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HomeMy WebLinkAbout23-58515335 Eighth Street Zephyrhills, FL 33542 Phone: (813) 780-0020 Fax: (813) 780-0021 1 BNC-00585 Issue Date: 04/ .7, —4.n acc�rcfance with City Codes and Ordinances. NO OCCUPANCY BEFORE C.O. NO OCCUPANCY BEFORE C.O. emu~_77 . ..... - MIT 11 imm f"� fi, 4 i 0- 1 Y CONTINUOUS. THRU PIER OU CF-I CF-1 -d 4 F I- 3/ 4" DIA X 240 LONG 2) CONTINUOUSBOLTS STEEL ANCHOR THRU PIED DOLTS EMBEDDED INTO . PIER FOOTERS 20" (3" MIN PROJECTION) ­ J�Z . 4! x 4' 2' . 3000 �S36 b • , •�` �• - CONCRETE PIER WITH a� • . ��� • �! • #5 REBARS BOTH WAYS TOP $, o � s a a • ■ � ��� � EQ #/PAn Y CVR • • g! ! •; • & #3 VERT a MRNERS & APPROX 0 MC. A. .. !40 •. x 4° x 41 OCC PSG - • ! •'� *� ! . • # • •'� • 5 CREBARS BOTH WAYS TOP CORNER E TER (TYP I CAL 4 PLACES)BUTON.EQ SPACED APPROX Ur DC W 3" — IE PIER FOOTERS (TYPICAL 24 PLACES) l hereby certify that 1,.have performed. and reviewed this plan .and four it t0 be in compliance with ASCE 7 —16 and the FLORIDA BUILDING CODE, 2020 7th editI.oso Y W fa aFw 010 STKTE OF 0 F 01, N r) %AtA W (Zrw%i+ KA ItZ p r r.7 Kr n P i irr*mr_r zR_-4goA LorrA.T1 iN F LA N. fix.# 1< THE MINIMUM SOIL BEARING CAPACnY REQUIRED TO SUPPORT THIS STRUCTURE IS 1,000 PSR Za A PERMANENT SIGN WITH IDENTIFIES T11E TERMITE TREATMENT PROVIDER AND NEED FOR RE -INS AND TREATMENT CONTRACT RENEWAL SMALL BE PROVIDED. THE SIGN SHALE. 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 PAINT OR DECORATIVE CEMENTATION FINISH LESS THAN $" THICK ADHERED DIRECTLY TO THE FOUNDATION WALL 4. INITIAL Ti A` -MEANT SHALL BE DONE AFTER. ALL EXCAVATION AND BACK FIILl. 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 DISTRUBANCE OF SOIL AFTER. THE TREATMENT. 7. MINIMUM 6 MIL POLYFILM MUST BE INSTALLED TO PROTECT AGAINST RAINFALL DILUTION IF RAINFALL OCCURS BEFORE POLYF'1 LM PLACEMENT. RETREATMENT IS REQUIRED! B. CONCRETE OVERPOUR AND MORTOR. ALONG THE FOUNDATION PERIMETER MUST BE REMOVED BEFORE EXTEFZIOR SOIL TREATMENT. 9. AN EXTERIOR VERTICAL CHEMICAL BARRIER MUST BE INSTALLED AFTER, CONSTRUCTION IS COMPLETE INCLUDING LANDSCAPING AND IRRIGATION ANY SOIL DI 'RUBED AFTER THE VERTICAL BARRIER IS APPLIED -SHALL BE RETREATED. I.O. 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 GRACE STAKES, TUB TRAP BOXES, FORMS, OR OTHER CELLULOSE CONTAINING MATERIAL. 13, NO WOOD, VEGETATION STUMP, CARDBOARD, TRASH, ETC. SHALL BE BURIED WITHIN 15 FEET OF ANY BUILDING OR PROPOSED BUILDING. F Q€�I PRBF I TEr �LIMISEffnaineer « � 53608 Pro4c ons n 3 'WALLAST DRIVE -DADS CIYY, Fi.ORIDY 33525 PHICfWl 013-469- E ILa dvsfl thj 1*. reef SUNST TE 1 ING IBC W nM ID 4 PAX: 111IL2M SEET# I OF 2. ff N BUILDING SYSTEMS P.O. BOX 1316 - BATESVILLE, MS - 38606 (662) 563-4574 (662) 563-1142 (FAX) - ACIBUILDINGSYSTEMS.COM For Customer Service customerservice@acibuiId1ngsystems.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 P 9. P 9 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); Al011 or A653; Panels, A792 or A653, Or. 50 for Ga. 24 and thicker, Or. 80 for others; HSS Round; A500 Or. B (Fy = 42 ksi) HSS Square/Rectangular, A500 Or. 8 (Fy = 46 ksi) Cables, A475 Eyebolts (Gr. 55); A108, or A572 Washers, A536 Hillside Washers, A48 Structural Bolts, A307 Or. A, A325 Or. C, A490 Or. 