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Plans (3) Structural Calculations Durham Advanced Wastewater Treatment Facility Cogen and Brown Grease Receiving Facilities Tigard, Oregon These calculations were performed by: Nathan Wallace, P.E, S.E Calculations were checked by Luke Scoggins, P.E c c -- City of Tigard ocT� Approved Plans c;4..O PRQfF�'9� % Date � N U �y� <'+8f757PEfQ / Digital Signature oaEOO.i ti q at Mww'�� OFFICE COPY EXP. 06-30-2014 Should any questions arise concerning these calculations, Please contact the above at CH2M HILL 1100 NE Circle Blvde,Suite 300 Corvallis, OR 97330 541-768-3308 or Nathan.Wallace@ch2m.com June 2013 STRUCTURAL DESIGN NARRATIVE Cogen Building prepared for Clean Water Services by CH2M HILL June 2013 FACILITY: Cogen Building DESIGN BASIS: The Cogen Building is designed in accordance with the 2010 Oregon Structural Specialty Code and the 2009 International Building Code. STRUCTURAL SYSTEM: The one-story masonry structure is classified as a special reinforced masonry shear wall building in accordance with Table 12.2-1 of ASCE 7-05. The roof diaphragm consists of metal deck supported by steel beams at the high roof and concrete topped metal deck supported by steel beams at the lower main roof. VERTICAL LOAD-RESISTING SYSTEM: Roof loads are designed to be carried by the metal and concrete roof decks to wide flange beams spanning between the masonry bearing walls. The masonry walls carry the vertical loads to the reinforced concrete mat foundation which transmits the loads to the supporting soils.A mat foundation was used in lieu of wall spread footings to mitigate differential movements under the anticipated settlements. LATERAL LOAD-RESISTING SYSTEM: The reinforced masonry walls span vertically to resist out-of-plane lateral forces from wind and seismic forces. The reactions from the walls are transmitted into the concrete and metal roof decks. The diaphragms then carry the load to connections along the masonry shear walls parallel to the applied force. Based upon stiffness of the concrete diaphragm it is considered rigid in accordance with ASCE7-05 section 12.3.1.2.The high roof diaphragm consists of metal deck laterally supported on three sides by masonry walls and by masonry walls at the interior of the deck.Since the metal deck is not laterally supported on the east side it has been designed as a rigid diaphragm transferring the lateral load to the adjacent masonry walls and the walls have been designed of the direct shear and torsional shear components of the lateral load.The masonry shear walls carry the resulting top of wall forces and their own inertial forces down to the foundation,where the load is transmitted by dowelled reinforcement.The overall system is a simple box system. CH2M HILL INC JOB TITLE Durham Cogen _ 1100 NE CIRCLE BLVD Durham, Oregon Corvallis, OR 97330 JOB NO. 240211 SHEET NO. 541-768-3308 CALCULATED BY Nathan Wallace DATE 4/8/13 CHECKED BY DATE CS12 Ver 2013.02 15 www struware corn STRUCTURAL CALCULATIONS FOR Durham Cogen Tigard Oregon CH2M HILL INC JOB TITLE Durham Cogen 1100 NE CIRCLE BLVD Durham,Oregon Corvallis, OR 97330 JOB NO. 240211 _SHEET NO. 541-768-3308 CALCULATED BY Nathan Wallace DATE 4/8/13 CHECKED BY DATE www.struware.com Code Search Code: International Building Code 2009 Occupancy: Occupancy Group= F Factory Occupancy Category & Importance Factors: Occupancy Category= Ill Wind factor= 1.15 Snow factor= 1.10 Seismic factor= 1.25 Type of Construction: Fire Rating: Roof= 1.O hr Floor= 0.0 hr Building Geometry: Roof angle (0) 0.00/12 0.0 deg Building length(L) 88.0 ft Least width (B) 43.3 ft Mean Roof Ht (h) 20.0 ft Parapet ht above grd 26.0 ft Minimum parapet ht 2.7 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 250 psf Partitions 15 psf CH2M HILL INC JOB TITLE Durham COgen 1100 NE CIRCLE BLVD (Turham,Oregon _ Corvallis, OR 97330 JOB NO. 240211 SHEET NO, 541-768-3308 CALCULATED BY Nathan Wallace DATE 4/8/13 CHECKED BY DATE Wind Loads : ASCE 7 - 05 Basic Wind Speed 95 mph Importance Factor 1.15 Occupancy Category III Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.902 Kh case 2 0.902 I Type of roof Monoslope AZ). z 4 Speed-up Topographic Factor (Kzt) V Z) Topography Flat x(upwind) x(do+.vnwind) Hill Height (H) 80.0 ft Ail.' H12 Half Hill Length (Lh) 100.0 ft ¢ H)2 H Actual H/Lh = 0.80 . I! .. . :.. Use H/Lh = 0.50 Modified Lh = 160.0 ft ESCARPMENT From top of crest: x= 50.0 ft Bldg up/down wind? downwind Z V(Z) H/Lh= 0.50 K, = 0.000 Speed up x/Lh= 0.31 K2= 0.792 V(Z) ,(upwind) ,6 x(downwind) z/Lh = 0.13 K3= 1.000 II H At Mean Roof Ht: ^'111211 A 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 = 20.0 ft However, if building h/B<4 then probably rigid structure(rule of thumb) B = 43.3 ft h/B= 0.46 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 (n,) = 0.0 Hz l? = 500 ft Damping ratio(13)= 0 z,i„ = 15ft /b= 0.65 c= 0.20 /a = 0.15 ga, gv= 3.4 Vz= 80.2 LZ = 427.1 ft N, = 0.00 Q= 0.92 R„= 0.000 IZ= 0.23 Rh = 28.282 q = 0 000 h= 20.0 ft G= 0.88 use G=0.85 Re = 28.282 q= 0.000 RL = 28.282 q= 0.000 gR = 0.000 R = 0.000 G = 0.000 CH2M HILL INC JOB TITLE Durham Cogen 1100 NE CIRCLE BLVD Durham,Oregon Corvallis, OR 97330 JOB NO. 240211 SHEET NO._ 541-768-3308 CALCULATED BY Nathan Wallace DATE 4/8/13 CHECKED BY DATE Enclosure Classification Test for Enclosed Building: 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 NO Ag 1600.0 sf Ao>4'or 0.01Ag NO Aoi 10.0 sf Aoi/Agi <_ 0.20 YES Building is NOT Agi 100.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao a 1.1Aoi Ao> smaller of 4'or 0.01 Ag Aoi/Agi s 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 adjustment to constant 0.00256 (caution -see code) : Altitude= 0 feet Average Air Density= 0.0765 Ibm/ft3 Constant= 0.00256 CH2M HILL INC JOB TITLE Durham Cogen ------ ----- 1100 NE CIRCLE BLVD Durham,Oregon Corvallis, OR 97330 JOB NO. 240211 _ SHEET NO. 541-768-3308 CALCULATED BY Nathan Wallace DATE 4/8/13 CHECKED BY DATE Wind Loads - MWFRS 11...60' (Low-rise Buildings) Enclosed/partially enclosed only Kz= Kh (case 1)= 0 90 Edge Strip (a)= 4.3 ft Base pressure(qh)= 20.4 psf End Zone (2a)= 8.7 ft GCpi = +/-0 18 Zone 2 length = 21.6 ft Wind Pressure Coefficients --Transverse Direction _ Longitudinal Direction Perpendicular 0-0 deg Parallel 0= 0.0 Surface GCpf w/-GCpi w/+GCpi GCpf w/-Gcpi w/+GCpi 40 0.58 0.22 0.40 0.58 0.22 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.37 -0.19 -0.55 -0.37 -0.19 -0 55 4 -0.29 -0.11 -0.47 -0.29 -0.11 -0.47 5 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 6 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 1E 0.61 0 79 0.43 0.61 0.79 0.43 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.43 -0.25 -0.61 Wind Surface Pressures (psf) 2 -10.4 -17.7 -10.4 -17.7 3 -3.9 -11.2 -3.9 -11.2 4 -2.2 -9.6 -2.2 -9.6 5 -5.5 -12.8 -5.5 -12.8 6 -5.5 -12.8 -5.5 -12.8 1E 16.1 8.8 16.1 8.8 - 2E -181 -25.5 -18.1 -25.5 3E -7.1 -14.5 -7.1 -14.5 4E -5.1 -12.4 -5.1 -12.4 Parapet Windward parapet= 32.3 psf (GCpn=+1.5) Windward roof Leeward parapet= -21.5 psf (GCpn=-1.0) overhangs = 13.9 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) T «,Rn Transverse direction (normal to L) ca•=ax•r,� ii • u�rm NNYnP,7c1F Interior Zone: Wall 14.1 psf �_ l r • 1 t t 1 Roof -6.5 psf " VLtrrbcAL End Zone: Wall 21.2 psf Roof -11.0 psf '" :-i f 1 Fs nr2 a-ws Longitudinal direction (parallel to L) - Interior Zone: Wall 14.1 psf TT<ANr'VERSE ELF V ATTON End Zone: Wall 21.2 psf F rxc � i t WA1L _ ,r " NOTE: Total horiz force shall not be less than that determined t -_I I • LL1 VERTICAL by neglecting roof forces(except for MWFRS moment frames). ii,__- 0 _._..___._____... L.C1N UTUDINAL ELE VATION Location of MWFRS Wind Pressure Zones CH2M HILL INC JOB TITLE Durham Cogen 1100 NE CIRCLE BLVD Durham,Oregon _ __ Corvallis,OR 97330 JOB NO. 240211 SHEET NO. 541-768-3308 CALCULATED BY Nathan Wallace DATE 4/8/13 CHECKED BY DATE ;.."..".: ZONE 2: lessor of 3 6 �` ' 0.5Bor2.5h 4` • •. ^� If. 2 is negative .. j.,..4E 3E ,-'��2 . 4E 3E` 2 bE - % 1 5 ""11111.:c ,..- 1 ':{:ra, .!2:: 5E ,4_1.1. „:-....,_. g CASE A fECON CASE B RANGE WIND DIRECTION RANGE NOTE:Torsional loads are 25%of zones 1 -6. See code for loading diagram. ASCE 7 -99 and ASCE 7-10 (& later) 6 ZONE 2:lessor of 4 15Bor2.5 h 4 3 r,•'' 2 If 2 is negative 2 6 4E 3E i" �i11i%/' d' - Z- `,fir j WIN D E RECTION ` n Transverse Direction Longitudinal Direction NOTE:Torsional loads are 25%of zones 1 -4.See code for loading diagram. ASCE 7 -02 and ASCE 7-05 CH2M HILL INC JoeTnE Durham Cogen 1100 NE CIRCLE BLVD Durham,Oregon Corvallis,OR 97330 JOB No. 240211 SHEET NO. 541-768-3308 CALCULATED BY Nathan Wallace DATE 418/13 CHECKED BY DATE Wind Loads -Components & Claddina : h <=60' Kh(case 1)= 0.90 h= 20.0 ft Base pressure(qh)= 20.4 psf a= 4.3 ft Minimum parapet ht= 2.7 ft GCpi= +/-0.18 Roof Angle(9)= 0.0 deg Type of roof= Monoslope Roof GCp+/-GCpi Surface Pressure(psf) User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 500 sf Negative Zone 1 -1.18 -1.11 -1.08 -24.0 -22.6 -22.0 -22.3 -22.0 Negative Zone 2 -1.98 -1.49 -1.28 -40.3 -30.4 -26.1 -27.9 -26.1 Negative Zone 3 -2.98 -1.79 -1.28 -60.7 -36.5 -26.1 -30.4 -26.1 Positive All Zones 0.48 0.41 0.38 10.0 10.0 10.0 10.0 10.0 Overhang Zone 1&2 -1.70 -1.63 -1.60 -34.6 -33.2 -32.6 -32.8 -22.4 Overhang Zone 3 -2.80 -1.40 -0.80 -57.0 -28.6 -16.3_ -21.4 -16.3 Overhang pressures in the table above assume an internal pressure coefficient(( pi)of 0.0 qp= 21.5 psf Surface Pressure(psf) User Input , Solid Parapet Pressure 10 sf 100 sf 500 sf 40 sf CASE A=pressure towards building(pos) CASE A:Interior zone: 58.1 39.6 37.2 47.0 CASE B=pressure away from bldg(neg) Corner zone: 79.6 39.6 37.2 55.6 CASE B:Interior zone: -40.7 -33.8 -29.1 -36.6 Corner zone: -46.5 -36.2 -29.1 -40.3 Wens GCp+/-GCpi Surface Pressure(psf) User input Area 10 sf " 100 sf 500 sf 10 sf 100 sf 500 sf - 50 sf 200 sf Negative Zone 4 -1.17 -1.01 -0.90 -23.8 -20.6 -18.3 -21.6 -19.6 Negative Zone 5 -1.44 -1.12 -0.90 -29.3 -22.9 -18.3 -24.8 -20.9 Positive Zone 4&5 1.08 0.92 0.81 22.0_ 18.8 16.5 19.7 17.8_ Note:GCp reduced by 10%due to roof angle<=10 deg. CH2M HILL INC JOB TITLE Durham Cogan 1100 NE CIRCLE BLVD Durham,Oregon Corvallis,OR 97330 JOB NO.240211 SHEET NO. 541-768-3308 CALCULATED BY Nathan Wallace DATE 4/8/13 CHECKED BY DATE Location of C&C Wind Pressure Zones 0111■• a a Z- 8 r 1 >01 a g{c _i _ 0_ .o 1 2' 1 3O v 0 f<l I © 0 Q QHD Q l � ® a j 1 � 1 I 0.04F.- R ^�,,1 A I 1 WALL �! — ; ICJ -- — 4 I © Roofs w/ 9 s 10° Walls h S 60' Gable,Sawtooth and and all walls &alt design h<90' Multispan Gable 0 S 7 degrees& Monoslope roofs h>60' Monoslope S 3 degrees 3°<0 s 10° h S 60'&aft design h<90' h S 60'&aft design h<90' • rIll raiLl 1 1 el rtiii /All r,..2 A at 1 ) 1vi3 .} a L. ! A B C DI i - ,(3),./ aI NIX,' ...rt. I 1 71 c.23 1 a I 2 0 �1 l �1 . a al U _ j i I , rJ , 47-1- c a - J I - ?` 0 A t i 0. © ) 7 (9 I Monoslope roofs Multispan Gable& Hip r < 0 s 27° 1 10°<8s30* Gable 7' <O s 45' h S 60'&alt design h<90' -I 1 0 3 a Sawtooth 10°<e s 45° h 5 60'&alt design h<90' ��/� 0)./m 0 ,�r o ,'' ` ` J WV1 WV2 W1 W2 WV3 W W Stepped roofs e s 3' hS60'&aft design h<90' CH2M HILL INC JOB TITLE Durham Cogen 1100 NE CIRCLE BLVD Durham,Oregon Corvallis,OR 97330 JOB NO. 240211 SHEET NO. 541-768-3308 CALCULATED BY Nathan Wallace DATE 4/8/13 CHECKED BY DATE Snow Loads : ASCE 7-05 Roof slope = 0 0 deg Horiz.eave to ridge dist(W)= 43.3 ft Roof length parallel to ridge(L)= 88.0 ft Type of Roof Monoslope Ground Snow Load Pg = 30.0 psf Occupancy Category = III Importance Factor I = 1.1 Thermal Factor Ct = 1.00 Exposure Factor Ce = 1.0 Pf=0.7-Ce"CYI'Pg = 23.1 psf Unobstructed Slippery Surface(per Section 7.4) no Sloped-roof Factor Cs = 1.00 Balanced Snow Load Ps = 23.1 psf Rain on Snow Surcharge Angle 0.87 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 0.0 psf Ps plus rain surcharge = 23.1 psf Minimum Snow Load Pfmin = 22.0 psf NOTE•Alternate spans of continuous beams Uniform Roof Design Snow Load = 23.1 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,paraoets�etc more than 15'long Upwind fetch lu = 34.5 ft Projection height h = 12.0 ft Snow density g = 17.9 pct Balanced snow height hb = 1 29 ft he = 10 71 ft �/ he/hb>0.2= 8.3 Therefore,design for drift Surcharge Load Drift height hd = 1 52 ft :Due to DTdung Drift width w = 6.06 ft Surcharge load: pd=y`hd= 27.1 psf h he hd pd Balanced Snow load: = 23.1 psf -,- 50.2 psf tialarced Snow Load Windward Snow Drifts 2-Against walls parapets,etc> 15' hr 1111111111111111111 II Upwind fetch lu = 44.0 ft W 4 Projection height h = 5.2 ft 1.1. Ill -' Snow density g = 17.9 pcf Balanced snow height hb = 1.29 ft he = 3.91 ft hc/hb>0.2= 3.0 Therefore,design for drift Drift height hd = 1.74 ft Drift width W = 6.95 ft Surcharge load: pd=y'hd= 31.1 psf Balanced Snow load = 23.1 psf 54 2 psf CH2M HILL INC JOB TITLE Durham Cogen 1100 NE CIRCLE BLVD Durham,_Oregon Corvallis,OR 97330 JOB NO.240211 SHEET NO. 541-768-3308 CALCULATED BY Nathan Wallace DATE 418/13_ CHECKED BY DATE Seismic Loads: IBC 2009 Occupancy Category: III Importance Factor(I) 1.25 Site Class D Ss(0 2 sec)= 93.00%g S1 (1.O sec)= 3300%g Fa= 1.128 Sms= 1.049 Sos= 0.699 Design Category= D Fv= 1.740 Sm1 = 0.574 So, = 0.383 Design Category= D Seismic Design Category= D Number of Stones: 1 Structure Type: All other building systems Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: No Building System Bearing Wall Systems Seismic resisting system Special reinforced masonry shear walls System Structural Height Limit: 160 ft Actual Structural Height(hn)= 20.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient(R)= 5 Over-Strength Factor(00)= 2.5 Deflection Amplification Factor(Cd)= 3.5 cos= 0.699 Spi= 0.383 p=redundancy coefficient Seismic Load Effect(E)= p QE+l-0.2Sos D = P QE +l- 0.140D QE=horizontal seismic force Special Seismic Load Effect(Em)= Do QE+1-0.2Sos D =2.5 QE +l- 0.140D D=dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis -Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coet. (C1)= 0.020 Cu= 1.40 Approx fundamental period(Ta)= CTh„"= 0.189 sec x=0 75 Tmax=CuTa= 0.265 User calculated fundamental period(T)= 0 sec Use T= 0.189 Long Period Transition Period(TL)= ASCE7 map= 16 Seismic response coef.(Cs)= SosUR= 0 175 need not exceed Cs= Sdl I ART= 0.506 but not less than Cs= 0.044Sdsl= 0.038 USE Cs= 0.175 Design Base Shear V= 0 175W Model&Seismic Response Analysis - Permitted(see code for procedure) ALLOWABLE STORY DRIFT Structure Type. All other structures Allowable story drift= 0.015hsx where hsx is the story height below level x CH2M HILL INC JOB TITLE Durham Cogen 1100 NE CIRCLE BLVD Durham, Oregon Corvallis, OR 97330 JOB NO. 240211 SHEET NO. 541-768-3308 CALCULATED BY Nathan Wallace _ DATE 4/8/13 CHECKED BY DATE Seismic Loads - cont. : Seismic Design Category(SDC)= D 1 = 1.25 CONNECTIONS Sds = 0.699 Force to connect smaller portions of structure to remainder of structure Fp= 0.133Sdswp= 0.093 wp or Fp= 0.05wp= 0.05 wp Use Fp = 0 09 w, w2=weight of smaller portion Beam, girder or truss connection for resisting horizontal force parallel to member Fp= no less than 0.05 times dead plus live load vertical reaction Anchorage of Structural Walls to elements providing lateral support Fp = 0.10Ww = 0.10 Ww or Fp =0.8SdsIWw= 0.699 Ww (for flexible diaphragm) Fp= 0.699 Ww Fp=0.4SdsIWw= 0.35 Ww (for rigid diaphragm) Fp= 0.35 Ww but Fp shall not be less than 350 plf =400Sdsle MEMBER DESIGN Bearing Walls and Shear Walls(out of plane force) Fp= 0.4SdsIWw= 0.350 ww but not less than 0.10 vv,, Use Fp= 0 35 w,, Diaphragms Fp= (Sum Fi/Sum Wi)Wpx +Vpx= (Sum Fi/Sum Wi)Wpx+Vpx need not exceed 0.4 SdslWpx +Vpx= 0.350 Wpx+ Vpx but not less than 0.2 SdslWpx +Vpx= 0.175 Wpx+ Vpx ARCHITECTURAL COMPONENTS SEISMIC COEFFICIENTS Architectural Component : Cantilever Elements (Unbraced or Braced to Structural Frame Below Its Center of Mass): Parapets and cantilever interior nonstructural walls Importance Factor(Ip) : 1.0 Component Amplification Factor(an)= 2.5 h= 20.0 feet Comp Response Modification Factor(RP) = 2.5 z= 20 0 feet z/h = 1.00 Fp= 0.4apSdslpWp(1+2z/h)/Rp= 0.839 Wp not greater than Fp= 1.6SdslpWp= 1.119 Wp but not less than Fp= 0.3SdslpWp= 0.210 Wp use Fp= 0.839 Wp MECH AND ELEC COMPONENTS SEISMIC COEFFICIENTS Mech or Electrical Component : Air-side HVAC, fans, air handlers, ac units, cabinet heaters, air distribution boxes, and other mechanical components constructed of sheet metal framing. Importance Factor(Ip) : 1.5 Component Amplification Factor(ar) = 2.5 h= 20.0 feet Comp Response Modification Factor(RP)= 6 z= 20.0 feet zlh = 1.00 Fp= 0.4apSdslpWp(1+2z/h)/Rp= 0.525 Wp not greater than Fp = 1.6SdsIpWp= 1.678 Wp but not less than Fp= 0.3SdslpWp= 0.315 Wp use Fp= 0.525 Wp CH2M HILL INC JOB TITLE Durham Cogen 1100 NE CIRCLE BLVD Durham, Oregon Corvallis,OR 97330 JOB NO. 240211 SHEET NO. 541-768-3308 CALCULATED BY Nathan Wallace DATE 418/13 CHECKED BY DATE Roof Design Loads Items 1Description Multiple psf(max)] psf(min) Roofing Single ply 1.0 1.0 Decking Metal Roof deck, 1.5,22 ga. 1.7 1.2 Framing Steel roof beams&girders 5.0 3.0 Insulation Rigid insulation, per 1" x 6.0 9.0 4.2 Ceiling Suspended acoustical tile x 0.0 0.0 0.0 Mech& Elec Mech. &Elec. x 15.0 /S" .30.0 0.0 Misc. Misc. x 10.0 5.0 0.0 0.0 0.0 7.5 inch concrete deck 70.0 85.0 _ Actual Dead Load -1-24-4 S 94.4 Use this DL instead 0 20.0 0 9.0 Live Load 20.0 0.0 Snow Load 'O.23:t 0.0 Wind(zone 2- 100sf) 10.0 -26.1 ASD Loading D+ S 144:8- 137- - D+0.75(W + S) 145'5 I3? - 0.6"D+W - 30.6 LRFD Loading 1.2D+ 1.6 S +0.8W 191.0 - 1.2D+ 1.6W+0.5S 173.6 - 0.9D+ 1.6W 43.2 Roof Live Load Reduction Roof angle 0.00/ 12 0.0 deg 0 to 200 sf: 20.0 psf 200 to 600 sf: 24-0.02Area, but not less than 12 psf over 600 sf: 12.0 psf 300 sf 18.0 psf 400 sf 16.0 