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Home My WebLink AboutB06-0196 Structural Calculations Volume 1 July 2007STRUCTURAL CALCULATIONS for SECOND PLAN CHECK Volume 1 of 2 FOUR SEASONS RESORT V 'A~J Vail, CO for t% 40( fW HILL GLAZIER STUDIO HKS 925 Alma Street Palo Alto, CA 94301 Town of Vail _ OFFICE COPY . - by .lu 'I 1V"Jk 7P'PC WVLE .,1D1§QWp$J*'.Wtnd Compliance to all Fran i§&,t'0A1,Jl94IQ3j ;;1 ni.::ipal ' urges in Plar•s MUST be appr,ved ..E D^'e By e: NM Job 14AffWit Colorado July 18, 2007 E E TOWN Og VAIL I STRUCTURAL CALCULATIONS for SECOND PLAN CHECK Volume 1 of 2 FOUR SEASONS RESORT Vail. CO for HILL GLAZIER STUDIO HKS 925 Alma Street Palo Alto, CA 94301 by NISHKIAN MENNINGER 1200 Folsom Street r San Francisco, CA 94103 NM Job No. 7083 July 18, 2007 C 2ND PLAN CHECK RESPONSE FOUR SEASONS RESORT Vail, Colorado NM Job No. 7083 July 18, 2007 Structural Comments S1 C all sheets Calculation for roof steel framing does not show member reactions. In order to design/check the connection capacity, reactions should be included for each member. We assume that steel connections have been designed by the engineer of record (130R) as steel connections are not listed on sheet S 1.0.1 A: deferred submittal, IBC 106.3.4.2. It is the EOR's responsibility to verify all connection capacities, please verify this has been done. KL&A 6126107: W10 shear tab capacity calculation assumes three bolts, while two bolts are required per l I/SI.0.5A. Revise cale. to use 2 bolts to match detail. S4A D S2.1 1, calcs Verify wind pressure addition to gravity loading at sloped roof members. It appears there is a math error in the formulations, check calculations pages 566, 567, 568, should multiply by cos(a) instead of dividing. Please check designs. IBC 1604.4. KL&A 6126107: New calculations Volume 2 calculate positive wind pressures based on main wind force resisting system pressures, loads for roof beam design shall be components and cladding forces, with combined GCp factors from ASCE 7 Figures 6-17 for low slope roofs and 6-11 for slopes greater than 10 degrees. Define e fective wind area used for calculations. Zone 2,3 and overhang pressures shall be accounted for in designs. It is unclear why much larger Kz has been used for calculation than required per Table 6-3. Please verify roof designs for positive and negative wind pressures per code. Roof beam calculations do not include 0.6D+W load case, verify sufficient strength,fully unbraced.for net uplift loading For negative wind pressures, full beam lengths shall be considered unbraced, for lateral buckling. omb See revised wind pressure calculation and checked for 0.6D+W pc4A Note that max. net uplift is 6 psf, a long span beam is checked for unbraced length. S9 C/D S2.11.1 Grid A2 & 5.4: It appears that W6x20 members supporting eaves and rake are adequate in terms of member strength. The connections of steel framing to concrete slabs or steel Four Seasons Resort, Vail, CO 2°d Plan Check Response July 18, 2007 members are not shown or indicated on plan. Connection capacities are not provided in calculations. KL&A 6126107: HSS6x6 upturned outriggers require connection details. Consider maximum snow loading plus wind uplift loading, per ASCE 7, Ch. 2. load combinations. Connection detail added to drawing. See cale. pc 9 Wind load is not govern. Sl 0 D S2.11.1 Ridge overhangs are indicated with "bent plate at ridge". The design is unclear for these members, please verify. A detail is required. Verify diaphragm continuity over ridges and valleys. KL&A 61261107: Bent plate is shown on plan to support deck each side f •aning into ridge at overhang. 28IS1.04 can not support roof loads as a cantilevered eave support. Verify roof deck can cantilever 30 inches to adjacent eave support, verify with manufacturer roof deck is intended to cantilever. IBC 2209.1. Detail 28/SIA is showing work point relationship and detail at breakline. The purpose of bent plate is to tie the deck for diaphragm continuity, but not for cantilever purpose. All eave edge are supported by facia beam ClOX15.3. Detail 14 is showing cantilever decking. S13 C 52.11.1 W 14X26(BB) does not meet required strength under 1.OxDL+I.OS Grid A4.5/load combination. Please verify member size. 10-10.5 KL&A 6126107: Response does not match section 281STOID, no truss is shown. Size increased to W14x50, however this section does not exist per AISC. IBC 1604.2, 2205.1. Beam label revised to W 14X53 S14 D S2.11.1 Please provide connection detail for moment connection of Grid A8.2/ W2704 and W 16x4O(BB). 12.5 KL&A 6126107: Referenced detail 26E/S1.05A does not show condition without supporting beam, W27 end is cantilevered and deeper than perpendicular W16. Revised section 261S7.OIH does not show W1 6x40. Verify load path. Revised section 26/S7.01 H W27 to W16 connection detailed in 24/5703 S 15 D S2.11.1 Please provide sizes for steel beams of dormers. Grid A6/ 11-12 KL&A 6126107: Please reference S8.01 details on plans. Provide connections for built tip cold formed beams and 8 "joist supports, verify load path for lateral wind loading and wind uplift loading. Provide joist and beam spacing. IBC 1604.4, 1604.8.1. Details and section of dormer framing clarified. Calc. pc15 S20 GS S2.11.1 Framing and Load assumptions for chimneys are unclear. Please provide sections and details for design concept for gravity and lateral loading, per load combinations ASCE 7-02 Ch. 2. KL&.4 6126107: Bracing beams for supporting roof beams appear required at HS.S4x4 columns near line 9-9.7. Provide lateral load resisting system and roof collectors for Four Seasons Resort, Vail, CO 2"a Plan Check Response July 18, 2007 wind loading transfer into main roof diaphragm for chimney towers. Per A5.01, chimney structures appear to be approximately 20 ft tall which will create substantial overturning loading on roof beam supports. ASCE 7, 6.5.12.4. Diagonal kickers added to chimney framing 16/58.01. Beam supports are checked. S25 DC 51.0.1 General Notes, 1.11: Live load reduction: Parking garage live loads may not be reduced excepting columns and transfer beams, then only by 20%. Public assembly live loads are not to be reduced, ballroom live loads shall not be reduced. Verify live load reduction meets ASCE 7-02, 4.8.3 & 4.8.4. KL&A 6126107: Ballroom is noted as reducible live load ii-hich is not permitted per IBC 1607.9.1.3. Revised general notes, calculation is based on non-reducible load. S30 GS PT Plans ACI 318-02 18.12.4 specifies a minimum of 2 tendons must pass through the critical shear section at columns. For grids BB, BA, A14, A12.2, and A10 the penetrations shown on the structural drawings seem to interfere with the path of the tendons at the columns. Please coordinate all distributed tendons at column lines with penetrations shown on drawings. KL&I 6126107: Verify all banded columns fi r a minimum of (2) banded tendons passing through the column core (specifically columns at Bd-B5 and A15.3-5.4). If tendons are not added over columns in banded direction the slab section needs to be designed as conventionally reinforced in that direction. Plans revised to show tendons through column supports. S32 D PT Decks Typically exterior balconies have a step in the concrete slab and slope to drain. The calculations for the balconies indicate an 8.5 in slab thickness throughout. The current drawings reference a blank detail callout. Please provide a detail at the balconies and verify the calculations match the slab profile. found in the drawings. KL&a 6126107: Balcony section not Detail 2/S6.01 added to drawing. There is no step at the balconies per Arch. detail. S43 C S2.05.2 The design loads and calculations for the 16" thick slab located at the north east portion of the building were not provided. Please issue loads used in the design and calculations, show on the drawings per IBC 1603. L. Verify depth of soil (appears slab can resist only 12" of soil, where details on S6.01 H appear to indicate 4 to 5 feet in places). Verify 100 psf flat roof snow plus sliding snow from the roof plus any snow storage loading is accounted for in the lid design. Verify heavily reinforced steel for temperature and shrinkage steel in direction perpendicular to span. KL&4 6126107: Loads are not shorx-n in calculations Volume 3 at this area. Calculations have not been provided. IBC 1604.2. See attached calc. pc 43 S54 C S2.02.1 Please provide calculations for the 10" thick concrete bridge at grids 2/A3. KL&4 6126107: Additional rebar south of the bridge area per calculations is not shown on the drawings, please review. or. Four Seasons Resort, Vail, CO 2nd Plan Check Response July 18, 2007 See attached calc. pc 54 the calculation has isolated the `bridge' area for design. For continued slab, the south of bridge area does not require added bars. S55 C Non-PT slab calculations do not include a specified rebar quantity output. Please provide calculations indicating the required top and bottom reinforcement. KL&A 6126107: 52.03.1: Calculations show 40 psf live load used for areas 164 and 15.5 where "housekeeping storage" and industrial laundry, and kitchen usage is shown per A2.03.1, where 125 psf and 100 psf live load should be used. Verify live loading matches usage at all levels. 52.03.2 does not show north-south bottom add bars between lines A5& A8.2 at column and middle strips per calculations, or north south top add bars at line A12.2. East-west top and bottom add bars between 13-16, A8.2-A10 are not shown on plan, but are required per calculations. Please verify calculated reinforcing is shown on all plans. Plan revised to show reinforcing to match calc. S59 C S2.03.01 It appears there is a topping slab at the exterior patio near grids 8/A.11. Please provide design loads in this location. KL&A 6126107: Verify response refers to Level 3, which appears to be exterior condition at 8-A. 11. See attached calc. pc 59 S60 C At levels 2 and 3 shear rails are not indicated. Please provide punching shear calculations for typical bays and loadings indicating the stresses at the corners of the critical sections. Consider unbalanced moments and corner and edge columns. KLd_9 6126/07: Neiv calculations utilize 5000 psi concrete,for shear rail calculation in Level 2-3 non PT slabs, which are 4000 psi concrete. Please review shear rail calculations using specified 4000 psi prix per Sl.0.1. AC1318, Ch. 11. At third floor columns with smaller shear but larger moments appear to control design, verify sufficient shear rails for large moment locations. Revised cale. to use 4 ksi F'c. pc 60 S61 D 54.02 ACI 318-02 10.9.1 limits longitudinal reinforcement to 0.08 times the gross area of the cross section. Where lap splices are used the column reinforcement should not exceed 4% of the gross cross section. Several columns exceed the 4%. Please revise column reinforcement to indicate a mechanical splice where column reinforcement exceeds 4%. KL&A 6126107: Per the ACI requirement the area of longitudinal reinfor•cernent in an), horizontal cross section should not exceed 801o of the gross area of the column. Typically longitudinal column reinforcement is spliced above each level. If this is not the case please clarifi. If the longitudinal reinforcement does splice above each level the area of steel at the splice may not exceed 8%. For example at column 3C1 Level 4 (14X24) the gross area is 336sq in, 8% of this area is 26.9 in sq. The total area of longitudinal reinforcement at the splice location is 28 #10's As=35.6 sq in (14 #10 longitudinal below and above) or 10.6% of the gross area. Please verify and address all splice locations. Updated column schedule S4.02 to denote mechanical splice. Four Seasons Resort, Vail, CO 2" Plan Check Response July 18, 2007 S67 D PT Plans In several locations the PT tendons are indicated to have a high drape at the column line adjacent to the edge of the slab. If this is the case the maximum bend radius for the PT tendons will be violated by anchoring the PT tendon in the center of the slab edge. Please clarify the tendon drapes near edge conditions. KMA 6126107: The 6.5" height noted on uniform tendons (it slab edge in --one 3 of PT slabs violates the minimum radius. The uniform tendons between the balconies go ji-onr a drape of 4.25 " cat the slab edge to 6.5 " at 12 " inside the slab. The typical minnnurn radius on vertical tendon curvature is 6'-0". The radius calculated for the tendons in question is 0'-6". It is cornmon practice to maintain a level tendon within 12 " of the slab edge to avoid unwanted friction with the tendon and the stressing end. This unwanted friction can cause wires to break during stressing. Please verify the naininaum tendon radius in these locations and adjust as required. The profile for the uniform tendons between the balconies is at mid depth of slab at slab edge and curve to low point at mid span without the 6.5" drape. The 6.5" drape is for the uniform tendons at the balconies only. Plans revised to clarify this. S70 LS/GS Sheet A0.3.03 shows that the Ball Room occupancy is 529 people, greater than the Building Classification limit of 300 people for typical occupancy (IBC Table 1604.5); it appears Category III is required. Verify lateral and gravity designs are adequate for the increased loads due to importance factors for Seismic, Wind, and Snow loads (1.25, 1.15, and 1. 1, respectively vs. 1.0 used). Verify other design provisions are also acceptable as applied (static analysis is appropriate for seismic design, Seismic Design Category, etc.) KL&A 6126107: Town of Vail to review, administrative modijicatiort request letter regarding this issue. We recommend that the Town of Vail grant the administrative anodifacation request. Letter sent to City of Vail. S71 talcs Calculations pages 12-14: Please verify load combinations used, Ref. ASCE 7-02 Ch. 2.3. a) Page 12 does not match pages 13,14, wind loads are not considered KL&A 6126107. Verify lateral soil load is used in both seismic load combinations. See revised ETABS input loading. b) KL&A 6126107: closed c) KL&A 6126107: closed d) KL&A 6126107: closed e) KL&A 6126107: closed S72 DC S1.0.1 General Notes, I.11: live loads listed do not match calculations, 40 psf per talcs page 10, 50 psf (trucks) per drawings. 125 psf storage load is not in the calculations. 70 psf at mechanical floor shown in the drawings, vs. 50 psf at penthouses shown on page 9 of talcs. Please verify and clarify live loads used in design. Show correct loading on the drawings per IBC 1603.1. KL&A 6126107: New calculations show 60 psf live loading at cantilevered balconies. Per load combinations combined live load (60psf if less than 100sf, which does not apply to Four Seasons Resort, Vail, CO 2"a Plan Check Response July 18, 2007 all balconies) and snow load (100 psfi are required, per ASCE 7, Ch. 2. Mechanical 70psf loading is not shown in the new calculations load plans, please review. Load plans revised. Balconies are designed for 100psf snow load (non- reducible). Mechanical load has been verified. Drawing revised. S76 F/C Calcs page 459 addresses sliding stability due to unbalanced lateral soil loads: a) KL&A 6,26/07: Closed b) KL& 4 6126107: Closed c) It seems that the structure is being checked as a rigid body, where actually the unbalanced lateral shear loads will be resisted by north-south perimeter concrete shear walls, not on a per-foot basis. Alternatively, verify rigid body assumption and also show that south walls are designed for passive pressure loading instead of "at rest" pressures. KL&A 6126107: New calculation shows global stability is .satisfied, however lateral analysis does not show soil lateral load is transferred through the Level 2-5./loon diaphragms to resisting walls. We understand f-om phone conversations with the FOR that lateral soil loading has been input into the STABS lateral modeling as line loads at each level, which the analvsis has combined with lateral wind and seistnic loads. Please provide representative calculations showing input and output for lateral soil loading, and shear & overturning demand onto the lateral elements below the 5"floor. Updated STABS loading for soil pressure per soil engineer. Attached input /output files. Some shearwalls are revised. d) KL&A 6126107: Closed e) Lateral soil loads shown on page 458 of calculations do not match the original geotechnical report or the follow up letter dated 8/19/05, loads used appear to be a mixture of both recommendations which reduces the net lateral pressure on the structure. Please obtain a letter from the geotechnical engineer stating that a mixture of the 50 pcf and 24H loading can be used. KL&A 6126107: Geotechnical engineer's letter dated July 19`', 2005, Figure 1 indicates that top of wall soil lateral load distribution is zero psf at top of wall, increasing to 24H over a wall depth of 0.211. This distribution creates net larger soil lateral load onto the building than 50H distribution at top of wall, used,for structural analysis. Cantilevered top of wall between 12&13 will be affected by the loading per soils report Figure 1. Retaining wall loads are revised to use soil engineer's criteria. Pc76 Revised wall schedule. f) No surcharge loading has been applied at the perimeter retaining walls. Please confirm that this is appropriate with the geotechnical engineer, page 6. Consider the north wall: it appears lateral surcharge should be applied due to height of soil above the structural lid level , fountain / landscaping, and heavy vehicles and fire truck loading. Please obtain a letter from the geotechnical engineer stating that the lateral loads for wall design are satisfactory. KL&A 6126107: Please state that surcharge has been included for all walls as appropriate for the site. See attached cale. to clarify all surcharge loading. Pc76 Four Seasons Resort, Vail, CO 2nd Plan Check Response July 18, 2007 S81 F S2.01. ],etc. Mat foundation soil pressure calculations page 541-544 do not show that soil or snow loads have been considered. Verify snow loads and live loads are considered per ASCE 7-02 Ch. 2, #2,3,4,5. KL&:1 6,126'07: New calculations Volume 1 do not indicate soil or snow loads in the mat slab calculations submitted. Further, verify column dead loading matches column calculations. May 2006 calculations p. 338 shows 852k dead load at colunnn C2 at grids 331A.2. Mat slab loading for node 63 at this location shows 400k dead load applied. See attached calc. for explanation of load applied. Pc81 S87 F S4.04 Sump and elevator pit details: verify buoyant force resistance from self weight. Complete details and references on details 10 and 20/S4.04. Show rebar in all details or indicate where rebar is shown, verify concrete is not to be considered "plain" per ACI Ch. 22. KL&A 6126%07: Complete details of