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HomeMy WebLinkAbout23-58521 ty of Zephyrhil 5335 Eighth Street Zephyrhills, FL 33542 Phone: (813) 780-0020 Fax: (813) 780-0021 1 III jjj� 1111111111 111111 1 111 111' 11111111 1 1 K" BNC-00585 Issue Date: 04/ • improvements to your property. If you intend to obtain financing, consult with your lender or an attorney before recording your notice of commencement," Complete Plans, Specifications add fee Must Accompany Application. All work shall be performed in accordance with City Codes and Ordinances. NO OCCUPANCY BEFORE C.O. NO OCCUPANCY BEFORE C.O. SIONAT�URS IT OFFICE TRACTO�R PE ?ERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTIO CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER i SEC. 19, TWP. 26S., RNG. 22E. 1 1,E,CE AID: POINT OF BEGINNING NORTH BOUNDARY OF THE LESS OUT NW 1/4 OF SECTION 19-26-22 NORTHWEST CORNER OF TRACT "LB2" FLAT BOUNDARY %S 89'44'06" E 65.49,(�)/ ® -- - SI', 89°44'34" E 573.82' P 1 I'01-7- --- -� ( ) 2''0 1 O / --- 4 6 rnll .� S ,8 °45'26" E 573.82'(M) 16„00� n0 2� 48" .._.. �..L.._..e...o..._........ _.._..._.s_.._..�.. ••--•--._..-..-. _ rT}.-.,, z ..,_..-�.._.._.._.. _.. _ N 89°=7" W 514.00'7M)_.. •07s,-• 27„ 19 1� 19 8„ / N 89'45'26" W 59.81' 0 u� 8» 5„0 O 08,: 6' 8'00 „ 0 \ SHOWN FOR / c F.C.I.R.1/2" - - FENCE END O Ocv 10 1 0' N S.C.LR. DIRECTION ONLY ��j1 / L.S. #3555 S.C.LR. -, i-5y1 - - N - _:.---- - -_ _ ----- ---- ---- 25'-- 1 5.0'G ��._ ---- - _ ..._ . _ -i- - - ---- ---------- 5 200' I 12' 200' 1� 0'. i-- 0 lNGPESS EASt IEnITEGRtSS I PROPOSED PROPOSED v�I 1-STY BLDG#2 M 1-STY BLDG#1 N N� 7,000 SF 7,000 SF o o; 5, 7 F.F.E.=76.5 F.F.E.=77.5 10 \. o / 0 30' �r o of j F.C.LR.1/2" o0 00 L.S. #3555 / 10, in cn i Ol r PROPOSED DUMPSTER PAD R DIM. 00 ; 60' 125' 12' 125' ' I w1/6' ALL BLOCKINENCOOS RE U I' U i R30' i (SEE DETAIL SHT#6) PROPOSED PROPOSED ` r cn i-STY BLDG#4 1-STY BLDG#3 L.: .rz w 10,000 S 10,000 SF f e.� -• Tw a i F.F.E.=76.4 F.F.E.=77.25 R5 00 F.C.I.R.1/2" 1 �• o � •� R L.S. #3555 q L7 w z \ . o '� W q U) �A .. 1 / SAWCUT & REMOVE EXISTING ® \ I� Co ; R20' 63'. U TYPE"F"CURB & INSTALL \ •� W p 10 TYPE"F"DROP CURB & P.C.P. LP GUTTER,55LF FG E • I PER IND#520-001_ s- ��F �Iw ECG. \ I R10' SAWCUT &REMOVE EXISTING G \ _ •° R5 `:, TYPE"F"CURB & INSTALL II` O W ' 4;` Yj \ R10' TYPE"F"DR P CURB & " • .• <, " PER IND#5�0-001. �^ L v1 (o LOT 11 L.S. #3555 PLAT BOUNDARY \ •• ' \ I 125' 12' 125' c� �' `� / P. C. N. \ __ •' 5' 10 r,+. R25 PROPOSED PROPOSED i 1-STY BLDG#6 1-STY BLDG#5 F.C.1. R 0 10,000 SF 0 10,000 SF / \s s i 00 F.F.E.=76.4 F.F.E.=77.25 . j F; P. FOUND IRON PIPE \ u 60' `I P.C.P. PERMANENT CONTROL POINT v° FOUND CAPPED IRON PIPE �� \o,° ! TOTAL COMP( TED AREA P.R.M. PERMANENT REFERENCE MONUMENT O --- /7 FOUND IRON ROD \ C� OS,O I 7.41 AereSt �� R35' a� W. F. WOOD FENCE \ r.C. R. FOUND CAPPED IRON ROD \� �O 0 � w C.L.F. CHAIN LINK FENCE c'O � / ' C. FOUND CONCRETE MONUMENT \ �p� / LLJ S. ,.F'. SET CAPPED IRON ROD 1/2" B.WF. BARBED WIRE FENCE PSM#5 761 V. F. VINYL FENCE \ i t�' S2 , W 5� 21/ o r i ;'d D SET MAG NAIL & DISK COR. CORNER F.F. FINISHED FLOOR r'� S P.S.M. #5 761 \ VI' 1-4�� p B. LICENSED BUSINESS P.P.F. POOL PUMP/FILTER S2 5' ! �a I, �1 EL ELEVATION i. PROFESSIONAL SURVEYOR / R35' i ! I ; �„� T.O.B. TOP OF BANK \ R50 / R30' 125' 12 125' Q WIx AND MAPPER \ j 10' � I 1 d T.O.S. TOE OF SLOPE F.I.R. .aC rK_D FOUND PK NAIL &DISK E.O.W. EDGE OF WATER (TIME OF SURVEY) �\ P OPOSED PROPOSED I'I F-R.rt.S. FOUND RAILROAD SPIKE \ � � J W E.P. EDGE OF PAVEMENT G \ �� 1-STY BLDG#8 1-STY BLDG#7 - 0 1,000 SF 0 10,000 SF 40' D DEED C.E. COVERED ENTRY < \\ .� F F.E.=76.4 00 F.F.E.=77.25 wA 'I, PLAT P.O.B. POINT OF BEGINNING FIELD P.O.C. POINT OF COMMf',NCEMENT ' C CALCULATED W.U.P. WOOD UTILITY POLE F.C.I.R.5/8U � CG"�'C . CONCRETE R15' \ ••� , E.M.P. ELECTRIC METER POLE (D.C. JOHNSON) R15' 1 /' AIR CONDITIONER W.L.P. WOOD LIGHT POLE ji 1 t CONCRETE BLOCK T.B.M. TEMPORARY BENCH MARK \�\ LOT 12 qL CONCRETE LIGHT POLE LIGHT POLE ELECTRIC BOX R.C.P. REINFORCED CONCRETE PIPE \ •��\ , 1 C.M.P. CORRUGATE METAL PIPE - 6 1 rt� EXISTING ELEVATION � �\ ND$� • �r`O o. � � ,1,, � ```1 Bli2ENv t) 'xliRE FENCE '•`� ` , ��`� '' `1 EASEMENT \ s,.,-, .