psf 500 sf 14.0 psf User Input: 450 sf 15.0 psf l T DruFr zomE22 D+S, l07- 6a f,67P'r CH2M HILL INC JOB TITLE Durham Cogen 1100 NE CIRCLE BLVD Durham,Oregon Corvallis,OR 97330 JOB NO. 240211 SHEET NO. 541-768-3308 CALCULATED BY Nathan Wallace DATE 4/8/_13_ CHECKED BY DATE WWW struware corn CODE SUMMARY Code: International Building Code 2009 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 Typical Floor 250 psf Partitions 15 psf Dead Loads: Floor 100.0 psf Roof 121 7 psf Wind Design Data: Basic Wind Speed 95 mph Importance Factor 1 15 Occupancy Category Ill Mean Roof Ht (h) 20.0 ft Exposure Category C Enclosure Classif. Enclosed Building Internal pressure Coef. +/-0.18 Directionality (Kd) 0.85 Roof Snow Loads: Design Uniform Roof Snow load = 23.1 psf Flat Roof Snow Load Pf = 23.1 psf Balanced Snow Load Ps = 23.1 psf Ground Snow Load Pg = 30.0 psf Importance Factor I = 1 10 Snow Exposure Factor Ce = 1.00 Thermal Factor Ct = 1.00 Sloped-roof Factor Cs = 1.00 Earthquake Desiqn Data: Occupancy Category = III Importance Factor I = 1.25 Mapped spectral response acceleratk Ss = 93 00 %g S1 = 33.00 %g Site Class = D Spectral Response Coef Sds = 0.699 Sd1 = 0.383 Seismic Design Category = D Basic Structural System = Bearing Wall Systems Seismic Resisting System = Special reinforced masonry shear walls Design Base Shear V = 0.175W Seismic Response Coef Cs = 0 175 Response Modification Factor R = 5 Analysis Procedure = Equivalent Lateral-Force Analysis CH2M HILL INC JOB TITLE Durham Cogen 1100 NE CIRCLE BLVD Durham,Oregon Corvallis,OR 97330 JOB NO.240211 SHEET NO. 541-768-3308 CALCULATED BY Nathan Wallace DATE 4/8/13 CHECKED BY DATE MAY struware.com CODE SUMMARY- continued Component and cladding wind pressures Roof Surface Pressure(psf) Area 10 sf I 50 sf ( 100 sf Negative Zone 1 -24.0 -22.6 -22.0 Negative Zone 2 -40.3 -30.4 -26.1 Negative Zone 3 -60.7 -36.5 -26.1 Positive All Zones 10 0 10.0 10 0 Overhang Zone 1&2 -34.6 -33.2 -32.6 Overhang Zone 3 -57.0 -28.6 -16.3 Parapet Solid Parapet Pressure(psf) Area 10 sf 100 sf 500 sf CASE A Interior zone 58.1 39.6 37.2 Corner zone 79.6 39.6 37.2 CASE B. Interior zone -40 7 -33.8 -29.1 Corner zone -46.5 -36.2 -29.1 Wall Surface Pressure(psf) Area 10 sf 1 100 sf [ 500 sf Negative Zone 4 -23.8 -20.6 -18.3 Negative Zone 5 -29.3 -22.9 -18.3 Positive Zone 4&5 22.0 18.8 16.5 Seismic In Plane Lateral Analysis Cogen Building 00 CH2NIHILL. Job No29OZI Sheet No. Job Name P v RHAm (a&1/V Date 40A//I 3 Subject S. .2 SMT( %FS=4+.) Computed By Al GUM LE Checked By Sri-.rr)Z( fA'AWE WSriv l 3ciupJ-Tow : 7ygEva OwziJ6 Cl4LCuVArai to . )v6 00 O/f Rci-77..s e.AL(WI,i.aKA p, 1Fir 2J)J , fff 11 IF 5E.T44-( Roof . i o7PsF (, piu Poor) Poor AnFA = r 13.zS'_ 3, 8.o61 goo? WT =/o7P.F-,e 3, ?a it' z yo7 vc .1-6.79 goo,z _ 209'14- DWA° LAO HI Poer Ai? A— )2 8F'- r, ash P 1-/r6H adori )l = 1oc6*zc Zo P5" rt, S SEE'ATIAtrif2 W Pelt lAyout ion a WA.L wErde3 , He (0) wE l6-Hr(K) U!ALL , - ,y1 W�K) frisb +0 Raof Tflb fo Root Q 7775*4 I24 4' . 0- ) 6&5 Iz7S' Jos © Z 07/ 124 ro a 330 /8.0' vi./ 0 ZYi 129 loo 310 /y l91 Q Za' 129 95.67 117 ir /a Sc? O Zo / y$j ` 8.33 2 10 9 ( Z01 g 1111,17 16. l0 8.y a =a/ yg S' S 1rn V ® 20' 129 , 1/5.C1- Jig r S9 27:7s' Iii ysb-7 163.5 1775/ -t6t711 12127$ K j EFFECTIVE S gn rc MKS) Jgovt+ v,lAw 010 CNi�H��. Job No. 2`i°V/ Sheet No. low Job Name OUR/JAS! COCA✓ Date MO/13 Subject IF 5/11,r c QA"TIGN Computed By IN Checked By SEEMsc _rtu P(Auk- DFSSGN ((oNr) To TA L EcFECirtIE SFI), c U-►T = yo7t 59.2 tl 27S 'r riffy ©.)?s- (SEE C oA9 PPIkrCoit19ur� V=0-17s- 1,-N/ "`- , 3°s El S/FAlt DETFMLIVE ERE cTIVE SETistic wr rlrIBulMy rd Tf/E i Ailu goon on rye- COGFP 13UCOJN6- /Zook wT + PAPAPFT + /x WAIL 11)T = y07-71-51,2 + 766,1= 1/-23-1A11 V - =0,17SA),23?,tS -42)OcJ SHEP Lopko ro MAgu RooF PIAPHRAGM CH HILL. Job No Sheet No. Job Name ])URHP44 Cc&FMJ Date .51703 Subject C-7:.-cp&sFh1 13u t(D I.)6 Mica lec Computed By (u ,t,A tFc Checked By ht —/ �d �1I ►'P�G'�A/� � #er's/ D,5S .t.Pr ? J'. 7'&E F'm cc ou kwer Dr .' rh+H Cccc N 404.,.11-tPzAi6- J2,I601 itmr.prik MIRA Fo1 44-141 CoAatAXr. A 6 4 EI &RN gray 0 urn- �O Q 2 S 3) 3_,SWEP /�t o 7 � s shear wall number see c�* 1T.4 ��'4+' S�J -�iiGY Y-Y1+1'1 analysis group output SE 1 .FC .$ SEZMZC Erfoctive wr GriM)1-104oA P\ • D�cK / i3 ' ?o9 '= 7k<(-mu w��s , ors �xi/. ' 21'f -. IZK . �r •K Snit) WPB. = i'.Zo 17 ibrAL-- 7 Kt 58,3'x:+?Mg — 7 • SC-_ 13$ 51 it FcfR + tAG-P1'�d�-<< IA* 1)/14 I -7 vc- 0-s Onstriuk, paco /NP Est' L;oAO �' 1f � a T k � &zoos To gtp.it 1 A94412"444 A's-e CH2HILL. Job No. M Sheet No. Job Name aoriA1'4 < 0&E/J Date .57Z,i2 7//3 Subject C 0 -175/J 13 0-2(P-L06- r Go k- Computed By AibUN-LkcE Checked By A„z'cy_poor 7E G1U b PfAPMeAG) 5 5t2`.SI42t(_ UJ,.lk,w Prcu= la 7 ?3", Oyu uJA-c s — 16(1;.y%)(iv n 'f2 t y),y-ty 2/N+ /8. 26 = 39. Z2 STup 17.3Y y.S� 7-07-,Ac = 3 39,70A+ y.sK.v y776" ]7S• ei770-- 8 ,7 K SHWA'? To D.t1 1TrAGM '3 • g,Z�K 0-- 1 • 1 -..� trIVAg• l_-s MECfcou - PIRE(F,140 20A0 12t. 7X1iuTlOU p. i)/fMM Tii.'cE C(4\1V ro ?ME PP.,1erki Nathan M.Wallace CH2M HILL \\Midway\proj\CleanWaterServicet\422389DurhamCogen\5D2-Cogen_and_Brown_Grease Facility\Structural\Cog€ Summary Report 1100 NE Circle Blvd Corvallis OR 541-786-3306 Alk Rigid Diaphragm Analysis Story height=20 ft Eccentricity X=4.400,Y=2.167 ft Concrete(F'c=4 ksi) E=519120,G=221846 Ksf Center of Mass X=0 ft Center of mass Y=0 ft • 0 • • 0 • Service Cases: 1) Seismic Loads -X Direction 2) Seismic Loads -Y Direction Factored Cases: <none> Story deflection(X-direction)=0.0002 ft Story deflection(se-direction)=0 ft +13.2k from high Story rotation=0 deg roof=132.4kip or 11% Story torsional moment=1322 K-ft Center of Rigidity X-coord=0.0274 ft Increase in load. Center of Rigidity Y-coord=3.953 ft Wall 1-Wall#1 Horizontal(X)stiffness=550869 K/ft Wall 2-Wall#2 Horizontal(X)stiffness=779452 K/ft 120.2 K Wall 3-Wall#3 ,.4-_ —4-4 _` Vertical(()stiffness=374595 K/ft 8.604K I Wall4-Wall#4 ,I Vertical(Y)stiffness=375517 K/ft Wall 5-Wall#5 yy Verticai(Y)stiffness=365384 K/ft 10.18K ..- Verticat(Y)stiffness=365384 K/ft -0. K Wall 7-Wall#7 Horizontal(X)stiffness=69882 K/ft 54.64 ,436 K 53.29 01.51 -X.506 K 54.77 KK-7.445 K Shealrwall design was based on Analysis Group results. The 84'98 . calculations have been checked to + $.! K - � make sure none of the walls are more LI +1.9k from high roof= than 89% utilized so the can resist an 56.54k or 3.5%increase addition 11%of load from the high same increase as wall 3 roof. +2.4k from high roof= 55.7k or 4.5%increase d,AnalysisGroup 3.5 www iesweb.com May 13,2013 11:28 AM p.1 Nathan M.Wallace CH2M HILL 1100 NE Circle Blvd 11 MidwaOR yl proj1CleanWaterService f.1422389DurhamCogen15D2-Cogen and_Brown_Grease_FacilitylStructural\Coge Summary Report Corvallis 541-786- Design shear force=93.77 K Openirn x y Widtl Height Pie Width Height Force Stress OTM it► ft ft ft ft ft ft K Ksf K-ft 1 18 6 12 12 1 88 8 93.77 1.066 750.2 I2 70.67 6 12 12 2 40.67 5.330 63.69 1.566 339.5 • i 3 46 3.335 6 6.670 3 12 12 15.71 1.309 188.5 • [1(1 X ,4 19 6.670 35.21 1.853 234.9 5 11.33 12 14.37 1.268 172.5 6 15.67 6.670 28.48 1.817 190.0 Cantilever Horizontal(X)Stiffness=550869 K/fl 1 Length=88 ft - Vertical(Y)Stiffness=0 K/ft Thickness=1 ft Coupled Stiffness=0 K/ft E=519120 Ksf Direct Shear=84.98 K G=221846 Ksf Torsional Shear=8.795 K Overturning Moment=1875 K-ft Deflection=0.0002 ft .. I. Controlling Load Case:Seismic Loads-X Direction Design shear force=120.2 K Openin x y Width Height Pie Width Height Force Stress OTM i> ■ ft ft ft ft ft ft K Ksf K-ft 1 38.66 3.335 3.330 6.670 1 88 3 120.2 1.366 360.7 2 40.50 15.50 13 3 2 34 3 54.48 1.602 163.5 3 41 3 65.76 1.604 197.3 jar 4 88 7.330 120.2 1.366 881.4 5 37 6.670 52.41 1.416 349.6 6 47.67 6.670 67.83 1.423 452.4 Fixed Horizontal(X)Stiffness=779452 K/ft Length=88 ft Vertical(Y)Stiffness=0 K/ft Thickness=1 ft Coupled Stiffness=0 Klft E=519120 Ksf Direct Shear=120.2 K G=221846 Ksf Torsional Shear=-8.604 K Overturning Moment=2405 K-ft Deflection=0.0002 ft I Controlling Load Case:Seismic Loads-X Direction Design shear force=62.07 K Openin x y Width Height r Pier Width Height 1 Force Stress OTM it1 ft ft ft ft ft ft K Ksf K-ft 1 10.33 3.335 3.330 6.670 Pier 1 43.33 13.33 62.07 1.432 827.4 Pier 2 8.670 6.670 11.70 1.349 78.03 Pier 3 31.33 6.670 50.38 1.608 336.0 0 • Fixed Horizontal(X)Stiffness=0 K/ft Length=43 33 ft Vertical(Y)Stiffness=374595 K/ft Thickness=1 ft Coupled Stiffness=0 K/ft E=519120 Ksf Direct Shear=54.64 K G=221846 Ksf Torsional Shear=7.436 K Overturning Moment=1241 K-ft j Deflection=0.0002 ft Controlling Load Case.Seismic Loads-YDirection in AnalysisGroup 3.5 www.iesweb.corn May 13.2013 11:28 AM p.2 Nathan M.Wallace CH2M HILL 1\Midwaylproj\CleanWaterServices1422389DurhamCogen1 5D2-Cogen_and_Brown_Grease_Facility\Structural\Cogw Summary Report 1100 NE Circle Blvd Corvallis OR 541-786-3306 Design shear force=54.77 K Openin x y Width Height Pier Width Height Force Stress OTM ft ft ft ft ft ft K Ksf K-ft 1 29.65 3.335 3.330 6.670 Pier 1 43.33 13.33 54.77 1.264 730.1 Pier 2 27.98 6.670 39.27 1.403 261.9 Pier 3 12.02 6.670 15.50 1.290 103.4 I Fixed Horizontal(X)Stiffness=0 K/ft Length=43.33 ft Vertical(Y)Stiffness=375517 K/ft Thickness=1 ft Coupled Stiffness=0 K/ft E=519120 Ksf Direct Shear=54.77 K G=221846 Ksf Torsional Shear=-7.445 K Overturning Moment=1095 K-ft Deflection=0.0001 ft Controlling Load Case Seismic Loads-Y Direction Design shear force=54.81 K Openin x y Width Height Pie Width Height Force Stress OTM ft ft ft ft ft ft K Ksf K-ft 1 38.66 3.335 3.330 6.670 1 42.67 2 54.81 1.285 109.6 2 38.66 16.50 5 3 2 36.16 3 53.88 1.490 161.6 3 1.502 3 0.9263 0.6168 2.779 4 42.67 8.330 54.81 1.285 456.6 *.) 5 37 6.670 53.93 1.457 359.7 6 2.337 6.670 0.8829 0.3779 5.889 Fixed Horizontal(X)Stiffness=0 K/ft Length=42.67 ft Vertical(Y)Stiffness=365384 K/ft Thickness=1 ft Coupled Stiffness=0 Kitt E=519120 Ksf Direct Shear=53.29 K G=221846 Ksf Torsional Shear=1.515 K Overturning Moment=1096 K-ft Deflection=0.0002 ft I Controlling Load Case:Seismic Loads-Y Direction Design shear force=53.29 K Openin x y Width Height Pie Width Height Force Stress OTM ft ft ft ft ft ft K Ksf K-ft I1 38.66 3.335 3.330 6.670 1 42.67 2 53.29 1.249 106.6 } 2 38.66 16.50 5 3 2 36.16 3 52.39 1.449 157.2 3 1.502 3 0.9007 0.5998 2.702 4 42.67 8.330 53.29 1.249 443.9 5 37 6.670 52.44 1.417 349.7 6 2.337 6.670 0.8585 0.3674 5.726 Fixed Horizontal(X)Stiffness=0 Kilt Length=42 67 ft Vertical(Y)Stiffness=365384 K/ft Thickness=1 ft Coupled Stiffness=0 K/ft E=519120 Ksf Direct Shear=53.29 K G=221846 Ksf Torsional Shear=-1 506 K Overturning Moment=1066 K-ft Deflection=0.0001 ft Controlling Load Case:Seismic Loads-Y Direction },'AnalysisGroup 3 5 www.iesweb.corn May 13,2013 11-28 AM p.3 Nathan M.Wallace CH2M HILL 1100 NE Circle Blvd Corval 1Mlis idwOR a \projl CleanWaterServices1422389DurhamCogen\5D2-Cogen and_Brown_Grease_Facility\Structural\Coge Summary Report 5111.11Miiiiiiiiiiiiiiiiii Litt Design shear force=10.78 K Openin x y Width Height Pie Width Height Force Stress OTM No- ft ft ft ft ft ft K Ksf K-ft 1 12.34 3.335 3.330 6.670 1 17.33 2 10.78 0.9329 21.56 2 8.670 16.50 10 3 2 3.670 3 5.397 2.206 16.19 3 3.663 3 5.383 2.204 16.15 4 17.33 8.330 10.78 0.9329 89.80 5 10.67 6.670 9.401 1.322 62.71 . 6 3.333 6.670 1.379 0.6206 9.199 Length=17 33 ft Horizontal(X)Stiffness=69882 KM Thickness=0.6667 ft Vertical(Y)Stiffness=0 K!ff T k1es0 0. Coupled Stiffness=0 K/ft G=221846 Ksf Direct Shear=10.78 K Torsional Shear=-0 1908 K Overturning Moment=215.6 K-ft Deflection=0.0002 ft Controlling Load Case.Seismic Loads-X Direction is'AnalysisGroup 3 5 vow.,iesweb corn May 13,2013 11.28 AM p.4 Nathan M.Wallace CH2M HILL Service Case Results 1 Midway\proj\CleanWaterService61 422389DurhamCogen\5D2-Cogen_and_Brown_Grease Facility\Structural\Cogf 1100 NE Circle Blvd Corvallis OR 541-786-3306 Seismic Loads-X Direction -k , / Fo S 7 S ■ 120.2 K -I- S t. i / -8.804 K _ 10.78 K -0.1 K i 0K -10.28K 0K0r2.094K DES 2.081K 0K111 "0.29K I ^i-----84.98 K _ 8.795 K • �„,AnalysisGroup 3.5 www.iesweb.com May 13,2013 11:28 AM p.5 Nathan M.Wallace CH2M HILL Service Case Results 11 Midway\proj1CleanWaterServicef1422389DurhamCogen\5D2-Cogen_and_Brown Grease Facility\Structural\Cog( 1100 NE Circle Blvd Corvallis OR Seismic Loads-X Direc 54MINIIIIL. AI Design shear force=93.77K Openin x y Widti Height Pie Width Height Force Stress OTM ft ft ft ft ft ft K Ksf K-ft 1 18 6 12 12 1 88 8 93.77 1.066 750.2 2 70.67 6 12 12 2 40.67 5.330 63.69 1.566 339.5 3 46 3.335 6 6.670 3 12 12 15.71 1.309 188.5 '0, 0. 4 19 6.670 35.21 1.853 234.9 5 11.33 12 14.37 1.268 172.5 6 15.67 6.670 28.48 1.817 190.0 Cantilever Horizontal(X)Stiffness=550869 K/ft Length=88 ft Vertical(Y)Stiffness=0 K/ft Thickness=1 ft Coupled Stiffness=0 K/ft E=519120 Ksf Direct Shear=84.98 K G=221846 Ksf Torsional Shear=8 795 K Overturning Moment=1875 K-ft Deflection=0.0002 ft Design shear force=120.2 K Openin x y Width Height Pie Width Height Force 1Stress I OTM Om- - ft ft •ft ft ft ft K Ksf K-ft 1 38.66 3.335 3.330 6.670 1 88 3 120.2 1.366 360.7 2 40.50 15.50 13 3 2 34 3 54.48 1.602 163.5 3 41 3 65.76 1.604 197.3 f 4 88 7.330 120.2 1.366 881.4 5 37 6.670 52.41 1.416 349.6 6 47.67 6.670 67.83 1.423 452.4 Fixed Horizontal(X)Stiffness=779452 K/ft Length=88 ft Vertical(Y)Stiffness=0 K/ft Thickness=1 ft Coupled Stiffness=0 K/ft E=519120 Ksf Direct Shear=120.2 K G=221846 Ksf Torsional Shear=-8.604 K Overturning Moment=2405 K-ft Deflection=0.0002 ft )esign shear force=-10.28 K Openin x y Width Height Pier Width Heigh Force Stress OTM 1110- ft ft ft ft ft ft K Ksf K-ft 1 10.33 3.335 3.330 6.670 Pier 1 43.33 13.33 -10.28 -0.2372 -137.0 Pier 2 8.670 6.670 -1.937 -0.2234 -12.92 Pier 3 31.33 6.670 -8.341 -0.2662 -55.63 1 ‘J Fixed Horizontal(X)Stiffness=0 K/ft Length=43 33 ft Vertical(Y)Stiffness=374595 K/ft Thickness=1 ft Coupled Stiffness=0 K/fl E=519120 Ksf Direct Shear=0 K G=221846 Ksf Torsional Shear=-10.28 K Overturning Moment=-205.6 K-ft Deflection=-2.74e-005 ft r'AnalysisGroup 3.5 www.iesweb.com May 13,2013 11:28 AM p.6 Nathan M.Wallace CH2M HILL Service Case Results 11 Midway\proj\CleanWaterService51422389DurhamCogen\5D2-Cogen_and_Brown Grease Facility\Structural\CogE 1100 NE Circle Blvd Corvallis OR 541-786-3306 Seismic Loads-X Direction Design shear force=10.29 K Openin x y Width Height Pier Width Heigh Force Stress OTM No- ft ft ft ft ft ft K Ksf K-ft 1 29.65 3.335 3.330 6.670 Pier 1 43.33 13.33 10.29 0.2375 137.2 Pier 2 27.98 6.670 7.377 0.2636 49.21 Pier 3 12.02 6.670 2.913 0.2424 19.43 6 Fixed HorizontaliX)Stiffness=0 K/ft Length=43.33 ft Vertical(Y)Stiffness=375517 KM Thickness=1 ft Coupled Stiffness=0 K/ft j E=519120 Ksf Direct Shear=0 K G=221846 Ksf Torsional Shear=10.29 K Overturning Moment=205.8 K-ft Deflection=2.74e-005 ft Design shear force=-2.094 K Openin x y Width Height Pie Width Height Force Stress OTM Plow . ft ft ft ft ft ft K Ksf K-ft 1 38.66 3.335 3.330 6.670 1 42.67 2 -2.094 -0.0491 -4.187 -r� 2 38.66 16.50 5 3 12 36.16 3 -2.058 -0.0569 -6.174 3 1.502 3 -0.0354 -0.0236 -0.1061 4 42.67 8.330 -2.094 -0.0491 -17.44 1 5 37 6.670 -2.060 -0.0557 -13.74 \\ 6 2.337 6.670 -0.0337 -0.0144 -0.2249 Fixed Horizontal(X)Stiffness=0 K/ft Length=42.67 ft Vertical(Y)Stiffness=365384 K/ft Thickness=1 ft Coupled Stiffness=0 K/ft E=519120 Ksf Direct Shear=0 K i G=221846 Ksf Torsional Shear=-2.094 K Overturning Moment=-41.87 K-ft Deflection=-5 73e-006 ft Design shear force=2.081 K Openin x y Width Height Pie Width Height Force Stress OTM Nom- ft ft ft ft ft ft K Ksf K-ft 1 38.66 3.335 3.330 6.670 1 42.67 2 2.081 0.0488 4.162 • 2 38.66 16.50 5 3 2 36.16 3 2.046 0.0566 6.138 3 1.502 3 0.0352 0.0234 0.1055 4 42.67 8.330 2.081 0.0488 17.33 5 37 6.670 2.048 0.0553 13.66 6 2.337 6.670 0.0335 0.0143 0.2236 Fixed Horizontal(X)Stiffness=0 K/ft Length=42.67 ft Vertical(Y)Stiffness=365384 K/ft Thickness=1 ft Coupled Stiffness=0 K/fl E=519120 Ksf Direct Shear=0 K G=221646 Ksf Torsional Shear=2.081 K Overturning Moment=41.62 K-ft Deflection=5 70e-006 ft e,,AnalysisGroup 3 5 www iesweb.corn May 13.2013 11:28 AM p.7 Nathan M.Wallace CH2M HILL Service Case Results \Midway\prof\CleanWaterService\422389DurhamCogen15D2-Cogen_and_Brown Grease Facility\Structural\Cog( 1100 NE Circle Blvd Corvallis OR 541.786.3 Seismic Loads-X Direction Design shear force=10.78 K Openin x y Width Height Pie Width Height Force Stress OTM ft ft ft it ft ft K Ksf K-ft • -- 1 12.34 3.335 3.330 6.670 1 17.33 2 10.78 0.9329 21.56. 2 8.670 16.50 10 3 2 3.670 3 5.397 2.206 16.19 3 3.663 3 5.383 2.204 16.15 4 17.33 8.330 10.78 0.9329 89.80 5 10.67 6.670 9.401 1.322 62.71 • 6 3.333 6.670 1.379 0.6206 9.199 Fixed Horizontal(X)Stiffness=69882 K/ft Length=17 33 ft Vertical(Y)Stiffness=0 K/ft Thickness=0.6667 ft Coupled Stiffness=0 K/ft E=519120 Ksf Direct Shear=10 78 K G=221846 Ksf Torsional Shear=-0.1908 K Overturning Moment=215.6 K-ft Deflection=0 0002 ft iTt AnalysisGroup 3.5 www.iesweb.com May 13,2013 11:28 AM p.8 Nathan M.Wallace CH2M HILL Service Case Results \Midwa \prof\CleanWaterServicest 422389DurhamCogen\5D2-Cogen_and_Brown_Grease_Facility\Structural\Cog( 1100 NE Circle Blvd Corvallis OR 541-786-3306 Seismic Loads-Y Direction - • A S 7 OK S ` 6.225 K OK ► 54.64 4 7.436 K 53.29 K•'1.515 K . IRS-1.506 K 54.77 h 7.445 K 1 i I ! I 1 0K -6.363 K f,'AnalysisGroup 3 5 www iesweb.corn May 13,2013 11:28 AM p.9 Nathan M.Wallace CH2M HILL Service Case Results I\Midwa l proj1CleanWaterServicet1422389DurhamCogen15D2-Cogen_and_Brown Grease_Facility\Structural\Cogs 1100 NE Circle Blvd Corvallis OR Seismic Loads-Y Direction 541-786.3 ilk Design shear force=-6.363 K Openin x y Widtl Height Pie Width Height Force Stress OTM It ft ft ft ft ft K Ksf K-ft 1 18 6 12 12 1 88 8 -6.363 -0.0723 -50.90 . 2 70.67 6 12 12 2 40.67 5.330 -4.322 -0.1063 -23.04 . 