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HomeMy WebLinkAboutPlans------ ----- Found #5 Rebar With Plastic Cap (witness corner) • El —sr— • tn x Fence C.3‘ ; • 1 ‘P • •• ./4/e ""-- 295.00 ' Farce] 4 891222'04 30.0g/ ASPHALT ExIsT1 --- EXISTING GRAVEL DRIVE j14.69 - ^- \ COMPO -..-—- •-- ..„ ---- .dTE STEPS STL / OD RAL 1. WOOD COM.ITE DEC 1A1/ 5TL / WO 12 RAIL AT MAIN LEVEL NALK-OUT 5 LOW EXISTINC, FINISH FL 54125.46 RETAINI WALL BELOW D .1\ ./hVI •'; k , ' //,,”.fi ///./1/ / 6.32' ST ------------ 4 ) EXISTING IRRIGATION f1J1•41:5-,, -- ••• -./ _',/ 4 ,•• EXISTING 4'x4' PAD 1 • ----- ----------- . - --- 42. k EXISTING TREES TO REMAIN - TYPICAL N • 4-1 N*iN. '31 • ;!. 1/5 County V\I if • . • x -P".•••••,. \ . Overhead Utility asement ----------------- -0 ---------------------------- ------- ---------------------------------------- Gas Line Easement NOTE: REFER TO FLOOR PLAN5 FOR BUILDING INFORMATION SITE DLAN SCALE: -------------- APPROVED SUBJECT TO NOTED EXCEPTIONS & INSPECTION'S HU DEGAR:EL:ByCOUNTY G P Date LD COPY No INSPECTION WITHOUT TIM PLANS ON SITE rolLe Qf • • • ARCHITECT Terri L. Montoya 1099 Valley View Rd Glenwood Springs, CO Ph 970.945.8168 • c‘:1 0 • Terri L Montoya 1 306114 REVISIONS: DRAWN BY: TLM CHECKED: TLM DATE: (%1 - I 4- H SHEET NUMBER: SITE PLAN 42 • BLRE-9-11-2205 EXTERIOR HALL: REMOVE EXISTING SIDING AS NEEDED FOR DECK ATTACHMENT AND FLASHING GALV FLASHING CONT UP WALL 4" BEHIND SIDING AND DOWN WALL OVER TOP OF SIDING WITH DRIP EDGE PER MFR. NOTE, REFER TO PLANS. STRLICTLRAL DRAWIN65• AND DETAILS FOR ADDITONAL INFCRrUTION 3,5 .2x6 DECKING OVER 2x8 JOUSTS T.O.DECK / EXIST FIN FLR 1 l 2x8 PT LEDGER NEW SUPPORT BEAM PER STRUCTURAL NEW FINISH MATERIAL. PER OWNER SOFFIT OPTIONS: WRAP BEAMS AND UNDERSIDE OF EXISTING SOFFIT OR NEW SOFFIT TO ALIGN WITH BOTTOM OF BEAM - BACK TO EXISTING BASEMENT WALL .T.OLONC EXISTING FLOOR SYSTEM FLASHING AT DECK SCALE = 11/2' = I'-0' 2S 2S1 :o a 1i= s J REMOVE EXISTING SOFFIT MAT'L deck-Flshg DOUBLE 10" DIA LOGS CONTINUOUS SEALANT 2" STONE CAF' - SLOPE AWAY FROM COLUMN PROVIDE FLASHING IF REO'D BY MANUF. 2x4 FRAMED COLUMN BASE W/ 055 AND BUILDING WRAP CULTURED STONE VENEER IN MORTAR BED ON LATH PER STONE MANUF. COLUMN BASE BRACKET PER STRUCTURAL GALV FLASHING IN/ DRIP - CONT. UP WALL 8" OR PER STONE MANUF 4 . ,_11.k .1-I I _Ili- . v•n ~11f1�i 32' SO. GONG BASE W/ FOOTING REFER TO STRUCTURAL FOR SIZE AND REINF. C a PER STRUCT STONE COLU SCALE = 3/4' = 1'-0' a VIN BASE DETAIL col -dal EXTERIOR ELEVATION AT SCALE = 3/16' = 1'-0' +0'-0" T.ODECK ALIGN IN/ EXIST FIN FLR DECK • FUTURE DOUBLE 10" DIA PEELED PINE LOGS COMPOSITE RAILING - REFER TO DTLS FOR INFO - RAILING TO BE CENTERED ON FUTURE 