are asstuned to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 21.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1083 0.37 8- 7 927 0.50 2- 3 -827 0.27 7- 6 927 0.50 3- 4 -827 0.27 4- 5 -1083 0.40 TI: M QTY:5 ==============Joint Locations=============== 1) 0- 0- 0 4) 15- 5-12 7) 10- 6- 0 2) 5- 6- 4 5) 21- 0- 0 8) 0- 0- 0 3) 10- 6- 0 6) 21- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 745 60 -549 BOT PIN 20- 8- 0 745 0 -581 BOT H-ROLL 10-6-0 1, 10-6-0 1 2 4 5 Q 4X6 Q P 21-0-0 8 7 745# 8.00" 6 745 I # 8.00° -9-9 1© 21-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bmcing, wind bracing, portal bracing or similar bracing which Is a pan of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions most be TOMAS PONCE P.E. made to anchor lateral hme(ng at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See Ilia-91 of 9P11. LICENSE #0050068 1890O11EENBROOK C7r.OVIEOO_ FLs2'rnn (rruss Plate Institute. TPI, is located at 583 D'Onofriu Drive. Madison. Wisconsin 53719). Eng. Job: Divg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Ds 5-7-3 0-4-3 I scale = 0.2880 Truss ID: M Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA •.+� �.�. ter. .-vn vvoauumrn uvnry HCS: 06.02.02 I JB: SUNBURY I AC: WO: SUNIV WE: TI: P 9TY:4 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer dlsclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the mrreciness or accuracy If this Information as It may relate to a ape- cific project and accepts no responsibility or exemses no control with regard to fabrica- Ilon, handling, shipment and Installation of (noses. This truss has been designed as an individual building component in accordance with ANSI/9PI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer Ircgistered architect or professlonal engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Urd— shown, truss has not been designed for storage or occnpa cy loads. The design assumes compression chords (top or bottom) arc mntlnu- usly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 10'-0" o.e Connector plates shall be manufactured from 20 gauge hot dipped gatvanlred steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. kris or distorted grain. Members shall be cot far tight Biting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nalls fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate 0 5" wide x 4" long. A Bx8 plate s 6" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenuold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated [(linter unless otherwise shown. For additional Information on Quality Control refer to ANSI/7P1 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with "Handling Installing R Bracing-. HIB-91. Trusses are to be handled with parUcutar care during bandmg and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trn5se5 in a straight and plumb pos- Ition and for resisting lateral form shag be designed and Installed by others. Careful hand. ling is essential and erection bracing Is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominot g. The supervision of emcuon ref trusses shall be under the control of persons experienced in the Installation of tress .. Prmfessional advice shall be sought If receded. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall Ix applied to trusses untd after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 H- Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) for lateral forces due to wind or seismic loads on buildings. CAUTIONIII Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maximum reactions and proper MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 1X4 continuous lateral bracing attached with 2- lOd nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 81, o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Part L. 31.0 ft W. 4.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf .TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 [3.1EE' 8X14 E 1- -7 11-2-3 8-1-0 8X14 U-7 4 1 1 2X4 2X4 3X4 3-64 65 4 3 1518N 15.00" 144# 1.50" 11199 4-1-8 GABLE STUD PLATES (0) 2X4 (111-1-7) I I EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Ltaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 GREENRROOK r-r.ONFOO-FI_: 11— __ 6==Joint Locations=====__==___==5 1) 0- 060 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 '0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 284# scale = 0.1878 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUN[ A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: P CONTRACTOR. Dsgiir: TLY CU: Date: 6-18-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or sbnfar bracing TC Dead 7.0 psf DurFae - PIt: 1.25 which is a pan of the building design and which must be considered by the building designer. Bracing shown I for lateral support of truss members only to reduce buckling length. Provisions must 1e BC Live 0.0 psf O.C. Spacing: 24.0n made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (S111E-91 of TPI). ee B(-` Dead 10.0 $f P Design Criteria: TPI I'truss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. ,.f A Code Dese: FLA TOTAL 33.0 psr V:06.02.02- 13820- 5 ricagn.- _u nranYns JUH YAIII: Cant-LUKUUBJ1173AfP1118UN1V HCS: 06.02.02 JB: SUNBURY I AC: WO: SUNIV WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client- The designer disclaim any responsibility for damages as a result of faulty or incorrect information, speetftcrtlorss and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- elfnc pmjmt and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an indlvidnnal building component in accordance with ANSUTPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sum that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project speciflratlons or special applied loads. Unless shown, thus has not been designed for storage or occupancy loads. The design assumes compression chords Bop or bottom) are mntinu- otssly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10--0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vertly that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight Biting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sytn. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A fix8 plate Is 6" wide x 8' long. $lots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minbnrmn sizes based on the forces shown and may need to be Increased for certain hand. Wig and/or erection stresses. This lass is not to be fabricated with fire retardant treated lumber unless oIhcrvAse shown. For additional information on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing-, HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straf0it and plumb pos- ItIon and for resisting lateral forces shall be designed and i—Lolled by others. Careful hand - Wig is essential and erection bracing is always required. Normal preca uuonary action for trus requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any ttine. No loads other than the weight of the erectors shall be applied to muses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) ror lateral forces due to wind or seismic loads on buildings. CAUTION!!! Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maximum reactions and proper MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 ®1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is the composite result of multiple loads. wind Case- ASCE 7-98, CSC, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Part L= 31.0 ft W= 4.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC...FORCE... CSI 1- 2 165 0.54 4- 3 0 0.12 LX TI: P BTY:4 = ==Joint Locations=====_=___=====, 1) 0 0 0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ; Support 1 284# 4-18 4-1-8 11 1 3 CONTIN0 S F 00 6 7I1r OSB SHEATHING LYd 'iYA U- -(2 0-%42 NOTE: TRUSS SHIPPED TO FIELD IN TWO SEGMENTS. 1-0-7 ATTACH IN FIELD USING 7116" OSB SHEATHING NAILED W/8d NAILS @4.0" O.C. AT ALL CONTACT SURFACES 0-7-4 _I � �0-74 If�_rtii� I, 6� 5 4 32401 1.5.00" 324# 15.00" 1-1-9 8-3-0 � I� � (R1-1-7) GABLE STUD PLATES (0) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSU'IT1 1-1995 scale = 0.1878 '— WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUN I Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: P CONTRACTOR. BRACING WARNING: Dsgitr: TLY Chk: Date: 6-18-02 TC Live 16.0 psr DurFac - Lbr: 1.25 4005 MARON DA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which is a part of the building design and which must be considered by the buddhng designer. BracingO.C.Spacing: shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf 24.Ott TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified loca cim, determined by One building designer. Additional bracing of the overall structure may he required. (See HIB-91 of M). BC Dead d 10.0 sf p Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Dese: FLA 1090 CREENBHOOK Cr.OV1EDO.FL32766 TOTAL 33.0 psi I V:06.02.02- 13820- 5 Design: Maint Analysis JOB PATH: C:ITEE-LOKVOBS1125A1PHIS1JN1V HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responslbWty, or exercises no control with regard to fabri©- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown most be checked to be sure that the data shown arc In agreement with the local budding codes• local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-T o.e. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabriotor's plans and to mallet a continuing responslbWty for such vert- fication. Any discrepancies are to be put in writing Wom cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Can. nector plates shall be located on both faces of the truss with nails fully imbedded and shall be syrn. about the joint unless otherwise shown. A 5x4 plate 15 5' wide x 4- long. A 6xB plate is 6' wide x B' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes lased on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "HandlingInstalling & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling• delivery and installation to avoid damage. Temporary and permanent bracing for holding I- In a straight and plumb pos- ItIon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and donrinoing. The supervision oere f ction of trusses shad be under the control of persons experienced In the Installation of Wsses. Professional advice shad be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any Ume. No loads other than the weight of the erectors shall be applied to lnrsses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 764# Support 2 803# MAX LIVE LOAD DEFLECTION: L/999 L=-0.25" D=-0.26" T=-0.51" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.18" RMB = 1.15 7-3-15 0-4-3 0-3 MULTIPLE LOADS -- This design is the carrlposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125imph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3229 0.60 12-11 2925 0.70 2- 3 -2456 0.56 11-10 2925 0.68 3- 4 -2156 0.43 10- 9 2158 0.47 4- 5 -2455 0.56 9- 8 2925 0.68 5- 6 -3229 0.61 8- 7 2925 0.70 TI: U 9TY:1 =-============Joint Locations=============== 1) 0- 0- 0 5) 23- 1- 1 9) 16-10- 8 2) 6-10-15 6) 30- 0- 0 10) 13- 1- 8 3) 13- 0- 0 7) 30- 0- 0 11) 6-10-15 4) 17- 0- 0 8) 23- 1- 1 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 77 -764 BOT PIN 29-10- 4 1041 0 -803 BOT H-ROLL Ilk 13-0-0 k 4-0-0 t, 13-0-0 1 2 5 6 6 0000 -6 00 3.00 I 5X6 5X6 3.00 038 12-10-0 3-9-0 12-10-0 112 1 10 g 1042# 3.50" 1042# 3.50" 1_-1-9 10 30-0-0 L 1-1-9 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 6-10-3 0-4-3 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 189U GREENBROOK tT.OI'IEt 0.FL32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing N not erection bracing, wind bracing, portal bracing or similar bracing which N a pan of the budding design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified Irxations determined b v the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TI'll. Ross Plate Institute. TPI, is located at 583 D•Onofrlo Drive. Madison. Wisconsin S3719). Eng. Job: Dtrg: Dsgar: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL. 33.0 Truss ID: U Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11CS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe. clflc project and accepts no responsibility or exemses no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. project specNcatlons or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes; compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maxlmuun spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wool to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A Gx8 plate Is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum slur based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional infornallon on Quality Control refer to AIVSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bractng". HIB-91. Trusses are to be handled with particular care during banding and bundling• delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Illon and for resisting lateral fomes shall be designed and Installed by others. Careful hand- Ung is essential and erection bracing is ahvays required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and donninoing. The supervision of erection of I- shah be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied In trusses at any time. No loads other than the weight of the erectors shallbe applied to trusses unto after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 778# Support 2 818# MAX LIVE LOAD DEFLECTION: L/999 L=-0.26" D=-0.26" T--0.52" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.19" RMB = 1.15 6-3-15 0-4-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 40.0 ft W= 30.0 ft Truss in INf zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3245 0.57 13-12 2937 0.74 2- 3 -2719 0.54 12-11 2948 0.70 3- 4 -2413 0.43 11-10 2536 0.65 4- 5 -2412 0.43 10- 9 2947 0.70 5- 6 -2718 0.54 9- 8 2936 0.74 6- 7 -3244 0.60 TI: V 9TY:1 ==============Joint Locations=============== 1) 0- 0- 0 6) 24- 1- 1 11) 11- 1- 8 2) 5-10-15 7) 30- 0- 0 12) 5-10-15 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 4) 15- 0- 0 9) 24- 1- 1 5) 19- 0- 0 10) 18-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 100 -778 BOT PIN 29-10- 4 1041 0 -818 BOT H-ROLL 11-0-0 11 8-0-0 11-0-0 1 2 4 6 7 5X6 3X4 5X6 Q 1 3.00 0-3 10-10-0 7-9-0 10-10-0 13 12 11 i 10 9 1-1-9 1 42# 3.50' 1042# 3.50" e 30-0-0 L 1'1'9 (x1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dµ'g: Truss ID: V CONTRACTOR. Dsgnr•: TLY Cbk: Date: 6-18-02 BRACING WARNING: I TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing• portal bracing or similar bracing TC Dead 7.0 psf DurFac - Pit: 1.25 SAN FORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. l'rmisions must be QC Live 0.0 psf O.C. Spacing: 24.0fit made to anchor Lateral bracing it ends and specified locations determined by the building designer. psfd tom Dead Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the m•emll structure may be required. (See HIB-91 of MI. LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Dese: FLA 1890 CREENUROOk C .OVIEDOXI-327W TOTAL 33.0 psf V:06.02.02- 13822- 5 J '""4'•' •'••'•'•-` ^""'7"' - -in: L:I1Lt-LUAUUH31l4)A1r1f IJUA'fV HCS. 06.02.02 J '""4'•' •'••'•'•-` ^""'7"' - -in: L:I1Lt-LUAUUH31l4)A1r1f IJUA'fV HCS. 