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HomeMy WebLinkAbout4035 Correia DrIBC DESIGN LOADING AND SEISMIC DATA This structure is designed utilizing the loads indicated and applied by the FBC 14 - 5TP EDITION It is the contractor's responsibility to confirm that these loads comply with the retFireme nts of the locat building department. Specific Loads: See structural calculations and foundation reactions. II Building Risk Category 2 psf Dead Load 20 psf Roof Live Load YES Live Load Reduction Allowed? 5 psf Collateral Load 0 psf Ground Snww Load, Pg 1.00 snow importance Factor, Is 140 mph Ultimate Wind Speed 108 mph Nominal Wind Speed 78 mph Serviceability Wired Speed 10 year Serviceability Wind Return Period B Wind Exposure Category t 0.16 internal Pressure Coefficient, GCpi CL Wind Closure Category (OP = Open, PC = Partially Enclosed, CL = Enclosed) 1.00 Seismic Importance Factor, le 0.068 Mapped Spectral Acceleration for Short Periods, Ss 0.034 Mapped Spectral Ameleratian for 1-Sec Period, Sl WA Seismic Use Group A Seismic Design Category 0.0100 Seismic .Response Coefficient, Cs 0.072 5% Damped Spectral Acceleration for Short Periods, SDS 0.054 5% Damped Spectral Acceleration for I -Sec Period, SDi D Site Class 0 Response Modification Factor, R-frames 0 Response Modification Factor, i2-bracing (F SW) 0 Response Modification Factor, R-bract (6_SW) 0.01 W Design Base Shea- 1.9 kip Longitudinal Base Shear 2.0 kip Transverse Base Shear Unit Lateral Farce (R-0.01*14) - Analysis Procedure W SPECIAL NOTES 1: This building has been designed for a wind speed of 140 mnh. It has been designed assuming any/all glazing wi 1 be protected per the FBC 14 - 5TN EDITION building code such that the building will remain classified enclosed. The design of the glazing and protection is not part of Metal Building Manufacture's scope of work. 2: The design, supply, and installation details for door for framed ope ir>g(s) are by others. 3: Use std Ft approval numbers for, roof and mall panels listed below. Location Panel Type FL No. Roof PBR 7396.E Sidewalls PBR 7395.2 Endwalls PBR 7395.2 4: As shown on ACI Building Systen's drawings, wall areas labels! as "By Others° are constructed from self supporting reinforced CMU masonry. No lateral support is provided for the CMU wall. ACI Building Systems assumes no responsibility for the design or connection of any spandrels designed and supplied_ by others. Attachment of wall material. to ACT's steel is the responsibility of others and ACI assumes no responsibility for any attachments unless explicitly called out on ACT's drawings that the connection is "By AC[". Cn Q 0 BUILDING SPECIFICATIONS CONTRACTOR RESPONSIBILITIES The building systemshown on these drawings has been designed and detailed for the loads. and conditions The contractor must secure all required approvals and permits for this project from the appropriate agencies in stipulated by the letter of certification, and these drawings. full compliance with all applicable local and state laws and regulations. 