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HomeMy WebLinkAboutPlans.pdf\ \ \ \ \ \ \ \ \ \ ELECTRICAL TRANSFORMER /ELECTRIC METER i I SITE PLAN A PARCEL OF LAND SITUATED IN SECTION 21, TOWNSHIP 6 SOUTH, RANGE 89 WEST OF THE 6TH P.M. COUNTY OF GARFIELD, STATE OF COLORADO ~'_-EAST 1/4 !' SECTION 21 USGLO BRASS CAP GRAPHIC SCALE IN FEET) 1 inch = 10 It, 5Ce. pI tt-n tT1-t-~IM~Vyb /////~ bu,..,lottLtllj f2£44-1yeWIR~-1-5. ///\ \ \ \ \ \ \ \ \ \ \ \ \ \0-STONE COLUMN l\ (TYPICAL) \\0 \ d. , , d , ' I 4' , /\Q, al ~ COVERED \ PORCH //, " .4 .... .a. • a .. /'0 /0' ~ /2.5' , . 4, • /, ' 2· STORY LOG HOME 0162 COUNTY ROAD 156 d , • CONCRETE a • , , ' , d • . ' • ~ ': 4 ! , ORlViiWAY ' /. , ';='='= :,__ : ~.= ~a~t::::..:..::::::--,,,,= _ ==::_1:,:c': \ • , a NAil &: WASHE~~ • /' • ". .0. " . . .:1 3 . L5120133 (FNO)' 4 ..'" .... G.. .. •• -"~v loaL ';.. ;/'~4::;,:::::.: d=-==': -. ~~ W .0. -.. ~c.P i= . . ~ o~. """""=----=---_ On (1\ lJ'I ----~ -, -' ___ , WOOD -, • ' DECK -STONE RETAINING WALL _ --"B""UILDING SETBACK __ _ N8B'53'06"W 136.05' ~ 1 "-__ -x ---' SWING SET \ \ \ \ \ \ '~\~~x~~~~~xx~==~----~;es~~~~~~-==--===~--~------~==~===-~==~==~-:::~::::~===-~=-~==~==~-===~~lo 5:3'Ot~~~~S------------------------------------------------------~~~ FENCE SB8'16'19"W 67.73' --REBAR &: CAP POINT OF L5120133 (FNO) \ \ BEGINNING \ \ \ \ \ \ \ PROPERTY DESCRIPTION \ \ \ ---\ --(PER BOUNDARY LINE ADJUSTMENT PLAT RECORDED AS RECEPTION NO. 764102) A PARCEL OF LAND SITUATED IN THE NE1/4SEI/4 OF SECTION 21 , TOWNSHIP 6 SOUTH, RANGE 89 W£ST OF THE 6TH P.M., GARFIELD COUNTY, COLORADO MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE EASTERLY RIGHT-OF-WAY OF THE COUNTY ROAD DESCRIBED IN MAP OF MIDLAND GRADE SUBDIVISION RECORDED UNDER RECEPTION NO. 269723 WHENCE THE EAST 1/4 CORNER OF SAID SECTION 21 BEARS N30"29'25"E A DISTANCE OF 1016,90 FEET; THENCE N1Y50'54"W A DISTANCE OF 11 .76 FEET ALONG THE EASTERLY LINE OF SAID COUNTY ROAD; THENCE N08'36'54"W A DISTANCE OF 73,92 FEET ALONG THE EASTERLY LINE OF SAID COUNTY ROAD; THENCE S76'06'00"E A DISTANCE OF 264,51 FEET; THENCE S61'09'14"W A DISTANCE OF 44,70 FEET; THENCE N88'S3'06"W A DISTANCE OF 136.0S FEET; THENCE S88'16'19"W A DISTANCE OF 67 .73 FEET TO A POINT ON THE EASTERLY LINE OF SAID COUNTY ROAD ALSO BEING THE POINT OF BEGINNING, SAID PARCEL CONTAINING 0.28S ACRES MORE OR LESS. NOTICE: ACCORDINC TO CCl..ORAOO LAW YOU MUST COMMENC£ -'.NY LEGAL ACllON BASED UPON ANY DEfECT IN THiS SURVEY '44THIN ~REI YEARS AFlER YOU FIRST DISCOVER SUCH OEF'ECT. IN NO EVENT LiAY ANY ACTION 6ASED UPON ANY DEFECT IN THIS SUAVEr BE CQII4h4ENCED MOItE THAN TEN YEAAS FROM 1HE DATE OF CERTlF'ICATION SHOWN HEREON , -----NOTES 1. BASIS OF BEARINGS FOR THIS SURVEY IS A BEARING OF S76'06'00"E ALONG THE N'RTHaY PROPERTY LINE AS SHOWN HEREON. 2, DATE OF SURVEY: NOVEMBER 23, 2009 3. THIS PROPERTY IS SUBJECT TO RESERVATIONS, RESTRICTIONS, COVENANTS AND EASEMEN OF RECORD OR IN PLACE AND EXCEPTIONS TO TITLE SHOlM\l IN THE TITLE COMMITMENT PREf':D BY STEWART TITLE GUARANTY COMPANY DATED hAARCH 3, 2009 (POLICY NUMBER 0-9301 -11;35), BUIL.DING SETBACKS CURRENT ZONING: RESIDENTIAL/SUBURBAN FRONT YARD" ,,, ,,. ,,,,,,. ,,,,SO.O FEET FROM MAIN ROADWAY 25,0 FEET FROM LOCAL ROADWAY SIDE YARD" " , ,,,,,,,,,,,,,,.,,1 0.0' MINIMUM OR 1/2 OF THE BUILDING HEIGHT WH ICHEVER IS GREATER REAR YARD" """.""."",,,.2S,0 FEET ---SURVEYOR'S STATEMENT I, FRANK W. HARRINGTON. DO HEREBY STATE THAT THIS SITE PLAN WAS PREPARED BY HIGH COUNTRY ENGINEERING. INC. FOR TIMOTHY P. BURNS AND JENNIFER B. LANG, THAT SAID SITE PLAN WAS PREPARED BY hAE OR UNDER MY SUPERVISION AND RESPONSIBLE CHARGE AND THAT IT IS TRUE AND CORRECT TO THE BEST OF MY BELIEF ANO KNOWLEDGE. //1 ///////I /g' PEDESTRIAN RIVER ACCESS EASEMENT RECEPTION NO. 764102 -----REBAR & CAP L5,20133 (FNO) APPROVED SUBJECT TO NOTED EXCiPTIONS & INSPECTIONS GARFIELD COUNTY ~~WF LDCOPY NO INSPECTION WITHOUT THESE PLANS ON SITE page of Lr:J M e--n,, M , ~~'--...-, ~ z o Ui 'w> c:: o z (9 ZUJ :)(9 o::Z wo:: lL.D.. --UJ Zo QO ,0 ~s: UJz Zw 0::...J :::J(9 lOll. >-0 ~i= 0-~U ~ ~ D ci (lJ (lJ PROJECT NO, 2091660.00 1 OF 1 \ , I \ , \ \ . " , \ .,, , \ , \ \ \ ~ o u '; ~ \ 1 \ \ \ \ 1 ' l \' \ \ ., --------... EXI5t ' fl<Ci RoE':> I peNc E. ! \ '-. ---_.----'~'--, Non::. De-6L~ I'PT' ON Of T+lI'? PAr<-G~L. AND L0CAiIO!--l Gf f,X10T1Nf.1 RE.010fNCE f WM 'SURV&:y' fly' I-II Cll-I C.OUNTt<..Y f.)<J6 IN E:£e)N~ jf-lL.DA TE:D I I, 2.101 '0<1 ------" 5 1Tc P J-A H-1'1 = 10 1 BUILDING ELEVATION THE "ROPOSED ADDITIONS' FLOOR ELEVATIONS ARE DETERMINED BY ' /l·ill EXISTING STRUCIURES FLOOR ELEVATIONS, THE CONTRACTOR SHOULD CREATE A BENCH MARK FSl'ABLlSHING ELEVATION 1Ol)-l) WHICH SHOULD BE EQUAL TO THE FINISHED FLOOR IN THE SUN ROOM ZONING AND OTHER APPROVALS THE OWNERS HAVE BEEN WORKING WITH THE GARFIELD COUNTY PLANNING OFFICE AND HA VB RECElVED PREUMINARY APPROVAL FOR THE PROJECT. EXISTING VEGETATION THE NATURAL AREA TIL"T WILL BE IMPACTED BY THE CONSTRUCTION OF TIlE ADDITION AND ANY POTENTIAL DISTURBANCE TO THE AREA AROUND TIlE SITE SHOUlD BE STAKED BY THE BUILDER BEFORE THE LOT IS CLEARED TO VERIFY CORRECT ORIENTATION TO VIEWS AND TO ESTABUSH WHICH TREES WilL HAVE TO BE REMOVED, THE ARCHITECTURAL DESIGNER AND BUIT.DER WIlL MAKE ANY NEEDED ADJUSTMENTS IN LOCATION OF THE ELEMENTS OF THE PROJECT TO ALLOW FOR THE PRESERVATION OF SPECIFIC TREES OR TO LESSEN THE OVERALL IMPACTS ON THE EXISTING VEGETATION, THE BUIT.DER WilL LOCATE DRIFT FENCING AT THE LIMITS OF THE DISTURBED AREA OF THE BUILDING SITE TO LIMIT THE IMPACTS OF CONSTRUCTION, SOILS REPORT IF A SOILS REPORT DOES NOT EXIST THE CONTRACTOR SHOULD HA VB A Sons ENGINEER TO INSPECT THE SOIlS lHAT ARE FOUND AFTER EXCAVATION SURVEY THIS SITE PLAN WAS DEVELOPED FROM INFORMATION ON A SURVEY PREPARED BY HIGH COUNTRY ENGINEERING, INc. AND WAS DATED NOVEMBER 25, 2009 SCHEDULE OF DRAWINGS A1 SITEPLAN A2 ELEVATIONS & FLOOR PLANS A3 BUILDING SECTIONS & ELECTRICAL PLANS S1 GENERAL NOTES & SPECIFICATIONS S2 FOUNDATION & UPPER FLOOR FRAMING PLAN S3 ROOF FRAMING PLAN, SECTIONS & DETAILS " Vo' /1( ' ~ \ : ' o• U • 'U et;~ Z \0 ~ I-"!"C \0 . I ('f") 0 \0 0\ U I 0 r---1-4 0\ Z JJ;:l z ~ 0 l1 ~ • ' 0 Q u t-C ... JJ;:l ~ ~ < Cl z Q 0 ~ ~ < ~ U ... ~ ~ >.... Z r:d 0 " r:d ~ 1-4 =.. =.. r:n .... ~ ~ (I) ('f") Q 0 ~ ---------------<'1" r--------------------. ---'--'--'-_.'