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: W 9TY:I DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ====== -=======Joint Locations===========____ ' This design is for an lndMdual building component and has been based on Information BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 composite result of multiple loads. 1) 0- 0- 0 5) 21- 0- 0 9) 20-10- 8 ent. The igner 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 4-10-15 6) 25- 1- 1 10) 15- 0- 0 any ny responsibility for damages as a insult of 3,5 continuous) braced unless noted otherwise. y 3) 9- 0- 0 7) 30- 0- 0 11) 9- 1- 8 faulty orincorrect Infomnatlon.specifications and/or designs furnished tothe ur designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V= 125irgth, H= 21.0 ft, I= 1.00, Exp.Cat. 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 bythechentandthecorrectnessoraccuracy Support 1 781# B, Kzt= 1.0 Bld Type= Encl L- 40.0 ft W= 30.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- If this information es it may relate to a ape- clflc project and accepts no responsibility or Support 2 819# in INT zone, TCDL= 4 . 2 psf, BCDL= 6.0 psf X-Loc Vert 0- 1-12 1042 Hori.z Uplift Y-LOc Type 92 exercises no control with regard to fabrlen- MAX LIVE LOAD DEFLECTION: L/999 Impact Resistant Covering and/or Glazing Req 29-10- 4 1042 -781 BOT PIN 0 -819 BOT H-ROLL Uon, handling• shipment and installation of trusses. This truss has been designed as an L=-0.30" D=-0.31" T=-0.60" ..TC...FORCE ... CSI ..BC...FORCE ... CSI Individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3247 0.66 12-11 2955 0.76 ANSI/TPI I-1995 and NDS-97 to be incorporated part of the budding design a Buildingi T= 0.38" 2- 3 -2946 0.54 11-10 2629 0.59 D or Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3163 0. 56 10- 9 2629 0. 59 engineed. When reviewed for approval by the T= 0 . 19 4- 5 -3163 0.56 9- 8 2955 0.76 building designer• the design loadings shown R1.IB = 1.15 5- 6 -2945 0.55 must be checked to be sure that the data shown 6- 7 -3246 0.68 are in agreement with the local budding codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design a-u mes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Laterally by a property applied rigid ceding• they should be braced at a maximum spacing of 10'-V o.c. Connector plates shad be manufactured from 20 puge hot dipped galvanized steel meeting ASrM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Pr1or to fabrication, the fabricator shad -im this drawing to verify that this drawing is in conformance with the fabricators plans and to rcallze a continuing responsibility for such ver. Ilcation. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shad be cut for tight ruling wood to wood bearing. Con- nector plates shag be located on both faces of the thus w•Ith nails fully Imbedded and shad be sym. about the Joint unless otherwise shown. A 5.4 plate Is 5' wide x 4- long. A 6x8 plate v 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members stall meet at the centrold of the webs unless otherwise shown. Connector plate sties are minimum sizes based on the forces shown and may need to be tnemased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendallons arc I* be followed In accordance with -Handling Installing A Dracing% HUB-91. Trusses arc to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral form shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of penons experienced in the installation of trusses. Pmfesslonal advice shad be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any lime. No lands other than the weight of the ""ors shall be applied to trusses ..'aafter all fastening and bracing is completed. 5-3-15 0-4-3 T7� I 9-0-0 12-0-0 11 9-0-0 1 2 4 1 6 7 Q 3.00 I 5X6 2X4 5Y6 0 3.00 4-10-3 0-4-3 1 8-10-0 11-9-011 8-10-0 l 11 10 I 1042# 3.50" 1-1 1042# 3.50" -9 e ( 30-0-0 L" 1_ 9_ (R1-1-7) (R1-1-7) EXCEPT AS SHORN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK MOt'IEDOXI-32766 WAKNIN(s: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing• portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing shown is for Literal support of truss members only to reduce buckling length. I'l-Imons must be made to anchor lateral bracing at ends and specified locations deternined by the budding designer. Additional bracing of the overall structure may be required. (See 11I3-91 of TPI). rrruss Plate Institute. TPI. is located at 583 D'Onufrio Drive. Madison. Wbconstn 53719). Eng. Job: Dwg: Dsgnr. TLY Cldc: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: W Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibWty for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responslbBlty or -rises no control with regard to fabrica- tion, handling. shipment and Instillation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional englnmr). When reviewed for approval by the budding designer, the design loadings shown most be checked to be sure that the data shown are In agreement with the local budding codes, local climatic records for wind or snow bads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tenslrnn are not fully braced laterally by a properly applied rigid ceding- they should be braced at a nadmum spacing of 10'-(r O.C. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to veiny )lust this drawing is In conformance with the fabricator's plans and to mal!u a continuing responsibility for such veri- fication. Any discrepancies are to ba put in writing before cutting or fabrication. Plates shall not be Installed met knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the Uuss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6xg plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sties are minimum sties based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmctng and erection recommendations are to be followed In accordance with 'Handling installing A Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pcs- Won and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses stall be under the control of persons experienced In the InstaBatlon of trusses. Professional advice shall be sought If needed. Concentration of comtruction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 2,4 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 766# Support 2 766# MAX LIVE LOAD DEFLECTION: L/707 at JOINT # 8 L=-0.50" D=-0.51" T=-1.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.29" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" RMB = 1.00 T153 0-4-3 1 0-3 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 2-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -6390 0.22 10- 9 5873 0.33 2- 3 -10679 0.51 9- 8 6405 0.54 3- 4 -10679 0.51 8- 7 6407 0.54 4- 5 -6391 0.22 7- 6 5874 0.33 TI: X QTY:2 ============J- -- oint Locations============1) 0- 0- 0 5) 30- 0- 0 9) 5- 3- 0 2) 5- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) 15- 0- 0 7) 24- 9- 0 4) 25- 0- 0 8) 15- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF Fran PLF To TC Vert L+D -46 -1- 1- 9 -46 5- 0- 0 TC Vert L+D -77 5- 0- 0 -77 25- 0- 0 TC Vert L+D -46 25- 0- 0 -46 31- 1- 9 BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 BC Vert L+D -33 5- 0- 0 -33 25- 0- 0 BC Vert L+D -20 25- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -195 5- 0- 0 BC Vert L+D -195 25- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1684 0 -766 BOT PIN 29-10- 4 1685 0 -766 BOT H-ROLL 2-PLYS REQUIRED 11 5-0_0 11 20-0-0 11 5-0-0 11 I 3 1 5 3.00 I 8X10 1OX10 RxLn -6 0000 3.00 C`I t k 4-11-8 k19-6-0 4-11-8 10 14 g l 1685# 3.50" 1-1-9 1685/! 3.50 (R30-0-0 �1-9 1-1-7) I 19GN 196H r(R1-1-7) EXCEPT AS SHOWN PLATES ARE L20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 T 04-3 2-10-3 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0061 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBRWK Cr.0111EDOXI-32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing• wind bracing, portal bracing or similar bracing which In a part of the budding destgn and which roust be considered by the budding designer. Bracing shown I% for lateral support of truss members only to reduce buckling length. Prmislons must be made to anchor lateral bmchng at ends and specifted locations detennined tw the budding designer. Additional bracing of tire overall structure may be required. (See HID-91 of TPII. (miss Plate Institute. TPI• is located at 583 D'Onofno Drt". Madison, Wisconsin 53719). Eng. Job: WO: SLINIQ Dw'g: Truss ID: X Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13827- 6 ••s••• ,..W,u ,.•w.)) ,vn rant: t.:tltG-I.UAUUCJIf/iAlrffisulviv HCS: 06.02.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Wornation as It may rebte to a spe- cific protect and accepts no responsibility or exercises no control with regard In fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an indMdual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated ns par of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. protect speclflcatlors or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are contmu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 10'-0- o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to veiny that this drawing is in confortnance with the fabricator's plans and to realize a conunuing responsibility for such veri- Bcatlon. Any discrepancies are to be put to wrtmg before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be synn, about We Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is G wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the -ntroid of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased for certain hand - Wig and/or erection stresses. This truss I. not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TT1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'llandling Installing & Bracing, HIB.91. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral tortes shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is ahvays required. Normal precautionary, action for trusses mqutres such temporary bracing during Installation between trusses to avoid toppling and domtnomg. The supervision of erection of trusses shall be under the control of persons experienced in the mstallatton of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trussesuntil after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 512# Support 2 266# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 226# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D- 0.00" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.09" RMB = 1.00 0-3-15 Sin WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125rrph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -64 0.85 4- 3 -12 0.73 14 F44 TI: Y QTY:2 ==_ ==========Joint Locations_______________ 1) 0- 0- 0 3) 7- 0-14 2) 7- 0-14 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -56 7- 0-14 BC Vert L+D 0 0- 0- 0 -24 7- 0-14 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lot Type 0- 2- 6 94 226 -512 BOT PIN 6-11- 1 193 0 -266 BOT H-ROLL Attach with (3) 10d Toe -Nails Attach with (3) 10d Toe -Nails 2.12 0-4-15 I 6-7-15 4 95# 4.95" 3 1-6-2 193# 2.50" (R l 6.0) 7-0-14 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.6346 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WSUNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Divg: I Truss ID: Y CONTRACTOR. Dsgnr: TLY Cltk: Date: 6-18-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 B rscing shown on this drawing 1s not erection bracing, wind bracing• portal bmeing or similar bracing which is a part of the budding design and which must be considered by the building designer. Bracin g shown is for Lateral support of suss TC Dead 7.0 psf DurFae - pit: 1.25 TOMAS PONCE P.E. members only to reduce buckling length. Prrntsions must be made to anchor lalcral bracing at ends and speelfled locations determined by the building designer. Additional bracing of the werall structure may be BC Live BC Dead 0.0 10.0 psf O.C. Spacing: 24.0" De$I n Criteria: TPI LICENSE #0050068 1890 GREENRROOK required. ISee HIB-91 of rpm. rr-ss Plate Institute. TPI• Is located at 583 D'Onohio Drive. Madison, Wisconsin 53719). psf ,.ig Code Desc: FLA CT.