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. s s 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 RISC Code of Standard Practice and the MBMA Common Industry Practices. Approval of these drawings and calculations if a the MBM as App g n ( applicable) constitutes an agreement that h h 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 RISC 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. El CREDITED Metal Building System. AC 472 METAL BUILDING MANUFACTURERS ASSOCIATION 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/Erectors use of defective or incorrect materials that can be detected by visual inspection. 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 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 73%.3 (Approved December 15, 2020) DESIGN LOADING THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED BY THE Florida Building Code 2020, An 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 GROUND SNOW LOAD, Pg (psf) IMPORTANCE FACTOR, Is 1940140 )OW TIMATE WIND SPEED (mph) 108 NOMINAL WIND SPEED (mph) 79 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, 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, SD1 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) O B M M B r © I in � 1 i M M M 186'-0' M M 1 9 ALL WORK SHALT., COMPL'1' WITH PREVAILING CODES FLORIDA BUILDING CODE, NATIONAL ELECTRIC CODE, AND THE CITY OF ZEPHYRHILI_S ORDINANCES 0 WIND PRESSURE ZONES (Wind Pressures, Factored (psf)) REVIEW DATE: CITY OF ZEPHYRHILLS BUILDING OFFICIAL ENGWEEMG 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 constitift an agreement that the signed engineer is acting as the engineer of record for the overall project. IMM SHMD Kenn snedd „ > _ • 459 WOODLAND RD u ..; BATESVRJ E, MS. 38606 PE# 48014 \ P J� ��,•��G E S� •.� Lis ite has been eketronircll o$ 4 signed and sealed b}' Keith P. Shedd, F'.E. using a L)i«ital Signature �md date_ Printed copies of this document are not considered signed and sealed - , STATE OF Ct,1 " and the signature must be verified on .4 WIN- electrmlic copies. ,r; +' l � 06/16/2022 r` ,ill( 11111%%' 0 ©0©©© 1011111 0=T,,_,%MMMMM ■■NEM ' ME MENEM ■■NEM V U 1.4 CTS CTS ill � F•`I �_ M "o Cn v U C� CQ41 C1—i-4 ^^C'd F� L.�1 �j O O C^. x � C' ^ c i ii ENG BY: MNF CAD BY: AMA DET BY: AMA CKD BY: ALL JOB NUMBER: B22-2221-04 DWG NUMBER : C CS1 of I 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" C B E B B B B B E B C L W o O y O I C, m FI I M O O O LO M U A B D B B B B B D B A Z Z Ko- H-0-T-0 I I Z I— I Z A 4" 24'-8" 24'-8" 4" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 1 2 3 4 5 6 7 g 9 High Eave BUILDING "D" ANCHOR BOLT PLAN NOTE: All Base Plates ® 100'-0" Dia= 3/4" Dia= 7/8" 8" -- -- i — —1— — 61 4" 1'-51516" M 1 O a I 3" II 10 10 0 1 �— --+--� 4' 1 3" i1 10 10 8" SW 1'-5 7 16" 1, 5" "4� SW DETAIL A DETAIL D Dia= 3/4" Dia= 3/4" 1'-1 3 8" 5" I N �1� SW 1 3" --i� - I