No preview available
HomeMy WebLinkAboutDrawings(7��IGE Goer SENTINEL BUILDING SYSTEMS P. 0. BOX 345 ALBION, NE 68620 (800) 327-0790 ERECTION DRAWINGS FOR TALLY HO CONSTRUCTION 145 COUNTY ROAD 225 RIFLE, CO 81650-9400 PROJECT: BILL RICE CARBONDALE, CO 81623 B36632 BUILDING DATA: Width (ft) = 50 Peak Offset (ft) = 25 Length (ft) = 75 Eave Height (ft) = 18 Roof Slope (rise/12) = 2:12 Dead Load (psf) = 2.700 Live Load (psf) = 20.00 Live Load Reduction No Frame Load (psf) = 20 Collateral Load (psf) = 1 V*oof Snow Load (psf) = 40 round Snow Load (psf)= 47.62 vJWind Load 115 mph Wind Code = IBC 15 Closure = Closed Internal Wind Coeff = 0.18,-0.18 ---OCT L p NeR5 Exposure = C fO5UTDATI0 Importance - Wind = 1.00 Importance - Seismic = 1.00 $ ismic Coefficient = 0.518 (Ss eismic Zone/Design Category = C Designer = KF DATE: 10/11/16 ROBERT V. NANGIA P.E. L7423 HOLLOW RIDGE DR. HOUSTON, TX 77096 "rc; 1000.,n, t e Ca 'o is 40NAL .011'40k W5C° 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 i.n 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. 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 SEALANT LAPTEK 20" 0.C. 1/2" 7-1-\ /7 LONGER LEG 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'—O" 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. REVISI❑NS REV 327-0190 237Svv7H4171620 9T 68 800 DESCRIPTION DATE Taking Pride In Building Excellence a AP Leek aux. PROVED RCN Na NIT ENGINEER'S SEAL UL -90 ROOF RATING SCREW PLACEMENT For 'R—Panel' 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 1117, TK____ SELF DRILLER WALL/ROOF SCREW (2) PER FOOT NEXT TO HIGH RIB AT PEAK (OR END OF ROOF PANEL) T • 117Pf TK____ SELF DRILLER WALL/ROOF SCREW (2) PER FOOT NEXT TO HIGH RIB AT EAVE (OR START OF ROOF PANEL) 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 REVISIONS REV 237 SOMA QA ST Al9ION NR 6R620 DESCRIPTION Taking Pride In Building Excellence DATE MI WOOD APPROVED M al&; ENCINEER'S S3'AC BUILDING CODE: IBC 151 STATE CODE: IBC 15 Job Number: B36632 Job Name: BILL RICE Job Location: CARBONDALE, CO 81 623 Builder: TALLY HO CONSTRUCTION E\G NEED \G DATA DATE: 10/ 7/16 DESIGNED BY: KF BUILDING DESCRIPTION WIDTH: LENGTH: EAVE HEIGHT: ROOF SLOPE: 50 feet 75 feet 18 feet 2.0000:12 DESIGN LOADS LIVE LOAD: 20.00 psf RIGID FRAME LIVE LOAD: 20 psf COLLATERAL LOAD: 1 psf ROOF DEAD LOAD: 2.500 psf FRAME SELF WEIGHT: INCLUDED WIND LOAD: 115 mph)/ EXPOSURE: C WIND IMPORTANCE FACTOR: 1.00 INTERNAL PRESSURE COEFFICIENT: +0.18 /-0.18 SEISMIC IMPORTANCE FACTOR: 1.00 SEISMIC DESIGN CATEGORY: C SEISMIC COEFFICIENT: 0.518 (Ss*Fa) ASSUMED SITE CLASS: D RISK CATEGORY: II - Normal SS= 0.34 S1= 0.08 SDS = 0.35 SD1 = 0.13 SEISMIC RESISTING SYSTEM: Structural Steel System Not Specifically Detailed for Seismic Resistance SLOPED ROOF SNOW LOAD (1:1): 40 psf ROOF SNOW LOAD FACTORS FLAT ROOF SNOW LOAD: 40.00 psf GROUND SNOW LOAD: 47.62 psf I = 1.00 Ce = 1.000± = 1.20 Cs= 1.00 Terrain Category: C Slippery/Unobstructed Roof: Y Rain -on -Snow Surcharge = 0.00 psf ANALYSIS PROCEDURE: Equivalent Lateral Force Procedure The index force analysis procedure is used for buildings located in seismic design category A [Eqn 1.4-1, ASCE7-10 (IBC12)], 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, clear span ROOF BRACING: Cable Diagonal Bracing LEFT ENDWALL BRACING: Cable Diagonal Bracing RIGHT ENDWALL BRACING: Cable Diagonal Bracing FRONT SIDEWALL BRACING: Cable Diagonal Bracing BACK SIDEWALL BRACING: Cable Diagonal Bracing 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 (CSS) WALL TRIM COLOR: Brown (CSS) SEISMIC DATA CS R INTERIOR FRAME: 0.12 3.00 ROOF: 0.12 3.00 LEFT ENDWALL: 0.12 3.00 RIGHT ENDWALL: 0.12 3.00 FRONT SIDEWALL: 0.12 3.00 BACK SIDEWALL: 0.12 3.00 LONGITUDINAL BASE SHEAR: TRANSVERSE BASE SHEAR: V (k) 6.37 6.38 DEFINITIONS/ABBREVIATIONS Definition of Loading Conditions on Anchor Bolt Reactions Page: DL: Dead Load LL: Live Load CO: Collateral Load WS: Wind Suction LLR: Live Load Right WL: Wind from Left R: Snow with Rain -on -Snow Surcharge Definition of other abbreviations on Anchor Bolt Reactions Page & Anchor Bolt Details: WP: Wind Pressure WR: Wind from Right EW: Endwall SW: Sidewall RE: Rigid Frame DJ: Door Jamb DRAWING INDEX PAGE(S) DESCRIPTION PAGE(S) 12 0-15 COVER SHEET RD- 7.1 ANCHOR BOLT PLAN 29" 2/1 . RIGID FRAME SECTION ENDWALL ELEVATIONS SIDEWALL ELEVATIONS ROOF FRAMING PLAN ADDITIONAL DETAILS JOB SPECIFIC DETAILS DESCRIPTION GENERAL DETAILS ACCESSORY DRAWINGS SEISMIC RESISTING SYSTEM ABBREVIATIONS: OMF = Ordinary Steel Moment Frame OCBF = Ordinary Steel Concentrically Braced Frame CC = Cantilevered Column System STRUCTURAL ONLY ROBERT V. MANCL\ P.E. 7423 HOLLOW RIDGE DR. HOUSTON, TX 77095 REVISIONS DESCRIPTION SEA, 77IVEZ; tU/t�INa7 �Yi TWP4 aw..