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HomeMy WebLinkAboutTransit Shelter Spec REVISIONS THIS ORAWMG HAS BEEN GENERATED AND IS MAMTAMED BYACAD SYSTEtf.CHANGES ZONE REV DESCRIPTION DATE APPROVED SHALL ONLY BE MRPORA OOTED AS DIRECTED BY TO-MAMIPACNRMG CO,MO'9 ENGMBERMG DEPT. 1/2" THK ALUM PL GENERAL NOTES: 1. ALL STRUCTURAL STEEL, UNLESS OTHERWISE 8 7 3/8 NOTED, SHALL BE ASTM A-36, MINIMUM 5 112" YIELD STRENGTH 36,000 PSI, 120W SOLAR PANEL ALUM END PANEL FLAT BAR 1/4 X 3 112 X 40 1/4 2. ALL ALUMINUM MEMBERS, UNLESS OTHERWISE 1 2' 2 112" 1/8" THICK-BOTH ENDS NOTED, SHALL BE OF ALLOY 6063-T5 3, ALL HOLES SHALL BE DRILLED OR PUNCHED, 4 8 3 -g 3 -9 7 4 8 4. STEEL WELDING SHALL CONFORM TO AMERICAN O O TYP, 3�8 BOLT(8) WELDING SOCIETY STANDARD D1, 1-98, I 3/8 ELECTRODES SHALL CONFORM TO AWS A51, CLASS E70XX. 5. ALUMINUM WELDING SHALL CONFORM TO AMERICAN WELDING SOCIETY STANDARD D1. 2-97. SECTION BB SCALE=1/4 ELECTRODES SHALL CONFORM TO AWS/SFA 5,10 \ CLASS ER4043, TEMPERED SAFETY GLASS 6. ALL WELDING TO BE DONE AT TOLAR MANUFACTURING E _ \ 3/8" X 44" X 79" SECTION C C CO. INC. FACILITY. g CLEAR \ TEMPERED SAFETY GLASS = o \ \ A X 30" X 70" CLEAR CLEAR GLASS w \ I I w = I BATTERY ENCLOSURE t \ z I \ I N AD BOX DO BACK \ CORNER I \ \ I I DETAIL A' I SCALE:1/4 END ELEVATION ROOF JOINT BAND REAR GLASS END ELEVATION � ' TWO SIDED ADVERTISING BOX 1/8" THICK ALUM ROOF PANEL 3/4 ROOF BOW X 4 X 6 AL FB SHOE PIPE FRONT ELEVATION ALUM TUBE 2 1/2 SCH 40 GUTTER X 6 1/2" - 1X2X1/8 / �7° HILTI ANCHOR 1/2" O BEST EMBED DEPTH STN STL BOLT 3/8-16 / 6-TIS 2" MIN. 186 PPER BAD GKET BOX (4 ANCHORS PER SHOE) _ - ---------- ----- ---- ALUM PIPE 5 1/2' 7" 1/2 ALUM PL 3/8" x 4" 3/8 3" SCH 40 ALUM FLAT BAR RUBBER BULB GLASS \ O X 6 O ALUM PIPE SCH 40 INSERTION END GLASS 2 1/2" SCH 40 X 5" 3/8" 2 ©12 GROOVE DETAIL B 3/8" \ SECTION D D 3/8 2 ©12 3/8 318 SS TEMPERED SCALE:1/4 GLA SCALE=1/4 ALUM PLATE 1/4 / 44" X 79" 2 PLACES-AD BOX X 5 X 7 2 EACH SUPPORT POST ALUMINUM ROOF PANELS SECTION E-E ALUM PIPE 1 8" THICK 3" SCH 40 / SCALE1/4 SHOE / -- ALUM PIPE A 2 1/2" SCH 40 r777FLEXIBLE U-CHANNEL (PVC) -------------------------- --------------------------- FULL LENGTH OF GLASS BOTTOM EDGE 9'-3" CONCRETE SLAB / 8'-7 3 8" 2 PIECE ALUM EXTRUSION GLASS RAIL DETAIL 'A' 6" EDGE OF PLATE TO AS CONTINUOUS BOTTOM EDGE SUPPORT 8 3116 EDGE OF CONCRETE SLAB / OF GLASS. D_E_T_AIL 'B' _ _ _ / / I I I GLASS RAIL SUPPORT BRACKET STN STL 304 / ALUM FLAT BAR I I BLIND RIVET 3/16 DIA(STN STL) 2 PER ANGLE BRACKET 3 7 '8- on 3/8 X 2 AWS A5.4 ELECTRODE E308L II F 3/8' THREADED STN STL(18-8) ROD 3/4-10 X 12" 2 1 1 1/8 W HILTI ANCHOR W/STN STL FULL HEX NUT 3/4-10, / AD aaaa° B / \ j 40" PERFORATED 1/2 X 3 3/4" - 3/4" LOCK WASHER & 3/4" FLAT WASHER 30 x 48 METAL BENCH 1 Z 4 PER SHOE - 3/4" DI INTERNALLY THREADED EXPANSION ANCHOR O - 1 1/4" O.D. X 2 3/4" LG ICBO # 2350 / rfl/ 2"MIN EMBED I I --- 3» / 6» ---------u------------- �---- - / \ -- -- 0o Lw #4 (3) SHORT WAY Q 3" DEEP I I � #4 (4) LONG WAY @ 3" DEEP I I L -- --------- --------J •, SECTION A A #4 (3) SHORT WAY 3" DEEP ,a"..TAH''''% - o Tolar Manufacturing Company, Inc use 3000 PSI, CONCRETE SLAB #4 (4) LONG WAY © 3" DEEP N SCALE:1/4 258 Mariah Circle, Corona, CA 92879 ;± + DESCRIPTION BACK ELEVATION = 'pt • �� ELEVATION DWG 8' W FLAT ADBOX ROOF PLAN VIEW-BELOW ROOF PANELS AND BOWS CUSTOMER/VENDOR ENDDR % �., °'� CHANDLER COMMUNICATIONS �g= SIZE MATL. DWG NO. REV '''S�i ACE,.••' D 21 683-00 �1P�£ /""'I•I,••••••,I•• SCALE DATE DRAWN BY: 1 16 5 21 2014 MFUENTES �'_ Zeyn B. Uzman, PE, SE, PEng JOB TITLE Bus Shelter 305 Charelston Greene Malvern, PA JOB NO. MT-0015 SHEET NO. (217) 652-6737 CALCULATED BY DATE CHECKED BY DATE CS12 Ver 2013.07.01 www struware.com STRUCTURAL CALCULATIONS FOR Bus Shelter Bozeman, Montana 0NTq� = Y � g s_ r40 ® co o Sa ¢ cS Y 5� ,�„ 0^5 zm '�• 4 W� Y 2 yN2 N W _� Zl Zw ti r 3�w ip S O o p N ZO i ............... J 0� W� MM W � o Rio v / i Z =-] Q a W r---- ------------- -- -------------------------- I 1 Z �.� o o y yy mr0 ; V N NZ �o� i� 2 pJk I tixn a Hx y Sp _BVIS 31380NOO „9-,9 B n �mW ryo WO i O 1•I U m N _._. �• ----------- -- Q z 1 1 N Ld in N W O O N¢ s• w _ i r—..�..._. ...4\� = LLJ J O m I 1 o fmaG,'3N W(1WINIW W a? Q O � 1HD13N"1"IYb3n0_4/p Z-,B� �V) W w w�NNx 1" 4 co Ld ®Q v N \ \ U \ m N 2•. JW \ \ U U x\ \ \ S SF aWN r Z LLA nN A \ \ \\Nf No K^p DOFO y � \ IyJ �I�t JQ" Jp a oWa,J�aJd \ az �iWd7iWd<W - w Zeyn B. Uzman, PE, SE, PEng JOB TITLE Bus Shelter 305 Charelston Greene Malvern, PA JOB No. MT-0015 SHEET NO. (217)652-6737 CALCULATED BY DATE CHECKED BY DATE www.struware.com Code Search Code: International Building Code 2009 Occupancy: Occupancy Group= U Utility& Miscellaneous Occupancy Category & Importance Factors: Occupancy Category= 11 Wind factor= 1.00 Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr Building Geometry: Roof angle (0) 0.00/ 12 0.0 deg Building length (L) 9.0 ft Least width (B) 5.0 ft Mean Roof Ht (h) 8.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24-0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor Partitions N/A Balconies (exterior) - same as occup, Zeyn B. Uzman, PE, SE, PEng JOB TITLE Bus Shelter 305 Charelston Greene Malvern, PA JOB NO. MT-0015 SHEET NO. (217)652-6737 CALCULATED BY DATE CHECKED BY DATE Wind Loads : ASCE 7 - 05 Basic Wind Speed 90 mph Importance Factor 1.00 Occupancy Category II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.849 Kh case 2 0.849 I Type of roof Monoslope V(Z) 1 Speed-up Topographic Factor (Kzt) :;(upwind) x(daawnwindl Topography Flat - — Hill Height (H) 80.0 ft W2 Half Hill Length (Lh) 100.0 ft Lh H H12 Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft ESCARPMENT From top of crest: x= 50.0 ft Bldg up/down wind? downwind V(Z) z 4, - H/Lh= 0,50 K, = 0.000 Speed-up x/Lh = 0.31 K2= 0.792 �,;-'i x(upwind) x downwindl z/Lh = 0.09 K3= 1.000 w2 H At Mean Roof Ht: (,L!