i 111/2" I 3" 1 1 1 1 g} --1-- 100 I f — — +--I 3" I 1 1 /2" 1 1 /2" 8" 6 1 4" 1'-1 7 8" SW See Plan I -- I -- DETAIL B DETAIL E GENERAL NOTES 1. All baseplates @ same elevation unless noted otherwise. Dia= 3/4" 2. Anchor bolt design for embedment is not by the metal building 459WOODLAND RD 4" SW manufacturer and must be determined by the foundation engineer. BAlWVH.LE, MS. 38W6 3. See base plate details for correct placement of anchor bolts. M4so14 \_ — —�— — 8" ANCHOR BOLT SUMMARY ENGINEERING SEAL `VII tII t IIt,r� t`` 3" <a <, This Certification covers parts fabricated and it been electrnilio�ill� I Dia Proj delivered by the manufactum only and ����'1�us ,;° ;. signed and sealed by Keith P. Shedd. o 3" � Qt Locate in Type in ors, excludes parts such as dowindows, 48014 RE usim, a Di,itni Si =nature and 1 < foundation design and erection of the budding. - date. F nnted copies of tlris document * " 72 Frame 3/4 A36 2,50 Sealed s d0 not constitute an t drawing are not considered si,ned and sealed = �o : : r� „ --I-- w 0 8 WlndCol 7/8' A36 2.50 that the signed engineer is acting as the '.�'• STATE OF : an eand llectroiiicrco�iere s.stbeeeritiedon 1 ZI/ABI SECTION @ CONCRETE EDGE 8 WindCol 3/4 A36 2.50 �gineerofnacordfottheoverallproject. ;��„�s r+O tip\_�� 8" DETAIL C ♦! S'"�7Ci _ • • •' �� ��� 06/16/2022 rtfrf,jfV Ai r`��°, :1 . • . f . 0-Mammm 1011111 • ■■■ ■■■■I�/' ■■■■■MENEM ', i ■■■■'/.. ■■■■■ ■■■■■ S • ems■■■■■ Cis CIS �C con M C:8 M M li� M U � U co Z O oc r-. r1 � C\1 Gil �. V 2 Uj En En 0 Z J 14 ENG BY: MNP CAD BY: AMA DET BY: AMA CKD BY: ALL JOB NUMBER: B22-2221-04 DWO NUMBER: C AB 1 of 2 FRAME LINES: 1 2 3 4 5 6 7 8 9 H IV IV 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 0.2 0.9 0.1 0.2 0.8 3.3 -0.8 -3.3 4.8 -5.5 -0.8 -5.2 11 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 -0.1 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 ) 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 1t Frame lines: 1 9 RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, do 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.DD0 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, do 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 p F_SW A 7 R Wind Seismic _ B_SW B 7 L Wind V 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." f Reactions Harz Vert Moment Anc_Bolt Base-Plate(in) (k) (k) (f-k) Qty Dia Width Length Thick 4.1 42.5 71.0 4 0.875 8.000 17.910 0.750 0.5 5.2 8.7 4.1 42.5 71.0 4 0.875 8.000 17.910 0.750 0.5 5.2 8.7 2.6 27.5 36.7 4 0.750 8.000 13.890 0.625 0.4 4.6 6.2 2.6 27.5 36.7 4 0.750 8.000 13.890 0.625 0.4 4.6 6.2 BUILDING BRACING REACTIONS t Reactions(k) Panel -Shear -Wall - Col -Wind - -Seismic - (Ib/ft) Loc Line Line Harz Vert Harz Vert Wind Seis Note L_EW 1 h F_SW A 3 g R_.EW 9 7 h B_SW B 7 9 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+0.6Wmd_Right1 7 0.6Dead+0.6Wmd_Long1L 8 0.6Dead+0.6Wmd_Long1R ENGINEERING SEAL This certification covers ports fabricated and delivered by the manufacturer only and exchides 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. KErM SHERD 459 WOODLAND RD BATESVEU E, MS. 38606 PE# 48014 jV11111111)1 .