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HomeMy WebLinkAboutPlansIV1P ??#. ‘,0,114 � l}��1 �g�L d �'� tt' cttl �A,4,17114/41 SENTINEL BUILDING SYSTEMS P. 0. BOX 345 ALBION, NE 68620 (800) 327-0790 ERECTION DRAWINGS FOR TALLY HO CONSTRUCTION 145 COUNTY RD 225 RIFLE, CO 81650 PROJECT: DAVE DIEDRICH 990 COUNTY RD 311 NEW CASTLE, CO 81647 B29819 BUILDING DATA: Width (ft) Peak Offset (ft) Length (ft) Eave Height (ft) Roof Slope (rise/12) Dead Load (psf) Live Load (psf) Live Load Reduction Frame Load (psf) Collateral Load (psf) (\44\ APPROVED 6k\ SUBJECT TO NOTED EXCEPTIONS & INSPECTIONS GARRFIELD COUNTY BUILD G DEPAR Dots /1 e /4 By ' PTLD COPY NO INSPECTION WITHOUT THESE PLANS ON SITE page of - 70 25 = 60 16 2:12 2.550 = 20.00 • No 20 = 1 Roof Snow Load __(psf}_ = 4D Ground Snow Load (psf)= 47.62 Wind Load 90 mph Wind Code Closure Internal Wind Coeff Exposure Importance - Wind Importance - Seismic Seismic Coefficient = 0.583 (Ss*Fa) Seismic Zone/Desi C e r = C IBC 09 - Partial = 0.55,-0 55 = C 1.00 = 1.00 Designer = KDG DATE: 9/28/12 4\44 a4 0 w • „ A325 BOLT TIGHTENING PROCEDURES A325 BOLTS DIRECT TENSION INDICATOR TURN -OF -THE -NUT METHOD BOLT SIZE INCHES W INCHES SPECIFIED MINIMUM FASTENER TENSION KIPS 1,000 lbs. BOLT LENGTH <=4 Dia. BOLT LENGTH 4 Dia.<=8 Dia. BOLT LENGTH 8 Dia.<=12 Dia. 1/2 7/8 12 1/3 TURN 1/2 TURN 2/3 TURN 5/8 11/16 19 3/4 1 1/4 28 7/8 1 7/16 39 1 1 5/8 51 1 1/4 2 71 JOINTS NOT SUBJECT TO TENSION LOADS JOINTS NOT SUBJECT TO TENSION LOADS need only be tightened to snug tight condition. This is defined as the tightness attained by a few impacts of an impact wrench or the full effort of a man using an ordi- nary spud wrench. JOINTS SUBJECT TO TENSION LOADS Two tightening procedures are specified for A325 Bolts in joints subject to tension loads, Turn -of -the -Nut Method or Direct Tension Indicator. Turn -of -the -Nut Method - First bring bolts to a "snug tight" condition to ensure that the parts of the joints are brought into a good contact with each other. Next, place bolts in all remaining bolt holes and bring to "snug tight". Then additionally tighten all bolts by the table above - progressing from the bolts nearest the web, until the bolts have been tightened to applicable nut rotation. During this operation there shall be no rotation of the part not turned by the wrench. Consult the latest edition of the AISC Manual of Steel Construction for more complete instructions for installing high strength bolts. r ► u► Multi -Rib or R -Loc Panel Lap Note: PBR panel shown. If a Non—PBR panel is used the long leg does not exist, both are short. Mastic tape sealant is optional on wall panels MASTIC TAPE SEALAN T Lap shorter leg over the longer and screw 1/2" offset on high rib of panel 20" o.c. Sheet walls from left to right. Begin sheeting walls by centering the middle of the major rib of the first panel on steel line at the left side of the wall. Plumb the first sheet and fasten in place. Mark 3'-0" from the end of the first sheet to where the edge of the next sheet should terminate. When installing the next sheet, stretch or compress the panel to hold the edge of the sheet on the mark you have just made to keep the major ribs on one foot increments. REV DESCRIPTION DATE APPROVED ADDED OFF NODULE CORNER DETAIL S/ P/OR DML! 237 SOUTH 4TH sr ALBION, NE 68620 (800) 327-0790 REVISIONS Taking Pride In Building Excellence PAGE No. DESIGN .L$ REV UL -60 ROOF RATING SCREW PLACFMF\ For 'Multi—Rib or R ---Loc' type panel profiles only NOTE: USE (2) TK____ SELF DRILLING SCREWS PER FOOT AT EACH SPLICE IN ROOF SHEETS IF ROOF SHEET ARE NOT LONG ENOUGH TO COVER AN ENTIRE ROOF SURFACE 11 TK____ SELF DRILLER WALL/ROOF SCREW (2) PER FOOT NEXT TO HIGH RIB AT EAVE T TK____ SELF DRILLER WALL/ROOF SCREW (2) PER FOOT NEXT TO HIGH RIB AT PEAK USE LAPTEK SELF DRILLING SCREWS ON EVERY HIGH RIB ALONG THE LAP IF PRESENT, WITH MASTIC CAULK SEALER BETWEEN PANELS. LOCATE TK____ SCREWS 2 1/2" OFF CENTERLINE OF MAJOR RIBS TK____ SELF DRILLER WALL/ROOF SCREW (1) PER FOOT NEXT TO HIGH RIB AT PURLIN REV DESCRIPTION DATE APPROVED ADDED OFF MODULE CORNER DETAIL 5/22/02 DNW REVISIONS CriT n kurtZszNts 237 SOUTH 4TH sr ALBI N, NE 69626 (BOO) 327-C790 Taking Pride In Building Excellence PAGE Na AD RIMIER, DESIGN .1.5 REV. E NCI NEERING DATA BUILDING CODE: IBC 09 STATE CODE: IBC 09 Job Number: B29819 Job Name: DAVE DIEDRICH Job Location: NEW CASTLE, CO 81 647 Builder: TALLY HO CONSTRUCTION DATE: 9/24/12 DESIGNED BY: KDG BUILDING DESCRIPTION WIDTH: LENGTH: EAVE HEIGHT: ROOF SLOPE: 70 feet 60 feet 16 feet 2.0000:12 DESIGN LOADS LIVE LOAD: 20.00 psf ROOF SNOW LOAD (P ): 40 psf RIGID FRAME LIVE LOAD: 20 psf sROOF SNOW LOAD FACTORS COLLATERAL LOAD: 1 psf GROUND SNOW LOAD: 47.62 psf ROOF DEAD LOAD: 2.500 psf 1 = 1.00 Ce = 1 Ct = 1.20 Cs = 1 .00 Terrain Category: C FRAME SELF WEIGHT: INCLUDED Slippery/Unobstructed Roof: Y WIND LOAD: 90 mph Rain—on—Snow Surcharge = 0.00 psf EXPOSURE: C WIND IMPORTANCE FACTOR: 1.00 INTERNAL PRESSURE COEFFICIENT: +0.55 /-0.55 SEISMIC IMPORTANCE FACTOR: 1.00 SEISMIC DESIGN CATEGORY: C SEISMIC COEFFICIENT: 0.583 (Ss*Fa) ASSUMED SITE CLASS: 0 OCCUPANCY CATEGORY: II — Normal Ss= 0.39 Si= 0.08 SDS= 0.39 SD1 = 0.12 SEISMIC RESISTING SYSTEM: Structural Steel System Not Specifically Detailed for Seismic Resistance ANALYSIS PROCEDURE: Equivalent Lateral Force Procedure The index force analysis procedure is used for buildings located in seismic design category A [Eqn 11.7-1, ASCE7-05 (IBC06/IBC09)], in which case Cs and R do not apply and are not used to calculate the base shear, V. COMMENTS BUILDING FRAMING LEFT ENDWALL FRAME TYPE: Bearing RIGHT ENDWALL FRAME TYPE: Bearing INTERIOR FRAME TYPE: 2 rigid frames ROOF BRACING: Cable Diagonal Bracing LEFT ENDWALL BRACING: Cable Diagonal Bracing RIGHT ENDWALL BRACING: Cable Diagonal Bracing FRONT SIDEWALL BRACING: Portal Frames BACK SIDEWALL BRACING: Portal Frames LEFT ENDWALL GIRT TYPE: RIGHT ENDWALL GIRT TYPE: FRONT SIDEWALL GIRT TYPE: BACK SIDEWALL GIRT TYPE: Inset Inset Inset Inset ROOF PANEL: 26 ga. R—Panel ROOF PANEL COLOR: Brown (CSS) ROOF TRIM COLOR: Brown (CSS) WALL PANEL: 26 ga. R—Panel WALL PANEL COLOR: Tan (05S) WALL TRIM COLOR: Tan (CSS) SEISMIC DATA Cs R INTERIOR FRAME: 0.13 3.00 ROOF: 0.13 3.00 LEFT ENDWALL: 0.13 3.00 RIGHT ENDWALL: 0.13 3.00 FRONT SIDEWALL: 0.13 3.00 BACK SIDEWALL: 0.13 3.00 LONGITUDINAL BASE SHEAR: TRANSVERSE BASE SHEAR: V (k) 7.88 7.92 DEFINITIONS/ABBREVIATIONS Definition of Loading Conditions on Anchor Bolt Reactions Page: DL: Dead Load LL: Live Load CO: Collateral Load WP: WS: Wind Suction LLR: Live Load Right WL: Wind from Left WR: Definition of other abbreviations on Anchor Bolt Reactions Page & Anchor EW; Endwall SW: Sidewall RF: Rigid Frame DJ: Door Jamb PAGE(S) /-3 q-�r /?i3/// / DRAWING INDEX DESCRIPTION COVER SHEET ANCHOR BOLT PLAN RIGID FRAME SECTION ENDWALL ELEVATIONS SIDEWALL ELEVATIONS ROOF FRAMING PLAN ADDITIONAL DETAILS JOB SPECIFIC DETAILS PAGE(S) -30 DESCRIPTION GENERAL DETAILS ACCESSORY DRAWINGS Wind Pressure Wind from Right Bolt Details: SEISMIC RESISTING SYSTEM ABBREVIATIONS: OMF = Ordinary Steel Moment Frame OCBF = Ordinary Steel Concentrically Braced Frame CC = Cantilevered Column System REVISIONS REV DESCRIPTION A Drmoo gGWBAL immix Ric. 237 SOUTH 4TH ST ALBION,, NE 68620 (800) 327-0790 Taking Pride In Building Excellence PROJECT DAVE DIEDRICH 990 COUNTY RD 311 NEW CASTLE, CO 81647 DATE APPROVED JOB NUMBER: 29819 0 DESIGN: IOC ENCR: ✓LS PACU' No. DAM 9/24/12 DET.. flonnof..ono on the oC�� mo, Ana BAR rad, 0 Eny iMw C1 R b S„ .m. ■ ofornRod f �i of V. pononna dos b5 & np Syr ENCINEER'S SEAL �4.., reply • c) gra Lto ,-.4 27154 NRIM. alj y,Jv 1 12 SELF DRILLING TK2125- 1 1/4" LONG PANEL TO FRAMING ONLY NO INSULATION TK2150- 1 1/2" LONG PANEL TO FRAMING ONLY UP TO 4" INSULATION TK2200- 2" LONG PANEL TO FRAMING ONLY 4" + INSULATION #14 SELF DRILLING LAPTEK- 7/8" LONG LAP/TRIM SCREW PANEL TO PANEL TRIM TO PANEL POP -RIVET 1 /8"0 ALUMN SLEEVE WITH STL. MANDREL ALL TRIM SPLICES 26 GAUGE ROOF PANELS LAI PREFORMED PEAK CAPS S MAS71C SEALANT ROOF SEAMS AKE TRIM AND HEADER FULLY FLASHED JAMB TRIP DAM CLOSURES 6 GAUGE WALL PANELS OAM CLOSURES ORNER TRIM BASE TRIM (OPI77ONAL) NOTE: FOAM CLOSURES MAY DIFFER DUE TO INSULATION AND/OR OTHER BUILDING OPTIONS REVISIONS REV DESCRIPTION A Lv� •• 237 SOUTH 4TH ST AL 3ION, NE 68620 (800) 327-0790 Taking Pride In Building Excellence PROEM 'S SEAL -- • ill •.� w3 d.4_aQe,C� • Q Kik' C � ` �+ 2.7164 i Merl K i JOB NUMB v"al��.i..'