Loading...
HomeMy WebLinkAboutPRE-ENGINEERIN BUILDING BUILDER / CONTRACTOR RESPONSIBILITIES : :MBMI METAL BUILDINGS , INC . IT IS THE RESPONSIBILITY OF THE BUILDER/CONTRACTOR TO INSURE THAT ALL PROJECT PLANS AND SPECIFICATIONS , DRAWING COVER SHEET COMPLY WITH THE APPLICABLE REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITIES. THE SUPPLYING OF SEALED ENGINEERING DATA AND DRAWINGS FOR THE METAL BUILDING SYSTEM DOES NOT IMPLY OR CONSTITUTE AN AGREEMENT THAT MBMI METAL BUILDINGS OR ITS DESIGN ENGINEER IS ACTING AS THE ENGINEER OF RECORD OR DESIGN BASIC BUILDING SIZE: SPAN 110 x LENGTH 60 x EAVE HT-i s-42 /17.67 PROFESSIONAL FOR A CONSTRUCTION PROJECT. ROOF COVER: SX COLOR Plai : Galvalume n GA.: 26 THE CONTRACTOR MUST SECURE ALL REQUIRED APPROVALS AND PERMITS FROM THE APPROPRIATE AGENCY AS WALL COVER: SX -COLOR: Ash Grny GA.: 26 REQUIRED. LINER PANEL: COLOR: GA.: APPROVAL OF MBMI METAL BUILDINGS DRAWINGS AND CALCULATIONS INDICATE THAT MBMI METAL BUILDINGS tRIM COLORS: GABLE: JAMB:Ash Gray CORRECTLY INTERPRETED AND APPLIED THE REQUIREMENTS OF THE CONTRACT DRAWINGS AND SPECIFICATIONS. TRIM COLORS: GUTTER OR EA E: Ash Gray I BASE: Ash rgriv TRIM COLORS: CORNER: Ash Gray DOWNSPOUT: Ash Gray (SECT. 4.2.1 AISC CODE OF STANDARD PRACTICES, 9TH ED.) LIVE LOAD (ROOF)20.00 P.S.F. DEAD LOAD(ROOF):2.000 MATERIAL WEIGHT WHERE DISCREPANCIES EXIST BETWEEN MBMI METAL BUILDINGS STRUCTURAL STEEL PLANS AND THE PLANS SNOW LOAD (ROOF):SL- P.S.F. SEISMIC ZONE: R FOR OTHER TRADES, THE STRUCTURAL STEEL PLANS SHALL GOVERN. (SECT. 3.3 AISC CODE OF STANDARD PRACTICE 9TH ED.) WIND LOAD: 160 M.P.H. EXPOSURE: COLLATERAL LOAD: 1 DESIGN CONSIDERATIONS OF ANY MATERIALS IN THE STRUCTURE WHICH ARE NOT FURNISHED BY DESIGN CODE/ED.: MBMI METAL BUILDINGS ARE THE RESPONSIBILITY OF THE CONTRACTORS AND ENGINEERS OTHER THAN CUSTOMER: MAGER CONSTRUCTION MBMI METAL BUILDINGS ENGINEERS UNLESS SPECIFICALLY INDICATED. 4597 SW RIVERSEND WAY THE CONTRACTOR IS RESPONSIBLE FOR ALL ERECTION OF STEEL AND ASSOCIATED WORK IN COMPLIANCE WITH ADDRESS: _ MBMI METAL. BUILDINGS "FOR CONSTRUCTION" DRAWINGS. PALM CITY, FL 34990 ALL BRACING AS SHOWN AND PROVIDED BY MBMI METAL BUILDINGS FOR THIS BUILDING IS REQUIRED AND SHALL BE INSTALLED BY THE ERECTOR AS A PERMANENT PART OF THE STRUCTURE. PHONE:772-595-8290 FAX: TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION WILL BE DETERMINED AND FURNISHED AND INSTALLED BY THE ERECTOR. THESE PROJECT: MAGER CONSTRUCTION TEMPORARY SUPPORTS WILL SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST FT PIERCE FL 34946 LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING FROM WIND, , LOCATION: SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS RESULTING FROM THE PERFORMANCE OF WORK BY GENERAL NOTES: OR THE ACTS OF OTHERS, NOR SUCH UNPREDICTABLE LOADS AS THOSE DUE TO TORNADO, EXPLOSION OR COLLISION. (SECT. 7.9.1 AISC CODE OF STANDARD PRACTICE, 9TH ED.) 1. MATERIALS: MINIMUM YIELD: WARNING: IN NO CASE SHOULD GALVALUME STEEL PANELS BE USED IN CONJUNCTION WITH LEAD OR COPPER. BOTH LEAD AND HOT ROLLED BAR Fy = 50 ksi MIN. COPPER HAVE HARMFUL CORROSION EFFECTS ON THE ALUMINUM ZINC ALLOY COATING WHEN THEY ARE USED IN CONTACT WITH STRUCTURAL STEEL SHEET Fy = 50 ksi MIN. . GALVALUME STEEL PANELS. EVEN RUN-OFF FROM COPPER FLASHING, WIRING, OR TUBING ONTO GALVALUME SHOULD BE AVOIDED.. STRUCTURAL STEEL PLATE Fy 50 ksi MIN. COLD FORMED SHAPES Fy = 55 ksi MIN. APPROVAL NOTES ROOF AND WALL SHEETING Fy = 80 ksi MIN. 26GA. HE FOLLOWING CONDITIONS APPLY IN THE EGENT THAT•THESE DRAWINGS ARE USED AS APPROVAL DRAWINGS: ROOF AND WALL SHEETING Fy = 50 ksi MIN. 24GA. A) IT IS IMPERATIVE THAT ANY CHANGES TO THESE DRAWINGS:BOLTS ------A307 AND- A325, ___ 1) BE MADE IN CONTRASTING INK. SCAN", MBMI METAL BUILDINGS RESERVES THE RIGHT TO SUBSTITUTE THE - -- 3) HAVE ALL-INSTANCES OF CHANGE-CLEARLY-INDICATED._ ABOVE MATERIALS WITH EQUAL OR .BETTER MATERIAL. 