�, H/2 Kzt= (1+K,K2K3)^2= 1.00 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency< 1 Hz(T> 1 second). h = 8.0 ft However, if building h/B<4 then probably rigid structure(rule of thumb). B = 5.0 ft h/B = 1.60 Therefore, probably rigid structure /z(0.6h) = 15.0 ft G = 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure e = 0.20 Natural Frequency (qj) = 0.0 Hz f = 500 ft Damping ratio (P) = 0 Zmin = 15 ft /b = 0.65 c= 0,20 /a= 0.15 9o, 9V = 3.4 Vz= 76.0 Lz = 427.1 ft N, = 0.00 Q = 0.97 Kn = 0.000 Iz= 0.23 Rh = 28.282 n = 0.000 h = 8.0 ft G = 0.91 use G =0.85 RB = 28.282 q = 0.000 RL = 28.282 q = 0.000 913 = 0.000 R = 0.000 G = 0.000 Zeyn B. Uzman, PE, SE, PEng JOB TITLE Bus Shelter 305 Charelston Greene Malvern, PA JOB NO. MT-0015 SHEET NO. (217)652-6737 CALCULATED BY DATE CHECKED BY DATE Enclosure Classification Test for Enclosed Buildinq: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80% open. Ao? 0.8Ag Test for Partially Enclosed Building: Input Test Ao 0.0 sf Ao >_ 1.1Aoi YES Ag 0.0 sf Ao >4' or 0.01Ag NO Aoi 0.0 sf Aoi/Agi <_ 0.20 NO Building is NOT Agi 0.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao>_ 1.1Aoi Ao > smaller of 4'or 0.01 Ag Aoi/Agi<_ 0.20 Where: Ao =the total area of openings in a wall that receives positive external pressure. Ag =the gross area of that wall in which Ao is identified. Aoi =the sum of the areas of openings in the building envelope (walls and roof]) not including Ao. Agi =the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall& roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) : 0 cf Ri = 1.00 Altitude adiustment to constant 0.00256 (caution - see code) Altitude= 0 feet Average Air Density= 0.0765 Ibm/ft3 Constant= 0.00256 Zeyn B. Uzman, PE, SE, PEng JOB TITLE Bus Shelter 305 Charelston Greene Malvern, PA JOB No. MT-0015 SHEET NO. (217)652-6737 CALCULATED BY _ DATE CHECKED BY DATE Wind Loads - MWFRS all h (Enclosed/partially enclosed only) Kh(case 2)= 0.85 h= &0 ft GCpi= +/-0.18 Base pressure(qh)= 15.0 psf ridge ht= 8.0 ft G= 0.85 Roof Angle(6)= 0.0 deg L= 9.0 ft qi=qh Roof tributary area-(h/2)*L: 36 sf B= 5 0 ft (h/2)*B: 20 sf Nominal Wind Surface Pressures(psf) Wind Normal to Ridge Wind Parallel to Ridge B/L= 0.56 h/L= 1.60 L/B= 1.80 h/L= 0-89 Surface Cp ghGCP w/+q,GCP, w/-ghGCpi Dist.' Cp q,GCP w/+q,GCP, w/-ghGCP, Windward Wall(WW) 0.80 10.2 see table below 0.80 10.2 see table below Leeward Wall(LW) -0.50 -6.4 -9.1 -3.7 -0.34 -4.3 -7.0 -1.6 Side Wall(SW) -0.70 -8.9 -11.6 -6.2 -0.70 -8.9 -11.6 -6.2 Leeward Roof(LR) Included in windward roof Windward Roof: 0 to h/2* -1.30 -16.5 -19.2 -13.8 0 to h/2* -1.21 -15A -18.1 -12.7 >h/2* -0.70 -8.9 -11.6 -6.2 h/2 to h* -0.74 -9.5 -12.2 -6.8 h to 2h* -0.66 -8.3 -11.0 -5.6 **Roof angle< 10 degrees.Therefore, leeward roof *Horizontal distance from windward edge is included in windward roof pressure zones. For monoslope roofs,entire roof surface is either windward or leeward surface. Windward Wall Pressures at"z"(psf) Combined WW+LW Windward Wall Normal Parallel LR z Kz Kzt q,GCP w/+q GCP; w/-ghGCP, to Ridge to Ridge / fN h= 0 to 15' 0.85 1.00 10.2 7.5 12.9 16.5 14.5 SW LW SW \W t � wniD �DIPECTfON ';MD NORMAL TO RIDGE WKR WR fWR LW- 5 W W W ` `J �gW � � L wnrn DII2ECII0 WIDTD DAFALLEL TO RIDGE LW NOTE: sw See figure in ASCE7 for the application of full and partial loading }wR of the above wind pressures.There are 4 different loading cases. Parapet z Kz Kzt qp(psf) 0 0 ft 0.85 1.00 0.0 WW Windward parapet: 0 0 psf (GCpn=+1.5) Leeward parapet 0.0 psf (GCpn=-1.0) wnin �::rcmrJ� Windward roof overhangs(add to windward roof pressure): 10.2 psf (upward) nnn- Zeyn B. Uzman, PE, SE, PEng JOB TITLE Bus Shelter 305 Charelston Greene Malvern, PA JOB No. MT-0015 SHEET NO. (217)652-6737 CALCULATED BY DATE CHECKED BY DATE Snow Loads : ASCE 7-05 Nominal Snow Forces Roof slope = 0.0 deg Horiz.eave to ridge dist(W)= 5.0 ft Roof length parallel to ridge(L)= 9.0 ft Type of Roof Monoslope Ground Snow Load Pg = 46.0 psf Occupancy Category = II Importance Factor I = 1.0 Thermal Factor Ct = 1.20 Exposure Factor Ce = 1.0 Pf=0.7"Ce"Ct"I"Pg = 38.6 psf Unobstructed Slippery Surface yes Sloped-roof Factor Cs = 1.00 Balanced Snow Load Ps = 38.6 psf Rain on Snow Surcharge Angle 0.10 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 0.0 psf Ps plus rain surcharge = 38.6 psf Minimum Snow Load Pfmin = 20.0 psf NOTE:Alternate spans of continuous beams Uniform Roof Design Snow Load = 38.6 psf and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect-see code. Windward Snow Drifts 1 -Against walls. parapets etc more than 15' long Upwind fetch lu = 0.0 ft Projection height h = 0.0 ft Snow density g = 20.0 pcf Balanced snow height hb = 1.93 ft hd = 1.45 ft he = -1.93 ft / Surcharge Load hc/hb<0.2= -1.0 Therefore, no drift Due to Drifting Drift height(hc) - 0 00 ft Drift width w = -15.47 ft hC .. Surcharge load: pd=y'hd= 0.0 psf I h� I " Balanced Snow load: = 38.6 psf f i _-_2-[_.