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HomeMy WebLinkAbout23-5850ty of Zephyrhills 17' 77", BNC-005850-2023 Issue Date: 04/12/2023 REINSPECTION FEES: (c) With respect to Reinspection fees will comply with Florida Statute 553.80(2)(c) the local government shall impose a fee of four times the amount of the fee imposed for the initial inspection or first reinspection, whichever is greater, for each subsequent relinspection. 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 permit required from other governmental entities such as water management, state agencies or federal agencies. I !J!I 1111111111 1!111! !! 11 11, 11711,17 111 !11,11111 Jill III 111 1111111 lipil I III 111 11 Jill 1 Fie periv=4107M accordance wi h City Codes and Ordinances. NO OCCUPANCY BEFORE C.O. NO OCCUPANCY BEFORE C.O. . ......... . .. . ONTRACTORSIGNATURE IRE IT OFFICE PERMIT EXPIRES 1N 6 MONTHS WITHOUT APPROVED INSPECTION SEC. 1, TWP. 26S., RNG. 22E. Fd r r C., ND: ZEPHYRHILLS COLONY COMPANY LANDS (PLAT BOOK 1, PAGE 55) POINT OF BEGINNING NORTH BOUNDARY OF THE LESS OUT NW 1/4 OF SECTION 19-26-22 NORTHWEST CORNER OF TRACT "LB2" PLAT BOUNDARY -- --- - /S 89"4406" E 65.4fll )/ 11 ; 8 "44'34" E 573.82'(P) „ 1 0 - I- / -- - - - 4-6-..._`nL>,..... ............._.._.._..�•..._....._...�.S 8 °45'26" E 573.82'(M) .. 2J� ..^.. 1610 D0 022" 23' 48" N 89`45'26" W 59.811.. .. �_ .. N 89°45'26r' W 514.00�M) �"Cr" O 07 ,�� 2'•-c?.�.,r- ,r-. _.._. -- --- 2 9 1.9 1 �.,,.. 8. - .. ... • r--- O 8,. 6 8'09 0 \ SHOWN FOR / / 4 F.C.I.R.1/2" I oN FENCE END - � 8 O 50� 10" 5 I `- DIRECTION ONLY ___._ 7._.J 1 0� -I S.C.LR. �1 / L.S. #3555 S.C.LR. -9--�y1y _._ . 25' 15.0'I- --------- �� �._ --- - ---- ----- - - 5 200' 12' 200' 1^0'; F- II,�FC EGR[ SS L j I _ PROPOSED ' PROPOSED --, I L=aE l,i-ENT In / ���� M 1-STY BLDG#2 i-STY BLDG#1 ro � Nj A I �s 7,000 SF 7,000 SF o o. 5' j 7 F.F.E.=76.5 F.F.E.=77.5 10 -1 t 1f) �0' 0o �� I of I 30' O Ln• F.C.LR.1/ 2° O OI i L.S. #3555 1 °' cQo o o ; I 0, 11 of i i I w I _ F.C.I.R.1/2" o� L.S. #3555 q 125' 12' 125' PROPOS�l PROPOSED 00 1-STY BLDG#4 10,000 SF 0000 1-STY BLDG#3 10,000 'SF F.F.E.=76.4 F.F.E.=77.25 i PROPOSED DUMPSTER PAD (10'-8"x14'-8")INTERIOR DIM. BLOCK R30' j (SEETALL DETAIIL SHT ;ENCLOSURE R5 /R1Q' 7 40' o R2 \' / z \\ R20' /� SAWCUT & REMOVE EXISTING U ' TYPE"F"CURB INSTALL t) ;� P. W C) II 63' TYPE"F"DROP CURB & C P �t O \ F�� I G' ALL WORK SHALL COMPLY WITH I PREVAILING to p PER INDgSGUTTER,55LF , F i v. CODES FLORIDA BUILDING CODE, zo01_- = r - SAWCUT & REMOVE EXISTING I I 0 NATIONAL ELECTRIC i RIC CODE,_ R5' R10' TYPE"F"CURB & INSTALL ' p 1 TYPE" DP CURB & I \ \D �� ;o M AND THE CITY1F zEP�iXIrl 5 R10' GUTTER.35{ F y Io 1. ORDINANCES LOT 11 \ PER INDy5 0-001. \ 'O 5 F.C.I.R. 1/2° n 1Q� L.S. /3555 PLAT BOUNDARY �\ I 125' 12' 125' p0 e• C\ / P.C.P. \ !� j- P h.rd.� I .S. "5555 5> :h 1 10�P N1. lit \ I PROPOSED PROPOSED R \ \ 1-STY BLDG#6 1-STY BLDG#5 % / \ 0 10,000 Sr0,000 SF % 0 F.c i.r -... \ a0 a r 0 00 i L.S. ,.>.,: 60' F.F.E.-76.41 F.F.E.=77.25 LF F '. FOUND IRON PIPE P.C.P. PERMANENT CONTROL POINT ..i:.LF'. FOUND CAPPED IRON PIPE \o °" TOTAL COMP TED AREA i P.R.M. PERMANENT REFERENCE MONUMENT o °o I 7.41 A rest R35' R. FOUND IRON ROD \ S, / > W.F. WOOD FENCE �� \ FOUND CAPPED IRON ROD? l z C.L.F. CHAIN LINK FENCE FOUND CONCRETE MONUMENT w SET CAPPED IRON ROD 1/2" B.W.F. BARBED WIRE FENCE \sue O9� J. j 1282`P) �: / � I PSM//5761 V.F. VINYL FENCE W REVIEW DATE: CITY OF ZEPHYRHILLS \ SET MAC NAIL & DISK COR. CORNER \ S 11 11A.5 j �� � J P.S.M.#5761 F.F. FINISHED FLOOR \vc'� I S BUILDING OFFICIAL = ! 0 00 \.P.F. POOL PUMP/FILTER \ !� • ,�JP P LICENSED BUSINESS ' 82.5' EL. ELEVATION PROFESSIONAL SURVEYOR 0' / R35' \ I a- T.O.B. TOP OF BANK \ \ I h5 / R30 125' 12 125' \' Q r Li C4 ` AND MAPPER j r 7.0.5. roF or sLOPF � j 10'' ! FOUND PK NAIL & DISK F.O.W. EDGE OF WAI L.h (TIME OF SURVEY) \ \ , r .F•.` K ::, FOUND RAILROAD SPIKE \�\ ! / 1-SRYPBLDD#8 1-STY OSED11 r GP. EDGE OF PAVLMCNT n; \ J 0 1�,SF 0 10,000 SF 40' _ C' DEED C. E. COVERED ENTRY \ F�000 .E.=76.4 F.F.E.=77.25 �� F' PLAT P.O.B. POINT OF BEGINNING y I �. \ �0 1 F FIELD P.O.C. POINT Or COMMI'NCEMENT `` \ C CALCULATED W.U.P. WOOD UTILITY PULE. CONCRETE F.C.I.R.5/&!) �-•' \ •�\ i E.M.P. ELECTRIC METF_R POLE P.C. JOHNSON) \ �� R15' R15' \ \ AIR CONDITIONER CONCRETE BLOCK \•. \ t , t W.L.P. WOOD LIGHT 110 LC : !• 1' T.B.M. TEMPORARY BENCH MARK 1 •1 + CONCRETE LIGHT POLE \\ LOT 12 C LIGHT POLE ELECTRIC BOX R.C.P. REINFORCED CONCRETE PIPE \ •°\\ 0 11 , `'1 \ C.M.P. CORRUGATE METAL PIPE \ \ Ao \ *� EXISTING ELEVATION \•\ 1O�`L 4�0 o. \\\ \ ,` __.,__-------------- BARDED WIRE F"ENC'E. \ EASEMENT \\ \. •, \ \ 1\ ...T LINE \ EX. TRUE LEGEND: 0 Camphor Tree (4)0 Oak Tree (74) Cypress Tree (3) Sycamore Tree (1) - I LL��� i� PI �ti/�N IiL F�11v,liERE aATi-)GERC �'P E SURVEY ���i., ,a I Al _ lJ (l`'l I) mil .,'JU / , AIL% �L f. k'JA' I,lit1, TIFF" I -I(., 11, , ,:i" r,C,`I, :II II• I .`I � l�I �. 1 Li _ H i. f 1 v �EJ`dEI v= L'JT 12 E St-;I<iBE D 1i0 CLFVa.TO 1. I Biv1 SIAIriJi f,1�T' A1J1! I r I � rrlE T'ikP I , r E I' ION. F j7 (f 4 . D i 98'', N OTt 1 EI F TICI J< N `U c a '.L'I- III Tt,F E11�". > � ntkF01'J r "JET 1',_.'ER PUE'�Li- LSE- .vim. nF r.-.. T`_ if-L_ P ,_)IlL: CURVE DATA CURVE RADIUS ARC LENGTH CHORD LENGTH CHORD BEARING DELTA ANGLE C-7 P 85.00' 120,59 110.73' S 07*37'30" W 81'17'00" C-7 M 85.00' 120.60' 1 10.74' S 07'34'55" W 8117'41 " C-8 P 60.00' 150.62' 114.07' S 18'05'45" W 143'49'52" C-8 M 60.00' 150.42' 114.01' S 18°05'13" W 143°38'i5" C-1 1 P 25.00' 23.13' 22.31 ' N 27° 19'09" W 53'00'05" C- 1 1 M 25.00' 23. 