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Home My WebLink AboutEngeering Plans""MNIP 1.0AI7 COMPI.IANI Gesiill Parameters and Assump:,Il Used; I. Jurisdletbn; 5alrlt Lucie Cantu, 2, Florida Putldo-aq Cade 2014 Edition with N/ A Supplements al AxC .7-10 3, DUIIJlnq Design Its Fndo7 X Partlallq Fncloi C7pen Eulldlnq' 4 Pisk Categoi X 1 ill _ IV Exposure Catcgl 5Design''Mind VelccF;o; 160 MPH ( D sec gust) SSG J-t,'FD Wil of "end Zcne'._<q'—J�, 5.1 6aslc Wind Pressure: 64 psi 6Mean Roof Helghtl N/ A Paf PLhN A Parapet N/ i V. OMINwe&s & Cladding Geslayl Pre5sare Used; ( P5F, based on Actual 5' 0 DO' MPH ( wore+ case) Zoe IN A Zone 2N/AZoe 5N/A Zoe 4N/AIZone 5N/A Garaged/A PSG 8, Design Loads Floor/ bead 25 P5F Glcor/ Live 40 757cof/ Dead 10 P5F, P f/ LNe 50 P5F 6alconu N/ A P5F, Pock N/ A p5' Y)eck N/ A P5F, 5talro /V/ADS', Fence N/ A P5F, Railing N/A PL 9. Shear Walk Considered for 5tru6+ure? Yes _X No (if No, attach explanation) 10CGrltlnuas Ladd Path provided? Yes Y —No if No, attach evplanaticn) 11. I lqn Soil 6earinq Pressure; V/ A P5F Sall Pohl Required Yes X No ( Dosed upon seirloli 18052 teceptlat) NOT 5; 5TPJCTUPAL 1.UMPEP TO 6E HFM-FIP #2 GPAPP OP 6FTTFP WITH 1000 MIN FIDFf. 5T i V&I.9 2. CONOP t 5-A65 AND GGOTFP5 5'IAI-L 6F 3000 P51 MIN. 5. PFINFOPONG STFFL 51'AI-I, EN GPAPF 60 OP 6FTTFP WITH 501l OVEPLAp MIN. 4. CONCH r COVFP OV^P PrINFOPCING 5TFFL 5rAsi 6F 511 MIN. 5, ALL 0MPOIKFNf4 OF 1N15 5'2Lir %P. HAVE nlFN DESIGNED OP 54ECrFP fo MENf THE ULIIMATE GFSIGN WHP 59NED PFP'PC 2014 6WINDOW AND POOP A5-riki COMPONENTS f0 6E CEPTIFIFG Dy Ml FOR WING FOPCE5 OF `-N F% 2014 PFP WING LOAD COMPLIANCE CF56N PPE55UVD5 9, FOP DETAILED ATTACHMENT METHOD FOP.WINDOW5 AND GOOFS 5EE ATTACHED PPODUCf P.NVIEW AFFIDAVIT 85 ARF ATE AY6E P4fE, IiHOU OMM�N PLANS TO 5-IOW: I 516NATUPE AND SFAI.OF DESIGN PPOFFSSIONA 2. COGF ANG EPIIION JSED FOR DF516 d 3DF516N PAVE WIND 5PNFD 4, HEIGHT A60VF GPGUND (if applicable) K UI Building PermitIt Owners Name Thomas Parker ApplleanC New WnstruRlpn Opening ID Produet Wlntl Pressure PSF Manufaourer N.O.A/pwdutt A mwl Model Number Glass T a Rough Opening WBH) Quantlt Status. Method of Attachment (mesa notes should be used I ntantlem with protluctspedfi'i drawings) Field Pressures Appr wd pressures Dl Doar -6Z94i.o -6555 leld-Wen 13,0124.05 9079)) NA 375"x Bll5" 1 New Door Use attaphad manufacturer buekdetall - see NOA a e3of9 32 Doar -62.6/38J .49/A3 lenus 151120.Bs Sg. NA 13.5'x 12.5' 1 New Door use anamad mawraemrar buck datau - sea NOA page 2Df2 I here roi the sent temperature nraadmng and l haw appmead theiruse to this structure. These products provide adequate resistance to the wind loads and forces apeaned