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HomeMy WebLinkAboutB01-0253 Structural plansZ- z— - — - — - — - — - — - — - — - — - Ne>xlo is I : L - — - — - — - — - — - — -- — - — - — - — - — - — - — - — - --- — - — - — - — - — - — - — - 4P X -STRON& 4PIPE 71LUMN T54X4XI/,4 T (E)-T$ 4X4XI14 11 0 Ul -0 I H i --0 0 —0— N FOUFP-,TN LE\/EL N - f=1,4 R 7 14 L F R 4 t*%-01 I N PLAN a 1/4" = 1'-0" NOTES: I. (XX'-Xx") INDICATES TOP OF STEEL BEAM ELEVATION. TOP OF NEW STEEL BEAM ELEVATION EQUALS (104'--7 [/2 ") &FZID5 cl-13 UNLESS OTHE-RN15E NOTED. 2. [3 INDICATES NEW TUBE STEEL COLUMN DOWN ONLY UNLE55 NOTED OTHE-RV415E. 3. 0 INDICATES NEW TUBE STEEL COLUMN UP AND DOWN UNLE55 NOTED OTHERWISE. 4. ALL NEW COLUMNS SHALL BE TS 4XAX114 UNLE55 NOTED OTHERWISE. 5. D INDICATES NEW CONCRETE SLAB ON METAL DECK. 6. ALL NEW CONCRETE SLAB SHALL BE 4 1/2" TOTAL THICKNESS ON I"- 22 &A6E METAL PECK (5min = 0.13 In I min = 0.0-731n) AND - REINFORCED WITH bX& V42.cl X V42.q W.W.F. REQUIREMENTS FOR REINFORCEMENT OF EXISTIN& COLUMNS CURRENTLY UNDER REVIEW, CURRENT INFORMATION PROM CONTRACTOR 16 THAT THERE 15 NOT VERIFICATION OF COLUMN REINFORCEMENT, EAST OF GRID q, FROM THE PREVIOUS PHASES OF CONSTRUCTION. I NOTE- ELEVATIONS SHOWN ON STRUCTURAL PLANS ARE TAKEN FROM ORIGINAL CON5TRUCTION DOCUMENTS. TO MATCH CURRENT C ENT 51TE 5URVE ELEVATIONS ADD 1'-4" TO ELEVATIONS (51\/EN I DORMER. WIDTH AND -RESULTANT-R106E ELEVATIONS WILL BE A FUNCTION OF FILED VERIFIED JOIST LOCATIONS, BEARIN& DEPTHS, AND CHORD NIPTI-15. DORMER WIDTHS AND RIDGE ELEVATIONS SHALL BE DETERMINED BY THE CO,NT-RACTOiR U51N6 THIS FIELD INFORMATION AND THE 0:12 DORMER SLOPE. -RESULTANT DORMER NIDTI-15 AND ELEVATIONS SHALL BE RE\/IEVqEP BY THE ARCHITECT PRIOR TO STEEL FABRICATION. p, "0 f it Op -0 4 NN LEVEL- f= A fR 7 1 A L F �,,4 � I N G; f=L,,,4N. 1/4', = 1.-0. NOTES: 1. (XX'-XX") INDICATES TOP OF STEEL BEAM ELEVATION. TOP OF NEW STEEL BEAM ELEVATION EOUAL5 (q4'--1 1/2") GRIDS q-13 UNLESS) OTHERWISE NOTED. 2. 13 INDICATES NEW TUBE STEEL COLUMN DOWN ONLY UNLESS NOTED OTHERWISE. -OK 3. ■ INDICATES NEW TUBE STEEL COLUMN UP AND Dole4N UNLE55 NOTED OTHERWISE. 4. ALL NEW COLUMNS SHALL BE T!5,4X-4XI/-4 UNLE55 NOTED OTHERWISE. 5. INDICATES NEW CONCRETE SLAB ON METAL DEC-<. 6. ALL NEW CONCRETE SLAB SHALL BE A 1/2" TOTAL THICKNESS ON I"- 22 GAME METAL DECK (5min = 0.13 In I mIr) = 0.0-731n) AND REINFORCED WITH &X& VA2,q X V42.q I tl=KDA RESORT DESIGN ASSOCIATES ARCHITECTURE, PLANNING, INTERIOR DESIGN San Francisco Office 388 %Arrfipbt 9t, Sl�itb #38Q SW Fr*iohsW CA 94111 Tel: 415J02,4433 F00 415.342.4454 goulder Office 1434 SpWM $be% SuNe 110 Boukler, M 130302 Tel: 3WA*A433 Fwa 303.449,3366 McCall Office - 1002 Fist StrW Mccsll, ID 83638 Tbl: 200.634.4540 Fax: 208.634,5408 I m ii Z w 0 ��o ooJ 0 u �J> I Wslm-. PRMRESS SET 8-1-02 PERMIT SET B-16-02 Drawing Tidy: THIRD AND FOURTH LEVEL FRAMING PLAN DatW AUP9 1, 100� Project No: 4818 FDrdWn by.- T ECW ChWW by.- Sheet: W '^ �W gO � 0 G�XI4. G- iX14.5 RESORT DESIGN )—, 4X112 101— O 7/8 6X10.5 BENT — M14XIl (1011— 7 6XIO.5 BENT ' i 6X10.5 BENT x x x x x x x x x x x x �, x x x ASSOCIATES e ry o I .._ ____ t �___ a `vo +•'Y I `vo f•% �'o +`� ' ARCHITECTURE, _ _�__ s`.__ _ ___._ PLANNING, INTERIOR DESIGN WI2X40 X 54 W12X14 X I 54 X W12X.... �..� X X _ WI2_X -� X ® I� — 1 ; - 5TD. PIPE T_V San Francisco Office 368 M&ASt St., SWO 4380 San Ftokftiw� CA 94111 x N ry ry - Q 0 I ,° r, O -5" �� ( XX SONG T5 XI /4 I I I COLUMN (BELOW) Teh 415.312.4482 Fwc +415.392.4454 I(� PIPE f ? HANGER DOWN 5 4?C4X4/4 �= GL'IN , s S 44X!/4 �ouitr Office STUB COLUMN STUB COLUMN __ _ . _ ,... __. _ _ . ___ _ __ ___'.__ _.____._ ._ _ ____._ _ ____._., _. ____,_.. _, ,_.___...... _. __._._ _._ ._ _ ._.._ ----- _ n 1434 Sprum Strad% Suhe 110 _...._._ __ . __..___.. ___ __ __ ..._... ,._,.. _ _._ . _._ __ _ ... _. , _ ..._._..__ -__ _ _ _.___.._ .. _., ' _...___. .__ _.�. � - �._.. _ + .__. — _ _. _.__ kier, CcJ► 60302 (E) M14XI7,2 _ _ _ .�= W14X2s w1ox12 -- WIOx12 --_-- _ _:___ ��= 1N14X�E> , �1 Tel: 3b3.449.4433 Fwtz 3.449.3366 ! I I McCall I Office I _ u x X . 0 X O X 0 X I DECK X ±k — IREMOVEOEX 1 002 Flrst 91:0 t z 1 I ( 5T NG ROOFF n ? ` JOISTS AND LOW -ROOF SOUTH OF GC?RE WALL ry McC011, ID 83638 Tat• 20#.634.4W ( I 6" 3 3' -8" I - X N � I I ( I (E) -5 "m { "m Few 10$.634.5458 v W I I X STRO I i (E) -5 STD. PIPE @ V W I ! ( COLUMN ( ELOW) COLUMN (BELOW) s` I •tm W1N1M.Flp3ii.t�O111 I ; (E) -2 1 /2 "m Lu I I I 5TD. PIPE COLUMN MCIOX41.1 MCIOX41.1 Q S4 I L&X&X1 /4 ANGLE 'FRAME AT e AL i MGIOX41.1 MGIOX41,1 1 _ I (E)- WI4X34 (E)- W14X34C EXIST l _ 4XTi3.. -8 Ito ") I MECHANICAL I I I 1 I I ! } 11 I OPENINC7 (TYPICAL) ( r 111 (E) -5 <C XX -STRON (E)- W14X34 (ill' -3 3/4 ") WITH MOMENT CONNECTION TO I EXISTING BEAM - I PIPE GOLUtj1N (E) -3 1/2 w; r I (BELOW) S4 to r'r STG P ij COL, 4' -O.. 4'_O.. 4' -O" 4' -O" 4'_O,. Qj 4'_O.. -O.. _O.. 4' -O" 4' -0" 4' -0" 3G� 4' -O" 4' -0" -6" X .} uj _ _ _ W 12X44 —' --� _ _ ETAL- R6BFEG -K — �\ M 54 TS 4X4XI14 w TS 4X4XI /4 XO+ HANGER I T5 4X4XI /4 ;;DOWN NbE — - — �' HANGE=R DOW111 — �a+ X — __- I ". " -'.- _� _`_` + T5 4X1/4 �_p h+ R _ `Q x0 G6XIOS x DOWN TYPICAL 4 PLACES �__..._,.,... O z S x DO� 0 P1GAL 4 PLACES U [} C) u _ BENT _._.__.._ - , _ _ _ _AT_p0RMER_. _ .____.._.. __. €3ALCONY �.�.�..�.- _ _ _. ail.._.____. � _...____. _. w_.. � �..____ �_ _ .__.__ _ � G6X IO.5 _ _ __. BENT L �z a t - ' X G8 G X115 m I N G8 i G�liX415 . STD. PIPE COLUMN I I I nOPEN, I - I- I I P- t- - I S4 x x I W W r l I- t I OPE�J I I N 3 p EX15T1 Ca STANDARD (PIPE COLUMN (BELOW) c0 , kk x x WL2X14 4 - W W (x W 14 _ I r - r STD. PIPE I 6 I 2 r�4O 5 3X3X1/4 I ( TUB GOLUM EXISTING j ( WbXI�'� }�� ��p� (105' X + 2 I I b S4 I W12XIG (104' -O )` WELD TO EXISTING BEAM I ROOF SEA x K x v S4 I nar�Slt3i1$' PROGRESS ET XISTING M14X1 i I ISTINGIW44X22 STIN65 W44 _ &X 0.5 BENT _.__ __ _ _ i _ ° r 1 , t I 0 —/ i , (E) 2 1/.2 "m , (S�OPE1 5TD. PIPE I WFiX12 (106 C 7X14.5 -3 (I -O ") 1(9 i W6Xq _._ _- -_ I G7X .5 (104' -O ") �. _ (51_0 E) �� � 11/2" X 20 GA I � � °° .�'` �, � � PERMIT SET 8 -1 "2 - i _ �� �V _ W% i x — _ i' - _ I ', x x � acs _� f r �� # % r f �Y % r`� M TAL ROOF �� D GK 1/4" - 1' -0" I GSXII5 X 1 5W8X10 �� �+ G f r 1 a I _ W6x12 w12X 14 '� t� m + CC3 TS 3X3X1 /-`t STUB GOLIJ IN 1 W6X12 (104 6) % COLUMN TO EX15TItIS� K4 BELOW \ +�a t �i O y OF F fRAM I NOS NOT E S: RO E 1. METAL ROOF DEC< SHALL BE 1 V2" WIDE RIB, iq GAGE WITH MINIMUM YIELD STRESS MINIMUM PROPERTIES + Yf�6 XG 53.i OF 33 <51, DEG< SECTION 3 ' / f 24 WBXIO WBXIp I T5 3X3X114 (I 4 -6) s / r X ARE AS FOLLOWS= Ix = 0.253 IN4 5x = O_')&q IN 1 5TUB COLUMN .r T r PIGAL !�� W6X12 �� » f TOP O HORIZONTAL 53.1 J POI�TIC7N EL.= 108'-6'+ �� ��y \ 3 .2. ❑ INDICATES TUBE STEEL COLUMN DOWN ONLY. 3. ALL `ROOF Pt1RLINS WITH SPANS LESS THAN "I' -O" SHALL BE W8X10 UNLESS NOTED OTHERWISE. DraWin Tide• � ' PARTIAL 8 4, (XXX' -XX ") INDICATES TOP OF STEEL BEAM ELEVATION. ROOF � 1 __.. s { s \a W8Xi0@ f 122 _6 TOP OF �� +/p STEEL 5, NEW TUBE STEEL COLUMNS SHALL BE TS 4XAX1/4 UNLESS NOTED OTHERWISE. FRAM I N /'. 20 6. ALL EXISTING BEAM ELEVATIONS A-RE TO BE FIELD VERIFIED, PLAN Date: 1, MET,AL�ROOF DEG \ CP 1 T5 4X4X1/4 " 1 j x 1 �i��ij� P (TYPICAL) .� o �0 Q�U August .�OO�E ProjetNo. 418 _ Q_....... DORMER WIDTH AND RESULTANT `REQIttREMENTS FOR~REINFpRCEMENT OF RIDGE ELEVATIONS ExISTING GoLUMN CURRENTLY uN�ER REVIEW. _ � I WILL BE A FUNCTION OF _ 1 } BEAR I NOS DEPTHS AND CHORD FILED VERIFIED J015T LOCATIONS, CURRENT INFORMATION FROM CONTRACTOR IS THAT THIME IS NOT VERIFICATION OF COLUMN W 1 DTHS. DORMER WIDTHS REINFpRGEMENT, EAST DF GRID �i, FROM THE DrevE±► ECM/ AND RIDGE ELEVATIONS SHALL BE F�REVIpus't'°`s OF CONSTRUCTION. DETERMINED BY THE CONTRACTOR USINC-� THIS FIELD INFORMATION AND THE 5:12 DORME -R SLOPE. -RESULTANT DO�'ME -? WIDTH5 AND ELEVATIONS SHALL BE `REVIEWED NOTE- ELEVATIONS SHpW ON STRUCTURAL BY THE ARCHITECT PLANS ARE TAKEN F=ROM ORIGINAL CONSTRUCTION DOCUMENTS. TO MATCH SF1sb PRIOR TO STEEL FABRICATION. CURRENT SITE 5uRVEY ELEVATIONS �1 ADD 1' -4" TO ELEVATIONS GIVEN S2 0 GENERAL NOTES 1. LIVE LOADS USED IN DESIGN: A, ROOF STEEPER THAN 3:12 80 PSF B. ROOF 3:12 OR LESS STEEP 100 PSF C. TYPICAL FLOOR 40 PSF D. WIND 1, BASIC WIND SPEED 80 MPH 2. EXPOSURE B E. EARTHQUAKE ZONE 1 2, TESTING, INSPECTIONS AND OBSERVATIONS: A. CONTRACTOR SHALL PROVIDE COORDINATION FOR SPECIAL INSPECTIONS OF THE CONSTRUCTION (PAID FOR BY OWNER) AS OUTLINED IN THE PROJECT SPECIFICATIONS AND LISTED BELOW IN CONFORMANCE WITH THE PROVISIONS OF CHAPTER 17 OF THE UNIFORM BUILDING CODE. SPECIAL INSPECTION SHALL BE PROVIDED BY A QUALIFIED SPECIAL INSPECTING AGENCY AS APPROVED BY THE LOCAL BUILDING OFFICIAL. B. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR: 1, CONCRETE o. THE TAKING OF TEST SPECIMENS TO DETERMINE COMPRESSIVE STRENGTH, b. PLACEMENT OF REINN,FORCEMENT: SPECIAL INSPECTION NEED NOT BE CONTINUOUS, BUT MUST BE DONE ONCE PLACEMENT IS COMPLETED AND PRIOR TO POURING OF SLABS. ITEMS TO BE CHECKED INCLUDE WELDED WIRE FABRIC SIZE, GRADE, QUANTITIES, SPACING, LAP LOCATIONS, EXCESSIVE RUST, AND PROPER CONCRETE COVERAGE. 2. STRUCTURAL WELDING o. ALL WELDING SHALL RECEIVE CONTINUOUS SPECIAL INSPECTION EXCEPT THE FOLLOWING: 1.) WELDING DONE IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH SECTION 1701, b, THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY PRESENT DURING WELDING OF THE FOLLOWING ITEMS, PROVIDED THE MATERIALS, QUALIFICATIONS OF WELDING PROCEDURES AND- WELDERS ARE VERIFIED PRIOR TO THE START OF WORK; PERIODIC INSPECTIONS ARE MADE OF WORK IN PROGRESS; AND A VISUAL INSPECTION OF ALL WELDS IS MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP WELDING. 1,) SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16- IN SIZE. 2.) FLOOR AND ROOF DECK WELDING. 3.) WELDED SHEET STEEL FOR COLD FORMED STEEL FRAMING MEMBERS SUCH AS STUDS AND JOISTS. 