►auri w.rk 237 SOU2' H 4711 ST AI,EION NA' 68620 (8001 327-0790 Taking Pride In Building Excellence BILL RICE DATE APPROVED mc3 833 DESIGN. IF CARBONDALE, CO 81623 ENCR. AEC DATE. UV 7/16 PACE No. DA7 aa.n,- Dar .ya.., ▪ - for EriOnew4wlM .. . Nort ma. ma'M.aa. Y �$6d 6 FOUNDATION BY OTHERS ENGINEER'S SEAL nr .v1sa.r.a e▪ „ ►ors. coming • ' By �M UMW I)) Vont 1s,vrr'1R1k:r. of Robaef[ V. NtieneAos FASTENER COLOR CROSS REFERENCES RUSTIC - AUTUMN RED HUNTER - EVERGREEN GRAY - ASH GRAY BURNISHED SLATE - PATRICIAN BRONZE BROWN - TUDOR BROWN HAWAIIAN - ROMAN BLUE DESERT - CLAY BLACK - MATTE BLACK BRILLIANT - BRIGHT - SP - REGAL WHITE POLAR WHITE - OYSTER WHITE BURGUNDY - BRANDYWINE PLAINSMAN REV IVT/NEL �vwco�r�o s + sri._ 237 SOUTH 4TH ST ALBION. NE 68620 (MOO} 327-0790 REVISIONS DESCRIPTION Taking Pride In Building Excellenc DATE #12 SELF DRILLING 77 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 POP -RIVET APPROVED PAGE No. COMPANY JOB NUMBER PROJECT DESIGN: ENGR: DATE: DET: LAPTEK - 7/8" LONG LAP/TRIM SCREW TRIM TO PANEL 1/8"0 ALUMN SLEEVE WITH STL. MANDREL ALL TRIM SPLICES ENGINEER'S SEAL t,Nwi.l 344 a COLD FOVED STEEL COVPO\ENTS PRIMED MEMBERS: ASTM A1011 -SS Gr. 55 SHAPE GALVANIZED MEMBERS: ASTM A653 -SS Gr. 55 CLASS 3 } DIMENSIONS MEMBER PROPERTIES CEE/CHANNEL DIMENSIONS MEMBER PROPERTIES SECT. NAMEA B C D GA. AREA Ix ly Se SECT. NAME A B C D GA. AREA Ix ly Se - -�� 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 GCE10256 10 2.5 2.5 .77 16 .91 12.81 .69 2.06 PCE06354 6 3.5 3.5 14 6.00 1.66 1.55 _L D GCE10254 10 2.5 2.5 14 1.13 15.90 _ 2.99 .80 .99 J I .80 .86 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 IPCE06352 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 PCE08254 8 2.5 2.5 .80 14 .99 9.33 .81 2.13 ZEE GCE12356 12 3.5 3.5 .77 16 1.14 23.97 1.66 2.58 8 2.5 2.5 .87 12 1.41 13.14 1.15 3.28 C- GCE12352 12 3.5 3.5 .87 12 _ 2.01 42.11 2.95 6.02 IPCE08252 PCE08356 8 3.5 3.5 16 9.33 1.47 1.65 D GZE08256 8 2.5 2.5 16 7.62 1.08 1.58 PCE08354 8 3.5 3.5 .77 .80 14 .91 1.13 11.57 1.83 2.29 GZE08254 8 2.5 2.5 .65 .68 14 .79 .99 9.46 1.35 2.08 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 A GZE08354 8 3.5 3.5 .68 14 1.13 11.69 3.18 2.23 IPCE10254 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 GZE10254 10 2.5 2.5 .68 14 1.13 16.06 1.35 2.83 IPCE12356 12 3.5 3.5 .77 16 1.14 23.97 1.66 2.48 D I 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 f B- 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/GEAVEHO4 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 GEAVELO2/GEAVEHO2 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 14 2.46 3.18 0.85 F .68 .85 D PRIMED MEMBERS: ASTM A101 1 -SS Gr. 55 PZE06256 6 2.5 2.5 .65 16 .68 3.91 1.08 1.07 T DIMENSIONS MEMBER PROPERTIES PZE06254 6 2.5 2.5 14 4.84 1.35 1.37 1 PZE06356 6 3.5 3.5 .68 .65 16 .85 .79 4.91 2.54 1.13 SECT. NAME A B C D GA. AREA Ix ly Se PZE06354 6 3.5 3.5 .68 14 .99 6.09 3.18 1.47 A PCH06306 6.25 2.99 2.99 0.0 16 .68 4.23 .62 0.75 PZE06352 6 3.5 3.5 .73 .12 1.41 8.57 4.58 2.27 PCH06304 6.25 3.01 3.01 0.0 14 .85 5.30 .78 1.04 PZE08256 8 2.5 2.5 .65 16 .79 7.62 1.08 1.51 A PCH08306 8.25 2.99 2.99 0.0 16 .79 8.11 .67 1.00 PZE08254 8 2.5 2.5 .68 14 .99 9.46 1.35 2.04 D PCH08304 8.25 3.01 3.01 0.0 14 .99 10.07 .85 1.53 PZE08252 8 2.5 2.5 .73 12 1.41 13.35 1.95 3.18 � B P0H08302 8.25 3.05 3.05 0.0 12 1.41 14.26 1.23 2.49 PZE08356 8 3.5 3.5 16 9.42 2.54 1.53 PCH10306 '10.25 2.99 2.99 0.0 16 .91 13.53 1.27 PZE08354 8 3.5 3.5 .65 14 .91 1.13 11.69 3.18 2.19 MATERIAL THICKNESS PCH10304 10.25 3.01 3.01 0.0 14 1.13 16.83 .71 1.89 PZE08352 8 3.5 3.5 .68 .73 12 1.61 16.50 4.58 3.38 16ga = 0.057" PCH10302 '10.25 3.05 3.05 0.0 12 1.61 23.85 .90 1.30 3.47 PZE10256 10 2.5 2.5 .65 16 .91 12.93 1.08 1.87 14ga = 0.071" 1 = 0.101" PZE10254 10 2.5 2.5 .68 14 1.13 16.06 1.35 2.68 10ga 0.129"ENGINEER'S ga SEAL PZE10252 10 2.5 2.5 .73 12 1.61 22.71 1.95 4.34 PZE12356 12 3.5 3.5 .68 16 1.14 24.11 2.54 2.31 '� ��`` _ics PZE12352 12 3.5 3.5 .73 12 2.01 42.43 4.58 5.97 REVISIONS '' v: E4,ii, �o�' 1'4\4' PDLO6P06/PDHO6P06 6 4.0 4.0 .77 16 .85 5.35 1.85 1.21 v;: r�` 1,.,t0�ff 1 PDLO6PO4/PDHO6PO4 6 4.0 4.0 14 1.06 6.62 2.30 1.59 REV DESCRIPTION DATE APPROVED 7 f �; r .80 „�„�,,,,, „ '''' ^ 1 J} EAVEL84/EAVEH84 8 4.0 4.0 1.0 14 1.23 12.96 2.74 2.54 Taking Pride In Building Excellence PACE No. � i 2344 1 f EAVEL82/EAVEH82 