�. E !V Sr rte i has ��, �«• �,1 �`•.;� irs s been elaciror11ca11� ! 'e signed and sealed liv Keith P. Shedd -No 48014 Y.E. usimz a Digital Signature and date. Printed copies ot'this document * = are not considered signed and sealecl H A F� and the signature must be - elided on i ( ".. 441 .; anN electronic copies. 06/16/2022 I'11111all II%%%� ,. 0-=Cmmm • 0M11MMMMMM MENEM •� M■■►4M MMMM�/ MENEM ■ENEM O_,,,,, C� CC3 O O COO) M M M M MM� MM� Cid U Q� z �H 1 ti v I Uj `2 r 11 pV V Z 0 m ENG BY: MNF CAD BY: AMA DET BY: AMA CKD BY: ALL JOB NUMBER: B22-2221-04 DWG NUMBER : SOT C A62 of 2 ON qnn'-n"n,i+-Tn-nuf nt stPPl MEMBER TABLE 9� ROOF PLAN 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 I I I I I I = I I I N P-301 T I P-302 T I P-303 T \ I P-303 T / I P-303 T I P-303 T 1 P-302 T I P-301 T I I I I I I I I I 1 \ I / I RFl-302 R173-302 RF2-302 RF3-302 RF3-302 RF3-302 RF2-302 RF3-302 1 /I\ I I I I I I I I I I I I I I I RR -303 E-301 I RF3-303 E-302 RF2-313 1 E-302 I I RF3-303 E-302 I RF3-303 E-302 RF3-303 E-302 RF2-303 E-302 RF3-303 E-301 RF1-303 I I I I I P-304 I P-305 I P-305--d I P-305 I P-305 I P-305 I P-305 I P-304l�. 1 L—JU4 1 EB-301 EB-302 BOLT TABLE LOCATION QUAN TYPE DIA LENGTH WHS OH Beams (EB-30-) To RF 4 A325 5/5" 1-1/2" Eave Gee To OH Beam 2 A325 1/2" 1-1/4" Eave Strut to OH 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" �k Purlin To EN Rafter 4 A325 1/2" 1-1/4" tu/ Anti -Roll Clip Wurlin Lap @ Rafter 8 A325 1/2" 1-1/4" uu/ Anti -Roll Clip to cc EB-304 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 **) 1 L—.SUS 1 t—JUU L EB-302 EB-302 EB-302 BUILDING "D" ROOF FRAMING PLAN ALL PURLIN LAPS SHOWN ARE 3'-1 3/4" 200'-0"Out-To-Out t—JUJ -L EB-304 MARK PART BA1 2XU14Ga L EB-301 W8x10 EB-302 W8x10 EB-303 W8x10 EB-304 W8x10 P-301 8X25Z14 P-302 8X25Z14 P-303 8X25Z16 P-304 8X25Z12 P-305 8X25Z12 E-301 8E12 HD Q an E-302 8E12 HD �I E-303 8E14 LD E-304 8X25C16 RF1-302 rE-305 o zni 8X25C16 1 IA" roi t—IM J- t-1)U4 L EB-302 SST (Typ) EB-303 FL- 18AR (Gutter with 9 downspouts) FL- 18AL -16CL (10)FL-18C @ 20'-6", (68)FL-18E @ 10", (10)ET2 @ 20'-6" FL- 16CR L I I I I I I I o � I x I N s I C I I I I I I I I I HSCBL (10)FL-17 ®20'-6" HSCBR BUILDING "D" ROOF SHEETING PLAN PANELS: 26 Ga. PBR - Galvalume Purlin Purlin Bolt 4 screw 4 All Other Hardware -All Other Hardware (by Others) (by Others) Clip (by Others) Clip (by Others) Hanger (by Others) Hanger (by Others) Acceptable Connoctian Methods Purlin Purlin Purlin C-Clamp dy Clamp All Thread Rod Non -Acceptable Connection Methods Hanger Attachments for All Collateral Loads Acceptable and Non -Acceptable Connections (4) t4-141" S.D. SCREWS (4) t4-14x1" S.D. SCREWS PANCAKE HEAD PANCAKE HEAD TYP @ TOP OF PURLIN TYP @ TOP OF PURLIN \ r, PURLIN (TYP) EAVE t}•►'�� _ (6) #126/4" S.D. SCREWS TRUT TYP @ EACH STRAP LAP l (2) #12x3/4" S.D. SCREWS STRAPPING 5PI lCE (WASHERLE55) MUST SUR1 lNS ER Va" 1�4' TYP. @ BOTTOM OF PURLIN 2 P TYPICAL SCREW SPACING AT ALL STRAP ENDS COLLECTOR SYSTEM ON SCREW DOWN S-SLOPE BLDG S5.1 OUTSIDE CLOSURE