-.---... SHEET NIJMBER 1. BLIlE-3·11-1935 Burns, Timothy bed add. CjJ 162 ell 156. GWS I ' I I I r..L -:-. L; l---.,---l-. ~,. NO R. 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J~ tV~lJ~ I"! , c.e.11-1~ 1¥\OQN"T£D J·17D'(. ~ -~. -.----It ii _ Jl , , I ";e" ;,~ CLPbrt<. FL-{WP) 0l\I U NJ:;ll;, fZ.61 D r w,1 I x z. :Ci::p,b.e B>ATIENC, @A\ 0, c· ~/Jlual()N0 • e/~huwrl ~k!k. t?tfrfJlrl/r I fl<trtUireol W h-/1nIre. )Vi'7t~· " elerPttMI h/l,r/.rI;P)'/M"r/I!ttUl~ ,t« ccytfll1A'l /~ecbM' I I ///" ! J -III/-~ T(f'lcAL INAL~_..?ECTI 0li 'fJ16"~ 1';0" !':.LEV, T, D, CONe. · -----r:fE.~ e 'l o,~ 0" , . ,. ", , , J • U -Z ~ 0 U ~ Z ~ 0 ~ ~ , ' 0 ~ ~ Z ~ ~ 00 ~ 0 SHEEl' NUMBER A3 '0"-\0 ~ \C I ~ \C 0'\ I 0 r--0\ ~ z 0 :r: ~ • 0 u '" ~ ~ < Cl Z 0 ~ ~ u< . .. '" ~ . .i.>... ~ 0 ~ ~ ~ .p....... ~ rJ} tf') 0 ~ GENERAL REQUIREMENTS: A. DESIGN UVE LOADS I. Basic Roof Snow 2. Residential Floors 3. Decks B. DESIGN CODES 40PSF 40PSF 40PSF 4. Wind, 90 mph, Exposure B 5. Seismic Design -Category C The requirements of the Internatiollal Building Code (I.E.C), the International Residential Code (/.R.C) and local jurisdiction code revi sions shall govern the design and construction of this work. The following codes and ooiLions were used: • International Cooe Council Jlilernational Building Code (lBC 2009) • International Code C..ouncillnternational Residential Code (IRe 2009) C. CHANGES OR MODIFICATIONS I. Any changes to the structural drawings required due to the acceptance of alternates and/or substitutions are the responsibility of the contractor and shall be submitted to the S..ER.. for approval. 2. Contractor shall notify S.E.R. before cuning or modifying any structural systems for any reason. D. SHOP DRAWINGS Shop drawings are required only when indicated on the plans. However. it is recommended that the contmclor submit the following shop drdwings: a . stcel shops laying out and dctail all structural steel indicated on plans. b. tim ber shups layin£ out and detail all beams, columns, and connections. c. see pre-engineered truss notes. For some projects it is also recommended that a concrete placement plan be submiUed along with rebar shops. It is the contractor's responsibility to read the drawings and determine which shops are necessary and submit these to the S.E.R in a timely manner. S.E.R.'s re\'icw is intcnded only as an aid to thc oontractor io obtaining correct shop drawings. Responsibility for correctness shall rest with the oontractor. I . Shop drawings s hall be submitted to the architect for all structuraJ items in addition to items required by arehitecturaJ specifications. 2. A plan layout drawing showing location and item marks for all loose items shall be submitted with individual sub-assembly drawings. 3. The contractor shall review all shop drawings prior to submittal. Items not in accordance with the conlmet documents shaH be nagged upon his review. 4 . Verify all dimensions with thc architect before submission to the S.E.R. 5. Any changes. substitutions, or deviations from original contrdCt dr.lwings shall be cJoudl.-d by manufa<..1urer or fabricator. Any of the aforementioned which are not clouded or flagged , by submitting parties, shall not be considered approved after S.E.R.'s review, U.N .0. 6. The shop drawings do oot replace the original contract drawings. It is the contractor's responsibility to make sure items are constructed to original drawings. 7 . The adequacy of engineering desi gns and layout performed by others rests with the designing or submitting authority. 8. The usc of reproductions of these contract drawings by any contractor, sub-oommctOT. fabricator, erector or material supplier in lieu of preparation of shop drawings is expressly prohibited. E. GENERAL I. All dimensions and details on structural drawings shall be verified against the architectural drawings and any discrepancies shall be brought to the attention of the architect before construction or fabrication com~ menees. DO NOT SCALE DRAWINGS. 2. Coordinate aU ope nings through floors, walls and roofs with the Mechanical and Electrical Contractors. Notify S.E.R. if any openings arc 10 be cut in structural systems . 3. Provide all necessary tem(X>rary bracing. sooring. guying or other means to prevent excessive stresses and to hold structural elements in place during construction. 4. Details on the structural drawings arc typical. Verify all dimensions and elevations with the architcctural drawings. 5. The contract structuml drawings and specifications represent the finished structure. They do not indicate the method of conslrU<..1ion. The oontmClor shall provide all measures necessary to protect the structure during construction . Such measures shall include, but not be li mited to, bracing, shoring for loads due to construction equipment , protection of existing structures. Observation visits to the site by the S.E.R. shall not include inspt:Ction or the above items nor will the S.E.R. be responsible for the contractor's means, methods. techniques. sequences for procedure of construction, or the safety precautions and the programs incident there to . 