reinforcing and reference marks in details on 54.04. Revised details on sheet S4.04. S90 D/F S2.01.1 Complete detail references at mat slab step at lines 9-10. Verify lateral soil loading reaction at base of perimeter wall does not cause unanticipated bending in T-0" wall (6/S6.01) or walls above. KL&A 6126107: Please respond to this issue. See calc. page pc90 S97 GS S2.02.2 10" ramp slab does not meet ACI minimum thickness for non-prestressed one way slabs, ACI Table 9.5. Calculations have not been provided, bottom flexural reinforcing appears under designed unless fixity was assumed, 8" wall at the south support does not appear to be stiff enough to act as a fixed support. Provide calcs. Confirm top reinforcing and east-west reinforcing, appears well over minimum steel, 0.0018. IBC 1604.4, ACI Ch. 10. KL&A 6126107: April 2007 calculations Volume I show significant top add bars at line AI exterior wall for fixed condition for stiffness. Sheets S2.02.2etc. do not show additional top bars at ramp slab, please review. Re-bar mark added to plans. S98 GS S2.04.2 Detail gravity connection of HSS I2x8x3/8 girt to conc. Column. Provide calculations of column for gravity plus lateral wind loading. KL&A 6126107: Connections are not detailed on the drawings. Calculations for connection have not been provided. See detail 8/SI.05B cale. pc98 U Four Seasons Resort, Vail, CO 2"d Plan Check Response July 18, 2007 5102 F Calculations page 462 show that the rarnp slab resists 30k/ft of lateral soil loads. Please describe the load path for this large reaction, provide calculations. Verify lateral deflections towards the south will not overstress the columns and 8" thick wall on lines A2 and EA. Provide shear and moment calculations, provide additional chord reinforcing and closed hairpin ties as required. Provide adequate load path at the reaction points into the resisting slabs. Verify load path to the supporting soil for the reactions (show rebar in 17/S6.0.1 D; detail slab to 8" wall above and below on grids 14.2 & 12.8, S2.02.2 & 52.03.2 respectively; detail top connection at Level 5). KL&A 6126107: Show connections of ramp to 5 " and 8 " concrete walls below to resolve lateral soil forces. Show collector loads for this large force, including detailed connection from supporting wall end into supporting slabs south of line A2. Verify load path to the supporting soil. Revised detail 17/S6.01D, cross reference added to plan to show wall to slab connection. (9B/S4.03, 16/S1.02A) S104 GS 52.06.2 Complete details through shaded beam with hangers, beam is not identified. Complete section through wall on line 15. KL&4 6126107: Sections have not been added per the response. Section added to 4/S6.01H. Cross reference added to plan. S105 F/GS North retaining wall W1: a) Consider section at stairwell at north east corner, where no floors brace the wall full height. Verify two way action and reactions at slab points are not overstressed in bearing. KL&A 6126107: Mitial comment was intended to read "north-west" corner, open shaft line AI between 1.2 & 2.7 lines. Added 8" cross wall from foundation to underside of 4`h level. b) Gridline 12: verify 12' cantilever at ramp location up to elevation 100. KL&A 6126107: See comment S76, reanalyze with 0.211 top of wall pressure distribution per Figure 1 of soils report letter dated July 19", 2005. Revised talc. to use 0.2H loading pc105b c) KL&A 6126107: Closed d) It is unclear where and how wall W 1 transitions to wall W2, this appears to occur at line 16 near the condition discussed above. A detail seems required. KL&A 6126107: Show transition tit grid 4 on plan, note S2.03.1 indicates I'Q east of grid 4. EIS Four Seasons Resort, Vail, CO 2°a Plan Check Response July 18, 2007 Added details 9/S4.03 5106 F 9,11,14/S6.01 E Sheet 52.032: 12 ft. cantilever retaining wall extension of exterior two span wall below, outside of ballroom areaway on line A 11 between 14 and 14.5 has not been checked and appears to be overstressed for flexure, please check. Consider moment resisting joints at slab to wall connections. Design / detail planter wall. These details require rebar and splices to be shown for proper detailing and construction. Verify cantilever deflection. KL&A 6126107: Please respond to this issue. See revised calc. pc106 Revise details 9, 14 and plan to show rib wall. The design is to treat the planter wall as a `boa' S109 F S2.02.1 Wall "W2" line 1 near A4 is spanning approximately 22 feet at Level 2 floor opening. Calculations have not been provided for this condition, please verify designs. KL&A 6126107: New calculation for N12 wall line I i~, A4 shows reinforcing required at bottom of footing = 1.28 in2. Value provided is 1.04in2 at base (#6+#7). Also, positive moment between slabs at Level 2 elevation is 30k ft, bar A #6 @12 " o.c. is inadequate for this moment. Shear capacity also appears exceeded at longer wall span. See revised calc. pc109 revised wall schedule. S HO F S2.02.4 No calculations have been provided for the cantilevered retaining wall around the pool structure, or on gridline D1. Verify lateral load capacity, consider pedestrian surcharge and water surcharge due to site drains behind this wall as appropriate. Verify footing width. KL&A 6126/07: 11'all in question between gridlines 6-8.5 south ofA18 supports roof loads and also is the lateral load path for pool structure loading, and for roof uplift for partially enclosed structures. bVall also is monolithic with Area 3A perimeter building wall. Design is part of EOR's scope, please provide wall designs accounting.for support of roof structure. See revised cale. pcl10 S127 GS S2.09.3 Beam 9133 is indicated at line A] I yet there is no graphic image of this beam. IBC 1603.1. KL&A 6126107: Beam not shown on plan per the response. Beam 913-3 is deleted. Drawings revised. 5128 GS S2.09.3 Top slab bars IOT3 & IOT6 are shown at line 10.6/A14. It seems these bars are shown in error as the concrete beam is upturned at this location. Beams south of line A12.2 are not identified. Please check. IBC 1603.1. E* or Four Seasons Resort, Vail, CO 2"d Plan Check Response July 18, 2007 KMA 6126107: Top bars also appear required at gridline A10. S2.09.3 PT profile is incomplete, details are required. Top bars added at gridline A10. PT plans revised. S133 GS 52.11.1 Verify roof construction over the elevator shafts: level or sloped, fire rating requirements, machine roof requirements, sheave beam / hoist beam requirements. Typical all elevator shafts. KL&A 6126/07: 52.11.1: Deck hpe 'D' is not adequate for 1 hour rating over shafts, please verify unrated shaft lids are acceptable. IBC Ch. 7. Revise deck schedule D to show 2-hr rated deck Sheet S1.04 S141 LS 8/S3.02A Jamb and link beam reinforcing does not appear to be defined. Consider stress concentration at roof level narrower core, consider overturning and shear stress transfer. Similar at detail 23/S3.02A, 8/S3.02B, 11/S3.02B. KL&A 6/26/07: 1%erifi- column rehifi)rcing 'D' requirements at level 10 to roof at line A6. Clarify wall elevation to show added corner bars. S145 LS 1/S3.02C Wall thickness is shown as 8 inches. Plan 5201.2 indicates a 12" exterior foundation wall, please coordinate. KMA 6126107: Coordinate reinforcing shown on shear wall elevation with 'W2' or 'W3' per S2.01.2, it is unclear which wall type controls.for soil lateral loading. Wall must span two way due to stair shaft opening, verify designs. Clarified detail 1/S3.02C. S147 LS 6/S3.02.D Boundary detail G is not consistent with column C22 and C22A. Please coordinate. Similar at details 11, 21, 26 this sheet. KL&A 6126107: Boundary detail G does not exist. Columns indicated do not specify colionn tie pattern 'G' per S4.02A, coordination is required. Detail G added to sheet S3.03 S164 LS S2.11 Provide detail of roof diaphragm to concrete cores. Provide or indicate detail of steel beams to concrete cores for gravity plus lateral loading, per ASCE 7-02 load combinations. Verify drag loads and chord force detailing at eave framing. Verify diaphragm welding is sufficient for expected shear forces, provide shear and moment diagram at roof deck levels. ASCE 7-02: 9.5.2.6.2.2, 9.5.2.6.2.6, 9.5.2.6.2.7. KL&A 6126107: New, detail 131S1.0.58: YVelded studs, thickness and dimensions of embed plate are not defined. Please provide this information for all beams and reaction conditions on the drawings. Verify connection is adequate with u 10 Four Seasons Resort, Vail, CO 2°d Plan Check Response July 18, 2007 short slot or long slot holes in the shear tab, if pernutted for erection. Provide roof diaphragm calculations per original conunent. IBC 1911, 1912, 2205.1. Deferred response. S165 LS S2.11 Provide detail of concrete diaphragm to concrete cores, verify shear transfer at each level and comment whether any drags are required. Verify if typical details 12 & 23/S 1.0.3A apply throughout the job. ASCE 7-02: 9.5.2.6.2.2, 9.5.2.6.2.6, 9.5.2.6.2.7, 9.5.2.6.2.8. KL&A 6,126107: Please respond to this issue. Deferred response. S169 LS 53.02A Calculations show a significant force reversal / back-stay effect from Level 6 to Level 5 shear force, i.e. SW 14 & SW 16. Verify this load path has been designed for the loads per 3D analysis. Verify soil plus wind / seismic loading has been used for drag design. Note per plan, S2.05.1, a large hole exists adjacent to wall SW 16, and per calculations page 536, (38+57)=95k shear transfer is required. No drags are shown on plan. Please verify. Note, elevations S3.02A show #5 @ 14" o.c. at upper levels, calculations shown (2) #5 @ 24" o.c., please verify designs match calculations. IBC 1616.1.1, IBC 1604.4. KL&A 6126107: Original comment calculated (38+57)=95k load,for SW14 not SW16 as noted, hotivever collector bars have not been added for SW14. SW16 collector load is (86+143)=229k, (4) #7 shown on plan are not adequate for 229k, please review all collector designs. Deferred response. KL&A 6126107: COMMENTS ON NEW DETAILS FOLLOW 5171 S2.11.1-2, etc. Roof framing plans are incomplete. Please address the following and confirm detailing will be provided in future drawings issues, per IBC 1604.2, 2205.1. a) Please clarify why some beams dashed and others solid Framing plan clarified. Dashed beam denotes upturned beams. b) Deck type B, verify if addition of bottom 16 gauge flat plate for additional strength voids the deck warranty. The reinforced deck has more than enough strength per talc. Strength warranty should be unnecessary. c) Plans specify "hanger" on S2.10.3 near lines BA-132, a detail is required. Typical all such conditions. See 4/SLOS d) Revised calculation show RAM steel output, verify if designs were performed in RAM or with spreadsheets also in the calculations. Deferred response. e) 52.10.3, etc: Provide details for support of long cantilevered eave rim beams. Deck span is too long. Deferred response. The CIO facia beam is continued to 8a' level and supported by outriggers. To be detailed. f)Calculations show much shorter eave cantilever than drawings. Verify sufficient loading has been used for beam calculations in RAM. RANI only design interior beam. Cantilever beams are calculated separated by hand. Calc. Pc9 Four Seasons Resort, Vail, CO 2nd Plan Check Response July 18, 2007 g)W8 & W 16 cave supports do not cantilever outwards and support cave in RAM analysis submitted, instead all load is transferred directly to columns via cave rim beam. Verify cave supports and perimeter girders are adequately sized Deferred response. RANI file will be updated for corrected loading. h) 52.09.3, etc: HSS6x6 to W8, W14 moment connection at cave needs a detail Deferred response. i) 1/52.10.3: W 16x31 on line A10.5 is shown as W 18x35 per calculations, please verify all beams match calculations. IBC 2205.1. Deferred response. S172 1/52.08.3 W 18x46 cave support girder near gridlines CB-C1 is shown as W21 x44 per calculations; W14x30 on line BE is shown as W21x48 per calculations. Several cantilevered cave moment connection supports are shown without a backspan member. Please review. IBC 2205.1. Deferred response. S173 1/S2.08.3 Verify lateral support of the low roof structure for wind and seismic loading; low roof section is not connected to Level 8 PT slab beyond or core walls within the roof area, and braced frames are not shown. Similar at 2/S2.08.3 and other low roof strictures. IBC 1604.4. Deferred response. S173 11,26,28/S7.OIA Calculations indicate that roof deck is attached to slab edge along line 2 and other locations where deck and floor slab are near the same elevation. Provide a detail for lateral roof to slab connection where required by lateral analysis. IBC 1604.4. Deferred response. S174 52.1 1. 1, etc Show roof diaphragm to concrete core connection, consider in-plane collector shear forces and out of plane anchorage forces. IBC 1604.8.2; ASCE 7, 9.5.2.6.2.6, 9.5.2.6.2.8. Deferred response. S175 S2.11.1 Verify diaphragm continuity at dormers line A5 between upper roof deck and lower roof deck, provide collectors as required for in plane shear and out of plane shear. IBC 1604.4. Deferred response. S176 52.09.2 Roof ridge support columns near] 5.5-A4.8 shown on S2.11.2 are not supported by slab below, please check. IBC 1604.4. The post is on level 7 slab. (roof is at level 9) 5177 ST 01 C, etc Detail connection of outlookers to slab edge for moment and shear demand. Consider snow guard loading as applicable per architectural drawings. ASCE 7, Ch. 7. Connection detail shown on S7.04 (new sheet) S178 A2.11.1 R, etc. Structural roof plans do not incorporate snow fences shown on architectural drawings. Please provide snow fence with adequate structural connection shear and moment associated with sliding snow. IBC 1608. Deferred response. 5179 11/S1.05A Please clarify the function of two additional bolts at W14,16,18 as shown, and three additional bolts at W21 & 24 framing. IBC 2205.1. 12 Four Seasons Resort, Vail, CO 2"a Plan Check Response July 18, 2007 Clarified detail 1.1. The added bolts are for drag / chord purpose. 5180 E6.01 Verify 6" housekeeping pads and clustered electrical equipment weights have been considered for Level 2 slab designs. IBC 1604.2. 6" housekeeping pads and equipment weights have been verified. See attached calc. 5181 M4.01-06 Mechanical rooms show large equipment and closely spaced water filled pipes supported by structural levels above. Live load shown in April 2007 calculations (20 psf & 40 psf) for Levels 1 & 2 in these areas do not appear adequate for actual mechanical equipment and piping weights and concrete housekeeping pads shown on mechanical drawings. Please verify structural designs have been coordinated with actual weights in terms of point and area loads. IBC 1604.2. actual weights of mechanical equipment have been verified. See attached cafe. 5182 P3.04 Area for "Express Sandwich" is shown in unexcavated space. Please verify structural requirements in this area. IBC 1603.1. To be addressed by Architect for design coordination. S183 S2.07.1 Please correct text to show on the printed area at changed low roof near 1-A 11. Provide connection detail along line 2 from roof to slab edge, consider lateral and wind loading. NkL. Similar at low roof on S2.08.1 near 1-A2. IBC 1603.1, 1604.4. Text fixed at printed area. Revised detail 17/S7.02 to show connection of roof to concrete slab. S184 I /S7.02 Provide connection design for cantilevered sloped outriggers around three sides of this low roof. Provide girt connections, at Level 6. IBC 1604.8.1. Connection details added to drawing. 5185 52.09.1 Several details appear required for steel to concrete construction in this area, verify roof is provided over exposed concrete portion of this floor. IBC 1603.1. Added details on drawing. S186 13/S7.0LC Clarify post tensioning requirements at PT slab bends, i.e. Level 10 PT slab at intersection with roof deck. Indicate that post tensioning terminates at edge of flat portion of the slab, and cantilevers beyond flat edge are conventionally reinforced. It does not seem feasible for PT to transition through 45 degree bend, please confirm. ACI 318, Ch. 18. Plan revised to indicate post-tensioning terminates at flat portion of the slab. [end] 13 '5A I MISHKIAN MENNINGER 'ULTING & STRUCTURAL ENGINEERS SINCE 191 PROJECT 1200 Folsom Street, San Faeci,m CA. 94103 CLIENT: Ted; (415) 541-9477 F- (415) 543-5071 JOB NO.: SC = Slip critical connection N = Bearing-type connection with threads included in the shear plane X = Bearing-type connection with threads excluded from the shear plane IS TOP FLANGE COPED ? (1 =Yes, O=No,) _ > 1 Yes ANALYSIS SECTION PROPERTIES (AISC 13th Table 1) d tN, tf 9.9 0.19 0.21 CHECK CAPACITY OF BOLTS (AISC 360-05 J3) Allow shear per bolt = 7.5 kips I bolt, (Rn / 52,,, AISC 13th Table 7) 3/4(P2 + T2 )c.s = 11 kips No. of bolts required = 1.9 Bolt spacing required = 2.63 in Bolt spacing used = 3.0 . in Edge spacing required = 1.31 in Edge spacing used = 1.5 in Bolt group capacity = 15 kips > 3/4(P2 + T2 )o.s = 11 kips > P = 14 kips [Satisfactory] CHECK CAPACITY OF WELDING (AISC 360-05 J2) e = 2 in Plate thickness = 0.50 in Weld size,w = 0.19 in Min allowable weld = 0.19 in [Satisfactory] Max allowable weld = 0.44 in [Satisfactory] to = 0.13 In D = 6.0 in 1 =2 (te D3 /12) = 4.8 in4 Vertical shear = P / Aw =P/2D to = 8.8 ksi Bending stress = P e / I = 5.9 ksi Tension stress = T / Aw =T/2D to = 0.0 ksi Resultant Stress = 3/4 [ (P/Aw)2 + (P e/ I + T/Aw)2 ]os = 7.9 ksi Resultant Stress = [ (P/Aw)2 + (P e/ 1 )2 ]0'S = 10.6 ksi Allow shear F w / O = (0.6 x 70 ksi) 120 = = 21.0 ksi > 10.6 ksi [Satisfactory] CHECK PLATE FOR SHEAR CAPACITY (AISC 365-05 G2) P / A = 4.7 ksi < 0.6 Fy Cv / 52„ = 0.6 Fy 1.0 / 1.5 = 20 ksi [Satisfactory] CHECK PLATE FOR TENSION CAPACITY (AISC 365-05 D) (3/4) T / A = 0.0 ksi < Fy / Sgt = Fy / 1.67= 29.94 ksi [Satisfactory] CHECK NET SHEAR FRACTURE (AISC 360-05 J4.2) Fu = 70 ksi ( AISC Manual 13th Edition, Pg. 2-39) Pallow = 0.6 Fu / f2 [ D - n (ds + 1/8 ) I t = 42 kips > 14 kips [Satisfactory] CHECK NET TENSION FRACTURE (AISC 360-05 J4.1) F❑ = 70 ksi Tallow = (4/3) F„ / Q [ D - n (ds + 1/8 ) ] t = 93 kips > 0 kips [Satisfactory] CHECK BLOCK SHEAR (WEB TEAR-OUT, AISC 360-05 J4) ( Applies only if top flange is coped for P) Ih = 1.1 in Iv = 3.2 in F„ = 65 ksi ( for WF, AISC Manual 13th Edition, Pg. 2-39) Rbs,P =0.6AvF„/Q+AtF„/Q= (0.3Iv+0.5Ih)twFu = 18 kips > P = 14.00 kips [Satisfactory] T = 4/3 (0.5 Iv + 2 x 0.3 Ih) tw F = 37 > Rbs T= 0 kips , [Satisfactory] P D x H x t T Z LSL = Long-slotted holes USE PLATE 6" x 3 1/2" x 1/2" WITH WELD 3/16" EACH SIDE TO CONNECTION TYPE (SC, N, X) _ > SC COLUMN AND 1 ROW OF TOTAL (2) - 7/8" BOLTS AT BEAM END. PAGE: PC I DESIGN BY P INPUT DATA & DESIGN SUMMARY ~ e WF BEAM SECTION ` W10X12 GRAVITY SERVICE LOAD P 1 kips