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1600 SELVA MARINA DR COMM18-0005 steel building permit SCJ. , ' City of Atlantic Beach APPLICATION NUMBER (as r� Building Department (To be assigned by the Building Department.) 800 Seminole Road CJOAA m ( p _ /�cQs 6,v �-, Atlantic Beach, Florida 32233-5445 [� C� Phone(904)247-5826 • Fax(904)247-5845 {Z3 ` Q �;;��� E-mail: building-dept@coab.us Date routed: ( (` U City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: I(Ca `_ .1..kbc\- AA Pk2i tv artment review required Yes No B 11th Applicant: Go (L�, oss 3 D (Jv ning &Z�nin) C S CC � Tree Administrator J Project: 2 5 0 ST€€J.- I'jL _ - . is or s Public Utilities trbti��afetq� Fire Services [Review fee $ Dept Signature Review or Receipt Other Agency Review or Permit Required Date of Permit Verified ByIf) OP ,p Florida Dept. of Environmental Protection 1-,....",,,.- Florida Dept. of Transportation St.Johns River Water Management District C�' Army Corps of Engineers L "C. Division of Hotels and Restaurants . 1/46:i Division of Alcoholic Beverages and Tobacco �L Other: J U U APPLICATION STATUS Reviewing Department First Review: Approved. Denied. Not applicable d/ ( ircl- ore ) Comments: l/ /20-44* /J PLANNING &ZONING Reviewed by: c Date: 47/3 TREE ADMIN. Nota applicable Second Review: Approved as revised. Denied. pp PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: Approved as revised. ❑Denied. I 'Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 v --)6\ ,' .' 0 N v/, r*'+ E Fire Plans Review Fire Prevention Division 214 N. Hogan Street, Room 281 Jacksonville, Florida 32202 April 20, 2018 Boss Buildings 1600 Selva Marina COMM 18-0005 The Drawings submitted for permitting have been reviewed and Returned for Corrections. Please correct or provide the proceeding requested information to obtain plans approval. When resubmitting corrected sheets, please provide a written narrative letter responding to our comments and directing the plans reviewer to the sheets the changes have taken place. FAILURE TO SUPPLY RESPONSE LETTER "WILL" RESULT IN A RETURNED FOR CORRECTIONS PERMIT STATUS. Revised sheets should be clouded clearly showing areas were changes or corrections have occurred and re-inserted with the original set of drawings with old sheets removed. Unbound plans will not be reviewed. If this is an electronic submission please make sure that written narrative is submitted under correspondence along with a "complete set" (not just the revised sheets) of electronic documents. 1.)Fire Code Specific Code Summary The building code and fire code differ on occupancy types and uses and can make the proper application of the code difficult. Please provide in addition to normal building code summary a fire code specific summary based off the Florida Fire Prevention Code (current edition) to include all the following information listed below. Failure to provide accurate fire code summary may delay plans review approvals as we return plans for corrections and clarifications. • Occupancy type sub-classification (per NFPA 101 6.1) • BuiLding constructioniiype(per NFPA 101 8.2.1) • Gross square footage • Number of stories • Building height • Interior wall and ceiling finish requirements • Allowable dead end limits • Allowable Common path of travel limits • Allowable travel distance limits • Any fire protection systems (sprinkler, fire alarm, etc.) • Statement from architect or engineers that their design to the best of their knowledge complies with the 6th Edition Florida Fire Prevention Code (FFPC). Also all existing building must provide classification of rehabilitation work categories per NFPA 10143.1 2)The City of Jacksonville's Fire Marshal's Office requires the submittal of a life safety plan for building permits for all new construction and existing building alterations in order to ascertain if occupancy is currently code compliant and to assist fire inspector in performing Life Safety Inspections. Please provide a Life Safety Plan to include all the following information on one page. If Life Safety Plan was submitted and you are receiving this comment, it means that all of the required info listed below was not included in your original submittal. It is understood that all listed items may not apply in your situation. Required measurements: (Worst case only need be shown.) • Dead end corridors measurements. • Common path of travel measurements. • Total travel distance to exits. Required Lock Latch details: • Lock/Latch details: Panic Hardware, Thumb turn lock, Key Lock with indicator and required signage. Required Occupant