No preview available
HomeMy WebLinkAboutBuilding plans (2)BUILDING SPECIFICATIONS The manufacturer is not responsible for the concrete foundation design. The structure under this contract has been designed and detailed for the loads and conditions stipulated in the contract and shown on these drawings. Any alterations to the structural system or removal of any component parts, or the addition of other construction materials or loads must be done under the advice and direction of a registered architect, civil or structural engineer. The manufacturer will assume no responsibility for any loads not indicated. This manufactured building is designed with the manufacturer's standard design practices which are based on pertinent procedures and recommendations of the following organizations and codes : —American Institute of Steel Construction "Specification for the design fabrication and erection of structural steel for buildings" 14th edition. —American Iron and Steel Institute "Specification for the design of cold formed steel structural members" current edition S100. —American. We Society "Structural Welding Code" AWS D1.1 —Metal Building Manufacturers Association "Specification for the design fabrication and erection of the structural system' most current edition. Material properties of steel plate and sheet used in fabrication of primary rigid frames and all primary structural framing members (other than cold —formed sections) conform to ASTM A-529 or A-572 all with a minimum yield point of 55 KSI. Material properties of cold formed light gage steel members conform to the requirements of ASTM A-653, with a minimum yield point of 55 KSI High strength bolts and. their installation shall conform to ASTM specification A-325 and are designed as bearing type connections with threads included in the shear plane. All high strength bolts are to be installed to the "Snug —Tight" condition as defined by the RCSC Specification for Structural Joints Using A325 or A490 Bolts, 2004 Edtion, section 8.1, unless noted otherwise. Crane Building's Rigid Frame shall be installed in accordance with "Turn —of —Nut Pretensioning" per section 8.2.1. Bolts in standard holes do not require washers per section 6. All primary structural members except bolts and fasteners shall receive one coat of Iron. Oxide inhibitive primer. Shop and field inspections and associated fees are the responsibility of the contractor, unless stipulated otherwise. CONTRACTOR RESPONSIBILITIES The contractor must secure all required approvals and permits from