°.-.--------°.,,.°s°m,..-,,. PLAT UNE EX. TREE LEGEND: Comphor Tree (4)0 Ook Tree (74) Cypress Tree (3) Sycomore Tree (1) EI E O I n 11 HEREON /ER� C' C, IHTIGiI '_­jRVEY SURVEYLEES H UB-I Fj III C, r -0 F /i k VER l i AL DA UTA: OF ' 98F -L HEEREN APE _,'ELATEll TJ T-t- NCR !F roI.FI �1,. LPTi:.`L L�TJ,I G I'DS820 i9 ITT i 1,] S'- r HE "'�F Tf?HER OF 1 DT 1 Al`(a u rG G'rt T ? D EA i �Ri,E OF D c D 1 t C`h.i. ESE`.'^, I-d] 41,1.G IJ,<. Iv,C)TL �h TEM R FIlC, FCC! _ IJCT F _, /I'.lP IIL`: 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' 110.74' S 07*34*55" W 81'17'41 " 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 143'38'15" 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" IN 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 16'4334" 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' 1 N 29'32'42" W 7'05'21 " C-100 100.00' 141.24' 129.79' S 07'41 ' 18" W 80.55'30" C-100 100.00' 141,87' 130.27' 1 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 67'17'10" E 9.34' (RETENTION POND TOP=74.5 I S.C.I.R.\, voN� BOT=71.5 Call 48 hours before you dig! IT'S THE L.AWI 1-800-452-4770 N • ii SCALE:�• PROPOSED LEGEND DIRECTION OF FLOW °\ EXISTING ELEVATION 18.87 PROPOSED ELEVATION �- 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 --0- 6'TALL PVC FENCE -O- 6'HIGH FDOT FENCE VINYL COATED(BLACK) W/BARBED WIRE CEMENT BAG RIP -RAP PAD FILTER SOCK ONUMBER OF PROPOSED PARKING SPACES PROTECTIVE TREE BARRICADE X REMOVE EXISTING TREE ,/• \SOIL TEST LOCATION •/• / 0' \ (SHWL&DRI) P.C.P. •�� GROUND EL=3.0 72.5 / /•' �\ \ - F.P:K.N.&D. L.S. #3555 •�` T.B.M. #2 ./• - - - - - - - - - - - - - - - ./",/• s 6„ •/' \ •` 5 xr c •/• �� �Q�l `Z U � � 3 LOT 1 Z 10 L.S.#3555 •�• 26O ./• F.C.I.R.1/2" •/' 8" 01Zf- L.S. #3555 ,/' O O G' 20� /• 40" I• 7„ 1 F.C.I.R.1/2"1 L.S. #3555 \ F.C.LR.1/2" L.S. #3555 L- - - �--25.0 TRACT "A.. ti DRAINAGE AREA & WETLAND CONSERVATION AREA PAVING LEGEND 1 PROPOSED CONCRETE d �Y PROPOSED COMPACTED ' GRAVEL REVIEW DATE: - 2� CITY OF ZEPHYRHILLS BUILDING OFFICIAL ALL WORK SN CODES FLORIDA C01'>�1r'LY WITH A �1AT10( LORiDA gll1LD1"JG VAILING AND r AL ELECTRIC C®DE CoCOOS, ORDINANCE O� �EPHyRHiLLS C1 0 to 0 n ® st X�N� S m M c a�°°OD cil �- a a O z z h Ln 0 w v1 w Li Li z 0 z Li Ir O 1 } m z O 5 Li w Uj a 0 0) Ico I^I(0 IU-)I'tIMI"I^I� DATE: 4/27/22 I JOB #: 21-16 SCALE: 1 " =40' SHEET #: 1 OF 7 / _i e 423 � III g��g dF_ • F • •` 4' x 4° x 4` 3000 PSI • ® • •° ' ' • • f CONCRETE PMIR ITN. F REBARS BOTH " AYS TOP EUMNO SPACED APPR6X IV OC W 38 KH CVR 4*3 'PERT a CORKERS IF— IE PIER FOOTERS (TYPICAL 24 PLACES) C2) #5 CONTINUOUS THRU PIER °� • . FOOTERS _ CF-I CF -1 F 3/ 4,0 DIA X 24' LONGS ASTMA-307 STEEL ANCHOR BOLTS EMBEDDED INTO PIER 20r (3' MIN PROJECTION) 4,1 x 4'. x 2-*-6' 3000 PSI C13NCRE-M PIER viMH - #5 REBARS . BEITH WAYS TEMP ! SPAOB W� & #3 'VERT a CORNERS & APFR13X 0 EM CF- CORNER PIER FOOTER T1"PIC L 4 PLACES) vR I hereby Certify that I have performed and reviewed this plan .and fount it to be in compliance with ASCE 7 —16 and the FLORIDA" BUILDING CODE, 2020. 7th edit �� �. � &° BA@�QS 94tdDp8� +Y pgq q oyyggp;gp5 � � IL a IL PLAN FO W N 6%f htlu I eivi if P E EKIG'R LICENCE A ARO f�rrMran��i�w k^ 1. THE MINIMUM SOIL BEATING CAPACITY REQUIRED TO SUPPORT THIS STRucruRE IS 1,000 PSF, 2• A PERMANENT SIGN WITH IDENTIFIES THE TERMM TREATMENT PROVIDER AND TEED FOR RE -IBIS AND TREATMENT CONTRACT RENEWAL. SHALL BE PROVIDED. THE SIGN SHALL BE POSTED NEAR THE WATER- HEATER OR ELECTRIC PANEL FBC 104.26 3• TO PROVIDE FOR INSPECTION FOR TERMITE INFESTATION, BETWEEN WALL COVERING AND FINAL EARTH GRADE SHALL NOT BE LESS THAN 6 INCHES EXCEPTION PAIN' OR DECORATWE CEMENTATION FINISH LESS THAN att THICK ADHERED DIRECTLY TO THE FOUNDATION WALL. 4. INITIAL TREATMEAN• 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, ErC. SHALL BE MADE IN PERMANENT METAL. OR PLASTIC FORMS. PERMANENT FORMS MUST BE OF A SIZE & DEPTH THAT WILL ELIMINATE THE DISTRUBANCE OF SOIL AFTER THE TREATMENT. 