Load Calculation: • Calculated occupant load using table 7.3.1.2 of NFPA 101 2015 edition. Required Egress Inches: • Egress inches for means of egress components (doors, stairs, etc.) Required Number of Exits: • All required exits shall terminate at a "public way". Access to the public way shall be via a stable, firm, and slip resistant conveyance such as a concrete sidewalk with a min. 5'x5' landing and 44" walkway. Required Exit Separation Distance: Separation of exits using the one half(non-sprinkled) or one third (sprinkled)the diagonal distance rule. Required Electrical Stop/Disconnect Details: • Any required Emergency stops or Shunt trips. • Main Electrical disconnects access/location. Required markings of means of egress: • Exit signs to include tactile exits signage. Required fire extinguisher Locations: • Locations per NFPA 10 to include K class fire extinguisher locations in kitchens. Required Emergency lighting: • Show emergency illumination. Required Lightweight Truss Signage: • Location of lightweight truss signage per FAC 69A-60.0081 (if applicable). Please see below for clarification to requirement. http://www.col.net/Departments/Planning-and-Development/Docs/Building-Inspection-Division/bulletin-f-01- 09-light-weight-truss-rule.aspx. 3.) Fire Department Access and Water Supply: Please provide the following information or provide approved City Development Number & 10 Set with plans. If a 10 set is not required our office still needs to confirm the following: •FIRE DEPARTMENT ACCESS: NFPA 1, 18.2.3.2.1 A fire department access road shall extend to within 50ft (15m) of at least one exterior door that can be opened from the outside and that provides access to the interior of the building. When required by the authority having jurisdiction, road(s) or parking lots providing access to the main entrance door(s) shall be considered access roads and shall comply with the requirements of 18.2.3.4.1.1 and 18.2.3.4.1.2. •DRIVING SURFACE: NFPA 1, 18.2.3.4.2 Surface. Fire department access roads shall be designed and maintained to support the imposed loads of fire apparatus and shall be provided with an all-weather driving surface. (JFRD Apparatus Average Weight is 32 Tons). •DEAD ENDS: NFPA 1, 18.2.3.4.4 Dead Ends. Dead-end fire department access roads in excess of 150ft (46m) in length shall be provided with approved provisions for the apparatus to turn around. *TURNING RADIUS: NFPA 1, 18.2.3.4.3 Turning Radius NFPA 1, 18.2.3.4.3.1 the turning radius of a fire department access road shall be as approved by the AHJ. (JFRD Turning Radius is 46'.) NFPA 1, 18.2.3.4.3.2 Turns in fire department access roads shall maintain the minimum road width. •Required Fire Flow: NFPA 1 18.4 and Table 18.4.5.1.2 Please Provide Fire Flow Calculations Performed Within The Last Year For the Nearest Fire Hydrant Located Within 500' Of The Most Remote Point Of The Proposed Building In Accordance With NFPA 1, Chapter 18 "Fire Flow Requirements For Buildings" (2012 5th Edition) NFPA 1, 18.4.1.1* The procedure determining fire flow requirements for buildings hereafter constructed or moved shall be in accordance with Section 18.4.NFPA 1, 18.4.5.2 Buildings Other Than One- and Two-Family Dwellings. The minimum fire flow and flow duration for buildings other than one- and two-family dwellings shall be as specified in Table 18.4.5.1.2. UNIVERSAL FASTENING SCHEDULE BOXED EAVE 12 VERTICAL ROOFING 12 BOXED EAVE o c 3 s'v;- 12 PANELS ACROSS PURLINS CENTRAL FLORIDA CONNECTION - = 3 _ -- CONNECTION -.;��- B XED EAVE (�'p) -� __$� 3 NOT TO SCALE STEEL BVI DINGS „ rm�� TYP TIO �( e ; p •'.:.....,m..,ua, .,... ..+'mow.:. .. .. ,d CONNECTION NaL I P TRUSS CONN ' ( ) t. i.a t.--�,- (T,p) TRUSS CONN (-gyp) BUILDING TYPE UP TO 22'-0" �_ �� _ � �� CONVENTIONAL (VERTICAL) ROOF FROM 30 1 THRU 36 -0' -F FASTENERS FROM 36-1" _ THRU 40'-011 OPEN RAME ENCLOSED #14 X 1-/" SDS _ -, 2-1/2" X 1.1/211 ROOF PURLINS BOXED EAVE 12 � ROOF PURLIN --_� 3 TWO (2) AT EACH ' ��, ,, ��-- CONNECTION - 2%" X 1%"'HAT' CHANNEL HAT CHANNEL BUILDING DIMENSIONS A r TRUSS CHORD CROSSING - (np) w �` �� MINIMUM 3X PURLIN WIDTH AT EA H JOINT 48 SPACING, MAXIMUM MINIMUM THREE 3 / , 0 f TRU S S" CONN O ALONG TRUSS TOP CHORD Ise - TR PENETRATIONC1C4 j ) THROUGH TUBING WALL c ` _ FASTENERS - FIELD FROM 22'-1" - THRU 24'-0" TRUSS TOP CHORD _ _ # 1 - \T ______ __ _ _-- � - T TRUSS WEBING �\ - -TRUSS TOP CHORD 1 1" _ _ 2 4X SDS _ --- " _ 9 ON -CENTER, ALONG 3" X 2" HSS STEEL TUBING f / f 2" X 2" HSS STEEL TUBING / \ i 3" X 2" HSS STEEL TUBING FASTENERS -LAP YIELD: 50,000 PSI #14 X 1-1/4" SDS - � ,�� � \ � 1[4"-14 SDS FIELD PURLINS LOCATION TENSILE: 55,000 PSI (3 PER CONNECTIONS �� �� 1/2 PURLIN SPACING BOXED EAVE 12 3 _�, ALONG PANEL LAP CONNECTION ; - �� TYPICAL ROOF TRUSS TOP CHORDCu�1���� �� (Typ) PLJRLIN ATTACHMENT 2" X 3" HSS STEEL COLUMNS TRUSS CONN ' / V 60" ON -CENTER, MAXIMUM TRUSS CONNECTORS \ �- SUPPORT COLUMN (Np) TP -47 TIE -PLATE SIMPSON-STRONG TIE° WELDED STEEL INSERT �� - `% 2" X 3" HSS STEEL TUBING GENERAL NOTES (1) EACH PER TRUSS FACE SYMETRIC ABOUT JOINT INTERFACE -- - - . 