10" DIA LOG 2x6 COMPOSITE DECKING PT JOISTS AT 16" O.G. W/ JOIST HANGAR PER STRUCTURAL BEAM PER STRUCTURAL . PER STRUCTURAL . FUTURE TRIM BD IF NEEDED (MATCH NEW SIDING) I DOUBLE 10' DIA PEELED PINE LOGS PER STRUCTURAL DECK BEAN SCALE = 3/4' = I'-0" 2xb COMPOSITE WD GAP 4x4 COMPOSITE POST BEYOND METAL WELDED WIRE FENCING INFILL W/ 1x2 BORDER DETAIL .2x4 COMPOSITE RAIL FUTURE Ix TRIM BD IF NEEDED deck -dal NOTE: CENTER RAILING AND POSTS ON FUTURE 10' PIA 1.06 (ALIGNS W/ L06 BELOW) 2x6 COMPOSITE DECKING OVER PT JOISTS +0'-0' T.ODECK ALIGN IN/ EXIST FIN FLR DECK BEAM PER STRUCTURAL DECK RAILING SECTION SCALE = 3/4' = I'-0' 2x6 COMPOSITE WD CAP METAL WELDED HIRE FENCING INFILL W/ 1x2 BORDER 4x4 COMPOSITE POST 2x4 COMPOSITE RAIL 2x6P COMPOSITE DECKING Ix WOOD TRIM it- 3g roil -sect O in PORCH RAILING ELEVATION SCALE =1/2' = 1'-0' roil-elevS 15'3' 16'-4' 3'-O' LINE OF DECK ABOVE 2-H' 9111%171' x'41/2' 7 RSo DOJBI.E 10' DIA PEELED PINE L065 ON STONE COI':.i BASE D' DIA PEELED PINE LO6 SEE MAIN LEVEL PLAN FOR STAIR LAYOUT D' DIA PEELED PINE LO6 NEVI CONCRETE RETAINIt6 WALL WITH CLLTLRED STONE VENEER EXISTING EXTERIOR WALLS 51-OYN SHADED TYPICAL 8' DIA PEELED PINE LO6- V-6 V2' f Al B' DIA PEELED PINE LO65 TYP OF 4 5'3 V2' FIELD VERIFY 0 DECK PLAN AT WALK—OUT SCALE = 3/16." = 1'-0" COORDINATE STAIR RSER HEI6HT5 WITH EXISTING 6RADE5 • APPROX 16 RISERS • 633' EACH IZx'b = 12etb Hca (170 0 0 o n up n 3'-0' 0 b a I-1/2' DIA HANDRAIL MOUNTED AT 34' ABOVE NOSING TYPICAL 1\--L-7 DECK PLAN AT VAI\ LEVEL SCALE = 3/16" = 1'-0" ■ ■ ■ ARCH TELT Terri L Montoya 1099 Valley View Rd Glenwood Springs, CO Ph 970.945.8168 O 0 O —J O U • • SEAL F COL ■ ■ REVISIONS: DRAWN BY: TLM CHECKED: TLM DATE: 1-14-11 SHEET NUMBER: DECK PLANS/ DETAILS Al ■ • ■ ■ GENERAL STRUCTURAL NOTES GENERAL REQUIREMENTS I. Design le based on the 2005 edition of the International Residential Code (IRC). 2.DesIgn Live Loads, a. Roof (Snow) 40P5F b. Residential Floors 40P5F c. Wind AO MPH Basic Wind Speed 5 second gust 3.AII dimensions, elevations and details on structural documents shall be verIPled against the architectural documents prior to construction or fabrication. 4.The contract structural documents and specifications represent the completed structure. The contractor shall provide all measures necessary to protect the structure and existing adjacent structures and utilities. 