7. MINIMUM 6 MIL. POLYFILM MUST BE INSTALLED TO PROTECT AGAINST RAINFALL DILUTION IF RAINFALL OCCURS BEFORE POLYFILM PLACEMENT RETREATMENT i5 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 AFTER CONSTRUCTION IS COMPLETE INCLUDING LANDSCAPING AND IRRIGATION ANY SOIL DIMUBED AFTER THE VERTICAL, BARRIER IS APPLIED SHALL BE RETREATED. 10. ALL BUILDINGS ARE REQUIRED TO NAME 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 FORTH E 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, VEGETA-TION STUMP, CARDBOARD, TRASH, ETC. SHALL BE BURIED WITHIN 15 FEET OF ANY BUILDING OR. PROPOSED BUILDING, D.W.-SMITH, , ; . q • �LpRI RWI E ZkR LIC SE [µM 3608 V V_PrG rs 0er 909 W,ALL. ST DRIVE -BADE CI FL p� .�gg i �� � JJ�7J525 p EXT; 8 3- 46 °- E W daf l . aI trye. ret SUNSTTE BUILDINGS, IC I IL11 1 aska-4 1. 2 ................................... ........... ... ...... I I iti J titi ;:••:14ti BUILDING SYSTEMS P.O. BOX 1316 - BATESVILLE, MS - 38606 (662) 563-4574 - (662) 563-1142 (FAX) - ACIBUILDINGSYSTEMS.COM For Customer Service customerservice@ac1buiId1ngsystems.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 MBM. 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 anchorage 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 Go. 24 and thicker, Cr. 80 for others; HSS Round; A500 Gr. B (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 crane 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 appropriate agencies in full compliance with all applicable local and state laws and regulations. In accordance with 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, folsework, 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. c AGNEDITED Metal Building System. AC 472 o METAL BUILDING MANUFACTURERS 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 CONTRACIDR. With respect to all other building system erection aspects not mentioned above, the 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. Also, field located framed openings may cause girt sizes to change from original design. FLORIDA APPROVAL NO. LOCATION TYPE NUMBER ROOF PBR Panel 7396.3 (Approved December 15, 2020) 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, Fig (psf) 1,00 SNOW IMPORTANCE FACTOR, Is 140 N 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,lw 0.00 INTERNAL PRESSURE COEFFICIENT, GCpi Open WIND CLOSURE CATEGORY 1.00 SEISMIC IMPORTANCE FACTOR, le 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 2.6 LONG. BASE SHEAR (kips) 1.3 TRANS. BASE SHEAR (kips) Equivalent Lateral Force ANALYSIS PROCEDURE Systems not specifically detailed for seismic resistance Seismic Resisting System: Transverse (Rigid Frame) MEN 13/8- 2'-117/82'-11 7/8°21'-0 2 —11 7/8° O 2 —11 7 8 21'-0 3/8" 5 0 2'-11 7 8" 2'-11 7 8" 8 0 o M F�cVlEV�1 t�ATE.:__� ,(�• �� Cf T Y OF ZEPHYRHII_L.S In °UII-DING OFFICIAL — ALL WORK SHALL COMPLY WITH PREVAILING CODES FLORIDA BUILDING CODE, NATIONAL ELECTRIC CODE, AND THE CITY OF ZF_PHYRHILS ORDINANCES WIND PRESSURE ZONES (Wind Pressures, Factored (psf)) 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 consb to an aft that the signed engineer is acting as the engineer of record for the overall project. IMM SHEDD Keith Sh,�d_K_,„. E ­. 459 WOODLAND RD BATESVILLE, MS. 38606 FE# 48014 ff �` `.•t C �E�N SF .• ris ite has been elechonicalh 48014 T 4 signed and sealed b\' heitNo h P: Shedd_ P.P. using a Diaital Signature and date. Printed eopies of this document ' are not considered signed and sealed OF 1 A� and the signature must be Verified on any electronie cr,pies. 1'f'.S'�v�.%1`� 06n 4/2022 F F 0�=0©©© 10 111 0IMT1.7kAMEMEM ♦ IM MENEM MENEM v u MEM COM MENEM a i l� 0 0 M M cis •r___4 Cid U Z �j O C C� c/cci G W tn Z 0 J m ENG BY: NINF CAD BY: AMA DET BY: ALMA CIED BY: ALL JOB NUMBER : B22-2221-05 DWIG NUMBER : SOT C CS1 of I 1 325'-0"OUT-TO-OUT OF STEEL t 4 Low Eave TT T 6 7 8 9 10 11 12 13 25'-0" 25'-0" 25'-0" 25'-0" T 25'-0" 25'-0" 25'-0. 25'-0" 25-0" 25'-0" 25'-0" 25'-0" 25'-0" 4" 24'-8" 24'-8" 4" B S� 2 A C E C C C C C E C C C C C E C A o O NQ � ^ � o � O O I 0 o s N� w Uo �m o o A B D C B B B C D BB B B B C D B A I -T.