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HomeMy WebLinkAboutPlans5107 County Road 154, Glenwood Springs, CO - Google Maps Address 5101 [.aunty Road 154 .00d Springs, CO 81601 7119112 12:93 PM Get Google Maps on your phone11 Text the word "GMAPS"to 9 bG45 3 3 26 Atzr .s iChf 5 e (5 dt5cre7c1 (Z erre A carreott Beni 1AtUt 54efrifed 5arvet/ -1-14e 15,11,14. pitoreytfi melte met ( ed , ©2012 Google - Map data 0)2012 Gaogte http:1lmaps.goggle.conk/mapsTl-cn&cilent-saFari&q =5107tCouirty-FR...00153,0.003979141.1hAa 19&vpsre_B&eil•5E0IUjjJLsbUwOODh„JdGQILPw-2 Page 1 of 1 Googleearth feet meters 300 90 A Map Print Page 1 of 1 •• County Line —• Gang Twp Line — Lot Line Mi ac Line — Mon Linear — Parcel Line Parcel Line Leg Ow Rol Corp Line — Poi Twp Line Railroad Centerline Railroad ROW Road Centerline Road ROW Section Line • • • Sub Line 100 — • Sub Line 400 Sub Ref Strip — Unknown Linear ••• Water Line 1,‘ 51 Feet Owner Information PETERSEN, CRAIG E 40 tILIEfilLEAGVIRIffic . ouNwboo ppiRiNOS:.e0 81601 Parcel Number! 239501101002 Site Information Acres: 3.26 1 Account Number: R011606 Please choose Landscape when you print. R, Int Now http://gismaps.garfield-county.com/sidwell/printNextent=303396.502938054,4371631.776... 7/23/2012 .See. P/,ti Rixli0e/A �� it;zzi/a�ih7 P//fe1efr1/ . /7/ %e./47,4A/A47 .ytAiar'i elm' , pfi rrea, e/ r ems ' 7 e _rh-?pche .__L7'ed-//4146W 5 79&--"n W/flaver "fW5 72e7b///e ewy147e-raT r v APPROVED SUMO' TO NOTED EXCEPTIONS & INSPECTIONS GARFIELD COUNTY DUILi C EPADote roc/ /z_By ' �y T LD COPY no INSPECTION WITHOUT THESE PLANS ON SITE ps R= HERE-7-12-2563 \i‘ v RAPIDSET BIMETAL BUILDINGS July 23, 2012 Building Authorities Re: Pre -Engineered Building 10784Q In reference to the building design 10784Q the owner has requested the framed openings on page 6 of 19 change from; 12' x 14', 12' x 12', 12' x 10', 10' x 10' to 12' x 14', 12' x 12', 12' x 12', 10'x10' We see this change as no structural issue in this design. This building design allows for the walls doors to be clipped in wherever there is no X bracing to interfere with walk door installation. Sincerely, Larry Stevens GM 3555 N. Prospect St • Colorado Springs, CO 80907 • 719-268-1325 • Fax 719-599-9382 BUIL ER/CO TRACTIF RESPINSIBILITIES It is the responsibility of the B1IIL11ER/CLdilTRAC1flR to ensure that all project pions orxi specifications coaly rich the applicable requrerents of any governing budding authorities. The supplying OF sealed engineering doto and drawings For the metal building system does not holy cr constitute on c reenent that the boding naufacLeer or its design engineer is acting as the engineer of record or design professional for a construction project The contractor roust secure a6 required opprovats and permits from the appropriate vivrcy as required. Approval. of drawings and calculations indtate that the budding manufacturer correctly interpreted and applied the requirements of the contract drasings and specifications (Sect. 12.1 AISC code oF standard practices, 9th edtian,) Where discrepancies exist between the manufacturer's structural steel pions and the plons for other trades, the structurol steel Pons shall govern (Sect. 3.3 AISC code of standard practices 9th. ed1, Design considerations oF any materials in the structure which are not Furrshed by the budding nanufacturerlsupplier are the responsibility of the contractors and engineers other than the budding nonufacturer/stppier's engineer unless specifically indicated. The contractor is responsible for alt erection of steel and associated work in compliance with the budding manufacturer's 'for construction' drownings. Products shipped to budder or his customer shall be inspected irnedately upon arrival_ Clans Far shortages or defective material iF rot packaged must be noted to RapidsetBuddngscon a writing within Five (51 days after the budder learns of the defect. The rarufacturer/ Rot dsetBuldrrgscon shall not be Gable for any defect unless (loin is node within one (11 year oFter date of the original shipment by the nanufaclurer to the budder or his customer. Rapdset8uidngston at be given a reasonable opportunity to inspect defective materials upon receipt of (lain by budder. If a defect is of such nature that it can be reneded by a Field operation of the job site without the necessity of returning the material to the manufacturer, then upon written authorization of the manufacturer the bolder ray repair ar cause the material to be repaired and the manufacturer wit{ reimburse the builder For the cast of the ref» in accordance with the written authorization All bracing os shown and provided by the ranutacturer For this budding is required and shall be installed by the erector as a pernonent port of the structure. Terparary supports, such os ter,parary guys, braces, false work, cribbing or other elements required For the erection operation dl be determined and Furnished and 'vistaed by the erector. !hese temporary supports .11 secure the steel fror;rg or any portly assembled steel fraring against loads comparable in intensity to those For which the structure was designed, resulting Iron r,nd, seisnc forces and erection operations, but not tie toads resuttig from the perForrance aF work by or the acts or others, nor such cwupreufictoble loads as those due to tornado. explosion or collision (Sect. 7.91 RISC code of standard practices, 9th edition) Design of gutter and datnspout is a Function of the rainfalt intensity and orea to be droned. Design parameters utilized ore in occerdance with the 1986 tot rise buldrg system named and/or the 9th edition of the architectural graphic standards, as applicable, Proper owner maintenance dictates /hot the drainage system be kept free and clear of debris and/or ice at all tines to ensure proper Function of the gutter ood downspout In those cases there the owner/tenant or a property is waling or unable to provide proper nahtenance, elivation of gutter should be considered as on alternative. APPROVAL NOTES the folloerg conditions ray apply .i he event that these d-awrg5 are used a5 approvat drawings A). it is imperative that any changes to these drowingsr 11 Be node in contrasting ink and surrounded by 'clouding'. /1 Hove all instances of change clearly imitated. 3) Br tegLte and rnarbnggqus B) Dated signature is required on ad poges. 1) Ropdsetlauldngs_ on reserves the right to resuhnii drawings with extensive or coplex changes required to avoid nisfatrkation This nay impact the delivery schedule. D). Any changes noted on the drowugs not in conformance with the terns and requirements aF the centre(t between RopdsetBuildrgston and its (ustoner are not tis*g on RapidsetBuddngscon urdess suiasequently specifically acknowledged and agreed to in writing by change order ar separate docunefiatiot RapdsetBufdngscon recogrizes that rubber slain are routinely used For nitrating approval, disapproval, rejection or Here review of the drawings subrdtted Hoverer, Ropdset$aidigscon does not accept changes or additions to contractual terns and conditions /hot nay appear with use of o stoop ar sirvinr incitation of approval, disapproval, etc. Suchlanguage applied to the draiings of RapdsetDuddngscon by the cusinner, architect, engineer, or any other pony wit be considered as unacceptable alterations to these drawing notes, and illi not otter the contractual rights and obligations existing between RapidselBuldngscon and its customer. Drawing Stotus for Approval these dr -Bungs being For approval, ore by definition not final, and are for conceptual representation onlyher purpose is to confrn proper interpretation of the project dorunents, Only drawings issued 'far construction' can he considered complete. f—lFor Permit these rdrarings, beig For permit, are by deficition not final in that. as a t rinnnu,, piece markings are not identified Only drawings issued 'far construction' can be considered as compete. for Construction Nal Drnurgs GENERAL UDTES <> Rapidset Metal Buildings (TM) the structure under this contract hos been designed and detoaed For the loads and condition stputoted in the contract and Shorn on these drawings Any alterations to the structural system ar removal or any component parts, or the addition oF other construction rateriats or toads rust be done alder the advice and direction of o registered architect, Uva or structuwo( engineer. The butting manufacturer hA assume no responsibility For any loads not indicated. Th s netal budding is designed with the buildup moreefacturer's standard practices trhich are based on pertinent procedures and reconneadatians of the foltocng orgebizattans and codes. 1, Anericon Institute of Steel Construction 'Specificotion For the Desgn, fabrication and Erection of Structural Steel For Bindings.' 2. American Iron end Steel Institute, 'SpeciFicolion for the Design of told formed Steel Structural Members'. 3. American Vetdng Society 'Structural Veldxg Code AVS D1.1. 4. Metol Ming Manufacturer's Association tor Rise Budding Sysiens Manual' 5. International Conference of Boding Officials 'Uniform Buidng Code' 6. Southern Pudding Code Congress Internotiorwl: 'Stondard Buidng Code' 7. Boling Official and Code Adhinistrotors Interrntlonat'BOCA Notional Budding Code' It Rational Buidng Code of Canada. 