5.Goordinate all openings through floors, walls and roofs with Mechanical and Electrical Contractors. Notify Engineer of any openings to be cut In structural systems. FOUNDATIONS I.Fovndation design Is based upon the Following assumed soil properties. Maximum Bearing Capacity 1500 PSF. Active Soil Pressure 50 PGF. Soils are presumed to be non -expansive, non -soluble, and not prone to excessive consolidation. SpeclPlc soli properties shall be verified by the Soils Engineer upon excavation and prior to footing placement. Contact Hepworth-Pawlak Geotechnical, Inc. 2.AI1 footings are to bear on undisturbed natural bearing materials or compacted structural fill. Compactive effort Por structural Pill shall be In accordance with the Soils Engineer's recommendations. Bearing soils (natural and compacted) shall be Inspected and approved by the Soils Engineer prior to placement of footings. 5.Avold excessive wetting or drying of the excavation, keeping the excavation reasonably Free of water during placement of concrete for footings. 4,6enoral Requirements, a. Foundation walls with backPlli on only one wall Pace shall have all supporting framing systems or temporary bracing In place prior to placing backfill (unless noted otherwise on plan). b. Backfill on walls with fill on both aides to be compacted In equal lifts each side of wail. CONCRETE AND REINFORGIN6 STEEL I.AII concrete shall attain 3,000 P51 compressive strength within 28 days except as follows, Concrete Por exterior Platwork and garage floors shall attain 4,000 P51 compressive strength within 28 days. 2.Uee Type I-11 Portland Cement (ASTM CI50) with 4-6% air entrainment. Concrete aggregate to be normal weight (stone). 3.PerPorm all cast -In-place concrete work In accordance with "Specifications for Structural Concrete for Buildings," AGI 301-84, unless noted otherwise. Provide hot or cold weather protection per AGI 505 or 306. 4.RelnPorcing steel shall conPorm to ASTM A615, *4 and smaller &rade 40; *5 and larger &rade 60 5.Horizontal reinforcing steel shall be made continuous by lapping bars a minimum of 32 bar diameters at all splices and providing corner bars. Fabrication and Installation oP reinforcing steel shall conPorm to AGI 515. 6.Provlde accessories necessary to properly support reinforcing at the positions shown on the documents. 1.Galclum chloride or admixtures containing more than 0.0596 chloride Ions or thiocyanates are not permitted. B.Do not place pipes, ducts or chases In structural concrete without prior approval of the Structural Engineer. STRUCTURAL WOOD FRAMING A. DIMENSIONAL LUMBER I.AII timber construction (light and heavy) shall conform to American Institute of Timber Construction (AITG) and National Design Specification (NDS) standards. 2.5tructural Praming lumber shall be Douglas Fir Larch, with the Following minimum grades, Plates and Stvdsi *2 Joists and Rafters; s2 Beams, Posts and Timbers *1 3,AII sill plates In contact with concrete or masonry foundation shall be Foundation &rade Redwood or Pressure Treated Hem -Fir *2 or better, designated for "Above Ground" usage as defined by the American Aced Preserver's Institute. 