� a�a '1 '4:, DX7 `U e DIr.' DATE APPROVED PACE No. ---illiUWIP 111111rwil III imil 11111111 JAMB TRIP DAM CLOSURES 6 GAUGE WALL PANELS OAM CLOSURES ORNER TRIM BASE TRIM (OPI77ONAL) NOTE: FOAM CLOSURES MAY DIFFER DUE TO INSULATION AND/OR OTHER BUILDING OPTIONS REVISIONS REV DESCRIPTION A Lv� •• 237 SOUTH 4TH ST AL 3ION, NE 68620 (800) 327-0790 Taking Pride In Building Excellence PROEM 'S SEAL -- • ill •.� w3 d.4_aQe,C� • Q Kik' C � ` �+ 2.7164 i Merl K i JOB NUMB v"al��.i..'� a�a '1 '4:, DX7 `U e DIr.' DATE APPROVED PACE No. COLD FOAMED STEEL COMPONENTS PRIMED MEMBERS: ASTM A1011-SS Gr. 55 SHAPE GALVANIZED MEMBERS: ASTM A653-SS Gr. 50 CLASS 3 DIV ENSIONS MEMBER PROPERTIES CEE/CHANNEL DIMENSIONS MEMBER PROPERTIES SECT. NAME B C D GA. AREA Ix ly Se SECT, NAME A B C D GA. AREA Ix ly Se c PCE04256 4 2.5 2.5 .77 16 .57 1.51 .51 0.64 D GCE08256 8 2.5 2.5 .77 16 .79 7.53 .65 1.67 PCE04254 4 2.5 2.5 .80 14 .71 1.86 .64 0.84 7 GCE08254 8 2.5 2.5 .80 14 .99 9.33 .81 2.19 PCE04356 4 3.5 3.5 .77 16 .68 1.95 1.15 0.72 GCE08252 8 2.5 2.5 .87 12 1.41 13.14 1.15 3.28 PCE04354 4 3.5 3.5 .80 14 .85 2.41 1.43 0.90 GCE08356 8 3.5 3.5 .77 16 .91 9.33 1.47 1.62 PCE06256 6 2.5 2.5 .77 16 .68 3.84 .59 1.11 A GCE08354 8 3.5 3.5 .80 14 1.13 11.57 1.83 2.22 PCE06254 6 2.5 2.5 .80 14 .85 4.75 0.74 1.44 GCE08352 8 3.5 3.5 .87 12 1.61 16.29 2.60 3.41 PCE06356 6 3.5 3.5 .77 16 .80 4.85 1.34 1.19 i GCE10256 10 2.5 2.5 .77 16 .91 12.81 .69 2.06 PCE06354 6 3.5 3.5 .80 14 .99 6.00 1.66 1.55 D GCE10254 10 2.5 2.5 14 1.13 15.90 2.99 f .80 .86 PCE06352 6 3.5 3.5 .87 12 1.41 8.41 2.36 2.40 B- GCE10252 10 2.5 2.5 .87 12 1.61 22.44 1.23 4.48 PCE08256 8 2.5 2.5 .77 16 .79 7.53 .65 1.60 GCE10352 10 3.5 3.5 .87 12 1.81 27.39 2.79 4.88 ZEE GCE12356 12 3.5 3.5 .77 16 1.14 23.97 1.66 2.58 PCE08254 8 2.5 2.5 .80 14 .99 9.33 .81 2.13 PCE08252 8 2.5 2.5 .87 12 1.41 13.14 1.15 3.28-C GCE 12352 12 3.5 3.5 .87 12 2.01 42.11 2.95 6.02 PCE08356 8 3.5 3.5 .77 16 .91 9.33 1.47 1.65 \/ D GZE08256 8 2.5 2.5 16 7.62 1.08 1.58 \, GZE08254 8 2.5 2.5 , .65 .68 14 .79 .99 9.46 1.35 2.08 PCE08354 8 3.5 3.5 .80 14 1.13 11.57 1.83 2.29 1 PCE08352 8 3.5 3.5 .87 12 1.61 16.29 2.60 3.52 GZE08252 8 2.5 2.5 ' ,73 12 1.41 13.35 1.95 3.23 PCE08350 8 3.5 3.5 .63 10 1.97 19.77 2.86 4.44 GZE08356 8 3.5 3.5 .65 16 .91 9.42 2.54 1.59 PCE10256 10 2.5 2.5 .77 16 .91 12.81 .69 1.99 € GZE08354 8 3.5 3.5 .68 14 1.13 11.69 3.18 2.23 PCE10254 10 2.5 2.5 .80 14 1.13 15.90 .86 2.87 GZE08352 8 3.5 3.5 .73 12 1.61 16.50 4.58 3.45 PCE10252 10 2.5 2.5 .87 12 1.61 22.44 1.23 4.48 GZE10256 10 2.5 2.5 .65 16 .91 12.93 1.08 1.94 PCE10352 10 3.5 3.5 .87 12 1.81 27.39 2.79 4.78 3GZE10254 10 2.5 2.5 .68 14 1.13 16.06 1.35 2.83 PCE12356 12 3.5 3.5 .77 16 1.14 23.97 1.66 2.48 D��- GZE10252 10 2.5 2.5 .73 12 1.61 22.71 1.95 4.40 PCE12252 12 2.5 2.5 .87 12 1.81 34.96 1.29 5.81 8--� GEAVEL84/GEAVEH84 8 4.0 4.0 1.0 14 1.23 12.96 2.74 2.59 PCE12352 12 3.5 3.5 .87 12 2.01 42.11 2.95 6.17 GEAVEL82/GEAVEH82 8 4.0 4.0 1.0 12 1.74 18.11 3.79 3.84 PZE04256 4 2.5 2.5 .65 16 .57 1.55 1.08 0.62 EAVE STRUT GEAVEL04/GEAVEHD4 10 4.0 4.0 1.0 14 1.37 21.63 2.95 3.38 PZE04254 4 2.5 2.5 .68 14 .71 1.92 1,35 0.80 GEAVEL02/GEAVEH02 10 4.0 4.0 1.0 12 1.94 30.29 4.08 5.19 PZE04356 4 3.5 3.5 .65 16 .68 1.99 2.54 0.65 C-- 1 GDL08PO4/GDH08PO4 8 4.0 4.0 1.0 14 1.23 12.96 2.74 2.59 PZE04354 4 3.5 3.5 .68 14 .85 2.46 3.18 0.85 - D PRIMED MEMBERS: ASTM A1011-SS Gr. 55 PZE06256 6 2.5 2.5 .65 16 .68 3.91 1.08 1.07 I DIMENSIONS V EMBER PROPERTIES PZE06254 6 2.5 2.5 .68 14 .85 4.84 1.35 1.37 SECT. NAME A B C D GA. AREA I x ly Se PZE06356 6 3.5 3.5 .65 16 .79 4.91 2.54 1.13 A PCH06306 6.25 2.99 2.99 0.0 16 .68 4.23 .62 0.75 PZE06354 6 3.5 3.5 .68 14 .99 6.09 3.18 1.47 PCH06304 6.25 3.01 3.01 0.0 14 .85 5.30 .78 1.04 PZE06352 6 3.5 3.5 .73 12 1.41 8.57 4.58 2.27 _I PCH08306 8.25 2.99 2.99 0.0 16 .79 8.11 .67 1.00 PZE08256 8 2.5 2.5 .65 16 .79 7.62 1.08 1.51 7_ D PGH08304 8.25 3.01 3.01 0.0 14 .99 10.07 .85 1.53 PZE08254 8 2.5 2.5 .68 14 .99 9.46 1.35 2.04 %BSI PCH08302 __ 8.25 3.05 3.05 0.0 12 1.41 14.26 1.23 2.49 PZE08252 8 2.5 2.5 .73 12 1.41 13.35 1.95 3.18 PCH 10306 10.25 2.99 2.99 0.0 16 .91 13.53 .71 1.27 PZE08356 8 3.5 3.5 .65 16 .91 9.42 2.54 1.53 MATERIAL THICKNESS PCH 10304 10.25 3.01 3.01 0.0 14 1.13 16.83 1.89 PZE08354 8 3.5 3.5 .68 14 1.13 11.69 3.18 2.19 16ga = 0.057" PCH 10302 10.25 3.05 3.05 0.0 12 1.61 23.85 .90 1.30 3.47 PZE08352 8 3.5 3.5 .73 12 1.61 16.50 4.58 3.38 14ga = 0.071" 12ga = 0.101" ENGINEER'S SEAL PZE10256 10 2.5 2.5 .65 16 .91 12.93 1.08 1.87 PZE10254 10 2.5 2.5 .68 14 1.13 16.06 1.35 2.68 1Oga = 0.129" yrs. ,.r PZE10252 10 2.5 2.5 .73 12 1.61 22.71 1.95 4.34 "0;)0 REG/ REVISIONS foiC> v., .agsa�►a �" ., S9yE��ra .o `n PZE12356 12 3.5 3.5 .68 16 1.14 24.11 2.54 2.31 PZE12352 12 3.5 3.5 .73 12 2.01 42.43 4.58 5.97 REV DESCRIPTION DATE APPROVED 4+ t �� PDL06P06/PDH06P06 6 4.0 4.0 .77 16 .85 5.35 1.85 1.21 TakingPrime In BuildingExcellence PAGE' No. «�,,,. q'Z 27164JCIS) •U PDLO6PO4/PDHO6PO4 6 4.0 4.0 .80 14 1.06 6.62 2.30 1.59 FRO.WT JOB NUMBER. 5� ' �' ° L EAVEL84/EAVEH84 8 4.0 4.0 1.0 14 1.23 12.96 2.74 2.54 AA or GLOBAL ,�. Z37 SOUTH 4TH ST DAVE DIEDRICH B29819 15 r de F ; �. "6.069• • • �,0 EAVEL82/EAVEH82 8 4.0 4.0 1.0 12 1.74 18.11 3.79 3.77 ALBION, N' 88620 .oa�ss 990 COUNTY RD 311 DESIGN' ADC �" y' �.,,,,,. „ R � IO �''mitr EAVEL04 EAVEH04 10 4.0 4.0 1 .0 14 1.37 21.63 2.95 3.24 J9/24/12 �.. U. ` !! rik �IIL (800) 327-0799 NEW CASTLE, CO 81647 DA D 'T. a° '° "-" * 'I EAVEL02/EAVEHO2 10 4.0 4.0 1 .0 12 1.94 30.29 4.08 5.10 FRAME LINES: 2 3 COLUMN LINE RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Column Reactions (k ) Frm Col Lood Hmax V Load Hmin V Anc._Bolt Base_Plate (in) Line Line ID H Vmax ID H Vmin Oty Dia Width Length Thick 2* A 7 12.1 25.9 2 -3.7 -7.8 4 4 -2.0 -12.2 4.0 -4.5 7 -12.0 7.2 4 -11.4 9.8 5 1.3 -6.1 2* K 3 1 2* ©49.7 6 8 2* Frame lines: 2 3 0.0 -11.6 6 0.0 -11.6 4 0.0 33.2 0.750 0.750 0.750 6.000 13.00 6.000 13.00 6.000 8.000 Grout (in) 0.375 0.0 0.375 0.0 0.375 0.0 NOTES FOR REACTIONS 1. All loading conditions are examined and only maximum/minimum H or V and corresponding H or V are reported. 2. Positive reactions are os shown in the sketch. Foundotion loads are in opposite directions. 3. Bracing reactions are in the plane of the brace with the H pointing away from the braced bay. The vertical reaction is downward. 4. Building reactions are based on the following Width (ft) Length (ft) Eave Height (ft) Roof Slope (rise/12 ) Dead Load (psf ) Collateral Load (psf ) Live Load (psf ) Snow Load (psf ) Wind Speed (mph ) Wind Code Exposure Closed/Open Importance Wind Importance Seismic Seismic Design Category Seismic Coeff (Fa*Ss) • 70.0 • 60.0 • 16.0/ 12.7 =2.0/.0 = 2.5 • 1.0 = 20.0 = 40.0 = 90.0 = IBC 09 = C = P = 1.00 = 1.00 = C 0.58 5. Loading conditions are: 1 DL+CL+SL 2 0.600L+WL1 3 0.600L+WR1 4 0.60DL+LnWnd1+LWIND1_L2E 5 0.60DL+LnWnd1+LWINDI_R2E 6 0.60DL-LnWnd1+LWIND1_R2E 7 DL+CL+F1 UNB...SL_L 8 DL+CL+F1UNB_SL_R 9 0.60DL+WL2+WS 10 0.60DL+WP+LnWnd1 11 DL+CL+0.01SL+E1UNB_SL_L 12 0.60DL+WR2+WS 13 0.60DL+WS+LnWndl 14 DL+CL+0.01SL+E1UNB_SL_R 15 0.60DL+WS+LnWnd2 16 0.60DL+WP+LnWnd2 17 DL+CL+0.75SL+0.75WL2+0.75WS 18 DL+CL+0.01 SL+E2UNB_SL_L 19 DL+CL+0.01 SL+E2UNB_SL_R building data: the BUILDING BRACING REACTIONS ± Reactions (k ) -Wall -- Col -Wind -- -Seismic - Loc Line Line Horz Vert Horz Vert L_EW 1 F_SW K R_EW 4 B_SW A C,E 2.4 3.6 1.4 2.1 Wind Bent In Wall J,H 2.4 3.8 1.4 2.2 Wind Bent In Wall Panel Shear (Ib/ft) WIND BENT REACTIONS tV ± Reactions - Wall - Cal Wind(k ) Seismic(k ) Loc Line Line Horz Vert Horz Vert F_SW K 2 F_SW K 3 B,,.SW A 3 B_SW A 2 1.7 1.9 2.0 1,7 1.9 2.0 1.8 2.6 2.0 1.8 2.6 2.0 2.2 2.2 2.9 2.9 ENDWALL COLUMN: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Frm Col Line Line Column Reactions (k ) Load Hmax V Load Hmin ID H Vmax ID H 1 A 9 0.9 1 0.0 1 C 9 1.7 11 0.0 1 E 12 2.0 11 0.0 1 C 13 2.0 14 0.0 1 1 15 1.2 12 1.2 1 J 12 1.8 14 0.0 1 K 12 1.1 1 0.0 4 K 9 1.2 1 0.0 4 J 9 2.2 1 D.0 4 H 12 1.6 17 1.2 4 F 13 1.8 18 0.0 4 D 12 1.8 19 0.0 4 B 12 1.6 19 0.0 4 A 12 0.8 1 0.0 - 1.0 2.1 -4.8 7.8 -4.9 6.3 -2.0 7.6 0.0 0.4 - 5.2 10.9 - 1.8 3.9 -1.8 4.0 -8.2 9.6 - 2.9 4.0 - 1.7 6.5 -1.8 6.7 - 2.4 6.8 -0.9 2.0 10 -0.8 9 0.9 10 -1.6 9 1.7 10 12 10 13 16 1 10 12 10 12 10 9 10 9 10 12 10 13 10 12 10 12 10 12 - 1.8 2.0 - 1.8 2.0 - 1.1 0.0 - 1.7 1.8 - 1.0 1.1 -1.1 1.2 - 2.1 2.2 -1.5 1.6 - 1.7 1.8 -1.7 1.8 - 1.5 1.6 - 0.7 0.8 V Ane. Vmin Qty -0.8 -1.0 -2.1 -4.8 - 1.5 -4.9 - 2.0 -2.0 0.0 - 0.6 - 4.0 - 5.2 - 1.4 - 1.8 - 1.4 - 1.8 - 3.4 - 8.2 -0.9 - 2.9 - 1.7 - 1.7 - 1.4 -1.8 - 1.8 - 2.4 -0.7 -0.9 Bolt Bose_Plate (in) Grout Dia Width Length Thick (in) 2 0.750 2 0.750 2 0.750 2 0.750 2 0.750 2 0.750 4 0.750 4 0.750 2 0.750 2 0.750 2 0.750 2 0.750 2 0.750 2 0.750 4.000 4.000 4.000 4.000 4.000 4.000 6.000 6.000 4.000 4.000 4.000 4.000 4.000 4.000 8.000 8.000 8.000 8.000 8.000 8.000 8.000 8.000 8.000 8.000 8.000 8.000 8.000 8.000 0.375 0.0 0.375 0.0 0.375 0.0 0.375 0.0 0.375 0.0 0.375 0.0 0.375 0.0 0.375 0.0 0.500 0.0 0.375 0.0 0.375 0.0 0.375 0.0 0.375 0.0 0.375 0.0 GENERAL NOTES 1. Foundation design and construction are not the responsibility of SENTINEL Buildings Systems. 