15 h i 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 m be done only with the written approval of a registered architect and/or a registered y g� may y p1N. �9 g professional engineer, as applicable. The metal building manufacturer (MBM) will assume no responsibility for any In accordance with the Sec. 4.4.1 of the latest edition of the AISC Code of Standard Practice and the MBMA Commas Industry Practices, an approval of these drawings and calculations (if applicable) constitutes an agreement that the MBM has correctly interpreted the requirements of the contract buildin " drawings, g y pr � g specifications and all other contractual requirements. of the changes mentioned above. if performed. without prior written approval by the MBM. �r\° In accordance with Sec. 3.3 of the latest edition of the AiSC Code of Standard Practice, where discrepancies 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. exist between these drawings and the drawings provided by the other trades, such as architectural, electrical, plumbing, and others, these drawings provided by the MBM shall govern. a ral 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 The contractor is responsible for the erection of the entire building system and all associated work pertaining 0 I �_ I 0 I a _ _ _ _ _ I-_r t -� 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 thereto. in accordance with the M5M's 'For Construction" drawings. Drawings not marked "For Construction" shall not be used in the erection of the MBM s building system. I I I is not responsible for the adequacy of .specified ventilation and energy conservation components. The End User In accordance with Sec. 7.10.3 of the latest edition of the AISC Code of Standard Practice, temporary supports I I I I I I should insure that adequate provisions are made "for ventilation, condensation, and energy conservation requirements. 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. I I Oi O I O I O I I I i I The MBM is not responsible for the design, materials cmd 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 The structural building system provided by the MBM is designed for service conditions in accordance with the building code. The 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. I I ( foundation anchorage design. The . Professional Engineer designing the foundation shall determine the adequate Unless noted otherwise, the MBM shall not be responsible for the design of any elements of this project not part I I I anchor bolt material type and grade,. anchor bolt embedment, and any anchorage reinforcement to accommodate the given anchor bolt locations, quantity, and diameter. of the structural building system provided by the MBM. The contractor shall be responsible for taking appropriate steps to insure that such elements are properly structurally designed and constructed. 0 I I a -'� 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 It is the responsibility of the contractor to observe and apply all pertinent OSHA and other mandatory safety provisions. cladding by others are designed to accommodate seismic drift a = 8.00ft The contractor is responsible for the inspection of all of the MBM's shipment received. Any claims of. Component and Cladding a d d i i Pressures s u re s (psf) The MBM does not investigate the influence of its metal building, system on existing buildings or structures. The non -received items must be reported to the MBM in writing within 5 business days. In order to maintain the n g Design re (p ) d h 11 f 1' sea P f . 