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1320 E 26 Pl (3)
PERMIT ADDRESS CONTRACTOR A /N A AA D V r r\A n ADDRESS X- I 'c' I oy�,� PHONE NUMBER (Z PROPERTY OWNER ADDRESS I l2kX PHONE NUMBER�O� cJ iryA ELECTRICAL CONTRACTOR I, b MECHANICAL CONTRACTOR - 9 PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR _N PERMIT NUMBER MISCELLANEOUS CONTRACTOR E� 4{ ' `t PERMIT NUMBER 3 2-7� 3 FEE SUBDIVISION PERMIT # ©Z !� -70 DATE ! 2 PERMIT DESCRIPTION V-7-( / V �4 ► PERMIT VALUATION 3g /, 600 SQUARE FOOTAGE10 wD r "N' CITY OF SANF'ORD PERTMT APPLICATION ° ' l0'7 p y1 i Permit No.: — �' "') iy1 �.p Date: �L ° Job Address: i�txr� ca k�ld� �1� �6"° iha v��T,C`CL'r'cc- Ave. ; .S0.A-6-A , FL.. Parcel No.: See CA -FAclne A (Attach Proof of Ownership & Legal Description) Description of Work: _5,,}e_y,ler K . dJo v,,na rareA i r r n - k.., r <,t L • nl 4. Type of Construction: Flood Zone: Valuation of Work: $ 38,7 , 000 Occupancy Type: _Residential TCommercial X Industrial Number of Stories: I Number of Dwelling Units: 2_ Zoning: (VA Square Footage: 10, ©p O Owner. —Scxn f c,. A A qo 6 A,*.- A Address: Ot\e �eci Ic�ve\ar�eC j31v�1 S�Ae ka-o7 City: State: F l- "Zip: 32.773 Phone No.:..... LJO 7 - S ? S - 4) C I - Fax No.: L/p7 - 32 a - SS ,3y Contractor: L. j\.To-tyr`c.c C.or`S1 vc,�rtan i a nf,raVton Address: 2`71 w ccLA l S�'��e l� 0 City: W State: V 1_ Zip: 27 9., State License No.: C Q C. Ll q T Phone No.: Z/ 0 7- 6 7 7- 0 2 9( Fax No.: `16 7- 6 7 7- 0 a2 1 Contact Person: _]-_ o\w C e n c e l o-n\ ,e- r �� Phone No.: i10 7 - 6 7 7 - 0 29 ( Title Holder (If other than Owner): (a Address: Bonding Company: Address: 1°t U W Mortgage Lender:_ Address: Architect: Address: Phone No.: Fax No.: 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. I 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: I 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 thatmay 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 a require e s F rilo ie S 713. Signature of Owner/Agent Date gnature ofA ntractor/Agent Date ��wrenc� �• i��nrtel �r 1 t eS Print Owner/Agent's Name Printt Contractor//A'ennt'ssNName l Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date DMANA A. IP NER o C01 1MION # p® 92519 EXPIRES opFEB�. {1p44 2f�NN0i R ADV/►NAltE NOTARY Owner/Agent is T Personally Known to Me or Contractor/Agent is x Personally Known to Me or _ Produced ID Produced ID APPLICATION APPROVED BY: /Fc�"' Date: - ` -3 Special Conditions: DEVELOPMENT FEE WORKSHEET CITY OF SANFORD UTILITY - ADMIN. P. 0. BOX 1788 SANFORD, FL 32772-1788 Project Name: �112 fOC,L, Ty ('rj -1 L43 .V. it .S-/L Owner/Contact Person: .v n,`?/)c417 Address: 2 i'L/jC% /9tin Type of Development: 1) RESIDENTIAL Type of Units (single family or multi -family): Total Number of Units: Type of Utility Connection (individual connections or central water meter & common sewer tap): Water Meter Size.(3/4", 1", 2", etc.): REMARKS: 2) NON-RESIDENTIAL Type of Units (commercial, industrial, etc.): Jr Total Number of Buildings: Number of Fixture Units (each building): Type of Utility Connection (individual connections or central water meter & common sewer tap): Water Meter Size (3/4" 1", 2", etc.) REMARKS.:: YS��Yt CONNECTION FEE CALCULATION: ( L' /"'V 4 F v- Da t e : Phone: Ck,'s71",v6 3 y 7,( /'/7O�c 7 / 7 v o 7 3 _0 -%I1�L = 2350 Name - Signature Date. REVISED 3� �_ •---�-- lj-- Hater Sya tem Impact Fees --�— �—�----��- �__.� __.... _.. 1 1 Equivalent Residential Connection (ERC) - 300 Gallons Per Day (GPD) Residential - $650/Unit - Single family structure, or multi -family unit containing three (3) bedrooms or more. $497.50/Unit - Multi -family unit .or Mobile Home unit containing less than three.(3) bedrooms. (This category is based on judgement/assumption, estimation that such family units on average require 751 - 225 GPD of the water and sewer service of an average single family unit.) Commercial - $650/ERU - Fixture unit schedule from Southern Plumbing Code will be used. One ERU will be charged for connection and up to twenty (2) fixture units. For projects having more than twenty (20) fixture units the Impact Fee will be determined by increments of 251 based on multiples of five (5) fixture units above the twenty (20) fixture unit base for the first ERU. (Example: twenty-five (25) fixture units will.be rated as 1.25 eru; twenty-six (26) fixture units will be rated as 1.5 ERU.) 2) Sewer System Impact Fees Equivalent Residential Connections - 270 Gallons Per Day (GPD) Residential - $1700 Unit - Single family structure, or multi -family unit $1275/Unit containing three (3) bedrooms or more. - Multi -family unit or Mobile Home unit containing less than three (3) bedrooms. (This category is based on judgement/assumption/estimation that such family units on average require 751 of water and sewer service of an average single family unit.) Commercial - Industrial - Institutional $1700/ERU - Fixture unit schedule from Southern Plumbing Code will be used. One ERU will be charged for connection and up to twenty (20) fixture units. For projects having more than twenty (20) fixture units the Impact Fee will be increments of 251 based on multiples of five (5) fixture units above the twenty (20) fixture unit base for the first ERU. (Example: twenty-five (25) fixture units will be rated as 1.25 ERU; twenty-six (26) fixture units will be rated as 1.5 ERU.) TABLE 709.1 DRAINAGE FIMIRF IINITS 9:r1R FINTII-=c Ann�... FIXTURE TYPE Automatic clothes washers, commercials DRAINIT AGE FIXTURE UNVALUE AS LOAD FACTORS MINIMUM SIZE OF TRAP (Inches) 2 Automatic clothes washers, residential 3 Bathroom group consisting of water closet, lavatory, bidet and 2 6 2` bathtub or shower — Bathtub (with or without overhead shower or whirlpool 2 attachments) 1 /2 Bidet V 11/a Combination sink and tray 2 1 1/2 Dents! lavatory 1 /4 Dental unit or cuspidor 1 Dishwashing machine c domestic 1 1 /4 Drinking fountain 2 1 /2 Emergency, floor drain /2 1 /4 2 Floor;drains 0 Kitchen sink, domestic 2 X - 2 22 1 /2 Kitchen sink, domestic with food waste dishwasher 1 /2 grinder and/or 2 Laundry tray (1 or 2 compartments) 1 /2 Lavatory 2 Shower compartment, domestic 1 X = 2 i /4 Sink 2 2 Urinal 2 k _ 2 12 Urindl, 1 gallon per flush or less 4 Footnote d Wash sink (circular or multiple) each set faucets 2e Footnote d of 2 11/2 Water closet, flushometer tank, public or private 4e Footnote d Water closet, private installation Footnote d Water closet, public installation 4 X Z = 6 Footnote d Fnr Ci• t ,.,.•1. - �c a �_ __ _ _ __ s For traps larger than 3 inches, use Table 709.2. / b A showerhead over a bathtub or whirlpool bathtub attachments does not increase the drainage fixture unit value. c See Sections 709.2 through 709.4 for methods of computing unit value of fixtures not listed in Table 709.1 or for rating of devices with intermittent flows. d Trap size shall be consistent with the fixture outlet size. e For the purpose of computing loads on building drains and sewers, water closets or urinals sh dl'not be rated at a lower drainage fixture unit unless the lower values are confirmed by testing. TABLE 709.2 DRAINAGE FIXTURE UNITS FOR FIXTURE DRAINS OR TRAPS DRAINAGE FIXTURE UNIT VALUE 2 MDRAE 3 6 t.J.4 HUM I _ % _ ) Standard Plumbing Code01997 f. r.... .._..... -- - ---- SKETCH OF DESCRIPTION I ' for. SANFORD AIRPORT AUTHORITY Legal Description Commencing at the South '/4 Section Comer of Section 6;-Township 20 South, Range 31 East, Seminole County, Florida, thence run N.00118'56AW., along the North -South % Section Line of said Section 6, a distance of 2916.95 feet; thence run Due East 757.24 feet for a POINT OF BEGINNING; thence continue Due East 190.73 feet; thence run N.00°39'17"W. 155.00 feet; thence run Due West 189.73 feet; thence run S.00°17'06°E. 154.99 feet to the Point of Beginning. OI OI c U) rn � I NI fD O) f io I POINT OF COMMENCEMENT v= /—SOUTH 1/4 CORNER SEC. 6, T-20-S, R-30-E t Will I wo UL_%J11\1\11\V SCALE: 1 "=50' SURVEY NOTES: 0 w 0 z LO d w J d U 0 1) Bearings shown hereon are based on the centerline of runway 9R being Due East. 2) The legal description hereon was prepared by this surveyor based on previously performed field work. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS: ROJECT NO 0Z - 19 S K T ER PURVfqfNG, INC. R. 6LAIF+`,'ti,ITP`„= P.L.S. N0. 3382 Post OfficbAoX 82a, Sanford, Fl. 32772-0823 322-20M SURVEY DATE:'� IG�W(L 2002 CERTIFIED CORRECT TO: FILE No.689 11/01 '02 09:17 ID:ORLANDO SANFORD AIRPORT FAX:4073225834 PAGE 2/ 2 SANFORD AIRPORT AUTHORITY Board of Directors William R. Miller Chairman Clyde H. Robertson, Jr. Vice Chairman G. Geoffrey Lonystaff Secretary/Treasurer Col. Charles H. Gibson Board Member Sandra S. Glenn Board Member Lon K. Howell Board Member Grindley B. Pieters Board Member John A. Williams Board Member Kenneth W. Wright Board Member A.K. Shoemaker Chairman Ementus Stephen H. Coover Counsel Larry A. Oale. C-M- Presidont B CEO Victor 0. White. A.A.F. Executive vice President !' • INTERNATIONAL AIRPORT REQUEST FOR PRE -POWER INSPECTION �b November 1, 2002 Attention: City of Sanford P. 0. Box 1788 Sanford, FL 32772-1788 Re: Hangar/Building No. 516 1320 E. 26"' Place To Whom It May Concern: This letter is written to request a pre -power inspection for the address referenced above. Please be advised that such building will not be occupied until the Certificate of Occupancy has been released. Sincerely, Diane Crews Vice-President/Administration STATE OF FLORIDA COUNTY OF SEMINOLE Before me on this 1'� day of oyember , 2002, personally appeared _ Diane, Grc"z who is personally known to me ✓ or has produced a valid driver's license flAfEll'to "(Add 6a,�) J Date ry ublic Seal: (407) 585-4000 • One Red Cleveland Boulevard, Suite 1200 Sanford. Florida 32773 • Fax: (407) 322-5834 www.orlandosanfordairport.c m FILE No.689 11/01 '02 09:17 ID:ORLANDO SANFORD AIRPORT FAX:4073225834 PAGE 1/ 2 SANFORD AIRPORT AUTHORITY rl rd One Red Cleveland Boulevard, Suite 1200 Sanford, Florida 32773 (407) 585-4010 • Fax (407) 322-5834 # ° ` www.orlandosanfordairport.com AIRPORT IDENTIFIER SFB DATE: November 1, 2002 TO: City of Sanford Building Department FAX #: (407) 330-5677 TES. #: RE: Hangar/Building No. 516 1320 E. 26 h Place FROM: Diane Crews Vice President of Administration Pages: (2) Includes cover sheet. CITY OF SANFORD FIRE DEPARTMENT FEES FOR SERVICES PHONE # 407-302-1091 * FAX #: 407-330-5677 DATE: cr�- I oc,— .rI PERMIT #: CD 2,� BUSINESS NAME / PROJECT: (�X— AA� A, 4— ADDRESS: L —_� ace , 1 4 PHONE NO.(YO-j? 6 T7-0AV'FAX NO(.q0-j CvrI —CO CONST. INSP. [ J C / 0 INSP.:[ ] REINSPECTION [ ] F. A. [ ] F.S. (] HOOD [ ] PAINT BOOTH TENT PERMIT ] TANK PERMIT [ ] OTHER [ ] , a) � TOTAL FEES: $ �DCO (PER UNIT SEE BELOW) 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. PLANS REVIEW [ ] BURN PER IT [ ] Address / Bldg. # / Unit # Square Footage Fees per Bldg. / Unit Fees must be paid to Sanford Building Department, 300 N. Park Ave., Sanford, FI. 32771 Phone 4 -407- / 330-5656. Proof of Payment must be made to Fire Prevention division before any further services can take place. I certify that the above is true and correct and that I will comply with all applicable codes and ordinances f the City of Sanford, Florida. Sanford Fire Preventi4ni Applicant's Signature Permit No.: Job Addre Parcel No. CITY OF SANFORD PERMIT APPLICATION- OL- ((v-70 2 61-h rLPate: 61it I2o02 51(0. 26+h Description of Work: Si AC \nlorl< ow a (Attach Proof of Ownership & Legal Description) Type of Construction: Tr\ u sic t o,. Nan a er Fac.J &_ Flood Zone: .NIA Valuation of Work: S 39-7 , 00 0 Occupancy Type: _Residential _Commercial X Industrial Number of Stones -._ 1_- --'Number of Dwelling Units:._ Zoning: IVA GTotal Square Footag`e: -10, 000 - Owner: 4Soc�forA A'rpot P1,4h0t ii - - -- Address: One ReA C1e,ee.la_r.c� SUAP- 1100 City: sor ko,a State: IEL Zip: 32`173 Phone No.: Li0 7 - 5 8 5 5 Fax No.: L/ 07 - 30- Contractor. L. H .Tan e. t Coo `-k- g c Jl n n C'n r n o r-aVt lo h Address: 2-116 Roc,A . SUtye 110 City: W i n%e c pa-ck State: F 1- Zip: 3 �'7 9 2 State License No.: C la C O 5 8 4 q Phone No.: 90 7- 6-7 7- 02 9 G Fax No.: 4/6 7- 67 7- 09 Contact Person: Low l o-n+\ er- r Phone N .: tJ o 7- 4 7 7 029 6 Title Holder (If other than Owner): j� f� d C)_) Address: \icd C m ,Bonding Company: (�vrcL Address: I0104- e , Mortgage Lender. 1� A Address: Architect: Address: Phone No.: Fax No.: 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. I 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: I 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 a require e s rid ie S 713. C�reae.,Y P/Ada�;n. d7.04.01L Signature of OOw__n��er��/A""gent Date gnature of ntractor/Agent Date T . oAe crews �_o,�wrence �• l annex, Sr. / PC-e5. Print Owner/AgeA Name 17 Print Contractor/Agent's Name . 