8 4.0 4.0 1.0 12 1.74 18.11 3.79 3.77 3EIYT�JII L .../ /NO ,,R JOH WUMBER iwwwtrwr w �a1MY M Ire 1 EAVE L04/EAVE H04 10 4.0 4.0 1.0 14 1 .37 21 .63 2.95 3.24 : ___,. "'�"°" BILL RICE 2 B356c3� at ,i;ti ' EAVEL02/EAVEH02 10 4.0 4.0 1.0 12 1.94 30.29 4.08 5.10 237 SOUTH 4TH ST "°" DESIGN: xFeAd,„� 5- , " E`3 DWI?. AEC d �. �'� • L A !0 , NE 68620 (800) 327-0790 CARBOND?ALE, CO 81623 DATE 10/ 7/16 DET' • ir' "' R ,� ';&` FRAME LINES: 2 3 COLUMN LINE H Iv RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BOLTS, & BASE PLATES Column_Reactions(k ) Frm Col Load Hmax V Load Hmin Line Line Id H Vmax Id H V Bolt(in) Base_Plate(in) Grout Vmin Qty Dia Width Length Thick (in) 4 0.750 6.000 12.50 0.375 0.0 -6.7 1 -13.8 28.3 4 0.750 6.000 12.50 0.375 0.0 28.3 5 0.1 -7.5 2* A 1 13.8 28.3 2 -4.6 -6.7 4 -0.1 -7.5 2* D 3 4.6 1 -13.8 2* Frame lines: 2 3 GENERAL NOTES 1. Foundation design and construction are not the responsibility of SENTINEL Buildings Systems. 2. The building reaction data reports the loads which this building places on the foundation. 3. 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 1100 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 cases, 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 = 0), Sentinel Building Systems does not investigate the influence of the design wind toad on the metal building system with doors and windows left open. The end customer must assure that during times of high winds all overheod doors, sliding doors, large doors (such os bi-fold & hydraulic), walk doors and windows will be closed & latched. BUILDING BRACING REACTIONS t Reactions(k ) Panel_Sheor -Wall - Col -Wind - -Seismic- (Ib/ft) Loc Line Line Horz Vert Horz Vert Wind Seis L_EW 1 F_SW D R_EW 4 B_SW A A,B 3,4 C,B 3,2 2.4 2.8 4.8 3.1 2.4 2.8 4.8 3.1 1.2 3.2 1.2 3.2 1.4 2.1 1.4 2.1 ENDWALL COLUMN: MAXIMUM REACTIONS, ANCHOR Column_Reactions(k ) Frm Col Load Hmax V Load Hmin V Line Line Id H Vmax Id H Vmin BOLTS, & BASE PLATES Bolt(in) Base_Plate(in) Grout Qty Dia Width Length Thick (in) 1 A 6 1.1 -2.9 7 -1.0 -1.1 2 0.750 8 0.0 4.1 6 1.1 -2.9 1 B 9 2.3 -3.6 10 -2.1 -3.6 4 0.750 8 0.0 12.3 9 2.3 -3.6 1 C 11 2.3 -3.2 7 -2.1 -3.1 4 0.750 12 0.0 12.4 11 2.3 -3.2 1 D 13 1.1 -1.4 7 -1.0 -1.4 2 0.750 1 0.0 4.1 13 1.1 -1.4 4 D 9 1.1 0.5 10 -3.9 -3.2 2 0.750 1 0.0 4.1 4 C 6 2.3 -4.9 10 -2.1 -2.7 4 0.750 14 0.0 12.4 6 2.3 -4.9 4 B 11 2.3 -4.9 7 -2.1 -2.7 4 0.750 15 0.0 12.4 11 2.3 -4.9 4 A 13 1.1 -1.3 7 -1.0 -1.3 2 0.750 1 0.0 4.1 13 1.1 -1.3 4.000 8.000 6.000 7.875 6.000 7.875 4.000 4.000 6.000 6.000 4.000 8.000 8.000 7.875 7.875 8.000 0.375 0.375 0.375 0.375 0.375 0.375 0.375 0.375 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 as shown in the sketch. Foundation 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 building data: 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 Zone Seismic Coeff (Fa*Ss) = 50.0 75.0 18.0/ 18.0 2.02/.72.0 = 1.0 = 20.0 = 40.0 = 115.0 = IBC 15 = C = C = 1.00 = 1.00 = C = 0.52 5. Loading conditions are: 1 Dead+Collateral+Snow 2 0.6Dead+0.6Wind_Left1 3 0.6Dead+0.6Wind_Rightl 4 0.6Dead+0.6Wind_Long1 5 0.6Dead+0.6Wind_Long2 6 0.6Dead+0.6Wind_Left2+0.6Wind_Suction 7 0.6Dead+0.6Wind_Pressure+0.6Wind_Long2 8 Dead+Collateral+E1 UNB_SL_L 9 0.6Dead+0.6Wind_Suction+0.6Wind_Long1 10 0.6Dead+0.6Wind_Pressure+0.6Wind_Long1 11 0.6Dead+0.6Wind_Right2+0.6Wind_Suction 12 Dead+Collateral+E1 UNB_SL_R 13 0.6Dead+0.6Wind_Suction+0.6Wind_Long2 14 Dead+Collateral+E2UNB_SL_L 15 Dead+Collateral+E2UNB_SL_R REVISIONS the REV 'S"ENTIIYEL iu�Ro�nr� �frrrin.ra MIXCRiLFYK 237 SOUTH 4TH .57 ALB7c1y, NE 68620 (800) 327-07.90 PRONCT DESCRIPTION Taking Pride In Building Excellence BILL RICE DATE APPROVED 3x32 IMPS DESICN: XF CARBONDALE, CO 81623 ENCR: AEC DATE 10/ 7/16 PACE No. 4 DEP ENGINEER'S SEAL ` r ■ C .C. 4RF1-1 I Dia= 3/4" 8" DETAIL A 0 3" 2 1/2" Dia= 3/4" 6" DETAIL B Dia= 3/4 6" DETAIL C Dia= 3/4" 4" See Plan DETAIL D NOTE! OUT -TO -OUT OF STEEL DIMENSIONS DOES NOT INCLUDE OPTI❑NAL NOTCH, ADD NOTCH DIMENSIONS TO OVERALL MEASUREMENTS AT DESIRED LOCATIONS. (NOTCH WALL PANEL CANNOT BE BASE MEMBER (ANGLE OR USED WITH OPTIONAL CHANNEL) S�F,FY DELUXE BASE TRIM,, ��]�taF7 OPTIONAL OPTIONAL NOTCH �� (OUTSIDE OF STEEL LINE) BASE TRIM CONCRETE FOUNDATION 1 1 1/2' 1 vz• PLACEMENT OF ❑PTI❑NAL CONCRETE NOTCH CP c U 0 0 X 25'-0" .r1A A 0" jD BACK SIDEWALL 75'-0" OUT -TO -OUT OF STEEL 25'-0" RF1-1 I r . c X -Bracing 0 25'-0" WRFI -1 z 0 z_ w� � I o 0 • 2D . 4' - RF1-1 14'-4 A11. B�' A -10" FRAME LINE~ DIMENSIONS 25'-0" ALL DRAWINGS NOT TO SCALE DIAG❑NAL MEASUREMENT = 90'-1 11/16' .