6. Options are for the contractor's convenience. He shall be responsible for all changes necessary if he chooses an option and shall coordinate all details. The cost of additional design work: necessitated by selection of an option shall be borne by the contractor. 7. Any enginec::ring design provided by others and submitted for review shall bear tbe seal and signature of an engineer registered in Colorado. 8. Dimensions on the struclural drawings are exact with the exception of masonry and sawn lumber dimen~ sions which are nominal. Verify al l dimensions with the architectural drawings. 9. Whcre required construction details arc not shown or noted on these plans the contrnctor shall notify the S.E.R. and the S.E.R. shall provide sufficient details for the work to proceed. 10.Construction materials shall be spread out if placed on framed construction. Load shall not e,;.ceed the design live lood [lCr square fool. FOUNDATION' A. EXCAVATION I. Contractor shall provide all necessary sheeting. shoring and bracing where required to properly and safely complete the wo rk . 2. Avoid ex.cessive wetting or drying of the foundation excavation during oonstruction, keep exca\'ations reasonably frc.c of water at all times and completely free of water during placement of the concrete. B. DESIGN (Assumed! Verify) I. Foundation design is ha<>ed on the following assumed soil values. Soils are presumed non-exp<insive, non~ soluble, and not prone to excessive consol idatio n. When the excavation has been completed, a geotechnica1 engioccr licensed in Ihe State of Colorado shall be engaged to visit the sisc, conduct a soils investigation , write a report to confinn the assumed soil values and provide further guidance as required. The S.E.R. shall be given a copy of the soils report. The S.E.R. shall be given an opportunity to review the soils report, and adjust the structura1 design and drawings per the soils report prior to the start of construction. 2. Footings shall hear on naluml um.listurbed soil or adequately compacted structural fill (per geotechnical engineer) below the frost depth required by the applicable building code. Any discrepancies with the fOUling elevations shown on the plans shall be brought to the auention of the S.E.R Footing are designed with the .----..'V--~ fol lowingaIlowablc bcaringprcssurcs: psf OlW" '-ole 5,,,4 {Z&J&It Maximum 2000 (DL+ LL) r-·· '" r Minimum o p<f (DL f!£,?£llltd. kI .p.;.,f-II'l'l C. GENERAL REQUIREMENTS /MJfUhiM I . Center foundations under columns and walls unlcss nuted otherwise. ZCDt7 (sf'. CONCRETE: A. CONCRETE REQUIREMENTS Conerete shall be constructed in accordance with the latest edition or the American Concrete Institute Building Code, ACI 318 and Specijicationsjor Structural Concrete for Buildings, AC1301 . Provide hot or cold wcather protection per ACI 305 & 306. I. Concrete shall develop a rni1limum oompressive suengtll;al2B days of: Walls & footings 3000 psi Slabs 3000 psi 2. Providc Type 11 cement with 4%-8% air enlminmenl and a 4" slump. Concrete aggregate shall be :U" nonnal weight stone except wcre lig htweight conerete is specified. No admix.tures shaJl be used without approval by the S.E.R. 3. Lightweight concrete is concrete containing lightweight aggregate confonning to ASTM C-330 and has as air-dry unit weight (ASTMC-567) not exceeding 110 pd. 4. Conc.::rete shall be placed in a manner to prevenl voids by using mechanical vibration and/or other approved method. Do not place pipes, ducts, or chases in the structural concrete without approval of the S.E.R. Thor~ oughly clean all keyways and construction joints prior to placing concrete in adjacent area. Concrete shall not be in permanent contact with aluminum. B. REINFORCING Detailing, fabricati on, and erection of reinforcing steel bars shal l comply wilh the ACI ManJJfli of StmuiLud Practice for Detailing Reinforced Concrete Srrucrures ACT 315. I. Reinforcing steel shall be high slrenglh ~efonntxl bars confonning 10 ASrM A615 glade 60. except weldable reinforcement which shall be ASTM A 706. Grade 60. 2. Concrete protection for reinforcement: Cast against and pennanently exposed to earth ............................... . Exposed to earth or weather ....................... ............... #6-# L8 bar #':}-II5 bar Not cxposed to earth or wcat.her .. ............................... slabs & walls beams &cols 3 2 I III 3/4 I III 3. Re-bar lap splices shal l be a minimum of 36 bar diameters, unless noted otherwise. 4. Discontinue 1/2 of horizontal steel across constructionloontrol joints. 5. Provide comer ban; of equal size and spacing around all oomcl1i and intersections. in. in. in. in. in. 6. Provide 2-#5 bars with a minimum of 2'-0" projection beyond the sides of all openings in walls, beams and slabs. Provide 1-1t5 x 4'-0" diagonally at all re-entmnt comers of s1abs. 7. Provide accessories necessary to property support reinforcing at the positions shown on the plans. STRUCTURAL GENERAL NOTES & SPECIFICATIONS 8. Reinforcing spacings are maximum on center and all reinforcing is oontinuous, unless noted otherwise. 9. Splices in horizontal beams and walls s hall occur at mid span for top bars and over suppons for bottom bars. C. SLABS-ON-GROUND I. All slabs~on-ground shall be 4" thick and reinforced with #4 @18" on center each way, unless noted otherwise. Reinforcement to be placed in center of slab . 