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File Documents.200 S Aspen St.0007.2017.ACBK
11 KL&A, Inc. Structural Engineers and Builders 200 S Aspen Aspen, CO Structural Calculations - Supplement oti PO L. .LP • Prepared by: KL&A, Inc 77 Date: June 5, 2017 I -0: 3.0 c$� S City of Aspen ao .� Received 7/10/17 1 Building Department 004 KL&A, Inc. /44.0 Structural Engineers and Builders Calculation Package TABLE OF CONTENTS The following supplemental calculations are being provided in response to the building department comments/structural plan review dated April 4, 2017. Please reference the structural plan review response letter and revised drawings for additional information. 100. FOUNDATIONS 3 200. LATERAL DRAG CONNECTIONS(CORE AND VEHICLE LIFT) 8 300. BASE PLATE DESIGN (MOMENT FRAME) 37 City of Aspen Received 7/10/17 2 Building Department fiiKL&A, Inc. Structural Engineers and Builders Calculation Package 100. FOUNDATIONS This section includes supplemental calculations related to the foundations including footings less than 4'-0" in width. All footings less than 4'-0" in width have been designed for a reduced allowable bearing pressure of 3000 psf as required in the geotechnical report provided by HP Geotech, dated March 21, 2016. These footings consisted of concentric wall footings and column spread footings at the building entry along grid 1. Footings were designed utilizing a combination of spreadsheets and hand calculations. City of Aspen Received 7/10/17 3 Building Department -t; t;. KL&A, Inc. �,` `. ,;_ -�: Structural Engineers and Builders Title e_I Lena J Date Job no. Subject fib jur.il q By Sheet of o 2'4" Cheer F+oo-}t bead r j 1- Grit/- --1 All qbl t .bear►n6 ' eaCi Fes? S' J of wart _ (3100-)6,--.0-) ilet oDepcf, 50 140/ �-- O.t, Wvv,- Er\r1 ( Las,; 1 .nnv 1.26 Psr 9 .) 1 'bp1 . L b t i co O 3 pt +" a Lc))11'12w d o 6"e"t Z-Cr' foot ..o." N161,44 1 f_. (z1•oI1N3(3CC101)SF) tgoo P).R. "1"t°:' WC_ 4c5M _ • t 11a x C01 Gmrl 41, d et Efoij r , Cr,)tAm ,.. Sit" O) OJ \Aratlk 5;1� 67 Foo tir!, Ch ea-- rkrAtl, Gal'.,M. /7 or.-n vva'I weuihi-- dor, 1 a-,-(.coli 1 0-e/r",ri" 64 ,,, f-,, I Zt'7-e•�i v 4 p5 1/ Wall - 67o 17,I W C/ c City of Aspen Received 7/10/17 4 Building Department 'it, KL&A, Inc.Structural Engineers and Builders Title Hotel Lenado Date 6/25/14 Job No. Subject FTG CHECK By BWB Sheet CONCENTRIC SPREAD FOOTING DESIGN Governing Code: ACI 318-11 V2-0 FOOTING NUMBER = r F4 DESIGN CAPACITY t Pow Axial (ASD), P/0 = 10 kip {P/P } Axial (LRFD), 4Pn = 13 kip Net Uplift(ASD), P„pi;n = 0 kip TOP REINF I 1 1 BOT REINF—� ' o .i s FOOTING CRITERIA -i I I Concrete Strength, fo = 4 ksi SECTION VIEW Footing Width, b = 24 in Footing Length, L = 24 in ., EFFECTIVE COLUMN Footing Thickness, h = 12 in PUNCHING SHEAR FAILURE PLANE a SHEAR FAILURE PLANE BOTTOM REINFORCMENT . : FLEXURE FAILURE PLANE Quantity = (3) Reinforcing bar = #5 SPREAD FOOTING Reinforcing strength,ff = 60 ksi • Reinforcing bar diam, db = 0.63 in B d y. Reinforcing bar Area,Ab = 0.31 in` t. Reinf Clear Cover, Le = 3 in PLAN VIEW TOP REINFORCMENT SOIL CRITERIA Quantity = 0 Soil Bearing, q = 3 ksf Reinforcing bar = #5 Soil Density,y = 120 pcf Reinforcing bar diam = 0.63 in Min Soil Height, hsoil = 0.0 ft Reinforcing bar Area = 0.31 in2 Max Soil Height, hmax = 4.0 ft MINIMUM COLUMN SIZE Depth, B = 10.0 in Width, N = 10.0 in DESIGN SUMMARY Footing 2' -0" x 2'-0" x 12 " w/ (3) #5B EW LIMIT STATE SUMMARY D/C Limit Soil Bearing 0.83 < 1.0 FTG Punching Shear 0.04 <_ 1 0 FTG Beam Shear -0.05 <_ 1 0 FTG Flexure 0.56 <_ 1.0 Uplift 0.00 <_ 1.0 FTG Negative Flexure N/A > 1.0 City of Aspen Received 7/10/17 5 Building Department v KLtA, Inc. Title Hotel Lenado Date 6/25/14 Job No. Structural Engineers and Builders Subject FTG CHECK By BWB Sheet CONCENTRIC SPREAD FOOTING DESIGN Governing Code: ACI 318-11 V2-0 FOOTING NUMBER = F4 SOIL BEARING Service Load, Pa = 10 0 kip Ultimate Load, P„ = 13.0 kip Footing Width, b = 24 in Footing Length, L = 24 in Area of Footing,A = bL = 576 in` Soil Allowable 3 ksf Applied Soil Pressure, qa = Pa/A = 2.5 ksf Ultimate Soil Rxn, qu = P„/A = 0.023 ksi gatq 0.8 <_ 1.0 OK FOOTING PUNCHING SHEAR Resistance Factor, 4 = 0.75 Depth of Reinforcing, d = h-Le-db/2 = 8.7 in Effective Col Width, Ba = B = 10.0 in Effective Col Depth, Ne = N = 10 0 in Perimeter, bo = 2(Ne+d)+2(Be+d) = 75 in as = 40 = Ne/Be = 1.0 Punching Force, R„ = P„-q„(Ne+d)(Be+d) = 5 1 kip Punching Shear Strength, V c Eqn (11-33) = (2+4/13)(fo)^0.5 bo d = 246 kip Eqn (11-34) = [(as d)/b0+2)(fo)^0.5 bo d = 273 kip Eqn(11-35) = 4(fc)^0.5 bo d = 164 kip Controls Punching Shear Design Strength, (1)R = 123 kip Ru/4)Rn 0.04 <_ 1.0 OK City of Aspen Received 7/10/17 6 Building Department ♦ KLtA, Inc. Title Date 6/25/14 Job No. Structural Engineers and Builders Subject By Sheet CONCENTRIC SPREAD FOOTING DESIGN Governing Code: ACI 318-11 V2-0 FOOTING NUMBER = F4 FOOTING BEAM SHEAR Resistance Factor, (I) = 0 75 Distance to Shear Plane,x = b/2-[min(Be, Ne)/2+d] _ -1.7 in Shear Force, R„ = q„(x)L = -0 9 kip Shear Strength,Vo = 2(fo)^0 5 b d = 26.4 kip Beam Shear Design Strength, 4)Rn = 19.8 kip Ru/4)Rn -0.05 <_ 1.0 OK FOOTING FLEXURE Resistance Factor, 4) = 0.9 Distance to Moment,y = b/2-min(Be, Ne)/2 = 7 0 in Moment, Mu = q„b y2/2 = 13.3 k-in Minimum Steel,As,min = 0.0018*b*h = 0.52 in2 Bars Used, nb = (3) Area of Steel,As = nb*Ab = 0.93 in2 As,min/As = 0.56 a = As Fv/(0.85 fo b) = 0.68 in Moment Capacity, Mn = As F5(d-a/2) = 466 k-in Design Moment Capacity,4)Mn = 419 k-in Ru/4)Rn 0.56 5 1.0 OK UPLIFT Uplift Load, Puplift = 0 kip Volume of Concrete,Vfta = bLh = 4 cuft Volume of Soil,Vsoil = bLhsoil = 0 cuft Dead Load, DL = Vrtg*vconc+Vsoil*Y = 1 kip Effective Dead Load, 0.6DL = 0 kip DIC 0.00 5 1.0 OK FOOTING NEGATIVE FLEXURE Soil weight, gsoil = hmaxy = 3.3E-03 ksi Footing Self Weight,gfta = 1.0E-03 ksi Moment, Mu = grail b y2/2 = 3 k-in Bars Used, nb = 0 Area of Steel,As = nb*Ab = 0 in2 a = As F5/(0.85 fo b) = 0.00 in Moment Capacity, Mn = As F5(d-a/2) = 0 k-in Design Moment Capacity,4)Mn = 0 k-in Ru/4)Rn N/A > 1.0 NG City of Aspen Received 7/10/17 Building Department fiiKL&A, Inc. 0 4 Structural Engineers and Builders Calculation Package 200. LATERAL DRAG CONNECTIONS (CORE AND VEHICLE LIFT) The following section includes an updated summary of the diaphragm and collector loading at each floor level. Calculations of the collector elements and drag connections are included. City of Aspen Received 7/10/17 8 Building Department THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWING INDICATES THAT THE INFORMATION SHOWN AND THE CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEEN PREPARED BY QUALIFIED PEOPLE 9 cil oOOo0ANDES CHE DIE PO SIB OFIT TSE PECIFEERLY DISCCOME. TON SEAL DOES,NOT TS,D WINGS THATITY I.FOR INFORMATION PREPARED BY OTHERS NOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING "fff AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ON PHASED PROJECTS,DRAWINGS THAT ARE ISSUED BUT NOT SEALED SHALL BE CONSIDERED TO BE PRELIMINARY IN NATURE AND ARE 7Y•_IO• ISSUED FOR INFORMATION ONLY. 1 �, 15'-0' i6'-10' 4'-0• .1, 14'-B' 1 I4'-0^ 1 FORUM THESE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS ON THE PROJECT TO CLEARLY DEFINE 1 1 1PH ALL OF THE REQUIREMENTS FOR THE CONSTRUCTION. WHERE /�< \ CONFLICTS OCCUR CONTACT ARCHITECT FOR CLARIFICATION. 