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HomeMy WebLinkAboutBUILDING SITE PLANSBUILDER / CONTRACTOR RESPONSIBILITIES MRW METAL BUILDINGS, INC. u % i % v v u o v d d M v d U \ `ti 1 U ILI U j3ASI'('. BUILDING SIZE: SPAN 100 x LENGTH 250 x EAVE HT,20 /20 ROOF COVER: SX COLOR: Galvalume/Plain GA.: 26 WALL COVER: SX COLOR: Light Stone GA.: 26 LINER PANEL: COLOR: GA.: TRIM COLORS: GABLE: Fern Green WALL: light Stone TRIM COLORS: GUTTER OR EAVE: Fern Green LIVE LOAD (ROOF) 20 P.S.F. DEAD LOAD(ROOF):2 MATERIAL WEIGHT SNOW LOAD: ---0.-P-S.F. SEISMIC ZONE: A--- - - - -- WIND LOAD: 140 M.P.H. EXPOSURE: B COLLATERAL LOAD: 1 DESIGN CODE/ED.: FBC 01 CUSTOMER:AL RITTER CONST: . ADDRESS: 764 PELICAN COVE PORT ST. LUCIE, FL 34986 PHONE:772-879-3955 FAX:772-879-3955 PROJECT: D.A.P. ENTERPRISES LOCATION: FT. PIERCE, FL GENERAL NOTES: 1. MATERIALS: MINIMUM YIELD: HOT ROLLED BAR Fy = 50 ksi MIN. STRUCTURAL STEEL SHEET Fy = 50 ksi MIN. STRUCTURAL STEEL PLATE Fy = 50 ksi MIN. COLD FORMED SHAPES Fy = 55 ksi MIN. ROOF AND WALL SHEETING Fy = 80 ksi MIN. 26GA. ROOF AND WALL SHEETING Fy = 50 ksi MIN. 24GA. BOLTS A307 AND A325 MBMI METAL BUILDINGS RESERVES THE RIGHT TO SUBSTITUTE THE ABOVE MATERIALS WITH EQUAL OR BETTER MATERIAL. 2. A325 BOLT TIGHTENING REQUIREMENTS ALL HIGH STRENGTH BOLTS ARE A325 UNLESS NOTED OTHERWISE. " HIGH STRENGTH BOLTS SHALL BE TIGHTENED BY THE "TURN OF THE NUT" METHOD IN ACCORDANCE WITH THE LATEST EDITION AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS". A325 BOLTS SHALL BE INSTALLED WITHOUT WASHERS WHEN TIGHTENED BY THE "TURN OF THE NUT" METHOD. ALL BOLTED CONNECTIONS, FOR SHEAR / BEARING CONNECTION TYPE WITH BOLT THREADS EXCLUDED FROM THE SHEAR PLANE SHALL BE SNUG TIGHT ONLY. ^3. ALL STRUCTURAL STEEL TO RECEIVE A RUST INHIBITIVE PRIMER. THIS PAINT IS NOT INTENDED FOR LONG TERM EXPOSURE TO THE ELEMENTS. -4. PRE -FORMED CLOSURE STRIPS ARE PROVIDED AT THE EAVE BENEATH THE ROOF SHEETS AND AT THE ENDWALLS BETWEEN THE RAKE TRIM AND THE ENDWALL SHEETS. ACCESSORIES QUAN:j DESCRIPTION .10 1 3070 DOOR (FIELD LOCATED) 1 10 1 14' x 14' ROLL -UP DOOR W/FRAMED OPENING I LIGHT TRANSMITTING PANELS (FIELD LOCATED) 2 RIDGE VENTS (FIELD LOCATED) IT IS THE RESPONSIBILITY OF THE BUILDER/CONTRACTOR TO INSURE THAT ALL PROJECT PLANS AND SPECIFICATIONS COMPLY WITH THE APPLICABLE REQUIREMENTS- OF ANY GOVERNING BUILDING_AUT±LORI-TIES_ THE SU-P-P_LY-ING-OF SEAL-E--D 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 PROFESSIONAL FOR A CONSTRUCTION PROJECT. THE CONTRACTOR MUST SECURE ALL REQUIRED APPROVALS AND PERMITS FROM THE APPROPRIATE AGENCY AS REQUIRED. APPROVAL OF MBMI METAL BUILDINGS DRAWINGS AND CALCULATIONS INDICATE THAT MBMI METAL