7- 9• OP. 619000, Sign of Notary -State orida Date Signature of Notary -State of Flotida Date EEgq00000a0000000axv: MYCOMhNSSIONm 1S OQCOMRISSION# DD 925 9 O;I ]uN 24 EggXppPI��Ro SppFBR1p4 00M06 BONDEDiHRUTROYFABINISIRANCEWG P ADVANAOE NOARY Owner/Agent is � Personally Known to Me or Contractor/Agent is X Personally Known to Me or Produced ID LL Produced ID APPLICATION APPROVED BY: 7 Date: —7 — � — Special Conditions: 1 SKETCH OF -DESCRIPTION for SANFORD AIRPORT AUTHORITY Legal Description Commencing at the South 1/4 Section Comer of Section 6., Township 20 South, Range 31 East, Seminole County, Florida, thence run N.00118'56"W., along the North -South % Section Line of said Section 6, a distance of 2916.95 feet; thence run Due East 757.24 feet for a POINT OF BEGINNING; thence continue Due East 190.73 feet; thence run N.00039'17"W. 155.00 feet; thence run Due West 189.73 feet; thence run S.00117'06"E. 154.99 feet to the Point of Beginning. z 0 WEST 189.73' . I 0 C _ N z \ O O I <<� m rn n : 5Q b1b - I tig ir z s" On O J I. I I _EAST 757_24' —� t EAST 190.73' —4 , 26TM PLACE Z POINT OF BEGINNING o � O' rn N (D (3) 7 POINT OF COMMENCEMENT SOUTH 1/4 CORNER SEC. 6, b T-20—S, R-30—E SCALE: 1 "= 50' SURVEY NOTES: T 0 w r•- 0 z c w J Q U 1) Bearings shown hereon are based on the centerline of runway 9R being Due East. 2) The legal description hereon was prepared by this surveyor based on previously performed field work. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS: PROJECT NO: 02 - 10 C% K ;?. ER PRVfq NG, INC. R. BLAIF,,"K,ITNEP,,j P.L.S. NO. 3382 Post Office Bois 823., Sanford, Fl. 32772-0823 is '1''440`l) 222-2000 SURVEY DATE;;. +��rRrc 2002 L- CERTIFIED CORRECT TO: SANFORD AIRPORT AUTHORITY Board of Directors William R. Miller Chairman Clyde H. Robertson, Jr. Vice Chairman G. Geoffrey Longstaff Secretary/Treasurer Col. Charles H. Gibson Board Member Sandra S. Glenn Board Member Lon K. Howell Board Member Brindley B. Pieters Board Member John A. Williams Board Member Kenneth W. Wright Board Member A.K. Shoemaker Chairman Emeritus Stephen H. Coover Counsel Larry A. Dale, C.M. President & CEO Victor D. White, A.A.E. Executive Vice President REQUEST FOR PRE -POWER INSPECTION November 1, 2002 Attention: City of Sanford P. 0. Box 1788 Sanford, FL 32772-1788 Re: Hangar/Building No. 516 1320 E. 26th Place To Whom It May Concern: This letter is written to request a pre -power inspection for the address referenced above. Please be advised that such building will not be occupied until the Certificate of Occupancy has been released. Sincerely, Diane Crews Vice-President/Administration STATE OF FLORIDA COUNTY OF SEMINOLE Before me on this It 4_1 day of AIOVCMieer , 2002, personally appeared E>;ane, Crcws who is personally known to me ✓ or has produced a valid driver's license Date JACQUELINE M. COCKERHAM Seal: NOTARY PUBLIC - STATE OF FLORIOA COMMISSION X 00100603 EXPIRES 03119/2006 BONDED THRU t-SU-NOTARYI (407) 585-4000 One Red Cleveland Boulevard, Suite 1200 Sanford, Florida 32773 Fax: (407) 322-5834 www.orlandosanfordairport.com CITY OF SANFORD FIRE DEPARTMENT FEES FOR SERVICES PHONE # 407-302-1091 * FAX #: 407-330-5677 DATE: ca- C)C-)--- ' - I PERMIT #: BUSINESS NAME / PROJECT: AAA=� A er- ADDRESS: PHONE NO.(yra7� 6 r? 7--0,: l FAX N0(q07 CONST. INSP. [ ] C / 0 INSP.:[ ] REINSPECTION [ ] PLANS REVIEW ]j4- F. A. [ ] F.S. [ ] HOOD [ ] PAINT BOOTH [ J BURN PERMIT [ ] TENT PERMIT 1, ] TANK PERMIT [ ] OTHER [ ] ff�� ,,�� TOTAL FEES: $ '(00 (PER UNIT SEE BELOW) Address / Bldg. # / Unit # Square Footage Fees per Bldg. / Unit 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. Fees must be paid to Sanford Building Department, 300 N. Park Ave., Sanford, FI. 32771 Phone # -407- 330-5656. Proof of Payment must be made to Fire Prevention division before any further services can take place. I certify that the above is true and correct and that 1 will comply with all applicable codes and ordinances f the City of Sanford, Florida. Sanford Fire Prevention i n Applicant's Signature COUNTY UF SEMlNOLE lMPACT FFE SlATEMENT ^ ''STATEMEN� NU�BEK: 02100005 BUILDING APPLICATION #: O2-1OOOO576 � BUILDIN8 PERMIT NUMBER: 02-10000576 DATE: July 11, 2O02 UNIT ADDRESS: 132O E 264'11 PLACE 06-20-31-30O-0O1O-OOOO lRAFFIC ZONE:022 JURISDICTION: SG��IyISIO�WP: RNG: SUF: PARCEL: TKACT: PLAT BOOK: ' PLAT BOOK PAGE: BLOCKx LOT: OWNER NAM[: . ADDRFSS: - APPLICANT NAME: SANFORD AIRPORT AUTHORITY ADDRESS: ONE RED CLEVELAND BLVD SANFORD SANFORD .' FL 32773 / LAND USE: AIRPLANE HANGER-WAREH�USE ^' TYPE (}SE: WORK DESCRIPTION: CITY-SANFORD / ----'--------------------------------------------------------------------------- FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ---....... .... ......... .... .... ... ------................ ..... --- .... .... .... ... ---.... .... .... ... ---.... ........ .... ............ -... ... .... ... --... ... ...... ---------.... ... ... -----.... .... .... .... - ROADS -ARTERIALS N/A Warehousing 123.39 1O.000 10OOnsft 1,233.90 ROADS -COLLECTORS H/A Warehousing . ` ` �4.97 10.000 10OOnsft 249.70 RESCU[ H/A LIBRARY N/A . .00 SCHOOLS N/A ' .00 PARKS N/A .00 LAW ENFORCE H/A .00 DRAINAGE N/A -` - .00 CREDIT FEES: SC, ROAD ARl'ERIAiS ~ Warehousing_ 123.39 10.000 1OOOnsft 1,233.90- SCI ROAD COLLECTORS NORTH & Warehousing 24.97 1O.000 249.70- 8 AMQQNT DOE .00 STATEMENT -�� ' RECEIVED ��_____SIGNATURE: _.����_ ��__________ (PLEASE PRlNT NAME) ........ .... ________... ... .... ... .... ... .... ....... ... .... .... _ NOTE TO RECEIVING SIGNAT8RY/APPLICANT: FAIUJRE TO NOT%FY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT **NOTE** \\ \~ PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES �UE UN0ER THE�k SEMINOLE C8UNTY ROAD FIRE/RESCUE L.1. AND/OR EDUCATIONAL /\ \ ISSUANCE OF A BUILDI�G PERMIT. ' PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES 8 MUST BE EXERCIGED BY FILING A WRITTEN REAUEST WITHIN 45 CAiENDAR \}U ' \J DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN . CERTIFICATE OF OCCUPANCY OR OCCUPANCY. Tn� REQUEST FOR REVIEW 'MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES EOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM TI.|E PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRT STREET, SANFORD FL, 32771; 4O7-665-7356. pAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT . 11O1 EAST FIRST STREET ^ SANFORD Fi 32771 � AY T SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFEKENCE . .~-. � THE COUNTY BOILDING PERMIT NUMBER AT THE 'OP LEFT OF THIS STATEMEHT. � \ ' ` � ***THISSTATEMENT IS NO LONGER V�LID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 6O CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE ` Ac DETAIL OF LATION AVAILABLE UPON �E�UEST CALL �O7-665-735. ~`~-~~ ~ ~r ' / � ^ | CITY OF SANF�O,RD PLUMBING PERMIT APPLICATION Permit Number: ©7y Date: 7 3 O Z The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: %OA�J /+ r 2 POR Address of Job: 3 �-b 6" Plumbing Contractor:'^�� Residential: Non -Residential: _� By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. pplicant's Signature State License Number I H I J IrvJ r K_r,.ttr'� I r KtF;k,F6.1) 13Y1 NOTICE OF CONPAENCEMEr�NAME DiCUie Crews SAA Permit No. OZ.' I (070 Tax Fo k. Mrtp- Rnd Cl.eVe_Iftn • ,Pj( Q 1 State of Florida- County of Seminole 3— 7- The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of property: (legal description of the property and street address if available) 132.0 L- . .2(*+►. 'Mace -sec 6dt-at:. " WQN C1scr i p-C on 2. General description of improvement: I C= edi onare t?►•f' Owner information a. Name and address 3 b. Interest in property n � g :r ,^-Pl lam. c. Name and address of fee simple titleholder (4f other than Owner) 4. Contractor a. Name and address I.,..V:.—To rimer COMS-+rue—+ c>r% CDC p. 27110 Fors +h 'Rd, nui 110 rFL 3a, b. Phone number (t}pt (a`i? -02 CP Fax number Q 71 — 02.1 5. Surety r a. Name and address r no4ki u b. Phone number — $3 — 0 O c. Amount of bond dv Fax number 6. Lender MARYANNE MORSE a. Name and address CLERK OF CIROUIT COUN SEMINOLE COUNTY. FLO!"M 7 b. Phone number Fax number Persons within the State of Florida designated by Owner upon whom notices or other docume o%jIbWst;i-i W as prov"loA 1— co.-t;— 711 1'2 1 Vl N7 l:l.,.-:.ice c+,.+-+-- - - - - a. M. In addition to himself or herself, Owner designates to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. a. Phone number Fax number 9. Expiration date of notice of commencement (the expiration date is 1 year from the ate of records Un ss a different date is specified) t)-es Ar �t0�it o� F cola ' 'Si` `ature of Owner �erd Xt Couu�tty CIF SQnN +;nele. ,,1l� o)il' i-.� ,, ,,. „ �L.46riiy Sworn. to (or affirmed) and subscribed before me this Ct+k day of ,JLA.ly_ .�,. .20 0z >�rb L.,ar r V A. 7)a1e, MRRYRNNE MORSEw CLERK OF CIRCUIT COURT Personally Known f OR Produced Identification SEMINOLE COMITY Type of Identification Produced BK 04459 PIS O433 CLERK'S # 2002907842 RECORDS 07/11/2OOP 0308,12 PN JW FEES 10.50 M DIANE CREWRECORBY J EckQnroth Signature of Notary Public, State of Florida gzg Notary Public - State of FloridaCommission Expires:,t, l5rAfyComn�sbnE�ieeJun152D05. Commllelon 0 DD024305 - SKETCH OF DESCRIPTION %r. SANFORD AIRPORT AUTHORITY Legal Description Commencing at the South Y, Section Comer of Section 6., Township 20 South, Range 31 East, Seminole County, Florida, thence run N.00°18'56"W,, along the North -South % Section Line of said Section 6, a distance of 2916.95 feet; thence run Due East 757.24 feet for a POINT OF BEGINNING; thence continue Due East 190.73 feet; thence run N.00039'17"W. 155.00 feet; thence run Due West 189.73 feet; thence run S.00017'06"E. 154.99 feet to the Point of Beginning. z 0 i C 0 c A fi z r z m z 1 Will I VI LJL-V1V11'M1%7 0 w 0 z Ln Cz Q v cn 01 r mm 0 0z 3 O -t-N -t` O Ln O L0 IU W O v UCD Gl ro m O r w r CITY OF SANFORD PERNUT APPLICATION Permit No.: Job Addre Parcel No.: 5 Description of Work: 1326 2-46�-kj pDate: 6I nI 1200 2 (Attach Proof of Ownership & Legal Description) Type of Construction: �n c4u roc• t o-.� Fc'LC I i V Flood Zone: /a Valuation of Work: $ 3S7, OO Q Occupancy Type: Residential _Commercial X Industrial Number of Stories: I Number of Dwelling Units: _2 Zoning: _fVA Total Square Footage: 10,000 Owner. 50,4orA A;rpot-} AL� ,-,Au Address: OnE Re-c C1Pve�0.i�Gt t31v,1 Suike 110Q City: cor> o�cy State: FI_ _ Zip: 3 2- 7 73 Phone No.: 90'7 - S S S - ct 0 ! Fax No.: _yp7 - 32'2 - Sc5 3� j Contractor: L. . Tc> ) v e (.o n S� r v c, i t; n (n r r n r0- 0 h Address: 2'71 L 1=cc-s N1 • i' R o eatQ�— City: W ; n4 e r State: _ V 1_ Zip: 3 27 9 2 State License No.: C Q C. 0 i{ Phone No.: __�/0 7 - 6 7 7 - O9 c) i Fax No.: _=5(67- 677-0`21cj Contact Person: -Lo,w r e, i cr Phone No.: !/07 -67 7 - 02910 Title Holder (If other than Owner): f-\ Address: Bonding Company: C v; Address: ic1Oy �c,r Mortgage Lender: N A Address: Architect: Address: us Phone No.: Fax No.: 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. I 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: I 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 oa require e s F rie S 713. Signature of Owner/Agent Date gnaVAgent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is — Personally Known to Me or Produced ID PriGnt Contractor/A ent's�Name 1 Signature of Notary -State of Florida Date 000�cc; : Dqq. NA A. PINE CPSSION# D 92 XRESFE114 aEppA%EEppGERppaQ Vt Contractor/Agent is X Personally Known to Me or — Produced ID APPLICATION APPROVED BY: Special Conditions: Date• ` SKETCH OP DESCRIPTION FF - for: SANFORD AIRPORT AUTHORITY Legal Description Commencing at the South '/4 Section Comer of Section 6, Township 20 South, Range 31 East, Seminole County, Florida, thence run N.00°18'56"W., along the North -South '/ Section Line of said Section 6, a distance of 2916.95 feet; thence run Due East 757.24 feet for a POINT OF BEGINNING; thence continue Due East 190.73 feet; thence run N.00039'17"W. 155.00 feet; thence run Due West 189.73 feet; thence run S.00°17'06"E. 154.99 feet to the Point of Beginning. /11 0 w F- 0 z Ln w J U Ln SCALE: 1 "= 50' SURVEY NOTES: 1) Bearings shown hereon are based on the centerline of runway 9R being Due East. 2) The legal description hereon was prepared by this surveyor based on previously performed fieldwork. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS: K> rNr R UpVffl !NG, INC. R. BLAIR,,'d ITNEPO— P'.L.S. NO. 3382 Post Officb Aaz 823., Sanford, Fl. 32772-0823 07 CERTIFIED CORRECT TO: OROJECT NO: 02 - 19 S SURVEY OATE�1:��,�� I(�v'R(L 2002 CITY OF SANFORD ELECTRICALS PERMIT'APPLICATION Permit Number: VZ I (010 Date: 7— The 02 The undersigned hereby applies for a permit to install the following electrical: Owner's Name: O 0 1 0 Address of Job 1 , 1 e i " C is � Electrical Contractor: S/� /T� SOfU 610 Residential: Non -Residential: >— By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. State License Number ADEL STEEL, INC. q� 601, S. Elm Street Adel,GA 31620 Phone No:229 896 2263 Fax No: 229 896 4658 LETTER OF CERTIFICATION Date: 5/31/02 L.H.Tanner Construction. 2716 Forsyth Road Suite 110 Ginter Park,FL 32792 SIZE : 100 x 80 x 22.00 25 x 80 x 13.042 ;Re: Adel Steel job 2069 To whom It May Concern: This is to certify that the Adel Steel, Inc. building described above is designed and fabricated to meet or exceed the criteria of the American National Standard Institute Amreican institute of Steel Construction & American Welding Society as applicable to This Project In addition, the building is Designed to meet or Exceed the Following loads: BUILDING CODE:-------------- FBC 00 LIVE LOAD TO ROOF :--------- 20 psf LIVE LOAD TO FRAME :-------- 16 psf WIND LOAD :----------------- 120 mph DEAD LOAD :----------------- 2 psf COLLATERAL LOAD :----------- 3 psf OTHER LOADS :-------------- NONE This "LEDA"building design conforms to the AISC FCD Category MB"Specification for Structural Steel Buildings -Allowable Stress Design and Plastic Design", AISI " Specification for the Design on Cold Formed Steel Structural Members",and the MBMA "Low Rise building System Manual". The Primary Structural framing is Designed to the following: 1.Hot Rolled Structural Shapes:ASTM A-36 OR ASTM A-52. 