5-300 /s• H © 12'° a 3 1,r-D'�, 715 West Main Street,Suite 204 1__ ® rt j jAspen,Colorado 81611 -} + P:970.279.4157 F:866.770.5585 I 86 0 • I y+`1ryQ.F ® 7 I I y+ 0 86-0 STAIR UP �5 , 0 I <> I —1 —I — m - - - - -1- - - - - - - - - 1 - - - - - - I - - - 0 200SAspen 86.-0'` —_� �_—_—_—_—_ —I--_—_ —_{_ I tti 6 0 200 South Aspen Aspen CO L—1—J —�gi, eQ+ —� 510R+ o�, 1. 81611 • I I 86---o I �s I 86---o IN DCBD2,LLC © — j — — — — — — — — — — — — — — —L— — ' — — — — II I CONCC IP .® WALL _I j _ L_ __I . 86'-0• of I ;Dd PRELIMINARY-NOT S 3°" I i° 1-- = FOR CONSTRUCTION S THESE DRAWINGS ARE INCOMPLETE AND COMBINED0 14i ARE MISSING INFORMATION THEY ARE FTG AT COL INTENDED FOR PRELIMINARY USE ONLY G — — — — — — — — — Mmax=340kft— — — — — — — — — — — — 24'THK MAT FON Vmax 26k REIBELOW E®X xC o Mmax=325kft I- J 4__ I6'CIP CONC EA WAY TOP AND BOT Vmax=62k 8'-7 3/4' € •o WALL I CONSULTANTS O j I T -E ��I� s s t/a 1 } O SURVEYOR 41,T/FIG „,.....----1 1'�5�`6 Tuttle Surveying 82'-s illIii ¢1� Gle Blake Ave 5- P Glenwood S Tin s,CO 81601 za^f CIP CONC Mmax=190kft 'DL=410K �, ee+ P 9 I (970)928-9708 PILASTER AT COL Vmax=13k ' . �'LL=164K �a� ® I w jeff©tss-us.com ABOVE ELEv MAT Mmax=855kft SL=47K STAIR UP FDN,TYP Vmax=4ok ...Iii ` 82-s I CIVIL © -----------I---- 1--------------- — --- L------ - j— --------�-9- C J Roaring Fork Engineering T Y I r �� 0123 Emma Road,Suite 200b ©I 1 tis� Basalt,CO 81621 T/so�c ,,o,1 + (970)948-7474 _ • �— a -°' �cz �1 eq�,, I — richardg@rfeng.biz I- 0 �01� T I j MECHANICAL 12'CIP CONC WALL TYP AT 5•SOG ELEVATOR CORE,REINF W/ �+F- S 11 11 S Architectural Engineering Consultants f5®18'OC HORIZ F. AND BASE REACTIONS 40801 US-6#214 f601T•0C VERT EF Avon,CO 81620 (970)748-8520 FOR SHEAR WALLS taylor@aec-vail.com ® . I STRUCTURAL 86-0 ` I I I - KLB,A,Inc O - - - - -- -- ----------- ----------------1--- ------------- -------= y+5+��eQ -- I - - j - - -----�- 0 1875 Lawrence Street,#700 �S Denver,CO 80202 r •m (970)927-5174 j1 ` as'-o' ® I •p jmyers@klae.com I H — , ——— „ •as'-D• I CONTRACTOR O - - - - - - - - - - - - - �+= - - - - - -�- - - - - - - r - - - - - - O TBD N 24'THK MAT FDN I I BELOW VEHICLE LIFT, 7'ryP REINF W/fXOXX•OC 0 PILASTER DIM UN e. EA WAY TOP AND BOT c,04 0Q1 • S 3 ro ',FTC } r 0 83'-5 1/2' F m • I-- )(MAX DATE OF PUBLICATION p I 1 86'= p Mmax=257kft Mmax=360kft 1 {F Vmax=31k Vmax=32k Mmax=310kft Mmax=225kft o 12"LIP CONE WALL FYP AT 1 I Vmax=30k Vmax=28k —J ELEVATOR CORE,REINF W/ I 1 1 _o f5018.OC EF HORIZ AND f5012•DL^'=255K g'" 6 s 7 DL=172K nW /� L •, LL=54KT LL 1K 5� II _n II— i --------J a® SL=55.5K SL-43K S • `400 I u3 H 11.2 1-0" 2.24.± O _ _ 1 { _ O PROJECT NO: L0115 y y I'-1 _3O s' DRAWN BY: MJL 1 N COPYRIGHT: KL&A INC 0 67) O (1) (ID ZONE DISTRICT Mixed Use ( l PARCEL ID#273-707-337-001 N LEGAL DESCRIPTION Subdivision:CITY AND ® KEYNOTE LEGEND FOUNDATION NOTFS FOUNDATION PLAN TOWNSITE OF ASPEN Block:75 O Lot:AAND:-Lot:Thru C 1 STEEL FRAMED STAIR,PROVIDE THICKENED SLAB-ON-GRADE AT STRINGERS PER I. FLOOR CONSTRUCTION: CEICK NORMAL CHT CONCRETE TYPICAL DETAILS. DLABHO DEPTH OF SL OF SLABE,REINFORCE W/f4®12'OC CHAIRED TO MID 3/t6"=1'-0" AB. 2 CONTROL JOINT AND COLUMN BLOCKOUTS IN SLAB-ON-GRADE PER TYPICAL 2. RE PLAN FOR TOP OF SLAB ELEVATIONSEl) SHEET TITLE DETAILS. 3. RE:SHEET 5-001 AND 5-002 FOR GENERAL NOTES,PLAN 3 CONTRACTOR NOTE THAT COLUMNS/PILASTERS INTEGRAL WITH FOUNDATION WALLS LEGEND AND GENERAL LEGEND. ARE REQUIRED TO BE CAST-IN-PLACE,EVEN IF SHOTCRETE IS UTILIZED AT TYPICAL 4. RE:SHEET 5-004,S-005 AND S-006 FOR TYPICAL DETAILS FOUNDATION WALLS. ALL HORIZONTAL WALL REINFORCING SHALL REMAIN 5. RE:SHEET S-500 FOR FOOTING SCHEDULE /� I O O CONTINUOUS THROUGH THE ITA AND FULL HEIGHT KEYWAY AI BE B. RE SHEET 5-500 FOR BASE PLATE DO EMBED CONNECTION J'_ REQUIRED AT THE PILASTER TO SHOTCRETE INTERFACE. SCHEDULES 4 SLAB ON GRADE ELEVATIONS AT PARKING VARY DUE TO DRAINAGE/SLOPING. DRAIN LOCATIONS AND ELEVATIONS TO BE COORDINATED WITH ARCH/PLUMBING. 44 KL&A,Inc. FOUNDATION City of Aspen 01"0li ' EnOlneerS a���a. PLAN 0 n Received 7/10/17 9 Building Department 1 THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWING INDICATES THAT THE INFORMATION SHOWN AND THE CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEEN PREPARED BY QUALIFIED PEOPLE //��� cl) FOREI THE DTIONPRN AF TD B EOTHERS-O R FOR AN. TFO SAL NONO NST IW OY RTHIS NSIBILITY DRAWNG12I ,j I567 AND INFORMATION PREPARED BY ETHERS NOD FOR AED IN ON PHASE NOT SHOWN R THIS DT AT \Y/ . AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ON PHASED PROJECTS,DRAWINGS THAT ARE ISSUED BUT NOT SEALED SHALL BE CONSIDERED TO BE PRELIMINARY IN NATURE AND ARE 72'-IO• ' ISSUED FOR INFORMATION ONLY. 1I 1I 1I THESE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH THE 1 I5'-0• k 16'-l0• k 4'-0° k 14'-9• 8-3 k 14'-0• 1 FORUM ARCHITECTURAL DRAWINGS ON THE PROJECT TO CLEARLY DEFINE _ PH ALL OF THE REQUIREMENTS FOR THE CONSTRUCTION. WHEREI I 85K 1 K CONFLICTS OCCUR CONTACT ARCHITECT FOR CLARIFICATION. /2 {� / 4 \ SOIL o w SOIL I T/LEDGE S-4 �S-300I �-�' T/LEDGE 1 T/LEDGE 102'-6° �/' 2 • 104'-0' O —-—-—- 99 7• - -—-—-—-—- -—-—-—- J L — •,- 1 - - - - - - i 715 West Main Street,Suite 204 Aspen,Colorado 81611 I 3K P:970.279.4157 F:866.770.5585 a wmx1707) VON 704 U W,2x18(22) SOIL 46 STAIR BELOW I 9• k ' 4"el 1 ^ , 4-103/4• O ` I aS N` N 0 W2x19(5) -ii W14x22(21) ; WI0x170s) IIWI2x19(z1) r • 0 200 S Aspen 200 South Aspen Aspen CO 81611 Os! 5y¢I° 5•SOC AT ENTRY - " DCBD2,LLC e,' — 1 1 W30x90(36) IIIVVLV///J\\\JJ\III WIoxn(x) WI2xI9(22) GI SOG PoUROVER • GI AT ENTFC4 DOOR T SOG N555+5x,1ry 1 CONC WALL . 100'-0 9 I w8x40(36) w10xv(xx) wt2xls(22) P �I Nadi PRELIMINARY NOT SQ SAD ,5+\h x FOR CONSTRUCTION L N555/ k x 60K THESE DRAWINGS ARE INCOMPLETE AND ^�� 3 - SOIL INTENDED FOR PREARE MISSING LIMINARY USE ONLY MATION THEY ARE O -—-— W30X124(36) 1 3 Wi0xi7(xx) W12x19(22) • 0 aZ H,y�+ y+be Biia• ,LSy,�lti 28K ss5+ px NssS SOIL 38k 4 - Nee w3xso(3s) wloxn w16x31(i9) wloxn CONSULTANTS 0 - - - - --1H-I SURVEYOR 97C40• ITuttle Surveying 727 Blake Ave T�� _ ENVELOPE Glenwood Springs,CO 61601 1o1'-D• 5+\1yFA (970)928-9708 T/IVA Nsy,`* } COLLECTOR jell@tss-us.com _ 99'' t LOADS TYP AT CIVIL 0 W30XI24(65) WIOx17 --�--- �J� �� VC ---- Roaring Fork Engineering �, T/wau wlzx,s w,zxts(14) EACH LEVEL. 0123 Emma Road,Suite 200b In _ 104'-0• ——- ryP AT ` O Basalt,CO 81621 T/LEDGE 2 CORE 5-4 or - LIGHT WELL WALLS (970)948-7474 — , �� t03'-o• ——— a AND FTC richardg@rfeng.biz 6 — ———— —.— MECHANICAL 51 Wlsx4o(36) +'+ /Jr a'-,,/a°,Iy I— WIOxt7 m WI ON7(12) W1047(14) Architectural Engineering Consultants 0`' 9•—"c ,r/sue ,� I 40801 US-6#214 If Io0'-o� '.F` h Avon,CO 81620 32k 168K \ 2'x2OGa 2VLJ 1 a aS 5j,2 �x 4.-2 1/4' "; �I c (970)748-8520 SDI_ COMPOSITE DECKING 3 3 3 T/wALL _ taylor@aec-vail.com (5 TOTAL THICKNESS) �103'-0 F STRUCTURAL 1 1 WI8x40(36) KL&A,Inc wtoxn WI047(t2) w oxn(t4) 1875 Lawrence Street,#700 O V $ _— O6•STONE 10'CIP Denver,CO 80202 LEDGE CONC WALL 4 0 (970)927-5174 4jmyers@klea.com wmxi7(14) Ill 1 (36) 1 CONTRACTOR O w oxn(,z) • 0TBD STAIR UP Ti I T/LEDGE W12x19 4 ��+5+�1ry V�1��� III ' AND L7CLL WALLS IT 104'0' 3 . TI m - - - - - - 66k 27K 3 w10x17(14)- - I - - - - - )(MAX DATE OF PUBLICATION 0 lid1 W30XI24(36) 1 SOIL S40kOIL 1 wlzxs(1z) • 0 - 17K I • SOIL 5+5116 S T/WALL Itx O I 565x 103'-0• N I -' W10717(14) 1 W18x40(36) W10x17(,2) m I • '9 S-240 III 1 1 G 3 • 3 SIM 6 a III T6-B T \ - 10 u `1 0 - - - - - - 12k - - - - • 0 PROJECT NO: L0115 I 90K -2 2u I I DRAWN BY: MJL SOIL I COPYRIGHT: KL&A INC ZONE DISTRICT Mixed Use PARCEL ID#273-707-337-001 (1_-.) (ii) () IC) L Et) CID1 N LEGAL DESCRIPTION Subdivision:CITY AND ® KEYNOTE LEGEND PLAN NOTES: O MAIN LEVEL FRAMING PLAN (LEVEL 1) TOWNSITEOF ASPEN Block:75 I. FLOOR CONSTRUCTION:5•THICK NORMAL WEIGHT CONCRETE SUB:3•CONCRETE OVER EDLot:HAND:-Lot:Thru C I STEEL FRAMED STAIR. 