1-%4" X 2-%4" X 6" HSS STEEL TUBING --_- ' FASTENERS - END --- - ALL CONSTRUCTION SHALL BE PROVIDED IN ACCORDANCE WITH THE i " i n FASTENERS TYPICAL TRUS ' TYPICAL BOXED #12-14X1" SDS FLORIDA BUILDING CODE, SIXTH EDITION(2017), ITS RESIDENTIAL AND FROM 24'-1" - THRU 30 -O CONNECTIONS EAVE CONNECTION 3.5"/5.5"/3.5" ON CENTER BUILDING VOLUMES, AND APPLICABLE STANDARDS REFERENCED (8) �z14 X 1-1/4 SDS CENTERED ABOUT JOINT PLANE ALONG END PURLIN - THEREIN. SUPPORT COLUMN TO CORNER BRACE CONNECTION FASTENERS ALL CONCRETE WORK SHALL BE 3,000 PSI AT 28 DAYS. SIDE BASE RAIL CONNECTION GABLE END COLUMN TO SIMPLE JAMB CONN CTORIC/ #12-14X1-1/4 SDS TRUSS TOP CHORD CONNECTION COMPONENT 9" ON -CENTER, ALONG PRESUMPTIVE SOIL VERTICAL LOAD BEARING PRESSURE: 2,000 PSF CONNECTION HEADERHURRICANE TIE SUPPORT COLUMNS (TABLE 1806.2, FBC6-2017). Q SUPPORT COLUMNS SIMPSON STRONG -TIE° CONNECTOR SUPPORT COLUMN TRUSS TOP j FL10456.3-R3 DESIGN WIND LOADS CALCULATED USING ASCE 7-10: MINIMUM DESIGN „ CONNECTOR � CHORD TP -15 TIE PLATE ° / FASTENED WITH ( I #14 X 1-1/4 SDS o SIMPSON-STRONG TIE LOADS FOR BUILDINGS AND OTHER STRUCTURES. 3 PER CONNECTION S/H3 SEISMIC/ CONNECTOR , ; C #14 X 1-1/4 SDS i ( ) - -F--FASTENERS . HURRICANE TIE L30° ANGLE TIE it FOUR (4) SYMETRIC ABOUT JOINT PLANE _ - o #14 X 11/4 SDS 29 GAUGE, ATTACHED SIMPSON-STRONG TIE SIMPSON-STRONG TIE° / (INTERIOR FACES ONLY) - _ - - _ TO STEEL FRAMEASSHOWN, AND HAVE UA MINIMUM EFFECTIVE AAW > SIX (6) TOTAL ABOUT BASE RAIL FL10456.3-R3 j FL10446.10-R4 COVERAGE SPAN OF 36 INCHES. FASTENED WIT #14 X 1-1/4 SDS / #14 X I-1/4 SDS JAMB - FASTENED WITH JOINT PLANE WELDED � ,, CORNER BRACE _ • ®® 1 --- INSERT FOUR (4) TOTAL ABOUT JOINT PLANE A FOUR (4) TOTAL ABOUT JOINT PLANE 2" X 3" HSS • 2" X 3" HSS STEEL TUBING I I I I ALL FRAMING MEMBERS SHALL BE A MINIMUM 16 GAUGE. 1-3/4 X 2-%4 X 6" BASE RAIL STEEL TUBING : BASE RAIL YIELD: 50,000 PSI I I PURLINS SHALL BE 18 GAUGE HSS STEEL TUBING YIELD: 50,000 PSI J BASE RAIL TENSILE: 55,000 PSI YIELD: 50,000 PSI GABLE COLUMN TO BASE �� TENSILE: 55,000 PSI LIFE SAFETEY INFORMATION A� TENSILE: 55,000 PSI RAIL CONNECTION 13) SUPPORT SUPPORT COLUMNS TYPE OF CONSTRUCTION: LIGHT -FRAME, NON-COMBUSTIBLE 2" X 3" HSS (TYPE II -B, FBC6-2017) SIMPLE HEADER CONNECTION NOTE: STEEL TUBING UNIVERSAL FASTENING SCHEDULE INTENDED USE AND OCCUPANCY: GENERAL STORAGE „ 60 ON -CENTER, SIDING PANELS _ROOFING CORNER B CING � FIBER MESH CONCRETE CAN BE USED MAXIMUM (GROUP U, FBC6-2017) FL20138.1-RO ACROSS SUPPORT COLUMNS ULTRA -RIB° C/M PANEL, 29GA REQUIRED ON BUI DINGS AS AN ALTERNATIVE TO WWF REINFORCEMENT NOT TO SCALE DESIGN CONDITIONS TRI -COUNTY METALS WIDER THAN 2T-0" OR BUILDING RISK CATEGORY: I (TABLE 1604.5 FBC6-2017) COLUMN/JAMB - WITH EAVE HEIGHT TALLER THA14 12'-5" ANCHORING N 1/2" WEDGE ANCHOR BOLT FOUNDATION CONTRACTOR TO COMPONENTS AND CLADDING PSF WIND EXPOSURE: B (SECTION 1609.4.3, FBC6-2017) �, .. PROVIDE FOR MR UMUM-SLOPE ��.�T.�.. 11 1 MINIMUM EMBEDMENT: 2-1/4" IN FULLY ENCLOSED BUILDING ±0.18 (ENCLOSED) OF 6 IN FIRST 10 AWAY SIDING - CURED 3,000 PSI REINFORCED CONCRETE ZONE CONNECTOR o F�20137:1:RU I I . ! I FROM FOUNDATION T �j MINIMUM FROM nursmF EDGE �F ROOF SIDE ±0.55 (PARTIALLY ENCLOSED) HEADER - `1P-15 TIE -PLATE SIMPSON-STRONG TIE° FASTENED WITH (�l itid X 1_1 /4 �n� ULTRA -11111130 C/M PANEL, 29GA -��� TRI -COUNTY METALS 0 FL14081.1-R2 r_�nnmQ�nnno �cTl Irrnn n��� - _ - _____ ________- - - --MAX WIDT . 16'-0" - _ - -- o j- I �, N = , :- (SECTION R401.3 FBC6-2017) FOUNDATION CONTRACTOR TO PROVIDE TERMITE PROTECTION TN �('f'nRIIAN('� !-1 BOLT TO OUTSIDE EDGE OF FOOTER ; MINIMUM ONE (1) EACH WITHIN \' �� 12 OF SUPPORT COLUMN / \ VULT VASD 1 2 2' 3 4 5 +31 6 39 8 - +18.2 22.4 DESIGN WIND SPEEDS ULTIMATE WIND VELOCITY (VULT): 140 MPH NOMINAL WIND VELOCITY (VASD): 108 MPH 31 3 -53 5 -54 7 -56 2 +31-J61-34.6 18.3 - 31.0 - 29.2 - 31 9 +18.2 -20.0 w� .. . . , ..+..., \JI%I'l1 Y V VLlII-1 .01 v 1 -_ --- ---- ___.._... SYMETRIC ABOUT JOINT PLANE SIDING, 26GA _� -_ i� `" �'� ,1, > WITH SECTION 1816, FBC6-2017 �� FABRAL w Jr DESIGN PRESSURES _ -- - A PARTIALLY ENCLOSED DEAD LOAD: 2 PSF MIN: 24" �_ - n ;/D T (_ -- ROOF ZONE SIDE LIVE LOAD: 20 PSF (TABLE 1607. 