-72766 Design: TOTAL 33.0 psf P- V:06.02.02- 13831- 6 Marrir .4nalptir !OR PATH: C:ITE6LOKUORSI125MP111SUNIV HCS: 06.02.02 I I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: Z QTY:I I DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibilty for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the carrectness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or ereises noo cnlrol with regard to fabrtca- llon, handling. shipment and Installation of lmsses. This ee is truss has bn designed as an Indhidual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown art In agreement with the local building codes, local climatic records for wind or snow loads. project specin©Uons or special applied loads. Unless shown- truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced latemlly by a property applied rigid ceWng, they should be braced at a maximum spacIng of 10'-0- o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AST'AI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag mvlew this drawing to verify that this drawing is In conformance with the fabri=lots plans and to realize a continuing responsibility for such verf- ❑catlon. Any dlscrepancles are to be put In writing before cutting or fabrication. Plates shag not be Installed over knotholes. knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con- nector plates shag be located on both faces of the truss with nags fully Imbedded and shag be sym. about thejolnt unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A Gx8 plate Is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centmtd of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand - Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are I* be followed in accordance with "Handling installing A BraeIng', HIB-91. Trusses arc to be handled with particular care during banding and bundling. delivery and Inslagatlon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shag be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Nomnal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominomg. The supervision of erecllon of trusses shall be under the control of persons experienced In the butallallon of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to lasses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 390# Support 2 274# Support 3 43# MAX LIVE LOAD DEFLECTION: L/684 at Mid -panel # 1 L=-0.09" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-3-15 04-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of uniltiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125nph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -49 0.63 4- 3 -27 0.48 ===== _ =====Joint Locations= ======__==== ' 1)0- 9-15 3) 5- 0- 0 2) 5- 0- 0 4) 0- 9-15 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4-10-12 107 141 -274 TOP PIN 0- 1-12 215 191 -390 BOT PIN 4-10-12 58 0 -43 BOT H-ROLL 5-0-0 Ik 1 2 Q Attach with (4) l0d Toe -Nails Attach with (1) 10d Toe -Nails 3.00 ( 0-3-8 4-8-8 4 3 215# 3.50" 108# 2.50" le 1 1 9 clie 5-0-0 59# 21.50" f (R1-1-7) C/L: 4-10-12 EXCEPT AS SllOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.6314 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIT� LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Z CONTRACTOR. BRACING WARNING: Dsgiu': TLv Chk: Date: 6-18-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bmcing shown on this drawing is not erection bracing, wind bmcmg, portal bracing or sanllar bracing which is a pan of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf Durfae - PIt: 1.25 O.C. Spacing: 24.Orr (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members onh• to reduce buckling length. Provisions must be BC Live Q,0 psf TOMAS PONCE P.E. trade to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91ofTPII. B(` Dead 10.0 l� f Design Criteria: TPI LICL•NSE #0050068 frmss Plate Institute, TPI. Is located at 583 D'Onofrio Drive. Madison. %% sconsln 53719). Code Desc: FLA 1890 GREENBROOK Cr.OVIEDOXI-3276(i I TOTAL 33.0 psf V:06.02.02- 13832- 6 -a,.. ..,W ,,,,.,,,,,, can rArrr: t,:Iftc-LVAvuv,)uvdfrnI u)UVIv HCS: 06.02.02 DESIGN INFORMATION Tills design Is for an Individual building component and has been based on Information Provided by the client. The designer dlsrlalms any responsibility for damnages as a result u>f faulty or Incorrect Information. s,.,_":Ions and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate too spe. ciflc paled and accepts no responsibWty or exng, erclses no control with regard to labrica- tion, hanNishipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or Professional engineerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agrarnent with the local building codes, local cilmatie records for wind or snow loads. Pmlect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by o properly applied rigid ceiling. they should be braced at a maxlmum spacing of I(Y-0" o.e. Connector plat- shag be mnanufaelured from 20 gauge hot dipped gah'anized steel meeting ASTM A 653, Grade 40. unless othelwlse shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that tilts drawing is in conformance with the fabricators plans and to realize a continuing responsibWty for such veri- fication. Any discrepancies one to be put in writing before cutting or fabrication. Pl les shall not be installed over knothol-, knots or distorted gain. Members shall be cut for tight ❑ding wood to wood tearing. Con- neclor Plat- shag be located on both faces of the toss with nags fully imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4- long. A 6x8 Plate is 6" wide x 8- long, slots (holes) nm parallel to the Plate length specified. Double cuts on web men"rers shag meet at the eentroid of tire webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. ThV miss V not to be fabricated with fbe retardant treated lumber runless otherwise shown. For additional inforoation on QuoWy Control infer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and eredlon recoamendations are to be followed In accordance with 'Handling Installing tr Baclrre. IIIB.91. Tnuses are to be handled with particular care during banding and bundling, delivery and Insallatlon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb Pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand. Ling is essen" and erection bracing is always required. Normal precautionary action for !cusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of . busses shall be under the control of persons eapemienced In the installation of truss-. Professional advice shag be sought If needed. concentration of construction loads greater than the design loads shall not be applied to thus- at any rune. No loads other than the weight of the erectors shall be applied to 1--o ur"d after all fastening and bacurg B completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 163# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 1251nph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt_ 1.0 Bld Type= Encl L= 40.0 ft w= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -6 0.02 TI: Z 1 QTYA __ ==Joint Locations=====______=___ 1) 0- 9- 5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 28 -65 TOP PIN 0- 1-12 88 37 -163 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 41 1-less 1 2 3.00 I 0-3-8 i*-- :q 0-10-0 L 1-t-9 89a 3.50" 4 25a 2.50" �---- 1-1-s 13a 2. .1 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 1- -0 1 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICBNSF a0050068 1890 GREENBROOK 1717.0VIEDOXI-3276e Design: Matrix Analysis VVAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmdng shown on this drawing is not erecuon bracing, wind bracing, pnrial bracing or a nllar bracing which is a part of the building design and which must to consideml by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Pro g desiions most be made to anchor lateral bracing at ends and specified locations determined try the building designer. Additional bracing of the overall stmclum may be required. (See HIB-91 of 71% Fruss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PAT11: C.'IT££-LOik1JOBb1f75AfPfIISUA'fV Attach with (1) 10d Toe -Nails 0-8-9 0-2-8 —� Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Chk: Tc Live 16.0 psf TC Dead 7.0 psf 13C Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 1.5123 Truss ID: Z1 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS- fit of nr DESIGN INFORMATION This design is for an Indh1dtwl building component and has been based on Information provided by the client. The designer disclaims any responsibility for dannsgea as . tea.ft .1 fandty Income t tnrm faatlonn, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy Of Ihis Information as R may relate to a spe- cdo pro)ect and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engoeerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, Protect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design a-urnes compression chords (top or bottom] are continu- ously braced by sheathing unless otherwise specified. Where bottom chords to [cession arc not fully braced Literally by a properly applied rigid cciBnug, they should be braced at a maximum spacing of 10'-0- o.c. Connector Plates shall be manufactured from 20 gauge hot dipped gahanl-d steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dmwMg to verify that this drawing is in conformance with the fabrhators plans and to realize a continuing responsibility for such veri- Bcotion. Any discrepancies are to be put in "'1"119 before cutting or Lihricatkm. Plates shall not be installed over knothol, knots or distorted grain. Memlxrs shun be cut for light filling wood to wood beartng. Con- nector plate shall be located on both f ces of the truss with na0s fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8- long. Sots (holesl nun parallel to the plate length spec(fled. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate shc, ore minimum sizes based on the forces shown and may need to be increased for certain hand- Iing and/or erection stresses. This I— is not to be fabricated with fire retardant treated lumber rimless otherwise shown. For addlUonal InfornaUon on Qa Ilty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and ereellon recommendations are to be followed In accordance with -Handling Installing S Bmeing-. IIIB-91. Tnuses are to be handled wllh particular core during banding and bundling, delivery and Installation to avoid t _ge. Temporary and permanent bracing for holding Irusses In a straight and plumb pos. Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essenual and erection bracing is always m,rdred. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional sdvtee shall be sought if needed. Concentration of construction loads greater than the design loads shun not be applied to tresses at any time. No loads other than the weight of the erectors shall be applied to susses eu after an fastening and bracing Is completmed. - SUNBURY I AC: 10# UPLIFT D.l TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 284# Support 2 176# Support 3 27# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D. 