--0 25'-0" X -Bracing FRONT SIDEWALL ANCHOR BOLT PLAN NOTE: All Base Plates © 100'-0" (U.N.) 25'--0" ANCHOR BOLT SUMMARY Total Dia Len Proj Qty Locate (in) Type (in) (in) O 12 Jamb 3/4" A36 11.5 2.50 O 24 Endwall 3/4" A36 11.5 2.50 O 16 Frame 3/4" A36 11.5 2.50 0' c_ 0 0 0 X N 0 [D } 00 REVISIONS REV DESCRIPTION ``SWAMI TIHE'L \f✓ —t"'• -J �Yi TQM' l nr.�mw�rr� 237 SOUTH 4711 ST A ION, NE 686.20 900 327-0790 Taking Pride In Building Excellence DATE APPROVED PACE No. BILL RICE CARBONDALE, CO 81623 36 3 DESIGN.• IYF' MGR.. AEC DATE 10,/ 7/16 DET: 0 } RIGHT ENDWALL ENGINEER'S SEAL SPLICE PLATE & BOLT TABLE Mark SP -1 SP -2 Qty Top Bot Int Type Dia Length 4 4 2 A325 1.000 2.75 4 4 0 A325 0.750 2.00 D FLANGE BRACES: Both Sides(U.N.) FBxxA(1): xx=length(in) A — L2x1/8 oo Q2" 12 Width Thick Length 6" 3/4" 2'-8 1/2" 6" 1/2" 1'-7 1/2" MEMBER TABLE Mark RF1-1 RF1-2 PS — Web Depth Web Plate Start End Thick Len.th 11.8/30.0 24.0/11.8 11.8/11.8 0.188 0.188 0.188 209.4 96.2 180.0 Outside Flange W x Thk x Length 6 x 1/4" x 205.2 6 x 5/16" x 25.9 6 x 1/4" x 90.2 6 x 5/16" x 186.0 Inside Flange W x Thk x Length 6 x 3/8" x 182.4 6 x 1/2" x 97.0 6 x 5/16" x 177.9 2_ —6 5/ 44'-10 3/4" —6 5/6" Clearance 50'-0" OUT—TO—OUT OF STEEL RIGID FRAME CROSS SECTION: FRAME LINE 2 3 REVISIONS REV DESCRIPTION 237 SOUTH 4TH ST .4 l0N. NI 68820 (800) 327-0790 Taking Pride In Building Excellence PRIMP BILL RICE CARBONDALE, CO 81623 DATE •' 376'3 APPROVED DE'SICN. 1/' ENO?: AEC DATE: 10/tQ/16 PACE No. .DET.• ENGINEER'S SEAL 50'-0" OUT—TO—OUT OF STEEL 8' 16'-4" QUAN' 16'-0" 16'-4" LENGTH _.,, nis F„)7. PCE08354 Q2" 12 ER -1 EI 2 2'1\ 12 0-1 0-1 41081, 0 • Ta EC -1 AFIELD SLOT GIRT WEBS FOR CABLE/ROD. MULTIPLE SLOTS MAY BE REQUIRED ACROSS GIRT DEPTH SLOTS 1 1/2' WIDE AND 3' LONG r -ALIGN GIRT SLOT(S) W/ COLUMN SLOTS) Siot location may 'Ivory across girt depth for bradng • attaching to Yndrnll corner coIW1ns EC -2 0 ENDWALL FOAM 14'-0" G-1 G-3 3070 WALK DOOR G-1 'EC -3 0 _1 I 1 \G: FAME LINE 1 EC -4 BOLT TABLE FRAME LINE 1 LOCATION QUAN TYPE DIA LENGTH ER-1/ER-2 Col umns/Raf Jamb 8 42 A325 A325 A325 1/2" 1/2" MEMBER TABLE FRAME LINE 1 QUAN' MARK PART LENGTH 1 EC -1 PCE08354 16'-6 15/16" 1 EC -2 W8x10 19'-3 5/8" 1 EC -3 W8x10 19'-3 5/8" 1 EC -4 PCE08354 16'-6 15 16" 1 ER -1 W8x10 25'-4 1/8" 1 ER -2 W8x10 25'-4 1/8" 2 DJ -1 PCE08352 19'-5 5/8" 1 DH -1 PCE08356 14'-0" 7 G-1 PZE08256 15'-8 7/8" 1 G-2 PZE08256 13'-10 1 2" 1 G-3 PZE08254 15'-8 7/8" 1 CB -1 1/4" STR 22'-8" 1 CB -2 1/4" STR 20'-8" ANGLE TABLE FRAME LINE 1 'ID QUAN PART LENGTH 1 2 2 3 PNH08206 PAN04206 20'-0" 20'-0" CONNECTION PLATES FRAME LINE 1 - ❑JD QUAN MARK/PART 1 2 6 8 CGCG CGC6A FLANGE BRACE TABLE FRAME LINE 1 V ID QTY MARK LENGTH 1 6 FB310A 2'-7" 50' OF CLEARANCE FOR OVERHEAD DOOR W/0 OPERATOR BETWEEN HEADER AND UNDERSIDE OF THE PURLIN AT THE DOOR JAMB. CHECK WITH OVERHEAD DOOR SUPPLIER TO ENSURE THE DOOR WILL HAVE ADEQUATE CLEARANCE. Note: Girts below 7'-4" may be cut in the field to allow installation of field located walkdoors and windows REVISIONS DESCRIPTION 3EHTIIVEL wu��c�nrri rYirr�n�+ M a0K 1�Ybk� 237 SOUTH 4TH ST ANON, NE 88620 800 327-0790 Taking Pride In Building Excellence BILL RICE CARBONDALE, CO 81623 DATE APPROVED 363 DES/QN: XF ENV?: RA"r DATE: 10/10/16 PACE No. .DET: ENGINEER'S SEAL 0- j a 00 50'-0" OUT -TO -OUT OF STEEL 1 6'-4" 16'-0" .. 16'-4" DIA LENGTH { 12 E2 4 .0 2' 12 G-1 G-3 G-1 3070 1 WALK 1 DOOR 1 1 EC -5 EC -6 ENDWALL FRAM\C: FIELD SLOT GIRT WEBS FOR CABLE/RO». MULTIPLE SLOTS MAY BE REQUIRED ACROSS GIRT DEPTH SLOTS 1 1/2' WIDE AND 3' LONG a -ALIGN GIRT SLOT(S) w/ COLUMN SLOT(S) Slot location may 'vary across Birt depth For bracing .attaching to endwall corner columns G-1 G---1 G-1 G-1 I EC -7 FAME LINE 4 (1❑ J EC -4 BOLT TABLE FRAME LINE 4 LOCATION QUAN TYPE DIA LENGTH { ER-3/ER-4 Columns/Raf 8 4 A325 A325 1/2" 1/2" 1 1/2" 1 1/4" MEMBER TABLE FRAME LINE 4 QUAN MARK PART LENGTH 1 1 1 1 1 1 7 1 4 2 2 EC -4 EC -5 EC -6 EC -7 ER -3 ER -4 G-1 G-3 G-4 CB -3 CB -4 PCE08354 PCE08354 W8x10 W8x10 W8x10 W8x10 PZE08256 PZE08254 PZE08256 1/4" STR 1/4" STR 16'-6 15/16" 16' —6 15/16" 19'-3 5/8" 19'-3 5/8" 25'-4 1/8" 25'-4 1/8" 15'-8 7/8" 15'-8 7/8" 15'-6 1/4" 15'-6" 17'-7" ANGLE TABLE FRAME LINE 4 OID QUAN PART LENGTH 1 2 2 3 PNH08206 PAN04206 20'-0" 20'-0" CONNECTION PLATES FRAME LINE 4 ❑ ID QUAN MARK/PART 1 6 CGC8 FLANGE BRACE TABLE FRAME LINE 4 V' ID QTY MARK LENGTH 1 6 FB310A 2'-7" Note: Girts below 7'-4" may be cut in the field to allow installation of field located walkdoors and windows REVISIONS REV DESCRIPTION IVT/HEL �!l��cs�No /YI7'YM11 wrM¢a�r. wa4 237 SOUTH 4TH ST A ION, NE 68600 (800) 327-0790 Taking Pride In Building Excellence P000.0 BILL RICE CARBONDALE, CO 81623 DATE APPROVED DESIGN, EF ENGR• AEC PACE No. DATE- 10/10 16 PET: ENGINEER'S SEAL 1 1 E'918 03 '37 ami , 2P1 7718 n8 ul aped 624z7,2- (SSD) uzv,L (SSD) uol — els 'DO 9Z :S13Nb'd V) m P1 Z 0 k0 7J Z) D m Z m l 18'-5" uv { 18.