1, FBC6-2017) 111/TA1r1 1 r%Ar%. 5'-0" 51.01' - - -- - /�� f�� \\�/\j� i %�'o -J 2' 3 4 C, YY11VV LV/iV. _ -L/�\ V SEE COMPONENTS AND CLADDING TABLE - -- a MIN: 24" O/C (TY MAX jj� % : r' FLOOR REINFORCMENT VULT 42.4 64.6 65.E 67.2 +42.6 -45.6 +42.6 -50.9 -- Pi 41- - -- I, - - - - - - CERTIFIED COMPONENTS 1 6X6 W1.4XW1.4 WWF VASD -18.3 -31.0 -29.2 -31.9 +18.2 -20.0 +18.2 -22.4 - -- i 51.011 51_11 //�/!� _ J a. C? '� /C tTY MAX nni iRi F �� er Fnr_F ALL COMPONENTS SHALL BE ATTACHED TO METAL FRAME VIA THE MANUFACTURER'S DESIGNATED APPURTENANCES USING 1/4"X 1" UP TO AND INCLUDING 60'-0" -- SELF -DRILLING SCREWS, LOCATED AS REQUIRED BY THE COMPONENT BASE RAIL- LE12 FT SIDE COMPOSITE �' " MANUFACTURER. ', - X811=11.011 %��2 �,�.. , \ _ --3 11 -X_211 HSS STEEL -TUBING- a` - - COMPONENTS MAY BE LOCATED IN THE FRONT, BACK OR EITHER SIDE YIELD. 50,000 PSI ` FOOTER REINFORCEMENT ROOFING WALL, NO CLOSER THAN 2'-0" FROM BUILDING CORNER. TENSILE: 55,000 PSI \ NEW CONCRETUDIRECT ANCHORING (2) 45 REBAR FL20138.1-RO - MINIMUM 3" RELIEF FROM FOOTER BASE ULTRA -RIB° C/M PANEL, 29GA MINIMUM REQUIRED DESIGN PRESSURES FOR COMPONENTS ARE -- -- - - _ -- -- - TRI -COUNTY METALS INDICATED IN WALL ZONE 5 OF THE COMPONENTS AND CLADDING RE1►tEWEU FOR 'ODE C - &-t j CITY OF AT NTIC BEACH _ - - - - - - - - - - - - E PERMITS FOR ADDITIONAL - - -- TABLE ABOVE. -- -- Z o RE®UiREME14T At4D Cpt�tDlTI®NS THE FOLLOWING COMPONENTS ARE APPROVED FOR USE IN THIS V.I o _ PRE-ENGINEERED BUILDING: J o - - o w tEWED REV'BY: DACE. �, r - ---- - ---- - o -- N PERSONNEL DOORS: _ _ ELIXER DOOR & METAL ROOFING - w 0 FL17996.5-R0; MODEL 407°, EXTERIOR SWING DOOR, NO WINDOW i - - 1 ZD - - MAXIMUM G ROSS FLOOR AREA FL20138.1-RO = '�, - - ° _ _- - - = 0 FL17996.6-RO MODEL 430-W9 COLONIAL SWING DOOR 9 -LITE z -- --- -- ---- 2,400 SF - - ------ - - ULTRA -11111130 C/M PANEL, 29GA w E � ® -- TRI-COUNTY METALS _ = GARAGE DOORS: - -- - - - ', > CT7 ? -- - - -- - -- � WAYNE-DALTON z i -- - 0 FL8248.1:16-R12; 8000/81000 SERIES, SECTIONAL GARAGE DOOR - - 0 FL6798 4 R2, DS3500 SERIES, ROLLING SHEET DOOR ® J -- MIN 24 _ _ - - - `"a , ..- i ___ _ :; ANUS INTERNATIONAL - - - - - _--- - -__ _- L 0 FL12765.4-R2' 750° SERIES ROLLIN T DOOR - W - --- -- - -- ---- --- -- ------ 5'-011 51.011 36520 SERIES, ROLLING R MAX 0%C Pj C UP TO AND INCLUDING 6 J _ -MAXIMUM DOOR WIDTH: 16'- ' -}- �/ X1.011 OVERHEAD DOOR COMPANY - �_ - - - ReGHT SIDE COMPoseTEputt,"0 FL12111.1 R5, 770o SERIES, ROLLING SHEET -- - - - - - - -- - - - - MIN: 24 - O 0 FL12111.2-R5' 790 SERIES, ROLLING SHEET DO INDICATES ANCHOR BOLT/ ANCHORING SYSTEM u' T J I EXCEPTIONS 8 NOT, AMARR DOOR COMPANY 1= w 0 FL9094-R4' STRATFORD 1000 SERIES ROLLING SHEET DOOR - -- SEE'FDUNDATION AND ANCHORING�ORDETAI - -51-011 11 SID NG Q z ,ice MOLYET ESI,, , �, 50 >--� MIN: 24" �- / - ���ERING LLC MAX 0/C (TYP w 1060 EAST INDUSTRIAL DRIVE En 137.0 -RO - _ � X V SUITE W WINDOWS: UL RA -RIB C/M PANEL 29GA / - �� UP TO AND INCLUDING 40'-0" -� � � �' �PGT INDUSTRIES TRI -COUNTY METALS / < ORANGE CITY, FL 32763 0 FL1435.1-R17' SH -2000 SERIES VERTICAL SLIDER 32"X26" 386-832-8000 REAR GABLE COMPOSITE - 11 1 0 FL239.4-R22' SH -700° SERIES VERTICAL SLIDER 32"X26" MAX DOOR WIDTH: 16'-0� =� =MIN: 24" 1/8" = 1'-0" 0 FI -14081.1-R2 j MIN: 24"/0-/C 5 -0 5 -0 ', , G NDBEAM STUCCO/LAP p C (T1' MAX 386-774-6834 (FAX) 800-339-4556 POCOHONTAS y- -- _ �_- _- -- -- - -- SIDING, 26GA molyet@yahoo.com s 0 FL12904.2-R4; 100 -VSO SERIES, VERTICAL SLIDER, 30"X30" FABRAL �V UP TO AND INCLUDING 40'-0" MAX BRYAN A MOLYET, P.E. ,� -- UP TO AND INCLUDING 40'-0" OPEN TRUSS WIDTH � CORNER BRACING ANCHORING _FRONT GABLE COMPOSITE REQUIRED ON BUILDINGS WIDER THAN 25'-0" OR P.E. LIC. No. 041509 FCIUNDATI©1N C, AND FLOORING PLAN 1/8"=1'-0" WITH EAVE HEIGHT TALLER THAN 12'-5" CERTIFICATE OF AUTHOF:I,. _ 1/8" =1'-0" NO. 32041 ,\ P UNIVERSAL FASTENING SCHEDULE = BOXED EAVE 12 -a 3 12 VERTICAL ROOFING CONNECTION 3 BOXED EAVE 3 PANELS ACROSS PURLINS CiEIVTRAL FLORIDA CONNECTION � B XED EAVE �; (NP� a t; NOT TO SCALE CONNECTION - STEEL BlJ1LD1IVGS Xz (TYP) - s;� N N ( ) `e �: (TYP) NN BUILDING TYPE i n UP TO 22 -0 --FROM 30'-1 - THRU 361_011 CONVENTIONAL (VERTICAL) ROOF FASTENERS FROM 36_1" _ THRU V-011 OPEN -FRAME ENCLOSED #14 X 1-%" SDS ROOF PURLINS -- ------ J\ BOXED EAVE ROOF PURLIN 2 1/2 X 1-1/211 _\ - - CONNECTION 3 TWO (2) AT EACH 1 2-/ 1 HAT CHANNEL HAT CHANNEL \ \ \ BUILDING DIMENSIONS TRUSS CHORD CROSSING � `�` , (TYP) ., MINIMUM 3X PURLIN WIDTH AT EACH JOINT 48 SPACING, MAXIMUM �, ct �. MINIMUM THREE (3) , �FkS C 0NN ALONG TRUSS TOP CHORDTHREAD PENETRATION - THROUGH TUBING WALL Roe) - �. AAW e FASTENERS -FIELD 1'1 C: (Wec� �_ " _ " TRUSS TOP CHORD - #12-14X1" SDS FROM 22 1 THRU 24 -OTRUSS WEBING TRUSS TOP CHORD - 9" ON -CENTER, ALONG 2 X 2 HSS STEEL TUBING 3 X 2 HSS STEEL TUBING FASTENERS LAP 3" X 2" HSS STEEL TUBING #14 X 1-1/4" SDS - 1/4"-14 SDS FIELD PURLINS YIELD: 50,000 PSI LOCATION TENSILE: 55,000 PSI (3 PER CONNECTIONS 1/2 PURLIN SPACING BOXED EAVE 12 (� �r �� 3 ALONG PANEL LAP TYPICAL' ROOF ;-- - - TRUSS TOP CHORD CONNECTION � � j PURLIN ATTACHMENT 2" X 3" HSS STEEL COLUMNSCC`�' 3� . 