BUILDINGS CORRECTLY INTERPRETED AND APPLIED THE REQUIREMENTS OF THE CONTRACT DRAWINGS AND SPECIFICATIONS. (SECT. 4.2.1 AISC CODE OF STANDARD PRACTICES, 9TH ED.) _ -WHERE -DISCREPANCIES EXIST-BETWEEN-MBMI METAL BUILDINGS STRUCTURAL STEEL PLANS AND THE PLANS FOR OTHER TRADES, THE STRUCTURAL STEEL PLANS SHALL GOVERN. (SECT. 3.3 AISC CODE OF STANDARD PRACTICE 9TH ED.) DESIGN CONSIDERATIONS OF ANY MATERIALS IN THE STRUCTURE WHICH ARE NOT FURNISHED BY MBMI METAL BUILDINGS ARE THE RESPONSIBILITY OF THE CONTRACTORS AND ENGINEERS OTHER THAN MBMI METAL BUILDINGS ENGINEERS UNLESS SPECIFICALLY INDICATED. THE CONTRACTOR IS RESPONSIBLE FOR ALL ERECTION OF STEEL AND ASSOCIATED WORK IN COMPLIANCE WITH MBMI METAL BUILDINGS "FOR CONSTRUCTION" DRAWINGS. 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. - 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 TEMPORARY SUPPORTS WILL SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING FROM WIND, SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS RESULTING FROM THE PERFORMANCE OF WORK BY 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.) WARNING: IN NO CASE SHOULD GALVALUME. STEEL PANELS BE USED IN CONJUNCTION WITH LEAD OR COPPER. BOTH LEAD AND COPPER HAVE HARMFUL CORROSION EFFECTS ON THE ALUMINUM ZINC ALLOY COATING WHEN THEY ARE USED IN CONTACT WITH GALVALUME STEEL PANELS. EVEN RUN—OFF FROM COPPER FLASHING, WIRING, OR TUBING ONTO GALVALUME SHOULD BE AVOIDED. A) B) C) D) APPROVAL NOTES FOLLOWING CONDITIONS APPLY IN THE EVENT THAT THESE DRAWINGS ARE IT IS IMPERATIVE THAT ANY CHANGES TO THESE DRAWINGS: 1) BE MADE IN CONTRASTING INK. 3) HAVE ALL INSTANCES OF CHANGE CLEARLY INDICATED. 2) BE LEGIBLE AND UNAMBIGUOUS. DATED SIGNATURE IS REQUIRED ON ALL PAGES. USED AS APPROVAL DRAWINGS: - MANUFACTURER RESERVES THE RIGHT TO RE -SUBMIT DRAWINGS WITH EXTENSIVE OR COMPLEX CHANGES REQUIRED TO AVOID MISFABRICATION. THIS MAY IMPACT THE DELIVERY SCHEDULE. APPROVAL OF THESE DRAWINGS INDICATES CONCLUSIVELY THAT MBMI METAL BUILDINGS HAS CORRECTLY INTERPRETED THE CONTRACT REQUIREMENTS, AND FURTHER CONSTITUTES AGREEMENT THAT THE BUILDING AS DRAWN, -OR AS DRAWN WITH INDICATED CHANGES REPRESENTS THE TOTAL OF THE MATERIALS TO BE SUPPLIED BY MANUFACTURER. E) ANY CHANGES NOTED ON THE DRAWINGS NOT IN CONFORMANCE WITH THE TERMS AND REQUIREMENTS OF THE CONTRACT BETWEEN MANUFACTURER AND ITS CUSTOMER ARE NOT BINDING ON MANUFACTURER UNLESS SUBSEQUENTLY SPECIFICALLY ACKNOWLEDGED AND AGREED TO IN WRITING BY CHANGE ORDER OR SEPARATE DOCUMENTATION. MANUFACTURER RECOGNIZES THAT .RUBBER STAMPS ARE ROUTINELY USED FOR INDICATING APPROVAL, DISAPPROVAL, REJECTION, OR MERE REVIEW OF THE DRAWINGS SUBMITTED. HOWEVER, MANUFACTURER DOES NOT