2. Thicken all free slab edges to 8" x. 8" with 1/5 continuous (top and bottom) unless noted otherwise on plans. 3. Provide construction/control joints in slabs-on-ground oot to exceed 12' ·0" on center or as shown on the plans. Isolate all slabs on grade from structural. elements with expansion joint material equal to QUIKRETE's Expansion Joint Strips (ASTM D 1751) In" x4~ x5". STEEL: A. STRUCTURAL SI'EEL Structural steel shall be detailed. fabricated and erected in accordance with latest provisions of the ATSC Manual of Steel Construction and AlSC Code of Standard Practice. I . Steel shapes and their properties shall be as follows, U.N.O.: a. All wide flange W shapes shall conform to ASfM A99l b. Channels, angles, plates. and S, M, and HP shapcs shall conform to ASTM A36 min c. Hollow structural shapes. HSS shall conform to ASTM A500 (Gr. B) d. Pipe columns shall conform to ASTM A53 (Gr. B), "STO" -All DIA noted per plan are inside DIA e. Anchor rods shall conform to ASTM F1554 Grade 36, and anchor bollC; ASTM A307 f. Clevis and turnbuckles shall confonn to AISI C-1035 and per AISC 13th edition. table 15-3 & 15-5. 2. BoIlS shall confOnl1 to ASTM A325 Iype I , U.N.O. on plans. Boll size shall be l<"~, U.N.o. Tbe jo inl type shall be sung-ti£htened, U.N.O. The bolts shall be installed in accordance with section 8.1 of AlSC's Specifica~ tionfor Structural Joints Using ASIM A325 or A490 BoJls . When required on plans, installation of high strength bolts shall be in accordance with the aforementioned specification. 3. All welds s hall be made with E70XX electrodes. All welding shall Comply with AWS DI.l Structural Welding Code and shall be perfonned by AWS certified welders. 4. Provide shop applied paint in acc.::onJance with the Steel Structures Pai nti ng Council specifications as for all exterior members. architecturally exposed members. any members exposed to weather for an excessive period of time during construction, and where indicated on construction documents. Omit shop paint on surfaces 10 be welded , surfaces to receive welded stud, and contact surfaces of rolled connections. Provide field primer paint for painted members at welds, bolted connections , and areas or abraded shop paint. B. NON-SHRINK GROm AND ANCHOR BOLTS I . Anchor bolts used with stcel shapes shall be ~"jjS with minimum of 7" embedment and shall conform to ASTM A307 U.N.O. Anchor bolts embedded in concrete shall be placed with setting templates. Location and coordination of anchor bolt placement shal l be the responsibility of the steel fabricator. Steel fabricator shall suppl y anchor bolt seuing plan. 2. All column base plates shall have }4" min to 2" max: grout pack.. Grout pack shall be non-shrink, non corrosive, nonmetallic. nonstaining product containing selected silica sands, portland cement, and water-reducing agents. The product shall require only (he addition of water and shall oomply with the requirements of ASTM C-827. A minimum compressive strength of 3,000 psi after o ne day and 7 ,(0) psi after 28 days shall be developed . 3. Expamion anchor shall be Simpson Strong Tie WEDGE-ALL anchors , installed in accordance with the manufacturer's requirements. Anchor diameter and embedment per drawing. Equivalenl expansion anchor maybe used with approval by the S.E.R. 4 . Epoxy anchor shall be installed with Simpson Strong Tie SET. installed in accordance with the manufacturer's requirement!;. Anchor type, diameter, and embedment per dr.lwing. Equivalent epoxy adhesive maybe used with approval by the S.E.R. 5. Headed anchor studs (HA.S.) shall be attached to structural steel with equipment approved by the stud manufacturer according to the stud manufacturer's recommendations. C. STEEL CONNECTIONS I. Provide bolted connections for steel beams per the latest AJ .s.C. Manual of Steel Construction. Except where olherwise shown , provide conncctions to support loads equal to one-half the total uniform load capacity of the member, U.N.O. 2. A minimum of two bolts shall be used for all connections. Size and grade of bolts shall be determined by the fabricator, lLN.O. STRUCTURAL WOOD FRAMING' A. DIMENSIONAL LUMBER All timber construction light and heavy shall conform to the latest edition of the National De:";gn Specifications for Wood Construction. The following grading agencies are used for grading the structura1 wood framing: National Forest Products the Wcstern Wood Products Association (WWPA W), the National Lumber Grades Author~ ity (NLGA). and the Redwood Inspection Sen.' ice (RIS). I. Slructural framing lumber shall be ki ln dried Douglas FirlLarcb, U.N.O. The following design values were used for Douglas Fir/Larch (all applicable stress factors apply per I.E.C. section 2306): Structural Joists. built-up columns and studs (~ 2x4), No.2 o r better Fb :; 900 psi Fv:; l80 psi Fc.l:; 625 psi E = I 600 000 psi Beams and Stringers, No. I Fb = 1350 psi Fv = 170 psi Fcl-= 625 psi E = I 600 000 psi 2. All pressure treated lumber shal l be Hem~Fir 112 or better, U.N.O.AII wood attached to concrete or masonry shall be pressure treated lumber. Pressure treated lumber may require heavier galvanizing treatments for fasteners and framing hardware. The contractor is to consult with the supplier, manufacturer. and local building offi~ cia! for current treatment requirements. The following design values were used for Hem~Fi r. Structural Joists, built-up columns and studs (O! 2x4) , No.2 or better Fb =850psi Fv= ISO psi Fcl-=405 psi E= I 300 000 psi 3. Sizes shown for structural wood framing are nominal sizes. 