bveurnent code provlalons. seal Names lather Osnems Signature CONT IFC OP TO VFPIFY ANCHOP 6O,f THRFAP LENGTH PROVIDES LANDING fO DADE Pi 411 B I 7 24° LEND N of # N ii GPADF bo cFNTEREG ON NCHOP ON ADOL' TO 6N U5ND FOP or FOP COPNFP ANCHGPS PROPO�eG y I ,:a .. < o °�1,— N A ° d ° • ° A be 2911 LFNGiHOr #5 PE6AP GPADE 60 Cc NTEPSG ON ° ANCHOR L FFrf& - AP 2 5NF ANCHGP DETAIL A 6 FOP EGGS G15fANCF ANCHOP DOLT( PJ ° 6' a FPOM CENTEP OF 60i I' ° C5" ORBit - n °. be A. p se Bal 30' gm Mt^ OP PEfk "All zevl �7-5E' n00p 5CHec e jl� MIEHGP 9EfPJt "Ps GMVI P2- FaaaPxw-,PLLr, >L >v gim NJETiQK PEf& " " 0 ANEHGk PEf& "A" FOUNPAION ANb FOOFp FI AN III its 16 J5D ONLY FOP ANCHOF DOLT DF'AIL " " AS SHOWN ON 6UII,DING P'.AN 9HFNT N-2 J5E FOP ALIL ANCHOP 6OLf DETAILS EXCEPT DETAIL IIEII , g loll I -60Lf CGhTACTOP fO VERIFY T-PFAD LENGTH 4) # 5 PF6AP GPAGN b0'M N 2 " 0'' OVF O SI F COPNENNP5 @ 81," :PACING N4M91F%G CLFAP.ANCF FOOV P� All. - FPI lu_11 2 PACK 51 ril ANCtIGp� fiAlt I IPI OLYMPIA 5TFFL 6UILnIN6 (D" I.7MEP5) FINIS -!FP FLOOD ELEVATION: 14.Of 9 "�Y HCNOK>7ELVt nEllgim C=1 M yy t39 C" C r r W � t mn � M z o/ OT�fCNOpGEtOJt Ilbl, �, � � O , n O z a � yyy p m b S m r 2 m d IC L<0M 9 a N 4! N N 1~m<N n F yn --f n i-rm-OO O T m O g= 9 n�onn m ci r vz= o a cTm v0 a o mcm cOMmoANCHOFOe%"E'l �m00ED 9 41W = wE pz nefr�' IEn e o m x =m0 FPON151PD1vi ' GFfAIL A61 3000 P51 C MIN.) FI6NP MIX CONCErN / WITH 6X6-WI.4X@I A AT TOP TNIPP OF 5.A6 DEPTH TO° OF PPOPosED 5-AD IIf 3011 II I CONC S.A6 6 MIL Vl5Q1FFN W 12" TVDV AT JOINf5 2, TFRMITE TPFATFD FILL 3 COMPACTION fO MIN, OF 9DY GF A5fM GI55' MAX DFN51fY 4. MIN. COMPACTION DENSITY STALL PD 2500 P51 0 0 N U 0 Nl N O �i a u 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.'. —American iron and Steel Institute "Specification for the design of cold formed steel structural members" 2007 edition. —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, Latest Edtion, section 8.1, unless noted otherwise. Bolts in standard holes do not require washers per section 6. 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 manufacturer's 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, floshwork 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 EXCEPTIONSM DESIGN LOADING This structure is designed utilizing the loads indicated and applied by the FBC 2014(IBC 12) 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 25 PSF Ground Snow Load 1.00 Thermal Factor (Ct) 1 Snow Exposure Factor (cc) 161 MPH Wind Load Exposure C (if applicable) 2,000 PSF Dead Load (Metal Bldg. Weight — Purfirs, Panels, Etc.) 1 PSF Collateral Load (Ceilings, Sprinklers, Etc.) 11 — Norrnal Risk Category is L0000 le 1,00 SEISMIC DATA : 1) Mapped