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Specifications • • TECHNICAL MEMORANDUM CH2IVIHILL Clean Water Services - Durham Wastewater Treatment Plant Upgrade - Phase 5B1 Design Geotechnical Design Recommendations Headworks Addition . PREPARED FOR: Alex Firth /CH2M HILL PREPARED BY: Vince Rybel /CH2M HILL REVIEWED BY: Deanne Takasumi /CH2M HILL COPIES: Lynne Chicoine /CH2M HILL OFFICE COPY DATE: January 26, 2010 PROJECT NUMBER: 391538. B1.05.GT Introduction This technical memorandum summarizes the foundation design recommendations for the Durham Wastewater Treatment Plant headworks building addition. Existing Structure The existing headworks building is founded on spread footings as deep as elevation 155 (approximately 25 feet below existing grade). The structure was constructed of reinforced concrete with precast concrete tilt up wall panels above grade (elevation 180). The 20 -year- old building does not appear to show any signs of settlement. New Addition The proposed addition to the existing structure will consist of an approximate 42 x 42 foot addition that will contain two new washer /compactor machines and some new electrical equipment. Floor loadings are considered to be moderately light. The new addition will be similar in construction to the existing structure. p 2U'o -00)3/ City of Ticrard Approvi✓d J+ ans By Daie 7 -3o -/0 sur 8s' A ✓E DURHAM GEOTECH TM_01262010� 7 s 1 COPYRIGHT 2010 BY CH2M HILL, INC. • COMPANY CO I T L Subsurface Conditions Because the excavation backfill of the original headworks is thought to underlie a portion of the new addition, an exploratory boring was drilled next to the existing headworks on January 8, 2010. This boring revealed that the backfill consists mostly of silty sands of varying density; although greater density materials were found below elevation 171, about 9 -10 feet below existing grade. Foundation Over Excavation Because the shallow backfill materials are relatively loose, over excavation is advised beneath the addition to elevation 171. The subgrade will be examined at this level and if found to be at least minimum dense, spread footings for the walls can be established. Compacted granular fill will be used to backfill inside the foundation walls until slab level is reached. If the subgrade, at elevation 171 feet, is found to be poor, some additional over excavation will be required. Groundwater levels at the time of drilling were about 21.5 feet below grade. Since the over excavation will terminate above this level, open sumping of perched ground water zones should be successful. Recommendations • Over excavate to elevation 171.0, at minimum. • Backfill inside foundation walls, granular fill compacted to 95% (ASTM D1557). • Backfill outside foundation walls, select native silty sands compacted to 95% (ASTM D1557). • Seismic zone "D ". • Allowable soil pressure for wall footings - 2,500 psf. DURHAM GEOTECHTM 01262010. 