9. International Budding Code Material properties of steel Pate used in the fabrication of ornery rigid Frames, and other primary structural exclusive of cold formed sections, conform to AS1M-A529 cc A-572. Flanges Lith thickness of 1' or less and width of 12' or less conform to A-529 with o nkdmun yleid pont of 55,000 P5I. Veb material to iforns to AST14436 nodiFied with o munch yield pont of 46,000 PSI Material properties of Poe sections conform to ASiH-A53 type [, grade B Pith a niinrn yield paint aF 35000 PS1. Moteriat properties of hat rotted steel members conform to the regiirenents of ASTM -A36 or A572 rilh a ririnun yield point of 50,000 PS1. Material properties of cold famed light goge steel nerbers conForn to ASTM -A570 or A607 grade 55 nadiFied with a nlnimnut yield point or 57,01 PSL Material properties of roof/toll sheeting, base netol conform to AS1H-A792 grodes 0 or E with ninram yield points of 50.000 PSI and 80,000 PSI respectively, as required by design Coating of base naterial is 550 aluminum -zinc alloy in accordance with H?55 specifications, Coble utilized For bracing conforms to ASTM A47S Cable tracing is to be installed to a taut condition with ail slack renoved Rod and angle utilized For bracing nenbers conforn to AS111 03& Structural pints with A.SIH A-325 high strength bolts, where indicated an the drawings, shall be assembled and the fasteners tightened in occordance with 'turn of rxrt' netlwd as described in the specification for structural jaunts using AS.frt. 0-325 or A-490 bolts (11-18-35), cress otherwise noted Aa joints will be ossenbled without washers unless otherwise noted Alt steel nenbers except bolts, fasteners and coble shad receive ane shop coat or iron oxide corrosion'rhbitive primer, reeling the performance requirements of iIP•636. Shop and Field inspections and associated Fees are the responsibility of the contractor, unless stipulated otherwise in the contract. The netal hating manufacturers all identify prinary structural steel with a rinrun yield point greater than 35,000 Ps) by neons o a sticker near the erection pork on each shipped piece. Secondary nenbers Pith o yield point equal to cr greater than 33,000 PSI shall be identified by reins ora sticker near the erection Work on each shipped piece [This is in accordance with the 1997 OTIC section 2203, subsection 2203.2 and 2203.3) PRIMER Shop primer paint is a rust inhibitive primer which meets or exceeds the end performance of Federal spetiFicationS I1 -P -636c and 11-P-661 and is red oxide primer. TNs primer is not intended for long tern exposure to the elements. RapidsetBuldings.ton is not respansb(e For any deterioration of the shop primer as a result of improper handling and/or storage. RapidsetBuddings.con shall not be responsible For any Field-opplied paint and/or coatings. (Section 6.5 AISC Code of Standard Practice, 9th ED./ 0325 BQLT IIGHT[NI1tG REQUIREMENTS Ali high strength bolts are 0325-11 unless specifically noted otherwise. Structural bolts shall be tightened by the turn of nut method in accordance with the 9th edition of the 'AMSC Steel Construction Manual'. A325 bolts are supplied without washers unless noted otherwise. All bolted corrections ore designed os bearing type connections with the bait threads included in the shear plane. ERECTION Nf1TE: 1 EREC11011 AND IIMLOADING MUT BY Rapidset0ukfngscon 1 All bracing shown and provided by RapidsetBdldrgs.can for this budding is required and shall be installed by the erector as a permanent part of the structure. If aditionol bracing is required For stability during erection, it stall be the erector's responsAdity to determine the amount of such bracing and to procure and insto0 as needed SH)RTAGES (SEE MBNA 52.1) the quantity of crates and structural items shipped shall be checked and any shortages or other discrepancies nth respect thereto, shall be reported to RopidsetBuildingscan on the day of delivery and such discrepancy confirmed n writing within seven (7) days. With respect to ileus or quantities alIbn unopened crates and any latent defects, it shalt be the duty of the purchaser to notify RapidsetButdngston on the date such defect or shortage is discovered and canFirn such notice in writing to RopdsetBuddings.con atttin (1) days thereof. cuatoiots OF ERRURS AND REPAIRS (SEC MBNA 610) Claims For correction of alleged risfits nil be disallowed unless RopdsetBtldrgs.con shalt hove received prior notice thereof and allowed reasonable inspection oF such risFits. The correction aF rinor misfits by use of drift pins to dray the components into fine, noderate amounts of rearing, chiming and cutting, and the replacenent of mini shortages or sterna( ore o normal port of cretin/el and are not subject to dal%, na part of the budding ray be returned for alleged misfits without the prior approval of RapidseLBuddngscon FIELD WOR SUMMARY 1. Valk doors and mdws lilt need to be 'cut in' Check for bracing on the plan before locations are determined. 2. For a pitched roof, the top of the panels on the rake side all need to be clipped n order for the rake lrin to int 3. Slots tat need to be cut in the appropriate girls to accomodate the cables or rods there such brocing roll be used. SAFETYQ Rapic set Metal Buildings (TM) PROJECT The building manufacturer/supplier has a cannitment to manufacture quality building components that can be safely erected. However, the safety connitment and job site practices of the erector are beyond the control of the building manufacturer. The supplier strongly reconnends that safe working conditions and accident prevention practices be the top priority of any job site. Local, state and Federal safety and health standards (wnw.osha.gov) should always be followed to help insure ,worker safety. Make certain all employees know the safest and most productive way of erecting a budding. Emergency procedures should be known to alt employees. Doily meetings highlighting safety procedures are also recommended. The use of hard hats, rubber sole shoes for roof work, proper equipment For handling material, and safety nets where applicable are recommended. CUSTDIE PROJECT JOB ID PROJECT ADDRESS SIZE CW_Sotar 10784Q 5109 County Rod 154 Carbondale CO 81601 35'-0' x 65'-0' x 16'-0' x 18'-0" Ro.p1ClsetBuitcirigs.con LIKING DATA WIDTH (ft) 35 LION «tl 65_ CAVE KID -11 (ft) 18 ROOF SLOPE (rise/12') 2.6:12 SIDEVALL BAY SPACING 1 at 15 1E11 END'tlAtt BAY SP 2 at j7.5 RIGHT ENDVALL BAY SP 2 at 17.5 ROOF FRAMING Bypass purlins at 2.512 ft spacing. Ctossic Roof (PiR) ROOF PANEL TYPE ROOF PANEL GAUGE 26 GA INTERIOR FRAMING 3 rigid frames, clear soon WALL PANEL TYPE Classic Walt (P8R) WALL PANEL GAUGE 26 GA BEAD LOAD (psf) 7.000 LIVE 10013 (of) 2000 REDUCTION ALLOWED 110 ROOF Shi�(6' =ILL 40 ' COLLATERAL LOAD (phsf) 0.5 MARRING CODE _ IBC 09 V30111 SPEED (mph) ------ 05ei_ 0/11iD EXPOSURE B WIND IMPORTANCE 100 VALL GIRT MX. DM. L/span 90 ROOF PURLIN, E.L. EFL. Lispon 180 RIGID FROM( 140R17. DEFL. H/span 60 SEISHIC ZONE/DESIGN CATEGORY C SEISMIC COEFF. _ 0.595 SEISMIC IMPORTANCE 1.00 SEISMIC USE GRED SEISMIC Sds CO SE1S1!C Sdd Glenwood Sgrm ANCHOR BOL1S BY OTHERS DRAWING INDEX PAGE OESCRTP1i0N PAGE ItSCRIPIION CI COVER SMEE1 14 Rigid frame 1 C2 3D 15 Assembly Oetods I I 2 Anther Bait Pion 16 Astpnldy Details 2 Anchor Bolt Connections 17 Asserfily Iletbds 3 3 Anther Bolt Reactions 18 Assembly Details 4 4 Front Weisel Irving 19 _ Asserbty Details 5 5 Front gdewaa Sheeting 6 Roth WWI framing 7 Back Sidewao Sheeting 0 tert Emboli Frar±ng 9 Left Endwolt Sheeting 10 Pktit Endwahl ironing II Kitt Wadi Sheeting i 12 Roof Framing tit 13 Roof Sheen} it rvim 0 1 El / _ r'• .w6,�;..*� � • .7.- 1s;+ `w lilt n t'1`106 n. s-SR'svrs l...,..1:• tsl l__ii V ` , \ . '•''',Vsl"c '� 13519 ••rrrr ti r�rrl rl 3555 Prospect St. Colorado Springs CO 80907 800.793.8555 DRAWINGS COVER SHEET (C1) NHS SCALE: NONE DATE: 6/ 5/12 REV NO. CHANDER P. NANGIA P.E. 7423 HOLLOW RIDGE DR. HOUSTON, TX 77095 EC -6 12'-0' G-6 1 RE1-1 65'-0' OUT -TO -OUT OF STEEL 16,-0' 5 E-5 12'-0' 12'_0" SIDEWALL FRAMING: FRAME LINE A THIS DRAWING IS NM T❑ SCALE 15, ' El c_76 6--10 6-11 Dar DH -2 0- 1 C'7 c r EC -1 10`-0` 10,_0" PROJECT 10 PROJECT ADDRESS cw_Solar 107840 '5109 County Rd 154 Carbondale CO 81601 BOLT TABLE FRAME LIME A LOCATION QUAN TYPE_DIA LENGTH WF -1 -- RF1-1 8 A325 3/4" 2 3/4" MEMBER TABLE FRAME LINE A MARK PART LENGTH WF -1 W2015625 14'--4" DJ -1 J08C060 15'-0 1/2" DJ -2 J08C060 1 15'-0 1/2' DJ -3 J08C060 15'-0 1/2' DH -1 J08C060 12'-0' DH -2 J08C060 10'--0" E-4 10E060 17'-11 1/2" E-5 10E060 15'11 1/2' E-6 10E060 24'-11 1/2' 6-5 08Z060 2'-8 1/2" 6-6 081060 4'-5 1/2" 6-7 081060 3'-5 1/2' 6-8 081060 11'-3 1/2" 6-9 08Z060 4'-5 1/2' 6-10 081060 9'-3 1/2" G-11 081060 1'-8 1/2' CONNECTION PLATES FRAME LINE A CJ ID MARK/PART 1 2 3 JCE02 JCA&P02 JGC01 FGC01 SIDEWALL FRAMING PLAN GENERAL NOTES I. STD. ROD/CABLE SIZES PER PART PREFIX ARE: ROD RDB- = 5/e' ROD CAA- = 1/4" CABLE RDC- = 3/4' ROD CAB- a 3/13' CABLE RDD- = 7/B' ROD CAC- = 1/2' CABLE CABLE RDE- = T' RDD RDF- = i I/B' ROB RDG- = 11/4' ROD 2 ROD/CABLE BRACING THAT OCCURS IN FLUSH OR INSET GIRT CONDITIONS WILL REQUIRE FIELD SLITTING Of GIRT VERS TO ALLOW FOR BRACING. a FRAMED OPENINGS WHICH ARE FIELD LOCATED VTLL REQUIRE FIELD CUTTING OF GIRT AND SHEETING. q. THIS DRAWING IS NOT TO SCALE. RapicisetBuildings.con PHONE: 800.793.8555 SIDEWALL FRAMING DESIGN Janny H NBS DATE: 6/ 5/12 SHEET 6 OF 19 } 2'-0' - 0• 65'-0' OUT -TO -OUT OF STEEL 16'-0' i 12'-0' 16'-0' 12'-0' 18'-0' 12'-0' 3'-0` o Dia= 1/2' Dia= 3/4' Dia=1 1/4' 15'-0' 16'-0' 16'-0' THIS DRAWING IS NOT TO SCALE 0 ANCHOR BOLT PLAN NOTE: AU Base Plates Q 100'-0' (U.N.) 16'-0' ANCHLIR 13UL I JUMMAKT Oty 016 824 830 04 Do Locate tin) Jamb I/2' Endo& 3/4' Frame 3/4' WlndCct 1 I/4' Type F1554 F1554 F1554 r1554 PZ,?, cin{ 300 300 3:00 340 ANCHOR BOLT PLAN GENERAL NOTES I. THE SPECIFIED ANCHOR ROD DIAMETER ASSUMES Fi554 GRADE 36 UNLESS NOTED OTHERWISE. ANCHOR ROD MATERIAL OF EQUAL DIAMETER MEETING OR ExCEEDING THE STRENGTH REQUIREMENTS SET FORTH ON THESE DRAWINGS MAY BE UTILIZED Al THE DISCRETION OF THE FOUNDATION DESIGN ENGINEER, ANCHOR ROD EMBED- MENT LENGTH SHALL BE DETERMINED BY THE FOUNDATION DESIGN ENGINEER. 