14' 22.32' N 27*27'37" W 53'01 '37" C- 13 P 1039.33' 303.40' 302.32' S 09' 10'52" E 16'43'33" C- 13 M 1039.33' 303.4 1' 302.33' S 09' 1 1 '39" E 16'43'34" C-53 P 615.00' 76.03' 75.99' N 29'2829" W 7*05'01 " C-53 M 615.00' 76.09' 76.04' N 29°32'42" W 7'05'21 " C-100 100 OC 141.24' 129.79' S 07'41 ' 18" W 80'55'30" C-100 100 00' 141.87' 130.27' S 07°37'30" W --------- LINE TABLE LINE BEARING DISTANCE L-1 P N 74' 10'40" E 15.22' L-1 M N 74°19'44" E 15.05' L-2 P S 86°29'34" E 9,30' L-2 M S 87°17'10" E 9.34' 74,159 s\\ RETENTION POND � �• \ TOP=74.5 S.C.LR. BOT=71.5 \ `T'O°� \ (4-1)SLOPES ,/ \� \`•, Call 48 hours before you dig! ••oT' IT'S THE LAW! 1-800-432-4770 N • 4• i• SCALE: 1 ■ s ■ 4• PROPOSED LEGEND DIRECTION OF FLOW EXISTING ELEVATION 18.87 PROPOSED ELEVATION f- NOTE!: PROPOSED ELEVATIONS AT CURBLINE ARE AT BOTTOM OF CURB FACE. ADD 0.5' TO THESE ELEVATIONS FOR TOP OF CURB HEIGHT. (MEG = MATCH EXISTING GRADE) X SILT FENCE -El- 6'TALL PVC FENCE --0- 6'HIGH FDOT FENCE VINYL COATED(BLACK) W/BARBED WIRE lfl CEMENT BAG RIP -RAP PAD �■ FILTER SOCK ONUMBER OF PROPOSED PARKING SPACES e��®® PROTECTIVE TREE BARRICADE X REMOVE EXISTING TREE yvJ •.\`\ SOIL TEST LOCATION •�•' \ \ (SHWL&DRI) ' _ P.C.P. •\� GROUND EL=73.o /'• \ -- F.P'K.N.&D. L.S. #3555 •\• `/•'/\ T.B.M. #2 \ •\ �--------------------------- I •/../• O 40" /, ,yGj aGj 12 2, 33•/N 60 22 0 j O •/� \ 10" •/' LOT 13 o,o ./• L.S. #3555 \ \• 2 6 O ./• .�•. , 0 F.C.I.R.1/2" •/• 8„ 2 �.,0 L S #3555 00�00 •oe O 0" •�15„ F.C.I.R.1/2" \ F.C.I.R.1/2" L.S. #3555 L.S. #3555I ,S. r-25.0 TRACT "A" DRAINAGE AREA & WETLAND CONSERVATION AREA PAVING LEGEND PROPOSED CONCRETE a ° d PROPOSED COMPACTED GRAVEL 0'm U 6 � to I ® 0 In X j C%4 cq M M 0 a � (31 �, a C L F- 0. L& c 0 t0 U' I d z z O a N W I>Y tN ir W W z C9 z W Q O mIm z O U) 5 LEI Li h Q �I0i DATE: 4/27/22 I JOB #: 21-16 SCALE: 1 " =40' SHEET #: 1 OF 7 . �. ...... . . . . . 4 0 F-1 (2) #5 CONTINUOUS. THRU PIER F•®®TERS --w T 3/4' DIA X 24* LEING ASTMA-307 STEEL. ANCHOR DOLTS EMBEDDED INTO PIER 20' (30' MIN PRO JECTION> 3/40 DIA X 24' L13NG <2) #5 CONTINUOUS ASTMA-307 STEEL ANCHOR THRU PIER BOLTS EMBEDDED INTO -PIER* FOi TERS 20' (3' MIN PROJECTION) •A� A ° •a *P °•• a IIa" � d♦ � � ° ♦ • ,gyp • YOe o •� •9 ' +r o'• ° • • .. 4" 4` x 4,1 3000 PSI ° '• ' • • ° •` r •'• CONCRETE PIER VITH #5 REBARS BOTH WAYS TOP & BnTTD14.EQ SPACED APPROX W nC V/ r M CVR #3 \/E~RT a CORKERS - 1 SIDE PIER FOOTERS (TYPICAL 24 PLACES) 96� a° ° aQ • . •b (2) #5 CONTINUOUS .:�-.: • THRU PIER ., FOOTERS F— CONTINUOUS FOOTER ..POURED SIMULTANE0U.SLY WITH PIERS • • • A .. °• .p .� •fir V F M ll. W r 41 x 4' x 2f . 6" 3000 PSI •• �'• .. ;� • CONCRETE PER WITH , �-" •. #5 REBARS BOTH WAYS TIP . & #3 . VERT CORNERS APPROX 0 O Co F— RNER PIER ETER (TYPICAL. 4 P EIS) I hereby certify that I -have performed and reviewed this plan .and four � it t0 be in compliance with ASCE 7 —16 and the ID BUILDING CODE, 2020 7th edit��SRI a �y �360 TARE O 9!W= LA N C/F 0. At I N p , u N r) V" A W it P 17EN'R L�ENCE 1. THE MINIMUM SOIL BEARING CAPACITY REQUIRE® TO SUPPORT THIS STRUCTURE 11,00B PSF• Z. A PERMANENT SIGN WITH IDENTIFIES THE TERMITE TREATMENT PROVIDER AND NEED FOR RE -INS AND TREATMENT" CONTRACT RENEWAL SHALL BE PROVIDED. THE SIGN SHALT. BE POSTED NEAR THE WATER- HEATER OR ELECTRIC PANEL FBC 104.26 3• TO PROVIDE FOR INSPECTION FOR TERMITE INFESTATION, BETWEEN MALL COVERING AND FINAL EARTH-! GRADE SHALL NOT BE LESS THAN 6 INCHES EXCEPTION PAINT' OR DECCIRATIVE CEMENTATTON FINISH LESS THAN g"' T-6ICK AD�fEREC3 DIRECTLY TO THE FOUNDATION MALL, °4• INITIAL. TREEATMEANT SHALL BE DONE AFTER ALL. EXCAVATION AND BACK FILL IS COMPLETED. S. SOIL DISTURBED AFTER THE INITIAL TREATMENT SHALL BE RETREATED INCLUDING SPACES. BOXED OF FORMED. 6. BOXED AREAS IN CONCRETE FLOORS AND FOR SUBSEQUENT INSTALLATION OF TRAPS, ETC. SHALL_ BE MADE IN PERMANENT METAL OR PLASTIC FORMS, PERMANENT FORMS MUST BE OF A SIZE & DEPTH THAT WILL ELIMINATE THE DISTRUB.ANCE OF SOIL AFRR.THE TREATMENT. 7. MINIMUM 6 MIT, POLYFILM MUST BE INSTALLED TO PROTECT AGAINST RAINFALL DILUTION IF RAINFALL OCCURS BEFORE POLYFILM PLACEMENT. RETREATMENT IS REQUIRED. B. CONCRETE OVERPOUR AND MORTOR• ALONG THE FOUNDATION PERIMETER MUST BE REMOVED BEFORE EXTERIOR SOIL TREATMENT. 9. AN EXTERIOR VERTICAL CHEMICAL BARRIER MUST BE INSTALLED Amp. CONSTRUCTION IS COMPLETE INCLUDING LANDSCAPING AND IRRIGATION AW SOIL DISTTRRBED AFTER THE VERTICAL BARRIER IS APPLIED SHALL BE RETREATED. 10, ALL BUILDINGS ARE REQUIRED TO HAVE PRE -CONSTRUCTION TREATMENT, 11. A CERTIFICATE OF COMPLIANCE MUST BE ISSUED TO THE BUILDING DEPARTMENT BY LICENSED PEST CONTROL, COMPANY BEFORE A CERTIFICATE OF OCCUPANCY WILL BE ISSUED. THE CERTIFICATE OF COMPLIANCE SHALL STATE THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES AND THAT THE TREATMENT IS IN ACCORDANCE WITH THE RULES AND LAW OF THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICE. 12. AFTER ALL WORK IS COMPLETED LOOSE WOOD AND FILL MUST ME REMOVED FROM BELOW AND WITHIN ONE FOOT OF THE BUILDING. THIS INCLUDES ALL GRADE STAKES, TUB TRAP BOXES, FORMS, OR OTHER CELLULOSE CONTAINING MATERIAL 13• NO WOOD, VEGETATION STUMP, CARDBOARD, TRASH, ETC. SHALL BE BURIED WITHIN IS FEET OF ANY BUILDING OR. PROPOSED BUILDING, D,WSMITH FLORI WPRBF SI E � R LiC� 536fl� O 9*e ts uonsuusna gniqineer U9 WALLAST DRIVE —DARE CITY,ELORID33525 nor/lExTi 813-469-E-410i dwsfI dea at ink net (M> ff M P.O. BOX 1316 - BATESVILLE, MS - 38606 (662) 563-4574 - (662) 563-1142 (FAX) - ACIBUILDINGSYSTEMS.COM For Customer Service customerservice@Gcibuildingsystems.com 662.563.4574 x 298 BUILDING SPECIFICATIONS The building system shown on these drawings has been designed and detailed for the loads and conditions stipulated by the letter of certification, and these drawings. Any alterations to this building system, removal of any of its components or parts, modification