4 . Attach sill plates with W'¢ hooked anchor bolts (7" minimum embedment) at 48" on center U.N .0. 5. Install all joists and beams with camber, if any. to top V.N.D. 6. Beams are nOI a substitute for joist in layout. If beam falls in joist layout space, place joist next to beam. 7. Provide built~up wood columns of 2~2x6 (or 2~2x4 at 2x4 stud wall) or a minimum number of studs to equal supponed beam widlh U.N.O. 8. All multiple stud columns shown at the ends of headers indicate the number of trimmers. King studs arc additional to the number of column studs shown. B. FASTENERS AND CONNECTORS Alternate fasteners and connectors to those listed below, which have I.C.C. approval, may be used with approval by the SE.R. I. All timber and wood framing nailing shall eomonn to the I.B.C-, reference 1.B.c. Table No. 2304.9.1 Faste,,~ i',g Schedule, U.N.O .. Reference drawings for locations were additional nailing is required. 2. Nai ls s hall mcctthe requirement of ASTM F 1667. Nail diameter and lengLh used with these drawings arc 10 be as follows, U.N.D.: Desj gnation 8d IOd 16<1 I &Dgth and Diameter .131 x21i" .148 x 3" .16h 3 W' 3. All connectors for wood fram ing shown on the plans such as joist hangers, beam hangers, truss hangers , framing clips, hold-down anchors, etc .• shall be manufactured by the Simpson Strong:ne Company Inc, U.N.O. InstaU per manufacturer's specifications. 4 . Bolts for wood member connections shall be ~ .. ~, ASTM A307 with a minimum I ~ .. washer each end U.N .0. Do oot countersink bolts unless noted otherwise on stl1lctura1 drawings. 5. Lag ,"n:ws shall meeting the n:quiremenlS of ANSUASME slandard B 182.1 and they shall be inslalled per the latest NOS code. Each lag screw shall be installed with a washer. 6. Powder Actuated Fasteners (PA.F.'s) for anaching wood framing to structural steel shall be Remington low velocity fasteners, length and diameter per plans. Install per manufacturer. 7. Screws called out as SOS are as manufactured by Simpson Sirong-Tie Company Inc. Screws called out as OI.YI.DG , TLOK, LOG, LHOG or LLare as manufactured by FastenMaster Agawam , MA. 8. Screws ""'led as U8 thru U 10 wood scn:wsshall meel ANSIIASME slandard 18 .6.1. C. WALL FRAMING AND SHEATHING I. All exterior walls designated as bearing walls shall c.::onstructed with 2x6's @16".O.C. ~ U.N.O. All interior walls desi gnated a.~ hearing walls shall be constructed with 2x6's @16".O.C. -U.N.o. 2. All exterior walls shall be sheathed with wood structura1 panels certified by the APA for use as wall shcaLhing labeled. "EXTERIOR" OR "EXPOSURE I ". rated sheathing, 2410. W' thick attached to studs with 8d common (0.131 ~) or galvanized box nails (I" stud pcnelratjon) @6" O.C. at panel edges and 12" O.c. at intennediate supports. Drive nails flush with outer s heathing layer, Do not over drive nails. Use special care when using pneumatic nail guns. 3. All openings in bearing walls (interior or exterior) shall have a minimum of one full hei ght king stud and one trimmer, with a 3 -2 x 8 header-U.N.O. 4. Provide built-up wood columns of 2~2x6 (or 2-2x4 at2x4 stud wall) or a minimum number of studs to equal supported beam width (unless noted otherwise on plans). 5. All multi pIc stud oolumns shown at the ends of headers over openings s hall be designated as the number of trimmers. King studs are addi tional to the number of column studs shown. 6. Nailor screw at 12" D.C. all built-up wood columns ca11ed out on plans to Ihe sheathing or drywall . D. FLOOR FRAMING AND SHEATHING I . R oor sheathing shall be APA rated Sturd~I -Aoor, 24" 0.C.1:J1J2" thick, T&G. Place with S'-O" dimension perpendicular to the joist span. End joints shall be staggered. Attach sheathing to fmming with APA glue and nails; at edges with 8d common (0.131 ~) nails at 6" O.c. and at intermediate suppons with 8d common nails at 12" O.c. 2. Provide I IA" LSI.. rim boards typical at CJ( terior ends of all floor joists and beams. 3. Block continuous at all interior joist bearings per manufacturer. 4. Provide solid wood blocking (squash block:s) within floor system for all posts and trimmers in the Hoor above. Blocking shall be of like material & shall mateh the dimensions of the columns or trimmers above. E. ROOF FRAMING AND SHEATHING t. Roof sheathing shall be wood structural panels certified by the APA for use as roof sheathing,labeled, "EX~ TERIOR" OR "EXPOSURE I", rated sheathing,40120,~" thick, '1'&0, or provide plyclips midway between rafters at unsupJX>rted sheet edges (plyclips not required for rafter spacing less than IS" O.C.). Attach sheathing to framing with 8d common (0.131 ~) nails at 6" D.C. and at intcrml.-diate supports with 8d common nails at 12" D.C. unless noted otherwise. F. GLUE LAMINATED BEAMS (GL) Laminated members shall be designed and fabricated in accordance with The Slaru:Jard Speci./icatioflj· Jor Ihe Design and Fabrication oj Structural Glue Laminated Lumber published by the AITC and the appropriate Lumber Producers' Association. I. Appearance grade shall be in accordance with architectural drawings 2. Beam to be placed with TOP up, U.N.O. 3. Allowable unit stresses for dry conditions shall be as follows: Members stressed principally in bending such as beams & girders (AITC 24F~V4), V.N.O. Fb = 2.400 psi F v = 265 p'i F cl-= 650 p<i E = I ,800,000 psi. Members Slr\!ssed principally in compression or tension such as columns & truss members (AITC 2), U.N .0. Fcll=I950psi E= 1,600,000 psi. G. STRUCTURAL COMPOSITE LUMBER AND PREFABRICATED WOOD I-JOIST Install members in accordance with the manufacturer's recommendation. Holes. cuts, or notches not previously approved by the S.E.R. or the manufacturer shall not be made. Members by other manufacturers may be used if the depth, cross section and allowable unit stress are equal to that of the member specified for the panicuJar span. I. LAMINATED VENEER LUMBER (LV L) LVL members called for on the drawings are as manufactured by iLEVEL by Weyerhaeuser. Members marked on the drawings as 'LVL' and shall be I 3/4" wide, U.N.O. Allowable uni t stresses for dry conditions shall be as follows: Fb = 2 ,600 psi Fv = 285 psi Fcl. = 750 psi E= 1,900,000 psi 2. PARALLAM LUMBER (PSL) PSL members called for on the drawings arc as manufactured by iLEVEL by Weyerhaeuser. Allowable unit st re.o:;.c;;e..