2. METAL BUILDING MANUFACTURER IS NOT RESPONSIBLE FOR PROJECT FOUNDATION DESIGN. THE FOUNDATION DESIGN I5 THE RESPONSIBILITY OF A REGISTERED PROFESSIONAL ENGINEER, FAMILIAR WITH LOCAL SITE CONDITIONS. 3, ALL ANCHOR RODS, FLAT WASHERS FOR ANCHOR RODS, EXPANSION BOLTS, AS WELL AS ALL CONCRETE/MASONRY EMBEDMENT PLATES ARE NOT BY METAL BUILDING MANUFACTURER. 4. THIS DRAWING IS NOT TO SCALE. 5. FINISHED FLOOR ELEVATION = 100'-0' UNLESS NOTED OTHERWISE. 6. 'SINGLE' CEE COLUMNS SHALL BE ORIENTED WITH THE 'TOES' TOWARD THE LOW [AVE UNLESS NOTED OTHERWISE. 7. ANCHOR RODS ARE REQUIRED ONLY 1N THE QUANTITIES SPECIFIED. BASEPLATES MAY DE FABRICATED WITH MORE HOLES THAN NEEDED FOR THIS PROJECT. 8. THE ANCHOR BOLT LOCATIONS PROVIDED BY METAL BUILDING MANUFACTURER SATISFY PERTINENT REQUIREMENTS FOR THE DESIGN OF THE MATERIALS SUPPLIED BY THE METAL BUILDING MANUFACTURER. PLEASE NOTE THAT THESE REQUIREMENTS MAY NOT SATISFY ALL ANCHOR BOLT CONCRETE EDGE DISTANCE REQUIREMENTS DEPENDING ON THE DETAILS OF THE FOUNDATION DESIGN. BECAUSE FOUNDATION DESIGN I5 NOT WITH- IN THE METAL BUILDING NANUFACTURER'S SCOPE OF WORK, IT IS THE RESPONSIBIL- ITY OF THE QUALIFIED PROFESSIONAL DESIGNING THE FOUNDATION TO MAKE CERTAIN THAT SUFFICIENT CONCRETE EDGE DISTANCE IS PROVIDED FOR THE ANCHOR BOLTS IN THE DETAILS OF THE FOUNDA- TION DESIGN. PROJECT CW_Solar Ra pids e t Buil dings.cnrl PHONE: 800.793.8555 ID 107840 PROJECT 5109 County Rd 154 ADDRESS Carbondale CO 81601 ANCHOR BOLT PLAN 8.. REACTIONS DESIGN. Jonny H N BS DATE. 6/ 5/12 SHEET 1 OF 19 Dia= 1/2' LL ---I DETAIL A DETAIL E Dia= 3/4' Dia= 1 1/4' DETAIL 13 EW DETAIL F 5' 11 1/2' SW/ EW Dia= 3/4' r 124 DETAIL C SW Dia= 3/4' 8' DETAIL 3 SW THIS DRAWING IS NOT TD SCALE ,`„,... 1irilr,,. �.` �'; S1lER X441''' +rte . .•� %T. 13519 0 0 a' a COLUMN FINISH FLOOR -1\ Ji, (USE 1X I CLR. OPENING I* I, VARIES 2?" -3r (2) 1/2• DIA EXPANSION BOLTS PER COLUMN) r� GIRT TYPICAL DEPTH + 2' ilk ..:::. '...': ANR 9OLT • .1. ' - ,ANI-..10R .: SECTION AR (RECOMMENDED) OVERHEAD DOER FRAMED OPENING TYPICAL COLUMN BASE PLATE DETAL. RapidsetBuilotings,com PROJECT CW.Solar PHONE, 800.793.8555 ID 107840 ANCHOR' BOLT DETAILS PROJECT ADDRESS 5109 County Rd 154 Carbondale CO 81601 DESIGN, Jonny H NBS DATE: 6/ 5/12 SHEET 2 ❑F 19 FRAME LINES, 2 3 4 f Ik.UNN LINE H� V RIGID FRAME: HA2114U4 REACTIONS Column Reactions (k ) Frn Col Load Mita x V Load Mein V Line Lime 10 04 Vnax iD H war: 2x A 6 4.4 16.6 3 -014 -161 4 0.8 51.5 5 0.4 -47.1 2 M C 2 0.7 -17 6 -4.3 13.1 I -4.0 15.4 3 0.6 -4.1 2 M Fran. 1:0,es2 3 4 GENERAL NOTES 1. ALL LOADING CONDITIONS ARE EXAMINED AND 3141.7 NAXIMUH/HINIHUH H 0R V AND THE CORRESPONDING H CR V ARE REPORTS D. 2- POSITIVE REACTIONS ARF 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 HAT. THE VERTICAL REACTION 10 DOWNWARD, BUILDING BRACING REACTIONS t Reactions (h 1 -WaH - Col -Wind-- -Seismic - Loc Line Line Horz Vert Harz Vert L_EW I 0 ,C 1.3 1.2 1.6 1.5 F_SW C 2 ,3 1.8 1.7 3.4 3.3 R_EW 5 C .B 1.5 1.4 0.9 0.8 9_S0/ A Wind Column In Vail Panel Shear Ob/Ftl WIND COLUMN REACTIONS Lfr H vi it* -Wa1l - Cal Lac Line Line R/L Load_ID H_SW A 2 R Wind 3 Reactions Horz Moment CN 3 if -k 3 1.7 Seismic 0.1 Arec_Holt Das. Platetin) Oty pin Width Length Thick 24.0 4 1.250 12.00 9.00 100 115.6 RIGID FRAME: BASIC CC0.14 l REACTIONS CM 1 Frame CokNmt ----Dead---- -Collateral- ----Live---- ---'Snow------Vind_LI--- --Vind_R1--- L)ne Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2 s A 0.6 2.7 A0 02 1.6 6.2 3.3 12.5 -0.5 -3A -0.6 -2.3 2 a C -0.6 2.7 0.0 0.2 -1.6 6.3 -3.3 12.5 1.0 -3.1 0.7 -2.8 Frame Cotunn --Vind_L2--- --Wind R2--- ---LnWIridi-- ---LnWInd2-' --Seisnic L- --Selsnie R- L'vie Line Horiz Vert Horiz -Vert Horiz Vert Horiz Vert Hartz Vert Horiz Vert 2 M A -0.3 -1.7 -0.3 -I.0 -0.7 -17.6 -0,4 -163 -0.9 -0.0 0.9 0.8 2 a C 0.6 -16 0,3 -1.4 1.0 -5.2 0.6 -3.B -0.7 0.0 0.7 -0.0 Frame CoWmn ---LnSeis----LVINDI 12E--LW1NDl_R2E--LWx1152_L2E--LWIND2_R2£--FIUNB_SL_L- 1ine Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Hor12 Vert 2 a A 0:.0 -69.4 0.0 -0.5 -0.1 -0.1 0.0 -0,5 -0.1 -0.1 17 13.8 2 a C 0.0 -3'..3 0.1 -01 0.0 -0.5 0.1 -0.1 0.0 -0.5 -3.6 10.3 Frame Column-F1UN6_SL_R- Llne Line Horiz Vert 2 a A 1.7 4-0 2 x 0 -1.7 CC.2 2 a Frame lines. 2 3 4 NOTES FOR REACTIONS 1. ACC loading conditions nre eManin@d and only maximum/nlninun H or V and the corresponding H or V are reported. 2. Positive reactions are as shown in, the sketch. Foundation loads ore in opposite dlrec tions. 3. Bracing reactions are in the plane of the brace with the 14 painting away From the braced bay. The vertical reaction i5 downward. 4. 0vdd::mg reactions ore based on the following buildlrg data, Width (ft) = 350 Length (Ft) = 65,0 Ea ve Height (f t) 16.0/ 10.0 Roof Slope Crisp /1 1 = 2.0/ 06 Dead Load (psi' = 7.0 Collateral Land <p5F 3_ 0.5 Live Load Cps(') 20 Snow Load (psf ) • 40.0 Wind Speed impel ) = 900 Vind Code = IBC 09 Closed/Open C Importance Vind = 1.00 importance Seismic = 100 Seismic Design Category= C Seismic Corer CFoxSs) = 0.50 5. Loading conditions ores I DL,CL•SL•StIde 2 0.600L+LnVndl•LWIND! _i_ 2E 3 0.601L4LnV14d1•LV1NDI ROE 4 1.05 OL *1.050L -0.70LnSeis 5 0.550L•0.70LrSris 6 IL•CL*F ION _L _L 7 0.600L4-WL2•WS B 0.60DL+VP+Ln&nd1 9 DL•CL+EIUNB_SL._L 10 0.600E+WR2*WS 11 OL+CL+EIUNB_SL_R 12 OL+CL+E2UNB_SL_L 13 DL+CL+f2UNR_SL_R ENDWALL COLUMN: BASIC COLUMN REACTIONS (k 1 Ra Fter Ref ter Brace Bract Frn Col Dead Callat Live Snot Wind _L Vied R--Wind_L-- --Wlnd_R-- Wind_P Line Line Vert Vert Vert Vert Vert Vert Horz Vert Horz Vert Harz 1 A 1.0 0.1 2.2 4.5 -2.1 -0,9 0.0 -2.1 0.0 -0.9 -0.0 1 0 4.5 0.3. 11.1 22.2 -7.1 -5.9 1.3 -B.3 0.0 -4.9 -1.0 1 C 1.0 0.1 2.3 4.6 -1.1 -l.9 0.0 01 1.1 -2.9 -0.9 Frn Line Frei Line 1 Fret Line 5 5 Fre, Line 5 5 5 Frn Line 5 5 5 Cal Line A Col Lime A Col Late 1 A Col Line C A COI Lin@ A LnWindl Vert -1.3 - 18 - 1.3 LnVl41d2 - -Seis L -- Vert Horz Vert -02 0.0 0.3 -3.4 1.6 -2.1 -08 0.0 t.8 E1PAT_SL 4 Herz Vert 00 -1.7 0.0 7.3 00 2.3 Dead Vert 0.5 2.2 0.5 -LWIND] _L - Harz Vert 0.0 -0.6 0.0 -0.1 0.0 0.0 Collet Vert 0.0 01 0.0 Live Vert 1.0 42 1.0 -- Iris R -- Harz Vert 00 0.0 CO 1.5 1.6 -15 -LV1NOl R - Harz Vrrt 0.0 0.1 00 -0.3 00 -0.5 Snow Vert 2.0 9.6 1.9 LnWind1 LnVind2--Seis_L-- Vert Vert Horz Vert -0.6 -0.3 0.9 -08 -2.5 -1.5 0.0 0.8 -0,6 -0.3 0.0 00 E2PAT_SL 4 010r2 Vert 0.0 0,0 0.0 1.7 0.0 1.7 EIUNB_SLL Harz Vert 0.0 5.5 0.0 23.2 00 1.4 -LWIN D2_L- Harz Vert 00 -0.6 O.0 -Owl 0.0 0.0 EIUNB_SL_R Horz Vert 0.0 -1.0 0.0 14.1 O .0 6.9 -LWIND2 R- Horz Vert 0.0 0. t 0:0 -0.3 00 -05 £IPAT_SL 3 Harz Vert 0.0 4.0 110 3.8 0.0 0.0 Rafter Rafter Brace Brace Vind_L Vin& R--Vind_L----Wind_R-- Vert Vert Harr Vert Horz Vert -0.7 -0.4 1.1 -1.8 00 10 -2.3 -2.8 0.0 -1.3 1.5 -4.2 -0.4 -0.B 0.0 -0.4 0.0 -0.B --Seis_R-- Horz Vert 00 10 0.9 -1.1 0.0 0.1 -LW1ND1_L- -L WIN DI _R - Harz Vert Harz Vert 0.0 -0.2 00 0.0 0.0 -0.1 0.0 -0.3 q.0 0.0 0.0 0.0 ENDWALL COLUMN: HaxtHUM REACTIONS Column Reactions (k 1 Frn Col Load Hnax V Load Hnin Line Line 111 H Vita x ID H 1 A 7 0.9 -1.5 9 0.0 66 I B 7 2.0 -5.5 9 0.0 28.2 1 0 10 1.0 -2.2 11 0.0 8.0 5 C 7 10 -1.5 12 0.0 35 5 0 10 2.0 -2,9 13 03 12.3 5 A 10 0.9 -0.5 13 0.0 2.9 9 7 E2UNB_SL_L Horz Vert 0.0 3.0 0.0 6.1 0.0 -0.4 E2UND_SL_R Harz Vert 0.0 0.6 0.0 10.0 O 0 2.4 -LVIN02_L- -LVIN132_R- Horz Vert Merz Vert 0.0 -02 0.0 -01 0.0 -0,3 0.0 0.0 0.0 0.0 V Vmin O.B -0,7 0.9 -1.5 B -LB -2.9 7 2.0 -5.5 B -09 -0.7 10 1.0 -2.2 B -0.9 7 1.0 -02 -15 8 -18 -12 10 2.0 -2.9 8 -0H -03 10 09 -05 Vind_P Horz -09 - 1.B - 0.8 f2PAT_Si_ 3 Horz Vert 00 10 0.0 3.1 0.0 -0.8 Wind_S Herz 03 20 1.0 t.nd S Horz 10 2.0 09 st441110111/life .►4' E.fi P. �e. • PROJECT ID CW_Solar RapiclsetBuitcfings.con PHONE: 800.793.8555 PROJECT ADDRESS 107040 5109 County Rd 154 Carbondale CO 81601 ANCHOR BOLT REACTIONS DESIGN: Joriny H DATE: 6/ 5/12 N BS SHEET 3 OF 19 1Q'-4' 65'-0' OUT -TO -OUT OF STEEL 15'-0" 16'-0' l6'-0' 18'-0' E-2 E-2 E-3 EC -3 GIRT LAPS THIS DRAWING IS NOT TO SCALE I RF1-4 I'-3 3/4'1 I'-3 3/4' i RF1-4 1'-3 3/4' — 1'-3 3/4' I RFI -4 I'-3 3/4° 1'-3 3/4' SIDEWALK FRAMING: FRAME LINE C EC -4 MEMBER TABLE FRAME LINE C MARK PART LENGTI- E-1 E-2 E--3 6-2 G-3 6-4 CB -3 10E3060 24'-11 1/2' 10E3060 15'--11 1/2' 10E3060 17"-11 1/2' 082060 16'-3 1/2' 08Z060 18'--7 1/2" 082060 19'-3 1/2' CAB- 20,_5• +,4l,„1 11. 11 ti T �• e t SIDEWALL FRAMING PLAN GENERAL NOTES STI. ROI/CABLE SIZES PER PART PREFIX ARE, ROD CABLE ROB- = 5/B" ROB CAA- = 1/4' CABLE RDC- = 3/4' ROD CAB- = 3/U' CABLE RDD- • 7/B' ROD CAC- • 1/2' CABLE RDE- = 1' ROD RDF- = 1 I/B' ROD R➢G- 1 1/4' ROD 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING OF GIRT WEBS TO ALLOW FOR BRACING. 