2•x20 GA(2VLJ)COMPOSITE DECKING ON WF FRAMING WITH HEADED ANCHOR STUDS 3/16"=1'-0" 2 STAGGERED TOP REINFORCING AT GIRDERS PER TYPICAL DETAILS. (HAS).REINFORCE SLABWF WITH W 6x6-W1.4xW1.4 REINFORCEMENT CHAIRED TO MID 3 ASSUMED MECHANICAL BLOCKOUT LOCATION IN SLAB,EXACT LOCATIONS AND DEPTH OF SLAB. RE:PLAN FOR ADDNL REINF.HEADED ANCHOR STUDS ARE 3/4•4 x SHEET TITLE SUPPORT FRAMING TO BE COORDINATED WITH ARCH/MECHANICAL. RE TYPICAL 4•SPACED AT 12.00 MAX.RE PLAN FOR HAS QUANTITY,UNO DETAILS FOR PENETRATION DETAILS. MAXIMUM UNSHORFD DFCK CI FAR SPANS 4 AT BEAM SUPPORTED ON BOTH SIDES BY CONCRETE EMBEDS PROVIDE SHEAR TAB 1 SPAN=9'- CONNECTION ON ONE SIDE PER TYPICAL DETAILS IN LEIU OF TYPICAL EMBED 2 SPAN=9'-10• CONNECTIONS SHOWN ON SHEET S-500. 3 SPAN 10 A S 1 0 1 2. RE PLAN FOR TOP/OFS SLAB ELEVATIONS. ELAT U O.(-)5'FROM T/SLAB ELEVATIONS,LUNO.T/STEEL EMBEDS AT T/STEEL ELEVATION,G UNO. 3. ALL REACTIONSS NOT BE ON PLAN COLUMN DESIGNED FOR A MINIMUM OF 6 KIPS. 4. ALL BEAMS ARE TO AN ALIGNED WITH COLUMNS AND YID ACE UN. BEAMS LOCATED BETWEEN COLUMNS AND-RIDLINES ARE TO BE EQUALLY SPACED UNO. {�� 5. RE:SHEET S-001 AND S-002 FOR GENERAL NOTES,PLAN LEGEND AND GENERAL LEGEND. ORION KL&A,Inc. MAIN LEVEL 7. RE:SHEET S-004,S-FO AND 5 FOR TYPICAL DETAILS ORION 4sPo�vw eree_aoa lla Po I 7. RE SHEET 5-ODD FOR FOOTING SCHEDULE /1i1//I ' FRAMING PLAN City of Aspen 8. RE:SHEET S-500 FOR BASE PLATE AND EMBED CONNECTION SCHEDULES Received 7/10/17 10 Building Department THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWING INDICATES THAT THE INFORMATION SHOWN AND THE CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEEN PREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OF THE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLY RESPONSIBILITY '� g 3 4 5 6 7 FOR INFORMATION PREPARED BY OTHERS NOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ON PHASED PROJECTS,DRAWINGS THAT ARE ISSUED BUT NOT SEALED SHALL BE CONSIDERED TO BE PRELIMINARY IN NATURE AND ARE 72-10' ISSUED FOR INFORMATION ONLY. 15'-0' 16'-10' 4'-0' 14'-9' 8'-3' 14'-0' THESE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH THE FORU M LLARCHITECTURALO DRLAIR INGSMEET ON THE PROJECT ST TU CLEARLYI . DEFINE I I I 58.5K 1 PH ALL LI THE REQUIREMENTS FOR THE CONSTRUCTION. WHERE MOMENT CONFLICTS OCCUR CONTACT ARCHITECT FOR CLARIFICATION. 5 i.61'1% 1 '5I\61, / 4 \ V155k SOIL 065 I 1 FRAME W�OXRR' 5555IBPX 056 e �5,00" 0561. g? iSY00I /byK =T _ __ ___ , __ - - - - O 1 r/sua 6 0 715 West Main Street,Suite 204 1 no'-z' T S-41 T s� Aspen,Colorado 81611 II l a I `-t \ P:970.279.4157 F:866.770.5585 W84505) W8x1506) x\ W10x26(22) \\ 11 110.-2' ��` � W10x17(18) — — �1 =i\ III II 3 k k II I 3 II 200 S Aspen O ---------\ I W8x15(I5) W8x1506) W/04708) _ W1Ox26(21) gr O • wloxn �� 3' r 0�e+ 200 South Aspen Aspen CO 81611 X DCBD2,LLC 41110 \ :::: W+0x17(+8) OF WIDI2s(22)� MOMENT FRAME W845(15) W10x708) WIOx26(21) ", 1ii 11 � j PRELIMINARY-NOT 3 S-b0 III = '^' 15s °+.66,� - FOR CONSTRUCTION •i N • 0Q THESE DRAWINGS ARE INCOMPLETE AND 55K ARE MISSING INFORMATION THEY ARE G — — \�W10x17— W8xt5(15) pie W8x15(I6) 3 W10x17(18) 3— WI0x26(22) s\ — SOIL — INTENDED FOR PRELIMINARY USE ONLY 0 - - • 0 2 32K III \8� 4+W/ SOIL 319k O l w8IO(IO) N Wiox17(17) 8x15 w14x34(19) ❑ w + • O CONSULTANTS SURVEYOR " ' 3 7/due } Tuttle Surveying 3 3 no'-s' " - 727 Blake Ave z x200A(2VLJ) STAIR BELOW O x Glenwood Springs,CO 81601 9708 O. 7/SUB \\� WBx15(15) \ COMPOSITE DECKING 'I} 3 55T5y,5I0QV. °' jeff@tss970) u s.com 6 ill (5'TOTAL THICKNESS) e OIL 5 CIVIL 0 — — — — — — — — — — — + — w1Dx2s(sD) W8x15 w12x+s 1 ( —_ • 0 Roaring Fort Engineering ,.`,_0„� Crl W11x1s(14) ����L//// 0123 Emma Road,Suite 200b +YP i STAIR BELOW Basalt,CO 81621 wsxf5 CORE S-al " (970)948-7474 F LIGHT WELL WALLS Wao605) W10x26(20) 1 W8x15 W8x15(14) II [ AND FTC richardg@rfeng.biz II waxls(1z) s III MECHANICAL Ire ——__— 3 1 - Architectural Engineering Consultants 40801 US-6#214 epX • H \———— 4: W8xi5(12) 3 W8x15(14) III -3QQ' Avon,CO 81620 80k 38K N ——— (970)748-8520 •SOIL taylor@aec-vail.com wlaxn(15) : wloxz6(2p1 W8x15 P ; STRUCTURAL MOMENT v n N ,,, KL&A,Inc FRAME wax15(Iz) wax15p4) 1875 Lawrence Street,#700 0 - --------- - --------------- % - - - --o I --------- O Denver,CO 80202 —��----------- —�-- H Wio — �s 'a— 3 �, hs (970)927-5174 e,,a, B STAIR UP Bpx S+S>Js M .Bp J6 •i jmyers@klaa.com \ I — �, — + O —t wloxn(Is) 11'10� w oxzs(zo) " a CONTRACTOR I--F:: W8xf5(14) O TBD • I T/WALL W8x15(12) s-41 1 113'-6' OMI5 x T/SLAB V�LE�_41 III Ti " B?yS�+S+S LIGHT AND FTG WELL WALLS 3 3 110'-1 i/2'� LIF71 �. ' \ //s e� 45k •27k 2 " W8x15(14) t,11 )(MAX DATE OF PUBLICATION W14x34 22) W/4x12 xx W8x15 [ 22K • STAIR BELOW ,� \ • CO I SOIL " M +5e +5� 1 3 3 A ill r/sue as`'�'+y �,e3,' SOIL 1 \ W8x15(14) ; d //// 109'-4 I/z'45 0eA' gei' I wax15(11) W8x15(xx)\ I W8x15(xx) h WBx15(xx) S. III 1 1 4'-7 3/4' } T 3 �r1 + ? 4._i. J O - - - - - - - - - � - - - L - - - - _-fei�Cam— \ O PROJECT NO: L0115 k Ta' / 1 k 1D'-T 187k 73K -311 z H pi? DRAWN BY: MJL SOIL MOMENT x COPYRIGHT: KL&A INC FRAME 11Oo L 1 ZONE DISTRICT Mixed Use 0 13 (3 /_\ O PARCEL ID#273-707-337-001 l�/L ) l�/6 ) LEGAL DESCRIPTION N Subdivision:CITY AND KEYNOTE LEGEND Purl NOTES: TOWNSITE OF ASPEN Block:75 O PARK LEVEL FRAMING PLAN LEVEL 2) Lot:AAND:-Lot:ThruC 1 STEEL FRAMED STAIR. 1. FLOOR CONSTRUCTION:5'THICK NORMAL WEIGHT CONCRETE SLAB:3'CONCRETE OVERED 2'x20 GA(2VLJ)COMPOSITE DECKING ON WF FRAMING WITH HEADED ANCHOR STUDS \ , 3/16'=1'-0" 2 STAGGERED TOP REINFORCING AT GIRDERS PER TYPICAL DETAILS. (HAS).REINFORCE SLAB WITH WWF 6x6-WI.4xW1.4 REINFORCEMENT CHAIRED TO MID 3 ASSUMED MECHANICAL BLOCKOUT LOCATION IN SLAB,EXACT LOCATIONS AND DEPTH OF SUB. RE:PLAN FOR ADDNL REINF.HEADED ANCHOR STUDS ARE 3/4'p x SHEET TITLE SUPPORT FRAMING TO BE COORDINATED WITH ARCH/MECHANICAL. RE:TYPICAL 4'SPACED AT 12'0C MAX.RE:PLAN FOR HAS QUANTITY,UNO DETAILS FOR PENETRATION DETAILS. MAXIMUM UNSHORFD DFCK CI FAR SPANS 4 SUNSHADE/CANOPY BELOW FLOOR LEVEL,STRUCTURE TO BE COORDINATED WITH 1 SPAN=7'-9' ARCHITECT. MISCELLANEOUS METALS AND EMBED CONNECTIONS INTO CONCRETE 2 SPAN=9'-10' WALL ARE ANTICIPATED. 3 SPAN=10 z' S 10 2 5 SUNSHADE/CANOPY BELOW FLOOR LEVEL,STRUCTURE TO BE COORDINATED WITH 2. RE:PLAN FOR TOP/SOF SLAB ELEVATIONS.ATS.STEELT/STE ELATION,US O.A (-)5'FROM T/SLAB ARCHITECT. MISCELLANEOUS METALS AND ADDITIONAL STEEL FRAMING WITHIN THE ELEVATIONS,UNO.T/STEEL ON PLAN AT SHOULD ELEVATION,UNO. 3. ALL REACTIONS NOT SHOWN ON SHOULD BE DESIGNED FOR A MINIMUM OF 6 KIPS. STUD WALL ARE ANTICIPATED. 