4,) WELDING OF STAIRS AND RAILING SYSTEMS, C. ITEMS TO BE CHECKED ARE THE CERTIFICATION OF THE WELDERS, WELDING PROCEDURES, MATERIALS, VISUAL INSPECTION OF WELD SIZE, LENGTH, QUALITY, QUANTITY AND SPACING, 3, HIGH—STRENGTH BOLTING o, WHILE THE WORK IS IN PROGRESS THE SPECIAL INSPECTOR SHALL DETERMINE REQUIREMENTS FOR BOLTS, NUTS, WASHERS AND PAINT: BOLTED PARTS; AND INSTALLATION AND TIGHTENING IN SUCH STANDARDS ARE MET, SUCH INSPECTIONS MAY BE PERFORMED ON A PERIODIC BASIS IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 1701.6. THE SPECIAL INSPECTOR SHALL OBSERVE THE CALIBRATION PROCEDURES WHEN SUCH PROCEDURES ARE REQUIRED BY THE PLANS OR SPECIFICATIONS AND SHALL MONITOR THE INSTALLATION OF BOLTS TO DETERMINE THAT ALL PLIES OF CONNECTED MATERIALS HAVE BEEN DRAWN TOGETHER AND THAT THE SELECTED PROCEDURE IS PROPERLY USED TO TIGHTEN ALL BOLTS, C. STRUCTURAL OBSERVATIONS 1. STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE CONSTRUCTION, SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED INSPECTIONS BY THE GOVERNING AUTHORITIES OR SERVE AS "SPECIAL INSPECTIONS" AS MAY BE REQUIRED BY CHAPTER 17 OF THE UNIFORM BUILDING CODE. 3. CONCRETE A. ALL CAST — IN—PLACE CONCRETE SHALL BE MADE WITH TYPE 1 /11 PORTLAND CEMENT, STONE AGGREGATE AND SHALL SATISFY THE FOLLOWING REQUIREMENTS: CONCRETE ITEM F'C MIX TYPE MAX W/C RATIO % AIR REQ. SLABS ON METAL DECK 3500 psi STD 0.50 — — — EXTERIOR CONCRETE ( »•) 4500 psi STD 0.45 6%-8% +# MAXIMUM SLUMP SHALL NOT EXCEED 4 ". B, SLABS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE. ANY STOP IN CONCRETE WORK MUST BE REVIEWED BY THE ENGINEER. C. ALL CONCRETE WORK AND REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE WITH ACI BUILDING CODE 318 LATEST EDITION, UNLESS NOTED OTHERWISE. USE STANDARD HOOKS FOR DOWELS UNLESS OTHERWISE NOTED. ALL EXPOSED EDGES OF CONCRETE WORK SHALL HAVE 3/4 INCH CHAMFER, 4. REINFORCEMENT A. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 GRADE 65 AND SHALL BE LAPPED ONE FULL MESH AT SIDE AND END SPLICES AND WIRED TOGETHER, B. REINFORCEMENT PROTECTION: 1, SLABS AND WALLS (NOT EXPOSED TO WEATHER)' 3/4' 5. MASONRY A, FILL ALL VOIDS AND BLOCK CELLS SOLIDLY WITH ASTM C476 GROUT FOR A DISTANCE OF 24" BENEATH AND A MINIMUM OF 16" EACH SIDE OF ALL BEAM REACTIONS OR OTHER CONCENTRATED LOADS UNLESS OTHERWISE NOTED. 6. STRUCTURAL STEEL A. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT WIDE FLANGE BEAMS WHICH SHALL CONFORM TO ASTM 992, (50 KSI) AND EXCEPT PIPE COLUMNS WHICH SHALL CONFORM TO ASTM A53 AND TUBE STEEL TO ASTM A500, GRADE B, LATEST EDITIONS. STEEL SUPPLIER MAY PROVIDE ASTM A572, GRADE 50 AT HIS OPTION. MISCELLANEOUS EMBEDDED ITEMS SHALL BE A36 STEEL. B. ALL STRUCTURAL BOLTS SHALL BE A325N INSTALLED TO A MINIMUM SNUG TIGHT CONDITION. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTED OTHERWISE. C, STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE LATEST PROVISIONS OF AISC "MANUAL OF STEEL CONSTRUCTION." D. UNLESS OTHERWISE NOTED, USE STANDARD FRAMED BEAM CONNECTIONS WITH STEEL BOLTS PER RISC "MANUAL OF STEEL CONSTRUCTION TABLE II— A AND/OR AISC SIMPLE SHEAR CONNECTION MANUAL WITH A 325—N BOLTS OR WELDED EQUIVALENT, SELECT CONNECTION TO SUPPORT 60% THE TOTAL UNIFORM LOAD CAPACITY FOR EACH GIVEN BEAM AND SPAN FOR NON—COMPOSITE MEMBERS. STEEL SUPPLIER MAY SUBMIT ALTERNATE CONNECTION DETAILS ACCOMPANIED BY CALCULATIONS STAMPED BY THE REGISTERED PROFESSIONAL ENGINEER RESPONSIBLE FOR THE CONNECTION DESIGN FOR ENGINEER'S REVIEW. E. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOCIETY STANDARD QUALIFICATIONS TESTS AS OUTLINED IN AWS — D1.1. F. MINIMUM WELDS TO BE PER AISC TABLE J2.4 BUT NOT LESS THAN 3/16" CONTINUOUS FILLET UNLESS OTHERWISE NOTED. G. FOR ALL BEAM /COLUMN OR BEAM /BEAM CONNECTIONS. PROVIDE HORIZONTAL SHORT SLOTS IN CONNECTION MEMBER ONLY (WT—SECTIONS. ANGLES OR SHEAR PLATES), H. THE TERMINOLOGY "CONTINUOUS" MEANS QUANTITY, PROVIDE THE NECESSARY JOINT DETAILS TO ALLOW FOR BUILDING MOVEMENTS. COORDINATE LOCATIONS WITH ARCHITECTURAL CONTROL AND EXPANSION JOINTS, 1, PROVIDE TEMPORARY BRACING; AND PRECAUTIONS NECESSARY TO WITHSTAND ALL CONSTRUCTION AND/OR WIND LOADS UNTIL ALL FIELD CONNECTIONS ARE COMPLETED AND PERMANENT LATERAL SYSTEMS AND DECKS ARE IN PLACE. J. STEEL FABRICATOR SHALL NOT RECEIVE ADDITIONAL COMPENSATION FOR SHOP DRAWING TIME FOR ANY REVISIONS TO ERECTION, DRAWINGS NOR FOR ANY REVISIONS TO PIECE DRAWINGS PRIOR TO ENGINEER'S APPROVAL OF ERECTION DRAWINGS, 7. METAL DECK A. UNLESS OTHERWISE NOTED. DECK SHALL BE SHOP—PAINTED STEEL, SHALL BE OF THE TYPE CALLED FOR ON THE FRAMING PLANS AND SHALL BE CONTINUOUS WHERE POSSIBLE, B. DECKING SHALL BE INSTALLED AND ALL OPENINGS IN DECK CUT AND REINFORCED IN ACCORDANCE WITH MANUFACTURER'S STANDARD DETAILS AND SPECIFICATIONS EXCEPT AS OTHERWISE NOTED. C. WELDING REQUIREMENTS SHALL BE AS FOLLOWS AND SHOWN ON ATTACHED TYPICAL WELDING LAYOUT UNLESS OTHERWISE NOTED ON DRAWINGS, 1. ATTACH ROOF DECK TO SUPPORT BEAMS, STEEL JOISTS OR PLATES WITH 5/8" PUDDLE WELDS AT 6" (7 WELDS PER SHEET MINIMUM), 2. LONGITUDINAL JOINTS BETWEEN ADJACENT ROOF DECK UNITS SHALL BE (SIDE LAP) WELDED PER MANUFACTURER RECOMMENDATIONS AT 2 LOCATIONS PER SPAN. 3. ATTACH ROOF DECK TO BEAMS OR PLATES PARALLEL TO DECK WITH 5/8" DIAMETER PUDDLE WELDS AT 12 ", 4, ATTACH FLOOR DECK TO EACH END SUPPORT AT 12 INCHES AND TO EACH INTERMEDIATE SUPPORT AT SIDE LAPS PLUS ONE INTERMEDIATE POINT WITH 5/8" DIAMETER PUDDLE WELD. PROVIDE WELD WASHERS AS REQUIRED. 5. LONGITUDINAL JOINTS BETWEEN ADJACENT FLOOR DECK UNITS SHALL BE FASTENED TOGETHER AT 36" MAXIMUM SPACING WITH 5/8' DIAMETER PUDDLE WELDS. FASTEN FLOOR DECK TO PARALLEL AND PERIMETER BEAMS AT 24 ". 8. LIGHT GAGE FRAMING A, LIGHT —GAGE METAL FRAMING SHALL BE THE SIZE AND GAGE SHOWN ON THE DRAWINGS, B. FRAMING ROLLED FROM STEEL 18 GAGE AND LIGHTER SHALL CONFORM TO ASTM A570, LATEST EDITION, WITH A MINIMUM YIELD STRESS OF 33,000 PSI, C, FRAMING ROLLED FROM STEEL 16 GAGE AND HEAVIER SHALL CONFORM TO ASTM A570, LATEST EDITION, WITH A MINIMUM YIELD STRESS OF 50,000 PSI. D. ALL WORK SHALL CONFORM WITH THE RECOGNIZED STANDARDS AND CODES FOR LIGHT GAGE METAL FRAMING. 9, NON—SHRINK GROUT A. NON—SHRINK GROUT SHALL BE PROVIDED: 1. BETWEEN BEAMS OR BEAM BEARING PLATES AND CONCRETE OR MASONRY SUPPORTS. 2. GROUT SHALL BE COMPLETE AND HAVE A MINIMUM COMPRESSIVE STRENGTH OF 6000 PSI PRIOR TO ADDING BUILDING LOADS ABOVE. 10. NON—STRUCTURAL ELEMENTS A. ELEMENTS SUCH AS NON—BEARING PARTITIONS, ETC. ATTACHED TO AND/OR SUPPORTED BY THE STRUCTURE SHALL TAKE INTO ACCOUNT DEFLECTIONS AND OTHER STRUCTURAL MOVEMENTS. B. FIRE PROTECTION FOR ALL STRUCTURAL PARTS SHALL BE PROVIDED AND SHALL MEET ALL CODE REQUIREMENTS FOR THE TYPE OF CONSTRUCTION SPECIFIED BY THE ARCHITECTURAL DRAWINGS. STRUCTURAL STEEL MEMBERS SHALL BE CONSIDERED UNRESTRAINED UNLESS OTHERWISE NOTED. 11, GENERAL A, ENGINEER'S ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS. B. VERIFY ALL OPENINGS THROUGH FLOORS, ROOF AND WALLS WITH MECHANICAL AND ELECTRICAL CONTRACTORS, VERIFICATION OF LOCATIONS, SIZES, LINTELS AND REQUIRED CONNECTIONS ARE CONTRACTOR'S COMPLETE RESPONSIBILITY. C. PRIOR TO INSTALLATION OF MECHANICAL AND ELECTRICAL EQUIPMENT OR OTHER ITEMS TO BE ATTACHED TO THE STRUCTURE, ENGINEER'S APPROVAL OF CONNECTIONS AND SUPPORTS SHALL BE OBTAINED. UNLESS SPECIFICALLY DETAILED ON ARCHITECTURAL AND STRUCTURAL DRAWINGS, RESPECTIVE SUBCONTRACTOR SHALL FURNISH ALL HANGERS, CONNECTIONS, ETC., REQUIRED FOR INSTALLATION OF HIS ITEMS. D. PROVIDE ALL EMBEDDED ITEMS IN STRUCTURE AS NOTED ON ARCHITECTURAL, MECHANICAL, ELECTRICAL AND STRUCTURAL DRAWINGS, MISCELLANEOUS EMBEDDED ITEMS AND ANCHOR BOLTS SHALL BE FURNISHED BY STEEL SUPPLIER AND INSTALLED BY CONCRETE CONTRACTOR. STEEL SHALL FULFILL ASTM A36. E, SUBMIT SHOP AND ERECTION DRAWINGS TO ENGINEER FOR REVIEW OF ALL STRUCTURAL STEEL AND METAL DECK, THE MANUFACTURING OR FABRICATION OF ANY ITEMS PRIOR TO WRITTEN REVIEW OF SHOP DRAWINGS WILL BE ENTIRELY AT THE RISK OF THE CONTRACTOR, F, WATERPROOFING, VAPOR BARRIERS, WATERSTOP, ETC., SHALL BE AS SHOWN ON THE ARCHITECTURAL DRAWINGS AND AS INDICATED IN THE SPECIFICATIONS. G. ALL MASONRY AND STONE VENEERS SHALL BE ATTACHED TO INTERIOR AND EXTERIOR WALLS AS SPECIFIED IN SECTIONS 1403.6.4,2 AND 1403.6.4:3 OF THE UNIFORM BUILDING CODE. H, ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST FIELD AND ARCHITECTURAL DRAWINGS. 1. CONTRACTOR SHALL VERIFY ALL ASSUMED EXISTING CONDITIONS. IF CONDITIONS ARE DIFFERENT THAN ASSUMED, NOTIFY ENGINEER. '+ EX157 GONG 5LAB EXIST BAR 4::� L3X3 NEW � BEAN SECTION 3/4" = I' -0" EXTERIOR METAL STUD NALL WIT 5HEATHIN6 1/A 3 TOP OF 5LAB L3X3XI/4 CONTINUOUS WITH 1/4" STIFFENER AT 3' -O" SECTION T 3/4" = I' -0" n ,KERS AT 3' -0" EXISTING STEEL BEAM T5 4X4X1 /4 HANGER BEYOND NEW 4 1/2" CON01I2ETE - SLAB ON METAL DECK _ x4_._,v _.x x .._ �. STEEL BEAM -REc PLAN WITH C4X5.4 CONTINUOUS AS SHOWN AND 114" i VERTICAL STIFFENER AT HANGER SECTION 1 3/4" = 1' -0" 0 EXISTING 3" CONCRETE SLAB ON METAL DECK EXISTING BAR J015T —\ TS 4X4XIA4 HANGER WITH 1/2" TOP AND BOTTOM PLATES EXISTING 3" CONCRETE SLAB ON METAL DECK EXISTING STEEL BEAM NOTEe REMOVE EXISTING STEEL BEAM EXISTING STEEL BEAM 1/4" BENT PLATE NEW 4 112" CONCRETE SLAB ON METAL DECK x x-, x 3/4" ` STEEL BEAM RE., PLAN SECTION 2 3/4" = 1' -0" 1/4" BENT PLATE ARCHITECTURAL–00UNT1 NUDUS TOPPING AND NEW 4 I/2" CONCRETE WATERPROOF MEMBRANE SLAB ON METAL DECK M t xz_x...x x.T_x 4 L3X3X318 CONTINUOUS' STEEL BEAM REc PLAN EXISTING C IOX 15.3 I /4" 2 AT 6" &ECT ION 3 3/4" = 1' -0" NOTEc EXISTING N8X15 AND SLAB NOT SHOWN FOR CLARITY NEW TS 8X&XI /2 L4X4X3 /8X2'-0° NITH- (3) -3/4 "m X 6" EPDXY ANCHORS AT 8" AND 1/4" VERTICAL STIFFENER UNDER TUBE STEEL 105' -0" 0 0 0 I 142" CLEAR FIELO VERIFY &ECT ION 4 3/4" = 1' -0" TOP AND - BOTTOM 3_E]2 OF TUBE - CMU WALL w I /^ -1 i �.­, nETE 'LAN 104' -7 112" &ECTION 5. 3/4" = 1' -0" -RE c P AN— 1 / -;_ NOTE- ELEVATIONS 5HON ON STRUCTURAL PLANS ARE TAKEN F ROM ORIGINAL i CONSTRUCTION DOCUMENTS. TO MATCH CURRENT 51TE SURVEY ELEVATIONS ADD 1' -4" TO ELEVATIONS GIVEN RESORT DESIGN it ASSOCIATES 0 PLANNING, INTERIOR DESIGN San Francisco Office 388 Madot St., $pite #380 San Ftmdsbci cA 94111 Tel: 415302.4433 Fax: 41 5.3192.4454 Boulder Office 1434 SpNM Reek suite 110 Bbulder, CO 60302 a McCall Office 1002 First Street Mccaill, ID 83638 Tel. 200.634.4540 Few 200.634.5458 ink4RAarltDwlgn,cam WWW,R0wrtD0sl ,wm LIJ 0 0 U a j 0 IIIIIIIIIIIIIIIIIJ > Revisiom. PROGRESS SET 8-1-02 PERMIT SET B -16-02 Drawing Tide: FLOOR FRAMING DETAILS n V� %ppipp GENERAL NOTES 1. LIVE LOADS USED IN DESIGN: A, ROOF STEEPER THAN 3:12 80 PSF B. ROOF 3:12 OR LESS STEEP 100 PSF C. TYPICAL FLOOR 40 PSF D. WIND 1, BASIC WIND SPEED 80 MPH 2. EXPOSURE B E. EARTHQUAKE ZONE 1 2, TESTING, INSPECTIONS AND OBSERVATIONS: A. CONTRACTOR SHALL PROVIDE COORDINATION FOR SPECIAL INSPECTIONS OF THE CONSTRUCTION (PAID FOR BY OWNER) AS OUTLINED IN THE PROJECT SPECIFICATIONS AND LISTED BELOW IN CONFORMANCE WITH THE PROVISIONS OF CHAPTER 17 OF THE UNIFORM BUILDING CODE. SPECIAL INSPECTION SHALL BE PROVIDED BY A QUALIFIED SPECIAL INSPECTING AGENCY AS APPROVED BY THE LOCAL BUILDING OFFICIAL. B. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR: 1, CONCRETE o. THE TAKING OF TEST SPECIMENS TO DETERMINE COMPRESSIVE STRENGTH, b. PLACEMENT OF REINN,FORCEMENT: SPECIAL INSPECTION NEED NOT BE CONTINUOUS, BUT MUST BE DONE ONCE PLACEMENT IS COMPLETED AND PRIOR TO POURING OF SLABS. ITEMS TO BE CHECKED INCLUDE WELDED WIRE FABRIC SIZE, GRADE, QUANTITIES, SPACING, LAP LOCATIONS, EXCESSIVE RUST, AND PROPER CONCRETE COVERAGE. 