ACCEPT CHANGES OR ADDITIONS TO CONTRACTUAL TERMS AND CONDITIONS THAT MAY APPEAR WITH USE OF A STAMP OR SIMILAR INDICATION OF APPROVAL, DISAPPROVAL, ETC. SUCH LANGUAGE APPLIED TO� MANUFACTURER'S DRAWINGS BY THE CUSTOMER, ARCHITECT, ENGINEER, OR ANY OTHER PARTY WILL BE CONSIDERED AS UNACCEPTABLE ALTERATIONS TO THESE DRAWING NOTES, AND WILL NOT ALTER THE CONTRACTUAL RIGHTS AND OBLIGATIONS EXISTING BETWEEN MANUFACTURER AND ITS CUSTOMER. I/w 06 The choice in pre—engineered METAL BUILDINGS metal buildings A 3 30 06 FOR APPROVAL 955 N.W. 17TH AVE. BLDG. H (866) 406-7656 JOB NO. REV. DATE REVISION DELRAY BEACH, FL 33445 www.mbmi.biz 23341 ' 0 Dia= 1/2" 0 Dia= 5/8" . 1 250'-0" OUT -TO -OUT OF STEEL 1 ®pia3�4" =-O2 25'-0" 3 25'-0" 4 25'-0" 5 27'-0" 6 25'-0" 7 25'-0" 8 25'-0" g 25'-0" 1 24'-0" X Dia= 7/8" ' + Dia=1 1/8" 23'-10" 24'-8" 24'-8' 24'-8" 4 26'-8" 24'-8" "L 24'-8" 41 24'-B L 24'-8" 41 23'-10" ~ a0 O CV ®®A XX +XX XX +XX XX xx+ XX XX +XX N C a +XX xx +XX xx xx+ xx xx +XX A®® _ t EC C EC C C E C C EC r7M 0 I o a N N N I N m a No NOB B m �� a O I ¢ W 00 O W N N Z I N I N O O VN D Ld O U a _2 B O B ON ON U OO U) I Z O c a 0 a O 00 O 00 O 00 N N N N p a 1�J� B 1 ilk B p !Soil Elm p a20 a .c N N M N N 14" 2-1 1-1 K) .�4�" 2 C E C C E C C C E C C E C A xx+ xx xx+ xX_xx xx xx+ xx xx+ xx Ao XX+o o xo XX o o XX+o o XX o o XX+o o XX o o o o oo oo oo oo oo oo oo ooDo� N 0 e c - a e ¢ a c e c a a ¢ a ¢ a c a c N N N N N N N N N N N N N N N N N N 14'-0 14'-0" 14'-0" 14'-0" 14'-0" 14'-0" w o � ao 111 o aoao ao Ulz r r nI r n r _1 r _I r " I I " I I r " 1 I r n I I r I r.l r n Irnr" 3 -2 1 2" 14 -3or 14 -3 ao 14 -3" o0 14 -3 iv or 14 -3 N 14 -3 i� 14 -3 i� 14 -3" i� N 14 -3 0o 14 -3 4 -6 1 2 ANCHOR BOLT DIMENSIONS 24'-0" 25'-0" 25'-0" 25'-0" 27'-0" 25'-0" 25'-0" 25'-0" 25'-0" 24'-0" FRAME LIN DIMENSIONS 1 2 3 4 5 6 7 8 9 1 1 ANCHOR BOLT PLAN NOTE: All Base Plates ® 100'-0" (U.N.) _ BASE DETAIL D ELEV.= 108'-8" OA6 AL RITTER CONST. D.A.P. -ENTERPRISES METAL BUILDINGS MIDWAY RD. 955 N.W. 17TH AVE. FT. PIERCE, FL BUILDING H DATE DWG No REV DELRAY BEACH,FL 33445 3 30 06 1 OF 10 TEL.: 800-293-2097 ANCHOR BOLT PLAN Joe No 23341 Dia= 3/4" .. I N_E1 0 (s) ED I CV I I \ M N 0 DETAIL A Dia 5/8" C $n 0 fn N CD cV I I n DETAIL B Dia= 7/8" gn M X I X I I X I X 22" See Plan DETAIL. C Dia= 1 F--1 In---i DETAIL D Base EL. 108'-8" Dia= 1 1/8" I 4 1 2" 10 1 2" II + li + a \ M N 1-Dn 0 DETAIL E 3" 2 3/4" 10" SW SW 5" 1'-1 1/4" SW ANCHOR BOLT SUMMARY Qnt Loc Dia Proj (in) (in) O 40 DJ 1/2r 2.00 0 24 EW 5/8 3.00 ® 16 EN 3/4n 3.00 X 72 RF 7/8n 3.00 -I- 16 WF 1 1/8" 3.00 GENERAL NOTES 1. Foundation design and construction are not the responsibility of MBMI. -2. The building reaction data reports the loads which this building places on the foundation. 