the appropriate agency as required. Approval of the manufacturers drawings and calculations indicate that the manufacturer has correctly interpreted and applied the requirements of the contract drawings and specifications. (AISC 303-10 Code of Standard Practice) Where discrepancies exist between the manufacturer's structural steel plans and the plans for other trades, the structural steel plans shall govern. (Section 3.3 AISC 303-10 Code of Standard Practice) Design considerations of any materials in the structure which are not furnished by the manufacturer, are the responsibility of the contractor and engineers other than the manufacturer's engineering, unless specifically indicated. The contractor is responsible for all erection of steel and associated work in compliance with the manufacturer's "For Construction" drawings. Temporary supports, such as guys, braces, flashwork or other elements required for the erection will be determined and furnished and installed by the erector. (Section 7 AISC 303-10 Code of Standard Practice) It is the contractors responsibility to apply or observe all pertinent safety rules and regulations, as per OSHA standards as applicable. The Contractor is responsible for the verification of all shipments received. Any "external" damage or shortages must be noted on all copies of the bill of lading and one copy is to be retained for your records. Failure to do so will make it impossible for the factory to honor any claim. NO EXCEPTIONSIII U,S. META,_1L BUILDINGS DESIGN LOADING This structure is designed utilizing the loads indicated and applied by the 2017 FBC (6'n 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.) 20,00 PSF Live Load No LL Reduction Allowed 0 PSF Ground Snow Load 1.20 Thermal Factor (Ct) 1 Snow Exposure Factor (Ce) 160 MPH Wind Load Exposure C (If applicable) 2.000 PSF Dead Load (Metal Bldg. Weight — Purlins, Panels, Etc.) 1 PSF Collateral Load (Ceilings, Sprinklers, Etc.) II — NorrlalRisk Category Is 1.0000 Is 1.00 SEISMIC DATA : 1) Mapped Spectral Acceleration for Short Period, Ss 0.06 2) Site Coefficient, Fa 1.6000 3) Seismic Design Category = A 4) Seismic Coefficient = 0.06 5) Site Class = D 6) Basic Structural System and Seismic Resisting System Ordinary Moment Frame of Steel 7) Frames: R = 3.5000 8) Analysis Procedure = Equivalent Lateral Force DSN: RA N: SMM REV: DET: REVISIONS eNs odd��� NO. DATE Engineering Seal 8T8 * This certification cov - it ; * ' LUZ LU parts manufactured and T OFFZ. delivered by the manufacturer only, and excludes parts such as �i/ • F 0 doors,windows, and ���/.SS design nderectionof the building. The buyer f l( f i ( It, is responsible for ensuring all specified load SCALE: are in compliance with regulatory authorities. PROFESSIONAL ENGINEER NOT TO SCALE CS-1 Drawings Cover Sheet CS-2W Fastener Schedule El Anchor Bolt Plan E2 Anchor Bolt Details & E3 Rigid Frame Elevation E4 Rigid Frame Elevation E5 Sidewall Framing E6 Endwall Framing E7 Roof Framing E8 Sidewall Sheeting E9 Endwall Sheeting E10 Detail Drawings Ell Detail Drawings E12 Trim Drawings Reactions These Drawings are for : XConstruction ❑ Approval * ❑ Permit ❑ Anchor Bolts & Reactions r Approval orders must be released for fabrication within thirty (30) calendar days after the submittal drawings are issued or they will be subject to any current price increases. Special attention should be given In approving dimensions and/or details. Please verify requested dimensions by indicating 'OK'. Building is manufactured by R&N MANUFACTURING. FBC product approval numbers: FL19604 & FL19606 CUSTOMER DRAWINGS COVER SHEET TIMOTHY KUHN 2004 SOUTH 35TH STREET, FORT PIERCE, FL 34947 ST. LUCIE COUNTY U.S. METAL BUILDINGS 401 FAIRWAY DRIVE SUITE 100 DEERFIELD BEACH, FL 33441 DATE: JOB NO: SHT. NO: 3/ 8/16 1 001824 1 CS-1 File Copy W � � N O Z K � wrn a Oz < u a w J 3 u w U 3 Wc Q w \ W � > w s _ U� Z O w W 0 U LLI w OF NO W Q V/ W o Oz Ov go g w y0 �U .W. I V J N LAJ U- Z ?i O Z Li Oom OO ago Ld I— 0: Z NMN Z N — W L+J = J Z H v �1 W � a M �L� rU� v J N m IrT� � W >� Q © O wU' W U s w C.7 0 FY J W7 Q U. w Z K W N W ti M25 w ZW m m m z 0 l o H WW z 0 R 0 a w m W z Z_ K LU � OD Z to N W ¢n � \ I U o DD \ U) =� U J Q y z uj � o 0 U O i0 Q'. W z W z F a N W 4 = O W J 5 o 0 zW J Z W Y O Q U W z W N O W F C a'- yl.N- ®a O f w z z m J Ia- W U O o Dio= 1/2" 1 BACK SIDEWALL 3 35'-0" OUT -TO -OUT OF STEEL C 17'-6" , FA 1 4'. F r ¢, O I m m Ip 4" 2" LJ L� 2 2"Ll ILj 2» SW DETAIL OF FIELD LOCATED WALKDOOR 2 5/" 1�2 5/16" 4 D LOAD CASES WIND-L1 = WIND LOAD FROM LEFT CASE 1 WIND -RI = WIND LOAD FROM RIGHT CASE 1 WIND-LN1 = LONGITUDINAL WIND CASE 1 SEISMIC_L cz SEISMIC LOAD FROM LEFT SEISMIC-R me SEISMIC LOAD FROM RIGHT SEISMICLN = LONGITUDINAL SEIMIC LOAD F1UNB-SL-- = FRAME 1 UNBALANCED SNOW LEFT SIDE F1 UNB_SL-R = FRAME 1 UNBALANCED SNOW RIGHT SIDE FICRANE 1 = FRAME 1 CRANE LOAD IN POSITION 1 DRIFT = SNOW DRIFT LOAD SLIDE = SLIDE SNOW LOAD GENERAL 1. FOUNDATION DESIGN AN O CONSTRUCTION ARE NOT THE RESPONSIBILI OF THE BUILDING MANUFACTURER. 2. THE BUILDING REACTION ATA REPORTS THE LOADS WHICH THIS BUI ING ('LACES ON THE FOUNDATION. 