2-Tubing or Pipe: ASTM A-500, Grade B,ASTM A-501 or ASTM A-53. 3.Plate or Bar Stock:ASTM A-529, ASTM A-570 OR ASTM A-572 (Min 50ksi Yield Strength) 4.Cold Formed Members:ASTM A-607 ,Grade 50. S.Bolting Materials: ASTM A-325. 6.Bracing: A. Cable:Minimum 7 Strand, Extra high strength glvanized steel. B. Angles:ASTM A-36 If you have any questions or if you need any additional information regarding this project, please feel free to contact Adel Steel, Inc.,During regular Busness hours ,from 8:.00 a.m to 5:00 p.m, Monday through Friday. Respectfully Yours Kennet E. Vogan,'P.E �7ct- i Adel Steel, Inc. 601,S.Elm St. Adel, GA 31620 STRUCTURAL DESIGN CALCULATIONS FOR L.H.Tanner Construction 2716 Forsyth Road Suite 110 Winter Park,FL 32792 Hanger Facility(B1dg.No.516) 26 th Place & Carrier Avenue Orlando-Sanford,FL 2069 BUILDING DATA Width (ft) = 100.0 Length (ft) = 80.0 Eave Height (ft) = 22.0/ 22.0 Roof Slope {rise/12 ) = 1.00/ 1.00 Dead Load (psf ) = 2.0 Roof Live Load (psf )= 20.0 Frame Live Load (psf )= 12.0 Collat. Load (psf ) = 3.0 Wind Speed(mph ) = 120.0 Wind Code = FBC 00 Closed/Open = C Exposure = B Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Coeff (Ss*Fa) = 0.05 Designer *** End Of Page *** 6/21/02 02-069;L.H.Tanner Cc Design Loads For Each Building Component 6/21/02 11:34am FRONT SIDEWALL: --------------- WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 19.1 -20.9 Girt/Header 21.5 -26.6 Panel 19.1 -20.9 Jamb 28.5 -28.5 Parapet BACK SIDEWALL: --------------- WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 19.1 -20.9 Girt/Header 21.5 -26.6 Panel 19.1 -20.9 Jamb 28.5 -28.5 Parapet LEFT ENDWALL: -------------- BASIC LOADS: Dead Live Snow Collateral Basic Wind_Load Load Load Load Load Wind Ratio 2.0 20.0 0.0 3.0 21.9 1.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 19.1 -20.9 Column 19.1 -20.9 Girt/Header 19.1 -20.9 Jamb 21.5 -26.6 Panel 28.5 -28.5 Parapet WIND COEFFICIENTS: Surf Rafter_Wind 1 Rafter Wind-2 Bracing_Wind Long Surface Id Left Right Left Right Left Right Press Friction 1 0.00 0.00 0.00 0.00 0.35 -0.56 0.00 0.00 2 -1.11 -0.65 -0.75 -0.29 -1.11 -0.65 -0.93 0.00 3 -0.65 -1.11 -0.29 -0.75 -0.65 -1.11 -0.93 0.00 4 0.00 0.00 0.00 0.00 -0.56 0.35 0.00 0.00 COLUMN & BRACING DESIGN LOADS: No. Load Live/ Brace_Wind Column Wind Aux Load Id Dead Collat Snow Left Right Press Suct Id 11 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 3 1.00 1.00 0.75 0.00 0.00 0.75 0.00 0 4 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0 5 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0 6 0.60 0�.60 0.00 1.00 0.00 0.00 0.00 0 7 0.60 0.60 0.00 0.00 1.00 0.00 0.00 0 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0 10 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0 11 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0 RAFTER DESIGN LOADS: No. Load Live/ Rafter_Wind_1 Rafter-Wind-2 Aux Load Id Dead Collat Snow Left Right Left Right Id 32 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 3 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0 4 1.00 1.00 0.75 0.00 0.75 0.00 0.00 0 5 1.00 1.00 0.75 0.00 0.00 0.75 0.00 0 6 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0 7 0.60 0.60 0.00 1.00 0.00 0.00 0.00 0 8 0.60 0.60 0.00 0.00 1.00 0.00 0.00 0 9 0.60 0.60 0.00 0.00 0.00 1.00 0.00 0 10 0.60 0.60 0.00 0.00 0.00 0.00 1.00 0 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 2 13 1.00 1.00 0.50 0.00 0.00 0.00 0.00 3 14 1.00 1.00 0.50 0.00 0.00 0.00 0.00 4 15 1.00 1.00 0.50 0.00 0.00 0.00 0.00 5 16 1.00 1.00 0.50 0.00 0.00 0.00 0.00 6 17 1.00 1.00 0.50 0.00 0.00 0.00 0.00 7 18 1.00 1.00 0.50 0.00 0.00 0.00 0.00 19 1.00 1.00 0.50 0.00 0.00 0.00 0.00 20 1.00 1.00 0.50 0.00 0.00 0..00 0.00 21 1.00 1.00 0.50 0.00 0.00 0.00 0.00 22 1.00 1.00 1.20 0.00 0.00 0.00 0.00 23 1.00 1.00 1.20 0.00 0.00 0.00 0.00 24 1.00 1.00 1.20 0.00 0.00 0.00 0.00 25 1.00 1.00 1.20 0.00 0.00 0.00 0.00 26 1.00 1.00 1.20 0.00 0.00 0.00 0.00 27 1.00 1.00 1.20 0.00 0.00 0.00 0.00 28 1.00 1.00 1.20 0.00 0.00 0.00 0.00 29 1.00 1.00 1.20 0.00 0.00 0.00 0.00 30 1.00 1.00 1.20 0.00 0.00 0.00 0.00 31 1.00 1.00 0.00 0.00 0.00 0.00 0.00 32 1.00 1.00 0.00 0.00 0.00 0.00 0.00 AUXILARY LOADS: No. Aux No. Add -- Comb -- Aux Id Combs Add -Id Coeff 11 1 ElUNB_LL 1 2 1 0.30 2 1.56 2 EIUNB_LL 2 2 3 1.56 4 0.30 3 ElUNB_LL 3 1 5 0.50 4 ElUNB_LL 4 1 6 0.50 5 ElUNB_LL 5 2 7 0.50 8 0.50 6 ElUNB LL 6 1 9 0.50 7 ElUNB LL 7 1 10 0.50 8 ElUNB_LL 8 2 5 0.50 6 0.50 9 ElUNB_LL 9 3 6 0.50 7 0.50 8 0.50 10 ElUNB_LL10 3 7 0.50 8 0.50 9 0.50 11 ElUNB_LL11 2 9 0.50 10 0.50 ADDITIONAL LOADS: No. Add Surf Load P V M Dx Add Id, Id Type W1 W2 Cc Dxl Dx2 10 1 2 D 0.00 0.00 0.08 0.00 50.17 2 3 D 0.00 0.00 -0.08 0.00 50.17 3 2 D 0.00 0.00 0.08 0.00 50.17 4 3 D 0.00 0.00 -0.08 0.00 50.17 5 2 D -0.20 -0.20 0.08 0.00 20.07 6 2 D -0.20 -0.20 0.08 20.07 40.14 7 2 D -0.20 -0.20 0.08 40.14 50.17 8 3 D -0.20 -0.20 -0.08 0.00 10.03 9 3 D -0.20 -0.20 -0.08 10.03 30.10 10 3 D -0.20 -0.20 -0.08 30.10 50.17 RIGHT ENDWALL: -------------- BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Load Load Load Load Wind Ratio 2.0 20.0 0.0 3.0 21.9 1.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 19.1 -20.9 Column 19.1 -20.9 Girt/Header 19.1 -20.9 Jamb 21.5 -26.6 Panel 28.5 -28.5 Parapet 8 9 10 11 3 4 5 6 7 8 9 10 11 0 0 - Conc. - Unif . --I WIND COEFFICIENTS: Surf Rafter _ wind _1 Rafter_Wind_2 Bracing_Wind Long Surface Id Left Right Left Right Left Right Press Friction 1 0.00 0.00 0.00 0.00 0.35 -0.56 0.00 0.00 2 -1.11 -0.65 -0.75 -0.29 -1.11 -0.65 -0.93 0.00 3 -0.65 -1.11 -0.29 -0.75 -0.65 -1.11 -0.93 0.00 4 0.00 0.00 0.00 0.00 -0.56 0.35 0.00 0.00 COLUMN & BRACING DESIGN LOADS: No. Load Live/ Brace_Wind Column Wind Aux Load Id Dead Collat Snow Left Right Press Suct Id 11 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 3 1.00 1.00 0.75 0.00 0.00 0.75 0.00 0 4 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0 5 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0 6 0.60 0.60 0.00 1.00 0.00 0.00 0.00 0 7 0.60 0.60 0.00 0.00 1.00 0.00 0.00 0 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0 10 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0 11 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0 RAFTER DESIGN LOADS: No. Load Live/ Rafter Wind Rafter_Wind_2 Aux Load Id Dead Collat Snow Left _1 Right Left Right Id 12 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 3 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0 4 1.00 1.00 0.75 0.00 0.75 0.00 0.00 0 5 1.00 1.00 0.75 0.00 0.00 0.75 0.00 0 6 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0 7 0.60 0.60 0.00 1.00 0.00 0.00 0.00 0 8 0.60 0.60 0.00 0.00 1.00 0.00 0.00 0 9 0.60 0.60 0.00 0.00 0.00 1.00 0.00 0 10 0.60 0.60 0.00 0.00 0.00 0.00 1.00 0 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 ROOFDES: BASIC LOADS: Dead Live Snow Collateral Basic Wind -Load Surface Load Load Load Load Wind Ratio Friction 2.0 20.0 0.0 3.0 21.9 1.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct_R 10.0 -23.7 Purlins 10.0 -32.7 Panels 9.5 -6.9 -15.1 Bracing PURLIN DESIGN LOADS: Surf No. -Des Load Live/ Wind Wind Aux Id Loads Id Dead Collat Snow Press Suct Id 2 20 1 1.00 1.00 0.00 0.00 0.00 0 2 1.00 1.00 1.00 0.00 0.00 0 3 1.00 1.00 0.75 0.75 0.00 0 4 1.00 1.00 0.75 0.00 0.75 0 5 0.60 0.60 0.00 1.00 0.00 0 6 0.60 0.60 0.00 0.00 1.00 0 7 1.00 1.00 0.00 0.00 0.00 1 8 1.00 1.00 0.00 0.00 0.00 2 9 1.00 1.00 0.00 0.00 0.00 3 10 1.00 1.00 0.00 0.00 0.00 4 11 1.00 1.00 0.00 0.00 0.00 5 12 1.00 1.00 0.00 0.00 0.00 6 13 1.00 1.00 0.00 0.00 0.00 7 14 1.00 1.00 0.06 0.00 0.00 1 15 1.00 1.00 0.00 0.00 0.00 2 16 1.00 1.00 0.00 0.00 0.00 3 17 1.00 1.00 0.00 0.00 0.00 4 18 1.00 1.00 0.00 0.00 0.00 5 19 1.00 1.00 0.00 0.00 0.00 6 20 1.00 1.00 0.00 0.00 0.00 7 3 20 1 1.00 1.00 0.00 0.00 0.00 0 2 1.00 1.00 1.00 0.00 0.00 0 3 1.00 1.00 0.75 0.75 0.00 0 4 1.00 1.00 0.75 0.00 0.75 0 5 0.60 0.60 0.00 1.00 0.00 0 6 0.60 0.60 0.00 0.00 1.00 0 7 1.00 1.00 0.00 0.00 0.00 1 8 1.00 1.00 0.00 0.00 0.00 2 9 1.00 1.00 0.00 0.00 0.00 3 10 1.00 1.00 0.00 0.00 0.00 4 11 1.00. 1.00 0.00 0.00 0.00 5 12 1.00 1.00 0.00 0.00 0.00 6 13 1.00 1.00 0.00 0.00 0.00 7 14 1.00 1.00 0.00 0.00 0.00 1 15 1.00 1.00 0.00 0.00 0.00 2 16 1.00 1.00 0.00 0.00 0.00 3 17 1.00 1.00 0.00 0.00 0.00 4 18 1.00 1.00 0.00 0.00 0.00 5 19 1.00 1.00 0.00 0.00 0.00 6 20 1.00 1.00 0.00 0.00 0.00 7 BRACING DESIGN LOADS: Surf No._Des Load Live/ Wind Wind Aux Id Loads Id Dead Collat Snow Press Suct Id 2 4 1 1.00 1.00 1.00 1.00 1.00 0 2 1.00 1.00 0.00 0.00 0.00 0 3 0.60 0.60 0.00 1.00 1.00 0 4 0.60 0.60 0.00 0.00 0.00 0 3 4 1 1.00 1.00 1.00 1.00 1.00 0 2 1.00 1.00 0.00 0.00 0.00 0 3 0.60 0.60 0.00 1.00 1.00 0 4 0.60 0.60 0.00 0.00 0.00 0 AUXILARY LOADS: No. Aux No. Add -- Comb #1 -- -- Comb #2 -- -- Comb #3 -- Aux Id Combs Add -Id Coeff Add -Id Coeff Add -Id Coeff 7 1 1 1 0.50 2 1 2 0.50 3 1 3 0.50 4 1 4 0.50 5 2 1 0.50 2 0.50 6 2 2 0.50 3 0.50 7 2 3 0.50 4 0.50 ADDITIONAL LOADS: No. Add Load P Dx Add Id Type Wpl Wp2 Dxl 4 1 D -20.0 -20.0 0.0 2 D -20.0 -20.0 20.0 3 D -20.0 -20.0 40.0 4 D -20.0 -20.0 60.0 RIGID FRAME #1: --------------- BASIC LOADS: Basic Dead Live Snow Collateral Wind 2.0 12.0 0.0 3.0 21.9 WIND COEFFICIENTS: Dx2 20.0 40.0 60.0 80.0 - Concentrated - Uniform Defl Seis Weak _Axis -React Ratio Load L_Col R_Col 1.00 0.1 0.0 0.0 Surf --wind 1--- --Wind 2--- Surface Id Left Right Left Right Friction 1 0.22 -0.47 0.58 -0.11 0.00 2 -0.87 -0.55 -0.51 -0.19 0.00 3 -0.55 -0.87 -0.19 -0.51 0.00 4 -0.47 0.22 -0.11 0.58 0.00 DESIGN LOADS: --------------------Load Coefficients ---------------- -- No. _Des Load Live/ Live ---Wind 1-- ---Wind 2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 24 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 3 1.00 1.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0 4 1.00 1.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0 5 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0 _ 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0 7' 0.60 0.60 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 8 0.60 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 9 0.60 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 10 0.60 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 11 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 12 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 13 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 14 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 16 0.00 0.00 0.00 0.00 0.00 0-.00 0.00 0.00 -1.00 0 17 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 18 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 19 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 20 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 21 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 22 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 23 1.00 1.00 0.00 0.00 0.00 000 0.00 0.00 0.00 0' 24 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 RIGID FRAME #2: --------------- BASIC LOADS: Basic Defl Seis Weak Axis React Dead Live Snow Collateral Wind Ratio Load L_Col R_Col 2.0 12.0 0.0 3.0 21.9 1.00 0.1 0.0 0.0 WIND COEFFICIENTS: Surf--wind_1-----wind_2 --- Surface Id Left Right Left Right Friction 1 0.22 -0.47 0.58 -0.11 0.00 2 -0.87 -0.55 -0.51 -0.19 0.00 3 -0.55 -0.87 -0.19 -0.51 0.00 4 -0.47 0.22 -0.11 0.58 0.00 DESIGN LOADS: --------------------Load Coefficients-- ---------------- No._Des Load Live/ Live ---Wind l-- ---Wind 2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 24 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 2 1_00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 3 1.00 1.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0 4 1.00 1.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0 5 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0 7 0.60 0.60 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 8 0.60 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 9 0.60 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 10 0.60 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 11 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 12 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 13 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 14 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 17 0.60 0.60 0.00 0.00 0.00 0.00 0.00 . 