4.61u -laminated members shall be Douglas Fir/Larch as follows, conform to AITG symbol 24F -V5 or better (Fb • 2400 P51; Fv = 165 P51; E • 1,800,000 P5!), unless noted otherwise. 5.Trus-Joest products shown shall be as manufactured by the Trus -Joest Corp., Boise, Idaho. Trus -Joest products Include, TJI's, L5L (Laminated Strand Lumber) Rim Boards, and L5L Headers. Installation details, blocking, bracing and connections shall conPorm to the requirements of the manuPacturer. *.Laminated Veneer Lumber (LVL) shall be designed and fabricated in accordance with the National research Board and the National Design Specification Por wood. LVL's to be 144" thick with the Pollowing minimum working stresses, Fb ■ 2600 P51, Fv • 285 P51, E • 1600,000 P51 Mood manufactured products other than those noted, which have I.G.G. approval, may be used with approval oP the Engineer. B. FASTENERS AND CONNECTORS I.AII timber nailing and connections shall conform to IRO and AITG. Reference IRC. Table No. R602.3(I), Fastening Schedule. 2.Metal connectors for wood framing are manufactured by the Simpson Strong -Tie Company, connectors with nails shorter than common as follower 8d x 14"; 10d x Pa"; 16d x 2l4j", unless noted otherwise. ',Alternate connections and Fasteners to those listed above, which have I.G.G. approval, may be used upon approval by the Engineer. 4.Lag screw connections, Including lead holes, pilot holes, and screw Installation, shall conform to NDS. S.Bolts Por wood member connections shall be ASTM A501 with minimum IIt" diameter washer each end, unless noted otherwise. Do not countersink bolts unless noted otherwise. STRUCTURAL STEEL I.Design, fabrication and Installation of structural steel shall conform AISC and A1N5 specifications. 2.5teel other than pipes and tubas shall be ASTM A36 (minimum yield strength • 36 K51). Pipe columns shall be ASTM A53-5 (minimum yield strength • 35 K5I) Tube steel (TS) shall be ASTM A500, &rade B (minimum yield strength • 46 K51) 5.Connection bolts and anchor bolts shall be ASTM A501 unless noted otherwise. Minimum of 2 bolts par connection. 4.FIIlet welds shall be made with E10XX rod, size 3/16" and continuous unless noted. 5.6roove welds shall be made with EIOXX rod, and be Pull penetration and continuous, unless noted otherwise. WOOD ROOF TRUSSES 1. Provide open web trusses as profiled on the documents to safely support the Indicated dead and live loads. 2.Truss manufacturer shall be a member of the Truss Plate Institute (TPI) and Component Manufacturer's Council. Trusses shall be designed by a Professional Engineer employed by the manufacturer. 