j LATERAL TENSION LOAD, ASD T = 0 kips PLATE THICKNESS t = 0.5 in ? PLATE STEEL YIELD STRESS Fy = 50 ksi ° TRIAL WELD SIZE w = 0.1875 in (3/16 in) BOLT DIAMETER 0 = 0.875 in (7/8 in) BOLT MATERIAL (A307, A325, A490) ASTM = A325 - HOLE TYPE (STD, NSL, OVS, SSL, LSL) _ > ssl STD = Standard round holes ( d + 1116 W NSL = Long or short-slotted hole normal to load direction ) /2 OVS = Oversize round holes SSL = Short-slotted holes holes ~qol C O co O N ° O O O J LL r S O r a) N } m 0 W U U Q W W D 0 U J Of ll~ Q Q LL d U 0 O rn r,- O m C; o II II II rNII~ Y m Y 00 a N W v N M cD W N c) f6 Q F- a 0 Lr) co L r N N O U) ~ J N 6 "O O CL N N O 0 a Fn F T y C O J+ ~ ~ C O -0 a~ 0 (7 'OO ()f N Ef) O N O O :3 LL = LL r QI I N LO to O> n I N O W o 0 0 } CL) N C W 17 C? o m c "O N C .7 m CL) Q O c W o O U U O II Irn.I~I N Y Y O~ a~ r A 'O N 0 I I 0 L U) 0 Q N m a U C7 W m C ~ r c: (p Q U L_ ~ Y LL C V7 W C U oa co U) > Q E U x m E 0 E rn c w O N U1 O 17, 0 cf) r- CL E = 11 0 L C n. m O U J J = A v E 2 J 0 O U.1 W co CD ° Ln CY) Cl a 'n p o LL xLL ° -o n L ° ° o W U W (2 0) U It Z II II O > > Q> `o O m II I I I II O II U > m I 2 co EL x Nr~ Y Y Y Z 0 Q LL 5 W Y m m U L w C (a r C O N U E O ~ n ~ n LL O U L N a W co of O CL O H ~ w V' V Lo "T N O p N oR O N Ln r W W (MD M M 0 0° O O O n 11 II C II II II p II III II II Qj Q1 01 E N O NI N U1 J 7 N O ~ U Y LL v h U) 7 rn rr Po A co N O C O' U1 N I I M EIEI 'O C (6 I > O O L"J °2 m W U z_ U) W n1 M W C) V z v z 0 rn w a J O Z Q Z of U W Z) W ()f~ F~ Z CO a o~ a Z E a J O y ~LL Z 00 Z o~! .N .N .N Y Y -O J O O 0 co m O W m N N ~ Q O d ~ U _O O O U a) 0 N LO -o ~ L) i N ~ r m II U O N N II E 1= N r N W LL U LL M 4\ -ao r E o o 0 U N a - r Lo Lo f` M O E O O O U O O E ° O U N Cn o p O_ M oo r- 0 0 Z Z J J + ] oOD J z ] V z 0 v _ W O CD J Z J N LL W Cl) 0 a w v PCo-Z 3 0 O z z ~ rn J C O N O O 00 y O O co O r O U C) 7 J 0 c:> LL h = 0 N I II II II .N > Y N m Y p } m ~ m 0 LL] N 9L U U Q W N w w D . O O J 1-- Of 0~ Q Q IL d U O ?CAA _3 0 a) co p Y rn N N N O d r~ J N a t; (0 N N CL O Lp T N T am (0 M c O c j N O O O m O O c a) Q) cy 7 LL 3 O N N O O 'O -O Lo to 04 N 04 3N O N 01 y C O O L T .o O 0 O 7 I N m ~ o m U c7 v m U O 0 0 L c W W Cl,! In O II II h ~ ~ V Y Y ~ ~ N c0 m a~ A II A II IL o - cr a) U 19 R c7 ds o E E N U) a a 0 m Df U ~ N CD Cl) o W Q U c (D U U) L iE c 3 H ¢ U c =O c a~ n Q o > x m U E O m (D c n o 11 rn 0 U v E J ~ V- m J O CC L 'ca O U J J = a W C.) E 2 a I U fn > O In co O (00 00 M7 W) O 0 U) 'Q V V N r- CN LO co co _ /iYyl fn d CL O 'O A O O 0 O Lo O O O W w . rn L U c , w 0 U W z W z Z (.D 0) ~ 0 _ > CL Q > II U II O II O II IT) II II 11 INI II II C II II II ~ I II II II II I a II y O 0 w U ❑ > m o m X Y Y Y Y N o rn N N Q) ~ Z J 0 Z_ U Q m W LLl Z U N_ m C L U c ~ m O O LV C ) LL : O n ~p LL cp U LL ` G IY C 12 co U N Z ' c M a s o E o n C7 Z E V- w W O J N N O ~LL zC:) 0° Z 0 N v fL o ---4 N N N Y Y Y m N J O D O M Q O O US M W N N O Q O O_ O U N U) 0 a II r 0 C u Ea II N M N 0 .o L W LL U LL W ~ Z p N O W U Z U W WM ,w w o v z v Z CD W U Z Z c N U W~ c U ~ G LL H m Z Cl) (n Q z Z 0 Q . CD E H 0 0 Y/ O Z ° O Z r 1 M O 9 OO -~O E o 0 U N O N Lo .0 r r` 0 o 0 U O O O E M O U N CD O v n m o p O z z co J J t ] 000 J 0 Z J N Z 0 U o J OZ ] N W LW W Cn NO. f c- N15HKIAN MENNINCER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 OF Gv = t ,A wtin'Ss- alrc wl~x zb 7 )Zx tD~ Cb Ld /Af ~ 2 00 ~ 714 Y, I ?y 3g q- SHEET NO. CALCULATED BY CHECKED BY 0) NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB NO. SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE n~ 6_-,0 • Q~^ r 1 _ , SIT, t.a .'D hS►- t O Ps►t T l j = " cA-,,jT, L4:W io l O psi ~/-0t I z 6" D r W N (N 0 1,v *p #-T 0 vg KRA"U(Q = - 3t •S~ pSF L' (N&I So ~Cr' 31, s NOT &XDY~ (Xk'v&0 z' 0,75 S So 6.7s- 90 - 011 (3 (~S &6 tsr- (NDr C"Vv&w N3 A4 = D 4-0 IZ So D IL 0) NO. NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 OF b6'7'4 G twz'mgf''L 7 %o't Gv~lloFsF It ie--I 2 +2~i ~04 (G -I lz I ►1 1(~ t/~' 4 C/~ 7 Iv► = I I o ~j2 l & r~U VA ~ ~ ~ 1211 I • ~ C8) ~-o I<S 12 ` SHEET NO. CALCULATED BY. CHECKED BY a~ Nishkian Menninger Summary Report ?e, u l42 (qk Z ~f PNA+ CG r- Basic Geometric Properties Ri ht .37 in^3 Width 06 in Left .38 in^3 Height .61 in x Bottom .40 in^3 99 in^3 Sx To .39 in^3 99 in^3 heta 5.2 de 2 14.2 in^4 entroid Y .90 in 1 15.1 in^4 entroid X 4.43 in 0.46 in^4 29.2 in^4 14.6 in A4 Ix 14.6 in^4 PNA-Y .90 in PNA-X 4.42 in r .53 in I -Y 2.49 in rx 12.49 in Perimeter 3.7 in .35 in^2 - - - - - s ShapeBuilder 3.0 07/23/2007 14:11:16 A N - loo J A -0 W i Vji PC -3-i ?LAMT2- , 0 J I J O 3 ¢ N N J I O W I J I I I z w W I o ~ 'I I-111_ ~ Z Q N ~ O V s l III-III- a v s nI 11 I- 11I1 1 -III = IIII II=I < w 3 II II 1T ~ fili j I F fF I I I-I-1 i 1 I 1 x1111 m W z w o ill w dzm d U J ! L p 4 ~o ui I I I I I I I I I I I I I I I W o N Q N I I I I I I I I II II I I x11 I r _ I I I ~ I IFS I ILA I I I I I I I ~ p w m o Q J J W II I 3 ° _ cr- Q Q 0111 . 1 ~=11 z . -1 I I=1 I I- - - ~ - - - - - Q I - o 0 O NVId r uj ~ m _ 33S z: ? W 0 o W W u 0 ~ N m v i o'o n I rn } a I o 0 I rn w+ + w+ 07 > of W J J W J W W> > W J J W N SAFE C11 P6 4-~ SAFE v8.0.8 - File: plant - July 5,2007 15:06 - Scale: Fit to Page Structural Layer Plan View - lb-ft Units ?C `t' 1 -?7 SAFE v8.0.8 File: PLANT lb-ft Units PAGE 1 July 5,2007 15:07 S U R F A C E L 0 A D S Load Case DD AREA UNIFORM-W I%L 2 550.000 a a SAFE v8.0.8 File: PLANT lb-ft units PAGE 2 July 5,2007 15:07 S U R F A C E L O A D S Load Case SNW AREA UNIFORM-W 2 100.000 rid II)c Y- -4- a O SAFE V8.0.8 File: PLANT lb-ft Units PAGE 3 July 5,2007 15:07 S U R F A C E L 0 A D S Load Case LL AREA UNIFORM-W 2 40.000 Y( ('3-~ ~401 0 SAFE v8.0.8 File: PLANT lb-ft Units PAGE 6 July 5,2007 15:07 S L A B S E C T I O N P R O P E R T I E S SECTION ELASTIC POISSONS SLAB SLAB SLAB UNIT LABEL MODULUS RATIO THICKII THICKJJ THICKIJ WEIGHT SLAB16 5.184E+08 0.200 1.333 1.333 1.333 149.990 col 5.184E+08 0.200 10.000 10.000 10.000 150.008 PC 43-b 0 SAFE v8.0.8 File: PLANT lb-ft Units PAGE 7 July 5,2007 15:07 S L A B S E C T I O N P R O P E R T I E S SECTION TOTAL LABEL WEIGHT SLAB16 494843 col 20001.024 0 a SAFE v8.0.8 File: PLANT lb-ft Units PAGE 8 July 5,2007 15:07 S U P P O R T P R O P E R T I E S SUPPORT CONSTANT CONSTANT CONSTANT LABEL KZZ KRX KRY COL1 1.382E+08 1.843E+08 81920000 12WALL 51840000 17280000 SOILl 172800 14WALL 60480173 27440235 ?c 41$ - 9 E SAFE v8.0.8 File: PLANT lb-ft Units PAGE 9 July 5,2007 15:07 S T A T I C L 0 A D C A S E S STATIC CASE SELF WT DEFLECTION CASE TYPE FACTOR FACTOR DD DEAD 1.0000 3.0000 SNW SNOW 0.0000 1.0000 LL LIVE 0.0000 1.0000 V `-3.1 0 O SAFE v8.0.8 File: PLANT lb-ft Units PAGE 10 July 5,20 07 15:07 L 0 A D C O M B I N A T I O N D A T A COMBO CASE TYPE FACTOR COMBASD DD DEAD 1.000 SNW SNOW 1.000 LL LIVE 1.000 DCON1 DD DEAD 1.400 DCON2 DD DEAD 1.200 LL LIVE 1.600 SNW SNOW 0.500 COMB1 DD DEAD 1.200 SNW SNOW 1.600 C SAFE VC 1+3 -11 SAFE v8.0.8 - File: plant - July 23,2007 12:16 - Scale: Fit to Page Top X-Strip Reinforcement (Sq-in) in addition to #7 @ 1.000 (Top) - lb-ft Units SAFE PC- 43 - fy SAFE v8.0.8 - File: plant - July 23,2007 12:16 - Scale: Fit to Page Top Y-Strip Reinforcement (Sq-in) in addition to #7 @ 1.000 (Top) - lb-ft Units SAFE C SAFE v8.0.8 - File: plant - July 23,2007 12:16 - Scale: Fit to Page Bottom Y-Strip Reinforcement (Sq-in) in addition to #7 @ 1.000 (Bot) - lb-ft Units SAFE R t-~ -IY SAFE v8.0.8 - File: plant - July 23,2007 12:17 - Scale: Fit to Page Bottom X-Strip Reinforcement (Sq-in) in addition to #7 @ 1.000 (Bot) - lb-ft Units 0 SAFE v8.0.8 File: 02NDF lb-ft Units PAGE 1 May 27,2007 13:47 S U R F A C E L 0 A D S Load Case DD AREA UNIFORM-W F17 100.000 F15 15.000 F29 5.000 A254 5.000 F177 5.000 117 5.000 A248 120.000 12 5.000 SS ~ ~CS4 01) SAFE v8.0.8 File: 02NDF lb-ft Units PAGE 2 May 27,2007 13:47 S U R F A C E L 0 A D S Load Case LL AREA UNIFORM-W F17 20.000 F15 100.000 F29 40.000 A254 125.000 F177 125.000 117 40.000 12 100.000 0 Y ot SAFE v8.0.8 File: 02NDF Kip-in Units PAGE 1 May 27,2007 13:59 L 0 A D C O M B I N A T I O N D A T A COMBO CASE TYPE FACTOR COMB1 DD DEAD 1.000 LL DEAD 1.000 DCON1 DD DEAD 1.400 LL DEAD 1.400 DCON2 DD DEAD 1.200 LL DEAD 1.600 FC 4-72 O, SAFE v8.0.8 File: 02NDF Kip-in Units PAGE 3 May 27,2007 13:43 S T A T I C L 0 A D C A S E S STATIC CASE SELF WT DEFLECTION CASE TYPE FACTOR FACTOR DD DEAD 1.0000 2.0000 LL DEAD 0.0000 1.0000 P(_~4--~ Q) Cl) U. C D R C < N IX r C w a m ~ T C C j (D ~n K 7 7 n N C C Cw A n cr. N T O CD (D Vi L J V) 4 f V V 1 _ AIR]) I,Y)A1.71 A1) 17 6.5 4 (A4 5 ~II ~J Tyr. x_ . a L F, /1 fil- 9 as v -1 cf) Cl) D c T ~m c I v ob r° m ~ T v =3 O N fD EL T 'O d ~ N C,4 N y O O V W A W Cf) 0 N (D T O T fU O O U lp, cn r D Z ~ O - Z l~ R, P\ Ul MMJ L, -.3 n 1 N x n - m CD < CL OD 0b CD 00 ((D T CL CD N N N a T n W N ~ co N ~ V ~ O O V 7 _ Cw A U1 ' N T O nJ w w O CD O CO rn A A O W N O O O T ~ ~SB~ R37 16. f6! 5 15 A15 14. Ai4 13, 13 lgxgzJ RS B. 9. 8 F. r. (A2 JA1.7) AS • ` R , , a. ~a N i a r y _ A • ~ - 4 1 r. II {o) ' A~ r i M.s a . , - J r A 41 LLLy 1 Yir gr .~'I 4~ ± aL Ell O iP ' a a[ ~ ~ti i,H r i r y . tzi V t J 7 fn ID i T m ~o CO T m (A 18 Ai 17416.16! 5.~ 15. A15 19. A19 "13. 13 V 1 2 Al 0. 9.8 p9. 7j~y~ d. VP`,~S~f ~ A6 ~5" 5 (A2 ~~1 Y~~ T CAl~ T , cn 1 - , N N\` J R' 1 n ❑ . 'T CD CD r,7~1 N - n P \ W r . ' r 0 w I 1 ' a rn t t o e _ P-] j } Di ICES ~ILI 1` co . _ i. ....53~ n_~ r al) U. 1 C. mi 1 _ r v 1 ~i © i Z Z TJ _ r ❑ i I fL*,,, ;'ice r r _ rv r o i o A ro i tom N. ~ ❑ - n r.... _ ....tom N _ 1 - m V y M F~.1 V\ T -o N O O O O 3 C tz1 cn D T m PO 0 W + T fA. 18j `A 17p16. 5. fq A15 d14. A14 ~3. 13) 2 AS 0.~ A~ m 9.6) jAyA p'91 Q6 51 (A6 ri aka , J A4 IA3.ft4 I I A2~ p 71 (Al') N _ I-.. ~L.._. - 1. CL T ~ I m N C C _._-r. W OD - E lk 4 , - 1 Eli, C • 1 1 { D : A I { m l i ~rJ - _ ! r~ A) m r, 7 r l cn r- D {J t + + m CD I 1 te. l~ v v ~ i } i) i ~ n yh 1.11 r 1 W aI ~N P .1 71, 7 7 N rn DO# It M LJ 1 1 O ftj tzi -,.0 cIN %fT t U. c n c d r v m Z m (D 3 C SAFE v8.0.8 File: 3RDFLLEFT lb-ft Units PAGE 1 July 6,2007 13:29 P O I N T L O A D S Load Case DEAD POINT VERTICAL MOMENT-X MOMENT-Y 57 5820.00 0.000 0.000 SAFE v8.0.8 File: 3RDFLLEFT lb-ft units PAGE 2 July 6,2007 13:29 P O I N T L 0 A D S Load Case LIVE POINT VERTICAL MOMENT-X MOMENT-Y 57 4410.00 0.000 0.000 118 6430.00 0.000 0.000 117 3600.00 0.000 0.000 58 8770.00 0.000 0.000 PC (5-1~ - ~ PC (;I --3 SAFE v8.0.8 File: 3RDFLLEFT lb-ft Units PAGE 3 July 6,2007 13:29 S U R F A C E L O A D S Load Case LIVE AREA UNIFORM-W F6 40.000 F3 40.000 F2-1 40.000 F2-2 40.000 F2-3 40.000 143 100.000 145 100.000 148 100.000 117 40.000 L 164 00.0 SSS 165 0.000 167 40.000 166 40.000 163 125.000 100.000 155 100. 0 5 S 8 1 0.000 162 100.000 35 100.0 S s 91 40.000 92 100.000 s-~-~ PC SAFE V8.0.8 File: 3RD] July 6,2007 13:29 P O I N T L O A D S POINT VERTICAL 118 8410.00 117 4730.00 58 11450.00 ?LLEFT lb-ft Units PAGE 4 Load Case SDEAD MOMENT-X MOMENT-Y 0.000 0.000 0.000 0.000 0.000 0.000 Pc,r~'S SAFE v8.0.8 File: 3RDFLLEFT lb-ft Unit July 6,2007 13:29 S U R F A C E L 0 A D S Load Case AREA UNIFORM-W F6 15.000 F3 15.000 F2-1 15.000 F2-2 15.000 F2-3 15.000 143 15.000 145 5.000 148 15.000 117 15.000 164 15.000 165 15.000 167 15.000 166 15.000 163 5.000 160 15.000 155 30.000 170 100.000 168 100.000 158 30.000 162 15.000 172 275.000 35 rj ~J 50.0 0 91 5.000 92 10.000 s PAGE 5 SDEAD SAFE v8.0.8 File: 3RDFLLEFT Kip-in Units PAGE 6 July 6,2007 13:26 B E A M S E C T I O N P R O P E R T I E S SECTION ELASTIC POISSONS SECTION MOMENT LABEL MODULUS RATIO AREA INERTIA BARRIOR 3600.000 0.200 360.000 38880.000 SHEAR TORSION UNIT AREA CONSTANT WEIGHT 300.000 9901.042 8.681E-05 ,I)c ~ I P C ~i --1 SAFE v8.0 .8 File: 3RDFLLEFT Kip-in Units PAGE 8 July 6,2007 13:26 S L A B S E C T I O N P R O P E R T I E S SECTION ELASTIC POISSONS SLAB SLAB SLAB UNIT LABEL MODULUS RATIO THICKII THICKJJ THICKIJ WEIGHT SLAB10 3600.000 0.200 10.000 10.000 10.000 8.680E- 05 SLAB10.5 3600.000 0.200 10.500 10.500 10.500 8.681E- 05 SLAB12 3600.000 0.200 12.000 12.000 12.000 8.681E- 05 Col16SQ 4415.000 0.200 50.000 50.000 50.000 8.681E- 05 Col24SQ 4415.000 0.200 50.000 50.000 50.000 8.681E- 05 Co116x24 4415.000 0.200 50.000 50.000 50.000 8.681E- 05 Col24xl6 4415.000 0.200 50.000 50.000 50.000 8.681E- 05 Col20x24 4415.000 0.200 50.000 50.000 50.000 8.681E- OS Col24x20, 4415.000 0.200 50.000 50.000 50.000 8.681E- 05 Col24x20 4415.000 0.200 50.000 50.000 50.000 8.681E- 05 Col30x20 4415.000 0.200 50.000 50.000 50.000 8.681E- 05 Col20x24 4415.000 0.200 50.000 50.000 50.000 8.681E- 05 slab11.5 3600.000 0.200 11.500 11.500 11.500 8.681E- OS SAFE V8.0.8 File: 3RDFLLEFT Kip-in Units PAGE 9 July 6,2007 13:26 S L A B S E C T I O N P R O P E R T I E S SECTION TOTAL LABEL WRIGHT SLAB10 3222.070 SLAB10.5 3230.469 SLAB12 0.000 Col16SQ 27.779 Co124SQ 37.502 Co116x24 53.336 Col24x16 51.669 Col20x24 0.000 Col24x20 0.000 Col24x20 2.083 Col30x20 2.604 Col20x24 0.000 slab11.5 609.729 ?c -1 PG 10 -5 SAFE v8.0.8 File: 3RDFLLEFT Kip-in Units PAGE 10, July 6,2007 13:26 S U P P O R T P R O P E R T I E S SUPPORT CONSTANT CONSTANT CONSTANT LABEL KZZ KRX KRY 16SQ 9418.667 1607452 24SQ 21192.000 8137728 16X24 14128.000 5425152 24X16 14128.000 2411179 16SQBELO 9418.667 803726 24X16BEL 14128.000 1205589 20X24 17660.000 6781440 WALL14 420.000 54880.000 WALL12 360.000 17280.000 WALL8 240.000 10240.000 24X20BEL 17660.000 2354667 24X20 17660.000 4709333 30X20 22075.000 5886667 20X24BEL 17660.000 3390720 1607452 8137728 2411179 5425152 803726 2712576 4709333 3390720 6781440 13245000 2354667 P~ ~a~ - (o SAFE v8.0.8 File: 3RDFLLEFT Kip-in Units PAGE 11 July 6,2007 13:26 S T A T I C L 0 A D C A S E S STATIC CASE SELF WT DEFLECTION CASE TYPE FACTOR FACTOR DEAD DEAD 1.0000 2.0000 LIVE LIVE 0.0000 1.0000 SDEAD DEAD 0.0000 2.0000 SAFE v8.0.8 File: 3RDFLLEFT Kip-in Units PAGE 12 July 6,2007 13:26 L 0 A D C O M B I N A T I O N D A T A COMBO CASE TYPE FACTOR COMB1 DEAD DEAD 1.000 SDEAD DEAD 1.000 LIVE LIVE 1.000 DCON1 DEAD DEAD 1.400 SDEAD DEAD 1.400 DCON2 DEAD DEAD 1.200 LIVE LIVE 1.600 SDEAD DEAD 1.200 cn II =r L d2 _0 I CD r r OCD C- c C_ C. N n d W co U 0y O T 3, < ~c q a 7 CD O G Q 3 r CD r :3 CD - ;:I cn a C- 3 C 3 Q a c O c ac 0 ~ G O n CJ1 ~ @ U N O " O T O ~ W O O Z ~ N ~ N a r 1 f ~ U. o D 7 G rr a -o c ~a L D. T o m 3 L (D n r r C') C- ~ c m O_ a o c C 0 ~ h ~1 A --I ? O ^ ~ O T m ~ .o CD 7 C r K -I U. O D m xm ..a P ~00 m .T o - ci m CD w m a ~ T ..r r a CD 3 C N a 0 C O C 7 ~ O ~ ^^N h 1G ~ N c O P1 O - O --I T O ~ O N O "D O 7 1 " co cn o y o T 3 Iw < x~ N° =r 00 ' LM . ~0 T C C D 7 fD O W ~ m a 3 r- CD CD cf) a c 3 m O 0 CL O V O y O N U7 ~ ^ @ N ~ O " O ~7 O CO O 0 ' O 17 i' 7~ R17 RSB 16.161 5. 1q 5.~115.~ ASS f4, A14 f3. 13 !2 2 AS 0. tot), ~i~ o 7 A 6.5 Ab p5~B51 P9.e~ (A_ 4 p3.H'9) (A2) ~ I ~ i i ~I I 7 C 7 00, s60 E v8.0.8 File: 3RD-RG Kip-ft Units PAGE May 30,2007 15:30 P U N C H I N G S H E A R S T R E S S C H E C K POINT X Y RATIO COMBO VMAX VCAP V MX MY DEPTH PERIM LOC 59 N/C 34 N/C 223 N/C 81 187.50 -142.25 0.450 DCON2 12.308 27.322 -53.285 -7.105 -27.498 0.721 8.217 I 82 196.08 -142.25 0.351 DCON2 9.587 27.322 -40.141 -18.716 10.642 0.721 8.217 I 637; 205,x -4 4-J 5 1.320 DCON2 36.062 27.322 -153:241 43.101 146.779"~ 0.721 9.550 I 68 230.25 -144.75 1.175 DCON2 32.094 27.322 -177.186 8.121 -78.966 0.721 9.550 I 69 249.75 -144.75 1.476 DCON2 40.335 27.322 -214.510 7.965 117.630 0.721 9.550 I ~w 70 272.17 -144.75 1.430 DCON2 39.061 27.322 -184.579 0.146 -167.226 0.721 9.550 I 71 " !aj 55 230.25/C177.25 1.411 DCON2 38.552 27.322 -193.214 -99.456 46.798 0.721 9.550 I `P 56 261.42 -177.25 1.866 DCON2 50.971 27.322 -177.181 -233.257 -118.552 0.721 9.550 I 38 N 'RH~ 205 187.50/C-30.25 1.021 DCON2 27.889 27.322 -187.444 18.436 -21.022 0.763 9.717 I 169 187.50 -61.75 1.092 DCON2 29.847 27.322 -169.791 -76.384 28.392 0.763 9.717 I xa 144 187.50 -86.46 1.372 DCON2 37.474 27.322 -185.846 41.639 148.615 0.763 9.717 I 111 187.50 -113.13 0.911 DCON2 24.877 27.322 -111.469 -141.105 6.545 0.763 9.717 I 125 N/C 218 N/C 176 206.00 -55.13 1.076 DCON2 29.388 27.322 -126.906 -24.495 -160.087 0.763 9.717 I 177 215.50 -55.13 1.363 DCON2 37.238 27.322 -138.196 -94.156 187.380 0.763 9.717 I 219 229.67 -23.21 0.822 DCON2 22.446 27.322 -89.288 -84.804 -1.480 0.763 6.190 E 126 N/C 220 243.50 -23.21 2.043 DCON2 55.822 27.322 -230.220 181.759 194.834 0.763 9.717 I 178 243.50 -55.13 1.747 DCON2 47.739 27.322 -241.132 -228.204 6.456 0.763 9.717 I 221 N/C 179 N/C 147 271.50 -86.46 1.380 DCON2 37.709 27.322 -232.072 -103.951 195.323 0.833 11.333 I 128 N/C 181 299.50 -55.13 1.533 DCON2 41.880 27.322 -266.310 24.350 -149.283 0.833 10.000 I 135 299.50 -88.17 1.703 DCON2 46.532 27.322 -312.100 -187.108 120.137 0.833 11.333 I 115 N/C 182 315.75 -55.13 0.851 DCON2 23.263 27.322 -171.408 80.974 35.540 0.833 11.333 I 224 N/C 225 N/C 183 332.00 -55.13 1.815 DCON2 49.582 27.322 -302.864 47.889 351.114 0.833 11.333 I 136 332.00 -88.17 1.701 DCON2 46.467 27.322 -338.655 -158.512 9.456 0.833 10.667 I 116 N/C puRC-6k 84 -'364°50/C'"-55.13 1.707 DCON2 46.629 27.322 -397.400 30.703 -7.941 0.833 10.667 I 137 364.50 -88.17 1.793 DCON2 48.993 27.322 -344.163 -202.738 3.379 0.833 10.667 I 117 NIC 228 N/C 185 397.00 -55.13 1.989 DCON2 54.332 27.322 -262.694 172.966 -431.140 0.833 11.333 I 138 397.00 -88.17 1.829 DCON2 49.966 27.322 -326.219 -135.391 -54.780 0.833 10.000 I 118 N/C 194 N/C 186 408.67 -55.13 1.150 DCON2 31.412 27.322 -135.322 113.483 154.290 0.833 10.000 I 157 425.21 -77.25 1.075 DCON2 29.359 27.322 -167.668 9.260 -156.350 0.833 10.000 I 133 427.88 -95.67 0.964 DCON2 26.346 27.322 -146.607 11.475 -145.335 0.833 10.000 I 119 N/C 127 N/C 10 N/C 20 N/C 32 N/C 35 N/C 397 187.50 -127.00 0.620 DCON2 16.934 27.322 -84.994 16.247 25.704 0.763 8.383 I 1113 205.29 -177.25 1.738 DCON2 47.490 27.322 -120.326 -108.117 181.455 0.721 6.773 E 1114 205.29 -198.08 1.539 DCON2 42.040 27.322 -67.301 -71.949 174.787 0.721 6.220 E C& 0, Mdrf` 0- W!