of the intended end —use, modifications in cladding or any other deviations from the original conditions for which the building system was designed may be done only with the written approval of a registered architect and/or a registered professional engineer, as applicable. The metal building manufacturer (MBM) will assume no responsibility for any of the changes mentioned above if performed without prior written approval by the MDM. This building system has been designed per the MBM's standard design and manufacturing practices, the governing building code, and the applicable editions of the building code referenced AISC, AISI, ASCE, and AWS standards. This building system has also been designed in accordance with all applicable provisions of the latest edition of MBMA Metal Building Systems Manual. In applications including structural steel deck and steel joists, the code referenced editions of applicable SDI and SJI standards, respectively, were also applied. The MBM does not design or check ventilation or energy conservation systems for the building system supplied and is not responsible for the adequacy of specified ventilation and energy conservation components. The End User should insure that adequate provisions are made for ventilation, condensation, and energy conservation requirements The MBM is not responsible for the design, materials and workmanship of the foundation, or the anchorage of the building system to the foundation. Anchor bolt plans prepared by the MBM are intended to show only location, diameter, and projection of anchor bolts required to attach the metal building system to the foundation. The END USER is responsible for engaging the services of a licensed Professional Engineer to perform foundation and foundation anchorage design. The minimum compressive strength of the concrete is assumed to be 3000 psi. The Professional Engineer designing the foundation shall determine the adequate anchor bolt material type and grade, anchor bolt embedment, and any anchorac_v reinforcement to accommodate the given anchor bolt locations, quantity, and diameter. Unless noted otherwise on the Letter of Certification, the building system by the MBM is exempt from the ASCE 7 stipulated seismic drift limitations. The END USER shall insure that all the interior and exterior attachments and cladding by others are designed to accommodate seismic drift. The MBM does not investigate the influence of its metal building system on existing buildings or structures. The END USER shall engage services of a licensed Professional Engineer to evaluate whether such buildings and structures are adequate to resist snow drift loads or other conditions as a result of the presence of the Metal Building System. The materials used in fabrication of primary and secondary steel framing members, as well as related accessories are shown below with their corresponding ASTM designations. When the compliance with the building code mandated edition of the AISC Seismic Provisions is required, only materials approved by those provisions are used. Built—up Section Flanges (Fy = 55 ksi); A529, A572 or A588; Built—up Section Webs & Connection Plates (Fy = 55 ksi); A1011, A572 or A588; Hot —rolled W—shapes (Fy = 50 ksi); A992 or A572; Hot —rolled C and L—shapes (Fy = 50 ksi); A529 or A572; Hot —rolled Rods (Fy = 55 ksi); A108 or A572; Cold —formed C, Z, and ES shapes (Fy = 55 ksi); A1011 or A653; Panels, A792 or A653, Gr. 50 for Ga. 24 and thicker, Gr. 80 for others; HSS Round; A500 Gr. 8 (Fy = 42 ksi) HSS Square/Rectangular, A500 Gr. B (Fy = 46 ksi) Cables, A475 Eyebolts (Gr. 55); A108, or A572 Washers, A536 Hillside Washers, A48 Structural Bolts, A307 Gr. A, A325 Gr. C, A490 Gr. DH (used as noted in next section) Unless noted otherwise and except for crone support system connections, all bolted joints shall be snug —tightened in accordance with the latest edition of Specification for Structural Joints Using ASTM A325, or A490 Bolts (RCSC). All joints in crane support system application shall be pretensioned as required by RCSC. All primary frame bolted connections use A325 bolts, unless noted otherwise. All end —plate connections in cold —formed steel frames use A325 bolts, unless noted otherwise. All primary structural members have been painted with the minimum of one coat of iron oxide inhibitive primer. All structural steel members have been painted in accordance with Steel Structures Painting Council Specification, SSPC No. 15. Shop and field inspections and associated fees and expenses are the responsibility of the contractor, unless noted otherwise. BUYER or CONTRACTOR RESPONSIBILITIES The BUYER or CONTRACTOR must secure all required approvals and permits for this project from the e agencies laws a appropriate g es in full compliance with all applicable local and state la and regulations. In accordance win the Sec. 4.4.1 of the latest edition of the AISC Code of Standard Practice and the MBMA Common Industry Practices. Approval of these drawings and calculations (if applicable) constitutes an agreement that the MBM has correctly interpreted the requirements of the contract building drawings, specifications, and all other contractual requirements. In accordance with Sec. 3.3 of the latest edition of the AISC Code of Standard Practice, where discrepancies exist between drawings provided by the MBM and the drawings provided by the other trades, such as architectural, electrical, plumbing, and others, these drawings provided by the MBM shall govern. The BUYER or CONTRACTOR is responsible for the erection of the entire building system and all associated work pertaining thereto in accordance with the MBM's "For Construction" drawings. Drawings not