3 46 3.335 6 6.670 3 12 12 -1.066 -0.0888 -12.79 +• `ll' S 4 19 6.670 -2.389 -0.1258 -15.94 5 11.33 12 -0.9752 -0.0861 -11.70 6 15.67 6.670 -1.932 -0.1233 -12.89 Cantilever Horizontal(X)Stiffness=550869 K/ft Length=88 ft Vertical(Y)Stiffness=0 K/ft I Thickness=1 ft Coupled Stiffness=0 K/ft E=519120 Ksf Direct Shear=0 K G=221846 Ksf Torsional Shear=-6.363 K Overturning Moment=-127.3 K-ft Deflection=-1 16e-005 ft Design shear force=6.225 K Openin x y Width Height Pie Width Height Force Stress OTM ft ft ft ft ft ft K Ksf K-ft 1 38.66 3.335 3.330 6.670 1 88 3 6.225 0.0707 18.67 2 40.50 15.50 13 3 2 34 3 2.821 0.0830 8.462 t 3 41 3 3.404 0.0830 10.21 • 4 88 7.330 6.225 0.0707 45.63 5 37 6.670 2.713 0.0733 18.10 6 47.67 6.670 3.512 0.0737 23.42 Fixed Horizontal(X)Stiffness=779452 K/ft Length=88 ft Vertical(Y)Stiffness=0 K/ft Thickness=1 ft Coupled Stiffness=0 K/ft E=519120 Ksf Direct Shear=0 K G=221846 Kst Torsional Shear=6.225 K Overturning Moment=124.5 K-ft Deflection=7 99e-006 ft Design shear force=62.07 K Openin x y Width Height Pier Width Height Force Stress OTM Do- ft ft ft ft ft ft K Ksf K-ft 1 10.33 3.335 3.330 6.670 Pier 1 43.33 13.33 62,07 1.432 827.4 Pier 2 8.670 6.670 11.70 1.349 78.03 Pier 3 31.33 6.670 50.38 1.608 336.0 7 Fixed Horizontal(X)Stiffness=0 K/ft Length=43 33 ft Vertical(Y)Stiffness=374595 K!ft Thickness=1 ft Coupled Stiffness=0 K/ft E=519120 Ksf Direct Shear=54 64 K G=221846 Ksf Torsional Shear=7.436 K Overturning Moment=1241 K-ft I Deflection=0 0002 ft ISO AnalysisGroup 3.5 www.iesweb.corn May 13,2013 11:28 AM p.10 Nathan M.Wallace Service Case Results CH2M HILL y 1100 NE Circle Blvd Corvallis OR�roj\CleanWaterService$\422389DurhamCogen\5D2-Cogen_and_Brown_Grease_Facility1Structural\Cogt 541-786-3306 Seismic Loads-Y Direction Design shear force=54.77 K Openin x y Width Height Pier Width Height Force Stress OTM iii ft 'ft ft ft ft ft K Ksf K-ft 1 29.65 3.335 3.330 6.670 Pier 1 43.33 13.33 54.77 1.264 730.1 Pier 2 27.98 6.670 39.27 1.403 261.9 Pier 3 12.02 6.670 15.50 1.290 103.4 • Fixed I Length=43.33 ft Horizontal(X)Stiffness=0 K/ft Vertical(Y)Stiffness=375517 K/ft Thickness=1 ft Coupled Stiffness=0 K/ft E=519120 Ksf Direct Shear=54.77 K G=221846 Ksf Torsional Shear=-7 445 K Overturning Moment=1095 K-ft Deflection=0.0001 ft - 1 Design shear force=54 81 K Openin x y Width Height Pie Width Height Force Stress OTM Mom- ft •ft ft ft ft ft K Ksf K-ft 1 38.66 3.335 3.330 6.670 1 42.67 2 54.81 1.285 109.6 • 2 38.66 16.50 5 3 2 36.16 3 53.88 1.490 161.6 3 1.502 3 0.9263 0.6168 2.779 4 42.67 8.330 54.81 1.285 456.6 • 5 37 6.670 53.93 1.457 359.7 1 6 2.337 6.670 0.8829 0.3779 5.889 Fixed Horizontal(X)Stiffness=0 K/ft Length=42.67 ft Vertical(Y)Stiffness=365384 K/ft Thickness=1 ft Coupled Stiffness=0 K/ft E=519120 Ksf Direct Shear=53.29 K G=221846 Ksf Torsional Shear=1 515 K Overturning Moment=1096 K-ft Deflection=0.0002 ft Design shear force=53.29 K Openin i x y Width Height Pie Width Height Force Stress OTM iii ft ft ft ft ft ft K Ksf K-ft 1 38.66 3.335 3.330 6.670 1 42.67 2 53.29 1.249 106.6 • 2 38.66 16.50 5 3 2 36.16 3 52.39 1.449 157.2 3 1.502 3 0.9007 0.5998 2.702 4 42.67 8.330 53.29 1.249 443.9 •• 5 37 6.670 52.44 1.417 349.7 6 2.337 6.670 0.8585 0.3674 5.726 Fixed Horizontal(X)Stiffness=0 K/ft Length=42.67 ft Vertical(Y)Stiffness=365384 K/ft Thickness=1 ft Coupled Stiffness=0 K/ft E=519120 Ksf Direct Shear=53.29 K G=221846 Ksf Torsional Shear=-1.506 K Overturning Moment=1066 K-ft Deflection=0 0001 ft en AnalysisGroup 3.5 www.iesweb.corn May 13,2013 11:28 AM p.11 Nathan M.Wallace CH2M HILL Service Case Results \Midwa \proj\CleanWaterService9\422389DurhamCogen\5D2-Cogen_and_Brown Grease_Facility\Structural\Cog( 1100 NE Circle Blvd Corvallis OR 541-786-3306 Seismic Loads-Y Direction Design shear face=0.1 Openin x y Width Height Pie Width Height Force Stress OTM ft ft ft ft ft ft K Ksf K-ft • 1 12.34 3.335 3.330 6.670 1 17.33 2 0.1380 0.0119 0.2760 2 8.670 16.50 10 3 2 3.670 3 0.0691 0.0282 0.2073 3 3.663 3 0.0689 0.0282 0.2068 4 17.33 8.330 0.1380 0.0119 1.150 • 5 10.67 6.670 0.1204 0.0169 0.8028 6 3.333 6.670 0.0177 0.0079 0.1178 Fixed Horizontal(X)Stiffness=69882 K!ft Length=17.33 ft Vertical(Y)Stiffness=0 KIft Thickness=0.6667 ft Coupled Stiffness=0 K/ft E=519120 Ksf Direct Shear=0 K G=221846 Ksf Torsional Shear=0.1380 K Overturning Moment=2.760 K-ft Deflection=1.97e-006 ft AnalysisGroup 3.5 www.iesweb.corn May 13,2013 11:28 AM p.12 Nathan M.Wallace CH2M HILL Envelope Case Results Midway\proj\CleanWaterServicee\422389DurhamCogen\5D2-Cogen_and_Brown Grease_Facility\Structural\Cogr 1100 NE Circle Blvd Corvallis OH 541-786-3306 Minimum Values Eeisrnicitoaus --X Direction ' uirecuuri IMIIIIIIM' IMIIIIIIIMIMIIIIIII7' lb • t 9 OK -8.604 K OK -0.1 08 K 0 1 .10.28K 0K•-2.094K - 0ix.-1.506K OK8r7.445K i 1 ` .� -6.363 K .'AnalysisGroup 3.5 www.iesweb.com May 13,2013 11:28 AM p.13 Nathan M.Wallace CH2M HILL Envelope Case Results \\Midwayproj\CleanWaterServiceE\422389DurhamCogen\5D2-Cogen_and_Brown Grease Facility\Structural\Cogs 1100 NE Circle Blvd Corvallis OR — 541-786-3306 Maximum Values Seismic Loads -X Direction Seismic Loads -Y Direction 120.2 K , -� - 6.225 K 1 10.78 K 0.1 54.64 I.7.436 K 53.29 K.11.515 K . 1.12.081 K 54.77 K II 1029 K • 1 84.98 K - 8.795 K -- - - - AnalysisGroup 3.5 www.iesweb.com May 13,2013 11:28 AM p.14 Durham Engineer: N. Wallace CH2MHILL Cogen Building Sheet of 4/23/2013 Checked by: Project No. Masonry Shear Wall Design p Define Units Description This sheet calculates the strength of a shear wall. References 1) ACI530-08 Assumptions 1) Overturning moment on Shear Walls is Low. Conservativly neglect the benifit from compression in the wall and check the wall for combined bending + axial loading. General Input material and section properties,etc. (use headings 2 & 3 for subheadings) f • 200nps; compressive strength of masonry m F s := 24ksi Allowable reinforcing stress Es := 29000ksi Young's Modulus of steel Em := 900.f Em = 1800 ksi Young's Modulas of steel b := 12in block width Fvs := 75psi Shear Stress for steel alone Calculations Shear Wall 1 - Pier 3 (worst pier for this shear wall) 1211 Wall Length t:= 4.Sin Equivalent Wall thickness for 12" block grouted at 48inches d := L—4•in Depth to Tension Reinforcement ,:= 2011 Height of Wall V 15.7—kip ASD Shear force on Pier 1.4 M := 188.5kip•ft Overturning Moment on Pier P := 22kip Axial load from Roof seam on Compression end of shear wall Check Shear Capacity of Wall \\midway\Prod\CleanWaterServices Copyright 2005 by CH2MHILL, Inc. 1 of 5 \4223B9burhamCogen\5b2- Reproduction or distribution in whole or in Template Creator. part without the written consent of CH2MHILL, Cogen_and_Brown_Grease_Facility\structural Inc is prohibited. QC Reviewer CH2MHILL Durham Engineer: N. Wallace Sheet of 4123/2013 mob Cogen Building Checked by: Project No. 1.5V fv := d = 26.701 psi 82%utilized okay with additional load from high MVD:=M = 1.441 roof V•d Fvm := min[80psi-45psi•MVD,3.(4-MVD)• fm psi] if MVD 5 1.0 Fvm = 35psi min( fm•psi,3Spsi) otherwise Check := if(fv 5 Fvm,"Masonry OK",if(fv <- 1.33Fvs,"Need Shear Steel","Redo")) Check Momement Capacity of Wall Fb := 3—fm Fb = 666.667psi Allowable masonry flexural stress As := 0.88in2 As p := b•d P = 0.001 Es n := — n = 16.111 modular ratio Em 2-p.n k = 0.122 location of neutral axis jd := d- k-1 jd = 139.959•in lever arm 3.in jd 76.5%utilized okay with j d j = 1 additional load from high roof Ms:= p•d•b•F5 jd Ms= 246.329•kip•ft steel moment Mb := 2b•jd•b.k•d Mb = 795.211•kip•ft masonry moment aut:= if(M 5 min(Ms,Mb),"Masonry OK","Not okay") Check Compression in Masonry for combined axial plus flexure stress rpier 3.41 in Lc:= 24in tc := 11.875in \\midway\Proj\CkenWaterServices Copyright 2005 by CHMAHILL,Inc. 2 of 5 P \4223890urhaimCogen\BD2- Reproduction or distribution in whole or In Template Creator: Co9en and-erown_6rease_Facility\structural part without th;ncvnitteni of CH2MHILL, QC Reviewer: Durham Engineer: N. Wallace mor CH2MHILL Durham Building Sheet of 4/23/2013 Checked by: Project No. H 2 Fa:= 0.25 fm 1—114n pier) if rp r 5 99 Fa= 373.635 psi l Allowable Axial 2 Stress 70•rpier 0.25 fm otherwise MSJC Eq 2-17 and 2-18 f a:= P f a = 77.193 psi Axial tc'Lc Stress F'b := 1.33•Fb—fa F'b = 809.474 psi Available Flexural Stress Fm := fa+F'b Fm = 886.667 psi Total Available Masonry Stress 2M fb j k t d2 +fa fb= 237psi Stress in Masonry due to bending+flexure c a t,:= if(fb <_ min(F'b),"Masonry OK","Not okay") okay with additional load increase from high roof Summary diaphragm Uv:= fv = 0.763 ear i ization Ratio Fvm Um := M = 0.765 Bending Moment Utilization Ratio Ms Shear Wall 5 - Pier 6 (worst pier for this shear wall) := 2.33ft Wall Length 1:= 7.625in Pier will be solid grouted 4,:= L-4-in Depth to Tension Reinforcement It:. 20ft Height of Wall V:= .37kip AS() Shear force on Pier 1.4 ,i„:= 5.73kip-ft Overturning Moment on Pier L:= 2kip Axial load from Roof Beam on Compression end of shear wall Check Shear Capacity of Wall \\midway\Prof\CieanWaterServices Copyright 2005 by CH2MHILL,Inc. 3 of 5 \422389burhamCogen\5b2- Reproduction or distribution in whole or in Template Creator: part without the written consent of CH2MHILL, Cogen and_8rown_Srease_Facility\Structural Inc Is prohibited. QC Reviewer: Durham Engineer: N. Wallace CH2MH ILL Cogen Building Sheet of 4/23/2013 Checked by: Project No. 1.5V = 2.17psi dt = M 10.859 Vd = Lo := min[80psi—45psi•MVD, •(4—MVD psil if MVD 5 1.0 3 min( fm•psi,35psi) otherwise F 35psi , ,,:= if(f„ 5 Fvm,"Masonry OK",if(fy < 1.33Fvs,"Need Shear Steel","Redo")) Check Momement Capacity of Wall 4,:= 3—.fm Fb = 666.667psi Allowable masonry flexural stress , := 0.881n2 As 4• b•d p = 0.003 Es ,a„:= n = 16.111 modular ratio Em 2.p•n+ (p•n)2—p•n k = 0.269 location of neutral axis d— k 1 jd = 23.87•in lever arm 3•in _ d d j = 0.996 240,:= p•d•b•FS jd Ms = 42.012•kip•ft steel moment := 1•jd•b-k•d Mb = 51.203•kip•ft masonry moment ghsga,:= if(M .5 min(Ms,M,),"Masonry OK","Not okay") Check Compression in Masonry for combined axial plus flexure stress 'aPie�• 3.41in jo , 24in S.:= 11.875in \\midway\Proj\CleanWnterServices Copyright 2005 by CH2MHILL,Inc. 4 of 5 \422389burhamCogen\5b2- Reproduction or distribution In whole or In Template Creator: Cogen and_Brown Grease Facility\structural pert without the written consent of CH2MHILL, Inc prohlblted. QC Reviewer: Durham Engineer: N. Wallace v. CH2MHILL Cogen Building Sheet of 4/23/2013 mow Checked by: Project No. 2 ,f, ,:= 0.25.fm 1— 140•r . if r H 5 99 Fa= 373.63Spsi pier pier Allowable Axial 2 Stress 70•rpier 0.25 fm I H otherwise MSJC Eq 2-17 and l 2-18 4,:= 1' fa= 7.0 18psi Axial tc Lc Stress 11,:=,:= 1.33•Fb-fa Fb = 879.649psi Available Flexural Stress , ,:= fa+Fb Fm = 886.667 psi Total Available Masonry Stress liw:= +f 2 a fb = 82 psi j•k•tc•d Stress in Masonry due to bending+ flexure giajs := if(fb < min(Fb),"Masonry OK","Not okay") okay with additional load from high roof diaphragm Summary fv 0.062 Shear Utilization Ratio Fvm M = 0.136 Bending Moment Utilization Ratio , ,n+,,:= Ms \\midway\Proj\CkanWaterServiccs Copyright 2005 by CH2MHILL,inc. 5 of 5 Reproduction or distribution in whole or in \a22389DurharmCogen\5oz- Template Creator: part without the written consent of CH2MHILL, Cogen Brown_6rease_Facility\Structural Inc is 19:1 ked• QC Reviewer: CH2MHILL. Job No. Sheet No. 111010. 17VJZ)JA(Y� C off, Date 3/7-4//1 Job Name Subject L LFAI Computed By /V L1.1Ati,A(.1r Checked By See the Analysis Group HE(K J FAM SF AT 0512' 467 Model results. gFAIY G-R z.n�,r - 6/0 r ; f, .'�1'F1 ) MA: - ).T• Ft-j, =1.1- s CAc 'i>' f • c.2 S (; - d.ZS•JSrad''I- V F- •-z , ? A/}j= `r t),: I - G r,' ; f. .r ptATp :A)i f;; wr ` ,w ^ } u i } _ } '}r,_„� J� I ..A z . F F f'C 1 z-6h rR .� r d __ CZ -167 a.so h = o,6 S'" pLA TE This calculation designs the roof beam seat connection to the CMU wall at the COGEN Building C112IWIHILL. Job No. Sheet No Job Name PUgiiii\ (:*-)('...-5/.9_,) Date .-- Subject OF_/=-44 Computed By if-0V Checked By See the Analysis Group (HECK 13FAIV1 SEAT v"5/2— cc7 Model results. iSFAA ty I/ (Nor cp\vp.(17 ( 7 A -7 ?ce OFAF tcr- P- p tit\IF I pit , 2 --- 12 E 77- (4.'F 7-75P ‘70P, Izt.0 46 Fr.= 0.6s.0--g; yv pLA1t:7 This calculation designs the roof beam seat connection to the CMU wall at the COGEN Building Seismic Out of Plane Lateral Analysis Cogen Building Durham Cogen N. Wallace C112MHlLL 12 r, CMU Wall Out of Plane 240211 3/22/2013 Analysis General Information Design in accordance with the 2009 International Building Code(IBC), ASCE 7-05,and 2005 Masonry Standards Joint Committee Code (MSJC) Material Properties t:= 11.625in Thickness of 12"nominal CMU fm := 1500psi Unit Strength of Masonry F s:= 24ksi Allowable Steel Stress Es:= 29000ksi Young's Modulus for Steel MSJC 1.8.2.1 Em := 900•fm Em= 1350•ksi Young's Modulus for Masonry MSJC 1.8.2.2.1 w:= 125psf Weight of Masonry-12" Block grouted na,24" Actual grout spacing is larger. Closer is conservative Out of Plane Wall Design for Wall with seismic loading + beam load from Bridge Crane ft in kip.ft Moment at Mid-height of Wall R1w := 1.52kip ft+32kip2 ft Mw = 6.853• ft Distance to Centroid d := 9in in Width of 1 foot section b := 16— ft j := 0.9 Design Assumption Mw A :_ - A = 0.318• Trial Area of Steel s 1.33•Fs•j•d s ft in2 Use#5I 48 honzontal for minimum code requirements Try 2#6 := 0.88--- See MSJC 1.13.6.3 Es n := — n = 21.5 Em As p : b•d p = 0.006 Page 1 of 3 CH2MHILL Durham Cogen N.Wallace .r 12" CMU Wall Out of Plane 3/22/2013 Analysis Assume wall has T-beam action tf:= 1.5in Face Shell Thickness 2 n•p+0.5( k (tf} k= 0.487 p+ 1 2 ,6-6 d +2•I d) + . C / 6-3 (tf) j = 0.922 T-Beam LeverArm Check if wall is a T-Beam k•d = 4.385-in Check:= if(k•d > tf,"wall is a T-beam","wall is not a T-beam") wall is a T-beam Masonry Stress mw fb:_ r ft,= 498 psi Masonry Flexural Stress b tfj dI l - 2kd) 1 l Fb 3•fm Fb = 500 psi Allowable Masonry Stress MSJC 2.3.3.2.2 1.33-Fb = 665 psi := if(fb 5 1.33.Fb,"Okay","Not Okay") Third stress increase allowed Steel Stress for temporary loading M fs j-d fs= 11.257•ksi Sj- A Steel Stress Fs= 24•ksi Allowable Steel Stress 1.33•Fs= 31.92•ksi asijs,,:= if(fs 5 1.33•Fs,"Okay","Not Okay") Third stress increase allowed for temporary loading Axial Stress to :=4.33in 11:= 20ft Equivalent Solid Thickness for grout at 32in P := 32kip fa:= 168psi 1.0 Wall Curvature Factor for Pinned-pinned Condition Page 2 of 3 0 CH2MHILL Durham Cogan N.Wallace 240211 .r► 12" CMU Wall Out of Plane 3/22/2013 Analysis H':= K•H H'= 20ft r:= 3.34in Radius of Gyration for Solid Grouted Wall (conservative) H' — = 71.856 r 2 Fa:= 0.25•fm I -(-1-11 if H' 5 99 Fa= 276.212 psi Allowable Axial Stress r 70.r l2 0.25•fm.I H� J otherwise MSJC Eq 2-17 and 2-18 ,c:= if(fa 5 Fa,"Okay","Not Okay") _ Combined Stresses fa+fb 1332= . Fb if[fab F 5 1.33,"Okay","Not Okay" MSJC 2.3.3.2.2 Fb Page 3 of 3 CH2MHILL. Job No. Sheet No. Job Name D Ug1IM'1 Date 2/�y// 3 Subject Co erF / Computed By N. uuAL∎Atfc- Checked By ( yYJ U .TN?FJ.L'o2 WALL G EG< WALL Fo_g_c�7 � f �r�r� .caAn _ ca oF/RF'P ,Z oAPPJ - AXE 7 -o$ O.ys0.5 T y•o.6en-/.zs== 0.3vyw cewrRoLS 12.11. 1 o. 1 W eviu coansuG WfrLL w 1"--=> 12" gLocK VvRre zy►" - 8y psF 6 M ACcw71C moo< = y2 isco(K ONE .12OF oFwALL ) ACCowu75 FAR Sdv11E Saco SEC IfoNs 1/.25C fair) — 3?3F To1A C — )21'PSF W= izq °.Fo Y9 = 32R}F ` � iy ' M = LORI' 32 (,F� /9S ISZ —� _ SEF MAIJ4 (An – ' 6 € Y7 Durham Cogen N. Wallace CH2MHILL 12" CMU Wall Out of Plane 2x0211 3/21/2013 Analysis General Information Design in accordance with the 2009 International Building Code(IBC), ASCE 7-05,and 2005 Masonry Standards Joint Committee Code (MSJC) Material Properties t:= 11.625in Thickness of 12"nominal CMU fm:= 1500psi Unit Strength of Masonry Fs := 24ksi Allowable Steel Stress Es:= 29000ksi Young's Modulus for Steel MSJC 1.8.2.1 Em := 900•fm Em = 1350-ksi Young's Modulus for Masonry MSJC 1.8.2.2.1 w:= 125psf Weight of Masonry-12" Block grouted @ 24" Actual grout spacing is larger. Closer is conservative Page 1 of 5 • CH2MHILL Durham Cogen N.Wallace • 12" CMU Wall Out of Plane 3/2irzois Analysis Out of Plane Wall Design (12" wars East and West) ft 1.52. kip-ft Moment at Mid-height of Wall Mw:= 1.52kiip ft Mw= ft Distance to Centroid d :9in b := 12—in Width of 1 foot section ft j =0.9 Design Assumption Mw 1°2 As;= A = 0.071.— Trial Area of Steel 1.33-FS j-d ft in2 Use#5@48 horizontal for minimum code requirements Try#648 '= 0.11 ft See MSJC 1.13.6.3 E s n:= n = 21.5 Em As p := 13-1:1 p = 0.001 Assume wall has T-beam action tf:= 1.5in Face Shell Thickness 2 n-p+0.5M k : + Ctf� k = 0.19 n•p d 2 3 if) 6-6(d +2.\dl +�d} C2'p'nl j :_ 1 1 J 6-3 — ltf/ j = 0.938 T-Beam LeverArm d Check if wall is a T-beam k-d = 1.707-in Check := if(k•d > tf,"wall is a T-beam","wall is not a T-beam") waN is a T-beam Page 3 of 5 • CH2MHILL Durham Cogen N.Wallace 240211 .