3. THE SPECIFIED ANCHOR f7 T DIAMETER ASSUMES ASTM A307. ANCHOR B T MATERIAL OF EQUAL DIAMETER MEETING OR CEEDING THE STRENGTH REQUIREMENTS SET FO ON THESE DRAWINGS MAY BE UTILIZED AT DISCRETION OF THE FOUNDATION DESIGN EN NEER. 4. ANCHOR BOLTS TO BE S V7 PUED BY OTHERS, ANCHOR BOLT EMBEOME LENGHT SHALL BE DETERMINED BY THE FOUNDATION ENGINEER, 5. ANCHOR BOLT PROJEC710ABOVE CONCRETE FINISHED SURFACE TO B 3" UNLESS OTHERWISE NOTED BY FOUNDATION ,SIGNER. 6. ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE OF +/- 1/8"IN ELEVATION AND LOCATION. 7. THE ANCHOR BOLT LOCATIONS PROVIDED BY THE METAL BUILDING MANUFACTURER MAY NOT SATISFY ANCHOR BOLT CONCRETE EDGE DISTANCE REQUIREMENTS DEPENDING ON THE DETAILS OF FOUNDATION DESIGN. IT IS THE RESPONSIBILITY OF THE FOUNDATION DESIGN ENGINEER TO MAKE SURE THAT SUFFICIENT CONCRETE EDGE DISTANCE IS PROVIDED IN THE FOUNDATION DESIGN. B. MINOR FIELD 'WORK OF STRUCTURAL SECONDARY AND PANEL/TRIM ITEMS MAY BE NECESSARY TO ENSURE PROPER FIT. SUCH WORK IS CONSIDERED WENWWILLANOTAHONOR OF BACKCHATAL RGESGFOREMINOR FIELD WORK. 9. THIS DRAWING IS NOT TO SCALE. )ING BRACING REACTIONS f Reactions (k ) Pan.A�5hear - Col -Wind --S.lamic - (Ib/H) me Line Hors Vert Hwz Vwt Wind Sale Not. 1 -_---- 82 1 3 72 1 C 99 1 (h) frame at endwdl $COLUMN LINE RIGID FRAME: ANCHOR BOLTS & BASE PLATES I'm Cal Anc.-Bolt Base -'late (In l Grout Line Une Qty Di. Width Length Thick (in) 2 C 4 0.500 8.000 10.00 0.375 0.0 2 A 4 0.500 B.ODO 1ODO 0.375 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc.-Bdt Baea-Plate (In Lk Grout Line Line Qty Dia Width Length (in) 3 C 4 0.500 8,000 10.00 M375 0.0 3 A 4 0.500 8.000 10.00 0.375 0.0 RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Line Cdumn -----Dead-----Collateral- -----Live ------ Wind-L.ftt- -Wind-Rl9rt1- --Wind-Left2- Line Hertz Vert Horiz Vert Hwiz Vert Hertz Vert Hwr, Vert Hertz Vert 3 3 C A 0.1 1 0.5 0.0 0.1 0.5 22 .0.1 -3.5 -6.8 2.1 -2.6 -4.1 -4.9 2 C 0. 0. 1 0.7 0.7 0.0 -0.5 2.2 -2.1 -26 3.5 -6.8 -1.5 -0.7 2 A -0.1 p.7 0.0 0.0 0.2 1.0 4.3 -5.1 -10.5 3.3 -4.4 -6.3 -6.8 0.2 -1.0 4.3 -3.3 -4.4 5.1 -10.5 -2.0 -0.7 Frame Line Column -WsdlGght2- Line Hertz Vert --Windlong1- --Wind-Lon 2- -Selamic-Left Sebmlc-Right 3 C 1.5 -0.7 Horiz 1.2 Vert -4.0 Hart. 0.9 Vert -3.5 Hwiz 0.0 Vert 0.0 Hartz 0.0 Vert 0.0 3 A 41 -4.9 -0.9 -3.5 -1.2 -co 0.0 0.0 0.0 OD 2 c 2:0 -0.7 23 -7.8 1.7 -8.8 0.0 0.0 0.0 O:D 2 A 6.3 -6.8 -1.7 -6.5 -23 -7.8 0.0 0.0 0.0 0.0 ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) F. Line Cal Line Dead Vert Cdiat Vert live Vert wend Left1 Vert wind Rlghti vend LwR2 Wind Right2 vend Press Wend Suet Wind L. wind Long2 S.I. Left 1 C 0. 