0.00 1.00 0 18 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 19 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 20 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 21 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 22 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 23 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 24 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 *** End Of Page *** 02-069;L.H.Tanner ----------------------------------------------------------- Cc Reactions, Anchor Bolts, & Base Plates 6/21/02 11:34am ----- ----- ---- Foundation Loads (k) ---- --------- ----------------- Frame Col Max Pos Val Max Neg Val Anc. Bolt Base Plate Line ----- Line ----- Id -- Horiz ----- Vert Id Horiz Vert No. Diam Width Len Thick 1 M 1 0.00 ----- 2.59 -- ----- ----- 7 0.00 -1.57 --- 4 ----- 0.625 ----- 6.00 ----- 10.00 ----- 0.250 1 K 8 4.59 -1.92 9 -4.19 -3.35 4 0.625 6.00 10.50 0.250 1 0.00 6.44 7 4.59 -4.24 1 I 8 5.02 -1.61 9 -4.58 -2.64 4 0.625 6.00 10.50 0.250 1 0.00 5.59 7 5.02 -3.28 1 F 8 5.02 -3.24 9 -4.58 -2.64 4 0.625 6.00 10.50 0.250 1 0.00 5.59 8 5.02 -3.24 1 D 8 4.59 -4.28 9 -4.19 -3.35 4 0.625 6.00 10.50 0.250 1 0.00 6.44 8 4.59 -4.28 1 B 1 0.00 2.59 8 0.00 -1.57 4 0.625 6.00 10.00 0.250 5 C 8 2.53 0.30 9 -2.31 0.30 4 0.625 6.00 12.00 0.250 10 0.00 0.30 5 E 8 4.33 0.32 9 -3.95 0.32 4 0.625 6.00 12.00 0.250 10 0.00 0.32 5 G 8 4.61 0.39 9 -4.21 0.39 4 0.625 6.00 12.00 0.250 10 0.00 0.39 5 H 8 4.61 0.39 9 -4.21 0.39 4 0.625 6.00 12.00 0.250 10 0.00 0.39 5 J 8 4.33 0.32 9 -3.95 0.32 4 0.625 6.00 12.00 0.250 10 0.00 0.32 5 L 8 2.53 0.30 9 -2.31 0.30 4 0.625 6.00 12.00 0.250 10 0.00 0.30 *2 M 1 15.28 19.03 2-12.24-13,72 4 0.750 6.00 15.31 0.500 3-6.39-17.86 *2 B 4 12.21-13.74 1-15.28 19.16 6 0.750 10.00 19.38 0.625 1-15.28 19.16 5 6.32-22.78 5 M 1 15.50 19.23 2-12.22-13.64 4 0.750 6.00 17.31 0.500 3-10.99-19.95 5 B 4 12.22-13.63 1-15.50 19.27 4 0.750 6.00 17.31 0.500 1-15.50 19.27 6 10.98-19.94 ------------------------------------------------------------------------------ *2 Frame Lines : 2 3 4 Load Load Id Combination ---- ------------------------------ 1 DL+CO+LL 2 0.60DL+0.6000+WL1 3 0.60DL+0.6000+LnWndL 4 0.60DL+0.6000+WR1 5 0.60DL+0.6000+LnWndR 6 0.60DL+0.6000-LnWndR 7 0.60DL+0.6000+WLI+WS 8 0.60DL+0.6000+WRI+WS 9 0.60DL+0.6000+WP Seismic Forces -------------- Roof Bracing R = 5.00 , Rho = 1.11, RMax = 0.25, Omega= 2.00 w = 44.82 (k ) Force = 0.77 (k ) Sidewall Bracing Front R = 5.00 , Rho = 1.50, RMax = 0.50, Omega= 2.00 w = 32.17 (k ) Force = 0.55 (k ) Back R = 5.00 , Rho = 1.11, RMax = 0.25, Omega= 2,00 w = 32.17 (k ) Force = 0.41 (k ) Endwall Bracing Left R = 5.00 , Rho = 1.50, RMax = 0.50, Omega= 2.00 w = 9.36 (k ) Force = 0.16 (k ) Rigid Frames R = 3.50 , Rho = 1.11, RMax = 0.25, Omega= 1.00 Frame 1 w 14.88 (k ) Force = 0.14 (k ) Frame 2 w = 14.88 (k ) Force = 0.14 (k ) End Plates Seismic factor= 3.00 Endwall Column Reactions ------------------------- Frame Col-Raf_Wind _L--Raf_Wind_R---Seismic_L---Seismic_R- Line Line Horz Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ------ 1 M 0.00 -2.19 0.00 -1.29 0.00 0.00 0.00 0.62 1 K 0.00 -5.62 0.00 -3.30 0.00 -0.18 0.00 1.56 1 I 0.00 -4.57 0.00 -2.90 0.00 0.17 0.00 1.11 1 F 0.00 -2.90 0.00 -4.53 0.00 0.00 0.00 1.29 1 D 0.00 -3.29 0.00 -5.65 0.00 0.00 0.00 1.38 1 B 0.00 -1.29 0.00 -2.19 0.00 0.00 0.00 0.62 5 C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.30 5 E 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.32 5 G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.39 5 H 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.39 5 J 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.32 5 L 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 0.30 ---------------------------------------------------------------------------- Frame Col --Aux - 1-- --Aux - 2-- --Aux 3-- --Aux_ 4-- --Aux_ 5-- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- --------'------------------------------------------------------------------- Frame Col - -Aux _ 6-- --Aux - 7-- --Aux 8-- --Aux_ 9----Aux_10-- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ---------------------------------------------------------------------------- Frame Col --Aux 11-- Line Line Horiz Vert ---------------------------------------------------------------------------- _______________________________________________________________ 02-069;L.H.Tanner Cc Seismic Design Report 6/21/02 11:34am Building Data Code =IBC 00 Length = 80.00 Width = 100.00 Left Eave Height = 22.00 Right Eave Height = 22.00 Seismic Formula --------------- Shear Force, V = Omega*Rho*0.80*Fa*Ss*W/R Fa*Ss = 0.05 Rho = 2-20/(RMax*SQRT(W*L)) Building Weight For Seismic Bracing Calculations, W Snow 0.00 Roof Dead 5.00 (psf ) Frame Dead = 2.00 (psf ) Roof Total = 7.00 (psf ) Weight= 56.00 (k ) EW Dead = 2.OQ (psf ) Weight= 4.82 (k ) F_SW Dead = 2.00 (psf ) Weight= 1.76 (k ) B_SW Dead = 2.00 (psf ) Weight= 1.76 (k ) Total = 64.34 (k ) 10 0.60DL+0.6000 BRACING/PANEL SHEAR REACTIONS: ------------------------------ -------Bracing(k )-------- Panel ---Wall-- Col ----Wind---- -- Seismic --- Shear Loc Line Line Horz Vert Horz Vert (lb/ft) ---- ---- ----- ----- ----- ----- ------------ L_EW 1 K 1.35 1.51 0.16 0.18 I 1.35 1.51 0.16 0.18 F SW B 3 ,4 9.87 9.79 0.55 0.55 R_EW 5 Rigid Frame At Endwall B_SW M 3 ,2 4.94 4.90 0.20 0.20 4 ,3 4.94 4.90 0.20 0.20 --------------------------------------------------------- 02-069;L.H.Tanner Co Additional Reactions Report 6/21/02 11:34am Rigid Frame Column Reactions ---------------------------- Frame Col ---Dead--- Collateral ---Live--- --Live_R-- -Wind Line ----- Line ------ Horiz Vert ----- Horiz Vert Horiz Vert Horiz Vert _L1-- Horiz Vert *2 M ----- 2.72 4.05 ----- ----- 2.52 3.00 ----- ----- 10.04 11.97 ----- 4.97 ----- 2.92 ----- `---- -15.38-17.95 *2 B -2.72 4.12 -2.52 3.02 -10.04 12.03 -4.97 9.08 9.31-13.19 5 M 2.85 4.23 2.54 3.01 10.11 12.00 5.05 2.93 -15.46-17.98 5 ------------------------------------------------------------------------------ B -2.85 4.25 -2.54 3.01 -10.11 12.00 -5.05 9.07 9.38-13.16 Frame Col -Wind _R1-- -Wind_L2-- -Wind_R2-- Seismic Seismic_R- Line ----- Line ------ Horiz Vert ----- Horiz Vert Horiz Vert Horiz _L- Vert Horiz Vert *2 M ----- -9.28-13.12 ----- ----- -10.62-10.07 ----- ----- -4.52 -5.24 ----- -0.07 ----- -0.03 ----- ----- 0.07 0.03 *2 B 15.35-18.02 4.55 -5.28 10.59-10.11 -0.07 0.03 0.07 -0.03 5 M -9.38-13.15 -10.64-10.09 -4.57 -5.26 -0.07 -0.03 0.07 0.03 5 ------------------------------------------------------------------------------ B 15.46-17.99 4.57 -5.26 10.64-10.09 -0.07 0.03 0.07 -0.03 *2 Frame Lines : 2 3 4 Endwall Column Reactions ------------------------- -Out Of Plane - Frame Col Dead Collat Live -Brc_Wind L- -Brc_Wind R- Wind P Wind S Line ----- Line ---- Vert ----- Vert ----- Vert Horz Vert Horz Vert Horz Horz 1 M 0.53 0.27 ----- 1.79 ----- 0.00 ----- -2.19 ----- 0.00 ----- -1.29 ------ 0.00 ------ 0.00 1 K 1.14 0.69 4.61 1.80 -7.63 0.00 -1.28 -4.19 4.59 1 I 1.10 0.59 3.91 0.00 -2.56 1.80 -4.92 -4.58 5.02 1 F 1.10 0.59 3.91 0.00 -2.90 0.00 -4.53 -4.58 5.02 1 D 1.14 0.69 4.61 0.00 -3.29 0.00 -5.65 -4.19 4.59 1 B 0.53 0.27 1.79 0.00 -1.29 0.00 -2.19 0.00 0.00 5 C 0.30 0.00 0.00 0.00 0.00 0.00 0.00 -2.31 2.53 5 E 0.32 0.00 0.00 0.00 0.00 0.00 0.00 -3.95 4.33 5 G 0.39 0.00 0.00 0.00 0.00 0.00 0.00 -4.21 4.61 5 H 0.39 0.00 0.00 0.00 0.00 0.00 0.00 -4.21 4.61 5 J 0.32 0.00 0.00 0.00 0.00 0.00 0.00 -3.95 4.33 5 ---------------------------------------------------------------------------- L 0.30 0.00 0.00 0.00 0.00 0.00 0.00 -2.31 2.53 Adel Steel, Inc. 601,S.Elm St. Adel, GA 31620 FRAMING SUMMARY FOR L.H.Tanner Construction 2716 Forsyth Road Suite 110 Winter Park,FL 32792 Hanger Facility(B1dg.No.516) 26 th Place & Carrier Avenue Orlando-Sanford,FL 2069 BUILDING DATA Width (ft) = 100.0 Length (ft) = 80.0 Eave Height (ft) = 22.0/ 22.0 Roof Slope (rise/12) = 1.00/ 1.00 Dead Load (psf ) = 2.00 Live Load (psf ) = 20.00 Collat. Load (psf ) = 3.00 Wind Speed(mph ) = 120.0 Wind Code = FBC 00 Closed/Open = C Exposure = B Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Coeff = 0.05 Designer *** End Of Page *** 6/21/02 ---- ------------------------------------------------- 02-069;L.H.Tanner Cc FRAMING SUMMARY: Roof 6/21/02 11:34am PURLIN LAYOUT: Surface Purlin Surf_Ext Stub_Purlin Total Peak Set_Space- Id Type Left Right Left Right Rows Space Space Row 2 ZB 0.00 0.00 N N 10 1.000 3 ZB 0.00 0.00 N N 10 1.000 PURLIN & EAVE STRUT SIZE: Surface Bay Purlin-Purlin_Lap- IS_Flg Eave Id Id Size Left Right Strap Strut ------- ----------- ---- ----- -------------- 2 1 8X25Z16 2.00 0 8X35C14 2 8X25Z16 2.00 1.00 0 8X35C14 3 8X25Z16 1.00 2.00 0 8X35C14 4 8X25Z16 2.00 0 8X35C14 3 1 8X25Z16 2.00 0 8X35C14 2 8X25Z16 2.00 1.00 0 8X35C14 3 BX25Z16 1.00 2.00 0 8X35C14 4 8X25Z16 2.00 0 8X35C14 ROOF BRACING: Bay Brace Attachment_ Location (Distance measured from back sidewall) Id Type 0.0 20 0 40.0 50.0 60.0 80.0 100.0 -- ----- ----- ----- ----- ----- ----- ----- ----- 2 Cable 0.375 0.250 0.250 0.250 0.250 0.375 3 Cable 0.375 0.250 0.250 0.250 0.250 0.375 BOLTS AT EAVE STRUT: Wall Frame -Line Lap ------Bolt-Size ------ Id Id Type Plate No Type Diam Washer ---- -- ---- ----- -- ----- ----- ------ 2 3 RF Y 4 A325 0.500 1 2 4 RF Y 4 A325 0.500 1 BOLTS AT PURLINS: Surface Frame _Line Brace ------Bolt-Size ------ Id Id Type Loc No Type Diam Washer ---- -- ---- ----- -- - --- ----- ------ 2 3 RF 20.00 2 A325 0.625 2 3 3 RF 80.00 2 A325 0.625 2 nner Cc FRAMING SUMMARY: Left Endwall 6/21/02 11:34am RAFTERS/SPLICE PLATES: Surf Rafters Splice_Plates Bolts Id ---- Id -- Len+/- ------ Size -------- Type ------ Width Thick Type Diam Space Gage Row 2 1 37.2 W8X13 ----- ----- ---- ----- ----- ---- --- 2 2 13.0 W8X13 Shear 0.0 0.250 A32'5 0.500 4.00 4.00 4 3 3 13.0 W8X13 Moment 6.0 0.500 A325 0.500 4.00 3.00 4 3 4 37.2 W8X13 Shear 0.0 0.250 A325 0.500 4.00 4.00 4 COLUMNS: Column Column Column Column --Base_Bolts-- ---Top_Bolts-- Id ------ Offset ------ Len+/- ------ Size -------- No Type Diam No Type Diam. 1 0.0 20.7 W10X12 -- ----- ----- 0 -- 2 ----- A325 ----- 0.500 2 20.0 22.3 W10X17 0 2 A325 0.500 3 40.0 24.0 W10X19 0 2 A325 0.500 4 60.0 24.0 W10X19 0 2 A325 0.500 5 80.0 22.3 W10X17 0 2 A325 0.500 6 99.3 20.7 W10X12 0 2 A325 0.500 " PARTIAL WALLS: --Bay_Id-- Base Start End Height Type 1 5 8.00 C GIRTS: Girt Girt Type Lap ZB 1.000 GIRT LOCATION: Bay, No. Girt —Location Id Girt 1 2 --- ---- 3 ---------------- 1 3 8.0000 13.3333 -------- 17.9167 2 3 8.0000 13.3333 19.5833 3 3 8.0000 13.3333 19.5833 4 3 8.0000 13.3333 19.5833 5 3 8.0000 13.3333 17.9167 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt 1 2 3 1 3 9X25C16 8X25Z16 8X25Z14 2 3 8X25C16 8X25Z16 8X25Z16 3 3 8X25C16 8X25Z16 SX25Z16 4 3 8X25C16 8X25Z16 8X25Z16 5 3 8X25C16 8X25Z16 8X25Z14 GIRT INSIDE FLANGE STRAP: Max_Strap_Space= 8.0000 Rows_Of_Straps_At_Bay 1 2 3 4 5 ---- ---- ---- ---- ---- 2 2 2 2 2 WALL BRACING: ' Bay Brace Brace Brace Id Height Type Diam -- -- -------------- i. 2 23.12 Cable 0.250 02-069;L.H.Tanner Co FRAMING SUMMARY: Right Endwall 6/21/02 11:34am COLUMNS: Column Column Column Column--Base_Bolts-- --- Top_Bolts-- L..., . _ . Id `----- Offset Len+/- Size ------ ------ No Type Diam No Type Diam 2 -------- 5.2 21.6 W12X14 -- ----- 0 ----- -- 2 ----- A325 ----- 0.500 3 23.1 23.1 W12X14 0 2 A325 0.500 4 41.0 24.6 W12X16 0 2 A325 0.500 5 59.0 24.6 W12X16 0 2 A325'° 0.500 6 76.9 23.1 W12X14 0 2 A325 0.500 7 94.8 21.6 W12X14 0 2 A325 0.500 PARTIAL 'WALLS: --Bay_Id-- Base Start End Height Type 1 1 8.00 C 2 6 20.00 U 7 7 8.00 C GIRTS: Girt Girt Type Lap ZF 0.000 GIRT LOCATION Bay No. Girt -Location Id Girt 1 2 3 4 --- ------------------------------------ 1 4 8.0000 12.1670 14.6667 17.1670 2 1 20.0000 3 1 20.0000 4 1 20.0000 5 1 20.0000 6 1 20.0000 7 4 8.0000 12.1670 14.6667 17.1670 GIRT SIZE: (Full Bay Girts) Bay_ No., Girt Id Id Girt 1 2 3 4 --- ------------ -------- -------- -------- 1 4 8X25C16 8X25Z16 8X25Z16 8X25Z16 2 1 C8x11.5 3 1 C8xl1.5 4 1 C8x11.5 5 1 C8x11.5 6 1 C8xl1.5 7 4 8X25C16 8X25Z16 BX25Z16 8X25Z16 GIRT INSIDE FLANGE STRAP: Max_Strap_Space= 8.0000 Rows_ Of_Straps_At_Bay 1 2 3 4 5 6 7 ---- ---- ---- ---- ---- ---- ---- 0 2 2 2 2 2 0 --------------------------------------------------------------- 02-069;L.H.Tanner Co FRAMING SUMMARY: Front Sidewall 6/21/02 11:34am PARTIAL WALLS: --Bay_Id-- Base Start End Height Type 1 4 13.08 C GIRTS: Girt Girt Type Lap ZB 1.000 GIRT LOCATION: Bay No. Girt Location Id --- Girt 1 2 1 ---- 2 -------- 13.0833 -------- 17.0000 2 2 13.0833 17.0000 3 2 13.0833 17.0000 4 2 13.0833 17.0000 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt 1 2 1 2 8X25C16 8X25Z16 2 2 8X25C16 8X25Z16 3 2 8X25C16 8X25Z16 4 2 8X25C16 8X25Z16 GIRT INSIDE FLANGE STRAP: Max_Strap_Space= 8.0000 Rows_Of_Straps_At_Bay 1 2 3 4 ---- ---- ---- ---- 2 2 2 2 WALL BRACING: Bay Brace Brace Brace Id Height Type Diam ----- -------------- ----- 3 22.00 Rod 0.875 02-069;L.H.Tanner Co FRAMING SUMMARY: Back Sidewall 6/21/02 11:34am PARTIAL WALLS: --Bay_Id-- Base Start End Height Type 1 4 8.00 C GIRTS: Girt Girt Type Lap ZB 1.000 GIRT LOCATION: Bay No. Girt Location Id Girt 1 2 3 --- 1 ---- 3 -------- 8.0000 -------- 12.4166 -------- 17.0000 2 3 8.0000 12.4166 17.0000 3 3 8.0000 12.4166 17.0000 4 3 8.0000 12.4166 17.0000 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt 1 2 3 --- ---------------------------- 1 3 8X25C16 8X25Z16 8X25Z16 2 3 8X25C16 8X25Z16 8X25Z16 3 3 8X25C16 8X25Z16 8X25Z16 4 3 8X25C16 8X25Z16 8X25Z16 GIRT INSIDE FLANGE STRAP: Max_Strap_Space= 8.0000 Rows_Of_Straps_At_Bay 1 2 3 4 2 2 2 2 WALL BRACING: Bay Brace Brace Brace Id ----- Height Type Diam 3 ------ 22.00 -------- Cable ----- 0.375 2 22.00 Cable 0.375 Adel Steel, Inc. 601,S.Elm St. Adel, GA 31620 FRAMING SUMMARY FOR