1 to tat teeth1, 1,e NA and 14 t d t E f ' b t r;ld AD, at' f rted defective item ma Effe tive Zone Area �sq ft) 1 2 3 4 5 10 9.60 -21.15 9.60 -35.50 9.60 -53.43 19.36 -20.98 19.36 -25.82 20 9.60 -20.62 9.60 -31.72 .9.60 -44.25 18.50 -20.12 18.50 -24.10 50 9.60 -19.90 9.60 -26.73 9.60 -32.12 17.37 -18.98 17.37 -21.83 100 9.60 -19.36 9.60 -22.95 9.60 -22.95 16.51 -18.13 1�5�2 Effective Area (sq ft) Effective Area (sq ft) Zone 1 2 3 10 -30.48 ': -30.48 ;`_.';`_. -50.20 20 -29.94 -29.94 ' -39.40 50 -29.22 -29.22 2- 14 100 -28.68 ' -28.68 -14.34 i en user .7a engage servlceS o a cen ro esslona Engineer eve u e w r sac ul ings qua I y guaran. ee an o qua 1 y or relm ursemen , any-., mo 1 is Ions o any repo y structures are adequate to resist snow drift loads or other conditions as a result of the presence of the Metal not be performed without a prior written endorsement by the MBM. Building System. THE MBM shall not be held liable for any claim whatsoever, including, but not limited to, labor charges or The materials used in fabrication of primary and secondary steel framing members, as well as related accessories consequential damages, resulting from the Contractor/Erector's use of defective or incorrect materials that can be are shown below with their corresponding ASTM designations. When the compliance with the building code detected by visual inspection. mandated edition of the AISC Seismic Provisions is required, only materials approved by those provisions are used. THE MBM is not responsible for material damaged in unloading or for packaged or nested materials, including, but Built-u Section Fl (F = 55 ksi). A529 A572 or A588 t 1' 'ted to f termer beet et 1 "C" ana "Z" sect r-and coverin is that became wet area/or are r Y , 1 no Iml , as s, s HI a, Ion r g pone Built-up Section Webs_ t Connection_ Plates (Fy _= 55 ksi) A1011, A572 or A588; damaged by water while in the possession of others. Packaged or nested materials that become wet in transit Negative values signify Hot -rolled W-shapes (Fy = 50 ksi); A992 or A572; shall be unpacked, unstacked and dried by the contractor. pressures actin away Not -rolled C and L-shapes (Fy = 50 ksi); A529 or A572; Not -rolled Rods F = 55 ksl A108 or A572• With respect to all other building system erection aspects not mentioned above, the contractor shall comply with from building surfaces. (Y �� I Cold -formed C, Z, and ES shapes (Fy = 55 ksi); A1011 or A653; the Sec. 6 of the MBMA Common Industry Practices. For any aspects of the erection not covered by the MBMA Panels, A792 or A653, Gr. 50 for Go. 24 and thicker, Gr. 80 for others; Common industry Practices, the provisions of Sec.. 7 of the latest edition of the AISC Code of Standard Practice able_tm ft_1 Round Tube; A500 r, B (Fy = A,) ksi) shall apply. Rectangular Tube; A500 Gr. 8 (Fy = 46 ksi) Cables, A475 Eyebolts (Gr. 55),• A108, or A572 Washers, A536 , Hillside Washers, A48 Structural Bolts, A301 Gr. A, A325 Gr. C, A490 Gr. DN (used as noted in next section) For Customer Service issues, please contact one of thefollowing: TODD FISCHER r;LvIL-Vv L)K JEFF RIPPEE �'lT (� ZEpH �,+ LL BILL BROOKS RELEASE HISTORY w d Q N N CONST. N ;a PERMIT APPRVL Q REV. CONST. PERMIT Q APPRVL w REV. H w o NOTES �a MARK c7 w ■® U as U M I� cq >-J �. •� CIO N � N 00 � � m ■■■ ENG BY: SLB CAD BY: DAH DET BY: bAH CKD BY: ALL PLAID'S EXA N C ACI BUILDING SYSTEMS, LLC ENGINEERING SEAL 10125 BUILDING 6 SWEST BLD G SIZE BAT Ft ; MS. 38606 This certification covers parts ��@� P � 90'x220'x20'EH fabricated and delivered by the 70B NUMBER : manufacturer only and excludes No 48014 '• B 1'7-8354 parts such as doors, windows, � e foundation design and erection of 'rf e �r DWG NUI�/BER : OF pLOT �� •�'�� D the