~ for dry conditions shall be as fol lows: Fb = 2,900 psi F v = 290 psi F cl-= 750 psi E= 2.000.000 psi Allowable unit stresses for dry conditions for PSL columns shall be as follows: Fb = 2 ,400 psi Fell = 2,900 psi E= 1,800,000 p<i 3. PREfABRICATED WOOD I JOISTS Prefabricated wood I-joist called for on the drawings (TJI210, TJI 360, TJI 560 etc.) are as manufactured by iLEVEL by Weyerhaeuser. Supply all plates , blocking, bridging, bracing, stiffeners and other related items as recommended by the manufacturer. 4 . LAMINATED STRAND LUMBER (L'>L) LSL members called for on the dnlwings are as manufactured by iLEVEL by Weyerhaeuser. Allowable unit stresses for dry conditions shall be as follows: Fb = 1,300 psi Fv = 400 psi F cl-= 750 psi Ii: 1,,00,000 psi 5. LAMINATED STRAND LUMBER RIM BOARD (LSL) LSL members called for on the drawings are as manufactured by iLEVEL by Weyerhaeuser. Allowable unit stresses for dry conditions shall be as follow s: Fb = 1.700 psi F v = 400 psi F cl-= 750 psi Ii: I ,300,000 psi H. PRE-ENGINEERED TRUSSES I. The trusses shall be designed and manufactured per the NATIONAL DESIGN STANDARDS FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCnON,ANSlfrr I 1-2007. The Truss Designer shall be a registered design professional stnJctural engineer experienced in the design of pre-engincering trusses. 2. The Truss Designer shall create Truss Design Drawings per ANSIfI'PI 1-2007. 3. A Truss Submittal Package as defined by ANSIfI'PI 1-2007 bearing the seal of the manufacturer's registered design professional engineer s hall be submitted to S.E.R. and the conlmctor for review and approval. 4 . Truss hardware shall consist of all nails, boilS , stccl , plates, etc. as required by the truss engineer, and pressfit metal plates complying with ANSlffPI 1-2007. 5. Trusses shall be shop fabricated according to approved shop drawings. Cut memhers accurately to length, angle and line to provide tight joints. 6. Verify that the surfaces to receive trusses are adequate ly brd.ced and are at the required location and elevation . 7 . Install pcnnancnt bracing and bridging according to locations and detai ls provided by the Truss Designer. 8. Contractor shall be responsible for the handling, installation, and temporary restr.untl bnlc.::ing of lhe Trusses in a good workmanlike manner and in accordance with the recommendations set forth in the latest edition of Ruilding Component Safety Infonnation's, SCSI 2008: Guide to Good Practice for Hand1ing, lns13Uing, R(> stmining & Bmcing of Metal Plate Connected Wood Trusses. WALL BRACING' Wall bracing is provided per the prescriptive mel.hod. of the 2009lRC 602.10. Structure is to be continuously sheathed with stru<..1ural panel sheathing on all sheathable areas of exterior walls. SECTION cur (DTL' I SlIT ' ) T. Wall = Elevation T. Footing = Elevation FOUNDATION WA LLSTEI> BUILDING ELEVATION MARK r---I r;::=1=_=_: :::t: =-=~';l::1 :;tr;~.1=--=~s9=5--:::; ~ T. Slal> i ~ " XXX'-X" I I I~NGPAO~ I I r ---, ' 0 ' I ~COLUMNI L __ .J ABOV~ SECTION em OR PLAN vtEW Structural Symbols Reference For Foundation Plans SEAM OK HEADfJ( I-I,BEAM L"UNI1NUOU~ J \ OVERCOWMN H BUIlDING d T. n,'W~. ., .:I /ELEVATION MARK _l ...... , 10 '1" t(\.)'~O" 01<rBfAR1NO I HiOI!IT ~17..F~ l~~OOWMNB ~ LOCATION .I &. SPAC..1N(J J L BEAMS EDGE ~ 2,,2 tJ! 16" ol:: PLYWOO~ I L!J ~~~~~I )., 6314,10 1/2" GL .c.. L IROOFSu)~~ /l~ REVISION CU1UD COWMNFROM IND1CIIHNG A ~ ABOVE TERMINATING REVISED fffiM ON BEAM JOIST HAN(JING ./1 (FLUSH FRAME l'l..OOR EU!VATION ~ OOWMN FROM W/llANGER TYPE) CHANGE AROVF..AND HO's-r~ -.: CONIlNU~ 1:JELOW UNE Structural Symbols For Framing Plans STANDARD ABBREVIATIONS A.EE -ABOVE FINISH FLOOR ABV -ABOVE ADD'L --ADDITIONAL AD] -ADJUSTABLE ALT -ALTERNATE A.C.1. -AMERICAN CONCRETE INSTITmE A.PA AMERICAN PLYWOOD ASSOC. A.B. -ANCHOR BOLT ARCH -ARCHITECT BM -BEAM BLW-BELOW BRG -BEARING BIW -BETWEEN BLKG -BLOCKING BLDG -BUIWING CF. -CUSTOM FABRICATED C.I.P. -CAST-IN-PI.ACE CLR-CLEAR CANT'L -CANTILEVERED COL-COLUMN CONN -CONNEcnON CONC-CONCRETE C.M.U. -CONCRETE MASONRY UNIT CONST -CONSTRUCTION CONT -CONTINUOUS CONTR -CONTRACTOR COMP -COMPACTED CJ . -CONTROL JOINT DL -DEAD LOAD EA-EACH EL -ELEVATION EMB -EMBED OR EMBEDMENT EQ-EQUAL (E) -EXISTING EXP -EXPANSION EXT -EXTERIOR fLG-FLANGE FTG -FOOTING FND -FOUNDATION GA -GAUGElGAGE GA 1:V -GALVANIZED GL -GLUE-LAMINATED MEMBER HAS. -HEADED ANCHOR STUD H.T. -HEAVY TIMBER HORIZ -HORIZONTAL HSS -HOLLOW STRUCTURAL STEEL mc -INTN'L BUILDING CODE IRC -INTN'L RESIDENTIAL CODE INf -INTERIOR ISO -ISOLATION IT -JOINT J~' -JOIST K.5.L -KIPS PER SQUARE INCH K -KING LL-UVELOAD LLll -LONG LEG HORIZONTAL LLV -LONG LEG VElUICAL LONG IT -LONGITUDINAL LVL -LAMINATED VENEER LUMBER MFR -MANUFACTURER MAX -MAXIMUM MECH -MECHANICAL MTL -METAL MlSC -MISCELLANEOUS MIN -MJNIMUM N.T.S -NOT TO SCALE OPNG -OPENING O.c. -ON-CENTER O.F. -OVER FRAMING OSB -ORIENTED STRAND BOARD P .AF. -POWDER-ACTUATED fASTENER PEN -PENETRATION PERP -PERPENDICULAR PL-PLATE PLWD -PLYWOOD P.T. -PRESSURE TREATED R-RADIUS RE: -REFER TO REINF -REINFORCING RQD -REQUIRED S.E.R. -STRUCTURAL ENGINEER OF RECORD SHTG -SHEATHING SIM -SIMILAR S.O.G. -SLAB ON GRADE SL -SNOW LOAD SP -SPACE (ING) SPECS -SPECIFICATIONS sm -SIANDARD STL-STEEL STRUCT -STRUCTURAL SYM -SYMMETRICAL T-TRIMMER T.O.