2, The building reaction data reports the foods which this building places on the foundation. 1 Anchor bolts shall be accurately set to a tolerance of +/- 1/8" in both elevation and location. 4. Column base plates are designed not to exceed a bearing pressure of 1050 pounds per square inch. 5. All walk doors are to be field located with drilled in wedge anchors. 6. Total anchor bolt length is embedment + projection. Bend length is not included in total length. 7. All bent anchor bolts to be ASTM F1554 Gr36 threaded round stock (rolled or cut thread) with plain finish, unless noted. 8. When anchor rods are located close to the free edge of the concrete, the tensile and/or shear strength of the anchor rods cannot be fully developed. In these coses, steel reinforcement in the concrete must be sized and developed (not by Sentinel) for the required tensile or shear forces in the anchor rods. 9. For buildings classified as closed (Closed/Open = C), Sentinel Building Systems does not investigate the influence of the design wind load on the metal building system with doors and windows left open. The end customer must assure that during times of high winds all overhead doors, sliding doors, large doors (such as bi-fold & hydraulic), walk doors and windows will be closed & latched. REVISIONS REV NTIN . , UILDING SYSTEMS 'R"cr A DE GLOBAL Iwe®. ore 237 SOUTH 4TH ST ALBION,, NE 68620 (800) 327-0790 DESCRIPTION Taking Pride In Building Excellence DATE AP PROVED PAGE No. DAVE DIEDRICH JOB NUMBER: 829819 AIXPRESS 990 COUNTY RD 311 DESICN.. XDC NEW CASTLE, CO 81647 ENCR:.1LS PATE: 9/25/12 DAT- ,: ENGINEER'S SEAL 44 NeltheeU,..ri, anw m the Sere* Bulking arher it *ON Engr7qN: = named ndfRmktl a.nw Swlmu L ornwr,c. d the da 5«nby rwl BuliaY,V ,Re�ukaa�e A 'rf1���li. gas °1v Dia= 3/4" I Q DETAIL A Dia= 3/4" 6" 6 it 1 3/41-11 3/4" See Plan DETAIL E SW Dia= 3/4" I I 90 0(0 3" 2 1/2" See Plan DETAIL 8 Dia= 3/4" 6" T r 0101 1_ 6" 4" 1 3/4 See Plan DETAIL F —11 3/4" sw Dia= 3/4" 4 r" i afo I I 0 e T r 1 0 CO 1 0 L. 2" 8" DETAIL C 3" 2 1/2" EW Dia= 3/4" 4" DETAIL G Dia= 3/4" w CO 1,2 .1 2 4' DETAIL D 3" 2 1/2" sw Dia= 3/4" 6" v v v V7 us T -�- 1 3/4' DETAIL H 3" 2 1/2" 1 3/4" NOTE: OUT -TO -OUT OF STEEL DIMENSIONS DOES NOT INCLUDE OPTIONAL NOTCH, ADD NOTCH DIMENSIONS TO OVERALL MEASUREMENTS AT DESIRED LOCATIONS, WALL PANEL BASE MEMBER (ANGLE OR OPTIONAL CHANNEL) OPTIONAL `ice BASE TRIM OPTIONAL NOTCH (OUTSIDE OF STEEL LINE CONCRETE FOUNDATION 1 1/2' PLACEMENT OF OPTIONAL CONCRETE NOTCH w L_ 0 1- 0 I 0 D 0 a I C3 n 60'-0" OUT -TO -OUT OF STEEL 20'-0" 20'-0" 20'-0" 4'-10" 10'- 11 I 0 10'-4" 0 9'-4" -10" co 20'-0" 20'-0" 20'-0" FRAME LINE% DIMENSIONS ALL DRAWINGS NOT TO SCALE DIAGONAL MEASUREMENT = 92'-2 3/8" 0 ANCHOR BOLT PLAN NOTE: All Base Plates @ 100'-0" (U.N.) ANCHOR BOLT SUMMARY Qty Locate O 12 O 32 • 24 Jamb Endwa ll Frame Dia (in) 3/4" 3/4" 3/4" Total Bend Len Len Proj Type (in) (in) (in) A36 11.5 4.00 2.50 A36 11.5 4.00 2.50 A36 11.5 4.00 2.50 -0 Lio REVISIONS REV ENTINEL BUILDING SYSTEMS A Ota or GLOBAL imc.rma ac. 237 SOUTH 4TH 37' ALBION,, NE 68620 (800) 327-0790 PROJECT DESCRIPTION Taking Pride In Building Excellence DAVE DIEDRICH DATE APPROVED JOB NUMBER: ,829819 990 COUNTY RD 8311 NEW CASTLE, CO 81647 DESIGN: ADC ENGR; JLS PACE No. .5 DATE° 9/25/f2 DET. v ENCINEER'S SEAL ila sO REG, :07 27164 eocert Boa. gyv. / us cikt., it W A—rsrac,ng j+^_ 0 (HOLD THIS DIMENSION) JO" 19'-4 1/2" is 48'-8 1 m Lilt IN r--1 X1..1 C• •1 0 i..1 . I■.■1 J C L• J X—Bracin 20'_10" 9'-0"_ _ 10' —0" _ 10'-4" 10'-0" �'-Q 0 bg 0 0) L 0 Q o o Ec 0 I o 1 C7 I r rn at 1 4,-0.,, a 1 0 (,4 0o I 0 [V ao 1 CV 20'-0" 20'-0" 20'-0" FRAME LINE% DIMENSIONS ALL DRAWINGS NOT TO SCALE DIAGONAL MEASUREMENT = 92'-2 3/8" 0 ANCHOR BOLT PLAN NOTE: All Base Plates @ 100'-0" (U.N.) ANCHOR BOLT SUMMARY Qty Locate O 12 O 32 • 24 Jamb Endwa ll Frame Dia (in) 3/4" 3/4" 3/4" Total Bend Len Len Proj Type (in) (in) (in) A36 11.5 4.00 2.50 A36 11.5 4.00 2.50 A36 11.5 4.00 2.50 -0 Lio REVISIONS REV ENTINEL BUILDING SYSTEMS A Ota or GLOBAL imc.rma ac. 237 SOUTH 4TH 37' ALBION,, NE 68620 (800) 327-0790 PROJECT DESCRIPTION Taking Pride In Building Excellence DAVE DIEDRICH DATE APPROVED JOB NUMBER: ,829819 990 COUNTY RD 8311 NEW CASTLE, CO 81647 DESIGN: ADC ENGR; JLS PACE No. .5 DATE° 9/25/f2 DET. v ENCINEER'S SEAL ila sO REG, :07 27164 eocert Boa. gyv. / us cikt., it W SPLICE PLATE & BOLT TABLE Mark Qty Top Bot Int Type Dia Length Width Thick Length SP -1 SP -2 4 4 0 A325 0.750 2.50 4 4 0 A325 0.750 2.00 6" 5/8" 2'-7 1/2" 6" 1/2" 1'-10 1/2" CAP PLATE BOLTS Mark Qty Type Dia Length RF1 -6 4 A325 0.500 1.50 FLANGE BRACES: Both Sides(U.N.) FBxxA(1): xx=length(in) A - L2x1/8 2" 1'212"2 0 Ps - MEMBER TABLE Mark Web Depth Start End Web Plate Thick RF1 -1 RF1-2 RF1 -3 RF1 -4 RF1-5 RF1-6 12.0/19.0 19.0/24.0 24.0/15.0 15.0/15.0 15.0/15.0 15.0/15.0 15.0/15.0 15.0/24.0 24.0/24.0 24.0/24.0 18.0/15.7 15.7/12.0 W8x10 0.187 0.188 0.188 0.188 0.188 0.188 0.188 0.188 0.188 0.188 0.188 0.187 Length 92.2 92.2 119.0 119.0 44.4 55.4 119.0 118.5 118.9 119.0 71.7 71.7 Outside Flange W x Thk x Length 6 x 1/4" x 181.2 6 x 5/16" x 19.9 6 x 1/4" x 113.0 6 x 5/16" x 169.4 6 x 1/4" x 174.4 6 x 1/4" x 116.4 6 x 1/4" x 240.0 6 x 1/4" x 13.8 6 x 1/4" x 141.2 Inside Flange W x Thk x Length 6 x 5/16" x 157.6 6 x 5/16" x 119.3 6 x 1/4" x 160.9 6 x 1/4" x 171.8 6 x 3/8" x 118.8 6 x 3/8" x 237.9 6 x 1/2" x 116.3 1) FB39 0A Fg390q 1} RF1-3 011 m 110c_ ` FB3 F8390- qf1} RF1_4 -0 9/16" 47'-7 7/16" Clearance 49'-8" 18'-9 1/4" Clearance 20'-4" 0 1'-6 3/4'• 70'-0" OUT -TO -OUT OF STEEL RIGID FRAME ELEVATION: FRAME LINE 2 3 REVISIONS REV SENTINEL, ,JUILDING SYSTEMS A Timms cr GLOBAL loom= uc. 237 SOUTH 4TH ST ALBION,, NE 68620 (800) 327-0790 DESCRIPTION Taking Pride In Building Excellence DATE APPROVED PACE Na. 2" 12 N ENGINEER'S SEAL Rattner ne .", e,ornod,n adjacent .a Sentret PROJECT DAVE DIEDRICH JOB NUMBER: ,829 19 "° 990 COUNTY RD 311 DESIGN: ADC N.EW CASTLE CO 81647 ENCR: /LS DATE:: 9/25/12 DET ._ SPLICE BOLTS Splice Mark Qua n Bolt Top/ Bot Type Dia Length SP— 1 2 2 A325 1.000 2.75 41. 10 1/2" 18.-3°° CLEAR +/- 20.-0° 10 1/2, WIND BENT ELEVATION: FRAME LINE K MEMBER SIZE TABLE MARK MEMBER LENGTH WF -2 WF -1 W10643 W10643 18°— 1 3/4" 11'-5" REVISIONS REV DESCRIPTION DATE APPROVED ENGINEER'S SEAL #01p l REG%f 27164 1 -GI :C7 d e ` JOf1dAL OP" 4%-voilep.rovoi s" A DIM= orGLOBAL Iu,ti : 237 SOUTH 4TH 87' ALBION, NE 68620 (800) 327-0790 Taking Pride In Building Ezcellence PACE No. DAVE DIEDRICH 990 COUNTY RD 311 JOB NUMBER: B29819 DESIGN AVG NEW CASTLE, CO 81647 INCR.- /LS 7 DATE.. 9/202 DET.- 31$ w. named a� adjacentStniinal 0 rte"'".. aclinq C.41.144.dx � 4V aria Senn D Mroaluall tha aw in - L_ j a W _I cJ '--0 S WF -2 + V. � n 1 a i i� w7 41. 10 1/2" 18.-3°° CLEAR +/- 20.-0° 10 1/2, WIND BENT ELEVATION: FRAME LINE K MEMBER SIZE TABLE MARK MEMBER LENGTH WF -2 WF -1 W10643 W10643 18°— 1 3/4" 11'-5" REVISIONS REV DESCRIPTION DATE APPROVED ENGINEER'S SEAL #01p l REG%f 27164 1 -GI :C7 d e ` JOf1dAL OP" 4%-voilep.rovoi s" A DIM= orGLOBAL Iu,ti : 237 SOUTH 4TH 87' ALBION, NE 68620 (800) 327-0790 Taking Pride In Building Ezcellence PACE No. DAVE DIEDRICH 990 COUNTY RD 311 JOB NUMBER: B29819 DESIGN AVG NEW CASTLE, CO 81647 INCR.- /LS 7 DATE.. 9/202 DET.- 31$ w. named a� adjacentStniinal 0 rte"'".. aclinq C.41.144.dx � 4V aria Senn D Mroaluall tha aw SPLICE BOLTS Splice Mark Quan Bolt Top/ Bot Type Dia Length SP— 1 2 2 A325 1.125 3.50 �3" I 10 1/2" WF -4 18'-3" CLEAR +/- 20'-0" 3 a. T„, 10 1/Z WIND BENT ELEVATION: FRAME LINE A MEMBER SIZE TABLE MARK MEMBER LENGTH WF -4 WF -3 W10643 W10643 18'-1 1/4” 14`-9` REVISIONS REV SENTINEL BUILDING SYSTEME A h+rrl c,GLOBAL Ammo, we 237 SOUTH 47H 5T ALBION,, NE 68620 (800) 327-0790 DESCRIPTION Taking Pride In Building Excellence DATE APPROVED PACE No. Win. DA nennerd bn o n,* Yort DAVE DIEDRICH JOB NUMBER: 829819 '°°"`$ 990 COUNTY RD 311 DESIGN. IDC NEW CASTLE, CO 81647 ENC?: JLS 1 DATE- 9/25/12 DE: .J r ocunq Enlinnyr Thy ,h. DI 0' V,. r�,Nb"L el urn! cy -ate by Santini Y=nr Sienna ENGINEER'S SEAL s • 27184 b 8" 12 24" OF CLEARANCE FOR OVERHEAD DOOR W/0 OPERATOR BETWEEN HEADER AND UNDERSIDE OF PURLINS AT THE DOOR JAMB. CHECK WITH OVERHEAD DOOR SUPPLIER TO ENSURE THE DOOR WILL HAVE ADEQUATE CLEARANCE. 