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL REITUIRE FIELD CUTTING E6• MOTS AND SHEETING., 4, THIS DRAWING IS NOT T0.SCALE. Ra pid s e t Buit cling s.c orn PROJECT CW -Solar PHONE: 800.793,8555 107840 PROJECT 5109 County Rd 154 ADDRESS Carbondale CO 81601 IU SIDEWALL FRAMING DESIGN: Jonny H NBS DATE: 6/ 5/12 SHEET 4 0[ 19 6-3 6-3 G-4 6-2 ___ 6-3 G-4 6-2 MAR02 + Cr) EC -3 GIRT LAPS THIS DRAWING IS NOT TO SCALE I RF1-4 I'-3 3/4'1 I'-3 3/4' i RF1-4 1'-3 3/4' — 1'-3 3/4' I RFI -4 I'-3 3/4° 1'-3 3/4' SIDEWALK FRAMING: FRAME LINE C EC -4 MEMBER TABLE FRAME LINE C MARK PART LENGTI- E-1 E-2 E--3 6-2 G-3 6-4 CB -3 10E3060 24'-11 1/2' 10E3060 15'--11 1/2' 10E3060 17"-11 1/2' 082060 16'-3 1/2' 08Z060 18'--7 1/2" 082060 19'-3 1/2' CAB- 20,_5• +,4l,„1 11. 11 ti T �• e t SIDEWALL FRAMING PLAN GENERAL NOTES STI. ROI/CABLE SIZES PER PART PREFIX ARE, ROD CABLE ROB- = 5/B" ROB CAA- = 1/4' CABLE RDC- = 3/4' ROD CAB- = 3/U' CABLE RDD- • 7/B' ROD CAC- • 1/2' CABLE RDE- = 1' ROD RDF- = 1 I/B' ROD R➢G- 1 1/4' ROD 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR INSET GIRT CONDITIONS WILL REQUIRE FIELD SLOTTING OF GIRT WEBS TO ALLOW FOR BRACING. 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL REITUIRE FIELD CUTTING E6• MOTS AND SHEETING., 4, THIS DRAWING IS NOT T0.SCALE. Ra pid s e t Buit cling s.c orn PROJECT CW -Solar PHONE: 800.793,8555 107840 PROJECT 5109 County Rd 154 ADDRESS Carbondale CO 81601 IU SIDEWALL FRAMING DESIGN: Jonny H NBS DATE: 6/ 5/12 SHEET 4 0[ 19 1 040 1 k•••••• 1 ! I II ! I 1 I I ! I ] ! I I I I 1 i: -.h- I� N. h- N. N 1.-. i N r N. r Y'-. r- . N n i'•-• N THIS DRAWING IS NOT TD SCALE SIDEWALL SHEETING & TRIM: FRAME LINE C PANELS: 26 Ga. CW - Sagebrush SP TRIM TABLE FRAME LINE C GID PART LENGTH 2 3 4 5 6 7 8 9 10 BSB01 OCA01 LEBD3 H4000 ERA01 RCA01 RCAO2 LEAO1 HTD05 EEN03 10'-2' 20'_2. 10'_2" 5" 8 1/16" 9 1/4' 9 1/4` 10'-2' 10'-1" 10'-1" DETAIL TRIM_79 TRIMS TRIM_837 TRIM_837 TRIM 837 `y4tiOOOOOOO,,„,r O 135,19 • Rap kt setBuildings,co n PROJECT CW_Solar PHONE: 800.793.8555 ID 107840 SIDEWALL FRAMING PROJECT ADDRESS 5109 County Rd 154 Carbondale CO 81601 DESIGN: Jonny H NBS DATE: 6/ 5/12 SHEET 5 OF 19 65'-0' OUT -TD -OUT or STEEL 10'-0' 18'-0' 16'-0' 16'-0' 0 E-4 6-5 GO r 6-5 IAR0 ] EC -6 KI Ta DH -1 cT 6-6 E-5 E-5 E-6 12'-0' 12'-0' SIDEWALL FRAMING: FRAME LINE A THIS DRAWING IS NUT TO SCALE I RF1-1 10,-0' 1 EC -1 BOLT TABLE FRAME LINE A LOCATION QUAN TYPE DIA LENGTH~ WF -1 - RFI -1 8 A325 3/4' 2 3/4' MEMBER TABLE FRAME L INE A MARK PART LENGTH WF -1 W2015625 14'-4" DJ -1 J08C060 15'-0 1/2" DJ -2 J08C060 15`-0 1/2' DJ -3 J08C060 15'-0 1/2' DH -1 JOBC060 12'-0' DH -2 J08C060 10'-0" E-4 10E060 17'-11 1/2" E-5 10E060 15"-11 1/2' E-6 10E060 24"-11 1/2' G-5 087060 2'-8 1/2' G-6 087060 4'-5 1/2' G-7 08Z060 3'-5 1/2' 6-8 087060 11'-3 1/2' 6-9 087060 4'-5 1/2' 6-10 087060 9'-3 1/2' 6-11 082060 1"-8 1/2' 40 CONNECTION PLATES FRAME LINE A 0 I MARK/PART 1 2 3 4 JCE02 JCA&P02 JGC01 FGCO1 13519 • • .4 • i ?2j •+frig f1yIt SIDEWALL FRAMING PLAN GENERAL NOTES I. STD. RCD/CABLE SIZES PER PART PREFIX ARE, RCD CABLE RDD- = S/B' ROD CAA- = 1/4' CABLE RX- 3/4' RCD CAB- 3/8' CABLE RDD- • 7/B' ROB CAC- 1/2' CABLE RDE- • I' ROD RDF- • I I/B' ROD ROG- • 1 IM' RCD 2. RDD/CABLE BRACING THAT OCCURS IN FLUSH OR INSET GIRT CONDITIONS WILL RECUIRE FIELD SLOTTING OF GIRT VERS TO ALL1'J FOR BRACING. 3. FRANCO OPENINGS WHICH ARE FIELD LOCATED WILL RCDUIRE FIELD CUTTING CF GIRTS AND SI -CUING 4. THIS DRAWING IS NOT TO SCALE. RapidsetBuildings.corl PROJECT CW -Solar PHONE, 800.793.8555 1D PROJECT ADDRESS 107840 SIDEWALL FRAMING 5109 County Rd 154 Carbondale CO 81601 DESIGN: J©nny H NBS DATE1 6/ 5/12 SHEET 6 OF 19 5' 5' C7 4 -- --a®L� — 7 In U'! If7 ® 3 e C14i n I en I_ ip<` O 9 t 1 4 I O I 7 D 1 q I L. _. (@ fn 0 .0 of *Q J SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Ga. CW -- Sagebrush SP THIS DRAWING IS NOT TO SCALE TRIM EABLL FRAME LINE A OID 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 BART BSBO1 BSBO1 OCAO1 LEB02 H4000 ERA01 RCA01 RCA02 LEA01 HTDO5 EENO2 CCA03 JTAO5 CCAO2 HTA05 JTA04 CCAOI JTA03 HTA04 LENGTH DETAIL 10'-2' Use Drop 20'-2' 1O'-2" 5' 8 1/16' 9 1/4' 9 1/4' 10'-2' 10'-1' 10'-1' 14'-1" 14'-l' 12'-1' 12'-2' 12'-1' 10'--1" 10'-l' 10'2' TRIM -79 TRIM -5 TRIM 837 TRIM -_837 TRIM 837 TRIM_19_ TRIM_11 TRIM_19 TRIM14 TRIM_11- TRIM19 TRIM_11 TRIM 14 • 1 19 RapidsetBuildings,con PROJECT ID CW_Sclar 107E140 PR❑JECT ADDRESS 5109 County Rd 154 Carbondale CO 81601 PHCNE: 800, 793.8555 SIDEWALL FRAMING DESIGN: Jonny H NBS DATE 6/ 5/12 SHEET 7 OF 19 35'--0' OUT -TO -OUT OF STEE 12 17'-6' E CR -2 r G-1 G -I v a _ MARD2 — m ] 3 EC --1 EC -2 ENOWALL FRAMING1 FRAME LINE 1 THIS DRAWING IS NOT TO SCALE L_ C EC -3 I3ULI IA1Lt FRAME LINE 1 LOCATI❑N QUAN TYPE DIA LENGTH ER-1/ER-2 Colurins/Raf 4 A325 5/8' 2 1/4' 6 A325 1/2' 2" 2 5/e' 12 MEMBER TABLE FRAME LINE 1 MARK PART LENGTH EC -1 EC --2 EC -3 ER -1 ER -2 G-1 CB -1 CB -2 W08S075 W12S105 W085075 W12x26 W12x26 087060 CAA- CAA - 14' -4 3/16' 17'0 1/2" 16'-4 3/4' 25'-1 1/16' 10'-0 3/16" 15'5 1/2' 20'-0' 20'-5' FLANGE BRACE TABLE FRAME LINE l VIE` QUAN MARK LENGTH 1 FBC30 _ C❑NNECTI❑N PLATES FRAME LINE 1 DID MARK/PART 1 hl TYT�j]I !lQllfflaft �\ �\VV ,Rq•iRgq 't�'r ,R • w f • A • • 135' • • • •...• J O MRS\ 1111! It ENDWALL FRAMING PLAN GENERAL NOTES 1. STD. RDD/CABLE SIZES PER PART PREFIX ARE, RQD ROS- = 5/B' RDD CAA- = 1/4' CABLE RDC- = 3/4' ROD CAB- 3/8' CABLE RDD- = 7/8' ROD CAC- = 1/2' CABLE CABLE RDE- = 1' ROD RDF- = 1 1/8' ROD RDG- = 1 1/4' ROD 2. ROD/CABLE BRACING THAT OCCURS IN FL61SH OR INSET GIRT CONDITIONS VILL REQUIRE FIELD SLOTTING OF GIRT VERS TO ALLAY FOR BRACING. 3. FRAMED OPENINGS VHICH ARE FIELD LOCATED WILL REQUIRE FIELD CUTTING OF GIRTS AND SHEETING. 4. THIS DRAVING IS NOT TO SEALE. Rapidse tBuildings.c©rrl PROJECT ID CW -Solar PHONE: 800.793.8555 107840 ENDWALL FRAMING PROJECT ADDRESS 5109 County Rd 154 Carbondale CO 81601 DESIGN: Jorry H NBS DATE- 6/ 5/12 SHEET 8 OF 19 /T2 5/8' 12 2;1 tib 17'-6' 35'-0' OUT--TO-OUT OF STEEL 17'--6' BLIL I I ABLE FRAME LINE 5 LOCATION QUAN TYPE DIA LENGTH ER-3/ER-4 Colurins/Ro, f 12 THIS DRAWING IS NOT TO SCALE ENDWALL FRAMING: FRAME LINE 5 PROJECT ID CW-Salar A325 1/2' 2' A325 1/2' 2' MEMBER TABLE FRAME LINE 5 MARK EC -4 EC -5 EC -6 ER -3 ER -4 G-1 CB -I CB -2 PART LENGTH W08S075 W12S089 W08S075 Wl2SDi05 W12SD105 08Z060 CAA- CAA - 16' -4 15/16' 17'-0 11/16` 14'-4 3/8' 10'0 1/4' 25'-1 1/16' 15'-5 1/2' 20'-0" 20'5' a FLANGE BRACE TABLE FRAME LINE 5 VID OUAN MARK LENGTH 5 F BE02 3'-1 1/8' CONNECTION PLATES FRAME LINE 5 ❑ID MARK/PART h2 ENDWALL FRAMING PLAN GENERAL NOTES 1. STD. ROD/CABLE SIZES PER PART PREFIX ARE @fill rAOL RDH- • S/B' ROD CAA- = 1/4' CABLE RDC- • 3/4' ROD CAB- = 3/D' CABLE RDD- • 7/8' RDD CAC- = I/2' CABLE RDE- = I' ROD RDF- = 1 I/8' RDD RDG- = 1 I/4' RDD 2. ROD' /CABLE BRACING THAI OCCURS FN FLUSH OR INSET GIRT CONDITIONS VILL REOUIRE FIELD SLOTTING OF GIRT WEDS TO ALLOY FOR BRACING. 3. FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL REDUIRE FIELD CUTTING OF GIRTS AND SHEETING. 4. THIS DRAWING IS NOT TO SCALE. Rapicise tBuiedirigs.c an PHONE 800,793.8555 PROJECT ADDRESS 107840 5109 County Rd 154 Carbondale CD 81601 ENDWALL FRAMING DESIGN= Jonny H NBS DATE: 6/ 5/12 SHEET 10 OF 19 Q2' 12 35'-0' OUT -TB -OUT OF STEEL r 17'-6' ER -1 G-1 17'-6' BUL T T A13LL FRAME LINE 1 LOCATION QUAN TYPE DIA LENGTH ER-1/ER-2 Colurins/Raf 2 5/8".., 12 G-1 MARO2 3 EC -1 THIS DRAWING IS NET TO SCALE 1 EC -2 EN➢WALL FRAMING! FRAME LINE 1 L EC -3 4 A325 5/8' 2 1/4' 6 A325 1/2" 2' MEMBER TABLE FRAME LINE 1 MARK EC -1 EC -2 EC -3 ER -1 ER -2 G--1 CB -1 CB -2 PART W08SO75 W12S105 W085075 W12x26 W12x26 087060 CAA- CAA - LENGTH 14' -4 3/16' 17'0 1/2' 16"-4 3/4` 25'-1 1/16" 10'-0 3/16" 15'-5 1/2" 20'-0" 20'-5" FLANGE BRACE TABLE FRAME LINE 1 QID QUAN MARK LENGTH 5 FBC30 CONNECTION PLATES FRAME LINE 1 CID MARK/PART 1 hl ENDWALL. FRAMING PLAN GENERAL NOTES I. STD, ROD/CABLE SIZES PER PART PREFIX ARE. ROD. - CAM CAA- = I/4' CABLE CAB- 3/8' CABLE CAC- I/2' CABLE ROD- RDC- RDD- RDE- RDF- = RD RDG- 5/B' = 7/4 RODD 7/D' ROD 1" ROD = 1/B' ROD i/4' ROD 2. ROD/CABLE BRACING THAT OCCURS IN FLUSH OR INSET GIRT CONDITIONS WILL. REQUIRE FIELD SLOTTING OF GIRT WEBS TO ALLOW FOR BRACING 1 FRAMED OPENINGS WHICH ARE FIELD LOCATED WILL REQUIRE FIELD CUTTING OF GIRTS AND SHEETING. 4, THIS DRAWING IS NOT TO SCALE. Rapidset BuildAngs.cori PROJECT CW_Solar PHONE: 800.793.8555 ID 107840 ENOWALL FRAMING PROJECT ADDRESS 5109 County Rd 154 Carbondale CO 81601 DESIGN: Janny H MOS DATE: 6/ 5/12 SHEET 8 OF 19 2 5/8' 12 4 S' ENDWAL'L SHEETING & TRIM: FRAME LINE 5 PANELS. 26 Ga. CW - Sagebrush SP THIS DRAWING IS NOT TO SCALE PROJECT ID PROJECT ADDRESS CW_Sotor 107840 5109 County Rd 154 Carbondale CO 81601 'KIM iM i At3Lt_ FRAME LINE 5 OID PART LENGTH DETAIL 1 2 3 4 BSBO1 ❑CAOI RTA02 MPB02 10'-2" 20`_2" 20'2' 2'-2 7/16' TRIM_79 TRIM_2 12 RapidsetBL 1cl ng5,com PHONE: 800.793,8555 ENDWALL FRAMING DESIGN, Jonny H NBS DATE: 6/ 5/12 SHEET 11 OF 19 10 -0' 65'-0' OUT -TO -OUT OF STEEL 15'-0' 16'-0' 16'-0" 18.-0" E-6 RF1-1 E-5 RF1-1 E-5 RFI -1 E-4 PURLIN IAP E-1 1'-3 3/4'1 1'-3 3/4' THIS DRAWING IS NOT TO SCALE V-3 3/4i RFI -4 -3 3/4' E-2 RF1-4 1'-3 3/4'x_ 1'-3 3/4' E-2 REEF FRAMING PLAN RFI -4 1•-3 3/4'1 V-3 3/4' E-3 MEMBER TABLE ROOF PLAN MARK PART P-1 P-2 P-3 P-4 P-5 P-6 P-7 E-1 E-2 E-3 E-4 E-5 E-6 013--4 CB -5 CB -6 102099 107075 107060 107060 107099 102067 107060 10E3060 10E3060 10E3060 10E060 10E060 10E060 CA— CAA— CAA— LENGTH 1'-7 1/2' 7'-3 1/2' 8'-7 1/2' 9'-3 1/2' 1'-7 1/2' 7'-3 1/2' 9'-3 1/2' 24'-11 1/2' 15'-11 1/2' 17'-11 1/2' 17'--11 1/2' 15'-11 1/2' 24'-11 1/2' 19'-6" 15'—i' 15'-9' L, �L1[ ++ir Ir141 ss+s ROOF FRAMING PLAN GENERAL NOTES I. STD. ROD/CABLE SIZES PER PART PREFIX ARE, ROD CABLE RDB- = 5/8' ROD CAA- = 1/4' CABLE RDC- 3/4' ROD CAB- = 3/8' CABLE RDD- = 7/8' ROTE CAC- _ !