marked "For Construction" SHALL NOT be used in the erection of the MBM's building system. In accordance with Sec. 7.10.3 of the latest edition of the AISC Code of Standard Practice, temporary supports such as guys, braces, falsework, shoring, and other elements necessary to safely erect the building system and prevent structural and other damage to the building system shall be determined and furnished by the erector. The structural building system provided by the MBM is designed for service conditions in accordance with the building code. The BUYER or CONTRACTOR shall erect the system in a manner that insures that the loading conditions on the structure during service are not exceeded in any part of the structure throughout the erection process. Unless noted otherwise, the MBM shall not be responsible for the design of any elements of this project not part of the structural building system provided by the MBM. The BUYER or CONTRACTOR shall be responsible for taking appropriate steps to insure that such elements are properly structurally designed and constructed. It is the responsibility of the BUYER or CONTRACTOR to observe and apply all pertinent OSHA and other mandatory safety provisions. The BUYER or CONTRACTOR is responsible for the inspection of all of the MBM's shipment when received. Any claims of non —received items must be reported to the MBM in writing within 5 business days. In order to maintain the quality guarantee and to qualify for reimbursement, any field modifications of any reported defective item may not be performed without a prior written endorsement by the MBM. THE MBM shall not be held liable for any claim whatsoever, including, but not limited to, labor charges or consequential damages, resulting from the BUYER or CONTRACTOR/Erector's use of defective or incorrect materials that can be detected by visual inspection. o � LJ Ld METAL BIJUM WNUFACTURERS ASSOCIATION THE MBM is not responsible for material damaged in unloading or for packaged or nested materials, including, but not limited to, fasteners, sheet metal, "C" and "Z" sections, and covering panels that become wet and/or are damaged by water while in the possession of others. Packaged or nested materials that become wet in transit shall be unpacked, unstacked and dried by the BUYER or CONTRACTOR. With respect to all other building system erection aspects not mentioned abovc,iithe BUYER or CONTRACTOR shall comply with the Sec. 6 of the MBMA Common Industry Practices. For any aspects of the erection not covered by the MBMA Common Industry Practices, the provisions of Sec. 7 of the latest edition of the AISC Code of Standard Practice shall apply. SPECIAL NOTES 1: Girts are not allowed to be cut for field located framed openings unless approved by the engineer. AA�Lf'V located framed openings may cause girt sizes to change from original design. CODI NATII AND ORD FLORIDA APPROVAL NO. LOCATION TYPE NUMBER RO OF PBR Panel 7396.3 (Approved December 15, 2020) 1 ff71Y 'HILLS`� DESIGN LOADING THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED BY THE Florida Building Code 2020, 7th Edition IT IS THE CONTRACTOR'S RESPONSIBILITY TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. SPECIFIC LOADS: SEE STRUCTURAL CALCULATIONS AND FOUNDATION REACTIONS. II BUILDING RISK CATEGORY 2.00 DEAD LOAD (psf) 20.00 ROOF LIVE LOAD (psf) Yes LIVE LOAD REDUCTION ALLOWED. 1 COLLATERAL LOAD (psf) 0.0 GROUND SNOW LOAD, Pg (psf) SNOW IMPORTANCE FACTOR, Is 140 ULTIMATE WIND SPEED (mph) 108 NOMINAL WIND SPEED (mph) SERVICEABILITY WIND SPEED (mph) 10 Year SERVICEABILITY WIND RETURN PERIOD B WIND EXPOSURE CATEGORY 1.00 WIND IMPORTANCE FACTOR, Iw 0.00 INTERNAL PRESSURE COEFFICIENT, GCpi Open WIND CLOSURE CATEGORY 1.00 SEISMIC IMPORTANCE FACTOR, Is 0.058 MAPPED SPECTRAL ACCELERATION FOR SHORT PERIODS, Ss 0.032 MAPPED SPECTRAL ACCELERATION FOR 1—SECOND PERIOD, S1 N/A SEISMIC USE GROUP B SEISMIC DESIGN CATEGORY 0.0200 SEISMIC RESPONSE COEFFICIENT, Cs 0.061 FIVE PERCENT DAMPED SPECTRAL ACCELERATION FOR SHORT PERIODS, SDS 0.05 FIVE PERCENT DAMPED SPECTRAL ACCELERATION FOR 1—SECOND PERIOD, SDI D SITE CLASS 3.00 RESPONSE MODIFICATION FACTORS, R—FRAMES 1.25 RESP. MOD. FACTORS, R—BRACING (F—SW) 1.25 0.02 DESIGN BASE SHEAR, W 1.9 LONG. BASE SHEAR (kips) 1.0 TRANS. BASE SHEAR (kips) Equivalent Lateral Force ANALYSIS PROCEDURE Systems not specifically detailed for seismic resistance Seismic Resisting System: Transverse (Rigid Frame) ENGINEERING SEAL Ibis certification covets parts fabricated and delivered by the manufacturer only and excludes ports such as doors, windows, foundation design and erection of the building. Sealed drawings do not constitute an agreement that the signed engineer is acting as the engineer of record for the overall project. IMrr i SHEDD Keith Sheddw . 6� �� 459 WOODLAND RD BAMSVILLE, MS. 38606 PE# 48014 gyp'' G' . " E N S�:•. �-' 1is iteefi has heen elechnnicalh sigiied and Sealed he Keitli P. Shedd. .. No 48014 P.E. usins a Diuital Siaualttire and •• "' date. Printed copies of this document ' = are not considered sicined toil sealed SAT ©� •`. raid the sianatura must be verified on .. «, 0 "` LI any electronic copies. ��i •• •0 R PV+/" �� 06/14/2022 Pr. CiA1 t�i � .v,• loll! i • MENEM M■MEM r ! `r, MEMO. MENEM IN • V V GCS C� t� �1 M i;4 M CIO 1�1 Z (21 r. 4— r ri L '_1 C-11 n cd 3 p ENG BY: MNF CAD BY: AMA DET BY: AMA CKD BY: ALL JOB NUMBER: B22-2221-03 DWO NUMBER: SOT C CS1 of 1 1 200'-0"OUT-TO-OUT OF STEEL 9 Low Eave 2 3 4 5 6 7 8 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 4" 24'-8" 24'-8" 4» B iT T ce= - i_ _'� C -L� ' I B E B B B B • ' o' B E B C J_ V~i O 2 � O N O m I I "-.2 `o L s O 0 o _ I Ln M A A cJi J U B D B B B B B D B _:� A 2 4" 24'-8" 