4. ALL BEAMS ARE TO BE ALIGNED WITH COLUMNS AND GRIDLINES UNO. BEAMS LOCATED BETWEEN COLUMNS AND GRIDLINES ARE TO BE EQUALLY SPACED UNO. {�� 5. RE:SHEET S-001 AND S-002 FOR GENERAL NOTES,PLAN LEGEND AND GENERAL LEGEND. /�1411 KL&A,Inc. PARK LEVEL 6. RE:SHEET S-004,S-005 AND S-006 FOR TYPICAL DETAILS 0011111,1114 s ,a EnOlneerS ena BUM. Cityof Aspen 7. RE:SHEET S-500 FOR FOOTING SCHEDULE /1i1//I ' FRAMING PLAN Received 8. RE:SHEET 5-500 FOR BASE PLATE AND EMBED CONNECTION SCHEDULES oe _.Po 7/10/17 11 Building Department 1 THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWING INDICATES THAT THE INFORMATION SHOWN AND THE CALCULATIONSFORMA PREPARED B TO THAT INFORMATION HAVE BEENT PREPARED BY QUALIFIED PEOPLE 0 0 O O O O 0 UNDER THE DIRECTION OF THE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLY RESPONSIBILITY FOR INFORMATION PREPARED BY OTHERS NOR FOR ANY INFORMATION PHASE NOT SHOWN R THIS DRAWINGAT AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ON PHASED PROJECTS,DRAWINGS THAT ARE ISSUED BUT NOT SEALED SHALL BE CONSIDERED TO BE PRELIMINARY IN NATURE AND ARE / 72'-10• ISSUED FOR INFORMATION ONLY. / 15'-0• is•-10• 4'-0• 14'-9• 8'-3• 14'-D• qI, FORUM THESE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH THE 17'-8 3/4' 16'-8%4' 8'-1 3/4' PHI ARCHITECTURAL DRAWINGS ON THE PROJECT TO CLEARLY DEFINE 15'-3 1/4• 17'-7' ALL OF THE REQUIREMENTS FOR THE CONSTRUCTION. WHERE 1 / 1/ /1 1 / CONFLICTS OCCUR CONTACT ARCHITECT FOR CLARIFICATION. 4-7• IS e MOMENT I I5-3-300/ y.� PI FRAME • W12xis(14) ;6 '-re II •3k W16067 K — — W12x1917— — — 3 — +5+51— — — — — — — 4_ 41 1 WI6x57 i — — — —"� CI O �5 5'-4 3/4' N555x5x5/16 = 1\ sx51" I 715 West Main Street,Suite 204 y / \ o �ss5* Aspen,Colorado 81611 a P:970.279.4157 F:866.770.5585 W10x26(25) Y W10xi7(15) �a W8x151,9 °74' W8x15(17) 1 _; ;' Wi2x18(18) 4'-f0' 3 3 g 'R. ,1-1::` 0 ^ ?c C K 3 T/SLAB W,Bx,Q(,7, 3 T// 120 9 �I 3 200 S Aspen 0 {-1] . 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COMPOSITE DECKING \ •i jmyers@klaa.com (5•TOTAL THICKNESS) >GI CONTRACTOR W/2X26(15) Y, Wi1xt9(20) Wi0x26(23) Illi W8x/5(xx) \ T ii/ \ - - O TBD W10x17 .1 3 % / +5+51\6 3 •ow 3 4'-5 1/4• 3 // CEIB) )(MAX DATE OF PUBLICATION W16X40(I8) 82. = WIOx17 0 W12Xz6(z2) O x +y+11 T/SLAB TYP AT % 6 s515+51� �S' ` 120,_9. STEP '3. ^ Ns e 3. W8x15(13) O' WI0x33(23) W8x15(I4) 3 W16X50(22) 1 3 3 1 3'-7 1/4%, Q W11x19(22) WI2x19(13) W16x57(10) CH- WIBx3I(26) I D 2k PROJECT NO: L0115 7 DRAWN BY: MJL I e Ai AM E NC I COPYRIGHT: KL&A INC ZONE DISTRICT Mixed Use 0 l _ J �1) O "� J l O O PARCEL ID#273-707-337-001 L �3,J N LEGAL DESCRIPTION Subdivision:CITY AND PLAN NOTES: TOWNSITE OFt ASPEN Block:75 ® KEYNOTE LEGEND I. FLOOR CONSTRUCTION:5'THICK NORMAL WEIGHT CONCRETE SUB:3'CONCRETE OVER O UPPER LEVEL FRAMING PLAN (LEVEL 3) Lot:HAND:-Lot:Thru C 2•x20 GA(2VLJ)COMPOSITE DECKING ON WF FRAMING WITH HEADED ANCHOR STUDSEI) i STEEL FRAMED STAIR. (HAS).REINFORCE SUB WITH WIVF 6x6-WI.4xW1.4 REINFORCEMENT CHAIRED TO MID 2 STAGGERED TOP REINFORCING AT GIRDERS PER TYPICAL DETAILS. DEPTH OF SLAB. RE:PLAN FOR ADDNL REINF.HEADED ANCHOR STUDS ARE 3/4'0 x 3/16"=1'-0" 3 ASSUMED MECHANICAL BLOCKOUT LOCATION IN SLAB,EXACT LOCATIONS AND 4'SPACED AT 12'OC MAX.RE PLAN FOR HAS QUANTITY,UNO SHEET TITLE SUPPORT FRAMING TO BE COORDINATED WITH ARCH/MECHANICAL. RE:TYPICAL MAXIMUM IINSHORFD OFEK CI FAR SPANS DETAILS FOR PENETRATION DETAILS. 1 SPAN=7'-9' 4 SUNSHADE/CANOPY BELOW FLOOR LEVEL,STRUCTURE TO BE COORDINATED WITH 2 SPAN=9'-10' ARCHITECT. MISCELLANEOUS METALS AND ADDITIONAL STEEL FRAMING WITHIN THE3 SPAN=10'S STUD WALL ARE ANTICIPATED. 2. EL PLAN S.GR TOP/SOF SLAB ELEVATIONS.ATS.STEELT/STE L ELEVATIONSTION, A (-)5•FROM T/SLAB ` - 1 03 ELL REACTI S NOT T SHOWNO EMBEDS AT TOULDEL ELEVATION,UNO. J 3. ALL REACTIONS ON PLAN SHOULD BE DESIGNED FOR A MINIMUM OF 6 KIPS. 4. ALL BEAMS ARE TO BE ALIGNED WITH COLUMNS AND GRIDLINES GNU. BEAMS LOCATED BETWEEN COLUMNS AND GR1DLINES ARE TO BE EQUALLY SPACED UNO. 5. RE:SHEET S-001 AND 5-002-002 FOR GENERAL NOTES,PUN LEGEND AND GENERAL LEGEND. I {�� UPPER LEVEL 7. RE:SHEET S-004,5 FOR FO AND 5CHE FOR TYPICAL DETAILS a 0.44 KL(7Atl IYLC._.Po 7. RE SHEET 5-500 FOR FOOTING SCHEDULE 0 NI structural Engineers anda,lldere 8. RE:SHEET S-500 FOR BASE PLATE AND EMBED CONNECTION SCHEDULES Inl Oil City of Aspen �!' FRAMING PLAN Received 7/10/17 12 Building Department THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWING INDICATES THAT THE INFORMATION SHOWN AND THE CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEEN PREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OF THE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLY RESPONSIBILITY FOR INFORMATION PREPARED BY OTHERS NOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING Qy T (1? Qy AND SUCH RESPONSIBILITYMATN ISN SPECIFICALLY DISCLAIMED. ON PHASED PROJECTS,DRAWINGS THAT "� ARE ISSUED BUT NOT SEALED SHALL BE CONSIDERED TO BE PRELIMINARY IN NATURE AND ARE ISSUED FOR INFORMATION ONLY. THESE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH THE 72'' FORUM ARCHITECTURAL DRAWINGS ON THE PROJECT TO CLEARLY DEFINE 15'-0' 16'-10' 4-0 14.-9' 8'-3' 14'-0' I, PH ALL OF THE REQUIREMENTS FOR THE CONSTRUCTION. WHERE �I" T 1 CONFLICTS OCCUR CONTACT ARCHITECT FOR CLARIFICATION. eMFRAMEOMENT I I . 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STRUCTURAL 2 = W14x34 W10x17 KL&A,Inc j W10x17 18) " W10x17 18) ; �(; W10xi7(SLOPEO) MOMENT 'x y� T T/STL=134'-0' T/STL=134'-7' T 1875 Lawrence Street,#700 FRAME 3 W f u'3 1 \�� 12 Denver,CO 80202 O � _—N-3i�__— 41 _—_—_—_�_ O (970)927-5174 3 F �' jmyers@klaa.com DRAG ELEMENT w104700) wfoxn(IB) — o BETWEEN HIGH AND _ CONTRACTOR 1 w,zxls LOW BEAM r/sue o r/sue TBD O _ - _ _ _ I-- fl -3i J 134'-5� � � �I35,_0. � � lOII „ 3OOCA METAL 'l W10x17(18) 13 wfoxn(s)13' -.'- °ECKIYP(3N)B/DECK _ •."-- XDOUXX DATE OF PUBLICATION 130'-9 f/2' g x II W14x22(19)T/STL=134'-0' _ _ WI6xI1(19)1T/STL=I30'-9 1/2'•�` I 0 _ _ _ _ U T W12xf9(18) O • 5 6 W10x17 Wi0xi7 1 x DRAG ELEMENT / .�/%r)n� I 3 3 - BETWEEN HIGH ANDJ �\ 3'x18GA(3N)ROOF DECK LOW BEAM \` _SLOPE SLOPE TYP AT STAIR ROOF AND I I n _ ELEVATOR CORE ROOF WI4x26 a h I _ Wi6x31 T F ❑ F hI 3 B/�ECK� IIII 5-41 SIM 140-10 \7 I I ELEV HOIST BMI x k �-� O W10x26 W14x34(BENT) • ' O 1 3 , 3 3 1 - - - - - - - - - - - - - - - t �- PROJECT NO: L0115 - - - - - DRAWN BY: MJL 43'-Y COPYRIGHT: KL&A INC w16x31 a E 1 . FRAME ZONE DISTRICT Mixed Use \r, I O PARCEL ID#273-707-337-001 0 0 o O (1-) O N LEGAL DESCRIPTION Subdivision:CITY AND ® KEYNOTE LEGEND ROOF NOTES: TOWNSITE OF ASPEN Block:75 1. FLOOR CONSTRUCTION:5'THICK NORMAL WEIGHT CONCRETE SLAB:3'CONCRETE OVER 2'x20 GA Lot:AAND:-Lot:Thru C 1 STEEL FRAMED STAIR. (TVLJ)COMPOSITE DECKING ON WF FRAMING WITH HEADED ANCHOR STUDS(HAS).REINFORCE SLAB ROOF FRAMING PLAN EI) 5 6 WITH WWF 6x6-WI.4xW1.4 REINFORCEMENT CHAIRED TO MID DEPTH OF SLAB. RE:PLAN FOR ADDNL 2 STAGGERED TOP REINFORCING AT GIRDERS PER TYPICAL DETAILS. REINF HEADED ANCHOR STUDS ARE 3/4'0 x 4'SPACED AT 12'OC MAX.RE:PLAN FOR HAS 3 ASSUMED MECHANICAL BLOCKOUT LOCATION IN SLAB,EXACT LOCATIONS AND QUANTITY,ONO. 3/16"=1'-0" SHEET TITLE SUPPORT FRAMING TO BE COORDINATED WITH ARCH/MECHANICAL. RE:TYPICAL MAXIMUM IINSHORFO OFCK CI FAR SPANS DETAILS FOR PENETRATION DETAILS. 1 SPAN=7'-9' PARTIAL ROOF FRAMING PLAN 4 BEAMS TO SUPPORT END OF GABLE ROOF,SIM QUAIL 12/S-410. 