60" ON -CENTER, MAXIMUM TRUSS CONN TRUSS CONNECTORS - SUPPORT COLUMN TYP o GENERAL NOTES ( � TP -47 TIE -PLATE SIMPSON-STRONG TIE WELDED STEEL INSERT 2 X 3 HSS STEEL TUBING 1 EACH PER TRUSS FACE SYMETRIC ABOUT JOINT INTERFACE 1-%" X 2-Y" X 6" HSS STEEL TUBING FASTENERS - END ALL CONSTRUCTION SHALL BE PROVIDED IN ACCORDANCE WITH THE O TYPICAL TRUSS 4 4 TYPICAL BOXED #12-14X1" SDS FLORIDA BUILDING CODE, SIXTH EDITION 2017 , ITS RESIDENTIAL AND i_ n _ i_ n FASTENERS( ) FROM 24'-1" THRU 30 0 - CONNECTIONS EAVE CONNECTION 3.5"/5.5"/3.5"ON CENTER BUILDING VOLUMES AND APPLICABLE STANDARDS REFERENCED (8) #14 X 1 ij4 SDS CENTERED ABOUT JOINT PLANE ALONG END PURLIN THEREIN. SUPPORT COLUMN TO CORNER BRACE CONNECTIONALL CONCRETE WORK SHALL BE 3,000 PSI AT 28 DAYS. SIDE BASE RAIL CONNECTION CONNECTOR FASTENERS GABLE END COLUMN TO SIMPLE JAMB o - � #12-14X1-1/4" SDS TRUSS TOP CHORD CONNECTION COMPONENT S/H3 SEISMIC/ 9 ON -CENTER ALONG PRESUMPTIVE SOIL VERTICAL LOAD BEARING PRESSURE: 2,000 PSF CONNECTION HEADERHURRICANE TIE SUPPORT COLUMNS (TABLE 1806.2, FBC6-2017). CONNECTOR SUPPORT COLUMNS SIMPSON STRONG -TIE° SUPPORT COLUMN TRUSS TOP FL10456.3-R3 TP -15 TIE PLATE DESIGN WIND LOADS CALCULATED USING ASCE 7-10: MINIMUM DESIGN CONNECTOR CHORD ° FASTENED WITH ( I I;, I I LOADS FOR BUILDINGS AND OTHER STRUCTURES," #14 X 1 1/4 SDS o SIMPSON STRONG TIE S/H3 SEISMIC/ CONN CONN(- #14 X 1-1i4 SDS (3 PER CONNECTION) ° FASTENERS - - HURRICANE TIE L30 ANGLE TIE FOUR 4 SYMETRIC ABOUT JOINT PLANE SIMPSON-STRONG TIEo - ° #14 X 11/4 SDS O - _ ALL SIDING AND ROOFING SHALL BE A MINIMUM 29 GAUGE, ATTACHED - _ SIMPSON STRONG TIE (INTERIOR FACES ONLY) T STEEL FRAME AS SHOWN AND HAVE A MINIMUM EFFECTIVE AAW, s � FL10456.3-R3 _ SIX (6) TOTAL ABOUT BASE RAIL FL10446.10 R4 •_ 0 S , FASTENED WIT JOINT PLANE - COVERAGE SPAN OF 36 INCHES. FASTENED WITH i • WELDED CORNER BRACE _ -: #14 X 1-1/4 SDS ®® #14 X 1-1/4 SDS JAMB ` = --- - t - =- INSERT - 2" X 3" HSS STEEL TUBING ALL FRAMING MEMBERS SHALL BE A MINIMUM 16 GAUGE. FOUR (4) TOTAL ABOUT JOINT PLANE FOUR (4) TOTAL ABOUT JOINT PLANE 2 X 3 HSS, I I PURLINS SHALL BE 18 GAUGE 1-Y4 X 2-%4 X 6 STEEL TUBING BASE RAIL YIELD. 50,000 PSI HSS STEEL TUBING . BASE. RAIL. BASE RAIL .TENSILE: 55,000 PSI YIELD: 0 000 PSI YIELD: 50,000 PSI YI 5 , GABLE COLUMN TO BASE `�� TENSILE 55,000 PSI LIFE SAFETEY INFORMATION f' z_- TENSILE: 55,000 PSI RAIL CONNECTION �/ O D SUPPORT COLUMNS TYPE OF CONSTRUCTION: LIGHT -FRAME, NON-COMBUSTIBLE O(TYPE II -B, FBC6-2017) 2 X 3 HSS SIMPLE HEADER CONNECTION NOTE: STEEL TUBING UNIVERSAL FASTENING SCHEDULE _\ ROOFING FIBER MESH CONCRETE CAN BE USED 60" ON -CENTER, SIDING PANELS INTENDED USE AND OCCUPANCY: GENERAL STORAGE CORNER BRACING MAXIMUM ACROSS SUPPORT COLUMNS (GROUP U, FBC6-2017) FL20138.1-RO AS AN ALTERNATIVE TO F REINFORCEMENT /71 ULTRA -RIB° C/M PANEL, 29GA REQUIRED ON BUILDINGS I NOT TO SCALE DESIGN CONDITIONS TRI -COUNTY METALS WIDER THAN 25' 0" OR BUILDING RISK CATEGORY: 1(TABLE 1604.5 FBC6-2017) COLUMN/JAMB WITH EAVE HEIGHT TALLER THAN 12'-5" I ANCHORING ' N FOUNDATION CONTRACTOR TOCOMPONENTS AND CLADDING PSF WIND EXPOSURE: B (SECTION 1609.4.3, FBC6-2017) J/2"WEDGE NCHOR BOLT DCCCI IDL. rY1LCC . OPE;.. MINIMU2M EMBEDMENT. 2 1 4 IN FULLY i / ENCLOSED -BUILDING OF 6 IN FIRST 10 AWAY #0.18 (ENCLOSED) SIDING � � � _ - CURED 3 000 PSI REINFORCED CONCRETE ZONE CONNECTOR o FL2013T.i�6 I I I ! FROM FOUNDATION �� / MTNTMI'IM �° FRnM n�ir�TnF Fnr,F nF ROOF ' SI9E _8.55 (PARTIALLY ENCLOSED) HEADER ®® °® TP -15 TIE -PLATE SIMPSON-STRONG TIE° FASTENED WITH (AlAid id y 1-1/d r1hS ULTRA -RIB° C/M PANEL, 29GA _ TRI COUNTY METALS 0 FL14081.1-R2 r_ AKInDMAM0 ign Irrn/I AD" -- -- -- -- -- - -- -- -- - ----- - ___ _ __ - ---- -- ----- - --- - -- -- -- %9 o N � :-: (SECTION R401.3 FBC6-2017) FOUNDATION CONTRACTOR TO PROVIDE TERMITE PROTECTION TN ArmonmrF n BOLT TO OUTSIDE EDGE OF FOOTER MINIMUM ONE (1) EACH WITHIN " 12 OF SUPPORT COLUMN VOLT VASD 1 Z 2- 3 q rj +31.6 -39.8 +18.2 -22.4 DESIGN WIND SPEEDS ULTIMATE WIND VUL 140 MPH ( �� NOMINAL WIND VELOCITY NASD): 108 MPH -45.6 CERTIFIED COMPONENTS ALL COMPONENTS SHALL BE ATTACHED TO METAL FRAME VIA THE ---- -- MAX WIDT . 