3. Anchor bolts shall be accurately set to a tollerance of +/- 1/8" in both elevation and location. Anchor bolts are to be type. A36. 4. Column base plates are designed not to exceed a bearing pressure of 1125 pounds per square inch. WIND COLUMN REACTIONS f Reactions ---Wall-- Col Horz Vert Moment Anc_Bolt Base-Plate(in Loc Line Line R/L Load_ld (k ) (k ) (f-k ) No Dia Width Length ick ----------- M F_SW E 2 -- R -- Wind --------- 2.71 43.54 - - - - - - 50.80 -- 2 - - - - - 1.125 - - - - - 10.00 - - - - - - 10.50 - - - 0.75 Seismic 0.14 2.28 2.66 p F-SW E 4 R Wind 2.71 43.54 • 50.80 2 1.125 10.00 10.50 0.75 Seismic 0.14 2.28 2.65 F_SW E 7 R Wind 2.71 43.54 50.80 2 1.125 10.00 10.50 0.75 V H + V Seismic 0.14 2.28 2.66 F_SW E 9 R Wind 2.71 43.54 50.80 2 1.125 10.00 10.50 0.75 Seismic 0.14 2.28 2.66 B-SW A 10 R Wind 2.71 43.54 50.80 2 1.125 10.00 10.50 0.75 Seismic 0.14 2.28 2.66 B-SW A 7 L Wind 2.71 43.54 50.80 2 1.125 10.00 10.50 0.75 Seismic 0.14 2.28 2.66 B-SW A 5 R Wind 2.71 43.54 50.80 2 1.125 10.00 10.50 0.75 Seismic 0.14 2.28 2.66 B-SW A 3 R Wind 2.71 43.54 50.80 2 1.125 10.00 10.50 0.75 Seismic 0.14 2.28 2.66 ADDITIONAL NOTES ON WIND LOADS FOR FLORIDA BUILDING -CODE COMPONENT & CLADDING WIND PRESSURES COMBINED PRESSURE SUCTION SUCTION -It I LOCATION 26.1 -28.5 1 COLUMN 26.1 -28.5 GIRT HEADER 32.2 -34.9 WALL PANEL 26.1 -28.5 JAMB 11.3 -32.2 PURLIN 14.3 -35.2 ROOF PANEL 11.9 -8.7 -20.6 ROOF BRACING INTERNAL PRESSURE COEFFICIENTS PER TABLE ASCE 98 -3 BUILDING TYPE PRESSURE COEFFICIENTS OPEN 0.0 PARTIALLY ENCLOSED +0.55 -0.55 ALL OTHER BUILDINGS +0.18 -0.18 THE LOW RISE BUILDING WIND PRESSURE FOR THE MAIN WIND FORCE RESISTING SYSTEM IS GIVEN IN CODE SECTION 6.5.12.2.2. (ASCE 7-98 WIND CODE) E3MIMETAL BUILDINGS 955 N.W. 17TH AVE. BUILDING H DELRAY BEACH,FL 33445 TEL.: 800-293-2097 RIGID FRAME REACTIONS (k ) @2 3 4 5 6 7 8 9 10 DL + CL + LL 20.3 F 20.3 yf 22.2 122.2 DL + WL DL WL WL WL WL 27.6 I 128.3 1 19.6 ENDWALL COLUMN REACTIONS(k ) MAXIMUM VERTICAL DL+CL+LL = 7.5 MAXIMUM VERTICAL DL+WL -14.7 MAXIMUM HORIZONTAL DL+WL = 7.3 BRACING REACTIONS, PANEL SHEAR f Reactions (k ) Panel --Wall-- Col --Wind-­-Seismic- Shear Loc Line Line Harz Vert Harz Vert (lb/ft) L_EW 1 D ,C 3.8 3.0 0.1 0.1 F-SW E Wind Column In Wall R_EW 11 C ,B 3.8 3.0 0.1 0.1 B_SW A Wind Column In Wall NOTES FOR REACTIONS Building reactions are based on the following building data: Width (ft) = 100.0 Length (t) = 250.0 Eave Heig{{�it (ft) = 20.0 20.0 Roof Slope nse/12) = 0.5 0.5 Dead Load psf) _ .O Collateral Load (psf) = 1.0 Roof Live Load (psf) = 20.0 Frame Live Load (psf) = 12.0 Wind Speed (mph) = 140.0 Wind Code = FBC 01 Exposure = B - Closed/Open = C Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Zone = A Seismic Coeff (Fa*Ss) = .'