5.Lumber for trusses shall be of the species and grade as required by the Engineer's design. &rade stamp each piece. 4.Manufacture and Install press -Pit metal plates complying with TPI -14. 5.ManuPacturer shall submit shop drawings to Architect Por review and approval. Shop drawing shall Indicate truss pitch, span, and spacing; gage, size and location of connectors; bearing and anchorage details, truss -to -truss connections, bridging and permanent bracing details; and all related Items. 6.Submit shop drawings to the engineer Por review and approval. 1.Submlt design calculations, bearing the seal oP the ManuPacturer's Engineer, with the shop drawings, Indicating species and grade oP lumber, design loadings, and force analysis of each member and design oP each connection. B.Fabricate trusses according to approved shop drawings. Provide trusses and all related Items required for erection, to include blocking, bridging and permanent bridging. A.Snow load duration factor 1.0 a. Truss top chord dead load 12.0 PSP b. Truss bottom chord dead load 10.0 P5F 4" SAW 0./Tem 14 (SLAB DEPTH) ■ in NOTE, me SAW GUTTING SHALL BE DONE WITHIN 24 HOURS TO PREVENT UNCONTROLLED CRACKING OP THE SLAB AND WHEN THE GONGRETE HAS HARDENED SUFFICIENTLY TO PERMIT GUTTING WITHOUT CHIPPING, SPALLIN6, OR TEARING. TYPICAL SAWCUT JOINT TYPICAL CONSTRUCTION JOINT LOGATE UNDER PARTITION WHEN POSSIBLE TYPICAL CONC SLAB ON GRADE DTL'S INTERIOR SLABS -ON -GRADE (5.0.5. ) I. UNLESS NOTED OTHERWISE, INTERIORS S.O.6.'S SHALL. BE 4" THICK CONCRETE SLABS PI -AGED ON A MINIMUM 4" THICK LAYER or PREF-DRAINING GRAVEL. 2. ALL INTERIOR S.0.0.'3 SHALL BE REINFORCED WITH 6x6- W1.4xW1.4 WELDED WIRE FABRIC UNLESS NOTED OTHERWISE. OPTION, REPLACE MESH WITH SYNTHETIC FIBER ADDITIVE PER MAN/PAGTURER'S RECOIMENDATIONS AND EN6INEERE APPROVAL. PROVIDE 13 POUNDS OP COLLATED, FIBRILLATED POLYPROPYLENE FIBERS PER CUBIC YARD Or CONCRETE, MINUMUM. 5. PROVIDE SLAB CONTROL JOINTS MAXIMUM 15' EACH WAY, UNLESS NOTED OTHERWISE ( SEE TYPICAL DETAILS ). 4. PROVIDE PREF-DRAINING *RAVELS AND COMPACTED FILL ( WHERE NECESSARY) ACCORDING TO SOILS ENGINEER'S RECOMMENDATIONS. 5. GOMPAGTIVE EFFORT POR GRAVELS, STRUCTURAL FILL AND EXISTING SU16110DE5 WHICH SUPPORT 9.0.&'S SHALL SC IN ACCORDANCE WITH SOILS ENGINEER'S RGGOMI'CNDATIONS. o em, kotc'- guired Fcrifot r5pecka• Ifoo r \_N EXTERIOR SURFACE *5 0 12" O.G. HORIZ (6R. 60) *5 ® 16" O.G. VERT (6R. 60) DWL *5 x 58"k10" ® 8" O.G. (6R. 60) - ;; TYPE 9 4" 58'-2" 14'-5" 16'-11 I' -I" 13'-0" 11'-'1 7I 14'-3 " 'i'-6 s T g 3'-O" FT& A SI I' -2"- -4-- • PAL NEW WALL TO EXISTING W/ (I) -M5 x 24" TOP 4 BOTTOM. DRILL 3/4" dia. x 5" HOLE IN EXISTING GONG, GLEAN HOLES 4 ATTACH DAL W/ 2 -PART STRUCTURAL EPDXY, TYP CONCRETE FOOTING SCHEDULE SIZE REINFORCEMENT REMARKS 2'-0" X 2'-0" X 10" 2'-4" X 3'-4" X 10" 3'74" X 3'-4" X 10". 