building. Sealed drawings do STAFE �� r not constitute an agreement that the m'`'e < OR 4 p �0 signed engineer is acting as theOL ``j�geraaeae'� engineer_ of record for the overall CS1 0 �..... � �� f I project. PROFESSIONAL ENGINEER M ■ iI• _ i I i i i i — — i i� rd : I I ,,PP1.;6 i iJa�e, d�Vl'. k,i, � I I i I T —I_ li i 1 FRAME LINES: 1 10 E D G B A -COLUMN LINE H H _ _H H H IV IV IV IV IV RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Column -----Dead ------ Collateral - -----Live---- --Wind_Lefti- -Wind_Rightl- --Wind-Left2- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert I E 0.0 1.0 0.1 0.8 0.1 3.4 -3.0 -11.1 3.7 -2.8 -4.0 -q.l 1 A 0.0 0.7 -0.1 0.8 -0.1 1.8 -3.1 -2.1 3.5 -7.1 -2.1 -0.1 1 D 0.0 1.1 0.0 1.6 0.0 3.6 0.0 -8.q 0.0 -8.4 0.0 -5.1 1 C 0.0 0.9 0.0 1.2 0.0 2.8 0.0 -6.5 0.0 -6.2 0.0 -4.2 1 B 0.0 1.2 0.0 1.6 0.0 3.q 0.0 -7.9 0.0 -q.8 0.0 -4.8 Frame Column-Wind_Ri ht2- --Wind-Longl- --Wind_Long2- -Seismic-Left Seismic -Right F1PAT_LL-1- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 1 E 2.8 -0.7 i.cl -4.3 1.4 -3.6 -0.i -0.1 0.1 0.1 0.1 1.8 i A 4.5 -5.0 -1.5 45 -l.q -4.4 -0.1 0.1 0.1 -0.1 -0.1 0.2 1 D 0.0 -5.2 0.0 -8.3 0.0 -4.2 0.0 0.1 0.0 -0.1 0.0 4.0 1 C 0.0 -3.9 0.0 -4.5 0.0 -4.5 0.0 0.0 0.0 0.0 0.0 1.4 1 B 0.0 -6.6 0.0 -4.3 0.0 -8.3 0.0 -0.1 0.0 0.1 0.0 -0.3 F Col F1PAT LLB MOAT LL n FiPAT LL_4 MOAT 5 Tame un - - - _LL_ - L' L' H ' ^ Vert Hor' r Vert H ' Vert H . Vert _Lon me ine i E oriz 0.0 -0.1 iz 0.1 0.2 oriz 0.1 Lot LA 1. 0.1 0.0 1 A 0.0 -0.1 -0.1 1.8 -0.1 0.0 -0.1 i.9 1 D 0.0 1.5 0.0 -0.3 0.0 2.1 0.0 1.6 1 C 0.0 3.6 0.0 L4 0.0 1.4 0.0 1.4 i B 0.0 1.5 0.0 4.0 0.0 1.6 0.0 2.2 Frame Column ----- Dead ------Collateral- -----Live------Wind_Leftl- -Wind_Rightl- --Wind-Left2- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2 E 2.4 4.0 4.2 5.6 10.0 14.8 -20.8 -30.2 -11.9 -20.8 -14.5 -18.1 2 A -2.4 3.8 -4.2 5.6 -10.0 13.4 12.0 -20.1 21.5 -27.5 5.7 -8.0 Frame Column -Wind Ri ht2- --Wind1- --Wind Lon 2- -Seismic Left Seismic Ri ht FRAME LINES: 2 3 4 5 6 18 q E A COLUMN LINE H H IV IV ENDWALL COLUMN: 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) I D $ 17 4.6 -9.2 18 -3.8 -5.6 1 -0.2 11.0 17 4.6 -q.2 I C * iq 3.8 -3.2 20 -3.5 -3.0 1 0.0 6.0 lq 3.8 -3.2 1 B $ lq 4.0 -6.q 20 -3.6 -6.9 1 0.0 9.5 iq 4.0 -6.9 10 B $ 17 4.0 -5.7 21 -3.7 -5.7 1 0.0 8.1 17 4.0 -5.7 10 C * iq 3.q -2.6 20 -3.5 -2.5 i 0.0 5.1 lq 3.q -2.6 10 D $ iq 4.0 -5.7 20 -3.7 -5.7 1 0.0 8.1 iq 4.0 -5.7 $See Rigid Frame interior Column Reactions BUILDING BRACING REACTIONS t Reactions(k ) Panel -Shear Wail - Cot Wind - -Seismic - (lb/ft) Loc Line Line Horz Vert Horn Vert Wind Seis Note L_EW i (h) F_SW A 3,4 5.5 4.1 0.5 0.4 R_EW 10 718 5.5 4.0 0.5 0.3 (h) BMW E 817 5.6 4.0 0.5 0.3 6,5 5.6 4.0 0.5 0.3 (h )Rigid frame at endwall Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vergt I 1 2 E -5.6 -8.7 -12.6 -26.4 -13.5 -21.3 -0.1 0.0 0.1 0.0 2 A 15.2 -15.4 13.5 -21.3 12.6 -26.4 -0.1 0.0 0.1 0.0 Frame Column ----- Dead ------ Collateral - -----Live---- --Wind_.Leftl- -Wind- --wind_Left2- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 3s E 2.5 3.8 4.4 5.6 10.6 13.5 -22.3 -27.5 -12.q -20.1 -15.6 -15.4 3$ A -2.5 3.8 -4.4 5.6 -10.6 13.5 12.9 -20.1 22.3 -27.5 6.2 -8.0 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 Worm Vert_ 3$ E -6.2 -8.0 -13.3 -30.4 -14.2 -25.4 -0.1 0.0 0.1 0.0 0.0 -0.3 3s A 15.6 -15.4 14.2 -25.4 13.3 -30.5 -0.1 0.0 0.1 0.0 0.0 '-0.4 Frame Column ----- Dead ------ Collateral - -----Live---- --Wind-Lefti--Wind_Rightl- --Wind Left2- Line 10 10 Line E A Horiz 0.1 -0.1 Vert 0.6 0.6 Horiz 0.1 -0.1 Vert 0.7 0.7 Horiz 0.2 -0.2 Vert 1.6 1.6 Horiz -3.2 -2.6 Vert -1.7 -1.7 Horiz 2.2 3.2 Vert -6. -6.2 Horiz -1.