- Batarced snow Loud 38.6 psf t hb, __- ► ► ► ► ► ► t ► Windward Snow Drifts 2-Against walls,parapets etc> 15' Upwind fetch lu = 0.0 ft y LU Projection height It = 0.0 ft Snow density g = 20.0 pcf Balanced snow height hb = 1.93 ft hd = 1.45 ft he = -1.93 ft hc/hb<0.2= -1.0 Therefore, no drift Drift height(hc) - 0.00 ft Drift width w = -15.47 ft Surcharge load: pd=y`hd= 0.0 psf Zeyn B. Uzman, PE, SE, PEng, FASPE Job No. 305 Charleston Greene Sheet No. of Malvern, PA 19355 Calculated by Date (217) 652-6737 Checked by Date (610)407-7085 fax zeynu@aol.com ........_.I ! — si� - 40 ' i � 1 F _ I �. use -�-- } � Iit ._ I E_ u Pyi..►�s �r Am' I I - I I i._ ... i — [ ! i t E ? ......... : i : f I sit,x?'44 �r r ! S 2 ? ....�.._._.1.._.. I I i i i • �,IL� �I? Z.� _SZ� < 20�voa,rr- ck j i f , T F I I I € I I I ( [ ? ! : i : C I � ' f Zeyn B.Uzman,PE,SE,FASPE Project Title: 305 Charleston Greene Engineer: Project ID: Malvern,PA 19355 Project Descr: 217-652-6737 Title Block Line 6 Pnnted:26NOV204 6 General FootingFile=C:lUsers2eynIDOCUME-11ENERCA-11MT0015-1.EC6 ENERCALC,INC.1983-2014,Build:6.14.11 18,Ver.6.14.11.18 0.0000NSULTANTS Description: Slab Code References Calculations per ACI 318-08, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used : ASCE 7-05 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 <p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel /o Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf, = when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min,Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dep1= ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is grealer4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 9.250 ft Length parallel to Z-Z Axis = 5.50 ft Footing Thicknes = 6.0 in Pedestal dimensions... ;n px:parallel to X-X Axis = 108.0 in pz:parallel to Z-Z Axis = 48.0 in Height - in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Sizf = # 4 _��xaon Loo�na u�Y Bandwidth Distribution Check (AC I 15.4.4.2) Direction Requiring Closer Separationig Z-Z Axis #Bars required within zone 74.6% #Bars required on each side of zone 25.4% Applied Loads D Lr L S W E H P:Column Load = 0.70 1.80 k OB:Overburden = ksf M-xx = 4.0 k-ft M-zz = k-ft V-x = k V-z = k Zeyn B.Uzman,PE,SE,FASPE Project Title: 305 Charleston Greene Engineer: Proiect ID: Malvern,PA 19355 Project Descr: 217-652-6737 Title Block Line 6 Primed 26NOVM14 607w., General Footle File=C'lUsers\Zeyn1DOCUME-1\ENERCA-11MT0015-1EC6 g ENERCALC,INC 1%3-2014,Build:6.1411.18,Ver6.14.11.18 0.00- CONSULTANTS : Description: Slab DESIGN SUMMARY - • • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.0 Soil Bearing 0.0 ksf 1.50 ksf W Only PASS 1,810 Overturning-X-X 4.0 k-ft 7.241 k-ft +0.60D+W+H PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0,000289 Z Flexure(+X) 0.000540 k-ft 1.870 k-ft +1.20D+0.50L+1.60S PASS 0.000289 Z Flexure(-X) 0.000540 k-ft 1,870 k-ft +1.20D+1.60S+0.80W PASS 0.05511 X Flexure(+Z) 0.04724 k-ft 0.8571 k-ft +0.90D+1.60W+1.60H PASS 0.02853 X Flexure(-Z) 0.02446 k-ft 0.8571 k-ft +1.20D+0.50Lr+0.50L+1.60W PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS 0.02630 1-way Shear(+Z) 2.161 psi 82,158 psi +0.90D+1.60W+1.601­1 PASS 0.01348 1-way Shear(-Z) 1.108 psi 82.158 psi +1.20D+0.50Lr+0.50L+1.60W PASS n/a 2-way Punching 0.8930 psi 82.158 psi +1.20D+1.60S+0.80W Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.D Only 1.50 n/a 0.0 0,08626 0.08626 n/a n/a 0.058 X-X.+D+L+H 1.50 n/a 0.0 0.08626 0.08626 n/a nla 0,058 X-X.+D+Lr+H 1.50 n/a 0.0 0.08626 0.08626 n/a n/a 0.058 X-X.+D+S+H 1.50 n/a 0.0 0.1216 0,1216 n/a n/a 0.081 X-X.+D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.08626 0.08626 n/a n/a 0,058 X-X.+D+0.750L+0.750S+H 1.50 n/a 0.0 0.1128 0.1128 n/a n/a 0.075 X-X.+D+W+H 1.50 n/a 10,938 0,001917 0.1706 n/a n/a 0.114 X-X.+D+0.70E+H 1.50 n/a 0.0 0.08626 0.08626 n/a n/a 0.058 X-X.+D+0.750Lr+0.750L+0,750W+H 1.50 n/a 8.203 0.0230 0.1495 n/a n/a 0.100 X-X.+D+0.750L+0.750S+0.750W+H 1.50 n/a 6.273 0.04954 0.1761 n/a n/a 0.117 X-X,+D+0.750Lr+0.750L+0.5250E+H 1.50 nla 0.0 0.08626 0.08626 n/a n/a 0.058 X-X.+D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.1128 0.1128 n/a n/a 0,075 X-X.+0.60D+W+H 1.50 n/a 18.230 0.0 0.1523 n/a n/a 0.102 X-X.+0.60D+0.70E+H 1.50 n/a 0.0 0.05176 0.05176 n/a n/a 0.035 X-X.D Only 1.50 n/a 0.0 0.08626 0.08626 n/a n/a 0.058 X-X,Lr Only 1.50 n/a 0.0 0.0 0.0 n/a n/a 0.000 X-X.L Only 1.50 n/a 0.0 0.0 0.0 n/a n/a 0.000 X-X,S Only 1.50 n/a 0.0 0.03538 0.03538 n/a n/a 0.024 X-X,W Only 1.50 n/a 0.0 0.0 0.0 n/a n/a 0.000 X-X.E Only 1.50 n/a 0.0 0.0 0.0 n/a n/a 0.000 X-X,H Only 1.50 n/a 0.0 0.0 0.0 n/a n/a 0.000 Z-Z.D Only 1.50 0.0 n/a n/a n/a 0,08626 0.08626 0.058 Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 0.08626 0.08626 0.058 Z-Z.+D+Lr+H 1.50 0.0 n/a n/a n/a 0.08626 0.08626 0.058 Z-Z,+D+S+H 1.50 0.0 n/a n/a n/a 0.1216 0.1216 0.081 Z-Z.+D+0.750Lr+0,750L+H 1.50 0.0 n/a n/a n/a 0.08626 0.08626 0.058 Z-Z.+D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.1128 0.1128 0,075 Z-Z.+D+W+H 1.50 0.0 n/a n/a n/a 0.08626 0.08626 0.058 Z-Z.+D+0.70E+H 1.50 0.0 n/a n/a n/a 0.08626 0.08626 0.058 Z-Z.+D+0.750Lr+0,750L+0.750W+H 1.50 0.0 n/a n/a n/a 0.08626 0.08626 0.058 Z-Z.+D+0.750L+0.750S+0.750W+H 1.50 0.0 n/a n/a n/a 0.1128 0.1128 0.075 Z-Z.+D+0.750Lr+0.750L+0.5250E+H 1.50 0.0 n/a n/a n/a 0.08626 0.08626 0.058 Z-Z.+D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 0.1128 0.1128 0.075 Z-Z.+0.60D+W+H 1.50 0.0 n/a n/a n/a 0.05176 0.05176 0.035 Z-Z.