25'-0" 25'-0" 25'-0" 25'-0" 25 4" 25'-0" 24'-8" 4" 25'-0" 25'-0" 1 2 1. All baseplates 2. Anchor bolt manufacturer 3. See base ANCHOR BOLT 3 4 5 BUILDING "C" ANCHOR BOLT PLAN NOTE: All Base Plates ® 100'-0" � , GENERAL NOTES @ same elevation unless noted otherwise. design for embedment is not b the metal building 9 Y 9 and must be determined by the foundation engineer. plate details for correct placement of anchor bolts. SUMMARY 6 7 EMGIl MMWG SEAL ��� This certification covers parts fabricated and ®°• .. •° g 9 High Eave 4s9 wooDLAND xD KOO IANDR BATESv11d.E,MS. 38606 FEW 48014 `' ' f' ll,,� f ' � t. • G•1=`t�j , 4 " S `` . ris iter i has been electronically fi '•.. Dia= 3/4" 8. — _I— — I 1 3" a I 3" 8" SW 4" DETAIL A Dia= 7/8" 6 1 4" 1'-5 15 16" l l 10 1 0 IC0 I — —4--I 4" 11 1010 SW 1'-5 7 16" 5" DETAIL D Dia= 3/4" 8. — —I— _ N - 1 3" o 3" --I-- 11/2" 11/2' 8° Dia= 3/4" 1'-1 3 8" 5" SW T 11 1/2" I F-- — H --I 3" l 6 1 4" 1'-1 7 8" I DETAIL E SW See Plan DETAIL B Dia= 3/4" " 4 SW 8" — —I— — 3° GC <e <, ° I < Dia Proj delivered by the manufacturer only and si,ned and seated b� Keith P. Snedd. o I ]3' a QVLocate (in) Type (in) exchulespartssuchasdoors,windows r No 48014 `" P.E. usim, a DiLnt, Si;nature and +� I foundation design and erection of the building. ' _ '• date. Printed copies of this document e 72 Frame 3 4A36 2.50 " / Sealed d[awing3 d0 not Con3h2111e an agreement � ..� , * — are not considered signed and sealed DETAIL C —I— _ Z1/ABI SECTION @CONCRETE EDGE __-- O 8 e 8 WindCol 7/8" A36 2.50 WindCol 3/4" A36 2.50 that the signed engineer is acting as the engineer of record for the overall project. Q -. ®` t''� STATE ®F :"�: andthe „<naturemust l>e�erit;edon , ,.• 44r and clectrouic copies. .. _....... �� .��® 06/14/2022 :4 1 7XI WRTZWF� 0�=0©©m 101 1111 .� " EMEND MENEM MENEM y u ' •' MENEM EMEND MEMEM MENEM S ENRON DMI1111 a N CII C) CC *--4 10 4-4 -4 i� dam' oleM Q!8 M � M Fa CIO E�j O O ^ E cq E V1 Uj (A Z 0 5 --- - m ENG BY: MNB CAD BY: AMA DET BY: AMA CKD BY: ALL JOB NUMBER: B22-2221-03 DWG NUMBER : SCOT I AB 1 of 2 FRAME LINES: 1 23456789 H IV IV RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Column -----Dead--Collateral- -----Live---Wind_Leftl--Wind-Rightl---Wind_Left2- UNE Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1* B 0.2 0.9 0.1 0.2 0.8 3.3 -0.8 -3.3 -0.8 -5.5 -0.8 -5.2 1* A -0.2 1.2 -0.1 0.2 -0.8 4.9 1.6 -7.3 1.7 -5.1 1.7 -5.3 3* B 0.3 1.3 0.1 0.4 1.2 4.9 -1.4 -6.4 -1.5 -10.6 -1.5 -10.0 3* A -0.3 1.8 -0.1 0.4 -1.2 8.1 3.1 -13.9 3.2 -9.7 3.2 -10.3 2* B 0.3 1.3 0.1 0.4 1.3 4.9 -1.7 -6.4 -1.8 -10.6 -1.8 -10.0 2* A -0.3 1.8 -0.1 0.4 -1.3 8.1 3.4 -13.9 3.5 -9.7 3.5 -10.3 Frame Column -Wind_Right2---Wind_Longl--Wind-Long2-Seismic_Left Seismic -Right -Seismic-Long Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1* B -0.8 -3.6 -1.2 -6.3 0.5 2.7 0.0 0.0 0.0 0.0 0.0 0.0 1* A 1.6 -6.9 2.4 -7.5 -1.0 3.2 0.0 0.0 0.0 0.0 0.0 0.0 3* B -1.4 -7.0 -1.1 -33.6 0.6 -24.5 -0.1 4.1 0.1 0.1 0.0 -4.6 3* A 3.1 -13.3 2.3 -49.7 -1.1 -39.0 -0.1 0.1 0.1 -0.1 0.0 -5.2 2* B -1.7 -7.0 -2.0 -9.1 1.0 4.7 -0.1 -0.1 0.1 0.1 0.0 0.0 2* A 3.4 -13.3 3.7 -10.7 -1.9 5.5 -0.1 0.1 0.1 -0.1 0.0 0.0 1* Frame lines: 1 9 3* Frame lines: 3 7 2* Frame lines: 2 4 5 6 8 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Column-Reactions(k )ik Frm Col Load Hmax V Load Hmin V Bolt(in) Base-Plate(in) Elev Line Line Id H Vmax Id H Vmin Qty Dia Width Length Thick (in) 1 * B 4 1.1 4.8 8 -0.6 -3.3 4 0.750 8.000 10.50 0.375 0.0 1* A 8 1.3 -3.8 4 -1.3 6.5 4 0.750 8,000 10.75 0.375 0.0 4 -1.3 6.5 8 1.3 -3.8 1* Frame lines: 1 9 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Column_Reactions(k ) Frm Col Load Hmax V Load Hmin V Bolt(in) Base-Plate(in) Elev. Line Line Id H Vmax Id H Vmin Qty Dia Width Length Thick (in) 2* B 4 1.8 7.5 8 -1.0 -4.7 4 0.750 8.000 10.50 0.375 0.0 6 -0.9 -5.6 2* A 8 2.0 -5.3 4 -2.2 10.8 4 0.750 8.000 10.50 0.375 0.0 4 -2.2 10.8 5 1.9 -7.3 2* Frame lines: 2 4 5 6 8 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Column-Reactions(k ) Frm Col Load Hmax V Load Hmin V Bolt(in) Base-Plate(in) Elev. Line Line Id H Vmax Id H Vmin Qty Dia Width Length Thick (in) 3* B 1 1.5 6.7 6 -0.8 -5.6 4 0.750 8.000 10.50 0.625 0.0 2 0.6 19.6 7 -0.5 -19.4 3* A 6 1.8 -4.8 3 -1.7 -9.3 4 0.750 8.000 10.50 0.750 0.0 2 -0.9 29.4 7 1.2 -28.8 3* Frame lines: 3 7 WIND COLUMN REACTIONS - Wall - Col Loc Line Line R/L Load -ID M F_SW A 3 L Wind Seismic o F-SW A 7 R Wind Seismic B-SW B 7 L Wind V t H + V Seismic B-SW B 3 R Wind Seismic "Vertical reactions are for anchor bolt tension due to base moment and do not reflect net uplift." t Reactions Harz Vert k k Moment f-k 4.1 42.5 71.0 0.5 5.2 8.7 4.1 42.5 71.0 0.5 5.2 8.7 2.6 27.5 36.7 0.4 4.6 6.2 2.6 27.5 36.7 0.4 4.6 6.2 BUILDING BRACING REACTIONS t Reactions(k) Panel -Shear -Wall - Col -Wind - -Seismic - (lb/ft) Loc Line Line Harz Vert Harz Vert Wind Seis Note LAW 1 h F-SW A 3 9 7 R-EW 9 h B_SW B 7 g 3 9 g Wnd column at column line h Rigid frame at endwall Building reactions are based on the following building data: Width (ft) = 35 Snow Load (psf) = 0.0 Length (ft) = 200 Wind Speed (mph) = 140 Eave Height (ft) = 15 Wind Code = IBC 18 Roof Slope = 1.0:12 Exposure = B Dead Load (psf) = 2.000 Closed/Open = Open Collateral Load (psf) = 1 Importance - Wind = 1.00 Roof Live Load (psf) = 20.00 Importance - Seismic = 1.00 Frame Live Load (psf) = 15.25 / 12 Seismic Coeff (Aa) = 0.091 NOTES FOR REACTIONS 1. All loading conditions are examined and only maximum/minimum H or V and the corresponding H or V are reported. 2. Positive reactions are as shown in the sketch. Foundation loads are in opposite directions. 3. Bracing reactions are in the plane of the brace with the H pointing away from the braced bay. The vertical reaction is downward. 