/2' CABLE RDE- = 1' ROD RBF- = I I/B' ROD RAG- = I 1/4' RDD 2. PURLIN AND [AVE STRUT CONNECTIONS UTILIZE BOTH A.307 AND A325 BOLTS. REFER TO THE DETAILS FOR SPECIFIC USAGE REQUIREMENTS. 3. THIS DRAVING 1S NOT TN SCALE. RapidsetBuildings.com PROJECT CW_Salar PHONE: 800.793.8555 ID 107840 ROOF FRAMING PROJECT 5109 County Rd 154 ADDRESS Carbondale CO 81601 DESIGN: Janny H NIBS DATE- 6/ 5/12 SHEET 12 OF 19 P-3(Typ) P 4CTyp) P 1(Typ) .. P-2(Typ) G2 Ik P-3CTyp) AM I I111111 I 1 RF1-2 �RFI-2 ER -4 ER -1 - I II I I 11111111 1 I .I �`ii► �l� 1Il--- 11 , 11 P-3(Typ) Aiiid P-3(Typ) P-7(Typ) 11 P-5(Typ) P-6(Typ) j ER -2 I RF1-3 rali1 RF1-3 1 RF1-3 ER -3 i I PP' '\4 I4 II PURLIN IAP E-1 1'-3 3/4'1 1'-3 3/4' THIS DRAWING IS NOT TO SCALE V-3 3/4i RFI -4 -3 3/4' E-2 RF1-4 1'-3 3/4'x_ 1'-3 3/4' E-2 REEF FRAMING PLAN RFI -4 1•-3 3/4'1 V-3 3/4' E-3 MEMBER TABLE ROOF PLAN MARK PART P-1 P-2 P-3 P-4 P-5 P-6 P-7 E-1 E-2 E-3 E-4 E-5 E-6 013--4 CB -5 CB -6 102099 107075 107060 107060 107099 102067 107060 10E3060 10E3060 10E3060 10E060 10E060 10E060 CA— CAA— CAA— LENGTH 1'-7 1/2' 7'-3 1/2' 8'-7 1/2' 9'-3 1/2' 1'-7 1/2' 7'-3 1/2' 9'-3 1/2' 24'-11 1/2' 15'-11 1/2' 17'-11 1/2' 17'--11 1/2' 15'-11 1/2' 24'-11 1/2' 19'-6" 15'—i' 15'-9' L, �L1[ ++ir Ir141 ss+s ROOF FRAMING PLAN GENERAL NOTES I. STD. ROD/CABLE SIZES PER PART PREFIX ARE, ROD CABLE RDB- = 5/8' ROD CAA- = 1/4' CABLE RDC- 3/4' ROD CAB- = 3/8' CABLE RDD- = 7/8' ROTE CAC- _ !/2' CABLE RDE- = 1' ROD RBF- = I I/B' ROD RAG- = I 1/4' RDD 2. PURLIN AND [AVE STRUT CONNECTIONS UTILIZE BOTH A.307 AND A325 BOLTS. REFER TO THE DETAILS FOR SPECIFIC USAGE REQUIREMENTS. 3. THIS DRAVING 1S NOT TN SCALE. RapidsetBuildings.com PROJECT CW_Salar PHONE: 800.793.8555 ID 107840 ROOF FRAMING PROJECT 5109 County Rd 154 ADDRESS Carbondale CO 81601 DESIGN: Janny H NIBS DATE- 6/ 5/12 SHEET 12 OF 19 sr I 4 M I C 1 I Fv 4 sr i ri sr I 4 sr I Co sr sr - I C 4 . fll 1 Ob . rU 1 4 . CU 1 b . N 1 b CA) THIS DRAWING IS NOT TO SCALE 10'-0. 15'-0' 65`-0' OUT -TO -OUT OF STEEL 16'-0' 16'-0" I1�11 I' -U LL ROGF PLAN OID PART LENGTH DETAIL. RGA25 3'-0" TRIM 3 EV -0' r- — L ROOF SHEETING PLAN PANELS: 26 Ga. CR - Galvalurie [A) SOFFIT PANELS: 26 Ga. AW - Undefined cotor A I �- tt ttt' ,,,,Il,,, ,.�r`v.S.+,. •RSC IS F���Q•"���,�. •• 13 11111.111 PROJEC T 1D PROJECT ADDRESS CW_Solar 10784Q 5109 County Rd 154 Carbondale CO 81601 Rapidset BuiIdings.corn PHONE: 800.793.8555 ROOF SHEETING DESIGN: Jonny H NBS DATE= 6/ 5/12 SHEET 13 OF 19 L SPLICE B❑LT TABLE Mark SP -1 SP -2 Qty Top Bot Int Type Dia Length 4 4 0 A325 0.625 2.25 4 4 0 A325 0.500 2.00 .THIS DRAWING IS NOT TO SCALE 12 25' MEMBER TABLE Mark RF1-1 RF1-2 RF1-3 RFI -4 t4 Web Depth Web Plate Start/End Thick Length 15.0/16.0 0.125 169.0 16.0/16.0 0.164 16.1 13.0/12.0 0,150 279.9 12.0/15.0 0.150 97,8 18.0/18.0 0.164 18.3 18,0/12.0 0.125 192.6 RGA25 (25) t/4' 26 Ga' CR, Gati 2-2' 2 - -6 1/g• 8' F C32A0 u 0. lune }� � 1Qa_2 1/ 5 1/4. 1'_ 1 ~1 1270 Outside Flange x Thk x Length 5 x 3/16' x 182.4 6 x 3/16' x 24.2 5 x 1/4' x 277.7 5 x 3/16' x 94.5 6 x 3/16' x 26.5 5 x 3/16' x 206.9 Inside Flange W x Thk x Len th 5 x 1/4' x 169.0 5 x 1/4' x 277.6 5 x 1/4' x 95.5 5 x 1/4' x 1922,7 BC32 Bea F$C32� t)ACI) C bra �• J r a Rf`j 111111 o 01 RF t"2 cn V.-4 7/16' f`7 1 tY J U 13/1 30'-9 1/8' 1'6 7/16" CLEAR +/- 35'--0' OUT -TO -OUT OF STEEL RIGID FRAME ELEVATIGN: FRAME LINE 2 3 4 8' 2 5/8"N-.. 12 51(1:* i ............ • ft • .. • C O ,,, RapidsetBuildings.cori PROJECT CW_Solar PHONE. 800.793.8555 D 107840 RIGID FRAME ELEVATION PROJECT ADDRESS 5109 County Rd 154 Carbondale C❑ 81601 DESIGNF Jonny H NBS DATE: 6/ 5/12 SHEET 14 OF 19 ERECTOR N❑TE:UNLESS SPECIFICALLY NOTED OTHERWISE, THE STANDARD ZEE GIRT ORIENTATION IS TO HAVE THE GIRT TOED DOWN AT THE STEEL LINE AS SHOWN IN THE DETAIL BELOW. UNLESS SPECIFICALLY NOTED OTHERWISE. THE STANDARD CEE GIRT ORIENTATION 15 TO HAVE THE GIRT TOED UP AS SHOWN IN THE DETAIL BELOW. STANDARD CLIP ATTACHMENT IS BELOW THE GIRT, HOWEVER SOME DETAILS REQUIRE THAT THE CLIP 13E ABOVE THE GIRT. (REFER TO THE GIRT DETAILS ON THE ERECTION DRAWINGS FOR REQUIREMENTS) BOTH CLIP ATTACHMENTS ARE SHOWN IN THE DETAIL BELOW. COLUMN ZEE GIRT J J w p.1 1.1 IT CLIP COLUMN CEE G, GIRT z J LJ Lsl V7 14 OPTIONAL CLIP CONNECTION 1/ STANDARD CLIP CONNECTION CIDf J CLIP JJ ZEE GIRT ORIENTATION CEE GIRT ORIENTATION STANDARD GIRT ❑RIEN NOTE: BYPASS GIRT CONDITION IS u ONLY. YOUR PROJECT MAY HAVE TATION DETAIL SHOWN FOR REFERENCE FLUSH OR INSET GIRTS. "CLASSIC PANEL" ERECTION NOTES 36' I I cPANELSLars EAVE MEMBER CORNER TRIM H1060 AT 12' RC AT TRIM BASE MEMBER RAKE ANGLE <L.L,V,) MK. MARO1 FASTENER MK. H1020 AT EACH SUPPORT PURLIN 0 RAFTER FLANGE BRACE FBE__. FIELD BEND FOR PROPER FIT UP. USE <2) 1/2' X 2' A325 BOLTS H0603/ NUTS H0300. SEE PLANS FOR MK, AND LOCATIONS. PURLIN TO DOUBLE "C° RAFTER USE <4) 1/2' X 1 1/2' A307 BELT H0500/NUT H0400 SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS 24 • SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS WALL PANEL SIDE LAP GIRTS H1060 EA. END AND @ 30' O.C. MAX. BETWEEN SUPPORTS •STITCH FASTNR HI060 •STRUCTURAL FASTENE H1040 ERECTOR NOTE, 1/2' SIDELAP MASTIC H3010 IS REI'D IN SN{1WDR1C CONDITIONS. REFER TC THE ELEVATIONS FOR LOCATION REOMNTS. 1. BLOCK GIRTS TO 'LEVEL' POSITION BEFORE STARTING PANE ERECTION. MAINTAIN WDDD BLOCKING (NOT BY )4B5) UNTIL PANEL TO STRUCTURAL FASTENERS ARE INSTALLED. 2. ALIGN AND PLUMB FIRST WALL PANEL. 3. TO PREVENT 'OIL -CANNING'. ALL PANEL FASTENERS SHOUL START FROM BASE MEMBER AND THEN BE SECURED TO EACH STRUCTURAL GIRT TOWARD THE SAVE. 4. FOUNDATION MUST BE SQUARE, LEVEL, AND CORRECT TO TH OUT -TO -OUT STEEL LINE DIMENSIONS. 5. ERECTION CREW IS TO CLEAN ALL WALL PANELS BEFORE LEAVING JOB SITE. 6. ERECTOR 15 TO ERECT PANELS SD THAT SIDELAPS ARE AW FROM THE MAIN TRAFFIC AREA'S LINE OF SIGHT. 7. STORE PANELS PROPERLY TO PREVENT MOISTURE. SEE ERECTION MANUAL. 11 RAKE ANGLE <L.L.V.> MK. MARDI FASTENER MK. H1020 AT EACH SUPPORT PURL IN ERECTOR NOTE: CLIP IS SHOP WELDEE, IN PLACE. T r STANDARD FASTENER SCHEDULE H1000 of11l01 17-14 x I 1/4' 4/116 WASHER (SELF TAPP111G1 H1060 _jr►r,F►,. 12-14x 314' SHARP POINT v1T40411 WASHER (SELF TAPPING., hwa I14-14 x I I/4' iEK 3 WITHOUT VASNER 1i r,IIID!f� (SELF DRILLING) 1.33/45' TH1CK DRILLING CAPACITY (Min( H1070 • 12-24 • I Irl' TEK 5 V17140U1 VASH(R (SELF 03(1111400 1/2' THICK DRILLING CAPACITY 1MAX1 H1030 :I 0211111 0!'^ 12-14 x. 1 1/4' TEK 2 LITH WASHER (SELF DRILLING} H1040 AI 2 R1111r 122-14 x 1 1/4' TEK 2 W11NOF11 WASMER (SELF 0RILLIMOI H1080 HI100 11 11f311 " 1 1/4' VI TH WASHER (GOOF SCREW (SELF 5RILLING3 I/O' POP RIVET HIO 45 ■ ►1101!1 I+INNII�. 12-14 x 2' MK 2 VITHERJT WASHER (SELF DRILLING) 61110 3/6' 0 STAINLESS GRONMET (4100(14111 • ri[====i H1050. 12-14 ■ 3/4' SHARP POINT VIER VASI4ER (SELF TAPPING} RAFTER WELDED CLIP 2 ENDWALL RAFTE• USE (4) 1/2' X 11/2' A307 BOLTS H0500/NUTS H0400 RAFTER (4) 1/2'0 X 2` BELTS <6 BOL TS 2 SINGLE CEE RAFTER) A325 BOLTS H0603 NUTS H0300 r . A CLIP REO'D MK. EWADI AT SINGLE 1 1/2' CEE RAFTER SINGLE OR DOUBLE CEE ENDWALL COLUMN SECTION A EW CEE COLUMN TO RAFTER CONN S COLUMN TOP CLIP FACTORY WELDED TO COLUMN SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMEN 1 STEEL LINE AT CENTERLINE RAKE EXT 0451 RAKE ANGLE (L.L.V.) MK. KAR01 .4114 411 61020 FASTENER AT (ACM SUPPORT RAKE T121 MK. R1A0_ I3F RIB [ILIT*(RT (SEE ROOF PLAN ENTERLINE DF RIO STEEL LINE AT RAKE EXTENSION CENTERLINE OF RIB 1050 FASTENERS A T 4' O.C. RO30 PANEL (FIELD CU1 AID U110ER 121M AS REO'() 11 61040 FASTENER AS CAC SUPPORT AND 61960 FASTENER AT 12'6.C. 1ETWEEM SUPPORTS 141064 FASTENER AT 12' 00. RAKE EXT. IRT MK. RC101 MK. 1401-02 0 12' PUTA.INS p'N A7 K X N }41060 FASTENERS AT 12' 0.C. 'CLASSIC' 504111 PANEL JAMB TRIM MK. HT105 x VARIES YAR�S� 4. OUTSIT1 PANEL CL0SLOTE N3404 AT CLASSIC PANEL N3420 AT ACCENT PANEL 43410 AT REV. CLASSIC STANDARD RAKE EXTENSION DETAIL '4 pp�3 'CLASSIC' ROOF AT ENDWALL 'TRIM 8354 Af AIMSTALL JAMB 11218 11 CLOSURE PRIOR 1O SOFFIT PANEL - SCE WALL SHEETING ERECTION NOTES FOR WALL PANEL FASTENER LOCATIONS $ ER1P "N 0.z=•. rP • ' y4 l4. 1351 Rap dsetBuildings.con PROJECT C4f_Solar PHDNE: 800.793,8555 ID 107840 DETAIL DRAWINGS PROJECT ADDRESS 5109 County Rd 154 Carbondale CO 81601 DESIGN: Jonny H N13S DATE: 6/ 5/12 SHEET 16 OF 19 L TYPICAL WASHER REQUIREMENTS ERECTOR NOTE (UNLESS NOTED OTHERWISE DN DRAWINGS) BOLT HEA WASHE WASHE NUT SLOT SLOT TO SLOT BOLT HEA WASHER - NUT SLOT CONNECTIONS WASHERS ARE REQUIRED ON BOTH SIDES OF MATERIAL IF SLOTS ARE USED ON BOTH SIDES (NOTE LAPPED ZEE MEMBER EXCEPTION). SLOT SLOT TO HOLE CONNECTIONS ONE WASHER REQUIRED ON SLOTTED SIDE ONLY. HOLE HOLE HOLE TO HOLE CONNECTIONS ND WASHERS ARE REQUIRED WHEN SLOTS ARE NOT USED. OLE WASHER PART NUMBERS\ H020D - 1/2` FLAT WASHER 140210 - 5/43' FLAT WASHER H0220 - 3/4' FLAT WASHER H0230 - 7/8' FLAT WASHER H0240 - 1' FLAT WASHER H0250 - 11/8' FLAT WASHER H0260 - l 1/4" FLAT WASHER BOLT/NUT ASSEMBLY REQUIRED AT LAPPED ZEE MEMBERS. (NO VASHERS REQUIRED) SECTION 'A' STD. 1/2' A307 BOLTS M. H0500 1NO WASHERS REQUIRED) OUTSIDE FLANGC GIRT LAP B(X.TSNOT SHOVN FOR CLARITY REFERENCE THE STD LAPPED GIRT DETAIL FDR THOSE REQUIREMENTS. THIN HEAD I/2' DOLT HK. H0515 ■R (NO WASHER REQUIRED FIRST LAPPED GI SECOND LAPPED GIRT BOLTED OR WELDED GIRT CLIP STD. 1/2' A307 NUTS MK. HD40D LAPPED GIRT DETAIL LAPPED GERTS P IN ER]DR BAY COLUMNS RR THE THIN HEAD I/2' A307 BOLT MUST BE INSTALLED INTO THE FIRST GIRT AND CLIP OF A LAPPED CONDITION. 