= 20 T Z T A 4° 24'-8" 24'-8" 4" 25-0" 25-0" 25-0" 25'-0" 1, 25'-0" L 25'-0" L 25'-0" L 25'-0" L 25-0" 1, 25'-0" 1, 25'-0" L 25'-0" t 25'-0" 1 2 3 4 5 6 7 8 9 10 11 12 13 14 High Eave BUILDING "E" ANCHOR BOLT PLAN NOTE: All Base Plates ® 100'-0" Dia= 3/4" Dia= 7/8" 8., -- -- W i - 6 1 4° 1'-3 7 8' I - 1 3" o I & 11 10 10 1 F- - - -I- - -1 4" 1 3" 1 10 1 0 � 8' 1' SW -3 3 8" 5" "4� SW DENL A DETAIL D Dia= 3/4" Dia= 3/4" 8. " SW --T-- 11 1 /2" - -I- - 3° l 1 1/2° 1 1/2' 8°11 SW 6 1 4' 1'-1 7 8' See Plan v I -- I -- DETAIL B DETAIL E GENERAL NOTES Dia= 3/4" 1. All baseplates @ some elevation unless noted otherwise. See Plan 2. Anchor bolt design for embedment is not by the metal building 10=SHEDD SW manufacturer and must be determined by the foundation engineer. WOODLAND BATESVTESV IId.E, MS. 38606 3. See base plate details for correct placement of anchor bolts. PE#48014 3" "" ANCHOR BOLT SUMMARY ENGINEERnNGSF.Ai' This fabricated J ©� 1 A A certification covers pails and / 1 itedi ha5 been Dia Pro J delivered by the manufacturer only and .' its electronically , `,• sied and sealed by Keith P. Shedd_ d o 3' Qty Locate (in) Type (in) excludes parts such as doors, windows, foundation design building. No 48014 : * P.E. usm? a Di�,ital Signature anal < and erection of the A � 112 Frame 3/4 " A36 2.50 Sealed drawings do not constitute an agteernent * = date. Printed copies of this document ; -p : ' (r z: are not considered signed and sealed SECTION @ O 12 12 WindCOl 7/8" WindCol 3/4" A36 A36 2.50 2.50 � �� aL�IIg engineer of record for the overallproject. 1 ' STATE OF ,' 44/ ' and the signature must be verified on O�.,f ��, a1ry electronic copies, CONCRETE EDGE r i; DETAIL C //� S ....... ° 06/14/2022 ,Jt ONR- - I 0 MT1.11. i • 0�=U©©© 1011111 ■■M■■ MENEM y • ' ' ■■■�4M ■■■■„ MENEM MENEM z moons OM11111 C1 c O O con con 1:4 , 04 Ole M 018 M M14M • C .� Z O W^^ �\ W to LLI E"- Ln Z a lin ENG BY: MNF CAD BY: AMA DET BY: AMA CKD BY: ALL JOB NUMBER : B22-2221-05 DWG NUMBER: OT C AB1 of 2 FRAME LINES: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 H IV TV RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Column ----- Dead- -Collateral- -----Live---Wind_Leftl--Wind_Rightl---Wind_Left2- LINE Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1* B 0.1 0.7 0.0 0.2 0.6 3.0 -0.5 -2.8 -0.5 -4.7 -0.5 -4.4 1* A -0.1 1.0 0.0 0.2 -0.6 4.7 1.3 -6.4 1.3 -4.5 1.2 -4.8 3* B 0.2 1.1 0.1 0.4 0.8 4.1 -0.9 -5.3 -0.9 -8.9 -0.9 -8.4 3* A -0.2 1.6 -0.1 0.4 -0.8 7.4 2.4 -12.3 2.4 -8.7 2.4 -9.1 2* B 0.2 1.1 0.1 0.4 0.8 4.1 -1.0 -5.3 -1.1 -8.9 -1.1 -8.4 2* A -0.2 1.7 -0.1 0.4 -0.8 7.4 2.5 -12.3 2.6 -8.7 2.5 -9.2 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 -0.5 -3.0 -0.8 -5.3 0.3 2.3 0.0 0.0 0.0 0.0 0.0 0.0 1* A 1.2 -6.1 1.8 -6.5 -0.8 2.7 0.0 0.0 0.0 0.0 0.0 0.0 3* B -0.9 -5.8 -0.8 -26.5 0.4 -18.8 -0.1 -0.1 0.1 0.1 0.0 -4.3 3* A 2.4 -11.7 1.7 -43.3 -0.9 -33.9 0.0 0.1 0.0 -0.1 0.0 -5.4 2* B -1.0 -5.8 -1.3 -7.5 0.7 3.9 0.0 -0.1 0.0 0.1 0.0 0.0 2* A 2.5 -11.8 2.7 -9.2 -1.4 4.8 -0.1 0.1 0.1 -0.1 0.0 0.0 1* Frame lines: 1 14 3* Frame lines: 3 7 12 2* Frame lines: 2 4 5 6 8 9 10 11 13 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) 1* B 1 0.8 3.9 8 -0.4 -2.8 4 0.750 8.000 10.50 0.375 0.0 4 0.8 4.2 1* A 8 1.0 -3.3 4 -1.0 6.0 4 0.750 8.000 10.50 0.375 0.0 4 -1.0 6.0 8 1.0 -3.3 1* Frame lines: 1 14 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 1.2 6.3 8 -0.6 -3.9 4 0.750 8.000 10.50 0.375 0.0 6 -0.6 -4.7 2* A 8 1.5 -4.5 4 -1.5 9.7 4 0.750 8.000 10.75 0.375 0.0 4 -1.5 9.7 5 1.4 -6.4 2* Frame lines: 2 4 5 6 8 9 10 11 13 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 City Dia Width Length Thick (in) 3* B 1 1.1 5.6 6 -0.5 -4.7 4 0.750 8.000 10.50 0.500 0.0 2 0.4 15.4 7 -0.4 -15.2 3* A 5 1.3 -6.4 3 -1.2 -7.8 4 0.750 8.000 10.50 0.625 0.0 2 -0.7 25.6 7 0.9 -25.0 3* Frame lines: 3 7 12 WIND COLUMN REACTIONS f Reactions - Wall - Col Harz Vert Moment AnC_Bolt Base-Plate(in) Loc Line Line R/L Load -ID (k) (k) (f-k) Qty Dia Width Length Thick M F-SW A 3 L Wind 3.3 37.0 55.5 4 0.875 8.000 15.870 0.750 Seismic 0.5 5.4 8.1 p F-SW A 7 R Wind 3.3 37.0 55.5 4 0.875 8.000 15.870 0.750 Seismic 0.5 5.4 8.1 F_SW A 12 R Wind 3.3 37.0 55.5 4 0.875 8.000 15.870 0.750 _ V 4 H J V Seismic 0.5 5.4 8.1 B-SW B 12 L Wind 2.0 21.3 28.5 4 0.750 8.000 13.890 0.500 Seismic 0.4 4.3 5.7 B_SW B 7 L Wind 2.0 21.3 28.5 4 0.750 8.000 13.890 0.500 Seismic 0.4 4.3 5.7 B-SW B 3 R Wind 2.0 