2 SPAN= -f0' 5 WF BEAM TO BE COPED DOWN TO 10'TOTAL DEPTH PAST EXTERIOR WALL. PLATE 3 SPAN=f0'-2' 2 TO MATCH FLANGE WIDTH AND THICKNESS TO BE WELDED TO WEB. 2. RE:PLAN FOR TOP OF SLAB ELEVATIONS.T/STEEL ELEVATIONS AT(-)5'FROM T/SLAB ELEVATIONS, S 1 04 3/16'=1'-0" UNO.T/STEEL EMBEDS AT T/STEEL ELEVATION,UNO. 6 SUNSHADE/CANOPY BELOW FLOOR LEVEL,STRUCTURE TO BE COORDINATED WITH 3. ROOF CONSTRUCTION:3518GA(3N)METAL ROOF DECK ON WF FRAMING.RE:PLAN FOR 6/DECK ARCHITECT. MISCELLANEOUS METALS AND ADDITIONAL STEEL FRAMING WITHIN THE ELEVATIONS.T/STEEL ELEVATION=B/DECK,TYP ONO. CONTINUOUS ANGLE OR BENT PLATE STUD WALL ARE ANTICIPATED. ANTICIPATED AT ALL EDGES OF DECK FOR DECK SUPPORT AND ATTACHMENT OF FINISHES. {�� 4. ALL REACTIONS NOT SHOWN ON PLAN SHOULD BE DESIGNED FOR A MINIMUM OF 6 KIPS. / KL&A,Inc. ROOF FRAMING 5. RE:SHEET S-001 AND S-002 FOR GENERAL NOTES,PLAN LEGEND AND GENERAL LEGEND. //;�I4 s 6. RE:SHEET S-004,S-005 AND S-006 FOR TYPICAL DETAILS / ,Oreaa„a Builders /10AI7. RE:SHEET S-500 FOR FOOTING SCHEDULE 8. RE:SHEET S-500 FOR BASE PLATE AND EMBED CONNECTION SCHEDULES 'Po,�vv „„, PLAN City of Aspen Received 7/10/17 13 Building Department r 1,-a 14 KL&A, Inc. l� Structural Engineers and Builders Title Ho4eL LIUADO Date 5)I I'17 Job no. Subject OrU�Q COW__ By P,W e Sheet of Core wa.l l s f � �S3�Z _ Lit,5 422c. perwuli IO1=2" y2&ct 1+21t -c ' �. Che.c�t FS'-p,, por•1,`0-1 of Jiff ecv,Fr.p.-, 8� 0 can L12►4 a F Sh ea c- h eu,r 5'41.t.d Connec C,1 -414"x She4rs41Acl camof .L/ w s,' ere l�cr 12' 06 capac, ly s- pf , (up ,'V J V L J 1,%'. I t✓ si cl e I ap fa sie e s..s P',,,1/IIe We%4 ✓ IZ 'OC �_' ' �,v%u* S r'9e�k sewn - S �' 13H'o k.0 F+-- Cap a c r Lou.! at tll IT I•t o rtyy 2 2 33 L/F 4- Coetf :Slab -i 5-11-161 -+ Gals kitill C cline S I Jo L , 4 I F f se' • 3. 468J = 2.7.Z k ,Ci 42.l‹ C n(r (e.IUy 6{macr Use geetb cf slab d�► C6e' Pa/l C —'e—e—k" = L(Iro) fe 3")u2 )-.� !glYo,v5 Pc) /4)) _ ,'c 5 For beer/: Cityof elf/ i)( 6(12 ) = 7, y , A4�� °cam Receive 7/10/17 ' 5t Z-7,Zk 1O6• 71<14 ? LI2k Building Department KL&A, Inc. ♦� Structural Engineers and Builders Title Ht c_ Lenu30 Date Job no. 4. Subject 1 Th Jc. 0 C D Ni C By Sheet of Co re- ,.e! cl o\S () F?er Lev e,l VL<74al = -771 - 1 Dewy gI Liz = LIIL a't l°'I'( 'NI i Design. 61-o" uNIcaI1 j r'€si'E. )-- iLi'', Lillk Shear. _ _ _ _ (3) EMbeei,N AI%Aim ' if gI -o'( k Shpci[" £ilAil WI u/ Li ksi Corlc )S -,,cl=21i IEL!!oc = 17Zl'- Cap c.c;1-7 GnV1 aa or") ' peck Co pax,)1 —.-- J' VLS Pe-L1c 1:t IC, SiAeibp C<a~1 1 ck1S`4- Car. . j,6 2Z- F1 Septi.ten he1i " - / I CQncfee Palo s6tt d-ock_ -\____/- .._...,_ im,sy, -. -75(q .s - 3.qt/P- , 1r,__. -.`-- --------- vc•-- I. 1qm 2, )-4t.g, li ___a..i , 1.5xz-qfrtng1e T Ahca&) ie' 11A eQ fair 61&vi hi ��OM Welbi.ren9}h .- s --(Eh { ve ,�,�1 L DL - (`2)(1.340(10(Li) l)pk- f Se Aii.uci+edl HA' Ca)cs I #n 44H . 5 /e rv,b ed 1 ( �` Entb+d 3 EMbed� - 133 (AN1-1I -o ,Ili 3/gx� X -: 3M1/1 1i-------/ Ii-ei. p nt.,„ Cityof Aspen q , P•ic Received 7/11:M410 Can't 7lai+ssFor a►I Judd i-,.1,5 q' ( O. Ys r..> Fc 4,� t 3�4�F�Yr �J= �.7, Z ,�n5 Lg� �`��PS�) 3 (!�� 7,Zt��/ot�� � Ilk Building Depari Aiy 71,5k t 'MI I`TI www.hilti.us _ Profis Anchor 2.7.2 Company: Page: 1 Specifier: Project: Hotel Lenado Address: Sub-Project I Pos.No.: Phone I Fax I Date: 6/5/2017 E-Mail: Specifier's comments:Concrete Slab Edge to Core Connection 1 Input data Anchor type and diameter: AWS D1.1 GR.B 1/2I i Effective embedment depth: her=6.000 in. Material: Proof: Design method ACI 318-08/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.375 in. Anchor plate: IX x I,,x t=4.000 in.x 12.000 in.x 0.375 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,4000,f.=4000 psi;h=420.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no Geometry[in.]&Loading[Ib,in.lb] Z 0 0 co a co 8 c.L O 2,0) - iediv • • __ \ �0,3�5 ,Z • s., - • • 4:, ____ .... 5�� , - Gi ,s . _., . __ . . _ \ -, ,,, •,, ,,,x • City of Aspen Ry�Qstt 1 Jt�must be checked for agreement with the existing conditions and for plausibility) �}� r 4Q003-2009 Huh AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 7/10/'1'7 16 Building Department www.hilti.us Profis Anchor 2.7.2 Company: Page: 2 Specifier: Project: Hotel Lenado Address: Sub-Project I Pos.No. Phone I Fax: i Date: 6/5/2017 E-Mail: 2 Load case/Resultinganchor forces iv Load case: Design loads O Tensi&n Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 8062 8000 -1000 2 541 8062 8000 -1000 x max.concrete compressive strain: 0.03[%a] max.concrete compressive stress: 120[psi] resulting tension force in(x/y)=(0.000/4.000): 541 [Ib] resulting compression force in(x/y)=(0.000/-5.250):541 [Ib] LComp essio 3 Tension load Load Nua[Ib] Capacity¢N„[Ib] Utilization rN=Nua/4 N„ Status Steel Strength* 541 9555 6 OK Pullout Strength* 541 13194 5 OK Concrete Breakout Strength** 541 15616 4 OK Concrete Side-Face Blowout,direction** N/A N/A N/A N/A *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =Ase,N futa ACI 318-08 Eq.(D-3) Nsa a Nua ACI 318-08 Eq.(D-1) Variables Ase,N[412] futa[psi] 0.20 65000 Calculations Nsa[Ib] 12740 Results Nsa[lb] 4)steel 4) Nsa[Ib] Nua[Ib] 12740 0.750 9555 541 3.2 Pullout Strength NPN =W cp Np ACI 318-08 Eq.(D-14) Np =8 Abrg ACI 318-08 Eq.(D-15) NpN>_Nua ACI 318-08 Eq.(D-1) Variables W 4p Abrg[in.2.] ([Psi] 1.000 0.59 4000 Calculations Np[Ib] 18848 Results Np„[lb] (I)concrete (I) Np„[lb] Nua[lb] Aspen 0.700 13194 541 City of R�ppyyt�t u�JJ yy�must be checked For agreement with the existing conditions and for plausibility! 1FSElk3Al8llbda12003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,5chaan 7/10/17 17 Building Department I■■II`TI www.hilti.us Profis Anchor 2.7.2 Company: Page: 3 Specifier: Project: Hotel Lenado Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 6/5/2017 E-Mail: 3.3 Concretee( Breakout Strength AN Ncbg = (ANco)W ec,N W ed,N V c,N W cp,N Nb ACI 318-08 Eq.(D-5) d Ncbg a N. ACI 318-08 Eq.(D-1) ANc see ACI 318-08, Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 hef ACI 318-08 Eq.(D-6) 1 W ec,N = ( 2 eN <_1.0 ACI 318-08 Eq.(D-9) 1 +3 her W ed,N =0.7+0.3 (1.5ca,minhf)5 1.0 ACI 318-08 Eq.(D-11) ` W cp,N =MAXrca,minCac , C 1hef)5 1.0 ACI 318-08 Eq.(D-13) `` ac Nb =kc A hef5 ACI 318-08 Eq.(D-7) Variables het[in.] ec1,N[in.] ec2,N[in.] Capin[in.] W cN 6.000 0.000 0.000 a 1.000 Cac[in.] kc a, fc[psi] 0.000 24 1 4000 Calculations ANc[In•2] ANcO[in.2] w ecl,N w ec2,N W ed,N w cp,N Nb[lb] 324.00 324.00 1.000 1.000 1.000 1.000 22308 Results Ncbq[lb] concrete Ncbq[lb] Nua[lb] 22308 0.700 15616 541 City of Aspen ReAt �must be checked for agreement with the existing conditions and for plausibility! 'h F 003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 7/10/17 18 Building Department 1114 IUMPI www.hilti.us Profis Anchor 2.7.2 Company: Page: 4 Specifier: Project: Hotel Lenado Address: Sub-Project I Pos.No.: Phone I Fax: [ Date: 6/5/2017 E-Mail: 4 Shear load Load Vua[Ib] Capacity Vn[Ib] Utilization I3v=Vea/.Vn Status Steel Strength* 8062 8281 98 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 16125 45112 36 OK Concrete edge failure in direction** N/A N/A N/A N/A *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength Vsa =Ase,v futa ACI 318-08 Eq.(D-19) 4) Vsteel Z Vua ACI 318-08 Eq.(D-2) Variables Ase,v[in.2] fate[psi] 0.20 65000 Calculations Vsa[lb] 12740 Results AA, Vsa[lb] W steel (I) Vsa[Ib] Vua[Ib] 12740 0.650 8281 8062 4.2 Pryout StrengthAN Vcpg =kcp [(ANco/ W ec,N W ed,N W c,N W cp,N Nbl ACI 318-08 Eq. (D-31) 4) Vcpg>_Vua J ACI 318-08 Eq.(D-2) ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 hef ACI 318-08 Eq.(D-6) 1 W ec,N (1 +2 eN 5 1.0 ACI 318-08 Eq.(D-9) 3 hef ed,N =0.7+0.3 (1.5 Gaminhet)5 1.0 ACI 318-08 Eq.(D-11) ` W cp.N =MAX( min 1 Cac J.5hef1 5 1.0 ACI 318-08 Eq.