Spectral Acceleration for Short Period, Ss 0_05 2) Site Coefficient, Fo 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 = Egy_valent Lateral Force Engineering Seal This certification covers parts manufactured and delivered by the manufacturer only, and excludes parts such as doors, windows, foundation design and erection of the building The buyer is responsible for ensuring all specified loads are in complrance with regulatory authorities. DSN: RA DWN: SMM REV: DIET: VC CHK: NP REVISIONS %J1111,Jrrrrr NO. DATE ��GQIAO Ih t"41.1 %E N SNo F•. �, 5't935 * a- :. 1 .53 STATE OP �`SSfONAL, JAN''rrpOtl'`\ SCALE: PROFESSIONAL ENGINEER NOT TO SCALE DRAWING INDEX CS-1 Drawings Cover Sheet CS-2W Fastener Schedule El Anchor Bolt Plan E2 Anchor Bolt Details & Reactions E3 Rigid Frame Elevation E4 Sidewall Framing E5 Endwall Framing E6 Roof Framing E7 Sidewall Sheeting ES Endwall Sheeting E9 Detail Drawings E10 Detail Drawings Ell Trim Drawings These Drawings are for : XConstruction ❑ Approval * ❑ Permit ❑ Anchor Bolts & Reactions * 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'. FBC product approval numbers: FL19604 & FL19606 DRAWINGS COVER SHEET fIVMCK : THOMAS PARKER 6100 OLEANDER AVE, FORT PIERCE FL 34982 COUNTY : SAINT LUCIE COUNTY OLYMPIA STEEL BUILDit� 400 ISLAND AVE /'� MCKEES ROCKS PA 151=3 '" 02 DATE: JOB NO: SHT. NO: 1/25/17 1 002593 CS-1 r 1 JJf�1� �r►!I i►irii ►rrs w 7 9 a" a s w s D? � C7 W Z II '• II '•.. • CG �` �� OF a CL `� ZL-© _Q O Z F- 0 p I R V) ul z_ („ W LLJ J W F- Z aD y W L(w9 WG Gz 4 0 3 U W _ z O d 7 r W V LLJ Q w FwF� Z w En ` •Y Z a o 0 U O to � W a W w WR. 41iP, Z N W �a �a aJ o� o ZW �a Jw_ oNC" raa O Q �o. W U JW (oW Z to O N Kp a yQw � m la © � C V dl a A Q s Z W S w� J a ? � a 1 30'-0" BACK SIDEWALL OUT —TO —OUT OF STEEL 3 0 Dfa= 1/2" E00 QO J �rL � `�� C�`,��GENSF•. o N0 5gg35 c _ STAT 0c� F4 0 R S'3 �O N A� E JAN282W A 1 2 3 FRONT SIDEWALL ANCHOR BOLT PLANZoq NOTE: All Base Plates ® 100'-0" (U.N.) %� OLYMPIA STEEL BUILDINGS Customer: THOMAS A E MCKEES ROCKS PA 15136 FORT PIERCE rL Drafter: SMM Date: 1/25/17 Designer. -RA 1/25/17 Defaller. VC Date: 1 25 17 Sales ID: actory ID: Checker. NP Dale: 1 25 17 02593 ANCHOR BOLT PLAN Sh Et of 11 J W !/7 2 15'-0" "—' 60� A � C 6"' LLJ3 x� I D B v 0 1y D l o I ua LJa A aETb C R a) U) 1 '-0" 5'-0° 2" A B 2 F3 1��4•� I I Or® 90 See Plan DETAIL E Dlo= 1/2" -Pa77 °ra 4" In °r0 O 4" 2" L�" 2"N--I �_j2" EW L 3-4" DETAIL, OF FIELD LOCATED WALKDOOR LOAD CASES WIND_0 = WIND LOAD FROM LEFT CASE 1 WIND_R1 = WIND LOAD FROM RIGHT CASE 1 OAND_LN1 = LONGITUDINAL WIND CASE 1 SEiSMIC_L = SEISMIC LOAD FROM LEFT SEISMIC_R = SEISMIC LOAD FROM RIGHT SEISMICLN = LONGTUDINAL SEIMIC LOAD F1UN0_SL..,L = FRAME 1 UNBALANCED SNOW LEFT SIDE F1UNB_SL_R = FRAME 1 UNBALANCED SNOW RIGHT SIDE F1CRANE 1 = FRAME 1 CRANE LOAD IN POSITION 1 DRIFT = SNOW DRIFT LOAD SLIDE = SLIDE SNOW LOAD ed on 30 30 14 1 / $ail 2. 