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HomeMy WebLinkAboutPlansLAYOUT CONTROL POINT WEST CORNER OF DECK REENTRANT CORNER OF EXISTING CONCRETE SIDEWALKS 6x6 RS COL 9 6'-0" MAX SPA. PROVIDE J "O THRU BOLTS W/ OVERSIZED WASHERS TOP & BOTTOM. ORIENT THRU BOLTS PARALLEL TO PERIMETER RIM BOARD. 2X 12 RIM BOARD AROUND ENTIRE PERIMETER OF DECK BLOCK BACKSIDE OF COL BASE AS SHOWN W/ 2x12. THRU NAIL BLOCKING FROM BACKSIDE OF 2x12 FLOOR JOIST TYP TOP & BOTTOM OF BLOCKING I I I f 4—PLY MICROLLAM LVL RE PLANS JL 2 TYP RAIL FRAMING S 1 SCALE.- NA 6X6 COL W/ HOGWIRE INSET FIBERGLASS DECKING PER OWNER. 1.5" NOMINAL HEIGHT. 2x12 BLOCKING ® BRG POINT ii Om I � I J 2x12 RIM BOARD�"0 THRU BOLT W/OVERSIZED WASHER 2x12 PT DF 1 OR TOP & BOTTOM BLOCKING ON #BACKSIDE OFBETTER @ 16 " 0. C. 6x6 COL (TYP) (4) — 14 " 2.Oe MICROLLAM LVL TYP RAIL FRAMING S SCALE.• NA TK ENGINEERING CONSULTANTS, LLC TK1015 WEST HORSETOOTH ROAD, SUITE 203 FORT COLLINS, CO 80526 B PHONE: 720.689.3690, WWW.TKENGINEERING.BIZ A 2x12 PT DF#1 OR BETTER © 16" O.C. PROVIDE BLOCKING AT BEARING POINTS AND MID —SPAN OF JOISTS z. FIBERGLASS DECKING PER OWNER. 1.5" NOMINAL HEIGHT 4—PLY MICROLLAM LVL RE: PLANS CABLE X—BRACING Q T. DECK = 100'-0" OgL 2x12 PT DFJ 1 OR BETTER 9 16 " O. C. PROVIDE BLOCKING AT - BEARING POINTS AND MID —SPAN OF JOISTS. �T. COL = GIRDER BRG = HE PLANS SIMPSON BC8 POST CAP TYP ® COL 8x8 COL 8x8 DF #1 OR BETTER COL (TYP) SIMPSON ABU88Z ADJUSTABLE COL BASE TYP ® ALL 8x8 COL T. COL = MIN 6" 4 (5) — #5 EQ SPA IN COL. PROVIDE #3 ° ROUND TIES 0 12" O.C. J U RE: FTG TABLE TYP RAIL FRAMING 1 SCALE.- NA FOR CONSTRUCTION FOR ESTIMATING PURPOSES ONLY BUDGET CONST I ORDER I CHANGE #5 0 12 " 0. 6 TOP & BOTTOti CABLE X—BRACING — LOCATION AND ORIENTATION SHOWN ON PLANS — � "0 LOW —STRETCH GALVE CABLE. — HILLMAN J "0 x 8" COURSE THREAD EYE BOLTS. PROVIDE OVERSIZED WASHER AND LOCATE A MAX 12" FROM TOP/BOTTOM OF 8x8 COL — CLAMP CABLE ® EYE BOLTS W/ 3 ROPE CLAMPS SPA PER MANUF. RECOMMENDATIONS EACH CABLE RUN TO HAVE A TURNBUCKLE. PRE —TENSION ALL CABLES B. FTG = RE: PLAN J, WE MM ■ 1. Design and construction shall be in accordance with the requirements of the International Residential Code, 2018 Edition (2018 IBC). Loads used in design are as follows: —Roof SL = 58 psf (adjusted for roof slope and material per ASCE-7) —Deck SL = 120 psf per ASCE-7 hazard map —Deck DL = 12 psf —Deck LL = 100 psf —Wind pressure based on 104 mph, 3 sec gust, Exposure B —Seismic Design Category C J. Design based on assumed Geotechnical values: —Maximum Soil Bearing Pressure = 2,000 psf —Minimum Cover for Frost Protection = 3'-6" ft (per Garfield County) 4. Concrete shall reach a minimum compressive strength of 3000 psi in 28 days. All exterior slabs and walls shall have a minimum of 5% entrained air. Reinforcing shall be conformance with ASTM A615, Grade 60. All reinforcing shall be secured in place prior to concrete placement. Horizontal reinforcing in walls and footings shall be made continuous around corners by "L " bars, or by shop bending. Lap splices shall be a minimum of 36 bar diameters. Reinforcement shall be made continuous through all wall construction joints and steps. All slabs —on —grade shall be provided with sawcut control joints 1 " deep of 15 ft on center each way, or poured with 1.5 Ibs/cu. yd. Fibermesh in the mix. It is the responsibility of the owner / contractor to coordinate all embeds, penetrations, openings and to verify al/ plan dimensions prior to forming and placing concrete. Insulated concrete forms (/CF) shall be installed in accordance with the Advance Foam Plastics engineered wall system manufacturer. 