4. Reaction values shown are unfactored. 5. Loading conditions are: 1 Dead+Collateral+Live 2 Dead+0.6Wind-Long2R 3 Dead+Collateral+0.75Live+0.45Wind-Long2L 4 Dead+Collateral+0.75Live+0.45Wind_Long2R 5 0.6Dead+0.6Wind_Left1 6 0.6Dead+0.6Wind_Right1 7 0.6Dead+0.6Wind_Long1L 8 0.6Dead+0.6Wind_Long1R Anc_Bolt Base-Plate(in) Qty Dia Width Length Thick 4 0.875 8,000 17.910 0.750 4 0.875 8.000 17.910 0.750 4 0.750 8.000 13.890 0.625 4 0.750 8.000 13.890 0.625 ENGINEERING SEAL This cftfication covers parts fabricated and delivered by the manufachn+er only and exchuies parts such as doors, windows, foundation design and erection of the budding. Sealed &uwbW do not constitute an agreement that the signed engineer is acting as the engineer of record for the overall projxL KEITII SHEDD 459 WOODLAND RD BATESVHIY, MS. 38606 PE# 48014 �k�tyit�cerariJ�� �, '' A p hi ' < f •,` ° .°:,� \ < •. � ' 4,, ite; ties been etectronicalIN, < 1 < signed and scaled her Keith P. Shedd, No 480 P.E. iisrng4 a Digital Signature and elate. Printed copies of this document are not considered signed and seated • � and the, lion rture must be Ncritied on STATE OF � C 0<. 44/ - any electronic copies. .lam - _ v®*' �y' +'� 06/14/2022 !milli! •� MMMF13 MENEM r MENEM MENEM s Solon O_,,,,, a � s CJ O C'n Zvi r�, C ~� h W 0 z d � 0 LC, W O gnn'_n"nllf-T _nllf of efpai Q 2 3 4 5 6 7 8 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 4" 4" RF1-301 E-303 RF3-301 E-303 RF2-301 E-303 RF3-301 E-303 RF3-301 E-303 RF3-301 E-303 RF2-301 E-303 RF3-301 E-303 RF1-301 NP-301 T I P-302 T I P-303 T \ I P-303 T / I P-303 T i P-303 T I P-302 T I P-301 T i 1 ERF3, \ / RF1-302 302 I I RF2-302 RF3-302 \ I / RF3-302 RF3-302 I RF2-302 RF3-302 I 1 I I I I I I I I I I I I I I I \ I I I I I LF103 E-301 RF3-303 E-302 I RF2-313 E-302 I RF3-303 E-302 I RF3-303 E-302 RF3- @3 E-302 RF2-303 E-302 I I I RF3-303 E-301 RF1-303 I I P-304 I P-305 I P-305 I P-305 I P-305 I P-305 I P-305 I P-304 L L-JU4 EB-301 BOLT TABLE LOCATION QUAN TYPE DIA LENGT OH Beams (EB-30_) To RF 4 A325 5/811 1-1/2" Eave Cee To ON Beam 2 A325 1/2" 1-1/411 Eave Strut to ON Beam 2 A325 1/2" 1-1/411 Purlin To EN Rafter 2 A307 1/2" 1-11411 Std. Purlin Lap Connection 7 A307 1/2" 1-1/411 %K Purlin To EN Rafter 4 A325 1/2" 1-1/4" w/ Anti -Roll Clip O Purlin Lap @ Rafter 8 A325 1/2" 1-11411 w/ Anti -Roll Clip O 1JW L L-JUJ L L-JU5 EB-302 EB-304 ERECTION NOT1=S H NHS 1. Use (4) 1/211 x 1-1/4" A325 Bolts at Anti -Roll Clip Locations (See �) 2. Use (8) 1/211 x 1-1/4" A325 Bolts at Anti -Roll Clip Lap Locations (See 4) L L-ND L L-JUJ L EB-302 EB-302 EB-302 BUILDING "C" ROOF FRAMING PLAN ALL PURLIN LAPS SHOWN ARE 3'-1 3/4" L-JU5 L EB-304 BA1 2X4X14Ga L EB-301 W8x10 EB-302 W8x10 EB-303 W8x10 EB-304 W8x10 P-301 8X25714 P-302 8X25Z14 P-303 8X25Z16 P-304 8X25Z12 P-305 8X25Z12 E-301 8E12 HD m E-302 8E12 HD �l E-303 8E14 LD E-304 8X25C16 E-305 8X25C16 RF1-302 rA-zni I /d" ra1 L-JU5 L L-JU4 L EB-302 SST (Typ) EB-303 200'-0"Out-To-Out Of Steel FL- 18AR (Gutter with 9 downspouts) FL- 18AL aFL- 16CL (10)FL-18C @ 20'-6", (68)FL-18E @ 10", (10)ET2 @ 20'-6" FL- 16CR f;! 0 x N n I HSCBL (10)FL-17 @ 20'-6" HSCBR BUILDING "C" ROOF SHEETING PLAN PANELS: 26 Ga. PBR - Galvalume Purlin Purlin Bolt t Screw t All Other Hardware —All Other Hardware (by others) (by others) Clip (by Others) Clip (by Others) Hmger (by Others) Hanger (by others) Acceptable Connection Methods Purlin Purlin Purlin c-clamp dy Clanp All Thread Rod Non -Acceptable connection Methods Hanger Attachments for All Collateral Loads Acceptable and Non -Acceptable Connections OUTSIDE CLOSURE w/ 3/4' MASTIC (T4B) NIGH SIDE EAVE TRIMt#12 1/4-14 X 7/8' S.D.SGREWS (FL-17)(12 O.G.) °PBRu ROOF PANEL (4) Y4 14x1" S.D. SCREWS------- (4) Y4-140' S.D. ';SCREW5 PANCAKE HEAD - S.D.5GREWS PANCAKE HEAD TYP @ TOP OF PURLIN C.) TYP 9 TOP OF PURLIN EAVE #12 X _ S.D.SCREWS PURLIN (TYP) � STRUT (12" O.C.) 2 x24GA STRAPPING NIGH SIDE EAVE STRUT EAVE i (6) #126/4" S.D. SCREWS E10 SECTION AT HIGH -SIDE EAVE _ STRUT-" 1 TYP @ EACH STRAP LAP WITH EAVE TRIM (AT EXTENSION) (2) #I2x3/4" S.D. SCREWS SCRppPING 51P1-10E (WASHERLESS) MU5 SURI lN5 ER Ma" 1s/41 TYP. @ BOTTOM OF PURLIN 2 P TYPICAL SCREW SPACING AT ALL STRAP ENDS COLLECTOR SYSTEM ON SCREW DOWN 5-5LOPE BLDG ENGINEERING SEAL This certification covers parts fabricated and delivered by the manufacturer only and excludes parts such as doors, windows, foundation design and erection of the building. Sealed drawings do not constitute an agreement that the signed engineer is acting as the engineer of record for the overall project. 0 0 O� co CV i ICUM SHEDD 459 WOODLAND RD BATESVIL LE, MS. 38606 PE# 48014 Q/Ctjj�lj rt''' +.� G GESN S�;' r lis ae2has been electronicalh signed and sealed by ILeith P. Shedd, *. o 48014 P.E_ using a Dinital Signature and ` � - date. Primed copies of this document .. are not considered signed and sealer) STATE ©F " and the sign ature mu.st be verified on . 441 ` am electronic Copies. �i."5't; :..•. G Cj? `® o6/14/2022 — f �ttli IV St` fit` -1V . : , , . 