~; CaLt", SAFE v8.0. FL Kip-ft Units PAGE 1 May 30,2007 15:34 P U N C H I N G S H E A R S T R E S S C H E C K n^INT X Y RATIO COMBO VMAX VCAP V 59 12 223 48 52 25 213 189 150 130 121 72 62 45 27 231 190 171 151 131 106 73 61 49 40 26 122 74 63 22 214 173 215 123 76 65 51 28 46 29 124 77 66 36 17 216 175 202 166 141 108 78 79 80 81 82 67 68 69 70 71 203 167 142 109 204 168 143 110 205 169 144 111 125 218 N/C N/C ?99.50 -23.21 2.475 DCON2 N/C N/C N/C N/C N/C N/C N/C N/C N/C N/C N/C N/C 19.50 -17.21 1.343 DCON2 19.50 -37.25 1.597 DCON2 19.50 -57.25 1.415 DCON2 19.50 -77.25 0.746 DCON2 19.50 -97.25 0.808 DCON2 19.50 -117.25 0.632 DCON2 19.50 -142.25 0.675 DCON2 19.50 -166.25 0.680 DCON2 N/C 26.04 -198.08 1.102 DCON2 26.04 -226.75 0.864 DCON2 42.00 -112.25 1.939 DCON2 42.00 -142.25 2.080 DCON2 42.00 -162.25 1.318 DCON2 N/C 50.00 -23.21 1.517 DCON2 50.00 -55.13 1.671 DCON2 75.50 -23.21 1.867 DCON2 72.50 -112.25 2.729 DCON2 72.50 -142.25 2.168 DCON2 72.50 -162.25 1.262 DCON2 72.50 -177.25 0.811 DCON2 61.21 -220.25 0.515 DCON2 72.50 -191.92 0.916 DCON2 81.04 -220.25 0.675 DCON2 N/C N/C 95.00 -162.25 0.599 DCON2 95.00 -205.25 0.974 DCON2 N/C 103.50 -23.21 1.404 DCON2 103.50 -55.13 1.861 DCON2 117.50 -30.25 1.499 DCON2 117.50 -61.75 1.349 DCON2 117.50 -86.46 1.464 DCON2 117.50 -113.13 1.538 DCON2 N/C N/C N/C N/C N/C 205.29 -144.75 2.164 DCON2 230.25 -144.75 1.365 DCON2 249.75 -144.75 1.477 DCON2 272.17 -144.75 1.845 DCON2 N/C 145.50 -30.25 1.709 DCON2 145.50 -61.75 1.762 DCON2 145.50 -86.46 1.439 DCON2 145.50 -113.13 1.534 DCON2 159.50 -30.25 1.433 DCON2 159.50 -61.75 1.536 DCON2 159.50 -86.46 1.410 DCON2 159.50 -113.13 1.507 DCON2 187.50 -30.25 1.614 DCON2 187.50 -61.75 1.608 DCON2 187.50 -86.46 1.451 DCON2 187.50 -113.13 1.551 DCON2 205.29 -112.25 1.321 DCON2 N/C L~e FF s 1.r_> G ?C. 6o-ti MX MY DEPTH PERIM LOC 67.621 27.322 -129.256 127.551 -401.215 0.833 5.665 E - 36.695 27.322 -123.669 67.666 97.619 43.628 27.322 -162.243 -7.989 161.681 38.661 27.322 -142.742 -29.931 122.241 20.394 27.322 -96.666 2.152 40.414 22.086 27.322 -103.933 0.910 46.523 17.271 27.322 -68.557 -37.575 21.954 18.445 27.322 -92.163 57.068 12.410 18.566 27.322 -76.001 -100.379 -2.535 30.122 27.322 -136.146 87.130 -55.900 23.604 27.322 -98.948 -103.232 -26.003 52.970 27.322 -254.111 37.781 334.698 56.831 27.322 -214.424 -131.527 226.221 36.012 27.322 -142.397 -54.287 159.960 41.447 27.322 -189.682 184.667 -127.893 45.643 27.322 -200.341 -124.801 -239.109 51.022 27.322 -241.579 281.316 160.447 74.551 27.322 -166.838 397.032 -256.632 59.245 27.322 -222.065 -171.093 -203.793 34.479 27.322 -144.357 -36.416 -152.769 22.157 27.322 -98.642 -18.877 -88.653 14.059 27.322 -60.795 -19.863 53.165 25.022 27.322 -101.578 85.184 56.810 18.437 27.322 -115.852 -20.614 1.398 16.359 27.322 -33.086 -17.388 -69.144 26.600 27.322 -105.968 -74.056 -81.302 38.373 27.322 -165.553 87.932 -157.140 50.853 27.322 -205.957 -128.618 -303.845 40.962 27.322 -180.152 121.196 132.409 36.861 27.322 -190.435 -10.127 162.047 39.988 27.322 -253.366 58.140 29.582 42.030 27.322 -186.441 -194.304 60.443 0.721 8.217 I 0.721 8.217 I 0.721 8.217 I 0.721 8.217 I 0.721 8.217 I 0.721 8.217 I 0.721 9.550 I 0.721 9.550 I 0.721 9.550 I 0.721 9.550 I 0.721 10.883 I 0.721 9.550 I 0.721 9.550 I 0.721 10.883 I 0.721 10.883 I 0.763 11.050 I 0.721 7.273 E 0.721 9.550 I 0.721 9.550 I 0.721 9.550 I 0.721 9.550 I 0.721 9.550 I 0.721 9.550 I 0.721 5.580 E 0.721 9.550 I 0.763 9.717 I 0.763 10.383 I 0.763 9.717 I 0.763 9.717 I 0.763 9.717 I 0.763 9.717 I 59.120 27.322 -122.988 -44.797 267.706 0.721 5.729 E 37.305 27.322 -196.497 -13.659 -106.457 0.721 9.550 I 40.357 27.322 -218.617 -2.702 114.890 0.721 9.550 I 50.419 27.322 -212.154 108.378 -162.713 0.721 9.550 I 46.706 27.322 -196.986 136.568 -170.229 0.763 9.717 I 48.147 27.322 -191.297 -154.378 -186.018 0.763 9.717 I 39.326 27.322 -178.049 58.567 -176.062 0.763 9.717 I 41.924 27.322 -144.382 -179.508 -161.802 0.763 9.717 I 39.149 27.322 -181.542 78.215 145.779 0.763 9.717 I 41.966 27.322 -177.273 -118.178 157.041 0.763 9.717 I 38.531 27.322 -178.621 60.710 160.364 0.763 9.717 I 41.172 27.322 -147.206 -172.260 151.762 0.763 9.717 I 44.105 27.322 -243.272 54.112 -118.441 0.763 9.717 I 43.922 27.322 -231.605 -81.201 -112.038 0.763 9.717 I 39.657 27.322 -254.990 44.559 -35.075 0.763 9.717 I 42.380 27.322 -164.815 -180.359 -125.355 0.763 9.717 I 36.104 27.322 -203.290 10.125 120.136 0.763 9.717 I elol~ T-111~ N SAFE v8.0. 8 File. t Units PAGE 2 C 6 '3 May 30,2007 15:34 P U N C H I N G S H E A R S T R E S S C H E C K POINT X Y RATIO COMBO VMAX VCAP V MX MY DEPTH PERIM LOC 176 00 -55.13 206 1.076 DCON2 29.407 27.322 -121.069 -46.923 -150.434 0.763 9.717 I 177 . 215.50 -55.13 1.439 DCON2 39.312 27.322 -141.027 -109.220 198.141 0.763 9.717 I 219 229.67 -23.21 0.795 DCON2 21.721 27.322 -91.362 -74.421 1.484 0.763 6.190 E 126 230.25 -112.25 1.851 DCON2 50.572 27.322 -274.154 112.595 94.264 0.763 9.717 I 220 243.50 -23.21 2.084 DCON2 56.950 27.322 -227.370 186.286 213.122 0.763 9.717 I 178 243.50 -55.13 1.845 DCON2 50.415 27.322 -241.906 -249.841 24.029 0.763 9.717 I 221 N/C 179 147 N/C 271.50 -86.46 1.477 DCON2 40.354 27.322 -243.664 -112.883 218.686 0.833 11.333 I 128 181 N/C 299.50 -55.13 2.519 DCON2 68.812 27.322 -147.470 7.396 -390.440 0.833 4.998 E 135 50 -88.17 299 2.544 DCON2 69.497 27.322 -137.450 -116.764 -422.693 0.833 5.665 E 115 . 299.50 -113.13 3.626 DCON2 99.067 27.322 -18.209 -70.850 -16.534 0.833 1.623 C 13 N/C 127 394 N/C 117.50 -127.00 1.098 DCON2 29.988 27.322 -162.717 51.240 1.037 0.763 8.383 I 395 50 -127.00 145 1.059 DCON2 28.940 27.322 -101.454 33.692 -117.044 0.763 8.383 I 396 . 159.50 -127.00 1.051 DCON2 28.707 27.322 -103.939 32.177 111.388 0.763 8.383 I 397 187.50 -127.00 1.083 DCON2 29.588 27.322 -137.996 36.360 -55.911 0.763 8.383 I 281 19.50 -127.00 0.546 DCON2 14.906 27.322 -61.285 16.806 30.834 0.721 8.217 I 464 42.00 -81.25 1.224 DCON2 33.450 27.322 -196.193 66.856 85.935 0.721 10.883 I 1115 72.50 -102.08 1.363 DCON2 37.236 27.322 -91.290 -110.254 -92.877 0.721 6.107 E 20 N/C 21 N/C 24 N/C yr DECON STUDRAILSCAN: USA: 800-527-L 80036-DECON PROJECT TITLE: (NONE) (Jul 6112007) Column 1 - STUDRAIL DETAIL 1.98 in. hN .35 in. _ 5/8 in. 10 in. 5/16 in. _ 4 in.1 4 in. ~ 48 in. File Name: C:\...\3rdfl.INW Project Title: (NONE) Design Code: ACI 318-95 System of Units: US (in., lb.) gamma, 0: 0 STUDRAIL DATA Stud yield strength (fy): 50000 psi Stud Diameter: 5/8 in. Stud Spacing: 4 in. SLAB DATA Effective depth (d): 10.75 in. Slab thickness: 11.5 in. Top cover: .75 in. Bottom cover: .75 in. (s 0 Concrete strength (fir): 4000 si Concrete Density: Normal eight Number of rails/column 10 Number of studs/rail 11 Stud diameter 5/8 in. Stud spacing, s 4 in. Distance to first stud, So 4 in. Overall height of rail 10 in. Top cover 3/4 in. Bottom cover 3/4 in. CONNECTION DATA Connection Name: Column 1 Connection Type: Interior Column Column size x: 16 in. Column size y: 24 in. Overhang (x): 0 in. Overhang (y): 0 in. Vu: 400 kip Mox: 30 ft-kip Moy: 7 ft-kip Prestress (fpc): 0 psi Number of Studrails: Automatic Q - T j,U-i~ USA: 800-527-L DECON STUDRAILSCAN: 800-36-DECON PROJECT TITLE: (NONE DESIGN PARAMETERS AT d/2 FROM COLUMN FACE: Column centroid: Xo = 0.00 in. Yo = 0.00 in. Critical Section Area: Ac = 1322.3 in7^2 Moments of Inertia: Jx = 2.49E+05 in7^4 Jy = 1.68E+05 in7^4 Jxy = 0.00E+00 in7^4 Maximum shear stress: vu = 316 psi at x = 13.38 in. y = 17.38 in. Shear resistance: pvn = 215 psi DESIGN PARAMETERS OUTSIDE SHEAR REINFORCED ZONE: Column centroid: Xo = 0.00 in. Yo = 0.00 in. Critical Section Area: Ac = 3918.6 in7^2 Moments of Inertia: Jx = 6.33E+06 in7^4 Jy = 5.84E+06 in7^4 Jxy = 0.00E+00 in7^4 Maximum shear stress: vu = 104 psi at x = 10.23 in. y = 61.38 in. Shear resistance: pvn = 108 psi Jul 6,2007 60 USA: DECON STUDRAILSCAN: 800-36-D 'oN PROJECT TITLE: (NONE) (Jul 6,200-7 Loiumn 1 - 5 I UUKAIL OF I AIL Imo- 4 in. 4 in. 16 in. x 24 in. COLUMN GENERALDATA File Name: C:\...\3rdfloor.INW Project Title: (NONE) Design Code: ACI 318-95 System of Units: US (in., lb.) gamma, 0: 0 STUDRAIL DATA Stud yield strength (fy): 50000 psi Stud Diameter: 5/8 in. Stud Spacing: 4 in. SLAB DATA Effective depth (d): 8.5 in. Slab thickness: 10 in. Top cover: .75 in. Bottom cover: .75 in. Concrete strength (fc). 4000 si J Concrete Density: Norma eig t Number of rails/column 7 Number of studs/rail 5 Stud diameter 5/8 in. Stud spacing, s 4 in. Distance to first stud, So 4 in. Overall height of rail 8 1/2 in. Top cover 3/4 in. Bottom cover 3/4 in. CONNECTION DATA Connection Name: Column 1 Connection Type: Edge Column Column size x: 16 in. Column size y: 24 in. Overhang (x): 0 in. Overhang (y): 0 in. Vu: 67.301 kip Mox: 71.949 ft-kip Moy: 174.787 ft-kip Prestress (fpc): 0 psi Number of Studrails: Automatic DECON STUDRAILSCAN: USA: 800-527- 80036 ECION PROJECT TITLE: (NONE) (Jul 6,2007 DESIGN PARAMETERS AT d/2 FROM COLUMN FACE: Column centroid: Xo = -6.63 in. Yo=0.00 in. Critical Section Area: Ac = 620.5 in7"2 Moments of Inertia: Jx = 1.15E+05 in7^4 Jy = 2.75E+04 in7^4 Jxy = 0.00E+00 in7^4 Maximum shear stress: vu = 281 psi at x = 5.62 in. y = 16.25 in. Shear resistance: pvn = 215 psi DESIGN PARAMETERS OUTSIDE SHEAR REINFORCED ZONE: Column centroid: Xo = -17.80 in. Yo=0.00 in. Critical Section Area: Ac = 1076.5 in7^2 Moments of Inertia: Jx = 7.72E+05 in7^4 Jy = 1.72E+05 in7^4 Jxy = 0.00E+00 in7^4 Maximum shear stress: vu = 96 psi at x = 14.45 in. y = 13.76 in. Shear resistance: ¢vn = 108 psi t 1'2V-~ DECON STUDRAILS PROJECT TITLE: (NONE USA: 800-527-RAIL CAN: 800-36-DECON Jul 6,2007) Column 1 - STUDRAIL DETAIL 1.98 in. .35 in. _ 5/8 in. 8 1/2 in. 5/16 in. _ 4 in. 4 in. 96 in. VIEW 1 24 in. x 16 in. COLUMN Number of rails/column 8 Number of studs/rail 23 Stud diameter 5/8 in. Stud spacing, s 4 in. Distance to first stud, So 4 in. Overall height of rail 8 1/2 in. Top cover 3/4 in. Bo ttom cover 3/4 in. GENERAL DATA File Name: C:\...\3rdfloor1.INW Project Title: (NONE) Design Code: ACI 421.1R-92 System of Units: US (in., lb.) gamma, 0: 0 STUDRAIL DATA Stud yield strength (fy): 50000 psi Stud Diameter: 5/8 in. Stud Spacing: 4 in. SLAB DATA Effective depth (d): 8.5 in. Slab thickness: 10 in. Top cover: .75 in. Bottom cover: .75 in. _ a Concrete strength (fc&00 psi Concrete Density: Norma ig CONNECTION DATA Connection Name: Column 1 Connection Type: Edge Column Column size x: 24 in. Column size y: 16 in. Overhang (x): 0 in. Overhang (y): 0 in. Vu: 153.241 kip Mox: 43.101 ft-kip Moy: 146.779 ft-kip Prestress (fpc): 0 psi Number of Studrails: Automatic DECON STUDRAILSCAN: 800-36- USA: 800-527- ECION PROJECT TITLE: (NONE) (Jul 6,2007 DESIGN PARAMETERS AT d/2 FROM COLUMN FACE: Column centroid: Xo = -6.40 in. Yo = 0.00 in. Critical Section Area: Ac = 688.5 in7^2 Moments of Inertia: Jx = 8.25E+04 in7^4 Jy = 6.09E+04 in7^4 Jxy = 0.00E+00 in7^4 Maximum shear stress: vu = 305 psi at x = 9.85 in. y = 12.25 in. Shear resistance: pvn = 215 psi DESIGN PARAMETERS OUTSIDE SHEAR REINFORCED ZONE: Column centroid: Xo = -54.57 in. Yo = 0.00 in. Critical Section Area: Ac = 2875.5 in7"2 Moments of Inertia: Jx = 1.38E+07 in7^4 Jy = 3.55E+06 in7^4 Jxy = 0.00E+00 in7^4 Maximum shear stress: vu = 106 psi at x = -66.57 in. y = 104.25 in. Shear resistance: On = 108 psi '59 ~ SAFE v8.0.8 File: 02NDF p-ft Un' PAGE 1 May 30,2007 14:50 P U N C H I N G S H E A R S T R E S S C H E C K POINT X Y RATIO COMBO VMAX VCAP 159 N/C 195 N/C 164 299.50 -6.9.75 225 N/C 171 19.50 -57.25 151 19.50 -77.25 131 19.50 -97.25 106 19.50 -117.25 122 42.00 -112.25 123 N/C 124 95.00 -112.25 141 117.50 -86.46 108 117.50 -113.13 142 145.50 -86.46 109 145.50 -113.13 143 159.50 -86.46 110 159.50 -113.13 144 187.50 -86.46 111 187.50 -113.13 219 229.67 -23.21 220 243.50 -23.21 178 243.50 -55.13 127 261.42 -112.25 221 271.50 -23.21 179 271.50 -55.13 163 271.50 -69.75 147 271.50 -86.46 128 286.38 -112.25 223 299.50 -23.21 181 299.50 -55.13 135 299.50 -88.17 115 299.50 -113.13 182 315.75 -55.13 224 321.42 -23.21 183 332.00 -55.13 136 332.00 -88.17 116 332.00 -113.13 227 N/C rn7Pri 184 364.50 -55.13 137 364.50 -88.17 117 364.50 -113.13 185 397.00 -55.13 138 397.00 -88.17 118 397.00 -113.13 228 N/C 119 427.88 -113.13 133 427.88 -95.67 125 205.29 -112.25 126 230.25 -112.25 186 408.67 -55.13 394 117.50 -127.00 395 145.50 -127.00 396 159.50 -127.00 397 187.50 -127.00 287 N/C 281 19.50 -127.00 464 42.00 -81.25 304 N/C 318 411.04 -77.25 5 46.28 -57.27 0.741 DCON1 1.016 DCON1 0.912 DCON1 0.992 DCON1 0.827 DCON1 1.586 DCON1 1.174 DCON1 1.434 DCON1 1.476 DCON1 1.398 DCON1 1.417 DCON1 1.392 DCON1 1.414 DCON1 1.400 DCON1 1.461 DCON1 0.788 DCON1 1.335 DCON1 1.419 DCON1 1.367 DCON1 1.302 DCON1 1.316 DCON1 0.714 DCON1 1.386 DCON1 1.186 DCON1 1.246 DCON1 1.219 DCON1 1.094 DCON1 1.159 DCON1 0.630 DCON1 0.971 DCON1 1.498 DCON1 1.391 DCON1 0.999 DCON1 1.452 DCON1 1.473 DCON1 0.984 DCON1 1.451 DCON1 1.234 DCON1 1.012 DCON1 0.794 DCON1 0.792 DCON1 1.260 DCON1 1.340 DCON1 0.779 DCON1 0.357 DCON1 0.347 DCON1 0.365 DCON1 0.356 DCON1 0.512 DCON1 1.225 DCON1 0.691 DCON1 0.980 DCON1 2Nn FLQo?, pc ( 0 -I V MX MY DEPTH PERIM LOC :0.259 27.322 -117.855 72.582 -20.777 0.719 10.875 I !7.771 27.322 -107.014 _175.451._6.5_._693 !4.911 27.322 -168.334 -11.322 49.491 !7.099 27.322 -175.287 2.757 81.456 !2.595 27.322 -122.967 -98.079 25.589 [3.346 27.322 -238.251 -126.615 105.190 32.078 27.322 -191.718 -119.011 17.033 39.175 27.322 -234.267 151.403 14.436 10.341 27.322 -202.484 -186.605 73.506 38.183 27.322 -174.008 134.462 -152.406 38.717 27.322 -164.331 -165.129 -153.667 38.042 27.322 -168.077 127.371 170.644 38.638 27.322 -158.796 -158.760 171.377 38.254 27.322 -231.236 151.259 -4.975 39.926 27.322 -182.938 -175.451 -122.240 21.517 27.322 -116.793 86.595 -31.885 36.473 27.322 -166.225 112.420 161.589 38.767 27.322 -183.456 -217.533 -58.087 37.346 27.322 -226.428 -84.395 -66.556 35.579 27.322 -216.622 128.712 13.016 35.952 27.322 -172.047 -206.549 44.655 19.518 27.322 -95.437 40.557 91.129 37.866 27.322 -183.482 132.355 126.973 32.411 27.322 -159.730 -99.821 -115.971 34.040 27.322 -192.269 104.638 -65.495 33.315 27.322 -137.551 -171.896 -111.306 29.894 27.322 -199.791 61.779 16.303 31.677 27.322 -142.884 -80.302 161.088 17.202 27.322 -111.316 -21.817 31.535 26.539 27.322 -122.765 101.013 -94.183 40.919 27.322 -203.872 57.526 209.798 38.011 27.322 -233.601 -110.120 36.289 27.302 27.322 -176.046 -83.508 -2.608 39.676 27.322 -270.957 69.347 20.946 40.253 27.322 -243.319 -148.838 15.562 26.891 27.322 -172.620 -78.515 8.101 39.652 27.322 -177.672 37.813 -267.092 33.715 27.322 -187.712 -10.085 -164.700 27.663 27.322 -175.002 -81.212 -13.807 21.692 27.322 -110.634 6.663 -129.155 21.642 27.322 -110.113 -12.585 -123.545 34.439 27.322 -182.828 -125.995 73.086 36.603 27.322 -223.305 -74.179 70.581 21.274 27.322 -90.474 34.686 140.085 9.753 27.322 -61.228 -18.679 15.913 9.469 27.322 -52.530 -14.684 -34.845 9.985 27.322 -52.492 -12.691 46.210 9.728 27.322 -58.222 -16.913 -24.160 14.001 27.322 -78.235 26.760 45.171 33.473 27.322 -218.210 85.088 -15.028 18.872 27.322 -125.903 -20.069 29.747 26.784 27.322 -95.565 168.803 -87.678 0.719 9.687 E 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 10.875 I 0.719 9.726 E PC~Q-)i USA: 800-527-RAIL DECON STUDRAILSCAN: 800-36-D CON PROJECT TITLE: four season (Jul 6,2007 1.98 in. .35 ii 5/I in. - 5/16 in. _ 4 in. 1 4 in. 68 in. 3 1/2 in. STUDRAIL LA YOUT PLAN VIEW Number of rails/column 7 Number of studs/rail 16 Stud diameter 5/8 in. St d i 4 i u spac ng, s n. Distance to first stud, So 4 in. Overall height of rail 8 1/2 in. Top cover 3/4 in. 16 in. x 24 in. COLUMN Bottom cover 3/4 in. GENERAL DATA File Name: C:\...\2ndfl.INW Project Title: four season Design Code: ACI 318-95 System of Units: US (in., lb.) gamma, 0: 0 STUDRAIL DATA Stud yield strength (fy): 50000 psi Stud Diameter: 5/8 in. Stud Spacing: 4 in. SLAB DATA Effective depth (d): 8.75 in. Slab thickness: 10 in. Top cover: .75 in. Bottom cover: .75 in. S L!a Concrete strength (f c) 4000 psi Concrete Density: Normal Column 1 - STUDRAIL DETAIL CONNECTION DATA Connection Name: Column 1 Connection Type: Edge Column Column size x: 16 in. Column size y: 24 in. Overhang (x): 0 in. Overhang (y): 0 in. Vu: 107.014 kip Mox: 175.451 ft-kip Moy: 65.693 ft-kip Prestress (fpc): 0 psi Number of Studrails: Automatic DECON STUDRAILSCAN: USA: 800-527-L 800-36 DECON PROJECT TITLE: four season (Jul 6,2007 DESIGN PARAMETERS AT d/2 FROM COLUMN FACE: Column centroid: Xo = -6.73 in. Yo=0.00 in. Critical Section Area: Ac = 643.1 in7^2 Moments of Inertia: Jx = 1.21 E+05 in7^4 Jy = 2.88E+04 in7^4 Jxy = 0.00E+00 in7^4 Maximum shear stress: vu = 301 psi at x = 5.65 in. y = 16.38 in. Shear resistance: On = 215 psi DESIGN PARAMETERS OUTSIDE SHEAR REINFORCED ZONE: Column centroid: Xo = -40.77 in. Yo = 0.00 in. Critical Section Area: Ac = 2200.8 in7^2 Moments of Inertia: Jx = 6.29E+06 in7^4 Jy = 1.43E+06 in7^4 Jxy = 0.00E+00 in7"4 Maximum shear stress: vu = 103 psi at x = -48.77 in. y = 80.38 in. Shear resistance: ¢vn = 108 psi .I y DECON STUDRAILSCAN: USA: 800-527-L 800-36DECON PROJECT TITLE: four season (Jul 6,2007 Column 1 - STUDRAIL DETAIL 1.98 in. NH .35 in. - 518 in. 8 1/2 in. 5/16 in. _ 4in.-+~ 4in.~ 40 in. STUDML LAYOUT PLAN VIEW Number of rails/column 10 Number of studs/rail 9 Stud diameter 5/8 in. Stud spacing, s 4 in. Distance to first stud So 4 in. , Overall height of rail 8 1/2 in. Top cover 3/4 in. 16 in. x 24 in. COLUMN Bottom cover 3/4 in. GENERAL DATA File Name: C:\...\2ndfloor.INW Project Title: four season Design Code: ACI 318-95 System of Units: US (in., lb.) gamma, 0: 0 STUD RAIL DATA Stud yield strength (fy): 50000 psi Stud Diameter: 5/8 in. Stud Spacing: 4 in. SLAB DATA Effective depth (d): 8.75 in. Slab thickness: 10 in. Top cover: .75 in. Bottom cover: .75 in. Concrete strength (fc): 000 psi S60 Concrete Density: Norm Ig CONNECTION DATA Connection Name: Column 1 Connection Type: Interior Column Column size x: 16 in. Column size y: 24 in. Overhang (x): 0 in. Overhang (y): 0 in. Vu: 270.957 kip Mox: 70 ft-kip Moy: 20 ft-kip Prestress (fpc): 0 psi Number of Studrails: Automatic a -13 DECON STUDRAILSCAN:USA: 800-527- 800-36D CION PROJECT TITLE: four season (Jul 6,2007 DESIGN PARAMETERS AT d/2 FROM COLUMN FACE: Column centroid: Xo = 0.00 in. Yo = 0.00 in. Critical Section Area: Ac = 1006.3 in7^2 Moments of Inertia: Jx = 1.67E+05 in7"4 Jy = 1.10E+05 in7^4 Jxy = 0.00E+00 in7^4 Maximum shear stress: vu = 315 psi at x = 12.38 in. y = 16.38 in. Shear resistance: On = 215 psi DESIGN PARAMETERS OUTSIDE SHEAR REINFORCED ZONE: Column centroid: Xo = 0.00 in. Yo=0.00 in. Critical Section Area: Ac = 2735.6 in7^2 Moments of Inertia: Jx = 3.30E+06 in7^4 Jy = 2.99E+06 in7^4 Jxy = 0.00E+00 in7^4 Maximum shear stress: vu = 105 psi at x = 9.81 in. y = 52.38 in. Shear resistance: ¢vn = 108 psi 440'-I 4 2 3 3 . 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OPEN TO LEVEI-02 k N PI1P \ ; 1 F1 LLJJ P ' ~ ~ t EVA1 LE 1 I L L. 4 S EL S.AA B• cm TO SUM smwm N T 0• SLAB Sly M. o LO• &lei 47 \ X . o ~ \ SL~WE e c W. I] e 1 4 AREAWAY ~ ~ . 20 EL S.A0. SAA S• SOB ~N01W E W . . 0P 29 BLILT-W SLAB \i 0 A14 \ B 01 ~L L~ 1~ r L Lw C-L Al 5 A2 A3 A4 A5 A6 A8.2 EM All n 4 N 1 Al 08 ~o I N 0 T II _IN N N I ..__SW 8.. I l I p j~J.1 12' P.T. SLAB W/ I I I J +~b' "1 ! 14®24' BEW I I ~ i !I I I UL, Izl~~ J i i i I 17 I I. I I j A3 - - - - --r ---r - 'j' --T-=f :4 ! 27 L 17 I - - D I ' II I I I A4.6 so - - - - - - i..