0'—O" OUT--TO—OUT OF STEEL 10'-4" 11-0" 11'— „ 12-0" 4'- A7 FB 20A ER 1 320A FBS A rCrlj 8„ 20'-0" 2'I\ EC -1 EC -2 FIELD SLOT GIRT WEBS FOR CABLE/ROD, MULTIPLE SLOTS MAY BE REQUIRED ACROSS GIRT DEPTH SLOTS 1 1/2' WIDE AND 3' LONG m -ALIGN GIRT SLOT(S) W/ COLUMN SLOT(S) Slot location ray * vary across girt depth for bracing attaching to endwall corner column EC -3 G-3 G-3 12 N) 0-3 ENDWALL FRAMING: FRAME LINE 1 / Note: Girts below 7'-4" may be cut in the field to allow installation of field located walkdoors and windows. r H EC -7 BOLT TABLE FRAME LINE 1 LOCATION QUAN TYPE DIA LENGTH ER—1/ER-2 ER-2/ER-3 Columns/Raf 8 44 A325 A325 A325 1/2" 1/2" 1 1/2" 1 1/4" 1 1/4" MEMBER TABLE FRAME LINE 1 QUAN 1 1 1 1 1 1 3 83 1 1 MARK EC -1 EC -2 EC -3 EC -4 EC -5 EC -6 EC -7 ER -1 ER -2 ER -3 DH -1 G-1 G-2 G-3 CB -1 CB -2 CB -3 PART LENGTH PCE08356 PCE08352 PCE08352 PCE08352 PCE08354 PCE08352 W8x10 W12x14 W12x14 W12x14 PCE08356 PZE08256 PZE08256 PZE08256 3/8" STR 3/8" STR 3/8" STR 14'-2 7/8" 15-11 9/16" 17'-9 9/16" 16'-11 9/16" 14'-11 9/16" 14'-2 7/8" 10'-11 1� 8" 8 25'-4 1 ✓ 19'— 1 3/8" 26'-7 9/16" 12'-0" 9' —7 1/2" 10'-7" 3'-7 1/2" 10'-6" 111'-3" ANGLE TABLE FRAME LINE 1 K'ID QUAN PART LENGTH 1 2 3 2 3 3 PNH08206 PAN04206 9X1 ANGLE 20'-0" 20'-0" 10'-0" FLANGE BRACE TABLE FRAME LINE 1 VID QTY MARK LENGTH 8 FB32OA 2'-8" CONNECTION PLATES FRAME LINE 1 ❑ ID QUAN 2 6 1 MARK/PART CGC8 RS12 REVISIONS REV SENTINEL BUILDING SYSTEMS A Dining atGLOBAL bum= ow 237 SOUTH 4TH ST ALBION,, NE 68820 (800) 327-0790 PROJECT DESCRIPTION Taking Pride In Building Excellence DAVE JJIEDRICH ACORESs 990 COUNTY RD 311 DATE APPROVED PACE NaSmOnel J08 NUMBER: 11.29819 DES]CN; EDC NEFY CASTLE, CO 81647 ENCR ILS namedTbu ,,.r, 5.471. ENGINEER'S SEAL thii erg SmOrmi DAWN leF DATE: 9/26/12 DET: 4 27164 -4 PI oe., tlx,\W . y!s1 cr- :✓r G-1 G-2 0-2 La 2 0-2 G-1 0-2 6030 7 Vall WINDOWc4 L___J _ - clj61" __�, Cep I 070 I WALK I G-2 IDOOR I G-1 I I C J 3 EC -1 EC -2 FIELD SLOT GIRT WEBS FOR CABLE/ROD, MULTIPLE SLOTS MAY BE REQUIRED ACROSS GIRT DEPTH SLOTS 1 1/2' WIDE AND 3' LONG m -ALIGN GIRT SLOT(S) W/ COLUMN SLOT(S) Slot location ray * vary across girt depth for bracing attaching to endwall corner column EC -3 G-3 G-3 12 N) 0-3 ENDWALL FRAMING: FRAME LINE 1 / Note: Girts below 7'-4" may be cut in the field to allow installation of field located walkdoors and windows. r H EC -7 BOLT TABLE FRAME LINE 1 LOCATION QUAN TYPE DIA LENGTH ER—1/ER-2 ER-2/ER-3 Columns/Raf 8 44 A325 A325 A325 1/2" 1/2" 1 1/2" 1 1/4" 1 1/4" MEMBER TABLE FRAME LINE 1 QUAN 1 1 1 1 1 1 3 83 1 1 MARK EC -1 EC -2 EC -3 EC -4 EC -5 EC -6 EC -7 ER -1 ER -2 ER -3 DH -1 G-1 G-2 G-3 CB -1 CB -2 CB -3 PART LENGTH PCE08356 PCE08352 PCE08352 PCE08352 PCE08354 PCE08352 W8x10 W12x14 W12x14 W12x14 PCE08356 PZE08256 PZE08256 PZE08256 3/8" STR 3/8" STR 3/8" STR 14'-2 7/8" 15-11 9/16" 17'-9 9/16" 16'-11 9/16" 14'-11 9/16" 14'-2 7/8" 10'-11 1� 8" 8 25'-4 1 ✓ 19'— 1 3/8" 26'-7 9/16" 12'-0" 9' —7 1/2" 10'-7" 3'-7 1/2" 10'-6" 111'-3" ANGLE TABLE FRAME LINE 1 K'ID QUAN PART LENGTH 1 2 3 2 3 3 PNH08206 PAN04206 9X1 ANGLE 20'-0" 20'-0" 10'-0" FLANGE BRACE TABLE FRAME LINE 1 VID QTY MARK LENGTH 8 FB32OA 2'-8" CONNECTION PLATES FRAME LINE 1 ❑ ID QUAN 2 6 1 MARK/PART CGC8 RS12 REVISIONS REV SENTINEL BUILDING SYSTEMS A Dining atGLOBAL bum= ow 237 SOUTH 4TH ST ALBION,, NE 68820 (800) 327-0790 PROJECT DESCRIPTION Taking Pride In Building Excellence DAVE JJIEDRICH ACORESs 990 COUNTY RD 311 DATE APPROVED PACE NaSmOnel J08 NUMBER: 11.29819 DES]CN; EDC NEFY CASTLE, CO 81647 ENCR ILS namedTbu ,,.r, 5.471. ENGINEER'S SEAL thii erg SmOrmi DAWN leF DATE: 9/26/12 DET: 4 27164 -4 PI oe., tlx,\W . y!s1 cr- :✓r 20'-0" 8" BOLT TABLE FRAME LINE 4 LOCATION QUAN TYPE DIA LENGTH ER-4/ER-5 ER-5/ER-6 Columns/Raf 4 8 4 A325 A32 5 A325 1/2" 1/2" 1/2" 1 1/4" 1 1/2" 1 1/4" 12 ER -4 0'-0" OUT -TO -OUT OF STEEL 9'-4" 1O': -O" 10'-0" 10,-0" fl H EC -8 ER -5 �3OOA FBS A F63p01\ 9 6 300A 8„2 12 FB300F 1 , ' — -4 ti h 49 G-5 G-6 II G-5 G-4 1-6 G-5 0-6 0-5 1 ❑ G-4 G-5 0-6 G-5 G-4 I”4kIt c,®�� C4 1-----1 6030 - I WINDOW 1 L ----J I— — — — —I 030 I WINDOW 1 L— — —-� 1-----I 6030 I W1 DOW I L __I 173 70-1 I ALK 1 IWIG-4 -I .a�a 1 L G-5 I G-6 0-5 1 1 1 1 J__L____ C 1 1 1 — .• _ C I a a C EC -9 EC -10 EC -11 ENDWALL FRAMING: FRAME LINE 4 FIELD SLOT GIRT WEBS FOR CABLE/ROD. MULTIPLE SLOTS MAY HE REWIRED ACROSS GIRT DEPTH SLOTS 1 1/2' VIDE AND 3' LONGE—',,,c) w -ALIGN GIRT SI OT(S) V V! COLUMN SLOTS) Slot location nay vary across girt depth for bracing . ottaching to endwall corner columns EC -11 EC -12 EC -13 Note: Girts below 7'-4" may be cut in the field to allow installation of field located walkdoors and windows. MEMBER TABLE FRAME LINE 4 DUAN MARK PART LENGTH 1 1 2 111 11 6 8 4 3 1 EC -8 EC -9 EC -10 EC -1 1 EC -12 EC -13 ER -4 ER -5 ER -6 G-4 G-5 G-6 CB -4 CB -5 W8x10 PCE08352 PCE08352 PCE08352 PCE08352 PCE08356 W8x18 W8x18 Mx18 PZE08256 PZE08256 PZE08256 3/8" STR 3/8" STR 11'-2 15/16" 14'-6 11/16" 16'-1 3/8" 17-9 3/8" 16'-1 3/8" 14'-6 11/16" 31'-10 1/4" 13'-10 1 /1 6" 25'-4 1 /8" 8'-7 1 9'-10 1/2" 9'-1" 10'-0" 2" ANGLE TABLE FRAME LINE 4 OID QUAN PART LENGTH 2 3 3 3 2 PNH08206 PAN04206 9X1 ANGLE 20'-0" 20'-0" 10,-0" FLANGE BRACE TABLE FRAME LINE 4 V ID QTY MARK LENGTH 1 7 FB30OA 2'-6" CONNECTION PLATES FRAME LINE 4 ❑ ID QUAN MARK/PART 6 2 CGC8 RS08 REVISIONS REV SENTINEI.. 1 UlI.nn c S'9TEa(S A I vGL0DAL Ymos,r. rc. 237 SOUTH 4TH ST ALBION, NE 68620 (800) 327-0790 DESCRIPTION Taking Pride In Building Excellence DATE APPROVED PACE No. nealEC, DAVE DIEDRICH JOB NUMBER: 829819 'f's 990 COUNTY RD 3/1 DESIGN. XX NEW CASTLE, CO 81647 ENCR: /LS to R.IYwr ON rponwd al IN oflonrI ..W sem,, A+twnwaa� C�6d ina rOCUNwa.. TEngln..r of Rr000l t,. s Woman.. of Um PATE. 9/26/12 DET.• ,; 12 �? 4 ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Go. SR — Ton (CSS) lam) 12 r f r Lin 0 12 7 ENDWALL SHEETING & TRIM: FRAME LINE 4 PANELS: 26 Go, SR — Ton (CSS) TRIM TABLE FRAME LINE 1 & 4 OID QUAN PART 1 2 3 4 6 7 8 10 4 5 6 4 4 32 3 SBOC16 GB1ORL SBRT14 REND SBRT1 6 PBOXF JMHD08 S BF-tT 14 COLOR T BR BR BR BR BR BI LENGTH 16'-3" 10'-3" 14'--3" 4" 16'-3" 2,-0" 14'-3" 14'-3" REVISIONS REV Aorm.proLomicommim 237 SOUTH 4711 ST ALBION, NE 68620 (800) 327-0790 PROJECT DESCRIPTION Taking Pride In Building Excellence DAVE DIEDRICH DATE JOB NUMBER: APPROVED B.29819 990 COUNTY RD 311 DESIGN- 1YDC NEW CASTLE C0 81647 ENCR. JLS PAGE No. 1/ DATE.° 9/25/12 BET. ENGINEER'S SEAL ,� `404�i�04` �� 16, 4 i F,S. if;) X 184 G� IVY P� IM �, &,..1.;,,,,,,,..--(%.3='...,______ p�. Sml'M di0'4 it 7 °° I °f v -a el Record. .. f9� �4 (* •,. „,.. ,r rpw;e« rami �n <+� �,+,jloy U' live"'° 1.)i .0t4At f�r{°,, CloX 3T,,.^May 1 60'-0" OUT—TO—OUT OF STEEL Q 20'-0" 20'- 20'—O" E-2 E-1 E— 3 L I EC -7 IH RF1-5 SIDEWALL FRAMING: FRAME LINE K HI RF1-5 cr I EC --8 r L SIDEWALL SHEETING & TRIM: FRAME LINE K J BOLT TABLE FRAME LINE K LOCATION QUAN TYPE DIA LENGTH WF -1 — WF -2 WF -1 — RF1-5 4 A325 1" 2 3/4" 8 A325 1/2" 1 1/2" MEMBER TABLE FRAME LINE K QUAN MARK PART LENGTH 2 WF -1 WF -2 E-1 E--2 E-3 W10643 W10643 EAVELO4 EAVELO4 EAVEL04 11'-5" 18' —1 3/4" 19'--11 1/2" 20-0 3/4" 20' —0 3/4" TRIM TABLE FRAME LINE K 'I D QUAN PART COLOR LENGTH 1 6 V210RL BR 10'-3" REVISIONS REV .SENTINEL BUIWING SYSTEMS A Pl,sor or GLOBAL Warm pc 237 SOUTH 4771 ST ALBION, NE 68620 (800) 327-0790 DESCRIPTION Taking Pride In Building Excellence DAVE DIEDRICH DATE APPROVED JOB NUMBER: 898/9 990 COUNTY RD 311 DESIGN: EDC NEW CASTLE, CO 81647 ENO?: /LS DATE: 9/25/12 PACE No. DET.. v- ENGINEJR'S SEAL #0azw r 2716,1 p�B AV.7OI4,/4HP'i /0' ' 98" OF CLEARANCE FOR OVERHEAD DOOR AT THE EAVE, 102.6" AT THE FIRST PURLIN LOCATION. CHECK WITH OVERHEAD DOOR SUPPLIER TO ENSURE THE DOOR WILL HAVE ADEQUATE CLEARANCE. 86" OF CLEARANCE FOR OVERHEAD DOOR AT THE EAVE, 90.6" AT THE FIRST PURLIN LOCATION. CHECK WITH OVERHEAD DOOR SUPPLIER TO ENSURE THE DOOR WILL HAVE ADEQUATE CLEARANCE. 60'-0" OUT -TO -OUT OF STEEL 20'-0" 20.-0" 20'-0" E-1 EC -13 <X> 0-9 13- G-9 E-1 F 1 0-10 WF 4 G-11 3 F G-10 FG 1 G-10 4, 9.