(D-13) Cac Nb =kc X 4f7ehefs ACI 318-08 Eq. (D-7) Variables kcp het[in.] ec1,N[in.] ec2,N[in.] ;min[in.] 2 6.000 0.000 0.000 W c,N cac[in.] kc fc[psi] 1 000 - 24 1 4000 Calculations ANc[in.2] ANco[in.2] W ecl,N W ec2,N W ed,N W cp,N Nb[Ib] 468.00 324.00 1.000 1.000 1.000 1.000 22308 Results Vcpg[Ib] Qt concrete Vcpg[Ib] Vua[Ib] 64446 0.700 45112 16125 City of Aspen m tt reamust be checked for agreement with the existing conditions and for plausibility! 003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 7/10/17 19 Building Department Mr-r!5:1-31-1 www.hilti.us Profis Anchor 2.7.2 Company: Page: 5 Specifier: Project: Hotel Lenado Address: Sub-Project I Pos.No. Phone I Fax: Date: 6/5/2017 E-Mail: 5 Combined tension and shear loads PN Pv 5 Utilization PN,V[%] Status 0.057 0.974 1.000 86 OK PNV=(PN*Pv)/1.2<= 1 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C,EOTA TR029,etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The 1 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! City of Aspen tio uJtf must be checked for agreement with the existing conditions and for plausibility! 003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 7/10/17 20 Building Department www.hilti.us Profis Anchor 2.7.2 Company: Page: 6 Specifier: Project: Hotel Lenado Address: Sub-Project I Pos.No. Phone I Fax: i Date: 6/5/2017 E-Mail: 7 Installation data Anchor plate,steel:- Anchor type and diameter:AWS D1.1 GR.B 1/2 Profile:no profile Installation torque:- Hole diameter in the fixture:df=0.563 in. Hole diameter in the base material:-in. Plate thickness(input):0.375 in. Hole depth in the base material:6.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:6.813 in. Drilling method:- Cleaning:No cleaning of the drilled hole is required A 2.000 2.000 0 N 02 • O O O CO 0 • /x ao O 0 cm 01 0 0 0 N 2.000 2.000 • • Coordinates Anchor in. Anchor x y c_x c.,r c_y c.y 1 0.000 -4.000 - - - - City of As 1i 4.000 _ ut dataai�d fres_ulti must be checked for agreement with the existing conditions and for plausibility! 003-2009 HiIti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 7/10/17 21 Building Department p11�T1 www.hilti.us Profis Anchor 2.7.2 Company: Page: 7 Specifier: Project: Hotel Lenado Address: Sub-Project I Pos.No.: Phone I Fax: Date: 6/5/2017 E-Mail: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. City of Aspen Fuitta must be checked for agreement with the existing conditions and for plausibility! 003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 7/10/17 22 Building Department -J KL&A, Inc. ' ; ,.'!1'‘ Structural Engineers and Builders Title HD'{e1 Lena ka Date Job no. Subject Draot c..) Pa,/ Z By Sheet of Le.v-e..\ '4Jo,l t 0 Vi` 60 I peal to p..�b x 02ra Mbeo xt 1 31k CAkcs. .'-o•' ) X ____Ti: 1--- i/- Deck- c4�. 7�/a�sF—1 • H- I Te-0*# Orgy Ale .r Oer 're, • X�UI T-o a e - 59I 1 r;= 5t1" I I UISr; 02...x/40 J Mc), (Fror+n� r'AM, - l' I 5q, Z5k.- Wem is u,c c. S}!tm( Glut W12.x5CD ill = ii!citri rx/ri , 2.(0y f-Z-=(1�./ b/r) L ! ,ocoo 1 1 _3(s , . r 1,yt. r 1,,tcD(z.fk-1 S pPr ? Or Z 'I Vitkro 3� �r r b.‘ I"1rx t- by �►1rj .- I,a - k , - 4�e7� P ciTranp QX1S W 4'f t ke31 p= 01 s tci-3 I-Dr EfFec1`Nc Ltvy-vx lg /z.Gy bA 33 x10-3 k.L- (Ac if " . r 4 O. a PP City of Aspen , _ , Received !1 it i'l.� io )� r...:9) ligi 5 ,'> x)0"5 (15 qa - . 37 II4_ :lip 7/10/17 like 1ZxSc) 2)- ,, ram Gf' civil. �, ,b"p ( dcs Building Department ♦ KL&A, Inc. �" / _ Structural Engineers and Builders Title t�k) LP/1 4_(11U Date Job no. Subject Cnibed e By _ Sheet of v n 6 bec1 J'h !'e5•;, J-' Zak.. Sh ear oAc/ E 94k i-en s, A SMIL tto 8 SP1►i:e 7' i M= PL _ 514t( 6., : g l Ic 'get 4 y l,_e„ I NO : tl` '- Fj z . /6 Mr '� h M , S . S- � L ti � fig/ ci (111) = I,(0(,(1)(3(, . , ;(zo)( f2J Z. +'L 3/fit' Con1 c. V1luit _ , U . J 'l Ei �..�ed Check c)-eat Pr, jr, c."-s ust 15 Oa - ��.{ _ .7i) - , 7( ) (O� 'C / hchdr i b g 5 '' i " — tS 'e l huj Y' �v '.., � � �6 X 1Z � 1 -�S s lam/ p.7� fir W C� ) 0 5 SPa(nd �v 4, V � � ,�� F Fly w/ a Ct.iS ,g spl,� 0.75(.7)( LD(*.51. )( 0.31 ) _ 9 1 7isk-/6" & 66,6 .t ve ,5 k 7 2.31' Cheek 1e4 s.. \ ;rt )Sur' City of Aspen 0,1 ( leo,� ss. ) ( 0 . . 1 ) ' Hoag gai Received 10o* ' c ct I 7 5`Fe y . 7/10/17 24 Building Department Orck3 Bwi. i s.r CcaG S Beam: M1 Shape: W12x50 Material: A992 Dy in Length: 19 ft I Joint: N1 Dz in J Joint: N2 Envelope Code Check: 0.864 (LC 3) -1.451 at 9.5 ft Report Based On 97 Sections l.— 54 at 12.469 ft 35.667 at 0 ft Vy k Vz k A k -33.949 at 19 ft Mz ippr k-ft IF T k-ft My k-ft -195.167 at 10.885 ft 36.538 at 10.885 ft 3.699 at 12.469 ft 4101 fa ksi f(y) ksi f(z) ksi -36.538 at 10.885 ft AISC 14th(360-10): LRFD Code Check Direct Analysis Method Max Bending Check 0.864 (LC 3) Max Shear Check 0.263 (y)(LC 3) Location 10.885 ft Location 0 ft Equation H1-1a Max Defl Ratio L/157 Bending Flange Compact Compression Flange Non-Slender Bending Web Compact Compression Web Non-Slender y-y z-z Fy 50 ksi Lb 19 ft 19 ft phi*Pnc 244.669 k KL/r 116.107 44.058 phi*Pnt 657 k phi*Mny 79.875 k-ft L Comp Flange 1 ft phi*Mnz 269.625 k-ft L-torque 19 ft phi*Vny 135.42 k Tau_b 1 phi*Vnz 279.245 k Cb 1 City of Aspen Received 7/10/17 25 Building Department 5 6k -6 73k -.824k/fl •2.68k -2.68k '.._.: N N4 �V2 Loads:BLC 1,Dead Envelope Only Solution SK- 1 May 11, 2017 at 4:40 PM City of Aspen Dead Load Drag Beam Design.r3d Received 7/10/17 26 Building Department 11 -7.64k -5 93k -552k/ft i Loads:BLC 2,Live Envelope Only Solution SK- 2 May 11, 2017 at 4:40 PM City of Aspen Live Load Drag Beam Design r3d Received 7/10/17 27 Building Department • 54k -�n11 N3 N5 Loads:BLC 3,Seismic-1 1 Envelope Only Solution LSK- 3 City of Aspen May 11, 2017 at 4:40 PM Drag Force Drag Beam Design r3d Received 7/10/17 28 Building Department KL&A, Inc. •*� Structural Engineers and Builders Title Date Job no. Subject e_21 1D( CORC By Rom) Sheet of Lbo _ Park. Le e,1 EI evc or Core, , t v 1i- Pray 0 ke, : n l et 31./2. X 160k I / f -y G:A &rid F 1 t.oc.EA 2.V�4 2-0 /7 i q z � Oral Id 2` IIHtic5:4 sal Sc;r 11'Ore4 = 3 ZIc/2 r. Itok tlt,.kso.I Ir �' VAC . 2(01 ID/u., �,, ` f 15' Dili 4 15 ''' xi-oi, z6,, r 1st _ '-I I 2% _ ( 39v )`�.,J 't° ' .t03(1%0(4=l 4 i.3ear?ny pc C i-e e— Sl4,b , t)f, - D.(.,S 4f beck -rr) e^rt e 29" of- 1c,O 6,tc6 ( ,ss.)(4cDops )(3") (2 " ) = 1tr< qb Ora/ 0es/r4 )v1 = Z 2—to k-F+ (Fry y, ,e4m) • Ax 1'4I r)/-r e = I teo`' r 1 tole =a I-7(.vim o41 t1 ara 4,01, or\ I t3K Seiisi• Soft L= 1`pr` p Pr r bx Mrk r by Mrrte= J,t' AI GA IL((0 v P ` I.11.,o 3 �'is" bx v %.,izi 10-3 W I Li x (o W 3k.( (.<15.)o" ') 1 2,4-ig .rD- ( 2z(a) = 0.'75 E ib City of Aspen Received 7/10/17 29 Building Department ,.► KLcA, Inc. Title Date 6/13/17 Job No. Structural Engineers and Builders Subject By BWB Sheet 1 of 2 SHEAR TAB DRAG CONNECTION-BEAM TO HSS COLUMN,TAB SLOTTED THROUGH COLUMN Governing code: AISC Manual of Steel Construction -14th Edition-LRFD Design Description Drag Connection on Grid F thru HSS column FACTORED DESIGN LOADS BEAM IS BRACED BY DECK/SLAB? Yes Shear,Vu = 42 kip ADJACENT BEAM PRESENT? Yes Axial, Hu(Tens or Comp) = 113 kip Adjacent Beam Shear,Vu,adj = 0 kip HSS COLUMN BEAM Utilization Ratio, U = 0.40 Member W14X68 (Global Analysis Demand/Capacity RE:K1-6) Depth, D = 14 in Member HSS8X8X5/16 Web thickness,t,, = 0.415 in Wall Width, B = 8 in kdet = 1.56 in Wall Width, H = 8 in Yield Strength, Fy,bm = 50 ksi Wall Thickness,twa11 = 0.291 in Rupture Strength, Fu,bm = 65 ksi Gross Area,Ag,coi = 8.76 in2 Length = 40 ft Yield Strength, Fy,coi = 46 ksi BOLT DESIGN DATA Ultimate Strength, Fu,co1 = 58 ksi Bolt Type = A325-SCA Connected Side to Col Wall ®b 0 H Bolt Diameter, d = 7/8 in Hole Type in Shear Tab = SSL SC Bolt ifi Factor = 0.85 Design Capacity/bolt = 11.2 kip Ldp Ga SHEAR TAB W/ / (N) ROWS x (N) COLUMNS Vu I Vadj OF BOLTS + I I f - e adj WF BEAM ADJACENT BEAM of )1r I 1--- /i— (IF APPLICABLE) 1-- '——II----I I ©I© I I I I cn ©I© I 1 Hu — — CD ' I I N i © © I I co Tw,dp \ > > © © I I 3 SIDES> / L— °i ,— — — -I SHEAR TAB SLOTTED THROUGH I I HSS COLUM, IF ADJACENT BEAM I I PRESENT THEN COORDINATE FOR I I BOTH CONNECTIONS DOUBLER PLATE Leh'' / / /I 1�__ (IF REQ'D) Nc� Leh I N1 HSS COLUMN OSh 4, 0 CO --3 ' '2.'