L.H.Tanner Construction 2716 Forsyth Road Suite 110 Winter Park,FL 32792 Hanger Facility(Bldg No 516) 26 th Place & Carrier Av Orlando -Sanford Airport 2069 BUILDING DATA Width (ft) = 25.0 Length (ft) = 80.0 Eave Height (ft) = 12.0/ 13.0 Roof Slope (rise/12) = 0.50 Dead Load (psf ) = 2.00 Live Load (psf ) = 20.00 Collat. Load (psf ) = 3.00 Wind Speed(mph ) = 120.0 Wind Code = FBC 00 Closed/Open = C Exposure = B Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Coeff = 0.05 Designer *** End Of Page *** 5/31/02 ---------------------------------------------------------__________ 02-069;L.H.Tanner Co FRAMING SUMMARY: Roof 5/31/02 1:25pm PURLIN LAYOUT: Surface Purlin Surf_Ext Stub_Purlin Total Peak Set_Space- Id Type Left Right Left Right Rows Space Space Row ------- ------ ----- ----- ----- ----- ----- ----- ----- --- 2 ZB 0.00 0.00 N N 5 1.000 PURLIN & EAVE STRUT SIZE: Surface Bay Purlin-Purlin_Lap- IS_Flg Eave_B_SW Eave_F_SW Id Id Size Left Right Strap Strut Strut ------- ----------- ----- ----- ---------------------- 2 1 8X25Z16 2.00 0 8X35C14 8X35C14 2 8X25Z16 2.00 1.00 0 8X35C14 8X35C14 3 8X25Z16 1.00 2.00 0 8X35C14 8X35C14 4 8X25Z16 2.00 0 8X35C14 8X35C14 ROOF BRACING: Bay Brace Attachment —Location (Distance measured from back sidewall) Id Type 0.0 25.0 ,2 Cable 0.250 BOLTS AT EAVE STRUT: Wall Frame —Line Lap ------Bolt Size------ IdId Type Plate No Type Diam Washer 2 1 RF 2 A325 0.500 1 2 2. RF N 2 A325 0.500 1 2 3 RF N 2 A325 0.500 1 2 4 RF N 2 A325 0.500 1 2 5 EW 2 A325 0.500 1 4 5 RF 2 A325 0.500 1 4 4 RF N 2 A325 0.500 1 4 3 RF N 2 A325 0.500 1 4 2 RF N 2 A325 0.500 1 4 1 EW 2 A325 0.500 1 02-069;L.H.Tanner Co FRAMING SUMMARY: Left Endwall 5/31/02 1:25pm PARTIAL WALLS: --Bay_Id-- Base Start End Height Type 1 1 8.00 C GIRTS: Girt Girt Type Lap ZB 0.000 GIRT LOCATION: Bay No'. Girt —Location Id Girt 1 1 1 8.0000 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt 1 1 1 8X25C16 GIRT INSIDE FLANGE STRAP: Max_Strap_Space= 8.0000 Rows_Of_Straps_At_Bay 1 3 -------------------------------------------- 02-069;L.H.Tanner Co FRAMING SUMMARY: Right Endwall 5/31/02 1 25pm RAFTERS/SPLICE PLATES: Surf Rafters Splice Plates Bolts Id' Id Len+/- Size Type Width Thick Type Diam Space Gage Row ---- -- -------------- ------ ----- ----- ---- ----- ----- ---- --- 2 1 25.0 W8X21 COLUMNS: Column Column Column Column--Base_Bolts-----Top_Bolts-- Id Offset Len+/- Size No Type Diam No Type Diam ----- ----- -- ----- ----- 2 25.0 10.7 W8X10 0 2 A325 0.500 PARTIAL WALLS: --Bay_Id-- Base Start End Height Type 1 1 8.00 C GIRTS: Girt Girt Type Lap ZB 0.000 GIRT LOCATION: Bay No. Girt -Location Id Girt 1 --- ---- -------- 1 1 8.0000 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt 1 1 1 8X25C16 GIRT INSIDE FLANGE STRAP: Max_Strap_Space= 8.0000 Rows_Of_Straps_At_Bay 1 3 WALL BRACING: Bay Brace Brace Brace Id Height Type Diam 1 10.79 Cable 0.250 ------------------------------------------------------------------------------- 02-069;L.H.Tanner Co FRAMING SUMMARY: Back Sidewall 5/31/02 1:25 m ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- PARTIAL WALLS: --Bay_Id-- Base Start End Height Type ----- --- ------ ---- 1 4 8.00 C GIRTS: Girt Girt Type Lap ZB 3.000 GIRT LOCATION: Bay No. Girt —Location Id Girt 1 --- ------------ 1 1 8.0000 2 1 8.0000 3 1 8.0000 4 1 8.0000 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt 1 --- ------------ 1 1 8X25C16 2 1 8X25C16 3 1 8X25C16 4 1 8X25C16 GIRT INSIDE FLANGE STRAP: Max_Strap_Space= 8.0000 Rows_Of_Straps At_Bay 1 2 3 4 ---- ---- ---- ---- 2 2 2 2 WALL BRACING: Bay Brace Brace Brace Id ----- Height ------ Type -------- Diam ----- 1 12.00 Cable 0.250 --I Adel Steel, Inc. 601,S.Elm St. Adel, GA 31620 STRUCTURAL DESIGN CALCULATIONS FOR L.H.Tanner Construction 2716 Forsyth Road Suite 110 Winter Park,FL 32792 Hanger Facility(Bldg No 516) 26 th Place & Carrier Av Orlando -Sanford Airport 2069 BUILDING DATA Width (ft) = 25.0 Length (ft) = 80.0 Eave Height (ft) = 12.0/ 13.0 Roof Slope (rise/12 ) = 0.50 Dead Load (psf ) = 2.0 Roof Live Load (psf )= 20.0 Frame Live Load (psf )= 16.0 Collat. Load (psf ) = 3.0 Wind Speed(mph ) = 120.0 Wind Code = FBC 00 Closed/Open = C Exposure = B Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Coeff (Ss*Fa) = 0.05 Designer 5/31/02 *** End Of Page *** ------------------------------------------------------------- 02-069;L.H.Tanner Co Design Loads For Each Building Component 5/31/02 1:25pm FRONT SIDEWALL: --------------- WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 19.1 -20.9 Girt/Header 21.5 -26.6 Panel 19.1 -20.9 Jamb 28.5 -28.5 Parapet BACK SIDEWALL: --------------- WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 19.1 -20.9 Girt/Header 21.5 -26.6 Panel 19.1 -20.9 Jamb 28.5,-28.5 Parapet LEFT ENDWALL: -------------- BASIC LOADS: Dead Live Snow Collateral Basic Wind -Load Load Load Load Load Wind Ratio 2.0 16.0 0.0 3.0 21.9 1.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 19.1 -20.9 Column 19.1 -20.9 Girt/Header 19.1 -20.9 Jamb 21.5 -26.6 Panel 28.5 -28.5 Parapet WIND COEFFICIENTS: Surf Rafter_Wind_1 Rafter -Wind 2 Bracing_Wind Long Surface Id Left Right Left Right Left Right Press Friction 1 0.00 0.00 0.00 0.00 0.28 -0.51 0.00 0.00 2 -0.98 -0.98 -0.62 -0.62 -0.98 -0.98 -0.96 0.00 3 0.00 0.00 0.00 0.00 -0.51 0.28 0.00 0.00 COLUMN & BRACING DESIGN LOADS: No. Load Live/ Brace_Wind Column -Wind Aux Load Id Dead Collat Snow Left Right Press Suct Id 11 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 3 1.00 1.00 0.75 0.00 0.00 0.75 0.00 0 4 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0 5 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0 6 0.60 0.60 0.00 1.00 0.00 0.00 0.00 0 7 0.60 0.60 0.00 0.00 1.00 0.00 0.00 0 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0 10 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0 11 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0 RAFTER DESIGN LOADS: No. Load Live/ Rafter_Wind_l Rafter Wind 2 Aux Load Id Dead Collat Snow Left Right Left Right Id 12 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 3 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0 4 1.00 1.00 0.75 0.00 0.75 0.00 0.00 0 5 1.00 1.00 0.75 0.00 0.00 0.75 0.00 0 6 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0 7 0.60 0.60 0.00 1.00 0.00 0.00 0.00 0 8 0.60 0.60 0.00 0.00 1.00 0.00 0.00 0 9 0.60 0.60 0.00 0.00 0.00 1.00 0.00 0 10 0.60 0.60 0.00 0.00 0.00 0.00 1.00 0 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 RIGHT ENDWALL: -------------- BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Load Load Load Load Wind Ratio 2.0 16.0 0.0 3.0 21.9 1.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 19.1 -20.9 Column 19.1 -20.9 Girt/Header 19.1 -20.9 Jamb 21.5 -26.6 Panel 28.5 -28.5 Parapet WIND COEFFICIENTS: Surf Rafter_Wind_1 Rafter_Wind_2 Bracing_Wind Long Surface Id Left Right Left Right Left Right Press Friction 1 0.00 0.00 0.00 0.00 0.28 -0.51 0.00 0.00 2 -0.98 -0.98 -0.62 -0.62 -0.98 -0.98 -0.96 0.00 3 0.00 0.00 0.00 0.00 -0.51 0.28 0.00 0.00 COLUMN & BRACING DESIGN LOADS: No. Load Live/ Brace Wind Column Aux Load Id Dead Collat Snow Left Right Press -Wind Suct Id 11 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 3 1.00 1.00 0.75 0.00 0.00 0.75 0.00 0 4 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0 5 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0 .6 0.60 0.60 0.00 1.00 0.00 0.00 0.00 0 7 0.60 0.60 0.00 0.00 1.00 0.00 0.00 0 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0 10 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0 11 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0 RAFTER DESIGN LOADS: No. Load Live/ Rafter_Wind_1 Rafter_Wind 2 Aux Load Id Dead Collat Snow Left Right Left Right Id 12 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 3 1.00 1.00 0.75 0.75 0.00 0.00 0.00 0 4 1.00 1.00 0.75 0.00 0.75 0.00 0.00 0 5 1.00 1.00 0.75 0.00 0.00 0.75 0.00 0 6 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0 7 0.60 0.60 0.00 1.00 0.00 0.00 0.00 0 8 0.60 0.60 0.00 0.00 1.00 0.00 0.00 0 9 0.60 0.60 0.00 0.00 0.00 1.00 0.00 0 10 0.60 0.60 0.00 , 0.00 0.00 0.00 1.00 0 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 ROOFDES: BASIC LOADS: Dead Live Snow Collateral Basic Wind_Load Surface Load Load Load Load Wind Ratio Friction 2.0 20.0 0.0 3.0 21.9 1.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct_R 10.0 -23.7 Purlins 10.0 -32.7 Panels 9.9 -7.1 -15.1 Bracing PURLIN DESIGN LOADS: Surf No. _Des Load Live/ Wind Wind Aux Id Loads Id Dead Collat Snow Press Suct Id 2 20 1 1.00 1.00 0.00 0.00 0.00 0 2 1.00 1.00 1.00 0.00 0.00 0 3 1.00 1.00 0.75 0.75 0.00 0 4 1.00 1.00 0.75 0.00 0.75 0 5 0.60 0.60 0.00 1.00 0.00 0 6 0.60 0.60 0.00 0.00 1.00 0 7 1.00 1.00 0.00 0.00 0.00 1 8 1.00 1.00 0.00 0.00 0.00 2 9 1.00 1.00 0.00 0.00 0.00 3 10 1.00 1.00 0.00 0.00 0.00 4 11 1.00 1.00 0.00 0.00 0.00 5 12 1.00 1.00 0.00 0.00 0.00 6 13 1.00 1.00 0.00 0.00 0.00 7 14 1.00 1.00 0.00 0.00 0.00 1 15 1.00 1.00 0.00 0.00 0.00 2 16 1.00 1.00 0.00 0.00 0.00 3 17 1.00 1.00 0.00 0.00 0.00 4 18 1.00 1.00 0.00 0.00 0.00 5 19 1.00 1.00 0.00 0.00 0.00 6 20 1.00 1.00 0.00 0.00 0.00 7 BRACING DESIGN LOADS: Surf No. _Des Load Live/ Wind Wind Aux Id 1, Loads Id Dead Collat Snow Press Suct Id 2 4 1 1.00 1.00 1.00 1.00 1.00 0 2 1.00 1.00 0.00 0.00 0.00 0 3 0.60 0.60 0.00 1.00 1.00 0 4 0.60 0.60 0.00 0.00 0.00 0 AUXILARY LOADS: No. Aux No. Add -- Comb 41 -- -- Comb #2 -- -- Comb #3 -- Aux Id Combs Add -Id Coeff Add -Id Coeff Add -Id Coeff 7 1 1 1 0.50 2 1 2 0.50 3 1 3 0.50 4 1 4 0.50 5 2 1 0.50 2 0.50 6 2 2 0.50 3 0.50 7 2 3 0.50 4 0.50 ADDITIONAL LOADS: No. Add Load P Dx - Concentrated Add Id Type Wpi Wp2 Dxl Dx2 - Uniform 4 1 D -20.0 -20.0 0.0 20.0 2 D -20.0 -20.0 20.0 40.0 3 D -20.0 -20.0 40.0 60.0 4 D -20.0 -20.0 60.0 80.0 RIGID FRAME #1: --------------- BASIC LOADS: Basic Defl Seis Weak_Axis_React Dead Live Snow Collateral Wind Ratio Load L_Col R_Col 2.0 16.0 0.0 3.0 21.9 1.00 0.0 0.0 0.0 WIND COEFFICIENTS: Surf--wind_1-----Wind-2 --- Surface Id Left Right Left Right Friction 1 0.22 -0.47 0.58 -0.11 0.00 2 -0.87 -0.87 -0.51 -0.51 0.00 3 0.00 0.00 0.00 0.00 0.00 DESIGN LOADS: -------------------- Load _Coefficients ------------------- No. _Des Load Live/ Live ---Wind 1-- ---Wind 2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 24 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 3 1.00 1.00 0.75 0.00 0.75 0.00' 0.00 0.00 0.00 0 4 1.00 1.00 0.75 0.00 0.00 0..75 0.00 0.00 O.do 0 5 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0 7 0.60 0.60 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 8 0.60 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 9 0.60 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 10 0.60 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 11 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 12 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 13 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 14 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 17 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 18 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 19 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 20 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 21 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 22 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 23 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 24 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 *** End Of Page *** 02-069;L.H.Tanner Co Reactions, Anchor Bolts, & Base Plates 5/31/02 1:25pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- ----- ----- ---- Foundation Loads (k) ---- --------- ----------------- Frame Col Max Pos Val Max Neg Val Anc. Bolt Base Plate Line ----- Line ----- Id -- Horiz ----- Vert ----- Id Horiz -- ----- Vert ----- No. --- Diam ----- Width ----- ----- Len Thick ----- 1 B 1 0.00 2.98 7 0.00 -1.91 4 0.625 6.00 8.00 0.250 1 A 1 0.00 3.11 7 0.00 -2.03 4 0.625 6.00 8.00 0.250 *5 A 1 1.97 6.73 2 -2.00 -2.21 4 0.750 5.00 9.87 0.375 3 -0.75 -8.07 ------------------------------------------------------------------------------ *5 Frame Lines : 5 4 3 2 Load Load Id Combination ---- ------------------------------ 1 DL+CO+LL 2 0.60DL+0.6000+WL2 3 0.60DL+0.6000+LnWndL 4 0.60DL+0.6000-LnWndL 5 DL+CO+0.75LL+0.75WL2 6 0.60DL+0.6000 7 0.60DL+0.6000+WLI+WS BRACING/PANEL SHEAR REACTIONS: ------------------------------ -------Bracing(k )-------- Panel ---Wall-- Col ----Wind---- --Seismic--- Shear Loc Line Line Horz Vert Horz Vert (lb/ft) ---- ---- ----- ----- ----- ----- ------------ L_EW 5 Rigid Frame At Endwall F SW B 4 ,3 1.36 0.74 0.11 0.06 R_EW 1 B 0.99 0.41 0.04 0.02 A 0.67 0.27 0.04 0.02 B SW A 1 ,2 1.30 0.64 0.10 0.05 02-069;L.H.Tanner Cc Additional Reactions Report 5/31/02 1:25pm Rigid Frame Column Reactions ---------------------------- Frame Col ---Dead--- Collateral ---Live--- --Live_R-- -Wind Line ----- Line ------ Horiz ----- Vert ----- Horiz ----- Vert ----- Horiz Vert Horiz Vert Horiz _L1-- Vert *5 ------------------------------------------------------------------------------ A 0.23 0.92 0.27 0.92 ----- 1.46 ----- 4.89 ----- ----- 0.00 0.00 ----- -2.23 ----- -5.80 Frame Col -Wind _R1-- -Wind_L2-- -Wind _R2-- Seismic_L- Seismic_R- Line ----- Line ------ Horiz ----- Vert ----- Horiz Vert Horiz Vert Horiz Vert Horiz