-11" 1J� ::\1\\ 1 Ij 19'-5" 3::"... 19'-11" 5-9" `h 20'-5" 404, 1 1 20'-11" 21'-5" e 21'-11" 22'-1" 20'-11" 21'-11" { r 21'-5" I 20.-11" 1 20'-5" 19'-11" 7 19'-11" � i 19'-5" + f 18'-11" t 18'-11" J 18'-5" r n." 7VYS S, KUNIINI N/ 00 (SSD) u01 — aS '09 9Z :S13Nbd ONIlIIHS 11VMONR D m 2 P1 18'-5" i— 11 [ 1 19'-5" 1 ::\1\\ 19'-11" ` 3::"... 5'-3" 5-9" `h 404, 5:-11" 5,-9" 8 1 5'-3" r♦ 20'-11" 20'-5" f { { 19'-11" f 19'-5" f 18'-11" J 18'-5" I �,.. N17 90 -v COJ0-)U1-F. N� ccnc---u:7(ncn aoKooKaornoow IIcJoz t,o —o �ooQ1o00 o 0:1cowoCCOCO 11110 1"0 1 1 C.,4 (A 0 0 c D Z D C) 0 1 O r co Z m ck 75'-0" OUT -TO OUT OF STEEL 25'-0 25'-- 0" 0-5 G-5 G-5 E-1 OH -1 0 0-6 N G-6 CES 0-7 G-7 G-6 EC -4 L C-0, 14'---0" G-7 23 R F1-1 5'-0" ! 6'-0" E- 1 N DH- 1 c fi 14'-0" L M 0 0-5 G-6 G--6 C 5'-0" 3) 25'-0" I RF1-1 SIDEWALL FRAMING: FRAME LINE D (Gutter with 3 downspouts) E- 1 0-9 of AFIELD SLOT GIRT MULTIPLE SLOTS MAY BE WEBS FOR CABLE/ROS. REQUIRED ACROSS GIRT DEPTH SLOTS 1 1/2' WIDE AND 3' LONG ■-ALIGN GIRT SLOT(S) H/ COLUMN SLOT(S) Slot location nay 'wary across girt depth For bracing .attaching tQ endwall Corner columns EC -5 ODI ID 000 I I 0 i i i QUAN TYPE 0 I I I '04' 2 2 A325 i i i s i 7 7 i I I I I I I I CO .- 4' I 4 I 1 0 SIDEWALL SHEETING & TRIM: FRAME LINE D PANELS: 26 Ga. SR - Tan (CSS) REV REVISIONS DESCRIPTION MEMBER TABLE FRAME LINE D QUAN MARK PART LENGTH 4 2 33 63 2 1 1 1 DJ -2 DH -1 E-1 G-5 G-6 G-7 G-8 G-9 CB -5 CB -6 PCE08354 PCE08356 EAVL0420 PZE08256 PZE08256 PZE08256 PZE08252 PZE08352 3/8" STR 3/8" STR 17'-1 3/8" 14'-0" 24'-11 1/2" 5'-7 1/2" 4'-3 3/8" 5'-3 3/8" 24'-7 3/8" 24'-7 3/8" 27'-4" 27'-3" SPECIAL BOLTS 0 ID QUAN TYPE DIA LENGTH WASH 2 2 A325 1 /2" 1 174" 1 TRIM TABLE FRAME LINE D OID QUAN PART COLOR LENGTH 2 3 4 56 7 8 90 11 2 1 3 8 22 39 64 2 SBOC20 SBGU16 SBGU20 SBET10 GEN OCB GS9 JMHDO8 SBJT1 4 SBHT14 BR BR BR BR BR BR BR BR BR BR 20'-4" 16'-3" 20'-4" 10'-3" 5" 1'-0" 9" 14'-3" 14'-3" 14'-3" DATE ANGLE TABLE - FRAME LINE D OID QUAN PART LENGTH 1 3 PNH08206 20'-0" CONNECTION PLATES FRAME LINE D ❑ 1D Q UAN MARK/PART 1 2 3 4 11 JMFBS ERCLP08 BRCLP 59" OF CLEARANCE FOR OVERHEAD DOOR AT THE EAVE, 65" AT THE FIRST PURLIN LOCATION. CHECK WITH OVERHEAD DOOR SUPPLIER TO ENSURE THE DOOR WILL HAVE ADEQUATE CLEARANCE. APPROVED SEMT/NEL' BILL RICE 237 SOUTH 47H ST ALBIQN, NE 68620 (800) 327-0790 Taking Pride In Building Excellence JOe NUIDER: B6532 DE'SlCN. EF CARBONDALE, CO 81623 E'NCR; AEC DATE. 10/10/16 PACE No. .DET. ENGINEER'S SEAL 75'-0" OUT -TO -OUT OF STEEL y 25-0" 25'-0" 25'-0" F y li)E-1 P E-1 E-1 f8 0-11 G-13 C m 0-9 s G-8 it G-10 it 0-12 0-10 e Cr 0-12 'S 0-8 t ro - Lis /\ ra m EC -4 00 RF1-1 AFIELD SLOT GIRT WEBS FOR CABLE/ROD, MULTIPLE SLOTS MAY BE REQUIRED ACROSS GIRT DEPTH SLOTS 1 1/2' WIDE AND 3' LONG ■-ALIGN GIRT SLOT(S) W/ COLUMN SLOT(S) Slot location nay vary across girt depth f or bracing m attaching to endwali corner columna eJ SIDEWALL FRAMING: FRAME LINE A (Gutter with 3 downspouts) 000 RF1-1 EC -1 0 000 T T T II. co I I 03 -- I I I oo I -co I I I -co I c —1.— I c -- I 03 I c I -op I I c .I -op —.1 I 03 -- `------ I O I 0) SIDEWALL SHEETING Sc TRIV: FRAME LINE A PANELS: 26 Ga. SR - Tan (CSS) MEMBER TABLE FRAME LINE A QUAN 3 2 2 2 2 E-1 G-8 G-9 G-10 G-11 G-12 G-13 CB -5 EAVL0420 PZE08252 PZE08352 PZE08252 PZE08352 PZE08252 PZE08352 3/8" STR 24'-11 1/2" 24'-7 3/8" 24'-7 3/8" 24'-7 3/8" 24'-7 3/8" 24'-3 1/4" 24'-3 1/4" 27'-8" TR M TABLE FRAME LINE A 2 3 4 5 6 7 8 2 1 3 7 2 2 39 SBOC20 SBGU16 SBGU20 SBET10 GEN OCB GS9 BR BR BR BR BR BR BR 20'-4" 16'-3" 20'-4" 10'-3" 5" 1'-0" 9„ ANGLE TABLE FRAME LINE A OID QUAN PART LENGTH 1 4 PNH08206 20' 0" CONNECTION PLATES FRAME LINE A 0 ID QUAN MARK/PART 1 12 ERCLP08 REVISIONS REV DESCRIPTION NT/HEL �u�ca�nrm sstirin�� iMIwM RAMI Fid}, 237 SOUTH 4TH ST 4810N, NE 68620 (800) 327-0790 Taking Pride In Building Excellence BILL RICE DATE APPROVED 't36E63 DESIGN.' If/' CARBONDALE, CO 81623 ENCR; AEC PACE No. I \ DATE: 1005 DET. 114 - ENGINEER'S SEAL ROOF SURFACE 2 O I in N 0 75'-0" OUT -TO -OUT OF STEEL 25'-0" 25'_0„ 25' -0" N r) I W U w E-1 RF1-1 t-1 rcri-I --p T P-2LvD P-3(Typ) P-1 {TVP). ' G1 RF1-2 ER -4 ER -1 C,9 RE1-2 G0 ) 8 Cg -8 c P-3 Typ P-2(Typ) P-1 Typ GB_g Cs. -8 ^ — 1=F RH-2 ER -3 ER -2 RF1-2 S ' u C w w.