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 2-4-11 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the COnIposite result of Imiltiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V_ 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -.TC...FORCE ... CSI BC...FORCE... CSI 1- 2 47 0.25 4- 3 17 0.19 TI: Z2 QTY:4 =_ ==Joint Locations=== ==_=__ 1) 0- 9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 ----- ----- TOTAL DESIGN LOADS ---- Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 0-10-11 TC Vert L+D -82 0-10-11 -82 3- 1- 8 BC Vert L+D -20 0- 0- 0 -20 0-10-11 BC Vert L+D -38 0-10-11 -38 3- 1- 8 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-LOC Type 3- 0- 4 114 88 -176 TOP PIN 0- 1-12 198 119 -284 BOT PIN 3- 0- 4 65 0 -27 BOT H-ROLL 1-2-7 0-8-8 I 3.00 0-3-8 2-10-0 4 199N 3.50" 3 1-1-9 115N 2.SOn 3-1-8 65N 2 5011 EXCEPT AS SHONIrN PLATES ARE TL20 GA TESTEI) PER ANSI/TPI 1-1995 O 3 S C/L: -0-4 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-(N)64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 1890 GREENBROOK CI'.OVIEDO.FL327W Design: Afafrix A=4,sis per upports TVAKIVIN(rt: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracbrg sis hmcten on this drawing is not eredlon bracing. wind bracing, portal bracing or sbnilar bracing which is a Par of the building design and which must be considered by the budding deslgmer. Bracing shown for laral aupp m of truss members only to reduce buckling length. trade to anchor lateral bracing at ends and specified must tx ed loca [Ions dcletmined by the bonding designer. Additional bracing of the overall structure may be requited (See HIB-91 or MI. rr mss Plate Institute. TPI, is ocuted at 5a3 D'Onofdo Drive. Madison, Wisconsin 53719). JOB PATH: CATEE-1,0KU0BMI25MP11I.SUNNV Attach with (3) 10d Toe -Nails AI(ach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf 11C Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 0.8792 Truss ID: Z2 Date: 6-18-02 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: SUNB�^ Y ��I Builder: MARONDA HOMES Address: ��AM n W��nyY�QI�Permitting Office: City, State: SQrriL J Owner: ELECTRIC Permit Number: Climate Zone: Central Jurisdiction Number: 1. New construction or existing New 12. Cooling g systems 2. Single family or multi-farnil Y — Single family a. Central Unit IBtu/hr5 Number of units, ifmulti-family _ 1 I Cap: 40. — 4. Number of Bedrooms 3 — SEER: 11.00 — 5. Is this a worst case? yes _ b. N%A — 6. Conditioned floor area (ft') 2223 ft° c. N/A — 7. Glass area & type — a. Clear - single pane 267.0 fP 13. Heating systems — b. Clear - double pane c. Tint/other SHGC - single pane _ 0.0 1`0 — a. Electric Heal Pump Cap: 40.5 kBtuAir d. Tint/other SIiGC -double pane 0.0 fP 0.0 ft' b. N/A — HSPF: 7.20- 8. Floor types — a. Slab -On -Grade Edge Insulation R=0.0, 136.0(p) ft c. N/A — b. N/A — _ c. Wall 9. types 14. I lot water systems — a. Concrete, Int Insu Exterior 4 R=4.2, 720.0 R z — a. Electric Resistance Cap: 50.0 gallons _ b. Frame, Wood, Exterior R=1 1.0, 992.0 ft- b. N/A EF: 0.93— c. Frame, Wood, Adjacent _ R=1 1.0, 159.0 W — d. N/A — e. N/A — c. Conservation credits — ]0. Ceiling types (HR-Heat recovery, Solar — a. Under Attic _ R=19.0, 1200.0 fE DHP-Dedicated heat pump) 15. HVAC credits b. N/A — PT, c. N/A — (CF-Ceiling fan, CV -Cross ventilation, _ 11. Ducts IIF-Whole house fan, a. Sup: Unc. Rct: Con. AFL [utcnior Sup. R=6.0, 150.0 ft _ — PT -Programmable Tbermostat, MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.12 Total as -built points: 27355 PASS Total base points: 30107 I hereby certify that the plans and specifications covered by this calculation are in compliance with the FI rida Energy Code. PREPARED BY / DATE: JUN 21 I hereby certify that th*iderg esigned, is i compliance with the Fode. OWNER/AGENT: :DATE:uN Review of the plan., and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: f_nergyGauge® (Version: FLRCPB v3.21) O� TfIE ST,gl�O.n L G .r�COA WE �USI FORM.600A-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Floor Area Points Type/SC Overhang Ornt Len Hgt Area X SPM X SOF = Points .18 2223.0 25.78 10315.6 Single, Clear Single, Clear E E 1.0 6.0 16.0 1.0 4.0 12.0 59.31 59.31 0.97 0.92 920.8 652.2 Single, Clear Single, Clear Single, Clear E E E 1.0 4.0 12.0 1.0 7.0 30.0 1.0 14.0 16.0 59.31 59.31 59.31 0.92 0.98 1.00 652.2 1747.1 945.0 Single, Clear E 1.0 15.0 10.0 59.31 1.00 590.8 Single, Clear W 1.0 16.0 40.0 53.47 1.00 2131.8 Single, Clear W 1.0 15.0 30.0 53.47 1.00 1598.5 Single, Clear Single, Clear Single, Clear Single, Clear W W W W 1.0 13.0 9.0 1.0 6.0 16.0 1.0 6.0 16.0 1.0 6.0 30.0 53.47 53.47 53.47 53.47 1.00 0.97 0.97 0.97 479.3 830.1 830.1 1556.4 Single, Clear S 1.0 14.0 30.0 44.66 0.99 1330.3 As -Built Total: 267.0 14264.5 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 159.0 Exterior 1712.0 Base Total: 1871.0 0.70 1.90 111.3 Concrete, Int Insul, Exterior 3252.8 Frame, Wood, Exterior Frame, Wood, Adjacent 3364.1 As -Built Total: 4.2 720.0 11.0 992.0 11.0 159.0 1871.0 1.16 1.90 0.70 835.2 1884.8 111.3 2831.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 Exterior 20.0 1.60 4.80 28.8 Exterior Insulated 96.0 Adjacent Wood 20.0 18.0 4.80 2.40 96.0 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1103.0 2.13 2349.4 Under Attic 19.0 1200.0 2.82 X 1.00 3384.0 Base Total: 1103.0 2349.4 As -Built Total: 1200.0 3384.0 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 136.0(p) Raised 0.0 -31.8 0.00 -4324.8 Slab 0.0 -On -Grade Edge Insulation 0.0 136.0(p -31.90 -4338.4 Base Total: -4324.8 As -Built Total: 136.0 -4338.4 EnergyGauge® DCA Form 60OA-2001 E:iergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: " " " PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 2223.0 14.31 31811.1 2223.0 14.31 31811.1 Summer Base Points: 43640.2 Summer As -Built Points: 48091.7 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 43640.2. 0.4266 18616.9 48091.7 1.00 (1.079x 107 1.117x �)0 310 0.950 15816 8 EnergyGaugeT" DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM.600A-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 2223.0 5.86 2344.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 4.0 12.0 9.96 1.02 121.7 Single, Clear E 1.0 4.0 12.0 9.96 1.02 121.7 Single, Clear E 1.0 7.0 30.0 9.96 1.01 300.8 Single, Clear E 1.0 14.0 16.0 9.96 1.00 159.8 Single, Clear E 1.0 15.0 10.0 9.96 1.00 99.9 Single, Clear W 1.0 16.0 40.0 10.74 1.00 429.5 Single, Clear W 1.0 15.0 30.0 10.74 1.00 322.1 Single, Clear W 1.0 13.0 9.0 10.74 1.00 96.6 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172.3 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172-3 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.0 Single, Clear S 1.0 14.0 30.0 7.73 1.00 231.1 As -Built Total: 267.0 2711.7 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 159.0 1.80 286.2 Concrete, Int Insul, Exterior 4.2 720.0 3.26 2347.2 Exterior 1712.0 2.00 3424.0 Frame, Wood, Exterior 11.0 992.0 2.00 1984.0 Frame, Wood, Adjacent 11.0 159.0 1.80 286.2 Base Total: 1871.0 3710.2 As -Built Total: 1871.0 4617.4 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1103.0 0.64 705.9 Under Attic 19.0 1200.0 0.87 X 1.00 1044.0 Base Total: 1103.0 705.9 As -Built Total: 1200.0 1044.0 FLOOR TYPES Area X BWPM = Points Type R-Vali le Area X WPM = Points Slab 136.0(p) -1.9 -258.4 Slab -On -Grade Edge Insulation 0.0 136.0(p 2.50 340.0 Raised 0.0 0.00 0.0 Base Total: -258.4 As -Built Total: 136.0 340.0 Energy,GaugeO DCA Form 60OA-2001 EnergyGF.:uge®/FIaRES'2001 FLRCPB v3.21 FORM�600A-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2223.0 -0.28 -622.4 2223.0 -0.28 -622.4 Winter Base Points: 6054.1 Winter As -Built Points: 8298.9 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 6054.1 0.6274 3798.3 8298.9 8298.9 1.000 1.00 (1.068 x 1.160 x 0.92) 0.474 1.140 0.474 0.950 0.950 4259.E 4259.6 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS:,,, BASE WATER HEATING Number of X Multiplier = Total Bedrooms 3 2564.00 7692.0 PERMIT #: AS -BUILT Tank EF Number of X Tank X Multiplier X Credit = Total Volume Bedrooms Ratio Multiplier 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.6 CODE COMPLIANCE STATUS BASE Cooling + Heating + Hot Water = Total Points Points Points Points 18617 3798 7692 30107 AS -BUILT Cooling + Heating + Hot Water = Total Points Points Points Points 15817 4260 7278 27355 PASS y �0,e THE srq0 � A r f � i• tic00 w-E �5 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugecB laRES'2001 FLRCPB v3.21 f FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHFrKI ICT COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft, door area. CHECK Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings > 1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps In gyp board & top plate; attic access: EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at Renetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space. tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on erimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. z OTHER PRESCRIPTIVE MEASURES 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 requires Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 pallons p2r minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Se crate readily accessible manual or automatic thermostat for each system Insulation 604.1. 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.6 The higher the score, the more efficient the home. ELECTRIC.... I. New consnvction or existing New 12. Cooluig systems 2 Single family or multi -family Single family a. Central Unit 3. Number of units, if multi -family _ I 4. Number of Bedrooms 3 b. N/A 5. Is this a worst case'? _ Yes 6. Conditioned floor area (W) 2223 fe c. N/A 7. Glass area & type a. Clear - single pane 267.0 to 13. Heating systems b. Clear - double pane _ 0.0 ft' _ a. Electric ?-heat Pump c. Tint/other SI IGC - single pane 0.0 ft' d. Tint/other SI-IGC - double pan e _ 0.0 ft' b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 136.0(p) ft c. N/A b. N/A c. N/A 9. Wall types 14. I -lot water systems a. Concrete, Int Insul, Exterior _ R=4.2, 720.0 ft' a. Electric Resistance b. Flame, Wood, Exterior _ R=1 1.0, 992.0 ft' b. N/A c. Frame, Wood, Adjacent _ 12=1 1.0, 159.0 ft' d. N/A _ c. Conservation credits e. N/A 10. Ceiling types — (I-IR-Ifeat recovery, Solar a. Under Attic _ DHP-Dedicated beat. pump) b. N/A R=19.0, 1200.0 fe _ 15. HVAC credits c. N/A _ (CF-Ceiling fan, CV -Cross ventilation, H. Ducts I -IF -Whole house fan, tr. Sup: Unc. Ret: Con. AI-L• htterior _ Sup. R=6.0, 150.0 ft n PT-Progrnttuable'fhcnuostat, RB-Attic radiant barrier, b. N/A — M7_-C-Multizone cooling, MZ-1i-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction dirough the above energy saving fciitures which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on nistalled Code compliant. features. Builder Signature:— le Date: JUN 13 2021 Address of New Home: City/FL Zip: Cap: 40.5 kBtu/Itr _ SEER: 11.00 Cal):40.51cBtu/hr _ I-ISPF: 7.20 Cap: 50.0 gallons _ EF: 0.93 I''1" 4 -TIiE srgr� 0 WE *NOTE: The home's estimated energy perforwiance score is only available through the FI,4 /REScomputerprogram. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/D( )E EnergyStarTmdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a F10'rida Energy Gauge Rating. Contact the Energy Gauge Holline at 321/63,1-1492 or see the Energy Gauge web site at w vw.fsea ucf edu for information and a list of certified Raters. Fot information about Florida's Energy Ef icienc , Code For Building Construction, contact the Department of Community Affair... at 8501487-1824. E nergyGauge® (Version: FLRCPB v3.21) I J-; I ► Y 1`+ cD CN Ln rn rn CV d a `j gjnc WINDL OAD SPECIFICA TION 0108 Dalton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-0' MAX WIDTH x 14'-0' MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION WIDTH 21" TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES• 13 GA HORIZ ANGLE 1. GLASS DISCLAIMER "NO } CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR I INADEQUACY OF THE GLASS IN HORIZ TRACK-, THE TEST SPECIMEN MAY BE .054" DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB TRACK BOLT & (2) GLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET10 NEGATIVE PRESSURES. F17 Z ,o , 4. U-BAR TO HAVE A MINIMUM DRILL .281 OR 9/32"o HOLE IN TRACK FIOR .r YIELD OF 80 KSI JB—US BRACKET ATTACHMENT r 5. TRACK, AND DOOR STEEL TO "' HAVE A MINIMUM YIELD OF 33,000 PSI. (1) JB-US BRACKET LOCATED 1• AT EACH ROLLER LOCATION • 6. OPTIONAL - .080" MIN EXCEPT TOP BRACKET ROLLER ()(P/N 125139). q ALUMINUM LOUVERS WITH HIGHIMPACT STYRENE FRAME MAY BELOCATED IN THE END PANELS OF THE BOTTOM SECTION,7. t LOCK OR OPERATOR ISREQUIRED.5/t6x1-5/8" 8. THE DESIGN OF THE LAG SCREWaT EACH i SUPPORTING STRUCTURAL JB-US ELEMENTS SHALL BE THE BRACKET RESPONSIBILITY OF THE PROFESSIONAL OF RECORD .FOR THE BUILDING OR STFa3i.,C'JURE AND fROAD 054" VERT TRACK IN ACCORD ANCE.aWITNii� NT COPES-�;FOti�1I T�-�%;C•OADS 5 O BUILDING N THS,;LISTED O 1 O � BOLT & 1/4-20 HEX ,• _ - NUT AT EACH JB—US ' Approved:'' BRACKET ' 33QS A004SON OR:, PENS1C&k FL 4EI4 _ ti. • .:• FLORIDA' pERi1m6noNf NC7: GEaRGU1,rfj�iJFlGJJ1tON NO_0�8519 ;1/: �,:•.';'.•. NORM .CIRO(JNp ,CER nAC46N • NCti` 0f 38:76 Date: OP T/ON CODE.- 0,1-08 REV._ P WM 9 ' x 14 ' MA X 4 4 PSF 1 OF 4 TRACK, END HINGE TOP BRA CKET RECUIREMEN TS 1/4-20x9/16" TRA BOLT do 1/4-20 H NUT THROUGH At TWO ALIGNING HOL TOP BRACKET (P/N 108077) (5) 1/Y-LVxilo TEK SCREWS (P/N 141668) 11 14 GA WIDE BODY HINGE (4) 1/4-2Ox5/8" SELF— THREADING SCREWS (P/N 100320) (2) 1/4-2Ox5/8" TEK SCREWS •40 ,*�L ENO HINGES 0. r' 1 20 CA 'U —BAR ' WIDE BODY HINGE (P/N SEE BILL yam" • OF MAT'L) � 1 J - I HNU HIIqQF P.H END HINGE NYLOP.-ROLLER (P/N 70791) ® \ E BOTT 8RAC�CET \ (P/N H-2.70.;54 do LH-210,T55) .� ..•TEK CREWS '(P,/N 100507 Approved: - w.S. Wlson, P.E. " 3395 ADDISON OR. PENSACOLA. FL 31514 FLORIDA CERTIFICATION NO. 0048489 CEORCLA CERTIFICATION NO. 0I8519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: 3 - 5,- o 16 CA END STILES k4u wk %,ENTER STILES) OPTION CODE' 0108 1 RE �•. P I WM 9 A x 14 " MAX 44 PSF 1 2 OF 4 ` U-BAR L OCA QNS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 CA 80 KSI U-BARS LOCATED AS SHOWN M 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 CA 80 KSI U—BARS LOCATED AS SHOWN i' 1 (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: f ` W.S. .13onE C'n i n ' ::• viI `_ 'r 3395 A6014,'OtL'P�IdS�Cdl �325,j ir:• FLORIDA CERTIFICATION NO. 0048489 CEOP-GiA CE9TIE)aT10N;?1070.1851 A NORTN.L,kROUNA CERTIFICAT1bN NO '0131i36;.: Date: - r• i �': ,. lc� OPTION REV.' P WM 9 " x 14 ' MA 44 aF 3 OF 4 Wind Load Test Report Report 1# 0108P February 1, 2001 TES'i REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specificatiq�is outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes t0 seconds of test pressure at-44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 1 l%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64' F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two l6ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and''An Ww M-:GAIS(Q127). APPROVEQdPT30NStl.L� 'q+1':aleis }t _Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Based on ofhei`tes Name: _ _;J.' 0R. COUNTY �� lV � ��i I�IOiy W t� - .S.;Vi(dson,;Es.E`: •. .,.;�. 