2) BE LEGIBLE AND UNAMBIGUOUS. -- - By 2. A325 BOLT TIGHTENING REQUIREMENTS flefecdow ALL HIGH STRENGTH BOLTS ARE A325 UNLESS NOTED OTHERWISE. B) DATED SIGNATURE IS REQUIRED ON ALL PAGES. - HIGH STRENGTH BOLTS SHALL BE TIGHTENED BY THE "TURN OF THE NUT" C) MANUFACTURER RESERVES THE RIGHT TO RE-SUBMIT DRAWINGS WITH EXTENSIVE OR COMPLEX CHANGES REQUIRED METHOD IN ACCORDANCE WITH THE LATEST EDITION AISC "SPECIFICATION TO AVOID MISFABRICATION. THIS MAY IMPACT THE DELIVERY SCHEDULE. FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS". A325 BOLTS D) APPROVAL OF THESE DRAWINGS INDICATES CONCLUSIVELY THAT MBMI METAL BUILDINGS HAS CORRECTLY . SHALL BE INSTALLED WITHOUT WASHERS WHEN TIGHTENED BY THE "TURN INTERPRETED THE CONTRACT REQUIREMENTS, AND FURTHER CONSTITUTES AGREEMENT THAT THE BUILDING AS ������► r OF THE NUT" METHOD. ALL BOLTED CONNECTIONS, FOR SHEAR / BEARING DRAWN, OR AS DRAWN WITH INDICATED CHANGES REPRESENTS THE TOTAL OF THE MATERIALS TO BE SUPPLIED .�° ®�i� CONNECTION TYPE WITH BOLT THREADS EXCLUDED FROM THE SHEAR BY MANUFACTURER. ��� .. ..EN ... ••.����� PLANE SHALL BE SNUG TIGHT ONLY. E) ANY CHANGES NOTED ON THE DRAWINGS NOT IN CONFORMANCE WITH THE TERMS AND REQUIREMENTS OF THE �'•• 7 3. ALL STRUCTURAL STEEL TO RECEIVE A RUST INHIBITIVE PRIMER. THIS CONTRACT BETWEEN MANUFACTURER AND ITS CUSTOMER ARE NOT BINDING ON MANUFACTURER UNLESS °. 'NC�9 0•53439 .• PAINT IS NOT INTENDED FOR LONG TERM EXPOSURE TO THE ELEMENTS. SUBSEQUENTLY SPECIFICALLY ACKNOWLEDGED AND AGREED TO IN WRITING BY CHANGE ORDER OR SEPARATE = = 4. PRE-FORMED CLOSURE STRIPS ARE PROVIDED DOCUMENTATION. MANUFACTURER RECOGNIZES THAT RUBBER STAMPS ARE ROUTINELY USED FOR INDICATING . AT THE LAVE BENEATH THE APPROVAL, DISAPPROVAL, REJECTION, OR MERE REVIEW OF THE DRAWINGS SUBMITTED. HOWEVER, MANUFACTURER � 9 12 019 ROOF SHEETS AND AT THE ENDWALLS BETWEEN THE RAKE TRIM AND THE � '• DOES NOT ACCEPT CHANGES OR ADDITIONS TO CONTRACTUAL TERMS AND CONDITIONS THAT MAY APPEAR WITH 0 TE OF ENDWALL SHEETS. F USE OF A STAMP OR SIMILAR INDICATION OF APPROVAL, .DISAPPROVAL, ETC. SUCH LANGUAGE APPLIED TO i fDP.•'' 0 � ACCESSORIES � �.• • '•° ���� MANUFACTURERS DRAWINGS BY THE CUSTOMER, ARCHITECT, ENGINEER, OR ANY OTHER PARTY WILL BE el' DESCRIPTION CONSIDERED AS UNACCEPTABLE ALTERATIONS TO THESE DRAWING NOTES, AND WILL NOT ALTER THE ®trmerfield 1 - 3070M WIND RATED DOOR (FIELD LOCATED) CONTRACTUAL RIGHTS AND OBLIGATIONS EXISTING BETWEEN MANUFACTURER AND ITS CUSTOMER. 1170 Dr. 3 - LO-PROFILE GALVALUME CORAVENTS (FIELD LOCATED) A Cumming, GA 30040 2 - 20'-0" x 14'-0" FRAMED OPENINGS CER A 9 20 18 REVISED; FOR APPROVAL B M The choice in pre-engineered 2 - 8'-0" x 10'-0" FRAMED OPENINGS KR 5 30 18 FOR CONSTRUCTION METAL BUILDINGS metal buildings 3 - LO-PROFILE GALVALUME CORAVENTS (FIELD LOCATED) CER 5 14 18 REVISED; FOR APPROVAL JOB N0. 