0.1 1.22 -2. Vert -1.0 Vert -29 . Vert -1.8 Hon . -17 Hors 20 Vert -3.0 Vert -1.8 Vert 0.0 1 1 e A 0.3 D.2 0.1 0.1 1..2 1.2 -1..86 -1.8 -4.6 -29 -4.6 -1.8 -4.6 -2.9 -&6 -1.7 3.9 2,0 -4.3 -1.8 -4.3 -3.D 0.0 0.0 We F. Cal Right Line Line Vert 1 C 0.0 B 0.0 1 A 0.0 CNUVVALL L: ULUMN: ANCHOR BOLTS & BASE PLATES Frm Col Anc.-Bolt Safe -Plate (in) Grout Line Line Oty Did Witlth Length 'Thick (in) 1 C 2 0.500 3.250 6.000 0.375 0.0 7 B 2 0.500 3.250 6.000 0.375 0.0 1 A 2 0.500 3.250 6.000 D.375 0.0 Building reactions are based on Me fall.y'I building data: Width `ft() = 25 Ed atxe�gnt (tt) = 14 / 14 Cdlat�not le LoaPtl( pye ? 00 / z.o:,z Roof Uwe Load (Pew 20.00 Roof Snow Load (Pq �O/ 0 �, r Wlnd $pwed(mph) 160 Wind Code FBC 14 '($ -Wind Ex re C m o T $$ ^ Clwatl/Upon Cl..d Jmpwtan- Sal 1.00 Saoismic Design Category A aiemic Co Coeft (Fa-S. eSsl - 0.090 7.oad Combinations ----------------- j DL+CL+(LLWLw SL) ®� FL R� . & of++cL+0o:7' 0Q)1M-+0.75(LL or Sy ✓ .,` DL+D.7s(0.75EIS)+0.75(LL or SL) 0.6DL+0.6WL ,1 0.6DL+0.7SEIS U.S. METAL BUILDINGS 1CUSfOrner: TIMOTHY KUHN DEERFIELD BEACH, FL 33441 FORT PIERCE, FL 34947 Drafter: SMM Date: 3/ 8/16 Designer: RA Date: 3/ 8/16 Detailer. VC Date: 3 8/16 Sales ID: Factory ID: Checker: JP Date: 3/ 8/16 1 001 824 OR BOLT DETAILS & REACTIONS I Sht E2 of 12 RC 4 1 /2" Oa. PBR. Oalvalume ploi� 26 " 3•_9 55 3._11 51/16 RIGID FRAME ELEVATION FRAME LINE 3 X-9 11 X-11 41 2"'L,, 12 CONNECTION PLATES ❑ ID Mark Part 1 CL1-1 2 CI-1-2 3 CI-Cl 03 4 CLC102 CLC001 878 q fY RC 12'-12'-5 1 2" 1/2" Plain 1011/16" 1'_ Z6 Go. PBR, Golvalume 3,_ 3'-10 11/16" 4 3�_g 11/16" 3'-9 11/16" S -11 11 /16" 3'-11 11 /1a" 2"� 12 m tV RIGID FRAME ELEVATION: FRAME LINE 2 CONNECTION PLATES ❑ ID Mark Part 1 CL2-1 2 CL2-2 3 CLC103 4 CLC102 5 CLCO01 \\\� �,HU7CK�/lll \\\ C1\� - * /ter \may, j 4`GENSe o O B7s Q �m + jLu — TABLE LINE A & C PART LENGTH 1 Sx275C16 7 —1 1 2 35'-0" OUT —TO —OUT OF STEEL 3 rDH-1 8x275C15 13'-3 3 8" 8x275C16 3'-3 1/ 8x275C16 11'-11 1/2" —6" 17 —6" 8x275E16 17'-0 13//1617 8x275E16 16'-4 5/8" 8x275E16 17'-0 1 /16" G-5 8x25Z16 17'-0 13/16" LC CLCO25 CLCO25 A. G-6 G-7 8x25Z13 17'-0 13 16" 8x25Z15 16'-4 5" /8153/16" 7'-6" SW GIRT G-8 8x25Z16 6/ m 6 G-9 8x25Z16 1-1 1 I G-10 8x25Z16 2'-4" —5 G-8 L-J P—i T P-2 T EL G1 ER-1 ID RF2-2 Li ID G6 d P—g Typ ER-2 1 P-2 Typ RF2-2 IE L- 1 11 L- ROOF FRAMING PLAN GENERAL NOTES: MINOR FIELD WORK OF STRUCTURAL, SECONDARY AND