3395.Addi t 4 xtti Drr, Per coka; FC }Z" 1,4 -.,,, 1'c oatiaJ•5 i 3.. •14 Florida Cer4;Na,OD�i84$ `' �'- Georgia Ccrt •N6� J J North Caroling CyrC Nd. 023�3� fee /%/ �D/ (7,1: . XF cD rn CN Wayne Patton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIRCA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF MAXIMUM SECTION WIDTH 21" NEG. 29 PSF , NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR`'THE LOADS LISTED ON THIS-ORAWING4, 13 GA HORIZ ANGLE 1• 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT' & (2) 1/4"-20 HEX NUT 5/16"xl-5/8" LAG SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1 /4"-20x9/16" TRACK BOLT & 1 /4"-20 HEX NUT AT EACH JB—US BRACKET (1) JB—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP sECnON. 067" VERT TRACK (1) JB—US BRACKET LOCATED I Approved: _ 1 1 ` AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER 3M5 •AOQI�ON pR:"FAN$ 0�1y FL �251� = ,' (P/N 125i 39). Fjj CL*. CEATIDt:Ai'60 - Obk9i89' _":V % : C�^RGIA Zf iT1FlC AnON 'NO' 0 t 8519 j F. Nallriy PU.Nt €FRpFicalar, No. 021, E' n C_ .10 v_ Date: < CL-: lz OPTION COU.t�`:r �'':,; P1 WM 16' x 7 4 ' MAX, - f27 -29 PSF 1 OF 4 ..�4. 2-0 r=• Ca. P i Q• L? TRACK END HINGE; TOP BRA CKET REQUIREMENTS 1 /4"-20x9/16" TRACK - BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET - (P/N 108077) (5) 1 /4"-20x5/8" TEK SCREWS (P/N 141668) +' ARROW BODY HINGE _w (4) 1 /4"-2Ox5/8" y� SELF -THREADING SCREWS f14 1;ik_ (2) 1/4"-20x5/8" TEK SCREWS ALL A " END HINGES Iv X�t! '7/16" PUSH NUT AT HEACROLLER (P/N 243341) i• — LOCATED .25 MAX BETWEEN ,. PUSHNUTS AND BRACKETS OR HINGES HINGF 2" NYLON ROLLER W/ 4 1/2" STEM (P/N) 108135 \�a WIDE BODY HINGE (P/N SEE BILL OF MAIL) 3" 20 GA U—BAR RH END HINGE (3) 1/4"-20x7/8" Tcv Cr0cule Approved: W.S. Mson, P.E 3395 ADOISON OR.. PENSACOLA, FL 32514 FLORIDA CERi1F1CAT10N NO. 0048489 �+ GEORGU CERAF)CAT10N NO. 01a519 NORTH CAROURk CEIMFrAT10N NO. 023836 Date: (P/N RH-270354 & LH-270355) L 20 GA CENTER STILES 16 GA END STILES OPT/ON CODE.' 0110 T REV.' P1 I WM 16' x 14' MAX, -�-27 -29 PSF 1 2 OF 4 U-BAR L OCA .TIONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN ° f 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I I (2) 1/4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved:,,: ' ' , t I I r `��''� :� •:w� way e,�: .�?<<, .. � : �:�;,., ,:• 3395,4DISON DE�R �PSgSAWLI lFV32515_r' t ORIDARrM ;CC� FIG1T%7N! NZS 19cc , r?ti�jo!ttou► cF19n noytrr4 023 83rz- , Date. - of x �;:. �'7 OPT/0N Gopli��,,�1;; , �•' REV.' P1 WAiI 16 x 14 MAX, +27 -29 PSF 3 OF 4 CENTER 5 TlL E & IN TERIVEDIA - TF HINGE L OCA TIONS IN 16' 15' 14' 10, Approved:G AG ORANGE COUNTY BUIMU,� n Vy wa Wilson, Pi• 3395 ADDISON OR., PENSACOL4, FL 32514 FLORIDA CEFMFr.AnON NO. 0048489 CEORGIA COT MATION NO. 0111519 NORTH C%ROUNA CERnFICATIoN NO. 0731136 Date: ?-.Zo- -0 1 7" OPTION CODE-- 0170 1 RED` P1 I W" 16'x 14' MAX 4-27 -29 PSFI 4 OF 4 Wind Load Test Repoli Report # 0110P 1 February 22, 2001 TEST REOUIREN ENT: 7 The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door ''must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola; FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stile, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp -71° F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom.astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIIv1ILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have Jess loading at equivalent pressures due to the decrease in area. Doors heights are appr4yed to 3. times die height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questio)a- d• Ans� dir l.,GA18(Q127). IV APPROVEDDOP'Z;IOltid'SIrIC S�i..'.- Based ono er tts b uiGi11' 'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: -yy'+o�t.7n a 1�ij �oCt��i��:,,: t.a W.S. Wilson, E. 3395 Add•'ison. f3r, . ncoa;: ,325I4 i ; i;� 7" v;; �' ''' ? -� ''a M�/O Florida Cert I�(i7�Atf�48 ��u. tti J TT0/ - //- Georeia Ccrt No. UYBj,�,;,:• 0 0 co CV Ln n rn (V 0 z wayne Dal#on MODEL: S TYLE: DESIGN PRESSURE: W/NDL OA0 SPEC/F/CA l/ON 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0" MAX HEIGHT RAISED PANEL MAXIMUM SECTION WIDTH 21" POS./NEC. 29.3 PSF Scc #_ IL!Lt 9 MASTER PLAN NOTES: 13 GA HORIZ ANGLE 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND i REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM 054" HORIZ TRACK THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. I (2) 1/4-20x9/16" ° i 3. VINYL OR WOOD DOOR STOP TRACK BOLT & (2) (NAILED ON 6" CENTERS) MUST 1/4-20 HEX NUT OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD DRILL .281 OR 9/32"o OF 33 KSI A653 G-40 HOLE IN TRACK FOR JB—US BRACKET i 6. 26 GA DOOR FACER STEEL TO ATTACHMENT HAVE A MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM (1) JB—US BRACKET LOCATED LOUVERS WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION I FRAME MAY BE LOCATED IN THE END EXCEPT TOP BRACKET ROLLER o PANELS OF THE .BOTTOM SECTION. (P/N 125139). 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING I STRUCTURAL ELEMENTS SHALL BE THE ! RESPONS181LI TY OF THE PROFESSIONAL I OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH 5/i6xi-5/8" CURRENT BUILDING.CODES FOR THE LAG SCREW i LOADS LISTED ON THIS DRAWING. AT EACH 7-- is-us C BRACKET e i 054" VERT TRACK 1/4-20x9/16" TRACK ! 5�)BOLT & t/4-20 HEX NUT AT EACH JB—US Approved: BRACKET • W.S. Wilson, P.F • 3395 A001SON OR., PENSACOLA FL 32514 FLORIGA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION N0. 023836 Date: C? OPT/ON CODE. 0108 REV. P 1 WM 9 ' x 14 ' MAX 44 PSF 1 OF 4 TRA C , END HINGE, T01 ' BRA CKET REQUIREMENTS 1/4-20x9/16" TRACK \, BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4-20x5/8" TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE b° i ." (4) 1/4-204/8" SELF —THREADING SCREWS (P/N 100320) (2) 1 /4-2Ox5/8" TEK SCREWS • 0 ALL END HINGES 4 . 'Q' 3" 20 GA 'O• U—BAR WIDE BODY HINGE (P/N SEE BILL OF MAT L) NYLON ROLLER (P/N 270791) BOTTOM BRACKET \ (P/N RH-270354 & LH-270355) �. (3) 1/4-20x7/8" TEK SCREWS (P/N 100507 Approved: W.S. Way,, P.L 3395 ADDISON OR.. PENSACOLA . FL 32514 FLORIDA CEMCZAUION NO. 0048489 GEORGIA CERWcA110N N0. 01 E1519 NORTH CAROUNA CERTIFlCA110N NO. 023U6 Date: 4 -.Zg r i. .-ram 16 GA END STILES (20 GA CENTER STILES) OPTION CODE. 0108 I REV.' P I WM 9' x 7 4 ' MAX 44 PSF 2 OF 4 U-BAR L OCA TIONS m NOTE: . MAXIMUM SECTION WIDTH IS 21" 12'-6' THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9' THRU 12'-3' HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 1 V at.'.J' t a ��jj PLI 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN (2) 1/4—20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: Ws Wason, PF 3395 ADOISON DR. PENSACOLA, FL 32514 FLORIDA CERTIFICATION No. 0048469 GEORCIA CERMCATION No. 016519 NORTH GROUNA CERTIFICATION NO. 023W6 Date: 9 - .2 8 - 0( OP 77ON CODE.' 0108 1 REV.- PI I WM 9' x 14 ' MAX 44 PSF I J OF 4 Wind Load Test Report Report # 0108P I February 1, 2001 ®'r'EST REQUIREMENT• �e door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or I I %. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER- 0108 P TEST DATE: January 25, 2001. Temp 64° F. cODUCT DES CRIPTION• c �� 1. WayneMark Model 8000, 9x7, 4 section. .7 2, Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. p PLAN 3. Standard bottom astragal and retainer. lV►�c`��ER 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. _ APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GAI8(Q127). APPROVED OPTIONS ®Based on other tests b • e uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. erne: W.S. Wilson, P.E. 9-28-01 3395 Addison Dr.,.Pensacola, FL 32514 - Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 a a C, wagnc Balton M ODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF SCC # MAXIMUM SECTION WIDTH 21" O,�-ao(� NEG. 29 PSF 1�cc i.iv AI,$Tz� NOTES. 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE .067" HORIZ T TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). (2) 1/4"-20x9 TRACK BOLT & 2. GLAZING OPTIONS - TOP OR 1 /4"-20 HEX INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST 5/16"xl-5/8" L OVERLAP TOP AND BOTH ENDS OF SCREW EA JB—US BRACK PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 DRILL .281 OR 9/3: HOLE IN TRACK F 5- TRACK TO HAVE A MINIMUM JB-US BRACK ATTACHME YIELD .OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO 1/4"-20x9/l6" HAVE A MINIMUM YIELD OF 57 KSI TRACK BOLT & 1/4"-20 HEX 7. OPT10NAL - .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JB-US 'BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. (1) JB-US BRACKE LOCATED AT THE MIDDLE C 8. LOCK OR OPERATOR IS EACH SECTION EXCEPT TC REQUIRED. SECTIOI 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE .067' VERT TRA, PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. � z� 23395 (1) JB—US BRACKET LOCATE Approved: AT EACH ROLLER LOCATI< W.S. Wilson. P.E EXCEPT TOP BRACKET ROLLE ADOISON OR.. PENSACOLA. FL 32514 (P/N 125135 FLORIOA CERTIF1CArION NO. 004aQ9 GEORGIA CERTIFICATION No. O18519 NORTH CAROUNA CERTIFICATION N0. 023836 Date: f-28-01 1 OPTION CODE 0110 1 REV.' EV P1 1 WM 16' x 14' MAX, +27 -29 PSF-1 1 OF 4 TRACK, EN0 HINGE TOP BRA CKET REQUIREMENTS SCC # •.. 02-oa(e MASTER PLAN 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) TEK SCREWS (P/N 141668) NARROW BODY HINGE I 0 I 1 (4) 1/4"-20x5/8" SELF -THREADING SCREWS \ (2) 1/4"-20x5 8" \ 2 NYLON ROLLER ® TEK SCREWS ALL / W/ 4 11 2" STEM Q END HINGES ® Q 1 o WIDE BODY \ 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 243341) BILL OF MAT'L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA OR HINGES U-BAR L H FND HINGE RH ENQ HINGE (3) 1/4-20x7/8" TEK SCREWS (P/N 100507) �.•-f 1-. Approved: WS. Wilson, P E 3395 ADMON DR.. PENSACOLA. FL 32514 I� FLORLDA CMMFrA11ON NO. 0048489 CEORGLI CERT1FCAMON NO. 018519 \ NORTH CAROUNA CERTIFlCATION NO. 023US Date: — - ,-2 9— o ( OPT/ON CODE- 0110 � REV.' p 1 11111110 --�[--1 /2" L 20 GA CENTER STILES ® BOTTOM BRACKET\\_16 GA END STILES i' (P/N RH-270354 _ & LH-270355) WY 16' x 74' MAX, -f-27 -29 PSF 1 2 OF 4 U-BAR L OCA TIONS E?l 101 NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6' THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN SGC # M,�STER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS' W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I I i (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS. Wl=n. P.E M95 ADOISON OR, PDGS M" FL 32514 FLORIDA CUMFICAMON.N0. 0048489 GEORCLA CERTIFICA71ON No. 018519 NORM CMUNA CE]t MAMON NO. 023838 Date: y -2g- 01 OP77ON CODE.• 0110 I REV. Pi I WM 16' x 14' MAX, -f-27 -29 PSF 13 OF 4 CENTER STILE & INTERMEDIA TE HINGE L 0CA TIONS 0 16' Oi WSTER PLAN - 15' ---] I Im 101 Approved: �C%Y 3395 A00150N OR., PeGkCOlA. FL 32514 FLORIDA CERTIFICATION N0. 0048489 CEORCIA CFitTIFICATION N0. 018519 NORTH CAROLINA CFRTimnON NO. 0=6 Date: Q-.ZS -o( OPTION CODE-.- 0110 1 REV- PI I WM 16' x 14 ' MAX, f 27 -29 PSF I 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 0 TEST RF-OUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 513" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The =Gmum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P ® TEST DATE: February 22, 2001. Temp 71° F. ?RODUCT DESCRIPTION: S C C # O.Z - ov 6 1. WayneMark Model 8000, 160, 4 section. MASTER PLAN 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 13 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY S94LARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand presstu-e is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to.Product Control Division, Question and Answers, GA1S(Q127). APPROVED OPTIONS Based ono er tes b ' uival Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. .Jame: W.S. Wilson, P.E. q-2.B -41 - " 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0043489 Georaia Cert No. 018519 Master Fife #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist 1. Sufficiency Review Manufacturer Name: Norandex/Reynolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. II. Governmental Product Approval: 69ency Initials/Date Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City of Indialantic, City of Indian .Harbour, City of Lake, County of SN 3/26/02 Lake Mary, City of RJ 4/05/02 Leesburg, City of SS 3/26/02 Maitland, City of Malabar, City of Melbourne Beach, City of Scan Date 4-4-02 A enc Initials/Date Melbourne, City of Mt. Dora, City of Orange, County of ACP 3/15/02 Port Orange, City of Rockledge, City of Satellite Beach,. City of Seminole, County of Tavares, City of Titusville, City of West Melbourne, City of Winter Park, City of LP 3/26/02 Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 4 • ° 5EE CHART FOR e4 a4 �4 b 4 d ' a° FASTENERS �W VERTICAL MULLION SCHEDULE CAULK TOP — - pu — _ SINGLE UNIT TYPE OF MUILION TYPE ti C'-i 10 MULL — I 19INDOW WINDOW DESIGN PRESSURE OF CLIP q . W #10 X 3/4" I 3/8"MiN• WIDTH HEIGHT NUMBER AND o TER SCREW I I� WINDO}y INCH INCII 35 PSF TYPE OF FASTENERS U 4 _1J i HEAD 26' 3_.0 F ---OK _ 4 3 160 $ 1-1 2 TAPC0NS o rr, T� ---1=� x 3.0--- --- OK------- ! WINDOW : i 3.0 ` ---- ---- 4 3J60 _X 1_ J2 TAPCONS �' h h JAM 63" `--1.0 x 3.0--- ---OK 4 J6�_s l-J2a TAPCONS 7/8" 76-3 4�' --- --- --- �K---- 4 _3J60 x 1-1 T_APCONS `� W 1.0 x 3.0 OK 4 3 160'' x 1-1 2" fiAPCONS 28" i_0 x 3.0 OK 4 3 160 x 1-1 2 TAPCONS c 38_-1 4 1x3 MULLION(XF'I.A-26-1. %� ---1-0 x 3.0--- --- ---- �.