2. STRUCTURAL WELDING o. ALL WELDING SHALL RECEIVE CONTINUOUS SPECIAL INSPECTION EXCEPT THE FOLLOWING: 1.) WELDING DONE IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH SECTION 1701, b, THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY PRESENT DURING WELDING OF THE FOLLOWING ITEMS, PROVIDED THE MATERIALS, QUALIFICATIONS OF WELDING PROCEDURES AND- WELDERS ARE VERIFIED PRIOR TO THE START OF WORK; PERIODIC INSPECTIONS ARE MADE OF WORK IN PROGRESS; AND A VISUAL INSPECTION OF ALL WELDS IS MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP WELDING. 1,) SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16- IN SIZE. 2.) FLOOR AND ROOF DECK WELDING. 3.) WELDED SHEET STEEL FOR COLD FORMED STEEL FRAMING MEMBERS SUCH AS STUDS AND JOISTS. 4,) WELDING OF STAIRS AND RAILING SYSTEMS, C. ITEMS TO BE CHECKED ARE THE CERTIFICATION OF THE WELDERS, WELDING PROCEDURES, MATERIALS, VISUAL INSPECTION OF WELD SIZE, LENGTH, QUALITY, QUANTITY AND SPACING, 3, HIGH—STRENGTH BOLTING o, WHILE THE WORK IS IN PROGRESS THE SPECIAL INSPECTOR SHALL DETERMINE REQUIREMENTS FOR BOLTS, NUTS, WASHERS AND PAINT: BOLTED PARTS; AND INSTALLATION AND TIGHTENING IN SUCH STANDARDS ARE MET, SUCH INSPECTIONS MAY BE PERFORMED ON A PERIODIC BASIS IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 1701.6. THE SPECIAL INSPECTOR SHALL OBSERVE THE CALIBRATION PROCEDURES WHEN SUCH PROCEDURES ARE REQUIRED BY THE PLANS OR SPECIFICATIONS AND SHALL MONITOR THE INSTALLATION OF BOLTS TO DETERMINE THAT ALL PLIES OF CONNECTED MATERIALS HAVE BEEN DRAWN TOGETHER AND THAT THE SELECTED PROCEDURE IS PROPERLY USED TO TIGHTEN ALL BOLTS, C. STRUCTURAL OBSERVATIONS 1. STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE CONSTRUCTION, SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED INSPECTIONS BY THE GOVERNING AUTHORITIES OR SERVE AS "SPECIAL INSPECTIONS" AS MAY BE REQUIRED BY CHAPTER 17 OF THE UNIFORM BUILDING CODE. 3. CONCRETE A. ALL CAST — IN—PLACE CONCRETE SHALL BE MADE WITH TYPE 1 /11 PORTLAND CEMENT, STONE AGGREGATE AND SHALL SATISFY THE FOLLOWING REQUIREMENTS: CONCRETE ITEM F'C MIX TYPE MAX W/C RATIO % AIR REQ. SLABS ON METAL DECK 3500 psi STD 0.50 — — — EXTERIOR CONCRETE ( »•) 4500 psi STD 0.45 6%-8% +# MAXIMUM SLUMP SHALL NOT EXCEED 4 ". B, SLABS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE. ANY STOP IN CONCRETE WORK MUST BE REVIEWED BY THE ENGINEER. C. ALL CONCRETE WORK AND REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE WITH ACI BUILDING CODE 318 LATEST EDITION, UNLESS NOTED OTHERWISE. USE STANDARD HOOKS FOR DOWELS UNLESS OTHERWISE NOTED. ALL EXPOSED EDGES OF CONCRETE WORK SHALL HAVE 3/4 INCH CHAMFER, 4. REINFORCEMENT A. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 GRADE 65 AND SHALL BE LAPPED ONE FULL MESH AT SIDE AND END SPLICES AND WIRED TOGETHER, B. REINFORCEMENT PROTECTION: 1, SLABS AND WALLS (NOT EXPOSED TO WEATHER)' 3/4' 5. MASONRY A, FILL ALL VOIDS AND BLOCK CELLS SOLIDLY WITH ASTM C476 GROUT FOR A DISTANCE OF 24" BENEATH AND A MINIMUM OF 16" EACH SIDE OF ALL BEAM REACTIONS OR OTHER CONCENTRATED LOADS UNLESS OTHERWISE NOTED. 6. STRUCTURAL STEEL A. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT WIDE FLANGE BEAMS WHICH SHALL CONFORM TO ASTM 992, (50 KSI) AND EXCEPT PIPE COLUMNS WHICH SHALL CONFORM TO ASTM A53 AND TUBE STEEL TO ASTM A500, GRADE B, LATEST EDITIONS. STEEL SUPPLIER MAY PROVIDE ASTM A572, GRADE 50 AT HIS OPTION. MISCELLANEOUS EMBEDDED ITEMS SHALL BE A36 STEEL. B. ALL STRUCTURAL BOLTS SHALL BE A325N INSTALLED TO A MINIMUM SNUG TIGHT CONDITION. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTED OTHERWISE. C, STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE LATEST PROVISIONS OF AISC "MANUAL OF STEEL CONSTRUCTION." D. UNLESS OTHERWISE NOTED, USE STANDARD FRAMED BEAM CONNECTIONS WITH STEEL BOLTS PER RISC "MANUAL OF STEEL CONSTRUCTION TABLE II— A AND/OR AISC SIMPLE SHEAR CONNECTION MANUAL WITH A 325—N BOLTS OR WELDED EQUIVALENT, SELECT CONNECTION TO SUPPORT 60% THE TOTAL UNIFORM LOAD CAPACITY FOR EACH GIVEN BEAM AND SPAN FOR NON—COMPOSITE MEMBERS. STEEL SUPPLIER MAY SUBMIT ALTERNATE CONNECTION DETAILS ACCOMPANIED BY CALCULATIONS STAMPED BY THE REGISTERED PROFESSIONAL ENGINEER RESPONSIBLE FOR THE CONNECTION DESIGN FOR ENGINEER'S REVIEW. E. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOCIETY STANDARD QUALIFICATIONS TESTS AS OUTLINED IN AWS — D1.1. F. MINIMUM WELDS TO BE PER AISC TABLE J2.4 BUT NOT LESS THAN 3/16" CONTINUOUS FILLET UNLESS OTHERWISE NOTED. G. FOR ALL BEAM /COLUMN OR BEAM /BEAM CONNECTIONS. PROVIDE HORIZONTAL SHORT SLOTS IN CONNECTION MEMBER ONLY (WT—SECTIONS. ANGLES OR SHEAR PLATES), H. THE TERMINOLOGY "CONTINUOUS" MEANS QUANTITY, PROVIDE THE NECESSARY JOINT DETAILS TO ALLOW FOR BUILDING MOVEMENTS. COORDINATE LOCATIONS WITH ARCHITECTURAL CONTROL AND EXPANSION JOINTS, 1, PROVIDE TEMPORARY BRACING; AND PRECAUTIONS NECESSARY TO WITHSTAND ALL CONSTRUCTION AND/OR WIND LOADS UNTIL ALL FIELD CONNECTIONS ARE COMPLETED AND PERMANENT LATERAL SYSTEMS AND DECKS ARE IN PLACE. J. STEEL FABRICATOR SHALL NOT RECEIVE ADDITIONAL COMPENSATION FOR SHOP DRAWING TIME FOR ANY REVISIONS TO ERECTION, DRAWINGS NOR FOR ANY REVISIONS TO PIECE DRAWINGS PRIOR TO ENGINEER'S APPROVAL OF ERECTION DRAWINGS, 7. METAL DECK A. UNLESS OTHERWISE NOTED. DECK SHALL BE SHOP—PAINTED STEEL, SHALL BE OF THE TYPE CALLED FOR ON THE FRAMING PLANS AND SHALL BE CONTINUOUS WHERE POSSIBLE, B. DECKING SHALL BE INSTALLED AND ALL OPENINGS IN DECK CUT AND REINFORCED IN ACCORDANCE WITH MANUFACTURER'S STANDARD DETAILS AND SPECIFICATIONS EXCEPT AS OTHERWISE NOTED. C. WELDING REQUIREMENTS SHALL BE AS FOLLOWS AND SHOWN ON ATTACHED TYPICAL WELDING LAYOUT UNLESS OTHERWISE NOTED ON DRAWINGS, 1. ATTACH ROOF DECK TO SUPPORT BEAMS, STEEL JOISTS OR PLATES WITH 5/8" PUDDLE WELDS AT 6" (7 WELDS PER SHEET MINIMUM), 2. LONGITUDINAL JOINTS BETWEEN ADJACENT ROOF DECK UNITS SHALL BE (SIDE LAP) WELDED PER MANUFACTURER RECOMMENDATIONS AT 2 LOCATIONS PER SPAN. 3. ATTACH ROOF DECK TO BEAMS OR PLATES PARALLEL TO DECK WITH 5/8" DIAMETER PUDDLE WELDS AT 12 ", 4, ATTACH FLOOR DECK TO EACH END SUPPORT AT 12 INCHES AND TO EACH INTERMEDIATE SUPPORT AT SIDE LAPS PLUS ONE INTERMEDIATE POINT WITH 5/8" DIAMETER PUDDLE WELD. PROVIDE WELD WASHERS AS REQUIRED. 5. LONGITUDINAL JOINTS BETWEEN ADJACENT FLOOR DECK UNITS SHALL BE FASTENED TOGETHER AT 36" MAXIMUM SPACING WITH 5/8' DIAMETER PUDDLE WELDS. FASTEN FLOOR DECK TO PARALLEL AND PERIMETER BEAMS AT 24 ". 8. LIGHT GAGE FRAMING A, LIGHT —GAGE METAL FRAMING SHALL BE THE SIZE AND GAGE SHOWN ON THE DRAWINGS, B. FRAMING ROLLED FROM STEEL 18 GAGE AND LIGHTER SHALL CONFORM TO ASTM A570, LATEST EDITION, WITH A MINIMUM YIELD STRESS OF 33,000 PSI, C, FRAMING ROLLED FROM STEEL 16 GAGE AND HEAVIER SHALL CONFORM TO ASTM A570, LATEST EDITION, WITH A MINIMUM YIELD STRESS OF 50,000 PSI. D. ALL WORK SHALL CONFORM WITH THE RECOGNIZED STANDARDS AND CODES FOR LIGHT GAGE METAL FRAMING. 9, NON—SHRINK GROUT A. NON—SHRINK GROUT SHALL BE PROVIDED: 1. BETWEEN BEAMS OR BEAM BEARING PLATES AND CONCRETE OR MASONRY SUPPORTS. 2. GROUT SHALL BE COMPLETE AND HAVE A MINIMUM COMPRESSIVE STRENGTH OF 6000 PSI PRIOR TO ADDING BUILDING LOADS ABOVE. 10. NON—STRUCTURAL ELEMENTS A. ELEMENTS SUCH AS NON—BEARING PARTITIONS, ETC. ATTACHED TO AND/OR SUPPORTED BY THE STRUCTURE SHALL TAKE INTO ACCOUNT DEFLECTIONS AND OTHER STRUCTURAL MOVEMENTS. B. FIRE PROTECTION FOR ALL STRUCTURAL PARTS SHALL BE PROVIDED AND SHALL MEET ALL CODE REQUIREMENTS FOR THE TYPE OF CONSTRUCTION SPECIFIED BY THE ARCHITECTURAL DRAWINGS. STRUCTURAL STEEL MEMBERS SHALL BE CONSIDERED UNRESTRAINED UNLESS OTHERWISE NOTED. 11, GENERAL A, ENGINEER'S ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS. B. VERIFY ALL OPENINGS THROUGH FLOORS, ROOF AND WALLS WITH MECHANICAL AND ELECTRICAL CONTRACTORS, VERIFICATION OF LOCATIONS, SIZES, LINTELS AND REQUIRED CONNECTIONS ARE CONTRACTOR'S COMPLETE RESPONSIBILITY. C. PRIOR TO INSTALLATION OF MECHANICAL AND ELECTRICAL EQUIPMENT OR OTHER ITEMS TO BE ATTACHED TO THE STRUCTURE, ENGINEER'S APPROVAL OF CONNECTIONS AND SUPPORTS SHALL BE OBTAINED. UNLESS SPECIFICALLY DETAILED ON ARCHITECTURAL AND STRUCTURAL DRAWINGS, RESPECTIVE SUBCONTRACTOR SHALL FURNISH ALL HANGERS, CONNECTIONS, ETC., REQUIRED FOR INSTALLATION OF HIS ITEMS. D. PROVIDE ALL EMBEDDED ITEMS IN STRUCTURE AS NOTED ON ARCHITECTURAL, MECHANICAL, ELECTRICAL AND STRUCTURAL DRAWINGS, MISCELLANEOUS EMBEDDED ITEMS AND ANCHOR BOLTS SHALL BE FURNISHED BY STEEL SUPPLIER AND INSTALLED BY CONCRETE CONTRACTOR. STEEL SHALL FULFILL ASTM A36. E, SUBMIT SHOP AND ERECTION DRAWINGS TO ENGINEER FOR REVIEW OF ALL STRUCTURAL STEEL AND METAL DECK, THE MANUFACTURING OR FABRICATION OF ANY ITEMS PRIOR TO WRITTEN REVIEW OF SHOP DRAWINGS WILL BE ENTIRELY AT THE RISK OF THE CONTRACTOR, F, WATERPROOFING, VAPOR BARRIERS, WATERSTOP, ETC., SHALL BE AS SHOWN ON THE ARCHITECTURAL DRAWINGS AND AS INDICATED IN THE SPECIFICATIONS. G. ALL MASONRY AND STONE VENEERS SHALL BE ATTACHED TO INTERIOR AND EXTERIOR WALLS AS SPECIFIED IN SECTIONS 1403.6.4,2 AND 1403.6.4:3 OF THE UNIFORM BUILDING CODE. H, ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST FIELD AND ARCHITECTURAL DRAWINGS. 1. CONTRACTOR SHALL VERIFY ALL ASSUMED EXISTING CONDITIONS. IF CONDITIONS ARE DIFFERENT THAN ASSUMED, NOTIFY ENGINEER. '+ EX157 GONG 5LAB EXIST BAR 4::� L3X3 NEW � BEAN SECTION 3/4" = I' -0" EXTERIOR METAL STUD NALL WIT 5HEATHIN6 1/A 3 TOP OF 5LAB L3X3XI/4 CONTINUOUS WITH 1/4" STIFFENER AT 3' -O" SECTION T 3/4" = I' -0" n ,KERS AT 3' -0" EXISTING STEEL BEAM T5 4X4X1 /4 HANGER BEYOND NEW 4 1/2" CON01I2ETE - SLAB ON METAL DECK _ x4_._,v _.x x .._ �. STEEL BEAM -REc PLAN WITH C4X5.4 CONTINUOUS AS SHOWN AND 114" i VERTICAL STIFFENER AT HANGER SECTION 1 3/4" = 1' -0" 0 EXISTING 3" CONCRETE SLAB ON METAL DECK EXISTING BAR J015T —\ TS 4X4XIA4 HANGER WITH 1/2" TOP AND BOTTOM PLATES EXISTING 3" CONCRETE SLAB ON METAL DECK EXISTING STEEL BEAM NOTEe REMOVE EXISTING STEEL BEAM EXISTING STEEL BEAM 1/4" BENT PLATE NEW 4 112" CONCRETE SLAB ON METAL DECK x x-, x 3/4" ` STEEL BEAM RE., PLAN SECTION 2 3/4" = 1' -0" 1/4" BENT PLATE ARCHITECTURAL–00UNT1 NUDUS TOPPING AND NEW 4 I/2" CONCRETE WATERPROOF MEMBRANE SLAB ON METAL DECK M t xz_x...x x.T_x 4 L3X3X318 CONTINUOUS' STEEL BEAM REc PLAN EXISTING C IOX 15.3 I /4" 2 AT 6" &ECT ION 3 3/4" = 1' -0" NOTEc EXISTING N8X15 AND SLAB NOT SHOWN FOR CLARITY NEW TS 8X&XI /2 L4X4X3 /8X2'-0° NITH- (3) -3/4 "m X 6" EPDXY ANCHORS AT 8" AND 1/4" VERTICAL STIFFENER UNDER TUBE STEEL 105' -0" 0 0 0 I 142" CLEAR FIELO VERIFY &ECT ION 4 3/4" = 1' -0" TOP AND - BOTTOM 3_E]2 OF TUBE - CMU WALL w I /^ -1 i �.­, nETE 'LAN 104' -7 112" &ECTION 5. 