► 12" CMU Wall Out of Plane 3/21/2013 Analysis Masonry Stress fb M`" fb= 214 psi Masonry Flexural Stress btfjdl(l - 2k•d) 1 \\ Fb 3--fm Fb = 500psi Allowable Masonry Stress MSJC 2.3.3.2.2 1.33-Fb = 665 psi g ,:= if(fb <_ 1.33•Fb,"Okay","Not Okay") — Third stress increase allowed Steel Stress for temporary loading fs:_ As j•d fs = 19.633•ksi Steel Stress Fs = 24•ksi Allowable Steel Stress 1.33-Fs = 31.92•ksi gisra:= if(fs <- 1.33•Fs,"Okay","Not Okay") Third stress increase allowed for — temporary loading Axial Stress to:=4.33in jj:=2011 Equivalent Solid Thickness for grout at 32in P := 10 fa:= 100psi := 1.0 Wall Curvature Factor for Pinned-pinned Condition H':=K-1-1 H' = 20 fl r:= 3.34in Radius of Gyration for Solid Grouted Wall (conservative) H' — = 71.856 r r 2 Fa:= 0.25•fm•I l -(l40•r) if 11 99 L Fa - 276.212 psi Allowable Axial Stress 70-r 0.25.fm•(H, I otherwise MSJC Eq 2-17 and 2-18 askis,,:= if(fa 5 Fa,"Okay","Not Okay") _ Combined Stresses fa+fb = 0.628 Fb rf f aFb 5 1.33,"Okay",'Not Okay" MSJC 2.3.3.2.2 Page 4 of 5 CH2HILL. Job No. NI Sheet No. Job Name W T"ZNA►M1 Date 31Z///3 Subject Co&EVJ Computed By ,)WALL t! Checked By �m v .7'N rFRzdR uJN L Dov acE Poo R SI\Nt a= S_a Wm-43'x 37 o'F w .zoo?LF f 1� W...Q Zoo .I.o � rc- 7;s 14,/,- ��- o.414;4\ SF_E A1TAcrww0 MATHU O #-6FMi CELL EACH FAcr i Durham Cogen 16" Wide Engineer: N. Wallace CH2MHILL Double Door Jamb OOP Sheet of 3(21/2013 Checked by: Project No. Masonry Beam Design G Define Units Description This sheet calculates the strength of a masonry bond beam at the top of the end walls. Reference 1) ACI530-05 General Input fm := 1500psi compressive strength of masonry F s:= 24ksi Allowable reinforcing stress Es:= 29000ksi Young's Modulus of steel Em := 900-fm Em = 1350•ksi young's Modulus of steel Sec 1,8.2.2.1 As :_ .88io area of tension reinforcement b := 16in block width d := 9in Calculation Sec 2.3.3.2.2 Beam strength F b := 1 f m F b = 500 p si Allowable masonry flexural stress 3• As p := b.d p = 0.006 E s n := n = 21.481 modular ratio Em k :=I 2.p-n+(p-n)2-p•n k = 0.398 location of neutral axis k lever arm jd := d— -1 jd = 8.867•in 3-in Ms := p•d•b•FS jd Ms = /5.607-kip-ft steel moment C:\Users\nwallace\Desktop\scratch\Double Copyright 2005 by CH2MHILL,Inc. 1 of 2 Reproduction or distribution in whole or in Door 16 inch wide jamb. mcd part without the written consent of CH2MHILL, Template Creator Inc is prohibited. QC Reviewer: Durham Cogen 16" Wide Engineer: N. Wallace CH2MHILL Double Door Jamb OOP Sheet of 3/2112013 Checked by: Project No. Mb := b jd b k d Mb = 1 0.5 79-kip-ft masonry moment Z C:\Users\nwallace\Desktop\scratch\Double Copyright 2005 by CH2MHILL,Inc. 2 of 2 Reproduction or distribution in whole or in Template Creator. Door 16 inch wide jamb.xmcd part without the written consent of CH2MHILL, P Inc is prohibited. QC Reviewer MINIMUM SHRINKAGE AND TEMPERATURE REINFORCEMENT FOR ENVIRONMENTAL STRUCTURES ACI 350R-89, FIGURE 2.5 WALL/SLAB EXPANSION OR CO NTROL JOINT SPACING, FT THICKNESS 30 40 50 60 70 80 90 100 110 120 pm;," 0.33% 0.42% 0 47% 0.52% 0.57% 0.60% 0.625% 0.65% 0.675% 0.70% 8 0.16 0.20 0.23 0.25 0.27 0.29 0.30 0.31 0.32 0.34 10 0.20 0.25 ( 0.28 0.31 0.34 0 36 0.38 0.39 0.41 0.42 12 0.24 0.30 0.34 0.37 0 41 0 43 0.45 0.47 0.49 0.50 14 0.28 0.35 0.39 0 44 ~ 0.48 0.50 0.53 0.55 0.57 0.59 16 0.32 0.40 0.45 0.50 0.55 0.58 0.60 0.62 0.65 - 0.67 18 0.36 0.45 0.51 0.56 0.62 0.65 0.68 0.70 _ 0 73 0.76 20 0.40 0.50 0.56 0.62 0.68 0.72 0.75 0.78 , 0.81 0.84 24 0.48 0.60 0.68 0.75 0.82 0.86 0.90 0.94 0.97 1.01 30 0.59 0.76 0.85 0.94 1.03 108 1 13 1 17 1.22 1.26 36 0.71 0.91 1.02 1 12 1.23 1.30 1.35 1.40 1.46 1.51 42 0.83 1.06 1.18 1.31 1.44 1.51 1 56 1.56 1.56 1.56 48 0.95 1.21 1.35 1.50 1.56 1.56 1.56 1.56 1.56 1.56 NOTES: 1. REINFORCING AT EACH FACE OR TOP AND BOTTOM, EVEN FOR 8" WALL OR SLAB. 2. #11 @ 12" MAXIMUM REINFORCING. © 6'a- ii- S,2,9,--... _ Q,cos -►,so ,/ -6____..5-0 + N»a,x SPAczNG f YPE H �Zo�,= ,-, a,,q+at fop --4? 6.@ 6 C O G FN SV EL 01 J6-= 'a.6zS,4- 12xzY l' 8"4-1' a.4s"` 3,:s -iv # 6-€1-6-4 0.3� e f� o.oa4+7A ?Art- 0.Y i4.1.-0 -# 6e WEST EXTTRsaR StR15= _.--1 -- 0,32 0 -D 30 ..ousE ya 1Z$e Temperature Shrinkage Reinf.XLS Page 1 4/22/2013 Control Joints General Information TRENWYTH• arc ec ura masonry units l adder Type Joint Reinforcement Adjustable Eye and Con!•d dMnlu Pintle Anchor 584x: sa>i rrErpxot u^it is 8�. C.M.U. r rn ihmrhn- w rI-1"...Aim,' 1 'A /� 4" Ladder / 4" PRAIRIE < . IL iapr r_tI r t�uodu.ea, e_.I ' - _/Type Joint ir-;ifrd rnrrrrl rent stone unit z-f Reinforcement R 1.4a#1.4.137-.1 As with any concrete masonry unit, Trenwyth units should be reinforced properly. Control joints are recommended Control Joint Detail approximately every 20 feet. Continuous horizontal joint reinforcement is recommended in the exterior wythe every 16 inches or every course with 12 inch and 16 inch high units. DESIGN CRITERIA Control Joints should be no more than 20' apart. Location of Control Joint: • Approx. 4'-6' from corners. • All inside corners, especially at wall piers/columns. •At the corner/side of any large opening or window (If openings are over 6', locate at both sides. r � 4" horizontal joint reinforcing wire installed every 16" O.C. When using 12" or 16" tall units, install every course. This will greatly reduce or eliminate shrinkage or movement that create hairline cracks. Use Trenwyth-approved integral water repellent additive in the mortar. Use "Type N" mortar. Type S mortar is too brittle and may create hairline shrinkage cracks. Rake and caulk all window sill and coping unit head joints. L MPIRICAL CRACK CONTROL CRI1E.RIA For walls without openings or other points of stress concentration, control joints are used to effectively divide a wall into a series of isolated panels. Table 1 (see Page GI 2) lists recommended maximum spacing of these control joints based on empirical criteria. This criteria has been developed based on successful, historical performance over many years in various geographical conditions. The empirical method is the most commonly used method and is applicable to most building types. An engineered method is presented in NCMA TEK Notes, 10-3 Control Joints for Concrete Masonry Walls - Alternative Engineered Method (ref. 1), available at www.trenwyth.com. It is generally used only when unusual conditions are encountered such as dark colored units in climates with large temperature variable. TA LuEV ro 50 13 )-10%l I14 AWN y/u/i 3 girt T1,�ls zs T//E o�� v PR°L'uci T//A r- wit.ID Lox•Ali® Ladder Joint Reinforcement wo f K Fog 13.." 240 Ladder-Twin-Mesh iZ 014u J— 6"Acc,,)rr, HOHMANN & BARNARD, INC. BLdCK A MiTek-BERKSHIRE HATHAWAY COMPANY NEFD) r6 Bf 2-iv FEK Ts E 3 o Corr PRFiaccw�,„„_,,,,,,.,, ,, _________________, 1 � � . �,� �, �,t. 1_ pv --g2.z—..s'z7 6 a a...•.... obi.....hi,,,_,,,,„ 01 try ...`�`,, • !It Am ISII 011 ° 4? 41%14r4041 DRAWINGS FOR ILLUSTRATIVE PURPOSES ONLY Twin-Mesh has 4 Longitudinal or Side Rods(to reinforce Finishes: block-and-brick or block-and-block composite walls) ❑ Mill Galvanized Coating MATERIAL CONFORMANCE ❑ Hot-Dip Galvanized Hohmann&Barnard joint reinforcement products conform to. ❑ Stainless Steel-Type 304(Type 316 available on special order) ASTM A9511A951M(Standard Specification for Steel Wire for Masonry Joint Reinforcement) Note: H&B recommends Stainless Steel for maximum protection ACI I ASCE 530(Building Code Requirements for Masonry Structures) against corrosion. Wire(Carbon Steel):Prefabricated from cold-drawn steel wire Wire Size: conforming to ASTM A821A82M ❑ (S)Standard Weight: Tensile Strength-80.000 p s I I Yield Point-70,000 psi minimum 9 Gauge Side Rods x 9 Gauge Cross Rods Zinc Coating: Mill Galvanized coating ASTM A641/A641M(0.1 oz/ft') ❑ (EH)Extra Heavy: Available special order ASTM A641/A641M(0.4 oz/ft') 3116"Side Rods x 9 Gauge Cross Rods ASTM A641/A641M(0.8 oz/ft' ❑ (SHD)Super Heavy Duty: Hot-Dip Galvanized after fabrication:ASTM A153/A153M-B2(1.5 oz/ft') 3/16"Side Rods x 3/16"Cross Rods Note: Hohmann&Barnard will certify to a minimum of 2.0 oz/ft' Block Size: Wire(Stainless Steel) ASTM A580/ASTM 580M-AISI Type 304 (Type 316 available on special order) ❑ 4" El 6" ❑ 8" ❑ 10" ❑ 12" ❑ 14" ❑ 16" Wire Diameter: 9 gauge(148"or W1.7)or 3/16"0(.187"or W2.8) Note: State overall wall size when ordering. Side Rods and Cross Rods available in any combination of the above. For Corner or Tee,state width of block wall. Cross Rods welded 16"O.C. H&B manufactures steel wire products from a minimum of 95% post-consumer recycled material. HOHMANN& BARNARD,Inc. Branch/Subsidiary Locations: © HOHMANN & BARNARD, INC. -2012 30 Rasons Court I Hauppauge,NY 11788 ALABAMA-ILLINOIS-MARYLAND CORPORATE HEADQUARTERS NEW YORK-PENNSYLVANIA-TEXAS T:800.645.0616 F:631.234.0683 CANADA www.h-b.com 41110 CN2H I LL. Job No. M Sheet No. Job Name 1/r)O 17 1� Date 6 E4 I Subject C UGEV Computed By 1J UUla NkLE. Checked By Soc , (c E5.) ELA rFdr_111_ p*scFI,PT-T"btj i 7/15'„A-6e rc, '„Z` Jo- CAtrr u \rzo v : . .. P.E.S? -4VS T ;1! 312 HT gArf . f-41e A c(Fov TO 7.,+.1:,,A. , C-1Q+ of '-- C 0 GF,) 4.uZ(1 1Ai . c �." i r . W.F. 1,4 1( ,60 #zo)_' jzc %- .0 4i ?r0 _4a _- P ck.._ : V:7 3 i 1 7 a l'IY .4: nio#°, 5:1:iFAP. ,<.-tr,•:.. .,:j..)i,-)..Ei mu. ' ; . : . . Z r i '5 r T / ," ,�., .!yam -- . PEs i Glv. 00,for?.5 Fo Z /•6© SH AR '- :AlJD /9° 2 /-)i d�,r . . tom: 2/k5.6.41:1. ik „y rr,-,e,. C -t) a c f991 t$ K'" E-sf-s96.? . .• . 1,-.?...-, . ,7'Sxi,e?50-744,se'44 .--- ), S717*„ . . ; I-A . f V4.7. 5. 5.- .4? <f-z. -=>.i 87, .- . - - - 0 r 0.: CH2MHILL. Job No Sheet No.. Job Name 0 Date b1/S// Subject '�© Computed By 0 U*044•rF z Checked By _ OOF : C(EIS . A?FON _ Ql ' i CH A ck /(N40, co g� 4 t 1 e x f1). 1e = 2 J ` T$ " . f e)7€ !. 12=i 'o#X/ lr�"2S.51.-11- y _j.d.,. 1./J .14 j3;q1144.tirrire)PI? . _ . 4, , ,........._ _,..4,, -, .! a } y t i ; fi ESR-1967 I Most Widely Accepted and Trusted Page 5 of 8 TABLE 5-ALLOWABLE TENSION AND SHEAR VALUES FOR THREADED RODS INSTALLED USING HILTI HIT HY 150 MAX ADHESIVE IN THE FACE OF GROUT-FILLED CONCRETE MASONRY CONSTRUCTION(pounds)''''''`''" Anchor diameter(inches) 3/8 I/2 sie _ 314 • Embedment(inches)5 33/6 4'12 55/6 6'/, Minimum anchor spacing(inches)s,,,,,' 4 4 4 4 Critical anchor spacing(inches)se,' 8 8 8 8 Load direction Tension Shear' Tension Shear' Tension Shear' Tension Shear' Minimum edge distance,4 inches,c,,.,,,` 880 1,135 1.055 1,745 1,370 2,120 1,580 2.205' Critical edge distance,20 inches,c�,6 950 1,265 1,870 1,850 2,590 2,440 2,785 For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N. - 'Anchors are limited to one per masonry cell.Anchors in adjacent cells may be spaced apart as close as 4 inches with a load reduction of 30%. For anchors in adjacent cells spaced apart between 4 inches(s„.„)and 8 inches(s„,),use linear interpolation. 'Anchors may be installed in any location in the face of the masonry wall(cell,bed joint.or web)as shown in Figure 1,except anchor must not be installed in or within 1 inch of a head joint. 'Allowable load values are for use in masonry construction complying with Section 3 2 4 of this report `When anchors are used to resist short-term loads such as wind or seismic,allowable loads must be adjusted in accordance with Section 4 1.3 and Table 3,of this report,but the loads cannot exceed 2.400 pounds for tension and 3.000 pounds for shear. 'Embedment depth is measured from the outside face of the masonry. 'Edge distances must be 4 inches minimum Linear interpolation for edge distances between 4 inches(c,,,,,,)and 20 inches(cu)is allowed. Edge distance to top of wall must be greater than 12 inches. 'Allowable shear loads must be the lesser of the adjusted masonry or bond tabulated values and the steel values given in Table 7. 6The tabulated allowable loads have been calculated based on a safety factor of 5.0 'Concrete masonry thickness must be minimum nominally 8-inch-thick. TABLE 6-ALLOWABLE TENSION AND SHEAR VALUES FOR SILL PLATE AND OTHER ATTACHMENTS TO TOPS OF GROUT-FILLED MASONRY WALLS AT MINIMUM EDGE DISTANCES AND USING HILTI HIT HY 150 MAX ADHESIVE(pounds)""'" ANCHOR EMBEDMENT EDGE TENSION SHEAR DIAMETER DEPTH DISTANCE Load Applied Perpendicular to Edge Load Applied Parallel to Edge (inch) (inches) (inches) '12 4'/2 1'/a 1,095 295 815 5/6 5'/e 1'4 1.240 400 965 For SI: 1 inch=25.4 mm, 1 lbf=4.45 N,1 psi=6.89 kPa. 'Loads in this table are for threaded rod complying with Section 3.2.3 installed in the masonry at the edge distance shown in this table.No reductions for edge distance are required when anchors are installed with the minimum edge distance specified in the table.End distance must be equal to or greater than 2.0 times the anchor embedment depth Capacity of attached sill plate or other material to resist loads in this table must comply with the applicable code. 'Edge distances are given in this table.Anchor spacing must conform to the dimensions given in Table 5. 'When anchors are used to resist short-term loads such as wind or seismic,allowable loads must be adjusted in accordance with Section 4.1.3 and Table 3,of this report. `Masonry thickness must be minimum nominally 8-inch-thick. 'The tabulated values are for anchors installed in masonry construction complying with Section 3 2 4 of this report 6Allowable loads calculated using a safety factor of 5 0. TABLE 7-ALLOWABLE TENSION AND SHEAR VALUES FOR THREADED RODS(pounds)" TENSION SHEAR ANCHOR BASED ON STEEL STRENGTH BASED ON STEEL STRENGTH DIAMETER - (inch) ISO 898 ASTM A ASTM 1 593 CW ISO 898 ASTM A ASTM 1 593 Class 5.8 193 B7 (316/304) Class 5.8 193 B7 CW(316/304) 3/6 2,640 4,555 3,645 1,360 2,345 1,875 '/2 4,700 8,100 6,480 2.420 4,170 3,335 6/6 7,340 12,655 10,125 3.780 6,520 5,215 '/, 10,570 18.225 _ 12,390 5,445 _ 9,390 6,385 For SI: 1 inch=25.4 mm, 1 lbf=4.45 N, 1 psi=6.89 kPa. 'Allowable load must be the lesser of bond values given in Table 5 and Table 6 and tabulated steel values. 5The allowable tension and shear values for threaded rods to resist short-term loads,such as wind or seismic,must be calculated in accordance with Section 4.1.3 and Table 3,of this report 05056.dgn 2013\05130 CHEIAHILL PROJECT NO.422310 6" 3" 3" 3" 2 1/2" NorE P.DDEa It ?LAO MIN . 1 ! ( EXISTING CONCRETE SHEET re) C//A1-16 AN64- rc) I.Sp(3%�.X1/y AUO K'� STEEL ( WALL OR BEAM P4,(Ho SPmt"- 1 / BEAM t __... __ I .:-7-----r-w N �L4x3 1'-2 112' ia.o..e;: w 3', �— MN i h F' STUD TYPE ADHESIVE SEE 11. ■ 2 p 1 co i Z Z 6' 3' 3' ANCHOR 3 112" EXISTING CONCRETE NOTE 111 to m p — aei=== i MIN 1 114' WALL OR BEAM 1 a11 rMIN I z , EMBED is - '.o.:p_; 4• JL7x4x3/8x0 3"W/ 10.0 6. ' i„, .� Z 2-3/4"DIA SST STUD r 1iiI 1 TYP TYPE ADHESIVE r 2-314'DIA A325N �a a _col: (AO- ;; El , -c ANCHORS(0'-2 3/4" (PROVIDE 'lic- _ o_ BOLTS PROVIDE LENGTH FOR 4'BEAM) SHORT HORIZONTAL to °III iv •' COPE BOTTOM SLOTTED HOLES FLANGE FOR BEAM JL4x3 1/2x3/8x0'8 1/2" IN BEAM WEB) :a=- :�_ INSTALLATION W/4-3/4"DIA SST m " 6" 3" 3" STUD TYPE ADHESIVE 3 1/2" EXISTING I - r MIN I I 7 ANCHORS CONCRETE 1 1114" WALL ORBEAM rMIN r+ 7 ilk" STEEL EMBED x.0.:0•,= Lv f — .. BEAM— o 3 N I Z CLIP BOTTOM OF z a - b �� I 4" I ANGLE 3"(c�45" f r F �1 � — III. I "•"0! La=__ I p COPE BOTTOM TYP o•, FLANGE FOR BEAM to 3-3/4"DIA A325N 1 INSTALLATION BOLTS(PROVIDE _ 9 I 4 m zI -—-— r SHORT HORIZONTAL • SLOTTED HOLES / - l T MIN z IN BEAM WEB) EMBED 2 STEEL BEAM NOTES: 4" CLIP BOTTOM OF 0.°0 0•`, 1. 3"DIMENSION TYPICAL EXCEPT 2 1/2"FOR 5"BEAMS AND 2"FOR 4"BEAMS. TYP ANGLE 3" 45" 2. DO NOT CUT EXISTING CONCRETE BEAM TOP REINFORCING DURING DRILL-IN ANCHOR INSTALLATION. FIELD LOCATE BEAM REINFORCING PRIOR TO FABRICATION WITH GROUND 2-314"DIA A325N BOLTS PENETRATING RADAR OR OTHER ACCEPTABLE MEANS. ADD LENGTH TO CLIP ANGLES (PROVIDE SHORT HORIZONTAL AS REQUIRED TO LOWER ANCHORS TO CLEAR REINFORCING WHILE MAINTAINING SLOTTED HOLES IN BEAM WEB) SPACING AND EDGE DISTANCE AS SHOWN. 3. WHERE BOTH ENDS OF BEAM ARE ATTACHED TO A WALL,PROVIDE LONG HORIZONTALLY SLOTTED HOLES IN BEAM WEB AT ONE END. TIGHTEN NUTS SNUG TIGHT,BACK OFF 1/2 TURN,AND LOCK WITH DOUBLE NUT. BEAM/WALL CONNECTION -STEEL Krs . ... CLEAN WATER SERVICES ( 5056 DURHAM AWWTF PHASE 5D2 CHZMHILL Roof Design Cogen Building • Type PLBTM-36/HSB®-36 ■ 1W' (38 mm) Deep Roof Deck L. ■ Primer Painted or Galvanized Dimensions 32" 2,2'H 6" � J ll IA vo 11h" i O --1 l_ 1% w J 36" l PLB-361HSB-36 HSB-SS-36 HSB-30 NESTABLE \A-/ ---Vr- \.. / Standard Interlocking Screw Fastened Overlapping Sidelap Sidelap Sidelap Available 30"Wide- Special Order ,; Deck Weight and Section Properties i 1 Weight(psf,N/m2) Properties per ft(m)of Width Allowable Reactions per ft(m)of Width(lb,N) Gaiv +g -S End Bearing Interior Bearing G60 in.4 in." in.3 2" 3" 4" 3" 4" "'? Gage Z180 Painted mm4 mm3 mm3 51 mm 76 mm 102 mm 76 mm 102 m 1.9 1.8 0.175 0.187 0.198 487 585 683 1250 1498 22 91.0 86.2 238,978 10,054 10,645 7,107 8,537 9,968 18,242 21,862 2.3 2.2 0.216 0.235 0.248 665 784 903 1790 2118 20 110.1 105.3 294,967 12,634 13,333 9,705 11,442 13,178 26,123 30,910 2.9 2.8 0.302 0.322 0.335 1226 1407 1588 3062 3551 18 138.9 134.1 412,408 17,312 18,011 17,892 20,534 23,175 44,687 51,823 16 3.5 3.4 0.377 0.411 0.417 2208 2484 2761 4789 5266 { 167.6 162.8 514,827 22,097 22,419 32,223 36,251 40,294 69,890 76,851 Note: Bending strength limited to 22,800 psi(157,200 kPa). Attachment Patterns to Supports 36/4 • • I Metric 36/5 • • • Conversions 1Y2" 38mm 13/4" 44 mm 36/6 • O O • ® 2Y2" 64 mm 3" 76 mm O ® O 3 89 4 3617 w 6" 152 mm 36" 914 mm 26 • VERCO MANUFACTURING CO. Catalog VR1 4 Type PLBTM-36/HSB®-36 '* 1W' (38 mm) Deep Roof Deck ■ O Primer Painted or Galvanized ■ J ALLOWABLE UNIFORM LOADS(psf,N/m2) "D SPAN(ft-in.,mm) O 4'-0" 5'-0" 5'-6" 6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'.0"10'.6" 11'-0" 11'-6"12'-0" SPAN GAGE 1,220 1,520 1,680 1,830 1,980 2,130 2,290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 3,500 3,660 r e,, 178 114 94 79 67 58 51 44 39 35 31 28 ,lam STRESS 8,523 5,458 4,501 3,783 3,208 2,777 2,442 2,107 1,867 1,676 1,484 1,341 U240 +++ 92 69 53 42 34 27 22 19 16 13 11 4,405 3,304 2,538 2,011 1,628 1,293 1,053 910 766 822 527 STRESS 223 143 118 99 85 73 64 56 49 44 40 36 32 30 27 25 J 20 10,677 6,847 5,650 4,740 4,070 3,495 3,064 2,681 2,346 2,107 1,915 1,724 1,532 1,436 1,293 1,197 L/240 222 113 85 66 52 41 34 28 23 19 17 14 12 11 9 8 J ,R 10,629 5,410 4,070 3,160 2,490 1,963 1,628 1,341 1,101 910 814 670 575 527 431 383 ii CD 300 196 162 136 116 100 87 76 68 60 54 49 44 40 37 34 y A Q STR 14,364 9,385 7,757 6,512 5,554 4,788 4,166 3,639 3,256 2,873 2,586 2,346 2,107 1,915 1,772 1,628 1 v L/240 +++ 159 119 92 72 58 47 39 32 27 23 20 17 15 13 11 7,613 5,698 4,405 3,447 2,777 2,250 1,867 1,532 1,293 1,101 958 814 718 822 527 STRESS 300 250 207 174 148 127 111 98 86 77 69 62 57 52 47 43 J A 14,364 11,970 9,911 8,331 7,086 6,081 5,315 4,692 4,118 3,687 3,304 2,969 2,729 2,490 2,250 2,059 1 U240 - 198 149 115 90 72 59 48 40 34 29 25 21 19 16 14 vi 9,480 7,134 5,506 4,309 3,447 2,825 2,298 1,915 1,628 1,389 1,197 1,005 910 766 670 ii STRESS 188 120 99 84 71 61 54 47 42 37 33 30 22 9,001 5,746 4,740 4,022 3,399 2,921 2,586 2,250 2,011 1,772 1,580 1,436 28 Il L1240 +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ 1,532 ,3 1,532 1,341 236 151 125 105 89 77 67 59 52 47 42 38 34 31 29 26 20 STRESS 11,300 7,230 5,985 5,027 4,261 3,687 3,208 2,825 2,490 2,250 2,011 1,819 1,628 1,484 1,389 1,245 m L/240 +++ +++ +++ +++ +++ +++ +++ +++ +++ 2,250 40 ,6 1,389 ,2 1,053 20 2>250 7,915 1,628 1,389 1,245 1,053 958 STRESS 300 204 168 141 121 104 91 80 70 63 56 51 46 42 39 35 0 14,364 9,768 768 8,044 6,751 751 5,794 794 4,980 4,357 357 3,830 3,352 3,016 2,681 681 2,442 2,202 202 2,011 1,867 867 1,676 18 L/240 +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ 56 48 41 36 31 28 2,681 2,298 1,963 1,724 1,484 1,341 STRESS 300 254 210 176 150 129 113 99 88 78 70 63 57 52 48 44 A J 14,364 12,162 10,055 8,427 7,182 6,177 5,410 4,740 4,213 3,735 3,352 3,016 2,729 2,490 2,298 2,107 iii 1 U240 +4+ +++ +++ +++ +++ +++ +++ +++ +-++ +++ .3 2,873 51 2,155 1,867 34 3,352 2,873 2,442 2,155 1,867 1,628 * STRESS 235 150 124 105 89 77 67 59 52 46 42 38 11,252 7,182 5,937 5,027 4,261 3,687 3,208 2,825 2,490 2,202 2,011 1,819 SPPN 22 100 79 63 51 42 35 30 25 22 ow.e �•t,, co cool L1240 +++ +++ +++ 4,788 3,783 3,016 2,442 2,011 1,676 1,436 1,197 1 ?