• 0.05' AL RITTER CONST. D.A.P. ENTERPRISES MIDWAY RD. FT. PIERCE, FL ANCHOR- BOLT PLAN JOB No 23341 MEMBER TABLE ROOF PLAN MARK I SIZE P-1 8X25Z14 P-2 8X25Z16 - P-3 8X25Z16 -P=4 8X25Z14 - - - E-1 8E14 E-2 8E14 - E-3 BE14 E-4 8E14 CB-3 0.25-CBL CB-4 0.25 CBL 1 250'-0" OUT -TO -OUT OF STEEL 11 2 3 4 5 6 7 8-- ` -- --24'-0"--- - 25'-0"- - - -- -2V' O"- -- -25'-0" -- - -2T=0" -- 25'-0" -- -- 25'-0" - - 25'-0" 25'-0" 24'-0" A E-4 RF1-1 E-2 RF1-1 E-2 RF1-1 E-2 RF1-1 E-3 RF1-1 E-2 RF1-1 E-2 RF1-1 E-2 RF1-1 E-2 RF1-1 E-1 IIT o wl P-1 T P-2 T P-2 T P-2 T P-3 T P-2 T P-2 TZ P-2 T P-2 T P-4 T w o EG® R-1 ER-1 0o_ RF1-2 RF1-2 RF1-2 RF1-2 RF1-2 RF1-2 RF1 -2 RF1-2 RF1-2 0 0 I 1 cV o U Lu ' I W I ER-2 RF1-3 RF1-3 RF1-3 RF1-3 RF1-3 RF1-3 RF1-3 RF1-3 RF1-3 ER-3 O o I I I M w P-4 Typ Q P-2 Typ I P-2 Typ P72 Typ 3 P-Typ P-2 Typ P-2 TYP P-2 Typ P-2 TYP I P-1 Typ w I I ER-3 RF1-3 I RF1-3 RF1-3 RF1-3 RF1-3 RF1-3 RF1-3 RF1-3 RF1-3 ER-2 - I 0 �I N - U 0 LO wI I Iw ER-1 RF1-2 RF1-2 RF1-2 RF1-2 RF1-2 RF1-2 RF1-2 RF1-2 RF1-2 ER=1 I - w E E-1 RF1-1 E-2 RF1-1 E-2 RF1-1 E-2 RF1-1 E-3 RF1-1 E-2 RF1-1 E-2 RFb-1 E-2 RF1-1 E-2 RF1-1 IqLJIw_` E-4 ' PLUARP N 3'-1 3�4� 3'-1 3/4� 3'-1 qZj 3'-1 3/4� 3'-1 3/4� 3'-1 3/4� 3'-1 3T 3'-1 3 4' 3'-1 3/4� �14e- 3 -1 3/4" 3 -1 3/4- 3 -1 3/4' 3 -1 3/4- 3 -1 3/4' 3 -1 3/4- 3 -1 3/4- 3 -1 3/4- 3 -1 � S (� O' GENERAL NOTES: 1. ATTACH ROOF PANELS TO. FRAMING MEMBERS ROOF FRAMING PLAN E3mlWITH AL RITTER CONST. 12 S.D. SCREWS AS NOTED: . . 4" 0AT RIDGE CAP &END LAPS, D.A.P. ENTERPRISES 6" O.C. AT EAVE & METAL BUILDINGS MIDWAY RD. 12" O.C. AT ALL OTHER PURLINS (6" O.C. OVER 110 MPH WIND LOAD). 955 N.W. 117TH AVE. FT. PIERCE, FL 2. USE #14 S.D. SCREWS 24 O.C. (MAX.)AT PANEL SIDE (12" O.C. OVER 110 MPH WIND LOAD). LAPS BUILDING H DWG No REv 3. USE 14 S.D. SCREWS 12" O.C. AT ROOF TRIM. DELRAY BEACH,FL 33445 3 30 06 3 OF 10 4. USE 12 S.D. SCREWS AT RAKE ANGLE TO PURLIN. TEL.: 800-293-2097 ROOF FRAMING JOB No 23341 BOLT TABLE LINE A LOCATION I QUAN TYPE DIA LENGTH WF-1 - RF1-1 1 10 A325 1/2" 1 1 4 ' MEMBER TABLE - _ -L-INE-A - - - MARK I SIZE WF-1 W8063 G-5 10X25Z14 G-21 10X25Z16 G-22 10X25Z16 G-23 10X25Z16 G-24 10X25Z16 G-25 10X25Z14 TRIM TABLE LINE A OID MARK — - -- -- -- -- — - - - - - — -- - -- -1 CT-102 -- - - - -- 2 SECL1 3 SCB 4 GU-101 5 GU-101 6 GC-101 11 - 250'-0" OUT -TO -OUT OF STEEL 1 5 24'-0" 25'-0" 25'-0" 25'-0" 25'-0" 27'-0" 25'-0" 25'-0" 25'-0" 24'-0" 18 � J2 18 1 OI G-5 G-22 G-22 G-22 G-22 G-23 G-22 G-22 G-22 G-25 G-21 G-22 G-22 G-22 G-23 G-22 G-24 14'-0' G-22 G-22 G-22 o BA2000 I I t I 0 