Vert *5 ------------------------------------------------------------------------------ A -0.71 -5.94 ----- -2.30 ----- -3.31 ----- -0.78 ----- -3.45 ----- ----- 0.00 0.00 ----- 0.00 ----- 0.00 *5 Frame Lines : 5 4 3 2 Endwall Column Reactions ------------------------- -Out Of Plane - Frame Col Dead Collat Live-Brc_Wind L- -Brc Wind_R- Wind P Wind S Line Line Vert Vert Vert Horz Vert Horz Vert Horz Horz ----- ---- ----- ----- ----- ----- ----- ----- ----- ------ ------ 1 B 0.63 0.37 1.98 1.32 -3.21 0.00 -2.30 0.00 0.00 1 A 0.63 0.39 2.08 0.00 -2.25 0.89 -3.16 0.00 0.00 ---------------------------------------------------------------------------- Endwall Column Reactions ------------------------- Frame Col-Raf_Wind _L--Raf_Wind_R---Seismic_L---Seismic_R- Line Line Horz Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ------ 1 B 0.00 -2.66 0.00 -2.66 0.00 -0.02 0.00 0.77 1 A 0.00 -2.79 0.00 -2.79 0.00 0.02 0.00 0.74 ---------------------------------------------------------------------------- ------------------------------------------------------------ 02-069;L.H.Tanner Cc Seismic Design Report 5/31/02 1:25pm Building Data Code =IBC 00 Length = 80.00 Width = 25.00 Left Eave Height = 12.00 Right Eave Height = 13.04 Seismic Formula --------------- Shear Force, V = Omega*Rho*0.80*Fa*Ss*W/R Fa*Ss = 0.05 Rho = 2-20/(RMax*SQRT(W*L)) Building Weight For Seismic Bracing Calculations, W Snow 0.00 Roof Dead = 5.00 (psf ) Frame Dead = 2.00 (psf ) Roof Total = 7.00 (psf ) Weight= 14,00 (k ) EW Dead = 2.00 (psf ) Weight= 0.63 (k ) F_SW Dead = 2.00 (psf ) Weight= 1.04 (k ) B_SW Dead = 2.00 (psf ) Weight= 0.96 (k ) Total = 16.63 (k ) Seismic Forces -------------- Roof Bracing R = 5.00 , Rho = 1.11, RMax = 0.50, Omega= 2.00 W = 14.63 (k ) Force = 0.18 (k ) Sidewall Bracing Front R = 5.00 , Rho = 1.11, RMax = 0.50, Omega= 2.00 W 8.36 (k ) Force = 0.11 (k ) Back R = 5.00 , Rho = 1.11, RMax = 0.50, Omega= 2.00 W = 8.27 (k ) Force = 0.10 (k ) Endwall Bracing Right R = 5.00 , Rho = 1.11, RMax = 0.50, Omega= 2.00 W = 3.17 (k ) Force = 0.04 (k ) Rigid Frames R = 3.50 , Rho = 1.00, RMax = 0.25, Omega= 1.00 Frame 1 W = 4.00 (k ) Force = 0.04 (k:) End Plates Seismic factor= 3.00 i sue A 'LEDA' LEADS THE WAY - WE WANT YOUR BUSINESS III' ADEL STEEL, INC. 601 SOUTH ELM STREET ----- ADEL GEORGIA 31620 PHONE: (229)896-2263 ----- FAX:(229)896-4658 APPROVAL OF ADEL STEEL INC. DRAWINGS INDICATE THAT ADEL STEEL INC. CORRECTLY INTERPRETED AND APPLIED THE REQUIREMENTS OF THE CONTRACT DRAWINGS AND SPECIFICATIONS, WHERE DISCREPANCIES EXIST BETWEEN THE ADEL STEEL PLANS AND THE PLANS FOR OTHER TRADES, THE STRUCTURAL STEEL PLANS SHALL GOVERN, (SECT. 4.2.1 AISC CODE OF STANDARD PRACTICE 9TH ED,) DESIGN CONSIDERATIONS OF ANY MATERIALS IN THE STRUCTURE WHICH ARE NOT FURNISHED BY ADEL STEEL INC, ARE THE RESPONSIBILITY OF THE CONTRACTORS AND ENGINEERS OTHER THAN ADELSTEEL INC. UNLESS SPECIFICALLY INDICATED, BUILDING LOADS / DESCRIPTI❑N: WIDTHi 100 LENGTHi 80 HEIGHTi 22 /22 (BUILDING DIMENSI❑NS ARE N❑MINAL, REFER TO PLANS), THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED BY i FBC 00 THE CONTRACTOR IS TO C❑NFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT, ROOF DEAD LOAD: 2 PSF (ROOF PANELS & PURLINS) COLLATERAL LOAD, 3 PSF ROOF LIVE LOAD, 20 PSF ROOF SNOW LOAD, 0 PSF BASIC WIND SPEED, 120 MPH SEISMIC ZONE, - IMP❑RTANCE FACTORS, WIND L❑ADi 1.00 SNOW LOAD 110 SEISMIC LOAD 1.00 OTHER LOADS ROOF PANELS: C❑L❑Ri GalvaLume WALL PANELS: COLOR, ASH GRAY TRIM COLORS: CABLEi ASH GRAY C❑RNERi ASH GRAY EAVEi ASH GRAY FRAMED ❑PENING& ASH GRAY LINER PANELS: C❑L❑Ri N/ LINER TRIM: C❑LQRi N/ SPECIAL NOTES: NOTE: 4" Insulation on Roof & All Sheeted Walls for Both Buildings, Factory locate 54 Each 5'0" Walllites W/Trim Kits, Gutter & DownSpouts. 1.... Approval Changes 6/21/2002 PURCHASER: L,H,Tanner Construction PROJECT: Hanger Facility(B(clg,No,516) JOB NUMBER; 2069 i 0 80'-0" OUT —TO —OUT OF STFFI O5 N 20'-0" 2 20'-0" 3 20'-0" 4 20'-0" N X—Bracing- X—Bracing HAT O o I I F= o O D 00 HB ao HC oa 0 fn E_ p i) O H 0 o C 0 0o B 0 0 D 00 00 ■ ID I X—Bracing 18'-10" 20'-0" 20'-0" 20'-0" 20'-0" 25'X80'X12' LEAN TO BUILDING ON THIS SIDE —2n a Dia= 5/8" m Dia= 3/4" ANCHOR BOLT PLAN NOTE: All Base Plates ® 100'-0" (U.N.) - DESIGN CRITERIA FBC 00 BUILDING CODE Anchor Bolt Layout I8 PSF LIVE LOAD TO FRAMES rL e0 PSF LIVE LOAD TO PURLINS 120 MPH VIND LOAD ~0 or 0 PSF 3 PSF SNOW LOAD COLLATERAL LOAD L.H.Tanner Construction 2069 6/21 02 •inv vw n■ vx - r w" m■ ■s■a i i • AD EL STEEL, INC. IA0 e� IMPORTANCE USE FACTOR EMISURE SOIL COEFFICIENT 2716 Forsyth Road Suite 110 aa� oars N.T.S. 601 S.ELM STREET ADEL, GEORGIA 31 0.050 Av o.rr ■n+r 2 9-896-2263 229-B96-4658 c A■ Winter Park,FL 32792 B 1 HTTPi//W W W.ADELSTEEL.CIIM/ 407-677-0296 0 6 9, A E-MAILj STEELBADELSTEEL.CD Dia= 5/8" 1p 6 -j aFof u7 - T o. O O 4" 00 O I O 2" 8" 2 2" 11 1 2 DETAIL A Dia= 5/8" eel 90 - T - O O o I 4" OHO 4" 8" 2 2" EW Dia= 5/8" Dia= 3/4" o1� ore 9O Dia= 3/4" DETAIL D 4" 4" 2" 8" See Plan DETAIL B See Plan DETAIL E Dia= 5/8" o�o�e Dia= 3/4" -T- 90 -T- 1 N O O 00 I 4^ 4^ .. o O O `O 1 3 1 /4" 2" 8" I I I 8• 2" 2" F2--"�--�12" EW SW See Plan 1 -2 DEP.IL C DETAIL F See Plan DETAIL G NOTES FOR REACTIONS Building reactions are based on the following building data: Width (ft) = 100.0 Length t) = 80.0 Eave HeigFF�it (ft) = 22.0/22.0 Roof Slope nss/12) = 1.0 1.0 Dead Load ((psf ) = 0 Collateral Load (psf ) - 3.0 4" Roof Live Load (p sf 20.0 Frame Live Load 12.0 l sf Wind Speed (mph = 120.0 Wind Code = 18C 00 2" Exposure = B Closed/Open = C Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Coeff. (Ss+Fa) = 0.05 8" ANCHOR BOLT SUMMARY Ont Loc Dio Proj (in) (in) ----- ---- ----- ----- 0 8 RF 3/4" 2.50 ENDWALL COLUMNS REACTIONS (k) MAXIMUM VERTICAL DL+CO+LL = 6.4 MAXMUM VERTICAL DL+WL = -6.5 MAXIMUM HORIZONTAL DL+WL = 5.0 BRACING REACTIONS, PANEL SHEAR + Reactions (k ) Panel --Wall-- Col --Wind----Seismic- Shear Loc Line Line Harz Vert Harz Vert - (lb/ft)-- LEW 1 K 1.4 1.5 0.2 0.2 1 1.4 1.5 0.2 0.2 F-SW B 3 ,4 9.9 9.8 0.6 0.5 R-EW 5 Rigid Frame At Endwall B-SW M 4 ,3 4.9 4.9 0.2 0.2 4 ,3 4.9 4.9 0.2 0.2 RIGID FRAME REACTIONS (k) @2 3 4 DL + CL + LL IDL+CL+LL 15.33 F 15.3 f19.0 I 19.2 DL + WL WL WL WWL 12.7 L 6.6 Fj13.9 �y9.1 RIGID FRAME REACTIONS (k) 05 DL + CL + ILL DL+CL+ LL 15.5 15.5 yf 19.2 I 19.3 DL + WL DL WL WL WL 12.6 6.5 WL F� 13.8 8.9 DESIGN CRITERIA Fw 00 Dun-nuG CODE Anchor Bolt Layout 12 PSF LIVE LOAD TO FRAMES ly�yl lll� 20 PSF LIVE LOAD TO PURLINS 0 MPH WIN D LOAD 0 PSF SNOV LOAD 3 PSF COLLATERAL LOAD L.H.Tanner Construction 02 2069 6 21 •�• we M Mr - r vMr rw r��a i i, • LW MPORTANCE USE FACTOR ADEL STEEL, INC, D EXPOSURE 2A SOD. COEFFICIENT 2716 Forsyth Road Suite 110 N.T.S. 601 & ELM STREET ADEL, GEORGIA 31621 0.050 Av u wr w"er 229-896-2263 229-896-4658 0 A. Winter Park,FL 32792 ^/ HTTP //WWW.ADELSTEELCDM/ 407-677-0296 O 69 A E3L E-MAIL STEEL@ADELSTEELCO 6 /Z' It UZ Dia= 5/8" f 6" pa�o a r �Lo - T - 01O co I 4" O1O 2" 8" 22 2" 11 2 DETAIL I 11 Dia= 3/4" DETAIL G Dia= 3/4" _ T _ co 1 1 I 3" 8" IW 1 i/� 1 1/2" See Plan DETAIL H 100'X80'X22' A -FRAME BUILDING ON THIS SIDE 2 3 4 20'-0" 20'-C" 20'-0" 20'-0" High Eave I IJ) r O a N I X � S CNiJ C C flo I` n a CD N I N < O 7 v H H H 0o I r X-Bracing x 18'-10" Nit 20'-0$' 20'-0" 20'-0" 20'-0" Low Eave 2 3 4 bU -U UU I - I U-UU I Uh SFEEL ANCHOR BOLT PLAN NOTE: All Base Plates @ 100'-0" (U.N.) R LINE IV FRAME LINE _ RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES -----------------Column Reactions (k )----------------------------------- Frm Col Load Hmax V Load Hmin. V Anc. Bolt Base Plate (in) Grout Line Line Id H --Vmax --Id H Vmin No D(in) Wid Len k --------- ---------------------------------------- (in) 5 * A 1 2.0 6.7 2 -2.0 -2.2 4 0.750 5.000 9.870 0.375 0.0 3 -0.8 -8.1 5 * Frame lines: 5 4. 3 2 ENDWALL COLUMN: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES -----------------Column Reactions (k )----------------------------------- Frm Col Load Hmax V Load Hmin V Anc. Boltt Base Plate (in Grout Line Line Id H Vmax Id. H Vmin No D(in) Wid Len k --------- -- ------------- ---------------------------- (in) 1 B 1 0.0 3.0 4 0.0 -1.9 4 0.625 6.000 8.000 0.250 0.0 1 A1 0.0 3.1 4 0.0 -2.0 4 0.625 6.000 8.000 0.250 0.0 BRACING REACTIONS, PANEL SHEAR t Reactions (k ) Panel --Wall-- Col --Wind ---- Seismic- Shear Loc Line Line Harz Vert Harz Vert (lb/ft) L-EW 5 Rigid Frame At Endwall F-SW 8 4 ,3 1.4 0.7 0.1 0.1 R-EW 1 B 1.0 0.4 0.0 0.0 A 0.7 0.3 0.0 0.0 B-SW A 1 ,2 1.3 0.6 0.1 0.1 NOTES FOR REACTIONS 1. All loading conditions are examined and only maximum/minimum H or V and the s corresponding H or V are .reported. 2. Positive reactions are as shown in the sketch. Foundation loads are in opposite directions. 3. Bracing reactions ore in the plane of the brace with the H pointing. away from the braced bay. The vertical reaction is downward. 4. Building reactions are based on the following building data: Width (ft) - 25.0 Length = '.a Eave H g t (ft) = 12.0/ 13.0 - Roof Slope (nse/t2) = 0.5 i Dead Load psf ) = 2.0 ) Collateral Load (psf ) - 3.0 1 Roof Uve Load (paf 20.0 Frame Live Load (sf � 16.0 Wind Speed (mph = 120.0 1 Wind Code = IBC 00 1 Exposure B 1 Closed/Open = C Importance - Wind = 1.00 Importance - Seismic 1.00 Seismic Coeff (Ss*Fa) = 0.05 5. Loading conditions are: 1 DL+CO+LL 2 0.60DL+0.6000+WL2 3 O.60DL+0.6000+LnWndL 4 0.60DL+0.6000+WLI+WS ANCHOR BOLT SUMMARY ----- ---- ----- ----- Qnt Loc Dia Pro - (in) (in 016 RF 3/4" 2.50 rLorlk ADEL STEEL, INC. 601 3. ELM STREET ADEL' GEDRGIA 3160 229-896-2263 229-896-4658 HTTP,// W W W.ADELSTEEL.CDM/ E-MAIL, STEEL@ADELSTEEL.CO DESIGN CRITERIA Anchor Bolt Layout FBC00 Iu�D42aam 16 PSF LIVE LOAD Ta FRAMES 20 PSF LIVE LOAD TO PURLINS 120 MPH WIND LOAD 0 PSF 3 PSF SNOW LOAD COLLATERAL LOAD L,H,Tnnner Construction Aar 2069 5 31 D2 L00 D 2.0 IMPORTANCE USE FACTOR EXPOSURE SOIL COEFFICIENT 2716 Forsyth Road Suite 110 "es� N.T.S. m"mt 0.050 Av u"V "^+" o As Winter Park,FL 32792 407-677-0296 Q O R `J LJ t SPLICE BOLTS Splice , T.op Of Plate Bottom Of Plate Mark Qnt Typ Dia Len Qnt Typ Dia Len Sp- 1 20 A325 0.750 2.25 4 A325 0.750 2.25 Sp- 2 8 A325 0.750 2.00 4 A325 0.750 2.00 Sp- 3 10 A325 0.750 2.00 4 A325 0.750 2.00 Sp- 4 8 A325 0.750 2.00 4 A325 0.750 2.00 Sp- 5 20 A325 0.750 2.25 1 4 A325 0.750 2.25 BASE PLATES Col Plate Size Id Wid Thick Length RF1-1 6 n 1/2" r r 1 -3 5/16' RF1-6 10"5/8" 1'-7 3/8" FLANGE BRACES: Both Sides(U.N.) FBxxA(1): xx=length(in), (1)=one side A - L2X2X1/8 u 0 in I I T I N � Q � I 0 LL N .- r� + rK � U O I C o� '-3 9/16" 1'-0 11/16" 1'-0 11/16" 9 SP@ 5'-0" FB34A 1)- - FB35A 1) U E FD A- - - FB344-A�•1) - - - - RF1-3 RF 1-2 .i7 MEMBER SIZE T) PIECE WEB DEPTH WEB PLATE START END THICK LENG7 RF1-1 14.8 36.0 0.188 . 120.0 36.0/51.0 0.250 .116.0 51.0/51.0 0.250 24.0 RF1-2 51.0/42.1 0.250 64.4 42.1 /25.4 0.188 120.0 25.4/ 17.1 0.188 60.0 RF1-3 17.0/19.0 0.135 120.0 19.0/21.0 0.135 120.0 21.0/22.0 0.135 60.0 RF1-4 22.0/21.2 0.135 60.0 21.2/19.6 0.135 120.0 19.6/ 18.0 0.135 120.0 RF1-5 18.1 /26.1 0.188 60.0 26.1 /42.3 0.188 120.0 42.3/51.0 0.250 64.4 RF1-6 51.0/51.0 0.250 24.0 51.0/37.6 0.250 115.9 37.6/18.7 0.188 120.0 36��t-B,36A(1)FB36A 1) F q- RF1-4 90'-0 13/16" CLEAR +/- 100'-0" OUT -TO -OUT OF STEEL RIGID FRAME ELEVATION FOR FRAME LINE 2 3 4 '-0" 1) - . FB35A 1) FB466AA I o_ V) RF1-5 I OUTSIDE FLANGE INSIDE FLANGE W x T x LEN W x T x LEN 6 x 1 4 x 231.8 6 x 5 16 x 208.2 6 x 1 /4" x 24.0 6 x 3/8" x 59.4 6 x 1 /4" x 216.1 6 x 5/ 16" x 131.6 6 x 1 /4" x 24.0 6 x 1 /4" x 115.1 6 x 1 /4"' x 234.0 6 x 1 /4" x 234.0 6 x 1 /4" x 66.0 6 x 1 /4" x 64.2 6 x 1 /4" x 66.0 6 x 1 /4" x 64.2 6 x 1 /4" x 234.0 6 x 1 /4" x 234.0 6 x 1 /4" x 24.0 6 x 1 /4" x 175.6 6 x 1 /4" x 216.1 6 x 5/ 16" x 71.0 6 x 3/8"' x 59.4 6 x 3/8" x 207.4 6 x 1 /4" x 24.0 6 x 1 /4" x 231.6 '-1 7 18" 12 0 iIl T DESIGN CRITERIA FW 00 BUILDDrG CODE Frame Cross - Section 12 PSF LIVE LDAD TO FRAMES 0 PSF LIVE LDAD TD PURLINS 120 MPH LO VIND AD n O0Y II�IIII III 0 PSF 3 PSF SNOW LOAD COLLATERAL LOAD L.H.Tanner Construction 2069 6 21/02 •rYY vM M MY - wrt ml vim i • ADEL STEEL, INC. 1.00 D z.0 IMPORTANCE USE FACTOR EXPOSURE SOIL COEFFICIENT 2716 Forsyth Road Suite 110 v, prrrR N.T.S. 601 S ELM STREET ADEL.. GEORGIA 31621 0.050 Av 229-896-2263 229-896-4658 0 A. Winter Park,FL 32792 1 HTTP✓/WWW,ADELSTEEL.COM/ 407-677-0296 O69 X S I E-MAIL, STEEL@ADELSTEEL,COtt 6 2 ( 6 Z. SPLICE BOLTS - Splice , . Tip Of Plate Bottom Of Plate Me rk Qnt Typ Dia Len Qnt Typ Dia Len Sp- 1 20 A325 0.750 2.00 4 A325 0.750 2.00 Sp- 2 10 A325 0.750 2.00 4 A325 0.750 2.00 Sp- 3 10 A325 0.750 2.00 4 A325 0.750 2.00 Sp- 4 10 A325 0.750 2.00 4 A325 0.750 2.00 Sp- 5 20 A325 0.750 2.00 4 A325 0.750 2.00 BASE PLATES Col Plate Size Id Wid Thick Length RF2-1 6" 1/2" 1'-5 5/16" RF2-6 6" 1/2" 1'-5 5/16" OFLANGE BRACES: Both Sides(U.N.) FBxxA(1): xx=length(in), (1)=one side A - L2X2X1/8 MEMBER SIZE TABLE in PIECE WEB DEPTH WEB PLATE OUTSIDE FLANGE W x T x LEN INSIDE FLANGE W x Tx LEN START END THICK LENGTH RF2-1 R172-2 16.8 38.8 38.8/54.0 54.0/54.0 54.0/41.5 41.5/38.4 38.4/23.1 0.188 0.250 0.250 0.250 0.250 0.188 120.0 116.3 24.0 97.7 24.0 120.0 6 x 1 4 x 231.8 6 x 1 /4" x 24.0 6 x - 5/ 16" x 62.4 6 x 1 /4" x 237.2 6 x 5/16" x 6 x 1 /4" x 6 x 1 /4" x 6 x 1 /4" x 128.0 77.8 219.7 24.0 RF2-3 23.0/23.4 23.4/23.8 23.8/24.0 0.135 0.135 0.135 120.0 120.0 60.0 6 6 x x 1 /4" 1 /4" x 234.0 x 66.0 6 6 x x 1 /4" 1 /4" x x 234.0 64.0 RF2-4 24.0/23.8 23.8/23.4 23.4/23.0 0.135 0.135 0.135 60.0 120.0 120.0 6- 6 x x 1 /4" 1 /4" x 66.0 x 234.0 6 6 x x 1 /4" 1 /4" x x 64.0 234.0 RF2-5 23.1 /38.9 38.9/42.1 42.1 /55.0 0.188 0.250 0.250 120.0 24.0 97.8 6 x 1 /4" - x 237.2 6 6 x x 1 /4" 1 /4" x x 24.0 219.9 RF2-6 54.0/54.0 54.0/38.9 38 9 16 7 0.250 0.250 0 188 24.0 116.3 120 0 6 6 6 x x x 5/16" 1 /4" 1 4" x 62.4 x 24.0 x ')-Al 8 6 6 x x 5/16" 3/8" x x 76.8 128.0 1'-0 11/16" V-0 11/16" 9 SP© 5' -0>, 9 SP@ 5'-0- 4'- 1 7/1 4'-1 7 16" FB37A 1) u FB37A 1)B37A 1 B�A(})FB37�q(1) FB37A 1) 1 �,� 12 FB38A 1) - - - - - - - FB38A 1) 12 00 U: 0 Ln I I I cvn Q I �D m LO LL I N N I N N I �+ N 0 I g 0 I 00 8"1 1 14'-6 1 /2" 4 IZ-110L FBA(1) - - - --- -- -- RF2-3 - -- -00 -� -- -FB50A 1 RF2-4 N RFZ-2 ui RF-2_5 o I Ln Ln cn cn I a� In+ m o I Ln of N I N �+ N P�7 -j + N N CJ w 89'-6 15 16" 4'-6 9 16" 1. 