3/4" = 1' -0" -RE c P AN— 1 / -;_ NOTE- ELEVATIONS 5HON ON STRUCTURAL PLANS ARE TAKEN F ROM ORIGINAL i CONSTRUCTION DOCUMENTS. TO MATCH CURRENT 51TE SURVEY ELEVATIONS ADD 1' -4" TO ELEVATIONS GIVEN Dabs: ,A,uVa 1, lwl Project No; 4818 DrldWm by: ECW O>IiatW by: SIN S3 t RESORT DESIGN it ASSOCIATES ARCHITECTURE, PLANNING, INTERIOR DESIGN San Francisco Office 388 Madot St., $pite #380 San Ftmdsbci cA 94111 Tel: 415302.4433 Fax: 41 5.3192.4454 Boulder Office 1434 SpNM Reek suite 110 Bbulder, CO 60302 Tel: 303449.4433 Fob 303.449.3366 McCall Office 1002 First Street Mccaill, ID 83638 Tel. 200.634.4540 Few 200.634.5458 ink4RAarltDwlgn,cam WWW,R0wrtD0sl ,wm LIJ 0 0 U a j 0 IIIIIIIIIIIIIIIIIJ > Revisiom. PROGRESS SET 8-1-02 PERMIT SET B -16-02 Drawing Tide: FLOOR FRAMING DETAILS Dabs: ,A,uVa 1, lwl Project No; 4818 DrldWm by: ECW O>IiatW by: SIN S3 t 0 ao to v sA W a : a'ao xo< RESORT DESIGN i I/2" METAL ROOF DEC< ,.' � STEEL BEAM RE. PLAN 318" BENT PLATE X.: tt1 W BENT BEAM ` 1/4" CONTINUOUS W ( RE: PLAN �• 93 BENT PLATE I tl w STEEL BEAM --RE, PLAN WITH 3 /4 "(V THRU BOLTS AT 1' -O" ASSOCIATES ALTERNATE AND �. 2X TOP PLATE 4 REINFORCED •, ® CHANNEL REs PLAN I i of .' t0 t 1 0) �- �`, �� t ARCHITECTURE, t t PLANNING, TOP AND t t BOTTOM .t t INTERIOR DESIGN 75 4!5>451/4 STUB — i w 3/16 3 -12 BOTH SIDES i t COLUMN WITH 1/.2" GAP i i AND BOTTOM PLATES t i EXISTINGa San t RIDGE BEAM Fratncism Office EXISTING BAR JOIST REs PLAN SEAT , 388 Markat 9t., Sul* 4380 t t t t Seri Fftiolsop) CA 94111 Tp1 :415.342.4433 t t t &ECTION 1 Faw 415.392.4454 31A '" = I' —O° Boulder Office 1434 Sprum fto% Sulta 110 Boulder, CO 80302 ------------------ --------- --- - - - - -- ----- - - - - -- Teh 303.449.4433 tt G FWD 303.449.33f6 2 i i L6X -4X3/ AND I /-4" t t VERTICAL STIFFENER EXISTING PIPE McCAll Office t COLUMN -REs PLAN I W•P• 1002 First $t18�t EXISTING SAVE BEAM McUly ID 83638 WITH NEW REINFORCEMENT 1/4 Ul: 208.634.4540 �0 0 U- Faxi 100.634,5408 NOTES EXISTING m W ROOF NOT SHOWN 0 E. FOR CLARITY. � IL 0 �� T &E C I ION EACH SIDE � I�R�idRt�ei�.C4M iN1M1N.RI 3/4" = I' -O" OF FLANGE 3/16 6 -12 .ttri STEEL BEAM - REs PLAN WITH 3/4 "($> THRU EXISTING PLYWOOD BOLTS AT 1' -0" ALTERNATE AND SHEATHING 2X TOP PLATE 4 1/2" PROVIDE EW G EXISTING BAR EEAEN 4 "BAN&LE JOIST GUT AT NEW EACH SIDE OF TOP EXISTING BEAM 3/8" BENT PLATE X HEADER BEAM CHORD REs PLAN t NEW HEADER BEAM REINFORGED CHANNEL RE: PLAN REs PLAN &ECT ION 2 PROVIDE L4X4X3 /8 FROM EXISTING PLYVqOOD BEARING AT TOP CHORD TO RE: ARCH -ROOF 5HEATHING NODE OF BOTTOM CHORD -RAM5ET TO T5 AT 1' -0" _ Il IA N /� L -- -J & E C T I ON � J o I3/4" = I' -D° - - - - -- --- - - - - -- WELD L4X4X3le> TO - T5 BEAM WITH 1/4" TOP CHORD AT T5 BEARING AND TO BOTTOM PLATE AND V J 0 EXISTING PLYWOOD SHEATHING BOTTOM CHORD AT END PLATE AT COPED J015T NODE. ESE G T I QN A- A ENDS EXISTING BAR JOIST GUT AT NEW HEADER BEAM TS 6X&Xi14 PROVIDE NEW BEARING -► �.'� t SEAT WITH 114" ANGLE EXISTING PLY EACH SIDE OF TOP ROOF SHEATHING t CHORD _ NEW HEADER BEAM TYPICAL 2X TOP PLATE `RE s PLAN fi'AMSET TO PROVIDE L4X4X315 TUBE STEEL AT 6" FROM BEARING AT TOP ,'' REs ARCH. CHORD TO NODE OF t t BOTTOM CH0,RD RE: PLAN -'� � 5 E C T I O N T E ARCH. POINT '' ,'' - - - - - -- R�.wisians: - -- - - -- -_ ------- - -- PROGRES59ET 8-1-02 ------------- --- - - PERMIT SET 8 -16-02 8­ VERIFY I WITH 4' -2" FIELD VERIFY ARCHITECT P 3/16" TS 4X -4X1/4 3 AT 12 TS IOX4X1/ BEAMS --------- ------ - - - - -- 5 E C T I ON 3 j t EXISTI I G ROOF DEG�C I STEEL CHANNEL EX15TI�& ROOF BEAM REs PLAN EXISTING PLYWOOD ROOF SHEATHING Drawing Title: T &EC ON a ROOF 3/4" = 1' -0" FRAMING EXISTING BAR JOIST ' NEW STEEL BEAM (RE: WITH PERPENDICULAR PLAN) WITH 3/4" V THRU DETAILS 2X TOP PLATE BOLT AT -2' -0" ALTERNATE AND 2X TOP PLATE & E C T ICON. 4 --- 1' Dam gUP91, 1001 3/4" - -0" x � � � PMjed No: 4818 X_ ' DrAWn by: EC W %'N' *tLW �1t 9f01VA L aF_ cok- Shwt NOTE- ELEVATIONS SHOW ON STRUCTURAL PLANS A-RE TA<EN FROM ORIGINAL CONSTRUCTION DOCUMENTS. TO MATCH CURRENT SITE SURVEY ELEVATIONS ADD 1' --4" TO ELEVATIONS GIVEN S4 Q 1= RDA ut as au oa tl TS 4X4*I/4 COLUMN TS 4X4XI/.4 TS -4X4xl/4 COLUMN V45X21 COLUMN TS 4X4�X/4 COLUMN/ UP ONLY INIO EXISTIN& EXISTING EXISTING X.201 V41OX33 T5 -IX*7X3/16 COLUMN COLUMN COLUMN ry �T RC�C�� ��;�1`'� INCA fi�L..�N RQQE- EIRAt-1 INC= NQTE6� I. METAL ROOF DECK SHALL BE 1 1/2" WIDE RIB, Iq GAGE WITH MINIMUM YIELD STRESS OF 33 <51. MINIMUM DEC< SECTION PROPERTIES ARE AS FOLLOWS: Ix - 0,253 IN 4 5x = O-28q IN 2. ❑ INDICATES TUBE STEEL COLUMN DOWN ONLY, 3. ALL ROOF PURLINS WITH SPANS LESS THAN -1'-0" SHALL BE P'OXIO UNLESS NOTED OTHERWISE. 4. (XXX'-XX") INDICATES TOP OF STEEL BEAM ELEVATION. 5. NEW TUBE STEEL COLUMNS SHALL BE TS 4X4XI/4 UNLESS NOTED OTHERWISE. 6. X X '*) INDICATES BEAMEACTIONS. (--K -R -23'-10" 1, Q 101-2 11,11 3 v — EXISTIN& CONCRETE WALL T5 4X4XII4 COLUMN UP ONLY 15- --D (E)-MI4XI 7 -2 (E)-k4I4X.2& TOP OF EXISTING SLAB (E)-5" 4) COLUMN DOWN IN\- (E)-5" 4> COLUMN DOWN (E)-TS -IXI (E)-v4iox2q COLUMN UP (E)-kslIOX33 COLUMN UP COLUMN UP ONLY L E VE L F fR4r" I NC-:; F=L 4N. F=R,4r-11NC= NOTES. 1. (XX'-XX") INDICATES, TOP OF STEEL BEAM ELEVATION. 2. [3 INDICATES NEW TUBE STEEL COLUMN DOWN ONLY UNLESS NOTED OTHERWISE. 3. INDICATES NEW TUBE STEEL COLUMN UP AND DOWN UNLESS NOTED OTHERWISE. 4. ALL NEW COLUMNS SHALL BE T5 4X4X1/4 UNLESS NOTED OTHERWISE. 5.1 I INDICATES NEW CONCRETE SLAB ON FOAM INSULATION. 6. ALL NEW CONCRETE SLAB SHALL BE 4" THICK WITH &Xb V42.1Xk-42.1 W.W.F. ce 11 -0 mcb> STEEL REt F PARTIAL FLAN & 5 EXTERIOR META "AM STUD WALL STONE VENEER (2)-#5 CONTINU( 1-5X5X51e WITH 3/4" 4P X 6" EXf ANCHOR AT 2'- EXISTING GONG #4 X 2'-6" AT 1'-4" DOWEL AND EPDXY 6" INTO EXISTING SLAB 4" CONCRETE SLAB V*41TH VOSIF ON FOAM -0" INSULATION Lo tit Ul U1 0 LI) it) in x x x x x x x x C) ol ol 10 ol 10 op ol T5 4X4XI14XI'-6" 4 CIOX25 CIOX25 -7 L .2 TS 4X4�X/4 COLUMN/ UP ONLY INIO EXISTIN& EXISTING EXISTING X.201 V41OX33 T5 -IX*7X3/16 COLUMN COLUMN COLUMN ry �T RC�C�� ��;�1`'� INCA fi�L..�N RQQE- EIRAt-1 INC= NQTE6� I. METAL ROOF DECK SHALL BE 1 1/2" WIDE RIB, Iq GAGE WITH MINIMUM YIELD STRESS OF 33 <51. MINIMUM DEC< SECTION PROPERTIES ARE AS FOLLOWS: Ix - 0,253 IN 4 5x = O-28q IN 2. ❑ INDICATES TUBE STEEL COLUMN DOWN ONLY, 3. ALL ROOF PURLINS WITH SPANS LESS THAN -1'-0" SHALL BE P'OXIO UNLESS NOTED OTHERWISE. 4. (XXX'-XX") INDICATES TOP OF STEEL BEAM ELEVATION. 5. NEW TUBE STEEL COLUMNS SHALL BE TS 4X4XI/4 UNLESS NOTED OTHERWISE. 6. X X '*) INDICATES BEAMEACTIONS. (--K -R -23'-10" 1, Q 101-2 11,11 3 v — EXISTIN& CONCRETE WALL T5 4X4XII4 COLUMN UP ONLY 15- --D (E)-MI4XI 7 -2 (E)-k4I4X.2& TOP OF EXISTING SLAB (E)-5" 4) COLUMN DOWN IN\- (E)-5" 4> COLUMN DOWN (E)-TS -IXI (E)-v4iox2q COLUMN UP (E)-kslIOX33 COLUMN UP COLUMN UP ONLY L E VE L F fR4r" I NC-:; F=L 4N. F=R,4r-11NC= NOTES. 1. (XX'-XX") INDICATES, TOP OF STEEL BEAM ELEVATION. 2. [3 INDICATES NEW TUBE STEEL COLUMN DOWN ONLY UNLESS NOTED OTHERWISE. 3. INDICATES NEW TUBE STEEL COLUMN UP AND DOWN UNLESS NOTED OTHERWISE. 4. ALL NEW COLUMNS SHALL BE T5 4X4X1/4 UNLESS NOTED OTHERWISE. 5.1 I INDICATES NEW CONCRETE SLAB ON FOAM INSULATION. 6. ALL NEW CONCRETE SLAB SHALL BE 4" THICK WITH &Xb V42.1Xk-42.1 W.W.F. ce 11 -0 mcb> STEEL REt F PARTIAL FLAN & 5 EXTERIOR META "AM STUD WALL STONE VENEER (2)-#5 CONTINU( 1-5X5X51e WITH 3/4" 4P X 6" EXf ANCHOR AT 2'- EXISTING GONG Ems SECTION 1. 3/4" - 1'-0- 0 1/4" N 3 AT 4'-0" NOTE REMOVE EXISTING T!5 &X& BEAM AND -BRACKETS AT CORNERS. I I SECTION 2- 3/4" .2'-,2 3/,4,, 1/4" SENT PLATE CONTINUOUS 182' -II 314" BOTTOM OF STEEL NEW COLUMN REt PLAN SECTION 3. 3/4' - 1' -O" EXISTIN6 CONCRETE SLAB =-EXISTING STEEL BEAM -NEW WINDOW AND METAL STUD WALL -STEEL CHANNEL WITH -REt PLAN .1/4" BENT PLATE .1 1/2" METAL ROOF r,>E(-'< STEEL BEAM REt PLAN 1 1/2" METAL ROOF DECK DOUBLE SHEAR CONNECTION WITH 1/2" VERTICAL STIFFENER EACH SIDE NEW STEEL BEAM RE: PLAN NOTE NOTE STEEL CHANNEL REMOVE EXISTING NOT 'SHOWN FOR TS &X& BEAM CLARIT`r, AND BRACKETS AT COLUMNS. STEEL BEAM RE: PLAN 3/f5" SHEAR PLATE > 1/4 EX15TIN6 NIOX33 COLUMN po I=AFRTIAlr,- FLAN &ECTION 4 �A NA� C NOTE— ELEVATIONS SHOW ON 5T-RO--TURAL PLANS A-RE TAKEN FROM ORI&INAL CONSTRUCTION DOCUMENTS. TO MATCH CURRENT SITE SURVEY ELEVATIONS ADD 1'-4" TO ELEVATIONS &i\/EN IW2 RDA RESORT DESIGN ASSOCIATES ARCHITECTURE, PLANNING, INTERIOR DESIGN San Francisco Office 3" MadOat fto $010 $380 S&nFWA*W CA04111 Too 41530x.4433 Fft 415.3024454 gouldw Office 1434 $pro* SO** � Sulb 110 ONklero Ct) 60302 T*- 363AOA03 Feb 303 33" McCall! Office 1002 Fiat Sbtft MCCAII, ID 83638 TbI: 20.634AW FWU 200.634,508 CLA *-71 [:'A:7- , o Revision PROGRESS SET 8-28-02 PERMIT SET 9-10-02 #4 X 2'-6" AT 1'-4" DOWEL AND EPDXY 6" INTO EXISTING SLAB 4" CONCRETE SLAB V*41TH VOSIF ON FOAM -0" INSULATION Ems SECTION 1. 3/4" - 1'-0- 0 1/4" N 3 AT 4'-0" NOTE REMOVE EXISTING T!5 &X& BEAM AND -BRACKETS AT CORNERS. I I SECTION 2- 3/4" .2'-,2 3/,4,, 1/4" SENT PLATE CONTINUOUS 182' -II 314" BOTTOM OF STEEL NEW COLUMN REt PLAN SECTION 3. 3/4' - 1' -O" EXISTIN6 CONCRETE SLAB =-EXISTING STEEL BEAM -NEW WINDOW AND METAL STUD WALL -STEEL CHANNEL WITH -REt PLAN .1/4" BENT PLATE .1 1/2" METAL ROOF r,>E(-'< STEEL BEAM REt PLAN 1 1/2" METAL ROOF DECK DOUBLE SHEAR CONNECTION WITH 1/2" VERTICAL STIFFENER EACH SIDE NEW STEEL BEAM RE: PLAN NOTE NOTE STEEL CHANNEL REMOVE EXISTING NOT 'SHOWN FOR TS &X& BEAM CLARIT`r, AND BRACKETS AT COLUMNS. STEEL BEAM RE: PLAN 3/f5" SHEAR PLATE > 1/4 EX15TIN6 NIOX33 COLUMN po I=AFRTIAlr,- FLAN &ECTION 4 �A NA� C NOTE— ELEVATIONS SHOW ON 5T-RO--TURAL PLANS A-RE TAKEN FROM ORI&INAL CONSTRUCTION DOCUMENTS. TO MATCH CURRENT SITE SURVEY ELEVATIONS ADD 1'-4" TO ELEVATIONS &i\/EN IW2 RDA RESORT DESIGN ASSOCIATES ARCHITECTURE, PLANNING, INTERIOR DESIGN San Francisco Office 3" MadOat fto $010 $380 S&nFWA*W CA04111 Too 41530x.4433 Fft 415.3024454 gouldw Office 1434 $pro* SO** � Sulb 110 ONklero Ct) 60302 T*- 363AOA03 Feb 303 33" McCall! Office 1002 Fiat Sbtft MCCAII, ID 83638 TbI: 20.634AW FWU 200.634,508 CLA *-71 [:'A:7- , o Revision PROGRESS SET 8-28-02 PERMIT SET 9-10-02 JX Ems SECTION 1. 3/4" - 1'-0- 0 1/4" N 3 AT 4'-0" NOTE REMOVE EXISTING T!5 &X& BEAM AND -BRACKETS AT CORNERS. I I SECTION 2- 3/4" .2'-,2 3/,4,, 1/4" SENT PLATE CONTINUOUS 182' -II 314" BOTTOM OF STEEL NEW COLUMN REt PLAN SECTION 3. 