-=t--= fL t- U CO,,Z City of Aspen Tw SHEAR TAB Received Tw / \To COL 7/10/17 30 Building Department IKL.A, Inc. Title Date 6/13/17 Job No. Structural Engineers and Builders Subject By BWB Sheet 2 of Z.. PLATES Description Shear Tab Doubler (st) (dp) Thickness,t; = 1 0 in Yield Strength, Fy,; = 36 50 ksi Ultimate Strength, F,,,; = 58 65 ksi Depth, d; = 9.0 0.0 in Width,w; = 0.0 in Weld Thickness,TW,; = 3/8 0 in Weld Electrode, Fexx = 70 ksi CONNECTION GEOMETRY Primary Adjacent (if applicable) Number of Bolt Rows, Nr = 3 Number of Bolt Columns, Ne = 1 Vertical Edge Distance, Lev = 1.5 in Horizontal Edge Distance, Leh = 2 in Vertical Bolt Spacing,Sv = 3 in Horizontal Bolt Spacing, Sh = 3 in Gap = 0.5 in Shear Eccentricity, e = 2.50 in e measured from bolt line to: Weld Axial Eccentricity, if applicable,resisted: Axial Eccentricity, e2 = in by relative rigidity BOLT HOLE SIZES (actual size is provided, 1/16" increase for crushing is added in calculations) Beam Hole Diameter = 15/16 in Shear Tab Hole Width = 15/16 in Hole Length = 1 1/8 in LIMIT STATE SUMMARY RA:din R„/4R„ Erection Stability 0.60 < 1.0 Shear Tab Block Shear 0.79 <_ 1.0 Shear Tab Local Buckling 0.38 <_ 1.0 Beam Web Block Shear 1.23 > 1.0 (' Bolt Shear 5.76 > 1.0 Shear Tab Weld 0.40 <_ 1.0 Beam Web Bolt Bearing 1.29 > 1.0 HSS Plastification 2.23 > 1.0' Shear Tab Bolt Bearing 0.64 < 1.0 Ductility check N/A _< 1.0 Shear Tab Yielding-T 0.43 < 1.0 Stabilizer plates req'd? NO Shear Tab Yielding-C 0.43 < 1.0 Torsional Strength Check 0.33 <_ 1.0 Shear Tab Rupture 0.53 < 1.0 Iles", pine, tics ?ia*Vio,V•on DesiycecJ as WelcJeJ no1- cro4Acreck. bear► MI5 bbo i �'l ' qiN S\neo�r '►stra�icer�* Eh-d�1h �hc. City o ° la, $1gk.. Shear c*eGI�eJ Received vJe 7/10/17 31 ih Om& Gu,1,c5 (,W AA4i Building Department • KL&A, Inc. 1 Structural Engineers and Builders Tale h .I Lenr��ln Date Job no. Subject O( x DecwfaJ 4By NA/6 Sheet of WW Desic Ax;a\ Orl t 113 e Shear y Zk ' H�>S€�,c gx �, We'd 'Lena: .11 qr t. �1"t qv =17k ( I f✓ 1,392.(&)( 17 ) /y 1-k (5) -/6”6 A3255ck --\ 551- Holes, 1 ° I I Z 27 9 t ° toll Wit-Ix 46 yli 7 II/ O' l . 81ccrk CfiPc,i �/tec±; Load trarsFe,vel nit,,, weld , CAecIc RiIlu/Q pl4ne 0 weld - Thickness o F Web - O.y 15" Fs biotic C1' c / Axc0..1 Dr l - 1 '11)14' 5 = 50Es,. K4 r 6,5kS, U.bS - 1 9fRn = DceOAw t " ' CuAf I ' " 0.75 (0,470 60t5.)c 4' }%.‘'I .(o.4 1.50 -r I.0 5ks:x9'I )( o.li WSJ r 2-544-7 1 (5 K City of Aspen Received 7/10/17 32 Building Department KL&A, Inc. 11h$115. Structural Engineers and Builders Title Date Job no. Subject CCM b 0 LwJ P By Sheet le Pro. Typ,`c41 C"-,beel �,zc '• 2o" . 1-z De 1'cn,'iie th,'c(ertes.� j Guy, I7(n lc 1,1-o /5(' = . 7 3 31=s, Sh euc' +u b IZ'" f ,� rn = N o= - 2.0 o a ( a) 11 4 5 q, n r, ` 015( I ' 11 z fViY I?>n� M ( ii' ' f — "OM(34k-;? li ' )(2-0 J3 311 Use ► , th► ciC £v),bE(4 � bear�9 Chec bi Jo o•&S FU/ b-04,/"MY 45 (6,�5)( �ooa?sr ) ( ') (a ")-22 = 5 ). (-4:pa 0 )ty ernbe& Foe \-e' otJ- Lo && I'>k. 0.9 (Golts.Yo Am) Z3,74 eiv 01, d n\'(Ot 2)4. II 3� Cityof Oee6. X" "`\9`s` r Receiv c� 1ur 7/10n A , A 7 lit Nt, fin= 01 7363( ,7) 40k'11(0.44j +3,C(%cir 8 3 7 4 7 Building Department • KL&A, Inc. .• Structural Engineers and Builders Trtle �D+e� LenQciD Date Job no. •o Subject Dr aq (Q M 4 i ►', By Sheet of Le '41 WU11S ,0 ray IUM1 tia9 (1Ome►,b4r Lod,c1 c�/, be- 13-35= 511e A-1(suns r - a Tr-t-, 7< p1(6( e►APea . Use Pock- Le tie I e,vibnl d eS/p1 . 1C Al i93L 571 pet Can re5 L ( of Load t\rUU 41 C.. col) c, Wall Coon fesI) 5k z J .s,?1,1 Dray Ay,e/-)b r Ax 14 For e e 5 7 kk In/ 2_L cLI LI C uct y / c &roc ; %Z/ Pipere5 o F 21 x L = 7'-0`" M0 ( 4roai a1-'i) Z iG - f + P- 2i51 x 10 P _ 5714 bn : 1,,.I6 n I Ill So g p IjZ Pc h n/c< ( b, irA) 1 , U Ii,_ (U ,11-1) r ��/r ( �1 o (z,�l>s)(►o-3 1 I, O City of Aspen Received U ` 1 ` n 7/10/17 34 Building Department ' KL&A, Inc. 4, Structural Engineers and Builders Title I-h e) Lpnru]-t-, Date 6111/17 Job no. 4110. Subject DPck 4 M cm p,,-- By 12,1,,J e, Sheet of 31\J KocF De AIL 1�s34 (via.SPn k-(10 g►40" 2-Li1i1 Pa.- cam W a ►o TE lc 4 12 k' C6 a(d ) (o el‘ 1 /�f/, to _ 10 It) \ Se Ito 1 /ed -rgtme• ,-M f o 1Ye Lent'}h o P A u`OJ wu y,,a AP Z - ) 01_69 Il7, (2k- Lt Seimi.e- Ctiria II e4 City of Aspen Received 7/10/17 35 Building Department KL&A, Inc. IsibieStructural Engineers and Builders Title ) /lath Date Job no. Subject Deck In •1.` witq _By Sheet of Fra'ne. Taos Fe/ (I f or Lever\ . Z.Ul4f De_Lk-%'1'ty ' n' �f -� M 4x S c ctx4 �� CnIy �u /ni . 5l$ Rim le meld) 14 Ic T&ks c12' ' ci� I 131- X,() = z .F-)-- Fufro e 6 PAM r6rce Oh of Dadrlha.r. Cupp 1 y r I 7 c'rFhrcAetk k, r-rame Z k- q •i b., I� Z4k- 3 Ib A I CAPc-c� tica �a 9reakr +-han P= v.J City of Aspen Received 7/10/17 36 Building Department f ii KL&A, Inc. r Structural Engineers and Builders Calculation Package 300. BASE PLATE DESIGN (MOMENT FRAME) The moments frames were designed in RAM Steel and their forces we enveloped and used in the design of the baseplates.The frames were pinned at the base. No uplift occurred in the frames and the baseplates were designed as gravity baseplates with the max axial force used. The enveloped shear force was used to design the anchorage in Hilti PROFIS software.The calculations for the baseplate are attached. City of Aspen Received 7/10/17 37 Building Department Project Name: Hotel Lenado Engineer: BWB t y j . .,� ._,o �� Project Number: Date: 6/6/2017 ?trucLural Enzineers Budders Column Base Plates for Axial Compression (WF Columns) per AISC Steel Manual, 13th Ed. Or 14th Ed, p 14-4, LRFD Analysis General Input BP5 Base Plate Design Column Section W10X112 HSS Column B 13 in Width Base Plate N 14 in Length of Base Plate f 4000 psi 28-day Compressive Strength of Concrete P„ 80 kips Required Compressive Strength Fy 36 ksi Yield Strength of Base Plate b f 10.40 in Width of Flange d 11.4 in Depth of Beam Calculations Ai 182 in2 Area of steel concentrically bearing on concrete support A 2 0 in2 area of the lower base of the largest frustum of a pyramid, contained wholly within the support and having for its upper base the loaded areas, and having side slopes of 1 vertical to 2 horizontal. (Enter 0 to ignore bearing load multiplier) sqrt(A2/A1) <=2.0 1.000 Bearing load multiplier OP 402 kips Design bearing load on concrete(41=0.65 per ACI 318-02) X 0.20 0.47 2 n' 1.28 in Cantilever dimension for base plate n 2.34 in Cantilever dimension for base plate m 1.59 in Cantilever dimension for base plate I 2.34 in Critical cantilever dimension for base plate tmin 0.39 in Minimum base plate thickness 1/2 in Recommended base plate thickness base plate 13"x14"x0.5" dimensions weight of baseplate 25.84 lb base plate mark BP5 Comments: L4fer- I adsephate City of Aspen Received 7/10/17 38 Building Department www.hilti.us _ _ Profis Anchor 2.7.2 Company: Page: 1 Specifier: Project: Lateral BasePlate Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 6/6/2017 E-Mail: 1 Q,� l l,, Specifiers comments: LAi er'l l BaSepla rC 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR.55 1 SEMINEMINIE Effective embedment depth: hef=12.000 in. Material: ASTM F 1554 Proof: Design method ACI 318-08/CIP Stand-off installation: without clamping(anchor);restraint level(anchor plate):2.00;eb=1.500 in.;t=0.625 in. Hilti Grout: CB-G EG,epoxy,fc,Grout=14939 psi Anchor plate: Ix x I,x t=13.000 in.x 14.000 in.x 0.625 in.;(Recommended plate thickness:not calculated Profile: W shape(AISC);(L x W x T x FT)=11.400 in.x 10.400 in.x 0.755 in.x 1.250 in. Base material: cracked concrete,4000,fc'=4000 psi;h=420.000 in. Reinforcement: tension:condition B,shear:condition A;anchor reinforcement:shear edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D, E,or F) no Geometry[in.]