8„ CLEAR +/- 100'-0" OUT -TO -OUT OF STEEL RIGID FRAME ELEVATION FOR FRAME LINE 5 DESIGN CRITERIA FBC 00 BUILDING CODE r a r e Cross Section 12 PSF LIVE LOAD TO FRAMES 20 PSF LIVE LOAD TO PURLINS 120 MPH WIND LOAD �:2069 0PSFSNOWLOAD3 PSF COLLATERAL LOAD B 21 OZ •uw ww nc rr-�,.wrt rot •aim iii• 1.00 IMPORTANCE USE FACTOR L,H,Tanner Construction D EXPOSURE mres ADEL STEEL, INC. 2.0 SOO. COEFFICIENT 2716 Forsyth Road Suite 110 N.T.S. 601 S. ELM STREET ADEL. GEORGIA 3162 0.050 Av o+.M xu.ew 229-896-2263 229-896-4658 ° A. Winter Park,FL 32792 ^{ HTTP,//WWW.ADELSTEELCOM/ 407-677-0296 O 6 J %\ S 2 E-MAIL, STEELMELSTEELCO FLANGE BRACES: Both Sides(U.N.) FBxxA(1): xx=Iength(in), (1)=one side A L2X2X1/8 ,z�1 /2" 12 0 I cV 24'-2 1 /8" CLEAR 25'-8" OUT —TO —OUT OF STEEL RIGID FRAME ELEVATION FOR FRAME LINE 5 4 3 2 ,- *40, IYY ILIOM MY-,[VNl1�OIIItlpt111• ADEL STEEL, INC. 601 S. ELM STREET ADEL, GEORGIA 3162 2 9-896-2263 229-896-4658 HTTP,/ /W W W,ADELSTEEL,COM/ E-MAIL STEELMDELSTEELCO DESIGN CRITERIA Frame Cross Section FBC00 DUILDMCODE 16 PSF LIVE LOAD TO FRAMES 20 PSF LIVE LOAD. TO PURLINS 120: MPH WIND LOAD 0 PSF 3 PSF SNOW LOA COLLATERADL LOAD - L,H;Tnnner Construction 2069 0or 5/31 D2 Lw D 2.0 IMPORTANCE USE FACTOR E%POSURE son COEFFICIENT 2716 Forsyth Road Suite 110 yy� N.T.S. 7 m-" 0.050 As Winter Park,FL 32792 407-677-0296 O 6 g S 3 -TO- UT OF STEEL 2 3 4 20'-0" 20'-0" 20'-0" 20'-0" v E-5 RF1-1 E-2 RF1-1 E-2 RF1-1 F-ARF2=1 I'�)— W I I a� I N W U UI W O I Q W � � (n 0 I MI I w F �I U WI M c W U LQ ID� O 7 (n I 0 w �I W ( WI B LI F2-2 q�J 100 W \J F2-3 Irn ^ Ld I )I U W kF2-4 I00 I IU W rF2-5 I� W B E-1 RF1-6 E-2 RF1-6 E-2 RF1-6 E-3 RF2 PURLIN 2'-1 3/4"'_1'-1 3/4_"1_ 2'-1 3/4" LAP T-1 3/4" 1'_1 3/4" -1 3/4" iv�w .ROOF FRAMING PLAN 25'X80'X12' LEAN TO BUILDING ON THIS SIDE 6 z/ d z I I I N A. I IEq� I i��E I 1-b-qqwhhll. �-Adl -W,.A Em- 0 WE 16 ME 0- I I I ER-2 MNL Arm, WML -11 DESIGN CRITERIA FDC 00 BUILDING- CODE. Roof r a r� i n g. 12 PSF LIVE LOAD To FRAMES IIIIII�JII\qy\t\�\\ 20 PSF LIVE LOAD TO PURLINS 0 MPH. WIND LOAD. _ oae� 3 PW COLLATERAL LOAD O89 B.Z1 OZ. 1.00 IMPORTANCE USE FACTOR LH.Tanner, Construction B EXPOSURE ADEL STEEL, INC. 2.0 SOD. COEFFICIENT 2716 Forsyth Road Suite 110 N.T.S. 601 S. ELM STREET ADEL, GEORGIA 3162 0.0= Av Aw . — 229-896-2263 229-896-4658 0 A' Winter Park,FL 32792 HTTPt//WWW,ADELSTEEL.COM/ 407-677-0296 0 6 9 �R1 I E-MAILi STEEL@ADELSTEEL.CO 10 - , - 20'-0" 0- (D I N I N 5 80'-0" OUT —TO —OUT OF STEEL 3 4 20'-0" 20'-0" 20'-0,, 25'X80'X12' LEAN TO ON THIS SIDE FL-38 (8) i 'lM' ll/A M W - 1[ WIf 1W1 Nlpf III' ADEL STEEL, INC. 6m S. ELMSTREET ADEL, GEORGIA 3162 229-896-2263 229-896-4658 HTTP, //W W W.ADELSTEEL.COM/ ,E-MAILi STEEL@ADELSTEEL.CO ROOF SHEETING PLAN PANELS: 24 Go. PBR Galvalume Roof Sheeting DESIGN CRITERIA FHC 00 BUILDING CODE 12 PSF LIVE LOAD TO FRAMES 20 PSF -LIVE LOAD TO PURLINS 120 MPH D PSF WIND LOAD SNOW LOAD 3 - P I.00SF COLLATERAL LOAD IMPORTANCE USE FACTOR L.H.Tonner Construction D 2.0 EXPOSURE SOIL COEFFICIENT 2716 Forsyth Rood Suite 110 I, As Winter Pork,FL 32792 407-677-0296 (3 O iI n N O 9I Li U iY D V) LL. 0 0 of Q ry _ 80'-0" OUT -TO -OUT OF STEEL 4 3 2 20'-0" 20'-0" 20'-0" 20'-0" Q RF1 —41 RF1 —41 RF1 —41 P-41 (Typ) P-42 (Typ) P-43 (Typ) P-44 (Typ) PURLIN 2'-1 3��/__4__"11'-1 3/4" 2'-1 3/�4"1 LAP 2 3/4"-1 3/4" 12'-1 3/4" 100'x80'x22' BUILDING ON THIS SIDE ROOF FRAMING PLAN •nr ws n� Mr - c rr m� mom i ADEL STEEL, INC. 601 S. ELM STREET A23- GEORGIA 3162 ROFi ING 229-896-2263 229-896-4658 HTTPt// W W W.ADELSTEEL.COM/ E-MAIL, STEEL2ADELSTEEL.CD li VJ DESIGN CRITERIA FBC w BUILD INf3 CODE Roof Framing 16 PSF LIVE LOAD TO FRAMES 20 PSF LIVE LOAD TO PURIINS 120 MPH 0 PSF WIND LOAD SNOV LOAD 3 PSF 1.00 COLLATERAL LOAD IMPORTANCE USE FACTOR L.H.Tanner Construction B 2.0 EXPOSURE SOIL COEFFICIENT 2716 Forsyth Road Suite 110 0.050 Ay 0 A. Winter Park,FL 32792 407-677-0296 i o- O Ln N wI Ld U LL ry n U) LL - I ') II) N 1 80'-0" OUT -TO —OUT OF STEEL 4 3 2 1 20,_0N 20'-0" 20'-0" 20'-0" 100'X80'X22' BUILDING ON THIS SIDE ROOF SHEETING PLAN PANELS: 24 Ga. PBR Galvalume DESIGN CRITERIA F600 BUILDINGBUILDING MDE Roof Sheeting 36 PSF- LIVE LOAD TO FRAMES 20 LIVE LOAD TO PURLINS 120. MPN WIND LOAD _ AD a PSF COLLATERAL LOAD L,H.Tanner Construction 069 ove. 5/31/02 •;vne >K vn--r wrtm�u�m iii• 1.00 WPORTANCE USE FACTOR ADEL STEEL, INC. a EXPOSURE 601 S. ELM STREET ADEL, GEORGIA 31 2.0 SOIL COEFFICIENT 2716 Forsyth Road Suite 110 N.T.S. 0.050 Av gawy Nner u A. Winter Park,FL 32792 ^ `J ^ 2 9-896-2263 229-896-4658 HTTP✓/ W W W,ADELSTEEL.ClJM/ 407-677-0296 O`.J� E-MAILi STEEL@ADELSTEEL.CO 11 1/2" 19'-0 1/2- 12 I 1'=8" " I O I � N i N LO O 00 GIRT LAPS M " OUT -TO -OUT OF STEEL 20'-0" 20'-0" 1'-1 3/4" -1 3/4" 1 -1 3/4" -1 3/4" 1-1.3/4--1 3/4" 1'-1 3/4" -1 3/4" `� END `WALL FRAMING: FRAME LINE 1 `� FL-13C FL-13, FL-130 O �- FL-13, FL-13D ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Ga. PR - Ash Gray O I 00 DESIGN CRITERIA FDC 00 Hun-1) CODE EndwaU Framing & Framing 12 PSF LIVE LOAD TO FRAMES 10 PSF LIVE LOAD TO PURLINS a MPH WIND LOAD 3 � COLLA LOAD LOAD �2069 o e. 6 21 /02 100 IMPORTANCE USE FACTOR L.H.Tanner ConstructionEXP ADEL STEEL, INC. e.0 G cSAM FICIENT 2716 Forsyth Road Suite 110 N.T.S. 601 S. ELM STREET ADEL,- GEORGIA 3162 0.050 Av 229-896-2263 229-896-4658 A. Winter Park,FL 32792 HTTP✓/WWW.ADELSTEEL.COM/ 407-677-0296 O 69 E W 1 E-MAIL, STEEL@ADELSTEELCO Q1" 12 100'-0" OUT -TO -OUT OF STEEL B C E G H J L M 5'-2" 17'-11 3 16" 17'-11 3 16" 17'-11 3 16" 17'-11 3 16" 17'-11 3 16" 5'-2" RA1 12 �- ID 11 _ —4 --- N ------ _ 2'-0 G-13 G-13 G-13 G-13 G-13 a G-1 EC 8 EC 9 EC 9 Is Ill EC-8 I G-15 I iv G-1 I G-15 i N G-1 i G- 5 I N u� G N I I i i ic) I I i 00 9' INER EDGE OF CEE TO INER EDGE OF CEE °0 I 00 L E I I EC-7 EC-7 ENDWALL FRAMING: FRAME LINE 5 8"X2,5"X12 GA CEE CAP OVER W12X14 COL FL- 13C - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -� ENDWALL SHEETING & TRIM: FRAME LINE 5 PANELS: 26 Go. PR - Ash Gray W12X14 O/S OF BUILDING STUBB C 0 I N SECTION AT A -A DESIGN CRITERIA FOC 00 DUILDM COME Enclwo U Framing/Sheeting 12 PSF LIVE LOAD TO FRAMES 0 PSF 1MPH LIVE LOAD TO PURLINS WIND LOAD IIIIIIII III 0 0 PSF 3 PSF SNOV LOAD COLLATERAL LOAD L.H.Tanner Construction 2069 6 21/02 •�a•ws n�Vw-�c �wr rw vws�i�• 1.00 IMPORTANCE USE FACTOR yw �yy ADEL STEEL, INC. 2.0 mn-� COEFFICIENT 2716 Forsyth Road Suite 110 N.T.S. 601 S. ELM STREET. ADEL• GEORGIA 3162 0.050 Ay 2 9-896-2263 229-896-4658 A. Winter Park,FL 32792 HTTP, // W W W.ADELSTEEL,COM/ 407-677-0296 0 6 9 E W 2 E-MAIL, STEEL@ADELSTEEL.CO 25'-0" OUT -TO -OUT OF STEEL 24'-0 1 2" 11 1/2" 1 /2 f --- ---- ERI41 �1 12 N10 — i LO 09 I I I t e G- 2 y O 17 o ( C) I o i co Ge/A� g\42 i ro a 0 P FOR (--'.MU BY OTHER TR S E3 ------------------------ EC-41 ENDWALL FRAMING: FRAME LINE 1 FL-130 I OPEN FOR CMU BY OTHER TRADES i ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Ga. PR - ASH GRAY 6/Ll/02 i •iow yr nc w - t vwr me vim i i ADEL STEEL, INC. 601 3, ELM STREET ADEL, GEDRli 32 wvo rw 229-896-2263 229-896-4656 HTTP, // W W W.ADELSTEEL,COM/ ,,E-MAIU STEEL@ADELSTEELCO \ DESIGN CRITERIA Endwall Framing/Sheeting Oo OSCODE 16 PSF 16 LIVE LOAD TO FRAMES LIVEL 20 PSF LIVE LOAD TO PURLINS 120 MPH LOAD R0� oPw 0 PSF 0 3 PSF SNOV LOAD SNOW COLLATERAL LOAD- L.H.Tanner, Construction 2069 5 31 02 I.00 D 2.0 IMPORTANCE USE FACTOR EXPOSURE SOIL COEFFICIENT 2716 Forsyth Road Suite I10 yy� N.T.S. prYt 0.070 Av 4...r caner o As Winter Park,FL 32792 407-677-0296 0 6 9 E W 3 I I I I H R172-1 RF1-1 RF1-1 RF1-1 EC-1 GIRT 1'-1 3� 1'-1 3( 1 1'-1 3/ LAPS 1 -1 3/4' 1 -1 3/4' 1 -1 3/4' SIDEWALL FRAMING: LINE M (Gutters with 5 downspouts) FL-74A 27 LIGHT PANELS 5'-3 15 16" 01HHHOHOH11 R I I R N I m N I m N I m N I m R N I m N I 0) R N I a) N I 01 R N I O) R N- I m N I m t N I m • N I 0) • N I m • • N I m R N I m t N I m • N I O) R N I m t N i m • N I 0) • N I 01 R N 1 m N I 0) N I m L------------------------------� SIDEWALL SHEETING & TRIM: FRAME LINE M PANELS: 26 Go. PR - Ash Gray N M 00 I J lL DESIGN CRITERIA FBC 00 BUILDING CODE Sidewall Framing/Sheeting 20 PSF LIVE LOAD TO FRAMES 110 PSF LIVE LOAD TO PURLINS e0 MPH WIND LOAD 0 PSF SNOW LOAD es� ner� 3 PSF COLLATERAL LaAa L.H,Tnnner Construction 2069 6 21/02 •uar we n<1Rr-�•wrtwl uRm ii)• 1.00 IMPORTANCE USE FArLl' 4 KCTOR. fear+ ADEL STEEL, INC. ?.0 EXPO C)O3EFFICIENT 2716 For Road Suite 110 N.T.S. 601 S. ELM STREET ADEL• GEORGIA 3160 0.050 Av u+eM her 229-896-2263 229-896-4658 a A. Winter Park,FL 32792 1 HTTP1//WWW.ADELSTEEL.COM/ 407-677-0296 0 6 9 SW I E-MAIL, STEEL@ADELSTEEL.CO 1 25'-0" OUT —TO —OUT OF STEEL A B RA1 12 A9 ----- i i I i i o —41 lffl Br Stro C) I o c 00 OPEN FOR CMU BY OTHER TRADES L------------------------- ENDWALL FRAMING: FRAME LINE 5 FL-13, FL-13D i i I OPEN FOR CMU BY OTHER TRADES ENDWALL SHEETING & TRIM: FRAME LINE 5 i PANELS: 26 Ga. PR — ASH GRAY i •io1• urt M Mr - � w" mw>m�m ADEL STEEL, INC, 601 S. ELM STREET ADEL, GEO— 31 229-896-2263 229-896-4658 HTTP,// W W W,ADELSTEEL.COM / J-MAIb STEELRADELSTEELZ03 DESIGN CRITERIA EndwaU F-ro ming/Sheeting FaC 00 BUILDING CODE 16 PSF LIVE LOAD TO FRAMES 20 PSF LIVE LOAD TO PURL.INS 120 MPH WIND LOAD- Der 0 PSF 3 PSF SHOW LOAD COLLATERAL LOAD L,H.Tanner Construction 2069 5 31/02 .IAO D 24 IMPORTANCE USE FACTOR EXPOSURE SOIL COEFFICIENT 2716 Forsyth Rood Suite 110 aea� N.T.S. A60 wr. — O As Winter Pnrk,FL 32792 407-677-0296 0 6 g E W 4 i EC-6 RF1-6 RF1-6 RF1-6 GIRT 1'-1 3ZA7 1•-1 34 - V-1 3[� LAPS 1-1 3/4" 1 -1 3/4' 1 -1 3/4" SIDEWALL FRAMING: LINE B L 6 /L/ /0'L (Gutters with 5 downspouts) -7 A P271 I Ir_WT PAAIFI C 5'--4 1 S /1 R" SIDEWALL SHEETING & TRIM: FRAME LINE B PANELS: 26 Go. PR - Ash Gray RF2-6 iO3 i DESIGN CRITERIA 1C DO BUILDING CODE Sicdewo U Framing/Sheeting F 12 PSF LIVE LOAD TO FRAMES 0 PSF LIVE LOAD TO PURLINS 120 MPH WIND LOAD a 0 PSF .SHOW LOAD 3 PSF COLLATERAL LOAD L,H.Tanner Construction 2069 6 21/02 •inr vrn n� rR - �a vwr �w uam i i i 1.00 IMPORTANCE USE FACTOR y.mq ADEL STEEL, INC. aw a.o mn_ cIENr 2716 Forsyth Road Suite 110 N.T.S. 601 S. ELM STREET ADEL, GEORGIA 31621 0.050 AvrA* unAn ranr 229-896-2263 229-896-4658 0 A' Winter Park,FL 32792 C //� n/ HTTP,//WWW.ADELSTEEL.CDM/ 407-677-0296 0 6 9 �J V V L E-MAIL, STEEL@ADELSTEEL,CD n 12 12 N N N N n n ro n r7 M 'q- x O O O O d- 00 co O CO O (D O cD O I I I I I I I I i I I I I I I I I in (n co (D i- i- 00 00 00 00 i- i- (0 co (n (n ENDWALL INSULATION: FRAME LINE 1 )2'� 1 "' 1'1 12 12 in cD 0 �t o Ln Ln Ln Ln Ln LO Ln Ln Ln tf) Ln t0 cD CD CD r O _ D _ O _ _ _ _ _ _ _ _ . d 't 00 co O (D O cc O cD I i I I I i I I I I I I I i —ice— �r 4 (n (n co co co co (n — in 4 -4- 10 ENDWALL INSULATION: FRAME LINE 5 -t 117 to 117 to U7 x r LO t() to in in to Ln Ln to in Ln In Un I i I I I I I I I I I I I I On, _ 0" CA O CA On m 0) m CA m O CA 1 — t— -L� S DEWALL INSULATION: FRAME LINE B r x x r r r r r r cD I cD I cD I cD I c0 I c0 I cD I cD i c0 I 10 I c0 I c0 I cD I cD I 4 � 4 4 � � � 4 � �f - � 4 SIDEWALL INSULATION: FRAME LINE M LEGEND: 78,_Q„ (1) Length (Roll #) 6 l.( Q Z_. ✓� y 80'-0" OUT —TO —OUT OF STEEL 20'-0" 20'-0" 20'-0" 20'-0" EC-41 RF1-41 RF1-41 RF1-41 RF1-41 SIDEWALL FRAMING: LINE A (Gutters with 6 downspouts) FL-74A N I N I e N I ¢ N I N I ¢ N I e N I ¢ N I ¢ N I e N 1 N I N I e N I N I e N I ¢ N I ¢ N I N I N I ¢ N I ¢ N I c N I N I ¢ N I N I ¢ N I ¢ N I :r 'r a - 'r '.r :r :r 'v '�r 'a co i GO I I I OPEN FOR CMU BY OTHER TRADES I I ------------------------------------------------- --� SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Go. PR — ASH GRAY DESIGN CRITERIA Sidewall �rar�in g/Sheeting. FDC 00 BUIL13M CODE jr, LIVE LOAD TO FRAMES 20 PSF LIVE LOAD TO PURLINS In MPH WIND LOAD- ¢w 0 PSF 3 PSF SNOW LOAD COLLATERAL LOAD L.H.Tanner, Construction 2069 5 31 02 1,00 e.0 IMPORTANCE USE FACTOR EXPOSURE SOIL COEFFICIENT 2716 Forsyth Rood Suite 110 aaaN N.T.S. 7D 0.000 Av a¢.cr X.eo" 0 A. Winter Po,rk,FL 32792 407-677-0296 O 6 9 S W 3 Q Q �0 1 /2" 12 i 00 N L r- i I 1 I ,€1DWALL INSULATION: FRAME LINE 5 ON 0 1 /2"� 12 v I I I I I ENDWALL INSULATION: FRAME LINE 1 Y Y c cD cD c0 (O co CO cfl c0 c0 cD cD cp c0 cD SIDEWALL INSULATION: FRAME LINE A 4" Insulation on Roof & All Sheeted WA Is. LEGEND: 56 —6 (1) Length (Roll #) - - J_./ BOLTS, SEE RF BOLTED �ND�PLATES DWG FOR SIZE TOP�LANGEt'" II II � II II O O II BASE ANGLE WALL PANEL I I - " W BOLTED o 0 END PLATE -TOP BOLTS, SEE STOP FLANGE O DRAWING FOR SIZE. O O I I II II O: O WEB '' lieo --INTERMEDIATE BOLTS, O O II BASE TRIM ; ,,o ''! THE NUMBER OF TOP ANCHOR BOLTS ANCHOR - - CONCRETE FOUNDATION WEB OR �_� GREATEROTHANLFOUR. a`o BASE PLATE BOLTS BASE PLATE BY OTHERS, MUST HE ADEQUATE TO SAFELY RESIST THE LOADS. BOTTOM FLANGE 0 BOTTOM ���TTW�GH ORSSIEE - PLAN ELEVATION PLAN ELEVATION IN THE REACTION REPORT, EXTENSION BEYOND FLANGE IS FLANGE O O .'e� r� 2 ANCHOR. BOLTS AT SIDEWALL COLUMN R 3 ANCHOR BOLTS AT SIDEWALL COLUMN SECTION THRU WALL PANEL Tl OPTIONAL FOR. TOP 6 BOTTOM FLANGE, Ul. BOLTED END PLATE RAFTER SPLICE BOLTS F R 'R,,�ER T❑ � U 3 AND CONCRETE FOUNDATION COLUMN CONNECTION �; Adel Steel, Inc. L.H.Tonner Construction PROJECT Hanger Facilit Bldg.No.5 STRUCTURAL DETAILS f ID 2069 DESIGN: DRAFT: CHECK: PROJECT 26 th Place & Carrier Ave DATE: SHEET OF ADDRESS Orlando—Sanford,FL SIDEWALL COLUMN SIDEWALL COLUMN ° "r~ �<o e e=:::� OFFIC:1 C01"'J"' SANFORD FIRE DEPARTMENT FIRE PREVENTION DIVISION 300 N. Park Ave., Sanford, FI.32771 / P. O. Box 1788, Sanford, Fl. 32772 (407302-1022 /FAX (407) 330-5677 Pager (407) 918-0388 Plans Review Sheet Date; _✓0y-2,. 