21.3 28.5 4 0.750 8.000 13.890 0.500 "Vertical reactions are for anchor bolt tension Seismic 0.4 4.3 5.7 due to base moment and do not reflect net uplift." BUILDING BRACING REACTIONS f Reactions(k) Panel -Shear -Wall - Col -Wind - -Seismic - (lb/ft) Loc Line Line Horz Vert Horz Vert Wind Seis Note L-EW 1 h F-SW A 3 9 7 g 12 g R-EW 14 h B_SW B 12 g 7 9 3 g g Wind column at column line h Rigid frame at endwall 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 Building reactions are based on the following building data: Width (ft) = 30 Snow Load (psf) = 0.0 Length (ft) = 325 Wind Speed (mph) = 140 Eave Height (ft) = 15 Wind Code = IBC 18 Roof Slope = 1.0:12 Exposure = 8 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) = 16.5 / 12 Seismic Coeff (Aa) = 0.091 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. I ErM SBEDD 459 WOODLAND RD BATESVILLE, MS. 38606 PE# 480114 'd �yr�M��rptr# f E� `�; I zis ite has been electronicalh sinned and sealed by Keith P. Shedd, Z No 4c8Ci 1 P.E. using a Digital Signature and date. Printed eopies of this document = are not considered signed and sealed STATE Q ; �>� and the signature must be verified on .. 441 any electronic copies. AN 01/14/2022 `Jt°vtra� �tt�`B. IN I, IN FAR ■E ME MENEM MMM► M MENEM MENEM z NINON 0_,,,,, C's cis �O �O t/Z C/Z M Mctt M M V z OO C tn 2 H En 0 Z 0 J W4 m ENG BY: MNF CAD BY: AMA DET BY: AMA CKD BY: ALL JOB NUMBER: B22-2221-05 DWO NUMBER : SOT C A62 of 2 6 m L_� o _� w I EB-501 EB-501 W8x10 EB-502 W8x10 EB-503 W8x10 EB-504 W8x10 P-501 8X25Z14 P-502 8X25Z14 P-503 8X25Z16 P-504 8X25Z14 P-505 8X25Z12 E-501 8E12 HD E-502 8E12 HD E-503 8E14 LD E-504 8X25C16 E-505 8X25C16 CB-501 1 1/4" CBL 25'-0" 2 25'-0" 3 25'-0„ 4 25'-0" 5 25'-0" 6 25'-0" 25'-0" 8 25'-0" 9 25'-0" 10 25'-0" 11 25'-0" 12 25'-0" 13 25'-0" 4„ 4„ RF1-501 E-503 RF3-501 E-503 RF2-501 E-503 RF3-501 E-503 RF3-501 E-503 RF3-501 E-503 RF2-501 E-503 RF3-501 E-503 RF3-501 E-503 RF3-501 E-503 RF3-501 E-503 RF2-501 E-503 RF3-501 E-503 I I I I L I I I L I L 503 T I I I P L 503 T I I IP-502 T I I I P-501 T P 502 T P 503 T P 503 T P 503 T P 503 T m P 503 T P P 503 T P 503 T P-5 1 T RF2-502 RF2-502 RF3-502 RF3-502 RF3+2 I I j I/ RF3-502I RF3-502RF3-502 I RF3-502I RF3-502I RF2-502RF1�502 l/ RF2-513 I I RF3-503 I I �Z0' RF2-503 I .so I 1 RF3-503 I I RF3-503 I I RF3- 03 I I i�o I B� �0' I soy* I I I I* I ** I k I * I ** \� soy* RF1 1503 1 I RF3-503 I RF3-503 I RF3-503 I RF3-503 i RF3-503 I RF2-503 1 E-501 I E-502 I E-502 I E-502 I E-502 I E-502 I E-502 E-502 I E-502 I E-502 I E-502 I E-502 I E-501 I P-504 P-505 P-505 P-505 P-505 P-505 P-505 P-505 P-505 P-505 P-505 P-505 P-504 t—UU4 1 L—OUD 1 L—OUD 1 t—UVJ 1 EB-502 EB-504 EB-502 EB-502 BOLT TABLE LOCATION QUAN TYPE DIA LENGTH NHS OH Beams (EB-50-) To RF 4 A325 5/8" 1-1/2" Eave Cee To OH Beam 2 A325 1/2" 1-1/4" Eave Strut to ON Beam 2 A325 1/2" 1-1/4" Purlin To EN Rafter 2 A307 1/2" 1-1/4" Std. Purlin Lap Connection 7 A307 1/2" 1-1/4" Purlin To EW Rafter 4 A325 1/2" 1-1/4" wl Anti -Roll Clip �% Purlin Lap @ Rafter 8 A325 1/2" 1-1/4" w/ Anti -Roll Clip t—JUJ 1 EB-502 ERECTION NOTES 1. Use (4) 1/2" x 1-1/4" A325 Bolts at Anti -Roll Clip Locations (See *) 2. Use (8) 1/2" x 1-1/4" A325 Bolts at Anti -Roll Clip Lap Locations (See **) t—DUD 1 t—JUJ L t—DUD L EB-504 EB-502 EB-502 BUILDING "E" ROOF FRAMING PLAN ALL PURLIN LAPS SHOWN ARE 3'-1 3/4" m �1 RF1-502 RF1-503 t—JUJ L C—JUJ 1 C—JUL) l r—JUJ 1 C—JU4 L SS EB-502 EB-502 EB-504 EB-502 T(Typ) EB-503 325'-0"Out-To-Out Of Steel 1 FL- 18AR (Gutter with 14 downspouts) FL- 18AL FL-16CL — (16)FL-18C Q 20'-6", FL-18C ® 10'-6", (110)FL-18E ® 10", (16)ET2 Q 20'-6", ET2 Q 10'-6" FL- 16CR -- — — -- — — -- — — — — — -- — — -- — — -- — — - -- — -- -- — — -- — - — -- — flttl I I GJ 1 N 1 O I I I I :LL- HSCBL (16)FL-17 @ 20'-6", FL-17 @ 10'-6" HSCBR BUILDING "E" ROOF SHEETING PLAN PANELS: 26 Ga. PBR - Galvalume OUTSIDE CLOSURE w/ 3/4" MASTIC (T4B) NIGH SIDE SAVE TRIM 1/4-14 X 7/13 S.D.SCREWS (12 O.C.) (FL-17) "PBR" ROOF PANEL Purlin Purlin Bolt 4 Screw 4 (4) Y4-140' S.D. SCREWS ------- All Other Hardware -All Other Hardware (q) y4-14x1" S.D. SCREWS PANCAKE HEAD #i2 X _ S.D.SCREWS (by others) (by others) Clip (by