w/ 314' MASTIC (T 4 B) HIGH SIDE EAVE TRIM I/4-14 X 7/8' S.D.SCREWS (12' O.G.) (FL-17) -"PBR" ROOF PANEL #12 X - S.D.SCREWS (6" O.C.) #12 X - S.D.SCREWS (12" O.C.) \—HIGH SIDE SAVE STRUT SECTION AT HIGH -SIDE EAVE E10 WITH SAVE TRIM (AT EXTENSION) ENGINEERING SEAL This certification covers parts fabricated and delivered by the manufachner only and excludes parts such as doors, windows, foundation design and erection of the bading. Sealed drawings do not constitute an agreement that the signed engineer is acting as the engineer of record for the overall project. KETTH SIBsDD 459 WOODLAND RI) BATESVII.LE, MS. 38606 PE# 48014 P SA-j�Offf . 4' . E 5' f. its ite I has been eleetrunical1 No 4$014 si-ned and sealed by Keith P. Shedd, P.E_ usm2, a Di-ital Sianature and �•'� date. Pnnted copies of this document -tU * are not considered signed and sealed 13 S TAT E O F Ett and the srznature must be veriiaed on ® 441 any electr,,nie copies. +O ��� 06/16/2022 5 rfJ kfj'. 0�=Mmm® 1011111 INIMMEMEME MENEM :. •� M M M►N'M MEME►/ ■■NEM No z NONE e=11111 c� c� O O r'n con M � M cUid •rT -�4 - CB U �1 �../ fZ1 r =i rr �-, ct to W H Ln Q Z 0 J_ 0 m ENO BY: NINF CAD BY: AMA DET BY: AMA CKD BY: ALL JOB NUMBER : B22-2221-04 DWG NUMBER : SOT C EP 1 of 4 200'-0"Out-To-Out Of Steel 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 25'-0" 1Y 25'-0" 25'-0" 4" 4° E-301 E-302 E-302 E-302 E-302 E-302 E-302 E-301 ----------------N--------------- ----------------p------------------ r�----------------J1---------------- -------------------------------- I II I I I II II I I II Eave Extension I II I I II I I I I II I it I II II II H WALL OPEN FOR PASSAGE I I II I I I II I I I II II III II II II II II II II II t��i IIII II II it I �I I Ll----------------ll-------------- ii I ---------------- II — — II — — — — — — — — — — — — — - — — — — — — — — — — — — II — — — — — — — II II — — — — — — — — — — — — — — — — — — — — — — — — — - iL---------------ll I� I I HI I I I IH I I RFl-303 RF3-303 RF2-313 RF3-303 RF3-303 RF3-303 RF2-303 RF3-303 RFl-303 BUILDING "D" FRONT SIDEWALL FRAMING @ FRAME LINE A 200'-0"Out-To-Out Of Steel BOLT TABLE LOCATION QUAN TYPE DIA LENGTH WF-301 To RF Col 12 A325 5/8" 1-1/211 WF-302 To RF Col 8 A325 5/8" 1-1/211 WF-301 W12x14 E-301 8E12 HD E-302 I 8E12 HD MEMBER TABLE WF BA1 12X4X14Ga L 25-0" a 25'-0" 25'-0" 0 25'-0" 0 25'-0" 25'-0" J 25'-0" 25'-0" FL-788 1 /S 4" 4° E-303 E-303 E-303 E-303 E-303 E-303 E-303 E-303 FL-31F n n n n n n n II II II II I FL-31F I II II I FL-31 I I o f I I I I I I I I I @ 15 6 FL-31 F o II II II WALL OPEN FOR PASSAGE II II I � II II �' I I I I I N I I I I I I FL-31 F I it II II II I II I FL-32 O/S I I I I I I I I I (q)Provided As Shown ----------------H— — — — — — — — — — — — — — — — — — — — — — — — — — — — — ---------------H----------------U---------------- --------------H ---------------il At Sidewall Elevation "D" I I HI I I I I I I RF1-301 RF3-301 RF2-301 RF3-301 RF3-301 R173-301 RF2-301 RF3-301 RFl-301 BUILDING "D" BACK SIDEWALL FRAMING 0 FRAME LINE B B A 35-0"Out-To-Out Of Steel 5'-0" EXT. Bottom of Gutter ATTACH STRAP TO BUILDING W/ (1) 1/4-14 x 7/8' S.D. SCREW AT SHEETED WALL EBI3O1 CUT 'X' AT EACH DOWNSPOUT AND (1) TEK 5 S.D. SCREW AT OPEN WALL ' LOCATION AND BEND TAB5 DOWN MASTIC 1/4-14 x " S.D. 