$ -1.8 Vert -0.5 0.0 RIGID FRAME: MAXIMUM REACTIONS ANCHOR BOLTS 4 BASE PLATES i r 10 D 0.0 1.0 0.0 1.2 0.0 3.0 0.0 -7.8 0.0 -6.6 0.0 -5.2 Column_Reactions(k ) 10 10 C B 0.0 0.0 0.8 0,0 0.0 O.q 1.2 0.0 0.0 2.3 3.3 0.0 0.0 -5.2 -5.2 0.0 0.0 -5.2 -5.2 0.0 0.0 -3.4 -.1 F'rm Cot Load Hmax V Load Hmin V Bolt(in) Base-Plate(in) Elev. Line Line Id H Vmax Id N Vmin Qty Dia Width Length Thick (in) Frame Column-Wind_Right2- --Wind_Longl- --Wind_Long2- -5ei5mic_Left Seismic -Right F4PAT.1L_i- - - Line Line Horiz Vern Horiz Vert Horiz Vert Hortz Vert Horiz Vert Horiz Vert 10 E 3 1.6 -0.4 6 -2.4 -2.3 4 0.750 8.000 10.00 0.375 0.0 10 E 1.8 0.0 1.5 -3.5 1.2 -2.q -0.1 -0.1 0.1 0.1 0.1 1.4 1 0.4 2.q 4 -i.q -3.3 10 A 4.0 -4.5 42 -2.9 -1.5 -3.5 -0.1 0.1 0.1 -0.1 -0.1 0.1 10 A 7 2.4 -2.3 2 -1.6 -0.4 4 0.750 8.000 10.00 0.375 0.0 10 D 0.0 -4.1 0.0 -6.7 0.0 -3.4 0.0 0.1 0.0 -0.1 0.0 3.3 1 -0.4 2.9 5 1.9 -3.3 10 C 0.0 -3.4 0.0 -3.7 0.0 -3.7 0.0 0.0 0.0 0.0 0.0 1.1 a 10 B 0.0 -5.2 0.0 -3.4 0.0 -6.7 0.0 -0.1 0.0 0.1 0.0 -0.3 10 D 4 0.0 -4.1 4 _ _ _ _ 0.0 -4.1 4 0.750 8.000 10.00 0.375 0.0 I 40 -a .4_ ' d a 6. A/AB2 SECTION CONCRETE EDGE (EXCEPT AT OR DOOR FRAMED OPENINGS) Dia=° A -bolts 8' JAMBS 4' 4' � STEEL LINE ON DOOR WIDTH 2' (2) 12'-0' x 14 REQUIRED 4u 2 1/2' PROJ� 8'-0' AFF B/AB2 F.O. FOR OVERHEAD DOOR ANCHOR DETAIL (ON CMU) For Customer Service issues, please contact one of the following TODD FISCHER JEFF RIPPEE BILL BROOKS 'HISTORY o ©moo® MEND® MEN®® ! BEN■® PERMIT PPRVL • ENG BY: SLB CAD BY: DAH DET BY: DAH CKD BY: ALL ENGINEERING SEAL ACI BUILDING SYSTEMS, LLC BLD'G SIZE: 10125 HWY. 6 WEST BATESVILLE MS.38606 90'x220'x20'EH This certification covers parts 4�5 cZs9ss h fabricated and delivered by the. t <_/_ 70B NUMBER - manufacturer only and excludes B % - S 3 5 4- parts such as doors, windows; rt1 L L 01 {: 9 foundation design and erection of .�,. the building. Sealed drawings do; ` '7 not constitute an agreement that then signed engineer is acting as the engineer of record for the overall project. PROFESSIONAL ENGINEER DWG NUMBER: PLOT D AB2 0 M■ 1 r BOLT TABLE FRAME LINEA LOCATION QUAN TYPE DIA LENGTI4 E13-103 R 4 A325 5/8. 13/4 E-102 8174 LD E-103 BE14 LD E-104 BE14 LD G-113 8X25C14 G-114 8X204 G-115 8X25Cl2 G-116 W5ZI4 G-117 8X25C14 G-118 8X25ZI(6 Q_IIq 8X25C14 G-120 8X25Z16 G-121 8X25C16 . G-122 8X25ZI6 CB-101 5/16" CBL CB-102 1 5/16' CBL n 0 o t o C4 0 CD RFI-104 RF2-104 RF3-101 RF3-101 RF3-101 RF3-101 RF3-101 RF3-101 RF3-101 RF4-103 GIRT V-1 3/4' 2'-1 3/4' V-1 3/4' 2'-1 3/4' 2'-1 3/4' 2'-1 3/4' V-1 3/4' 2'-1 3/4' �2'-1 LAPS I2'-1 3/4' 2 1 3/4' — 2{ '-1 3/4" 2'=1 3/402'-1 3/4'2'-1 3/4" 2 3/4" 3/4' FROND" S I DFNALL FRAMING FRAME LINE A FL-16CR : 2'-Or Gutter alth 10 uts i I ETl FL-16CL : 2`-0" FL-18AL : 2❑'-0" FL-18C : 20-6' 0' FL-18E : 1FL-Iq :. 20-6' FL-18AR :❑2'-0' si 6t �t ii sT �i ii s� �t �i �i si mt 'i m_i fi `i si ai ai �� ai "i �i s, �, _, �1 �� a` �, s1 �' �' �; �` s' �; �1 a, �, a` �j s, mm! m; a, m; i — t — — �i s, — �i — 'i — i '- a, ai ' T f i � 14T6 : 20-6" OPEN FOR MASONRY BY OT14ERS 2'-0 '� i d i ... � .. �. • .. .. .. _ .. w.. e- 71 -• .• • .;•dam .. .. _ ..... :-.. _ ..w .. ._ ... .. _ •4: _ .. w.. .. � •.. .Q•- _ ... _ .:. •., .. .. . _ _ - • '• .e. •• a d' _ w.. . i. .. _ .. .. w -' :. .