-6 / 4. STRESS 295 188 156 131 112 96 84 74 65 58 47 43 39 36 33 W 20 14,125 9,001 7,469 6,272 5,363 4,597 4,022 3,543 3,112 2,777 2,490 2,250 2,059 1,867 1,724 1,580 J L/240 +++ +++ ++♦ 124 97 78 63 52 44 ;' 37 31 27 23 20 18 15 WO 5,937 4,644 3,735 3,016 2,490 1,772 1,484 1,293 1,101 958 862 718 fa 0. 300 255 210 177 151 130 113 99% 88 79 71 64 58 53 48 44 I ie STRESS 14,364 12,209 10,055 8,475 7,230 6,224 5,410 4 40 4,213 3,783 3,399 3,064 2,777 2,538 2,298 2,107 I. I- 1 8 173 136 109 89 73 61 51 44 37 32 28 25 22 l " L/240 +++ +++ +++ 8,283 6,512 5,21' 4,261 3,495 2921 2,442 2,107 1,772 1,532 1,341 1,197 1,053 , STRESS 300 300 262 220 188 162 141 124 110 98 88 79 72 65 60 55 14,36414,36412,54510,534 9,001 7,757 6,751 5,937 5,267 4,692 4,213 3,783 3,447 3,112 2,873 2,633 141 16 216 170 136 111 91 76 64 54 47 40 35 31 27 U240 +++ +++ +'' 10,342 8,140 6,512 5,315 4,357 3,639 3,064 2586 2,250 1,915 1,676 1,484 1,293 I!Pi Catalog VR1 VERCO MANUFACTURING CO. • 27 CH2MHILL. Job No. Sheet No. Job Name 9u RN WW1 <O cFt/ Date `/M6,113 Subject ,000F ®FSI J Computed By VwACkAuF" Checked By Co),,) CftET) ?OQF DFSSG4I Lu , 13.* Psf NotJ DRIFT ZoN1S )y) W2 137. 7 _ 8 ,04-_, #seIZ," s � $ M -- 16� 1, .0 2 K'IL. 7W 3 !Z TPAIJ VERS E R E wrorc cFrNFN7 , e5,00 ig As 6 ';412'x o,0�►8- o.\2y #�7'� 1 61 i ALLOWABLE BENDING MOMENTS USING ACI350R-89,ALTERNATE DESIGN METHOD CATEGORY NO = 3 WALL THICKNESS= 6 inches EQUIVALENT EQUIV WALL HT Z= 115 fc= 4000 psi CANTILEVER WALL (PINNED @ TOP& CRACK WIDTH = 0.008 inches Fy= 60 ksi HEIGHT(FT) FOR FIXED @ BASE)FOR COVER= 3.00 inches MOMENT EQUAL MOMENT EQUAL TO M @ outer bars TO M @ outer bars BAR SIZE SPACING As dc fs K a d p p bat M,k-ft/ft 9= g= g= g= # inches in2/ft inches ksi psi k-ft/in3 outer bars inner bars % % outer bars inner bars 62.4 pcf 90 pcf 62.4 pcf 90 pcf 4 12 0.20 3.25 18.5 337 1.317 3.00 3.00 0.0056 0.0213 0.79 0.79 4.2 3.7 5.7 5.1 5 12 0.31 3.31 18.3 339 1.299 3.00 3.00 0.0086 0.0218 1.21 1.21 4.9 4.3 6.6 5.9 6 12 0.44 3.38 18.1 341 1.281 3.00 3.00 0.0122 0.0222 1 6 1.69 5.4 4.8 7 4 6.5 7 12 0.60 _ 3.44 17.8 343 1.264 3.00 3.00 0.0167 0.0226 2.28 2.28 6 0 5.3 8.2 7.2 ' 8 12 0.79 3.50 17.6 345 ' 1.248 3.00 3.00 0.0219 0.0230 2.96 2.96 6.6 5.8 8.9 7.9 9 12 1.00 3.56 17.4 347 1.232 3.00 3.00 0.0278 0.0234 3.12 3.12 6.7 5.9 9.1 8.0 10 12 1.27 3.63 17.2 348 1.217 3.00 3.00 0.0353 0.0239 3.14 3.14 6.7 5.9 9.1 8.0 11 12 1.56 , 3.69 17.0 350 1.202 3.00 3.00 0.0433 0.0243 3.15 3.15 6.7 5.9 9.1 8.1 , 4 6 0.40 3.25 23.3 301 1 1.691 3.00 3.00 0.0111 0.0148 2.03 2 03 5.8 5.1 7.9 7.0 5 6 0.62 3.31 23.0 303 1.668 3.00 3.00 0.0172 0.0151 2.73 2.73 6.4 5.7 8.7 7.7 6 6 0 88 3.38 22.7 305 1.646 3.00 3.00 0.0244 0.0154 2.75 2.75 6.4 5.7 8.7 7.7 7 6 1 20 3.44 22.4 307 1.624 3.00 3.00 0.0333 0.0158 2.76 2.76 6.4 5.7 8.7 7 7 8 6 1.58 3.50 22.2 309 1.603 3.00 3.00 0.0439 0.0161 2.78 2.78 6.4 5.7 8.7 7.7 9 6 2 00 3.56 21.9 311 1.583 3.00 3.00 0.0556 0.0164 2.80 2.80 6.4 5.7 8.7 7.7 10 6 2.54 3.63 21.6' 313 1.563 3.00 3.00 0.0706 0.0167 2.81 2.81 6.5 5.7 8 8 7 8 11 6 312 3.69 21.4 314 1.544 3.00 3.00 0.0867 0.0170 2.83 2.83 6.5 5.7 8.8 7.8 dc=0.5'BAR DIA+COVER fs=Z/(2*s`(dc)^2)^0.33)<=27 ksi for 12"spacing fs=Z/(2*s'(dc)^2)"0.33)<=30 ksi for 6"spacing, and for all spacings in Category 1 fc=0.45"fc n=29,000/(57,0007c)A0.5) k= 1/(1+1000'fs/(n"0.45"fc)) j= 1 -k/3 K=0.5*(0.45*fc)*k), psi a=fs1/12,k-ft/in3 d=t-COVER-0.5'BAR DIA for outer layer of bars d=t-COVER- 1 5*BAR DIA for inner layer of bars P bay=0.5'(0.45'fcrk/fs M=As*a*d <= K*b`d^2, k-ft/ft Catagory 3 ADM Slab Calcs.xlsx 1 of 1 4/8/2013 to. CH2MHILL. Job No. 441101, Sheet No. Job Name 7U R/#11 (-0 60/ Date 9///// Subject L3iZIOG CgNF Computed By Al ekJAUA( Checked By �o G JV _r3) UD6i CPAW (co.))) Cft/A1\ OAS S 1ftak GV CLASS A 67-AmBy og 1-uPREQUeNT) STYE S -Sr_-�A1 FO 1 pE-Fwar*J(1 j) 3 'Q/ 1 I ZKyt(711s/t 4) 5: 11 Vg• z9E3 ems u = 3 6.5'4 S T 5-REAM Marc FtF> W E ( rnn)u = . 7/." S7• 26 ZSx/Z lc 6' 41 --- 36 '4 U SE DOA ZS.y .77077- 123"1 Z?∎_' 6.73"/3 Zy -= . 9T L /6"S J' K"or 2CTSVIA. CHECK HO rZOXJTAI CoM' 3'X S2 S �r ktc 63"4i" y _ I = 63.16/i ? "" 1/.614'1 Gant ToTt�..r70 = 3K?e- 30,x;" ASS,i,wF `NH13 TAKES (GAP usFx 3S d rCyl % G Q.sit /0"x 6,5 711 l 3Zi ,3 2 13 y • HILL. Job No. Sheet No. Job Name PO Rith>M CoG Date,0/1/3 Subject 3 1?-10E- - 0 E- C RI\NF Computed By /V wAc'.J E Checked By Co6rN JJUt (kAPE p, SCK=PT1aN DESCPIPTTow: THE Focinw.NG cMc. DfSi&NT THE BTULXI CRANE rvw1'' A uv MTA aIMFNr T o This 2occ 6FMiS_ Lp.cCUOLAT_LoJS: CRANE RATING 3 - m44.4 WEEL CoAlp BgrP6 t Nou F v 6/ noQ R F.I CTraJ To Rol V'- Dow 6k( umFFL t 6� l�R11,G d-Tr?oL.F ' )2 uNFAcro RFD 1�PAcr FAcrof (jFltr. (A)= ),zs P /.zcs rz4= ASK SpE THRuyT= Zo%=6.Zx12K= 3Y` A's p&. 7- r� a 'D 1owituvtioratinzAciivF �=oRc,F - Z9%-3 v DESIGN 2ut■WW 1300t4 : L= 7(-.0" Ruupl\y 13EA LRJ CO t l M = 1P2 15v<17 Z67S-1‘<'Fr y AmAx = 4/41 = �2�/t� cl C.b 0 19;4 verm WEE 6ao PEms( y,),) _17 A= 0.21 -NoplI clwcr CH211/11HILL. Job No. nn ,, Sheet No. IN Job Name RAY, C & IJ Date y/////3 Subject Computed By N uJ{.LL E. Checked By COGS ,f?ZA-f CiztojE guMUp y _BEA,t4 Cou1JEct.&o.1 USE (z) /y n 45G(T.5 Su IF/4411w Zxi7 e0 = I/014 6400 SHEAF - 3'4 Goo" C3Y impE c rI*J CATS IN b FNFIU/,- ovtiAl L_____<sf;go:sF n n . 510 � 1Sx t 4 ?s* USF /8 � pcikJFx 81" 8802 ! s3 z6,zS%sj = /7.Z1.(5' GooD CH2HILL. Job No. M Sheet No. Job Name DURHAM CO 6. Date 3/Z-°f/D Subject �0 CsL /J Rath rRI\M ruG' Computed By eVr14W Checked By KooF a AM El 2. = 33. 5- 5FAr'1 C !L) 7/l l3=7'7R1 ZS 1AA101 L 'IlE = 3c►P .PAP /. S-()SF+ 4f lS-0-- 7 e'r-- 2oQr cod cvgII= vcATaoN 1.st e'" = !Zt"F- MF/Ef = /Q PsF ThIAI OE/ = GPsP _- Vg.trdE FN./. e 3-T k) = i5_114 (siuccum- st4pAc11 Akaq ?Rac.(EY A Xya =- 33.5° Z7c • .macc,_ 7,‘ 30fSF .. Zlo e`F _ . _ -SE w2/xS7 Nathan M.Wallace THrn20wHal 1protTleanWaterServices1422:89DurhamCogen15D2-Cogen_and_Brown_Grease_F Summary Report X31 402 11.1 W21 x57 ASTM A992 Grade 50 #output sections = 100 (for each span) Support +Vert Reactor -Vert Reaction +Moment Reaction -Moment Reactior Service Cases: 1 (Pinner 46.64 K(3) 14.69 K(1) — — 1) Dead Loads 2(Pinner 24.65 K(3) 4.697 K(2) — — 2) Live Loads Factored Cases: 3) 1.2D + 1.6L 1.2*(1) + 1.6*(2) 4) D+ L 1*(1)+ 1*(2) Span +Deflection -Deflection +Shear -Shear +Moment -Moment 1 0 in (2) -1.383 in (3) 46.64 K (3) -24.65 K (3) 2731 K-in (3) 0 K-in (4) *The number in parentheses following the value indicates the index of the load case in which the extreme occurred J AnalysisGroup 3.5 www.iesweb.com Mar 20,2013 11:28 AM p. 1 Naat�haanHM Wallace Service Case Results _ Cllr►�idwi proj1CleanWaterServices1 422389DurhamCogen15D2-Cogen_and_Brown Grease F� LO683 Kiln ■ (includes self-weight) CH2M HILL Nathan M.Wallace I0.0v _ _ I -4,732 I.L 20- -20 > I t 0 50 100 150 200 250 300 350 400 Distance from left end of beam(in) 1 14.69 K 14.28 K J AnalysisGroup 3.5 www.iesweb.com Mar 20,2013 11:28 AM p.2 tNaat2h�aalnHM�M.Wallace Service Case Results �11in-�dw"�ytlpro)1CleanWaterServices1422 389DurhamCogen15 D2-Cogen_and_Brown_Grease_F2 Live Loads . 71111111111 iliMilMilliiiilliiiMMIIIMM! I I -.-7----_ I -0 0.17 K/iA l + t 1 f f 1 E r t CH2M HILL Nathan M.Wallace 1o.0o _n117 40.2 ° 1 I 1 00.4 I •- u Y 20 1814 11.776 i = 1 -1.697 1 _ ► it . 50 540.2 —, + Y 630E130.0 Mir 0 50 100 150 200 250 300 350 400 Distance from left end of beam (in) i 18.14 K 4.697 K j AnalysisGroup 3.5 www.iesweb.com Mar 20,2013 11:28 AM p.3 Nathan M.Wallace i Factored Case Results C‘Vm2Val Aroj\CIeanWaterServices1422 389DurhamCogen15D2-Cogen_and_Brown_Grease_Fz 1.200* Dead Loads 151 1.600*Live Loads CH2M HILL Nathan M.Wallace - -1.313 5 *as "mminuellM1111111111.111111110.1...45 -5 1 -- -- - - -. I i 0 50 100 150 200 250 300 350 400 Distance from left end of beam(in) 4 46.64 K 24.65 K J AnalysisGroup 3.5 www.iesweb.com Mar 20,2013 11:28 AM p.4 Nathan M. Wallace Factored Case Results C1rn2 iiiWaiyllproj\CleanWaterServices1422 389DurhamCogen 15D2-Cogen_and_8rown7Grease_Fz ■ I 1.000 ` Dead Loads 1.000 * Live Loads 1 CH2M HILL Nathan M.Wallace c 0.0 0r+ -0.5--j I — -- z r -1,047 -- � J • G _ 1 50 30.64 " 25 4Y1' Y II vow. -18-916 -25 1 o - 2073 IP 000 1111111W- , f 0 50 100 150 200 250 300 350 400 Distance from left end of beam(in) t 32.82 K 18.98 K J AnalysisGroup 3.5 www iesweb.com Mar 20, 2013 11:28 AM p. 5 Job No 411.• Sheet No. Job Name PV MASI Date 3f Z°1l' Subject Co OrEN Pow FsAM J4 Computed By N `"f Checked By L = A6.5/ IJ, As i c I)G a`7' fRiae wtpr.H clki cu Litkn0.J .. PPA= 61 !'7 Nathan M.Wallace 21 H I L clrmic�way projlCleanWaterServices1422389DufiamCogen15D2-Cogen_and_Brown_Grease_F2 Summary Oft 6Z =in W14x22 ASTM A992 Grade 50 #output sections= 100 (for each span) support +Vert Reaction -Vert Raactiow +Moment Reaction -Moment Reaction Service Cases: 1 (Pinner 12.46 K(3) 1.942 K(2) — — 1) Dead Loads 2(Pinner 12.46 K(3) 1.943 K(2) — — 2) Live Loads Factored Cases: 3) 1.2D+ 1.6L 1.2*(1)+ 1.6*(2) 4) D+ L 1*(1)+ 1*(2) Span +Deflection -Deflection +Shear -Shear +Moment -Moment 1 0 in (2) -0.6149 in (3) 12.46 K (3) --12.46 K (3) 691.3 K-in (3) 0 K-in (3) 'The number in parentheses following_the value indicates the index of the load case in which the extreme occurred AnalysisGroup 3.5 www.iesweb.com Mar 20,2013 11:28 AM p. 1 Nathan M.Wallace Service Case Results C1 If iiidwIMItriroj\CleanWaterServices\422 389DurhamCogen\5D2-Cogen_and_Brown_Grease_FG Dead Loads E -- - 06 Win (includes self-weight) CHMM iau 1Mart*was nI in {'• =PPM IP u,. a r er � ■ ' TTTTi Dstro Fa.M atl el Lrn ON 7.790 K 7.790 K _ — – 3 AnalysisGroup 3-5 www.iesweb.com Mar 20, 2013 11:28 AM p.2 Nathan M.Wallace Service Case Results Tra a4l roj\CleanWaterServices1422 389DurhamCagen15D2-Cogen_and_Brown_Grease_F2 o., .ii /Whin IL Wallow Qet-4 24.14- /ar +r 17e AY _ ± i r I , k1 [ ICJ �= o a a • on 100 to a la La no nL Manua 1.1.let and el bs.(w 1.942 K 1.943 K J AnalysisGroup 3.5 www.iesweb.com Mar 20,2013 11:28 AM p.3 Nathan M.Wallace Factored Case Results �llmidwUproj1CleanWaterServices4422 389DurhamCogen 15D2-Cogen_and_Brown_Grease_F2 1.200*Dead Loads 13-z 1.600*Live Loads 0171 MILL liar IL Wig, aa- :..--. — — — - -— killINI II al as re- 1 i g s 0 0 If IN UP » 1111 w s 21. Oblor%a lell sal enema I* I t 12.46 K 12.46 K J AnalysisGroup 3.5 www.iesweb.com Mar 20,2013 11:28 AM p.4 Nathan M.Wallace Factored Case Results -I rTidwalaroj1CleanWaterServices1422 389DurharrrCogen 15D2-Cogen_and_Brown Grease_Fz 1.000*Dead Loads 1.000*Live Loads ■ ■ A I 9.732 K 9.732 K AnalysisGroup 3.5 www.iesweb.com Mar 20,2013 11:28 AM p.5 la CH?JIAHILL. Job No. Sheet No. / Job Name PJM W1 (atsF1J Date 3../71,4% Subject COl Fly R9or OF Ivry Computed By 1)W `A« Checked By .i 79 Roo) rap Ltic Wm.— gIe0.. : °14:14-1.004)+41.:5141# i., 4.3r/ 4 . . 4,/ •, , truilt i L . u) _ it 1(- riv9 i-y ke4;60614 o. 38 0 i 1 • ! .: _ r . tic- 4: SAP 2000 5/14/13 14:08:41 W12X40 WI2X40 WI2X40 W)BXi1B4 42X40 W12X40 W12X40 WI2X40 W12X40 W12rX40 CD .n .n .n u, .rr r .1 Z Q P V Q Q 1 x x x x x x X X X X X N X X N N X N N X X N A 3 N 3 3 yN 3 3 N�N N 3 S 2 N 2 3 >Wi6X40 WI6X40 WI6X40 W 011111,16X40 W16X40 W16X40 WI6X40 W 104 W16X40 SAP2000 v15.1.0 - File:Clere Story Truss-X-Z Plane ©Y=0- Kip, ft, F Units SAP2000 5/14/13 14:01:55 --- 0. Iii A 114 IIIIIN NI k . / \ /7.\ ,. .. ,._ ______ _____._________ ________ SAP2000 v15.1.0- File:Clere Story Truss-Frame Span Loads (DEAD) (Global CSys)-Kip. ft, F Units SAP2 0 0 0 5/14/13 14:07:21 co co cOCR7 W tap co c ;u��I�illill� I LL\ z v L SAP2000 v15.1.0-File:Clere Story Truss- Frame Distributed Loads (LIVE)-Kip, ft, F Units SAP2000 5/14/13 13:49:43 I 1111 411 Ittr- SAP2000 v15.1.0-File:Clere Story Truss-Joint Loads(CRANEI)(As Defined)-Kip, in, F Units SAP2000 5/14/13 13:50:07 IS L �t S I !J "g/1 SAP2000 v15.1.0-File:Clere Story Truss-Joint Loads(CRANE2)(As Defined)-Kip, in, F Units SAP2000 5/14/1313:50:29 SK SAP2000 v15.1.0-File:Clere Story Truss-Joint Loads(CRANE3)(As Defined)-Kip, in, F Units SAP2000 _ 5/14/1313:50:43 E III ,--) SAP2000 v15.1.0-File:Clere Story Truss-Joint Loads(CRANE4)(As Defined)-Kip, in, F Units SAP2000 5/14/1314:10:05 „ 0.402 8.283 0.441 a 89a2t0.069 . P 0.130 I Tr 0.427 1 0.277 0.294 0. f) i 7 N ,N I p a� i t ., m Im O • !m m I O i m I: m i Lk- 315 87325 0.471 e.p... .109 8.294 9.472 0.288 e.277 8.22! . 0.00 0.50 0.70 0.90 1.00 SAP2000 v15.1.0-File:Clere Story Truss-Steel P-M Interaction Ratios (AISC360-05/IBC2006)-Kip, ft, F Units Clere Story Truss.sdb SAP2000 v15.1.0- License#29BAB List of Tables 14 May 2013 List of Tables Table: Base Reactions, Part 1 of 3 2 Table: Base Reactions, Part 2 of 3 2 Table: Base Reactions, Part 3 of 3 2 Table: Case- Static 1 - Load Assignments 3 Table: Joint Displacements 3 Table: Joint Reactions 10 Table: Load Case Definitions, Part 1 of 2 12 Table: Load Case Definitions, Part 2 of 2 12 Table: Load Pattern Definitions 12 CH2M HILL Page 1 of 13 Clere Story Truss.sdb SAP2000 v15.1.0 - License#29BAB List of Tables 14 May 2013 Table: Base Reactions, Part 1 of 3 Table: Base Reactions, Part 1 of 3 OutputCase CaseType GlobalFX GlobalFY GlobalFZ GlobalMX GlobalMY GlobalMZ GlobalX Kip Kip Kip Kip-ft Kip-ft Kip-ft ft 1.2D+1.6L+C Combination 4.227E-14 0.000 273.758 0.0000 -11310.4049 0.0000 0.0000 1 1.2D+1.6L+C Combination 5.265E-14 0.000 273.758 0.0000 -11747.9099 0.0000 0.0000 2 1.2D+1.6L+C Combination 6.818E-14 0.000 273.758 0.0000 -12215.3099 0.0000 0.0000 3 1.2D+1.6L+C Combination 5.837E-14 0.000 273.758 0.0000 -11777.8049 0.0000 0.0000 4 1.4D Combination 4.370E-14 0.000 195.289 0.0000 -8369.7669 0.0000 0.0000 1.2D+1.6L Combination 5.341E-14 0.000 243.758 0.0000 -10457.9099 0.0000 0.0000 0.9D+C1 Combination 1.695E-14 0.000 155.543 0.0000 -6233.0594 0.0000 0.0000 0.9D+1.0C2 Combination 2.733E-14 0.000 155.543 0.0000 -6670.5644 0.0000 0.0000 0.9D+1.0C4 Combination 3.305E-14 0.000 155.543 0.0000 -6700.4594 0.0000 0.0000 0.9D+1.0D3 Combination 4.286E-14 0.000 155.543 0.0000 -7137.9644 0.0000 0.0000 Table: Base Reactions, Part 2 of 3 Table: Base Reactions,Part 2 of 3 OutputCase GlobalY GlobalZ XCentroldF YCentroldF ZCentroldF XCentroldF YCentroldF ZCentroldF X X X Y Y Y ft ft ft ft ft ft ft ft 1.2D+1.6L+C 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 1 1.2D+1.6L+C 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 2 1.2D+1.6L+C 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3 1.2D+1.6L+C 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 4 1.4D 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 1.2D+1.6L 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.9D+C1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.9D+1.0C2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.9D+1.004 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.9D+1.0D3 0,0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Table: Base Reactions, Part 3 of 3 Table: Base Reactions,Part 3 of 3 OutputCase XCentroidF YCentroldF ZCentroidFZ Z Z ft ft ft 1.2D+1.6L+C 41.3153 0.0000 2.6304 1 1.2D+1.6L+C 42.9134 0.0000 2.8958 2 1.2D+1.6L+C 44.6208 0.0000 2.6281 3 1.2D+1.6L+C 43.0226 0.0000 2.3627 4 1.4D 42.8584 0.0000 2.6433 1.2D+1.6L 42.9028 0.0000 2.6356 CH2M HILL Page 2 of 13 Clare Story Truss.sdb SAP2000 v15.1.0 - License#29BAB List of Tables 14 May 2013 Table: Base Reactions, Part 3 of 3 OutputCase XCentroldF YCentroidF ZCentroidFZ INP Z Z ft ft ft 0.9D+C1 40.0730 0.0000 2.6326 0.90+1.0C2 42.8857 0.0000 3.0998 0.9D+1.0C4 43.0779 0.0000 2.1614 0.9D+1.0D3 45.8907 0.0000 2.6286 Table: Case - Static 1 - Load Assignments Table: Case-Static 1 -Load Assignments Case LoadType LoadName LoadSF DEAD Load pattern DEAD 1.000000 LIVE Load pattern LIVE 1.000000 CRANE1 Load pattern CRANE1 1.000000 CRANE2 Load pattern CRANE2 1.000000 CRANE3 Load pattern CRANE3 1.000000 CRANE4 Load pattern CRANE4 1.000000 Temp 70 deg Load pattern Temp 70 deg 1.000000 Table: Joint Displacements Table: Joint Displacements Jolnt OutputCase CaseType U1 U2 U3 R1 R2 R3 ft ft ft Radians Radians Radians 1 1.2D+1.6L+C Combination 0.000000 0.000000 0.000000 0.000000 0.008062 0.000000 1 1 1.2D+1.6L+C Combination 0.000000 0.000000 0.000000 0.000000 0.007963 0.000000 2 1 1.2D+1.6L+C Combination 0.000000 0.000000 0.000000 0.000000 0.006911 0.000000 3 1 1.2D+1.6L+C Combination 0.000000 0.000000 0.000000 0.000000 0.007010 0.000000 4 1 1.4D Combination 0.000000 