---- ,.------ ) 26-1/2" 50-5 8 ` --- OK 4 _ J160 x 1- J2 TAPCONS 1x4 MULLION ( ---�- 1.0 x 3.6--- --- OK _ --u- n------ XFLA-39) _ —d. — 4 _ 160 _x__1_-1 _T_APCONS 63" �' 1.0 x 3.0 -- --- OK--- 4 _3J80� x _1: J'V TAPCONS t FLA-45 ?6-3 4 pg 4 3 160� x 1-1 2 TAPCONS MULLION ANGAIOV CLIP 26j48 _1_0 x ----- _--OK_-- 4 _3 160 x 1--1 2 TAPCONS ym W k�= 38_-1--_1_:0_ x 3_.0 OK SHEET METAL 37` 50-5 B' __ ` % _1:0_ x_3_--- —OK---- 4 _3J6, x 1—J2A TAPCONS a q ab ---- WINDOW 5/8 800 LB. MAX CAPACITY 63' T-_-1-0_ x 3_._p--- --- I-�---- 4 _3J6_0�_x 1_ J2 TA_PC_ON_S �h JAMB 7/8w lx3 MULLION 76-3 4 1.0 x 4.0--- --- --- 4-3j6_0--x 1-_1 2F_TAPCONS y� $Z XFLA-26-1) 26.. OK 4 i 40 xTAPCOTIS 14 #10 x 3/4" ix4 MULLION �XFLA-39) __1_0 x 3.0___ _--OK___- 4 3 180 x l-1 2 T_A_PCONS 38_-1 4° - TEX SCREW i 53-1/8" 50-5T B ' _ _ _1 0 3.0 _ -- OK--_ 4 -3J 60"_x 1-1 2_= T_A_PC_0_NS 4 �. ---Z— — 1_0 x 3.0 — _ _ j------ I I I 63- -- — ------- �I{-- 2 1 40'� x 1-1 2' TAPCONS WINDOW — 1_� x 3.0 _0_K 2 1 40" _x_L-1 2` TAPCONS I SILL 76-3 4' 1.0 X.4.O'-- --- ---- l_ /-------- CAULK BOTTOM I OK 2 1 4d'` X i-1 2�' TAPCONS 4 OF MULL ; �" �F _ 3I8"MIN. P1`i.�y, ,-)A B.O. A.F. PRECASTED co - -- 3 "MIN. ACTURER NAME: a SILL --- _ o�A171X z D 3/4"MAX MAFILE 4 D p Eq SEE CHART FOR a N D D D FASTENERS- NOTES: ' o 1) ALL ALUMINUM EXTRUSIONS- ARE ALLAY 6063 T6, OR 6083 T5. y b a CIIARI ES A ' PA M{N. P.E. 2) ONEEACHEANG E L.EG, E IS ONE THE TAPCON PCON SHALL L�E•) FL REG. ENG.. # 49121 PLACED ON MULLION CLIP CENTERLINE. DAME 3/21/02 3) CONCRETE COMPRESSIVE STRENGTH — 3.000 PSI \ AT 28 DAYS. s RIMINI C } IlUhANDEX PAGE' 30 Nnrcc. . 1) ALL ALUMINUM EXTRUSIONS ARE OR 6063 T5. ALLOY 6063 T6, 2) WHEN THERE IS ONE TAPCON (1/40` X IN, ON EACH ANGLE LEG, THE TAPCON SRAU PLACED ON MULLION CLIP CENTERLINE. 3) CONCRETE COMPRESSIVE STRENGTH — 3.000 PSI AT 28 DAYS, CHARLES A. 1AG F` E. REC. ENG. 1 491211 DATE: 3/21/02 CEN'IM FLORMA B.O.A.F. MANUFACTURER .NAME: . NO�._ --, MASTER #10 x 3/4` TEK SCREW DW SILL SH HEAD HORIZONTAL MULLION SCHEDULE SINGLE UNIT 'TYPE •OF' M.U),IdON WINDOW WINDOW DESIGN PRESSURE TYPE OF CLIP WIDTH I HEIGHT. NUMBER AND INCH INCH 35 PSF FLA-45 TYPE OF FASTENERS 26" % 1`0 x_3_0 --- x 3'0 -- OK - ---- 4 _3` 16_0 x 1-1 2 TAPCONS _1_0 x 3:0 �K _ 4 ,___ -3J6 x 1_ J2 TAI'CONS 76-3 --- -- --- OK---- 4 4 .3J6 0_x 1-J2II TAPCONS 3 lBte 4� 1:.0 --- 24------ - T _„____l'w TAPCONS .26 38.17e 1:0 x 3_0 ---1_D..x OK---- .4 4 3 late x 1-1 2 TAPCONS 3 160�_x 26-i/2` 505 8' 3:0-_-- ----_`---- _--OK---- OK 4 1^1 2 TAPCONS 3J60 63�- ---1.0 x 3_:_0--- 1_0 x 3:0 -- --- OK --- 4 _x_ i-1 2" TAPCONS _3JBtd'-x 1-1 2" TAPCONS 76_3 4* ---1.0--- OK--- OK 4 -, _ a____-- _3J6Y x _I-1 TAPCONS 2fi� 1.0 x 3:0 —1.0 4 3 160' x 1-1 2'" TAPCONS 38=1T4 37" 50-5_8". /- x 3:0 ------------ _0_K --" ---- -- 4 4 3 16te x 1-1 2 _TA_PCONS 3J60„_x 1_ - _63" -- -1.0 3_.0--- —OIC_ +OK --- --- 4 J2a TAPCONS _3J6e� - x 1- J2R TAPCONS _$ -- --1.0 x. 3.0 --- OK--- 4 _3 id" X. 1-1 TAPCONS 2B" --- 1.0 x 80_ OK-------- OK 4 ,.------ 3 160 x 1-1 2 TAPCONS 38_-1 4'' j 53-1/8" 50_ 5. 8� Z_ -- 1.0 x 3' 0 --- --- --_ ___ --- OK-__ 4 4 _3 16� 2 TAPCONS 3j60�---- . a------ - 63" _1_0 x 3:•0 -- _ �K 2 x_ 1--1: 2_ TAP--- x_i_ 1.0 .x_3:0--- OIC---- 2 _if� _i 2n_TA_PCONS 1140" 1 . ix3 MULLION (XFLA-26-1) Lx4 MULLION (XFLA-391 O- x -1 2 TAPCONS_ 2 1 4� `- x 1-1 2�-TAPCONS (XFLA-26-1) 1x3 MULLION (XFLA-39) 1x4 MULLION fi-T#10 x 3/4" ..RrTF ru A Dm --- EK SCREW M ISEII-miling a SH HEAD 4 u C 6 1.v1�ti1VLJL,11 PAGE 24- ]1f'47ACTURER Nam: 1 (2) /10 x1-3/4` PH-SMS IN . 2 x H OR 3/16'0 x 2-3/4° TAPCON THRU 1 BY HUC K (SHOWN) WITH A 1-1/4" MIN. 3 16' TE1(PF7iJ� GLASS EI,IBEDMEN7 INTO SEE ELEVATION FOR ANCHOR SPACING. MASONRY. (� 3uDMG o(rss DooR COt4PAAATIVE t 4' TEIIPEHED LASS G ANALYSIS CHART Na OP Na OP �� -LSmm� suDMG GI.4S$ lxroR � p • . DEa'ICH 1DAD AHCtRItiS ANCHORS DBff975I0lM CAPACIIY-P3P OYPARAITYa ANALYSE CHART No. OP Na OF >nHDOE 0}91CH LOAD iHCHDIis Q ti ~ (2) 10 z 1-3/4" Fil-SMS INTO .2 z BUCK 1ffD7H HEfORr Rtci�sl INCHES APE A Ryv k ANCHORS DIMSIONS CAPACITY-P3P WIDTH HEIGRr q ti SEE ELEVATION FOR ANCHOR SPACING. ., JM4s 201 48 �s so a M Orcees PoslrtvE trace h !BANE .-.. �t (2) '10 z 1 3/4' PH -SUE BUCK WITH 1-1/2` MIN. E _ SEE ELEVATION FOR ANCHOR SPACDJG. WOOD BUCK Y LL WOOD BUCK 147.375• 80 I4) 48 48 24 e Ba.S• 46 48 19 a 152.760' S7.6 57.5 24 6 IIL976' 90' (9) 57.E 57.5 is 6 75.5' 67.6 57.5 Is s l26" BO• 58.7 6&7 20 a esers (as) 6s.e 88.11 to e ¢ol 147.975• 8a. �' ♦S 46 9D 10 e0.5' (4) 45 15 15 24 16 !0 1 4&a 24 10 to IuXw .-376• pa De' (3) 635 53.D 636 16 10 75.5' 53.4 55.4 I6 to lee' 13.026 Os' 1Ea) 61.5 54.E ¢0 7 10 Ha/ M P dRBNTHESIS 54.5 MDICAM 54.E PANEL 1a i1ZE WIDTH SIZE IN 1EEr. STEEL REINF. ALL 10• PANEIS 60.0 D. P. Uw STEEL PANEL U ALL 10• PANELS & 60.0 D. P.SHI.. WOO S RE U1RED TYP. JAMB. SECTION wooD SHIM gslrowN) OR MUDD TRACK A5 REQUIRED (2) 3/16'0 x 2-1/4' TAPCON OR 1 BY 2 BY BUCK MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING, m d ` NOTES: 1/4" SHIM MAX. 1) SHIM AS REQUMED.. MAX SHIM STACK 1/4'. Ywv- (2BY2)2 ALL ALUMINUM EXTRUSIONSARE ALIDY 6083-T6• ,,- OR T6 WITH:TYPICAL WALL THICKNESS OF 0.82" e 3 USE IJIGH QUALITY CAULK HEHM WINDOW FLANGE. 4) GLASS THICKNESS BASED ON TABLE E1300 CLASS �II5 CHARM. AND MAY VARY DEPENDING ON SIZE. b THE RESPONS[Bnjyy FOR SELECTION OF NORANDEX PRODUCTSTOMEET ANY APPLICABLE'LOCAL.LAWS,HEADER BUtWING CODESENTS , ORDINANCESOR OTHER SAFETYAND - SILL SECTION BEUILDING OWNERR oR CONNTRRACTORTHE ARCHITECT,TYP. 1BBUCK7)CONCRETE COMPRESSIVE STRENGTH a 3YS..000 PSI ,`n-(AT 28 TmAk CIT47UN 8e.7 To .4 ao ao• e � A i.T (4) 6a.7 00.4 24 98.7 80.4 16 a 8s.7 77-4 ¢4 Is3) 6s.7 89.8 18 s&7 esa a 6 Q) F1 Ir 80• 6&7. 79.9 PD (26) s&7 7&8 to 00 E0 30 Be' (4) U 80 94 B 10 80 Is -05.3 65.3 24 10 t0 .C4 k Ds6a.7 71.3 Is (y) 80.7 73.6 I6 10 IO q as' 65.0 85•0 (2.5) 138.7 86.2 10 (2) 3/18"0 x 2-3/4` 10 a M k e TAPCON OR MCAMI DARE APPROVED CONC. - FASTENERS. R SEE ELEVATION FOR e " e ANCHOR SPACING. M N 2 p • 10 a t M $ •..moCN o fly 04' i0 4 z� by U/: U h /01 XIPANELPANEL X PANEL e. PANEL (4BY2) TTPIc1L mmn 0 4 NORANDEX PAGE 23 (2).#10 x 1-3/4" PH-SMS INTO 2 BY BUCK OR WITHtEl 1 1/4�4MIiA ECl�EDRNUf 1DB 0 BUCK (SHOWN) 0�) SEE ELEVATION FOR ANCHOR SPACING. (2) #10 z 1-3/4" FH-SMS INTO 2 z BUCK SEE ELEVATION FOR ANCHOR SPACING. IL OPTIONAL 2 BY WOOD BUCK (2) 110 x 1 3/4- PR-SlLS INTO 2 BY BUCK WITH 1-t/2' WIN EMBEDMENT. SEE ELEVATION FOR ANCROR SPACING. WIDTH/HEIGHT --------------------- 3/16' TEMPERED GLASS DESIGN LOAD N0. OF ANCHOR SCREWS IN FRAME CAPACITY—PSF HEAD AND SILL IAMB 30 �ifi" x 591/2 " 53.3 55.8 36 %1j x 591/z " 49.8 49.8 10 16 18 g 30 �9" x 791/2 " 49.7 49.7 12 18 22 � 6 36 %6" x 79 L/2 " 45 10 16 20 8 45 SERIES '600 ALUMINUM SLIDING GLASS DOOR 12: i 8 22 8 CHART LL OPERABLE PANELS CENTRAL RAL 'tORMA n-O.A.F. A1VT�JFAGI`i]M M�x4 (2I 3/18'A z 2-3/q' TAPCON OR LIIAM[ Q WI�I NAM, t x wooD BucK D�EPROpSTENERS� CONC. W.'�C1� i�R_ ,� --j1 SEE ELEVATION FOR ANCHOR SPACING. AS RE SHiM gUTYP. HORIZONTAL SECTION O IREDSH UDD TRACK REQUIRED 1 BY 2 BY BUCK (2) 3/18'0 x 2-1/4" Y—CON OR SEE ELEVATIONAPPROVED FOR ANCHOR -SPAACCINGG. /NOTES; 1 SHD1 AS REQUIRED, MAX SHIM STACK 1/4-. 23 ALL ALUMINUM EXTRUSIONS ARE ALLAY 60(13-T6 OR T6 WITH TYPICAL WALL THICKNESS OF .0.82' . 3) USE HIGH .QUALITY CAULK BEHIND WINDOW -FLANGE. 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARM. ANDVAY DEPENDING ON SIZE. 6) THE RESPOBILITYA RY N IFOR SELECTION OF NORANDEX PRODUCTS TO' MEET ANY APPLICABLE LOCAL .LAWS BUILDING CODES, ORDINANCES OR'`OTRRR' SAFETY-' REQUIREMENM. REST 'SOLELY WITH THE . ARCHITECT, BUILDING OWNER `UR CONTRACt,Olt. 8) CONCRETE CQMPRBSSIVE STRENGTH - 9;000 PSI AT 26 DAYS. (2BY2)'— 'Pm1_ (4BY2) rnit---�L II�IyI4lUl I IQII � 1vuKAlVll�X PAGE 22 i W/1-1/21 MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. /12. EMBEDMENT. EDMENT. SEE ELEVATION FOR .ANCHOR SPACING. W-1101,10m — NOTES: R IR 1) :SHIM AS REQUIRED, MAX SHIM STACK 1/4•. 2) ALL ALUMINUM.;.EXMUSIONS ARE ALLOT 6063-175 OR.T6: WlTH:'TYP.ICAL- WALE{ THICKNESS OF 0.62` 3 USE :HIGH.:.QUALIT.T"•CwLhX WD jBEHND WINDOW FLANGE. 4 GLASS: THICKN9SS•.BASED ON TABLE INC E1300 GLASS CHARTS; AND:'i:VAY'VARY DEPENDING ON SIZ& 5) THE: RESPbNSI�IGIPY.: CIR SELECTION OF NORANUEX PRODLiCTS:. T(1: IIEET.:ANY APPLICABLE LOCAL LAWS, HUQ DING.;CUi1 9; :OVDINANBES .OR OTIIER SAFFTy 18- 5— REQUIR$M8=-iT=T. SOLE � y. WITH THE HU)IjDb4G ARCHITECT, 38 .OVNER.'OA'-CONTRACTOR. e) NOTE'*- 'INDICATES THAT EQUAL, FASTENERS AT HEAD' AND SHj, ARE' _ IB— EQU ED. ALT. FIN ATTACHMENT . a�o UNDER SHEATHING 7� UIO X 1-3/4` P.H S.M.S. CENTRAL FLORMA &O:A.F. W/1-1/2' M. 61BEDMENT SEE'. ELEVATION FOR MAP ACI�UREIL IOjAb�B; ANCHOR SPACING. OIPQN,Dfii __ MAMR FILE # 3 D017BI8 I I HEADER AND SILL SECTION tiv/1-1/2-1 � EMBEDMENT WOOD FRAME OR ANCHORSPACING. 8_—e. 5—i/2 49-5/8 IS I0NS WINDOW FASTENER -SCHEDULE fS1 HEIGHT " HEAD/SILLK NO. JAMB N ;INCHES) 35 E 45 TE80 95 45 60 ~" T22 PSF PSF pSF pSF � W 20 2 2 2 W.. 25' 9� 2 2 q V 2 2 2• 2 3 3 �•� fYi 97-1/42 2 2• 2 3 3 ~' w _3 3• '£ 3 3 9 4• '�— 3 3 Ob [ 2 ? 2' 3 cla 3 3 <1- I�rJ Ll _2 2 2. 3 2 3 3• 3 3 3 3 3 4• 3 3 3 2 2 2• 3 4 4 -2• 4 4 —2 9 3• ,3— 4 4 o y 3 3 4• 4 4 a b i 2 2 2• 3 4 5 coW. s. 4. i 6=3/4` --2— 2_ 2• 3 4 5 q q% 1 �. site' MAX jr (TOP AND BOTTOM) DETAm_c CI{ARKS" A,t�p, a ° DETAIL-B FL. REG:' ENG:. _# 40121 r DATE• :3.l07 MV.' 3• 3 4 5 �. 4• '� 4 5 k j NORANDEX PAGE 10 d 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 1 Eo W � U �v U .750 Typ 214 rn am 41 LA- 40 als/a1s 1-500 . F� 2.437 10 X 1-3/4" P_11. S.M.S. 19/1-1/2" 111N. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI t�t--=A �X ll +' •-ter 77' o� ALT. FIN ATTACHMENT # 10 X 1-3/4" P.H. s.M.S. UNDER SHEATHING W/L-1/2" MIN. EMIlEDMEMT SEE ELEVATION FOR FOR ANCHOR SPACING.,- 1/4" MAX ---I SHIM (BOTHIAMBS) $ 10 X 1-3/4" P.IL S.M.S. W/1-1/2' MIN. EMBEDMENT SSE ELEVATION FOR ANCHOR SPACING. HEADER AND SILL SECTION .WOOD .FRAME TYP. JAMB SECTION ©: WOOD FRAME CHARLES - P • Ip, F, FL MG. ENG. B. ,4912L• DATE; 3/27/62 NOTES: 1) SHIM AS REQUIRED MAX SHIM STACK 1/4', 2 ALL ALUMINUM T EXTRUSIONS ARE ALLOY 6063-15 OR Te. WITH TYPICAL WALI. THICKNESS OF 0.62' - 3) US ?-'HIGH •QUALITY'.CAULK ,BEHIND WINDOI9 FLANGE. .GRASS T111GKNESS : BASED 'ON TABLE E1300 GLASS CHARTS, AND-MAY''VARY DEPENDING ON SIZE. 5) THE. RESPONSIBILITY FOR' SELECTION OF. NORANDEX PRODUCTS"TO MEET ANY APPLICABLE LACAL LAWS, BUILDING:CODES; ORDINANCES OR OTHER SAFETY .REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUIIDING 'OWNER';OR CONTRACTOR 6) NOTE •INDICATES`THAT'EQQUENE AL FASTRS AT HEAD AND SILL ARE'REQUIRED. ,6# SASH /�/ a DETAIL=B O.C. A S ' NORANDEX PAGE 21 ID lAPCON WITH A N. 1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. � O 10 F.H. S. M_ S. W/1-1/2" MIN. EMBEDMENT NOTES: SEE ELEVATION FOR 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". ANCHOR SPACING. 2) ALL ALUMINUM EXTRUSI ONS ARE ALLAY 6063-T5 OR T6 WITH WALL3USE HIGH Q ALITl CAULK EHIfND I WINDOW FLANGE 43 GLASS THICKNESS BASED ON TABLE E1300 GLASS :CHARTS; AND MAY VARY DEPENDING ON SIZE. 6) THE' `RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUDDING CODES, .:ORDINANCES OR`'OTHER SAFETY REQUIREMENTSi:REST SOLELY WITH THE ARCHITECT; BURRING OWNER OR CONTRACTOR. . 8) A PRESSURE TREATED WOODEN -BUCK :ORMARBLE SILL SHALL BE .ADDED UNDER' THE PRODUCT TO FULLY SUPPORT UNIT... THIS °SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE AT 26 STRENGTH = 3 000 PSf DAYS. ALT. HEADER SECTION `)NOTE • INDICATES THAT. E UAL FASTENERS AT Tom'• 2 BY BUCK f1� MOW B.O.A.F- 3/16- TAPCON AtANUFACTUnR NAME; W/1-1/4" MIN. EMBEDMENT � Al- P4,V, tF ' rcrro ELEVATION FOR ANCHOR SPACING) 2►iA3 TERI#� d I CALL SIZE WIDTH —� a n . 1 BY RUCK O 2 BY BUCK sHIM--I-- TYP. JAMB SECTION )TH JAMBS). 1 'BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. 1 BY BUCK CHARLES ..A :P N. P.E. FL REG. EHG. #,49121 DATE. 12/lf/Ol I'— 10 F.IL S.M_S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. YLY UNR �( HEAD STIL e. -A/i/// OF DETAIL-C - DETAIL-B 24' aQ ti. 'NORANDEX PAGE 9 q 16' TAPCON WITH A ON. 1-1/4' MIN. EMBEDMENT A E ELEVATION FOR ANCHOR SPACING, G 4 4 a ` W� x _ x � aI Li v J- 750 TYP L 940 d �. m $ 10 F. H. S. M. S. WITH 1lIN. 1-1/2' MN. EMBEDMENT SEE ELEVATION FOR ANCHOR Svernrr T NOTES: 1) SHIM AS REQUIRED, M 2) ALL ALUMINUM EAy' SHIM STACK 1/4'. XTRUSIONS ARE ALLOY 6063-T5 3 OR USETHIGH QUALITY WITH CAUL{ BEHIND WI OF 0.62' . 