3" ROOF INSULATION ffET.IREV. A 4 24 18 FOR APPROVAL 4723 W ATLANTIC AVE, STE A20 (800) 293-2097 DATE REVISION DELRAY BEACH, FL 33445 www.mbmi.biz 27569 y Dia= 1/2" 1 60'-0"OUT—TO—OUT OF STEEL 4 - � Dia= 5/8" 2 3 18'-0" 24'-0" 18'-0" Dia= 3/4" ' Dia=1" O I 17'-10 23'—B" 16'-6" cV i 00 t:.J A o �A E B� �D N e CV 12'-1 1/2" C e �C c (V 12'-1 1/2" D B w o r i O CD F o0 0o m B E Z 0 o N 1 Z� HOP DRAW /SUBMITTAL REVIEW S � m APPROVED ❑APPROVED AS NOTED 0 1 O REVISE AND RESUBMIT []REJECTED F N C (n o SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITYAND Z GENERAL CONFORMANCE TO CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR p = V) CONFIRMING AND CORRELATING DIMENSIONS AT JOBSITE O FOR TOLERANCE,CLEARANCE,QUANTITIES,FABRICATION 0I I) I j X PROCESSES ND TECHNIQUES OF CONSTRUCTION, 0 0 0 0 W COOR 1 10 OF HIS WORK WITH OTHER TRA ES AND N N N FULL E WITH CONTRACTDOC MENT 5 1/4" 2' By: Date: c C Architectonic Inc. Fort Pierce,FL 34950 M M — J � B O M O \ 00 00 00 B •— K ,) 111111/ S' 11" 8' 8" E �l E F �q - L G © ��; ' \GENS�► •. 7� 00 1 '-10 4'°D 20'-3" 00 16'-6" ANCHOR BOLT � � � - •;•9/5/019 DIMENSIONS ` i® STATE OF 18'-0" 24'-0" FRAME LIN 18'-0" ��i���'•!�CORIDR;.•'•�D��� DIMENSIONS 1 10#YAL\�;�ZIS ANCHOR BOLT PLAN 1170 Summerfield Dr. NOTE: All Base Plates ® 100'-0" (U.N.) Cumming, GA '30040 BM MAGER CONSTRUCTION MAGER CONSTRUCTION METAL BUILDINGS 300 INDUSTRIAL WAY 4723 W ATLANTIC AVE. FT PIERCE, FL 34946 SUITE A20 I DWG NO REV DELRAY BEACH, FL 33445 9 20 18 1 OF 10 TEL.: 800-293-2097 ANCHOR BOLT PLAN JOB No 27569 Dia= 5/8" Dia= 5/8" Dia= 1/2" NOTES FOR REACTIONS • RIGID FRAME REACTIONS (k ) Building reactions are based on @ 2 3 SW the following building data: 3 1 2" Width (ft) = 110.0 1 -0 1 2" I) _ Dead + Collateral + Live Length ve H igfit (ft) = 17.7/ 16.4 I Dead + Collateral + Live a -= Roof Slope {nse/12) = 0.5/0 5 - a N o N, Dead Load psf) = 0 FL Collateral Load (psf) = 1.0 Roof Live Load(pssff ) = 20.0 _ Frame Live Load( sf ) = 12.0 to Wind Speed (mph - 160.0 2" Wind Code = FBC 17 (6TH EDITION) 00 Exposure - = C 00 Closed/Open = C 25.5 25.5 Importance Wind = 1.00 ��20.1 ��-- - 19.7 4" Importance Seismic = 1.00 \ Seismic Zone = B SW Seismic Coeff (Fa*Ss) = 0.10 1 1 " ANCHOR BOLT SUMMARY Dead + Wind \ N N /2 Dia Proj Dead See Plan Qty Locate (in) Type (in)to to W nd W 4 Jamb 1/2' A307 2.00 Wind DETAIL A DETAIL D DETAIL G _ 32 Endwall 5/8' A307 3.00 Dia= 5/8" Dia= 1"- 8 Frame 1' A307 3.00 8 Frame 3/4' A307 3.00 GENERAL NOTES 1. Foundation design and construction Wind Wind are not the responsibility of -52.5 39.1 MBMI. 2. The, building reaction data reports �141.8 130.2 0 } the loads which this building a_ V-0 1 2" 3" places on the foundation. a0i 3. Anchor bolts shall be accurately 3" set of a tvationce of +/- 1,78RIGID FRAME REACTIONS (k )An both elevation and location. Anchor bolts are to be type A36. ® 4 J­ 4. Column base plates are designed not to exceed a bearing pressure Dead + Collateral + Live \ 2 2" 10 1/4" of 1125 pounds per square inch. Dead + Collateral + Live Sw BUILDING BRACING REACTIONS N f Reactions(k ) Panel Shear -Wall - Col -Wind--Seismic- (lbTft) See Plan Loc Line Line Harz Vert Harz Vert Wind Seis Note in W DETAIL E L-EW 1 B,C 3.9 5.4 0.2 0.3 11.9 11.9 DETAIL B F-SW L 1,2 17.3 14.2 0.5 0.4 ~ / 3 4" R-EW 4 (h) � } Dia= 5 8" Dia= / B-SW A 3,2 18.0 12.0 0.5 0.3 9.6 9.5 W _ (h)Rigid frame at endwall ADDITIONAL NOTES ON WIND LOADS Dead + Wind Dead 1'-0 1 2" 60 FOR FLORIDA BUILDING CODE Wind COMPONENT & CLADDING WIND PRESSURES COMBINED Wind a 3" PRESSURE SUCTION SUCTION_R