73-4E BOLT/NUT ASSEMBLY MUST BE WRENCH TIGHT PRIOR TO THE SECOND LAPPED r,tpr nrl,n rucrar r rn LAPPED 2E1 MEMBERS, PURLINS OR GIRT LAPPED/NESTED RFGIO1 { NI VASHERS REQUIRED AT DOLTS USED THE LAPPED REG/ONS OF ZEE MEMBERS SECTION 'B' COLLATERAL DEAD LOADS. UNLESS OTHERWISE NOTED. ARE ASSUMED TE UNIFORMLY DISTRIBUTED. WHEN SUSPENDED SPRINKLER SYSTEMS. LIGH HVAC EQUIPMENT, CEILINGS, ETC. ARE SUSPENDED FROM ROOF MEMBERS CONSULT NUCOR ENGINEERING IF THESE CONCENTRATED LOADS EXCEED POUNDS. OR IF INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTLY MORE OTHERS. 0 erT PURLIN STIFFEN LIP PURLIN FLANGE PURLIN WEB GENERAL RESTRICTION: UNDER N0 CIRCUMSTANCES CAN THE PURLIN STIFFENING LIP BE FIELD MODIFIED FROH THE FACTORY SUPPLIED CONDITION. ALSO DO NOT HANG ANYTHING FROM PURLIN STIFFENING LIP. OPTIONS FOR SUPPORT ATTACHMENTS: OPTION A DRILL SUPPORT THRDUGHT THE BOTTOM FLANGE OF THE PURLIN. 1/2'a MAXIMUM BOLT (NOT 11 MBS) I" MAXIMUM FROM CENTERLINE DF PURLIN VEIT TO CENTERLINE OF SUPPORT OPTION B SUPPORT ANGLE DR SOME OTHER TYPE DF BRACKET. (NOT BY HOS) SUPPORT THRDUGI1 PURLIN VEB. P I I ANGLC SUPPORT (NOT BY Has) I/2'11 MAXIMUM BOLT (NOT BY MBS) I' MAXIMUM FROM CENTERLINE OF PURLIN well TO CENTERLINE OF SUPPORT OPTION Cr lF PURLIN FLANGE SUPPORT CLAMPS ARE USE CLAMP (NOT BY H8S) r HAxIMUM I I ti�•i' = TOTAL PROJECTED DISTANCE FROM THE CENTERLINE OF THE PURLIN WEB TO THE END OF THE END 130 STIFFENER LIP. C. 3 5/B" •/- I/16`) CENTERLINE OF SUPPORT _ NOTE, THE CENTERLINE OF THE SUPPORT MUST BE WITHIN r FROM 114€ CENTERLINE OF THE PURLIN WEB. CENTERLINE Dr PURLIN PURLIN SUPPORT METHODS BE ING. CO THAN FLANGE BRACE OPPOSITE SIDE REOUIRED WHERE INDICATED LIN ERECTION DWGS. AS 'NS & FS' NOTE: 1/2 X 2' A325 BOLTS ARE REU'0 FOR BOLTIN FLANGE BRACES. 40603 BOLT H0300 NUT D WASHERS COLUMN FLANGE BRACE HARK FB OR 3'-6') TYP FLANGE BRACE 8 BU COL & GIRT NOTE:SEE PLANS AND ELEVATIONS FOR FLANGE BRACE PART MARKS -6' PURLIN RAFTER b \ st,.1 T'+) +(y` H0603 BOLT H0300 NUT 0200 WASHERS LANGE BRACE OPPOSITE SIDE EQUIRED WHERE INDICATED N ERECTION DWGS. A5 'NS & FS' 0603 BOLT 0300 NUT H0200 WASHERS FLANGE BRACE NARK FD NOTE 1/2 X 2' A325 BOLTS ARE REDID FOR BOLTING FLANGE BRACES. TYP FLANGE BRACE @ PURLIN & RAFTER NOTE: SEE PLANS AND ELEVATIONS FDR FLANGE BRACE PART MARKS T(5111'"I ,TAT ,,•� D P. N ••. Y ]3515 _ a • 4 • , AH.p!) no. ll RapidsetBuildings.con PROJECT CW_Sotor PHONE: 800.793.8555 ID 107840 DETAIL DRAWINGS PROJECT ADDRESS 5109 County Rd 154 Carbondale CEI 81601 DESIGN: Jonny H NBS DATE: 6/ 5/12 ' SHEET 15 ❑F 19 CLIP SHOP WELDED TO COLUMN COLUMN FLUSH GIRT @ INTERI❑R BAY COL USE (4) 1/2' X 1 1/4' A307 BOLTS H0500/NUTS H0400 SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS Is D z w tJ SIDEWALL SHOP WELDED CLI f. COLUMN } 0I GIRT ANGLE MK. MAGO1 W/(2) HI020 ENDWALL CORNER GIRT DETAIL USE (4) 1/2' X 1 1/4' A307 BOL TS H0500/NUTS H0400 SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS —111L:L CLIP SHOP WELDED TO JAMB CLEAR ❑PENIN STEEL LINE DOOR JAMB 1 1/2' JAMB TO FINISH FLOUR CONN ATTACHMENT TO SLAB BY OTHERS E9 1 1/2' 4 I $' or 12' DOUBLE CHANNEL COLD FORM RAFTER (8) 1/2'0 X 2' A325 BOLTS H0603 NUTS H0300 RIDGE CLIP MK. NCR__ C.F. RAFTER CONN. AT RIDGE SEE ERECTOR NATE FOR TYP. WASHER REQUIREMEN ENDWALL RAFTER 4114„, 0 o CONNECTION PLATE SEE ENDWALL DRAWING FOR BOLT DIA AND TYPE. RAFTER SPLICE AT SURFACE CHANGE 0 PURLIN LAP PURLIN LAP SEE PLAN SEE PLAN PURLIN RAFTER SHOP WELDED CLIP PURLIN TO INTERI❑R FRAME RAFT USE (8) 1/2'X 1 1/2' A307 BOLTS H0500/NUTS H0400 SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS ERECTOR NOTE AT EACH LAPPED GIRT CONNECTION, (1) 1/2' X 1 1/4' THIN HEAD BOLT H0515/NUT H0400 MUST BE USED TO ATTACH THE FIRST GIRT TO THE GIRT CLIP. THE BOLT/NUT ASSEMBLY MUST BE WRENCH TIGHT PRIOR TO THE LAPPED GIRT BEING INSTALLED. REFERENCE IHE S[ANDA'RD 'LAPPED GIRT DETAIL" FOR MORE INFORMATION. SHOP WELDED CLI c. COLUMN GIRT 10 I0 o Io ®I I pl 0 GIRT LAP GIRT LAP SEE ELEVATION SEE ELEVATION" WALL GIRT TO COLUMN USE (7) 1/2'X 1 1/2' A307 BOLTS H0500/NUTS H0400 SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS ATTACH WIND COLUMN TO RIGID FRAME COLUMN WEB WITH (2) 3/4' X 2 3/4' A325 BEI TS H0630 / NUTS H0320 AT A MAXIMUM SPACING OF 5'-0" O.C. WIND COLUMN RIGID FRAME COLUMN WIND COLUMN TO RIGID FRAME SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMEN 11'41.11111{111. L<� RapadsetBuildings.com PROJECT CW_Sollor ID 10784Q PROJECT ADDRESS 5109 County Rd 154 Carbondale CO 81601 PHONE: 800.793.8555 DETAIL DRAWINGS DESIGN: Jointly H DATE: 6/ 5/12 NHS SHEET 17 OF 19 T❑P OF PURLIN TEP ❑F PAN FIELD CUT AS RED'D. RAKE TRIM MK. RTA TO 3 H1060 (12' O.C.) H1050 4' ❑.C.) START (SEE ROOF' PLAN') ARIDF USNOT ir START R[8 2 1/4' TAPE MASTIC (BETWEEN TRIM AND PANEL) MK. H3020 ROOF PANEL H1020 AT EACH SUPPORT RAKE ANGLE (L.L.V.) MK. MARO1 WALL PANEL PURL IN OUTSIDE PANEL CLOSURE MK. H3400 2 'CLASSIC PANEL' MK. H3420 2 'ACCENT PANEL' MK. H3410 L REV. 'CLASSIC PANEL' SCULPTURED RAKE DETAIL 'CLASSIC ROOF' SEE WALL SHEETING ERECTION NOTES 'TRIM FOR WALL PANEL FASTENER LOCATIONS 'CLASSIC HEADER H1040 FASTENERS AT 6' ❑,C. HEAD TRIM' MK. HT A__ REFER TO SECTION 8.0 OF THE WALL SHEET !NG ERECTIOIN MANUAL FOR FURTHER DETAIL AND PANE PREPARATION INFORMATION HEADER DETAIL 2 E3 i3 z 2 a_ E7 'CLASSIC WALL' 'TRIP&] SYMMETRICAL ADOLF 1'- 5 1/4' RIDGE CAP OPTIONS ROOF SLOPE MARK NUMBER RGA05 11 - 212 RGAI5 21 - 312 RGA25 31-4,12 RGA35 3/4' TAPE MASTIC MK. H3001 • H1030 FASTENER (SEE THE CLASSIC ROOF STRUCTURAL FASTENER SPACINGOETAIL FOR SPACING) FASTENERS MUST ENGAGE STRUCTURAL SUPPORT MEMBER FOR AN EFFECTIVE SEAL. BETWEEN RIDGE CAP L PANEL RIDGE DETAIL DOE PANEL URLIN 'CLASSIC ROOF' W/ DIE FORMED RIDGE cAP'TRIM COVER TRIM CCAO_ (USE AT 8' CIE) CCM_ (USE AT 10' CEE) CCCO_ (USE AT 12 CEE) CSAO_ (USE AT 0' STRUCTURAL CEF) CSCO_ (USE AT 12 STRUCTURAL CEE) CCE__ (USE AT 8' HEADER VRAP) GCE__ (USE AT 18' HEADER WRAP) CCG__ (USE AT 12' HEADER WRAP) FOR LINER PANEL, REFERENCE HEAD. SILL OR JAMB DETAILS FOR TYPICAL TRIM PARTS AND ATTACHNENI ERECTOR NOTE= 1F LINER PANEL IS NOT REOUIREO, ATTACH COVER TRIM WITH H1040 12' O.C. Cc___ TRIM S___ TRIM CURD -FORMED CEE (USE CCA__, CC8__, OR CCC__ TRIMS) STRUCTURAL CEE (USI CSA__ UR CSC__ TRIMS) HEADER WRAP (USE CCE__. CCF__. OR CCG__ TRIMS) FRAMED OPENING COVER TRIM DETAIL SILL SHOWN, HEAD AND JAMBS SIMILAR 'TRIM^19' END OF ROOF PANEL5 /4' STEEL LINE TOP ❑F EAVE T❑P ❑F WALL PANE 3/4' TAPE MASTIC 14K, H3000 'CLASSIC' ROOF H1060 FASTENERS 12" 0.C. SIMPLE EAV TRIM MK. LEACH WALL PANEL SIMPLE EAVE DETAIL INSIDE PANEL CLOSURE MK. H3410 WITH 3/4' TAPE MASTIC (MK. H3000) TOP AND DOT TOM H1030 FASTENER <SEE THE CLASSIC ROOF ERECT ION NOTES DETAIL FOR SPACING) EAVE STRUT 'CLASSIC ROOF' SEE WALL SHEETING ERECTION NOTES'TRIM_5' FOR WALL PANEL FASTENER LOCATIONS 'CLASSIC WALL NOTE: SEE PLAN FOR START/FIN DIMENSION. USE 0' START IF NOT NOTED. BACKLAP AND/DR FIELD CUT PANEL AS REQUIRED. OUT SIDE CORNER MK. OCAO1 START/FINISH DIMENSION RIB 'CLASSIC WALL' H1040 EA. SUPPORT H1060 12' O.C. BETWEEN SUPPORTS OUTSIDE CORNER DETAIL 'CLASSIC WALL' 'TRIM_7 u GDR 'CLASSIC WALL 1040 12' C. JAMB DETAIL JAMB DOOR / WIND❑W OPENING OTE: FIELD CUT PANEL AS REQUIRED JAMB TRIM MK. JTA 'CLASSIC WALL' UGC PANEL 'TRIM_11' NOTE, RIDGE CAP NOT SHDWN H1040 12' OC. (TYPICAL) SOFFIT PANEL H1060 12' AJC. (TYPICAL) CAULK CAP TRIM AS REQUIRED V1TH TH3152 TUBE CAULK) TO ENSURE YEATHERTIGHTNESS RIDGE S©FFIT PANEL DETAIL SOFFIT PANEL AT RIDGE TRIM_831 %%%% Iu•2arrh 44,4, X3519Ic • 601• \.!t..$1f I (AAAI RTAS (L RapidsetBuildings,C0rr PROJECT CW_Solnr PHONE: 800.793.8555 ID 107840 DETAIL DRAWINGS PROJECT ADDRESS 5109 County Rol 154 Carbondale CU 81601 DESIGN: Jonny H NBS DATE: 6/ 5/12 1 SHEET 19 OF 19 21M. BOLTS REQ'D ONLY AS SHOWN, NOT @ ALL HOLES. EW RAFTE EAVE STRUT TO ENIIWALL RAFTS' g USE (2) 1/2' X 2 A325 BOLT H0603/NUT H0300 SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMEN BOLTS RE0'D ONLY AS SHOWN, NOT @ ALL HOLES. EW RAFTE EAVE STRUT TO END'WALL RAFTE a USE (4) 1/2' X 2' A325 B❑LT H0603/NUT H0300 a SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMEN CHANNEL MK. MK LAVE STRU CLIP MK. F00O2 FOR MOVING OF STRUT CHANNEL TO LEAVE SPACE FOR ROLL -UP DOOR CANISTER DOOR JAMB CLIP MK. FDCO2 <8) TEK 3 SCREWS H1020 T -CLIP MK. JCE__ (6) TEK 3 SCREWS H1020 JAMB TO EAVE STRUT USE (2) 1/2' X 1 1/2' A307 BOLTS H0500/NUTS H0400 0 SEE ERECT❑R NOTE FOR TYP, WASHER REQUIREMENTS JAMB BOLTS REQUIRED AS SHOWN, (2) ESW01 WASHERS CAP PLATE RAFTER EAVE STRUT TO RIGID FRAME USE <4) 1/2' X 2' A325 BOLT H0603/NUT H0300 CLIP SHOP WELDED TO HEADE DOOR HEADER HEADER TO JAMB C❑NNECTI❑N USE (2) I/2' X 1 I/2' A307 BOLTS H0500/NUTS H0400 (U.N.O.) SEE ERECTOR NOTE FOR TYP. WASHER REQUIREMENTS WEB OF COLUMN OR RAFTER SEE PLANS AND ELEVATIONS FOR BRACING MARK NUMBERS CABLE ASSEMBLY 1/4 0-14K. CAA__ 3/8 0 -MK. CAH__ 1/2 0 -MK. CAC__ 7/8' 0 HILLSIDE WASHER MK. H0930 7/8' m FLAT WASHER MK. H0230 7/8' 0 A325 NUT MK. H0325 WEB OF COLUMN OR RAFTEF CABLE BRACE DETAIL (WEB TO WEB) NOTE: INSTALL CLIPS ON JAMB BEFORE STANDING JAMB. USE LEVEL TO ALIGN G1RTS ADJUST CLIP AS REQUIRED. CLEAR OPENING I I/4' 1/2' 5 - 0111 DOOR JAMB FRICTION CLI` MK. JCP02 @ 8' MK. JCP01 @ 10' — ° MK. JCPO3 2 12' i FRICTION CLIP MK, JCA02 @ 8' MK. JCAOI @ 10' MK. JCA03 @ 12' GIRT GIRT TO JAMB C❑NNECTI❑N USE (4) 1/2' X 1 1/2' A307 BOLTS H0500/NUTS H0400 SEE ERECTOR NOTE F1IR TYP. WASHER REQUIREMENTS ERECTOR NOTE: UNTIL WALL PANELS ARE INSTALLED, (3) H1040 SCREWS AR TO BE USED FOR TEMPORARY INSTALLATION OF THE BASE TI z D ®D p J F J co3 WALL PANEL BASE ANGLE TRIELD MITTESRO FAT CORNERS) BASE ANGLE MK. MAR02 (S.L.V.) FASTEN AT 3"-0' U.C. MAX. (NOT SUPPLIED BY METAL BLDG. MFG.) SEALANT <NOT SUPPLIED) BASE TRIM DETAIL (WITH ANGLE) SEE WALL SHEETING ERECTION NOTES FOR WAL PANEL FASTENER LOCATIONS {Iili,l,'• . 