4; GLASS THICKNESS BASED ON. TABLE g300 �g E CHARTS, AND MAY VARY DEPENDING ON SIZE 5) THE RESPONSIBILITY FOR SELpC7(ON OF NORANDEX PRODUCTS TO MEET ANY BUILDING CODES, ORDINANAPPLICABLE LOCAL LAWS CES OR OTHER SAFETY REQUIREMENTS REST SOLELY .WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR 6) A PRESSURE TREATED WOODEN BUCK OR SILL SHALL BE ADDED UNDER THE PRODUCTTO� FULLY -SUPPORT UNIT. THIS SUPPORT SHALL BE FIRMLY ATTACHED INTOTHE PRODUCT MASONARY AND SUPPORT BY OTHERS). OVER ITS FULL LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH AT 28 DAa 9,000 PSI ALT. HEADER SECTION YS. TYP• 2 BY BUCK 3/16' TAPCON W/1-1/4' MN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. a G I�— CENTRAL FLORMA B. O.A.F. MANUFA CTURE, R NAME: ' o MASTERS # `� 1 BY BUCK O 1/4' SHIM MAR. (BOTH JAMBS) D SEE NOTE 6 HEADER AND SILL SECTION TY'' 1 BY BUCK SIZE WIDTH CHARLES A. PIG P. E. FL REG. ENG: -#' 49121 DATE: 3/21/02 # 10 F.H. W/1-1/2' MN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. MAX um vunm Iiman ML a /A �'f/ SASH OF DETAIL - B M I A M I-DADE 10 . h1fAMI-DARE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Preniclor Entry Systcu)s 911 E. Jeferscr), P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE -COMPLIANCE OFFICE MI-I'RO-I)ADE F1.AG1•.I:li 13UI(.1)INC; 140 WEST FLAGI.L''It S.1'!tl?I-f, SU1-I1i I (i()., MIAMI. FLOIZIDA 33131)-1563 (305) 375-2HU 1 FAX (305) 375-290S C OSTILICTOR 1-1C:1C\ti1.'(: (3U5) 375.2527 ! :tX (3US) J75•_'SSB cx riw."roit •:.,,- r 1>I\'1sr().N (305) 375.2966 FAX (.1U5) 375-2,)O% FIZOUCC:I' C:U.\"I'I((>1.1)I�'IS1Q\ Your application for Notice of Acceptance (NOA) of (3US)375.2�9u_ r,%X(3U5)372-6_139. Erltergy-6-8 S-W/E Inswing 01):1due Double w/sidelifes Resicicuti,ll Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of .,% ternate Materials and'Types of Construction, and completely described herein, has been recom111cnded for acceptance by the Nlian)i-Dade County Building Code Coinp[iance OFiice.(BCCO) Linder the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the ri(llt to secure This product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval; if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing Will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-0314.24 r EXPIRES: 04/02/2006 Raul lcoarlgucz Chief Product Control Division THIS IS THE COVER -SHEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CO,N'DITLQ.LNS BUILDING CODE S.-TRODUCT REV1E.%1VCO,Aij%I1TTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. A PP R O V E D: 06/05/2001 Francisco J. Quintana. R.A. Director Miami -Dad(: County Buildin= Cods; Compli;l_ncc Office 0.s0450001\pc2ow\\templates\notice acceptance corer poge.dot II1((;rlle( Illilll 71(1(Ir'Ctiti: I)Oti(I1lilStCf'•'�1)UII(IIII"CU(ICUn11nC.CUi11 � It(1i11C1):1L'C: Il(11):I/11'1Y1�'.l)tliltlirturnrlrr�nli'nr ram Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES At)ril 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE I.I. This renews the Notice of Acceptance No. 00-0321.26 which wets issued on April 28, 2000• 1t approves a residential insulated door, as described in Section 2 of this Notice of •Acceptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chaptcr ?3, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRO DUCT. DESCRIPTION 2.1 The Series Enterby 6-8 S-W/E Inswing Opaque Double Residential Insulated Stcel Doors with Sidelites-Impact Resistant Door Slab Only and its components, shall be constructed in strict compliance with the following documents: Drawing No 31-1029-ENV-1, Sheets 1 through 6 of 6, titled "Prcmdor (Entergy Brand) Double Door with Sidelites in Wood Framcs with Bumper Threshold (Inswing)," prepared by manufacturer, - dated 7/29/97 with revision C dtitccl 01 /I 1 00, bearing .the Miami -Dade County Product. Control approval stamp with the -Notice of Acceptance number'and-approval date by the Miami-Dadc County_Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications of pair of doors and single door only, as shown in approved drawings. Sin -lc door units shall indlu.de all components described in the active Icaf of - this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than 43 degrees. Unless unit is installed in non-liabitabic areas where the unit and the area arc dcsi,ncd to accept watcr'inhltrat-ion. 4. INSTALLATION 4.1 The residential insulated steel door and its componcnts shall -be installed in strict compliance %%-ith the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection system. 4.2.2 Sidclite: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for buildin; permit shall be accompanied by copies of tltc following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as idcritificd in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed i nstallation. 6.1.3 Any other documents required by the Building 0 ,cial or the SOUth Flo id- 3tti Iding Codc (SFBC) in order to properly cvaluatc the installation o it s stem. crcz, P.E. Product Con r61' xaniincr Product ntrol Division Prcmdor Entry Systems ACCEPTANCE NO.:. 01-0314.24 APPROVED ; JUN O 5 2001 EXPIRES Anrii 02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. 2. Any and all approved products shall be permanently labeled %vith the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the ct,aluation of this product and the product is not in compliance with the code clianges. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including the'co=ct installation of the product. d. The. engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tlic materials, use, an d/or manufacture of the product or process shall -auto.matically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fec) and granted by this office. 5. Any of the following shall also be grounds for removal o.f this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. S. 9 The Notice of Acccptancc number preceded by the words Miami -Dade County, Florida, and ,followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acccptancc is displayed, then it shall be done in its entirety. A copy of this Acceptance as well as ap4-)rovcd drawings and other. documcnts, where it applies, shall be provided to the user by the manufacturer or its distributors and shall bc'availab Ic for inspection at* thc job site at all time. The engineer needs not -reseal the copies. Failure -to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. This Notice of Acceptance consists of p,rgcs 1, 2 and this last pap 3. END OF TIIIS ACCEPTANCE _7,ti Manucl crez, P.E., Product Contro - . �iminer Produc Control Division • 3 PREMDOR (ENTERGY BRAND) DOUBLE r DOOR WITH SIDELITES IN WOOD. FRAMES' WITH A BUMPER THRESHOLD (INSWING) 10 I vim,' MINMN [LMtrPQMI AULLICRRwlt r?-i/iti ti,flil'(fp��1W /1 1/r Kwumm LMtc P4Y1 LIB 1?' ]7 I/t• . MAX •� MAY 71• . 77 1/�• r,N, NAY I/t• x r Aac ttA/�CI �. wA ., to mtc ! •NAY Awt �. J• MAX • MAX IJ' RC IJ• O.G IJ'•0.G IJ' O.G • NAX MAX NAI( MAX MAX IJ' O.C. IJ• OC. ,',AR PAX IJ• OL. MAX IJ' O.G MAX aw rxv , of Aol o. • 17 I/ MAX OL SPACING IB' OL ^ M�c . J I rr>P Oi DOOR m ! f N V.( A 17 1/ MAY QL SPACING to..�, CG r0 [ LDCK a ADI YQIIC JUII j J 1/$' 2t' 6t• 'MAX OLO _ BO 1 /16• 17 1/1 MAX 0.G Is, MAX SPACING raa..a, mrtc .ax• Rw 17 1 MAX O.GISIPACING jB• (LC. -4 I 17' 02.�17 6C� IT OC�iJ• OILJ 17' OC�IS' OC I7' OC�1J•�,• .,1 yr wKORM [MamtMr F'- AX MAx MAz Nax Mnx —lll Nnx MAX Mna - A• MA7: J' MAx MAX LDTf Tfk,t ict Aan t ATTACH ASTRAGAL THROW BOLT 78 z I' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WiTH 610 x 1 7/4• HOLES FLATHEAD SCREWS` NOTES, 1.) WOOD BUCKS BY OTHERS. MUST BE ANCHORED f-FL 1 ]/<•' LONGPROPERL•Y..M TRANSFER.LOADS TO THE .STRUCTURE, ATHEAD SCREWS 2.) THE PRECEDING DRAWINGS ARE INTENDED TO DUALIFY THE FOLLOWING INSTALLATIONS. L.H. IMSbING RA INSWING A WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE _ DOOR SYSTEM 1S ANCHORED TO A MINIMUM iWO BY rrP,IaveoA cc/�,n:c,;,i,. r STRUCTURAL'WOOD BUCK. SOUTH FL�q A��K NcCDO C. MASONRY OR CONCRETE CONSTRUCTION WHERE N c, JU� jJ j��,ITI DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VAiER WFtLrRAi10N VIM WATER INFILiRArII er OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL WZMENI IS NEEDED t REDUIREIGr IS NOi NEEDED ONE BY WOOD BUCK. 1 •v Y + PR COR MOLbPASION O. ALL ANCHORING SCREWS TO BE 110 WITH6X eultw cosc_.Pw;,ceov: MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE AccFPTArr:ENo�I �1 r. tti OR PFH TAPCONS WITH I I/2' MINIMUM EMBEDMENT INTO MA X LIMITS SMALL BE INSTALLED ONLY AT LOCATIONS PRUfECfEO BY A CANOPY OR INTO MASONRY. OVERHANG sucM THAT THE ANGLE BETWEEN IME EDGE Or CMOpy OR OVERHANG 1. UNIT MUST BE INSTALLED WITH 'MIAMI-DARE COUNTY TO SILL IS LESS 111AM 45 DEGREES. UNLESS UNIT IS INSTALLED IN . APPROVED' SHUTTERS NUN -HABITABLE AREAS VMERE THE UNIT AND IOC AREA ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT WATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD -ON SIDELITES AND DOOR c QAQ axarT aolrlcArtapa hnvo 6. LATEX SEALANT TO BE APPLIED AT SiDE BY SIDE LlolsuL[ssN11[L c. es JAMBS AND Si DELiTES pI10dIDli uL[B N1In. St4 m Idi A6t M DINER �Q, mvluaAIM IOo 7. DOOR/SIDELITE HEADER, DOOR/SIDELiTE JAMBS, AND SIDEL(TE BASErNGINFrA V vimoA n CORNERS ARE C[IPED AND BUTT JOINED IL DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST I t vt INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 0.8 TO 1.2 MiL M - 1' M 31-1029-EW-1 9. FRAMES SHALL BE PRE-PAiNrEO WITH AN ACRYLIC LATEX VATER-BASED/ � S SHEET 1 OF 5 VATER-REDUCIBLE WHITE PRIMER WiTH A DRY FILM THICKNESS OF 0•B TO 1.2 MIL. III $VD] 1E11Q MAX INTERIOR KAX ]5 A/.• 17 MAX. 16 75 3/475 7/4• Max 35 7/.. 13 MAx S wu 7/,• ID jg 7 SMIn MAx 22' MAX B DLO jj 6 II � I 3 / ° EXTERIOR I7 ' SEE GLAZING OEIAIL SECTION A -A I' INSWING s OTHER CONFIGURATIONS HAx GLAZING DETAIL MAx 1111/� MAX � 74• I SHERWIN vlltlAM 05DA CAULK Max GIICRIIR CGRAVEU11C7I , • GI IERIIR j(aQ • um ^.t I, yr X& 1 I 774x I, )/,• •� MAX 112• IDR MAX 37 I/Y NAIL HI 1 CR 1OMOP4 -� I 112' GLASS BITE g 19L Ill@ a i/B• IEMPERED CLASS r AMROYEDASCOUPLY111GMtHTHE E OACCtAtllrromtt.tmn 10 H FtQjjR MnL01NO COM i' RID � t NE R , � o AlKs N, t IrI JJ�UJ�Nj I UR16U6 RIDON v =l t¢ �R Rli An o UIE noxt t AC[a nN] mo+ MwxmIron • FROM , Dryly ewL COOECaratwlc-OFFICE ntmu I IIU29-EV-1 ACCFP1tY.CE NO /-031v. zy m ¢ mr 2 Of 6 C 1/4' SHIM MAX r— 3/4' 80 11/16- MAX TNTERIOR 79 5/16' MAX } SECTION B-B 2 BY VDOD BUCK u EXTERIOR MA I LKIALS LIST ITEM H0.EVOODiWEEADJAMB� O HPART NUHBCR — COINNTS 2O COMPRESSION VEATHERSTRIP -Iq 1 1/4' X 4 9/16• HTL. TO BE PINE OR COUIVALCNt ALUMINUM ASTRAGAL V_ K REEN RAN x A 50 ( R 4 AIUHIPIA4-BUMPER THRESHOLD V- PREHBOR BRAND OR EOUIVAL11,11- 5/B' AUIHINUH ASIR1 I 1 / 4.' TOP CHANNEL EV-15 PRENDDR BRAND OR EOUIVALENT - 1 1/4'-x 4 9/16' [V-QB PREHOOR BRAND - 1 11/16' - 20 GA STEEL OSTEELSKIN ]M ga*(D11 10]I • III I�D(4 1 [lq[ [SI [FRI B Fr A BASF FOAM - DENSITY 2.0 10 2.5 IbS./Ft' 9 BOTTOM CHAITNEL EV-01 PREHDDR BRAND - I il/16' - 20 GA STEEL 10 DQD LOCK LOCK STRIKE STRIKE STILE CV-09 4' X 9 1/2' HIL. TO BE PINE OR COUIVALENI '• �— 11 HINGE STILE EV-06 15/16' X 1 11/16, HTL TO BE PINE OR EQUIVALENT 12 LOCK PREP FILLER PLATE EV-OS I5/16' X I II/16' HTL. ill BE PINE OR EOLIIVALENT 13 4'x4' HINGE EV-Ip PREHDOR•BRAND - 050' THICK- HTL. TO BE POLYEIHYL 14 VOOD HINGE JAMB EV-16 HAGER BRAND, HINGE OR EOUIVALENT - .097 THICK (STI 15 fill x 3/4' F.H.V.S. 11/4' X 4 9/16' HTL. FIT BE PINE (IQ EQUIVAL[NT 16 fill % 2' FHV.S GE (4) SCREVS PER HININTO DOOR t ys N JAN NI L x IB 9r (FrCRREEnr([R - • III) SCREVS IHROIfj1 STRICE JANf WTO SIDELITE JANf• 4• DOVN ERm x B• OL IH[RcArfCR ' - 6) SCREVS THROU EACH SIDELIIE JAMB INTO SIDLLI(E• V Bow fR1 OP, mx 15' OG I(IER[Ar IER. i7 ( ; vmIlaRAx x KNT ID:f[R in E TB 110 X 3/4' FHV.S LCV AIIDN Virv, FOR L OF SER[VS USED AND LQATI@ 19 18 x 2' FFiV.S. (2) SCREVS PER HINGE INTO JAMB LOCi($ET (2) SCREVS AT EACH STRIKE PLATE I 110 X 1 3/4' rims,KVIKSET AND 200 LOCK OR HARLOC BRAND IM LOCH VOOD SIDELITE JAMB (2)_SCREVS PER HINGE INTO JAMB 22' X 64' SINGLE PANEL GLASS EV-19 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT t NP LENT SIOELIT[ TRIM WOOD) EV-20 CILO' ILAPS N POLYPROPYLCN R - IIC 1643 - 0701 1 1 / A • `f VOI1D CASING EV-21 EV-22 5/16 z 112' HEITL. TO BE PINE OR EOUIVAL I/R' Y I' HT4 TD PINC OR C41IV tLCN1 - 1 E/q 'SIB VOOD SIDELITE HEAD IAMB CV-23 °R er SIDE .rover Af fq)LLIpyS /p(RINf1 I ® VIMD SIDELITE BASE 11/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENT ® POLYPROPYLENE LITE FRAME EV-24 . 1 1/4' X 4 9/16' HTL TO BE PINE OR [QUIVALCRT OH643, ODL-2 HP Polypropylene by --- 16 X 1 1/2':PAN HEAD SCREVS B PER FRAME m x D (� I AFT 1 SIDELITE STILES PIN NAIL EV-26 IS/16' X 1 11/16' Hi- TO BE PINE OR EQUIVALENT IN fMN EDB, IIAT B' OE IKDrIIX uTT1 ON WILLDIS MID DOW SILICONE 4995 APPROVED AS CQUKY0(G %M7N me sol"WTT PREMDOF TTY PR OL DRNSIOH III L .ITF(Ra MUDIG CODE COEtPUANCE OFFICE PIIISBIRG Ci 6! ACCEPTANCE NO.2'-0 31 Y. Zy an, as A 131-1029-EW -1 A SHEET 3 OF 6 RLVISDH LEITCR B 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' 5 • � � t� •+•tip: INTERIOR 79 3/16' MAX 80 11/16' MAX ,64' MAX DLO :,* I 2 BY WOOD BUCK _/ 4 9%16' SECTION c'-C --l?J3 EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 4'31-1029-EW-I SHEET 2 OF 6 1 1/4' DOW SILICONE # 995 I,PpFtam.xs ccupP YNM N7Tr1 sat)1}(E IIQ ICE-- fly— �. 