3/4' - 1' -O" EXISTIN6 CONCRETE SLAB =-EXISTING STEEL BEAM -NEW WINDOW AND METAL STUD WALL -STEEL CHANNEL WITH -REt PLAN .1/4" BENT PLATE .1 1/2" METAL ROOF r,>E(-'< STEEL BEAM REt PLAN 1 1/2" METAL ROOF DECK DOUBLE SHEAR CONNECTION WITH 1/2" VERTICAL STIFFENER EACH SIDE NEW STEEL BEAM RE: PLAN NOTE NOTE STEEL CHANNEL REMOVE EXISTING NOT 'SHOWN FOR TS &X& BEAM CLARIT`r, AND BRACKETS AT COLUMNS. STEEL BEAM RE: PLAN 3/f5" SHEAR PLATE > 1/4 EX15TIN6 NIOX33 COLUMN po I=AFRTIAlr,- FLAN &ECTION 4 �A NA� C NOTE— ELEVATIONS SHOW ON 5T-RO--TURAL PLANS A-RE TAKEN FROM ORI&INAL CONSTRUCTION DOCUMENTS. TO MATCH CURRENT SITE SURVEY ELEVATIONS ADD 1'-4" TO ELEVATIONS &i\/EN IW2 RDA RESORT DESIGN ASSOCIATES ARCHITECTURE, PLANNING, INTERIOR DESIGN San Francisco Office 3" MadOat fto $010 $380 S&nFWA*W CA04111 Too 41530x.4433 Fft 415.3024454 gouldw Office 1434 $pro* SO** � Sulb 110 ONklero Ct) 60302 T*- 363AOA03 Feb 303 33" McCall! Office 1002 Fiat Sbtft MCCAII, ID 83638 TbI: 20.634AW FWU 200.634,508 CLA *-71 [:'A:7- , o Revision PROGRESS SET 8-28-02 PERMIT SET 9-10-02 V G I S 1 N i 20 � .. 0 i i h 4 b a i \../ i h h r I 4 5 6 7 7A f 20' -11 1/4" 20' -11 1/4" 20' -10 5/4" q' -2" 8 8A 9 1 C' i 22' -0" r 11 E i E 12 13 t � { s 1 FOOTING W!' I { �M... 1�� ■I�I�Ir■ 111■ ���■■ ■I ■ FOUND 4T I ON 4ND N. LOUJEfR LEVEL ALAN 1. INDICATES AREA NOT INCLUDED IN CURRENT SCOPE. Q AM AM 1- K U NOTE- ELEVATIONS SHOW ON 5TRUCTURAL PLANS ARE TAKEN FROM ORIGINAL CONSTRUCTION DOCUMENTS. TO MATCH CURRENT 51TE 5URVE'1- ELEVAATION5 ADD 1' -4" TO ELEVATION5 C71VEN 11 1 • '' �► Archit is 2301 BLAKE ST.; STE. #100 DENVER, COLORADO 80205 303.861.8555 F,303.861.3027 0137 MAIN .STREET . UNIT C106 I POST OFFICE BOX >2711 EDWARDS, COLORADO 81632 970,926.8960 F.970 926.8961 Monroe & Newell Engineers, Inc. P.C. Box 1597 0048 E. Beaver Creek Blvd., Suite 301 Avon, Colorado 81620 (970) 949 -7768 FAX (970) 949 -4054 EMAIL avon@,monroe-newell.com 1701 Wynkoop, Suite 101 Denver, Colorado $0202 (303) 623927 FAX (303) 623-6602 EMAIL denverCa monroe- newell.com ISSUE /REVISION DATE NO. 90 % DD DOCUMENTS 01/08/01 FULL PHASE III - V 02/05/01 DOCUMENTS' RESTAURANT AND 02/09/01 KITCHEN DOCUMENTS FULL PHASE III - V CONSTRUCTION DOCUMENTS 0/26/01 L� EAST PENTHOUSE 04/03/01 REVISION PHASE III 0$!01/01 0 PERMIT DOCUMENTS gip n �a ^� VAIL, MOUN,TAIN LODGE EXPANSION AND RENOVATION EAST MEADOW DRIVE VAIL, COLORADO PHASE III FULL PERMIT DOCUMENTS DRAWN BY ECW, MSH CHK'D BY PDM, SMW SHEET FILE COPYRIGHT 2000 BY DAVIS PARTNERSHIe P) , SHEET NUMBER: i D.P.A. PROJECT # - 002200.00 . � I ­� ,�k � 1�� - , � , , . I , , ., , � - ­ ", ­_ - , - � , __ �. , � , " , , �, � , . 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RE, PLANS AND DETAILS) LEVEL 4 TO ROOF ' J-5, J-6, J-7, J-6, F-2, F -3, F-4, F-5, F -10, E--q, 0-2, 0-3, 0-4, 02-41, J-2, F6 LEVEL 3 TO 4 J-4, J-5, J-6, F -2, F-3, F-4, F-5, F-IO, E-q, D--2, D-3, D-4, F- II,K -1, H.1 -6, J-2, F6 LEVEL 2 TO 3 J-4, J-5, 44, F-3, F-4, F-5, E-q, D -3, D-4, K -1, H.I -6, L -5, J -IA, 6 -IA, 6 -2, 6 -3, 6 -4, 6 -5, L--6, L -T, J-2, F6 LEVEL 1 TO 2 J-4, J-5, J-6, F-3, F-4, F -5, E-q, D -3, 0-4, K -1, H.I -8, L -5, J -IA, 6 -IA, 6 -2, 6 -3, 6-4, 6 -5, L -6, L -1 KIO, J21 F6 LEMER :.E=_G L i' L¢lCr:. To LEVEL 1 J-4, J-5, J-6, F-3, F-4, E-q, 0-3, 0-4, K -1, J-IA, 6 -IA, G--3, 6 -4, 6 -5, KIO, J2, F6 FOUNDATION TOUR LEVEL MEALThI a= J-4, J--5, J-6, iF-3, F-4, E-41, D-3, D-4, K -1, J-IA, 6--IA, 6-3, 6 -4, 6 -5, 66, F-6, J2, Fb FLQQE „PybQ W.6m PENETRATIONSy 1. FLOOR OPENINGS LESS THAN 1'--0" IN DIMENSIONS IN EXISTING FLOOR DECK MAY REMAIN UNREINFORCED. 2. FLOOR OPENIN66 EXISTING FLOOR DECK GREATER THAN 1' -0" REINFORCED W1TH L2X2X3 1I6 FRAME AND YeLV TO EXISTING JOISTS. 3. FLOOR OPENINGS IN NEW CONSTRUCTION LESS THAN I' -b" IN ALL DIMEN51ONS MAY REMAIN UNREINFORGED. 4. FLOOR OPENINGS IN NEW CONSTRUCTION GREATER THAN I' -b" REINFORCED WITHo A. 1-3X3X1/4 FRAME YELbED TO STEEL BEAMS OR B. #5 IN CONCRETE SLAB ON ALL SIDES OF OPENINGS EXTEND 2' -0" PAST OPENIN6 IN EACH DIMENSION. 5. (PENETRATIONS IN EXl5TIN6 AND NEW STEEL BEAMS WE85 2 INCH DIAMETER AND LESS MUST BE INSTALLED AT ANY LOCATION WITHOUT REINFORCEMENT. 6. PENETRATION IN EXISTING AND NEW STEEL BEAM WA5 4" DIAMETER AND LE55 MAY BE INSTALLED WITHIN 1'-6" OF BEAM QUARTER SPAN POINT AND AT CENTERLINE OF YeB DEPTH WITHOUT REINFORCEMENT 7. ALL OTHERS OPENINGS SHALL BE INDIVIDUALLY APPROVED BY ENGINEER AND MAY REQUIRED REINFORCEMENT, FIRST FLOOR DEMOLITION NOTES 1. SEE SECTION FOR DEMOLITION OF GRID MI CONCRETE WALL REQUESTED AT THIS LEVEL. 2. SEE NEW OPENING ,5 IN EXISTING SLA55 ADJACENT GRID #II BETWEEN &RIDS F AND H AT THIS LEVEL. 3. REMOVE EXISTING WIOX55 COLUMN ABOVE ELEVATION 16' -0". 4. REMOVE EXISTING CONCRETE SLAB AND BAR JOISTS BETYEEN &RIDS II AND 12, K AND L. FIRST FLOOR DEMOLITION NOTES 1. REMOVE EXISTING FLOOR SLAB AND BAR JOISTS BETWEEN 6RID5 It AND 12, K AND L. 2. REMOVE EX4STING FLOOR SLAB BETWEEN 6RID5 125 AND 13, G AND H1.5. SEE ARCHITECTURAL AND PLAN ABOVE. a COLUMN (TYPICAL) r 1 I f=L AN NOTES, I. (XXX' -XX ") INDICATES TOP OF 5TEEL BEAM ELEVATION, TOP OF BEAM ELEVATION = 15' -1 1/2" UNLESS NOTED OTHERN15E. 2. D INDICATES NEW TUBE STEEL COLUMN DOWN ONLY UNLESS NOTED OTHERWISE. 3. • INDICATES NEW TUBE STEEL COLUMN UP AND DONW UNLE55 NOTED OTHERWISE. 4. ALL NEW COLUMNS SHALL BE T5 4X4X1/4 UNLE55 NOTED OTHERWISE. 5. CONTRACTOR SHALL VERFIY 51ZE OF AN EXISTING BEAMS AND COLUMNS WHICH ARE AFFECTED BY THE WORK. b. ALL NEW CONCRETE 5LA5 SHALL BE 4 1/2" TOTAL THICKNE56 ON I" - 22 GA&E METL DECK (5min = O.131n 3 Imin = 0.013ln4) AND REINFORCED WITH 6X6 1,42A X W2.q W.W.F. 7. INDICATi':S AREA NOT INCLUDED IN CURRENT SCOPE. a 0 )TINE AT 1' -O" OVeL -L) =OOTI N& ' -O" .ND TOP ° -L ELEV. I.. I ma DOOR AND LOUVIR OPENING RE: ARC. AND MECH. PROVIDE (4) - #6 BOTTOM AND (2) - #6 TOP OF CONCRETE BEAM. EXTEND 1' -0 BEYOND OPENING. Monroe & Newell Engineers, Inc. P.O. Box 1597 ZZ�L 0048 E. Beaver Creek Blvd., Suite 301 Avon, Colorado 81620 (970) 949 -7768 Tr-T FAX (970) 949 -4054 EMAIL avonCo monroe- newell.cotn 1701 Wynkoop, Suite 101 Denver, Colorado. 80202 (303) 623 -4927 FAX (303) 623 -6602 EMAIL denver(&monroe- newell.com ISSUE /REVISION DATE NO. 90 % DD DOCUMENTS t 01/08/01 FULL PHASE III - V 02/05/01 DOCUMENTS RESTAURANT AND 02109/01 KITCHEN DOCUMENTS FULL PHASE III - V CONSTRUCTION DOCUMENTS 42/26/01 EAST PENTHOUSE 04/03/01 REVISION PHASE III 08/01/01 PERMIT DOCUMENTS fr: � VAIL� MOUNTAIN LODGE E RENOVATION EAST MEADOW DRIVE. VAIL, COLORADO 1. PHASE III, FULL PERMIT DOCUMENTS DRAWN BY ECW, MSH CHK'D BY PDM, SMW SHEET FILE NOTE- ELEVATIONS SHOW ON STRUCTURAL PLANS ARE TAKEN FROM ORIGINAL COPYRIGHT 2000 BY DAVIS PARTNERSHIP P.C. CONSTRUCTION DOCUMENTS. TO MATCH CURRENT SITE SURVEY ELEVATIONS SHEET NUMBER ADD V -4" TO ELEVATIONS 61VEN S2'3 D.P.A. PROJECT # 002200.00 ,� � "4, � )� ,,t 'It , , " � I - . 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EXISTINd, EXI (q4769 Ims, JOISTS 14HfFt�9 JOISTS Ix 14+44 W4 4/X CO (E) 1AELV NEW TU5E_ STEEL TO OF CA X A EX15TIISI6 5 EL �y i ^ BEAM 21 4)-14H5 (E) -14 (E)-14H5 (�)74H5 (r=)- 14HJ I (E) 14W5 (E)-J4H5 In , 14H5 'GV-1 C a W_ I�x&x3ltia T T I C "m 12>X(6xa/ AL Y, P I -C,-A L (5) TS a3��IXI14 T"rP'T (3) A NC 2 TIS 3XaIIXI14 CIO COLUM!N &X4X318 WITH Lip ONLY COW_.RETr: UP ONLY N -7 IIN Ail/ NT CONNECTION Lot C - — - — -- 4 TYPICAL 11TH TS 4X4XII4 TS 5X5XI14 MOMENT CONNECTION COLUMN ONLY TYPICAL (6) UP UP ONLY z T 0— - X Q nw /� Ti-tttttt11fR1D FLOOR E:)Et**'10L1 ' \h' PARTIAL PLAN - 4, 71ON t t� � (E)-14H5 (E)1-14tO T5 �3X 1/4 oLtulmr-im V41 1/2 "m T AND 50 om LATE I ar VIS1 Pa nershi,*jArchit is 2301 BLAKE ST., STE. #100 DENVER, COLORADO 80206 301861.8566 F.301861.3027 0137 MAIN STREET. UNIT C106 POST OFFICE BOX 2711 EDWARDS, COLORADO 81632 970,926.8960 F.970.926,8961 Monroe & Newell Engineers, Inc. P.O. Box 1.497 0045 B. Beaver Creek BIvd.. Suite _ UA)I Avon, Colorado 81620 (970) 949-7768 FAX (970) 949-4054 EMAIL avonC&monroe-newell.com 1701 Wynkoop, Suite 101 Denver, Colorado 80202 (303) 623-4927 FAX (303) 623-6602 EMAIL denverCamonroe-newell.com ISSUE/REVISION DATE OVE XI IN& 1/21,09 PIPE COLU; T 90 % DD DOCUMENTS 01/08101 FULL PHASE III - V 02/05/01 DOCUMENTS � ui XISTIN6 IST REM. 5XI CONSTRUCTION DOCUMENTS 7 EAST PENTHOUSE j j j JOIST JO REVISION E IST 08/01/01 /01 4— N F1RA1"t*11Nr-;; f=LAN ) -4'V I i 12X26 H NaXI 10, G NOTE-5t P L 1. (XX'-XX") INDICATES TOP OF STEEL SEAM ELEVATION. CANTLE R 5TO. PIPE LUMN TOP OF NEW STEEL SEAM ELEVATION EOUAL5 (q4'-7 1/2") UNLESS OTHERWISE NOTED 2. C) INDICATES NEN TUBE STEEL COLUMN DOWN ONLY UNLESS NOTED OTHERWISE. -Z 5. 0 INDICATES NEW TUBE STEEL COLUMN UP AND DONN UNLE55 NOTED OTHERA15E. 4. ALL NEW COLUMNS SHALL $E T5 4X4XI/4 UNLESS NOTED OTHER.1041515. z 5. ALL NEW CONCRETE 5LA5 SHALL BE 4 1/2" TOTAL THICKNESS ON 1" 22 6A&E METL DECK (5rnIn ac 0.151m5 ImIn = 0.0-751n4) AND REINFORCED WITH 21 6X6 K2.q X N2.q N.W.F. 6. INDICATES AREA NOT INCLUDED IN CURRENT SCOPE. X1 C_ Cl A EE \D NOTE- ELEVATIONS 5HON ON STRUCTURAL PLANS ARE TAKEN FROM ORIGINAL I' -0" z 0 1 J, CONSTRUCTION DOCVMENT5. TO MATCH if CURRENT SITE SURVEY ELEVATIONS BA ONY ADD 1'-4" TO ELEVATIONS GIVEN X 53.1 RE 52.4 F R ST =EL .1 z (E)_ I BEAMS CCATIO 5 1 (E)_5 1/ 0 511 TH15 A A \ STD. STD. PE PIPE T5 4X 1/4 Co - E I SON6 14 H90 IST I F ST1 I4 , ,-,/ C 14H EXISTING 4H5 /2"(P 9 EX TI 14H5 EXIST 14H5 10 P�Oxl 142 COL ;-966- TING 14H5 4 PPE W =I COLUMN XIO 53.1 14 zl/ X N N Ne>XIo!1 V'45XIO [5 J5X3 4 GOLU UP T5 5X3 4 x10 COLU UP T5 3X3 4 COLU UP (TYP AL 4 LO TION5) 12 13 XIq T5 4 X114 (TY CAL) ar VIS1 Pa nershi,*jArchit is 2301 BLAKE ST., STE. #100 DENVER, COLORADO 80206 301861.8566 F.301861.3027 0137 MAIN STREET. UNIT C106 POST OFFICE BOX 2711 EDWARDS, COLORADO 81632 970,926.8960 F.970.926,8961 Monroe & Newell Engineers, Inc. P.O. Box 1.497 0045 B. Beaver Creek BIvd.. Suite _ UA)I Avon, Colorado 81620 (970) 949-7768 FAX (970) 949-4054 EMAIL avonC&monroe-newell.com 1701 Wynkoop, Suite 101 Denver, Colorado 80202 (303) 623-4927 FAX (303) 623-6602 EMAIL denverCamonroe-newell.com ISSUE/REVISION DATE OVE XI IN& 1/21,09 PIPE COLU; T 90 % DD DOCUMENTS 01/08101 FULL PHASE III - V 02/05/01 DOCUMENTS � ui REMOVE XISTIN& L REM. EXISTI CONSTRUCTION DOCUMENTS 7 EAST PENTHOUSE j j j JOIST JO REVISION PHASE III 08/01/01 /01 4— N F1RA1"t*11Nr-;; f=LAN G NOTE-5t 1. (XX'-XX") INDICATES TOP OF STEEL SEAM ELEVATION. TOP OF NEW STEEL SEAM ELEVATION EOUAL5 (q4'-7 1/2") UNLESS OTHERWISE NOTED 2. C) INDICATES NEN TUBE STEEL COLUMN DOWN ONLY UNLESS NOTED OTHERWISE. -Z 5. 