13519• yQ-. ►'� � • OF 0 PROJEC T ADDRESS OW Solar 107840 RapioisetBuilclings•con PHONE- 800.793,8555 DETAIL DRAWINGS 5109 County Rd 154 Carbondale CO 81601 DESIGN: Jonrly H NBS DATE: 6/ 5/12 I SHEET 18 ❑F 19 BOLT DIAMETER PROJECTION L -BOLT BEND DIA. y2" 15 14 13 12 3/4" 3/4" 7/a" 1,,YB' 1Yd 1Yz" 2" 2 Xz' 3Y2" 2" 2Y" 3" 3 Y" 3 Y2' 4" 3Y2" 4 Yz" 3 Y" z 5" Toof Slab Or Pedestal Double Nut Projection (See Chart) Embedment c J 3" Projection - Projection (See chart) Embedment 1 0 c J 3/8" Plate Washer - 3" Square THREADED ROD (TR.) HEADED BOLT (H.BOLT) L -BOLT (BENT BOLT) NOT ALLOWED ASTM F-1554 Gr. 36 Typical A307 J -BOLT (FRESNO BOLT) NOT ALLOWED Anchor Rod Details 8•'± 1" t 6" Min. - Sill Slope @ Overhead Door Sill Slope @ Over Head Door Anchor Rods: See AR Layout Plan By MB MFR For Location & Spacing - 6" Min. Q D Perimeter Footing Beyond Edge Of Steel Line Structural Steel Column By MB MFR. Hairpin: See Foundation Plan For Size and Location. See Hairpin Detail For Application. Top Mat Where Noted Sla? Reinforcement - Slab Thicknessl'i 3" Min. Clr. / / / Widlli2l - Sub -Baser" Reinforcement. See Schedule For Sizing And Quantity - 3" Min. Clr. Notes: (1) See Foundation Plan For Type And Thickness (2) See Footing Schedule For Dimensions Pad Footing Detail Optional Horizontal Cold Joint 6" Min. - 36" \ 3" Min. Clr. - 12" Edge Of Steel Line Base Angle or Channel wI Hilti DN 27 @ 36" o.c. (Where Occurs) Slab Reinforcement: Place Reinforcing In Middle Of Slab' Slab Thickness I'r Sub -Basel" Optional 2" Rigid Foam #3 Tie @ 32" o.c. (4) #4 Continuous Bars, Equally Spaced Notes: (1) See Foundation Plan For Type And Size. Perimeter Footing Detail 15 14 13 11 10 9 8 Length Of Hairpin X 5'-0" 10'-0" 20'-0" PLAN VIEW 2'-3" 4'-9" 9'-9" 30• / J s Edge Of Slab 2" Max. See Anchor BoltnLyBy Plan B MB MFR. r For Dist. SECTION Wire Tie To Anchor Rods To Secure Placement Prior To Pouring Concrete 1 1/2" Min. Coverage Hairpin Per Foundation Plan, Secure In Place To Slab Reinforcement With Wire Tie Prior To Pouring Concrete 3" Min. Coverage' • Provide Shovel Footing Under And Around Hair Pin To Allow For Coverage From Soil. Anchor Bolts Per Plans Hairpin Detail 5 4 3 1/4th Slab Thickness r1" Minimum 1/8" Max. Notes Saw Cut Joints: • Wet -Cut Saw - Between 4 to 12 hours after finish • Soff-Cut Saw'*' - Between 1 to 4 hours after finish Control Joint Detail FOOTING SCHEDULE MARK FOOTING SIZE REINFORCEMENT ANCHOR RODS A 3'-3" Sq. x 3'-0" Deep (5) #5 Bars Each Way. Top and Bottom Mats Use 3/4"0 x 21" Long A.R. ASTM F1554 -Gr. 36 w/ 18" Min. Embed. Use 1/4" x 2" sq. Plate Washer Double Nutted, Standard Hex Head Nuts Al 7'-3" Long x 3'-0" Wide x 3'-0" Deep .. and Bottom Use 314"0 x 21" Long A.R. ASTM F1554 -Gr. 36 wt 18" Min. Embed. Use 1/4" x 2" sq. Plate Washer Double Nutted, Standard Hex Head Nuts 4'-8" 6q:tg SICE0Oltdrle x 3'-0" Deep (5) #5 Long Bars with (11) #5 Cross Bars. Top and Bottom Mats Use 3/4"0 x 21" Long A.R. ASTM F1554 -Gr. 36 w/ 18" Min. Embed. Use 1/4" x 2" sq. Plate Washer Double Nutted, Standard Hex Head Nuts 4'-0" Long x 1'-0" Wide x 3'-O" Deep (4) #4 Continuous Bars. Spaced Equally. See Detail F1 Use 3/4"0 x 21" Long A.R. ASTM F1554 -Gr. 36 w/ 18" Min. Embed. Use 1/4" x 2" sq. Plate Washer Double Nutted, Standard Hex Head Nuts For Anchor Bolt Location See Anchor Bolt Layout Plan Provided By MB Systems Manufacturer 12 11 N io I9 1 Hi - 10 4 15' 10' 1 15' 1 3; / 1 65' / • Wind Colurr is U$e 1 1/4"0 /21" Long . Anchor Rodslarith18" Min./mbedment w/2" sq. x 1/4" Plate Washer Double Nutted - 10'-10" --/ Concrete Control Joint See Detail This Sheet Typical A 16 12' _.....11) #5 -Hairpin x20'. Typ. Of 6 / See Itlairpin 9etail df / ' 16' 1 9 65' 6 16' 3' 18' 12' 5" Concrete Slab w/#4 Rebar @ 18" o.c. e.w. o/4" Crushed Base Or o/ 2" Sand o/ 10 Mil Vapor Barrier Well Compacted A 18' w un m (D 1 APPROVED SUBJECT TO NOTED EXC€F lOiNS & INSPEC-I14NS GARFWLD COUNTY lUILDING DEPART Date 72y i% By. ID COPY NO INSPECTION ` JTHoUT MESE PLANS ON SITE .11 6 r'19kir/i't 5r.1/1.7eLl i lia�Irkre/c ,fro in7n4 of 19.i r?d Foundation Plan 5 Scale; 118" = 1'-0" 4 2 General Notes 1 1. Site Shall Be Cleared Of Ali Loose And Foreign Materials Prior To Start Of Work. 2. Site Preparation: The Areas To Receive Compacted Fill Shall Be Stripped Of All Vegetation, And Soft Or Disturbed Earth Materials And Uncontrolled Fill. 3. Erosion Protection: Where Water Impacts The Ground From The Edge Of The Roof, A Downspout, Scupper, Valley Or Other Rainwater Collection Or Diversion Device Should Be Used To Prevent Soil Erosion And Direct The Water Away From The Foundation. 4. Owner/Building Or Grading Contractor Completing The Pad Construction Earthwork Must Verify Final Pad Elevation For Compliance With Flood & Storm Water Drainage Design Requirements. 5. The Ground Immediately Adjacent To The Top Grade Of Pad Shall Be Sloped Away From The Building At Not Less Than 5%, For A Minimum Distance Of 10 Feet Measured Perpendicular To The Face Of The Wall. 6. The Contractor Will Not Vary From The Basic Criteria Shown By This Drawing, Such As Slab Thickness, Control Joint Spacing And Location, Capillary Water Barrier, Vapor Barrier, Minimum Depth Of Footing, And Column Thrust Resisting System. Abbreviations PEMB WWR LINO MB TR Are H.BOLT Pre -Engineered Metal Building Welded Wire Reinforcement Unless Noted Otherwise Metal Budding Threaded Rod Anchor Bolt Headed Bolt Foundation Notes 1. Concrete Work Shall Conform To "Building Code Requirements For Reinforced Concrete" (ACI -318-06) And Specifications For Structural Concrete For Building (ACI -301). 2. The Engineer Assumes No Responsibility For The Validity Of The Subsurtace Conditions. 3, Anchor Bolts For Walk Door Frames And Misc. Anchorage Shall be 1/2"0 x 5" Long, Red Head Per ASTM A-307. 4. All Bearing Footings Shall Extend 12" Min. Into Undisturbed Soil Or As Indicated By Details, Which Ever Is Most Restrictive. 5. Concrete Slab Shall Be 6" Min. Above Adjacent Finished Grade. 6, All Anchor Bolts Shall Be Set By A Plywood Template. 7. All Slab Reinforcement Shall Be Placed At Mid Depth Using Plastic Chairs Or Concrete Dobies, 8. All Sub Base Material Shall Be Compacted In 6" Lifts To 93% Min. Modified Proctor Scale. 9. Sub Base Should Be Moisture Free Prior To Placement Of Concrete. COLD TEMPERATURE CONSIDERATIONS Concrete Shall Not Be Placed In Water Or Upon Frozen Soil. 2. Concrete Shall Be Protected From Freezing Until It Has Been Allowed To Cure For At Least 7 Days After Placement In Forms. 3. Snow Or Other Frozen Water Shall Not Be Allowed In The Forms During Placement Of Concrete. 4. Concrete Shall Be Cured In Forms For At Least 72 Hours. 5. The Site Shall Be Kept Well Drained At All Times. Foundation Specs CONCRETE 1. All Concrete Shall Test 2,500 PSI Min. In 28 Days. Unless Noted Otherwise. 2. Special Inspection Is Required When Structural Design 15 Based On An f'c> 2500 PSI. 3. Concrete Shall Consist Of "Portland" Type 11 Cement, Per ASTM C-150, (5 Sacks Per Cubic Yard Min.) Water (0.45 Water To Cement Ratio), Fine Aggregate And Coarse Aggregate (3/4' Size), Per ASTM C33. 4. Max;mum Slump Shall Not Exceed 4". SOILS 5. AN Soils Information Is Based Upon The IBC Table 1804.2 Vertical Soil Pressure = 1,500 PSF @ 12" Depth Horizontal Soil Pressure = 150 PSF Per Foot Of Depth. 1/3 Increase All For Short Term Loadings Min. Depth Of Footing Is 12" Into Firm Natural Ground. REINFORCEMENT 6. W.W.R. (Welded Wire Reinforcement) Shall Meet ASTM A185 7. All Reinforcement Shall Meet ASTM A615 Grade 40 For #4 Bars & Less Unless Noted Otherwise Grade 60 For #5 Bars & Greater 8. Min. Lap At Rebar Splices Shall Be 48 Bar Diameters Or 24" Whichever Is More. 9. All Reinforcement Shall Be Cold Bent in Accordance With The Proper Radii Established By The American Concrete Institute. Under No Conditions Shall Heat Be Applied For Bending, 10. Where Continuous Bars Are Called For They Shall Be Run Continuously Around Corners And Lapped At Necessary Splices Or Hooked At Discontinuous Ends. Laps Shall Be 48 Bar Diameters Unless Otherwise Noted. 3 2 Stet SA Fos idaes. De4÷ Scst4a K P.O. Box 396 Chowchilla, California 93610 800-574-9484 www. M ETA LBU IL DI N GFOU N D ATI ONS .c om J H G F PROJECT Craig Petersen 5109 County Road 154 Carbondale, CA 81601 GEOTECH REPORT CLIENT All American Steel 275 33rd Raod Palisade, CO CALL BEFORE YOU DIG DIAL 811 EXPIRES 0101 3 1 HJ13 0 SALSA STEEL CORP ASSUMES NC) RESPONSIRILTTY OR LIABILITY FOR THE CDNS'HL'C-ION OF SUPERVISION CF THE WORK DESCRIBED WITHIN THESE DRAWINGS ANL'/OR SPECIFICATIONS. ANY OMISSIONS OR DISCREPANCIES IN. OR REVISIONS TC 1 HE DRAWING AND/OR SPECIFICATIONS MJST BE BROUGHT TO THE ATENTION OF SALSA STEEL CORP FOR REVIEW AND RESOLUTION PRIOR TO PROCEEDING WITH CONSTRUCT ON. THE IDEAS, DESIGNS AND ARRANGEMENTS REPRESENTED BY THESE DHAWINGS AND SPFCIrICATIQNS ARE, AND SHALL REMAIN. THE PROPERTY OF SALSA STFFI CORP. NO PART SHALL BE COPIED DISCI OSED TO OTHERS OR USED IN CONNECTION WITH ANY WORK OR PROJECT OTHER THAN THE WORK SPECIFIED HEREIN WITHOUT THE EXPRESS WRITTEN CONSENT OF SA, SA STEEL CORP. C SHEET CONTE,NTS- B FOUNDATION PLAN & DETAILS Drawn By: S. Thomson Checked By: S. Thomson DATE 612512012 JOB NO AAS -03865 SHEET NO. SA -1 ID ) 1A 13 12 11 10 BOLT DIAMETER PROJECTION L -BOLT BEND DIA Y2" 1.72 2" $�8" 2" 2" y4" 2 Yz' 3" Ye" 3Y2" 334" 1" 4 )4" 1 .. 