+0.60D40,70E+H 1.50 0.0 n/a n/a n/a 0,05176 0.05176 0.035 Z-Z.D Only 1.50 0.0 n/a n/a n/a 0.08626 0.08626 0.058 Z-Z.Lr Only 1.50 0.0 n/a n/a n/a 0.0 0.0 0.000 Z-Z.L Only 1.50 0.0 n/a n/a n/a 0.0 0.0 0,000 Z-Z.S Only 1.50 0.0 n/a n/a n/a 0.03538 0.03538 0.024 Z-Z.W Only 1.50 0.0 n/a n/a n/a 0.0 0.0 0.000 Zeyn B.Uzman,PE,SE,FASPE Project Title: 305 Charleston Greene Engineer: Project ID: Malvern,PA 19355 Project Descr: 217-652-6737 Title Block Line 6 Pnntet let+ev 201A 6 VOK+ General Footing RIe=C:tUsers\ZeynIDOCUME-11ENERCA-11"Ve-r114,11 g ENERCALC•INC.1983.2014,Build:6.14.11 18 �11 �.��• • Description: Slab Detailed Results Soil Bean'9 Rotation Axis& Actual Soil Bearing Stress Actual 1 Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio Z-Z.E Only 1.50 0.0 n/a n/a n/a 0.0 0.0 0.000 Z-Z.H Only 150 0.0 n/a n/a n/a 0.0 0.0 0.000 Overturning Stability Rotation Axis& Load Combination.._ Overturning Moment Resisting Moment Stability Ratio Status X-X.D Only None 0.0 k-ft Infinity OK X-X.+D+L+H None 0.0 k-ft Infinity OK X-X.+D+Lr+H None 0.0 k-ft Infinity OK X-X.+D+S+H None 0.0 k-ft Infinity OK X-X.+D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK X-X.+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK X-X.+D+W+H 4.0 k-ft 12.068 k-ft 3.017 OK X-X.+D+0.70E+H None 0.0 k-ft Infinity OK X-X.+D+0.750Lr+0.750L+0.750W+H 3.0 k-ft 12.068 k-ft 4.023 OK X-X.+D+0.750L+0.750S+0.750W+H 3.0 k-ft 15.781 k-ft 5.260 OK X-X.+D+0.750Lr+0.750L+0.5250E+H None 0.0 k-ft Infinity OK X-X.+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK X-X.+0.60D+W+H 4.0 k-ft 7.241 k-ft 1,810 OK X-X.+0.60D+0.70E+H None 0.0 k-ft Infinity OK X-X.D Only None 0.0 k-ft Infinity OK X-X.Lr Only None 0.0 k-ft Infinity OK X-X.L Only None 0.0 k-ft Infinity OK X-X,S Only None 0.0 k-ft Infinity OK X-X,W Only None 0.0 k-ft Infinity OK X-X,E Only None 0.0 k-ft Infinity OK X-X.H Only None 0.0 k-ft Infinity OK Z-Z,D Only None 0.0 k-ft Infinity OK Z-Z.+D+L+H None 0.0 k-ft Infinity OK Z-Z.+D+Lr+H None 0.0 k-ft Infinity OK Z-Z.+D+S+H None 0.0 k-ft Infinity OK Z-Z.+D+0.750Lr+0.750L+-H None 0.0 k-ft Infinity OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft Infinity OK Z-Z,+D+W+H None 0.0 k-ft Infinity OK Z-Z.+D+0.70E+H None 0.0 k-ft Infinity OK Z-Z.+D+0.750Lr+0.750L+0.750W+H None 0.0 k-ft Infinity OK Z-Z.+D+0.750L+0.750S+0.750W+H None 0.0 k-ft Infinity OK Z-Z,+D+0.750Lr+0.750L+0.5250E+H None 0.0 k-ft Infinity OK Z-Z.+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK Z-Z,+0.60D+W+H None 0.0 k-ft Infinity OK Z-Z.+0.60D+0.70E+H None 0.0 k-ft Infinity OK Z-Z,D Only None 0.0 k-ft Infinity OK Z-Z,Lr Only None 0.0 k-ft Infinity OK Z-Z,L Only None 0.0 k-ft Infinity OK Z-Z,S Only None 0.0 k-ft Infinity OK Z-Z.W Only None 0.0 k-ft Infinity OK Z-Z,E Only None 0.0 k-ft Infinity OK Z-Z.H Only None 0.0 k-ft Infinity OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi'Mn Status k-ft Side? Bot or Top? in^2 in^2 inA2 k-ft X-X.+1.40D 0.005415 +Z Bottom 0.0004011648158 Min for Bendino 0,06487 0.8571 OK X-X.+1.40D 0.005415 -Z Bottom 0,0004011648158 Min for Bendino 0.06487 0.8571 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.004641 +Z Bottom 0.0003438491151 Min for Bendino 0.06487 0.8571 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 0.004641 -Z Bottom 0.0003438491151 Min for Bendino 0,06487 0.8571 OK X-X.+1.20D+1.60L+0.50S+1.60H 0.009614 +Z Bottom 0.0007123446739 Min for Bendino 0,06487 0.8571 OK Zeyn B.Uzman,PE,SE,FASPE Project Title: 305 Charleston Greene Engineer: Project ID: Malvern,PA 19355 Project Descr: 217-652-6737 Title Block Line 6 Iweo:26 IJOV 2014 o 07MI General Footing File=C.�Users\Zeyn%DOCUME-1�ENERCA-11MT0015-1.EC6 g ENERCALC.INC 1983-2014,Build:6.14.11 18,Ver.6.14.11 18 r.rtCONSULTANTS Description: Slab X-X.+1.20D+1.60L+0.50S+1.60H 0.009614 -Z Bottom 0,0007123446739 Min for Bending 0.06487 0.8571 OK Zeyn B.Uzman,PE,SE,F.NSPE Project Title: 305 Charleston Greene Engineer: Protect ID: Malvern,PA 19355 Project Descr: 217-652-6737 Title Block Line 6 General Footin File=C:lUsers2eynIDOCUME-11ENERCA-11MT0015-1.EC6 g ENERCALC,INC.1983-2014,Build:6.14.11,18,Ver:6.14.11 18 0.6iCONSULTANTS Description: Slab Footing Flexure _ Mu Which Tension @ As Req'd Gvm.As Actual As Phi Mn Flexure Axis 8 Load Combination Status k-ft Side? Bot or Top? in12 in"2 inA2 k-ft X-X.+1.20D+1.60Lr+0.50L 0.004641 +Z Bottom 0.0003438491151 Min for Bendino 0.06487 0.8571 OK X-X,+1.20D+1.60Lr+0.50L 0.004641 -Z Bottom 0.0003438491151 Min for Bending 0.06487 0.8571 OK X-X.+1.20D+1.60Lr+0.80W 0.02217 +Z Bottom 0.0016427986207 Min for Bending 0.06487 0,8571 OK X-X.+1.20D+1.60Lr+0.80W 0,01288 -Z Too 0.0009545935035 Min for Bending 0.06487 0.8571 OK X-X.+1.20D+0.50L+1.60S 0.02056 +Z Bottom 0.0015233476180 Min for Bending 0.06487 0.8571 OK X-X.+1.20D+0.50L+1.60S 0.02056 -Z Bottom 0,0015233476180 Min for Bendina 0.06487 0.8571 OK X-X,+1.20D+1.60S+0.80W 0.03808 +Z Bottom 0.0028233003530 Min for Bendino 0.06487 0.8571 OK X-X.+1.20D+1.60S+0.80W 0.003031 -Z Bottom 0.0002244995395 Min for Bendino 0.06487 0.8571 OK X-X.+1.20D+0.50Lr+0.50L+1.60W 0.04127 +Z Bottom 0.0030597665541 Min for Bendino 0.06487 0.8571 OK X-X.+1.20D+0.50Lr+0.50L+1.60W 0,02446 -Z Too 0.0018126787304 Min for Bendino 0.06487 0.8571 OK X-X.+1.20D+0.50L+0.50S+1.60W 0.04494 +Z Bottom 0.0033323452551 Min for Bendina 0.06487 0.8571 OK X-X.+1.20D+0.50L+0.50S+1.60W 0,02396 -Z Too 0.0017759328223 Min for Bendina 0.06487 0.8571 OK X-X.+1.20D+0.50L+0.20S+E 0.006631 +Z Bottom 0.0004912366851 Min for Bendino 0.06487 0.8571 OK X-X.+1.20D+0.50L+0.20S+E 0.006631 -Z Bottom 0.0004912366851 Min for Bendina 0.06487 0.8571 OK X-X.