161-011_ 77 _ O -31.3 -53.5 -54.1' -56.2 +31.6 -34.6 - _ - 18.3 _ 31.0 -29. -31.9 +18.2 -20.0 - - - w, .. - & �, . ___ \]/V'\17VVLllI"I j W�_%.w,vv - ...., &I...vv -11.- SYMETRIC ABOUT JOINT PLANE SIDING, 26GAN WITH SECTION 1816, FBC6-2017 _ FABRAL "-- :, - z > DESIGN PRESSURES - W PARTIALLY ENCLOSED E - - ----- / _ DEAD LOAD: 2 PSF \ MIN: 24 f --- ---- ROOF ZONE SIDE PSF (TABLE 1607.1, FBC6-2017) LIVE LOAD: 20 " MIN. 24 0/C (TY MAX - -- - - - - - - - -- -- _ C? --- -- a► -- /C ( ,/ MAX \ // // \\ ��/i / \ . a :.: , : ; : ... ,� ;. .:: FLOOR REINF R MENT 00 0 C 6X6 WIAXW1.4 WWF ! nni ini a� n -r Gnr_� VU LT VASD 1 2 2 3 4 5 +42.6 -50.9 +18.2 -22.4 SEE COMPONENTS AND CLADDING TABLE -42.4 -64.6 -65. -67.2 +42.6 -45.6 CERTIFIED COMPONENTS ALL COMPONENTS SHALL BE ATTACHED TO METAL FRAME VIA THE -18.3 -31.0 -29. -31.9 +1$.2 -20.0 vvVu�� J �Vv� MANUFACTURER'S DESIGNATED APPURTENANCES USING 1/411X 1" UP TO AND INCLUDING 60'-0" %� SELF -DRILLING SCREWS, LOCATED AS REQUIRED BY THE COMPONENT BASE RAIL _1 LEFT SIDE COMPOSITE2�i ' 12n MANUFACTURER. 3" X2" HSS STEEL TUBING -\-- 1/8" = 1'_0.. � lG - - - - - - - - - - - - - - - - COMPONENTS MAY BE LOCATED IN THE FRONT, BACK OR EITHER SIDE YIELD: 50,000 PSI FOOTER REINFORCEMENT _ ROOFING WALL, NO CLOSER THAN 2'-0" FROM BUILDING CORNER. TENSILE: 55,000 PSI (2) #5 REBAR FL20138.1-RO -_ NEW CONCRETE/DIRECT ANCHORING MINIMUM 3" RELIEF FROM FOOTER BASE ULTRA -RIB° C/M PANEL, 29GA MINIMUM REQUIRED DESIGN PRESSURES FOR COMPONENTS ARE TRI -COUNTY METALS INDICATED IN WALL ZONE 5 OF THE COMPONENTS AND CLADDING TABLE ABOVE. - - - - - - - - - - - - - - - - - - - - THE FOLLOWING COMPONENTS ARE APPROVED FOR USE IN THIS W - - -- _ PRE ENGINEERED BUILDING: S ---- ---- - - - - - ----------- - -- ---- - w N - --- -- ---------- -- - - o - _ - --- --- N PERSONNEL DOORS: - ELIXER DOOR & METAL -' _ C? ROOFING - - -- -ILD - - - - - W 0 FL17996.5-R0, MODEL 4070, EXTERIOR SWING DOOR, NO WINDOW `D MAXIMUM GROSS FLOOR AREA - FL20138.1 R0 _ - -- -__._ -_-- - _ _ _ - _ _ - - - - _ - _ _ . _ o - - - _ 0 FL17996.6-R0; MODEL 430-W9°, COLONIAL SWING DOOR, 9 -LITE z 7 ----- 2,400 SF ULTRA RIB C/M PANEL, 29GA W Euj -- -- -- -- o � -- - TRI -COUNTY METALS GARAGE DOORS: - -- -- -- - - -- -- - -------- -- W z_ -_-- WAYNE-DALTON o -- -- - - -- - 0 FL8248.1.16-R12; 8000/8100 SERIES, SECTIONAL GARAGE DOOR -- _ -- 0 FL6798.4-R2; DS3500 SERIES, ROLLING SHEET DOOR 0 - p MII - \ -- - __ ---- JANUS INTERNATIONAL - - -- -- -- ------ -- -- -- N 24 -- - ----- -- - - - -- -- - '� 8FL14425-R2; FL12765.4-R2.750° SERIES, ROLLING SHEET DOOR - _ 5 0 5 0 3652 SERIES, ROLLING SHEET DOOR C? MAXIMUM DOOR WIDTH: 16'- MAX 0/C (TY P T AND IN L DIN -011 " OVERHEAD DOOR COMPANY ZD U 0 C U G -0 0 FL12111.1-R5; 7700 SERIES, ROLLING SHEET DOOR - ----- -- --------- - ------ --- --- '� MIN: 24" .. c RIGHT SIDE C MPOSITEo -- INDICATES ANCHOR BOLT/ 0 FL12111.2-R5; 790 SERIES, ROLLING SHEET DOOR \ -- _ 1/8" = V-0" _ _ AMARR DOOR COMPANY / ANCHORING SYSTEM - --- _ w ,; - - --SE- TOUNDATIOUAND ANCHORING= -FOR DETAILS- W _ j MOLYET ENGINEERING LLC 0 FL9094 R4, STRATFORD 1000 SERIES, ROLLING SHEET DOOR 5 -0 �, 5 -0 SIDING MIN: 24 j 1060 EAST INDUSTRIAL DRIVE MAX 0/C (TYPr o 137.1 ROX SUITE W Ln U WINDOWS. UP TO AND INCLUDING 40'-0" ULTRA -11111130 C/M PANEL, 29GA o \ ORANGE CITY, FL 32763 PGT INDUSTRIES TRI -COUNTY METALS 0 FL1435.1-R17; SH -200 SERIES, VERTICAL SLIDER, 32 X26 - - -- - - � 1 �� i 3:86-832-80D0 - ° �� �� REAR GABLE COMPOSITE 5.0 5'-0° 0 FL239.4-R22, SH 700 SERIES, VERTICAL SLIDER, 32 X26 MAX DOOR WIDTH. 16 0-- MIN. 24 0 FL14081.1-R2 386-774-6834 (FAX) 1/8 = 1-0 GRA DBEAM° 'STUCCO/LAP" MIN: 24" 0/C (TY MAX j 800-339-4556 POCOHONTAS -- -- -- --_- -- -- -- SIDING, 26GA 5'-0" ,_ „ molyet@yahoo.com e`R\`�;. Q FL2904.2-R4; 100 -VSO SERIES, VERTICAL SLIDER, 30"X30" FAB L UP TO AND INCLUDING 40 0 MAX BRYAN A MOLYET, P.E. UP TO AND INCLUDING 40'-0" OPEN TRUSS WIDTH CORNER BRACING a FRONT GABLE COMPOSITE REQUIRED ON BUILDINGS WIDER THAN 25'-0" OR � P.E. LIC. No. 041509 FOUNDATION,. ANCHORING Q CERTIFICATE OF AUTHOR . AND FLOORING PLAN=1'-0" WITH EAVE HEIGHT TALLER THAN 12'-5" NO. 32041 1/8"= 1'4' E UNIVERSAL FASTENING SCHEDULE = BOXED EAVE 12� 12 VERTICAL ROOFING BOXED EAVE 3 .