-0� L DH --3 N 0 I H RF1--1 5'-0" 1_ 5'-0" (NI 0 G-10 FGb Po G-10 F6 G-10 FG 1 RF1-1 10'-0' 5'-0" 10'-0" 0-13 G-13 G-13 EC -1 5.-0" SIDEWALL FRAMING: FRAME LINE A (Gutter with 3 downspouts) 4000 .I lo of `v3 aQ c 1 co I co i 1 e1 1 ^ O n `L 'I lo rl up I Lo 00) - 1 lo 1 ID 10 0 io 0% 0 0% 0 Lo Lo SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Go. SR - Ton (CSS) BOLT TABLE FRAME LINE A LOCATION QUAN TYPE DIA LENGTH WF -3 — WF -4 WF -3 — RF1-1 4 A325 1 1/8" 3 1/2" 10 A325 1/2" 1 1/2" MEMBER TABLE FRAME LINE A QUAN MARK PART LENGTH 2 1 2 22 2 3 1 36 23 36 WF -3 WF -4 DJ -1 DJ -2 DJ -3 DH -2 DH -3 E--1 G-7 G-8 G-9 G-10 G-11 G-12 G-13 FG --1 W10643 W10643 PCE08354 PCE08354 PCE08354 PCE08356 PCE08356 EAVEL04 PZE08256 PZE08256 PZE08256 PZE08256 PZE08256 PZE08256 PZE08256 PZE04256 14'-9" 18'--1 1/4" 15'-1 1/2" 14'-1 1/4" 15' 1 1/2" 9'-0" 10'--0" 19'-11 1/2" 5'-7 1/2" 8'--10 1/2" 4'-3 3/8" 3' 8 7/8" 9'-10 1/2" 4'-3 3/8" 4'--7 1/2" 8" TR M TABLE FRAME LINE A OID QUAN PART COLOR LENGTH 2 3 4 5 6 7 8 10 2 3 6 2 2 31 9 9 SBOC16 SBGU20 SBET10 GEN OCB GS9 JMHD08 SBHT10 T BR BR BR BR BR BI T 16'--3" 20'-4" 10'-3" 5" 1,-10" 9,, 10'-3" 10'-3" ANGLE TABLE FRAME LINE A 'I D QUAN PART LENGTH 2 PNH08206 20'-0" CONNECTION PLATES FRAME LINE A ❑ ID QUAN MARK/PART 2 3 4 6 JM FAS PC8BLT REVISIONS REV DESCRIPTION DATE APPROVED ENGINEER'S SEAL n Pro tfQ a:� 2711 SENTINEL BUILDING SYSTEMS A Bnlxe. er GLOBAL to nmo, .rc 237 SOUTH 427/ ST ALBOON, Ni 68620 (800) 327-07.90 Taking Pride In Building Excellence PACE No. P.OJECf DAVE DIEDRICH JOB NUMBER: B29819 "°5 990 COUNTY RD 311 DESIGN: ADC NEW CASTLE, CO 81547 ENCR: JLS L3 OATS.• 9/25/12 D T.- onthe �rxM, Sad. ,a' Spheres, rd 1a i ewev:n. Engineer an 4 iM Tb.nN armee. The reepc"e: ,on W ,� .er ani Sentinel Belden Weals 1fecelea In ,he stexteralt. performance uaee:me pnee by WSW �• PSysteme cu 10 A tom;! GI O N ROOF SURFACE 2 0 ROOF SURFACE 3 60'-0" OUT -TO -OUT OF STEEL 20'-0" 20'-0" U w N i w w U 0 I U w r w E-1 RF1-1 E-1 RF1-1 20'-O" E-1 E-2 PURLIN LAP RF1-5 2 —1 3/41 2.-1 3/4" E-1 2'--1 3 4' ROOF FRAMING PLAN GENERAL NOTES: NOTE: Refer to the rigid frame cross section drawing for roof sheet placement and extension past eave strut. 2'-1 3/4° 0 Lu (20) I w U Lu cn U w lit ry N MEMBER TABLE ROOF PLAN QUAN MARK PART LENGTH 14 19 154 57 2 2 22 2 P-1 P-2 P-3 P-4 P-5 E-1 E-2 E-3 CB -6 CB -7 CB -8 CB -9 CB -10 PZE10252 PZE10254 PZE10254 PZE10254 PZE10254 EAVEL04 EAVEL04 EAVELO4 1/4" STR 1/4" STR 1/4" STR 1/4" STR 1/4" STR 22'-1 1/2" 24'-3 1/2" 22'-1 1/2" 22'-2 3/4" 22'-2 3/4" 19'-11 1/2" 20'-0 3/4" 20'-0 3/4" 20'-3" 23'-a0" 23'-1" 20'-2" 25'-3" TR M TABLE FRAME LINE OID QUAN PART COLOR LENGTH 2 20 SBFRC BR 3'-0„ ANGLE TABLE FRAME LINE OID QUAN PART LENGTH 1 2 6 5 PAN04206 9X1 ANGLE 20'-0" 10'-0" NOTE: P -4's, P -5's, E-2 and E-3 are extended past steel line 1 14" so that GB1ORL trim will line up with high rib of endwall panels, ROOF SHEETING PANELS: 26 Ga. SR - Brown (CSS) REVISIONS REV dERTINELRUILIaliA A+� vGLOBAL G inat SY TEMS 237 SOUTH 4TH sr ALr9I0N, NE 68620 (800) 327-0790 DESCRIPTION Taking Pride In Building Excellence DAVE DIEDRICH 990 COUNTY RD 311 DATE AP JOB NUMBER: 8298/9 DESIGN: XDC NEW CASTLE, CO 81647 ENCR• JLS M.14 on Ih� ate= meet �.— nd UPad%n p«r"nene. 01 the DATE 9/25/12 DET: .1 E SSEAL ‘-y0 titzGjr 2716 of Lt�'1 •bad. t*\P *" t©.� P -1 -MT)) [ P-2(Typ) P-1(Typ) G U ER -1 — -2 RF1-2 ER -6 L, P-2(Typ) P-3 Typ P-3 Typ n ER -5 RF -3 W ER -2 RF1-3 ' 0 in CO Cg\0 -6 RF1-6 E-1 E-1 E-1 P-5(Typ) ER -4 P-4(Typ) ER -3 RF1-4 RF1-4 a , 'o IF E-2 PURLIN LAP RF1-5 2 —1 3/41 2.-1 3/4" E-1 2'--1 3 4' ROOF FRAMING PLAN GENERAL NOTES: NOTE: Refer to the rigid frame cross section drawing for roof sheet placement and extension past eave strut. 2'-1 3/4° 0 Lu (20) I w U Lu cn U w lit ry N MEMBER TABLE ROOF PLAN QUAN MARK PART LENGTH 14 19 154 57 2 2 22 2 P-1 P-2 P-3 P-4 P-5 E-1 E-2 E-3 CB -6 CB -7 CB -8 CB -9 CB -10 PZE10252 PZE10254 PZE10254 PZE10254 PZE10254 EAVEL04 EAVEL04 EAVELO4 1/4" STR 1/4" STR 1/4" STR 1/4" STR 1/4" STR 22'-1 1/2" 24'-3 1/2" 22'-1 1/2" 22'-2 3/4" 22'-2 3/4" 19'-11 1/2" 20'-0 3/4" 20'-0 3/4" 20'-3" 23'-a0" 23'-1" 20'-2" 25'-3" TR M TABLE FRAME LINE OID QUAN PART COLOR LENGTH 2 20 SBFRC BR 3'-0„ ANGLE TABLE FRAME LINE OID QUAN PART LENGTH 1 2 6 5 PAN04206 9X1 ANGLE 20'-0" 10'-0" NOTE: P -4's, P -5's, E-2 and E-3 are extended past steel line 1 14" so that GB1ORL trim will line up with high rib of endwall panels, ROOF SHEETING PANELS: 26 Ga. SR - Brown (CSS) REVISIONS REV dERTINELRUILIaliA A+� vGLOBAL G inat SY TEMS 237 SOUTH 4TH sr ALr9I0N, NE 68620 (800) 327-0790 DESCRIPTION Taking Pride In Building Excellence DAVE DIEDRICH 990 COUNTY RD 311 DATE AP JOB NUMBER: 8298/9 DESIGN: XDC NEW CASTLE, CO 81647 ENCR• JLS M.14 on Ih� ate= meet �.— nd UPad%n p«r"nene. 01 the DATE 9/25/12 DET: .1 E SSEAL ‘-y0 titzGjr 2716 of Lt�'1 •bad. t*\P *" t©.� c —0" OUT—TO— EC -6 9 I RF1 —6 PATTITION 1 F I RF1 —6 MING (1) i t EC -9 � Vll VV1 VI ._)11_1-1- 1 LLL 20'—01120'-0" 20'-0"2C-0" 20' ft. E-1 4O" E-1 E-1 �J si -4 G-15 G-18 G-15 G-14 G-17 G-14 C6 G-14 V G-16 G-14 t4 EC -6 9 I RF1 —6 PATTITION 1 F I RF1 —6 MING (1) i t EC -9 � 1; 1 � � Co PATTITION 1 F CONT SHEETING & TRIM PANELS: 26 Ga. SR — Tan (CSS) GENERAL NOTES: Framing for partitions may be structurol components of the building system. Do not remove without consulting Sentinel Building Systems. MEMBER TABLE FRAME LINE 1 QUAN MARK PART LENGTH 4 2 3 G-14 6-15 G-16 G-17 G-18 E-1 PZE08254 PZE08252 PZE08254 P7E08354 PZE08252 EAVEL04 19'-8 7/8" 19'--8 7/8" 19'-6 1/4" 19'-6 1/4" 19'-6 1/4" 19'-11 1/2" TRIM TABLE FRAME LINE 1 OID QUAN PART COLOR LENGTH 2 3 2 6 SBOC16 SBET10 T BR 16'-3" 10'-3" REVISIONS REV 2a1115 - NT] EI �111L INC SYSTEMS °'' '� AM or GLOBAL Ma re4, lMG 237 SOUTH 4711 ST ALBION, NB 68820 (800) 327-0790 DESCRIPTION Taking Pride In Building Excellence DAVE DIEDRICH DATE A JOB NUMBER: 1129819 990 COUNTY RD 311 DESIGN: ADC NEW CASTLE, CO 81647 ENCR. JLS PROVED PAGE No. DATE: 9/27/12 DET- ANGLE TABLE FRAME LINE 1 OID QUAN PART LENGTH 3 PNH08206 20'-0" the eme n am., on II .,iocr1 sect. nor S eri Bolen; ;! I.laotl Ybrelrie, np as the Ee&mrer el Ancor Ire re.paiseAly IM ena:mer name, and SmIlinet 13vllGrq Srgeme J Wired to M n�,ct performer., or the campmnel. CetyMd Sonoma ENGINEER'S SEAL 4 Cr P L R ,L \ P 0 is 27164 DY / ~;ar$ 411 iF ✓ 0.0 4ijv ACCESSORY: 6030 WI \ DW F 3'-8„ WITH ZEE GI RAv1ED OPENING DETAIL RT AT 3'--8" & 7'--4" NOTE #1. CLIPS MAY BE WELDED TO THE JAMBS OR ELSE SELF DRILLING SCREWS MAY BE USED, / GIRT 3`--0" HEADER SILL 6'-0" MATERIAL LIST FOR WINDOW FRAMED OPENING OF FRAMED OPENINGS = 4 QNTY DESCRIPTI❑N SHAPE GAGE COLOR 8 JAMBS 8 HEADER/SILL 16 CHCLIP 8 HEAD TRIM 8 JAMB/HEADER COVER 120 TK2150 SDS SCREWS PNH08306 PNH08306 16 16 16 26 26 PRIMED PRIMED PRIMED TRIM TRIM TRIM (e 6" ON HEAD TRIM & @ 24" ON JAMB TRIM) 120 #12-14 X 1" PANCAKE HEAD SDS SCREWS (4 PER CONNECTION PLATE & 7 PER CHANNEL TO LENGTH 3'-0„ 6'-6" 2 1/2" 10'-3" 10'-3" 1 1/2" 1" GIRT) SECTI❑ol TH GI WALL SHEETING HEAD TRIM CLIP RU HEADER/GI RT HEADE RT JAV3/HEADER COVER JAM3 SECTIfN THRU JA 7--WALL SHEETS JAMB TRIM JAMB 3 JAMB/HEADER COVER REVISIONS REV DESCRIPTION .LCL 1[L SYSTEMS 237 SOUTH 4711 S7 ALBION,, NE 68620 (800) 327-0790 Taking Pride In Building Excellence PROJECT DAVE DIEDRICH 990 COUNTY RD 311 NEW CASTLE, CO 81647 DATE APPROVED 48,5' OB NUMBER: .,29819 DESIGN:XDG ENCR: JLS DATE: 9/25/12 PAGE No. L 7 DET I./Wm. the efrsd mimed an the Sentinel 9AR,q 4` ENCINEER "S SEAL 5nlwnw P FLANGE BRACES ONLY REQUIRED WHERE DESIGNATED NOTE: IF BUILDING HAS BOLT THE FLANGE BOLTS, SEE ENDWALL DRAWING FOR DIA & TYPE WASHER COLUMN SIDE AN ENDWALL OVERHANG, BRACE TO THE CLIP PLACE THE GABLE RAKE AT THE RAFTER AND NOTE: IF COLUMN IS USED AS A DOOR ROTATE THE FLANGE JAMB, DISREGARD THIS GIRT AND CLIP. ANGLE, ON THE BOTTOM OF THE PURLIN BRACE UNTIL THE JMFBS CLIP IS ALWAYS UPSLOPE FROM WEB OF COLUMN CLIP CONTACTS THE UNLESS NOTED OTHERWISE ENDWALL COLUMN RODE PURLIN. SCREW THE JMFBS ENDWALL 1112 S.D. PURLIN CLIP TO THE PURLIN. RAFTER :1 SCREW BOLTS, 0.5' x 1.0' GABLE RAK A307 (TYP) (2) REQUIRED € USED WHEN I ENTIRED❑❑R ANGLE END ❑F ., I IS TOWECpPD ❑NE SIDEI/2x1" GF PEAK A307 BOLTIJK BUILDING — RAFTER �- — ENDWALL RAFTER E 'I JMFBS CLIP IS FASTENED TO UNDERSIDE OF PURLINS W/ (4) 1412 SD SCREWS RIGID FLANGE BRACE JMFBS CLIP 0.5 x 1.0 A307 p OR _� I iiIIIIIIIIIIIIIII ENDWALL COLUMN ' '' ! " e x I I WELDED GIRT CLIP FRAME RAFTER M[41 BOLTS (TYP) POSSIBLE ENDWALL COLUMN ATTACHMENT C3PTIONS WALL GIRT A7 SECTION THRU ENDWALL RAFTER WHEN MEMBRANES ATTACH TO UNDERSIDE OF PURLINS 34 ENDWALL RAFTER TO COLUMN 1u CORNER COLUMN T❑ ENDWALL RAFTER c4 ENDWALL COLUMN TO WALL GIRT uSSIDiG 1/2'x1" A307 CE ENDWALL BOLTS� / a E a ` COLUMN F WALL ENDWALL COLUMN //. GIRT TO I ' / 4 WELDED WALL GIRT CLIP USIA SIIIEWALL WELDED ENDWALL GIRT D4 CORNER GIRT ------ GIRT CLIP CORNER COLUMN -I ' ' / // COLUMN411) 1125c1' USE I I T❑ A307 (2) /.