- .. c - ti - w r-• U W c0 I U W u) U w PURLIN LAP 2'-1 3/4' 1 2'-1 3/4" '2—' 3i4 ROOF FRAMING PLAN 2—' 3/4" GENERAL NOTES: NOTE: Refer to the rigid frame cross section drawing for roof sheet placement and extension past eave strut. (25) N I2 In N Nom' N Lo- in (NI MEMBER TABLE ROOF PLAN [TAN MARK 14 14 164 44 P-1 P-2 P-3 E-1 CB -7 CB -8 PART PZE10252 PZE10252 PZE10252 EAVL0420 1/4" STR 1 4" STR LENGTH 27'-1 1/2" 29'-3 1/2" 27'-1 1/2" 24'-11 1/2" 28'-1" 24'-5" SPECIAL BOLTS ROOF PLAN 0 ID QUAN TYPE DIA LENGTH WASH 1 2 A325 1/2" 1 1/4" 1 TRIM TABLE FRAME LINE OID QUAN PART COLOR LENGTH 2 25 SBFRC BR 3'-0" ROOF SHEETING PANELS: 26 Ga. SR Brown (CSS) ANGLE TABLE FRAME LINE OID QUAN PART LENGTH 1 6 PAN04206 20'-0" REVISIONS REV DESCRIPTION SENTINEL' �wu�w�n�a arsryn+w 237 SOUTH 4TH ST ANON, , NE 68620 800 327-0790 Taking Pride In Building Excellence MAO BILL RICE DATE APPROVED CARBONDALE, CO 81623 36'63 DESIGN.- E" ENCR.' AEC DATE.' 10/10/16 PACE No. IL .DET: ENGINEER'S SEAL NOTE IF BUILDING HAS AN ENDWALL OVERHANG, PLACE THE GABLE RAKE ANGLE, ON THE BOTTOM OF THE PURLIN END OF BUILDING GABLE RAKE ANGLE #12 S. D. SCREW ROOF PURLIN BOLTS, 0.5'x1.0" (2) REQUIRED PLACED DIAGONALLY WELDED PLATE ENDWALL RAFTER 1.4. A325 BOLTS WITH WASHER ON RED IRON SIDE (TYP) FLANGE BRACE ONLY REQUIRED WHERE DESIGNATED SECTI❑N THRU ENDWALL RAFTER BOLTS, SEE ENDWALL DRAWING FOR DIA & TYPE. WASHER ON COLUMN SIDE. CLIP IS ALWAYS UPSL❑PE FROM WEB OF COLUMN ENDWALL _ UNLESS NOTED OTHERWISE RAFTER — USED WHEN 1 1 ENTIRE DOOR IS TO ONE SIDE OF PEAK f POSSIBLE ENDWALL COLUMN ATTACHMENT OPTIONS B4 ENDWALL RAFTER TO COLUMN ENDWALL RAFTER BOLTS, SEE ENDWALL DRAWING BOLT TABLE WIDE FLANGE ENDWALL COLUMN ENDW ALL RAFTER TO COLUMN 1/2'x1' A307 BOLTS ENDWALL COLUMN WALL GIRT WELDED CLIP ENDWALL COLUMN TO WALL GIRT GaLLIND BOLT, 0.5" BY 1,01 (TYP) ENDWALL COLUMN ENDWALL GIRTS ENDWALL COLUMN TO WALL GIRT 1/2'x1' A307 BOLTS USE (3) PER C❑NNECTI❑ SIDEWALL GIRT - o WELDED GIRT CLIP 1/2'x1' A307 BOLTS USE (2) PER WELDED CLIP ENDWALL GIRT CORNER COLUMN CGC? CLIP CORNER COLUMN TO WALL GIRT DIISG.DVG BASE PLAT ENDWALL COLUMN BASE PLATE TO ENDWALL COLUMN OR DOOR JAMB EDIS6DVG ENDWALL COLUMN BASE PLATE TO ENDWALL COLUMN OR DOOR JAMB E51SDAVG REVISIONS REV DESCRIPTION III �u�,r:p�nra s►�rrrn,r� 237 SOUTH 4TH ST AL,810N, NE 6'8620 (800) 327-0790 Taking Pride In Building Excellence DATE APPROVED BILL RICE 7,114n , kV1M�ER: s3 CARBONDALE. CO 81623 DESIGN: KF ENC?- AEC DATA'' 10 7 16 PACE No. ENGINEER'S SEAL REVISIONS REV DESCRIPTION wu�wwm rwranrn►R [.MwM 4dFtFMY4e. 237 SOUTH 4TH ST A ION, NE 68620 (800) 327-0790 Taking Pride In Building Excellence MAU BILL RICE CARBONDALE, CO 81623 DATE APPROVED ENGINEER'S SEAL PACE No. JOB RL 83'E63 DEMON x, ENO?: AEC DATA: 10/ 7/16 DET: rainy! en U. - 11U. rottinal El= GABLE RAKE ANGLE IF BUILDING OVERHANG, ANGLE ON STRUT. THE TO 18 EAVE #12 S.D. SCREW (TK2075) HAS PLACE THE THE BOTTOM❑ 4' LEG OF FASTEN WALL STRUT A307 WASHER STRUT AN ENDWALL GABLE THERAKE EAVE RAKE ANGLE SHEETS TO x 1.5' BOLTS EAVE SIDE -� ENDWALL RUNS ALONG TO THE BUILDING. ENDWALL EAVE STRUT RAFTER THE ENDWALL RAFTER IMO DM NOTE: REVIEW RIGID1/2' INOTEII REVIEW RIGID INOTEII LOCATE BOLTS FRAME CROSS SECTI❑N DRAWING FOR THE NUMBER OF FLANGE BRACES AND THEIR LOCATION. THERE MAY BE 0, 1 OR 2 (2) 1/2'x1 1/4' FLANGE BRACES REQUIRED, A325 BOLTS PER FLANGE BRACE W/ WASHER ON NOTE: ORIENT THE BOLTED RED IRON SIDE CLIP WITH THE SHORT LEG FACING DOWN, RIGID FRAME FRAME INSIDE FLANGE ENDWALL FRAME CROSS SECTION AS SHOWN UNLESS DRAWING FOR THE NUMBER OTHERWISE NOTED, OF FLANGE BRACES AND THEIR L❑CATION, THERE MAY BE 0, 1 DR 2 RIGID FRAME FLANGE BRACES REQUIRED, OUTSIDE FLANGE (2) 1/2'xl' l A307 BOLTS END OF IIRAFTER ....01111110.--------____IIi gill i � O 0 O O O• O @ EACH PURLIN LAP 4- ` RCY' `� • 2)1/2'x1 1/2' A307 . , SILTS w/WASHER C 'URLIN SIDE ONLY . ® ROOF PURLIN COLUMN COLUMN � .- 5 FLANGE BRACE �+ .' J Ic•: 1/2'xl 1/2' A307 BOLTS . o IINNOTE! `�Y� • «� — COLUMN, O O L - - - - J RIGID FRAME RAFTER . ] GIR BOLTS, 0.5' x 1.0' J RIGID FRAME (TYP) (2) REQUIRED/GIRT OUTSIDE FLANGE 0WALL GIRT TO FRAME COLUMN IF PRESENT SEE ENDWALL DRAWING FOR BOLT DIA AND TYPE, le RAFTER SPLICE AT SURFACE CHANGE RIGID FRAME l:NSIDE FLANGE ROOF PURLIN FWALL (2) 1/2'x1 1/4' A325 BOLTS PER FLANGE BRACE RAFTER FLANGE REWD IRON SIDE WASHER ON BRACE TO INTERI❑R FRAME RAFTER EAVE RIGID FRAME RAFTER END PLATES 411,1 EAVE 0 STRUT STRUT . 