3 Y2" 33,2" 4" 1Ya" 3 Y2" 5" E To . of Slab Or Pedestal Projection (See Chart) Double Nut 3" Projection -• Embedment Projection (See Chart) Embedment 3/8" Plate r c Washer - 3" Square THREADED ROD (T.R.) HEADED BOLT (H.BOLT) L -BOLT (BENT BOLT) ASTM F-1554 Gr. 36 Typical A307 Anchor Rod Details 6" Min. F 1"t f NOT ALLOWED Sill Slope @ Overhead D Sill Slope @ Over Head Door Anchor Rods: See AR Layout Plan By MB MFR For Location & Spacing J -BOLT (FRESNO BOLT) NOT XLLOWED Length Of Hairpin X 5,-O" 10'-0" 20'-a" PLAN VIEW 2'-3" 4'-9" 91-9" 30" } Edge Of Slab 2" Max. See Anchor Boltn yy Plan B MB MFR For Dist. SECTION Wire Tie To Anchor Rods To Secure Placement Prior To Pouring Concrete 1 1/2" Mn. Coverage Hairpin Per Foundation Ran. Secure In Place To Slab Reinforcement With Wire Tie Prior To Pouring Concrete 3" Min. Coverage" " Provide Shovel Footing Under And Around Hair Pin To Allow For Coverage From Soil. Anchor Bolts Per Plans 1/4th Slab Thickness I- 1" Minimum �-- 1/8" Max. Notes Saw Cut Joints: • Wet -Cut Saw - Between 4 to 12 hours after finish • Soff-Cut Saw'" - Between 1 to 4 hours after finish Hairpin Detail Edge Of Stake Structural Sticolumn By MB MFR. Hairpin: See F.dation Plan For Size uioeation. See Hairpin Defer Application. Top Mat Where f1 Slat Reinforceme, Slab Th,ss i1 Sub -Bas, 2" Rigid Foam into Reinforcement, See Schedule For Sizing And Quantity Perimeter Footing Beyond 3" Min. Cir. Notes: (1) See Foundation Plan For Type And Thickness (2) See Footing Schedule For Dimensions Z i C B ptional Horizontal Cold Joint 6" Min. 24' Min. Edge Of Steel Line Base Angle or Channel w/ Hiiti DN 27 @ 36" o.c. (Where Occurs) Slab Reinforcement: Place Reinforcing to Middle Of Stab` Slab Thickness (1) Sub -Base t11 Notes: (1) See Foundation Plan For Type And Size. 2" Rigid Foam #3 Tie @ 32 o.c. (4) #4 Continuous Bars, Equally Spaced 3" Min. Cir. Frost Protected Shallow Foundation )r Anchor Bolt kation See Anchor it Layout Plan )vided By MB stems Manufacturer k i0 Control Joint Detail ANCHOR RODS Use 3/4"0 x 21" Long A.R. ASTM F1554 -Gr. 36 w/ 18" Min. Embed. Use 1/4" x 2" sq. Plate Washer Double Nutted, Standard Hex Head Nuts Use 3/4"0 x 21" Long A.R. ASTM F1554 -Gr. 36 w/ 18" Min. Embed. Use 114" x 2" sq. Plate Washer Double Nutted, Standard Hex Head Nuts Use 3/4"0 x 21" Long A.R. ASTM F1554 -Gr. 36 w/ 18" Min. Embed. Use 1/4" x 2" sq. Plate Washer Double Nutted, Standard Hex Head Nuts Use 314"0 x 21" Long A.R. ASTM F1554 -Gr. 36 w/ 18" Min. Embed. Use 1/4" x 2" sq. Plate Washer Double Nutted, Standard Hex Head Nuts in r 15' 10' J! - 15' 3' f Al -r 16' 12' 65' \ • / \ Wind ColurT Use 1 1t4"�/21" Long Anchor Rods\rith 18" Minjmbedment \ w12" sq. x 1/4" Plate Washer Double Nutted 101-10" -� Concrete Control Joint See Detail This Sheet Typical 16' 12' (1) #5 Hairpin x 20' Typ, Of 6 See Hairpin getail / / 3' 18' 12' 5" Concrete Slab wl#4 Rebar @ 18" o.c. e.w. 0/ 4" Crushed Base Or o/ T Sand o/ 10 Mil Vapor Barrier Well Compacted 3' A 16' A <2� F1 perimeter Footing Detail ammsf- 15 14 13 10 9 65' 16' 18' y cV i0 1a v APPROVED SUBJECT TO NOTED EXCEPTIONS & INSPEC'TiONS GARFIELD COUNTY BUIL/ t.DBy Date ll S1' LD COPY M? INSPECTION WITHOUT Tft'ESE, PLANS ON SITE page of 71;e5 e %''r' L.r: 5-,/ 07l S ,ill , ? C i/Z/: et/d tA erif�!p/(y / rent 116 Foundation Plan Scale: VW' "a V-0- coring General Notes 1. Site Shall Be Cleared Of All Loose And Foreign Materials Prior To Start Of Work. 2. Site Preparation: The Areas To Receive Compacted Fill Shall Be Stripped Of All Vegetation, And Soft Or Disturbed Earth Materials And Uncontrolled Fill. 3. Erosion Protection: Where Water Impacts The Ground From The Edge Of The Roof, A Downspout, Scupper, Valley Or Other Rainwater Collection Or Diversion Device Should Be Used To Prevent Soil Erosion And Direct The Water Away From The Foundation. 4. Owner/Building Or Grading Contractor Completing The Pad Construction Earthwork Must Verify Final Pad Elevation For Compliance With Flood & Storm Water Drainage Design Requirements. 5. The Ground Immediately Adjacent To The Top Grade Of Pad Shall Be Sloped Away From The Building At Not Less Than 5%, For A Minimum Distance Of 10 Feet Measured Perpendicular To The Face Of The Wall. 6. The Contractor Will Not Vary From The Basic Criteria Shown By This Drawing, Such As Slab Thickness, Control Joint Spacing And Location, Capillary Water Barrier, Vapor Barrier, Minimum Depth Of Footing, And Column Thrust Resisting System. Abbreviations PEMB WWR LINO MB TR AIB H.BOLT Pre -Engineered Metal Building Welded Wire Reinforcement Unless Noted Otherwise Metal Building Threaded Rod Anchor Bolt Headed Bolt Foundation Notes 1. Concrete Work Shall Conform To "Building Code Requirements For Reinforced Concrete" (ACI -318-08) And Specifications For Structural Concrete For Building (ACI -301). 2. The Engineer Assumes No Responsibility For The Validity Of The Subsurface Conditions. 3. Anchor Bolts For Walk Door Frames And Misc. Anchorage Shall be 1/2"0 x 5" Long, Red Head Per ASTM A-307. 4. All Bearing Footings Shall Extend 12" Min. Into Undisturbed Soil Or As Indicated By Details, Which Ever Is Most Restrictive. 5. Concrete Slab Shall Be 6" Min. Above Adjacent Finished Grade. 6. All Anchor Bolts Shall Be Set By A Plywood Template. 7. All Slab Reinforcement Shall Be Placed Al Mid Depth Using Plastic Chairs Or Concrete Dobies. 8. All Sub Base Material Shall Be Compacted In 6" Lifts To 93% Min. Modified Proctor State. 9. Sub Base Should Be Moisture Free Prior To Placement Of Concrete. COLD TEMPERATURE CONSIDERATIONS 1. Concrete Shall Not Be Placed In Water Or Upon Frozen Soil. 2. Concrete Shall Be Protected From Freezing Until It Has Been Allowed To Cure For At Least 7 Days After Placement In Forms. 3. Snow Or Other Frozen Water Shall Not Be Allowed In The Forms During Placement Of Concrete. 4. Concrete Shall Be Cured In Forms For At Least 72 Hours. 5. The Site Shall Be Kept Well Drained At All Times, Foundation Specs CONCRETE 1. All Concrete Shall Test 2500 PSI Min. In 28 Days. Unless Noted Otherwise. 2. Special Inspection Is Required When Structural Design Is Based On An f'c > 2500 PSI. 3. Concrete Shall Consist Of "Portland" Type II Cement, Per ASTM C-150, (5 Sacks Per Cubic Yard Min.) Water (0.45 Water To Cement Ratio), Fine Aggregate And Coarse Aggregate (3/4" Size), Per ASTM C33. 4. Maximum Slump Shall Not Exceed 4". SOILS 5. All Soils Information Is Based Upon The IBC Table 1804.2 Vertical Soil Pressure = 1,500 PSF @ 12" Depth Horizontal Soil Pressure = 150 PSF Per Foot Of Depth. 1/3 increase All For Short Term Loadings Min. Depth Of Footing Is 12" Into Firm Natural Ground. REINFORCEMENT 6. W.W.R. (Welded Wire Reinforcement) Shall Meet ASTM A185 7. All Reinforcement Shall Meet ASTM A615 Grade 40 For #4 Bars & Less Unless Noted Otherwise Grade 60 For #5 Bars & Greater 8. Min. Lap At Rebar Splices Shall Be 48 Bar Diameters Or 24" Whichever Is More. 9. All Reinforcement Shall Be Cold Bent In Accordance With The Proper Radii Established By The American Concrete Institute. Under No Conditions Shall Heat Be Applied For Bending. 10. Where Continuous Bars Are Called For They Shall Be Run Continuously Around Corners And Lapped At Necessary Splices Or Hooked At Discontinuous Ends. Laps Shall Be 48 Bar Diameters Unless Otherwise Noted. 8 7 6 5 4 3 2 F044..4t:.4. De+. Sr w e.e K P.O. Box 396 Chowchilla, California 93610 800-574-9484 www.METALHUI LDI NGFOUNDATIONS.corn J PROJECT Craig Petersen 5109 County Road 154 Carbondale, CA 81601 GEOTECH REPORT CLIENT All American Steel 275 33rd Raod Palisade, CO CALL BEFORE YOU DIG DIAL 811 C Explr s October 31, 2013 SALSASTEEL CORP. ASSUMES NO RESPONSIBILITY OR LIABILITY FOR THE CONSTRUCTION OF SUPERVISION OF THE WORK DESCRIBED WITHIN THESE DRAWINGS AND/OR SPECIFICATIONS. ANY OMISSIONS OR DISCREPANCIES IN, OR REVISIONS TO, THE DRAWING AND/OR SPECIFICATIONS MUST BE BROUGHT TO THE ATTENTION OF SALSA STEEL CORP. FOR REVIEW AND RESOLUTION PRIOR TO PROCEEDING WITH CONSTRUCTION. THE IDEAS, DESIGNS AND ARRANGEMENTS REPRESENTED BY THESE DRAWINGS AND SPECIFICATIONS ARE, AND SHALL REMAIN, THE PROPERTY OF SALSA STEEL CORP. NO PART SHALL BE COPIED, DISCLOSED TO OTHERS OR USED IN CONNECTION WrrH ANY WORK OR PROJECT OTHER THAN THE WORK SPECIFIED HEREIN WITHOUT THE EXPRESS WRITTEN CONSENT OF SALSA STEEL CORP. SHEET CONTENTS FOUNDATION PLAN Vie) 612512012 A AAS -03865 t SA -1 N41 & DETAILS Drawn By: Checked By: DATE S. Thomson S. Thomson REVISED: NO. DATE BY A 8/13/2012 SNT /z\ (S\ JOB NO. SHEET NO. \\. 4-S. .\ \ 15 \ ? 00 00 • k NOTICE: ACCORDING TO COLORADO LAI! YOU Nov COrt1ENCE ANY LEGAL ACTION BASED UPON ANY DEFECT ON THIS PLAT WITHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT MAY ANY ACTION BASED UPON ANY DEFECT IN THIS PLAT BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF THE CERTIFICATION SHOWN HEREON. THE CERTIFICATION IS VOID If NOT WET STAMPED MITH THE SEAL OF THE SURVEYOR. Fy r pc N • RPC _S• 3317 /\ / / \v -fes\' ui1. F `On k0er T s F04G p \:\ 'i ;