- WALL BOLTS PER WELDED / ' y y CLIP / : ' l CGC? CL IP GIRT e<isnovo BASE PLATE/ BASE PLATE COLUMN OR ENDWALL COLUMN I I .� 31111k, TO ENDWALL DOOR JAMB C3s�P.G RASE PLATE ill, BASE PLATE COLUMN OR TO DOOR CENWAL ❑LUMN L ENDWALL JAMB C31511o„G J NJiNEER'S SEAL A e ro RcGip, REVISIONS •',5 L 0+\ REV DESCRIPTION DATE APPROVED Y J 27164 Taking Pride In Building Excellence PACE No. On • Cl JOB NUMBER: c +a .:.. ig • A banal a GLOBAL huassnmes. oic 237 SOUTH 4TH ST DAVE DIEDRICH a rcfmp .. ir. „Th.� ,,,�,�„of ,,,,,,,, • e �� ION ALBION, NE 68620 "0�DESIGN. 990 COUNTY RD 311 XDC 7Me n"9,46N I l t ,f� �,r ENO?. /LS .. ua .�, Orr (800) 327-0790 NEW CASTLE, CO 81647 DATE.. 9/25/12 DET: a . d-- l ENDWALL RAFTERM-11ftIA307 ENDWALL RAFTER NOTES REVIEW RIGID I30LT THE FLANGE IN❑TE:1REVIEW RIGID FRAME CROSS SECTION DRAWING FOR THE NUMBER ❑F FLANGE BRACES AND THEIR LOCATION. THERE MAY BE 0, 1 OR 2 FLANGE BRACES REQUIRED. NOTE:ORIENT THE BOLTED 1/2'x1' CLIP WITH THE SHORT LEG A307 BOLTS FACING UP. RIGID FRAME FRAME INSIDE FLANGE FRAME CROSS SECTION BRACE TO THE JNSIDE DRAWING FOR THE NUMBER FLANGE OF THE RAFTER OF FLANGE BRACES AND BEND THE FLANGE AND THEIR LOCATION. BRACE UNTIL THE JMFBS CLIP THERE MAY BE 0, 1 DR 2 CONTACTS THE PURLIN. SCREW FLANGE BRACES REQUIRED. THE JMFBS CLIP TO THE PURLIN. CMS CLIP IS FASTENED TO UNDERSIDE OF PURLINS W/ (4) a12 SD SCREWS BOLTS, 0.5' x 1.0' ROOF (TYP) (4) REQUIRED PURLIN 11 o O IINII II��� 0 �� O ° WASHER, PURLIN" ° SIDE ONLY ° COLUMN 741 FLANGE l FLANGE BRACE . . 'DLTS ' /e 1/2'x1 1/2' 111111111111111111.1 o II a 1 1/2'x1' \� 307 BOLTS RIGID FRAME OUTSIDE FLANGE RIGID FRAME \ INSIDE FLANGE —_ ;3] /2'x1 1/2' ''° JMFBS A307 BOLTS ''.0 CLIP �°° •6'�h�FRAF TER LANGE /0, BRACE '/u RIGID / RAFTER - ..... ° 11111111 � r 111 O O L _ _ _ _ J CONNECTION COLUMN, WALL GIRT-/ BOLTS, 0.5' x 1.0' RIGID FRAME (TYP) (2) REQUIRED/GIRT OUTSIDE FLANGE WALL GIRT TO FRAME COLUMN IF PRESENT SEE ENDWALL DRAWING FOR BOLT DIA AND TYPE. RAFTER SPLICE AT SURFACE CHANGE PLATE SEE ENDWALL DRAWING FOR BOL 7 DIA AND TYPE. RAFTER SPLICE ALONG SURFACE ROOF PURLIN TO INTERIOR FRAME RAFTER WHEN MEMBRANES ATTACH TU UNDERSIDE OF PURLINS GABLE RAKE ANGLE NOTE: IF BUILDING OVERHANG, ANGLE ❑N STRUT. THE 4' TO 8 EAVE 4112 S.D. SCREW (T(2075) HAS PLACE THE THE BOTTOM LEG DF FASTEN WALL STRUT 1/2' A307 WASHER STRUT 1 AN ENDWALL GABLE RAKE OF THE EAVEEND RAKE ANGLE SHEETS TO x 1.5' BELTS EAVE __,,,,iiidSIDE :------ ENDWALL RUNS ALONG TO THE BUILDING. ENDWALL EAVE STRUT RAFTER THE ENDWALL RAFTER esso.wc E AVE RIGID FRAME RAFTER "' IS PLATES 0 EAVE STRUT li O III RIGID COLUMN STRUT TO RIGID A307 BOLTS, WASHER EAVL STRUT SIDE FRAME FRAME _11311 Syr WELDED WALL GIRT 1/2'x1" WALL DOOR JAMS GIRT CLIP A307 BOLTS GIRT TO . I DOOR JAMB ��lm ING SEE BOLT AND QUANTITY TABLE FOR SIZE OF BOLTS. LWIND VINE BENT or COLUMN BUILDING COLUMN H9 WIND BENT OR WIND COLUMN T❑ BUILDING COLUMN REVISIONS REV DESCRIPTION DATE APPROVED ENC��°E,R'S SEAL A Eiermoll. o. GLOBAL loonees, ue 237 SOUTH 411-I 87 ALBION, NE 68620 (800) 327-0790 Taking Pride In Building Excellence PACE No. DAVE DIEDRICH JOB NUMBER: B298/9 990 COUNTY RD 311 DESICN: /'DC NEW CASTLE, CO 81647 ENCR: JLS /7 engn Neihen IM eer nala« an ,e adjacent mai. oar San1;nat 806.0 O obal In0.114e, 4 Wing as CI.4 Eni6lenvd.. d wda,d. ,ti,e„an. the aq:r eMer nmrd and •wnlfnel Pwldmp • .fl.led to the ,Lfl g Aormnnce d 114 component. drew. tee" DATE: 9/25/12 DET: :•-e 27164 , Z I:112 S.D. SCREWS DOOR HEADER AI BRACE GRIP �� � DEAD END CLUMN LIR ROFTER WEB SIDEWALL COLUMN .. a • WELDED END PL. CABLE ice,, HILLSIDE WASHER I FLAT WASHER li..fe Iri I II II II II EAVE STRUT C2) 1/2' DIA BOLTS EYEBOLT O O II II DOOR JAMB SLOT IN WEB TO INSERT NUT ] O O II JMES CLIP FIELD LOCATE L 4 DOOR JAMB TO EAVE DOOR JAMB STRUT L.ISam+c V 2 DOOR HEADER ri �-�, TO DOOR JAMB xziSaovc HILLSIDE WASHER AND EYEBOLT Q2 DIAGONAL CABLE, EYEBOLT END ANCH❑R BOLTS R2 ANCHOR BASE PLAN BOLTS PLATE ELEVATION AT SIDEWALL COLUMN i WALL PANEL WEDGE ANCHORS SPACED 30' n.c. MAX AND AT BOTH ENDS OF EACH PIECE OF ANGLE. BUILDING WARRANTY VOID IF SPACED GREATER THAN THIS COLUMN BOLTS, SEE RF BOLTED END PLATES DWG FOR SIZE TOP FLANGE II11BASECHASEcHANNEL f O O �I —TOP BOLTS, SEE ANCHOR BOLTS 0 0 BASE PLATE ��*WEB 0 O 0 O DRAWING FOR SIZE. INTERMEDIATE BOLTS, THE NUMBER ❑F TOP 0 0 HOLD SHEETING ABOVE rcENT TE DR BASE TRIM BY 14' 4 Bill O ❑R BOTTOM BOLTS GREATER THAN FOUR. ` / 11 I 0o O 0 — D❑TT❑M B❑LTS, SEE DRAWING FOR SIZE. FRAME Concrete Faundatior �� • 1-1/2' x 1-1/2' OPTIONAL NOTCH BOTTOM FLANGE EXTENSION BEY❑ND FLANGE IS 1111 INTERIOR COLUMN LINE ANCHOR B❑LTS MASTIC Apply Mastic under base angle only if base eoar1 closures are used 1/4' WEDGE ANCHOR SECTION THRU WALL PANEL T 4 AND CONCRETE FOUNDATION 1<isao EXTENSION BEYOND FLANGE IS OPTIONAL FOR TDP B. BOTTOM FLANGE. BOLTED END PLATE RAFTER SPLICE•BEILTED ❑PTI❑NAL, AT TOP & BOTTOM. END PLATE C❑NNECTI❑N AT BUILDING PEAK ENGINEER'S SEAL REG/ REVISIONS REV DESCRIPTION DATE APPROVED l'd11%0 4�,•�,s-to;�.`��� d �Qs� 273 J-< TakingPride In BuildingExcellence PACE. No. rM �. . _ - ,1 SM�� : - .�� ~' �� �ENTINF.I SYSTEMS raaAa JOB NUMBER: raoea w,a. ;" t;. mml j _BUILDING A UvSso� or GLOBAL 1m�mrnra, mc. 237 SOUTH 4TH S7 DAVE DIEDRIC. ' 82981 Jengrwar E+5^ "� •� m�• °•'toe*. ° ALBION, NE 68620 "°° �DESION: 990 COUNTY RD 311 EDC „ r,, ,, zr �I° �� ENCR: JLS + 4.yi+,:,t's/rQ (800) 327-0790 ,h.,=,-,....._,,,,. / NEW CASTLE, CO 81647 DATE: s/25 iz DET. °1 BOLTED END PLATE TOP FLANGE 0 0 WEB BOTTOM FLANGE 0 0 0 0 0 0 0 0 --TOP BOLTS, SEE DRAWING FOR SIZE. INTERMEDIATE BOLTS, THE NUMBER OF TOP OR BOTTOM BOLTS GREATER THAN FOUR. --BOTTOM BOLTS, SEE DRAWING FOR SIZE. EXTENSION BEYOND FLANGE IS OPTIONAL AT TOP AND BOTTOM BOLTS FOR RIGID FRAME C❑NNECTI❑NS RIGID FRAME RAFTER WEB STIFFENERS F REQUIRED INTERIOR COLUMN INTERIOR COLUMN T❑ RAFTER REVISIONS REV DEsCRIPTIoN SENTIEELaillanaLaTala A Dano. TtCL06AL kmvnnec n. 237 SOUTH 4771 ST ALBION, NE 68620 (800) 327-0790 Taking Pride In Building Excellence PROJECT DAVE DIEDRICH 990 COUNTY RD 311 DATE APPROVED PACE No. JOB NUMHER: .29819 DESIGN: XDC NE'Y CASTLE CO 81647 ENCR• /LS DATE: 9/25/12 DET: ENGINEER'S SEAL �o� °�� fps 27164 -< ' d IM J -w:sE oajoceni sea .iLjl SerklAel '6 C) Slams Eng,' eer N V S \ IM aa . (y_ . ' lxc*..1 / Fro wd Sea:* N ri,,c y C . b, sent x 11.16.ry Sy,.,es 1 INSIDE CLOSURE EAVE FLASHING (V210RL) TK2150 SCREW (ROOF COLOR) SAVE STRUT TK2150 SCREW (TRIM COLOR) PART #'s FDR TRIM PIECES ARE IN BOXED SECTIONS. EAVE FLASHING DETAIL WITH OPEN WALL CONDITION 9X1 ANGLE RAKE TRIM LAPTEK SCREW R❑❑F PANEL TK2150 SCREW ANGLE TRIM GB1ORL ROOF PURLIN - ENDVALL RAFTER PART #'s FOR TRIM PIECES ARE IN BOXED SECTIONS. GABLE FLASHING DETAIL WITH OPEN WALL CONDITION REVISIONS REV DESCRIPTION DATE APPROVED SENTINEL BUILDING SYSTEMS A Drew w GLOBAL kumms, 237 SOUTH 4Th' ST ALBION, NE 68620 (800) 327-0790 PACE No. ads " i ^.' ettfli I/4 ^7 1�MOmr. iH d 0. ,e DAVE DIEDRICH .990 COUNTY RD 311 NEW CASTLE, CO 81647 JOB NUMBER: B29819 DESIGN:: XX ENCR: JLS DATE.. 9/25/f2 DET ENCINEER'S SEAL ,f ►cad � �©;� 27164 .d NA:."16,4, 47.Z° a.