=i v I_ ado y~ t-(i . i A5 N - - - - - -o - - ' - - r--f-C s s T - - - - 26 I - - - i VAT I I I i I l i \II i i i A6 I I SW4 I TYPe®wu~ ---I-_-- sw12 SW6 I I I A7 - - I i I rn ~ ELFV~yTUBI I~ ~ I Eftk/xFOp w ! \ ~N I I swe ! SW,o 4-1 I I I I s.o ~ 16 I - 4____E6 - - - L i- - i A9 - - - i\ Imn LL_ (D9 - - I ! ! ! HSSILSO/B (LLH) 7=- Q I I I I 1 I I I -s :.i ~o i I I I I I I I I ~ I i I I I I I 8' CONC. WALL i i i I i I j -I EN TO FLOOR BELOW % • I y\ A11 - - - - - - - -I- - - - L - -I - - M ! i i A12 ^ 4------ L. - - I I i i I I I 1 T'd N I I 161/p" POST-TENSIONED S I I I W114430"B E.W. TYP. U. EL. S.A.O. I I ! ! o S01 A14 - - - - - - - - - I 21 SW5 6.01 I i o I I I I I I 1 I I A15 o f i Ox SW3_j (I I I i t j FX I i I Al 5. -C14 - i -----------j- A16 j -E - - i - - -r- - - - - - ICD i i ~ i 1 SWI j A16. ~N j i i i, ! I OF - - - --L___I A -----1-~---~ r---~-- r- Cl A17 -----~--f --fi " -------------------------t--------i--- - i.--- i I i I L~ V C L 4-' c~ .J ~ I II I ~i j i II ili I I II II I I/I , II, II i l ~ ~.I. I I I I I _ J.-- o- li\ - - - - L T-~ -I~----------- - - - - - - - - - - \ - - \ - - - 'F_ ---rF------- I------ T---- - - II I sw21 II 6 1 II I I I 8° CONC. ;LE I EL VAT I EVAT I I WALL II I j ~ c~ I o 11 n j I I u~ 1 I OPEN TO BANULd I / I OPE ROOM BELOW BELOV II it N i ID I I II I i I I I EC ~ II I; I I I 1 I I I I I I I ---I-f---- - - EF- - ~ - F - - - - - l .r" - FS-W719 ~ II; I II I I I I I~ ~4'i~~ II I I I I I I L I-qs I i I I i I ~I I I~ I I I~ I I I I SS12x8x3/8 (LL __HSS12x8A& 1LLH 4B-6 I I I' it I li i I i li 11 I I I I I I I' i I it I li i I i li 11 I I I I ---------I- -I - -l I - a - - I -a - i i - - - I I! 1- i - - j~-------i - -a- - - - - - - - _LL I i K- - - - - - i - - - - A12. L 3aps~l i i LL I I I I I I ~P i I I I I i I I I I I I i I I - - - - - - - - - A14 o LL VZ.Y ~yy \ \ j, \ \ \ ~o \ \ \ \ CP V 11 `•l 11 \ \ ~9 \ . C2 C3 N 00 -IN N r'] N A2 A3 A4 SIN n A4.6~ . _I I M A5 ° N A5.3 , A6 A7 A8 SIN m O A9 A9.9 A10 SIN O ~ f-IN I ~ I N A11 ih A12 0 0 A13 0 I A14 0 I A15 A15. N I A16 O N A16. In A16. -o A17 SIN L s~ LL 1 00 " SLAB 4')UILT-UP SLAB AT, EL S.A.D. N555%5x"/B II ti i ® } X SW5 Us-W-3 a ~ L' p S i- N C L .i X S. ~ ~ y s g L 1 e , ' EL SAO \ ' L x S ~js . . ^n 1,,~ li 2A fq FS-WI-21 LL- wo Q a ELCV TOR y - ~ - SW70 ~j~jys"1 n 1 r , 81/2' POST-TENSIONED SLAB W/#4030'8 E.W. TYP. U.O.N. e g ~ 1 EL S D A . . . . L LL o loo ~s~ ~ o L C v L 5 r7m 1 8 /2 0 -TE SIONED SLAB /'4 30' E . TYP. U.O.N. EL .D. X 12' POST; NSIONED SLPB W/j4024tB E.W. TYP.U.O.N. N 1 8) l 9 l 9.7 10 10. 11 11.4 12 12. 13 13. 14 15 16 16. 17 26'-0" 16'-6" 9'-6' 14'-2,- 13'-10' 11'-6" 16'-6' 14'-0" 14'-0" 21'-11' 10'-7" 32'-6" 32'-6' 17_12 11'-1" 2 "10_32'2 - " 9.6 10. 11. 11. il. 12.1 12. r.l] Tf9 ~ Y L- ' ~ ~ e tN]t pY,] res sr i 4 \ ] • ]NP ro, dl ~,-m ~ s tt swo. L f 1~'y L L e a 4 q ox m W,r M sue LLO1L ~ ~ 6. Sw4 ~ ,Y. 1fYIX a swA' ' , pals ne n ^ / ~ - I]• offs naxsim sue eELOM NAYFII Cg11Y19 ~ ~ i ' Y I 4-4 Lq~ mill, I x xss s.e.ln xw,an S Lti5 - ® LL I oo s f 1NI3 T18 tY TL 1 fIFV M ® . ~ ® ® YL• s<N IY• s<. Y loor - 1 I Op E l ~tN fL SA4 • ® t , S c :I s'/i ron-roaglEn vn v 1 = ' /,M]^b EY. M. eAfl Y L (I ~ L s C ~ S ~s ~ ® L ~ L L Lo L 1 VS- ~ ~ I 1: C 2G F - L LJ M i E,. swa II - 1 - L D L1. ( 'I'mo ~ n ll 1 \ n c L C-v C L LL r oil?5 Al A A3 A4 A5 A6 18.2 A9.~ A10 411 CN J Z 2 2.7 3 3.3 4 4.2 5 5.4 6 ) 7 8 9 9.7 13'-10 8 -8' -0 ' 26'-6" 19'-61" 2 8'-52" 14'-0" 28'-0" 14'-0" 28'-0" 18'-6" 9'-6' 9.6 SIN N I M N ~ _ a HSS lwB / SW30 HSS IMA MM) H 12vBvB lUl rn L~ 26 7 0 rf(.EVAi I . ~ SW2E m m 8 e Hss~,aw'y rwee'n) ABaVVE 00 _ s \IY1 T WEN to BELOW WTLWE OF HOOF (SEE L VEL-07) M I i7 3r I LL I 1 MELII SS TUB LLH 1 17a8,B/ UH .113 188 / UH HSS L8,'i/ I ' S 124,/ furl { \ Y/ w OPEN TO LO 114G DOCK 1 1 ri BELOW 55 a8 /B , HANG ABO (T AN T 41 ®4 S ~ r J m h ~ ELf j \ SIN r ® 5 0 OPEN TU ' BELOW-, ^ 1X I \ ~ ^ ~ E h \ ® ~ ~HSS ILB~ UH HSS 17aBv~/ (WI) 55 ILBi U)1 H% 12aB,l Uji H55 ILBx~ UH f-IN O I E L FSS L_l L + ® k ~ I n' / ` V 5/ NED ' OR LAB W W/ ON 4030 B ® ® U.N. ^ t EL SAD. 10 p BELOW o ` 1 O ® + x ° r o TL Yrors~ T ° LL ilia YP. _ N D i - - F W TENSIONED SLAB POST- 76- / 14024' BOTfON E.W. U-0.1 v I i~ I EL SAO. O I ~ _ M."'' N I IN~tl P~I ~ - v n SWI I ~ ~Y ^IN M ° I z 7 A SIN 7-1 CB 95'-i" 1 2 .3 3 .2 3. 5 4 .4 U ~ ~ U 10 10. 11 11.4 12 12. 13 13. 14 15 16 16.6 YbI, 17 .E /;b 9'-6" 14'-2" 13'-10' 11'_6" 16'_6" 14'_0" 14'_0" 21'_11" 32'_6" 32'_6„ 10.6 11. 11. 11. 12.1 12.6 \ L 88 4 - eB-4 1B~ 18-6 H551L6"' LLEI I -ni l b. I/ 'co Z, P T L / 4 " a L, L Pax @ L L b t \ 10• E D - • L I O l.. BEEN iO eELOrv \ TrO 1 +40w22x4 BOTfO11 B.W. W m. uox _ o \ / EL SA.0. A Byx TB BELOW \ 1 77 \ 71 m iD a LL . E lo• SLAB BI/ • SUB / I \1~ L I w/ /NJB• evrrou c . N EL SA.B. 0 17: 1 LL ~oeS Vtr-tt-6 0 f 7 TYP. o i r 1 1 1 A12. LL 40 L L EL 4 A1 L L. J o o ~s t n Al A2 A3 A4 A5 A6 a8.2 s A9.9 A10 A11 -o N IV (2 n27 n3 (4~(~) n5 (5. 4) n6 n7 n8 n9 9.7 19'-6 13'-10" 8'-8" '-0 ' 26'-6" 14'-0" 28'-0" 14 28'-0" 18'-6" 9'-6 9.6 ` ~N I Ih TYP. xalre Fl1AIE BEAM wuw LrmAl a CIm131 P-TURNED OVER wx lbli] N nmlSl A 7C1 a 7 7P -5 f 94 22 27 7.02 1 -TUflNED % M VER 19 Z CIa1S 1 7 W I t Y L 11 ~I nxm~ na 7PT-4 u SWI `a A c s wx. o x=io ~ xe_ia ~ c s ~ i c EL A7 L L 1 . . 77 sWI ' 4 7cz 7cz 0 ~ 7- 7PT-Z ' j A L 7 E, tflfl L p s I o B'/x' POSE-TENSIONED SLAB - - 7C2 7C TY +4AN B. EN. U D YP N . . . . . 1 7PT-2 p EL SAD. 3 Q 0 in 0 xacrr, ~ 1 3 7PT-1 i / ~ rxswJi O a ~ ImeN STRIP M ' 16 nmuax r0or. m. 17 0 O AREAI ARFA1 %REA1 :JFA o POST-TIN51CINED SLAB w/ /4070' B. EX ryP - TYP. U.O.N. . - i E S D j~ \ L A . X SW5 O p v /y~ 10' POSE-TENSIONED SLAB W/ 15024' B. EN. N 14024' T. EW L I TYP. U.O.N. D D EL SAD. tV I i~ d ° 1 _ N O . \ ~I lJ I O o ~e\ CB 95'-1" 1 2. 3 3 .2 )5 4. 4 7 U r N v~ ) 10 10. ol 11.4 12 12.5 13 13. 14 15 16 16.61 DY, 9'-6" 14'-2" 13'-10" 11'-6" i6'-6" 14'-0" 14'-0" 21'-11" 10'-7" 32'-6" 32'-6" 17 -1 g" 11'-1" 2t- T"10'-32 `2 _ ° 10. 11. 11. 11.6 12.1 12.6 yaA H N M I T m ' ; NEW ' N I) I t n \ LL 40 Ldu~S L L L LL ,CJ a - ~ - L A ® EL Val E V I n / - ~ + oJN' B. EW. / ® E ` 0 a_ SAD. / d .01 L..L~ 1: D N LL L' J 0 0 L L, ~ P 0 A14 B~/~ PDSf-7ENA0 W/ /40J0' B. EW. ,rp. uo.a. EL. swo. SV8 O / ~ / Lc- v6L. Al A2 A3 A4 A5 A6 A8.2 A9.9 A10 All -;7.1 rN .1 n2 n27 n3 0 n4 9 n5 n54 n6 n7 n8 n9 9.7 19'-62 13'-10" 8'-8" OF 26'-6" _ 19'-6 8'-52 ' 14'-0" 28'-0" 14'-0" 28'-0" 18'-6" 9'-6 9.6 \ N I na 1] sous] 1 N IB ~ ~ e 3 L d I i7 Y I~ L ` I r ROOF BELOW \ / ES i M ih G V Q. ' . _j ~ N H H S 6 u7 El Ai SW14 Wfi N ELEVATO R" ' . REVAT J' S A 9 M a- V]l11 LL- 4,ufS -3 E - • ~ { 61/S P ST-TENSIONED SLPB UL ( 1,` CF of ~ W//ao ' 1YP. U.O.N. /1 p ,J, W l.R. n L{ l ~ ~ Yt in ~ 0. SA . , 4. I , ^ N CD T : i/ ~ GP pY O'1 E '-6 E0. POJR v ~ ~GW ~ STRW I yy . f~ ff 44 .LAkAC',1r4~.. 1 / I p 0' POST W//4024 TEN ION SUB N. FA-A. EL SAD ANF.A+ A45A1 N 'REA;O o I , 1 TYP. _ ~ ali] rL 1 Iza R==.r.At ~ t ~s ~ xss .rat m M6116 c M S n S a fi . I ~ .r.V. i o F] C M~' a MAIS ° ' C 9 Iws eddh W-TUWED TV. xss fir (TI L L l a r f .d.w ~ Ma ~ ~ 26 cN I ~ -s (ml .dN a ~ 16..r.W r 165 .d.w 9A® ° Im eaat 16s Iv-TUwm Tw i ar I a aN. 165 4eat PDSi ....at P i IHY NW brat Po \ _ I . N L o I i i c E SIN ~ M0.1 M . M I. M].I. UIBI cal ] _ wss .r.w 6p° o c A r ~ ~C~ _ 27 q nn I _ ff \ .C am m b d i g CI..IS] CI S] y~ - n Y yy Y Hall] Gal CB O~ 1 Lev ~ ~ 1 2 3.2 3 . ( 5 ~ 4 4 ~7 . U CU U ~."Zi N V~ l~ N b-- n2 n27 n3 3.3 n 9 n 5.4 n6 n7 n8 n9 n97 19'-62 13'-10" 8' 8" '-0' 26'-6" - 19'-6 8'-52' 14'-0" 28'-0" 14'-0" 28'-0" 18'-6T9' 9.6 ~L LL N Ei _r 165i~4/ 73 MSivGY'~ L (T I A3 - ~ ~ G ~ „ 0 LII t C c t 1 T ry 5' CONC. W L 5 CONC. WALL 44 1 SIN ~ I nmsa GUN tO FLS BLLTHP 10• AB V,' s I I ~ cV '-Pf15F~lENSION `n ' I nms~ T1P. U.O.N. SWIG lasGe.i EL AT L RO „ LL o 4. s / i SWS es ELE2 V TOR a ELE1(gF04 pp ~ rttin 2 L~ A8 - SIN ~L 1 s~ Q \ A9 I / 1 SIN ~ / 1 O Ea ' G E Q. i~ ^ CAMEO ABOVE OL. " Li 1; l~ 1 PaIN STRP 'l L A ~yp S A 11 - L L 1 7 I B ABOVE A12 , 0 I o AREA f AREA, FAfAi N 1$.EA?i ~ ' A13 0 :D4 - o N N o I A a A17 - _ ^IN ~B 1 2. 3 3.2 3. 5 ~~7 C4. 4 ' C2) Ul - J4 - (9 0 1 9.7) 10 10. 11 11.4 12 12. 13 13. 14 15 16 16.61 17~ 9'-6" 14'-2" 73'-10" 11'-6" 16'-6" 14,_0„ 14'_0° 21'-11" 10'-7" 32'-6" 32'-6" 17'-11" 2- "10'-3 10,6 11. 11. 11. 12.1 12.6 i LLISP4 L 6 Y o ( I/10 r [LEV ~r1/ ~ ~ E ill IN ~ E fE 0 0 0 DS E.W. ~L Ir LLB 7 ID' P05T-TElLSGIIED [z S.A `)L N eli~ Cl~e~Al1 77 v~ LL i .v~5f A12. \ 0P 1 A14 gG moo. 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I _ ~ _t,',Il x1-17 +L i+ 1 1 I ~I:I I n 1ll~t 1 ~ ~ r + j_, i - t + Irks , r +I _4_ I I ids- - I.I J_ + + h1I I I I_n 1-i. r~l En :rlo N m hh v f1 NP LO N O O r _N cm Q M O O N U m U V M co O t` Z O U O U) 4) to c O (n R tU 7 O U. V d cr J J + N J D K U) N Q d' Cl) N r5 V N st 6) A C L 4) m O V i N 3 w 0 R N U) 44)) J 3 O a U U U Q N 00 r IC) M N (M M =3 Y M M CD m CD (G n O to m w ti N 00 0 0 O CD O (D 00 N N ( r - - c- a- )C) - N h O 00 M cl J a 0 0 r. ti Cl (6 O J Y Q v U) (f) eM.- N 0) CD ( O Cl) M q - c- c- J fh M O J Y O O q c~ (D g q LO d' ~t 000 ~ LO co M 'd- LO 0) O N M't (O - E U J O O~ q N q q O Q 1 Q Y N r co O LO (D (D N O O M (O ~ N O M It LO (D r ID tf) M N q (D '4 CD co U-) J Y C (n q 000 ) r N M N- o f Q V O O LL J a O f O o fA O N O o O M p d ---I Y . L6 (6 (6 M O O M O g 0 0) LO f 7 fn j a f O I-- N M N M N g CO CD J - Q LO C) , a (O 00 (0 N NN c0 N a J a 0 0 0' O O O O O O 0 0' J J Y O O O. O N 0' a O O O O i p J a 0 0 0 0 0 0 0 0 (D0 0 ' a Q v ) o 0 0 0 0 0 o 0 0 0U J a 0 0 0 0 O O O O O O a a (0 J C~ ID C:) CD 0 0 0 0 0 0 00000 N Q a N N N N C J m 0 0 0 0 0 0 0 0 0 0 0 O O O O q O O J N N N N (0 d o 0 0 0 0 0 0 0 0 0 0 0 Q a~ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N N Q v 0 0 0 0 0 0 0 0 .O J J U O en O N N N O N N N O } } Z } } } Z Z Z } } N J Q CO o 0 0 0 0 o 0 0 0 0 N Q d 0 0 0 0 0 0 0 0 0 0 R -1 0 0 0 0 0 0 0 0 Co 0 0 06000055500 . Q a^ o o CD -t o 0 0 0 0 o CD Lo r O' 0 0 o , O O 00 -4 N N O U) a J N J a Z O O O Z Z Z Z Z Z } } > > m Q y o00oo0o(nofD J J Q O In O 04 O co 0 o't N J a Ib O o 0 0 M 0 w 00 0 ~Q$ ~0LO0000((DDm(DD0o J J) d' 't 7 -t 't d- Y L O~~ 0 0 0 0 0 0 0 0 0 0 - - li _ e ~ O O 0- O wr-- (D L() d- M N LL ) ) I 6 rf tb x r- LO 06 r 11 00 O Iq Cl) II d d N_ i~ O O LL P6 ~l --q- a~ N c 0 U 3 c E 7 O > O - m uU c'D U m U m Q y C 3 C N N E E E c~ o o U o U m O O O w Q U W s O E N CO d E X IV N II fA J n- YI N 0 Z SAFE V8.0.8 File: 110805 Kip-in Units PAGE 1 July 6,2007 14:52 P O I N T L 0 A D S Load Case DEAD POINT VERTICAL MOMENT-X MOMENT-Y 213 410.00 0.000 0.000 189 660.00 0.000 0.000 150 500.00 0.000 0.000 130 350.00 0.000 0.000 121 380.00 0.000 0.000 72 170.00 0.000 0.000 62 170.00 0.000 0.000 48 47.73 0.000 0.000 27 70.85 0.000 0.000 45 74.63 0.000 0.000 190 290.00 0.000 0.000 171 290.00 0.000 0.000 151 260.00 0.000 0.000 131 260.00 0.000 0.000 49 260.00 0.000 0.000 73 410.00 0.000 0.000 231 240.00 0.000 0.000 106 240.00 0.000 0.000 61 370.00 0.000 0.000 40 390.00 0.000 0.000 26 290.00 0.000 0.000 122 1250.00 0.000 0.000 74 630.00 0.000 0.000 63 400.00 0.000 0.000 22 36.66 0.000 0.000 214 6000 0'0 0 117 1 3 .00 .000 123 820.00 0.000 0.000 215 790.00 0.000 0.000 124 640.00 0.000 0.000 216 600.00 0.000 0.000 175 740.00 0.000 0.000 202 420.00 0.000 0.000 166 570.00 0.000 0.000 141 730.00 0.000 0.000 108 530.00 0.000 0.000 203 420.00 0.000 0.000 167 460.00 0.000 0.000 142 570.00 0.000 0.000 109 450.00 0.000 0.000 204 420.00 0.000 0.000 168 460.00 0.000 0.000 143 570.00 0.000 0.000 110 450.00 0.000 0.000 205 370.00 0.000 0.000 169 530.00 0.000 0.000 144 730.00 0.000 0.000 111 460.00 0.000 0.000 218 263.48 0.000 0.000 176 370.00 0.000 0.000 177 520.00 0.000 0.000 219 420.00 0.000 0.000 220 500.00 0.000 0.000 178 660.00 0.000 0.000 127 960.00 0.000 0.000 221 610.00 0.000 0.000 179 1320.00 0.000 0.000 163 70.00 0.000 0.000 147 760.00 0.000 0.000 128 600.00 0.000 0.000 223 570.00 0.000 0.000 181 190.00 0.000 0.000 164 70.00 0.000 0.000 135 990.00 0.000 0.000 115 550.00 0.000 0.000 182 750.00 0.000 0.000 224 330.00 0.000 0.000 225 500.00 0.000 0.000 183 1310.00 0.000 0.000 136 1070.00 0.000 0.000 116 740.00 0.000 0.000 227 550.00 0.000 0.000 184 310.00 0.000 0.000 137 990.00 0.000 0.000 117 690.00 0.000 0.000 P~ 8i-5 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 2 July 6,2007 14:52 P O I N T L 0 A D S Load Case DEAD POINT VERTICAL MOMENT-X MOMENT-Y 185 1190. 00 0.000 0.000 138 970. 00 0.000 0.000 118 660. 00 0.000 0.000 187 440. 00 0.000 0.000 228 680. 00 0.000 0.000 157 280. 00 0.000 0.000 119 390. 00 0.000 0.000 133 390. 00 0.000 0.000 125 630. 00 0.000 0.000 126 960. 00 0.000 0.000 394 170. 00 0.000 0.000 395 170. 00 0.000 0.000 396 170. 00 0.000 0.000 397 170. 00 0.000 0.000 281 170. 00 0.000 0.000 464 1180. 00 0.000 0.000 472 110. 00 0.000 0.000 473 110. 00 0.000 0.000 474 110. 00 0.000 0.000 475 110. 00 0.000 0.000 237 226. 42 0.000 0.000 258 181. 51 0.000 0.000 398 243. 56 0.000 0.000 41 316 .67 0.000 0.000 23 17 .25 0.000 0.000 21 92 .25 0.000 0.000 236 93 .58 0.000 0.000 235 81 .23 0.000 0.000 234 78 .54 0.000 0.000 233 82 .58 0.000 0.000 232 91 .24 0.000 0.000 230 100 .32 0.000 0.000 210 110 .68 0.000 0.000 201 121 .98 0.000 0.000 196 202 .59 0.000 0.000 105 85 .19 0.000 0.000 120 116 .98 0.000 0.000 159 142 .91 0.000 0.000 158 156 .91 0.000 0.000 85 138 .11 0.000 0.000 97 94 .11 0.000 0.000 50 292 .56 0.000 0.000 64 50 .73 0.000 0.000 75 49 .74 0.000 0.000 400 63 .17 0.000 0.000 399 96 .37 0.000 0.000 84 47 .68 4.360 65.097 401 115 .03 0.000 0.000 402 73 .40 0.000 0.000 403 77 .72 0.000 0.000 272 184 .41 0.000 0.000 406 204 .08 0.000 0.000 407 111 .41 0.000 0.000 162 400 .39 0.000 0.000 419 367 .52 0.000 0.000 408 259 .83 0.000 0.000 273 180 .51 52.798 -10.290 413 185 .45 -60.512 -9.435 414 145 .69 0.000 0.000 415 172 .86 0.000 0.000 416 140 .52 0.000 0.000 417 166 .73 0.000 0.000 418 104 .03 0.000 0.000 420 113 .27 2.403 1.747 421 122 .04 0.000 0.000 422 215 .70 0.000 0.000 477 227 .67 -29.631 -3940.118 287 215 .70 0.000 0.000 160 295 .70 0.000 0.000 423 215 .70 0.000 0.000 424 265 .70 0.000 0.000 425 265 .70 0.000 0.000 426 215 .70 0.000 0.000 427 215 .70 0.000 0.000 428 265 .70 0.000 0.000 PC 8t-6 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 3 July 6,2007 14:52 P O I N T L 0 A D S Load Case DEAD POINT VERTICAL MOMENT-X MOMENT-Y 429 265.70 0.000 0.000 430 215.70 0.000 0.000 174 480.00 51.072 17.582 823 61.63 -0.645 -0.873 824 68.32 1.847 -0.873 825 74.02 0.000 0.000 826 79.72 0.000 0.000 P6 91-1 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 4 July 6,2007 14:52 L I N E L 0 A D S Load Case DEAD LINE TOTAL-W INPLANE-M OUTPLANE-M 12 9.00 1080.000 0.000 25 5.00 -132.000 0.000 24 5.00 -132.000 0.000 23 5.00 132.000 0.000 22 5.00 -132.000 0.000 21 9.00 0.000 132.000 20 9.00 132.000 0.000 19 9.00 132.000 0.000 18 9.00 132.000 0.000 17 9.00 132.000 0.000 16 9.00 132.000 0.000 15 9.00 132.000 0.000 14 9.00 132.000 0.000 13 9.00 132.000 0.000 9 5.00 -132.000 0.000 7 5.00 -132.000 0.000 8 5.00 132.000 0.000 5 5.00 -132.000 0.000 6 5.00 132.000 0.000 4 5.00 -132.000 0.000 3 5.00 132.000 0.000 R gl-e SAFE v8.0.8 File: 110805 Kip-in Units PAGE 5 ^ ! July 6,2007 14:52 P S U R F A C E L 0 A D S Load Case DEAD AREA UNIFORM-W 3 2.778E-OS 5 2.778E-05 35 2.778E-05 38 2.778E-05 133 2.778E-05 167 2.778E-05 170 2.778E-05 172 2.778E-05 173 2.778E-05 174 2.778E-05 175 2.778E-05 176 2.778E-05 177 2.778E-05 178 2.778E-05 179 2.778E-05 180 2.778E-OS 181 2.778E-05 186 2.778E-05 187 2.778E-05 188 2.778E-05 189 2.778E-05 190 2.778E-05 191 2.778E-05 192 2.778E-05 193 2.778E-05 194 6.944E-04 195 6.944E-04 196 6.944E-04 4 2.778E-05 2 2.778E-05 17 2.778E-05 16 2.778E-05 37 6.944E-04 41 0.004 74 0.004 153 0.004 140 0.004 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 6 July 6,2007 14:52 P O I N T L 0 A D S Load Case LIVE POINT VERTICAL MOMENT-X MOMENT-Y 213 170.00 0.000 0.000 189 290.00 0.000 0.000 150 220.00 0.000 0.000 130 180.00 0.000 0.000 121 200.00 0.000 0.000 72 100.00 0.000 0.000 62 100.00 0.000 0.000 48 13.05 0.000 0.000 27 18.67 0.000 0.000 45 19.89 0.000 0.000 190 210.00 0.000 0.000 171 210.00 0.000 0.000 151 190.00 0.000 0.000 131 190.00 0.000 0.000 49 50.00 0.000 0.000 73 137.44 0.000 0.000 231 266.40 0.000 0.000 106 150.00 0.000 0.000 61 140.00 0.000 0.000 40 100.00 0.000 0.000 26 83.74 0.000 0.000 122 600.00 0.000 0.000 74 290.00 0.000 0.000 63 100.00 0.000 0.000 22 5 51 0.000 214 520 b00 0..0.00 0.000 73 460 000" ."0'b0 123 440.00 0.000 0.000 215 440.00 0.000 0.000 124 250.00 0.000 0.000 216 360.00 0.000 0.000 175 370.00 0.000 0.000 202 220.00 0.000 0.000 166 270.00 0.000 0.000 141 270.00 0.000 0.000 108 230.00 0.000 0.000 203 220.00 0.000 0.000 167 210.00 0.000 0.000 142 280.00 0.000 0.000 109 210.00 0.000 0.000 204 330.66 0.000 0.000 168 210.00 0.000 0.000 143 280.00 0.000 0.000 110 210.00 0.000 0.000 205 180.00 0.000 0.000 169 250.00 0.000 0.000 144 370.00 0.000 0.000 111 210.00 0.000 0.000 218 144.50 0.000 0.000 176 190.00 0.000 0.000 177 250.00 0.000 0.000 219 160.00 0.000 0.000 220 200.00 0.000 0.000 178 290.00 0.000 0.000 127 380.00 0.000 0.000 221 280.00 0.000 0.000 179 510.00 0.000 0.000 163 20.00 0.000 0.000 147 530.00 0.000 0.000 128 230.00 0.000 0.000 223 250.00 0.000 0.000 181 100.00 0.000 0.000 164 20.00 0.000 0.000 135 280.00 0.000 0.000 115 210.00 0.000 0.000 182 310.00 0.000 0.000 224 130.00 0.000 0.000 225 250.00 0.000 0.000 183 510.00 0.000 0.000 136 290.00 0.000 0.000 116 280.00 0.000 0.000 227 250.00 0.000 0.000 184 180.00 0.000 0.000 137 320.00 0.000 0.000 117 260.00 0.000 0.000 P~ 91 'fl° SAFE v8.0. 8 File: 110805 Kip -in Units PAGE 7 July 6,2007 14:52 P O I N T L O A D S Load Case LIVE POINT VERTICAL MOMENT-X MOMENT-Y 185 450.00 0. 000 0 .000 138 330.00 0. 000 0 .000 118 250.00 0. 000 0 .000 187 200.00 0. 000 0 .000 228 340.00 0. 000 0 .000 157 120.00 0. 000 0 .000 119 150.00 0. 000 0 .000 133 150.00 0. 000 0 .000 125 270.00 0. 000 0 .000 126 380.00 0. 000 0 .000 394 120.00 0. 000 0 .000 395 120.00 0. 000 0 .000 396 120.00 0. 000 0 .000 397 120.00 0. 000 0 .000 281 100.00 0. 000 0 .000 464 590.00 0. 000 0 .000 472 60.00 0. 000 0 .000 473 60.00 0. 000 0 .000 474 81.53 0. 000 0 .000 475 60.00 0. 000 0 .000 237 99.62 0. 000 0 .000 258 77.91 0. 000 0 .000 398 81.53 0. 000 0 .000 41 104.01 0. 000 0 .000 23 0.91 0. 000 0 .000 21 16.93 0. 000 0 .000 236 36.56 0. 000 0 .000 235 30.61 0. 000 0 .000 234 33.21 0. 000 0 .000 233 39.09 0. 000 0 .000 232 47.88 0. 000 0 .000 230 56.56 0. 000 0 .000 210 65.64 0. 000 0 .000 201 75.30 0. 000 0 .000 196 123.49 0. 000 0 .000 105 17.33 0. 000 0 .000 120 12.86 0. 000 0 .000 159 50.23 0. 000 0 .000 158 60.00 0. 000 0 .000 85 69.80 0. 000 0 .000 97 35.19 0. 000 0 .000 50 84.98 0. 000 0 .000 64 9.96 0. 000 0 .000 75 12.74 0. 000 0 .000 400 19.50 0. 000 0 .000 399 30.85 0. 000 0 .000 84 18.41 3. 567 26 .317 401 39.59 0. 000 0 .000 402 24.38 0. 000 0 .000 403 25.37 0. 000 0 .000 272 100.43 0. 000 0 .000 406 110.28 0. 000 0 .00.0 407 60.40 0. 000 0 .000 162 178.63 0. 000 0 .000 419 158.48 0. 000 0 .000 408 113.41 0 .000 0 .000 273 80.34 24. 463 -4 .853 413 81.28 -25. 797 -4 .396 414 64.12 0. 