7 Im MC 14 0.G96 Load Combmodone DL+CL+ELL a SW _____ DSIM+ .8 DL+cL+a76 s.s wtw.75(u a s� OL+0,76(O +0.759 or SL) DSDLL+D.7W9 $ QCOLUMN LIM RIGID FRAME: ANCHOR Sam & BASE PLATES Frm Cd Ana.-Rdt Base -late (In 1 Gr t Line Line Oty She Wldih Length Lk ( 2 E 4 0.500 8.000 10,00 a375 0.0 2 A 4 MOD 8.000 10,00 0.375 0.0 1 ARE CONSTRUCTION NESPONIUTUBIT THRESPSBTY MANUFACTURER. RIGID FRAME: BASIC COLUMN REACTIONS (k ) 2. THE BUILDING REACTION DATA REPORTS THE Frame Column ----- Dead -----Collateral- ----- U--- - ----- Snow-----WIM1oR7- -N9nd-Riohti- LOADS WHICH THIS BUILDING PLACES ON THE Lino Line Hartz Vert Hark Vert Hertz Vert Hods Vert HU12 Vert Hartz 9vt FOUNDATION, 2 E 0.2 7.0 0.1 0.3 1.4 6.6 1.2 4.9 -6.2 -12.9 2.8 -6.6 2 A -03 1.0 -0.1 0.3 -1.4 6.1 -U2 4.9 -2.8 -6.6 6.2 -12.9 S. INS SPECIFIED ANCHOR BOLT DIAMETER ASSUMES ASTN A307. ANg10R BOLT MATERIAL OF FOIfAL Frome Column Line UM --Wind_Lat2- Hod2 Vert -W1ndJ6 t2- Herb --tend-L - Wlnd_tan -Sakmicyelt Saiemlo-RI 9k t poMMMMgg77EERR 1; 0 A� EXCEEgNO 7ryE SiRENOat ftE9UIRfMEN75 'Es r PORTH ON THESE DRAW7NG5 2 E -7.1 -810 ert 1.9 -1.8 Hsrix 1.7 -10.3 Hadz TO Ve -&a Hadz 0.0 Vert 0.0 Hartz 0.0 Vert 0.0 MAY BE U71UIIIf AT ME OSCRETI@I OF THE 2 A -1.9 -118 7.1 -BA -1.D -518 -1.7 -1013 0.0 0.0 0.0 0.0 FOUNDATION OWGN ENGINEER. "____ Cal 4, ANCHOR BOLTS TO BE SUPPLIED BY OTHERS DETERMINEDLTBY EMBEDMENT OUNDLATTION ENGINEER & AFFNNg8CCSSHOR SOLT PRO=TWN ABOVE CONCRETE MOTED BY�F UNWTTIO N DESIgffRESS OTHERWISE 6, ANCHOR BOLTS SHALL BE ACCURATELY SET 70 A ZOLLO AAAN OF +/-��1/B' IN ELEVATION 7 MEiN. BTISIFYDILRN6 M.WUFACTGMS P NAYEFNDOTY THE REW�IIR�ETM7pE�N7p5EDgEPE�NIOIti�f3 N7ONJ TgN�ESEpDp�AyDps'ry E 0�7HE Pg1NDATIDOfj DESGN ENgNEER TD ULtAKE SURE THAT SUFHgENT CONCRETE EDGE STANCE IS PROVIDED IN THE FOUNDATION DESIGN. 8. MINOR FlElO WORK OF $7RUCNRAL SECfINOARY AND PANEL/BtIM ITEMS NAY BE NEICE53 RY iD ENSURE PROPER Fl7. SUgt WORK L4 OERED tA1f L N07 HTOaO�R BACKg1�.1IRGIN F OR HELD WORK. 9. THIS DRAWING IS NOT TO SCALE. rk Reactions (k) Pagel a - Cal -W1nd --Sekmlo - {b t Im Line Hors Vat Hon: Val Wind le at I 3 44 0 E 90 1 �p�\C' No 58935 STATE OF TES ( O.R C, JAN 2 8 2017 omn-MINSNOW-- FIUNB.SL1- FlLWB_S-R- Line Hak Vert Hart: Vert Hartz Vert E 1.4 &6 1A 5.1 1.1 2.0 A -1.4 5.8 -1.1 2.8 -1.1 &1 ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) Wlna WMtl Wind We Wind Wend VAld Wind Frm Col Dead Vert Calat Vert Lin Vert Snow Vat Leltl Right! Lang Rlght2 Prose Suct to I Long2 Line 1 Line E 0,1 0A 0.4 0.3 Vert -1.0 Vert -0.4 Vert -1.0 Vert -0.4 Ham -1.3 Harz 11 Vp -1.1 Vmt -0.gg 7 D 0.9 0.7 1.9 1.7 -5.0 -as -&C -&6 -&0 3. -4.8 -3.4 1 B 0.3 0.7 1.8 1.7 -&$ -6.0 -3.5 -8.0 �T.O 3. 