'PBR' ROOF PANEL FOR DOWNSPOUT ATTACHMENT _ _ --- RAKE TRIM (FL-16) SCREWS (12' O.C.) ROOF PURLIN BA—1 12 _ — — —---1_----—_ — — -- --- I I i _________________ FIELD CUT DOWNSPOUT �r __---------------------------- I I i O O TTOTMAATCH GUTTER BOM GLE I i(ON)EI /4-14 x 7/8 S.D. SCREWS___________1 I I ( I I BAIAFRONT) AT EACH SIDE AND ONE ' TYPICAL DOWNSPOUT TO GUTTER / I I I I I I � � I I I I I I #12 x 144' S.D. SCREWS I I I I I I (12' O.C.) ---------- - --------------- :j I I I I I FL-29 ANGLE TRIM (3) POP RIVETS (ONE �- I I I I I I ! PURLIN CLIP ATT EACH 51DE AND ONE AT FRONT) BEND STRAP UP AT BOTH SIDES OF CID I I WALL OPEN FOR PASSAGE I I I 1/4-14x1" PANCAKE HEAD I &"0 x I' A307 BOLTS, T1'P. DOWNSPOUTAND ATTACH W/ (1) ;� I I I I I ( S.D. SCREWS 1/4-14 x 7/8' S.D. SCREW AT EACH SIDE I I I I I I (ONE PER SUPPORT) TYPICAL DOWNSPOUT I I I I I I RIGID FRAME RAFTER STRAP ATTACHMENT I I I I I I TEK-5 S.D. SCREW w/WASHER, 12' O.C. TYPICAL SPLICE AT DOWNSPOUT TO ELBOW II I I II ; OR DOWNSPOUT TO DOWNSPOUT STEEL LINE I I I I I I 4' to 6 G�0 DOWNSPOUT DETAILS I I I I I I I I I I I I SECTION @ OPEN RIGID FRAME ENDWALL LL I--------_---------------LJJ R7.1 w/4" to 6" SETBACK w/ 8" or 9 PURLINS BUILDING "D" LEFT ENDWALL FRAMING ® FRAME LINE 1 S.D. SCREW (24" O.C.), 5'-0" EXT. A 35'-0"Out-To-Out Of Steel B 114-14 x 7/8' EB- 03 BA1 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 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 I I I I I I I I I I I I I I I I I I I I LL-----------------------------------------------LJ_J BUILDING "D" RIGHT ENDWALL FRAMING © FRAME LINE 9 GUTTER STRAP (FL-18E, 36" O.C.)- 1/4-14 x/8" S.D. SCREW (2 PER STRAP) EAVE TRIM (ET2) HANG -ON GUTTER (FL-18C) 1y2� INSIDE CLOSURE w/3/4u yI[MASTIC, TOP 4 BOTTOM " \ 'PBR" ROOF PANEL `#12 x - S.D. SCREW (6" O.C.) EAVE STRUT DOWNSPOUT (FL-31 J ' I-I/4" #12 x lye' S.D. SCREW FIELD -CUT TO FIT GUTTER) I (12" O.C.) STEEL LINE E5 EAVE SECTION w/GUTTER (OPEN 51DEWALL) 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 aft that the signed engineer is acting as the engineer of record for the overall project. IM= SBEDD 459 WOODLAND RD BATESVILLE, MS. 38606 PE# 48014 �ITns it�. been elactroili.11, signed and sealed by Keith P. Shedd - No 48014 P.E. using a Digital Signature and date. Printed copies of this document are not considered Signed and sealed r ��• STATE OF LU " and the signature must be verified on i a 141 : anv_ electronic copies. 06/16/2022 ,I'lltlI I00%�• . ` 0�=Mmm© 1011111 MMMMEM EMEN�/MENEM .. •� MEM►RM MEM5�/ MENEM MENEM MENEM O_,,,,, CISQ C1__1ZQS 0 con V3 Old ifM old M C%3 •�"" .