co 11Li I � I H— ----------- ------- � _ — — I — — — —III ------- H= _--------LL� ------- IL _-------JLL ------------- =H_ H EC-1 RF1-1 RF1-1 RF1-1 RF1-1 RF1-1 RF1-1 RF1-1 RF1-1 RF1-1 EC-1 GIRT LAPS 1'-1 3/�' l'-1 3/ �'-7 3/-1 �'-1 3/� 1'-1 3/�" 1'-1 3/�'-1 �'-1 3/ �'-1 3/ 1'-1 3/,-1 -1 3/4" -1 3/4" 3/4' -1 3/4" -1 3/4' 3/4' -1 3/4" -1 3/4' 3/4' SIDEWALL FRAMING: LINE A (Gutters with 11 downspouts) 2 3 4 5 6 2 3 El El ti t C C C t C C C C C C t C C C C t t C C t t C t C C C C C t L C C t t t C C C C t C C C C C C C C C C t t C C C t i C t t C C C C C C t C C C C C C C C C t C O 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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 II O I I L- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I I - - •- - --- SIDEWALL SHEETING & TRIM: LINE A ' PANELS: 26 Ga. SX - Light Stone 11� Lllzl 06� GENERAL NOTES: 1. FIELD SLOT FLUSH GIRTFOR BRACING (IF 2. ATTACH �� AL BITTER CONST. WALL PANELS TOO FRAMING MEMBERS WITH #12 WITH #12 D.A.P. ENTERPRISES S.D. SCREWS AS NOTED: 4" O.C. AT BASE &TOP OF PANELS METAL BUILDINGS MIDWAY R D. 12" O.C. AT ALL OTHER GIRTS (6" O.C. OVER 110 MPH WIND LOAD). 955 N.W. 17TH AVE. FF. PIERCE, FL 3. USE #14 S.D. SCREWS 24" O.C. (MAX.) AT PANEL SIDELAPS (12" O.C. OVER 110 MPH WIND LOAD BUILDING H DWG NO REV 4. USE S.D. SCREWS 24" O.C. CORNER TRIM. DELRAY BEACH,FL 33445 3 30 06 4 OF 10 12"# O.C. OVER 110 MPH WIND LOAD). LO TEL.: 800-293-2097 SIDEWALL FRAMING JOB No 23341 BOLT TABLE TRIM TABLE CUP TABLE MEMBER TABLE LINE E LINE E LINE E LINE E LOCATION I QUAN TYPE DIA LENGTH OID MARK ❑ ID MARK MARK SIZE WF-•1 - RF7 -1 1 10 A325 1 2 1 1/4". 1 CT-102 1 AK400 WF-1 W8063 2 SECL1 2 AK200 DJ-1 1OX25C14 ' 3 SCB DJ-2 1OX25C16 -GU-1-0-1---- -DH=1--1-OX25CT6- _ 5 GU-101 G-4 1OX25Z16 6 GC-101 G-5 1OX25Z14 7 MT-116 G-6 10X25Z16 t 8 JT-101 G-7 1OX25Z16 9 HT-101 G-8 1OX25Z14 G-9 10X25Z16 G-10 10X25Z16 G-11 1OX25Z16 - G-12 10X25Z14 G-13 1OX25Z16 G-14 1 OX25Z16 G-15 1OX25Z16-- - - - -- - - - -- - - - - - G-16 10X25Z16 G-17 1OX25Z16 G-18 1OX25Z16 G-19 10X25Z12 G-20 1OX25Z16 1 250'-0" OUT -TO -OUT OF STEEL 1 2 3 4 5 6 7 8 9 1 24'-0" 25'-0" 25'-0" 25'-0" 27'-0" 25'-0" 25'-0" 25'-0" 25'-0" 24'-0" IS J2 � 18 ❑2 G-5 2 L9 H G-8 G-7 2 2DH-1 2 2 = 2 N N- G-9 © G-8 © DH-1 = 2 - G-10 G-8 2 DH-1 2 2 2❑ _ — G-11 O G-12 z❑H DH-1 2 = 2 G-13 G-8 2 DH-1 2 [ N N— 2 G-14 © G-8 O DH-1 2 2 = N N— G-8 G-15 2 DH-1 G 16 2 GIII N N— © G-8 © DH-1 2 G-1 = 2 N N G-19 00 1 O DH-1 M = G-6 G-18 2 DH-1 G 20 _ G _2 — 4'-0'0 2 - 2 2 I = 1 I I •1 I BA2000 I I I I I I I I I I I I I I I I I I I I I I 1 I � CV I t I _= I ao � � 0 � d o 0 0 0 - 7) 14- 0 0 T �Y 0 0 0 0 10 � � 7) 0 � 0 o I I 1 tL I �I .