0 INDICATES NEW TUBE STEEL COLUMN UP AND DONN UNLE55 NOTED OTHERA15E. 4. ALL NEW COLUMNS SHALL $E T5 4X4XI/4 UNLESS NOTED OTHER.1041515. z 5. ALL NEW CONCRETE 5LA5 SHALL BE 4 1/2" TOTAL THICKNESS ON 1" 22 6A&E METL DECK (5rnIn ac 0.151m5 ImIn = 0.0-751n4) AND REINFORCED WITH 6X6 K2.q X N2.q N.W.F. 6. INDICATES AREA NOT INCLUDED IN CURRENT SCOPE. Cl A EE NOTE- ELEVATIONS 5HON ON STRUCTURAL PLANS ARE TAKEN FROM ORIGINAL I' -0" CONSTRUCTION DOCVMENT5. TO MATCH CURRENT SITE SURVEY ELEVATIONS ADD 1'-4" TO ELEVATIONS GIVEN ar VIS1 Pa nershi,*jArchit is 2301 BLAKE ST., STE. #100 DENVER, COLORADO 80206 301861.8566 F.301861.3027 0137 MAIN STREET. UNIT C106 POST OFFICE BOX 2711 EDWARDS, COLORADO 81632 970,926.8960 F.970.926,8961 Monroe & Newell Engineers, Inc. P.O. Box 1.497 0045 B. Beaver Creek BIvd.. Suite _ UA)I Avon, Colorado 81620 (970) 949-7768 FAX (970) 949-4054 EMAIL avonC&monroe-newell.com 1701 Wynkoop, Suite 101 Denver, Colorado 80202 (303) 623-4927 FAX (303) 623-6602 EMAIL denverCamonroe-newell.com ISSUE/REVISION DATE NO. 90 % DD DOCUMENTS 01/08101 FULL PHASE III - V 02/05/01 DOCUMENTS FULL PHASE III - V CONSTRUCTION DOCUMENTS 02/26/01 EAST PENTHOUSE 04/03/01 REVISION PHASE III 08/01/01 /01 PERffdT DOCUMENT',* 0 VAIL MOUNTAIN LODGE EXPANSION AND RENOVATION EAST MEADOW DRIVE VAIL, COLORADO PHASE III FULL PERMIT DOCUMENTS DRAWN BY ECW, MSH CHK'D BY PDM, SMW SHEET FILE COPYRIGHT 2000 BY DAVIS PARTNERSHIP P.C. SHEET NUMBER: S2m5 D.P.A. PROJECT# 002200M r i 1 1A 2 2A 3 4 5 6 12 13 , W-4" ii' -9 1 /4" ! 20' -10 3/4" 20' -tl 1/4" 20' -It 1/4" 20' -10 3/4" q' -2" 18' -10" 10'-O" 6' -O" 22' -O" 23' -10" 10' -2" lei —�- - -- i { - I - - - - - - - - - - - - -- - - - - �-- _ _ _ _ _ _ _ - - �--- _ _ - _ _ _ - , _ _ - - _ - -_- i I I i M- - - -�- - - - - - -�- - - --(j- - - - ---= - - - - - - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - -+- - - - - M 1 ! I /2" GONG TE � 4 i j 5L ON I C22 N , 14 11 �1 T 414X114 53 ME� D GK I i I I I 54.2 Y45 REI FO GED WITH m 6X61- CiXW2.a W 1 ` 3'-5 5/ I' -3" 4' 3" 7 1/4"L,41-5" 4' -3 ' -5 318 4' -3" 4' -3" ' -5 5/6"41-5" 4' -3" 4' -3" -2" i I' 3 w ' -6" 5? 4' -6" ' 4", 1' -2" -4" 4' -6" i ryi i 3 3 +, 54 2 / t\ � 1 �.,d�_., i � v- - _ \ t N 10 ry S ' PIPE (E 3"($> FOL�F�T�� LEVEL OLUM OLUMN 7 53.1 STD. PE 1 TS 414X1/ X((!,ET0i6 PI GO N (BELOW 1 V ` fR A� l N� L A N I n MOVE � UP ONLY (BELOW) _ T jl•� L VE E) t*'*l ITI N ,q... ry X15TIN6 1 4 E) -2 2 "cP - 15T5 N STD' IPE T5 14X1/4 NOTES= A) /� j j� I. (XX' -XX ") INDICATES TOP OF STEEL BEAM ELEVATION. 1 �3t + 14 X (r=)-T,, 4X4X1/4 TOP OF NEW STEEL BEAM ELEVATION EQUALS (105' -T 1/2") / ®" = I'-0" &RIDS I -9 AND (104' -7 1/2") &RID'5 Q -13 UNLESS OTHERWISE NOTED. X 121 2. 0 INDICATES NEW TUBE STEEL COLUMN DOWN ONLY UNLESS TO, PI N lt) It) NOTED OTHERWISE. LUM Q XO 3. INDICATES NEW TUBE STEEL COLUMN UP AND DOWN UNLE55 ry 1, EXIST O�� WBX15 W12 NOTED OTHERWISE. y ` X 4. ALL NEW COLUMNS SHALL BE TS 4X4X1I4 ( -a !/2" (E) 4 "m PE TD. PIPE PIPE _ _Q UNLESS NOTED OTHERWISE. 4 l� � . f ! COLUMN z COLUMN XX-STFZON PIPE GOLUM N 5, -4 j-INDICATES FULL MOMENT CONNECTION. tON. fV REMOVE 15TIN6 6. ALL NEW CONCTETE SLAB SHALL BE 4 142" TOTAL THICKNESS ON I" - 22 GAGE W YOX15 AT '-0" AWD I W12 9 METAL DECK (5min = 0.13 In I min = 0.0731n ) AND REINFORCED W1TH F - - - - �� REM EXI5TIN bXb W2A X W2.41 W.W.F. `4 H8 AT 2'-0" A 5L.A5 RE X I a (E) -5 "m 10X15.3 H F 7, INDICATES AREA NOT INCLUDED IN CURRENT SCOPE. NOTE (E) -3 /2" SOUTH OF - (P 5T PIPE PIP COLUMN X- N PIP f'LAt� G LUMN tz �" LUMN Q VIS' Pa .. Archit is 2301 BLAKE ST., STE. #100 DENVER, COLORADO 80205 303.861.6555 F.303.861.3027 0137 MAIN STREET. UNIT C106 POST OFFICE BOX 2711 EDWARDS, COLORADO 81632 -; 970.926.8960 F.970.926.8961 Monroe & Newell . Engineers, Inc. P.O. Box 1597 0048 E. Beaver Creek Blvd., Suite 301 Avon, Colorado 81620 (970) 949 -7768 FAX (970) 949 -4054 EMAIL avon(?�inonroe- neweli.com 1701 Wynkoop, Suite 101 Denver, Colorado 80202 (303) 623 -4927 FAX (303) 623 -6602 EMAIL denverracnonroe- neweil.com ISSUE /REVISION DATE NO. 90 % DD DOCUMENTS 01/08/01 FULL PHASE III - V 02/05/01 DOCUMENTS - t STD. PI COLUMN 12X26 FULL PHASE III - V t!, -- 02/.26/01 EAST PENTHOUSE i REVISION I Q O Q Q I _ _L - -�- _ _ _ _ _ _ _ _ _ p t ,: I I 12X26 X t`i r I i TS X1 14 (1 11 I HA R TO - - -�' - - -�- - I - - -- - � I R AiI „�41' BEAM E TYR - - 2' -2 q' -1' 1/4" 1/2" �' -8 1!' -9 3/4" ' -5 1/ I/8" I 2' -& 11611 ' -1 1Z N I4 i I I - l # T5 3X1/4 COLUMN �,Nv ii i n 1 T5 313X114 COLUMN - I ! t I UP DOWN TYPICAL (4) I UP AND DOWN I -4 - - -- _ _ _ TYPICAL (4) I- - _ - _ - 10 ry S ' PIPE (E 3"($> FOL�F�T�� LEVEL OLUM OLUMN 7 53.1 STD. PE 1 TS 414X1/ X((!,ET0i6 PI GO N (BELOW 1 V ` fR A� l N� L A N I n MOVE � UP ONLY (BELOW) _ T jl•� L VE E) t*'*l ITI N ,q... ry X15TIN6 1 4 E) -2 2 "cP - 15T5 N STD' IPE T5 14X1/4 NOTES= A) /� j j� I. (XX' -XX ") INDICATES TOP OF STEEL BEAM ELEVATION. 1 �3t + 14 X (r=)-T,, 4X4X1/4 TOP OF NEW STEEL BEAM ELEVATION EQUALS (105' -T 1/2") / ®" = I'-0" &RIDS I -9 AND (104' -7 1/2") &RID'5 Q -13 UNLESS OTHERWISE NOTED. X 121 2. 0 INDICATES NEW TUBE STEEL COLUMN DOWN ONLY UNLESS TO, PI N lt) It) NOTED OTHERWISE. LUM Q XO 3. INDICATES NEW TUBE STEEL COLUMN UP AND DOWN UNLE55 ry 1, EXIST O�� WBX15 W12 NOTED OTHERWISE. y ` X 4. ALL NEW COLUMNS SHALL BE TS 4X4X1I4 ( -a !/2" (E) 4 "m PE TD. PIPE PIPE _ _Q UNLESS NOTED OTHERWISE. 4 l� � . f ! COLUMN z COLUMN XX-STFZON PIPE GOLUM N 5, -4 j-INDICATES FULL MOMENT CONNECTION. tON. fV REMOVE 15TIN6 6. ALL NEW CONCTETE SLAB SHALL BE 4 142" TOTAL THICKNESS ON I" - 22 GAGE W YOX15 AT '-0" AWD I W12 9 METAL DECK (5min = 0.13 In I min = 0.0731n ) AND REINFORCED W1TH F - - - - �� REM EXI5TIN bXb W2A X W2.41 W.W.F. `4 H8 AT 2'-0" A 5L.A5 RE X I a (E) -5 "m 10X15.3 H F 7, INDICATES AREA NOT INCLUDED IN CURRENT SCOPE. NOTE (E) -3 /2" SOUTH OF - (P 5T PIPE PIP COLUMN X- N PIP f'LAt� G LUMN tz �" LUMN Q VIS' Pa .. Archit is 2301 BLAKE ST., STE. #100 DENVER, COLORADO 80205 303.861.6555 F.303.861.3027 0137 MAIN STREET. UNIT C106 POST OFFICE BOX 2711 EDWARDS, COLORADO 81632 -; 970.926.8960 F.970.926.8961 Monroe & Newell . Engineers, Inc. P.O. Box 1597 0048 E. Beaver Creek Blvd., Suite 301 Avon, Colorado 81620 (970) 949 -7768 FAX (970) 949 -4054 EMAIL avon(?�inonroe- neweli.com 1701 Wynkoop, Suite 101 Denver, Colorado 80202 (303) 623 -4927 FAX (303) 623 -6602 EMAIL denverracnonroe- neweil.com ISSUE /REVISION DATE NO. 90 % DD DOCUMENTS 01/08/01 FULL PHASE III - V 02/05/01 DOCUMENTS FULL PHASE III - V CONSTRUCTION DOCUMENTS 02/.26/01 EAST PENTHOUSE 04/03/01 REVISION PHASE Ill 08101/01 a PERMIT DOCUMENTS i y 4 VAIL MOUNTAIN LODGE EXPANSION AND RENOVATION EAST MEADOW 1' VAIL, COLORADO PHASE III'- FULL PERMIT ` DOCUMENTS DRAWN BY ECW, MSy CHK'D BY PDM, SMW SHEET FILE COPYRIGHT 2000 BY DAVIS PARTNERSHIP P.C. SHEET NUMBER: S2n6 D.P.A. PROJECT # 002200.00 Q E N 2 0 0 i 4 h Q 0 �tl h i h z 0 0 t i 7 f -7' 6I1' -q 1/4" 20' -10 5/4" LO 4 I )I L 20' -11 1/4" 5 i L 20' -I I 1/4" 6 a i E r 20' -10 5/4" 7 7A I !I 1 I 8 8A 9 10 1 I i 1 ly i i 1 j t 11 12 13 y I ! i � 1 ! 1 I t I 2 � n i t 4I ' � I 1W ✓ J 1 Y . PIPE COLUMN 1 _ WFjX4b 61 0 - (E) 4" 0 STD. PIPE COLUMN DATE 4X4X11 I s I i I { { t t 8 8A 9 10 1 I i 1 ly i i 1 j t 11 12 13 y I ! i � 1 ! 1 I t I 2 � n i t 4I ' � I 1W ✓ J 1 Y . PIPE COLUMN 1 _ WFjX4b 61 0 - (E) 4" 0 STD. PIPE COLUMN 611 X 'PIPE COLUMN WbX48 1 (115' -I 1/29 ff M C,H,4N 1!,4L MEZZANINE FRAMING FLAN 1/5"= 1'-0" jROOF FRAMING NOTES: 1. METAL ROOF DECK SHALL BE 1 1/2" WIDE RIB, 19 GAGE WITH MINIMUM YIELD STRESS OF 55 K51. MINIMUM DECK SECTION PROPERTIES ARE AS FOLLOWSi Ix - 0.255 IN`s 5x = 0.2&q IN5 . 2. Cj INDICATES TUBE STEEL COLUMN DOWN ONLY. 5. ALL ROOF PURLINS WITH SPANS LESS THAN 1' -0" SHALL 5E W5XIO UNLESS NOTED OTHERWISE 4. (XXX' -XX'9 INDICATES TOP OF STEEL BEAM ELEVATION. 5. NEW TUBE STEEL COLUMNS SHALL BE T5 4X4X1/4 UNLESS NOTED OTHERWIS#. 6. ALL EXI5TIN6 BEAM ELEVATIONS ARE TO BE FIELD VERIFIED. OGOOF N?M i=L. All I. INDICATES AREA NOT INCLUDED IN CURRENT SCOPE. A2 NOTE- ELEVATIONS SHOW ON STRUCTURAL. PLANS ARE TAKEN FROM ORI6INAL CONSTRUCTION DOCUMENTS. TO MATCH CURRENT SITE SURVEY ELEVATIONS ADD 1' -4" TO ELEVATIONS GIVEN i vis 'Pa p,Arc11 t5 2301 BLAKE ST., STE. #100 DENVER, COLORADO 80205 303.861.8555 F.303;861.3027 0137 MAIN STREET. UNIT 0106 POST OFFICE BOX 2711 EDWARDS, COLORADO 81632 970.926.8960 F.970:926.8961 Monroe & Newell Engineers, Inc. P.O. Box 1597 0048 E. Beaver Creek Blvd., Suite 301 Avon. Colorado 81620 (970) 949 -7768 FAX (970) 949 -4054 EMAIL avonCmonroe- newell.com 1701 Wynkoop, Suite 101 Denver, Colorado $0202 (303) 623 -4927 FAX (303) 623 -6602 EMAIL denverCa Monroe- newell.com ISSUE /REVISION DATE 4X4X11 1 90 % DD DOCUMENTS m m X X F:X4XII FULL PHASE III - V I — DOCUMENTS FULL PHASE III - V I 611 X 'PIPE COLUMN WbX48 1 (115' -I 1/29 ff M C,H,4N 1!,4L MEZZANINE FRAMING FLAN 1/5"= 1'-0" jROOF FRAMING NOTES: 1. METAL ROOF DECK SHALL BE 1 1/2" WIDE RIB, 19 GAGE WITH MINIMUM YIELD STRESS OF 55 K51. MINIMUM DECK SECTION PROPERTIES ARE AS FOLLOWSi Ix - 0.255 IN`s 5x = 0.2&q IN5 . 2. Cj INDICATES TUBE STEEL COLUMN DOWN ONLY. 5. ALL ROOF PURLINS WITH SPANS LESS THAN 1' -0" SHALL 5E W5XIO UNLESS NOTED OTHERWISE 4. (XXX' -XX'9 INDICATES TOP OF STEEL BEAM ELEVATION. 5. NEW TUBE STEEL COLUMNS SHALL BE T5 4X4X1/4 UNLESS NOTED OTHERWIS#. 6. ALL EXI5TIN6 BEAM ELEVATIONS ARE TO BE FIELD VERIFIED. OGOOF N?M i=L. All I. INDICATES AREA NOT INCLUDED IN CURRENT SCOPE. A2 NOTE- ELEVATIONS SHOW ON STRUCTURAL. PLANS ARE TAKEN FROM ORI6INAL CONSTRUCTION DOCUMENTS. TO MATCH CURRENT SITE SURVEY ELEVATIONS ADD 1' -4" TO ELEVATIONS GIVEN i vis 'Pa p,Arc11 t5 2301 BLAKE ST., STE. #100 DENVER, COLORADO 80205 303.861.8555 F.303;861.3027 0137 MAIN STREET. UNIT 0106 POST OFFICE BOX 2711 EDWARDS, COLORADO 81632 970.926.8960 F.970:926.8961 Monroe & Newell Engineers, Inc. P.O. Box 1597 0048 E. Beaver Creek Blvd., Suite 301 Avon. Colorado 81620 (970) 949 -7768 FAX (970) 949 -4054 EMAIL avonCmonroe- newell.com 1701 Wynkoop, Suite 101 Denver, Colorado $0202 (303) 623 -4927 FAX (303) 623 -6602 EMAIL denverCa Monroe- newell.com ISSUE /REVISION DATE NO. , 90 % DD DOCUMENTS 01/08/01 FULL PHASE III - V 02/05/01 DOCUMENTS FULL PHASE III - V CONSTRUCTION DOCUMENTS 02/26/01' EAST PENTHOUSE 041`03/01 REVISION PHASE III 08/01101 Q PERMIT DOCUMENTS -,Q r tilo°a "g� VAIL MOUNTAIN' LODGE. EXPANSION AND RENOVATION EAST MEADOW D RIVE VAIL, COLORADO, P FULL r DOCUMENTS DRAWN BY ECW, DASH CHK'D BY PDM, SMW SHEET FILE COPYRIGHT 2000 BY DAVIS PARTNERSHIP P.C. SHEET NUMBER: S2m7 D.P.A. PROJECT # 002200.00 W. r 0-) 7 F, 0 1A 2 2A 0 0 11 �12 3 'V-61# &—bit W-4- 1P -4 1/4 20'-10 5/4" 20' —II 1/4" 20'—I1 1/4" 20'-10 5/4" 10'-2" le 7� lie b OfROOF DEt**IOLITION ALAN I. INDICATES AREA NOT INCLUDED IN CfURRPENT SCOPE. NOTE— ELEVATIONS SHOW ON STRUCTURAL PLANS ARE TAKEN FROM ORIGINAL r,0N5Tf;WCTI0N DOCUMENTS. TO MATCH CURRENT SITE SURVEY ELEVATIONS, ADP 1'-4* TO ELEVATIONS, 6I\M=N • Archit is 2301 SLAKE ST., STE. #100 DENVER, COLORADO 80206 303,861.8555 F.303,861.3027 0137 MAIN STREET, UNIT C106 POST OFFICE BOX 2711 EDWARDS, COLORADO 81632 970.926.8960 F.970.926,8961 Monroe & Newell I Engineers, Inc. P.O. Box 1597 (X)48 E. Beaver Creek BIN-d- Suite 301 Avon, Colorado 81620 (970) 949-7768 FAX (970) 949-4054 EMAIL avorK&monroe-ncwell.com 1701 W*ynkoop, Suite 101 Denver. Colorado 80202 (303) 623-4927 FAX (303) 623-6602 EMAIL denver(ii)monroe-newell.com ISSUE/REVISION DATE "NO. 90 % DID DOCUMENTS 01/08/01 FULL PHASE III - V 02/05/01 DOCUMENTS FULL PHASE III - V CONSTRUCTION DOCUMENTS 02/26/01 EAST PENTHOUSE 04/03/01 REVISION PHASE III 08101/01 PERMIT DOCUMENTS :A *?NAL IC)p COLON VAIL MOUNTAIN LODGE EXPANSION AND RENOVATION EAST MEADOW *1- VAIL, COLORADO PHASE III FULL PERMIT DOCUMENTS DRAWN BY ECW, MSH CHK'O BY PDM, SMW SHEET FILE COPYRIGHT 2000 BY DAVIS PARTNERSHIP P.C. SHEET NUMBER: S2m7D D.P.A. PROJECT # 002200.100 FX GE NERAL NOTES � uwwwr�" rwrrw�,wr�w�riirr��w"wirwww�r .. .. 