24" dia. Bigfoot Ftg 3-*4EAGHWAY 4-«4 EACH WAY 4 - *5 EACH WAY 5e45 D/51 NOTES. I. Place scheduled reinforcement 3" clear from bottom of footing. 2. Center footings below columns unless dimensioned otherwise. trr T.W. SEE ARCHITECT lY1 4" 1" GLR ROUGHEN COLD JT. TO 1/4" AMPLITUDE-TYP 5-05 CONT.- r. • CULTURED STONE VENEER - SEE ARCHITECT to ERHIF 0 *5 o 16" O.G.- . I'-2" 1'-2" 3'-O" FT6 3/4" = 1'-0" 9 0 2 DRILL 3/4" dia HOLE IN CONC. 4 L06 POST - GLEAN HOLES 4 ATTACH W/ 2 -PART STRUCTURAL EPDXY 0 z m G 6" dia. 1.06 TO BEAR ON NEV( WALL - SEE 5/51 NEW CONC. RETAINING WALL WITH CULTURED STONE VENEER 4 4 THUS T EXIST 5.0.6. L_ 7 4 51 10'-0" 6'-3 5,-4" 2'-10 6" dla LO6 a '1v T L • 7 14'-2" _ .. I8" DIA. LO6 1j POST PBV6 POST BASE W/ 5/8" Dia. x I'-2" THREADED 7- ROD- EPDXY ROD TO POST 4 CONCRETE &RADE, AS SHOWN OR EXTERIOR 5.0.6. I 14r: 10" dia. GONG PILASTER -.1- I I SEE FT6 SCHEDULE' 1.1/2" GLR /..--5" EMBED *2 HORIZ TIE a T.O. PILASTER 4 *4 VERT EA. WAY EQUAL / EQUAL SEE FOOTING SCHEDULE *2 HORIZ TIE o 12" O.G. 4 -*4x 52" Le" OWL'S 15" GLR REINF. SEE FT6, SGHED. FOOTIN6 TO SEAR ON UNDISTURBED NATURAL BEARING 501L5 OR COMPACTED STRUCTURAL FILL TYPICAL EXTERIOR FOOTING 1" = 1'-0" C5) FOUND-AT1 o1 C -FLAN I/4" a 1'-0" PBVI0 POST BASE W/ 5/6" dia. THREADED ROD- 5EE B/51 in I' -I" mil E.J OPLAN NORTH 10" dia. 7 L06 POST 1 -i � - 11 11 II II Psi I 11 11 1 I 11 T -- -- T 1" = I'-0" IIt= SII I- 2'-8" x 2'-6" PILASTER 5'-4" x 3'-4' PTO EXIST 5.0.6. CULTURED STONE VENEER OVER 1/16" APA SHEATHING OVER 2x4 STUDS O 16" D.G. (5EE ARGHITEGT) 'TREATED' 2x4 SILL PLATE VY 9/64" dia. POWDER DRIVEN NAILS 0 12" 0.G. s3 HORIZ TIE, TOP, BOT, 4 MID-14E1614T T SEXIST 5.0.6. i L L4 FOUNDATION PLAN NOTES. 2. Existing concrete Poundatlon wall. Dimensions this sheet ars to face of concrete U.N.O. 5. 4 denotes step In top of wall 4. © designates Pooting type. See Footing Schedule this sheet. 5. Footinge ars to bear on undisturbed natural bearing soils or compacted structural fill. 6. Firr.odes are to provide 36" minimum cover for exterior footing.. PROVIDE (6)- *4 x FULL HT. 1.8" DWL'S (5 EA. FACE) 5" GLR REINF. 