The URL can be used to link to this page

Home My WebLink AboutB06-0018-Building Department CommentsVail, Colorado਍ഀ Denver, Colorado਍ഀ Frisco, Colorado਍ഀ Monroe & Newell਍ഀ Engineers, Inc.਍ഀ September 11, 2006਍ഀ 4240 Architecture਍ഀ 1621 Eighteenth Street, Suite 200਍ഀ Denver, CO 80202਍ഀ Attn: Randy Hart਍ഀ Re: Vail's Front Door (M&N # 5500.02) Building A and Site਍ഀ BUILDING PERMIT B06-0018਍ഀ Dear Mr. Hart:਍ഀ The following are our responses to the structural portions of The Town of Vail Building਍ഀ Department comments for the above building, dated August 22, 2006. We have included the਍ഀ original comment with each response. Our September 6, 2006 responses are noted with "M&N਍ഀ Response (9/6/06)" and are shown in red.਍ഀ BUILDING DEPARTMENT COMMENTS:਍ഀ ASI A-001, dated 6/15/06: Parking garage entry way modifications਍ഀ 1. S002: Conventionally reinforced concrete beam schedule: it is not clear where the਍ഀ beams B13 through B16 have changed, none of these beams have changed on਍ഀ the plans resubmitted, Please clarify. IBC 1603.1.਍ഀ M&N Response (9/6/06)਍ഀ This was clouded because the "entry" wall beams changed to Post-Tensioned.਍ഀ Beams were not eliminated from schedule in case they may be used elsewhere.਍ഀ 2. 1/S102: verify dowel spacing at 2'-0" on center: this provides footing flexural steel਍ഀ at 4'-0" on center each side of the wall for this fairly heavily loaded wall foundation,਍ഀ which does not appear to meet factored flexural requirements. ACI 318 15.4.2.਍ഀ ~`7 ors:਍ഀ 2006 Platinum Sponsor S~~ Z ZoQ~਍ഀ The Colorado Chapter of਍ഀ The American Institute of Architects਍ഀ www.monroe-newel1.com਍ഀ 1701 Wynkoop Street • Suite 200 • Denver, Colorado 80202਍ഀ (303) 623-4927 • FAX (303) 623-6602 • email: denver®monroe-newell.com਍ഀ M&N Response (9/6/06)਍ഀ VS102 will be modified to indicate #5 at 2'-0" transverse reinforcing. Transverse਍ഀ reinforcing not required at 3'-0" wide footing.਍ഀ 3. 1/S102: This detail shows the wall retaining approximately 5 ft of soil, which does਍ഀ not appear to be considered in vertical steel design, please check. If this wall is਍ഀ retaining 5 ft of soil, verify upper slab should not be doweled into wall to provide਍ഀ lateral restraint and limit lateral span. Check development at vertical dowels into਍ഀ footing and into wall for shear friction capacity. Note, architectural section 4/A203਍ഀ appears to show less than 1 ft of retained height. IBC 1604.4.਍ഀ M&N Response (9/6/06)਍ഀ Wall is adequately reinforced for elevation offset. Where offset occurs bottom of਍ഀ wall is braced by slab. Reaction at top of wall is 100 Ibs/ft and dowels are not਍ഀ required. Development of dowels for shear friction is not required. Architectural਍ഀ Section is generic section.