others) Clip (by Others) PANCAKE HEAD TYP @ TOP OF PURLIN (6" O.C.) TYP @ TOP OF PURLIN SAVE #12 X _ S.D.SCREWS Hanger (by Others) Hanger (by Others) PURLIN (TYP) STRUT (12" O.C.) Acceptable Correction Methods 2"x24GA STRAPPING NIGH SIDE SAVE STRUT urlin Purlin Purlin t EAVE (6) #12x3/4" S.D. SCREWS SECTION AT NIGH -SIDE EAVE STRUT TYP @ EACH STRAP LAP H EAVE Tal`WITRIM (AT EXTENSION) C-Clamp addy Clamp All Thread (2) #12x3/4" S.D. SCREWS PPINC� SPLIGE Rod (WASHERLE55) M SPAN OVER 3/a" 1111 TYP. @ BOTTOM OF PURLIN 2 PURUNS TYPICAL SCREW SPACING Non -Acceptable Connection Methods AT ALL STRAP ENDS Clanger Attachments for All Collateral Loads COLLECTOR SYSTEM ON SCREW DOWN S-SLOPE BLDG Acceptable and Non -Acceptable Connections S5.1 ENGINEERING SEAL This certification covets 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 aft that the signed engineer is acting as the engineer of record for the overall project. 0 0 00 0� 1.0 N T T J _I w L_ [V v 459 WOODLAND RD BATESVILL.E, MS. 38606 PE# 48014 t1111LtttittPti�� v\ P jt E�Ne s been electronicalt Vz_ 4111,114No 48014 signed and sealed I)-,- Kith P. Shedd. P.E. using a Di-itsal Signature and elate. Printed copies of this document y '� are not considered sioned and sealed ,m 4 and the signature must be � enfied on .• STATE OF am' electronic copies. R '.'tea �'�a�` 06/14/2022 ,df��Its.14 A 1 t V1'k. MENEM MENEM MENEM .r MmM►4M MEMNON MMMMM MENEM Nunn elmsso cC cC $__4 �O $__4 O � •d- ix d- Old "If"I018lfl M Cn CC4 • �--+ CC3 A W L�1 z O v� n nr�cYJc� � � U 2 W IIA td a m Rzlm-�� 0 JOB NUMBER : B22-2221-05 DWG NUMBER : �T C EP1 of 4 325'-0"Out-To-Out Of Steel MAKK FAH I WF-501 W1Oxl2 2 3 4 5 6 7 8 9 10 11 12 13 E-501 8E12 HD 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" E-502 8E12 HD 4„ 4„ MEMBER TABLE FRAME LINE B E-501 E-502 E-502 E-502 E-502 E-502 E-502 E-502 E-502 E-502 E-502 E-502 E-501 MARK PART WF-502 W8x10 r IIII —---------IIII — — — — — — — — — o II — — — — — — — — — — — — — — — — — — — — — — — 0 ----------,II o n 1IIII —----------P1IIII ----------IIII ----------IIII --- -------,I ---------IIII ----- III E-503 8E14 LD —ve —tensio-- hL6E WALL OPEN FOR PASSAGE FRAME INE1& 14 i I I I I I I I I I I 11 3 I I I MARK PART II II II II II II I II II II II II II j BAl 2X4X14Gc EB-501 503 W8x10 ----------H— — — — — — — ----------�----------L---------- ILL ---------— — — — — — — — - L---------- ILI---------- Il----------a------------------ll-----------i I I HI I I I I I I I I I I I RFl-503 RF3-503 RF2-513 RF3-503 RF3-503 RF3-503 RF2-503 RF3-503 RF3-503 RF3-503 RF3-503 RF2-503 RF3-503 RFl-503 BUILDING "E" FRONT SIDEWALL FRAMING Q FRAME LINE A y L-755 1/S 14 325'-0"Out-To-Out Of Steel 1 13 12 11 10 9 8 7 6 5 4 3 2 FL-31 F 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-C 25'-0" 25'-0" 25'-0" FL-31 FL-31 F 4° 4„ @ 15'-6" FL-311' E-503 E-503 E-503 E-503 E-503 E-503 E-503 E-503 E-503 E-503 E-503 E-503 _ E-503 FL-31F n n n n n n n n n I I I N I I I I I I I I FL-32 O/S CD I I I I I I I I WALL OPEN FOR PASSAGE CD I I I I II I I I I I I (14)Provided As Shown II II II Il II II II II II II II I II At Sidewall Elevation "B" -----------------— — — — — — — — — — ----------ll----------LL----------L------------------n--------------------a------------------- L----------ll I I HI I I I 1 HI I I I I I I RF1-501 RF3-501 RF2-501 RF3-501 RF3-501 RF3-501 RF3-501 RF2-501 RF3-501 RF3-501 RF3-501 RF2-501 R173-501 RF1-501 BUILDING "E" BACK SIDEWALL FRAMING Q FRAME LINE B 12 30'-0"Out-To-Out Of Steel 5'-0" EXT. EBI501 BA1 I I I I I I I II I I I I I I I I I I l I I I I I I WALL OPEN FOR PASSAGE 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 LJ--1-----------------------------------Lai BUILDING "E" LEFT ENDWALL FRAMING ® FRAME LINE 1 30'-0"Out-To-Out Of Steel EB-I503 BA1 12 I I I I I I I I I I I I I I I I I I I I I I I II o I I I WALL OPEN FOR PASSAGE I II 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 LII-----------------------------------��J BUILDING "E" LEFT ENDWALL FRAMING Q FRAME LINE 1 %" MASTIC rSCRE x 7 ° 5.D. `'PBR° ROOF PANEL RAKE TRIM (FL-I6)� dl SCREWS2' O.C.) / PROOF PURLIN 1 i O O i i ------------ < BAI I�I I #12 x IY4" 5.1). SCREWS (12, O.C.)