- 12 CONNECTION 7 3 PANELS ACROSS PURLINS - - CENTRAL FLORIDA 7 7 BOXED EAVE 3 TYP1NOT TO SCALE (T P) CONNECTION STEEL BUILDINGS (TYP) (TYP) TRU?N (Np)BUILDING UP TO 22TYPE ._0.. FROM 30,_1�� _ THRU 36► -0.. CONVENTIONAL (VERTICAL) ROOF FASTENERS FROM 36'-1" THRU 40'-011 .... OPEN -FRAME ENCLOSED #14 X 1-% SDS ROOF PURLINS BOXED EAVE 12 ROOF PURLIN 2-1/2" X 1.1/21 �� 3 TWO (2) AT EACH /-- CONNECTION - 2_�► X 1_��'HAT' CHANNEL HAT CHANNEL - - -- BUILDING DIMENSIONS T�.p m TRUSS CHORD CROSSING „ ( \\� MINIMUM 3X PURLIN WIDTH AT EACH JOIN 48 SPACING, MAXIMUM U S CONN MINIMUM THREE (3) ALONG TRUSS TOP CHORD_ x SSU U - THREAD PENETRATION THROUGH TUBING WALL - FASTENERS - FIELD -Y-011 _� T USS WEBING -AAW TRUSS TOP CHORD #12-14X1" SDS FROM 22'-1"THRU TRuss TOP CHORD o c o ']� ---- -- . -- ' 9" ON -CENTER, ALONG 3" X 2" HSS STEEL TUBING 2" 2" HSS STEEL TUBING 3" X 2" HSS STEEL TUBING FASTENERS - LAP #14 X 1-1/4" SDS - 1 FIELD PURLINS LOCATION YIELD: 50,000 PSI /4 X14 SDS TE SILE: 55,000 PSI (3 PER CONNECTION) 1/2 PURLIN SPACING BOXED EAVE 12 a 3 ALONG PANEL LAP CONNECTION - TYPICAL ROOF /' 3 AJ `� �' PURLIN ATTACHMENT --- -TRUSS TOP CHORD (TYP) - 211 X 3" HSS STEEL COLUMNS • 60" ON -CENTER, MAXIMUM _TRUSS CONN TRUSS CONNECTORS SUPPORT COLUMN (Np) TP -47 TIE -PLATE SIMPSON-STRONG TIE° WELDED STEEL INSERT 2" X 3" HSS STEEL TUBING GENERAL NOTES FASTENERS END I' 1 EACH PER ' �---_--= _s " s '� " . - _' � , � ' � ALL CONSTRUCTION SHALL BE PROVIDED IN ACCORDANCE WITH THE O C R �fRUSS FACE SYMETRIC ABOUT JOINT INTERFACE 1 / X 2 /4 X 6 HSS STEEL TUBING - ,, � TYPICAL TRUSS TYPICAL BOXED #12 14X1 SDS FLORIDA BUILDING CODE SIXTH EDITION 2017 ITS RESIDENTIAL AND i " i n FASTENERS .. FROM 24 -1 - THRU 30 -O _ CONNECTIONS EAVE CONNECTION 3.5"/5.5"/3.5"ON CENTER -! BUILDING (8) '# 14 X 1 1/4 SDS CENTERED ABOUT JOINT PLANEUI NG VOLUMES, AND APPLICABLE STANDARDS REFERENCED ALONG END PURLIN - -. __ T THEREIN. SUPPORT COLUMN TO SIDE BASE RAIL CONNECTION CORNER BRACE CONNECTION _ FASTENERS ALL CONCRETE WORK SHALL BE 3,000 PSI AT 28 DAYS. GABLE END COLUMN TO SIMPLE JAMB CONNECTOR #12-14X1-1/4 SDS TRUSS TOP CHORD CONNECTION COf 1PONENT S/H30 SEISMIC/ 110 DER HURRICANE TIE 9" ON -CENTER, ALONG PRESUMPTIVE SOIL VERTICAL LOAD BEARING PRESSURE: 2,000 PSF CONNECTION H SUPPORT COLUMNS ° SUPPORT COLUMNS (TABLE 1806.2, FBC6-2017). SUPPORT COLUMN TRUSS TOP CONNECTOR SIMPSON STRONG -TIE FL10456.3-R3 CONNECTOR CHORD T -15 TIE PLATE DESIGN WIND LOADS CALCULATED USING ASCE 7-10: MINIMUM DESIGN FASTENED WITH ��, #14 X 1-1/4" SDS ° S MPSON-STRONG TIE° _ I � �, -: LOADS FOR BUILDINGS AND. OTHER STRUCTURES. 3 PER CONNECTION) S/H3 SEISMIC/ CONNECTOR #14X114SDS ( CO ) ° -F TENERS / __ - • HURRICANE TIE L ANGLE TI FOUR 4 SYMETRIC ABOUT JOINT PLANE C - 30 NG E - • ° # 4 X 114 SDS �) = - ALL SIDING AND ROOFING SHALL BE A MINIMUM 29 GAUGE, ATTACHED SIMPSON STRONG TIE IMP N- T ° / (INTERIOR FACES -- - - - S 50 S RONG TIE ( 0 C S ONLY) - - AAW -- _ -=- --- TO STEEL FRAME AS SHOWN AND HAVE A MINIMUM EFFECTIVE FL10456.3-R3 S X (6) TOTAL - BASE RAIL fL1044b.10-R4 - __ - = t == � _ / J INT PLANE __ --- - _ - COVERAGE SPAN OF 36 INCHES. FASTENED WIT FASTENED WITH - _ -WELDED e �_ CORNER BRACE '' #14 X 1-1/4 SDS #14 X 1-1/4 SDS ]AMB 2" X 3" HSS STEEL TUBING ALL FRAMING MEMBERS SHALL BE A MINIMUM 16 GAUGE. INSERT FOUR (4) TOTAL ABOUT JOINT PLANE FOUR (4) TOTAL ABOUT JOINT PLANE 2 X 3 HSS l I ,1 BASE L YIELD. 50 000 PSI PURLINS SHALL BE 18 GAUGE 1-%4 X 2-%4 X�� STEEL TUBING ' BASE RAIL HSS STEEL TUBING BASE RAIL TENSILE: 55,000 PSI YIELD 50,000 PSI LIFE SAFETEY INFORMATION YIELD: 50,000 PSI GABLE COLUMN TO BASE C13� TENSILE: 55,000 PSI G A TENSILE: 55,000 PSI RAIL CONNECTION O D -- TYPE OF CONSTRUCTION: LIGHT -FRAME, NON-COMBUSTIBLE O SUPPORT CO3 HSS (TYPE II -B, FBC6-2017) STEEL TUBING UNIVERSAL FASTENING SCHEDULE SIMPLE HEADER CONNECTION NOTE: 60" ON -CENTER, INTENDED USE AND OCCUPANCY: GENERAL STORAGE ---- ROOFING SIDING D LN.G PANELS FIBER MESH CONCRETE CAN BE USED GROUP U FBC6-2017 FL20138.1-R0 CORNER BRACING MAXIMUM ACROSS SUPPORT COLUMNS ( ) I ULTRA -RIB° CJM PANEL 29GA REQUIRED ON BUILDINGS AS AN ALTERNATIVE TO WWF REINFORCEMENT ' NOT TO SCALE DESIGN CONDITIONS ' TRI -COUNTY METALS WIDER THAN 25'-0" OR COLUMN/JAMB = WITH EAVE HEIGHT TALLER THAN 12'-5" ANCHORING BUILDING RISK CATEGORY: I (TABLE 1604.5, FBC6-2017) N FOUNDATION CONTRACTOR TO COMPONENTS AND CLADDING (P$F) WIND EXPOSURE: B SECTION 1609.4.3 FBC6-2017 _ .. 12 WEDGE HR S ( ) G ANCHOR BOLT - -- i- -i -, - --- -�_--------------- ----- ---- 1tMU2M. ���-fi���P� �EMBE�ENT2"_�" IN FCJLLY _ CLOSED BUI 0F 6IN FIRST 10AWAY LD NG t ----- - -�- _0.18 E N�CL� SE DSIDING FORCED CO C EZ ERED3 000 I REINE CONNECTOR 0 FL201373�FROM FOUNDATION ROOF SIDE _0.55 (PARTIALLYc► ENCLOSED)MINIMUM 2�FROM OUTSIDE EDGE OF E� cr_rDT ., _ o .c - , HEADER - ULTRA RIB - C M PANEL 29GA -- --- -- - - - SECTION 8401.3 FBC6 2017 TP 15 TIE PLATE / I ( ) ° \ - -=- --- o , ,� BOLT TO OUTSIDE;EDGE OF FOOT R 1 2 2 3 4 5 _ TRI -COUNTY METALS -- _._ N DESIGN WIND SPEEDS SIMPSON STRONG TIE ----__- _ FOUNDATION CONTRACTOR TO _ ,_ „ � MINIMUM ONE (1) EACH WITHIN. VU -31.3 -53.5 -54. -56.2 +3.1.6 -34.6 +31.6 -39.8 _- -____ MAX WIDT . 