000 0 .000 415 78.07 0 .000 0 .000 416 62.49 0 .000 0 .000 417 76.25 0 .000 0 .000 418 44.26 0 .000 0 .000 420 48.13 0 .891 0 .653 421 54.51 0 .000 0 .000 422 141.10 0 .000 0 .000 477 139.57 -17 .599 -2417 .515 287 141.10 0 .000 0 .000 160 141.10 0 .000 0 .000 423 141.10 0 .000 0 .000 424 141.10 0 .000 0 .000 425 141.10 0 .000 0 .000 426 141.10 0 .000 0 .000 427 141.10 0 .000 0 .000 428 141.10 0 .000 0 .000 Pc ~1 -H SAFE v8.0.8 File: 110805 Kip -in Units PAGE 8 July 6,2007 14:52 P O I N T L 0 A D S Load Case LIVE POINT VERTICAL MOMENT-X MOM ENT-Y 429 141.10 0. 000 0 .000 430 141.10 0. 000 0 .000 174 260.00 30. 335 10 .727 823 25.50 -0. 016 -0 .327 824 27.89 0. 462 -0 .327 825 33.41 0. 000 0 .000 826 34.45 0. 000 0 .000 ~6 8l -It, SAFE v8.0.8 File: 110805 Kip-in Units PAGE 9 July 6,2007 14:52 S U R F A C E L O A D S Load Case LIVE AREA UNIFORM-W 3 2.778E-04 5 2.778E-04 35 2.778E-04 38 2.778E-04 133 2.778E-04 167 2.778E-04 170 2.778E-04 172 2.778E-04 173 2.778E-04 174 2.778E-04 175 2.778E-04 176 2.778E-04 177 2.778E-04 178 2.778E-04 179 2.778E-04 180 2.778E-04 181 2.778E-04 186 2.778E-04 187 2.778E-04 188 2.778E-04 189 2.778E-04 190 2.778E-04 191 2.778E-04 192 2.778E-04 193 2.778E-04 194 1.389E-04 195 1.389E-04 196 1.389E-04 4 2.778E-04 2 2.778E-04 17 .2.778E-04 16 2.778E-04 37 1.389E-04 PC~-11 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 10 July 6,2007 14:52 P O I N T L 0 A D S Load Case EQX POINT VERTICAL MOMENT-X MOMENT-Y 213 -6.98 0.000 0.000 189 10.66 0.000 0.000 150 6.04 0.000 0.000 130 -0.32 0.000 0.000 121 -0.77 0.000 0.000 72 0.25 0.000 0.000 62 0.24 0.000 0.000 48 0.44 0.000 0.000 27 -0.55 0.000 0.000 45 0.92 0.000 0.000, 190 0.35 0.000 0.000 171 0.67 0.000 0.000 151 0.87 0.000 0.000 131 1.83 0.000 0.000 49 -111.82 0.000 0.000 73 0.94 0.000 0.000 231 3.46 0.000 0.000 106 1.14 0.000 0.000 61 -10.23 0.000 0.000 40 -10.60 0.000 0.000 26 -3.61 0.000 0.000 122 -5.55 0.000 0.000 74 -2.05 0.000 0.000 63 14.48 0.000 0.000 22 -3.02 0.000 0.000 214 -1.42 0.000 0.000 173 -34.61 0.000 0.000 123 -1.85 0.000 0.000 215 4.26 0.000 0.000 124 4.65 0.000 0.000 216 1.71 0.000 0.000 175 12.25 0.000 0.000 202 -0.72 0.000 0.000 166 1.14 0.000 0.000 141 11.79 0.000 0.000 108 0.55 0.000 0.000 203 6.53 0.000 0.000 167 -1.30 0.000 0.000 142 -2.49 0.000 0.000 109 -1.00 0.000 0.000 204 1.55 0.000 0.000 168 0.97 0.000 0.000 143 2.41 0.000 0.000 110 0.90 0.000 0.000 205 -4.61 0.000 0.000 169 -3.74 0.000 0.000 144 -10.84 0.000 0.000 111 2.439E-04 0.000 0.000 218 -35.61 0.000 0.000 176 -9.77 0.000 0.000 177 -6.51 0.000 0.000 219 6.11 0.000 0.000 220 -1.10 0.000 0.000 178 3.16 0.000 0.000 127 8.42 0.000 0.000 221 -0.57 0.000 0.000 179 14.82 0.000 0.000 163 0.78 0.000 0.000 147 42.44 0.000 0.000 128 -1.91 0.000 0.000 223 -6.69 0.000 0.000 181 0.16 0.000 0.000 164 -0.07 0.000 0.000 135 -3.49 0.000 0.000 115 0.15 0.000 0.000 182 -3.28 0.000 0.000 224 -1.10 0.000 0.000 225 -3.63 0.000 0.000 183 -57.52 0.000 0.000 136 -3.84 0.000 0.000 116 -0.24 0.000 0.000 227 1.89 0.000 0.000 184 -0.18 0.000 0.000 137 -36.05 0.000 0.000 117 39.77 0.000 0.000 PC 811.1- SAFE v8.0.8 File: 110805 Kip-in Units PAGE 11 O t July 6,2007 14:52 P O I N T L O A D S Load Case EQX POINT VERTICAL MOMENT-X MOMENT-Y 185 49.47 0.000 0.000 138 1.92 0.000 0.000 118 1.94 0.000 0.000 187 -1.17 0.000 0.000 228 -0.51 0.000 0.000 157 -4.03 0.000 0.000 119 -1.20 0.000 0.000 133 -1.02 0.000 0.000 125 -2.50 0.000 0.000 126 -0.51 0.000 0.000 394 -0.15 0.000 0.000 395 -0.05 0.000 0.000 396 0.14 0.000 0.000 397 0.20 0.000 0.000 281 -0.02 0.000 0.000 464 -23.08 0.000 0.000 472 -0.28 0.000 0.000 473 -0.10 0.000 0.000 474 0.23 0.000 0.000 475 0.07 0.000 0.000 237 -75.96 0.000 0.000 258 4.63 0.000 0.000 398 18.04 0.000 0.000 41 -57.32 0.000 0.000 23 1.41 0.000 0.000 21 -16.06 0.000 0.000 236 12.81 0.000 0.000 235 16.62 0.000 0.000 1234 19.63 0.000 0.000 233 22.04 0.000 0.000 232 23.24 0.000 0.000 230 23.05 0.000 0.000 210 21.31 0.000 0.000 201 17.74 0.000 0.000 196 12.84 0.000 0.000 105 -5.00 0.000 0.000 120 -14.98 0.000 0.000 159 10.10 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-2.961 413 -29.77 -1.394 4.679 414 43.18 0.000 0.000 415 52.09 0.000 0.000 416 -46.75 0.000 0.000 417 -58.22 0.000 0.000 418 42.68 0.000 0.000 420 -0.61 0.591 -0.633 421 -49.30 0.000 0.000 422 63.09 0.000 0.000 477 _ 72.90 -.3.825 _ -1281.279 287 -11.07 0.000 0.000 160 2.82 0.000 0.000 423 -4.01 0.000 0.000 424 -28.35 0.000 0.000 425 -81.47 0.000 0.000 426 -47.09 0.000 0.000 427 12.31 0.000 0.000 428 5.65 0.000 0.000 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 24 July 6,2007 14:52 P O I N T L O A D S Load Case EQYP POINT VERTICAL MOMENT-X MOMENT-Y 429 -48.09 0.000 0.000 430 -34.80 0.000 0.000 174 42.85 6.593 5.492 823 -2.76 -0.093 0.316 824 -0.31 0.388 0.316 825 -0.91 0.000 0.000 826 1.10 0.000 0.000 PC ~ ~Z8 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 25 July 6,2007 14:52 P O I N T L O A D S Load Case EQYN POINT VERTICAL MOMENT-X MOMENT-Y 213 7.08 0.000 0.000 189 -28.68 0.000 0.000 150 -14.46 0.000 0.000 130 0.50 0.000 0.000 121 -0.87 0.000 0.000 72 -0.45 0.000 0.000 62 0.89 0.000 0.000 48 -0.77 0.000 0.000 27 -1.65 0.000 0.000 45 -1.54 0.000 0.000 190 0.12 0.000 0.000 171 -1.56 0.000 0.000 151 0.16 0.000 0.000 131 0.47 0.000 0.000 49 -5.37 0.000 0.000 231 -9.43 0.000 0.000 106 0.23 0.000 0.000 61 6.41 0.000 0.000 40 -0.80 0.000 0.000 26 -3.14 0.000 0.000 122 -4.86 0.000 0.000 74 -2.16 0.000 0.000 63 4.83 0.000 0.000 22 0.70 0.000 0.000 214 1.68 0.000 0.000 173 21.66 0.000 0.000 123 -19.85 0.000 0.000 215 5.18 0.000 0.000 124 -8.70 0.000 0.000 216 -4.70 0.000 0.000 175 12.52 0.000 0.000 202 -3.81 0.000 0.000 166 -0.27 0.000 0.000 141 -2.88 0.000 0.000 108 -0.13 0.000 0.000 203 -49.98 0.000 0.000 167 -0.56 0.000 0.000 142 0.31 0.000 0.000 109 0.21 0.000 0.000 204 -3.75 0.000 0.000 168 -1.15 0.000 0.000 143 0.38 0.000 0.000 110 0.13 0.000 0.000 205 -2.30 0.000 0.000 169 0.59 0.000 0.000 144 -2.70 0.000 0.000 111 0.70 0.000 0.000 218 52.15 0.000 0.000 176 3.49 0.000 0.000 177 21.99 0.000 0.000 219 -1.25 0.000 0.000 220 -4.18 0.000 0.000 178 38.12 0.000 0.000 127 3.77 0.000 0.000 221 -4.01 0.000 0.000 179 55.02 0.000 0.000 163 0.65 0.000 0.000 147 -53.87 0.000 0.000 128 -2.27 0.000 0.000 223 -30.91 0.000 0.000 181 0.09 0.000 0.000 164 -0.05 0.000 0.000 135 -1.83 0.000 0.000 115 1.21 0.000 0.000 182 -0.20 0.000 0.000 224 -2.83 0.000 0.000 225 -11.36 0.000 0.000 183 4.75 0.000 0.000 136 2.63 0.000 0.000 116 -1.95 0.000 0.000 227 -1.81 0.000 0.000 184 1.23 0.000 0.000 137 148.41 0.000 0.000 117 -158.03 0.000 0.000 185 7.75 0.000 0.000 Rk1,21 SAFE v8.0. 8 File: 110805 Kip-in Units PAGE 26 July 6,2007 14:52 P O I N T L 0 A D S Load Case EQYN POINT VERTI CAL MOMENT-X MOMENT-Y 138 2. 92 0.000 0.000 118 -1. 71 0.000 0.000 187 -0. 02 0.000 0.000 228 -0. 78 0.000 0.000 157 -0. 40 0.000 0.000 119 0. 75 0.000 0.000 133 0. 06 0.000 0.000 125 -7. 62 0.000 0.000 126 -11. 02 0.000 0.000 394 0. 55 0.000 0.000 395 0. 24 0.000 0.000 396 0. 23 0.000 0.000 397 0. 52 0.000 0.000 281 0. 08 0.000 0.000 464 -9. 51 0.000 0.000 472 -0. 11 0.000 0.000 473 0. 05 0.000 0.000 474 1. 33 0.000 0.000 475 0. 88 0.000 0.000 237 100. 43 0.000 0.000 258 16. 68 0.000 0.000 398 102. 34 0.000 0.000 41 108. 13 0.000 0.000 23 4. 30 0.000 0.000 21 -32. 77 0.000 0.000 236 20. 50 0.000 0.000 235 23. 29 0.000 0.000 234 23. 63 0.000 0.000 233 22. 23 0.000 0.000 232 19. 22 0.000 0.000 230 15. 38 0.000 0.000 210 11. 20 0.000 0.000 201 7. 05 0.000 0.000 196 0. 43 0.000 0.000 105 -26. 18 0.000 0.000 120 -19. 65 0.000 0.000 159 -3. 10 0.000 0.000 158 -24. 15 0.000 0.000 85 10. 88 0.000 0.000 97 13. 35 0.000 0.000 50 18. 79 0.000 0.000 64 -4 .12 0.000 0.000 75 -5 .94 0.000 0.000 400 -18 .81 0.000 0.000 399 -0 .51 0.000 0.000 84 -0 .19 -9.375 -1.550 401 -22 .78 0.000 0.000 402 -61 .94 0.000 0.000 403 -60 .35 0.000 0.000 272 9 .23 0.000 0.000 406 -40 .19 0.000 0.000 407 -34 .08 0.000 0.000 162 91 .62 0.000 0.000 419 -10 .64 0.000 0.000 408 -78 .20 0.000 0.000 273 25 .61 -2.550 -2.961 413 -29 .77 -1.394 4.679 414 43 .18 0.000 0.000 415 52 .09 0.000 0.000 416 -46 .75 0.000 0.000 417 -58 .22 0.000 0.000 418 42 .68 0.000 0.000 420 -0 .61 0.591 -0.633 421 -49 .30 0.000 0.000 422 63 .09 0.000 0.000 477 72 .90 -3.825 -1281.279 287 -11 .07 0.000 0.000 160 2 .82 0.000 0.000 423 -4 .01 0.000 0.000 424 -28 .35 0.000 0.000 425 -81 .47 0.000 0.000 426 -47 .09 0.000 0.000 427 12 .31 0.000 0.000 428 5 .65 0.000 0.000 429 -48 .09 0.000 0.000 P(_~, -3() SAFE v8.0.8 File: 110805 Kip-in Units PAGE 27 July 6,2007 14:52 P O I N T L O A D S Load Case EQYN POINT VERTICAL MOMENT-X MOMENT-Y 430 -34.80 0.000 0.000 174 42.85 6.593 5.492 823 -2.76 -0.093 0.316 824 -0.31 0.388 0.316 825 -0.91 0.000 0.000 826 1.10 0.000 0.000 V( 9 1 -3l SAFE v8.0.8 File: 110805 Kip-in Units PAGE 28 July 6,2007 14:52 S U R F A C E L O A D S Load Case WATER AREA UNIFORM-W 3 -0.006 5 -0.006 35 -0.006 38 -0.006 133 -0.006 167 -0.006 170 -0.006 172 -0.006 173 -0.006 174 -0.006 175 -0.006 176 -0.006 177 -0.006 178 -0.006 179 -0.006 180 -0.006 181 -0.006 186 -0.005 187 -0.005 188 -0.005 189 -0.005 190 -0.005 191 -0.005 192 -0.005 193 -0.005 194 -0.005 195 -0.004 196 -0.004 4 -0.006 2 -0.006 17 -0.006 16 -0.006 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 29 July 6,2007 14:52 S T A T I C L 0 A D C A S E S STATIC CASE SELF WT DEFLECTION CASE TYPE FACTOR FACTOR DEAD DEAD 1.0000 3.0000 LIVE LIVE 0.0000 1.0000 EQX QUAKE 0.0000 1.0000 EQY QUAKE 0.0000 1.0000 EQXP QUAKE 0.0000 1.0000 EQXN QUAKE 0.0000 1.0000 EQYP QUAKE 0.0000 1.0000 EQYN QUAKE 0.0000 1.0000 WATER OTHER 0.0000 1.0000 LATEAR OTHER 0.0000 1.0000 K 91 1 -33 'SAFE v8.0.8 File: 110805 Kip-in Units PAGE 30 July 6,2007 14:52 L 0 A D C O M B I N A T I O N D A T A COMBO CASE TYPE FACTOR COMB0IA DEAD DEAD 1.400 COME01B DEAD DEAD 1 .400 WATER OTHER 1 .400 COMB02A DEAD DEAD 1 .200 LIVE LIVE 1 .600 LATEAR OTHER 1 .600 COMB02B DEAD DEAD 1 .200 WATER OTHER 1 .200 LIVE LIVE 1 .600 LATEAR OTHER 1 .600 COMB03A DEAD DEAD 1 .200 EQX QUAKE 0 .800 COMB03B DEAD DEAD 1 .200 EQY QUAKE 0 .800 COMB03C DEAD DEAD 1 .200 EQXP QUAKE 0 .800 COMB03D DEAD DEAD 1 .200 EQXN QUAKE 0 .800 COMB03E DEAD DEAD 1 .200 EQYP QUAKE 0 .800 COMB03F DEAD DEAD 1 .200 EQYN QUAKE 0 .800 COMB03G DEAD DEAD 1 .200 EQX QUAKE -0 .800 COMB03H DEAD DEAD 1 .200 EQY QUAKE -0 .800 COMB03I DEAD DEAD 1 .200 EQXP QUAKE -0 .800 COMB03J DEAD DEAD 1 .200 EQXN QUAKE -0 .800 COMB03K DEAD DEAD 1 .200 EQYP QUAKE -0 .800 COMB03L DEAD DEAD 1 .200 EQYN QUAKE -0 .800 COMB03M DEAD DEAD 1 .200 LIVE LIVE 1 .000 COMB04A DEAD DEAD 1 .200 LIVE LIVE 1 .000 EQX QUAKE 1 .600 COMB04B DEAD DEAD 1 .200 LIVE LIVE 1 .000 EQY QUAKE 1 .600 COMB04C DEAD DEAD 1 .200 LIVE LIVE 1 .000 EQXP QUAKE 1 .600 COMB04D DEAD DEAD 1 .200 LIVE LIVE 1 .000 EQXN QUAKE 1 .600 COMB04E DEAD DEAD 1 .200 LIVE LIVE 1 .000 EQYP QUAKE 1 .600 COMB04F DEAD DEAD 1 .200 ()c 9(-3 y SAFE v8.0.8 File: 110805 Kip-in Units PAGE 31 July 6,20 07 14:52 L O A D C O M B I N A T I O N D A T A COMBO CASE TYPE FACTOR LIVE LIVE 1.000 EQYN QUAKE 1.600 COMB04G DEAD DEAD 1.200 LIVE LIVE 1.000 EQX QUAKE -1.600 COMB04H DEAD DEAD 1.200 LIVE LIVE 1.000 EQY QUAKE -1.600 COMB04I DEAD DEAD 1.200 LIVE LIVE 1.000 EQXP QUAKE -1.600 COMB04J DEAD DEAD 1.200 LIVE LIVE 1.000 EQXN QUAKE -1.600 COMB04K DEAD DEAD 1.200 LIVE LIVE 1.000 EQYP QUAKE -1.600 COMB04L DEAD DEAD 1.200 LIVE LIVE 1.000 EQYN QUAKE -1.600 COMB06A DEAD DEAD 0.900 LATEAR OTHER 1.600 EQX QUAKE 1.600 COMB06B DEAD DEAD 0.900 LATEAR OTHER 1.600 EQY QUAKE 1.600 COMB06C DEAD DEAD 0.900 LATEAR OTHER 1.600 EQXP QUAKE 1.600 COMB06D DEAD DEAD 0.900 LATEAR OTHER 1.600 EQXN QUAKE 1.600 COMB06E DEAD DEAD 0.900 LATEAR OTHER 1.600 EQYP QUAKE 1.600 COMB06F DEAD DEAD 0.900 LATEAR OTHER 1.600 EQYN QUAKE 1.600 COMB06G DEAD DEAD 0.900 LATEAR OTHER 1.600 EQX QUAKE -1.600 COMB06H DEAD DEAD 0.900 LATEAR OTHER 1.600 EQY QUAKE -1.600 COMB06I DEAD DEAD 0.900 LATEAR OTHER 1.600 EQXP QUAKE -1.600 COMB06J DEAD DEAD 0.900 LATEAR OTHER 1.600 EQXN QUAKE -1.600 COMB06K DEAD DEAD 0.900 LATEAR OTHER 1.600 EQYP QUAKE -1.600 COMB06L DEAD DEAD 0.900 LATEAR OTHER 1.600 EQYN QUAKE -1.600 ASD01A ( c $ (_o SAFE v8.0 .8 File: 110805 Kip-in Units PAGE 32 July 6,2007 14:52 L 0 A D C O M B I N A T I O N D A T A COMBO CASE TYPE FACTOR DEAD DEAD 1.000 ASDOIB DEAD DEAD 1.000 WATER OTHER 1.000 ASD02A DEAD DEAD 1.000 LIVE LIVE 1.000 LATEAR OTHER 1.000 ASD02B DEAD DEAD 1.000 LIVE LIVE 1.000 LATEAR OTHER 1.000 WATER OTHER 1.000 ASD04A DEAD DEAD 1.000 LIVE LIVE 0.750 LATEAR OTHER 1.000 WATER OTHER 1.000 ASD04B DEAD DEAD 1.000 LIVE LIVE 0.750 LATEAR OTHER 1.000 ASD05A DEAD DEAD 1.000 LATEAR OTHER 1.000 EQX QUAKE 1.000 ASD05B DEAD DEAD 1.000 LATEAR OTHER 1.000 EQY QUAKE 1.000 ASD05C DEAD DEAD 1.000 LATEAR OTHER 1.000 EQXP QUAKE 1.000 ASDO5D DEAD DEAD 1.000 LATEAR OTHER 1.000 EQXN QUAKE 1.000 ASD05E DEAD DEAD 1.000 LATEAR OTHER 1.000 EQYP QUAKE 1.000 ASD05F DEAD DEAD 1.000 LATEAR OTHER 1.000 EQYN QUAKE 1.000 ASD05G DEAD DEAD 1.000 LATEAR OTHER 1.000 EQX QUAKE -1.000 ASD05H DEAD DEAD 1.000 LATEAR OTHER 1.000 EQY QUAKE -1.000 ASDOSI DEAD DEAD 1.000 LATEAR OTHER 1.000 EQXP QUAKE -1.000 ASD05J DEAD DEAD 1.000 LATEAR OTHER 1.000 EQXN QUAKE -1.000 ASD05K DEAD DEAD 1.000 LATEAR OTHER 1.000 EQYP QUAKE -1.000 ASDO5L DEAD DEAD 1.000 LATEAR OTHER 1.000 EQYN QUAKE -1.000 concGra DEAD DEAD 1.400 WATER OTHER 1.200 LIVE LIVE 1.700 LATEAR OTHER 1.600 Fc91-36 m fn oy R 3m Xp ~o ~00 A CD m o ~ o 3 a cn c~ N N Q O a° o ~W o in 0 C ' ~cn o CD O T p co O 61 f0 (D Q C N ~U) oy T xm b ~00 m o m 3 CD o acw ~ C~ p~ N Q CL N O O O W 00 A O ~cn O O O CD T1 O = - N Qt0 ~ fD C En vJ op 0 a 00 CD. O ~ n O 3 co (n .n ' (1) w CL 5.0-4 O 1r/ ' O r. p Q (a ~ N C m t ~ f ~T8) R17 (A 16~ IR 5 ~44~ ~y. ~12 Aii RSB A9. R9 Anna 1 (A7 A6 AS A9 A3) ~a[) Rf t W + + + a + + + + + + + + J + a + + + + i + a / + + N N + + .'.t + + + ++i . _ + © { ' A i + + + + + + + a + + + + + + + t + + + r# _ _ _ _ Q~ _ k ++T +t+ A T# CP : ol - n 77 r-n ' (D~ - 3 I ' O= i TIT + + 4 a s:' 1 V » O. + + : F-I F-1 n N F-1 hl 4 3 ~ f + i f'F r V n V I W 3 c-n ! + + + + W .n _ _ F~l N N I + t t I 3 P rt _ + + CIS + + f .mill i. 3 u-) + + + + * « + + + a + + * + I + t• ; P r Y k # dr : V i + ti D m o T U7 OV W m CO 0 0 3 < PD F 1n . 00 D - 7 N O CD (D 3 c.0 CD ~ N 7 N a n O o lei ~ om O O O O N CD C y ~ f 7 (8 17 (A16 ~45~ A34) R13 y- R12~ AS1 ASB A9. A9 ld») 17 ~ A6 RS ~M R3 V Ri t n ~ 4 I 47 , S + + + + + + + + + + + + + + + 3 + + + + + + + + + + + + + + + + ~ f+ + + + #b # # N j , Cp + + } + J, n + L i + Q * + Q+ + 9 -4 + + + /V 9 N - ° - + W o L --,--d. c-aS ~ A 6l* o * a) + C~ 4d G S n - U•• « + + - -~1 Cn ~ L ~ 7 F ~l + 3 CP rn n +9 2°D9 can + : 44 i + n+ o \ X1_._._1 (m C. `O « + 1 F\J n N 1 %9 1 N N N . N N - CIP ~ .p + g rv + + + + « « + « Q A { \ W 65 1 - 1 + j 5 *9 # 119 + N ~ 9 n . 19 59 + CI7 k + i C-7 (P ~ 1 l9 + +t# _ f 7 3 + + + + + + + + + + n + + + « * + \ (n + + +t # n J ~ - C. _ , D m o ~ U7 N W T o a o ~ o 0 0 NO l J © ® p - - _ t_j C-.J h Y f ~ O N ~ I 1 cf ❑ ❑ 0 t ❑ o 0 0 o s ,r t El c © ❑ O j vi O ❑ 3 O n I \!Y Q Q ❑ O I ~ ' t o 0 a F r v ON T~ O o I _,4~5~ CIS ~ 1 ' II N I L - ~ i ~i - ~ I . II D 1 - I "I 1 ,gyp i - ~p 1 O/ 1! \ ya D a \X ,C / n~ n I I rr!', - 17'10,. I I 10 • I I i l I I~ °I ~ w\ 9'-J• 92 I II I II , 22~ L J _L L I II I I I I I ~ I II j I I I I I mi II j I I I I I I j n~_10~. 2,,-~• 26-~}• 17-IOk• g-J• r'-9 2J•-Y~• 1ok• a a a ~ ~ a cai+ ~ w a a O Q\ N tp~ Y c 1 G -e JOB Fc)~ Ac ~T S n M NO. t ) V NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 0 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 ALL I S-t-H 0 t l E SST Q. 3 24 H SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE i q t 2- I ACTI VL PR~Ssu - FAQ-~,z ~ ; 6 fr 5 KIP ( coo P~~ 62,4x lol , 2Z4 Psf E~!t? ~ R~ SS u i2~ . 2 ~Z x 1.2 ,D,7 5' ks~ Project: By: Date: Checked: Date: Page: Description: Units: English Properties - X = feet, E = ksi, I = inA4 X = 0; E = 3605; I = 4096; X = 38; E = 3605; I = 4096; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; Rotation = 0; X = 22; Disp = 0; X = 32; Disp = 0; X = 38; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad X = 38; RSpring = 60000; Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 30; UStart = 1.5; UEnd = -1.5; XStart = 0; XEnd = 10; UStart = (--0.75_ UEnd = 0; XStart = 28; XEnd = 38; UStart =-f=-0. UEnd = -0.1; XStart = 30; XEnd = 38; UStart =,-1.5,/ UEnd = 0; WinBeam 3.30 - Registered to NISHKIAN MENNINGER Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft 76.175 0.315376 T T T T Shear - kips Moment - kip ft 6 ►2- a"5 X47,1 5. 917066 , 0. X fs Z 76 - l 2- Xl .S 0.q 'Ao"7 )t 60 Rotation - radians 0.001591 .001617 Deflection - inches 683 42666 WinBeam 3.30 - Registered to NISHKIAN MENNINGER Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 38. feet Number of Nodes = 203 Number of Elements = 202 Number of Degrees of Freedom = 406 Reactions: X feet Vert kips Rot kip ft 0 21.035 -76.175 22.000 28.057 32.000 4.934 38.000 1.723 0.315376 Equilibrium: Force Reaction Diff Vert -55.750 55.750 Rot 916.500 -916.501 Min & Max values: -0.000 kips -0.001 kip ft Min Shear = -15.715 kips at Max Shear = 21.035 kips at Min Moment = -76.175 kip ft at Max Moment = 35.917 kip ft at Min Rotation = -0.001617 radians at Max Rotation = 0.001591 radians at Min Deflection = -0.142666 in at Max Deflection = 0.012683 in at 22.000 feet 0 feet 0 feet 11.524 feet 18.381 feet 4.717 feet 11.524 feet 25.000 feet WinBeam 3.30 - Registered to NISHKIAN MENNINGER . hIg r- NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 0 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 WALL L2)- /I l~9-D ~ s7 J Isc 3 9c -7 G rr- . PG I ° JOB l_O~Q 1i 4~01:: A swq NO. U 9 SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE 24* H TIV p~~- sS t ~ T-AC - 76e x ~L 1,228 -G2,(+ X tb' 621 pS ~ 62,`x1,2 v.7S SF Project: By: Date: Checked: Date: Page: Description: Units: English Properties - X = feet, E = ksi, I = in^4 X = 0; E = 3605; I = 4096; X = 32; E = 3605; I = 4096; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; Rotation = 0; X = 22; Disp = 0; X = 32; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad X = 32; RSpring = 60000; Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 26; UStart =--1.2 UEnd = -1.23; XStart = 0; XEnd = 10; UStart = -0.75 UEnd = 0; XStart = 22; XEnd = 32; UStart =10~ UEnd = -0.10; XStart = 26. XEnd = 32; UStart = -1.23-`,UEnd = 0; WinBeam 3.30 - Registered to NISHKIAN MENNINGER Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft 64.352 T Shear - kips T 0.911885 L-~ I ZcJ 5000 {SQ-o~~2 ;rd K.7 Moment - kip ft _ -3~ x 12 . .z29.973052 ' As O'~ x p)( 6 OX 12 ~,;7' 65X 1-14- 0.1 64.351540 > AS =xJgi (60X12.5 Rotation - radians J'2$• ,0.001337 7 X ~2 a,g Ko.~7 x~oxi2,~ 0,13. 01359 Deflection - inches 607 :120017 WinBeam 3.30 - Registered to NISHKIAN MENNINGER Fie Edt Vlew Help ® Q ~ C~ 4 EdK Od i~ Se ~ Description !J Units iq Properties Foment Releases :-3 Supports X 0; Disp 0; Rotation 0; X 22: Disp m 0; X 32; Disp 0; t.1 Springs -Paint Loads j Uniform Loads XStart - 0; XEnd - 26; UStart - -1.23; UEnd A -1.23. XStart = 0; XEnd - 10; UStart n -0.75; UEnd - 0; XStart - 22; XEnd - 32; UStart - -0.10; UEnd . -0.1f XStart . 