2.0.02.. Business Address:---1320-E. 26 th. Street .(Building 516) Occ. Ch. 40.6/N.F.PA. 409> New —Aircraft Hanger (IO,, 000.sq.. ft-.type IV un-protected) with interib—T f re sprinkler system Business Name: Sanford/Orlando Airport Ph (407) 585-4010 FAX(407) 585-4110 Contractor: L.H. Tanner Construction Ph. (407) 677-0296 Fax (407)677-0219 Engineer: Kenneth E. Vogan P.E. Ph. (229) 896-2263 Fax(229)896-4658 Reviewed [ ] Reviewed wath comment =�X.Js Rejected Reviewed by: Timothy Robles, Fire Protection Inspector/Plans Examiner T�' Comment: Application —New Building. 10, 000 sq ft type IV -unprotected; with 20 ft high hanger door 1.1 Mixed — N/A (does not apply) 1.2 Special Definitions — (none) 1.3 Classification of Occupancy — Group II less than 30,000 s.y. 1.4 Classification of Hazard of Contents —High hazard 1.5 Minimum Construction —N/A 2.2 Means of Egress Components — { Exit from aircraft area shall not exceed 150' ft > exit through interior fire walls shall be provided at intervals of 100' ft. } SANFORD FIRE DEPARTMENT FIRE PREVENTION DIVISION 300 N. Park Ave., Sanford, FI.32771 / P. O. Box 1788, Sanford, FI. 32772 (407 302-1022 I FAX (407) 330-5677 Pager (407) 918-0388 2.3 Capacity of Egress — 100' per person (per F.F.P..C.) 2.4 Nutnber,of Exits'= O , Not less than two (2) exits;° prints"reflects (3) 2.5 Arrangement of Egress — Shall be remote from each other per sec 7.5 (Dead end corridors shall not exceed 50 ) 2.6 Travel Distance — OK 2.7 Discharge from Exits — complies with sec 7.7 per F.F.P.C. 2.8 Illumination of Means of Egress — O.K.; will field verify 2.9 Emergency Lighting—' rexDepartmenwall require emergencyI - h department will field veeify�under "MAIN ELECTRICAL SHUT OFF") 2.10 Marking of Means of Egress — O.K.; will field verify 2.11 Special Features —(Reserved) 3.1 Protection of Vertical Openings — Shall be in accordance of (8.2.5) FF.P.C. 3.2 Protection from Hazards — SOO gallon -holding tank shall meet N EP.A. 415 (separateprmit. . i-equired)or tank) . 3.3 interior Finish — Class "A " or "B " must meet N.F.P.A #256 for roof coverings 3.5 Extinguishing Requirements — as per NFPA #10 (2) 4A rated fire extinguishers (1)'2A-10BC rated fire-extinguisher required inside office (1) 120 B rated PUPLE-"K" fire extinguisher required inside hanger (locations on BLUE PRINT) 3.6 Corridors — single space tenant applies - 4 Special Provisions: Holding tank will require site plan& approval - 5 Building Services 5.1 Utilities : Shall comply with sec 9.1 5.2 HVAC —: Shall comply with sec 9.2 5.4 Rubbish Chutes, Incinerators, and Laundry Chutes — N/A Fire Sprinklers: Required Monitoring: Two (2) dedicated phone lines required for fire alarm monitoring 2 J•. l SANFORD FIRE DEPARTMENT FIRE PREVENTION DIVISION 300 N. Park Ave., Sanford, FI. 32771 / P. O. Box 1788, Sanford, FI. 32772 (407 302-1022 I FAX (407) 330-5677 Pager (407) 918-0388 Other: NFPA I & N.FP.A #409 3 A , FEMA REC'd SLAB REC'd INSPECTOR REQUEST FOR FINAL INSPECTION CERTIFICATE OF OCCUPANCY/COMPLETION ****NEW COMMERCIAL BUILDING**** DATE [A - 3 -a 2= PERMIT # 02- - Q,`70 ADDRESS � 3'2, PROJECT tAa+-"!2� CONTRACTOR �(t��-�'�S? :►� �6V�=i-✓1-�L� �JV�; The Building Division has received a request for a final inspection and a Certificate of Occupancy for the above referenced address. We would appreciate a final inspection of the site by your department. Approval by your department would result in a granting a C.O. for the address. If you have any issues that the contractor will need to address, please submit a statement for denial of C.O. or a conditional agreement to be attached to the C.O. Thank you for your cooperation. Engineering A Fire Public Works Zoning Utilities Licensing Conditions: (to be completed only if approval is conditional) GI IIj IIIGCIIIf Public Works Utilities Licensing COI1Ciltlons: (to be"completed only rf approval is conditional a R(v'G'wpv MrS =ING SA. A w FEMAREC'd SLAB REC' d SLAB /[�J INSPECTOR REQUEST FOR FINAL INSPECTION CERTIFICATE OF OCCUPANCY/COMPLETION ****NEW COMMERCIAL BUILDING**** DATE Via, 3 02 PERMIT # 02 --1(c, -10 ADDRESS Z(o'4-' �- PROJECT `)-oLj✓1 Ga=✓" . _. S , A A CONTRACTOR CFI✓�Q-►� -v.�.�1(.l C�-� �« he -tiding Division has received a request for a final inspection and a ertificate of Occupancy for the above referenced address. We would appreciate a final inspection of the site by your department. Approval by your department would result in a granting a C.O. for the address. If you have any issues that the contractor will need to address, please submit a statement for denial of C.O. or a conditional agreement to be attached to the C.O. Thank you for your cooperation. Engineering Fire Public � Utilities 302.- 254 1 t cf_.. a FEMA REC'd SLAB REC' 60 �(� • 454P INSPECTORd REQUEST FOR FINAL INSPECTION EM oft CERTIFICATE OF OCCUPANCY/CO P T ON,,, '' -ry �NA ****NEW COMMERCIAL BUILDI * * DATE � a - �--02 DEC o 4 2002 PERMIT # 0 20 rn ADDRESS 131-o �- z_ Vi P L \6,C PROJECT�� CONTRACTOR The Building Division has received a request for a final inspection and a Certificate of Occupancy for the above referenced address. We would appreciate a final inspection of the site by your department. Approval by your department would result in a granting a C.O. for the address. If you have any issues that the contractor will need to address, please submit a statement for denial of C.O. or a conditional agreement to be attached to the C.O. Thank you for your cooperation. / y Engineering g y Fire FEMA P , 1 A&q P =Q SLAB SLAB REC' d �1/ �-�-�REC ' d INSPECTOR REQUEST FOR FINAL INSPECTION CERTIFICATE OF OCCUPANC :SANFORD ****NEW COMMERCIAL BU NG**** DATE j ,� - 5 PERMIT # bZR E ADDRESS �32fl 1:-7 2P(-- PROJECT CONTRACTOR d U Y �pu� 1 v ac The Building Division has received a request for a final inspection and a Certificate of Occupancy for the above referenced address. We would appreciate a final inspection of the site by your department. Approval by your department would result in a granting a C.O. for the address. If you have any issues that the contractor will need to address, please submit a statement for denial of C.O. or a conditional agreement to be attached to the C.O. Thank you for your cooperation. Engineering Fire Public Works nin Utilities Licensing ;G �.. C Conditions: (to be completed only if approval is conditional) c- DUNKLIN Date: 12/4/02 12:43PM Subject: 1320 E. 26th Place Building Department: Please sign off for ZONING approvalton the CO request for 1320E 36th Place Hanga'r.:at-the a.. Orlando SanfordkAirport subtect to the following conditions 1 Hand acind finesign.shall compl.ywith.Ordinance No. 3211 (copy of sign detail is attached to Final Inspectiofn form)' 271 Stop sign shall be i,nstalled:at the driveway: uestions to the Enaineerina Dept staff: Since I can not find approved engineering plans for this project (or any plans for that matter) pose the following questions (see attached photos): a. Was overhead electrical power service approved for this project? b. Are wheel stops required in parking stalls next to sidewalk? c. Is landscaping required along Eastern site line? Russ L. Gibson, AICP Sanford Land Development Manager Phone: (407) 330.5669 Fax: (407) 330.5679 CC: BILAL IFTIKHAR; DAVID RICHARDS; EILEEN HINSON; NICK BALEVICH t�p 12' $250 FINE CITY ORD. 3211 zo T w NOTES 1. ALL LETTERS ARE 1' SERIES 'C', PER MUTCD. 2. TOP PORTION OF SIGN SHALL HAVE REFLECTORIZED (ENGINEERING GRAD BLUE BACKGROUND WITH WHITE REFLECTORIZED LEGEND AND BORDER. 3. BOTTOM PORTION OF SIGN SHALL HAVE A REFLECTORIZED (ENGINEERING GRADE) WHITE BACKGROUND WITH BLACK OPAQUE LEGEND & BORDER.. 4. FINE NOTIFICATION SIGN SHALL HAVE A REFLECTORIZED (ENGINEERING GRADE) WHITE BACKGROUND WITH BLACK OPAQUE LEGEND & BORDER. 5. ONE(1) SIGN REQUIRED FOR EACH PARKING SPACE. 6. INSTALLATION HEIGHT OF SIGN SHALL BE IN ACCORDANCE WITH SECTION 24-23 OF THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD). Jyof �,NFo9 City..of Sanford, Florida y( 1 Dept. of Engineering and Planning cF Mug`. ! Aqp ' `'' 'll ;l i N t 15 PA R l e 5 3 kr m A F s.. I FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires July 31,!2002 ELEVATION CERTIFICATE Important: Read the instructions on pages 1 - 7. ' SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: Policy Number BUILDING OWNER'S NAMEp BUILDING 8-TREET ADDR SS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number STATE ZIP CODE CITY Z i PROPERTY DESCRIPTI N (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) r _ L1\TITUDElLONGITUDE (OPTIONAL) HORIZONTAL DATUM: Jvum�. 1-1 — - %-7r"i•—--------- ----� — - ( or tJ#.tf####°) �_� NAD 1927 1-1 NAD 1983 Quad Map SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION n r n �n�n�ei inuTv NAMF R COMMUNITY NUMBER B2. COUNTY NAME B3. STATE E \P AND PANEL 85. SUFFIX B6. FIRM INUt7C �i • rut °� r^ -' DATE EFFECTIVE/REVISED DATE ZONES) (Zone AO, use depth of flooding NUMBER / . _ _ , _ I— It N •` ► 1 / Gi 1 Z t 1-7C 0 O ftr%D I t=-- I _rl I I I — B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. 1__1 FIS Profile 1__1 FIRM 1__1 Community Determined �� Other (Describe): ---------------------------- ----- B11.Indicate the elevation datum used for the BFE in B9: 1,1,<1 NGVD 1929 �� NAVD 1988 1__1 Other (Describe): __________ ----------- B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? 1__I Yes /x No Designation Date:__________________________ SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 1__IConstruction Drawings' 1__IBuilding Under Construction" Finished Construction "A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number _ l.__ (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/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 ents area of Section D or Section G, as appropriate, to document the datum conversion. calculation. Use the space provided or the Comm Datum l�L_ Conversion/Comments � 1li�S>_ _CQlS1�S[ hO' �-- �'-M- Elevation reference mark Does the elevation reference mark used appear on the FIRM? �� Yes _� No ❑ a) Top of bottom floor (including basement or enclosure) --______ram' ft.(m) ❑ b) Top of next higher floor ______1�_ • ___ ft.(m) ❑ c) Bottom of lowest horizontal structural member (V zones on _611A_ • ___ ft.(m) n o ❑ d) Attached garage (top of slab) ______1�1%A_ • ___ ft.(m) w ❑ e) Lowest elevation of machinery and/or equipment ',:, I Ff�► I<h-^ ;- servicing the building (Describe in a Comments area.) ____r.L�__ •Z_ ft.(m) E \ ❑ f) Lowest adjacent (finished) grade (LAG) ------- SL -_ • a ft.(m) Z ❑ g) Highest adjacent (finished) grade (HAG) ______� _ • �_ ft.(m) F ❑ h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade _Q__ ❑ 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. best efforts to interpret the data available. I certify that the information in Sections A, B, and C on this certificate represents my I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. ode, Section 1001. _ w t-. Z FFfAA nrm R 1_ 31 .II II nn CFF PP\/FPCF CIIIF F('1P (`(-1NT1Kl1 IATIMI PPPI A(.FC At 1 pPF\/I()1 IC Fr)lTlrlNC 0 i SANDCASTLE SURVEYING AND ENGINEERING, INC. ! 283 LIVE OAK BLVD CASSELBERRY, FL 32707 PHONE: 407-677-1411 FAX: 407-677-1406 Dec. 6,2002 Dec. 6, 2002 City Of Sanford Building Division P.O. Box 1788 Sanford, Fl. 32722-1788 RE: 1320 East 26`h Street Sanford, Fl. 32722-1788 To Whom It May Concern: The finished floor elevation of the structure located at 1320 East 26`h street Sanford, Fl., the legal description being as follows: Commencing at the South '/4 corner of section 6, township 20 South, range 31 East, Seminole County, Florida, thence run N00°18'56"W, along the North-South'/4 section line of said section 6, a distance of 2916.95 feet; Thence run due East 757.24 feet for a POINT OF BEGINNING; Thence continue due East 190.73 feet; Thence run N00°39' 17"W, 155.00 feet; Thence run due West 189.73 feet; Thence run S00017'06"E, 154.99 feet to the point of beginning, (Provided by client), meets or exceeds the requirements set forth in the City Of Sanford Code Chapter 6, sec. 6-7(a). Sincerely, Jo M.:=Shbe naker 'P':S.M. F ' err. No.'- 144"