1 A 0.1 0.0 0.4 0.3 -0.4 -1,0 -0.4 -1.0 -1.3 1.4 -me -1.1 Selz Sale Cof �1 Veert -Ham EfOW2B-V�L- LLiinne e ur, Ho' Vert 1 E 0.0 0.0 D.0 0.4 0. T1t- 0.3 0.0 0.0 1 0 0.0 0.0 0.0 1.9 MS 2.1 GO Me i B mo 0.0 0.0 1.9 0.0 0.8 DO 2.1 1 A 0.0 0.0 0.0 0.4 DO 0.0 0.0 0.3 MAd Wind Wind Wind Wind Ed Wind Wad FM CaT Dena Ct lot Uve Sam LOU Rightt I.eR2 Ryh12 Rene SuoI Lon�i Ce�2 Una Una Vert V Vert Vet Vert Vert Vert Vert Hors Hat 3 A 0.2 1 1.2 1.0 -&D -1.9 -3,0 -119 -2.0 2.3 -3.1 -1.9 3 C 0.4 all 22 1,9 -4.9 -4.8 -49 -4.9 -AB 6.0 -4.8 -MS 3 E 0.2 Q7 1.2 1.0 -1.9 -3.0 -U9 -3,0 -2.0 2.3 -1.9 -3.1 sets Sets FM LFn Left Right -MIN-SWW--E2U_NB-3__L- E2UN831Jt- 3M Dina V0.0 QO QO V12 Here V12 H0.0 as 3 C 0.0 GO 0.0 2.2 0.0 7 a0 1.7 3 E 0.0 0.0 0.0 1.2 Do 0.3 0.0 1,2 ENDWALL COLUMN: ANCHOR sous & BASE PLATES Frm Got Anc._,.Wt Base -Plate (M1 Ct l Line UM Oty Dio Width Length 7hInk `I,II 7 E 2 0.800 325D 5,000 0,375 010 1 D 2 0.500 3250 6.000 0,375 OA 1 R 2 0.500 3.250 6.000 0,375 0.0 1 A 2 0,500 3.250 6.000 0.375 0.0 3 A 2 0.500 &250 6.000 0.375 0.0 3 e 2 MOO 3250 8,000 a375 0.0 3 E 2 MOD &250 6.000 0.375 0.0 OLYMPIA STEEL BUILDINGS Customer: THOMAS PA MCKEES ROCKS PA 15136 FORT PIERCE FL 349 Drafter: SMM Drafter: SMM Date: Date: 1/25/17 DeslpDenRA /17 DetaHer VC Date: L 25 17 Sales ID:y ID: 593 Ida Checker. NP Oafs: 1 25 17 WCHOR BOLT DETAILS & REACTIONS 11 LANGE BRACES: Both Sides(U.N.) FB21.5B(1): 21.5= length (in), (1)=one side B — L2X2X10G 1/2° 4 12 Q2" _�(1)F621c 1i F02 F8I6(1) IM 2 ��{7) F827,5�{7) F921.5p'1) �Q- 1 GQIAOy .• �� .•�,\GENSF•. No •58935 STATE OF IJJ � �.O�F'< O R JAN 2 8 2017 RIGID FRAME ELEVATION: FRAME LINE 2 2"b, 12 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. EC-4 RF1-1 GIRT a'-G LAPS 2'-G• SIDEWALL FRAMING: FRAME LINE A EC-5 t-i axuotro i•r^I_I t E•-2 8x275E16 14'-11 1 G-4 6x25Z16 16'-11 1 G-5 6x25Z15 16'-11 1 G-6 6x25Z16 16'-11 1 (QIAO tZjy'�,,� , No 58935 .* 9'•• STATE OF P 4.. �4"''11iO N A; E �a`• JAN 2 8 2017 EC-5 RF1-1 EC-1 GIRT 21.-0. LAPS SIDEWALL FRAMING: FRAME LINE E OLYMPIA STEEL BUILDINGS Customer: THOMAS PARKER SMM Date: 1/25/17 Designer: RA VC Daie: 1�25 17 Sales ID: NP Date: 1 25 17 SIDEWALL FRAMING I ENDWALL FRAMING: FRAME LINE 1 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 2"b 12 CR-1 FIELD 3472 WALKDOOR FRAMED OPENING DETAIL (1 REQUIRED) (4" GIRT) (A) ENDWALL FRAMING: FRAME LINE 3 4 A325T 8 A325T 2" EC-3 x28C14 O 14"-3/4" EC-4 tO1Ox28C15 12'-7 3/4" EC-5 8x275C15 12'-5 3/4" EC-6 8x275C10 14'-10 i/4" ER-1 8x275C15 