- � '- E -- EC- 1 —C RIFT-1 g� OJ --- mCI--�--IIH f�F1-1 f�F1-1 [��--- --�---- -1 C �-1 —�3 CDIIH F1-1 Cf3-- —CmI —mJ-- — C IHj-- — Cf�-2 — —ElP � � �Fl-1 oF>� 1 _ _ d- M14'-0" 6'-8"� 9'-4" 14'-0" 9'-0" 14'=0"cy 8'-8" 14'-0" �N 10'-0" 14'-0"� 7'-8" 14'-0" rn 7'-4" 14'-0" M 7'-0" 14'-0" cy 14'-0" 8'-4" 5'-14' 14'-0"`EC8�1 GIRT 3/ 1'-1 3/� 1'-1 3/ 1'-1 3/� 1'-1 3/ 1'-1 3/f 1'-1 3/f 1' -1 3/f 1'-1 3/f LAPS 1 -1 3/4' 1 -1 3/4' 1 -1 3/4' 1 -1 3/4' 1 -1 3/4' 1 -1 3/4' 1 -1 3/4' 1 -1 3/4' 1 -1 3/4' SIDEWALL FRAMING: LINE E N N N N N N N N N N N N N N N C L N N 'N N N N N N N N N N N N N i G N N N N ! N N N 2 3 I I I I I I in in in in in in I I I I in in to in I I I I in in in in I I I I I I I I in in in W) 4 5 6 in in in in I I I I in ul 7n in I I I I in in �n in I I I I in in in in I I I in in W) 2 3 El 4 d�I t t dI I I 7 I I O O O O O O O ^ 1�0 �0 �� �� �0 00 �0 0� �0 �0 �0 0� 00 00 �0 ��00 �0 0� 0�1. •'. L- ---- — ------------ . SIDEWALL SHEETING & TRIM: LINE E PANELS: 26 Go. SX - Light Stone to, o� GENERAL NOTES: AL RITTER CONST. 1. FIELD SLOT FLUSH GIRTS FOR BRACING (IF REQUIRED). m2. ATTACH WALL PANELS TO FRAMING MEMBERS WITH #12 D.A.P. ENTERPRISES S.D. SCREWS AS NOTED: 4" O.C. AT BASE & TOP OF PANELS METAL BUILDINGS MIDWAY RD. 12" O.C. AT ALL OTHER GIRTS (6" O.C. OVER 110 MPH WIND LOAD). 955 N.W. 17TH AVE. FF. PIERCE, FL 3. USE #14 S.D. SCREWS 24" O.C. (MAX.) AT PANEL SIDELAPS (12" O.C. OVER 110 MPH WIND LOAD). BUILDING H DWG No REV 4. USE 114 S.D. SCREWS 24" O.C. AT CORNER TRIM. DELRAY BEACH,FL 33445 3 30 06 5 OF 10 12" O.C.O.OVER 110 MPH WIND LOAD). TEL.: 800-293-2097 SIDEWALL FRAMING JOB No 2334.1 1 - I I EC-1 EC-2 EC-3 GIRT 3'-1 34 3'-1 3/4� LAPS 3'-1 3/4' 3'-1 3/4" ENDWALL FRAMING: LINE 1 6 GENERAL NOTES: 1. USE BACK—UP PLATE (AK504) FOR BRACING (IF REQUIRED) AT COLD FORMED FRAMING MEMBERS 2. FIELD CUT ENDWALL PANELS AT ROOF PITCH FOR SLOPES GREATER THAN 1:12. 3. SEE SIDEWALL DRAWING FOR ADDITIONAL NOTES & SCREW PATTERNS. I EC-4 3'-1 3/4� 3'-1 3/4. I EC-1 I ---------------------------------------------- ENDWALL SHEETING & TRIM: LINE 1 PANELS: 26 Ga. SX — Light Stone ER-2 ER-1 Golur Colur Colur B M AL RITTER CONST. D.A.P. ENTERPRISES METAL BUILDINGS MIDWAY RD. 955 N.W. 17TH AVE. FT. PIERCE, FL BUILDING H DATE __T owc No DELRAY BEACH,FL 33445 3/3 06 6 TEL.: 800-293-2097 ENDWALL FRAMING 8 A325 1/2y 1 3%4" 8 A325 5/82 1/4 2 A325---1 /2nJI—'I /4� 2 A325 5/8-1 1/4� 2 A325 1/2" EC-2 W8561 EC-3 W8651 EC-4 W8561 ER-1 W12641 ER-2 W12641 ER-3 W12641 G-1 10X25Z16 G-2 10X25Z16 G-3 10X25Z16 CB-1 0.38—CBL I ul—IVL 4 RT-101 5 RT-101 JOB No 23341 LU-1 EC-2 EC-3 GIRT 3'-1 3Zl 3'-1 3/4; LAPS 3'-1 3/4' 3'-1 3/4' ENDWALL FRAMING: LINE 11 0 e O � Li I I I _ _ I L- GENERAL NOTES: 1. USE BACK—UP PLATE (AK504) FOR BRACING (IF REQUIRED) AT COLD FORMED FRAMING MEMBERS 2. FIELD CUT ENDWALL PANELS AT ROOF PITCH FOR SLOPES GREATER THAN 1:12. 