਍ഀ 4. S102: Plan view at new ramp modifications: Verify slab on grade construction is਍ഀ indicated on the drawings: thickness, reinforcing, etc. Complete detailing of਍ഀ concrete wall opening jambs at the garage entry way north wall, dimensions are਍ഀ missing, provide ties for column construction as required by ACI 318 14.2.5 and਍ഀ ACI 318 Ch. 10. Provide a detail to show concrete walls and footings connecting਍ഀ to concrete wall on line R, footings appear to stop short of future wall construction.਍ഀ ACI 318 14.2.6.਍ഀ M&N Response (9/6/06)਍ഀ Slab-on-Grade to be 5 inch reinforced with #5 at 1'-4" each way at mid- depth. Re:਍ഀ ASI A001 for dimensions. Walls do not require column ties. All horizontal wall਍ഀ reinforcing to be continuous per General Notes. Footings are held back to not਍ഀ interfere with or block shoring. Re: Detail 8/S004 for connection of walls at਍ഀ intersection਍ഀ 5. S109: Plan view at new lid modifications over new ramp below: Verify਍ഀ superimposed dead loading is sufficient in this area, structural calculations have਍ഀ not been submitted and loads can not be verified. Section 3 & 4/A203 show several਍ഀ feet of soil overtop, along with planter / site walls, topping slabs throughout, and਍ഀ the concrete and CMU shaft wall around the exhaust shaft. IBC 1604.4.਍ഀ M&N Response (9/6/06)਍ഀ The loads have been verified. Refer to the attached calculations for the design of਍ഀ R13, R14 and R15 Beams.਍ഀ 6. S109: A detail seems required at cantilevered end of new post tensioned beams,਍ഀ verify vertical deflection tolerance has been considered, such that new beams or਍ഀ slab do not bear on existing walls at full dead plus live loading, to become a 2-span਍ഀ simple support condition. Verify deflections due to prestress loss / creep and਍ഀ shrinkage have been considered. ACI 318 18.2.4.਍ഀ M&N Response (9/6/06)਍ഀ Design is based on 2" open joint at existing Lodge Tower. There will be no support਍ഀ at this location. Deflection calculations as noted have been verified. Refer to਍ഀ attached calculations for beams.਍ഀ 7. S109: Show new section 15/S303 on plan. Call out concrete beam to the north of਍ഀ the new shaft on plan, verify support at West end for this beam, slab system has a਍ഀ cantilevered end at this edge, it appears the beam may be unstable. Verify slab਍ഀ edge support at north-west corner of the new 8" slab on grade, appears both਍ഀ edges are cantilevers and unsupported which would require additional reinforcing਍ഀ and/ or a detail. Verify additional reinforcing / trim bars are not required around਍ഀ shaft opening, none are shown on plan. IBC 1604.4, 1603.1.਍ഀ M&N Response (9/6/06)਍ഀ Beam at north side shaft is 12" x 24" reinforced with (3) - #6 top and bottom and #4਍ഀ stirrups at 12 inches. The west end of it frames into 8" x 24" beam reinforced with਍ഀ (4) - #6 top and bottom and #4 stirrups at 12" which is supported on PB13 and਍ഀ PB15. Refer to attached SSK A030. Trim bars to be provided per typical Detail਍ഀ 1/S301.਍ഀ 8. 