---------- - --------------------- FL-29 ANGLE TRIM i PURLIN CLIP 1/4-141" PANCAKE HEAD i "0 x P A307 BOLTS, TYP. S.D. SCREWS i (ONE PER SUPPORT) RIGID FRAME RAFTER TEK-5 S.D. SCREW uu/WASHER, 12' O.C. STEEL LINE — 4" to 6" R71 SECTION @ OPEN RIGID FRAME ENDWALL w/4 to 6 SETBACK w/ 8 or 9 PURLINS BOLT TABLE LOCATION QUA N TYPE DIA LENGTH WF-501 To RF Col WF-502 To RF Col 12 A325 5/8" 1-1/2" 8 A325 5/8" 1-1/2" Batton of Gutter ATTACH STRAP TO BUILDING W/ I CUT 'X' AT EACH DOWNSPOUT AND(1) TEK 5 S.D. SCREW WALL SCREW AT OPEN WALL LOCATION AND BEND TABS DOWN FOR DOWNSPOUT ATTACHMENT i FIELD CUT DOWNSPOUT ;PTCH GUTTER M ANGLE (3) 1/4-14 x 7/8" S.D. SCREWS (ONE AT EACH SIDE AND ONE % AT FRONT) TYPICAL DOWNSPOUT TO GUTTI=R POP VETS (ONE (AT EACH RI AND �- ONE AT FRONT) BEND STRAP UP AT BOTH SIDES OF DOWNSPOUTAND ATTACH W/ (I) 1/4-14 x 7/8' S.D. SCREW AT EACH SIDE TYPICAL DOWNSPOUT STRAP ATTACHMENT TYPICAL SPLICE AT DOWNSPOUT TO ELBOW OR DOWNSPOUT TO DOWNSPOUT 0 DOWNSPOUT DETAILS 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 wing as the engineer of record for the overall project. KE1TH SHEDD 459 WOODLAND RD BATESVII E, MS. 38606 PB# 48014 V111i P,f �E�rV ...'. /-41nis itVibasbeen eleetronicalh ! signed and se led b� Keith P. Speck, No 48014 ` �. P.E. using a Digital Signature and date. Printed copies of this document are not considered sii7ned and sealed ��. STATE OF Lt! " and the signature must be � crified on .�. 141� any electronic copies. 'rt��li IV A I-ti®401• MLISIXT-1-FIF761=0 o�©o©©w 1011111 Iywy-lumMEMEM MT1,1AMEMEM .. . „ . MEN WIN ■MEEM4 MENEM ■ENEM I. 'DMI1111 ■ENEM G N cl�,T O O Coln 1:4 1- 018 4-1 M `"o M M M MM� O C: O C M ct tn W H tJ1 En V Z J im ENG BY: MNF CAD BY: AMA DET BY: AMA CKD BY: ALL JOB NUMBER : B22-2221-05 DWG NUMBER: SOT C PM of 4 MEMBER TABLE Mark Weight Length Webb Due t Start Ern RFi -501 228 14 -4 5 8 10.0 10.0 RF1-502 355 26'-11 3 4" W10x12 RF1-503 262 16'-9 5 16" 10.0/10.0 EB-501 75 6'-9 11/16" W8x10 FB-503 75 6'-9 11/16" W8x10 N. 0.164 1 16'-8 11/16' 5'-0 1 10 1/2" W x Thk x Lenath 5 x 1/4" x 14"-4- 5 x 1/4" x 1'-6 1/16" 5 x 1/4" x 1'-6 1/16" 5 x 1/4" x 16'-8 11/16 1 /4" 26'-11" Clear + - iside Flange I x Thk x Length 5x14 x13-3916 5 x 1/4" x 15'-6 7/16" RIGID FRAME ELEVATION: FRAME LINES 1 & 14 END FRAME NON —EXPANDABLE SPLICE PLATES & BOLTS Splice - -Bolt----- Mark Top Bot Int Dia SP-1 4 4 0 5/8" SP-2 2 4 0 5/8" 10 1/2" Mark Weight Length Start End Thick Len th W x Thk x Length W x Thk x�Length RF2-501 228 14'-4 5/8- 10.0/10.0 0.164 14 -4 3 4 5 x 1 4" x 14 -3 7 8 5 x 1/4- x 13 -3 7 16 5 x 1/4x 1' -6 1 16 " RF2-502 363 26'-11 8" W1Ox12 RF2-503/513 277 16'-9 5 16" 10.0/10.0 0.250 l'-2 3/16"" 5 x 1/4" x 1'-6 1/16"" 5 x 1/4" x 15'-6 3/16" 10.0/10.0 0.164 15'-6 3/16 5 x 1/4 x 16-8 7/16 EB-504 78 6'-9 11/1 6- W8x10 5'-0 1 e 1 26'-11" 10 1/2" Clear +/- 30'-0" Out -To -Out Of Steel RIGID FRAME ELEVATION: FRAME LINES 3 7 & 12 INTERIOR FRAME 0 SPLICE PLATES & BOLTS Splice ----- Bolt ----- Mark Top Bot Int Dia SP-1 4 4 0 518" SP-2 2 4 0 1 2'-6 8" 10 1/2" :j T 5'-0" FLANGE BRACE TABLE Plate Size FRAME LINE 1 14 ngth Width Thick Length # 2" 6" 3/8� 1'-5 1/4n D ID SIDES MARK SIZE LENGTH OFFSET 2" 6" 1/2 1'-1 5/8 1 1 FB501A L1.25 2'-5 5/8" 2'-4� 2 1 FB502B L2x2x125 2'-5 5/8 2'-4 FLANGE BRACE TABLE Plate Size FRAME LINE 3 7 12 ngth Width Thick Length # " " " / „ 0 ID SIDES MARK SIZE LENGTH OFFSET 21/2" 8" 5/8" 1'-1 5/8 1 1 FB502B L2x2x125 2'-5 5/8" 2'-4 ENGINEERING 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 budding. Sealed drawings do not constitute an agreement that the signed engineer is acting as the engineer of record for the overall project. E3= SBMD 459 WOODLAND RD BATESVILLE, MS. 38606 PE# 48014 �ryyril7dlEp� � �,'� °�"; ���✓°�°� y�, � �r its ate i has been eleetronieallv ° o 8014 f signed and sealed b� heith P. Shedd. RE usin- r Digital Sig atuie and * (kite, Punted} !pies of this document are not considered signed and sealed STATE # , and the sisnahue must be ventied on 10.1 <Ct : am electronic copies. 03/14l2022 .1 0"M . I • ' ©—=mmmw 1011111 •1MMEEM MENEM MEM►E MENEIRMI ME■■■ MEN■■ i • NOOSE ®_,,,,, as O O C�i M018 M M � M ct3 • .