PANEL/TRIM ITEMS MAY BE NECESSARY TO ENSURE PROPER FIT. SUCH WORK IS CONSIDERED A NORMAL PART OF METAL BUILDING ERECTION. WE WILL NOT HONOR BACKCHARGES FOR MINOR FIELD WORK. Q J RF1-2 RF1-2 RF1-1 RC H (12) P-2 8x25Z13 16-4 P-3 8x25Z13 17'-0 E-1 8x275E16 17'-0 E-2 8x275E16 16'-4 F-4 Rv975171R 17'-f1 ROOF SHEETING PANELS: 26 Go. PBR Galvalume/Plain U.S. METAL BUILDINGS DEERFIELD BEACH, FL 33441 Drafter: SMM Date: 3/ 8/16 Detailer: VC Date: 3 8/16 Checker: JP Date: 3 8/16 ROOF FRAMING 0114i1111///F, 70878 0 0V�e FORT PIERCE, FL 34947 Designer. RA Date: 3/ 8/16 Sales ID: Factory ID: 01-1402 001824 Sht E7 of 12 TR042 ® S-10" TR041 0 3'-7" 0 v o TRIM DETAIL LAYOUT FOR 3'-4" x 7'-2" WALKDOOR (1 REQD.) 0 N 0 TR100 ❑E I TRO60 0 11'-10 1 TR100 7❑ I I r I •0 I I I O I O I O I O I O I O I O I O I O Sol O I I I I I I I I I I n TR100 ❑E (3) TRO01 0 11'-11" 1' LAP SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Go. PBR - Light Stone 0 11'-10 1 o I 0 I 0 0 0 0 E r TR042 012'-6" TR041 012'-3" I I N I INN (00 INO iltlt 00 II� P� TR100 7❑ --------- ---_--(2) TR0O1 010'-41/2"1 LAP TROO1 0 2'-11" SIDEWALL SHEETING & TRIM: FRAME LINE C GE N ER AL NOTES: I PANELS: 26 Ga. PBR - Light Stone MINOR FIELD WORK OF STRUCTURAL, SECONDARY AND PANEL/TRIM ITEMS MAY BE NECESSARY TO ENSURE PROPER FIT. SUCH WORK IS CONSIDERED A NORMAL PART OF METAL BUILDING ERECTION. WE WILL NOT HONOR BACKCHARGES FOR MINOR FIELD WORK. r, N 0 f5 N N O F5 GtHU Cyy11, �QO , `GENSp `rOy/i — '0 S'TA U.S. METAL BUILDINGS Customer. TIMOTHY KUHN DEERFIELD BEACH, FL 33441 FORT PIERCE, FL 34947 Drafter. SMM Date: 3/ 8/16 Designer: RA Date: 3/ 8/16 Detailer. VC Date: 3 8 16 Sales ID: Factory ID: Checker: JP Date: 3 8/16 01-1402 001824 SIDEWALL FRAMING Sht EB of 12 DECAL TR101 p 0 ® 12 -�" L T I� n j I I in (2) TRO01 ® 12'-9" Y LAP 1' LAP ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Go. PBR — Light Stone DECAL TR101 OI - �,— I 1' LAP 1' LAP ry TRO42 0 14'-6' TRO41 0 14'-3" e x I N N I c lo� oI 1° INN ' _NI I®® ®®I INO O NI I00 00 I him_1 — _ _ _ — — — — _ — — — I T1 TRO01 ® 5'-8" TR001 ® 5'-8--:J ENDWALL SHEETING & TRIM: FRAME LINE 3 PANELS: 26 Go. PBR — Light Stone GENSBhyO i S i � r " TEO FL . L4.;.. ///I�SIs/ONIR, �� C1C055 a CLC103 ASS �7 (2) #22ZS. % 1 1/2' S.➢.S. A32.0 x Y A325T BOLTS 4• (2) p12 x 1 1/2' 1/2.0 z 2' 325T X A. R325T BOLTS SIDEWALL GIRT PURLIN (TYP.)