5EE FT6. SGHED. ABU44 P05T BASE W/ 2- 1/2" dia. THRU 5OLT5 TO POST 4 (1)- 5/8" dia. X 8"L^2" ANON. BOLT OR 5/6" dia. x 6" SLEEVE TYPE EXPANSION ANCHOR X 9 4x4 TIMBER POST 10" dia. GONG PILASTER POURED MONOLITHIC W/FT& 3" GLR -t- *2 HORIZ TIE to T.O. PILASTER 4 -*4x FULL HEI6HT Le" DWL'S TYPICAL EXTERIOR FOOTING FORM FOOTING W/ 'BI6FOOT' FORM AS MANUFACTURED BY BI6FOOT SYSTEMS OR EQUAL FOOTING TO BEAR ON UNDISTURBED NATURAL BEARING 5011.5 OR COMPACTED STRUCTURAL FILL I" = 1'-0" KURTZ ASSOC I ATES, INC. 5012 COUNTY W. 154 GLENWOOD SPRINGS, COLORADO (6110) 4145-6505 ALBERT SAMPSON AND TINA ROCHOWIAK RESIDENCE: DECK ADDITION 125 CORYELL ROAD GARF I ELD COUNTY, COLORADO DRAWN BY: M.C.E.K. CHECKED BY: B.J.K. SCALE: AS SHOWN PROJECT NO.: 1I-26 DATE: CONSTRUCTION SET: 01/0 I/1 I SHEET TITLE: GENERAL NOTES 4 FOUNDATION PLAN SHEET: s = RAILING- SEE ARCHITECT PROVIDE CONTINUOUS GAP FLASHIN I" = 1'-0" DECKI N6 - SEE ARCHITECT EXIST. UPPER LEVEL EXTERIOR WALL PROVIDE FLASHIN6 PROVIDE 2x8 DECK JOIST HEAVY TIMBER OR 6LU-LAM BEAM 2'-0" BLOCKING BETWEEN JOISTS SHOWN DASHED PROVIDE LU -28 JOIST H6R- NAIL THRU EXISTING EXTERIOR WALL SHEATHING W/ (8)-16d NAILS I" = 1'-0" EXIST. UPPER LEVEL EXTERIOR WALL PROVIDE (3)-9.1/2" LVL BM 1 2'-O" 5.1/8" x 12" 6.L. SEAT -GUT 6.L. TO BEAR- DO NOT OVERGUT 1" = I'-0" (3)-1.3/4" x q.1/2" LVL LVL BM - SEE 0/52 I' - I" I BEAR 6.L. 4" d X MINIMUM 2x8 DECK JOIST PROVIDE j CONTINUOUS GAP FLASHING 2x8 DECK JOIST („1ef- p oar HOS EA. `IDE HEAVY TIMBER OR 6LU-LAM BEAM I " = I'-0" EXIST. 2x10 RIM- FIELD VERIFY PROVIDE H2.5T HURRICANE TIE • EA. EXIST. JOIST MAIN LEVEL FLOOR EXIST. 2x10 EXIST. LOWER LEVEL EXTERIOR WALL EXIST. 2x10 RIM (DASHED) - GUT RIM TO ACCEPT 6.L. STI RRUP- SEE E/52 E-\ EXIST. 2x10 EXIST. LOWER LEVEL EXTERIOR WALL PROVIDE A34 FRAMIN6 ANCHOR EA. 5I DE 6.L. BEAM STEEL PLATE 3/8" x 8" x I' -I" W/ (4)- 1/2" dia. x 5" SLEEVE TYPE EXPANSION ANCHORS (POWER -BOLT BY POWERS FASTENIN6, INC.) " = 1'-0" F NAIL BUILT-UP LVL'S W/ 2 -ROWS I6d NAILS o 12" O.G. STAGGERED MAIN LEVEL FLOOR 3/16" f ATL6 3/8" x 5" x 8" HI IN/ (2)-1/2" dia. x 5" SLEEVE TYPE EXPANSION ANCHORS - VERT 6A,■ 5.1/2" 8" EXISTING m 58'-2" 43'-q" 14'-5" 16' -II 13'-O" 14'-3 4", \ \ \ \ R1-1" 52 n 1'-6 i " 10'-O" 6x12 1 DECK JOISTS! 2x8. 16' O.G. 6x12 TIMBER BM (SEE PLAN NOTE NO. 4- TYP) PROVIDE (-CM ` 2 -SPAN S2 CONT. (3)- '1.1/2" LVL OPEN V.,1EXIST. HDR INN 6x12 6'-3 2x12 STRIN6ER- TYP • EA. FLI6HT 5'-4" (2)-2x10- TYP 3 SIDES OF LANDING LANDIN6 JOISTS: 2x8 • 16" O.G;2 DECK '171516'07d- OPEN OISTS: T 2xa o 16' O.G._ EXIST. 2x10 • 16" O.G. EXIST. (2)-2x10 14'-2" HDR r EXIST. (2)-2x10 u EXIST. HDR EXIST. 2x10 • 16" O.G. EXIST. 2x10 • 16" O.G. 6x12 PROVIDE 5 -SPAN CONT. (3)41/2" LVL r' EXIST. 1 HDR 11 EXIST. -r EXIST. (2)-2x10 I I u Th ordEXIST. 1 (3)-2x10 I 2q'-1" r HDR EXIST. 2x10 • 16" 0.G. 5:. STIRRUP 3/16" s x x8"HIGH `5.5/16" ri(3)-15/4" x 9.1/2" LVL PLAN VIEW I" = I' -O" WALL 3/16' PLA "EL 3/8" x 10" x 8" HI IW (2)-I/2" dia. x 5" SLEEVE TYPE EXPANSION ANCHORS (SEE F/52) VERT 6A.