--I Cr4 as O C n � � 11-4 lA tn Z W ff b 0 O: ra r 2, 1 ' t I' :I' B E. 11 63 0 f 4 MEMBER TABLE Mark Weight Length We P S art Ern RF3-501 228 14 -4 5 8 10.0 10.0 RF3-502 431 26'-7 3/4" 10.0/10.0 RF3-503 304 16'-9 5/16" 10.0/14.0 14.0/10.0 EB-502 78 6'-7 15/16" W8x10 12 0.164 14"-4 7/8- 0.164 8'-711/16" 0.164 18'-0" 0.164 16'-8 11/16" 1 W x Thk x Lenath 5 x 1/4" x 14'-4" 5 x 1/4" x 1'-6 1/16" 5 x 1/4" x 26'-6 13/16" 5 x 1/4" x 1'-10 1/16" 5 x 1/4" x 16'-8 11/16" 4p5'-014" SPLICE PLATES & BOLTS nside Flange V x Thk x Length Splice Mark -----Bolt----- Top Bot Int Dia Length Plate Size Width Thick Length 5X14 x13-3 5 x 1/4" x 8'-7 11/16" 5 x 1/4" x 17'-10 13 16" 5 x 5/16" x 15'-1 1 2" SP-1 SP-2 4 4 0 5/8n 2" 2 4 0 5/8 2" 6" 3/8� 6" 1/2 V-5 3/4" 1'-6 1/4" , /Q" 2 0 2_6 8,> 10 1/2" B RIGID 26'-6 15 16" 1 1 1 8» Clear +/- 1'-2 9/16" 30'-0" Out -To -Out Of Steel 5'-0" FRAME ELEVATION. FRAME LINES 2 4 5 6 8 9 10 11 &13 A INTERIOR FRAME 36" 2'/4' 7%2 442" 7'/2' 42' 7%21 2v4' 2'/4' 1/4-14 X 7/8" S.D. SCREWS (30, O.C.) i #112x 1-1/4" �.D. 1/2" x 1-1/4' �— A307 f PURLIN OR GIRT BOLTS (TYPICAL) ROOF PANEL FASTENER LAYOUT o O o O o AT SAVE STRUT, INTERMEDIATE PANEL LAP AND PEAK PURLIN 36n RIGID R AME 11,440 120 12' AV X 7/8' S.D. SCREWS ( 0 0 �1/4-14 10' FLANGE BRACE #12x 1-1/4" 5. 2'-4" ROOF PANEL FASTENER LAYOUT STANDARD FLANGE BRACE POSITION ROOF FASTENER AT INTERMEDIATE PURLIN (1/4-14 X 7 5.D. SCREW Ai' 30" 0/C) " MASTIC WET SIDE DETAIL AT PANEL SIDE LAP ROOF PANEL AND FASTENER DETAILS G15 ROOF PANELS WEB OF COLUMN RAKE TRIM SAVE GUTTER OR RAFTER FLAT WASHER OVERFLOW WINDOW 4 NUT FIELD BEND @ V-0 O.C. BRACER WASHER FROM RAKE THEN 0-0 O.C. EYE BOLT GUTTER STRAP , (SANDWICH GUTTER ' STRAP BETWEEN NOTE: NOTE: 'PBR' HIGHS AT FIELD INSTALL CABLE EACH PANEL RAKE PEAK BOX CORNER GUTTER END INSTALLFIELD 51DELAP NDERNEATH CABLE WRAP RAKE TRIM CAP AFTER INSTALLATION C EYE BOLT WRI51DEWALL ENDWALL PANELS OF GUTTER jM PANELS DETAIL AT CABLE BRACE G25 CORNER TRIM W/BRACER WASHERS DETAIL OF EAVE GUTTER DOWNSPOUT CORNER BOX E RAKE TRIM BRACER WASHER DETAIL OF PEAK BOX CONNECTION G�� � DETAIL OF UTTER OVERFLOW WINDOW E DETAIL OF DOWNSPOUT t DOWNSPOUT TO GUTTER, CORNER BOX, NUTrWASHER GUTTER W/ GUTTER STRAP G14 AND PEAK BOX DETAILS WEB OF COLUMN FLANGE BRACE TABLE FRAME LINE 2 4-6 8-11 13 D ID SIDES MARK SIZE LENGTH OFFSET 1 1 FB503B L2x2)(125 2'-5 7/8" 2'-4" 2 1 FB504B L2x2x125 2'-6 3/4" 2'-4" 3 1 FB505B L2x2xl25 2'-71/4" 2'-4" OLTS SHOWN ARE STANDARD 2'-3'/2' PURLIN LAP 3OLTS SHOWN ARE )LTS. STANDARD 4-3y2' PURLIN LAP (Z 3'-11/" I /'_ V-10" 4" 2'-10° I /aa NOTE: ALL BOLTS SHOWN ARE %2'xl' A307 BOLTS. STANDARD 6'-342' PURLIN LAP G9 SECTIONS AT 2' 4' AND 6' PURLIN LAP * 2' @ 8' MEMBER * 2�"@ 9' MEMBER * 3' @ 10' MEMBER 4' @ 12' MEMBER ENGINEERING SEAL This certification covers parts fabricated and delivered by the manufachmet only and excludes pans such as doors, windows, foundation design and erection of the bufiding. Sealed drawings do not consdbo an agmemmt that the signed engineer is acting as the enghm of record for the overall project. (7) 1/2'0 x 1-1/4' A3t BOLTS REO'D AT ALL PURLIN LAPS (7) 1/2'0 x 1-1/4' A307 BOLTS REO'D AT * INDICATOR ARROWS ALL PURLIN LAPS (ALWAYS POINT TO THE 1U FLANGE) �6 SECTION @STANDARD PURLIN LAPPING (B LTS 1/2'0 REO p AT WIDE FLANGE ALL PURLIN LAP5 NARROW FLANGE ALTERNATING BAYS W/ANTI-ROLL CLIP ALTERNATING BAYS --I _ ____________ ___ ____________ ---- ® F " 01 1 :1 1 ATE i ®'ID 1/4' CLIP 1/4' GUSSET PLATE (2) 1/2'0 x 1-1/4' A325 * INDICATOR ARROWS BOLTS EACH END (ALWAYS POINT TO THE HU FLANGE) W/ ANTI -ROLL CLIP G� , SECTION @ STANDARD PURLIN LAPPING WITH ANTI -ROLL CLIP ILIUM SHERD 459 WOODLAND RD BATESVILLE, MS. 38606 PE# 48014 � 4 ,�y,fi9!llltt�r� ! /`/ o .• C •�1V pry ", its ite has been electrcxiivalh HBO 1 maned and sealed by heith P. ShedcL No Y.E. usina aI�i(4ital Signature and <® �_'� date. Printed copies of this document a are not considered sianed and sealed STATE OF and the si-n tture muat be � e1 itied on ., . '. 44 ;: anN electronic copies. 06/14/2022 l ffim^m 0�=Cmmm 1011111 to UMT-7iANNEME' ■ENE ■EESE I=T",A7AEENEE « ■��►10 MEMEN `Olson 0M„", t s .� a• O C^ ^ J w C�^ CY✓ C9 C11 n J m 0 JOB , :, B22-2221-05 DWG NUhMER[PLOT 1