(U.N.) S.DS SA A325T BOLTS (TYP.) SA — — — — — � PURLIN � CLa062 EW COLUMN o^ CLCO89 (SE I � � � O — — LM62 CLCO62 i ROOF FRAMING 1 �1/2'0 X 2• PLAN FOR I A325T BOLTS I O--- O O O O O O O LOCATIONS O O CLC055 O CLC054 ---------------- I IF REQUIRED) _ ENDWALL o O O O 0 ENDWALL --- �— — _ RIGID FRAME — — — — — --- O O O 1 0 0 0 0 I O a 0 o ap RAFTER O O o 0 0 0 0 � 0 0 0 0, 0 O 4, ENDWALL RIGID 6) 1 DOOR JAMB Q Q FRAME RAFTER BOLTS CLC081 I O II e' GI ENDWALL dRT ENDWALL qRT O O CORNER COLUMN ]A325T I I I I V/ c(6)6)I Ve-0 x 2e CLC053 BOLTS (TYPJ DOOR JAMB A325T BOLTS ENDWALL GIRT AI PURLIN TO ENDWALL RAFTER AS DOOR JAMB TO ENDWALL RAFTER SS DOOR JAMB TO ENDWALL RAFTER CI ENDWALL COLUMN GIRT CONNECTION DI CORNER COLUMN GIRT CONNECTION (TYP. �^ 1/2-0 X 2' SI➢EWALL A325T BOLTS (TYPO GIRT C C102 FOR IV BASE SPACER OLCO89(TYP.) CLCD55 ENDWALL COLUMNJANCH OK SIDEWALL CLC001 FOR 12' COLUMNS ODOR JAMB SCL-I a'S) COLUMN RF ENDWALL C0.UIN („� 1/2-0 OR// BOLTS CLC008 FOR 6' JAMB1/2.0 OO CLCO56 A3' T BOLTS x 2' �A325 BOLTS ANCHOR BOLTSCLC089 O O (TYPO(UA.) 4 S (BY OTHERS) CLC089 O� O D 0 AS)2Si 4• (� O HERS) 1/2Y x 1 1/4' (NS) (NS) BOLT52• 2• FINNECK BOLT a — _ 2, VITH NUT N CLC0H3 ENDWALL Q 0 0 _ RAFTER (SINGLE CEE) (A325T BOLTS 2/ CLC061� 1/2• �1-1� 2 SA6' 2 SA6' I ENDWALL GIRT CLCO83 SA (2) #12 x 1 1/2' I ENDWALL COLUMN SX.S 02 CORNER COLUMN GIRT CONNECTION E1 ENDWALL COLUMN BASE SECTION E2 SIDEWALL COLUMN BASE SECTION E5 DOOR JAMB BASE SECTION F4 ENDWALL RAFTER PEAK CONNECTION 2.0 z 2' 25T BOLT PURLIN (�•) CLC089 (SEE ROOF MAIN FRAME 1/2.0 x 2' COLUMN A325T BOLT WASHER FRAMING PLAN GIRT WITHWASHER FOR LOCATIONS GIRT LIN IF REQUIRED) O 05)4TH O Q Q Ooo ` O\GdCO55 _ _( 1/2.0 X 2• A325T BOLTS�TIgD FRAME RAFTER/ RAFTER (TYP.)(U.N.) CLCO55 1/2'0 X 2'[NDWALL CLC055 A325T BOLTS_ (SHAPE MAY VARY) MAIN FRAME (TYPJ �, * ` SPACER PLATE SPACER PLATE - TE O /44, : . GI PURLIN TO MAIN FRAME RAFTER G6 PURLIN CLIP DETAIL H1 GIRT TO MAIN FRAME COLUMN U.S. METAL BUILDINGS Customer. TIMOTHY KUHN DEERFIELD BEACH, FL 33441 FORT PIERCE, FL 34947 Drafter: SMM Date: 3/ 8/16 Designer.RA Date: 3/ 8/16 Detailer. VC Date: 3 8/16 Sales ID: Factory ID: NOTES: 1.) ALL SCREWS ARE WITH WASHERS Checker: JP Date: 3 8/16 01-1402 001824 UNLESS NOTED. DETAIL DRAWINGS snt E10 of 12 --J ) #12 X 1 1/2' D.S. VE STRUT—,,, ) 1/2.0 X 2' 25T BOLTS YPJ(U,N,) DWALL -- r(N.S.) FTERCLCOCLCOL CLCOCLCO(12) A32CLC 2'CORI A325T BOLTS CORNER COLUMN I6 CORNER COLUMN TO ENDWALL RAFTER I6S CORNER COLUMN TO ENDWALL RAFTER END DF SA 1/2.0 x 1 1/4' FINNECK BOLT EAVE STRUT WITH NUT DOOR JAMB CLCOU CLCE12 (N.SO rCLC213 (F.S.) 0 O jo — X_»-'9 + O O ENDWALL GIRT (2) N12 x I V2' MAIN FRAME EAVE MAIN FRAME S.D,S SA RAFTER EAVE STRI STRUJ"TPR RAFTER E O 0 O OOO O x2' C C303 