= 5.1/2" DECK FRAMING FLAN 1/4" = I'-0" oarafOR, SCHEDULE I -16R NO. DESCRIPTION COMMENTS • Intermed. Supports • Sheet Edges See E/52 8d (.131" 0) 10' 6" See F/52 Stool O 12" LU -28 0 6d (.131" 0) HUGO-612-SDS 6" 0 HUG -28-2 SHEATHING NOTES 1. Sheathings shall be American Plywood Association (APA), Exposure I, C. -D plywood* or oriented strand board (0.5.5) as follows. Places 23/52" thick, APA rated 5turd-I-Floor, 24 O.G., T 1 6 Roofs 15/32" thick, APA rated sheathing, 32/16. Provide Plycllps midway between rafters at unsupported sheet edges. Walls 7/16' thick, APA rated sheathing, 24/0, all edges blocked. 2. Sheath exterior face oP all exterior frame walls with APA sheathing unless noted otherwise on structural drawings. 5. Do not block floor and roof sheathing edges unless noted. 4. Plywood floor sheathing to be glued and nailed to the floor Joists using adhesives conforming to APA Specification AP6-01 and applied In accordance with manufacturer's recommendations. Remove dirt and water Prom Joists, apply glue to Joists and complete all nailing before glue sets. 5. Floor and roof sheathing layout: 6. NAILIN6 Members USE NAILS (Deformed shank) NAIL SPACING COMMENTS • Intermed. Supports • Sheet Edges Floor 8d (.131" 0) 10' 6" Stool 8d (.191" 0) 12" 6" Wall 6d (.131" 0) 12' 6" Note: 1. Nail diameter oP .151" Is equivalent to Ed common or 12d sinker nails. Mechanically driven nails oP equal or greater diameter which penetrate the framing members at least 1.5/4" may be used. 10111 PLAN NORTH II II 11 II II 11 EXIST. GONG. HDR EXIST. STRUCTURAL GONG. SLAB ZO MAIN FLOOR FRAMING PLAN NOTES: EXIST. GONG. SLAB -ON -GRADE T floor or deck Joist (showing Joist span direction). 2. IC C Joest hanger or beam to boom connection. 3. 1 column or post from above that Is supported on framing at this level. 4. 6x12 timber beam to be Douglas -Fir No. 1 or better. Alternate to be 5.1/8" x 12" 61u -Lam (6.L.) 5. • designates HDR support or post which supports framing this level. Post and HDR Support Schedule: OA 10" dia. Log Post © 8" dia. Log Post © (4)-2x6 (2 Jacks + 2 Kings) © 4x4 Timber Post (Landing Support) 6. LVL = Laminated Veneer Lumber. See Structural General Notes for allowable stresses. LVL's shall be I%" thick. 1. 6.L. = blue -Laminated Timber. See Structural &enerol Notes for AITG designations. Continuous multiple span 6.L. beams shall ASTM 22F -V8. KURTZ 4 ASSOC! ATES, ING. 5012 COUNTY RD. 154 GLENWOOD SPRI NGS, COLORADO (q'10) q45-6305 ALBERT SAMPSON AND TINA ROGHOINIAK RESIDENCE: DECK ADDITION 125 GORYELL ROAD GARP IELD COUNTY, COLORADO DRAWN BY: M.G.E.K. CHECKED BY: B.J.K. SCALE: AS SHOWN PROJECT NO.: 11-26 DATE: CONSTRUCTION SET: oq/OI/I1 SHEET TITLE: DECK ROOF FRAMING PLAN 4 DETAILS SHEET: S=2