•d�' - -'i• • -•i •d .. �'♦• _• ♦ .. ♦ .. ... w ...... .. .. .. .... w• .. .� . . _. .. a. .. .. • .... ... _ .... . w .. -.• '. .. -•d•: _ - •♦' .. _ - .w. •.• .. -♦ �. .. :•• .. ... .. ... ... ..♦..w •... _ - ♦ e.•- - s. -•. .. ... _. .. ... _ .. .. - . i ... ... ..w .. .. RELEASE HISTORY W Q Q CONST. PERMIT APPRVL d REV. v, CONST. PERMIT Q APPRVL W REV. z o U z O NOTES w MARK z w U as U � ON p 1►—� • v r� con o ca3 ✓� . CIO = 0 ■E I REFER TO DETAIL t FOR WALL PANEL INSTALLATION FROND" S I DLYVALL S LF I 1INka TR I i I: U F1tAi I r- L I N A _ PANELS: 26 Go. PBR - Group 3 Need Color w BOLT TABLE FRAME LINE E H LOCATION QUAR TYPE DIA LENGTH Con ES-103 R 4 A325 5/8v 13/4 O - CONNECTION PLA ES FRAME LINE E - 0 ID QMARK/PART I 14A2 1 -+::r ,i" S*"F... J •. n•F.,' y' _ - - 3-c �a.,i?_r"-e. _' .e-.•..-rF-"-'saS;tf3 __ __ t+- 6� -?vim -rc' , 4 z __ '4 ✓'z-- 's - 2 am• __ _ _ �" r,a _ r„ -s_:. _ G-$ 5"' 2 220' 0 OUT TO OUT STEEL 204 25'-0' 25'-O" 25'-0' 25'4 24'-9 24'-3' 26'-0' 2V-0' FRAME LINE E OID MARK PART I 5A1 2X4XI4GA �1 1 GIRT V-1 3/4' V-1 3/4' V-1 3/4' V-1 3/4' 2'-1 3/4' 2'-1 3/4' V-1 3/4' V-1 3/4' a LAPS 2'-1 3/4` 2 1 3/4" 2 3/4' 2 3/4' 3/4' �2'-f 3/4� 2'-1 3/4" —2Y 3/4' For CUSto11Ie2 Service 1sSileS, please contact one of the following: ENGINEERING SEAL H TODD FISCBER JEFF RIPPEE This certification covers parts BACK S I D ENA L L FRAMING @ FRAME LINE BILL BROOKS fabricated and delivered by the : unsp uts} ETl FL-16CL 2 '- o �- O : 0 manufacturer only and excludes FL-16CR V-0" {Gutter wM 10 da FL 8AL . 2 0 FL-18C : 20'-6",' FL-18E : 10" FL-19 : 24'-6' FL-18AR : 2' 0' parts such as doors, windows, s�0 STATE jV 1_ REFER TO DETAIL `��11 FOR WALL PANEL INSTALLATION 019 ®��p�/a ..... ­���®&� BACK SIDFWALL SPFFI�ING I TRIM @ FRAME LINE E � PANELS: 26 Ga. PBR - Group3 Need Color PROFS NAL ENGINEER ENG BY: SLS CAD BY: DAIi DETBY: DAH CKD BY: JLB - i tl � � ,. 111 i .�l��i..11.i.i s5.. i. •ail l,il.��il BOLT TABLE FRAME LINE I RELEASE HISTORY .. - LOCATION QUA TYPE DIA TN Columns/Raf - EB-105 R 4 A325 5/8 1 1/2 4 A325 51W 1 3/4' cv c� ter. A G .. Od-o' Orr TO aff sT BOLT FRAME t�E t0 © �C � ~' AT QUAN TYPE D!A LENGTH Columns/Rof EB-103 R 4 A325 5/6 11/2 4 A325 .5/6' 1 3/4' 12` 25'-0" 20'-0' '-Q' 25I-O' _ .DIDIMA - .. , .. �.:_ , :... ;; � .. _ . ,., �-- ...: :;. • : .:: , -.> , � . �. .....,-,��, 12 FLA GE BRACE TABLE FRAME LINE 10 - _ . _ .. -_ .. 1 ``FB103A<° 2 =5 3/4 - _, /,� A9 - ANGLE TABLE FRAME LINE 10 OID I MARK I PART i I BAl I 2X4Xl4GA %Mir SPLICE PLATE 4 BOLT TABLE CAP PLATE BOLTS M-* T r Im K Tym W Width ThA UnO Mark TyW 17. SP-1 2 4 0 AM a/4' 2 1/2' 5 5/ll' P-1 7/8' EC -MN 4 A325 5/8' i V2' SP-2 4 2 0 A33 W 1 31; 5' W i'-t EC-102 2 A325 WO 1112' ST fFM TABLE EC-Im 4 AR25 SW 1112• Stiff Pule So Mirk Maio I WO 'TtidF Unath RFI-101 St- 1 2 1/2 1/4' 117110 RA-101 St- 2 2 1/2 i/4' 5 ale IM-102 St- 1 2 In 1/4, 9 3/8• RM-103 St- 1 2 !/2 114, 9 3/8' RM-104 St- I 2 1/2 1/4' 9 7/1(,' '1764E mAcEs . eollh swwu.x.) 59 'TABLE MA10C MEMBER. LE7lM W-102 "am 0-5112' RPIAM WMAA2 43' 112'. W-104 WQd2 11-4 %W W-101 Wam _ :W-7 YW EC-0 WIM 2V-3' RELEASE HISTORY w Q Q N N ti0 �p CONST. oPERMIT APPRVL REV. v, CONST PERMIT q APPRVL W REV. H z w o NOTES MARK w U Cld M � M p O • r-, ;...4 - • rCrs -. ap MEBMIMERR T Mcrk W M-I01 W.01 .0 0 I'0. 