+0.90D+1.60W+1.60H 0404724 +Z Bottom 0.0035031593469 Min for Bendina 0.06487 0.8571 OK X-X.+0.90D+1.60W+1.601-1 0.01834 -Z Too 0.0013593075327 Min for Bendina 0.06487 0.8571 OK X-X.+0.90D+E+1.60H 0.003481 +Z Bottom 0.0002578795904 Min for Bendino 0.06487 0.8571 OK X-X.+0.90D+E+1.60H 0.003481 -Z Bottom 0.0002578795904 Min for Bendina 0.06487 0.8571 OK Z-Z.+1.40D 0,000142 -X Bottom 1.0540627405029 Min for Bendina 0.1455 1,870 OK Z-Z,+1 AD 0.000142 +X Bottom 1.0540627405029 Min for Bendina 0.1455 1.870 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.000122 -X Bottom 9.0348190439770 Min for Bendino 0.1455 1.870 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 0.000122 +X Bottom 9.0348190439770 Min for Bendina 0.1455 1370 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 0.000253 -X Bottom 1.8715041509980 Min for Bendina 0.1455 1.870 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 0,000253 +X Bottom 1.8715041509980 Min for Bendino 0.1455 1.870 OK Z-Z,+1.20D+1.60Lr+0.50L 0.000122 -X Bottom 9.0348190439770 Min for Bendino 0.1455 1.870 OK Z-Z,+1,20D+1.60Lr+0.50L 0.000122 +X Bottom 9.0348190439770 Min for Bendino 0.1455 1.870 OK Z-Z.+1.20D+1.60Lr+0.80W 0.000122 -X Bottom 9.0348190439770 Min for Bendina 0.1455 1.870 OK Z-Z.+1.20D+1.60Lr+0.80W 0,000122 +X Bottom 9.0348190439770 Min for Bendina 0.1455 1.870 OK Z-Z,+1,20D+0.50L+1.60S 0.000540 -X Bottom 4.0011746527512 Min for Bendina 0.1455 1.870 OK Z-Z.+1.20D+0.50L+1.60S 0.000540 +X Bottom 4.0011746527512 Min for Bendina 0.1455 1.870 OK Z-Z.+1,20D+1.60S+0.80W 0,000540 -X Bottom 4.0011746527512 Min for Bendina 0.1455 1.870 OK Z-Z.+1.20D+1.60S+0.80W 0.000540 +X Bottom 4.0011746527512 Min for Bendino 0.1455 1.870 OK Z-Z.+1.20D+0.50Lr+0.50L+1.60W 0.000122 -X Bottom 9.0348190439770 Min for Bendino 0.1455 1.870 OK Z-Z,+1.20D+0.50Lr+0.50L+1.60W 0.000122 +X Bottom 9.0348190439770 Min for Bendina 0.1455 1.870 OK Z-Z.+1.20D+0.50L+0.50S+1.60W 0.000253 -X Bottom 1.8715041509980 Min for Bendina 0.1455 1.870 OK Z-Z.+1.20D+0.50L+0.50S+1.60W 0.000253 +X Bottom 1,8715041509980 Min for Bendina 0.1455 1.870 OK Z-Z.+1.20D+0.50L+0.20S+E 0.000174 -X Bottom 1.2906900680731 Min for Bendina 0.1455 1.870 OK Z-Z.+1.20D+0.50L+0.20S+E 0.000174 +X Bottom 1.2906900680731 Min for Bendina 0.1455 1.870 OK Z-Z.+0.90D+1.60W+1,60H .0000910 -X Bottom 6.7761092811213 Min for Bendina 0.1455 1370 OK Z-Z.+0.90D+1.60W+1.60H .0000910 +X Bottom 6.7761092811213 Min for Bendino 0.1455 1.870 OK Z-Z.+0.90D+E+1.60H .0000910 -X Bottom 6,7761092811213 Min for Bendina 0.1455 1.870 OK Z-Z,+0.90D+E+1.60H .0000910 +X Bottom 6.7761092811213 Min for Bendino 0.1455 1.870 OK One Way Shear Load Combination... 4 Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu f Phi*Vn Status +1.40D 0 osi 0 Dsi 0.2452 osi 0.2452 Dsi 0.2452 osi 82.158 osi 0.002985 OK +1.20D+0.50Lr+1.60L+1.60H 0 osi 0 osi 0.2102 osi 0.2102 osi 0.2102 osi 82.158 osi 0.002559 OK +1.20D+1.60L40.50S+1.60H 0 Dsi 0 osi 0.4354 osi 0,4354 Dsi 0.4354 osi 82.158 osi 0.0053 OK +1.20D+1.60Lr+0.50L 0 osi 0 Dsi 0.2102 Dsi 0.2102 Dsi 0.2102 osi 82.158 Dsi 0,002559 OK +1.20D+1.60Lr+0.80W 0 osi 0 osi 0.5906 Dsi 1.011 osi 1.011 psi 82.158 osi 0.01231 OK +1.20D+0.50L+1.60S 0 Dsi 0 Dsi 0.9309 Dsi 0.9309 osi 0.9309 osi 82 158 osi 0.01133 OK +1.20D+1.60S+0.80W 0 osi 0 Dsi 0.1301 Dsi 1.732 Dsi 1.732 osi 82.158 osi 0.02108 OK +1.20D+0.50Lr+0.50L+1.60W 0 Dsi 0 osi 1.108 Dsi 1.884 Dsi 1.884 osi 82,158 osi 0.02293 OK +1.20D+0.50L+0.50S+1.60W 0 osi 0 osi 1.101 osi 2.05 osi 2.05 osi 82.158 osi 0.02495 OK +1.20D+0.50L+0.20S+E 0 osi 0 osi 0.3003 osi 0.3003 Dsi 0.3003 osi 82.158 osi 0.003655 OK +0.90D+1.60W+1.60H 0 osi 0 Dsi 0.8307 osi 2.161 osi 2.161 osi 82.158 osi 0.0263 OK +0.90D+E+1.60H 0 osi 0 psi 0.1577 Dsi 0.1577 osi 0.1577 osi 82,158 osi 0.001919 OK Punching Shear All units k Load Combination.._._ Vu Phi'Vn Vu 1 Phi*Vn Status +1.40D 0.2353 osi 97.373 Dsi 0.002416 OK +1.20D+0.50Lr+1.60L+1.60H 0.2016 osi 97.373osi 0.002071 OK +1.20D+1.60L+0.50S+1.60H 0,4177 osi 97.373DSi 0.00429 OK Zeyn B.Uzman,PE,SE,F.NSPE Project Title: 305 Charleston Greene Engineer: Project ID: Malvern,PA 19355 Project Descr: 217-652-6737 Title Block Line 6 _ �nled 26 NOV 2014 607PNI General FOOt117 File=C:lUsers2eyn1DOCUME-11ENERCA-flMT0015-1.EC6 g ENERCALC,INC.1983.2014,Build:6 14 11 18,Ver.6.14.11 18 0.00, CONSULTANTS Description: Slab Punching Shear All units k Load Combination... __ Vu Phi`Vn Vu 1 Phi`Vn Status +1.20D+1.60Lr+0.50L 0.2016 os! 97.373;:s 0.002071 OK +1.20D+1.60Lr+0.80W 0.2016 osi 97.373-s 0.002071 OK +1.20D+0.50L+1.60S 0.893 ;;sl 97.373 0.009171 OK +1,20D+1.60S+0.80W 0.893 ::; 97.373 a 0.009171 OK +1.20D+0.50Lr+0.50L+1.60W 0.3424 s 97.373c s 0.003517 OK +1.20D+0.50L+0.50S+1.60W 0.4421 os, 97.373 0.00454 OK +1.20D+0.50L+0.20S+E 0.2881 osi 97.373: , 0.002958 OK +0.90D+1.60W+1.60H 0.5962 osi 97.373c 0.006123 OK +0.90D+E+1.60H 0,1512 os 97.373- 0.001553 OK Zeyn B.Uzman,PE,SE,FASPE Project Title: 305 Charleston Greene Engineer: Proiect ID: Malvern,PA 19355 Project Descr: 217-652-6737 Title Block Line 6 _ Pnmed 26 NOV 2014 F e413M Steel CO�U17111 File=C:lUsers2eyn1DOCUME-11ENERCA-11MT0015-1EC8 ENERCALC,INC 1983.2014,Buik1:6.14.11.18,Ver6.14.11.18 t.6" CONSULTANT Description: Post Code References Calculations per AI SC 360-05, IBC 2009, CBC 2010,ASCE 7-10 Load Combinations Used .ASCE 7-05 General Information Steel Section Name: Pipe3 Std Overall Column Height 8.