LOCATION iV 42.7 -47.1 COLUMN 42.7 -47.1 GIRT HEADER 3" 52.7 -70.2 WALL PANEL ' 42.7 -47.1 JAMB • iV 23.4 -57.6 ROOF PANEL tV�.nd 9.3 21.3 Wind 10 1/4" 19.5 -14.2 -33.7 ROOF BRACING `� �- 2 2 INTERNAL PRESSURE COEFFICIENTS PER TABLE ASCE 02-3 23.7 16.3 iv SW BUILDING TYPE 1 PRESSURE COEFFICIENTS OPEN 0.0 PARTIALLY ENCLOSED 1 +0.55 -0.55 3 to 1'-2 ALL OTHER BUILDINGS +0.18 -0.18 THE LOW RISE BUILDING WIND PRESSURE FOR THE MAIN ENDWALL COLUMN REACTIONS(k ) DETAIL C DETAIL F WIND FORCE RESISTING SYSTEM IS GNEN IN CODE SECTION �� ••• , �® 'o;' 6.5.12.2.2. (ASCE 7-10 WIND CODE) MAXIMUM VERTICAL Dead+Collateral+Live = 4.5 MAXIMUM VETICAL��� ��'• 12.2 ENSF•••.� ��� MAXIMUM OR ZONTAL Dead+end =17.3 a�L/ No. _ 119.51201 1.®•'•.•• STATE F MAGER CONSTRUCTION '�,� ' •.'��oRioP•• '���� MM MAGER CONSTRUCTION METAL TIC VE. FT PIERCE,INDUSTRIAL 4723 W ATLANTIC FL 34946 1170 Summerfield Dr. SUITE A20 DWG NO REv Cumming, a 30 DELRAY BEACH, FL 33445 9 . 20 18 2 OF 10 TEL.: 800-293-2097 A. BOLT DETAILS & REACTIONS JoB No 27569 SPECIAL BOLTS ROOF PLAN 0 ID I QUAN TYPE DIA LENGTH WASH 1 .60'-0"OUT-TO-OUT OF STEEL 4 1 4 A325 1 2 1 1 4 1 2 2 A325 1 2" 1 1 4" 2 2 3 - 18'-0" 24'-0" 18,-0" TRIM TABLE ROOF PLAN 4 1'-2" OID MARK 1 DETAIL 1 SSRC TRIM 108 2 CONNECTION PLATES A O E-20 RF1=20 E-21 RF1-20 E-22 RF2-20 ROOF PLAN 0 P-- T P-20 T ❑ID MARK PART P-21 T \ / 1 AA30 G MEMBER TABLE ROOF PLAN o N \ / I °i- MARK SIZE 0 W N /\ N N I NN P-211 8X25Z16 11\.� 4 P-22 8X25Z14 E-20 8E14 E-21 SE14 / P-22 \ I E-22 8E14 CB-25 0.38_CBL CB-26 0.31_CBL \ / CB-27 0.25_CBL CB-28 0:25_CBL N \ CB-29 0.38 CBL W x/ �N W N P-20 Typ P-21 Typ P-20 Typ w .Fil N \ / I - , W \ / ' W = 0 0 0 N �/ \ N N I N C I 0 of o w \ / �� -- \ --------- WN - - \ P-22w Of / N No.53438 9 19 5/2 04 01 E-20 i RF1-24 E-21 RF1-24 E-22 2 RF2-24 �® •'. STATE OF PURLIN 2'—, 3,4� 2'—, 3J_ ROOF '�./ct`�••.�l.......•' LAP r-, 3/4- r-, 3/4• SHEETING �018AL, ��`• GENERAL NOTES: 1170 Summerfield Dr. 1. FOR STANDING SEAM ROOF SYSTEMS SEE STANDING SEAM MANUAL, FOR ROOF FRAMING PLAN Cumming, GA 30040 SCREW DOWN ROOF SYSTEMS SEE BELOW. 2. ATTACH ROOF PANELS TO FRAMING MEMBERS WITH #12 S.D. SCREWS AS NOTED: MAGER CONSTRUCTION 4" O.C. AT RIDGE CAP & END LAPS, 6" O.C. AT EAVE (4" O.C. 130 MPH & OVER WIND LOAD) & M MAGER CONSTRUCTION 12" O.C. AT ALL OTHER PURLINS (6" O.C. 130 MPH & OVER WIND LOAD). METAL MBUILDINGS 1 300 INDUSTRIAL WAY 3. USE #14 S.D. SCREWS 24" O.C. (MAX.)AT PANEL SIDE LAPS FT PIERCE, FL 34946 (12" O.C. 130 MPH & OVER WIND LOAD). 4723 W ATLANTIC AVE. 4. USE #14 S.D. SCREWS 12" O.C. AT ROOF TRIM. SUITE A20 - DWG NO REV 5. USE #12 TEK2 SCREWS AT RAKE ANGLE TO PURLIN. DELRAY BEACH, FL- 33445 9 20 18 3 OF 10 , 6. MBMI HIGHLY RECOMMENDS INSTALLING A SNOW RETENTION SYSTEM (BY OTHERS). TO PROTECT THE GUTTER SYSTEM FROM DAMAGE IN HIGH-SNOW-LOAD AREAS. TEL.: 800-293-2097 ROOF FRAMING JOB NO 27569 SPECIAL BOLTS 0 ID I QUAN TYPE DIA LENGTH WASH 1 4 A325 1 2 1 1 4 1 2 2 A325 1 2" 1 1 4" 2 TRIM TABLE LINE L & A OID MARK DETAIL 1 BT-101 2 'CT-102 TRIM_111 3 JT-101 4 4 60'-0"OUT-TO-OUT OF STEEL 1 4 GU-121 TRIM_104 1 60'-0"OUT-TO-OUT OF STEEL 3 2 5 EC121 2 3 18'—O" 24'-0" 18,-0" 7 SCB16C TRIM_103 18,-0" 24'-0" 18'—O" 1'-2" 8 JT-101 TRIM-115 1'-2" 9 HT-1.01 TRIM_116 2 z d4 t 19I 10 GC-101 t IB CUP TABLE T 1 I LINE L & A j ARK DH-22 'O I \\ G-31 // ❑ID AA301 \\ G-27 // G-29 �j - d G-30 G-32 2 SA005 b I \ / 3 CA005 COI \\/G 26 a K G-28 G-30 \\/G-31 G-32 MEMBER TABLE io