5 x V x 232D 5 x 1/ x 195 40.0140.0 03B 44.3 5 x 114' x 45d . Rf2-102 40.0/27A 0.250 75.0 5 x 1/4' x 245.7 5 x 1/4' x 70.0 27M.0 0.IW 60.0 5 x 5/16' x 2464 5 x 51W x" 15.0/15.0 0.155 - 1W.0 5 x tre x 120.0 18.0/25.0 0.135 240.0 5 x 1/4' x 2a7A FOAM 25M.0 0. 5 W240.0 5 x SAV x 24.0 5 x 1/4' x 237.9 IBA/18A 0.1 120.0 5 x 114' x 246.7 5 x 1/4' x 120.0 WOM.5 ; 0 W 60.01 5416' x, fi6b `Rf2 104." 27.0/4041 _, 4ON40.0 0" 0.30 "44.3 5 x`1%4 x 4 .1 S`X 1/4' z 1433 OM I I1,Q 5 x ! ' - iVUt u d IWII LIW Got t1 vic ^,. the buildin . Sealed drawings do g g - not constitute an agreement that the gr . e� F , �, : e ° signed engineer Is acting as the;; . ;> , engineer of record for the overall x` ���' ijr4?aG �f�� a' � a project. PROFESSIONAL ENGINEER SKa PLATE 180t.T TA&ic Ma* Top Bot kit T Dia Wx#h Thick P-1 S 4 4 2 A325 3/M 2 V2' IV 5' 5/8' 19-0 V2' SP-2 4 - 4 0 . A325 SN V I/2' V-4 WV STIFFENER TABLE M.* : Mwk Width Thkk Ungth IMAM I St- t 12 V2 14 V Mark kpg--V-m RF3-102: o 40.0/40A 40A1 A 25.9MA _ 0/ 20.MLO OM44.3 OMa 0.M8 O N .t 15.0 60,0 120.0 b x V x 5 x 11 x 461 5 x I/$ x 245.1 5 x 5116' x 120A 5 x 3J8' x Is.0 x x 5 x V4' x 649 5 x IA x 66.6 5 x V4' x 3Se.3 0 0 RELEASE HISTORY t\ t� H N aN SPLICE PLATE 4 WLT TAME CAP PLATE WLTS my Mark Tp 8at ht Typ, DW Lene Width Tuck Wnath Mark QV TYP Da SP-1 2 4 0 A3Z 3!4' 2 V2 5' S& it IN EC-ft 4 AS% 5/8� I t/2• ' ' SP-2 4 2 0 A325 5/!! 13/4 5 3!8 11 7AS' EC -ems 2 A325 5/8' t V2' bC-104 4 ASS5!8' t V2' STIFF TA13t E : - ew-44 Q � rJ `� MARK MM IBER LENGTH RF4-102 RF4-103 )=C-106 fc-105 W WddO WWxl2 WlOtl2 WW2 19 -4 5J8 431-7 1 11-4 WO' 20'-9 3/16` 221-V a BAI Rake Angle #12 x 1-114" 5 * D. Screw w/o Washer @ Each Support (2) 1/2" x I" A307 Bolts 0/ 0 Purlin 0 0 A0 > Steel Line o (2) 1/2" x 1" A307 Bolts Rigid Endwall See Plan Of Rafter Rafter Ri id Frame Rafter w/ F1q Brace A9 1/2 Load or Full Load R/F SEE ROOF FOR LAP Roo Purlin Flange Brace Rigid igid Frame Rafter after Flanqe Braces May Be 1/2 x I A307 Required On Both Sides Bolt (TYP) Of Frame See Rigid Frame Cross Section Drawing For Correct Quantity. 2 Roof Purlin * Flange Brace Details Interior Rigid Frame Rigid Frame EN Rafter (4) 5/8' x A325 Bolts Overflow Window Field Bend 3'-0" From Rake Then @ 6'-0" O.C. "All -4- -'--Gutter Strop Sandwich Between 'P5R" Highs @ Each Panel Downspout Detail of Gutter to Downspout Attachment Standard Condition Rigid Frame .\EW Rafter 43 (n Sidewall Girt Corner 0 0 Column End walt 0 Girt 4J 0 L X I Bolt (TYP) LU \\-Field Cope Flange At Endwall Girts And Lop 5N Girt Endwall And Sidewall Depth Girts WALL GIRT TO RIGID E)IG CORNER COLUMN #12 x 1-114" S.D. Eavestrut BAI Screw w/o Washer %@ Each Support AR Anakigl 1/2"X 1-114" EaVC5trut AB 25 Bolts A� Gusset Rigid Rigid Steel See Frame Frame Line Plan Column Column Section Elevation aJ24 Eave5trut Connection @ EN R/F Column Bypass Condition Jamb 1/2' x I' A307 Bolt 0 0 Wall Girt Nall Girt To Jamb RELEASE HISTORY CONST. X PERMIT X APPRVL REV. CONST. PERMIT I I _Xt APPRVL REV. 0 con ONOTES mom old 03 4 "......4 03 >-% aJ ^000 For Customer Service issues, please contact one of the following- TODD FISCHER JEFF RIPPEE BILL BROOKS ENGINEERING SEAL This certification covers parts and delivered by theJOB only and excludes,ywe parts such as doors, windows, ACI BUILDING SYSTEMS, LLC 10125 HWY. 6 WEST B��U- E M�38606 6 lljfabricated •13-17 BLD'G SIZE: 90'x220'x2O'EH NUMBERmanufacturer 8354 r­_Aq Ap -A +; ir vu 0611 $1101V Ulu V the building. Sealed drawings do E 0 F :4Q not constitute an agreement that the signed engineer is acting as