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 33.0 ksi X-X(width)axis: E:Elastic Bending Modulus 11,000.0 ksi Unbraced Length for X-X Axis buckling=8.0 ft.K=2.1 Load Combination: ASCE 7-05 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=8.0 ft,K=2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations Column self weight included:56.576 Ibs'Dead Load Factor AXIAL LOADS .. Axial Load at 8.0 ft,D=0.120,S=OAK,W=0.520 k BENDING LOADS... Lat.Uniform Load creating Mx-x,W=0.10 klft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9745 :1 Maximum SERVICE Load Reactions.. Load Combination +D+W+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 0.6966 k Bottom along Y-Y 0.80 k Pn/Omega:Allowable 3.994 k Ma-x Applied -3.20 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 3.606 k-ft Along Y-Y 2.810 in at 8.O ft above base May:Applied 0.0 k-ft for load combination:+D+W+H Mn-y/Omega:Allowable 3.606 k-ft Along X-X 0.0 in at O.Oft above base for load combination PASS Maximum Shear Stress Ratio= 0.06488 :1 Load Combination +D+W+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.80 k Vn/Omega:Allowable 12.331 k Load Combination Results Maximum Axial+Bendinci Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.044 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.044 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.044 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.157 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.75OLr+0.750L+H 0.044 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L-0.750S+H 0.129 PASS 0.00 ft 0.000 PASS 0.00 ft +D+W+H 0.975 PASS 0.00 ft 0.065 PASS 0.00 ft +D+0.70E+H 0.044 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.750W+H 0.736 PASS 0.00 ft 0.049 PASS 0.00 ft +D+0.7501-+0.750S+0.750W+H 0.818 PASS 0.00 ft 0.049 PASS 0.00 ft +D+0,750Lr+0.750L+0.5250E+H 0.044 PASS &00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.129 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+W+H 0.966 PASS 0.00 ft 0.065 PASS 0.00 ft +0.60D+0.70E+H 0.027 PASS &00 ft 0.000 PASS 0.00 ft Zeyn B.Uzman,PE,SE,F.NSPE Project Title: 305 Charleston Greene Engineer: Project ID: Malvern,PA 19355 Project Descr: 217-652-6737 Title Block Line 6 _ N;fed:26 NOV 2014 6 NPM Steel Column Fite=C 1Users2eyn DOCUME-11ENERCA-11MT0015-1.EC6 ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.11 18 r.rr• CONSULTANTS, Description: Post Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 0,177 k +D+L+H k k 0.177 k +D+Lr+H k k 0,177 k +D+S+H k k 0.627 k +D+0,750Lr+0.750L+H k k 0.177 k +D+0.750L+0.750S+H k k 0.514 k +D+W+H k -0.800 k 0.697 k +D+0.70E+H k k 0.177 k +D+0.750Lr+0.750L+0.750W+H k -0.600 k 0.567 k +D+0.750L+0.750S+0.750W+H k -0.600 k 0.904 k +D+0.750Lr+0.750L+0.5250E++i k k 0.177 k +0+0.750L+0.750S+0.5250E+H k k 0.514 k +0.60D+W+H k -0.800 k 0.626 k +0.60D+0.70E+H k k 0.106 k D Only k k 0.177 k Lr Only k k k L Only k k k S Only k k 0.450 k W Only k -0.800 k 0.520 k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 It 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0,000 ft +O+Lr+H 0.0000 in 0.000 ft 0,000 in 0.000 It +D+S+H 0.0000 in 0.000 It 0,000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+W+H 0,0000 in 0.000 ft 2,809 in 8.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750Lr+0.750L+0.750W+H 0.0000 in 0.000 ft 2,107 in 8.000 ft +D+0.750L+0.750S+0.750W++i 0,0000 in 0.000 ft 2.107 in 8.000 ft +D+0.750Lr+0.750L+0.5250E+H 0.0000 in 0.000 ft 0,000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+W+H 0.0000 in 0.000 ft 2.809 in 8.000 ft +0.60D+0.70E+H 00000 in 0.000 ft OA00 in 0,000 ft D Only 0.0000 in 0.000 ft 0,000 in 0.000 ft Lr Only 0,0000 in 0.000 ft 0.000 in 0.000 ft L Only 0,0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0,0000 in 0.000 ft 2,809 in 8,000 ft E Only 0.0000 in 0.000 ft 0,000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0,000 ft Steel Section Properties Pipe3 Std Zeyn B.Uzman,PE,SE,F.NSPE Project Title: 305 Charleston Greene Engineer: Project ID: Malvern,PA 19355 Project Descr: 217-652-6737 Title Block Line 6 _ Nnipd 28 NOV 2014 6 04PM Steel CO�U11111 File=C:lUsers2eynIDOCUME-11ENERCA-11MT0015-1.EC6 ENERCALC,INC 1983 2014,Bwld:6.14.11 18,Ver:6.14.11.18 0.rtCONSULTANTS Description: Post Steel Section Properties : Pipe3 Std Depth = 3.500 in I xx = 2.85 inA4 J = 5.690 in"4 S xx = 1.63 inA3 Diameter = 3.500 in R xx = 1.170 in Wall Thick = 0.216 in Zx = 2.190 inA3 Area = 2.080 inA2 1 yy = 2,850 inA4 Weight = 7.072 pN S yy = 1.630 inA3 R yy = 1.170 in Ycg = 0.000 in M-x Loads Cx o � ao u X L.m x 3.50in Loads are total entered value Arrows do not reflect absolute direction_ Zeyn B Uzman,PE,SE,FASPE Project Title: 305 Charleston Greene Engineer: Proiect ID: Malvern,PA 19355 Protect Descr: 217-652-6737 Title Block Line 6 =noted 26 NOV 201.1 6rfPM Steel Beam RIe=C:\Users\Zeyn1DOCUME-11ENERCA-11MT0015-1.EC6 ENERCALC,INC.1983.2014,Build:6-14 1118,Ver:6.14.11.18 0.00- • + Description: Rafter CODE REFERENCES Calculations per AISC 360-05, IBC 2009, ASCE 7-10 Load Combination Set :ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 30.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 11,000.0 ksi Bending Axis: Minor Axis Bending Load Combination ASCE 7-05 1)10,04)S(0.16 W 0 1 \ \ Span=5.0 ft \ 2xlxl25 Alum Tube Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weiqht NOT internally calculated and added Uniform Load: D=0.010, S=0.040, W=0.0250 ksf, Tributary Width=4.