r 1 cotip/ \C LINE & A Q7j �`L% J H - G6% \e�� MARK SIZE ''� (� G-30 G-31 A G-32 DJ-20 10X35C12 M G�/ G-26 \2 G-28 ;a.o ----- — a D _ 1 G-26 IOX25Z1.6 I o LRA2000 — G-27 1OX25Z14 -- 17 C I o1 I I I 2 _1 G-28 1OX25Z16 EC-29 RFfo24 Bf1-24 RF2-24 RF2-20 RF1-20 RF1-20 EC-20 G-29 1OX25Z14 1_1I G-30 1OX25Z16 N 20'-0" GIRT 3'-t 3 3'-t 3Z4G-31 1OX25Z16 LAPS 3'-1 3/4• 3'-1 3/4• G-32 1 OX25Z16 FRONT SIDEWALL FRAMING: LINE L cB-2 1.00_ROD BACK SIDEWALL D EWALL FRAMING: LINE E A cB-23 1.00_ROD CB-24 1.00 ROD o o T T T I I I (Gutter with 4 downspouts) (Gutter with 4 downspouts) 0 0 4 t s❑ s ❑ -- -- CV O � 3 0 �j O 2 co -------- : -;Fell ' i 9125/204 FRONT SIDEWALL SHEETING & TRIM: LINE L BACK SIDEWALL SHEETING & TRIM: LINE A ® '•., STATE OF •: �t �!���®NAL 1 1170 Summerfield Dr. Cumming, GA 30040 GENERAL NOTES: MAGER CONSTRUCTION 1. FIELD SLOT FLUSH GIRTS FOR BRACING (IF REQURIED). 2. ATTACH WALL PANELS TO FRAMING MEMBERS WITH #12 M MAGER CONSTRUCTION S.D. SCREWS AS NOTED: IMMETAL MBUILDINGS 1 300 INDUSTRIAL WAY 4" O:C. AT BASE & TOP OF PANELS FT PIERCE, FL 34946 12" O.C. AT ALL OTHER GIRTS (6" O.C. 130 MPH & OVER WIND LOAD). 4723 W ATLANTIC AVE. 3. USE #14 S.D. SCREWS 24" O.C. (MAX.) AT PANEL SIDELAPS SUITE A20 FDATr owc No REV (12" O.C. 130 MPH & OVER WIND LOAD). DELRAY BEACH, FL 33445 9 20 18 4 OF 10 4. USE #14 S.D. SCREWS 24" O.C. AT CORNER TRIM. TEL.: 800-293-2097 SIDEWALL ELEVATION JOB No 27569 12" O.C. 130 MPH & OVER WIND LOAD). BOLT TABLE LINE 1 LOCATION QUAN TYPE DIA LENGTH ER-211/ER-22 8 A325 1/2" 1 1/2" ER-22/ER-23 8 A325 1/2" 1 1/2" A L ER-23/ER-24 8 A325 1/2" 1 1/2" 110'-0"OUT-TO-OUT OF STEEL Columns Raf 2 A325 1 2" 1 1 4" B C D E F G J K TRIM TABLE 10" 11'-7" 12'-5" 12'-5" 8'-0" 13'-3 1/2 20'-5" 13'-3 1 2" 8'-0' 8'-1 1" 10" LINE 1 1/2" RA2000, RA1003 OID MARK DETAIL RA2000, RA1003 Fy ERI21 ER=22 1 BT-101 ER-: 2 CT-102 TRIM_111 ERI20 — — (p� _ —— — —— — — —— — — 3 RT-101 TRIM_705 Y e e I24 5 SP81 2'-5" o- G-22 G-23 G-24 — —— — — — — 1'-2" 7 MT116D 1 " 8 JT-101 TRIM_115 1'-6" I G-20 \ G-21 / DH-21 G-24 G-23 9 HT-101 TRIM-1 16 I \ I I _ G-20 \ G-21 / G-22 G-23 G-24 G-24 G-23 G-25 MEMBER TABLE _ LINE 1 MARK SIZE co I \\ / 1 EC-20 12X35C14 G-20 G-21 G-22 G-24 1 G-24 - G-25 i7 0 EC-21 l254112 -DH-20 M � DH-20 I _ EC-22 W72541 /ryo/ \�\ cs ' - _ EC-23 12X35C12 I EC-24 12X35C12 M a ra G-20 0 C,�/ G-21 \`��� G-22 �I G-24 G-24 11 G-25 t4 EC-25 W12541 \ 00 00 co EC-27 1V2X35C 12 00 I / \ , I I EC-28 12X35C14 a RA2000. RA1503. RA1003 to EC-29 12X35C14 —— —— — ——————— ———————— - — M F------- ------ I---- ] C I — I ------- 3--- 1--- — 3 ER-20 W8541 ER-21 W8541 EC-20 EC-21 EC-22 EC-23 EC-24 EC-25 - EC-26 EC-27 EC-28 EC-29 ER-2 W8541 20'-0" I ER-23 W8541 ER-24 W8541 DH-20 12X35C14 DH-21 12X35C14 ENDWALL FRAMING: LINE 1 G-20 8X25Z16 G-21 8X25Z16 G-22 8X25Z16 G-23 8X25Z16 G-24- 8X25Z16 G-25 8X25Z16 CB-20 0.31_CBL ry � CB-21 1 0.31 CBL �^J CUP TABLE s LINE 1 DID MARK O 1 AK504 2 SA005 N N — -— -- - ---—— —---- \ to N- -—M— ----— - -— - = I N 1 N e I O O N � N � a O \ _ NI - \ =O \ _ I M M M =� _ N N I- I N N \ e 1 1 I I � a \ \ o a- r. - I n i- 00 - \ _ \ I I o� I ao I n + O m _n \ co -co '� co T.� °' s �' °� °D 1 AI ^ r O 00co to O2 Oco 7 18 8 170 QI 9 8 7 7 1 80 8 �` ••vCiEN$F'®� I I I I I I NNo.63439 —_ —————————— �•• 9/25/204&�— O ®•' STATE OF � �l ORIDP`.