15/S303: Steel beams are shown in section, concrete beams are shown on plan. It਍ഀ appears there may be a slab step in the lid, based on the graphics of detail 15਍ഀ either side of the shaft, no step is shown on plan, please verify. CMU wall below਍ഀ the lid, south of the shaft does not appear to be on plan. Please coordinate plan਍ഀ and section.਍ഀ M&N Response (9/6/06)਍ഀ See revised section 15/S303 (SSK A031). The step is not required. The CMU wall਍ഀ below has been deleted.਍ഀ 9. 15/S303: Show connection at top of CMU shaft walls for positive structural਍ഀ attachment to roof purlins by others, and for wind load resistance at this exterior਍ഀ wall. Note, 9" vertical length of slab dowels per note on S109 does not appear਍ഀ sufficient development for shear or moment at the bottom of shaft wall, please਍ഀ check. IBC 1603.1, 1604.4.਍ഀ M&N Response (9/6/06)਍ഀ See revised Section 15/S303 (SSK A031). The dowels have been revised਍ഀ accordingly.਍ഀ 10. 16/S303: steel columns are not called out on plan, verify small shed roof snow਍ഀ loads have been considered in the design of columns, header, and supporting slab਍ഀ and other structure below. IBC 1604.4, 1603.1਍ഀ M&N Response (9/6/06)਍ഀ Columns to be TS 4x4x1/4. Loads from shed roof and building above have been਍ഀ considered in design of structure below.਍ഀ 11. 18/S303: It appears that some moment may be transferred to the 8" concrete wall਍ഀ below, due to cantilevered post tensioned beam rotation at cantilever support point.਍ഀ Slab to wall is certainly intended to be monolithically connected as shown in detail਍ഀ 18, however beam to wall connection is not shown. Please show beam to wall਍ഀ detail or provide instructions regarding dowels in detail 18. Verify flexural plus axial਍ഀ loading has been considered in the 8" concrete wall. ACI 318 14.2.1 though਍ഀ 14.2.5.਍ഀ M&N Response (9/6/06)਍ഀ The dowels that connect the slab to the wall are not intended to monolithically਍ഀ connect the slab and wall. The intent is a pinned connection. The intent is the਍ഀ same for the connection of the beams where they bear on the wall. Similar to਍ഀ Section 5/S303. The axial loading on the 8" wall has been verified per ACI 318਍ഀ Section 14.5. Refer to the attached calculations.਍ഀ 12. 19&20/S303: Please verify shear friction capacity at slab construction joint: as਍ഀ required by analysis, provide notes to remove form oil, clean and roughen slab joint਍ഀ prior to casting future slab pour against the existing slab joint. Consider trim bars਍ഀ around corners in first slab pour as shown on S109. Show required lap length in਍ഀ detail 19. ACI 318 11.7.9., IBC 1603.1.਍ഀ M&N Response (9/6/06)਍ഀ See attached calculations for shear friction capacity. Other requirements regarding਍ഀ construction joints are listed in specifications. Trim bars to be provided at corners਍ഀ per Detail 1/S301. Re: Revised Section 19/S303 (SSK A032) for lap length.਍ഀ End of Comment Responses.਍ഀ If you have any questions or comments, please call our office.਍ഀ Very truly yours,਍ഀ MONROE &,NEWELL ENGINEERS, INC.