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.981 : 1 Maximum Shear Stress Ratio = 0.349 : 1 Section used for this span 2x1 x.125 Alum Tube Section used for this span 2x1 x.125 Alum Tube Ma :Applied 0.734 k-ft Va:Applied 0.5875 k Mn/Omega:Allowable 0.749 k-ft Vn/Omega :Allowable 1.684 k Load Combination +D+0J50L+0.750S+0.750W Load Combination +D+0.7501_+0.750S+0.750W Location of maximum on span 2.500ft Location of maximum on span 0,000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 2.224 in Ratio= 26 Max Upward Transient Deflection 0.000 in Ratio= 0 Max Downward Total Deflection 3.274 in Ratio= 18 Max Upward Total Deflection 0.000 in Ratio= 0 Maximum Forces_ &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mny Mny/Omega Cb Rm Va Max Vny Vny/Omega D Only Dsgn.L= 5.00 ft 1 0.167 0.059 0,13 0.13 115 0,75 1.00 1.00 0.10 2.81 1.68 +D+L Dsgn.L= 5.00 ft 1 0.167 0.059 0.13 0.13 1.25 0.75 1.00 1 Z 0.10 2.81 1.68 +D+Lr Dsgn.L= 5.00 ft 1 0,167 0.059 0.13 0.13 1.25 0.75 1.00 1.00 0.10 2.81 1.68 +D+S Dsgn.L= 5.00 ft 1 0.835 0.297 0.63 0.63 1.25 0.75 1.00 1,00 0.50 2.81 1.68 +M,750Lr+0.750L Dsgn.L= 5.00 ft 1 0.167 0.059 0.13 0.13 1.25 0.75 1.00 1.00 0.10 2.81 1,68 +D+0.750L+0.750S Dsgn.L= 5.00 ft 1 0.668 0,238 0.50 0.50 1.25 0.75 1.00 1.00 0.40 2.81 1.68 +D+W Dsgn.L= 5.00 ft 1 0.585 0.208 0.44 0.44 1.25 0.75 1.00 1.00 0.35 2.81 1.68 +D+0.70E Dsgn.L= 5.00 ft 1 0,167 0,059 0.13 0.13 1.25 0.75 1.00 1.00 0.10 2.81 1.68 +D+0.750Lr+0.750L+0.750W Dsgn.L= 5.00 ft 1 0.480 0.171 0.36 0.36 1.25 0,75 1.00 1.00 0.29 2.81 1.68 +D+0.750L+0.750S+0.750W Dsgn.L= 5.00 ft 1 0.981 0.349 0.73 0.73 1.25 0.75 1.00 1.00 0.59 2.81 1.68 +D+0.750Lr+0.750L+0.5250E Dsgn.L= 5.00 ft 1 0.167 0.059 0.13 0,13 1.25 0.75 1.00 1.00 0.10 2.81 1.68 +D+0.750L+0.750S+0.5250E Dsgn.L= 5.00 ft 1 0.668 0.238 0.50 0.50 125 0.75 1.00 1.00 0.40 2.81 1.68 Zeyn B.Uzman,PE,SE,F.NSPE Project Title: 305 Charleston Greene Engineer: Proiect ID: Malvern,PA 19355 Project Descr: 217-652-6737 Title Block Line 6 Prtaled 6 NOV 2014 6 06P" Steel Beam Fde=C:lUsersk2eynIDCCUME-11ENERCA-11WT0015-1.EC6 ENERCALC,INC.1983.2014,Build:6.14.11 18,Ver:6.14.11.18 r.rr- CONSULTANTS ! Description: Rafter Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+W Dsgn.L= 5.00 ft 1 0.518 0.184 0.39 0.39 1.25 0.75 1.00 1.00 0,31 2.81 1.68 +0.60D+0.70E Dsgn.L= 5.00 ft 1 0.100 0.036 0.08 0.08 1.25 0.75 1.00 1.00 0.06 2.81 1.68 Overall Maximum Deflections Load Combination Span Max.''Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L40.750S+0.75OW 1 3.2738 2,525 0.0000 0.000 Vertical Reactions _ Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 �- Overall MAXimum 0.588 0.588 Overall MINimum 0.060 0.060 D Only 0.100 0.100 +D+L 0.100 0,100 +D+Lr 0.100 0.100 +D+S 0.500 0.500 +D+0.750Lr+0.750L 0.100 0.100 +D+0.750L+0.750S 0.400 0.400 +D+W 0.350 0.350 +D+0.70E 0.100 0.100 +D+0.750Lr+0.750L+0.750W 0.288 0.288 +D+0.750L+0.750S+0.750W 0.588 0,588 +D+0.750Lr+0.75OL+0.5250E 0.100 0.100 +D+0.750L+0.750S+0.5250E 0.400 0.400 +0.60D+W 0.310 0.310 +0.60D+0.70E 0.060 0,060 D Only 0.100 0.100 Lr Only L Only S Only 0.400 0.400 W Only 0.250 0,250 E Only H Only Zeyn B. Uzman, PE, SE, PEng, FASPE Job No. 305 Charleston Greene Sheet No. of Malvern, PA 19355 Calculated by Date (217) 652-6737 Checked by Date (610) 407-7085 fax zeynu@aol.com �i I , : r 1 r FT: ! -., .-.._ .-......._........ ....... -._......i ._.....__.__�__._T'_- .......� ....... _ Tt I i i i i �• L� I I � � ii I � I l , , I i I l j l I I I I € I I : i I .............. .-_....... .,._.._ ......,. .__.,..... .... I 1 I .........,�._.._.__..... i l I I i- i --f----i i+...... i I I www.hilti.us Profis Anchor 2.4.7 Company: Page. 1 Specifier: Project: Bozeman Bus Shelter Address: Sub-Project I Pos No. Phone I Fax: Date: 6/5/2014 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 318(2) r +ar: �+ Effective embedment depth: het=2-000 in.,hnp =2.313 in. Material, Carbon Steel Evaluation Service Report- ESR-1917 Issued I Valid: 5/1/2013 1 5/1/2015 Proof design method ACI 318/AC193 Stand-off installation: eb=0 000 in.(no stand-off),It=0.500 in. Anchor plate. Ix x ly x t=7.000 in.x 7.000 in.x 0,500 in.;(Recommended plate thickness.not calculated) Profile, no profile Base material cracked concrete,2500,f,'=2500 psi,h=420.000 in. Reinforcement tension:condition B,shear:condition B.no supplemental splitting reinforcement present edge reinforcement none or<No,4 bar Seismic loads(cat.C.D,E,or F) no Geometry[in.]&Loading(lb,in.lb] Z; S� �0 00 5S � Y-- 0 320 V _, *' X Input data and results must be checked for agreement win the existing condd)ons and for plausibitityl PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hdti is a registered Trademark of Hdb AG,Schaan www.hiltims Proffs Anchor 2.4.7 Company: Page: 2 Specifier Project: Bozeman Bus Shelter Address: Sub-Project I Pos. No: Phone I Fax: Date: 6/5/2014 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads C'3 4 y Anchor reactions[lb) Tension force:(+Tension.-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 160 113 80 80 2 160 113 80 80 Tension x 3 160 113 80 80 4 160 113 80 80 max.concrete compressive strain: NJ max.concrete compressive stress: -[psi] resulting tension force in(xty)=(0.00010.000): 640[lb] resulting compression force in(x/y)=(0.00010.000):0(Ib] 01 02 3 Tension load Load N.[Ib] Capacity#N„[lb) Utilization=N,,j^ Status Steel Strength` 160 4875 4 OK Pullout Strength 160 1475 11 OK Concrete Breakout Strength" 640 5741 12 OK anchor having the highest loading "anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-1917 0 Nsteel z NUe ACI 318-08 Eq (D-1) Variables n Ase.N Gn 21 f to[psi] 1 0.05 125000 Calculations N.