0�=Im©©© 1011111 ,,. MMENEM NEEDIER MEMNON •► MEM►�M MEME 'MESON 0=11111 t� c� Ocon c� O ix ,Rd- ix -4 M CZ8 M 14 M M U U z n M :-4 ^ ^ V� i W Vi V! Z m ENG BY: mm CAD BY: AMA DET BY: AMA CKD BY: ALL JOB NUMBER: B22-2221-03 DWG NUMBER : ar C EN of 4 200'-0"Out-To-Out Of Steel 25'-0" 25'-0" 25'-0" 4„ E-301 E-302 I E-302 I E-302 E-302 I E-302 I E-302 I 4, E-301 ------------------------------- --------------�----------------, I II II „----------------[L----------------n---------------------------------, II II I II Eave Extension II II II II II II I II I II _ II I ! I it I I a L WALL OPEN FOR PASSAGE ";' I I ,� I II ', I II it � II II II II II II II II II � II I� II II I� �� �I u----------------ll-------------- II II II ------------------------------- II -------------------------------- II II LL-------ll----------------- -IH------- I I HI I I I I I RF1-303 RF3-303 RF2-313 R173-303 RF3-303 RF3-303 R172-303 R173-303 RF1-303 BUILDING "C" FRONT SIDEWALL FRAMING ® FRAME LINE A 9 200'-0"Out-To-Out Of Steel 1 BOLT TABLE LOCATION QUAN TYPE DiA LENGTH WF-301 To RF Col 12 A325 5/8" 1-1/2" WF-302 To RF Col 8 A325 5/8" 1-1/2" MEMBER TABLE FRAME LINE A MARK PART WF-301 W12x14 E-301 8E12 HD E-302 8E12 HD MEMBER TABLE FRAME LINE B BA1 12X4X14Ga L P4„25'-0" 8 25'-0" 25'-0" 6 25'-0" 5 25'-0" 4 25'-0" 3 25'-0" 2 25'-0" FL-788 1/5 4» E-303 E-303 E-303 E-303 E-303 E-303 E-303 E-303 FL-31 F n n n n n n n FL-31F I II I it II II II ►I i FL-31 II o II II II II II II I 0 i5 6 FL-31F I I I IWALL OPEN FORPASSAGE I I I I I I II II II II II II �� I FL-31F II II II II II II II I FL-32 O/S IH Lk �! (01)Provided As Shown ----------------J1-------------- ---------------- ----------------ll---------------- ------------------------------ ---------------- At Sidewall Elevation "B" I I HI I I I IH I I RF1-301 RF3-301 RF2-301 RF3-301 RF3-301 RF3-301 R172-301 RF3-301 RF1-301 BUILDING "C" BACK SIDEWALL FRAMING @ FRAME LINE B B A 35 -0"Out-To-Out Of Steel 5'-0" EXT. Bottom or Gutter ATTACH STRAP TO BUILDING W/ (1) 114-14 x 7/8' S.D. SCREW AT SHEETED WALL EBI301 CUT 'X' AT EACH DOWNSPOUT Z AND (1) TEK 5 S.D. SCREW AT OPEN WALL " MASTIC LOCATION AND BEND TA55 DOWN 1/4-14 x " S.D. "PBR" ROOF PANEL FOR DOWNSPOUT ATTACHMENT _ --- RAKE TRIM (FL-16) SCREWS (12' O.C.) ROOF PURLIN 1 „ _ — _ _ BAt _ — — — _ _ _—_ _ _ — — — — — _ I 1 - - ---- -------------------- - _ - _ - - - - - I I i FIELD CUT DOWNSPOUT - ------------ I I I O TBOTTAMCANGLEER / 3) 114-14 x 7/8 S.D. SCREWS I---"------� ((ONE AT EACH SIDE AND ONE ' I I I I I BAI AT FRONT) TYPICAL DOWNSPOUT TO GUTTER i i I I 1 1 I( #12 x 1y" S.D. SCREWS 1 I I I I I I ' (12' O.C.) I I I I I I FL-29 ANGLE TRIM i --- 3 POP RIVETJAN8 PURLIN CLIP i A� EACH 51DEONE AT FRONTBEND STRAP UP AT BOTH SIDES OF o I I I WALL OPEN FOR PASSAGE I I I 1/4-141' PANCAKE HEAD i 42'0 x I' A307 BOLT5, TYP. DOWNSPOUTAND ATTACH W/ (1) I I 1 1 I I S.D. SCREWS 114-14 x 7/8' S.D. SCREW AT EACH SIDE I I I I ( I (ONE PER SUPPORT) TYPICAL DOWNSPOUT I I I I I I RIGID FRAME RAFTER STRAP ATTAC01ENT I I I I I I TEK-5 S.D. SCREW w/WASHER, 12" O.C. I I I I I I i TYPICAL SPLICE AT DOWNSPOUT TO ELBOW STEEL LINE— OR DOWNSPOUT TO DOWNSPOUT I I I I I 1 4' to 611 Gq� DOWNSPOUT DETAILS I I I 1 I I SECTION @OPEN RIGID FRAME ENDWALL LLJ----------------------------------------------LJJ R7.1 n o n " w/4 to 6 SETBACK w/ 8 or q PURLINS BUILDING "C" LEFT ENDWALL FRAMING @ FRAME LINE 35'-O"Out-To-Out Of Steel y 1/4-14 x 7/8' S.D. SCREW (24" O.C.)} EB_-I303 BA1 1 1 I I I I I I I I I I I I I I I I I 1 I I I I I I I I I WALL OPEN FOR PASSAGE I I I I I j I I I I I I I f l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I LL__-----------------------------------------------L-1_j BUILDING "C" RIGHT ENDWALL FRAMING Q FRAME LINE 9 GUTTER STRAP (FL-18E, 36" O.C.) 114-14 x 7/8" S.D. SCREW (2 PER STRAP) EAVE TRIM (ET2) HANG -ON GUTTER (FL-18C) " 1t12 INSIDE CLOSURE w/3/" t tea [MASTIC, TOP 4 BOTTOM "PBR" ROOF PANEL #12 x - S.D. SCREW (6" O.C.) EAVE STRUT DOWNSPOUT (FL-31,1-1/4" L#12 x e' FIl LD-CUT TO FIT GUTTER) (12" lyS.D. SCREW Q4" STEEL LINE E5 EAVE SECTION w/GUTTER (OPEN 51DEWALL) ENGDHOUNG SEAL Ibis certification covers parts fabricated and delivered by the manufacturer only and excludes parts such as doors, windows, foundation design and erection of the bufiding. Sealed drawings do not constitute an aft that the signed engineer is acting as the engineer of record for the ove aR project. EFM SHMD 459 WOODLAND RD BATESVILLE, MS. 38606 PE* 48014 . ` C,•1" rte h ns been electronically si,med and sealed by Keith P. Shedd, No 48014 P.E. using a Digital Siguahue and date. Printed copies of this doeumant are not considered signed and sealed Cr z STATE OF , 4J and the signawie must be verified on i Q anti° electronic copies. r`O® iy i • • t.°i.°-^r®! � 06/14/1022 /lilt#tfill % `%' MINE ►�►4 MENEM MENEM���'' MENEM MENEM MENEM s `MENEM _,,,,, r O v �W�cv Q^ Q^ ^^ VY l� J Ica 70' 0 �; L: O MEMBER TABLE We De th Web Plate Outside Flange Inside Flange Mark Weight 9 Length 9 W x Thk x Length W x Thk x Length Start End Thick Length RF1-301 228 14 —4 5/8- 10.0/10.0 0.164 14 —4 7 8 5 x 1/4" x 14 —4 5 x 1/4" x 13 —3 5 x 1/4" x 1'-6 1/16" RF1-302 509 31'-11 15/16 10.0/10.0 0.164 13'-7 15/16" 5 x 1/4" x 31'-11 1/16" 5 x 1/4� x 13'-7 15 16" 10.0/14.0 0.164 18'-4" 5 x 1/4 x 18 7/8" RFl-303 287 17'-2 5/16" 10.0/10.0 0.164 17'-1 11/16" 5 x 1/4' x 1'-6 1/16" j2 5 x 5/16"x 15 —6 13/16" 5 x 1/4 x 17 —1 11/16 " EB-301 75 6'-911/16" W8x10 EB-303 75 6'-9 11/16 W8x10 Mark Weight RF2-301 231 RF2-302 513 RF2-303/313 280 Length Start En. 14-4 5/8" 10.0 10.0 31'-11 13/ 16 10.0/10.0 10.0/14.0 17'-2 5/16" 10.0/10.0 Thick Len th 0.164 14 —4 5 8 0.164 13'-7 15 16" 0.164 18'-3 3 4" 0.164 17'-1 5/16" 12 4'-4 6®4'-434" 31'-10 15 16" 0 1/2" Clear + - 35'-0" Out -To -Out Of Steel RIGID FRAME ELEVATION: FRAME LINES 1 & 9 END FRAME NON -EXPANDABLE W x Thk x Lenath 5x1/4x14.