਍ഀ [Ulu U%, a- }~y਍ഀ c਍ഀ ਍ഀ - C O R. ~਍ഀ fill,਍ഀ CP i I ' '਍ഀ 1 I ~ rn 0਍ഀ CO 3E਍ഀ 1_ N਍ഀ 00਍ഀ I਍ഀ 1਍ഀ 1 L z z਍ഀ 1 r , ~N਍ഀ r਍ഀ A਍ഀ rn ; 0਍ഀ - ~ 1਍ഀ 1 ,਍ഀ qc- I ,਍ഀ 1 ,਍ഀ r-- ----L-I-------਍ഀ 1 ~ I਍ഀ 1 1 I 1਍ഀ L I 1 ; I਍ഀ QO - II - -਍ഀ 1 ~਍ഀ A਍ഀ 4- 0-0 OA਍ഀ =Q rnrn DDc~਍ഀ D਍ഀ ~I N Z~ N~ (l:r PQ;Q਍ഀ ~v਍ഀ Q1 r਍ഀ 0 IM M -n 0 - ~ RO ~ ~ Lx 200਍ഀ 1 , I਍ഀ 1 ,I 1 r IjX ~ CP AA - .0 VZ਍ഀ Iv 1 , 1 N ~Q1 rn-rn਍ഀ 1 1V,1 A ''r N\਍ഀ N਍ഀ r H Y 0਍ഀ , 1 1 _ 1 y " 1 1 , DD , I਍ഀ ' i t 1 1 ~I i i (QD~ ~0 L I I0>਍ഀ 11਍ഀ 1 'I ' ~ ~1 i~ 1 I r~ I 1 1 1 ~1਍ഀ rji਍ഀ z਍ഀ Fl».਍ഀ \ ' ' 1 1 1਍ഀ 1 - --r-------r-T-------਍ഀ -਍ഀ r -਍ഀ --r--------,- \ -r--- -----r--਍ഀ CA it iN N i਍ഀ 1- 1 I 1 I ~ i~~਍ഀ 1 1਍ഀ 0 , , 1 I 1 ~਍ഀ 1਍ഀ 1 z l 0 1 1 I 1 g / , ,Q~਍ഀ 1 0 1 1 , ' 1 ~ 1 1਍ഀ A+,„਍ഀ 1 ~1 r਍ഀ ' , J 1 V 1 I 1 1 1f ' \ 1 1 _਍ഀ ~ 1 1 0਍ഀ ' 1 1 1 ~ ~ ' ~ 1 1 1 -Q਍ഀ ' , 1 1 1 I 1 ~ I ❑ 1 1਍ഀ , 1 1 1 1 1 1 1਍ഀ > LP਍ഀ ' II 1 I ' ' / 1 1 0~਍ഀ j਍ഀ 1 A I 1 1 1 ~ r 1 1 rn~ rn 3਍ഀ 1 rn -n 0਍ഀ 0਍ഀ rn IM਍ഀ I I 1 A਍ഀ - -r- _ , I 1 1 1਍ഀ , _1 - TI 1 i 1 1 1 , , ~ ~ 3਍ഀ IATGHLINE RE.510q I I I 1਍ഀ IATGHLINE RE~5108 E E . 13~_q~~਍ഀ ਍ഀ '਍ഀ I਍ഀ - 1਍ഀ 1 ~਍ഀ I਍ഀ 1 ~਍ഀ r i i਍ഀ 1਍ഀ 1਍ഀ 11,਍ഀ Architect of Record਍ഀ 4240਍ഀ Denver, Colorado਍ഀ Vails Front Door਍ഀ Building A਍ഀ Owner / Developer਍ഀ Vail Resorts਍ഀ Development Company਍ഀ Avon, Colorado਍ഀ ❑਍ഀ OXZ਍ഀ v਍ഀ M T,਍ഀ AzA਍ഀ ~Orn਍ഀ rN਍ഀ ~13A਍ഀ ~rn਍ഀ 0਍ഀ 1$rn0਍ഀ r਍ഀ DO਍ഀ -4਍ഀ r਍ഀ 0D0਍ഀ 0਍ഀ rn਍ഀ rx-਍ഀ r਍ഀ r3਍ഀ <Ozz0਍ഀ ~A਍ഀ -Di0"n਍ഀ -ii਍ഀ ZZ M਍ഀ 05-1਍ഀ M਍ഀ „AUM਍ഀ A਍ഀ 1-਍ഀ .fl਍ഀ DRAWING No: SSK-A030਍ഀ REFERENCE: S109਍ഀ ISSUE: ASI A-001o਍ഀ DATE: 09/11/06਍ഀ SCALE: l /B" = l'-0"਍ഀ DRAWN BY: CLH਍ഀ L. RE, L.਍ഀ Pwrn~਍ഀ A 1m਍ഀ 0 N਍ഀ z g਍ഀ a.਍ഀ RE਍ഀ PL਍ഀ P਍ഀ P਍ഀ P਍ഀ 2'-6' LAP਍ഀ rni P਍ഀ ZQG਍ഀ (਍ഀ z਍ഀ rrn d਍ഀ z -zi਍ഀ N਍ഀ r਍ഀ 3਍ഀ I਍ഀ Nis਍ഀ '਍ഀ i਍ഀ A਍ഀ ?n਍ഀ D਍ഀ OrA਍ഀ A+਍ഀ vk਍ഀ 1਍ഀ rn਍ഀ mr਍ഀ 3mul,਍ഀ a਍ഀ f.-1਍ഀ m਍ഀ 0਍ഀ m~਍ഀ z਍ഀ mi਍ഀ A਍ഀ Ag-*' sN=਍ഀ m N 1 t~ _ Um਍ഀ m 1 jr x਍ഀ i਍ഀ mmr z i O R c rTp਍ഀ A਍ഀ mDN~~' ~ ~mm~C਍ഀ ~iZe k i NZ m਍ഀ 0਍ഀ i਍ഀ D਍ഀ N_਍ഀ D਍ഀ 8਍ഀ 013਍ഀ Nymy਍ഀ A਍ഀ Ir~ \ m m1z਍ഀ D਍ഀ \ \਍ഀ \ \ AN0਍ഀ \ v਍ഀ m~਍ഀ \ \ 0਍ഀ \ \ rnN਍ഀ \ \਍ഀ \ \ m਍ഀ S \਍ഀ \਍ഀ \਍ഀ \ A \਍ഀ DN \ m \਍ഀ 13 D \਍ഀ Rm਍ഀ Z Z਍ഀ \਍ഀ O਍ഀ ~ N਍ഀ D਍ഀ 8਍ഀ Awsa era~.a਍ഀ 4240਍ഀ Vails Front Door਍ഀ B$਍ഀ A਍ഀ D~n~!>e~1Opc~਍ഀ Vail FCs rt8਍ഀ DPAwiNC NO: SSK A-031਍ഀ REFER[ CE: A-,਍ഀ ISSUES ASI A-0(]1a਍ഀ GATE: 9/11/06਍ഀ DC ellpment Company਍ഀ Awe, Colorado਍ഀ SCALE 3/a'=r-0"਍ഀ ,਍ഀ uanwN Gv Cui਍ഀ r਍ഀ ASI A-001਍ഀ REi PLAN FOR਍ഀ SLAB REINFORCING਍ഀ z਍ഀ REi PLAN Q਍ഀ J਍ഀ a਍ഀ 45਍ഀ e s਍ഀ ed਍ഀ o਍ഀ W Q 44o.਍ഀ IyJ d਍ഀ a਍ഀ '-2Xb KEYWAY਍ഀ BEAM REINFORCING਍ഀ EXTEND REINFORCING OMITTED FOR CLARITY਍ഀ THRU JOINT (OR PROVIDE਍ഀ FULL TENSION MECHANICAL਍ഀ SPLICE)਍ഀ SECT f Oil 1e਍ഀ 3/4" = I'-0"਍ഀ A਍ഀ hi਍ഀ f R਍ഀ Vans Front Door਍ഀ rc਍ഀ tect o਍ഀ ecord਍ഀ DRAINING No: SSK A-032਍ഀ 2਍ഀ 0਍ഀ Building A਍ഀ 4਍ഀ 4਍ഀ Owner / Developer਍ഀ REFERENCE:਍ഀ ISSUE: ASI਍ഀ ASI A-001a਍ഀ Vail Resorts਍ഀ DATE: 09/ 1 1 /06਍ഀ Denver, Colorado਍ഀ Development Company਍ഀ SCALE: 3/4"=1'-0"਍ഀ Avon, Colorado਍ഀ DRAWN BY: CLH਍ഀ