1�'�� PREMDOf =rae�r T "a oM510t! 911 C [CICQSIW '10 NC CODE COUKLKWE o PIIIS�R(i, Is. N ACCE-MME f lo, SIR TY fAaK l WiCglti lifl 2�18-71 ISrQH�[S s� ¢-0 MiC I SCAL[:t 1-1029-EW-I SHEET.4 OF 6 aV151(91l[IiER p OTHER DODR CONFIGUI�AfIONS N Y� bIT 0 V� W ► w r w W w 1 1 V V/• ® - AL Vq60K - - Ir _ tt ►.L]y O iLLc" ® P- rOq• If a: ® • 1 1 I 1 rw Lw a• 111x n w w MIA 1 r w ® a�Ysr•.cr�. o 0 ibis Oy r O�L(yy t C om AMOVED AS CMIPLYa1G %TM ME RRRttu� O pM- D„ �Jt,ily �SOOTH .IUN BY PR PItQDD T nDL DR,IS101, BMURIM7G CODE COlIpLM Xe OFF Fills ACCERANCE AV. 01- 0J�YY a I !31-1029-EW-I SHEET S OF 6 11VfSf1w LEIfE4 nTl IF—r1 u I I ILIA IJUUK j- AINLL I YLES 36" f—MAX 79 J/J6:-pp °° MAX nD �� 000 an non °° oon DD . DD 000 00 non BLANK TOP 6-PANEL 4-PANEL 9-PANEL 10-PANEL 4-PANCL IB-PANCI OTHER SIDELITE STYLES LES 361, —I rMAX 79 r� ' me � J O SL-10 SL-20 SL-30 �• SL-60 SL-SD ' SL-SOB SL 69A SL-69D 00 0o ao.. n0 DQ Do DD Do �� . as l,a DD PO-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PO-8 IDT, Ii PD-IB PD-19 PO-2D PD-21 PD-22 PD-23 PB-24 PO-25 V 0. UI] ❑� �� ' ooa � �� goo ooa ooa Q o Q o PD-35 PD-36 PD-37 PD-38 PO-39 PD-10 PD-41 an -A;, a ® 000 n nn ®❑ ®®® �� ©® Da goo no o 0 o _ FLUSH B-PANEL CaOSSB� 12-PANEL 4-PANEL ❑ ° EYEBROV 5-PANELL CYEB DV ANEL 5-PANEL 5-PANEL V/SCROLL GIEBROV I � .p p SL-69C 'SL-25 SL-55 SL-30D SL-40 Sl-9DA SL-90B DD ao ol, 00 Da PD-9 PD-10 PD-11 PD42 PO-13 PD-14 ill .o•. 111 �� 111 1111 1�1 111 111 iii 111 I�iIU 111 i D SL-90C SL-30D SL-3DC SL-70 SL-8 AA. PD-17 W r z o A �i J z ��33++ 0 0 a Ell o O O a � a o PO-32 PO-33 PD-34 31-1029-EV-1 SHEET 6 OF 6 SEYISMI 1[In IN „ M I A M 1•DADE PRODUCT CONTROL NOTICE Or ACCEPTANCE Pr•erlldor Entry Systems 911 E. Jefcrsoll, P.O. Box 76 Pittsburgh ,KS 66762 'NIIANII-DADS COUNTY. FLORJDA NIETRO-DARE FLAGLER BUILDING BUILDING CODE CONIPLIANCE OFFICE MI:'IRO-DAI)!i }� I.AC;I.i:It I)UI1.I)Itv(i 140 ri-Aa -,k S-I1tIi1 C, SIJi I'1: 1 GO3 MIAMI, V1.0RIDA 331 0-150 (305) .+75-2901 VAX (305) 375-29US C:U.\-i'1LIC'1'UI2I,IC:i•:.\til,\C: ti1:L-r!C)\ (30)375.2527 1-,-.\ p()i)37i-2<<' cci-N*I u,lc'roil I:1FC)ILC:I:\II{,\-I I)1 �'! tiJUN (3US)375-2'JGG 1',�.\"(.tUS)�7t.2yUX 1114C)DUU1' (:U\ I.NO1, D1%.ISION Your application for Notice of Acceptance (NOA) of (305)375.29U2 1',LN pu5)372.6.1.1,) Entergy 6-8 S-W/E Outs%i,ing Oj):YCltre Single w/sidelites Residential Insulate steel Door under Chapter S of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration -date stated below, BCCO reserves the right to secure this product or material at any time From a jobsite or manufacturer's plant for duality control testing. If this product or material fails to perform in the approved manner, BCCO- ntay revoke, modify, or suspend the use of such produci or material immediately. BCCO reserves the right to revoke this .apprbval, if it is determined by BCCO that this product or material• fails to meet tilt requirem 'Building Code. ents of the South Florida The expense ofsuclt testing will be incurred by the manufacturer. ACCEPTANCE CE NO.: 01-0314.21 d EXPIRES: 04/02/2006 Raul xoarlguez Chicf Product Control Division THIS 'IS TIME C01'ERSIIEET, SEE ADDITIONA1. P-kGES FOtt SPECIFIC AND Gi?NERAI, CONI)ITIO,NS BUILDING CODE & PRODUCT REN'IE`1' CO\111ITTEE This application for Product Approval has been reviewed by the BCCO and approved by ti-le Building Code and -Product Review Committee to be used in lvtiarni-Dade County, Florida under the conditions set forth above. Francisco J. Quintzina, R.A. Director :L PP ROVED: 06/05/2001 Mianii-Dade Count}' Building Code Compliarncc Office 11=04500011pc200011templatm\notice acceptance cover page.dot Internet mail address: nncin,:,cvrS.I„ Y Premdor Entry Systems ACCEPTANCE No.: ' _01-03I4.21 APPROVED JUN 0 5 ZQ1 ' EXPIRES :--April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIr)k1c . 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of [hi's ' Noticc of Acccptancc, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dodo County, for the locations where the pressure requirements, as determined by SFBC Chapter 23. do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outswing Opaque Single Residential Insulated Steel Door �ti ittt SideIites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-0, Sheets 1 through 6 of 6, titled "Premdor (Entergy Brand) Wood Edge Single Door wi. ith Sidclites in a Wood Frames will, Bumper Threshold (Outs%ving)," prepared by manufacturer, dated" 7/29/97 with revision C dated 01116/01, bearing the Miami -Dade County Product Control approval stamp with the Noticc of Acccptancc number and approval date by the Miami-Dadc County Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications ofsinglc door only, as shown in approved drawings. 4. INSTALLATION -4.I The residential -insulated s[ec] door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit will not require a hurricane protection system. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection systern. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, -state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1. I This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Not icc. of Acccptancc, clearly marked. to show the components selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or the South Floridz Buil ding Code (SFBC) in order to properly evaluate the inslallati n of this system. Manuel Perez, P.E. Product Con oxamincr trolDviProduct onisn Premdor Entm, Svstems ACCEPTANCE No.: 0I-03I4:21 APPROVED JUN 0 5 `f,f;j EXPIRES April02 2006 NOTICE OF ACCEPTANCE: STANDARD Cn,%1nT-rro%,S I. Renewal of this .Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 21 Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with 1he code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all rlie requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in the materials, -use, aamd/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through tl�c filing ofa revision application with appropriate fee) and granted by this office. 5. Any of the followin� shall also be grounds for removal of this Acccptancc:- a. Unsatisfactory performance of this product or process. b. Misuse -of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and folfowed by the expiration dale may be displayed in advertising literature. I.f any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturcror its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for terriiination and- removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF'I HIS ACCEPT NCE Manuel erez, P.E., Product Co tro Examiner Produc "ntrol Division 3' I i f F S C B D S C 0 Bi K 0I IN A. AF S M 6. JA 7. CO. B. INr 9. VA 4' MAN IS' MAX D.C. 15' MAX OTC. 15' MAX O.C. 1 15' MAX rKLMDUK .. (UN I t K(J Y BKANU) WUDD EDGE SINGLE DOOR WITH- SIDELITES IN W003D TRAME' WITH BUMPER .THRESHOLD (OUTSWING) 00• MAX 4' MAX --1-- MAX• 3' MAX 4' MAX -- ' MAX' 3' MAX 3' MAX T9" 14' L'MAX MAX C MAX •�� ' MA 8 7/16' ( I [PIIcLHId X-' I — CMS' MS' MAX IS' MAX MAX / 43 1 /16' TOP OF DOOR TO OF LOD ER HMO' KVIKSEi DEADBf31 NO -k L60 SCRICS NARLD; CEAOIOI l MO 1m0C1 •620' 164' 22' j' MAX DLO KVIKSCt LOCf.SCfJ • NOVEL 0.20E SCRICS OR ' LOCKSCT XOCCL too 31IM116" 11R UIIGES t 15' MAX MA7C•, 6' AX 15' IS' 1a IS' MAX �MAX 14 .MAX MAX—'' MAX r T iss .4' MAX ~MAR INIMUM -1/2Tx 2" S r5) t EE NOT5) A E30 II/16' MAX —3' MAX 3' MAX —I j--4' MAX WOOD SSUCKS BY OTHERS MUST BE ANCHORED 3' MAX t 3' MAX 4' MAX —JI MAX 4' MAX MAX 'RDPERL:T TO 1RANSrER LOADS TO THE STRUCTURE RB x 1. 3/4' F.H.W.S ) THE PRECEDING DRAWINGS ARE INTENDED TO 3) PER SIDE FROM UAL.IFY •THE FOLLOWING 'INSTALLATIONS WOOD FRAME CONSTRUCTION WHERE DOOR �� I� �JAMB INTO THRESHOLD YSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD V v PENINCi HASONRY OR CONCRETE CONSTRUCTION WHERE M OUTSVING LA OIIISVING 313R SYSTEM IS ANC'HDRED TO A MINIMUM TWO BY IRUCTURAL WOOD BUCK MASONRY OR CONCRETE CONSTRUCTION WHERE TOR SYSTpTEM IS T ANCHORED DIRECTLY TO CONCRETE RE VAICR R60.1RAltW VKRE VAICR DGILIRnlltyl IEMBY�VpODWBULK OR WITHOUT A NON-STRUCTURAL OUIRCPIR IS AiC!(D ■ RCOUIRCXCNI IS N01 MCDCD ALL ANCHORING SCREWS TO BE 110 WITH ` NIMUN I I/2• EMBEDMENT INTO VOOD SUBSTRATE K PfH iAPCONS'vllH I IR MINIMUM EMBEDMENT MA TO MASONRY, I IMIS SMALL EE INSINIEO ONLY AT LOCATIONS PRDIECICD it A CANOPY OR UNIT MUST BC INSTALLED WITH 'MIAHI-DACE COUNTY DVCRH" SUCH THAI It( A4LC BEIVELN U$ EDGC D'• EANVY OR DVERIW(i PROVED' S'MIITERS 10 SILL 11 LESS IMN 15 MMES WILCSS WII IS INSIALLCO IN THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES NON -I ARITARLE AREAS VKRE II( UNIT AND It( AREA ARE OCSIWD' 10 D DOOR, THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VAICR INT➢TRAITOR. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE NOS AND SIDCLirCL DOOR/SIDELITE HEADER, DOOR/SIDCLITE JAMBS, AND SIOELITE BASE a acm:— ems— WERS ARE COPED AND BUTT JOINED, 1 ,1 VMIn MARS SHALL BE PRE -PAINTED. VITN A VATER-BASED EPDXY RUST IBITIVE PRIMER PAINT VITH A DRY FILM THICKNESS EP 0.2 TO 1.2 NIL, 'RAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ tal Nta 1 lY Y OUC IER-RCIBLE WHITE PRIMER WITH A BRY FILM THICKNESS Or CB TO 12 MIL n m It APPAOVEDASCOM-LYING"llh Inc HJLFTH jD %BUtL01AC CC-u= DAT— J Ij ?DA1 DY /I1A//-p. �Ai A., PADDUFT SPIT IOL Cr.l=:l U BUILJ7IN COCE C LMPLNA,Y_E CFFNCE ACCF-PTAIICE NO:O/- 423 21 1-1020-EW-G SHEET I Oc. 5 i alam — ON A- A r----rye' ---i GLAZING DETAIL O U T S W I N G OTHER CONFIGURATIONS ----------------- SWRVIN VILLIANS M 6B CXICRIIDt WAVE LATEX CAUUC 8 a/aNwc �68/4• NAI[ � UcTCR10R &4P s ELL . INTERIM 1 / 2' APPWrcco AU COtNLr NG %M ti rN$ _ASS BITE 9 oAr JUuJ mmn *7111 Qi By • 1/8' TEWEREV GLASS °R r uRVLortScM MU smw , cam oLu'tw ce n i any ACCE?UITE Ib DI'O3l V. LT FuWA 6 TA. �7' 1-1020-EW-0 2CEE. 2 or 6 —n1A1 c 80 11/16' MAX EXTERIOR 79 5/16' MAX SECTION 1 1/4` INTERIOR VOOD HEAD JAMB .Ml •,•• "unuILK. EV-12 LUMMLt1IS �-- 1 I/4" X 4 9/16" MTL. 11) COMPRESSION V[AMERSiRIP DE PiNL DR EOUiVALCrtr VUUD . 4 �CKSC Jn U STRIKE JAMB ALUHINUN-BUMPER ttOIESFIOLD V- —XSE& 9650 (ORUN E) 4 9/16- I I/4' X 4 9/16' MTL TO BE PINE OR E0U1VAlENI 19P CHANNEL EV-13 PREHOOR BRAND OR EOUIVALENi - I 1//' x 4 9N1 Sr K [V-05' PREHDOR BRAND - 1 II/16' - 20 Ga t S EEL Y F gd l/l/ D)4 -Jom 44 1 MR"1(c R41u RII Rhin B Illy OOTTOM CHANNEL BASF FOAM - EV-04 DENSITY 2.0 TO 2,5 lb,/FtI VOOD I. iICK BLOCK EV-00 PREMOTIR BRAND - 1 11/16' -2o..G4 STEEL STRIKE STILE EV-07 4' X 9.1/2, HiL FIB) BE PD(E UR EDUIVaLENT STILE-EW-06 15/16' X I II/16' MIL fp BE PINEHINGE OR EoUjv�' I LUCK PREP FILLER,PLAiE EV-09 15/16. X i 11/16' MTL. TO BE PINE OR EOUIVAALEN L NT PREHDOR BRAND 4'x4' HINGE WOOD HINGE JAMB V-15 InGER - Dom' THICK- HiL TO BE POLYETHYLENE BRAND HINGE OR EOUIVaLEIt i - A97 THICK (STEEL) 110 x 3/4' F.ILVS. - 1 IQ- X 4 9/16' MIL TO BE PINE.•�t EQUIVALENT 110 X 2" F.I{VS. (4) SCREWS PER HINGE INip'Dppll HY [AIN" I n q I�x rAacau viNumul I 6) SCREWS TIY(�pI CACH SIOEUfC WRI TRIO S Q' IIAx 15' RG TTEREArICR JtELIIE, 4' A1VH fROi SID[LIiL WOOD STILE EV-07 RETER TO ELEVAIIDN VIEV, FI] t U SXVS USED MD LOEAIIIF(S IB'x 2" FILVS- 15/1G. X 111/16' MTL. TO OR:EOUIVALENi LOCKSET (2)_SCREVS Al EACH SIRIKC PI 110 x 13/4' FHVS 5)SCRKVIKSEi BRAND 200 L CK OR NARLOC BRAND.100 LOCK lmiO N InNGE I47�s�g[vS JAMB IR10 SIiELIiE JAR N SCRCOL THEREAFTER tl iP TUVN rRI fU' X B• RL iHEURUM CRRE JAMB 'I SHEUIE JARI, 4- BOYR rROn 1 41 SCRCVS 1MUM EACH KRg MID 0U E9 VOp➢ SIDELITE JAMB EV-IB 1 1/4''X 4 9/16' HiL i0 BE PINE OR EOUIVALCNT 1 1'/ 4 22' X 64• SINGLE PANEL GLASS EV-19 1 A 0i SIDELITE TRIM (WOOD) S N- EV-20 5/16 x 1/2• MTL- TU BE Pi WOOD CASING' lie , 1 n o , wlv OR EQUIVALENT EV-21 fpR "SIt$ Bi SIxE JNNBI qs� - 1 ® linum SIDELITE HEAD JAMB EW-22 I I/4' X 4 9 .. /16' HT1 in m . OD SIDELITE BASE POLYPROPYLENE WE FRAME 16 X 1 I/.2' PAN HEAD SCREWS PIN NAIL DOW SILICONE 4995 Avl'Rti4FjASCowLymr4n1T;M E vR m1oLlmnyaN 911 alnLOBx)C-17'-.lCIFFICE PIl h=FrfA"CE110,_0-1-031 V-i1 �lu BE P3, 00L-Zy UDL. TB 4u'll TIME, 4• iH rRQI CAT, Rl6i B. 0[ K 31-1020-EW-0- A\lSHEET 3 OF 6 ivlseet Illu 0 r- 1/4' _SHIM MAX JTERI0R I 79MAX16-. 80 I1/16' I MAX 2 BY WOOD BUCK SECTION -EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING "31-1020-EW-0 SHEET 2 OF 6 DOW SILICONE 4995 wr,mm ra cowi mIN/H THE SOUTH FYI E IMT[� J w Bf �IJLi I. L.UIVI 1uvi\N i lUNJ. 0.1.1 ,J 0-%S co!:z,Y , VAT"" 1 euutHr J� e L"F MAX PREMN PAoa� T YTAOL OIOq MS fll �•'�� bMLIVIG GaJPLW7CEOF1 E ro� PIIISIX Q 77 1/::• M; MAX —X A' MAX 7" M; �• IIAS 14- �n.X 1. Mi I 13' PAX 4W --1 L or - is. Mx f OL Is6G; O pp O - W �t GL Is- M; oL jmiAl M; 6' N� s' nAX ]' MAX- 4' "AX +• nut X 31-100-E p SHEET 5 OF 6 HVISim l[tl[Q u i nLr"\ BuuK r( INLL STYLES36 [—MAX ❑ 13 ❑ it A/16' na oo OD �D� qo ouo aD BLANK Tu6 PA1�l 4-PANEL 9-PANCL 10-PAryCI 4-PALL IB-PANEL OTHER SIDELITE STYLES 3 0' -1 I¢MAX 79 /16° M X . a SL-10 SL-20 Sl-3a SL-60 SL-50 SL-508 SL-69A SL-69B Do Da Do pp PO-1 PD-2 PD-3 PD-4 PO-5 PO-6 PD-7 PO-8 El D ADO n 00 u� DO OQ0 QO FLUSH B-PANEL CRUSSBUCK 12 PANEL 4-PANEL EYEBROV n Q .1 . SL-69C A-25 SL-55 09 ® aD QO DD PD-9 PD-10 VD -II 0 0 SL-30D SL-40 Da PD-12 IL-90A I PO-13 oD PD-ID PO-19 PO-20 PD-zl PO-22 PD-23 PO-24 PO-ZS PD-26 PO-27 PO-211 PO-29 Pp-30 Fi, �� aaa - aoo uaa o � Q PO-35 PD-36 PD-37 P o i D-3D PO-39 PD-40 PO-4I PO-42 PO-q PD-/3q ril L .ETIfRSRf PD-43B 1911SDRC4 Q 66f62 o❑ u❑ a4 ❑a 5-PAIrCI 5-PANEL 5-PANEL V/SCROLL ETEBROV 5-PANEL ViSCRULL EYEBRpV A-90B f A-9pC A-JDB SL--IK A-79 A-m uu uu �uj QD �� PD-14 PO-15 PO-16 PO-17 eo �n 7 � Z F PO-31 PD-32 Pp-33 Pp_34 CIE 31-1020-EW-O SHEET 6 OF 6 fum iil