15'-1" 2" ER-2 8x275015 15'-1" 12 ER-3 10x28C14 15'-0 11/16" ER-4 10x28C14 15'-0 11 /16" DJ-1 8x275C16 12'-11 3 4" DJ-2 8x275C16 13'-6 7 16,, DH-1 8x275C16 3'-3 1 2" DH-2 tOx28C15 11'-11 1/2" G-1 4x25ZIS 7'-9" 4 CLCO89 5 CLCO61 6 CLCO62 7 CLC063 8 CLCO25 9 1 CLC122 -REVERSE CLIP IAOr 2 ° ts`��ENSF G l4'� No 58935 ~ STATE OF '4r � _ 0R\O �C. °S j0 N A� E %\�\ filwJAN282017 I OLYMPIA STEEL BUILDINGS I Customer: THOMAS PARKER A%ve— I SMM Date: 1/25/17 1 Designer: RA rSht VC Date: 1 25 17 Sales ID: NP Date: i 25 17 ENDWALL FRAMING PURLIN 1_a•, LAP p- 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 ROOF' FRAMING PLAN If P-2 I 8x25Z16 1 15-11 1/2"" E-1 8x275E16 14'-11 1/4" F-9 Rv97RF1R 1 14'-11 1 /A \\III11111/ye ',�NGQIAO ?y �. oENS•,G'% t , Na '58935 * t (11) — �'TATE OF�� s ..0 R I P'•��e.`� p�isi��NAnn NG��`. JAN 2 B 2017 ROOF SHEETING PANELS: 26 Ga. PBR Gaivalume/Plain — OLYMPoA STEEL BUILDINGS Customer. THOMi MCKEES ROCKS PA 15136 FORT PIERCE FL Drafter: SMM Date: 1/25/17 DesignonRA Detaller: VC Date: 1/25/17 Sales ID: ROOF FRAMING I SI1t (2) TRO60 ® 15-2 1/2" —1 r �I E r 0 0 0 0 0 0 0 0 0 0 TI (2) TRO01 ® 15'-3" SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS, 26 Go. PBR — Sahara Ton iR060 0 15'-2 a E 0 I 0 I 0 f 0 I 0 I 0 I 0 I 0 I 0 I 0 I d if d a Tf (2) TRO01 ® 15'-3" SIDEWALL SHEETING & TRIM: FRAME LINE E PANELS: 26 Ga. PBR — Sahara Tan G a N O IY ,��J�\NGQIAQrrr, *: No 58g35 01AIE OF S0R10P'\�� 11"NA'1E0 �; •�• JAN 2 8 2017 DECAL TR101 T 0 o I I o TRO42 0 N-10' TR043 0 12'-6" TR041 0 3'-7' TR041 0 12'-3" E zna •� jiA�I N\0`I nh�I e�I ifn nI tV fV 1 ®O\N�1 n00 Uo�0 Trlm_1 Trim-7 TRIM DETAIL LAYOUT — — — — FOR 3'-4" x 7'-2" WALKDOOR �— (1 REOD.) TRoot 0s'-2" TRoo1 9'_2" ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Go. PBR - Sahara Ton DECAL TR101 W I io I I 1n (2) TR001 0 15'-3" ENDWALL SHEETING & TRIM: FRAME LINE 3 PANELS: 26 Ga. PBR - Sahara Ton ttlillillitill No'56935 STA : (V O T �O N A JAN 2 8 2417 Wa (2) Me X 1 1/2• 16 1/2• LIM S.➢S, 9 PUNSFOR SIDEWALL GIRT SA FFRRAMINGI ATMIRN % 2' I IF REQUIR D)S A325T BOLTS (TYPJ EW BOLUNNIICLC063(SEE FRAMING 1/2.0%Z'4• A1/2- BOLTS EW COLUMN CLC0H2 I IROOF I 11PLAN Fdi S II CLC062LOCATIONS O -�_, 2'IItF REOIARED) I• 0 0 =_-__-___-_-0 0 0 0 f 1LT IO CLCO61...� O O 0 0 0 0O VA3e5T o Iq O 0 0 0 0 _^- 6.k se= O ---- "- FINN x FINVECK BOLTi BRACE '�� O 0 0' o 0 0 0 0 YJ tl n o WITH NUT aFF____ o y3=e _____CLCtl69LANGE EE EN➢WALL FRAMING a O n 0 0 0 0 0 ------- 1 0 0 0 0 0 0CLC0B3 CLCO81 (NS) LEVATIONS FOR CLCBBD - mw IZE AND LOCATIONS1/e•e _ __ - x 2•O 1/2.0 X a' ENDWALL RAFTER ENOWML GIRTT Em"Ll. GIRT A ()MILTSO O x Q' A325T BOLTS (TYPJ ENDWALL GIRT BOLTS CLCC81 LLL063 325T BOLTS (TYPOLUMN/ EW CMUMM/ CLCOB3 ENDWALL GIRT 2• DOOR JAMB MDR JAMB Al B1 EW COLUMN/DOUR JAMB TD ENDWALL RAFTER C1 ENDWALL COLUMN GIRT CONNECTION C2 ENDWALL COLUMN GIRT CONNECTION D1 CORNER COLUMN GIRT CONNECTION PURLIN TO ENDWALL RAFTER SIDEWALL GIRT , CLCD62 CLC062 I II CLCDOe FOR 8' COLUMN/ CLCOOH FOR H• MDR JAMB/ CLCOOB FOR al' COLUMN ELCODS FOR 10• EW COLUMN CLC061 I II CLC061 ---_-_ O O O O O O II CLCO62 O O o q 0-0 MOOR JAMB/ O daa0 ___ _ 4 if o q'I O O ENDWALL COLUMN ANCHOR DOLTS EW COLUMN ANCHOR BOLTS 0 0 __ _____ 0 r0 O I ____= O 0 0 0 O 0 (BY OTHERS) a>r OTHERS) _____ _ CLCG61 o o O a 0 a 0 0 CGLUMN I O C1 O O 0 0 O o 0 O 0 0 OR ER OL 1/2.0 x 2' c A3. T BOLTS a 1FINNECXI BOLT WITH NUT x 'L CLC063 A3Z H➢LTS (TYP•) I I CLC063 A3Q T &LTS (TY J ENDWALL GIRT oLUMN O O ENDWALL GIRT 2' + CLC063 A325T BOLTS CTYPJ 2• ENDWALL CRT D4 E1 ENDWALL COLUMN BASE SECTION E6 EW COLUMN/DOOR JAMB AT OPENING BASE SECTION D2 CORNER COLUMN GIRT CONNECTION D3 CORNER COLUMN GIRT CONNECTION CORNER COLUMN GIRT CONNECTION 1/2w x 2' y11gR1tSI rypiM SEE ROOF PLAN SCE RtlfiF PLAN A325T BOLTS WITH WASHER PURLIN 1/9'0 X 2' A323T BOLTS � MAIN FRAME MAIN FRAME ( •) ll2Y X 2• CLCaDB(TYPJ (TYP.) 1/2'0 x 2• CLCOB9 (SEE ROOF LOL" SPACER A325T BOLTS SCL-i (FS) A325T BOLTS FRAMING PLAN FOR LOCATIONS FLANGE BRACGIRT CLCOBH(1YPJ (TBOL IF Rf.DUDTEW (IF REGE'D.) CLC1BE �\ 0 l5 O O O 0 0 0 O LLc2as O O CLCaee O 0 O o 0 O O O o 0 O� O �"0/ (NS) <NS) O �- _ 0 0 0 0 0 CLC083 PURLIN FLANGE ENOWALL RAFT (SINGLE CEE) (12) 1/2.0 X 2' BRACE (IF REWDJ 7/2.0 % 2' ENDWALL RAFTER 1/2'0 % 2' A325T BOLTS AIN FRAME RIGIO FRAME RAFTER/ A325T BOLTS (TYP.)(U,N.) A325T H<)L7S A323T BOLTS (TYPJ CLCD93 MAIN FRAME RAFTER SPACER NDWALL RAFTER MAY VARY) SEE SV ELEVATION SEE SW ELEVATION EW COLUMN 1/2.0 x 2•SHAPE A323T BOLTS WITH WASHER F4 ENDWALL RAFTER PEAK CONNECTION FS ENDWALL RAFTER PEAK CONNECTION Gl PURLIN TO 41NTFF(WMLIKTER G6 PURLIN CLIP DETAIL H1 GIRT TO MAIN FRAME COLUMN WITH LAP NOTES: 1.) ALL SCREWS ARE WITH WASHERS UNLESS NOTED. No 59r935 G t STAT OF ([/' FS • O R 10 p' �N % 30 28 ZO OLYMPIA STEEL BUILDINGS Cuatomer: THOMAS PARK MCKEES ROCKS PA 15136 FORT PIERCE FL 3496 Drafter: SMM Date: 1/25/17 OssIgnerl RA Da /17 Detalier: VC Date: 1 25 17 Shcea ID: ID: OR593 Checker: NP Date: i 25 17 DETAIL DRAWINGS Shtv of II EAVE STRUT EAVE STRUT sn,S. a) 1/2'0 x 2• EAVE STRUT A325T BOLTS 1/E'0 x 2' 1/2'0 x 1 1/4' MMT BOLTS FMNECK BOLT SA -- ENDVALL n 1B x 2• (TYP.) WITH OUT RAFTER p323T BOLTS ➢OM JAMB N 1/2.0 x 2' CLC082- A32ST BOLTS -f10CR JAMB (TYP.)aANJ--' �� _ .__ .� CLCOB O 0 -OLC002 ' EpDVA1.L-1/8'0 x 2' O 0 O 0 4• RR FFTFFRR O A105T BOLTS O 0 0 O O O O 0 g_a_�0 O CLC089 1 CLC099 __ ik.eo O n!T!