-TOPOF TE.H. -TYPICAL EXTERIOR HEADER T HI. -TYPICAL INTERIOR HEADER T.M. -TOP OF MASONRY T.P. -TOP PLATE T&B -TOP AND BaITOM T&G -TONGUE AND GROOVE TRANS-TRANSVERSE TYP -TYPICAL U.N.O. -UNLESS NOTED OTHERWISE VERI' -VERTICAL V.I.E -VERIfY IN FIELD Wf -WEIGHT WWF -WELDED WIRE FABRIC WI -WITH WD-WooD Rakowski -Millard STRUCfURAL DESIGN, LLC 580 Main Street, Suite 310 Carbondale, CO 81623 Phone/Fax (970) 963-9643 '~~ Dale Issue 02-25-11 Progress Pricing Set 03-07-11 Building Permit Set Q) U ~ "'0 0 CIl "'0 Q) 0 ~ "0 ~ 0 .~ V ,......... 00 OJ) 0 Q) ."'-0 U ~ ~ 1-1 r:rJ p:) OJ) ~ I:l 00 .---1-1 § "'0 0.. a r/) u "'0 0 f;3 ",...'..0.... 0 0 ~ OJ) I:l N V ~ \0 ,......... Cj c:::s ..... ~ --------------------- -D Dale Revision Own By: AJ.R. Project Number Dsgn By: AJ.R./S.E.M Lang/Burns O<dBy: MJ.T. Apprvd : Drawing Title: General Notes & Specifications Sheet 1 of 3 8-1 KERF PL 1/4" x COL WIDTH MINUS 1 liZ" @C.l. COL 1 1 /Z"~ WI Z -5/S"0 THRU BOLTS '" I T. PIER ;,. '" z :>: -~~-l COL -SEE Pl.AN FOR -~~ ~ , ~ :/3116 V . I PL 3/S:, x COL ARE~ 4 -liZ 0 HAS. RE. SIZE WI Z/SZ N '-. 1 112" TYP "-/3/16 V /• '" I ' 1111 .. " JJIJ, "I,I}!III · , . , 1TIf1 111 1111 1111 " .. 1111-~ '. '1 = · ..... E" ~4 -#500WE I '::::=:: f-3/16V ~ V' X FULL HEIG LS J r-II ~ ~ a. V ~ · . " UJ Q 1 liZ" , , II; CLR , .. , 0 SEE PLAN FOR , . '" FTG & REINF ' .. ' "& U. Z " , , ;;---. --. .. -. . . , . " • ~. .& .. . .. . -" ~ . ". . " . . ". -. -. BEAR ON NATURAL " . . ." -.. ~ -, . ~DISTURBED SOIL , . " . '. . . . ' . ... HTwl #3 TIES@10 "o.c. 7 1/2" Z -#3 TIES@TOP T.FTG ~ "'u --1 KERF PL 1/4" X COL W MINUS 1 112" @C.l. IDTH COL WI Z -SIS"" THRU B OLTS /'" \ ~ L ~,,, .. ,,,,~ W/4 -l iZ 0 HAS. CONC PIER SEE PLAN Concrete Pier @Footing Pad 1 -:-~~~12=i'~_~-:1-':~-0~~~~t_e_@_c_o_nc__p_ier_ ________ ---11 2 I 3/4"= 1'-0" Elan Notefi' Footing Pad Schedule Mark Size ® 2'-0" x 2'-0" ® ~'-6" x 2'-6" © 3'-0" x 3'-0" ~<~-0'<11 "'Y..:.. \,J ~,,\\, lillC' crf (c>:) ::,tru .. :~tul·(': 'r ~ ®~ ~2 ~, ,---, (J I rr.ltI I '"-II _..J 1'-8114" (' Def?ign i6 ba5ed on aooumed exi6ting c..ondit iGl16, Upon demolition the engineer 6hall be contacted anti given the opportunity to verify exi6tinlj conditione. Rede6ign rn.ay De require:tl Depth Reinforcing 12" 3-#4EAWAY 12" 4-#4 EAWAY 12" 3-#5 EA. WAY ;,rt:, ->l ---17-1" -. -4'-53/4" ®,_I ---i-rn~ L _ , , © r--, I [11 I I u: I L __ ' , , , ---, I I I I ---' ®,J --, I n:' I --I I Ill: -+1-------'k L_ ,L l " Foundation Elan frD(3teOO I eyel Foundation Plan is not coordinated with field verified geotechnical conditione. 1. All dimens-ions n~ and exiSoting Sohall be verified again6t the architectural d rawin~Je and any diocrepancie6 ehall be brought-to the attention of the archi tect.. opep\.-~o/~ >"'115 ~r-;t f2£-'{ UI yed;tt-few 1-JJIl-'? IVlSpe~-hcM. 2000 p~~t_ __ 2. Foundation ioolateJ pads an~ ba6ea on an .a~ m,J ooile 1~2Wil1g capioity of 2000pM and may be subpct to chan.:JC based on actual conditions-. Rc: s-tructural eeneral notes-sheet SI. foundation keign. 3. All exterior bottom offooting6 and p2l!~e shall b~ 36" below finieh Ijrade or to Undi6tUrbed natural ooil. wh!cheww is-lower. 4. All ccntHtion5 must be verified by t he buiL::le:r prior to commencement of conatmctiot1. 5. Exi5til1lj a*lt ~d minimum foundation c.ondition based on 8" cone wall. 36" high with 16" x 10" cone footil1g. EIj~~~~~~_nd_a_t_io_n _P_ la_n_ _______________ _ STEEL BEAM SEE -----., PLAN FOR SIZE STL PL THICKNESS VARIES AS REQD PL FLANGE WIDTH 1/4" END PLATE -TYP liZ"" LAG SCREWS EA SIDE, CENTERED ON TOP Pl.ATE SEE PLAN OR NOTES FOR COL TYPE CENTERED UNDER STL BM 3/16 V '\ STEEL BEAM SEE PLAN FOR SIZE ) Z" MIN OF LA PLATE PENETRATION -G INTO TOP Z 1/1/8 V " = /1/2" MAX /PL S liZ" FLANGE WIDTHS 5 3/4" OR LESS ~ Bd NAIL @6" O.C. ~~~ I PENETRATE WOOD PLATE 1 112" ~~~~~~ 1 9/64"" LOW VELOCJTY POWDER ~~~ ~~-----DRIVEN NAILS @6" O.C. .k" ~~-----(STAGGER SIDE-TO-SIDE) SHEATHING ~ 1 liZ" , U.N.O. --'"..---------'-1 __ 1.. ~:LJ---/1 1/4" II ll 11/4" " , " " ~ Sd NAIL @4" O.c. (STAGGER) /I PENETRATE WOOD PLATE 1 l iZ" FLANGE WIDTHS 6" & GREATE~ /' 1 9/64"" LOW VELOCJTY POWDER 7' /' DRIVEN NAILS@4"0.C. SHEATHING \ /'/'~~~~ (STAGGER SlDE-TO-SIDE) 1 liZ" t NOTES: U.N.O . 1. WOOD PLATES TO BE DOUG-FIR #1 FREE OF TWIST OF WARP . RIP Pl.ATES TO MATCH FLG U.N.O. Z. COORDINATE SHEATHING ATTACHMENT WITH SHEATHING NOTES. Steel Beam @Wood Column Bearing 3 Typ, Wood Plate -To -Steel Beam Flange Attachment 4 3/4" 1'-0" -@-/WI2x22 wi 1112" wd pi ,,1'.a< ':J~p '-!hI'" ,'S d'vv-\~-11 /2" 1'-0" , , . HLI~C4 1 0 ~.;1el l-l ~s ~ !7.:..-.; ." ) ~v/." I-.... q}.-,. Z if , >-' I 'ld /''j ::::J j 14" TJII 210 ~ r t ~ _________ ~~~~~ ___ -' ____________ --, 'j, @16" O.c. Dan Notes: ''=~-"->' l I De6ign ;6 va5ed on aooumed exi6tino conditions. Upon demoli~ot1 the cngincer 6h.311 be contacted and given the opportun ity to verify ex[6tit1{3 condrtiol16. Rede6igt1 may be rt":quirM 1. All multi-ply LVl.:a Etl1a d ilt1~l1:;iot1~t lumber ah2l1l be joined wi 3 -16d naila @12" o.c. (typical u.n.o) 2. Floor desifjn \5 b.ased 011 6t.andard unifonn loading. no ccncrete dead load topping wa6 accounted for. ~'?