WIT1/402 WITH A325T BOLTS CLC303/CLC302 WITH FINN1/2'X 1 1/4X 1 1/4' 1/2'0 X 1 1/4' FINNECK BOLTIFINNECK BOLTS ECK HOLTS li1/2'0 XI MAIN FRAME A325T BON FRAME COLUMN UMNME 24 EAVE STRUT TO ENDWALL RIGID FRAME FIELD LOCATE Be DRILL 9/16'0 HOLES AS REVO FIELD CUT HEADER 1/2.0 x. 2' 2' 4' 2' AROUND GIRT L6S m(4)1/2*0 CATE & DRILL 7'-B' GIRT 1/2"0 x 2' OLES AS REO'D A325T BOLTS (TYP) (U.N.) k GIRTCLCO25 HEADERCLCO25 1/2*0 x 2• REO'D)_ A325T BOLTS p'C�2 HEADER (TYP.)(U.N.) 0 x 1 1/4• JAMB SUPPORT ANGLE DOOR HEADER A307 FINNECK BOLTS SA (FIELD MODIFY TO FIT) (4) x 1 1/4' CLC062 WALKDOOR JAMB A307FIN FlN NECK 1/210 X 2' BOLTS A325 BOLTS I WALKDOOR JAMB (TYPO DOOR JAMB JAMB r DOOR JAMB TO GIRT CONNECTION 1/2.0 x 1 1/4' FINNECK BOLT WITH NUT�� CLCO25 I '0 x I A325T1/2BOLTS DOOR HEADER JAMB V K3 DOOR JAMB T❑ GIRT CONNECTION L1 DOOR JAMB TO EAVE STRUT L6 DOOR JAMB & HEADER TO WALL GIRT 66S DOOR JAMB & HEADER TO WALL GIRT M1 HEADER TO DOOR JAMB CONNECTION 1/2'0 v 2' A325T BOLTS fA/325T LE CHAUNCH ER PLATE 2OLTSHERS (TYP.) C FRAME 1/2'm x 2' A325T BOLTS WITH WASHERS (TYP.) DOUBLE RAFTERS U12 MAIN FRAME RAFTER PEAK CONNECTION H U Tl'F//� ///� s i j�'�a`��•�FILOR��P•'a U.S. METAL BUILDINGS Customer: TIMOTHY KUHN DEERFIELD BEACH, FL 33441 FORT PIERCE, FL 34947 Drafter: SMM Date: 3/ 8/16 Designer:RA Date: 3/ 8/16 Detafler: VC Daie: 3 8 16 Sales ID: 01-1402 Factory ID: 001824 Checker: JP Date: 3 6 16 DETAIL DRAWINGS Sht El of 12 INSIDE CLOSURE W #12 z t 1/2' #12 X t 1/2' S.D.S. RS875D OR RS200D p TOP OF CLOSURE S.D.S. RAKE ANGLE #14 % 7/8' S.D.S. #I2 X 1 1/2' S.D.S. (SEE SHIPPING LIST) ROOF PANEL (1'-0. D.C.) WALL PANELk:T' ANGLE D.C.) TRIM TROB RSIDD 3• ROOF PgNEL #12 X 1 1/2 HEADER WALL PANEL S.D.S.ATION INSIDE CLOSTHERS) DOOR JAMB I�j1 TR06P TRD42 p 8' JAMB #12 X 1 1/2' #12 x 1 1/2' OUTSIDE CLOSUR WALL PANE S.D.S. S.D.S. �#12 D.C.) (Y-0' O,C.) x 1 1/2' #14 x 7/8 S.D.S.INSI➢E S.D.S. (1'-0. O,C.) CLOSURE #14 X 7/8' S.D.S.TR001 TRIM TR090 TR042 p 8' HEADER TRIM TRO91 OUTSIDE CLOSUR EAVE STRUT #12 % 1 11 S.D.S. MUST BE g0E0UATE #12 % 1 1/2' S,D.S. (1'-0' MCI) WALL PANELBASENOTCHESIST DETAIL THE LOADS WALL PANEL 1 1/2• IN THE REACTION REPORT QF APPLICABLE) T1 BASE TRIM SECTION Trim_1 DOOR JAMB TRIM Trlm_2 HEADER TRIM Trim_14 EAVE TRIM SECTION Trim_35 RAKE TRIM SECTION ROOF PANEL ENDWALL TROSO TRO60 RIDGE CAP PANEL CORNER #14 X 7/8' S,DS, (1'-0' O.C.) TR101 TRIM TRO20 TR100 TROSO DECAL ENDWALL SIDEWALL SIDEWALL PANEL PANEL PANEL TRO20 Trim_39 CORNER TRIM SECTION BUILDING CORNER DETAIL PEAK DETAIL VA���AIIIIIII���. HJTCy�/4�5,