•''�`��� FETING & TRIM: LINE 1 �'�i...0®•� • ��� ENDWALL SHEETING I11 11"O 1170 Summerfield Dr. Cumming, GA 30040 MMMAGER CONSTRUCTION GENERAL NOTES: METAL BUILDINGS 300E N UOSTR AL WAY N 1. USE BACK-UP PLATE (AK504) FOR BRACING (IF REQUIRED) AT COLD FORMED FRAMING MEMBERS 4723 W ATLANTIC AVE. FT PIERCE, FL 34946 2. FIELD CUT ENDWALL PANELS AT ROOF PITCH FOR SLOPES SUITE A20 DAIE DWG NO REV GREATER THAN 1:12. DELRAY BEACH, FL 33445 9 20 18 5 OF 10 3. SEE SIDEWALL DRAWING FOR ADDITIONAL NOTES & SCREW TEL.: 800-293-2097 ENDWALL ELEVATION Joe No 27569 PATTERNS. TRIM TABLE LINE 4 OID MARK DETAIL 1 JT-101 L 110'-0"OUT-TO-OUT OF STEEL A it _------ � tn i N � III L- ————————————————————————————————————————————————————————————————— ENDWALL FRAMING: LINE 4 . I _ I I ` 1%iIIIfill,/ EXISTING BUILDING I �`���;Q , ®�'�i, ao No.53439 — — ; 9/2 5/2 01 .E L — — — — — -- — — — — — — -- — — — — — — — -- — — — — — — --- ®' STATE OF ENDWALL TRIM: LINE 4 � �ft�9 1,0���. 1170 Summerfield Dr. Cumming, GA 30040 E3M MAGER CONSTRUCTION MAGER CONSTRUCTION METAL BUILDINGS 300 INDUSTRIAL WAY 4723 W ATLANTIC AVE. FT PIERCE, FL 34946 SUITE A20 uwc No Rev DELRAY BEACH, FL 33445 9 20 18 6 OF 10 TEL.: 800-293-2097 ENDWALL ELEVATION Joe No 27569 MEMBER TABLE SPLICE PLATE & BOLT TABLE Web De th Web Plate Outside Flange Inside Flange Qty Mark Start4End Thick Len th W x Thk x Length W x Thk x Length • Mark To Bot Int Type Dia Length Width Thick Len th RF1-20 10.0 52.0 0.313 205.5 8 x 1/4- x 203.4 8 x 1/4"" x 1 5.3 Sp-1 . 4 4 4 A325 1.000 2.50 8" 5/8" 4'-11 3 8 x 1/4" x 60.2 SP-2 4 4 0 A325 0.625 1.75 8" 3/8" 2'-4 3 4" RF1-21 52.0/39.2 0.250 178.6 8 x 5/16" x 64.6 8 x 5/16" x 64.7 SP-3 4 4 4 A325 0.750 2.25 8" 5 8" 4'-11 1/4' 39.2/30.5 0.188 120.0 8 x 1/4" x 354.0 8 x 1/4" x 353.7 30.5/22.0 0.164 120.0 RF1-22 22.0/22.0 0.164 60.0 6 x 3/16" x 54.0 6 x 3/16" x 53.4 22.0/22.0 0.135 120.0 6 x 5/16" x 252.0 6 x 1/4" x 366.0 OFLANGE BRACES: (1)) One Side; (2) Two Sides FBxxA(1): xx=length(in) 22.0/22.0 0.135 240.0 6 x 1/4" x 114.0 A x L2 2X14 RF1-23 22.0/31.9 0.164 120.0 8 x 1/4" x 366.1 8 x 1/4" x 367.3 31.9/34.8 0.250 36.0 J 34.8/52.0 0.250 210.1 RF1-24 44.0/10.0 0.313 190.2 8 x 1/4" x 52.2 8 x 1/4" x 138.5 8 x 1/4" x 188.4 1'-0" 1'-0" .2 ® S-2 1/4" 9 ® 3'-7 9 16" 17 ® 3'-8 1 4" Q1/2" G 2 ® 3'-2 1/4- 12 F $6.5 1 Fp36A(1) T- " 1/2" \FB43.4A 2) F838.8A 2 B36A(1 FB36.11A(1)- FB36v1A(1) FB36-11A(1) . 12 FB53.8A 2) F648.5A 2) - Q Q- FB36.1A(1) FB40.5A 2 FB59v4A(2) - - - -- - -� )- F646v1A(2) FB52.3A(2) FB58.6A 2) Cj RF1-22 to I RF1-21 I - aa. RF1-23 e a c I _ O N 10 a I tV =00 I Eni I iO 'n I c -to p rn C N O c U co o - --- - - - 00 10 1/4" L L4' 4 1/2" 100'-2 1/2" 3'-8 1/2"L 10 1/4- Clearance 110'-0" OUT-TO-OUT OF STEEL A ��� •'VCEN3F''•.� �� RIGID FRAME CROSS SECTION: FRAME LINE 2 3 �'.,•. 9 91251204g ®k STATE OF Rye e,,�6�9t�D. ��`�� 1170 Summerfield Dr. Cumming, GA 30040 GENERAL NOTES: Mm MAGER CONSTRUCTION MAGER CONSTRUCTION CONSTRUCTION NOTES FOR THE RIGID FRAMES. IMMETAL BUILDINGS 1 300 INDUSTRIAL WAY 1. ALL FIELD CONNECTIONS OF PRIMARY FRAMING MEMBERS SHALL BE BOLTED. FT PIERCE, FL 34946 SUIT WITH A325 H. S. BOLTS AND INSTALLED BY THE 'TURN OF THE NUT' METHOD. W ATLANTIC AVE. 