26; XEnd = 32; UStart - -1.23; UEnd - 0: 17.937817 -12.872183 I jI 1.111 feet Shear = 1S.78 kips I~ Reedy ASt-t i.) E6 A t'~ l~,, tJ ji ta6"--KUOSdtOUt1mk ?t4141nW*1&A4.wbm- v;sr Ar+' m Shear - kips Thursday, Jul 19, 2007 09:51 AM Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 32. feet Number of Nodes = 202 Number of Elements = 201 Number of Degrees of Freedom = 404 Reactions: X Vert Rot feet kips kip ft 0 17.938 -64.352 22.000 22.613 32.000 -0.131063 -0.911885 Equilibrium: Force Reaction Diff Vert -40.420 40.420 Rot 558.560 -558.561 Min & Max values: -0.000 kips -0.001 kip ft Min Shear = -12.872 kips at Max Shear = 17.938 kips at Min Moment = -64.352 kip ft at Max Moment = 29.973 kip ft at Min Rotation = -0.001359 radians at Max Rotation = 0.001337 radians at Min Deflection = -0.120017 in at Max Deflection = 0.012607 in at 22.000 feet 0 feet 0 feet 11.600 feet 18.480 feet 4.762 feet 11.600 feet 25.360 feet WinBeam 3.30 - Registered to NISHKIAN MENNINGER S- b NISNKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB V Is S-C-- N ~ 0 1 ~J NO..7U..- SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE wA u- C~ o .Z H o, z-* 42 = '34 -TN 1 3 G.~P iv-0 '~I Itl 2 4 8- 1t 2y--,-Y 4Z' ODD PsF = I ~ ACS ~ C I o' K- 62,4, K 10, 6z9- CSF- 6z~f 1,z W, Z nBeam Project: By: Date: Checked: Date: Page: Description: Units: English Properties - X = feet, E = ksi, I = in^4 X = 0; E = 3605; I = 1.5609e+006; X = 30; E = 3605; I = 4096; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; Rotation = 0; X = 12; Disp = 0; X = 22; Disp = 0; X = 30; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = fee UStart & UEnd = kip/ft XStart = 0; XEnd = 34; UStart = 1.6; UEnd = -1.6; XStart = 0; XEnd = 10; UStart = -0.7 UEnd = 0; XStart = 32; XEnd = 42; UStart =tyUEnd = -0.1; XStart = 34; XEnd = 42; UStart UEnd = 0; WinBeam 3.30 - Registered to NISHKIAN MENNINGER Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft 23.954 T I Shear - kips T T T , ~,Ef s C t~`~~cw~ Se C 113.800000 4VC = o,7S ZS Y0oo x 12X i7.S 14.596157 Moment - kip ft o 14. 3 I ~ 7- b X 12 Q 2,1!5' A5-O,`~?Ca,~( TCbol~ 114 .626530 As _ G2S X f2- 232.467849 Rotation - radians 0.001947 Deflection - inches -0.22196 WinBeam 3.30 - Registered to NISHKIAN MENNINGER -101 X1 Pie Edt Mew Fkb ....M_._._._._..__........... - Description D- Units ;i Properties Homent Releases yj Supports Springs Point Loads is Uniform Loads XStart = 0; XEnd - 34; UStart = -1.6; UEnd -1.6; XStart - 0; XEnd = 10; UStart = -0.75; UEnd = O; XStart - 32; XEnd 42; Mart - -0.1; UEnd - -0.1; - XStart - 39; XEnd = 42; UStart = -1.6; UEnd = 0; X - 28.95 feet Shear = -12.91 kips I IJ Ready .Start I~ a~J ~ ~iJ I~ ~ I~ [J~Inbox-MiaosaftCutbok ~ ~16MW{$ramp.wbm-.» \--14.5PP9~~6157 ~j y cr,t-tiu ( ""T Ci G J W mWa 110706 AM Thursdav. Jul 19. 2007 10:06 AM ~i~Beam Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 42. feet Number of Nodes = 203 Number of Elements = 202 Number of Degrees of Freedom = 406 Reactions: X Vert Rot feet kips kip ft 0 12.499 -23.954 12.000 20.929 22.000 3.727 30.000 28.396 Equilibrium: Force Reaction Diff Vert -65.550 65.550 Rot 1208.967 -1208.968 Min & Max values: -0.000 kips -0.002 kip ft Min Shear = -14.596 kips at Max Shear = 13.800 kips at Min Moment = -62.468 kip ft at Max Moment = 12.627 kip ft at Min Rotation = -1.096e-006 radians at Max Rotation = 0.001947 radians at Min Deflection = -0.221969 in at Max Deflection = 5.04e-005 in at 30.000 feet 30.000 feet 30.000 feet 18.458 feet 23.053 feet 42.000 feet 42.000 feet 27.053 feet WinBeam 3.30 - Registered to NISHKIAN MENNINGER NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB 1 0(11? 1 A~so& NO. -T SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE wAU- (3q- (21 NO 10 -y l5 f 0.24 H70.243b = -7,2 ADO ~ ~ or J J 3 ~-oH 2'--+ 3 ~ gG 4 ACTIv`r 62,4-4 ►0 (n 24 P5T-- J w A-T Project: i By: Date: Checked: Date: Page: Reactions - kips, kip ft 4.303 Shear - kips Moment - kip ft Rotation - radians 8.896472 17.268 1,39 . 15.715632 ~Ve - U, 7i x 0 i2 X 1 4• S X L 57 X iZ x:56,.541937_ AS 'e~Ko1~~f6o~IZ•~ J,1ZS i h2/t -'r 71 x ►L . x,21 rn2/ft 70.984538 o,~xo.I x6oX 14.S 02966 -0.0 Deflection - inches 742 =0-322634 WinBeam 3.30 - Registered to NISHKIAN MENNINGER i 'z. sISL1.~1 FM Ec* YkM Help ® Q 2 4 - Ear oil J ;W 4.6 5C- Q ± j Description Units I Properties ....Moment Releases I-Supports -Springs Point Loads Uniform Loads XStart - 0; XEnd = 30; UStort - -1.4; UEnd -1.4; Mart - 0; XEnd . 10; UStart - -0.75; UEnd - 0; XStart = 26; XEnd 36; UStart = -0.1; UEnd r -0.1; Mart - 30; XEnd 36; UStart - -1.4; UEnd = 0; Shear - kips le.aes47zG~.i.~tUA1 'd'`') R.09 r -15.715632 . . 13.08 feet Shear = 17.39 kips Ready 'destattl Inl CC3 rx,oco { l~llsmw~rans.,~m wM J 10;18AM Thursday, Jul 19, 2007 10:18 AM Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 36. feet Number of Nodes = 204 Number of Elements = 203 Number of Degrees of Free dom = 408 Reactions: X Vert Rot feet kips kip ft 0 4.834 4.303 12.000 34.612 36.000 11.504 17.268 Equilibrium: Force Reaction Diff Vert -50.950 50.950 -0.000 kips Rot 807.900 -807.901 -0.001 kip ft vain & Max values: Min Shear = -15.716 kips at 12.000 feet Max Shear = 18.896 kips at 12.000 feet Min Moment = -70.985 kip ft at 12.000 feet Max Moment = 56.542 kip ft at 25.462 feet Min Rotation = -0.003581 radians at 34.412 feet Max Rotation = 0.002966 radians at 16.487 feet Min Deflection = -0.322634 in at 24.923 feet Max Deflection = 0.024742 in at 8.750 feet WinBeam 3.30 - Registered to NISHKIAN MENNINGER NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 S W ALL S 57H s ~7H Nlr 2-14 0 ,~sT JOB ~D U SAS '0 ' NO. -1 06'-~ SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE 0.2H -0.2481 ~,L~ ' 24 ~ 24 ~-2 WCT(vC- I'R~ss~~ (oo PQ-r- o' 62, 4- X PQ~ss~r~~ I'vVATK Project: By: Date: Checked: Date: Page: Description: Units: English Properties - X = feet, E = ksi, I = in^4 X = 0; E = 3605; I = 2744; X = 30; E = 3605; I = 2744; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; Rotation = 0; X = 12; Disp = 0; X = 22; Disp = 0; X = 32; Disp = 0; X = 42; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 34; UStart = -1.6; UEnd = -1.6; XStart = 0; XEnd = 8; UStart = -0.5; UEnd = 0; XStart = 32; XEnd = 42; UStart = -0.1; UEnd = -0.1; XStart = 34; XEnd = 42; UStart = -1.6; UEnd = 0; WinBeam 3.30 - Registered to NISHKIAN MENNINGER Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft 23.370 T T T T T Shear -kips „ COO' fQA Moment - kip ft Rotation - radians Deflection - inches 0.019068 WinBeam 3.30 - Registered to NISHKIAN MENNINGER - A qz -3 Z Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 42. feet Number of Nodes = 202 Number of Elements = 201 Number of Degrees of Freedom = 404 Reactions: X feet Vert Rot kips kip ft 0 11.694 -23.370 12.000 17.972 22.000 15.347 32.000 16.392 42.000 2.395 Equilibrium: Force Reaction Diff Vert -63.800 63.800 Rot 1201.800 -1201.802 Min & Max values: 0.000 kips -0.002 kip ft Min Shear = -9.506 kips at Max Shear = 11.694 kips at Min Moment = -23.370 kip ft at Max Moment = 11.260 kip ft at Min Rotation = -0.0003945 radians at Max Rotation = 0.0003968 radians at Min Deflection = -0.019068 in at Max Deflection = 0.0005831 in at 12.000 feet 0 feet 0 feet 6.105 feet 9.895 feet 2.526 feet 6.105 feet 12.625 feet WinBeam 3.30 - Registered to NISHKIAN MENNINGER NISNKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 0 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 WAUL NO. OF 3'r P 2ND SHEET NO. CALCULATED BY CHECKED BY Project: By: Date: Checked: Date: Page: Description: Units: English Properties - X = feet, E = ksi, I = inA4 X = 0; E = 3605; I = 1000; X = 10; E = 3605; I = 1000; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; Rotation = 0; X = 10; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad X = 10; RSpring = 45000; Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 10; UStart = -0.800; UEnd = 0; XStart = 0; XEnd = 10; UStart = -0.1; UEnd = -0.1; WinBeam 3.30 - Registered to NISHKIAN MENNINGER W11ZBeam Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft 6.107 0.953583 T T Shear - kips ,3.681961 Moment - kip ft 722 % 6.106545 A S 2 Rotation - radians 00241 -0. Deflection - inches --U-. T 17 6 WinBeam 3.30 - Registered to NISAKIAN MENNINGER Project: By: - Date: Checked: Date: Page: Analysis Data: Beam Length = 10. feet Number of Nodes = 295 Number of Elements = 294 Number of Degrees of Freedom = 590 Reactions: X Vert Rot feet kips kip ft 0 3.682 -6.107 10.000 1.318 0.953583 Equilibrium: Force Reaction Diff Vert -5.000 5.000 Rot 18.333 -18.333 0.000 kips -0.000 kip ft Min Shear = -1.318 kips at Max Shear = 3.682 kips at Min Moment = -6.107 kip ft at Max Moment = 2.754 kip ft at Min Rotation = -0.0002684 radians at Max Rotation = 0.0002414 radians at Min Deflection = -0.010176 in at Max Deflection = 0 in at 10.000 feet 0 feet 0 feet 5.377 feet 9.246 feet 2.211 feet 5.427 feet 0 feet WinBeam 3.30 - Registered to NISHKIAN MENNINGER ~i7Beam Project: By: Date: Checked: Date: Page: Description: Units: English Properties - X = feet, E = ksi, I = in'4 X = 0; E = 3605; I = 1000; X = 22; E = 3605; I = 1000; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; Rotation = 0; X = 10; Disp = 0; X = 22; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad X = 22; RSpring = 6000; Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart &,XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 18; UStart = -0.84; UEnd = -0.84; XStart = 12; XEnd = 22; UStart = -0.1; UEnd = -0.1; XStart = 18; XEnd = 22; UStart = -0.84; UEnd = 0; WinBeam 3.30 - Registered to NISHKIAN MENNINGER ~~Beam Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft 4.435 T Shear - kips Moment - kip ft T 0.668725 T 28205 Rotation - radians 001037 -0.0 Deflection - inches 12.129134 03936 6960 WinBeam 3.30 - Registered to NISHKIAN MENNINGER Beam Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 22. feet Number of Nodes = 203 Number of Elements = 202 Number of Degrees of Freedom = 406 Reactions: X Vert Rot feet kips kip ft 0 3.431 -4.435 10.000 11.194 22.000 3.175 0.668725 Equilibrium: Force Reaction Diff Vert -17.800 Rot 185.560 17.800 -185.560 0.000 -0.000 kips kip ft 4in & Max values: Min Shear = -4.969 kips at Max Shear = 6.225 kips at Min Moment = -12.129 kip ft at Max Moment = 9.628 kip ft at Min Rotation = -0.00134 radians at Max Rotation = 0.001037 radians at Min Deflection = -0.056960 in at Max Deflection = 0.003936 in at 10.000 feet 10.000 feet 10.000 feet 16.800 feet 21.784 feet 12.327 feet 16.473 feet 8.571 feet WinBeam 3.30 - Registered to NISHKIAN MENNINGER JOB,- NO. ~63 NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 SHEET NO. OF CALCULATED BY CHECKED BY DA WA~~ g L° oo ~o► 3 2~f 2y 7f 22' ~2$ Project: By: Date: Checked: Date: Page: Description: Units: English Properties - X = feet, E = ksi, I = inA4 X = 0; E = 3605; I = 2744; X = 22; E = 3605; I = 2744; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rot ation = radians X = 0; Disp = 0; Rotation = 0; X = 22; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad X = 22; RSpring = 60000; Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 18; UStart = -0.84; UEnd = -0.84; XStart = 13; XEnd = 22; UStart = -0.1; UEnd = -0.1; XStart = 18; XEnd = 22; UStart = -0.84; UEnd = 0; WinBeam 3.30 - Registered to NISHKIAN MENNINGER tlI/ir7Beam Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft 46.677 T Shear - kips 110.999495 UC 2- C..40 / 10•q [ V- 0 Moment - kip ft 20 46.677408 Rotation - radians 1656 9.778 T -0. -0. Deflection - inches 30 WinBeam 3.30 - Registered to NISHKIAN MENNINGER Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 22. feet Number of Nodes = 202 Number of Elements = 201 Number of Degrees of Freedom = 404 Reactions: X Vert Rot feet kips kip ft 0 10.999 -46.677 22.000 6.701 9.778 Equilibrium: Force Reaction Diff Vert -17.700 17.700 Rot 184.310 -184.310 Min & Max values: 0.000 kips -0.000 kip ft Min Shear = -6.701 kips at Max Shear = 10.999 kips at Min Moment = -46.677 kip ft at Max Moment = 25.339 kip ft at Min Rotation = -0.002061 radians at Max Rotation = 0.001656 radians at Min Deflection = -0.160830 in at Max Deflection = 0 in at 22.000 feet 0 feet 0 feet 13.109 feet 20.486 feet 5.288 feet 12.449 feet 0 feet WinBeam 3.30 - Registered to NISHKIAN MENNINGER /i0 N15HKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 OF WALL 0 LAfJD.3ca?T---, A r E / -Z_ -7 2-0 NO. I SHEET NO. CALCULATED BY, CHECKED BY 1 Project: By: Date: Checked: Date: Page: Description: Units: English Properties - X = feet, E = ksi, I = inA4 X = 0; E = 3605; I = 1000; X = 9; E = 3605; I = 1000; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; Rotation = 0; X = 9; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 9; UStart = -0.1; UEnd = -0.1; XStart = 0; XEnd = 9; UStart = -0.72; UEnd = 0; WinBeam 3.30 - Registered to NISHKIAN MENNINGER I/ VI~Beam Project: By: Date: Checked: Date: Page: - Reactions - kips, kip ft 4.900 T T Shear - kips .154497 -U. Moment - kip ft 4.900500 Rotation - radians 181 -0. Deflection - inches WinBeam 3.30 - Registered to NISHKIAN MENNINGER !/!/ir~Beam Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 9. feet Number of Nodes = 201 Number of Elements = 200 Number of Degrees of Freedom = 402 Reactions: X Vert Rot feet kips kip ft 0 3.154 -4.900 9.000 0.985503 Equilibrium: Force Reaction Diff Vert -4.140 4.140 -0.000 kips Rot 13.770 -13.770 -0.000 kip ft Min Shear = -0.985503 kips at Max Shear = 3.154 kips at Min Moment = -4.900 kip ft at Max Moment = 2.292 kip ft at Min Rotation = -0.0002354 radians at Max Rotation = 0.0001812 radians at Min Deflection = -0.007099 in at Max Deflection = 0 in at 9.000 feet 0 feet 0 feet 5.130 feet 9.000 feet 2.070 feet 5.040 feet 0 feet WinBeam 3.30 - Registered to NISHKIAN MENNINGER NISHKIAN MENNINGER MOLTING&STRUCTURAL ENGINEERS SINCE 191 PROJECT: Four Season Vail, Colorado PAGE : 1 1200 Fdl rn Street, San Francisco CA. 94103 CLIENT: DESIGN BY : Tel: (415) 541-9477 Fu: (415) 5435071 JOB NO.: 7083 DATE 7/1912007 REVIEW BY : Retaining Wall Design Based on ACI 318-05 INPUT DATA & DESIGN SUMMARY tt W~ (Psf) CONCRETE STRENGTH f. = 4 ksi REBAR YIELD STRESS fy = 60 ksi - - - LATERAL SOIL PRESSURE Pa = 40 pcf (equ ivalent fluid pressure) PASSIVE PRESSURE PP = 400 psf / ft BACKFILL SPECIFIC WEIGHT 7b = 110 pcf - AS,1 SURCHARGE WEIGHT ws = 50 psf FRICTION COEFFICIENT µ = 0.5 ALLOW SOIL PRESSURE Qa = 4 ksf THICKNESS OF TOP STEM tt = 8 in - As,z THICKNESS OF KEY & STEM tb = 8 in TOE WIDTH LT = 2.83333 ft = As,3 HEEL WIDTH LH = 1 ft HEIGHT OF TOP STEM HT = 3 ft HEIGHT OF BOT. STEM HB = 3 ft - FOOTING THICKNESS hf = 9 in As.4 KEY DEPTH hk = 0 in L r {n LH SOIL OVER TOE hp = 18 in TOP STEM REINF. (A,,1) # 5 @ 12 in o.c., at each face AS,, LOCATION (0=at soil face, 1=at middle, 2=at each face) 0 at soil face BOT. STEM REINF. (A5,2) # 5 @ 12 in o.c., at each face As,2 LOCATION (0=at soil face, 1=at middle, 2=at each face) 0 at soil face TOP REINF.OF FOOTING (As,3) # 4 @ 16 in BOT. REINF.OF FOOTING (A54) # 4 @ 12 in [THE WALL DESIGN IS ADEQUATE.] ANALYSIS - SERVICE LOADS ws Hb = 0.5 P. (HT + He + hf)2 0.91 kips Hs = ws Pa (HT + He + hf) /7b = = 0.12 kips Ww Hp 0.5 Pp (hp + hf + hk)2 - 1.01 kips Ws = ws (LH + tb - tt) = 0.05 kips H ; Wb = [HT (LH + tb - tt) + He LH] yb = 0.66 kips Hb wb Wf = hf (LH + tb + LT) yc = 0.51 kips ww.b Wk = hk tb yc = 0.00 kips Ww,t = tt HT yc = 0.30 kips / Ww,b = tb HB yc = 0.30 kips Ha Wk Wr FACTORED LOADS yHb = 1.6 Hb = 1.46 kips qm~x yHs = 1.6 Hs = 0.20 kips yWs = 1.6 Ws = 0.08 kips OVERTURNING MO MENT yWb = 1.2 Wb = 0.79 kips H yH y H y yH y yWf = 1.2 Wf = 0.61 kips Hb 0.91 1.46 2.25 2.05 3.28 yWk = 1.2 Wk = 0.00 kips Hs 0.12 0.20 3.38 0.414 0.66 yWw,t = 1.2 Ww,t = 0.36 kips E 1.03 1.65 2.465 3.94 yWw,b = 1.2 Ww,b = 0.36 kips RESISTING MOMENT W yW x W x yW x Ws 0.05 0.08 4.00 0.20 0.32 Wb 0.66 0.79 4.00 2.64 3.17 OVERTURNING FACTOR OF SAFETY Wf 0.51 0.61 2.25 1.14 1.37 E Wx Wk 0.00 0.00 3.17 0.00 0.00 SF = = 2.385 > 1.5 Ww,t 0.30 0.36 3.17 0.95 1.14 Y-Hy [Satisfactory] Ww,b 0.30 0.36 3.17 0.95 1.14 E 1.82 2.20 5.88 7.13 ~ FT w PC~~ ECK SOIL BEARING CAPACITY (ACI 318-05 SEC.15.2.2) L EWx -Y-Hy L=LT +tb+LH = 4.50 ft e 2 EW = 0.37 ft Y- W (1 + L J L for e<_- qmAx = BL 6 = 0.60 ksf < Q a [Satisfactory] 2EW L for e>- 3B(0.5L-e)' 6 ECK FLEXURE CAPACITY, AS,1 & AS,2, FO R STEM (ACI 318-05 S EC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5) 3 z Pa y Ws Pay At top stem At base of bottom stem M. = + 7 = 0.42 ft-kips, 2.83 ft-kips 6 ZYb Pu = YW,v = 0.36 kips , 0.72 kips As.f y - P. 0M" =0 As f , d- = 8.32 ft-kips , 8.33 ft-kips 1 1.7bf c > M„ > Ma [Satisfactory] [Satisfactory] where d = 6.19 in , 6.19 in b = 12 in, 12 in = 0.9 (ACI 318 Fig R9.3.2) 0.9 (ACI 318 Fig R9.3.2) AS = 0.31 in2, 0.31 in2 P = 0.004 0.004 0.85/6, f c Eu _ P1~x = - 0.021 .f y Eu+Et > P [Satisfactory] P1ffN = 0.0018 a = 0.002 < p [Satisfactory] CHECK SHEAR CAPACITY FOR STEM (ACI 318-05 SECA 5.5.2, 11.1.3.1, & 11.3) z At top stem v Pay + WsPaY = 0.38 kips , 2 Yb y - allrnvable - 20bd f = 7.04 kips , > V [Satisfactory] 0.021 > p [Satisfactory] 0.002 < P [Satisfactory] At base of bottom stem 1.33 kips 7.04 kips > V [Satisfactory] where f = 0.75 (ACI 318-05, Section 9.3.2.3 ) CK HEEL FLEXURE CAPACITY, AS,3, FOR FOOTING (ACI 318-05 SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5) 0.85,8,f , Eu _ 0.0018 h f _ P MAX - fY --u + Et = 0.021 PMIN 2 d 0.001 11 (q,,,3+29v,beer)bL2, L YwrJ- 6 ~ for e„~ 6 2HCYws+Ywb+ L 2 M,,3 0.48 ft-kips l ZHI Yws+Ywe+ LHYwjJ-q,,;6bS L for e„> 6 3 0.85f' 1- F.383~f, P- = 0.000 fy where d = 7.25 in qu, toe = 1.01 ksf eu = 0.80 ft qu, heel = n/a ksf - S = 0.85 ft qu, 3 = 0.20 ksf ( A s, 3 ) equired = 0.10 in2 / It < A S, 3 [Satisfactory] TOE FLEXURE CAPACITY, AS,4, FOR FOOTING (ACI 318-05 SEC.15.4.2, 10.2, 10.5.4, 7.12.2, 12.2, & 12.5) 0.85,61fC CU C4 0.0018 hfl - 0.001 PIAX= fY Eu+£t = 0.021 PMN=MW 3A 2 d ) (qu,4+2qu,toe)bLT L2T - 2.63 ft-kips Mu,a = 6 2L YN'f - where d = 5.75 in qu 4 = 0.35 ksf 0.85f 1- 1- Mu,4 0.383bd2 f = 0.001 P= fy (A S, 4 ) required = 0.10 in2/ft < A S, 4 [Satisfactory] ECK KEY CAPACITY FOR FOOTING 1.5 (Hb + Hs) = 1.55 kips < Hp + p EW = 1.92 kips [Satisfactory] Technical References: 1. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. 2. Alan Williams: "Structural Engineering License Review Problems and Solutions", Oxford University Press, 2003. 