-~~ 1J.;rt"<-7 i: c~ 3 !oolaU:J pad-ollt of 6ud ~;m1 i6 r~uir~d for acuptance of ~all1 hangera a6 OOOwt1. Paaout 4'-0" aection ~t unterl i t1~ of perpenducular be.:<lm6. Refer to Detail1!S3 for reference. 4. Fasten 6 x 16 H.T. beams to 8 x 8 coIUt11t16 wI 2 -LOG016 wood xr~W6 at each "~am , R~ ; 3/53 6im 5. Shaded area indicates are~ of overframing. 6. All conditions must be verified by tk bu i l~r prior to comm(:'t1C(.ment of COl16truction. .. e/ee-!tt-Ic/r! /Wt-V/h -1/1 fl//jJ/lCllM( fZU{ulreJ r:x ~e. 1/1.,pee-hlf7l1 09 e.! echl C,/r 1 h Vi" I /Iff fZVl//I I flU/lA/red for CO/FIVIIIIIV15pee-hO)1. 3 S3 4 x 6 br.3ce 4x8H.T. 2 S3 '" -'<"l) €> <$) => <0 ~ x ~ I--' N I <0 x 2 .,. S3 4x8H.T. 4x 6 brace 7. TJI joist to line up with 4 x t) H.T. e:xterior ded beam for acceptance of u neion etrap. See e-ection 2/S3 for Mditional information. ~~ Upper Level Floor Framing Plan I~' /~~l~M~"~-~l'~-O''~------------------------------~:--------------------Rakowsk i -Millard STRUCTURAL DESIGN, LLC 580 Main Street, Suite 310 Carbondale, CO 81623 Phone/Fax (970) 963-9643 ~OR~ ~~. ~~ AL :;..or;:>' Date Issue 02-25-11 Progress Pricing Set 03-07-11 Building Penn it Set Q) U $:l "'d 0 C\i "'d Q) 0 C\i "'0 ~ 1-0 ...... 0 (]) ........ rJJ bI} 0 Q) ."..'.d... U ~ ~ 1-0 rJ) (:0 bI) ~ I:: rJJ .-....... 1-0 a "'d 0.. 8 C/J ~ U "'d 0 co ."..'..d... 0 -...... 0 ~ bI) I:: C"-l Q) $:l "" ........ cd '-' ..... ~ -------------------------L Date Revision Dwn By: AJ.R, Project Number Dsgn By: A.J,R./S.E.M. Lang/Burns Oed By: MJ.T. Apprvd: Drawing Title: Foundation and Upper Level Floor Framing Plans Sheet 8-2 2 of 3 5/8" 0 THRU-BOLTS @10" O.C. PACKOUT TO BE CONT. SOLID f----" SAWN OR BUILT-UP WOOD (ALTERNATEPACKOUTS SHOWN EA. SIDE OF BEAM) 1/2 DEPTH WD TO BEAR TIGHT TO BOT FLANGE ~-~~ --l ~ ALIGN WOOD & EDGE OF FLANGE Typical Wood Packout @Steel Beams 1 11/2" l' 0" PACK-OUT WEB EA SIDE OF TJl 1 '-6" FOR ATTACHMENT OF STRAP TIE FLR SHTG SEE GEN NOTES FLR JST SEE PLAN MSTI26 STRAP TIE CENTERED ON 8M WI MIN 8 -10d NAILS EA SIDE OF BM 8 x 8 COL SEE PLAN ~------iib T. PIER 'f' SEE PLAN ~ T.FTG , , r I -~ ----2 x 6@16" STUD WALL 2 -TLOK08 DRILL 21/4" x 1/4" SLOT STRAP TIE § -------IN BM FOR ACCEPTANCE OF ~ ct ' UJ ' CI w WD BM SEE PLAN 4 x 6 BRACE FOR ALL OTHER NON-STRUCT H.T. BRACING SEE ARCH DRAWINGS. MAX LET-IN TO COL OR SM NOT TO EXCEED 1 1/2" CONC PIER SEE PLAN & SEC 1/S2 =IIII=-==1 11 1 -I' -:~/~~:-::-'~~~:-::_~~"r _a_c_e_S_u....pl...l..p_o_rt _________---11 2 I 4 -SDS25300 A 3 1/2" ,...-+-BENT PL 3/8" x 5 1/4" CONT NAILER RECESS @TOP OF BM PL SEE 4/S2 .." T. BEAM 'l' SEE PLAN y-fltlt-1fII==I=======I '" 2 -LOG016 MIN 2" PEN INTO COL COL SEE PLAN STL BM SEE PLAN 1/4 WDBM SEE PLAN 4 -1/2"0 BOLTS -----1 1/4" TYP 2 1/4" 3/4" 2 1/4" -1 63/4" r PL 11 x 7 1/2 x 1/4 WI 4 -• /1/2" o HAS. RE: 2/S2 SIM N , ,N ,N ~ · ~ ~ • ,N ~ '" ~ 1:",_----+ /: 7 I , /• N "-~ CONC PIER SEE PLAN ! Cl 1 1/2" ~ TYP SECTION A (PLAN) PL 8 x 3 x 1/4 A36 WI 2 -TLOK04 CENTER ON BM 1/4 V ~ T. PIER SEE PLAN ,1 I' A 4 x 6 BRACE SEE PLAN COL & KNIFE PL GRAYED FOR CLARITY SEE SEC l/S2 FOR ADDL INFO CONC PIER SEE PLAN Base Plate Detail @Column & Brace 11/2" l' 0" BOLTS AT BRACE SHALL NOT BE COUNTERSUNK -------T---ML26Z WI SDS WOOD SCREWS , , ,~--~---,~~~~ \ 4 x 8 BM ". "-'" 2 -TLOK06 4 x 6 BRACE BELOW 4 x 8 BM SECTION A (PLAN) 4 DECKING SEE ARCH ----.--0 4 x8 BM SEE PLAN 4 x 6 BRACE SEE PLAN , I \ I I \,' I ' II ,' " \ , , , N '-• N '-LAP T.O. BRACE 1/2 THICKNESS AND CREATE SOLID BRG FOR HORIZ BM ON SHOULDER FASTEN WI 2 -1/2"0 THRU BOLTS Brace Connection @Horizontal Beam 11 /2" 1'-0" 5 f-------------::)\, 1..; hi ~' £oe~ II,-.-r~ 4 f(ll" fafotC'llit1(J tyr UJ 1.l,.' PRE-ENGINEERED RF TRUSSES HAVE ENGINEERING FOR INSPECTOR AT TIME OF FRAME INSPECTION ;,"'/0 /8 TCC.c.-~ va /'.>1' Plan Note£,· ,..,; u O ';+ (J (J tC'.h. "" 3-::xC De5ign i5 baood on aooumed exi5ting conditione. Upon demolition th~ engineer 5hai! Pf: cont~cted ~nd given the: opportunity to verify exieting conditions, Redesign m~y be reqUired 1. t~.h. 011 this 6hut only de:notee tyPicitl exterior heitder ;;; 3 r 2 x 8 with 1/2" plywood filler. 2. All multi-ply l yt'e ~nd dimet1sionallumber ehall be joined w/3 -16d n.9i1e (jJ 12" o.c, U.n.o, 2 x 6 hip 6ee note 4 for f.a6tening t.yp U.n.o ~ ),. G hi~' ::<e note 4 for f~tr:l1il"J t YP uno, :;, ~ 't" c ~ ~ ~ :§ ~ . " ~ :t ) ,31'(,_" l'lf .-k.:;k rt"ll~w 3. T ru55e5 ae shown are fiChematic liIyout. If configuration or layout changes occur. engi~r fihall be immediately notified pnor to famcatkm, Submtt truoo shop drawil14.ls"tO cmginur for approval 4. l adder framing, uee 1 -2 x 6 @24" O,C_ Bactspan dieot.anu equals 1 : 1 min, Fasten 2 x 6 to truss with 3 -16d anti to wp plate with 2 -16d toe-nailfi and 90lid blocking l>'etween, 5. BUiltl 2 x 6 @16" o.c, pony witll on top of ~itlfl up tc under 6ide af roof p i5"t5. 6. AU condition6 mU6t be verified by the l>'uilder prior to cOll1mt:nu ll1ent of con5truction. ~~~~~~,~-f-F-ra-m-i-ng~p-la-n---------------Rakowski-Millard STRUCTURAL DESIGN, LLC 580 Main Street, Suite 310 Carbondale, CO 81623 Phone/Fax (970) 963-9643 ~1 , V\ l\ J)t ~.~ Date Issue 02-25-11 Progre66 PriCing Set 03-07-11 Building Perl11it Set (l) U $:l "'d 0 ro "'d (l) 0 ro "'C ~ I-< 0 • .....t Q) ..-rJ:J on 0 (l) ."'-d U ~ ~ I-< en o:l gf rJ:J ~ .-..... I-< a "'d p.. ~ r:/J. ~ U "'d 0 CQ .".'d-0 ---0 ~ OJ) I::::: <"I Q) § \0 ........ ........ d ~ --------------------D Date Revision Dwn By: A.J-R-Project Number Dsgn By: A.J-R-/S.E.M. La ng/Burns Ckd By: M.J.T. Apprvd: Drawing Title: Roof Framing Plan Sections and Details ., 3