0D❑OR TO RIGID COLUMN RIGID 1/2" x A307 BOLTS, WASHER EAVE STRUT SIDE FRAME FRAME 1.5' tlLN - WELDED WALL GIRT 1/2"x1" 411)WALL DOOR JAMB GIRT CLIP . A307 BOLTS GIRT TO � T /. �. / DOOR I` �= I I I JAMB ��� K... CGC6A CLIP IS USED BETWEEN ENDWALL COLUMN AND DOOR JAMB FOR ATTACHING EXTERIOR WALL SHEETING. USE TWO A307 'x1' BOLTS, TO FASTEN CGC6A, JAMB, & OUMN LIOGETHER, TIN CLA POSITIONS CLCTHEPS CLITP CL❑BEST USE T❑ THE HE HOLE ENDWALL COLUIPMTHN.T #12 S.D. JMES FIELD L 4 SCREWS . CLIP LOCATE DOOR JAMB TO EAVE EAVE STRUT DOOR JAMB STRUT LIIROVG JAMB COLUMN COLUMN WELDED PLATE II II11 IiiTII 11 1• IWI It= WELDED BOLT, JAMB 0.5' x 1,0' PLATE SECTION CLIP CGC6A ELEVATION 411)WALL COLUMN TO DOOR JAMB REVISIONS REV DESCRIPTION wu�wwm rwranrn►R [.MwM 4dFtFMY4e. 237 SOUTH 4TH ST A ION, NE 68620 (800) 327-0790 Taking Pride In Building Excellence MAU BILL RICE CARBONDALE, CO 81623 DATE APPROVED ENGINEER'S SEAL PACE No. JOB RL 83'E63 DEMON x, ENO?: AEC DATA: 10/ 7/16 DET: rainy! en U. - 11U. rottinal El= DOOR HEADER WELDED END PL. DOOR JAMB DOOR HEADER TO DOOR JAMB BRACE GRIP DEAD END COLUMN OR RAFTER WEB HILLSIDE WASHER CABLE EYEBOLT SLOT IN WEB TO INSERT HILLSIDE WASHER AND EYEBOLT Q2 FLAT WASHER NUT DIAG❑NAL CABLE, EYEBOLT END ANCHOR BOLTS SIDEWALL COLUMN PLAN BASE PLATE ELEVATION ANCHOR BOLTS AT SIDEWALL COLUMN WALL PANEL WEDGE ANCHORS SPACED 30' o.c. MAX AND AT BOTH ENDS OF EACH PIECE OF ANGLE. BUILDING WARRANTY VOID IF SPACED GREATER THAN THIS BASE CHANNEL HOLD SHEETING ABOVE CONCRETE OR BASE TRIM BY +' Concrete Foundatlo� 1-1/2' x 1-1/2' ❑PTI❑NAL NOTCH MASTIC Apply Mastic under base angle only If base foam closures are used 1/4' WEDGE ANCHOR SECTI❑N THRU WALL PANEL AND CONCRETE F❑UNDATI❑N 1 TaSOAVD 0 0 0 0 0 0 0 0 0 0 —TOP BOLTS, SEE DRAWING FOR SIZE, INTERMEDIATE BOLTS, THE NUMBER OF TOP DR BOTTOM BOLTS GREATER THAN FOUR —I—BOTTOM BOLTS, SEE DRAWING FOR SIZE. EXTENSI❑N BEYOND FLANGE IS ❑PTI❑NAL, AT TOP & BOTTOM, BOLTED END PLATE C❑NNECTI❑N AT BUILDING PEAK 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, 1-- BOTTOM BOLTS, SEE DRAWING FOR SIZE. EXTENSION BEYOND FLANGE IS ❑PTI❑NAL AT TOP AND BOTTOM BOLTS FOR RIGID FRAME CONNECTIONS CABLE BRACKET EYEBOLT BRACER X 1.25' A325 BOLT, NUT & WASHER TYPICAL CABLE BRACKET EYEBOLT BRACER RAFTER CLIP CORNER COLUMN CORNER COLUMN " X 1.25" A325 BOLT, NUT & 2 WASHERS 1 PER SIDE CORNER COLUMN CABLE BRACE REVISIONS REV 4F-Je4;;;;;;I:\ -u�co�nro arirrrrn.___ DWwMRlM �rwr. 237 SOUTH 4TH ST A ION, NE 68620 800) 327-0790 PNWECT DESCRIPTION Taking Pride In Building Excellence BILL RICE DATE JOB NUMOGR; APPROVED 836632 ADDRESS CARBONL'ALE, CO 81623 DESIGN IAF ENCR: AEC DATE 1D/ /16 PACE No. PET ENGINEER'S SEAL -0 EC-$ EC -2 CC CC 2. EC ? \OTE PA\EL DIAPHRAGV ACTIO\ STA\DAD 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. PURLIN CLIP EAVE STRUT CLIP GIRT CLIP OPTIO\AL CABLE BRACT\G 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 ACCOMMODATE 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 COLUMN OPTIO\AL FIXED BASE CORNER COLUM\S 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 vIOMENT TO THE FOUNDATION REQUIRING SPECIAL FOUNDATION DESIGN IS STA\ DAR D ALL OTHERS ARE OPTIONS EAVE STRUT GIRT OPTIO\AL HALF LOAD FAVE A MAIN FRAME MAY BE USED INSTEAD OF A BEARING END FRAME. IF CABLE BRACING COULD NOT BE USED REVISIONS DESCRIPTION DATE APPROVED �E'NT/NEL: +LIIROVh� EY/TWM! Mi�WK 237 SOUTH 4TH .ST J42,e1ON. h'A' 686.20 rBOOi 3.2P-0790 Taking Pride In Building Excellence PACE No. il/I- M -a ENGINEER'S SEAL •-:::::'3,411/41• v•Y. -N111E5'� 2344 1 NAL J00 MAIM: ABP 2 13/16" 6" 5" 1" uwl z J of zl (TYP. 6) Lu m 5 3/16" 8 11/16" 0 0 __..1i." 9 11/16" 0 9/16" X 3/4" SLOTS 2 1/2" TYPICAL USE GIRT TO COLUMN T 9/16" X 3/4" SLOT (TYP. 3) 4 1/2" PART 76830_ 1 6" 5" 1"-1 2 13/16" 0 0 BEND LINE 0 9/16" x 3/4" SLOTS (TYP. 6) a 1" 4 11/16" - 8 11/16" 9 11/16" 6" 7" TYPICAL USE PART BEND LINE 0 0 1 15/16" 3 7/8" 90° TYPICAL USE PART (TRT in C'ClI 1 IMN -_C'C1C'6A f3 3/4" 2 1/4." 3/4" GIRT TO COLUMN PC8BLT 2 1/8" 1 1/2" -- 4 1/16" 1/4" HOLES (TYP. 9) 2" ri 2 1/4" 1/2"1- i 3/4"i 2" -� 2 5/8" 3 1/2"--..- TYPICAL /2"_- TYPICAL USE JAMB/EAVE STRUT & FLANGE BRACE PART JMFBS 9/16" HOLE z TYPICAL USE COI IIMN TO STI)FWAI 1 CARI F PART RRC'I P 1" 1 13/16" F0--- 4 7/8" 6" 1 15/16" 9/16" X 3/4" SLOT (TYP. 2) 0 5" 3 7/8" 2" 90° 1" �--- 3" • 16 GA. t TYPICAL USE PART FOR SHEETING ATTACHMENT POINT AT THE CORNERS OF BU 9/16" X 3/4" SLOT (TYP. 2) Lu z J ❑ - I z - � w 2" 5 9/16" 90° 1" 1/4" ILDING 9/16" X 3/4" SLOT (TYP. 2) w! z z U-1! 