7Fr 2w NISHKIAN MENNINGER ;ONSULTING&STRUCTURAL ENGINEERSSINCE 191 PROJECT: Four Season Vail, Colorado PAGE : 1 1200 Folsom Street, San Francisco CA 94103 CLIENT: DESIGN BY Tal: (41 S) 541-9477 Fax:(415) 5435071 JOB NO.: 7083 DATE : 7/19/2007 REVIEW BY : Retaining Wall Design Based on <ACI 318-05 ti INPUT DATA & DESIGN SUMMARY Ws (psf) CONCRETE STRENGTH f. = 4 ksi REBAR YIELD STRESS fy = 60 ksi - - - LATERAL SOIL PRESSURE Pa = 40 pcf (equivalent fluid pressure) PASSIVE PRESSURE Pp = 400 psf / ft BACKFILL SPECIFIC WEIGHT ye = 110 pcf - AS I = SURCHARGE WEIGHT ws = 50 psf T FRICTION COEFFICIENT It = 0.5 ALLOW SOIL PRESSURE Qa = 4 ksf THICKNESS OF TOP STEM tt = 8 in - As,2 THICKNESS OF KEY & STEM tb = 8 in a % m TOE WIDTH LT = 2.83333 ft As 3 HEEL WIDTH LH = 1.5 ft , HEIGHT OF TOP STEM HT = 3 ft - HEIGHT OF BOT. STEM HB = 4 ft FOOTING THICKNESS hf = 9 in As.4 KEY DEPTH hk = 12 in L T tb L H SOIL OVER TOE hp = 18 in TOP STEM REINF. (As,,) # 5 @ 12 in o.c., at each face As,, LOCATION (0=at soil face, 1=at middle, 2=at each face) 0 at soil face BOT. STEM REINF. (As,2) # 5 @ 12 in o.c., at each face A5,2 LOCATION (0=at soil face, 1=at middle, 2=at each face) 0 at soil face TOP REINF.OF FOOTING (As,3) # 4 @ 16 in BOT. REINF.OF FOOTING (A54) # 5 @ 12 in [THE WALL DESIGN IS ADEQUATE.] ANALYSIS _ SERVICE LOADS Ws Hb = 0.5 Pa (HT + Hs + hf)2 1.20 kips = Hs = ws Pa (HT + He + hf) / yb = 0.14 kips Ww, Hp = 0.5 Pp (hp + hf + hk)2 - 2.11 kips Ws = ws (LH + tb - tt) = 0.08 kips H~ Wb = [HT (LH + tb - tt) + HB LH] yb = 1.16 kips Wb H Wf = hf (LH + tb + LT) ya = 0.56 kips ww.b Wk = hk tb yc = = = t H W 0.10 30 0 kips kips _ t T yc w,t . Ww,b = tb He yc - 0.40 kips H° We wi FACTORED LOADS yHb = 1.6 Hb = 1.92 kips q- yHs = 1.6 Hs = 0.23 kips yWs = 1.6 Ws = 0.12 kips OVERTURNING MO MENT yWb = 1.2 Wb = 1.39 kips H yH y Hy yH y yWf = 1.2 Wf = 0.67 kips Hb 1.20 1.92 2.58 3.103 4.97 yWk = 1.2 Wk = 0.12 kips Hs 0.14 0.23 3.88 0.546 0.87 yWw,t = 1.2 Ww,t = 0.36 kips E 1.34 2.15 3.649 5.84 yWw,b = 1.2 Ww,b = 0.48 kips RESISTING MOMENT W yW x W X yW x Ws 0.08 0.12 4.25 0.32 0.51 Wb 1.16 1.39 4.25 4.91 5.89 OVERTURNING FACTOR OF SAFETY Wf 0.56 0.67 2.50 1.41 1.69 E Wx Wk 0.10 0.12 3.17 0.32 0.38 SF = = 2.512 > 1.5 EHy Ww,t 0.30 0.36 3.17 0.95 1.14 [Satisfactory] Ww,b 0.40 0.48 3.17 1.27 1.52 E 2.59 3.14 9.17 11.13 CHECK SOIL BEARING CAPACITY (ACI 318-05 SEC.15.2.2) L EWx - EHy L=LT+tb+LH = 5.00 ft e 2 EW = 0.37 ft EW Cl+L) L for e<_- q~ = BL ' 6 = 0.75 ksf < Q a [Satisfactory] 2EW L for e>- 3B(0.5L-e)' 6 CHECK FLEXURE CAPACITY, AS,1 & AS,2, FOR STEM (ACI 318-05 SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5) Pa y3 Pa yews At top stem At base of bottom stem M. = Y + = 0.42 ft-kips , 4.37 ft-kips 6 2)1b P. = yW w = 0.36 kips , 0.84 kips Asf y- P u OmM = o As f d- = 8,32 ft-kips, 8.33 ft-kips y 1.7bf c > M„ > M„ [Satisfactory] [Satisfactory] where d = 6.19 in, 6.19 in b = 12 in , 12 in = 0.9 (ACI 318 Fig R9.3.2) 0.9 (ACI 318 Fig R9.3.2) AS = 0.31 in2 , 0.31 in2 P = 0.004 0.004 0.85Q,.f C su 021 = 0 0.021 P~ - .f:y su+Et . > P > P [Satisfactory] [Satisfactory] ~JMIT, = 0.0018 ~ = 0.002 0.002 < p < p [Satisfactory] [Satisfactory] CHECK SHEAR CAPACITY FOR STEM (ACI 318-05 SECA 5.5.2, 11.1.3.1, & 11.3) At top stem At base of bottom stem v = 2 Poy + W Pay = 0.38 kips , 1.77 kips Y 2 Yb V anm,~~e = 2obd f = 7.04 kips , 7.04 kips > V > V [Satisfactory] [Satisfactory] where f = 0.75 (ACI 318-05, Section 9.3.2.3 ) CHECK HEEL FLEXURE CAPACITY, AS,3, FOR FOOTING (ACI 318-05 SEC.15.4.2, 10.2, 10.3 .5, 10.5.4, 7.12.2, 12.2, & 12.5) o.85Q, fC Eu 0.001 8 h f PMax - fY --u + Et = 0.021 /MIN _ 2 _ d 0.001 11 + + H H (q,,,3+2q,,el)bLH L r e f - Ywb YwfJ CYws L 2 " o 6 6 M 3 - 1 bS 2 L q = 1.13 ft-kips LH LH Yws +Ywb+ L Yw f J ,,,3 _ 6 , for ev > 6 2 M3 0.85f,~1- ]-0.3 Edzf~ - P = - 0.000 fY where d = 7.25 in qu, toe = 1.24 ksf eu = 0.82 ft qu, heei = 0.01 ksf S = n/a qu, 3 = 0.38 ksf 6 ( A s, 3 ) required = 0.10 in2 / It < A S,3 [Satisfactory] TOE FLEXURE CAPACITY, AS,4, FOR FOOTING (ACI 318-05 SEC.15.4.2, 10.2, 10.5.4, 7.12.2, 12.2, & 12.5) 0.85Q,fC su _ r4 0.0018 hfl _ PMAX = f su + st - 0.021 PMIN =MIN 3 P, 2 d J 0.001 Y (9u,4+2qu,rce~bLT LT Mu,4 = 6 - 2L 7w f = 3.52 ft-kips where d = 5.69 in qu, 4 = 0.55 ksf 0.85f 1- 1- ~fc 0.38_ P = - 0.002 fY (A s, 4 ) required = 0.14 in2/ft < A S, 4 [Satisfactory] K KEY CAPACITY FOR FOOTING 1.5 (Hb + Hs) = 2.01 kips < Hp + p EW = 3.41 kips [Satisfactory] Technical References: 1. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. 2. Alan Williams: "Structural Engineering License Review Problems and Solutions", Oxford University Press, 2003. ff-T V-vJ NISHKIAN MENNINGER ANSULTING& STRUCTURAL ENGINEERS SINCE 191 PROJECT : Four Season vall, Colorado PAGE 1 1200 Folsom Street, San Francisco CA 94103 CLIENT: DESIGN BY : Tel: (415) 541-9477 Fax: (415) 543-5071 JOB NO.: 7083 DATE : 7/19/2007 REVIEW BY : Retaining Wall Desi n Based on ACi 318-05 tt INPUT DATA & DESIGN SUMMARY W, (psf) CONCRETE STRENGTH fc, = 4 ksi REBAR YIELD STRESS f,, = 60 ksi - - - LATERAL SOIL PRESSURE Pa = 40 pcf (equivalent fluid pressure) PASSIVE PRESSURE PP = 400 psf / ft BACKFILL SPECIFIC WEIGHT yb = 110 pcf As,i = SURCHARGE WEIGHT ws = 50 psf FRICTION COEFFICIENT µ = 0.5 ALLOW SOIL PRESSURE Qa = 4 ksf THICKNESS OF TOP STEM tt = 12 in As,2 THICKNESS OF KEY & STEM tb = 12 in m TOE WIDTH LT = 3 ft = - As,3 HEEL WIDTH LH = 1.5 ft HEIGHT OF TOP STEM HT = 4 ft L HEIGHT OF BOT. STEM He = 4 ft - FOOTING THICKNESS hf = 12 in AS .4 KEY DEPTH hk = 12 in L T tb L H SOIL OVER TOE hp = 18 in TOP STEM REINF. (As,,) # 6 @ 12 in o.c., at each face , LOCATION (0=at soil face, 1=at middle, 2=at each face) As 0 at soil face , BOT. STEM REINF. (A5,2) # 6 @ 12 in o.c., at each face As,2 LOCATION (0=at soil face, 1=at middle, 2=at each face) 0 at soil face 3) # 4 TOP REINF.OF FOOTING (A5 @ 16 in , BOT. REINF.OF FOOTING (AS 4) # 5 @ 12 in [THE WALL DESIGN IS ADEQUATE.] ANALYSIS SERVICE LOADS W Hb = 0.5 Pa (HT + HB + hf)2 1.62 kips = Hs = ws Pa (HT + He + hf) / yb = 0.16 kips Ww j Hp = 0.5 Pp (hp + hf + hk)2 - 2.45 kips Ws = ws (LH + tb - tt) = 0.08 kips H~ ; Wb = [HT (LH + tb - tt) + HB LH] yb = 1.32 kips Hn Wb Wf = hf (LH + tb + LT) yc = 0.83 kips Ww,b Wk = hk tb yc = 0.15 kips _ Ww,t = tt HT yc = 0.60 kips Ww,b = tb HB yc = 0.60 kips Ho W Wk FACTORED LOADS yHb = 1.6 Hb = 2.59 kips yHs = 1.6 Hs = 0.26 kips yWs = 1.6 Ws = 0.12 kips OVERTURNING MO MENT yWb = 1.2 Wb = 1.58 kips H yH y H y yH y yWf = 1.2 Wf = 0.99 kips Hb 1.62 2.59 3.00 4.86 7.78 yWk = 1.2 Wk = 0.18 kips Hs 0.16 0.26 4.50 0.736 1.18 yWw,t = 1.2 Ww,t = 0.72 kips E 1.78 2.85 5.596 8.95 yWw,b = 1.2 Ww,b = 0.72 kips RESISTING MOMENT W yW x W X yW x Ws 0.08 0.12 4.75 0.36 0.57 Wb 1.32 1.58 4.75 6.27 7.52 OVERTURNING FACTOR OF SAFETY Wf 0.83 0.99 2.75 2.27 2.72 EWx 15 0.18 3.50 Wk 0 0.53 0.63 = 2.434 > 1.5 SF = . Ww,t 0.60 0.72 3.50 2.10 2.52 EHy [Satisfactory] Ww,b 0.60 0.72 3.50 2.10 2.52 E 3.57 4.31 13.62 16.49 ECK SOIL BEARING CAPACITY (ACI 318-05 SEC.15.2.2) L EWx-EHy L = LT +tb+LH = 5.50 ft e = 2 - Eyy = 0.50 It EW Cl + L for e<_- gmAx = BL ' 6 = 1.00 ksf < Q a [Satisfactory] 2EW L for e>- 3B(0.5L - e)' 6 IECK FLEXURE CAPACITY, AS,1 & AS,2, FOR STEM (ACI 318-05 SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5) Pay3 Po yzW, At top stem At base of bottom stem Mu =7 _ - 0.92 ft-kips , 6.39 ft-kips 6 27b Pu = )"W. = 0.72 kips , 1.44 kips , Asfy-Pu om" = ASf d - = 18.43 ft-kips, 18.45 ft-kips y 1.7bf c > M„ > M„ [Satisfactory] [Satisfactory] where d = 9.63 in , 9.63 in b = 12 in, 12 in = 0.9 (ACI 318 Fig R9.3.2) 0.9 (ACI 318 Fig R9.3.2) AS = 0.44 in2 , 0.44 inz P = 0.004 0.004 0.85,3, f e Eu - 0 021 0.021 Pn1~r = fy Ell+Et . > P > P t [Satisfactory] [Satisfactory] pMIN = 0.0018 = 0.002 0.002 d < P < P [Satisfactory] [Satisfactory] HECK SHEAR CAPACITY FOR STEM (ACI 318-05 SEC.15.5.2, 11.1.3 .1, & 11.3) At top s tem At base o f bottom stem y = 2 P.Y -f- WsPv = 0.63 kips , 2.28 kips Y 2 Yb yQ„~y~1e = 20bd f c = 10.96 kips , 10.96 kips > v > v [Satisfactory] [Satisfactory] where f = 0.75 (ACI 318-05, Section 9.3.2.3 ) CHECK HEEL FLEXURE CAPACITY, AS,3, FOR FOOTING (ACI 318-05 SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5) 0.85Q,Ie Eu _ 0.0018 hf _ 0.001 PMax - .fY Eu + Et = 0.021 PMIN 2 d r l ~q,,,3+2q,,,he,)bL%I L ZH I Yws+Ywb+ LH Ywf I- 6 for e,, 6 Mt,3 = 1.38 ft-kips LH LH 1 _ q,,,3bS z L 2 Yws+Ywb+ L Yws J 6 , for a=,> 6 M v,3 0.85f~ 1- 1-0.38E f, )0- = 0.000 fY where d = 10.25 in qu, toe = 1.65 ksf eu = 1.00 ft qu, heel = n/a ksf S = 1.24 ft qu, 3 = 0.39 ksf c s ( A s, 3 ) required = 0.13 in2 / ft < A S. 3 [Satisfactory] TOE FLEXURE CAPACITY, AS,4, FOR FOOTING (ACI 318-05 SECA 5.4.2,10.2,10.5.4, 7.12.2, 12.2, & 12.5) 0.85/3,fC Eu _ r4 0.0018 hfl - 0.001 P,~4x = f Eu + Et - 0.021 P,vnN =MIN 3 p, 2 d J Y Mv,4 - qu,4+2qu,10e)bLT _ LT Ywf = 5.19 ft-kips 6 2L where d = 8.69 in qu, 4 = 0.70 ksf 0.85fC 1- 1- Mv,az 0.383bd f P = = 0.001 .f y (A S, 4 ) required = 0.13 in2 / ft < A S. 4 [Satisfactory] KEY CAPACITY FOR FOOTING 1.5 (Hb + Hs) = 2.68 kips < Hp + µ EW = 4.24 kips [Satisfactory] Technical References: 1. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. 2. Alan Williams: "Structural Engineering License Review Problems and Solutions", Oxford University Press, 2003. JFT (L. tnl NISHKIAN MENNINGER ;GNSULTING&STRUCTURAL ENGINEERS SINCE 191 PROJECT : Four Season V ail, Colorado PAGE : 1 1200 Folwm Street, San Francisco GA. 94103 CLIENT : DESIGN BY : Tel:(415)541-9477 Fax: (415) 543.5071 JOB NO.: 7083 DATE : 7/19/2007 REVIEW BY : Retaining Wall Design Based on AC1318-05 tt INPUT DATA 84 DESIGN SUMMARY w=_ (Psf) CONCRETE STRENGTH f~ = 4 ksi REBAR YIELD STRESS f, = 60 ksi LATERAL SOIL PRESSURE P. = 40 pcf (equivalent fluid pressure) PASSIVE PRESSURE PP = 400 psf / ft BACKFILL SPECIFIC WEIGHT yb = 110 pcf - As.I = SURCHARGE WEIGHT ws = 50 psf FRICTION COEFFICIENT µ = 0.5 ALLOW SOIL PRESSURE Qa = 4 ksf THICKNESS OF TOP STEM tt = 12 in - As,2 THICKNESS OF KEY & STEM tb = 12 in a / TOE WIDTH LT = 3 ft = AS, 3 HEEL WIDTH LH = 2 ft L HEIGHT OF TOP STEM HT = 5 ft HEIGHT OF BOT. STEM HB = 4 ft - FOOTING THICKNESS hf = 12 in As.4 KEY DEPTH hk = 12 in 7L b L H SOIL OVER TOE hp = 24 in TOP STEM REINF. (As,1) # 6 @ 12 in o.c., at each face As,f LOCATION (0=at soil face, 1=at middle, 2=at each face) 0 at soil face BOT. STEM REINF. (A5,2) # 6 @ 12 in o.c., at each face AS.z LOCATION (0=at soil face, 1=at middle, 2=at each face) 0 at soil face 3) # 4 TOP REINF.OF FOOTING (A5 @ 16 in , BOT. REINF.OF FOOTING (AS 4) # 5 @ 12 in [THE WALL DESIGN IS ADEQUATE.] ANALYSIS SERVICE LOADS _ Ws Hb = 0.5 Pa (HT + HB + hf)2 2.00 kips = Hs = ws Pa (HT + HB + hf) / yb = 0.18 kips Ww t Hp 0.5 Pp (hp + hf + hk)2 - 3.20 kips Ws = ws (LH + tb - tt) = 0.10 kips HS ; Wb = [HT (LH + tb - tt) + HB LH] yb = 1.98 kips Hb Wb Wf = hf (LH + tb + LT) yc = 0.90 kips Ww.b Wk = hk tb yc = 0.15 kips _ Ww,t = tt HT yc = 0.75 kips Ww,b = tb HB yc = 0.60 kips j Hp W Wk FACTORED LOADS yHb = 1.6 Hb = 3.20 kips qma. yHs = 1.6 Hs = 0.29 kips yWs = 1.6 Ws = 0.16 kips OVERTURNING MO MENT yWb = 1.2 Wb = 2.38 kips H yH y H y yH y yWf = 1.2 Wf = 1.08 kips Hb 2.00 3.20 3.33 6.667 10.67 yWk = 1.2 Wk = 0.18 kips Hs 0.18 0.29 5.00 0.909 1.45 yWw,t = 1.2 Ww,t = 0.90 kips E 2.18 3.49 7.576 12.12 yWw,b = 1.2 Ww,b = 0.72 kips RESISTING MOMENT I W yW x W X 7W x Ws 0.10 0.16 5.00 0.50 0.80 Wb 1.98 2.38 5.00 9.90 11.88 OVERTURNING FACTOR OF SAFETY Wf 0.90 1.08 3.00 2.70 3.24 EWx Wk 0.15 0.18 3.50 0.53 0.63 = 2.422 > 1.5 SF = Ww,t 0.75 0.90 3.50 2.63 3.15 Y-Hy [Satisfactory] Ww,b 0.60 0.72 3.50 2.10 2.52 E 4.48 5.42 18.35 22.22 CHECK SOIL BEARING CAPACITY (ACI 318-05 SEC.15.2.2) L EWx - EHy L = LT +tb+LH = 6.00 ft e = 2 - EW = 0.60 ft EW(1+ L J L for e<_- q"Ax = BL 6 = 1.19 ksf < Q a [Satisfactory] 2EW L for e>- 3B(0.5L - e)' 6 CHECK FLEXURE CAPACITY, AS,1 & AS,2, FOR STEM (ACI 318-05 SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5) Pays Pa yews At top stem At base of bottom stem M. = 7 + - - 1.70 ft-kips, 8.95 ft-kips 6 2Y6 P. = 7W W = 0.90 kips , 1.62 kips Asf y - P. OmM = Y' As f y d- = 18.44 ft-kips, 18.46 ft-kips 1.7bf c > M„ > M„ [Satisfactory] where d = 9.63 in, b = 12 in, = 0.9 (ACI 318 Fig R9.3.2) AS = 0.44 in2 , P = 0.004 [Satisfactory] 9.63 in 12 in 0.9 (ACI 318 Fig R9.3.2) 0.44 in2 0.004 0-85,8,f C su _ 021 - 0 0.021 - PnL4x fy £u+£t . > P > P t [Satisfactory] [Satisfactory] pMIN = 0.0018 = 0.002 0.002 d < P < P [Satisfactory] [Satisfactory] CK SHEAR CAPACITY FOR STEM (ACI 318-0 5 SECA 5.5.2,11.1.3.1, & 11.3) At top stem At base of bottom stem V = 2 Pay + W p y = 0.95 kips , 2.85 kips Y 2 Yb V allrnvable = 20bd f c = 10.96 kips , 10.96 kips > v > v [Satisfactory] [Satisfactory] where f = 0.75 (ACI 318-05, Section 9.3.2.3 ) CHECK HEEL FLEXURE CAPACITY, AS,3, FOR FOOTING (ACI 318-05 SECA5.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5) 0.85,6, f , Eu _ 0.0018 h f _ Pn~ax fY Eu + --t = 0.021 PMIN 2 d 0.001 LH LN 1- (qv,3+29u,bee,)bLH for e„ ~ L _ _,2 Yws + Ywb + L Ywf - - - .-6 _ 6 Mu,3 = = 2.66 ft-kips 1 b,gZ L LH Yws+Ywb+ LHYwf I-q_ ,;6 , for e„> 6 _J 0.85 f M - Cl - F0.3836f, p = f - 0.000 y where d = 10.25 in qu, toe = 1.94 ksf eu = 1.14 ft qu, heel = n/a ksf S = 1.59 ft qu, 3 = 0.55 ksf ( A s, 3 ) required = 0.13 in2 / ft < A S. 3 [Satisfactory] TOE FLEXURE CAPACITY, AS,4, FOR FOOTING (ACI 318-05 SEC.15.4.2, 10.2, 10.5.4, 7.12.2, 12.2, & 12.5) 0.85,3,fC Eu _ C43 0.0018 hfl = 01 2 d J 0.001 Eu+Et PAMX = - 0.021 )OMN = MIN A ( u,4 +29 u,rce) bLT LT Mu,a = '7 - ywf = 6.35 ft-kips 6 2L where d = 8.69 in qu, 4 = 0.90 ksf O.pJf 1- 1- Mu,4 0.383bd2 fc _ - 0.002 P = f. y ( A s, a )required = 0.16 in2 / ft < A S,4 [Satisfactory] KEY CAPACITY FOR FOOTING 1.5 (Hb + Hs) = 3.27 kips < Hp + µ EW = 5.44 kips [Satisfactory] Technical References: 1. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. 2. Alan Williams: "Structural Engineering License Review Problems and Solutions", Oxford University Press, 2003. Io FT NISHKIAN MENNINGER :ONSULTING B STRUCTURAL ENGINEERS SINCE 191 PROJECT : Four Season vall, Colorado PAGE 1 1200 Folwm Street, San Francisco CA. 94103 CLIENT : DESIGN BY : Tel: (415)541-9477 Fax:(415543b071 JOB NO.: 7083 DATE : 7/19/2007 REVIEW BY : Retaining Wall Desi n Mged on ACI 318-05 tt INPUT DATA & DESIGN SUMMARY ,-f ws (psf) CONCRETE STRENGTH f. = 4 ksi REBAR YIELD STRESS fy = 60 ksi - - - LATERAL SOIL PRESSURE Pa = 40 pcf (equivalent fluid pressure) PASSIVE PRESSURE Pp = 400 psf / ft BACKFILL SPECIFIC WEIGHT yb = 110 pcf - As,1 = SURCHARGE WEIGHT ws = 50 psf FRICTION COEFFICIENT µ = 0.5 ALLOW SOIL PRESSURE Qa = 4 ksf THICKNESS OF TOP STEM tt = 12 in - As,2 THICKNESS OF KEY & STEM tb = 12 in TOE WIDTH LT = 3.5 ft As 3 HEEL WIDTH LH = 2.5 ft , HEIGHT OF TOP STEM HT = 5 ft HEIGHT OF BOT. STEM HB = 5 ft - FOOTING THICKNESS hf = 16 in As,4 - KEY DEPTH hk = 12 in L T tb H SOIL OVER TOE hp = 24 in TOP STEM REINF. (As,1) # 7 @ 12 in o.c., at each face A5,1 LOCATION (0=at soil face, 1=at middle, 2=at each face) 0 at soil face BOT. STEM REINF. (As.2) # 7 @ 12 in o.c., at each face A5,2 LOCATION (0=at soil face, 1=at middle, 2= at each face) 0 at soil face TOP REINF.OF FOOTING (A53) # 4 @ 12 in BOT. REINF.OF FOOTING (A54) # 5 @ 12 in [THE WALL DESIGN IS ADEQUATE.] ANALYSIS _ SERVICE LOADS ws Hb = 0.5 Pa (HT + HB + hf)2 2.57 kips Hs = ws Pa (HT + HB + hf) / yb = 0.21 kips w. r Hp = 0.5 Pp (hp + hf + hk)2 _ - 3.76 kips Hs Ws = ws (LH + tb - tt) = 0.13 kips 1 Wb = [HT (LH + tb - tt) + HB LH] yb = 2.75 kips Iwb b Wf = hf (LH + tb + LT) yc = 1.40 kips ww.b Wk = hk tb yc = 0.15 kips Ww,t = tt HT yc = 0.75 kips Ww,b = tb HB yc = 0.75 kips / H° Wk wr FACTORED LOADS yHb = 1.6 Hb = 4.11 kips amp yHs = 1.6 Hs = 0.33 kips yWs = 1.6 Ws = 0.20 kips OVERTURNING MOMENT yWb = 1.2 Wb = 3.30 kips H yH y H y yH y yWf = 1.2 Wf = 1.68 kips Hb 2.57 4.11 3.78 9.705 15.53 yWk = 1.2 Wk = 0.18 kips Hs 0.21 0.33 5.67 1.168 1.87 yWw,t = 1.2 Ww,t = 0.90 kips E 2.77 4.44 10.87 17.40 yWw,b = 1.2 Ww,b = 0.90 kips RESISTING MOMENT W yW x W X yW x Ws 0.13 0.20 5.75 0.72 1.15 Wb 2.75 3.30 5.75 15.81 18.98 OVERTURNING FACTOR OF SAFETY Wf 1.40 1.68 3.50 4.90 5.88 E Wx Wk 0.15 0.18 4.00 0.60 0.72 SF = = 2.578 > 1.5 Y-Hy Ww,t 0.75 0.90 4.00 3.00 3.60 [Satisfactory] Ww,b 0.75 0.90 4.00 3.00 3.60 E 5.93 7.16 28.03 33.93 ECK SOIL BEARING CAPACITY (ACI 318-05 SECA5.2.2) t L EWx - EHy L = LT +tb +LH = 7.00 ft _ e - 2 EW = o.so ft 6e EW 1+ C L L for e<_- 6jAmx = BL 6 = 1.28 ksf < Q a [Satisfactory] 2EW L for e>- 3B(0.5L-e)' 6 ECK FLEXURE CAPACITY, AS,1 & AS,2, FOR STEM (ACI 318-05 SECA5.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5) Pay3 Pay2WS At top stem At base of bottom stem M. = Y + = 1.70 ft-kips, 12.12 ft-kips 6 2Y6 P. = YW w = 0.90 kips , 1.80 kips , Asf - P. y OMn =o ASf d- , = 24.66 ft-kips, 24.69 ft-kips y 1.7bf c > M„ > M„ [Satisfactory] [Satisfactory] where d = 9.56 in, 9.56 in b = 12 in, 12 in = 0.9 (ACI 318 Fig R9.3.2) 0.9 (ACI 318 Fig R9.3.2) A, = 0.6 inz, 0.6 inz P = 0.005 0.005 0.85,9, f c Cu _ - 0 021 0.021 - Pax f y su+Et . P > P t [Satisfactory] [Satisfactory] pMIN = 0.0018 = 0.002 0.002 a < P < P [Satisfactory] [Satisfactory] CHECK SHEAR CAPACITY FOR STEM (ACI 318-0 5 SECA 5.5.2, 11.1.3.1, & 11.3) At top stem At base of bottom stem v - Pay2 + W'Pay = 0.95 kips , 3.49 kips Y 2 Yb V allrnv ab(e - 20bd f = 10.89 kips , 10.89 kips > v > v [Satisfactory] [Satisfactory] where f = 0.75 (ACI 318-05, Section 9.3.2.3 ) C HEEL FLEXURE CAPACITY, AS,3, FOR FOOTING (ACI 318-05 SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5) PMAx 0.85,8f, su _ 0.0018 hr _ - fy su + £r = 0.021 Pmly 2 d 0.001 11 (qu3+2q,,,heel bLHz L 2HCyws+Ywb+ LHYwfJ 6 for e„~ 6 M,,,3 = z = 4.41 ft-kips J-:LH LH 1 _ q,,,PS L 2 (7W, + y1vb+ L y1.i, f 6 for e., ~ 6 M u,3 0.85 f , Cl - ] - 0.383bd2 fc P= f - 0.000 y where d = 14.25 in qu, toe = 2.07 ksf ee = 1.19 ft qu, heel = n/a ksf S = 2.43 ft qu, 3 = 0.72 ksf ( A s, 3 ) required = 0.17 in2 / ft < A S, 3 [Satisfactory] CHECK TOE FLEXURE CAPACITY, AS,4, FOR FOOTING (ACI 318-05 SEC.15.4.2, 10.2, 10.5.4, 7.12.2, 12.2, & 12.5) 0.85,6, f.C Eu _ o ( 0.0018 h f) = 0.001 PMAX = f EU + Et - .oz1 PMN =MIN 3 P, 2 d J Y (Ru,4+29u,lce)bLT LT _ Mu,4 = 6 - 2L )"W f - 9.06 ft-kips where d = 12.69 in qu, 4 = 1.02 ksf .0.85f' 1- 1- Mu,a 0.383bdz f = 0.001 P = . f.y (A S, 4 ) required = 0.17 in2/ft < A S. 4 [Satisfactory] KEY CAPACITY FOR FOOTING 1.5 (Hb + Hs) = 4.16 kips < Hp + p EW = 6.72 kips [Satisfactory] Technical References: 1. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. 2. Alan Williams: "Structural Engineering License Review Problems and Solutions", Oxford University Press, 2003. N I S H K I A N M E N N I N G E R CONSULTING AND STRUCTURAL ENGINEERS 1200 FOLSOM STREET, SAN FRANCISCO, CA 94103 (415) 541-9477 FAX (415) 543-5071 JOB cG `rD SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE N I S H K I A N M E N N I N G E R CONSULTING AND STRUCTURAL ENGINEERS 1200 FOLSOM STREET, SAN FRANCISCO, CA 94103 (415) 541-9477 FAX (415) 543-5071 JOB 1 ( qt SHEET NO. CALCULATED BY. CHECKED BY_ DATE DATE ~s u i i p I l~ os J v. r d s y Y o- s s s~ 1A X ~ I f O _ Q- W 0 ~b 1&I-1 s. 1 w i kp c~ LA Z; s N C?s YJ~ 7 0. 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