� C�s RZ� � Z O O x � C s h-4 cr U M AN uj tn W Z 0 a m ENG BY: MNF CAD BY: AMA DET BY: AMA CKD BY: ALL JOB NUMBER: B22-2221-04 DWG NUMBER: SOT C EP2 of 4 MEMBER TABLE Mark Weight Length Web Depth Web Plate Outside Flange Inside Flange Start End Thick Length 9 9 W x Thk x Length W x Thk x 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" RFt-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',2 7/8" RF1-303 287 17'-2 5/16" 10.0/10.0 0.164 17'-1 11/16" 5 x 1/4" x 1'-6 1/16" 5 x 5/16"x 15-6 13/16" 5 x 1/4 x 17 —1 11/16" EB-301 75 6'-9 11/16" W8x10 Mark Weight RF2-301 231 RF2-302 513 RF2-303/313 280 Length Start Ern 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 4'-4 0.164 13-7 15 16" 0.164 18'-3 3 4" 0.164 17'-1 5/16" 8" 604'-434" 31'-10 15 16" 0 1/2" Clear + — 35'-0" Out —To —Out Of Steel RIGID FRAME ELEVATION: FRAME_ LINES 1 & 9 '-4 1 W x Thk x Lenoth 5x1/4"'x14'-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' END FRAME NON -EXPANDABLE 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" 3/8� V-5 3/4' SP-2 2 4 0 5/8 2" 6" 1 /2 1 —6 1/4" '-4 10 9/16" 2 5'-0" EXT. SPLICE PLATES & BOLTS Inside Flange W x Thk x Length Splice Mark -----Bolt----- Top Bot Int Dia Length Plate Size Width Thick Length 5x14 x13-234 SP-1 4 4 0 5/8" 2" 6" 3/8n 1�-5 5 x 1/4" x 13-7 15 16" SP-2 2 4 0 3/4" 2 1/2" 6" 5/8 1 —6 1 5 x 1/4 x 18'-2 5/8 5 x 1/4" x 15'-6 7/16" 31'-11" 0 1/2" Clear + — 35'-0" Out —To —Out Of Steel RIGID FRAME ELEVATION: FRAME LINES 3 & 7 INTERIOR FRAME '-4 1 10 1/2" " 5'-0" EXT. FLANGE BRACE TABLE FRAME LINE 1 9 D ID SIDES MARK SIZE LENGTH OFFSET 1 1 FB301A 1-1.25 2'-5 7/8" 2'-4" 2 1 FB303B L2x2xl25 2'-6 1/16" 2'-4" 3 1 FB304B L2x2xl25 2'-7 5/16 2'-4" FLANGE BRACE TABLE FRAME LINE 3 7 D ID SIDES MARK SIZE LENGTH OFFSET 1 1 FB302B 1-20125 2'-5 7/8" 2'-4" 2 1 FB303B L2x2x125 2'-6 1/16" 2'-4" 3 1 FB304B L20125 2'-7 5/16" 2'-4" 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. KUM SHMD 459 WOODLAND RD BATESVILLE,1 0. 38606 PB# 48014 ti� t. P S N its ite i has been electronically N a 48014 sinned and sealed be Keith P. Shedd, • P.E. usin a Digital Signature and * date. Pointed copies of this document 'F are not considered signed and sealed 7 '• STATE 0 F ; "1JJ and the signature must be verified on 0 G(1� any electronic copies.06/16/1011 ,y®tl!!!! 1t1tt<<ti :w 0 • m-71 ,! •' 0_©0©©© 1011111 IMUMMEMEM ' MEMM�/ ■■■EM y ' ' MEMERM ■■■■'/ ■ENEM IS cis cis 0 0 OldM Ole M C M 4 M e:-4 � V a R Z �j O x r ,gin ~� Vi W F-- Vn Q Z 0 co ENG BY: mm CAD BY: AMA DET BY: AMA CKD BY: ALL JOB NUMBER : B22-2221-04 DWO NUNIZER : IPLM C EP3 of 4 MEMBER TABLE Mark Weight Length Web Depth Web Plate Outside Flange Inside Flange Start End Thick Length g g W x Thk x Length W x Thk x Length R173-301 232 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" R173-302 511 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 RF3-303 327 17'-2 5/16" 14.0/10.0 0.164 17'-1 11/16 6 x 1/4" x 1'-10 1/16" 9/16" 6 x 1/4 x 15 -6 1/2" 6 x 1/4 x 17'-1 11/16" ra_Im 7A a'_7 1�/ta" wa��n ,:�T1" 12 8 10 1/2" 1/2" x 1-1/4" A39 PURLIN OR GIRT BOLTS (TYPICAL 0 o a o 0 o O 6 6 O RIGID FRAME IV %� FLANGE BRACE 21-411 �, O STANDARD FLANGE BRACE POSITION WEB OF COLUMN OR RAFTER -FLAT WASHER 4 NUT —BRACER WASHER i-EYE BOLT WRAP G2y� DETAIL AT CABLE BRACE W/BRACER WASHERS -GABLE WRAP r-EYE BOLT BRACER WASHER — FLAT WASHER- 4 NUT WEB OF COLUMN 