5. All steel shall be ASTM A992, Grade 50 for W shapes, ASTM A36 for plates & bars, and ASTM A500, Grade B (fy=46 ksi) for hollow structural sections. Anchor bolts shall be ASTM A307 with 7" minimum embed unless noted otherwise. Framing connections shall use ASTM A325N bolts unless noted otherwise, Beam to beam connections shall be fabricated in accordance with AISC Manual of Steel Construction Table IIA. Connections shall be designed to support the reaction as shown on the drawing, or Y the total uniform load capacity of the beam (A/SC Manual of Construction, Section 2), whichever is greater. For wood ledger plate connections to steel beams, beams shall be provided with 9/16" did. holes staggered at 24" o.c. in the top flange, unless noted otherwise. All stainless steel shall be ASTM A304 or A316. Al/ welds shall be made by an AWS Certified welder with E7018 electrode in conformance with AWS D 1. 1. 6. Wood framing shall be connected in accordance with IRC unless noted otherwise. Materials shall be as follows: —Rafters, headers, joists, studs: Kiln —dried Doug Fir, #1 Grade or better —Pressure Treated- P. T Doug Fir, f 1 Grade or better —Log beams: Spruce Pine Fir, #1 grade —Timber beams: Spruce Pine Fir, #1 grade. (no knots in bottom 1/3) —Floor Joists: P.T. Doug Fir #1 Grade of better. —Laminated Veneer Lumber- Noted as ML on plan are 2.0e(min) manufactured by Weyerhaeuser, or equal. Note (hot ML are to be protected from moisture with a vapor barrier and/or self —healing water & ice shield membrane. —Porollam: Noted as PL on plan ore manufactured by Weyerhaeuser, Fb=1827 psi Fv=197 E=1.4E6, or equal. Values have been reduced to account for Wolman service level 2. —Glu—Lam: DF 24F—V4 F5=2400 psi Fv=240 psi E=1.8e6 psi 7. Dimensions are to edge of framing or concrete, unless noted otherwise. All discrepancies shall be brought to the attention of the Engineer and Owner prior to construction. 8. It is the responsibility of the Contractor to coordinate construction with all equipment and utilities, and verify sizes and locations before construction. 9: STABILITY DURING ERECTION- Framing is not stable until all framing, connections, floors, and roofs have been installed and connected in accordance with these plans and the 2018 IRC. It is the responsibility of the contractor to provide temporary bracing to stabilize framing until the structure is complete. 10. All floor joists ore to be blocked at bearing and mid points. C"D)7714*,)NS -Fri 71r- MJT 2. V PU F-Y )E7'F X 2 GOu�U 1)4-Ib _)::6xgpAtpoA/ Sunlight Monntain Resort 10901 CR. 117 Glenwood Springs, CO 08 19/21 08/17/21 DATE DATED: August 19 2021 APPROVED EXCEPTIONST� TO I V N� TC pON$ BU;L' f-Fi P NO INSi Page 0, 19, 2021 SHEET S-1.0 Yurt Deck General Notes & Details '1) ih A