-334: 5 x 1/4 x 1'-6 1/16 5 x 1/4" x 31'-10 13/16" 5 x 1/4" x 1'-6 1/16" 5 x 1/4" x 17'-1 5/16" insiae riange W x Thk x Lenath 5 x 1/4" x 13'-2 3/4" 5 x 1/4" x 13'-7 15 16" 5 x 1/4" x 18'-2 5/8" 5 x 1/4" x 15'-6 7/16" 6p4'-434>. SPLICE PLATES & BOLTS Splice ..... Bolt ----- Mark Top Bot Int Dia SP-1 4 4 0 5/W SP-2 2 4 0 5/8' 4'-4 1 `z- Z 10 9/16" Plate Size n th Width Thick Length 2" 6" 3/8" l'-5 3/4" 2" 6" 1 /2" l'-6 1/4' 8" 5' SPLICE PLATES & BOLTS Splice ----- Bolt ----- Mark Top Bot Int Dia Leng SP-1 4 4 0 5/8" 2" SP-2 2 4 0 3/4" 2 31'-11" 0 1/2" Clear + — 35'-0" Out —To —Out Of Steel RIGID FRAME ELEVATION: FRAME LINES 3 & 7 INTERIOR FRAME 4'-4 `-7 10 1/2" 2 0 2_6 5'-0" Plate Size Width Thick Length 6" 3/8" 1'-5 3/4" 6" 5/8" 1'-61/4" FLANGE BRACE TABLE FRAME LINE 1 9 D ID SIDL MARK 1 1 FB301A 2 1 FB303B 3 1 FB304B FLANGE BRACE TABLE FRAME LINE 3 7 V ID SIDES MARK 1 1 FB3028 2 1 FB303B 3 1 FB304B SIZE LENGTH 1-1.25 2'-5 7 L2x2xl25 2'-6 1' 1-20125 2'-7 5 OFFSET 2'-4- 2'-4- 2'-4- SIZE LENGTH OFFSET L2x2xl25 2'-5 7/8" 2'-4" L2x2xl25 2:-6 1/16: 2'-4" L2x2x125 2'-7 5/16" 2'-4" RIGRUERINN'a SEAL This cetification covers parts fabricated and delivered by the manufacturer only and excludes parts such as doors, windows, foundation design and erection of the building. Sealed drawings do not constitute an agreement that the signed engines' is acting as the engineer of record for the overall project. ICUM SBMD 459 WOODLAND RD BATESVf LLE, MS. 38606 PE# 48014 � j� _.. 4 °® S its ite i has been electronicalh- =° No 48414 r signed and sealed hi Keith P. Shedd, P.E. using a Digital Signature and ' �•'t date. Printed copies of this document are not considered signed and sealed STATE ©F ;. and the signature must be verified on + <tr w an-, electronic copies. '-,�'°c�•:< 0 �; •` tom`` — *'j� v t • " • • •'`�` 06/14/2022 — , -11'r "fill III I tit -©�©©© ■■NEM mmmmm • M M�►�� ■■EN S • • 1 ' MENEM OM11111 0-4 o M � M M � M c1d V as tit —� --- 121 — - r b /1 G'Y�` M '.• act V 7 w V ,(l1 9V L M� W ENG BY: Nm CAD BY: AMA DET BY: AMA CID BY: ALL JOB NUMBER: B22-2221-03 DWO NUMBER : SOT C PM of 4 MEMBER TABLE Web De th Web Plate Outside Flange Inside flange Mark Weight g Length g W x Thk x Len th W x Thk x Length Start End Thick Length RF3-301 232 14 -4 578 16.0 10.6 0.164 14 -4 7/8- 5 x 1 4 x 14 -4 5 x 1/4" x 13 -3 5 x 1/4" x 1'-6 1/16' RF3-302 511 31'-7 11/16" 10.0/10.0 0.164 13'-7 11/16" 5 x 1/4" x 31'-6 9/16' 5 x 1/4' x 13'-7 11/16" 10.0/14.0 0.164 17-11 3/4'" 5 x 1/4' x 17;-10 9 16" RF3-303 327 17'-2 5/16" 14.0/10.0 0.164 17'-1 11/16 6 x 1/4" x 1' j 10 1/16"" 6 x 1/4 x 15 -6 1/2" 6 x 1/4 x 17-1 11/16 PR-1n1) 7R a'-7 1r,/1a" WMA a '-4 1 10 1/2" 1/2" x 1-114" A'_ PURLIN OR GIRT BOLTS (TYPICt O O o O o o O 6 6 O !� RIGID 'T FRAME I FLANGE BRACE 21_�u G 1 O STANDARD FLANGE BRACE POSITION 04'-434" SPLICE PLATES & BOLTS Splice -----Bolt----- Plate Size Mark Top Bot Int Dia Length Width Thick Length SP-1 4 4 0 5/8' 2" 6" 1/2' 1;-5 3/4' SP-2 2 4 0 3/4 2 1/2" 6" 5/8 1 -6 1/4 4'-4 1 31'-7" Clear + - V-2 1/2". 35'-0" Out -To -Out Of Steel RIGID FRAME ELEVATION: FRAME LINES 2, 4, 5, 6 & 8 INTERIOR FRAME 36" 24" 7Y2' 442' 7�" 442 7Y2 2Y4 A4' 114-14 X 7/8' S.D. SCREWS (30' O.C.) �— #1 2x 1-I/4" D. ROOF PANEL FASTENER LAYOUT AT SAVE STRUT, INTERMEDIATE PANEL LAP AND PEAK PURLIN 36" 2%4' 93/4' 12' 12' 24�' �114-14 X 7/8" S.D. SCREWS (3 0' O.C.) �— #12x 1-114" 5 J. ROOF PANEL FASTENER LAYOUT ROOF FASTENER AT INTERMEDIATE PURLIN (114-14 X %' S.D. SCREW AT 30" 0/C) " MASTIC DETAIL AT PANEL WET SIDE SIDE LAP G15 ROOF PANEL AND FASTENER DETAILS COLUMN OR RAFT FLAT WASHER OVERFLOW WINDOW 4 NUT FIELD BEND @ V-0 O.C. BRACER WASHER FROM RAKE THEN 6'-0 O.C. EYE BOLT GUTTER STRAP CH � (STRAP IBETWEEN CABLE 'FBR' HIGHS AT EACH PANEL SIDELAP CABLE WRAP WRCABAP EYE BOLT G25 2DETAIL AT CABLE BRACE -/ IL ER WASHERS DOWNSPOUT BRACER WASHER DETAIL OF GUTTER OVERFLOW WINDOW F DETAIL OF DOWNSPOUT E A7�WASH GUTTER W/ GUTTER STRAP WEB OF COLUMN ROOF PANELS NOTE: FIELD INSTALL RAKE TRIM PEAK BOX CORNER BOX UNDERNEATH RAKE TRIM ACI 'LF, w ENDWALL P DETAIL OF EAVE GUTTER DETAIL OF PEAK BOX CORNER BOX 4 RAKE TRIM CONNECTION @PQ�NSPOUT TO GUTTER, CORNER BOX, AND PEAK BOX DETAILS 02'-61 8" 5'-0" EXT. FLANGE BRACE TABLE FRAME LINE 2 4-6 8 V ID SIDES MARK SIZE LENGTH OFFSET 1 1 FB302B L2x2x125 2'-5 7/8" 2'-4" 2 1 FB303B L2x2xl25 2'-61/16' 2'-4" 3 1 FB304B L2x2x125 2'-7 5/16 2'-4" DLT5 SHOWN ARE /2 I N7V / {NETS A. STANDARD 2'-3i2" PURLIN LAP 3OLT5 SHOWN ARE )LTS. STANDARD 4'-3%,' PURLIN LAP ` NOTE ALL BOLTS SHOWN ARE y20xl' A307 BOLTS. STANDARD 6'-3%2 PURLIN LAP G9 SECTIONS AT 2', 4', AND 6' PURLIN LAP * 2' @ 6' MEMBER * 2%2"@ 9' MEMBER * 3' @ 10' MEMBER * 4' @ 12' MEMBER ENGIlEEENG SEAL 'Ibis certification covers parts fabricated and delivered by the manufucturer only and excludes parts such as doors, windows, foundation design and erection of the building. Sealed drawings do not constitute an agreement that the signed engineer is acting as the engineer of record for the overall project WIDE FLANGE (7) V2'0 x I-V4' AN rERNATING BAYS BOLTS REQD AT ALL PURLIN LAPS (7) 1/210 x 1-1/4' A307 BOLTS RIVD AT * INDICATOR ARROWS ALL PURLIN LAPS (ALWAYS POINT TO THE hO FLANGE) �� SECTION @STANDARD PURLIN LAPPING (4) 1/2'0 x 1-1/4' A325 WIDE FLANGE TPURL N LAPTS A NARROW FLANGE ------------ ----------- ---- ® ; n OI 1TE IO O A _-------- =L---' -- 1/4' CLIP 1/4' GUSSET PLATE (2) 1/2'0 x 1-1/4' A325T(A * INDICATOR ARROWS BOLTS EACH END Y5 POINT TO THE }M FLANGE) W/ ANTI -ROLL CLIP SECTION @ STANDARD PURLIN LAPPING WITH ANTI -ROLL CLIP EEITH SHEDD 459 WOODLAND RD BATESVIL.LE, MS. 38606 PE# 48014 .,0111111fill,.� d� � r �' .• \G L NN S�`. r pis ite i has been electrouicall� N© 4801 �1 signed and sealed liv Keith I'- Shedd, t a �. � Y.E. usm�, a T)i<*ital Si«nature and .. '� �'ti date. Printed copies of this document :u-e not considered signed and sealed �•'. STATE ©F ;•�<tt and the si(mature must be verified on a e� 441 ` anc electronic copies. 16114/2022 �JOs..V%anent _� Ill Bif 1olt1,A%. :r . :.1 ki go). 0-M0©©0 0 MENEM MENEM .. •� 0 M M ME ■E MENEM t,� 0 4.2 0 N P—+ ad it"M QIdo M M � M _� •�—+- _� .� C^ ` , (L6n 2 W to taxi ENG BY: MNF CAD BY: AMA DET BY: AMA CKD BY: ALL JOB NUMBER: B22-2221-03 DWO NUMBER: 1cm EP4 of 4 i