604'-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" 1/2g 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 + - 1'-2 1 /2"- 35'-0" Out -To -Out Of Steel RIGID FRAME ELEVATION: FRAME LINES 2, 4, 5, 6 & 8 INTERIOR FRAME 36" 2y," 7y2' 421 7y2' 42" 7y2 2y4" 2y4e I/4-14 X 7/8" S.D. SCREWS (30, O.C.) #x I-I/4"D. ROOF PANEL FASTENER LAYOUT j AT S�UT,INT�MEDIATEPAN PANEL PANEL�P AN]) PEAK PURLIN 36" 12' 12' 2y4" ---,--I/4-14 X 7/8" S.D. SCREWS (3 0' O.C.) #12x 1-1/4" Sf. ROOF PANEL FASTENER LAYOUT ROOF FASTENER AT INTERMEDIATE PURLIN (1/4-14 X 7/' S.D. SCREW AT 30" 0/C) J MASTIC DETAIL AT PANEL WET SIDE SIDE LAP Ir ROOF PANEL AND FASTENER DETAILS OVERFLOW WINDOW FIELD BEND @ 3'-0 O.C. FROM RAKE THEN 6'-0 O.C. GUTTER STRAP (SANDWICH IGUTTER STRAP BETWEEN 'PBR' HIGHS AT EACH PANEL SIDELAP DOWNSPOUT J DETAIL OF GUTTER OVERFLOW WINDOW DETAIL OF DOWNSPOUT 4 GUTTER W/ GUTTER STRAP ROOF PANELS 2@2_6 5'-0" EXT. EAVE GUTTER NOTE NOTE: FIELD INSTALL FIELD INSTAL! RAKE TRIM PEAK BOX UNDERNEATNER H GUTTER END RAKE TRIM GAP AFTER ACI INSTALLATION ENDWALL PANELS OF GUTTER —51DGORNER�L PANELS TRIM DETAIL OF EAVE GUTTER CORNER BOX 4 RAKE TRIM DETAIL OF PEAK BOX CONNECTION G1� DOWNSPOUT TO GUTTER, CORNER BOX, AND PEAK BOX DETAILS d- 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 L2x2x125 2'-61/16� 2'-4" 3 1 FB3048 L2x2x125 2'-7 5/16 2'-4" (�__ 1'-13/u 2'-3/" -Infl AD NOTE: ALL BOLTS SHOWN ARE y211A' A307 BOLTS. STANDARD 2'-3'/2' PURLIN LAP 3OLTS SHOWN ARE )LTS. STANDARD 4'-3y2" PURLIN LAP 11A". 2'-10" 4" . 2'-10" Y% NOTE: ALL BOLTS SHOWN ARE V'Xl' A307 BOLTS. STANDARD 0-3Y2' PURLIN LAP Gq SECTIONS AT 2' 4' AND 6' PURLIN LAP * 2' @ 8' MEMBER * 2�'@ q' MEMBER * 3' @ 10' MEMBER 4' @ 12' MEMBER ENQDfl3E i1NG SEAL This cerdfication covers parts fabricated and delivered by the manufacturer only and excludes parts such as doors, windows, foundation design and erection of the building. Seated 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' A30 NARROW FLANGE (ALTERNATING BAYS) ITS RWDFURILIN�AT ALTERNATING BAYS) ® o i I ® I ®I (7) 1/2'0 x 1-114' A307 BOLTS REO'D AT * INDICATOR ARROWS ALL PURLIN LAPS (ALWAYS POINT TO THE }NIQ)< FLANGE) �SEGTION STANDARD PURLIN LAPPING (B 1 5'REQ D IAT WIDE FLANGE ALL TPURLIN LAPS NARROW FLANGE ALTERNATING BAYS W/ANTI-ROLL CLIP ALTERNATING BAYS 0 " ®I i u i \TE --1;�I/4' CLIP I/4' GUSSET PLATE (2) 1/2'0 x 1-1/4' A326 >Ic INDICATOR ARROWS BOLTS EACH END (ALWAYS POINT TO TNE}M FLANGE) W/ ANTI -ROLL CLIP G6.1 - 1 SECTION @ STANDARD PURLIN LAPPING �� WITH ANTI -ROLL CLIP ICE= SHMD 459 WOODLAND RD BATESVILLE, MS. 38606 PE# 48014 s 4 � E t~;1 • 4' r� its ite i has been elect onicalh- o 48014 signed and sealed bv heith P. Shedd, .w P.E_ using a Digif[A Signature and date. Printed copies of this document are not considered signed and sealed STATE 0 F ; � and the signature must be verified on ,�•ry(� y ally' electronic copies. ,/t"lhl R 4 y*t` 06/16/2022 t. 13-=MMMW !III • •4 1 MEN■► MEMMM MENEM v .. 1 MEM/ M EMEND ■ENEM MEMEM S I• :soon e�lines r . O ^ Gr �. M L 2 Uj tJ'f a- Z j FMVe 0 JOB NUMBER: B22-2221-04 DW(3 NUMBER : p"n C EN ®f 4