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH SUITE A20 DWG NO A307 MACHINE BOLTS. DELRAY BEACH, FL 33445 9 20 18 7 OF 10 3. WELDING PROCESSES USED BY MANUFACTURER ARE IN ACCORDANCE WITH SEC. TEL.: 800-293-2097 RIGID FRAME ELEVATION JOB No 27569 1.3 OF AWS D 1.1. SPLICE PLATE & BOLT TABLE MEMBER TABLE Mark Web Death Web Plate Outside Flange Inside Flange Qty Start4End Thick Len th W x Thk x Length W x Thk x Length • Mark . Top Bot Int Type Dia Length Width Thick Length RF2-20 10.0 42.0 0.250 205.3 6 x 3 16 x 03.6 6 x 3/16" x 62.6 Sp-1 4 4 2 A325 0.750 2.25 6�� 5/8� 4I-1 1/4� 6 x 3/16" x 50.6 SP-2 4 4 0 A325 0.625 1.75 6 3/8" 1�-9 3/4" RF2-21 42.0/30.1 0.188 188.2 6 x 1/4""x 194.2 6 x 1/4""x 74.4 SP-3 4 4 2 A325 0.625 2.25 6" 5/8 -1 1 4 30.1/22.5 0.164 120.0 6 x 3/16 x 234.0 6 x 3/16 x 353.8 22.5/15.0 0.135 120.0 RF2-22 15.0/15.0 0.135 180.0 6 x 3/16" x 420.0 6 x 3/16" x 419.7 OFLANGE BRACES: (1) One Side; (2) Two Sides 15.0/15.0 0.135 240.0 FBxxA(1)) xx=length(in) RF2-23 15.0/23.8 0.135 120.0 6 x 3/16" x 294.0 6 x 3/16" x 294.8 A - L2k2X14 23.8/32.6 0.164 120.0 6 x 1/4" x 73.8 6 x 1/4" x 74.0 32.6/42.0 0.188 127.8 RF2-24 42.0/10.0 0.250 190.3 6 x 3/16" x 50.6 6 x 3/16" x 147.9 6 x 3/16" x 188.6 1'-0" 1'-0" 2 ® S-2 1/4" 9 ® S-7 9 16" 17 ® 3'-8 1 4" 12 d F 3 .3 (11 F 1.9A(1) :t 1/2" 2 FB41.3A(1) FB37.3A(1) FB33.8A�1f F 31.9A�1}T F831.9A(1) FB31-99A(1) FB31.9A(1) FB5_pv1A(1) F845�6A(1) - _ Q_ _ 0_00 �- --N7 - 0D!- -- - - FB31.9A(1) -FB35.3A(1) - - _- - - - -- - - - F839v6A(1) F944v6A(1) F850A 1 a RF2-22 a m I RF2-21 (n I I i in I EL N RF2-23 I * a �D a I m cn - O I CO - N I cV 20 I in N La N (O r N c°i I o N 1 c ism �� _ I n p� �U �I `p I Co Me �U �U Go M Y ' 10 1/4" �3' 6 3/8" 101'-2 3/4" 3'-6 3/8" L 10 1/4" Clearance 110'-0" OUT-TO-OUT OF STEEL A �����•:'VCENSF'.•.�s .��i RIGID FRAME CROSS SECTION: FRAME LINE 4 •• x(�,_ •• No.53439 • � •, 912 512 04 ®•' STATE OF I?ONAL 1170 Summerfield Dr. Cumming, GA 30040 GENERAL NOTES: MAGER CONSTRUCTION MAGER CONSTRUCTION CONSTRUCTION NOTES FOR THE RIGID FRAMES. MMMI L BUILDINGS 300 INDUSTRIAL WAY 1. ALL FIELD CONNECTIONS OF PRIMARY FRAMING MEMBERS SHALL BE BOLTED. FT PIERCE, FL 34946 WITH A325 H. S. BOLTS AND INSTALLED BY THE 'TURN OF THE NUT' METHOD. 4723 W ATLANTIC AVE. 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH SUITE A20 DATE A307 MACHINE BOLTS. DELRAY BEACH, FL 33445 9 20 18 8 c No OF 10 REv 3. WELDING PROCESSES USED BY MANUFACTURER ARE IN ACCORDANCE WITH SEC. TEL.: 800-293-2097 RIGID FRAME ELEVATION JOB No 27569 1.3 OF AWS D 1.1. £ 1/2' x 1 1/4' END OF BUILDING END OF BUILDING A307 BOLTS ENDWALL 1 4' 1/2' x 1 1/4' 1 4�TEK2 SCREW PURLIN RAFTER ENDWALL RAFTER A307 BOLTS TEK2 SCREW PURLIN ° 1/2' x 1 1/4' ° ENDWALL COLUMN RAKE ANGLE A. BOLT o p ______ ___ ______ _ RAKE ANGLE -- A307 BOLTS CONNECTION p PLATE - - --- --- ---- -- WELDED CONNECTION -- �O O ------ PLATE WELDED CONNECTION CRAFTER ENDWALL COLUMN PLATE �O O �� FLANGE BRACE ENDWALL COLUMN SEE ENDALL DRAWING ° 1/2' x 1 1/4' FOR BOLT QUANM & SEE ENDWALL DRAWING ENDWALL GIRTS NOTE RAKE ANGLE ON BOTTOM OF PURLIN A307 BOLT SIZES FOR BOLT QUANTITY & AT OPEN WALL OR OVERHANG. NOTE: RAKE ANGLE ON BOTTOM OF PURLIN SIZES AT OPEN WALL OR OVERHANG. G ENDWALL COLUMN TO WALL GIRT A7 SECTION THRU ENDWALL RAFTER 10 PURLIN TO ENDWALL RIGID FRAME B4 ENDWALL RAFTER TO COLUMN B6 ENDWALL RAFTER TO COLUMN O ENDWALL COLUMN CORNER COLUMN A307 BOLTS WELDED ENDWALL COLUMN WELDED CLIP 1/2' X 1 1/4' ENDWALL COLUMN 1/2' x 1 1/4' ENDWALL 07 BOLTS COLUMN PLATE A307 BOLTS CONNECTION , 1/2' x 1 1/4' I PLATE A307 BOLTS - - O� �o g �0 0 0 01 0� O SIDEWALL GIRT BASE PLATE ENDWALL GIRLS ENDWALL GIRT ENDWALL GIRT PLAN y ELEVATION ENDWALL GIRTS C13 ENDWALL COLUMN TO WALL GIRT C15 ENDWALL COLUMN TO WALL GIRT D4 CORNER COLUMN TO WALL GIRT E5 BASE PLATE TO ENDWALL (;6 ENDWALL COLUMN TO WALL GIRT COLUMN OR DOOR JAMB ---- — . ALL R�AFT°MER - - -- - - _ 'u' om of BUILDING — 0T000 OO O GE OOEN13WALL COLUMN RAFTER O O O O---- O FLANGE UN.NFD.) EAVE STRUr TM SCREW-,,"_�ll o O O --- ---------- .0 O. RAKE SEE ENDWALL ENDWALL t z'x t 1/4' ANcIE DRAWING TYPE BOLTDIA RAPIER O O BOLTS O O O ° O O ---- ------ 0100 O O RAPIER 0 0SEE ENOWALL DRAWING 7, 0 1/2'x 1 1/4' FOR BOLT Du AND TYPE O O FLANGE BRACE A507 BOus t/z ��/4' � `�• v O O _ A1oT i��C C���� SCORE INI CROSS SECTION ' NO E-RAKE ANGLE ON BOTTOM OF EAVE STRUT = : No.63439 AT OPEN WALL OR OVERHANQ RAFTER SPLICE Fg RAFTER SPLICE ALONG SURFACE Q AT SURFACE CHANGE G2 PURLIN TO INTERIOR FRAME RAFTER H2 GIRT TO COLUMN EAVE STRUT TO ENDWALL RAFTER 9/2 5/2 04 ®•' STATE OF 111111110 - 1170 Summerfield Dr. Cumming, GA 30040 MM MAGER CONSTRUCTION MAGER CONSTRUCTION METAL BUILDINGS 300 INDUSTRIAL WAY 4723 W ATLANTIC AVE. FT PIERCE, FL 34946 SUITE A20 DWG NO RLV DELRAY BEACH, FL 33445 9 20 18 9 OF 10 TEL.: 800-293-2097 DETAIL DRAWINGS JOB No 27569 v EAVE STRUT _ SEE SIDEWALL DRAWINGS EAVE STRUT FOR CONNECTION PLATE NOTE FIELD SLOT GIRTS/PURUNS O ALL INTERSECTIONS EAVE STRUT LOCATIONS AND CALLOUTS FOR FLUSH GIRT PURLINN CONDITIONS. — AA301 PLATE I ——————— 1/2' x 1 1/4' COLUMN OR IF REO'D. I I 1/2' x 1 1/4' TEK2 SCREWS A307 BOLTS BRACE GRIP RAFTER WEB L_ A307 Biff ') DOOR JAMB HILLSIDE CABLE WASHER FRAME DOOR JAMB CONNECTION PLATE FL EYEBOLTWASHER COLUMN DOOR JAMB SLOT IN WEB TO INSERTNUT — HILLSIDE WASHER 1/2' x 1 1/4' A325 BOLTS GIRT SECTION ELEVATION DOOR HEADER AND EYEBOLT SECTION ELEVATION SECTION ELEVATION �4 EAVE STRUT TO RIGID FRAME K3 O GIRT TO DOOR JAMB G DOOR JAMB TO EAVE STRUT DOOR HEADER TO DOOR JAMB Q2 DIAGONAL CABLE, EYEBOLT END NOTE: MBMI HIGHLY RECOMMENDS INSTALLING A SNOW NOTE FlET D SLAT GIRiTi RUNS O ALL INTERSECTIONS - p OR RETENTION SYSTEM (BY OTHERS) TO PROTECT THE GUTTER TRIM CLOSURE AT FOR FLUSH GIRT RU C RUINS S ROOF PANEL RAKE TRIM SYSTEM FROM DAMAGE IN HIGH SNOW LOAD AREAS ��TRIM 4:12 AND ABOVE INSIDE CLOSURE W/ ROOF PfICH ROOF PANEL SEALANT EACH SIDE COLUMN OR GLE ROOF PANEL RAKE TRIM RAFTER WEB --———————— HILLSIDE TION BY OTHERS, BRACE WASHER WALL PAjglN E ADEQUATE TO ( p 'COUNTER FLASH ROD FLAT RESIST THE LOADS WASHER REACTION REPORTGUTIFRCONCRETEX:— SLOT IN WEB TO INSERT NUT FOUNDATION RAKE ANGLE PURUN HILLSIDE WASHER BASE TRIM POP RIVETS WALL PN1EL OUTSIDE CLOSURE W/ AND EYEBOLT EAVE STRUT SEALANT EACH SIDE (LESS THAN 4.12 RODE PRCH) CORNER BOX WALL PANEL CORNER TRIM WALL PANEL Q3 DIAGONAL BRACE ROD, NUT END T.� WALL PANEL BASE DETAIL CORNER BOX DETAIL TRIM_1O3 SAVE GUTTER DETAIL TRIM_104 RAKE TRIM DETAIL TRIM_105 OOF PANEL JAMB ROOF PANEL '- --- RIDGE CLIP IfA1L pMEL CORNER TRIM— TWO �� RAItF TIr•1 • COVER TRIM TSEAlW WALL PANEL (OPTIONAL) BFAIANT F°�a 9n, ® OF RIB s STEEL LINE irALL PANEL RAKE ANGLE PURLAv �� . PURUN CM.UNLESS NOTED FIBD AN HOW Tirol CFUIETTrd ��•'•�JC' 6' ON DRAWINGS) �:• /f� ••' JAMB TRIM PUT _ : 9 RAKE TRIM AT OPEN WALL RIDGE CAP DETAIL TRIM_108 OUTSIDE CORNER TRIM DETAIL TRIM_111 IAMB TRIM DETAIL TRIM_115 HEAD TRIM DETAIL TRIM_116 TRIM_130 •:,9/2 5/2 04 4 �® STATE OF 70NAd.,`���� 1170 Summerfield Dr. Cumming, GA 30040 • M � MAGER. CONSTRUCTION MAGER .CONSTRUCTION METAL BUILDINGS 300 INDUSTRIAL WAY 4723 W ATLANTIC AVE. FT PIERCE, FL 34946 SUITE A20 DWG NO REV DELRAY BEACH, FL 33445 9 20 18 10 OF 10 TEL.: 800-293-2097 DETAIL DRAWINGS .LOB No 27569