&Loading[Ib,in.Ib] Z 0 9 6 o tied--0 9 •.625 X City of Aspen PROtPri ttr g must be checked for agreement with the existing conditions and for plausibility! �g �(o y�2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 7/10/17 39 Building Department www.hilti.us Profis Anchor 2.7.2 Company: Page: 2 Specifier: Project: Lateral BasePlate Address: Sub-Project I Pos.No. Phone I Fax: i Date: 6/6/2017 E-Mail: 2 Load case/Resulting anchor forces n y Load case: Design loads Anchor reactions[Ib] U 3 0 4 Tension force: (+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 2500 0 2500 2 0 2500 0 2500 °' Dx 3 0 2500 0 2500 Compression 4 0 2500 0 2500 max.concrete compressive strain: 0.10[%o] max.concrete compressive stress: 440[psi] 1 2 1 resulting tension force in(x/y)=(0.000/0.000): 0[Ib] resulting compression force in(x/y)=(0.000/0.000):80000[Ib] 3 Tension load Load N .[Ib] Capacity b Nn[Ib] Utilization YN=Nua/4 Nn Status Steel Strength* N/A N/A - N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A Concrete Side-Face Blowout,direction** N/A N/A N/A N/A *anchor having the highest loading **anchor group(anchors in tension) City of Aspen ROC�iN/tr� must be checked For agreement with the existing conditions and far plausibility! 7Ffibtlbc 2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 7/10/17 40 Building Department I■!I11`T'I www.hilti.us Profis Anchor 2.7.2 Company: Page: 3 Specifier: Project: Lateral BasePlate Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 6/6/2017 E-Mail: 4 Shear load Load V.[Ib] Capacity 4)V„[lb] Utilization[Iv=Vua/ V. Status , Steel Strength* 2500 14180 18 OK Steel failure(with lever arm)* 2500 4967 51 OK Pryout Strength** 10000 25911 39 OK Concrete edge failure in direction**' N/A N/A N/A N/A *anchor having the highest loading **anchor group(relevant anchors) I 1 Shear Anchor Reinforcement has been selected! 4.1 Steel Strength Vsa =0.6 Ase,v futa ACI 318-08 Eq.(D-20) 4) Vsteel>Vua ACI 318-08 Eq.(D-2) Variables Ase,v[in.2] fula[psi] 0.61 75000 Calculations Vsa[Ib] 27270 Results Vsa[Ib] 4)steel (I)eb (I) Vsa[Ib] Vua[Ib] 1 27270 0.650 0.800 14180 2500 4.2 Steel failure(with lever arm) Vs" _am Ms bending equation for stand-off Lb Ms =Mo(1 - Nua ) resultant flexural resistance of anchor Nsa MS =(1.2)(S)(fu,min) characteristic flexural resistance of anchor (1 - Nua ) reduction for tensile force acting simultaneously with a shear force on the anchor NsaJ 3 S =n32 elastic section modulus of anchor bolt at concrete surface Lb =z+(n)(do) internal lever arm adjusted for spelling of the surface concrete 4)Vs z Vua ACI 318-08 Eq.(D-2) Variables am fu,min[psi] Nua[Ib] (I)Nsa[Ib] z[in.] n do[in.] 2.00 75000 0 34087 1.813 0.500 1.000 Calculations Nua M° r[in.lb] \1 4)Nsa) Ms[in.lb] Lb[in.] • 8835.726 1.000 8835.726 2.313 Results Vs[lb] (I)steel $VM[Ib] Vua[lb] 7642 0.650 4967 2500 City of Aspen maimmust be checked for agreement with the existing conditions and for plausibility! rig t�itli003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 7/10/17 41 Building Department 1�11`.TI www.hilti.us Profis Anchor 2.7.2 Company: Page: 4 Specifier: Project: Lateral BasePlate Address: Sub-Project I Pos. No. Phone I Fax: I Date: 6/6/2017 E-Mail: 4.3 Pryout Strength Vcpg =kcp [(AN O)W ec,N W ed,N W c,N W cp,N Nb] ACI 318-08 Eq.(D-31) 4) Vcpg>_Vua ACI 318-08 Eq.(D-2) ANc see ACI 318-08,Part D.5.2.1, Fig.RD.5.2.1(b) ANcp =9 hef ACI 318-08 Eq.(D-6) 1 W ec,N = 1 +2 eN 1.0 ACI 318-08 Eq.(D-9) 3 her/5 W ed,N =0.7+0.3 (Camin)5 1.0 ACI 318-08 Eq.(D-11) 1.5hef Ca W cp,N =MAX( Cn 1.5her ac Cac )5 1.0 ACI 318-08 Eq (D-13) ac Nb =kc),, 'hef5 ACI 318-08 Eq (D-7) Variables kcp her[in.] ect,N[in.] ec2,N[in.] ca,min[in.] 2 6.000 0.000 0.000 3.000 W c,N Cac[in.] kc 7 fc[psi] 1.000 - 24 1 4000 Calculations ANc[In-2] ANoo[in.2] W ecl,N W ec2,N W ed,N W cp,N Nb[Ib] 336.00 324.00 1.000 1.000 0.800 1.000 22308 Results Vcpg[Ib] 4)concrete 4) Vcpg[lb] Vua[Ib] 37015 0.700 25911 10000 5 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C,EOTA TR029,etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The cro factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • ACI 318 does not specifically address anchor bending when a stand-off condition exists. PROFIS Anchor calculates a shear load corresponding to anchor bending when stand-off exists and includes the results as a shear Design Strength! • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor.Refer to ACI 318-08,Part D.6.2.9 for information about Anchor Reinforcement. • Anchor Reinforcement has been selected as a design option,calculations should be compared with PROFIS Anchor calculations. Fastening meets the design criteria! City of Aspen must be checked for agreement with the existing conditions and for plausibility' t 2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 7/10/17 42 Building Department F■11`T1 www.hilti.us Profis Anchor 2.7.2 Company: Page: 5 Specifier: Project: Lateral BasePlate Address: Sub-Project I Pos.No.: Phone I Fax: i Date: 6/6/2017 E-Mail: 6 Installation data Anchor plate,steel:- Anchor type and diameter: Hex Head ASTM F 1554 GR.55 1 Profile:W shape(AISC); 11.400 x 10.400 x 0.755 x 1.250 in. Installation torque:- Hole diameter in the fixture:df=1.063 in. Hole diameter in the base material:-in. Plate thickness(input):0.625 in. Hole depth in the base material: 12.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material: 13.172 in. Drilling method:- Cleaning:No cleaning of the drilled hole is required ♦y 4 6.500 6.500 0 0 I � • 0 I � 3 0 4 -' 0 6 ►x C 1 Q-2 • 0 0 0 2.500 8.000 2.500 • . • Coordinates Anchor in. Anchor x y c_x c+x c.y c.y 1 -4.000 -3.000 3.000 11.000 9.000 15.000 2 4.000 -3.000 11.000 3.000 9.000 15.000 3 -4.000 3.000 3.000 11.000 15.000 9.000 City of Aspen 3.000 11.000 3.000 15.000 9.000 met must be checked for agreement with the existing conditions and for plausibility! 2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 7/10/17 43 Building Department 1.111�.T1 www.hilti.us Profis Anchor 2.7.2 Company: Page: 6 Specifier: Project: Lateral BasePlate Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 6/6/2017 E-Mail: 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. City of Aspen must be checked for agreement with the existing conditions and for plausibility! 003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 7/10/17 44 Building Department