7 1/16" 90° TYPICAL USE FLANGE BRACE BOLTED ANGLE REV 237 SOUTH 4TH ST ALBION. NE 68620 (800) 327 0790 COMPANY PART BANG24 I BANG 44 REVISIONS DESCRIPTION Taking Pride In Building Excellenc CGC8 STANDARD CLIPS THAT MAY BE SUPPLIED WITH BUILDING ENGINEER' S SEAL DATE JOB Nu BEk • APPROVED PROJECT DESIGN: ENGR DATE; PAGE No =ET: I- \ ,WALL S-- - TI\.] 2 R\F R 2 T 1PTAIL- TOP OF ROOF SHEET TDP OF ROOF SHEET 30" �,— _- ,-- ,, L f (\-1 SHEET ANGLE 1,--j------- +R i10" - -- t ,S1- ENDWALL PfR P i 1P R SHEETING --.--' F. SL_ H SHEET ANGLE -\L_Y _,5� ENDWALL SHEETING F-nR /l 1P R❑ -.-- n SL --DH =,SF n\L_Y TOP OF ROOF SHEET \ITES (1) VAKE SHEETS (2) BUILDINGS NI FIELD E\DWALL (3) ALTERNATE S—EETS AS GUIDE CUTS IN ❑PPISITE MIDIF-ICATIUN SHEETS, IS TN F -❑R ❑\ WITH METHOD I\STALL CUTTING OPPOSITE SIDE SUPE TO FIR AND CIR\ER CORNER ❑F- THE LESS E\DWALL TRIMMING USE PIR WALL RIDGE. THA\ 2:12 \EED SHEETS E\DWALL SHEET A\GLE I\ SHEETS. 28" [4 ”—'� -------------„� SHEET t cu ANGLE _,—_'' —'' SI- P ENDWALL 1 R 3 1 1P SHEETING --- I R_f P SL—HI L _ \LY EN . •,.f .3e:';,, EAL ���0--L. e lilt v.4,-,, REVISIONS � �° .---- REV DESCRIPTION DATE APPROVED ` O 1 c 42344 n; / Taking Pride In Building Excellence t.---;;;�7•AfE� PAGE No. R .." °- 1 t Il. ' /Y./ILQ'Alp /MI aar,.Y... p/prt}q J06 HumatR• i a ww4. M m.._—_-.....-= �/ ` l (��Yv� I : w DEMON- �..wt's► 5""..:.. �, ..._... � �ia 237 SOUTH 4TH ST Dia Est NAL IO Ari' $d6 2Q B00 5,27'-079Q - DA rt: pEf. 7 a-4 '74"a,' y -� "' RJa = - TK2150 SCREW @ 12" O.C. DOOR JAMB TK2150 SCREW [.... @ EACH GIRT JAMB �� COVER ,iii -JAMB TRIM JAMB COVER JAMB TRIM ROOF SHEET C EAVE TRIM STANDARD TRIM PLACEMENT SAVE STRUT SIDEWALL SHEET TK2150 SCREWS @ 12" O.C. HEAD TRIM — SIDEWALL SHEET DOOR HEADER HEADER COVER HEADER COVER EAVE TRIM HEAD TRIM RAKE TRIM HEADER JAMB COVER CORNER TRIM BASE TRIM JAMB TRIM HEAD TRIM ENDWALL SHEET LAPTEK SCREWS - @ 12" O.C. CORNER TRIM CORNER TRIM TK2150 SCREWS @ EACH PURLIN RAKE TRIM TK2150 SCREWS @ EACH GIRT - SIDEWALL SHEET LAPTEK SCREWS @ 12" O.C. ENDWALL SHEET LAPTEK SCREWS @ 12" O.C. ROOF SHEET ROOF PURLIN SHEET ANGLE 4" X 2" 16 GA. TK2150 SCREWS @ 6" O.C. TO ANGLE REVISIONS REV SENTINEL oL/C d11Y0 .ry.0 tVa7 745 237 SOUTH 4TH ST ALM! NE 686'20 (800) 327-0790 DESCRIPTION Taking Pride In Building Ezcellence DATE APPROVED PACA' No. COMPANY )O9 NUM6ER PROJECT DESIGN: ENGR: m.A en n. g... Mtjg.. el RN nal Steller 11 ling . eelang .• the leee1 e nRented. tl the engineer enema en4 engineer Me ellning .milnd In Ib. el the DATE: Derr by Senline Raiding ENCINEER'S SAAL GUT TE RS AND DOWN SPOUTS ARE AN ❑PTI❑\ THAT MAY \_T BE PRESE\T ON THIS BUILDI\G INSIDE CLOSURE— ROOF PANEL 1 LAPTEK SCREWS ////— GUTTER STRAP 24" ELC LAPTEK SCREW @ 12" 0.Ca LAPTEK SCREW @ GUTTER STRAPS CAVE TRIM TK__ SCREW —J (SEE NOTE A) SAVE STRUT SIDEWALL PANEL a ▪ • a e 4 a .• . TK____ SCREW (SEE NOTE A) LAPTEK SCREW @ 12" 0.0 STANDARD GUTTER GUTTER OUTLET OUTSIDE CLOSURE DOWN STRAP SEE DETAIL A—A DOWN STRAP ELBOW DOWNSPOUT CAULK USE THIS METHOD FDR FORMED TYPE DOWNSPOUTS. FASTEN TO OUTLET WITH POP RIVETS TYP (4) PLACES D❑W\JSP❑UT C❑NNNECTI❑N/ GUTTER LAP DETAIL BOTTOM SIDE OF GUTTER SHOWN OUTLET HOLE CUT TO FIT FORMED OUTLET GUTTER CUT OUT FOR OUTLET ATTACHMENT 3' GUTTER LAP POP USE THIS METHOD FOR BOXED TYPE DOWNSPOUTS, 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 4" 3 1/2" CUT LINES— I -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 ( D❑WNSP❑UT POP RIVET DETAIL A—A (2) REQD PER STRAP MULTI—RIB PANEL ERECTION N❑TES1 (A) LOCATE (1) TK _ SCREW ON EACH SIDE OF MAJOR RIB ❑N RDLF PANEL REVISIONS REV NTJIYEZ •o..w.arr 237 SOUTH 4TH ST 451g, NE 68620 800 9,27-0790 DESCRIPTION Taking Pride In Building Excellence DATE eue Huu9ER: APPROVED DEBICN. E'NCR, DATE'.' PACE No. ti ENGINEER'S SEAL 3" GUTTER LAP - --- POP RIVETS AND . DOWNSPOUT CAULK USE THIS METHOD FDR FORMED TYPE DOWNSPOUTS. FASTEN TO OUTLET WITH POP RIVETS TYP (4) PLACES D❑W\JSP❑UT C❑NNNECTI❑N/ GUTTER LAP DETAIL BOTTOM SIDE OF GUTTER SHOWN OUTLET HOLE CUT TO FIT FORMED OUTLET GUTTER CUT OUT FOR OUTLET ATTACHMENT 3' GUTTER LAP POP USE THIS METHOD FOR BOXED TYPE DOWNSPOUTS, 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 4" 3 1/2" CUT LINES— I -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 ( D❑WNSP❑UT POP RIVET DETAIL A—A (2) REQD PER STRAP MULTI—RIB PANEL ERECTION N❑TES1 (A) LOCATE (1) TK _ SCREW ON EACH SIDE OF MAJOR RIB ❑N RDLF PANEL REVISIONS REV NTJIYEZ •o..w.arr 237 SOUTH 4TH ST 451g, NE 68620 800 9,27-0790 DESCRIPTION Taking Pride In Building Excellence DATE eue Huu9ER: APPROVED DEBICN. E'NCR, DATE'.' PACE No. ti ENGINEER'S SEAL