+iq�.d �.A'Jt,GT,dsaf� +L Taking Pride In Building Excellence10 tat _e sr,unel ewarq ob 44 r pviermanu d Oa Syrtemc "ELI -MAMA XXIMBEVAILSOMMIEBISIIII6W M-1 41 0- cS3 STANDAD ENDWALL BRACING THE STANDARD BEARING ENDWALL FRAME UTILIZES THE DIAPHRAGM ACTION OF THE WALL PANEL TO TRANSMIT LATERAL WIND OR SEISMIC FORCES TO THE FOUNDATION. IF THIS DIAPHRAGM ACTION IS INADEQUATE TO RESIST THESE FORCES ONE OF THE FOLLOWING METHODS WILL BE USED TO SATISFY THE BRACING REQUIREMENTS. EAVE STRUT CLIP PURLIN CLIP GIRT CLIP OPTIONAL CABLE BRACING WHEN DIAPHRAGM ACTION OF THE PANELS IS INADEQUATE, THE FIRST ALTERNATIVE IS TO ADD CABLE BRACING BETWEEN ENDWALL COLUMNS. IN THIS CASE, FLUSH GIRTS WILL REQUIRE FIELD SLOTTING TO ACCOMODATE THE CABLES. CABLES CAN ALSO BE ADDED TO THE ROOF BETWEEN ENDWALL RAFTERS AND MAIN FRAME TO TRANSFER THE LATERAL FORCES OF THE ENDWALL. RAFTER FLANGE BRACE PURLIN LAVE STRUT COLUMN BC CLIP OPTIONAL FIXED BASE CORNER COLUMNS IF THE ENDWALL FRAMED OPENINGS ARE PLACED THAT CABLE BRACING CAN NOT BE PLACED, THEN FIXED BASE CORNER COLUMNS MAY BE USED. FIXED CORNER COLUMNS WILL INDUCE A MOMENT TO THE FOUNDATION REQUIRING SPECIAL FOUNDATION DESIGN \IOTE PANEL DIAPHRAGM ACTION IS STANDAD ALL OTHERS ARE OPTIO\S GIRT OPTIONAL HALF LOAD FRAM E A MAIN FRAME MAY BE USED INSTEAD OF A BEARING END FRAME. IF CABLE BRACING COULD NOT BE USED REVISIONS REV 1, 237 SOUTH 4TH ST ALBION, NE 68620 (800) 327-0790 DESCRIPTION Taking Pride In Building Excellence 022132 DATE JOB NUMBER: 'DEVON: APPROVED ENCR.: DPP 124T1: PACE No. DEP ENGINEER'S SEAL DOOR JAMB— \ TK____ SCREWS @ 12" 0.C. . . TK____ SCREWS J ® EACH GIRT JAMB TRIM HEADER COVER JAMB COVER JAMB TRIM STRIP OF MASTIC ROOF SHEET INSIDE CLOSURE TK____ SCREWS EACH SIDE OF MAJOR RIB EAVE TRIM LAPTEK SCREW — ® 12" O.C. OUTSIDE CLOSURE SIDEWALL SHEET EAVE TRIM SIDEWALL SHEET INSIDE CLOSURE TK____ SCREWS @ 12" 0.C. HEAD TRIM HEADER COVER [DOOR HEADER HEADER COVER HEAD TRIM LAPTEK SCREWS ® 12" 0.C. ENDWALL SHEET CORNER TRIM LAPTEK SCREWS ® 12" 0.C. SIDEWALL GIRT TK____ SCREWS ® EACH GIRT SIDEWALL SHEET CORNER TRIM CORNER TRIM HEADER JAMB COVER STANDARD TRIM PLACEMENT JAMB TRIM TK____ SCREWS ® EACH PURLIN TK____ SCREWS ® 6" 0.C. TO ANGLE LAPTEK SCREWS ® 12" 0.C. STRIP OF MASTIC ROOF SHEET RAKE TRIM SHEET ANGLE 4" X 2" 16 GA. LAPTEK SCREWS — ® 12" 0.C. OUTSIDE CLOSURE ENDWALL SHEET REVISIONS REV SENTINEL BUILDING SYSTEMS A avis vGLDBAL imrsuR ac 237 SOUTH 4TH ST ALBION, NE 68620 (800) 327-0790 DESCRIPTION Taking Pride In Building Excellence DATE JOB NUMBER: APPROVED DESIGN: _'NCR: D1/, DAT_:• PACE Na.Sntinni .23 DET: LROOF PURLIN (BEYOND) ENGINEER'S SEAL L JCAT' SIV'' CZ G'SU;' ; S EAVE TRIM LS, CLOSURE \\\\ 1 1/2" BASE LAP T S -CTI❑N PRE -FORMED RIDGE CAP—N ROOF PANEL TWO BEADS OF MASTIC I.S. CLOSURE \d/ MASTIC ON N❑N-ADHESI E SIDE ❑.S. CLOSURE EAVE STRUT --WALL PANEL BASE ANGLE/CHANNEL THR_UGH SI EWALL N❑TE1 ALL BUILDING MODELS HAVE MASTIC IN ROOF PANEL SEAM AND UNDER BASE ANGLE OR BASE CHANNEL. • TAPE RIDGE ROLL (Std on Valuriaster) ALA 0.5. CLOSURE (MASTIC TOP & BOTTOM OF CLOSURE) RAKE TRIM ROOF PANEL STRIP OF MASTIC ❑ s. CLOSURE I.S. CLOSURE -\‘ ROOF PURLIN WALL PANEL BASE ANGLE/CHANNEL 1 1/2" BASE LAP SECTI THR UGH EN WALL REVISIONS REV �T[u� 11I1.�Wr��S 237 SOUTH OW sr AMION, NE 88620 (8OO) 327-0790 neSCRIPTinN DATE APPROVED ENGINEER'S SEAL Taking Pride In Building Excellence PAC! .100 NUMBER DA'SICH. INCR.. DNF MEN Iftt ;oz.r ! RAKE TRIM LAPTEK SCREWS ® 12" O.C. BOTH LEGS UL -60 ROOF UL -90 ROOF TK____ SCREWS ® TK____ SCREWS ® 12" D.C. AT PURLINS 6" O.C. AT PURLINS RIDGE CAP ROOF PEAK PURLIN TK____ SCREWS ® 6" 0.C. PEAK BOX LAPTEK SCREWS ROOF SHEET RAKE ANGLE, SCREW TO PURLINS WITH A SDSS (TK2075) AT EACH PURLIN ENDWALL SHEET, USE TK____ SCREWS 0 6" 0.C. AT RAKE ANGLE ROOF AT PEAK/PEAK BOX RAKE TRIM LAPTEK SCREWS 12" 0.C. BOTH LEGS ROOF SHEET SIGNAGE BOX LAPTEK SCREWS CENTER SIGNAGE BOX ON ENDWALL ENDWALL SHEET, US TK_ _ SCREWS 6" O.C. AT RAKE ANGLE RAKE ANGLE, SCREW TO PURLINS WITH A SDSS (TK2075) AT EACH PURLIN ROOF AT SINGLE SLOPE SIGNAGE BOX u] L Irr RETURN MASTIC DOWN PURLIN BEARING EDGE AND RETURN 6" MASTIC APPLICATION DETAIL AT INSTALLED PANEL ROOF SHEET RAKE TRIM LAPTEK SCREWS 12" 0.C. BOTH LEGS RAKE TRIM CLOSURE POP—RIVET TO RAKE TRIM ENDWALL�� SHEET UL -60 ROOF TK____ SCREWS ® 12" 0.C. AT PURLINS UL -90 ROOF TK_ SCREWS ® 8" 0.C. AT PURLINS TK_ _ SCREWS ® 6" 0.C. AT BASE • OF ROOF SHEET TK____ SCREWS ® 6" D.C. AT TOP OF WALL SHEET EAVE TRIM LAPTEK SCREWS ® 12" 0.C. PANEL TO PANEL LAPTEK SCREWS EVERY 20" TK SCREWS ® 12" 0.C. AT GIRTS BASE ANGLE OR CHANNEL TK____ SCREWS • 6" 0.C. AT BASE OF WALL SHEET SIDEWALL SHEET CORNER TRIM LAPTEK SCREWS 12" 0.C. BOTH LEGS ENDWALL/SIDEWALL CORNER (NOTE: IF NO INSULATION IS PRESENT USE TK2125 SCREWS, IF WALL INSULATION IS UNDER 6" USE TK2150 SCREWS, IF INSULATION IS 6" OR GREATER USE TK2200 SCREWS.) REVISIONS REV DESCRIPTION DATE APPROVED S NTINEl. BiILDTNr, SYSTE_M_c A Dhvzm vGLOML I 237 SOUTH 4711 ST ALBION,, NE' 68620 (800) 327-0790 Taking Pride In Building Excellence PAGE No. JOB NUUBER: ADDRESS DESIGN: BNCR: DMW a.-5' DATE: DBT A.DAA AA IA. a ..4.. lb. a Ilwad E padorrnoneag(tt: ENCINEE.R'S SEAL DWALL SI RINE- K � _,T D - TAIL TDP OF ROOF SHEET 24" ENDWALL SHEETING ,SP FFR P : 1P Rn P SL PL SHEET ANGLE NLY TOP OF ROOF SHEET USE F ENDWALL SHEETING 4 : 12 SHEET ANGLE Rn P SLfDE PNLY TOP OF ROOF SHEET 28" 1 — ENDWALL SHEETING SHEET ANGLE USF PPR 3 : 1P R PF- SLHPE E\LY NOTES: (1) MAKE CUTS ON ❑PP❑SITE CORNER FOR WALL SHEETS ❑N OPPOSITE SIDE OF THE RIDGE. (2) BUILDINGS WITH SLOPE LESS THAN 2:12 NEED NO FIELD MODIFICATI❑N TO ENDWALL SHEETS ENDWALL SHEETS, (3) ALTERNATE METHOD FOR TRIMMING ENDWALL SHEETS IS TO INSTALL AND USE SHEET ANGLE AS GUIDE FOR CUTTING CORNER ON SHEETS, REVISI❑NS REV DESCRIPTION DATE APPROVED ENGINEER'S SEAL SFA71ttNri RtUUAL I r STFkS 297 SOUTH 4TH ST ALBI0N, NS 68620 (800) 827-0780 Taking Pride In Building Excellence PAGE Na. nms JOB NUMBER: MS1CN: BNQJ DYA' w�r rah DEP 0 0 0 0 9/18" x 3/4" SLOTS 0 12 8" 5 1/4" 8 3/4" TYPICAL USE PART GIRT TO COLUMN 78830 9 3/4" 2 1/2" 3/18" I0 0 0 o 0 9/18" x 3/4" SLOTS fs7 0 1"I —2 7/8"- 4 3/4" 8 3/4" 9 3/4" TYPICAL USE PART GIRT TO COLUMN PCBHLT 7" 3/16" osonsgsrowz TYPICAL USE PART DOOR JAMB TO EAVE STRUT JMES 1 0 2" 3„_ 5/16” HOLES 1 1" 5" 6" " -a TYPICAL USE FOR SHEETING ATTACHMENT POINT AT THE CORNERS OF BUILDING PART CGCG 1/8" 9/16" x 3/4" SLOT 9/16" x 3/4" SLOT C—Cz P:1 0 1" — 2 7/8"-- 5" ;4 CrJ 1 3" TYPICAL USE FOR SHEETING ATTACHMENT POINT AT THE CORNERS OF BUILDING PART CGCG STANDARD CLIPS THAT MAY BE SUPPLIED WITH BUILDING. 1/8" REVISIONS REV 237 SOUTH 4TH ST ALBION,, NE 68620 800) 327-0790 DESCRIPTION Taking Pride In Building Excellence DATE APPROVED PACE No. JOB NUMBER: DESIGN.' :NCR: Mir ENCINEEKS SEAL non/ ew Ow °OWWO Y,rr u- OZ mew NoOwban� DOW: ,DST: GUTTE RS AN3 1WN SPOUTS A RE AN ❑PTI❑N THAT vlAY NET 3 PRESET\ T ON THIS 3UILDING, INSIDE CLOSURE– ROOF PANEL– LAPTEK SCREWS GUTTER STRAP 24" D.C. LAPTEK SCREW @ 12' ❑.C. LAPTEK SCREW @ GUTTER STRAPS CAVE TRIM TK____ SCREW (SEE NOTE A) EAVE STRUT— SIDEWALL PANEL 0 TK____ SCREW (SEE NOTE A) LAPTEK SCREW @ 12" ❑,c. STANDARD GUTTER GUTTER OUTLET OUTSIDE CLOSURE DOWN STRAP SEE DETAIL A -A 4 DOWN STRAP ELBOW 3" GUTTER LAP USE THIS METHOD FOR FORMED TYPE DOWNSPOUTS, BOTTOM SIDE OF GUTTER SHOWN -7-- POP RIVETS AND CAULK --- DOWNSPOUT FASTEN TO OUTLET WITH POP RIVETS TYP (4) PLACES DOWNSPOUT CONNNECTI❑N/ GUTTER LAP DETAIL ([UTLET, HOLE CUT TO FIT FORMED OUTLET GUTTER CUT OUT FOR OUTLET ATTACHMENT 3" GUTTER LAP USE THIS METH FOR BOXED TYPE DOWNSPOUTS, POP RIVETS AND CAULK --- DOWNSPOUT FASTEN TO BENT TABS WITH POP RIVETS TYP (4) PLACES DOWNSPOUT C❑NNNECTI❑N/ GUTTER LAP DETAIL BOTTOM SIDE OF GUTTER SHOWN 3 1/2' CUT LINES BEND LINES BEND TABS DOWN TO FASTEN DOWNSPOUTS AS SHOWN AT LEFT. GUTTER CUT OUT FOR OUTLET ATTACHMENT LAPTEK SCREW ULTI-RIB PANEL DOWNSPOUT STRAP DOWNSPOUT POP RIVET DETAIL A -A (2) REQD PER STRAP MULTI -RIB PANEL ERECTI❑N N❑TESt (A) LOCATE (1) TK____SCREW ON EACH SIDE OF MAJOR RIB ON ROOF PANE, REVISIONS REV DESCRIPTION Taking Pride In Building Excellence DATE APPROVED PACE Na. SENATINEL BUIvGLOBAL LDI sr STEMS IIv i . 237 30UTH 4TH ST A1BION, NE 68820 (800) 327-0790 JOB NUMBER: ASORESS DESIGN. ENCR. DKA' DAT':: 4�4 DEP ENGINEER'S SEAL CVERHL A STYLE IJCCRS ARE A \I DPI \1 THAT Ni AY NL T PEES \T H\ THIS UILIJING1 TYPICAL SPRING PAD CONFIGURATION (CONSULT YOUR DOOR SUPPLIER FOR SPECIFIC LOCATIONS) OPENING WIDTH S.R. 7' PAD LOCATION FOR ADDITI❑NAL SHAFT BRACKETS FOR r DOORS OVER I8'-3' WIDE MEM CENTERLINE L 1 OF SHAFT 2 . J 2 111410 STEEL PADS FOR SPRING ANCHOR BRACKET MOUNTING 7 S,R. LI SQUARE AND PLUMB CENTERLINE OF DOOR JAMB HEADER See track detail for headroom clearance dimensions *Not applicable to full vertical track = Minimum Required Slderoom OPENING HEIGHT REVISIONS REV DESCRIPTI❑N DATE APPROVED ENGINEER'S SEAL SFNT3NEL BUIL IJG SYSTEMS ccr A DPIMEN r i �e Am 237 SOUTH 4TH ST ALBION, NA' 68620 6800) 327-0790 Taking Pride In Building Excellence P4&E No. .aoOIeu JOB NUM9ER: a� DATE: DET.• DESIGN: INCR. DIA the •rA� + TM d .r srd raw aitsitt P.r o• Ma ❑VERH-A3 STYLE AIRS ARE AN IPTIEN THAT `SAY NET 3E PRESENT Ik THIS 3UIL3ING, OVERIJ -:AT) DOOR SPRING PAI) AXD BACKI IANC ID -:TAILS CONSULT NOTE ENDWALL SIDE VIEW DOOR MANF. SPECS FOR ALL PARTS ARE ATTACHED DOOR SPRING 2"x 3"x 16 ga ANGLE (Field Bend to Match Roof } ENDWALL RAFTER ----4.