(lb) 6500 Results N_[IbJ �s1Av1 N.[lb] N.[Ib] 6500 0.750 4875 160 3.2 Pullout Strength No f, =Np,25oo 2500 refer to ICC-ES ESR-1917 Np,t 2 N1s ACI 318-08 Eq.(D-1) Variables fc[psjl Np25oo[lb] 2500 2270 Calculations { 25c00 1.000 Results Non r.[lb] ooa fete Nil,c[lb] Nue[Ibl 2270 0,650 1475 160 Input data and results must be checked for agreement with the wasting conditions and for plausibibty! PROFIS Anchor(c)2003-2009 Hllb AG,FL-9494 Schaan Hrlb is a registered Trademark of Hilb AG.Schaan www.hilti.us Profis Anchor 2.4.7 Company: Page: 3 Specifier: Project: Bozeman Bus Shelter Address: Sub-Project I Pos No.. Phone I Fax: Date: 6/5/2014 E-Mail: 3.3 Concrete Breakout Strength Ncea =Ut)Wec.N Wed,N Wc.N Ww.N Nb ACI 318-08 Eq.(D-5) 0 Ncbg 2 Nua ACI 318-08 Eq.(D-1) ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) Awo =9 hef ACI 318-08 Eq (D-6) 1 lyecN = 1 e 51.0 ACI 318-08 Eq.(D-9) 3 her Wed.N =0.7+0.3(5her)5 1.0 ACI 318-08 Eq.(D-11) Ww.N =MAX(—"'n,1.har1 5 1.0 ACI 318-08 Eq.(D-13) CacNb =kc�<h.f ACI 318-08 Eq-(D-7) Variables her[in.] ec,.N[in.] edN[in.] Ca.mr,[in.] Wc.N 2.000 0.000 0.000 a 1.000 Oac[in.] kc l fe[psi] 4.000 17 1 2500 Calculations ANC[in.2) ANco[in.� tVect.N Wac2.N Wed,N —-- 1rcp N. - Nb[lb] 132.25 36.00 1.000 1.000 1.000 1.000 2404 Results Nit[lb] � , 0 N [lb] N�[lb] 8832 0.650 5741 640 Input data and results must be checked for agreement with the ewstng conditions and for plausidttyl PROFIS Anchor(c)20U3.2009 Hitb AG.FL-9494 Schaan Hilt is a registered Trademark of Hilt AG,Schaan www.hiltims Profis Anchor 2.4.7 Company: Page 4 Specifier: Project: Bozeman Bus Shelter Address: Sub-Project I Pos.No: Phone I Fax: [ Date 6/5/2014 E-Mail: 4 Shear load Load Vu,Ob] Capacity#Va[Ib] Utilization dv=Ve,/+V„ Status Steel Strength' 113 2337 5 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength— 453 6182 8 OK Concrete edge failure in direction•' NIA N/A N/A NIA 'anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength Vsa =ESR value refer to ICC-ES ESR-1917 0 Vsteet a Vua ACI 318-08 Eq (D-2) Variables n A.,,,[in 2] _ fist.[psi) 1 0.05 125000 Calculations V.[lb] 3595 Results V_fib]- -- steel_ Q Vsa[lb] Vua[lb) 3595 0.650 2337 113 4.2 Pryout Strength 1 2 Vcpg =kcp[(AN,:)tNec.N 4red,N 41c,N tycp.N Nb ACIACI 318-08 Eq. (D-31) to Vcpa V. ^N� ACI 318-08 Eq.(D-2) ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2,1(b) AN, =9 h40 ACI 318-08 Eq.(D-6) 1 W.cN = 1 e 51.0 ACI 318-08 Eq (D-9) 3 het Wed.N =0.7+0.3(6h.f)51.0 ACI 318-08 Eq.(D-11) CeJmla 1.5haf Ww.N =MAX( cec , cac )51.0 ACI 318-08 Eq (D-13) Nb =kc X Nrfc-h;is ACI 318-08 Eq.(D-7) Variables k,p hef[in.] em.N[in.] ea [in.1 ca.,N,(in,J 1 2,000 0.000 0.000 Wc,N cac[in,l kc n fc[psi] 1.000 4.000 17 1 2500 Calculations &,k[in•21 A w(in•2] 41ect,N IVec2,N 41ed,N wcp.N Nb[lb] 132.25 36.00 1.000 1,000 1.000 1.000 2404 Results Vm jib) cone ete Vw,[lb] Va fib) 8832 0.700 6182 453 5 Combined tension and shear loads ON pv Utilization AN v M) Status 0.111 0.073 5/3 4 OK Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor(c)20032009 HIM AG,FL-9494 Schaan HIM is a registered Trademark of Hllb AG,Snhaan www.hiki.us Profis Anchor 2.4.7 Company Page. 5 Specifier. Project Bozeman Bus Shelter Address: Sub-Project I Pos. No Phone I Fax: Date 6/5/2014 E-Mail: 6 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! Condition A applies when supplementary reinforcement is used.The m factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength, Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. Refer to the manufacturer's product literature for cleaning and installation instructions. Checking the transfer of loads Into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 HAI AG,FL-9494 Schaan Hilti is a registered Trademark of Hdti AG.Schaan www.hiltims Profis Anchor 2.4.7 Company, Page: 6 Specifier Project Bozeman Bus Shelter Address: Sub-Project I Pos.No.. Phone I Fax: Date: 6/5/2014 E-Mail: 7 Installation data Anchor plate,steel:- Anchor type and diameter:Kwik Bolt TZ-CS 3/8(2) Profile:no profile,0.000 x 0.000 x 0.000 in. Installation torque:300.000 in lb Hole diameter in the fixture:df=0.438 in. Hole diameter in the base material 0.375 in. Plate thickness(input):0.500 in, Hole depth in the base material:2.625 in Recommended plate thickness:not calculated Minimum thickness of the base material:5.000 in. Cleaning:Manual cleaning of the dnlled hole according to instructions for use is required. Y 3.500 3.500 0 3 0 M a 0 x S vi 1 C. r` 0 0.750 5.500 0.750 Coordinates Anchor in. Anchor X y--- c-x C`x c-y C'Y 1 -2.750 -2.750 2 2.750 -2.750 3 -2.750 2.750 4 2.750 2.750 Input data and results must be checked for agreement-th the existing conditions and for plausibility' PROFIS Anchor(c)2003.2009 Hilti AG.FL-9494 Schaan Hilti is a regstered Trademark of Hil6 AG.Schaan www.hiitims Profis Anchor 2.4.7 Company Page, 7 Specifier: Project: Bozeman Bus Shelter Address Sub-Project I Pos.No.: Phone I Fax Date 6/5/2014 E-Mail: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilb products and are based on the principles,formulas and security regulations in accordance with Hilli's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in, Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you,Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable.carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003.2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG.Schaan