0.000000 0.000000 0.000000 0.005576 0.000000 1 1.2D+1.6L Combination 0.000000 0.000000 0.000000 0.000000 0.006960 0.000000 1 0.9D+C1 Combination 0.000000 0.000000 0.000000 0.000000 0.004686 0.000000 1 0.9D+1.0C2 Combination 0.000000 0.000000 0.000000 0.000000 0.004587 0.000000 1 0.9D+1.0C4 Combination 0.000000 0.000000 0.000000 0.000000 0.003635 0.000000 1 0.9D+1.0D3 Combination 0.000000 0.000000 0.000000 0.000000 0.003536 0.000000 2 1.2D+1.6L+C Combination -0.000070 0.000000 0.000000 0.000000 0.007839 0.000000 1 2 1.2D+1.6L+C Combination -0.002895 0.000000 0.000000 0.000000 0.007738 0.000000 2 2 1.2D+1.6L+C Combination -0.006444 0.000000 0.000000 0.000000 0.006751 0.000000 3 2 1.2D+1.6L+C Combination -0.003619 0.000000 0.000000 0.000000 0.006852 0.000000 4 2 1.4D Combination -0.002576 0.000000 0.000000 0.000000 0.005424 0.000000 2 1.2D+1.6L Combination -0.003196 0.000000 0.000000 0.000000 0.006803 0.000000 2 0.9D+C1 Combination 0.001469 0.000000 0.000000 0.000000 0.004523 0.000000 2 0.9D+1.0C2 Combination -0.001356 0.000000 0.000000 0.000000 0.004422 0.000000 2 0.9D+1.0C4 Combination -0.002079 0.000000 0.000000 0.000000 0.003536 0.000000 2 0.9D+1.0D3 Combination -0.004904 0.000000 0.000000 0.000000 0.003435 0.000000 3 1.2D+1.6L+C Combination -0.000103 0.000000 -0.102266 0.000000 0.003191 0.000000 1 CH2M HILL Page 3 of 13 Clere Story Truss.sdb SAP2000 v15.1.0 - License#29BAB List of Tables 14 May 2013 Table: Joint Displacements Joint OutputCase CaseType U1 U2 U3 R1 R2 R3 ft ft ft Radians Radians Radians 3 1.2D+1.6L+C Combination -0.000112 0.000000 -0.102112 0.000000 0.003251 0.000000 2 3 1.2D+1.6L+C Combination -0.000116 0.000000 -0.098553 0.000000 0.003552 0.000000 3 3 1.2D+1.6L+C Combination -0.000107 0.000000 -0.098708 0.000000 0.003491 0.000000 4 3 1.41D Combination -0.000084 0.000000 -0.077844 0.000000 0.002684 0.000000 3 1.2D+1.6L Combination -0.000105 0.000000 -0.097344 0.000000 0.003375 0.000000 3 0.9D+C1 Combination -0.000052 0.000000 -0.054965 0.000000 0.001541 0.000000 3 0.9D+1.0C2 Combination -0.000061 0.000000 -0.054811 0.000000 0.001602 0.000000 3 0.9D+1.0C4 Combination -0.000056 0.000000 -0.051406 0.000000 0.001842 0.000000 3 0.9D+1.0D3 Combination -0.000065 0.000000 -0.051252 0.000000 0.001903 0.000000 4 1.2D+1.6L+C Combination -0.001034 0.000000 -0.101767 0.000000 0.003559 0.000000 1 4 1.2D+1.6L+C Combination -0.003876 0.000000 -0.101612 0.000000 0.003617 0.000000 2 4 1.2D+1.6L+C Combination -0.007366 0.000000 -0.098074 0.000000 0.003878 0.000000 3 4 1.2D+1.6L+C Combination -0.004525 0.000000 -0.098229 0.000000 0.003821 0.000000 4 4 1.4D Combination -0.003291 0.000000 -0.077357 0.000000 0.002987 0.000000 4 1.2D+1.6L Combination -0.004090 0.000000 -0.096861 0.000000 0.003696 0.000000 4 0.9D+C1 Combination 0.000941 0.000000 -0.054635 0.000000 0.001783 0.000000 4 0.9D+1.0C2 Combination -0.001901 0.000000 -0.054480 0.000000 0.001841 0.000000 4 0.9D+1.0C4 Combination -0.002550 0.000000 -0.051098 0.000000 0.002045 0.000000 4 0.9D+1.0D3 Combination -0.005392 0.000000 -0.050943 0.000000 0.002102 0.000000 5 1.2D+1.6L+C Combination 0.000021 0.000000 -0.093343 0.000000 -0.004999 0.000000 1 5 1.2D+1.6L+C Combination 0.000012 0.000000 -0.093834 0.000000 -0.004948 0.000000 2 5 1.2D+1.6L+C Combination 4.920E-06 0.000000 -0.093670 0.000000 -0.004571 0.000000 3 5 1.2D+1.6L+C Combination 0.000014 0.000000 -0.093178 0.000000 -0.004622 0.000000 4 5 1.4D Combination 0.000010 0.000000 -0.072811 0.000000 -0.003720 0.000000 5 1.2D+1.6L Combination 0.000013 0.000000 -0.090981 0.000000 -0.004680 0.000000 5 0.9D+C1 Combination 0.000015 0.000000 -0.049169 0.000000 -0.002710 0.000000 5 0.9D+1.0C2 Combination 5.789E-06 0.000000 -0.049661 0.000000 -0.002659 0.000000 5 0.9D+1.004 Combination 7.470E-06 0.000000 -0.049004 0.000000 -0.002334 0.000000 5 0.9D+1.003 Combination -1.491E-06 0.000000 -0.049496 0.000000 -0.002283 0.000000 6 1.2D+1.6L+C Combination -0.001807 0.000000 -0.092870 0.000000 -0.005314 0.000000 1 6 1.2D+1.6L+C Combination -0.004665 0.000000 -0.093362 0.000000 -0.005267 0.000000 2 6 1.20+1.6L+C Combination -0.008120 0.000000 -0.093176 0.000000 -0.004936 0.000000 3 6 1.2D+1.6L+C Combination -0.005262 0.000000 -0.092684 0.000000 -0.004983 0.000000 4 6 1.4D Combination -0.003871 0.000000 -0.072336 0.000000 -0.004011 0.000000 6 1.2D+1.6L Combination -0.004816 0.000000 -0.090505 0.000000 -0.004993 0.000000 6 0.9D+C1 Combination 0.000522 0.000000 -0.048866 0.000000 -0.002900 0.000000 6 0.9D+1.0C2 Combination -0.002337 0.000000 -0.049359 0.000000 -0.002852 0.000000 6 0.9D+1.0C4 Combination -0.002934 0.000000 -0.048680 0.000000 -0.002568 0.000000 6 0.9D+1.0D3 Combination -0.005792 0.000000 -0.049172 0.000000 -0.002521 0.000000 7 1.2D+1.6L+C Combination 0.000091 0.000000 -0.008997 0.000000 -0.004641 0.000000 1 CH2M HILL Page 4 of 13 Clare Story Truss.sdb SAP2000 v15.1.0 - License#29BAB List of Tables 14 May 2013 Table: Joint Displacements Joint OutputCase CaseType U1 U2 U3 R1 R2 R3 ft ft ft Radians Radians Radians 7 1.2D+1.6L+C Combination 0.000088 0.000000 -0.009308 0.000000 -0.004786 0.000000 2 7 1.2D+1.6L+C Combination 0.000088 0.000000 -0.010620 0.000000 -0.005186 0.000000 3 7 1.2D+1.6L+C Combination 0.000091 0.000000 -0.010309 0.000000 -0.005040 0.000000 4 7 1.4D Combination 0.000069 0.000000 -0.007342 0.000000 -0,003777 0.000000 7 1.2D+1.6L Combination 0.000086 0.000000 -0.009138 0.000000 -0.004690 0.000000 7 0.9D+C1 Combination 0.000049 0.000000 -0.004579 0.000000 -0.002379 0.000000 7 0.9D+1.002 Combination 0.000046 0.000000 -0.004890 0.000000 -0.002525 0.000000 7 0.9D+1.004 Combination 0.000050 0.000000 -0.005892 0.000000 -0.002779 0.000000 7 0.9D+1.0D3 Combination 0.000047 0.000000 -0.006203 0.000000 -0.002925 0.000000 8 1.2D+1.6L+C Combination -0.002740 0.000000 -0.008544 0.000000 -0.003319 0.000000 1 8 1.2D+1.6L+C Combination -0.005626 0.000000 -0.008862 0.000000 -0.003478 0.000000 2 8 1.2D+1.6L+C Combination -0.009046 0.000000 -0.009968 0.000000 -0.003758 0.000000 3 8 1.2D+1.6L+C Combination -0.006160 0.000000 -0.009649 0.000000 -0.003598 0.000000 4 8 1.4D Combination -0.004576 0.000000 -0.006947 0.000000 -0.002700 0.000000 8 1.2D+1.6L Combination -0.005699 0.000000 -0.008700 0.000000 -0.003405 0.000000 8 0.9D+C1 Combination 0.000017 0.000000 -0.004309 0.000000 -0.001649 0.000000 8 0.9D+1.0C2 Combination -0.002869 0.000000 -0.004627 0.000000 -0.001808 0.000000 8 0.9D+1.0C4 Combination -0.003402 0.000000 -0.005415 0.000000 -0.001928 0.000000 8 0.9D+1.0D3 Combination -0.006288 0.000000 -0.005733 0.000000 -0.002088 0.000000 9 1.2D+1.6L+C Combination 0.000000 0.000000 0.000000 0.000000 -0.003341 0.000000 1 9 1.2D+1.6L+C Combination 0.000000 0.000000 0.000000 0.000000 -0.003508 0.000000 2 9 1.2D+1.6L+C Combination 0.000000 0.000000 0.000000 0.000000 -0.004012 0.000000 3 9 1.2D+1.6L+C Combination 0.000000 0.000000 0.000000 0.000000 -0.003845 0.000000 4 9 1.4D Combination 0.000000 0.000000 0.000000 0.000000 -0.002766 0.000000 9 1.2D+1.6L Combination 0.000000 0.000000 0.000000 0.000000 -0.003443 0.000000 9 0.9D+C1 Combination 0.000000 0.000000 0.000000 0.000000 -0.001676 0.000000 9 0.9D+1.0C2 Combination 0.000000 0.000000 0.000000 0.000000 -0.001844 0.000000 9 0.9D+1.0C4 Combination 0.000000 0.000000 0.000000 0.000000 -0.002180 0.000000 9 0.9D+1.0D3 Combination 0.000000 0.000000 0.000000 0.000000 -0.002348 0.000000 10 1.2D+1.6L+C Combination -0.002801 0.000000 -0.001360 0.000000 -0.002087 0.000000 1 10 1.2D+1.6L+C Combination -0.005694 0.000000 -0.001360 0.000000 -0.002268 0.000000 2 10 1.2D+1.6L+C Combination -0.009105 0.000000 -0.001556 0.000000 -0.002605 0.000000 3 10 1.2D+1.6L+C Combination -0.006213 0.000000 -0.001557 0.000000 -0.002424 0.000000 4 10 1.4D Combination -0.004621 0.000000 -0.001065 0.000000 -0.001781 0.000000 10 1.2D+1.6L Combination -0.005755 0.000000 -0.001342 0.000000 -0.002227 0.000000 10 0.9D+C1 Combination -0.000016 0.000000 -0.000703 0.000000 -0.001006 0.000000 10 0.9D+1.002 Combination -0.002909 0.000000 -0.000702 0.000000 -0.001186 0.000000 10 0.9D+1.0C4 Combination -0.003428 0.000000 -0.000899 0.000000 -0.001343 0.000000 10 0.9D+1.0D3 Combination -0.006320 0.000000 -0.000899 0.000000 -0.001524 0.000000 11 1.2D+1.6L+C Combination -1.889E-06 0.000000 -0.003532 0.000000 0.000111 0.000000 1 CH2M HILL Page 5 of 13 Clere Story Truss.sdb SAP2000 v15.1.0 - License#29BAB List of Tables 14 May 2013 Table: Joint Displacements Joint OutputCase CaseType U1 U2 U3 R1 R2 R3 Iiiiiiiiiiiiiiiii6 ft ft ft Radians Radians Radians 11 1.20+1.6L+C Combination -3.825E-06 0.000000 -0.004195 0.000000 0.000188 0.000000 2 11 1.20+1.6L+C Combination -5.884E-06 0.000000 -0,004401 0.000000 0.000248 0.000000 3 11 1.2D+1.6L+C Combination -3.948E-06 0.000000 -0.003738 0.000000 0.000171 0.000000 4 11 1.4D Combination -3.090E-06 0.000000 -0.003473 0.000000 0.000163 0.000000 11 1.2D+1.6L Combination -3.878E-06 0.000000 -0.004332 0.000000 0.000194 0.000000 11 0.9D+C1 Combination 2.435E-09 0.000000 -0.001433 0.000000 0.000022 0.000000 11 0.9D+1.0C2 Combination -1.934E-06 0.000000 -0.002096 0.000000 0.000099 0.000000 11 0.9D+1.0C4 Combination -2.057E-06 0.000000 -0.001639 0.000000 0.000082 0.000000 11 0.90+1.003 Combination -3.993E-06 0.000000 -0.002302 0.000000 0.000159 0.000000 12 1.2D+1.6L+C Combination -0.002773 0.000000 -0.003373 0.000000 0.000016 0.000000 1 12 1.2D+1.6L+C Combination -0.005695 0.000000 -0.004019 0.000000 0.000058 0.000000 2 12 1.2D+1.6L+C Combination -0.009062 0.000000 -0.004236 0.000000 0.000084 0.000000 3 12 1.2D+1.6L+C Combination -0.006139 0.000000 -0.003590 0.000000 0.000042 0.000000 4 12 1.4D Combination -0.004593 0.000000 -0.003245 0.000000 0.000038 0.000000 12 1.20+1.6L Combination -0.005722 0.000000 -0.004152 0.000000 0.000064 0.000000 12 0.9D+C1 Combination -3.625E-06 0.000000 -0.001306 0.000000 -0.000023 0.000000 12 0.9D+1.0C2 Combination -0.002926 0.000000 -0.001952 0.000000 0.000019 0.000000 12 0.9D+1.0C4 Combination -0.003370 0.000000 -0.001523 0.000000 2.701E-06 0.000000 12 0.90+1.003 Combination -0.006292 0.000000 -0.002169 0.000000 0.000044 0.000000 13 1.2D+1.6L+C Combination 0.000000 0.000000 0.000000 0.000000 0.001452 0.000000 1 13 1.2D+1.6L+C Combination 0.000000 0.000000 0.000000 0.000000 0.001115 0.000000 2 13 1.2D+1.6L+C Combination 0.000000 0.000000 0.000000 0.000000 0.000975 0.000000 3 13 1.2D+1.6L+C Combination 0.000000 0.000000 0.000000 0.000000 0.001312 0.000000 4 13 1.4D Combination 0.000000 0.000000 0.000000 0.000000 0.000841 0.000000 13 1.2D+1.6L Combination 0.000000 0.000000 0.000000 0.000000 0.001064 0.000000 13 0.9D+C1 Combination 0.000000 0.000000 0.000000 0.000000 0.000928 0.000000 13 0.9D+1.0C2 Combination 0.000000 0.000000 0.000000 0.000000 0.000592 0.000000 13 0.9D+1.0C4 Combination 0.000000 0.000000 0.000000 0.000000 0.000788 0.000000 13 0.90+1.003 Combination 0.000000 0.000000 0.000000 0.000000 0.000452 0.000000 14 1.2D+1.6L+C Combination -0.002741 0.000000 -0.001318 0.000000 0.000938 0.000000 1 14 1.2D+1.6L+C Combination -0.005705 0.000000 -0.001149 0.000000 0.000688 0.000000 2 14 1.2D+1.6L+C Combination -0.009019 0.000000 -0.001155 0.000000 0.000530 0.000000 3 14 1.2D+1.6L+C Combination -0.006054 0.000000 -0.001325 0.000000 0.000780 0.000000 4 14 1.4D Combination -0.004564 0.000000 -0.000875 0.000000 0.000533 0.000000 14 1.20+1.6L Combination -0.005687 0.000000 -0.001132 0.000000 0.000650 0.000000 14 0.9D+C1 Combination 0.000013 0.000000 -0.000748 0.000000 0.000631 0.000000 14 0.9D+1.0C2 Combination -0.002952 0.000000 -0.000579 0.000000 0.000381 0.000000 14 0.90+1.0C4 Combination -0.003301 0.000000 -0.000755 0.000000 0.000473 0.000000 14 0.90+1.003 Combination -0.006266 0.000000 -0.000585 0.000000 0.000223 0.000000 15 1.2D+1.6L+C Combination -0.000053 0.000000 -0.062976 0.000000 0.004980 0.000000 1 CH2M HILL Page 6 of 13 Clere Story Truss.sdb SAP2000 v15.1.0 - License#29BAB List of Tables 14 May 2013 Table: Joint Displacements Joint OutputCase CaseType U1 U2 U3 RI R2 R3 ft ft ft Radians Radians Radians 15 1.2D+1.6L+C Combination -0.000059 0.000000 -0.063016 0.000000 0.005311 0.000000 2 15 1.2D+1.6L+C Combination -0.000068 0.000000 -0.062521 0.000000 0.005353 0.000000 3 15 1.2D+1.6L+C Combination -0.000062 0.000000 -0.062481 0.000000 0.005022 0.000000 4 15 1.4D Combination -0.000047 0.000000 -0.048493 0.000000 0.004016 0.000000 15 1.2D+1.6L Combination -0.000059 0.000000 -0.060760 0.000000 0.005042 0.000000 15 0.9D+C1 Combination -0.000024 0.000000 -0.033391 0.000000 0.002520 0.000000 15 0.9D+1.0C2 Combination -0.000030 0.000000 -0.033430 0.000000 0.002851 0.000000 15 0.9D+1.0C4 Combination -0.000034 0.000000 -0.032896 0.000000 0.002562 0.000000 15 0.9D+1.0D3 Combination -0.000040 0.000000 -0.032935 0.000000 0.002892 0.000000 16 1.20+1.6L+C Combination -0.003314 0.000000 -0.062536 0.000000 0.005145 0.000000 1 16 1.2D+1.6L+C Combination -0.006317 0.000000 -0.062596 0.000000 0.005439 0.000000 2 16 1.2D+1.6L+C Combination -0.009596 0.000000 -0.062099 0.000000 0.005479 0.000000 3 16 1.2D+1.6L+C Combination -0.006593 0.000000 -0.062038 0.000000 0.005184 0.000000 4 16 1.4D Combination -0.004992 0.000000 -0.048068 0.000000 0.004130 0.000000 16 1.2D+1.6L Combination -0.006226 0.000000 -0.060337 0.000000 0.005165 0.000000 16 0.9D+C1 Combination -0.000297 0.000000 -0.033100 0.000000 0.002634 0.000000 16 0.9D+1.0C2 Combination -0.003301 0.000000 -0.033160 0.000000 0.002929 0.000000 16 0.9D+1.0C4 Combination -0.003577 0.000000 -0.032603 0.000000 0.002674 0.000000 16 0.9D+1.0D3 Combination -0.006580 0.000000 -0.032663 0.000000 0.002969 0.000000 17 1.2D+1.6L+C Combination 0.000046 0.000000 -0.079234 0.000000 -0.001818 0.000000 1 17 1.2D+1.6L+C Combination 0.000043 0.000000 -0.082504 0.000000 -0.001514 0.000000 2 17 1.2D+1.6L+C Combination 0.000032 0.000000 -0.082674 0.000000 -0.001448 0.000000 3 17 1.2D+1.6L+C Combination 0.000036 0.000000 -0.079405 0.000000 -0.001751 0.000000 4 17 1.4D Combination 0.000029 0.000000 -0.062386 0.000000 -0.001314 0.000000 17 1.2D+1.6L Combination 0.000037 0.000000 -0.078164 0.000000 -0.001668 0.000000 17 0.9D+C1 Combination 0.000028 0.000000 -0.041176 0.000000 -0.000994 0.000000 17 0.9D+1.002 Combination 0.000025 0.000000 -0.044445 0.000000 -0.000691 0.000000 17 0.9D+1.004 Combination 0.000018 0.000000 -0.041346 0.000000 -0.000927 0.000000 17 0.9D+1.0D3 Combination 0.000014 0.000000 -0.044616 0.000000 -0.000624 0.000000 18 1.2D+1.6L+C Combination -0.003882 0.000000 -0.078747 0.000000 -0.002128 0.000000 1 18 1.2D+1.6L+C Combination -0.006922 0.000000 -0.081998 0.000000 -0.001865 0.000000 2 18 1.2D+1.6L+C Combination -0.010182 0.000000 -0.082169 0.000000 -0.001802 0.000000 3 18 1.2D+1.6L+C Combination -0.007142 0.000000 -0.078919 0.000000 -0.002065 0.000000 4 18 1.4D Combination -0.005426 0.000000 -0.061890 0.000000 -0.001601 0.000000 18 1.2D+1.6L Combination -0.006770 0.000000 -0.077674 0.000000 -0.001975 0.000000 18 0.9D+C1 Combination -0.000600 0.000000 -0.040860 0.000000 -0.001182 0.000000 18 0.9D+1.0C2 Combination -0.003640 0.000000 -0.044110 0.000000 -0.000919 0.000000 18 0.9D+1.0C4 Combination -0.003860 0.000000 -0.041031 0.000000 -0.001119 0.000000 18 0.9D+1.0D3 Combination -0.006901 0.000000 -0.044281 0.000000 -0.000857 0.000000 19 1.2D+1.6L+C Combination 0.000146 0.000000 -0.017043 0.000000 -0.005513 0.000000 1 CH2M HILL Page 7 of 13 Clere Story Truss.sdb SAP2000 v15.1.0 - License#29BAB List of Tables 14 May 2013 Table: Joint Displacements Joint OutputCase CaseType U1 U2 U3 R1 R2 R3 ft ft ft Radians Radians Radians 19 1.2D+1.6L+C Combination 0.000157 0.000000 -0.019858 0.000000 -0.006180 0.000000 2 19 1.2D+1.6L+C Combination 0.000151 0.000000 -0.020156 0.000000 -0.006297 0.000000 3 19 1.2D+1.6L+C Combination 0.000140 0.000000 -0.017341 0.000000 -0.005630 0.000000 4 19 1.4D Combination 0.000111 0.000000 -0.013708 0.000000 -0.004461 0.000000 19 1.2D+1.6L Combination 0.000140 0.000000 -0.017148 0.000000 -0.005561 0.000000 19 0.9D+C1 Combination 0.000078 0.000000 -0.008707 0.000000 -0.002820 0.000000 19 0.9D+1.0C2 Combination 0.000088 0.000000 -0.011523 0.000000 -0.003487 0.000000 19 0.9D+1.0C4 Combination 0.000072 0.000000 -0.009005 0.000000 -0.002937 0.000000 19 0.90+1.003 Combination 0.000083 0.000000 -0.011820 0.000000 -0.003604 0.000000 20 1.2D+1.6L+C Combination -0.004608 0.000000 -0.016595 0.000000 -0.004510 0.000000 1 20 1.2D+1.6L+C Combination -0.007707 0.000000 -0.019167 0.000000 -0.005077 0.000000 2 20 1.2D+1.6L+C Combination -0.010948 0.000000 -0.019470 0.000000 -0.005215 0.000000 3 20 1.2D+1.6L+C Combination -0.007849 0.000000 -0.016898 0.000000 -0.004648 0.000000 4 20 1.4D Combination -0.005984 0.000000 -0.013300 0.000000 -0.003625 0.000000 20 1.2D+1.6L Combination -0.007471 0.000000 -0.016707 0.000000 -0.004586 0.000000 20 0.9D+C1 Combination -0.000984 0.000000 -0.008437 0.000000 -0.002255 0.000000 20 0.9D+1.0C2 Combination -0.004083 0.000000 -0.011009 0.000000 -0.002822 0.000000 20 0.9D+1.0C4 Combination -0.004225 0.000000 -0.008740 0.000000 -0.002393 0.000000 20 0.9D+1.0D3 Combination -0.007324 0.000000 -0.011312 0.000000 -0.002960 0.000000 21 1.2D+1.6L+C Combination -0.000202 0.000000 -0.021777 0.000000 0.006819 0.000000 1 21 1.2D+1.6L+C Combination -0.000207 0.000000 -0.021514 0.000000 0.006716 0.000000 2 21 1.2D+1.6L+C Combination -0.000197 0.000000 -0.018615 0.000000 0.006018 0.000000 3 21 1.2D+1.6L+C Combination -0.000192 0.000000 -0.018878 0.000000 0.006121 0.000000 4 21 1.4D Combination -0.000151 0.000000 -0.015008 0.000000 0.004878 0.000000 21 1.2D+1.6L Combination -0.000189 0.000000 -0.018743 0.000000 0.006075 0.000000 21 0.9D+C1 Combination -0.000110 0.000000 -0.012682 0.000000 0.003880 0.000000 21 0.9D+1.0C2 Combination -0.000115 0.000000 -0.012419 0.000000 0.003777 0.000000 21 0.9D+1.0C4 Combination -0.000100 0.000000 -0.009783 0.000000 0.003183 0.000000 21 0.90+1.003 Combination -0.000105 0.000000 -0.009520 0.000000 0.003079 0.000000 22 1.2D+1.6L+C Combination -0.000070 0.000000 -0.021038 0.000000 0.005521 0.000000 1 22 1.2D+1.6L+C Combination -0.002895 0.000000 -0.020770 0.000000 0.005400 0.000000 2 22 1.2D+1.6L+C Combination -0.006444 0.000000 -0.018114 0.000000 0.004801 0.000000 3 22 1.2D+1.6L+C Combination -0.003619 0.000000 -0.018382 0.000000 0.004923 0.000000 4 22 1.4D Combination -0.002576 0.000000 -0.014559 0.000000 0.003873 0.000000 22 1.2D+1.6L Combination -0.003196 0.000000 -0.018250 0.000000 0.004889 0.000000 22 0.9D+C1 Combination 0.001469 0.000000 -0.012147 0.000000 0.003122 0.000000 22 0.9D+1.0C2 Combination -0.001356 0.000000 -0.011879 0.000000 0.003001 0.000000 22 0.9D+1.0C4 Combination -0.002079 0.000000 -0.009491 0.000000 0.002523 0.000000 22 0.9D+1.0D3 Combination -0.004904 0.000000 -0.009223 0.000000 0.002402 0.000000 25 1.2D+1.6L+C Combination -0.000078 0.000000 -0.006483 0.000000 0.003298 0.000000 1 CH2M HILL Page 8 of 13 Clere Story Truss.sdb SAP2000 v15.1.0 - License #29BAB List of Tables 14 May 2013 Table: Joint Displacements pli Joint OutputCase CaseType U1 U2 U3 R1 R2 R3 ft ft ft Radians Radians Radians 25 1.2D+1.6L+C Combination -0.000078 0.000000 -0.005412 0.000000 0.002998 0.000000 2 25 1.2D+1.6L+C Combination -0.000082 0.000000 -0.005135 0.000000 0.002860 0.000000 3 25 1.2D+1.6L+C Combination -0.000082 0.000000 -0.006207 0.000000 0.003160 0.000000 4 25 1.4D Combination -0.000061 0.000000 -0.004198 0.000000 0.002328 0.000000 25 1.2D+1.6L Combination -0.000076 0.000000 -0.005254 0.000000 0.002906 0.000000 25 0.9D+C1 Combination -0.000041 0.000000 -0.003928 0.000000 0.001889 0.000000 25 0.9D+1.0C2 Combination -0.000041 0.000000 -0.002856 0.000000 0.001589 0.000000 25 0.9D+1.0C4 Combination -0.000045 0.000000 -0.003652 0.000000 0.001751 0.000000 25 0.9D+1.0D3 Combination -0.000045 0.000000 -0.002580 0.000000 0.001451 0.000000 26 1.2D+1.6L+C Combination -0.002773 0.000000 -0.006161 0.000000 0.002357 0.000000 1 26 1.2D+1.6L+C Combination -0.005745 0.000000 -0.005271 0.000000 0.002139 0.000000 2 26 1.2D+1.6L+C Combination -0.009050 0.000000 -0.004986 0.000000 0.001980 0.000000 3 26 1.2D+1.6L+C Combination -0.006078 0.000000 -0.005876 0.000000 0.002197 0.000000 4 26 1.4D Combination -0.004586 0.000000 -0.004056 0.000000 0.001632 0.000000 26 1.2D+1.6L Combination -0.005716 0.000000 -0.005117 0.000000 0.002066 0.000000 26 0.9D+C1 Combination -5.475E-06 0.000000 -0.003652 0.000000 0.001341 0.000000 26 0.9D+1.0C2 Combination -0.002977 0.000000 -0.002761 0.000000 0.001123 0.000000 26 0.9D+1.0C4 Combination -0.003311 0.000000 -0.003367 0.000000 0.001181 0.000000 26 0.9D+1.0D3 Combination -0.006283 0.000000 -0.002476 0.000000 0.000963 0.000000 27 1.2D+1.6L+C Combination 0.000000 0.000000 0.000000 0.000000 -0.006330 0.000000 1 27 1.2D+1.6L+C Combination 0.000000 0.000000 0.000000 0.000000 -0.007350 0.000000 2 27 1.2D+1.6L+C Combination 0.000000 0.000000 0.000000 0.000000 -0.007462 0.000000 3 27 1.2D+1.6L+C Combination 0.000000 0.000000 0.000000 0.000000 -0.006442 0.000000 4 27 1.4D Combination 0.000000 0.000000 0.000000 0.000000 -0.005095 0.000000 27 1.2D+1.6L Combination 0.000000 0.000000 0.000000 0.000000 -0.006370 0.000000 27 0.90+C1 Combination 0.000000 0.000000 0.000000 0.000000 -0.003235 0.000000 27 0.9D+1.002 Combination 0.000000 0.000000 0.000000 0.000000 -0.004255 0.000000 27 0.9D+1.0C4 Combination 0.000000 0.000000 0.000000 0.000000 -0.003347 0.000000 27 0.9D+1.0D3 Combination 0.000000 0.000000 0.000000 0.000000 -0.004367 0.000000 28 1.2D+1.6L+C Combination -0.004608 0.000000 0.000000 0.000000 -0.006185 0.000000 1 28 1.2D+1.6L+C Combination -0.007707 0.000000 0.000000 0.000000 -0.007141 0.000000 2 28 1.2D+1.6L+C Combination -0.010948 0.000000 0.000000 0.000000 -0.007255 0.000000 3 28 1.2D+1.6L+C Combination -0.007849 0.000000 0.000000 0.000000 -0.006299 0.000000 4 28 1.4D Combination -0.005984 0.000000 0.000000 0.000000 -0.004954 0.000000 28 1.2D+1.6L Combination -0.007471 0.000000 0.000000 0.000000 -0.006228 0.000000 28 0.9D+C1 Combination -0.000984 0.000000 0.000000 0.000000 -0.003142 0.000000 28 0.9D+1.0C2 Combination -0.004083 0.000000 0.000000 0.000000 -0.004097 0.000000 28 0.9D+1.0C4 Combination -0.004225 0.000000 0.000000 0.000000 -0.003256 0.000000 28 0.90+1.0D3 Combination -0.007324 0.000000 0.000000 0.000000 -0.004211 0.000000 29 1.2D+1.6L+C Combination -2.634E-07 0.000000 0.003068 0.000000 -0.003270 0.000000 1 CH2M HILL Page 9 of 13 Clere Story Truss.sdb SAP2000 v15.1.0 - License#29BAB List of Tables 14 May 2013 Table: Joint Displacements Joint OutputCase CaseType U1 U2 U3 R1 R2 R3 ft ft ft Radians Radians Radians 29 1.2D+1.6L+C Combination -5.334E-07 0.000000 0.003228 0.000000 -0.003435 0.000000 2 29 1.2D+1.6L+C Combination -8.207E-07 0.000000 0.003726 0.000000 -0.003938 0.000000 3 29 1.2D+1.6L+C Combination -5.507E-07 0.000000 0.003566 0.000000 -0.003772 0.000000 4 29 1.4D Combination -4.310E-07 0.000000 0.002534 0.000000 -0.002706 0.000000 29 1.2D+1.6L Combination -5.408E-07 0.000000 0.003162 0.000000 -0.003370 0.000000 29 0.9D+C1 Combination 3.396E-10 0.000000 0.001535 0.000000 -0.001639 0.000000 29 0.9D+1.002 Combination -2.697E-07 0.000000 0.001695 0.000000 -0.001805 0.000000 29 0.9D+1.0C4 Combination -2.869E-07 0.000000 0.002033 0.000000 -0.002142 0.000000 29 0.9D+1.0D3 Combination -5.570E-07 0.000000 0.002193 0.000000 -0.002307 0.000000 30 1.2D+1.6L+C Combination -0.002797 0.000000 0.000610 0.000000 -0.002051 0.000000 1 30 1.2D+1.6L+C Combination -0.005694 0.000000 0.000781 0.000000 -0.002229 0.000000 2 30 1.2D+1.6L+C Combination -0.009099 0.000000 0.000918 0.000000 -0.002565 0.000000 3 30 1.2D+1.6L+C Combination -0.006202 0.000000 0.000748 0.000000 -0.002387 0.000000 4 30 1.4D Combination -0.004617 0.000000 0.000627 0.000000 -0.001754 0.000000 30 1.2D+1.6L Combination -0.005751 0.000000 0.000756 0.000000 -0.002187 0.000000 30 0.9D+C1 Combination -0.000014 0.000000 0.000257 0.000000 -0.000992 0.000000 30 0.9D+1.0C2 Combination -0.002911 0.000000 0.000428 0.000000 -0.001169 0.000000 30 0.9D+1.004 Combination -0.003420 0.000000 0.000394 0.000000 -0.001328 0.000000 30 0.9D+1.0D3 Combination -0.006316 0.000000 0.000565 0.000000 -0.001505 0.000000 Table: Joint Reactions Table: Joint Reactions Joint OutputCase CaseType Fl F2 F3 M1 M2 M3 Kip Kip Kip Kip-ft Kip-ft Kip-ft 1 1.2D+1.6L+C Combination 20.690 0.000 31.130 0.0000 0.0000 0.0000 1 1 1.2D+1.6L+C Combination 21.203 0.000 31.230 0.0000 0.0000 0.0000 2 1 1.2D+1.6L+C Combination 20.163 0.000 22.944 0.0000 0.0000 0.0000 3 1 1.2D+1.6L+C Combination 19.650 0.000 22.844 0.0000 0.0000 0.0000 4 1 1.4D Combination 15.488 0.000 18.054 0.0000 0.0000 0.0000 1 1.2D+1.6L Combination 19.392 0.000 22.752 0.0000 0.0000 0.0000 1 0.9D+C1 Combination 11.255 0.000 19.984 0.0000 0.0000 0.0000 1 0.9D+1.002 Combination 11.768 0.000 20.084 0.0000 0.0000 0.0000 1 0.9D+1.0C4 Combination 10.214 0.000 11.698 0.0000 0.0000 0.0000 1 0.9D+1.0D3 Combination 10.727 0.000 11.799 0.0000 0.0000 0.0000 2 1.2D+1.6L+C Combination 0.000 0.000 32.586 0.0000 0.0000 0.0000 1 2 1.2D+1.6L+C Combination 0.000 0.000 32.868 0.0000 0.0000 0.0000 2 2 1.2D+1.6L+C Combination 0.000 0.000 27.486 0.0000 0.0000 0.0000 3 2 1.20+1.6L+C Combination 0.000 0.000 27.204 0.0000 0.0000 0.0000 4 2 1.4D Combination 0.000 0.000 21.741 0.0000 0.0000 0.0000 2 1.2D+1.6L Combination 0.000 0.000 26.987 0.0000 0.0000 0.0000 CH2M HILL Page 10 of 13 Clare Story Truss.sdb SAP2000 v15.1.0 - License#29BAB List of Tables 14 May 2013 Table: Joint Reactions Joint Output?t ase CaseType F4 F2 ' F3 MI M2 M3. Kip Kip Kip Kip-ft Kip-ft Kip-ft 2 0.9D+C1 Combination 0.000 0.000 19.575 0.0000 0.0000 0.0000 2 0.9D+1.0C2 Combination 0.000 0.000 19.857 0.0000 0.0000 0.0000 2 0.9D+1.0C4 Combination 0.000 0.000 14.193 0.0000 0.0000 0.0000 2 0.9D+1.0D3 Combination 0.000 0.000 14.475 0.0000 0.0000 0.0000 9 1.2D+1.6L+C Combination -21.693 0.000 70.909 0.0000 0.0000 0.0000 1 9 1.2D+1.6L+C Combination -21.012 0.000 71.180 0.0000 0.0000 0.0000 2 9 1.2D+1.6L+C Combination -21.598 0.000 85.277 0.0000 0.0000 0.0000 3 9 1.2D+1.6L+C Combination -22.278 0.000 85.006 0.0000 0.0000 0.0000 4 9 1.4D Combination -16.434 0.000 56.818 0.0000 0.0000 0.0000 9 1.2D+1.6L Combination -20.525 0.000 70.614 0.0000 0.0000 0.0000 9 0.9D+C1 Combination -11.732 0.000 36.821 0.0000 0.0000 0.0000 9 0.9D+1.0C2 Combination -11.052 0.000 37.092 0.0000 0.0000 0.0000 9 0.9D+1.0C4 Combination -12.318 0.000 50.917 0.0000 0.0000 0.0000 9 0.9D+1.0D3 Combination -11.638 0.000 51.189 0.0000 0.0000 0.0000 13 1.2D+1.6L+C Combination 15.984 0.000 94.446 0.0000 0.0000 0.0000 1 13 1.2D+1.6L+C Combination 15.867 0.000 80.142 0.0000 0.0000 0.0000 2 13 1.20+1.6L+C Combination 16.907 0.000 80.165 0.0000 0.0000 0.0000 3 13 1.2D+1.6L+C Combination 17.024 0.000 94.469 0.0000 0.0000 0.0000 4 13 1.4D Combination 12.339 0.000 63.603 0.0000 0.0000 0.0000 13 1.2D+1.6L Combination 15.441 0.000 79.352 0.0000 0.0000 0.0000 13 0.9D+C1 Combination 8.475 0.000 55.982 0.0000 0.0000 0.0000 13 0.9D+1.0C2 Combination 8.358 0.000 41.677 0.0000 0.0000 0.0000 13 0.9D+1.0C4 Combination 9.516 0.000 56.005 0.0000 0.0000 0.0000 13 0.9D+1.0D3 Combination 9.398 0.000 41.700 0.0000 0.0000 0.0000 27 1.2D+1.6L+C Combination -14.981 0.000 21.148 0.0000 0.0000 0.0000 1 27 1.2D+1.6L+C Combination -16.058 0.000 29.417 0.0000 0.0000 0.0000 2 27 1.20+1.6L+C Combination -15.472 0.000 29.296 0.0000 0.0000 0.0000 3 27 1.2D+1.6L+C Combination -14.396 0.000 21.027 0.0000 0.0000 0.0000 4 27 1.4D Combination -11.393 0.000 16.579 0.0000 0.0000 0.0000 27 1.2D+1.6L Combination -14.308 0.000 20.966 0.0000 0.0000 0.0000 27 0.9D+C1 Combination -7.997 0.000 10.841 0.0000 0.0000 0.0000 27 0.9D+1.0C2 Combination -9.074 0.000 19.110 0.0000 0.0000 0.0000 27 0.9D+1.004 Combination -7.412 0.000 10.719 0.0000 0.0000 0.0000 27 0.9D+1.0D3 Combination -8.488 0.000 18.988 0.0000 0.0000 0.0000 28 1.2D+1.6L+C Combination 0.000 0.000 23.539 0.0000 0.0000 0.0000 1 28 1.2D+1.6L+C Combination 0.000 0.000 28.921 0.0000 0.0000 0.0000 2 28 1.2D+1.6L+C Combination 0.000 0.000 28.590 0.0000 0.0000 0.0000 3 28 1.2D+1.6L+C Combination 0.000 0.000 23.209 0.0000 0.0000 0.0000 4 28 1.4D Combination 0.000 0.000 18.494 0.0000 0.0000 0.0000 28 1.2D+1.6L Combination 0.000 0.000 23.087 0.0000 0.0000 0.0000 28 0.9D+C1 Combination 0.000 0.000 12.341 0.0000 0.0000 0.0000 CH2M HILL Page 11 of 13 Clere Story Truss.sdb SAP2000 v15.1.0- License#29BAB List of Tables 14 May 2013 Table: Joint Reactions Joint OutputCase CaseType Fl F2 F3 M1 M2 M3 Kip Kip Kip Kip-ft Kip-ft Kip-ft 28 0.9D+1.0C2 Combination 0.000 0.000 17.722 0.0000 0.0000 0.0000 28 0.9D+1.0C4 Combination 0.000 0.000 12.010 0.0000 0.0000 0.0000 28 0.9D+1.0D3 Combination 0.000 0.000 17.392 0.0000 0.0000 0.0000 Table: Load Case Definitions, Part 1 of 2 _ Table: Load Case Definitions,Part 1 of 2 Case Type InitialCond ModalCase BaseCase DesTypeOpt DesignType DesActOpt DEAD LinStatic Zero Prog Det DEAD Prog Det MODAL LinModal Zero Prog Det OTHER Prog Det LIVE LinStatic Zero Prog Det LIVE Prog Det CRANE1 LinStatic Zero Prog Det PATTERN Prog Det LIVE CRANE2 LinStatic Zero Prog Det PATTERN Prog Det LIVE CRANE3 LinStatic Zero Prog Det PATTERN Prog Det LIVE CRANE4 LinStatic Zero Prog Det PATTERN Prog Det LIVE Temp 70 deg LinStatic Zero Prog Det TEMPERAT Prog Det URE Table: Load Case Definitions, Part 2 of 2 Table: Load Case Definitions,Part 2 of 2 Case DesignAct AutoType RunCase CaseStatus GUID Notes DEAD Non-Compos None Yes Finished ite MODAL Other None No Not Run LIVE Short-Term None Yes Finished Composite CRANE1 Short-Term None Yes Finished Composite CRANE2 Short-Term None Yes Finished Composite CRANE3 Short-Term None Yes Finished Composite CRANE4 Short-Term None Yes Finished Composite Temp 70 deg Short-Term None Yes Finished Composite Table: Load Pattern Definitions Table: Load Pattern Definitions _ LoadPat DesignType SeIfWtMult AutoLoad GUID Notes DEAD DEAD 1.000000 LIVE LIVE 0.000000 CRANE1 PATTERN 0.000000 LIVE CH2M HILL Page 12 of 13 Clere Story Truss.sdb SAP2000 v15.1.0 - License#29BAB List of Tables 14 May 2013 Table: Load Pattern Definitions LoadPat DesignType SeltWtMult AutoLoad GUID Notes CRANE2 PATTERN 0.000000 LIVE CRANE3 PATTERN 0.000000 LIVE CRANE4 PATTERN 0.000000 LIVE Temp 70 deg TEMPERAT 0.000000 URE CH2M HILL Page 13 of 13 0 CH2MHILL. Job No. ION' t Sheet No. )),, Job Name P"QHA� Date Sit 11 3 Subject CAN 1ZFTALJJ WI . Computed By Nun A,.tAcF Checked By R EIMNIOJ b cow., ;, 0, $ .. T l ,gtM� C flI i . , R putttt Igo 6444.IA- • . 12 f"(:): ._,__ am g i , _� S b i I V4...04 LaNrtitAift ,,7_1,,S*1 /±6‘,IfisAlt PIREM*4 '_4:11/./...y,„ _ 141 1.9..1440 IX two 1 wPwt. Daip 3: u,E rPA C - 't. 4 I4o4tec! ' ► ;s ; ' f - S7P ° { i —, r' ..H37141>C:44C3-1(11! % . _ , . „, ; . . L.. t..- ' . A-4K-. -I. AltEir-mit:L.-.611.itlei-_14*-f_t....gt . _. _A.k:-.0...,0.71r' - . Y4 ", = /, 3 1yc P!'w•=, fats / { t i , . . V.4'7.7.-._.P.a.1 t,2*_/.!-!..F.,(kii'lli.i_cl ..g.11.$ . 4443iit21) RETAINING WALL DESIGN PARAMATERS Active Pressures u 0.5 Coefficiant of friction for sliding y 120 pcf, granular fill unit weight Kr 29 PSF, Active lateral earth pressure H 13 ft, Height of soil behind wall (including footing thickness) SC 2 ft, surcharge ht DRIVING FORCE P1 377 PSF, Pressure at the Base of the wall PL 2,451 Driving force due to lateral earth pressure Psc 240 Pressure do to surcharge Pscr 3,120 Driving force due to surcharge load Pds 5,571 Total Driving Force X1 4 Moment arm due to lateral earth pressure X2 7 Moment arm due to surcharge Mos 44,419 (ft*lbs) Total Overturning Moment Mo 10,619 (ft*lbs) Overturning No Surcharge Peq 800 lbs Seismic load to concrete with loft screen wall Meq 8,800 (ft*lbs) Moment from Seismic load to concrete RESISTING FORCE Element H(ft) B(ft) Unit Wt(PCF) Wt (Ibs) X(ft) Mr (ft*lbs) Stem 10.5 1.33 150 2,095 3.165 6,630 Toe 2 2.5 150 750 1.25 938 Heel 2 3.5 150 1,050 7.33 7,697 Soil on Heel 11 4 120 5,280 7.33 38,702 Soil on Toe 2.5 2.5 120 750 1.25 938 Slab 0.5 2.5 150 188 1.25 234 At Rest resisting 4.5 46 465.75 lbs of At RE Passive Pressure 4.5 225 2278.125 lbs of Passi Surcharge 240 3.5 840 5.58 4,687 Total 10,952 59,825 Sliding Resisting Force 8220 lbs FACTOR OF SAFETY W/Surcharge no earthquake Overturning 1.346847 Sliding 1.475631 FACTOR OF SAFETY WITH EQ NO SURCHARGE Overturning 4.828703 Sliding 2.399631 RETAINING WALL DESIGN PARAMATERS Dynamic Earth Pressures u 0.5 Coefficiant of friction for sliding y 120 pcf, granular fill unit weight Kr 46 PSF, at rest lateral earth pressure is equal to dynamic lateral earth pressure H 13 ft, Height of soil behind wall (including footing thickness) SC 2 ft, surcharge ht DRIVING FORCE P1 598 PSF, Pressure at the Base of the wall PL 3,887 Driving force due to lateral earth pressure Psc 240 Pressure do to surcharge Pscr 3,120 Driving force due to surcharge load Pds 7,007 Total Driving Force X1 4 Moment arm due to lateral earth pressure X2 7 Moment arm due to surcharge Mos 50,644 (ft*Ibs)Total Overturning Moment Mo 16,844 (ft*lbs) Overturning No Surcharge Peq 800 lbs Seismic load to concrete with loft screen wall Meq 8,800 (ft*lbs) Moment from Seismic load to concrete RESISTING FORCE Element H(ft) B(ft) Unit Wt(PCF) Wt (Ibs) X(ft) Mr (ft*lbs) Stem 10.5 1.33 150 2,095 3.165 6,630 Toe 2 2.5 150 750 1.25 938 Heel 2 3.5 150 1,050 7.33 7,697 Soil on Heel 11 4 120 5,280 7.33 38,702 Soil on Toe 2.5 2.5 120 750 1.25 938 Slab 0.5 2.5 150 188 1.25 234 At Rest resisting 4.5 46 465.75 lbs of At RE Passive Pressure 4.5 225 2278.125 lbs of Passi Surcharge 240 3.5 840 5.58 4,687 Total 10,952 59,825 Sliding Resisting Force 8220 lbs FACTOR OF SAFETY W/Surcharge no earthquake Overturning 1.1813 Sliding 1.173113 FACTOR OF SAFETY WITH EQ NO SURCHARGE Overturning 3.125096 Sliding 1.664178 RETAINING WALL DESIGN PARAMATERS 6ft tall Retaining Wall u 0.5 Coefficiant of friction for sliding y 120 pcf, granular fill unit weight Kr 29 PSF,Active lateral earth pressure H 9 ft, Height of soil behind wall Average Ht (wall is sloped) SC 2 ft,surcharge ht DRIVING FORCE P1 261 PSF, Pressure at the Base of the wall PL 1,175 Driving force due to lateral earth pressure Psc 240 Pressure do to surcharge Pscr 2,160 Driving force due to surcharge load Pds 3,335 Total Driving Force X1 3 Moment arm due to lateral earth pressure X2 5 Moment arm due to surcharge Mos 19,724 (ft*lbs)Total Overturning Moment Mo 3,524 (ft*Ibs) Overturning No Surcharge RESISTING FORCE Element H(ft) B(ft) Unit Wt(PCF) Wt(Ibs) X(ft) Mr(ft*Ibs) Stem 10.5 1.33 150 2,095 2.165 4,535 Toe 1.5 1.5 150 338 0.75 253 Heel 1.5 1.5 150 338 4.33 1,461 Soil on Heel 11 4 120 5,280 4.33 22,862 Soil on Toe 2.5 2.5 120 750 1.25 938 Slab 0.5 2.5 150 188 1.25 234 At Rest resisting 4.5 46 465.75 lbs of At RE Passive Pressure 4.5 225 2278.125 lbs of Passi Surcharge 240 1.5 360 3.58 1,289 Total 9,347 31,573 Sliding Resisting Force 7417.5 lbs FACTOR OF SAFETY W/Surcharge Overturning 1.600766 Sliding 2.224471 FACTOR OF SAFETY NO SURCHARGE Overturning 8.594837 Sliding 6.162197 ALLOWABLE BENDING MOMENTS USING ACI350R-89,ALTERNATE DESIGN METHOD CATEGORY NO. = 3 WALL THICKNESS = 16 inches Z = 115 fc= 4000 psi CRACK WIDTH = 0.008 inches Fy= 60 ksi COVER = 2.00 inches BAR SIZE SPACING As dc fs K a d p p bal M, k-ft/ft # inches in2/ft inches ksi psi k-ft/in3 outer bars inner bars % % outer bars inner bars 4 12 0.20 2.25 23.6 299 1.717 13.75 13.25 0.0013 0.0145 4 72 4 SS 5 12 0.31 2.31 23.2 302 1.683 13.69 13.06 0.0020 0.0149 1 7.14 6.82 I 6 12 0.44 2.38 22.8 305 1.651 13.63 12.88 0.0028 0.0154 u.uu 7 12 0.60 2.44 22.4 307 1.621 13.56 12.69 0.0039 0.0158 13.19 12.34 8 12 0.79 2.50 22.0 310 1.591 13.50 12.50 0.0053 0.0162 16.97 15.72 9 12 1.00 2.56 21.7 312 1.563 13.44 12.31 0.0068 0.0167 21.01 19.25 10 12 1.27 2.63 21.3 315 1.536 13.38 12.13 0.0087 0.0171 26.10 23.66 11 12 1.56 2.69 21.0 317 1.511 13.31 11.94 0.0109 0.0175 31.37 28.13 4 6 0.40 2.25 29.7 263 2.201 13.75 13.25 0.0025 0.0100 12.11 11.67 5 6 0.62 2.31 29.1 266 2.158 13.69 13.06 0.0040 0.0103 18.32 17.48 6 6 0.88 2.38 28.6 269 2.118 13.63 12.88 0.0057 0.0106 25.39 23.99 7 6 1.20 2.44 28.1 271 2.079 13.56 12.69 0.0079 0.0109 33.83 31.65 8 6 1.58 2.50 27.7 274 2.041 13.50 12.50 0.0105 0.0112 43.54 40.32 9 6 2.00 2.56 27.2 276 2.006 13.44 12.31 0.0135 0.0115 49.90 41.90 10 6 2.54 2.63 26.8 279 1.971 13.38 12.13 0.0175 0.0118 49.88 41.00 11 6 3.12 2.69 26.4 281 1.938 13.31 11.94 0.0218 0.0121 49.85 40.09 dc=0.5* BAR DIA+COVER fs =Z/(2*s*(dc)^2)^0.33) <=27 ksi for 12"spacing fs =Z/(2*s*(dc)^2)^0.33) <=30 ksi for 6"spacing, and for all spacings in Category 1 fc= 0.45*fc n =29,000/(57,000*(fc)^0.5) k= 1/(1+1000*fs/(n*0.45*fc)) j = 1 -k/3 K= 0.5*(0.45*fc)*k*j, psi a =fs*j/12, k-ft/in3 d =t-COVER-0.5*BAR DIA for outer layer of bars d =t-COVER- 1.5*BAR DIA for inner layer of bars P bal=0.5*(0.45*fC)*k/fs M =As*a*d <= K*b*d^2, k-ft/ft Catagory 3 ADM Slab Calcs.xlsx 1 of 1 4/12/2013 Gas Cleaning Inv meal.w.end...m we f OM I o!lciernc.or aP..ee FRONT ISOMETRIC VIEW BACK ISOMETRIC VIEW • 04%111 Ar.501116,4k.01 v.....t. L___%,____:„. ,, ,,. %,....114 1 j 0 Nom., f Al-, ; 119 VESSELS 44,4 1...1, - I okti 9 II g.