1. LiVE LOADS USED IN DESIGN: A. ROOF (GREATER THAN 3/12 SLOPE) 80 'PSF ROOF (3/12 SLOPE AND LESS) 100 PSF 8. TYPICAL FLOOR (RESIDENTIAL) 40 PSF 0. TYPICAL FLOOR (COM6EIRCIAL, RESTAURANTS, ETC.) 100 PSF 0. TYPICAL FLOOR (EXIT CORAIDORS) 100 PSF E. WIND 1. BASIC WIND SPEED BO MPH 2. EXPOSURE B F. EARTHQUAKE ZONE I 0. LIVE LOADS ARE REDUCED PER CODE IF APPLICABLE. 2. TESTING: A. CONTRACTOR SHALL FURNISH OR PROVIDE COORDINATION FOR TESTING AS REQUIRED BY THE PROJECT SPECIFICATIONS. THE TESTING PROGRAM SHALL BE COORDINATED WITH THE PROJECT OWNER. ARC141TECT NO STRUCTURAL ENGINEER • 3. FOUDAT 1 ON& A. MAXIMUM SOIL DESIGN PRESSURE 3000 PSF S. CONTRACTOR TO FOLLOW ALL RECOIMETDATIOW IN SOILS REPORT NO. 13876A BY CIEN AND ASSOCIATES. C. ALL FOOTING BEARINO ELEVATION 94M ARE ASSUMED. EXACT BEARING ELEVATIONS SHALL BE VERIFIED IN THE FIELD WITH ACTUAL CONDITIONS BY CONTRACTOR WITH APPROVAL OF SOILS ENGINEER AND ALL BOTTOM OF FOOTINGS SMALL BE A MINIMUM OF 48' BELOW EXTERIOR GRADE. D. ALL FOOTINGS ARE TO BE PLACED ON FIRM, UNDISTURBED , NATURAL SOIL OR PROPERLY COMPACTED BACCFILL. APPROVED BY THE SOILS ENGINEER. BACKFILL SHALL BE COMPACTED TO 05% MINIMUM) MODIFIED PROCTOR DENSITY PER ASTM D1S37 UNLESS OTHERWISE RECOMMENDED IN THE SOILS REPORT. IF SOFT SPOTS ARE ENCOUNTERED REMOVE SOIL AND RECOMPACT WITH APPROVED FILL, (RE: SOIL REPORT FOR DESCRIPTION OF BEARING SOIL.) E. NO 9ACKFILLl1NG SHALL BE PLACED AGAINST BASEMENT MALLS UNTIL THE LONER LEVEL • FLOOR AND MAIN LEVEL FLOOR ARE IN PLACE ND PROPERLY ANCHORED. CONCRETE SLABS SHALL BE PROPERLY CURED. F. CENTER ALL FOOTINGS UNDER WALLS, COLUMNS OR GRID LINES UNLESS OTHERWISE NOTED ON PLANS. 0. CONTRACTOR TO PROVIDE, AT HIS EXPENSE, FIELD DENSITY TESTS ON COMPACTED FILL UNDER FOOT INGS AND .INTER IOR SLABS -ON -GRADE. A M IN I MUM OF 2 REPRESENTAT IVE TESTS SHALL BETAKEN FOR EACH FOOTING AND SLAB ON GRADE, H. NOTIFY SOILS ENGINEER MIEN EXCAVATION IS COMPLETED SO THAT CONDITIONS MAY BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE, 4. CONCRETE: A. ALL CAST- IN -PLACE CONCRETE SHALL BE MADE WITH TYPE I I I PORTLAND CEMENT, STONE AOGREGATE AHD SHALL SATISFY THE FOLLOWING REQUIREMDft- CONCRETE ITEM F'C MIX TYPE MAX W/C RATIO X AIR REQ. FOOTINGS, FOUNDATION WAILS AND SLABS ON GRADE 4000 psi STD 0.50 6 1/2 (+/- 1 1/2%) SLABS ON METAL DECK 3500 psI STD 0.80 - - - EXTERIOR CONCRETE 4000 psi 0.40 6 1/2 (+/- 1 1/2X) B. SLABS, FOOTINGS, AND WALLS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE, ANY STOP IN CONCRETE WORK MST BE MADE AT THIRD POINT OF SPAN WITH VERTICAL BULKHEADS AND HORIZONTAL SHEAR KEYS UNLESS OTHERWISE SHOWN. ALL CONSTRUCTION JOINT'S SHALL BE AS DETAILED OR AS REVIEWED BY THE ENGINEER. C. ALL CONCRETE WOW AND REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE WITH ACI BUILDING CODE 318 LATEST EDITION. UNLESS NOTED OTHERWISE..USE STANDARD HOOKS FOR DOWELS UNLESS OTHERWISE NOTED. ALL EXPOSED EDGES OF CONCRETE WORK SHALL HAVE 3/4 INCH OWAFER. 5. REINFORCEMENT: ` A. ALI RE IINORC ING SHALL BE HIGH - STRENGTH DEFORMED BARS CONFORMING TO ASTM A 615, GRADE 60 EXCEPT TIES, STIRRUPS AND PLATE ANCHORS WHICH SHALL BE DEFORMED BARS, ASTM DESIGNATION A815, GRADE 40 OR ASTM A 706 GRADE 80. B. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 GRADE 65 AND SHALL BE LAPPED ONE FULL MESH AT SIDE AND END SPLICES AND WIRED TOGETHER. C. REINFORCEMENT PROTECTION: 1. CONCRETE POURED AGAINST EARTH 3- 2. CONCRETE POURED IN FORMS (EXPOSED TO WEATHER OR EARTH) 2- 3. $LABS AD WALLS (NOT EXPOSED TO WEATHER) 3/4- D. REINFORCEMENT PLACEMENT AND TOLERANCES SHALL BE IN ACCORDANCE WITH SECTIONS 7,5, 7.6 AND 7.7 OF ACI 318, LATEST EDITION. E. NO SPLICES OF REINFORCEMENT SMALL BE MADE EXCEPT AS DETAILED OR AUTHORIZED BY THE STRUCTURAL ENGINEER. LAP SPLICES, WHERE PERMITTED, SHALL B£ A MINIMUM OF 46 BAR DIAMETERS FOR 06 BARS AND SMALLER AND 94ALL BE A MINIMUM OF 80 BAR DIAMETERS FOR I7 AND /B REINFORCEMENT UNLESS OTHERWISE NOTED. MACE ALL BARS CONTINUOUS AROUND CORNERS. F. PLACE TWO 05 (PER 6' THICKNESS) WITH 2' -0 PROJECTION AROUND ALL OPENINGS IN CONCRETE WALLS, SLABS. AND BEMIS. ALSO PROVIDE TWO 08 X 4' -0 DIAGONALLY AT EACH CORNER. 6. STRUCTURAL STEEL- A. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A9020RADE50 EXCEPT PIPE COLUMNS NH ICH SHALL CONFORM TO ASTM A53 AND'TUBE COLUMNS TO ASTM A500, GRADE B, LATEST EDITIONS. MISCELLANEOUS EMBEDDED ITEMS SMALL BE A36 STEEL. S. ALL STRUCTURAL BOLTS SHALL BE A325N INSTALLED TO A WN IMRN SNUG TIGHT CONDITION. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTED OTHERWISE. C. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE LATEST PROVISIONS OF RISC 'MANUAL OF STEEL CONSTRUCTION.' D. UNLESS OTHERWISE NOTED. USE STANDARD FRAMED BEAM CONNECTIONS WITH STEEL BOLTS PER AISC 'MANUAL OF STEEL CONSTRUCTION' TABLE ii -A WITH A325 -N BOUTS OR WELDED EQUIVALENT, SELECT CONNECTION TO SUPPORT 60% THE TOTAL UNIFORM LOAD CAPACITY FOR EACH GIVEN BEAM AND SPAN FOR NON - COMPOSITE MEMBERS. FOR COMPOSITE MEMBERS CONNECTIONS, CONNECTIONS SHALL SUPPORT 75X OF THE TOTAL CAPACITY FOR EACH BEAN AND SPAN UNLESS OTHERWISE NOTED. STEEL SUPPLIER MAY SUBMIT ALTERNATE CONNECTION DETAILS ACCOMPANIED BY CALCULATIONS STAMPED BY THE REGISTERED PROFESSANAL ENGINEER RESPONSIBLE FOR THE CONNECTION DESIGN FOR ENGINEER'S REVIEW. E. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOCIETY STANDARD QUAL i F ICAT IONS TESTS AS OUTLINED IN AWS -01 .1 . F. MINIMUM WELDS TO BE PER AISC TABLE J2.4 BUT NOT LESS THAN 3/16' CONTINUOUS FILLET UNLESS OTHERWISE NOTED. 0. THE TERMINOLOGY 'OONTINUOUS' MEANS QUANTITY. PROVIDE THE NECESSARY JOINT DETAILS TO ALLOW FOR BUILDING MOVEMENTS. COORDINATE LOCATIONS WITH ARCHITECTURAL CONTROL AND EXPANSION JOINTS. H. PROVIDE TEMPORARY BRACING AND PRECAUTIONS NECESSARY TO WITHSTAND ALL CONSTRUCTION AND/OR WIND LOAD$ UNTIL ALL FIELD CONNECTIONS ARE COMPLETED AND PERMANENT LATERAL SYSTEMS AND DECKS ARE IN PLACE. 1. STEEL FABRICATOR SHALL NOT RECEIVE ADDITIONAL COMPENSATION FOR SHOP DRAWING TIME FOR ANY REVISIONS TO ERECTION DRAWINGS NOR FOR ANY REVISIONS TO PIECE DRAWINGS PRIOR TO ENGINEER'S APPROVAL OF ERECTION DRAWINGS. 7. METAL DECK: A. UNLESS OTHERWISE NOTED, DECK SHALL BE SHOP- PAINTED STEEL, SHALL BE OF THE TYPECALLED FOR ON THE FRAMING PLANS AND $HAIL BE CONTINUOUS WHERE POSSIBLE, S. DECKING $HALL BE INSTALLED AND ALL OPENINGS IN DECK CUT AND REINFORCED IN ACCORDANCE WITH MANUFACTURER'S STANDARD DETAILS AND SPECIFICATIONS EXCEPT AS OTHHERW I SE NOTED. C. WELDING REQUIREMENT'S $HHALL BE AS FOLL016 UNLESS OTHERWISE NOTED ON DRAWINGS. 1. ATTACH ROOF. OEM TO SUPPORT BEAMS. STEEL JOISTS OR PLATES WITH 5/8' PUDDLE WELDS AT 6'• 2. LONGITUDINAL JOINTS BETWEEN ADJACENT ROOF DEC( UNIT'S SHALL BE WELDED PER MANUFACTURED RECOMMENDATIONS AT 1 LOCATION (SIDE LAPS) PER .SPAN. 3. ATTACH ROOF DECK TO BEAM OR PLATES PARALLEL TO DECK WITH 5/8' DIAMETER PUDDLE WELas AT 12' 4. ATTACH FLOOR ,OEOC TO EACH END SUPPORT AT 12 INCHES AND TO EACH INTERMEDIATE SUPPORT AT SIDE LAPS PLUS ONE INT'EN DIATE POINT WITH 5 /8' DIAMETER PUDDLE WELD. PROVIDE WIELD WASHERS AS REQUIRED. S. LONGITUDINAL JOINTS BETWEEN ADJACENT FLOOR DECK UNITS SHALL BE FASTENED TOGETHER AT 36` MAXIMUM SPACING WITH 5 /8• DIMETER PUDDLE MELDS. FASTEN FLOOR DECK TO PARALLEL AND PERIMETER BEAMS AT 24 ". 6. HEADED ANCHOR SIM SHALL BE W1XOE0 DIRECTLY TO STEEL BEAMS THROUGH DECK. B. LIGHT GAGE FRAMING: A. LIGHT-CAGE METAL FRAMING SHALL BE THE SIZE AND GAGE SHOWN ON THE DRAWINGS. B. FRAMING ROLLED FROM STEEL 18 GAGE AND LIGHTER SHALL CONFORM TO AMU A570, LATEST EDITION, WITH °A MINIMUM YIELD STRESS OF 33,000 PSI. C. FRAMING ROLLED FROM 'STEEL 16 GAGE AND HEAVIER SHALL CONFORM TO ASTM A570, LATEST EDITION, WITH A MINIMUM YIELD STRESS OF 50,000 PSI. D. ALL WORK SMALL CONFORM WITH THE RECOGNIZED STANDARDS AND CODES FOR LIGHT GAGE METAL FRAMING. G. NON -SHRINK GROUT: A. NON-SHRINK GVROUT SMALL BE PROVIDED: 1. BETWEEN COLUMN BASES AND CONCRETE SUPPORTS. 2. BETWEEN BEAMS OR BEAM BEARING PLATES AND CONCRETE. 3. GROUT SHALL BE COMPLETE PRIOR TO ADDING BUILDING LOADS ABOVE. 10 • NON - STRUCTURAL ELEMENT'S: A. ELEMENTS SUCH AS NON - BEARING PARTITIONS, M. ATTACHED TO AND/OR SUPPORTED BY THE STRUCTURE SHALL TAKE INTO ACCOUNT DEFLECTIONS AND OTHER STRUCTURAL MOVEMENTS. B. FIRE PROTECTION FOR ALL STRUCTURAL PARTS SHALL BE PROVIDED AND SHALL MEET ALL CODE REQUIREMENTS FOR THE TYPE OF CONSTRUCTION SPECIFIED BY THE ARCHITECTURAL DRAWINGS. STRUCTURAL STEEL MDIBERS SHALL BE CONSIDERED UNRESTRAINED UNLESS OTHERWISE NOTED. 11. GENERAL: A. ENGINEER'S ACCEPTANCE MUST SE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS. S. VERIFY ALL OPENINGS THROUGH FLOORS, ROOF AND WALLS WITH MECHANICAL AND ELECTRICAL CONTRACTORS. VERIFICATION OF LOCATIONS, SIZES, LINTELS, AND REQUIRED CONNECTIONS ARE CONTRACTOR'S COMPLETE RESPONSIBILITY. C. PRIOR TO INSTALLATION OF MECHANICAL AND ELECTRICAL EQUIPMENT OR OTHER ITEMS TO BE ATTACHED TO THE STRUCTURE, ENGINEER'S APPROVAL OF CONNECTIONS AND SUPPORTS SHALL BE OBTAINED. UNLESS SPECIFICALLY DETAILED ON ARCHITECTURAL AND STRUCTURAL DRAWINGS, RESPECTIVE WM NTRACTOR SHALL FURNISH ALL HANGERS. CONNECTIONS, ETC,, REQUIRED FOR INSTALLATION OF HIS ITEMS. 0. PROVIDE ALL EMBEDDED ITEMS IN STRUCTURE AS NOTED ON ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND STRUCTURAL DRAWINGS. MISCELLANEOUS EMBEDDED ITEMS AND ANCHOR BOLTS SHALL BE FURNISHED BY STEEL SUPPLIER AND INSTALLED BY CONCRETE CONTRACTOR. STEEL `SHALL FULFILL ASTM A36. E. PROV IDE ASPHALTIC MAST IC -COAT ING ON ALL STEEL EXPOSED TO THE EARTH. F. SUBMIT SHOP AND ERECTION DRAWINGS TO ENGINEER FOR REVIEW OF ALL CONCRETE REINFORCING. STRUCTURAL STEEL, AND METAL DEC(. THE MANUFACTURING OR FABRICATION OF ANY ITEMS PRIOR TO WRITTEN REVIEW OF SHOP DRAWINGS WILL BE ENTIRELY AT THE RISK OF THE CONTRACTOR. G. WATERPROOFING. VAPOR BARRIERS, MMTER57OP, ETC., SHALL BE AS SHOWN ON THE ARCHITECTURAL DRAWINGS NO AS INDICATED IN THE SPECIFICATIONS. H. ALL MASONRY AND STONE VENEERS SHALL BE ATTACHED TO INTER i OR AND EXTM I O R MALLS AS SPECIFIED IN SECTIONS 1403.6.4.2 AND 1403.6.4.3 OF THE UNIFORM BUILDING CODE. 1. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST FIELD ARCHITECTURAL DRAWINGS. ' J. CONTRACTOR SHALL VERIFY ALL ASSUMED EXISTING CONDITIONS. IF CONDITIONS ARE DIFFERENT THAN ASSUMED. NOTIFY ENGINEER. f I ;"_. 1/2" ISOLATION j ' T5 COLUMN WITH JOINT 5/4" X 0' -10" X 0' -10" BASE PLATE AND (4) -5/4" R X 10" 21-0" I i ANCHOR BOLTS ' I 4" SLAB ON GRADE 05 AT 2'-0" X 4 1 i W1TH H.N.F. n I RE PLAN i t , t 1 I 1 i A I I I I d' •6�''d•:O• • 0�''0•: OV� O 0•: Oa'° '"0•: Ob'� o :� (2) --N5 TOP AND d BOTTOM 49 u 4 (5) - *5 TIES AT 5" TOP t #5 TIES AT 1' -4" #5 AT 1'-4" a HORIZONTAL AND VERTICAL ° 4 #5 AT 1'--4" X • •. •� d d' •' AT FOOTING "� ♦ , ' °' ' A. 4 th RE s PLAN SECTION F7) 0 (4) - #5 X I 4 TOP OF WITH 3/4" D THRU -BOLTS OPENING AT 1' -••4 ". ALTERNATE - RE i PLAN EXTEND CHANNELS 8" 90 % DD DOCUMENTS BEYOND OPENING AT t EACH END 1 t ! t ! i ! i ! t i i ! ! CUT OPENING AFTER 1 i INSTALLING HEADER ABOVE. DO NOT t I OVERCUT I i I 1 5ECTIO 1 5/4" = 1' -0" REt PLAN TS BEAM RE, PLAN 2" METAL GRATE RE, ARCH. L4X4X5 15 CONTINUOUS-­/ WITH 5/4" 0 X 6" EPDXY 8N ANCHOR AT 2' -0" EXISTING CONCRETE SLAB ON METAL DECK EXI5TIN6 CONCRETE HALL &ECTION 2 5/4" = 1'-0" 5/8" BENT PLATE /-CONTINUOUS WITH 05 X 7-6" AT 1' -0" L4X4X5 18 CONTINUOUS WITH 5/4" V X 6" EXTERIOR STUD EPDXY ANCHOR WALL AT 1' -4" 4 1/2" CONCRETE 2" METAL GRATE 6" SLAB ON METAL (2) -W5 CONTIN RE ARCH. DECK 4 2° TOP AND BOTTOM d• L.4X4X5/8 a. CONTINUOUS .751-Off STEEL BEAM • 613 AT 1'-0" RE, PLAN WITH HORIZONTAL 1/2" X 8" X 8" BASE ° 51-011 X a " m ' EXPANSION ANCHORS ON I" GROUT qN • V , #5 AT 1' -4" ! RE, PLAN FOR SIZE ' VERTICAL AND LOCATION OF 8" GUT OPENING L • EXISTING CONCRETE WALL dJ ... o:oo a:oo�o: �° a.00 d Oo nDO ..n DO .n000 n p o0(0��.0 00CT� o� o`s�p o �QOO .n O n�OO• M '`dO:otP.o�O•:OM' °.° 0•: 4u °.o`�'0. Ott° 4" CONCRETE SLAB WITH W.W.F. ON 12" GRAVEL BASE SLOPE TO DRAIN, CIVIL eECTION 3 RE: ARCH. AND 5/4" ", 1'-O" L < M4 X 7-6" AT 1'-4" DOWEL AND EPDXY 6" INTO EXISTING SLAB EXTERIOR METAL 4" CONCRETE SLAB STUD WALL WITH "4F ON RIGID INSULATION STONE VENEER t 1 •` (2) -W5 CONTINUOUS .. • EXISTING CONCH &ECTION .4. 5/4" = 1'-0" EXISTING CONCRETE 51-AS EXISTING STEEL BEAM 1 518" X 6" WIDE BENT PLATE WITH (0 -1/2" m X 4" EMBED EPDXY ANCHOR - 16' -O" ;OoOr-] Ilk '74' -9" EXISTING CONCRETE FIELD VERIFY WITH ENG 1 NEEFZ PROVIDE GROUT UNDER PLATE AFTER DEMO. EXISTING STEEL BEAM i , I Ilk ' •►Archit is 2301 BLAKE ST. STE. #100 DENVER, COLORADO 80205 303.861.8555 F.303.861.3027 0137 MAIN STREET. UNIT C106 POST OFFICE BOX 2711 _ EDWARDS, COLORADO 81632 970:926.8960 F.970.926.8961 Monroe & Newell Engineers, Inc. P.O. Box 1597 0048 13. Beaver Cree* Blvd., Suite 301 .Avon, Colorado 81620 • (970) 949 -7768 FAX (970)949 -4054 EMAIL avon(Smonroe- newell.com 1701 Wynkoop, Suite 101 Denver, Colorado 80202 (303) 623 -4927 FAX (303) 623 -6602 EMAIL denver(?�monroe- newell.com ISSUE /REVISION I DATE NO. 90 % DD DOCUMENTS 01108/01 FULL PHASE III - V 02/05/01 DOCUMENTS RESTAURANT AND 02/09/01 KITCHEN DOCUMENTS FULL PHASE III - V CONSTRUCTION DOCUMENTS 02/26/01 Q EAST PENTHOUSE 04/03/01 REVISION PHASE III 08/01/01 Ti i PERMIT DOCUMENTS 2 ' np n r • `.(A JAR:: Eh • �% VAIL MOUNTAIN LODGE EXPANSION AND RENOVATION EAST MEADOW DRIVE VAIL, COLORADO PHASE III 'FULL PERMIT DOCUMENTS DRAWN BY ECW, MSH �w CHK'D BY PDM, SMW SHEET FILE COPYRIGHT 2000 BY DAVIS PARTNERSHIP P.C. SHEET NUMBER; ■ D.P.A. PROJECT # 002200.00 Alr. i , IJ I I 0 ,1- r W1OX45 EACH SIDE WITH { FULL' MOMENT _= CONNECTION E { i q4' -7 1/214A, { 10" It MI I { i It{ I O O 0 I I WIOX50 WITH 1/411 I T5 4X2XI/4 I CONTINUOUS t i I I PORTION OF I h (E) -M 14X 17.2 TO BE REMOVED DO NOT OVERGUT A A EXI5TIN6 SLAB, METAL DECK ANT? BAR J015T J, 76' -O" 5TIN6 BEAM STEEL COLUMN 1/4" BENT PLATE EACH EXI5TIN6 3" ( WITH 1/2" BASE SIDE OF SLAB CONCRETE SLAB PLATE WITH (4)- ON BAR .)OISTS 1 /2 "<D BOLTS 4 1/2" SLAB ON METAL 4 1/2" GONCRE'tE SLAB I " DECK WITH W,W.F. CONCRETE SLAB (VERIFY) ON I" METAL DECK WITH ON METAL OECK 6" METAL STUD WALL 6X6 W2.gXW2,q W.W.F. WITH BEAM BEY EXI5TIN6 CONGRETE�' ~; RE, 5GHEDULE WITH g„ AND 2' ARCHITECTURAL RE, PLAN I SLAB, METAL DECK; TOPPIN6 SLAB AND GYP. SHEATHING � AND J015T5 > ` WATERPP.00FIN6 AT SIM. n 1/4" BENT STEEL x ,;_. X ' x I X'L.� it .:�_ x . . EDGE ANGLE A -------------- ---------------- ---------------- i { , 1/4" m ms 1/4" STIFFENER 1/4" END STEEL BEAM RE =PLAN PLATE, EACH SIDE I EXISTING STEEL BEAM GAP EXI5TIN6 NOTE, (2) -I /4' STIFFENERS BEAM ' 0VW EACH CO." WALL) I STEEL BEAM I 16 GA. DEEP TRACK REQUIRED U NOM ALL ( RE, PLAN L4X4X3 16 WITH 3/4' 6AP TO STUD COLUMNS LARGER THAN 11 M 4 X 4 CONNECTION PLATE T5 PURLIN5 1 t 1/4" X 6" X P-O" RE: PLAN STEEL COLUMN STEEL BEAM WITH 1/2" BASE RE: PLAN 2 PLATE WITH (4) eECTION 11 1/2 "m BOLTS & E C T I ON SEC TION 1 314" It-011 3/4" : 1' -0" 3/4' 1'-O' 6" EXTERIOR STUD MINIMUM 0 WALL RE, 5CHEDULE 5" AT RE, WITH 6YP. SHEATHING EACH 1/4 EXI5TIN6 PIPE LAN 4 1/2" CONCRETE SLAB EXI5TIN6 SLAB, BEAM t COLUMN ,JOIST AND CONCRETE 5LA13 i 1� "y�1,F2tZEWiIpU1TH EXI5TIN6 STEEL BEAM { ON METAL TiECK STEEL BEAM BEAI•,,I I RE RE = PLAN RE, PLAN { , ARC q WATERPROOFIN6 AT 51M. N, (VERIFY) I r {t t --•- x -sr- x•::z x x { 1/4" BENT STEEL EDGE ANGLE STEEL BEAM I EXI5TIN6 PIPE RE: PLAN CONNECTION PLATE COLUMN RE P1 A14 5 /I6" X 10" X 0' -5" { i EACH SIDE i STEEL BEAM 5" RE, PLAN 16 GA. DEEP TRACK WITH 3/4" 6AP TO 5TUD &ECTION 12 &ECTION 71 314" = 1' -O" 3/4#'= 1'-O" &ECTION 2 3/4" = I'-O" 1/4" CONTINUOUS BENT PLATE EXTERIOR STUD WALL CONCRETE SLAB WITH SHEATHING ON METAL DECK BEYOND EXISTING CMU CONCRETE SLAB 4 i/2" CONCRETE ON METAL. DECK WALL I/4" BENT PLATE (nj SLAB ON METAL DECK RE, PLAN ARCHITECTURAL WITH RE: PLAN _ .xr -.°- x �-a�c ` =-.- x,--• X --. TOPPING 5LAB AND 4" SLOPES `4` « WATERPROOFING 641-W1 « F RE, ARCH MEMBRANE (VERIY) ® « xd i.,—'x x x x r: --9x` x'— ...'�xa ^mss— x Z —"—�'x ' a. 'IIIA II STEEL BEAM RE, PLAN �: a?� Z STEEL BEAM LbX4X3 16 EACH 51M RE, PLAN STEEL BEAM WITH W-5/4"41 X 6" '`` "' _ RE, PLAN EPDXY ANCHORS STEEL BEAM FULLY &ROUTED GMU n RE: PLAN EXI5TIN6 SLAB, TYPICAL CELLS AT BEAM L 4X4X316 JOIST AND BEAM CONNECTION WITH ,w CONTINUOUS 2'-0" MINIMUM BELOW •rte•" PRIOR TO INSTALLING 6" LbX4X3 16X0' -4" EPDXY ANCHORS t eECTION 13 5ECT,10N 8 SECT ION 3 3/4" = 11 -0" 3/411 = I'--O" 3/4" = 11 -01i t t T5 4X2X1/4 (E) -3 1/2" COLUMN C6X6.2 PLUG WELDS 2" AT 5" I/4" 05X6.7 -SECTION ANNA A 1 1/2" a 5EC.,TION le, 3/4" - I' -O" ,"., , STEEL BEAM -' RE: PLAN L4X4X316 WITH 3/4" Qi X 6" EXPDXY ANCHOR AT 2'-0" &ECTION 1.4 3/4" = 1' -O" a i EXISTING CONCRETE WALL CONCRETE SLAB EXI5TIN6 CONCRETE ON METAL DECK SLAB ON METAL RE: PLAN DECK 1 Ii s « 77_77 77 .— —. — — • s v 3" DRILL 4" AND EPDXY STEEL BEAM " X 1' -6" AT I'--6" RE: PLAN INTO EXI5TIN6 SLAB { SECT ION 1� 3/4" 11 -O" EXTERIOR METAL STUD WALL WITH SHEATH 1 NG 1/4" BENT PLATE I, RE, PLAN v-- -STEEL BEAM RE, PLAN &ECTION g 31411 = I'-O" L4X4X1/4 (WELD TO BEAM) 4" CONCRETE SLAB RE, PLAN ON METAL DECK _._ RE, PLAN l- STEEL BEAM RE, PLAN SECTION 4. 3/4' = I'-ON 1 411 (VERIFY ,y NEW TUBE STEEL EXI5TIN6 CONCRETE COLUMN SLAB, METAL DECK t I EXI5TIN6 STEEL AND JOI5T5 BEAM ' I DRILL 4" AND EPDXY { 03 X I'-6" AT STIFFENER INTO .EXI5TIN6 SLAB PLATE, EACH SIDE { NOTE, (2) -1/4" STIFFENEFZS &NOM EACH COL" WALL) REQUIRED UNDER ALL COL11h1N5 LARGER THAN I 4 "X4' EXI5TIN6 PIPE COLUMN &ECTION 10. 3/4" = f'-O" CONCRETE SLAB ON METAL DECK. REINFORCED WITH W.W.F. RE, LAN -+-- x `--= It 5TEEL BEAM RE, PLAN 5ECTION F7� 3/4" a 11-00 ". Archit is 2301 BLAKE ST., STE, #100 DENVER, COLORADO 80205, 303.861:8555 F.301861.3027 0137 MAIN STREET . UNIT C106 POST OFFICE BOX 2711 EDWARDS, COLORADO 81632 970.926.8960 F.970.926.8961 Monroe & Newell Engine4xs, Inc. P.O. Box 1597 0048 E. Beaver Creel: Blvd- Suite 301 Avon,- Colarado 81620 (970) 943-7768 FAX (970) 949 -4054 EMAIL avont�a monroe- newellxom 1701 Wynkoop,,$uite 101 Denver, tColora o 80202 (3113) 623 -4927 FAX (303) 623 -6602 EMAIL denveri@monroe- newell.cotn V ISSUE /REVISION i { i i { NO. 90 % DD DOCUMENTS REMOVE EXI5TING 4 1/2" CONCRETE FULL PHASE III - V 02/05/01 j WALL ABOVE SLAB ON METAL -T5 4X4X316 { I 76' -O" DECK RE, PLAN COLUMN { i CONSTRUCTION DOCUMENTS 02/26/01 EXI5TIN6 CONCRETE 04103101 6" REVISION 4 1/2" CONCRETE i i SLAB PHASE 111 08/01/01 _ - SLAB ON METAL i { 114" DECK RE: PLAN NT - (E)- WI2Xiq WITH PLATE • • WEB STIFFENERS i X ' X , . x-•- -x x >- I t - (E)- M14X17.2 WITH WEB STIFFENERS � TI`4" 6" _ T5 4X2X1/4 (E) -3 1/2" COLUMN C6X6.2 PLUG WELDS 2" AT 5" I/4" 05X6.7 -SECTION ANNA A 1 1/2" a 5EC.,TION le, 3/4" - I' -O" ,"., , STEEL BEAM -' RE: PLAN L4X4X316 WITH 3/4" Qi X 6" EXPDXY ANCHOR AT 2'-0" &ECTION 1.4 3/4" = 1' -O" a i EXISTING CONCRETE WALL CONCRETE SLAB EXI5TIN6 CONCRETE ON METAL DECK SLAB ON METAL RE: PLAN DECK 1 Ii s « 77_77 77 .— —. — — • s v 3" DRILL 4" AND EPDXY STEEL BEAM " X 1' -6" AT I'--6" RE: PLAN INTO EXI5TIN6 SLAB { SECT ION 1� 3/4" 11 -O" EXTERIOR METAL STUD WALL WITH SHEATH 1 NG 1/4" BENT PLATE I, RE, PLAN v-- -STEEL BEAM RE, PLAN &ECTION g 31411 = I'-O" L4X4X1/4 (WELD TO BEAM) 4" CONCRETE SLAB RE, PLAN ON METAL DECK _._ RE, PLAN l- STEEL BEAM RE, PLAN SECTION 4. 3/4' = I'-ON 1 411 (VERIFY ,y NEW TUBE STEEL EXI5TIN6 CONCRETE COLUMN SLAB, METAL DECK t I EXI5TIN6 STEEL AND JOI5T5 BEAM ' I DRILL 4" AND EPDXY { 03 X I'-6" AT STIFFENER INTO .EXI5TIN6 SLAB PLATE, EACH SIDE { NOTE, (2) -1/4" STIFFENEFZS &NOM EACH COL" WALL) REQUIRED UNDER ALL COL11h1N5 LARGER THAN I 4 "X4' EXI5TIN6 PIPE COLUMN &ECTION 10. 3/4" = f'-O" CONCRETE SLAB ON METAL DECK. REINFORCED WITH W.W.F. RE, LAN -+-- x `--= It 5TEEL BEAM RE, PLAN 5ECTION F7� 3/4" a 11-00 ". Archit is 2301 BLAKE ST., STE, #100 DENVER, COLORADO 80205, 303.861:8555 F.301861.3027 0137 MAIN STREET . UNIT C106 POST OFFICE BOX 2711 EDWARDS, COLORADO 81632 970.926.8960 F.970.926.8961 Monroe & Newell Engine4xs, Inc. P.O. Box 1597 0048 E. Beaver Creel: Blvd- Suite 301 Avon,- Colarado 81620 (970) 943-7768 FAX (970) 949 -4054 EMAIL avont�a monroe- newellxom 1701 Wynkoop,,$uite 101 Denver, tColora o 80202 (3113) 623 -4927 FAX (303) 623 -6602 EMAIL denveri@monroe- newell.cotn V ISSUE /REVISION DATE NO. 90 % DD DOCUMENTS 01/08/01 FULL PHASE III - V 02/05/01 DOCUMENTS FULL PHASE III - V CONSTRUCTION DOCUMENTS 02/26/01 EAST PENTHOUSE 04103101 REVISION PHASE 111 08/01/01 �z PERMIT DOCUMENTS 2:k _ VAIL MOUNTAIN LODGEANA a�-;.• ° S1 EXPANSION AND RENOVATION EAST MEADOW DRIVE VAIL, COLORADO, . e PHASE I'll FULL PERMIT DOCUMENTS DRAWN BY ECW, MSH CHK'D BY PDM, SNNY .SHEET FILE COPYRIGHT 2000 BY DAVIS PARTNERSHIP P.C. SHEET NUMBER: D.P.A. 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