3. SEE SIDEWALL DRAWING FOR ADDITIONAL NOTES & SCREW ENDWALL SHEETING & TRIM: LINE 11 PANELS: 26 Ga. SX — Light Stone 2/ER-3 8 A325 1/2- 1 3/4 1/ER-3 8 A325 5.8 2 1/4- mG — n/E— — 2- 1 1 /4 mn/EC-2 2 A325 5/8- 1 1/4n mn/EC-3 2 A325 1/2y 1 1/4n EC-4 3'-1 3/4� 3'-1 3/4' EC-1 V-2» 12 r N \ N 204 _ O r d- N 00 I j1 � O I I I - - - - - - - - - - - - - - - - - -� B m AL RITTER CONST. D.A.P. ENTERPRISES METAL BUILDINGS I MIDWAY RD. 955 N.W. 17TH AVE. FF. PIERCE, FL BUILDING H DATE owc No DELRAY BEACH,FL 33445 3 30 06 7 TEL.: 800-293-2097 ENDWALL FRAMING 10 EC-2 W8561 EC-3 W8651 EC-4 W8561 ER-1 W12641 ER-2 W12641 ER-3 W12641 G-1 10X25Z16 G-2 10X25Z16 G-3 10X25Z16 CB-1 0.38—CBL I VI —IUL 4 RT-101 5 RT-101 JOB No 23341 SPLICE PLATES & BOLTS Splice Quan -----Bolt---- Plate Size Mark To Bot Int Type Dia Len Wid Thick Length SP} 1 4 4 . 2 A325 1.000 2.50 8" 5/8' S-6 3/8- SP- 2 4 4 0 A325 0.625 2.25 8" 5/8 1 -7 3/4 SP- 3 4 4 0 A325 0.750 2.50 6" 3/4" 2'-3 7/8" 0 ANGE-BRACES:-Both-STdes(U.N.) FI3xxB(1 xx=length(in) B --L2 15X12 C - L2X2X1/8 Q1 0 I 0 0 N I MARK START END THICK LENG• RF1-1 12.5 43.0 0.250 233.0 RF1-2 35.0/29.2 0.250 65.2 29.2 23.8 0 23.8 13.1 0.164 120.0 RF1-3 13.0/19.4 0.134 240.0 SSRC271 6x3/8" x 52.0 8x3/8" x131.2 8xa /A-" x1-1-..0 6x1/4" x114.0 8x3/8" x131.7 8x5/1-6"xi1 �5 6x1/4" x299.2 3" 25'-3" 25'-3" 3" _ 3 1/4" 25'-2" 6 - 6" - 25'-2" 3 1/4" 26 Ga. SX, Galvalume/Plain e'l- -4 5"- 1'-0 3/8" 1'-0 5/16" 9 -,pa 4'-10 7 8" 9 SPA 4'-10 7 8" 4'-10 1 4'-10 1 2" 1/2„ �12' FB31.13B(1) FB32.5B 1) FB33.388 ) FB34.388 1) FB35.38B 1 �FB 5.38B(1) FB34�388(1) FB3338B(1) FB32.56(1) F631.138 1 FIB 5.256 u-FB37.3�8C(1) - - - -� �% - - - - - - - - - 0 () - - FB37�C(1) FB45. 5B cl RF1-3 u RF1-3 cl I 0 RF1-2 ul m N a cn RF1-2 EL U) U) o mLO I L co �D i s i I m o o Of 10 1/ I v c O �too C) c v �U - �U 3'-7 3 4" 91'-0" S-7 3 4 10 1/4" Clearance 100'-0" OUT -TO -OUT OF STEEL RIGID FRAME CROSS SECTION E FOR FRAME LINE 2 3 4 5 6 7 8 9 10 GENERAL NOTES: CONSTRUCTION NOTES FOR THE RIGID FRAMES. 1. ALL FIELD CONNECTIONS OF PRIMARY FRAMING MEMBERS SHALL BE BOLTED. WITH A325 H. S. BOLTS AND INSTALLED BY THE 'TURN OF THE NUT' METHOD. 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A307 MACHINE BOLTS. 3. WELDING PROCESSES USED BY MANUFACTURER ARE IN ACCORDANCE WITH SEC. 1.3 OF AWS D 1.1. B m AL RITTER CONST. D.A.P. ENTERPRISES METAL BUILDINGS I MIDWAY RD. 955 N.W. 17TH AVE. FT. PIERCE, FL BUILDING H DATE DWG No DELRAY BEACH,FL 33445 3 30 06 18 OF TEL.: 800-293-2097 RIGID FRAME ELEVATION I KtV / JOB No 23341