= =T -- P ___ O o 0 CLCOM MS.) MC083 MS.) W) 1/2'a x 2 1p O O O 0 r0-O O O A32ST BOLTS CLC083 F. C ______ _ _______ p'�1 _ RIGID FRAME RAFTER RIGID 1/5T X 2. U2) I/2.0 k 2' SEE ANCHOR SECTION ELEVATION ENDWALL GIRT A3¢5T BOLTS T O A325T BOLTS CORNER COLUHH HOLY PLAN ENDWALL GIRT (TYP') FOR DIMENSION ENDWALL GIRT CORNER COLUMN I6 CORNER COLUMN TO ENDWALL RAFTER I6S CORNER COLUMN TO ENDWALL RAFTER 22 EAVE STRUT TO MAIN FRAME K2 BOOR JAMB TO GIRT CONNECTION K3 DOOR JAMB TO GIRT CONNECTION MAIN FRAME i/V0 x 1 1/4' 1/2'®x 2. ,M COLUMN FINNECK BOLT- A325T BOLTS WITH NUT WITH WASHERS (TYP.) A225 MOLT W17H WASHER 1/R'O x 2' A325T BOLTSA3E5 MAIN FRAME RAFTE PEAK PLATE NUT WASHER HAUNCHIMP r.WITH HLE C PLATE o n° ° o o 'DOOR TER o° ° o HEADER GAP 2•BOLTS 'BASE DOUBLE C'MDR JAMB/ ASHERS (TYP.) RAFTERS PLATE SPACER EW COLUMNE CLC10C FOR 10' COLUMNS C CLC1O2 FOR 12' COLUMNS CLC106 FOR 8' COLUMNS BASE CLIP CLCOOI FOR 12' COLUMNS CLC003 FOR 10' COLUMNS CLC00B FUR R' COLUMNS MI HEADER TO DUUR JAMB/EW COLUMN CUNNECTION UII MAIN FRAME COLUMN TO MAIN FRAME RAFTER U1`� MAIN FRAME RAFTER PEAK CONNECTION SID£WALL COLUMN BASE CONNECTION NO 5>lg35 :Cc STAY to S i F IO N P,\- JAN 2 B 2017 STEEL BUILDINGS Customer: THOMAS PARKEROF MCKEES ROCKS PA 15136 FORT PIERCE FL 34982 IOLYMPIA Drafter: SMM Date: 1/25/17 Designer RA Data: 7 Detaller: VC Oofe: i 25 17 Sales iD: ID: 93 Checker: HP Date: i 25 17 DETAIL DRAWINGS Sht E of II INSIDE CLOSURE W Big x 1 J/2' N12 x 1 1/2' SI➢S. 1189 OR TOO➢ S➢S. RAKE ANGLE 614 % 713' S.D.S. MIR x 1 1/2' SAS, 4 TOP OF CLOSURE CSEE SNIPPING L[ST1 ROOF PANEL tl'-0' O,C.) TRIM TROD kS100 BASE ANGLE (L'-0' D.C.) WALL PANEL` 31 t P. '�1/E• ROOF PANEL [WALLANE MEAGER FOl1N➢ATI16! DOOR JA1JB iR060OUTSI➢E CLOSURLOSUR (BY OTHERS)TRO42 a e' JAMB e12 % 1 1/2' 612 x 1 1/2'`,,LWALL PAN TR046 B 10' JAMB S.➢S. D.C.) (1'D--O' OG.) #IR x 1 1/2'fC-0' ✓/ Y14 x 7/B S.D.S. INSIDE I' (1'-0' O�GJ 014 % 7/0' 5�0.5.CLOSURE (1'-0. 0.C,)4 4 TRIM YkG40 TR042 B 8' HEADER TRIM TR041 WTSIBE CLOSUR EAVE STRUT X12 XJI/E'S0.S 612 x 1 1/2. sas, TR043 i 10' HEADER WALL PANEL BY OTHERS. MUST BE ADEDUATE W-0' Oic) WALL PANEL TO SAFELY RESIST THE LOADS IN THE REACTION REPORT (IF APPLICABLE) T1 BASE TRIM SECTION TriP1_1 DOOR JAMB TRIM 1-ir7_2 HEADER TRIM TriM_14 EAVE TRIM SECTION Trtm_35 RAKE TRIM SECTION ROOF PANEL TRO80 RIDGE CAP TRO60 EN➢WALL PANEL 614 x 7/B' S,DS. I TRI01 CORNER TRIM TR020 (t•-0' O.CJ TR100 TRO80 IF 12/y�s'I EPANEL'L SPANELL SI➢EVALL PANEL ~�TRO20.... ��%,,`�C1\AO oi E N S F • �': 5�935 No e Trir7_39 C� CORNER TRIM SECTION BUILDING CORNER DETAIL PEAK DETAIL G: o'•• STATE OF Z L JAN282017 IMCKEES ROCKS PA 15136 (FORT PIERCE FL 34882 If Sales ID: I TRIM DRAWINGS I Sh1 El of a= I