16 0 �- ULTIMATE WIND VELOCITY UL : 140 MPH FASTENED WITH _ - _ PROVIDE TERMITE PROTECTION N O FL14081.1 R2 -- - --- -- - ------ - _ 12 OFSUPPORT COLUMN ° -- - - -- - VASD -18.3 -31.0 -29.2 -31.9 +18.2 =20.0 +18.2 -22.4 (6) #14 X 1-1/4 SDS GRANDBEAM STUCCO/LAP - -- NOMINAL WIND VELOCITY (VASD). 108 MPH - - j� N > w IN ACCORDANCE SYMETRIC ABOUT JOINT PLANE SIDING, 26GA - - -- FABRAL - - - WITH SECTION 1816, FBC6-2017 ---- J - PARTIALLY ENCLOSED DESIGN PRESSURES DEAD LOAD: 2 PSF ------- --- ZONE MIN: 24 __ - ,r D LIVE LOAD: 20 PSF (TABLE 1607. 1, FBC6-2017) �. � /.'` . �j ,, \ ROOF , SIDE ,A,TKlr% I ^Ar%. �� - MIN, 24 O/C (TY MAX o _, '� - -�_-- %A A- 0/C M 5'-0�� MAX // // �/ , \\ ��/i / / \ .. �. .., .. ; , \; ;. FLOOR REINFORCMENT �. a 1 :. , : 6X6 WlAXW1.4 WWF : , : „ 1 nni iRi F �� AT �nr_� VULT VASD 1 2 2 3 4 5 +42.6 =50.9 +18.2 -22.4 SEE COMPONENTS AND CLADDING TABLE _ .4 -64.6 -65. -67.2 +42.6 -45.6 CERTIFIED COMPONENTS ALL COMPONENTS SHALL BE ATTACHED TO METAL FRAME VIA THE -18.3 -31-0 -29. -31.9 +18.2 -20.0 MANUFACTURER'S DESIGNATED APPURTENANCES USING 1/4"X 1II -- - -- - -- ----- -- -- -- - --------------- ----- UP TO AND INCLUDING 60'-0" SELF -DRILLING SCREWS, LOCATED AS REQUIRED BY THE COMPONENT -BASE RAIL LEFT SIDE COMPOSITE MANUFACTURER. - _-_ 3" X_2"HSS STEEL TUBIN_G__ _ o / COMPONENTS MAY BE LOCATED IN THE FRONT BACK OR EITHER SIDE YIELD. 50,000 PSI -----FOOTER REINFORCEMENT ' _ROOFING WALL, NO CLOSER THAN 2'-0" FROM BUILDING CORNER. TENSILE: 55,000 PSI 1: NEW -CONCRETE DIRECT ANCHORING (2) #5 REBAR FL20138.1-RO MINIMUM 3" RELIEF FROM FOOTER BASE ULTRA -RIB° CJM PANEL, 29GA MINIMUM REQUIRED DESIGN PRESSURES FOR COMPONENTS ARE TRI -COUNTY METALS INDICATED IN WALL ZONE 5 OF THE COMPONENTS AND CLADDING TABLE ABOVE. „ THE FOLLOWING COMPONENTS ARE APPROVED FOR USE IN THIS W - - - - - - - - -I _ PRE-ENGINEERED BUILDING: LLJ Lu -- -- ---- - - - -- ----- ---- -- -- _ --- - - - - - - o PERSONNEL DOORS: 00 S - ELIXER DOOR &METAL o - ROOFING -- ----- ---- __ _ ,_ -_ - - _--_- -_ _ 0 FL17996.5-R0; MODEL 407° EXTERIOR SWING D00 NO WINDOW MAXIMUM GROSS FLOOR AREA FL20138.1 RO _ \ -- - - - W R, - -- - O's ------ - - - - - - - - - - ° 0 FL17996.6=R0; MODEL 430-W9°, COLONIAL SWING DOOR, 9 -LITE z % 2 40 F ULTRA RIB C/M PANEL, 29GA ,,, E _: -- - --- W TRI -COUNTY METALS _ ��; -- - --- -- ' - --- GARAGE DOORS: U C --- � WAYNE-DALTON -------- - 0 FL8248.1:16-R12; 8000/81000 SERIES, SECTIONAL GARAGE DOOR - O FL6798.4-R2; DS3500 SERIES, ROLLING SHEET DOOR 0 ----- __- MIN 24 JANUS INTERNATIONAL - - -- ----- - � 7 ° - - ---- -- --- --- -- ---- -- -- -- -- - - - ---- ------ - --- -- - _ O FL12765.4-R2. 50 SERIES, ROLLING SHEET DOOR W - - 5� 0�� 5� 0" _ _ _ � � 0 FL14425-R2' 16520 SERIES, ROLLING SHEET DOOR W _ - MAX 0/C (TY ' MAXIMUM DOOR WIDTH: 16'- ' OVERHEAD DOOR COMPANY _ UP TO AND INCLUDING 6 0 0 FL12111.1-R5; 7700 SERIES, ROLLING SHEET DOOR _- _-----__ _-- _ _ _ __-- -_- _- MIN: 24 �, 1 RIGHT SIDE C MPOSITE �- INDICATES ANCHOR BOLT/ _ _ N E - 0 FL12111.2-R5, 790° SERIES, ROLLING SHEET DOOR B / 1/8 - V-0" ANCHORING SYSTEM W _ J _ W AMARR DOOR COMPANY -- -SEE SFO NDATION-A 0 ANCHQMIG-' OR,DETAILS- 5'-0" 5`-0" > MIN: 24 i� MOLYET ENGINEERING LLC 0 FL9094-R4; STRATFORD 1000 SERIES, ROLLING SHEET DOOR SIDING UTM13 .1-R0 � � 1060 EAST INDUSTRIAL DRIVE WINDOWS. MAX 0/C (TYP X ,J '�' ULTRA -RI ° C/M PANEL, 29GA � i SUITE W o - UP TO AND INCLUDING 40'-0" _ ORANGE CITY FL 32763 PGT INDUSTRIES - - - - - - - - - - - TRI COON METALS I 0 FL1435.1.817; SH -200° SERIES, VERTICAL SLIDER 32"X26" REAR GABLE COMPOSITELLLL5,_0„ 5'-0" 386-832-8000 0 FL239.4-822; SH -7000 SERIES, VERTICAL SLIDER, 32"X26 0 FL1408 .1-R2 386-774-6834 (FAX) N, MIN: 24 �., MAX DOOR WIDTH: 1fi'- " 1/8 - 1 �0 GRANDB M° 'STUCCO/LAP" MIN: 24 O/C (n MAX 800-339-4556. POCOHONTAS -- -- SIDING, 2 GA ,1 . 1 5.0 FABRAL i molyet@yahoo.com A� , �^ 4.. ' yQ 112904.2-R4; 100 -VSO SERIES, VERTICAL SLIDER, 30"X30" UP TO AND INCLUDING 40.0. �� MAX .. _r UP TO AND INCLUDING 4 '-0" OPEN TRUSS WIDTH CORNER BRACING BRYAN A MOLYET, Px` U 0 REQUIRED ON BUILDINGS WIDER THAN 25'-0" R P.E. LIC. No. 04150 - : "y,: 1 FRONT GABLE COMPOSITE Q0 FOUNDATION, ANCHOR NG _ WITH EAVE HEIGHT TALLER THAN 12-5„ CERTIFICATE OF AUTO -0 1/8-1 �:5° AND. FLOORING PLAN � NO. 32041 - , B�5 -011 �a 4 I i