the engineer of record for the overall project PROFESSIONAL ENGINEER Note: Far Clarity OF Detail, Roof Insulation Is Not Shown 1` -O #12 x_ S.D. SCREW 'R' PANEL #12 x _ S.D. SCREW (6' O.C.) _ IDGE CAP (V O.C.) 3/4' - - - - - 3/4' C MASTI` .. ` `MASTIC PURLIN PURLIN 2x_' S.D. SCREW 1/4-147/8" S.D. _ 'R' PANEL 3�' MASTIC 47 �DGE CAP n MASTIC, N 7 1/2 1/2 7 1/2 1:12- V-6' RIDGE CAP 2:12- 2'-6' RIDGE CAP 3:12- 24' RIDGE CAP 4:12- 2'-IV RIDGE CAP GT SECTION THRU RIDGE (1:12 - 4:12) Note: For Clarity OF Detail, SCREW INS. THICK. Roof Imlation Is Pot Shawn #12 x 1-1/2 4 - 5 1/4-14 x 7/8' S.D. SCREW (24' O.C.) #12 x 2 6 GUTTER STRAP (FL-ISE, 360 O.C.) 1/2"I 1/2n INSIDE CLOSURE w/ 3/4' MASTIC, TOP � BOTTOM 1/4-14 x 7/8' S.D. SCREW (2 PER STRAP) EAVE TRIM (FL-19) FAR' RODE PANEL /4-14 x 7/8' S.D. SCREW 2 x _ S.D. SCREW (V O.C. (12" O.C.) HANG -ON GUTTER (FL-18G) x _ S.D. SCREW (12' O.C.) (TRIM-M) SCREW INS. THICK. #12 x 1-1/4' O - 3' tu.)Y1_119 As —c, rION - 1/2, Tc,i PEAK PURLIN--,--.,,, SECTION TNRU DIE -FORMED RIDGE CAP (­) Note: For Clarity Of Detail, Roof mlatian Is Pot Shawn SCREW INS. THICK. #12 x 1-1/4 0 - 3. #12x1-1 - 4 -5 1/4-14 x 7/8' S.D. SCREWS (12, O.C.) #12 x 2 6 3/8' MASTIC 2 x 1-U4" S.D. SCREW"" PANEL RAKE TRIM (FL-o WASHER ONE Pl1SUPPORT) ROOF PURLIN #12 x _' S.D. SCREWS O O (12' O.C.) t tt t 1/4-14 x 7/8' S.D. SCREW I (12' O.C.) SAVE STRUT t ° PURLIN CLIP DOWNSPOUT (FL-31, OUTSIDE CLOSURE — FIELD -CUT TO FIT GUTTER) WALL PANEL " DOWNSPOUT STRAP FL-31F 1/4-14 x 7/8' S.D. SCREW �- PANEL I IL--ENDWALURIGID FRAME RAFTER ( ) u (SHAPE MAY VARY) (1 @ EACH DOWNSPOUT) 1/4-14 x 7/81 S.D. SCREW STEEL LINE ---+ VARIES EET] EAVE SECTION WGUTTER RAKE SECTION �T1 (5PEETED SIDEWALL) (SHEETED ENDWALL) � V I Sia�ail 1 I Panels I I t Erdwall Girt I Sldewall I L - - - - - - - -- - - Girt ' I I. I---- — — — — — / -- — — — Outside � L Caner' Tewn Erldudl Panels (FL-11) /1/4'414 x 7/8' S.D. 1'-0' O.C. Bath Legs Detail at Outside Corner Trim See Framing Details for Steel Members Required Note: For Clarity OF Detail, RooF Insulation Is Not Shaun M 3/(T B}'C #12x ° S.D. SCREW (6' 0/C) 21: INSIDE CL05URE OVERHANG SAVE GEE `ROOF PANEL OVERMAN EAVE CEE SOFFIT PANEL EAVE TRIM #12 x 1-1/4' S.D. SCREW /4-140e S.D. SCREW 0"-0" O.C.) EWALL OVERHANG DETAIL WO GUTT W/ SOFFIT @ Ewe Strut, Panel Lap 4 Peak Purlin 36' 21r4 qs1" 12" 12° r r � 1/4"-14x7/8" S.D. #12 x " S.D. (30' O.C.) @ Intermediate Purlin Stitch Sax�ew 1/4-147/8" S.D. 3N Mastic (30" O.C.) (Wet Side Facing Down) Detail @ Panel Side LaP u1F PBR �Roo�fPa�ne_lFastener Detail 2�4 L1/4"-147/8" S.D. #12 x _" S.D.- (30" O.C.) @ Base 4 Panel Lap 36" _4z/ L1/4"-147/8" S.D. #12 x 2 S.D. (30" ox. ) @ Eaye Strut 4 Intermediate Girts P20.1 PE3R Wall Panel Fastener Layout RELEASE HISTORY r, '_, � N N � N .. Q" CONST. a PERMIT � APPRVL REV. CONST. PERMIT q APPRVL W REV. �z+ O U NOTES MARK c7 Z � � v #12x" 5.D. M con M #12x— S.D. (@ each Purlin)+� (1'-0' O.C. 611.0 1/4-147/8" S.D. a =;A- I— Roof Angle (BAI) f O . .� v -r �-r n .• v v.ai. w� vw w� vw� i a�wv. _ _ - : - - - - _ - - _ _ - - - _ - wunuQlivu UGaigu aim G %,-,uvn uL the building. Sealed drawings do T E OF •' r G .. DoLunS out Detai i5 not constitute an agreement that the Signed engineer is acting as the le ``�,; %NA engineer of record for the. overall ®®8S �) project. - PROFESSIONAL ENGINEER T -r ter- -- -- - --- -I 1 11 :I..A I11i I 1, ��r� 1: �idl�a3:aa� lli .�[ r�; l rTi—T �I �T � i �l f � � I I I I m