- SPRING WITH Pitch) PAD LOCATIONS TK2075 SCREWS PAD FRAMING END VIEW (From Bldg Interior) NOTE: material _ Building Supplier does not provide to back hang the track. PURLIN TYP. 2"x3"x 16 ga. BACKHANG ANGLE TYP ila ,� 1 DOOR TRACK ENDWALL DOOR TRACK HANGING DETAIL I PURLIN SIDEWALL 2 x 3"x 16 ga. BACKHANG ANGLE TYP _-_,„__________--DOOR TRACK DOOR TRACK HANGING DETAIL SPRING PLATE J L HEADER TYP. HOT ROLLED RAFTER OR WITH RAFTER RESTING { 2"x COLD FORMED ATOP COLUMNS 3"x 16 ga ANGLE TYP RAFTER EAVE STRUT / a d `� NY ' 91 X, 1 1 SPRING PLATE -= -- k Mil 11111111.111 Iv HEADER TYP. SIDE VIEW END VIEW SIDEWALL DOOR SPRING 2"x (From Bldg PAD 3"x 16 ga ANGLE Interior) FRAMING DETAIL ENGINEER'S SEAL REVISIONS REV f DESCRIPTION DATE APPROVED Taking Pride In Building Excellence p,IU Ha Wim.. H�J_�QpJN_ tH i 1: OL7'11 4�m147 AZ87 SOOTS 47R s7 ' JOB XVNOCt Z.r"'r+ai►r: r—`' .IL8ION, NB 68620 �, 3e E D�7 (800) 387-0990 ,rte, o: 6 c c N i Or S EL U a L C N L SC U 3 a m f E U 0 O A n t E Ui L e t m Preliminary Not For Construction too 1 a tD In m A SW L N U) J } J t } 1 L 00� Z -OW 0 ° Z (� W D N O CO 1 L J S rn MY OZ N a2 00-..., LL II ~ Z WN QOW ratoO W Q J (n L- CO 1 N. O0� Y 00 Z 0 1±1 W = 0 V) w r L In I 8 00� Y -I0W 0 J W D 0 W O (/) LL CO c) H r 1 r 4 v INJ M N GENERAL NOTES: 1. FOUNDATION DESIGN BASED ON SOILS INFORMATION FROM HP GEOTECH REPORT OF 10/22/12 FOR MCPHERSON FARM CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE TO CRITERIA IDENTIFIED IN THE REPORT. WHERE THE STRUCTURAL DRAWINGS CONFLICT WITH THE SOILS REPORT, CONTACT ENGINEER IMMEDIATELY. 2. THE FOLLOWING LOADS WERE USED FOR THE STRUCTURE: A. PER FOUNDATION REACTIONS FROM SENTINEL BUILDING SYSTEMS FOR DAVE DIEDRICH, 990 CR 311, NEW CASTLE, CO 81647 B. DEAD LOAD PER CONSTRUCTION 3. CONSTRUCTION TO BE PERFORMED IN ACCORDANCE WITH ALL APPLICABLE CODES. 4. CONCRETE AND REINFORCING STEEL: fie = 3000 PSI AT 28 DAYS fy= 60000 PSI (GRADE 60) ALL CONCRETE CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN CONCRETE INSTITUTE (ACI) CODE FOR BUILDING CONSTRUCTION. ALL HORIZONTAL BARS, AND OTHERS AS NOTED ON THE PLANS SWILL BE MADE CONTINUOUS BY PROVIDING CORNER BARS AND LAPPING AS SPECIFIED IN THE LATEST EDITION OF THE ACI CODE. 5. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE VERIFIED AGAINST THE ARCHITECTURAL, STAR BUILDING CO. DRAWINGS AND AGAINST FIELD CONDITIONS PRIOR TO CONSTRUCTION. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER, OWNER OR OWNERS REPRESENTATIVE. 6. IT IS THE RESPONSIBLITY OF THE CONTRACTOR TO COORDINATE CONSTRUCTION OF ALL FACIU IES DRAWN WITH ALL OTHER DISCIPLINES (IE., ELECTRICAL, MECHANICAL, ARCHITECTURAL, ETC....) 1 6SGM P.O. Box 2155 Aspen, CO 81612 970.925.6727 www.sgm-inc.com Roy and Sandy McPherson 2065 CR 311, New Castle, CO 81647 Revision Date By Garage Foundation Plan Job No. Drawn by: Date: QC: rro 2012 J551 ber 2012 J55 J55 Octo PE: Of File: McPherson Garage 1 3 w U I I (FTC. 8" THICK) SEE DETAL FOR B.O.F. EL= 96.33 i FOUNDATION ON (FTG. 12" THICK) L B.O.F. BLDG LINE A/2 (FTG. i SEE DETAL FO FOUNDATION C BLDG LINE A/ O 43'-1" B.O.F. EL= 96.33 (FTG. e THICK) I O + I _I_ Q• W ,.• _I_ C• R 0 I ID m i } J t } 1 L 00� Z -OW 0 ° Z (� W D N O CO 1 L J S rn MY OZ N a2 00-..., LL II ~ Z WN QOW ratoO W Q J (n L- CO 1 N. O0� Y 00 Z 0 1±1 W = 0 V) w r L In I 8 00� Y -I0W 0 J W D 0 W O (/) LL CO c) H r 1 r 4 v INJ M N GENERAL NOTES: 1. FOUNDATION DESIGN BASED ON SOILS INFORMATION FROM HP GEOTECH REPORT OF 10/22/12 FOR MCPHERSON FARM CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE TO CRITERIA IDENTIFIED IN THE REPORT. WHERE THE STRUCTURAL DRAWINGS CONFLICT WITH THE SOILS REPORT, CONTACT ENGINEER IMMEDIATELY. 2. THE FOLLOWING LOADS WERE USED FOR THE STRUCTURE: A. PER FOUNDATION REACTIONS FROM SENTINEL BUILDING SYSTEMS FOR DAVE DIEDRICH, 990 CR 311, NEW CASTLE, CO 81647 B. DEAD LOAD PER CONSTRUCTION 3. CONSTRUCTION TO BE PERFORMED IN ACCORDANCE WITH ALL APPLICABLE CODES. 4. CONCRETE AND REINFORCING STEEL: fie = 3000 PSI AT 28 DAYS fy= 60000 PSI (GRADE 60) ALL CONCRETE CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN CONCRETE INSTITUTE (ACI) CODE FOR BUILDING CONSTRUCTION. ALL HORIZONTAL BARS, AND OTHERS AS NOTED ON THE PLANS SWILL BE MADE CONTINUOUS BY PROVIDING CORNER BARS AND LAPPING AS SPECIFIED IN THE LATEST EDITION OF THE ACI CODE. 5. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE VERIFIED AGAINST THE ARCHITECTURAL, STAR BUILDING CO. DRAWINGS AND AGAINST FIELD CONDITIONS PRIOR TO CONSTRUCTION. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER, OWNER OR OWNERS REPRESENTATIVE. 6. IT IS THE RESPONSIBLITY OF THE CONTRACTOR TO COORDINATE CONSTRUCTION OF ALL FACIU IES DRAWN WITH ALL OTHER DISCIPLINES (IE., ELECTRICAL, MECHANICAL, ARCHITECTURAL, ETC....) 1 6SGM P.O. Box 2155 Aspen, CO 81612 970.925.6727 www.sgm-inc.com Roy and Sandy McPherson 2065 CR 311, New Castle, CO 81647 Revision Date By Garage Foundation Plan Job No. Drawn by: Date: QC: rro 2012 J551 ber 2012 J55 J55 Octo PE: Of File: McPherson Garage 1 3 7A Users\jsh onson\Documents\Mcpherson\McPherson Garagedrrg n 0 3 CD o' CM CD chiCD Q a 3 Vr O O O- O N O N 0 0 Z O 8" 18'-5" 4'-6" mod a 4 51'-4" 72' —4" 17' 4' } 11_2" L 24" Awl — — —J B.O.F. EL= 96.33 (FTG. 8" THICK) &o.33 (r PG. a- 15'-8" SEE DETAL FOR FOUNDATION ON BLDG LINE A/2 STEP BOTTOM OF FOOTING DOWN 24" (FIELD DETERMINE EXACT LOCATION) B.O.F. EL= 94.33 (FTG. 8" THICK) B.O.F. EL= 94.33 (FTG. 8" THICK) -r • 15'-11" P L_ SEE DETAL FOR FOUNDATION ON BLDG LINE K/2 6' B.D.F. EL= 96.33 (FTG. 12" THICK) 61 °-4" 15'-6" 24" 2'-24' 7 B.O.F. EL= 94.33 (FTG. 12" THICK) SEE DETAL FOR FOUNDATION ON BLDG LINE J/2 L____ 4'-6" FTG. 12" THICK B.O.F. EL= 94.33 P 14' T — T 4'-6" 43'-14" 15'-6" 62' —4" L_ 18'-5" L— B.O.F. EL= 96.33 (FTG. 12" THICK) SEE DETAL FOR FOUNDATION ON BLDG LINE A/2 6'—O" 4 12'-34" 6' - B.O.F. EL = 96.33 (FTG. 8" THICK) I � —� 1- 15' 8" -- 15'-8" B.O.F. EL = 96.33 (FTG. 8" THICK) STEP BOTTOM OF FOOTING DOWN 24" (FIELD DETERMINE EXACT LOCATION) � r I SEE DETAL FOR FOUNDATION ON BLDG LINE J/2 7 8" 8" B.O.F. EL= 94.33 B.O.F. EL = 94.33 (FTG. 12" THICK) (FTG. 8" THICK) SEE DETAL FOR FOUNDATION ON BLDG LINE K/2 9' 4'-6" FTG. 12" THICK B.O.F. EL= 94.33 15'-11" B.Q.F. EL= 94.33 (FTG. 8" THICK) 1 F. 1'-2" f r a m 6 d C O N L rL S V C O N a V Y C E 3 0 0 3- 0 2#5 BAR CONT. T.O. SLAB HOOK VERTICAL BARS I 24" INTO SLAB (1 1/2" FROM TOP OF SLAB) 6" CONC. SLAB (REINF. WITH #4 BARS 0 24" O.C.) #5 CONT 2#5 CONT B.O. FOOTING 96.33 r 8" #5 BARS 0 3C O.C. VERT 24" 39" ALT. HOOK DIRECTION IN FOOTING 12" 2#5 BAR CONT. IN FTG. SECTION 1 /2"=1'-0" Preliminary Not For Construction t L J DETAL FOR FOUNDATION ON BLDG LINE A/2 1 /2"=1'—O" 4 #5 BARS IN EACH CORNER OF PEDESTAL --�. \ R3" L _ 1 — 4 - #3 CLOSED STIRRUPS AT 12" VERT SPACING #5 BAR DOWELS OUT OF FOOTING INTO PEDESTAL (24" IN PED., 12" HOOK IN FTG.) a — #5 BARS ® 12" O.C. EACH DIRECTION, 3" FROM BOTTOM OF FTG. SECTION (A1) 1/2"=1'-0" NOTE: STEM WALL AND STEM WALL FOOTING REINFORCING TO CONTINUE THROUGH PEDESTAL AND PEDESTAL FOOTING. (STEM WALL REINF. AND STEM FOOTING REINF. NOT SHOWN) 2#5 BAR CONT. r #5 CONT 2#5 CONT 8" 6" CONC. SLAB (REINF. WITH #4 BARS 0 24" O.C.) #5 BARS 0 36" O.C. VERT B.O. FOOTING 96.33 2' 39" ALT. HOOK DIRECTION IN FOOTING 12" 2#5 BAR CONT. IN FIG. \2#5 BAR HAIR \ \ /7- PINS (20' LONG, EACH LEG) \ r \I L J DETAL FOR FOUNDATION ON BLDG LINE J/2 1/2"=1'-0" 4 #5 BARS IN EACH CORNER OF PEDESTAL 6" CONC. SLAB (REINF. WITH #4 BARS ® 24" O.C.) R3" #3 CLOSED STIRRUPS AT 12" VERT SPACING #5 BAR DOWELS OUT OF FOOTING INTO PEDESTAL (24" IN PED., 12" HOOK IN FTG.) — 1— #5 BARS 0 if O.C. EACH DIRECTION, 3" FROM BOTTOM OF FIG. NOTE: STEM WALL AND STEM WALL FC REINFORCING TO CC THROUGH PEDESTAL PEDESTAL FOOTING. (STEM WALL REINF. STEM FOOTING REIN SHOWN) 2#5 BAR CONT. #5 CONT (12" VERT. SPACING) 6" CONC. SLAB (REINF. WITH #4 BARS 0 24" O.C.) #5 BARS 0 36" O.C. VERT 2#5 CONT 4 - B.O. FOOTING 94.33 8" 2' 63" ALT. HOOK DIRECTION IN FOOTING 12" 2#5 BAR CONT. IN FTG. PER PLAN a a C L J PER PLAN DETAL FOR FOUNDATION ON BLDG LINE K/2 4 #5 BARS IN EACH CORNER OF PEDESTAL 1 /2"=1'-0" #3 CLOSED STIRRUPS AT 12" VERT SPACING #5 BAR DOWELS OUT OF R3" FOOTING INTO PEDESTAL (24" IN PED., 12" HOOK IN FTC.) #5 BARS 0 12" O.C. EACH DIRECTION, 3" FROM BOTTOM OF FTC. SECTION K 1 6SGM P.O. Box 2155 Aspen, CO 81612 970.925.6727 www.sgm-inc.com Roy and Sandy McPherson 2065 CR 311, New Castle, CO 81647 Revision Date By Garage Detail Sheet Job No. 2012 JSS Drawn by: JSS Dote: October 2012 QC: nit PE: JSS File: McPherson Garage Of 3 3