#:. ,1111111111411110 4 ,.,..... 1,,4441, kv.rotcli ._. ,,,,, ,,,- .,,,,,-,,,, 1_Ill,..,.., ,,,,i*4..:t.... ., -... , r..,,,, ... ,4,, , ,;.1..".. Ittl.i . .-- . ,1=2,„...% e,,,„ ; ,,ir,,,, 14 if ;! gir 4,1,,,011 , Po' 4■1Pk 0,01:41 � •16 .1111 ` 1 �• `1�`,I `fJJ1 '; � ill Y: / I �\ 1 P ` ��1 "°"s awn ' "``,' :4.7,4 3114 Iiii; 1. '`� ) ' II ' 411 1114 ,,Iiii :.,. :%`' *�: +►/: �i1; tit► I _ �.UU Oit' l° irlu ,,..,,. .,..,. i . ,N.,1: „.-- GLYCOL IIEGOIN ‘L,, GLYCOL SUPPLY unison solusces inc. 5451 CMvenade Rood "1" maw 52002 .s PH li wWME Pak NeWQ PRELIMINARY a^�° 'x°-, NOT FOR CONSTRUCTUION r.oacr m•aurw.a ■ ee.aeemo. ..nwwMY uvOU?•sal ewe PP�TieD APPROXIMATE SITE LAYOUT 0e""""' e" k ewWI. ..P"n1 T REVISIONS Rcv 5YN90L RN.PV +ERR SY DATE DESCRIPTIOM OE erANOE TOP VIEW Y Y i -r----- I i =PH :, --. I I I 00 :: >,, - _ /6 3-- ��c�ll n tee'–. Ill > �g � ♦ I�v�� 3 00 �� MI" .k.- , t� r X11 0.all1111=iMslttttttM Ilr' ■;.-71011 IN ri.- lik-.. -'" En SA+ - - Er m ma- (V"C' '0 III J I I KO;.-• �• ' •1" ` / mammo airmar c • ., u H2S Removal Vessels: Siloxane Removal Vessels: North < Weights(each vessel): Weights(each vessel): - steel—8,000 lbs Unleon Solutions Inc steel–6,000 lbs water=78,000 lbs] 5451 cnevenelle Road media=17, Ibs — UNLM Dubuque.IA 52002 .OLpUUTIOEN!TS PNONE 1E3T$6O9T FM 5%}5tS0910 PRELIMINARY bIITIWy% .T NOT RE SIMED'O Dug roc T TNe CaIsNI IY UNSON IOLUTIONE NC NOT FOR CONSTRUCTUION PRWEOT vs DURMMI.a OES RI/NON PRf L MIINAMY LAYOUT.SITE BLUE CUSTOMER SUPPLIED PIPE APPROXIMATE SITE LAYOUT DRAvaw •EV DATE ■•xu REVISION ONO MO 0..116104 R I$ION .EV srweoil.ev.v I.sw WI I WE i Osscmnfce OF C.,SROE t n FRONT VIEW L-v r - , i O e �1�•I•II•Mi11hM 1.1 El I:. • it, r-. i,A r r , It ..,. ...„,,,.I 1111=1_..__ IS .. sis.. ,_,E.H....,..._ -r I I- r--1 r.1. J+L Siloxane Removal Vessels: H2S Removal Vessels 16-ft tall straight shell height+ 12-ft tall straight shell height+ 1 4-ft legs+2 ft dome top=22 ft overall BACK VIEW t'1 5-ft legs+3 ft dome top=20 ft overall / I• T I H IM TC.1 II.X1 I• AEI . - I wi ilidiall ■_re ili `�. : ^� pi - � I:I )�= .�� m� ��.� i ii. - .�II — — lamwwillisit101,1, tl Mel i -:‘,9 •; Ili! i Emmiiiiim au NI 7 11111i, poes■a,Irma. Unison Solutions Inc ,•':' 5451 Chavenelle Road �Yt50`! Dubuque,IA 52002 44 1.• .Ol ,,,.S POPE SEI-01160147 FA.E.51•503.0110 0!f Yl KrlQ 7a5v DOT OE PRELIMINARY o DE COrnitrrt NOT FOR CONSTRUCTUION P.OIEC' i15 ou...r.ce BLUE 1 CUM OMER SUPPLIED PIPE Euw.ufNtr SITE APPROXIMATE SITE LAYOUT 0"...."•'' c� I a`.O s .:=43., .EVO�O cH2MHILL. Job No. Sheet No. t Job Name PUY"'NO Co GF1J Date `rn v)3 Subject GAS CLFAIJa)G Computed By NMLA) Checked By 0 YEK TUIZAL JG oN GAS (LEAW1W pourthipior pE S c uPz `3ki : 7 '-j CA LC D FrFfrft 1 xNFS T//,E 2oAvxA o- To TiyF , o ujP rrai Fog OF aw of THE /moo rLoN . EQu'Pt ir,STANO, /-ENO AIJW4FIALE wsc c , (?FS16 JF1 !.Y T/f i Co u rill> cric CAL Cuc.A1Ic Js • 52-Z.0 YAK) E 1ZEWt 0V At. vE s s Et kV= 17 04 E/% 1Z= 3 \, 2 .5 Ej E'VAicro rfr4JK -s o PPof]n rNAx CA= 2.S Ax t=7-os Sops wr - a,3 •°-679•/7_`K-1,2S- 6" C{Astc / S Y,z at�1 ii/FAR 96Kx (1 )-` ,(01`4. - LEG A t L Ad- _o444 Z - /lion 410 CHM/MILL Job No. am Sheet No. Job Name 2VJ? / 6 &) _. Date 4 1 v/i3 Subject GA5 Cl/LW- Computed By P0(w Checked By /�ZS )eslouAt, L:4$ �= 0.3 SD, un-= c),3.x.619.73, 2o.V $p.se SHF arm_ 20,(4KFlo.s,= 2/s-ve ' L E6 fZEAcrrav= 2-- ' 4 3©. 6K ASSwr ) ( i?i PPR LF(r 30.61( /6,2 K 3 - Nathan M.Wallace r taylPr .;`« ; ai3Saut egl a eaurhamCogen15D2-Cogen_and_8rown_Grease_FacilitylStructu Summary Report 'TIC 5 T�i+I S <AL C S 1 FOR THk hZS Service Cases: 1) Dead Loads 1FF714(3 AL PA1). TkiE oThPR PA O) ARF LOpkJF4) LFSJ, ;3),./AJ )J C Ti° ' TI/F 01 iffl Factored Cases: <none> Y PAns ARf At( 2Jkj?tr 25 ft 1 X — 47 ft lod Thickness= 1 ft Concrete(F'c=4 ksi) Mesh=47x25 E=519120Ksf •Subgrade modulus= 172.801003 y=015000 K/ftA3 Max Value Location(x,y) Load Case Min Value Location (x,y) Load Case Displacement -0.00041 ft (47 ft,25 ft) Dead Loads -0.141 i (34 ft,0 ft) Dead Loads Shear-X 3.3960 KM (37 ft,2 ft) Dead Load -3.4011 K/ft ,(42 ft,2 ft) Dead Loads Shear-Y 3.3222 K/ft (31 ft,3 ft) Dead Loa. = - = • (36 ft,8 ft) Dead Loads Moment-X 1.6968 ft K t (17 ft,0 ft) Dead Low -3.5757 ft- - (24 ft,2 ft) Dead Loads Moment-Y 1.2172 ft Klt (36 ft,5 ft) De= ' oads -2.9796 ft-Kln (36 ft,9 ft) Dead Loads Bearing Pressure _0.91909 Ksf (34 ft,0 ft) - • Loads 0.07056 Ksf (47 ft,25 ft) Dead Loads SEE M1A cNE9 SPREAD sjIEFr Fog_ sUAa cJPAcrry J AnalysisGroup 3.5 www.iesweb.com Apr 24, 2013 8:48 AM p. 1 Nathan M.Wallace Service Case Results ay∎ r Ir-itR/ bSga8s1rWs88ciurharn ogen15D2-Cogen_and_Brown_Grease_Facility\Struck. mov Dead Loads 541-786-3306 Value Location (XS)(ft) Displacement(+ -0.00041 ft 147.25) Displacement(-) -0.00532 ft (34.0) Shear-X(+) 3.3960 K/ft (37.2)_ . Shear-X(-) -3.4011 K/ft 142.2)_ Shear-Y(+1 3.3222 KM (31,3) Shear-Y(-1 -3.3558 Kilt (36.8) Moment-X(+) 1.6968 ft-K/f (17.0) -o 30003 Ks Moment-X(-) -3.5757 ft-K, (24,2) ^nr Kcj Moment-1' 1.2172 ft-K!f (36,5) Moment-Y -2.9798 ft-K, (36,9) Bearing Pressor' 0.91909 Ksf (34.0) �o,ro s r3 .ao P19 so Bearing Pressor' 0.07056 Ksf (47,25) 1 1 (includes self-weight) m . N .. . .. i it NI ... , AP--- ' lik ..., .. Ili, .... . " . , .. ,. . . , .....__ .. . J AnalysisGroup 3.5 www.iesweb.com Apr 24, 2013 8'48 AM p.2 Nathan M.Wallace Service Case Results -ay Pr-1« gE"Circele �r�8�14r?��188ciurhamCogen15D2-Cogen_and_Brown_Grease_Facility\Structu me 13aacJ-I �aar4r 541-786-3306 `"ii` ........."•.... rY M`.... a.r Ill, ......I �fEiiii�#3rifilri kg , ,_ : . , 11111 . 4 , te I i w � i Alf yommommermil I Shear-x(K/ft)-Dead loads Shear•y(NM)-Dead Loads 0;1300 .0J..w...s.„,.,snssrh..A..cng.n+sv Corn a d.....G..,.,r..►MSm...4Mape.w.s.qc.,cb..4w,0.0..0.4 00.0,,,,,. ........41$ ,.c,.,wo.c,..t.o...G...0..05u......,,,,.... d.q,c.,cr..nvw6r0.414 NM,M 1M..r. .p.N.PI l am Ml Nam.Id w...< AV 34 All.r M. 5- iss.. ass.. sass., b 31111! 31310 1°� 12714 aao t 0 417 1 ,Mb s.V,. our 1' .� :I 4 .0.tn .11711 33130 allo $ :'sy ":f V -33211 i s , it, 07 s o 44312 0 0 ■ v. r 00 0 r a. s. o la) IM J AnalysisGroup 3.5 www.iesweb.com Apr 24,2013 8:48 AM p.3 ALLOWABLE BENDING MOMENTS USING ACI350R-89,ALTERNATE DESIGN METHOD CATEGORY NO. = 3 SLAB THICKNESS = 12 inches EQUIVALENT EQUIV.WALL HT Z= 95 fc= 4000 psi CANTILEVER WALL (PINNED @ TOP& CRACK WIDTH = 0.008 inches Fy = 60 ksi HEIGHT(FT) FOR FIXED @ BASE)FOR COVER = 3.00 inches MOMENT EQUAL MOMENT EQUAL TO M @ outer bars TO M @ outer bars BAR SIZE SPACING As dc fs K a d P p bad M, k-ft/ft g = g = g = 9 = # inches in2/ft inches ksi psi k-ft/in3 outer bars inner bars % % outer bars inner bars 62.4 pcf 90 pcf 62.4 pcf 90 pcf 4 12 0.20 3.25 15.3 ' 367 ' 1.068 ' 8.75 8.25 0.0020 0.0286 1.87 1.76 5.6 5.0 7.6 6.8 5 12 0.31 3.31 15.1 369 1.053 8.69 8.06 0.0032 0.0292 2.84,._,_, 2.63 6.5 5.7 8.8 7.8 6 12 0.44 3.38 14.9 371 1.039 8.63 7.88 0.0047 0.0297 3.94 3.60 7.2 6.4 9.8 8.7 7 12 0.60 3.44 14.7 372 1.025 8.56 7.69 0.0065 0.0303 .73 8.0 7.0 10.8 9.6 8 12 0.79 3.50 14.6 374 1.012 8.50 7.50 0.0088 0.0308 6.79 5.99 8.7 7.7 11.7 10.4 9 12 1.00 3.56 14.4 376 0.999 8.44 7.31 0.0114 0.0314 8.43 7.30 9.3 8.2 12.6 11.2 10 12 1.27 3.63 14.2 378 0.986 8.38 7.13 0.0149 0.0319 10.49 8.92 10.0 8.9 13.6 12 0 11 12 1.56 3.69 14.1 379 0.974 8.31 6.94 0.0187 0.0325 12.63 10.54 10.6 9.4 14.4 12.8 4 6 0.40 3.25 19.2 331 1.372 8.75 8.25 0.0040 0.0201 4.80 4.53 7.7 6.8 10.5 9.3 5 6 0.62 3.31 19.0 333 1.353 8.69 8.06 0.0064 0.0205 7.29 6.77 8.9 7.8 12.0 10.6 6 6 0.88 3.38 18.7 335 1.335 8.63 7.88 0.0093 0.0209 10.14 9.25 9.9 8.8 13.4 11.9 7 6 1.20 3.44 18.5 337 1.318 8.56 7.69 0.0130 0.0213 13.54 12.16 10.9 9.6 14.8 13.1 8 6 1.58 3.50 18.3 339 1.301 8.50 7.50 0.0176 0.0217 17.47 15.41 11.9 10.5 16.1 14.2 9 6 2.00 3.56 18.1 341 1.284 8.44 7.31 0.0228 0.0221 24.26 18.22 13.2 11.7 17.9 15.9 10 6 2.54 3.63 17.9 343 1.268 8.38 7.13 0.0297 0.0225 24.03 17.39 13.2 11.7 17.9 15.8 11 6 3.12 3.69 17.7 344 1.252 8.31 6.94 0.0375 0.0229 23.80 16.57 13.1 11.6 17.8 15.8 dc=0.5 * BAR DIA+ COVER fs =Z/(2*s`(dc)^2)^0.33) <=27 ksi for 12"spacing fs =Z/(2*s*(dc)^2)^0.33) <=30 ksi for 6"spacing, and for all spacings in Category 1 fc= 0.45*f c n = 29,000/(57,000*(fc)^0.5) k = 1/(1+1000*fs/(n*0.45*fc)) j = 1 -k/3 K= 0.5*(0.45*fc)*k*j, psi a =fs*j/12, k-ft/in3 d =t- COVER-0.5*BAR DIA for outer layer of bars d =t-COVER- 1.5* BAR DIA for inner layer of bars P ba! = 0.5*(0.45*fc)*k/fs M =As'a'd <= K*b`d^2, k-ft/ft Catagory 3 ADM Slab Calcs.xlsx 1 of 1 4/24/2013 THIS CA LC VPiaFIF3 MAT ?HFiCP43 S J/NI(K ENo1/4.)6N P3rt AJJCHoK. ACtuPL ANCKorz Luta A.E. £JESEO ,�y c*Ntf/c roe( 11.111.11111•1 www.hilti.us _ Profis Anchor 2.2.6 Company: CH2M Hill Page. 1 Specifier: Nathan M Wallace Project Durham-Cogen Address: Sub-Project I Pos. No Gas Cleaning- H2S Phone I Fax: I Date: 4/24/2013 E-Mail: Specifier's comments:Anchor Verif 1 Input data Anchor type and diameter: HIT-HY 150 MAX-SD+HAS-R 304/316 1 ii=11111111111=111111 Effective embedment depth- hetopt,=9.488 in.(her,„„,,=9.750 In) Material: ASTM F 593 Evaluation Service Report:: ESR 3013 Issued I Valid: 4/1/2010 1 4/1/2012 Proof design method ACI 318/AC308 Stand-off installation: eo=0 000 in.(no stand-off);t=0.500 in Anchor plate: Ix x x t=12.000 in x 12.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile. Square HSS(AISC);(L x W x T)=2.000 in x 2.000 in.x 0.125 in Base material: cracked concrete,4000,fc'=4000 psi;h= 12.000 in,Temp.short/long:32/32°F Installation: hammer drilled hole,installation condition:dry 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] • \� 4r 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof _ _ Load Capacity pr+/ [%] Status Tension Concrete Breakout Strength 30600 30684 100/- OK Shear - - -/- Loading _ aN [Sv Utilization [%] Status Combined tension and shear loads 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Input data and resuks must be checked for agreement with me existing conditions and for plausibility' PROFIS Anchor(c)2003-2009 We AG.FL-9494 Schwan Hilt is a registered Trademark of Ha AG,Schwan I■■III.i.T1 www.hllt►.us Profis Anchor 2.2.6 Company: CH2M Hill Page: 2 Specifier: Nathan M.Wallace Project: Durham-Cogen Address: Sub-Project I Pos.No.. Gas Cleaning-H2S Phone I Fax: I Date 4/24/2013 E-Mail: Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating.mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilt 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 Hitti 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 Hitti 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 dtrla and mulls moat be checked for agreement with the existing conditions and for ptausmiftyi PROF IS Anchor(e)2003-2009 HIM AG,FL-9494 Schwan KM is a registered Trademark of Him AG.Schwan 0 CH2MHILL. Job No. igio. 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Prictili. 1 vw� rrt..i C c ttiR l ob 1 I � �n mss, • f ` 3 1.1,4 t3100 : CIEVts ;III �t,L. t 0et �44/a 0 to 11 ice . .. F t . Pipe Hangers Fig. B3100 - Standard Clevis Hanger (TOSCO Fig.1) SLIDE-RITETM Clevis Hanger Features Pipe will not 'pinch'when installing. B (i` Bottom 01 pipe to top of hanger. 15°swing in either direction allows pipe to easily A feed thru. E Ii (Rod Size) C 1il Hanger Rod Not Center of pipe to top of hanger. Engineered design aligns bolt holes for quicker pi Included D overhead installation. Rod Take-Out ��/ Center of pipe to bottom of 0 hanger rod. 'SLIDE-RITE m Clevis Hanger 0 r•, E design,as shown below, for Minimum thread length of sizes 2, 2V2,3, 4, 5&6. \�/ hanger rod Pal. No. 5,848,770 Adjustment 5,924,655 C Top of cross boll to bottom of hanger rod nut inside the banger. .r' C UL US LISTED Nominal Pipe Size Rod Size A B C 0 Part No. in. (mm) Std NFPA" in. (mm) in. (mm) in. (mm) ._ 83100-1h 1h' (15) ale'-16 3/e'-16 21/8' (54.0) 111/16' (42.9) 15/16' (23.8) 83180-3/_ 3/4' (20) 818•-18 -16 27hs" (619) 1718' (47.6) 11/8' (28.6) 83100-1 1' (25) 3/'-16 3/8'-16 213/16' (71.4) 21/8' (54.0) 13/8' (34.9) 83100-11M 11/4 (32) 3V-16 3/8'16 37/16' (873) 2ahs' (65.1) 1f3/i( (46.0) - 83100-11h 11/2' (40) 3/8'16 318'16 4' (101.6)' 3' (76.2) 21/4' (57.1) - 83100-2' 2' (50) 411x' (1143) , 31/4'~ (82.5) 21h` (63.5) - 83100-2112 2112 (65) 112'-13 a*'-16 59/16' (141.3) 4' (101.6) 31/16' (77.8) 83100-3• 3' (80) 1h'41 , 63/4' (171.4) 4716' (123.8) 315/16 (100.0) 83100.31/2 31h' (90) 1'-13 3/8'-16 7' (177.8) 5' (127.0) 41/16' (103.2) 63100-4• 4' (100) 5!6'-11 3/6'-16 713/16' (198.4) 51f2' (139.7) 43/8' (111.1) B3100-5* 5" (125) 5/8'-11 1'-13 91/15' (230.2)_ 61/8' (155.6) 5' (127.0) 63100-6 • 6' (150) 3/4'-10 1'-13 107h6' (265.1) _ 675/16' (176.2) 511/16' (144.5) 63100-8 8' (200) 3/4'-10 1/2'-13 12314' (323.8) 83/8" (212.7) 7118' (181.0) 83100-10 10' (250) 716'-9 5/6'-11 151/' (387.3) 913/8' (249.2) 83/8' (2127) B3100-12 12' (300) 7/8'9 5/8'-11 175/8' _ (447.7) 113/16' (284.2) 911/16' , (246 1) 63100-14 14' (350) 1'-8 - 199/16* (496.9) 121/2' (317_5) 105/8. (269 9) B3100-16 16' (400) 1'-8 -- 217/16' (544.5) 135/16' (338.1) 119/16' (293 7) 83100-18 18' (450) 11-8 - 25' (635.0) 157/8' (403.2) 143h6' (360.3) 83100-20 20'_ (500) 11/4"-7 -- 271/2' _ (698.5) 17318' (441.3) 165/8'_ (422.3) _ 83100.24 24' - (600) - 11/4'-7 313/4' (806.4) 195/6' (498.5) 185/8' (473.1)____ 83100.30 30' _ (750) 11/'-7 -- 387/8' __(987 3) 233/' _1603,2) 223/4' -(577.8) 63100-35 36" (900) 11/4'-7 -- 46" (1168.4) 27t3/16' (706,4) 25' (635.0) All dimensions in charts and on drawings are in inches.Dimensions shown in parentheses are in millimeters unless otherwise specified, 48 Pipe Hangers Fig. B3100 - Standard Clevis Hanger (TOLCO Fig.1) Size Range: '/2" (15mm)to 36"(900mm) Material: Steel Function: Recommended for the suspension of non-insulated pipe or insulated pipe with a B3151 shield. Note: When an oversized clevis is used, a pipe spacer should be placed over the cross bolt to assure that the lower U-strap will not move in on the bolt.When attaching seismic bracing to the clevis hangers. a B3100PS (cross bolt spacer) must be installed. See Seismic Restraints Approval Guidelines. Order pipe sleeves Fig. 1CBS-(pipe size)separately. Approvals: Underwriter's Laboratories Listed in the USA(UL)and Canada(cUL)for sizes 1/2" (15)thru 12" (300). Factory Mutual Engineering Approved (FM)for 3/4"(2omm)thru 8"(200mm)pipe.Conforms to Federal Specification WW-H-171E&A-A-1192A,Type 1 and Manufacturers Standardization Society ANSI/MSS SP-69&SP-58,Type 1. Also available to accommodate rod schedule per per National Fire Protection Association (NFPA) Pamphlet 13. Maximum Temperature: 650°F(343°C). Standard Finish: Plain, Electro-Galvanized, DURA-GREEN'", or Hot-Dip Galvanized also available in Stainless Steel Order By: Figure number and finish. rOuS For AWWA- Ductile Iron Clevis Hangers, see B3102, page 50. LISTED - -° **Note: Do not use the dimensions shown in the B3100 chart for NFPA hanger sizes. Contact Cooper B-Line for NFPA rod sizing on 1/2"(15mm) thru 12"(300mm)pipe. Part numbers will be 1 NFPA-pipe size. E Adjustment F Design load Approx. Wt./100 Part No. in (min) in. (mm) lbs. (kN) lbs. (kg) B3100-1. 2112" (63.5) 7/16' (11.1) 730 (3.25) 25 (11.3) B311 - 211' (63.5) 1/2` (12.7) 730 (3.25) 29 (13.1) 63100-1 . 2112' (63.5) 5/8' (15.9) 730 (3.25) 35 (15.9) 83100-11/4 2112' (63.5) 7/8" (22.2) 730 (3.25) 40 (18.1) i 83100-1 2112' (63.5) 13/16' (30.2) 730 (325) 42 (19.0) B3100-2,. 21/2" (635) 15/8' (41.3) 730 (325) 52 (23 6) 83100-21 211" (63.5) 2" (50.8) 1350 (6.00) 90 (40.8) B3100-3' 211' '63.5) 2' (50.8) 1350 (6.00) 110 (49.9) B3100-31/2 2112' (63.5) 2' (50.8) 1350 (6.00) 142 (64.4) 83100-4 - 2111 (63.5) 2' (50.8) 1430 (6.36) 132 (59.9) B3100-5 2112' (63.5) 2" (50.8) 1430 (6.36) 215 (97.5) 83100-6* 3" (762) 2' (50.8) 1940 (8.63) 320 (145.1) B3100-8 3112' (88.9) 25126' (58.7) 2000 (8.89) 485 (220.0) 83100-10 - 311` (88.9) 25/16' (58.7) 3600 (16.01) 846 (383.7) - 83100-12 3712' (88.9) 25/8' (66.7) 3800 (16.90) 1083 (491.2) 83100-14 4' (101.6) 2718' (73.0) 4200 (18.68) 1432 (649.5) 83100-16 4' (101.6) 271/16' (68.3) 4600 (20.46) 2200 (997.9) 83100-18 41/2' (114.3) 315/16" (100.0) 4800 (21.35) _ 2500 (1134.0) 83100-20 5' (127.0) 53/8' (136.5) 4800 (21.35) 4400 (1995.8) 183100-24 - 50 (127.0) - 5318" (136.5) 4800 (21.35) 5000 _ (2268.0) _ 83100-30 5' (127.0) 61/4" (158.7) 6000 (26.69) 6600 (2993.7) 83100-36 5' (127.0 57/16' (138.1) 6000 (26.69) 8474 (3843.8) 'SLIDE-RITErm Clevis Hanger design, as shown above,for sizes 2,21/2, 3,4, 5&6. All dimensions in charts and on drawings are in inches.Dimensions shown in parentheses are in millimeters unless otherwise specified. 49 COOPER B-Line