2 COPYRIGHT 2010 BY CH2M HILL, INC. • COMPANY CONFIDENTIAL • Y Q Y • SPANDREL PANELS TO BE I IA' -0918' 5'459' 5,•J6' 1'4 y1' 8,5/8• , 5-6 Y8' 1'4 4• 5459• 5,58' 8.0 k8' SUPPORTED FOR V R I I HEIGHT PANELS, PIP I T.O. PARAPETELTT RI `9N'PANEL /' . JOINT I ❑ N9ID COMIECTION TIP I / T P CA I I 5I Ne• 5J IN• B.T318• ❑ ❑ . ❑ ,❑ :: ❑ ❑ ❑,;. ❑ ❑....;_. ❑ ❑ . ❑ -.::.❑ ❑.:::, �/ TOP OF § 000BLE REF - ...:_. ..._ - - - - _ • EL 1955 APET I /0M40. 1 _ EL 18550 ,/ // - ❑ ❑ ❑ ❑ ❑ ❑ - ❑ ❑ .. ❑ ❑ ❑ ❑ .. ❑ ❑ I 0BOTITION ON OF BEAM B-2 FE E 0 O ii d51•81 ❑ I AN I _ I ❑ . . 1 CORNER SEE (WO ^ I 1 1 I `I•d 1 I ld 10la• . 1 I 10 1_1' 'd 6 1'4 I I sr- / I I'd I N'd 11'4 1'd 11'4 11'4 t'4• . A /1/ -A-.. • -' ,/ I I � ' A 7 CONNECfgN \ - 2 lNP —1 �I M i MECINNIDL MSS I I I I I NOTE: 3 FOR PANEL CONNECTIONS SEE 2068601. F 3 0 PRECAST PANEL WEST ELEVATION AT GRID LINE D �irt 10<1'0 - 200.8,40 2065.150 a — MLR 0.4 FEB2010 I Mel NYE S.. t Tme "4,g' 1m Pwo. 2f ® CLEAN WATER SERVICES 0EA0WOREEs oak AF 0.• '2p1 N _ _ C l ean CI SCvi DURHA STRUCTURAL isi CAP,LE. CH2NIHILL JUNE 2010 TIM BAR IS ONE 200-S-201 °" B" WHEN DRAWING a `v`L oo..e.Il.......1e PHASE 581 PANEL ELEVATION X/OST SCALE NO DATE N APVR DESCRIPTION c .PaP LFC =:.� As SHOWN R.• WE �, „W COMM. MOn Mann Orpon m129wn HEADWORKS IMPROVEMENTS 6e1u STAY • Q I «-4 TO r.0 TO 4 -r I I WINO CONNECTION TO PARAPET WINO I TYPICAL ❑ F1204.76 • 10 Ill, 4 4 A TOP OF .. '+�—_, DOUBLE EE y'r r -w CAI ve• r, WIND CONNECTION . TYPICAL • TO PARAPET I -I I r. ❑ ❑ . . ❑ ❑ ❑ ❑ . ❑ ❑ Q coNNErna+ ®TOP OF eewu 4,... 10 T� T.P I I I 1 I ! . . . . . _ 1, • CONNECTION, TSP TYP III EL PROP ' -. EL 15t UO 0 I I Z • NO E' FOR PANEL CONNECTIONS SEE 200.601. Pi C O • e. 0 PRECAST PANEL SOUTH ELEVATION A GRID LINE 3 PRECAST PANEL NORTH ELEVATION (CD GRID LINE 1 200 -S-140 1Nb1 -0 200S -150 200-SAM • ]00.4150 e. 15 F, g INN MLR h FEB2010 I _ CLEAN WATER SERVICES MEAD WORKS NNC vm WU ...... IW Pr 700 PNPF ® "'ORY^ ow AF • 2005202 THIS BAR GONE PAIN 1 DURHAM S T RUCTURAL d°� JUNE 2010 1 B11 loo me. WNEN DRAWING IS FULL CH2MHILL 200-S-202 .. B wn . PHASE 581 PANEL ELEVATIONS MC< ...P LEC AS SHOWN No wTE APVR DESCRIPTION HEADWORKS IMPROVEMENTS LL ""` _ 001 0. ..rt. �vio MM. NrPUV Nw. M6mP.&mon 0 ImATAL ,F^'"„Ba10 "Ty. • I C D I I I I I I N n -r • ra ra ra s�•� (� n I I I Y T O: PARAPET EL 201.25 1 WWI) CONNECTION 1 I 1 � r° I 1 1^' � TYPICAL ❑ I I b . o ❑ , ❑ ❑ ❑ .❑ ❑ ❑ -�. ��oP OF DOUBLE ea rn a , ea s 1E 1Q • I I - I I I • BEAAWC COnECnon I AT BEAM B3 ,...--, .. . . .... S 203._S-603 203._S-603 EL PET BS 2002 1 a CDNNEG ON I T• TIP \ s OF BEAM ❑ • • ❑ ■ u LONNECTp • • I —• STOP OF BEAM 30 ` PRECAST PANELS TO BEAR , I I ry WWD Wf �WM ❑ CigN I ON NOuOW CORE SLAB 1'h0• AT LOWER ROOF I 2-11 S9• I I I CMII WALL BEY01ID • BEARING . - CONNECTION. TYP EL 18,.00- _ II II EL 181.00 • BEARING I ' ` I CONNECTION. TYP ... I I. - = I NOTE: .. . .. .. 1 NOR PANEL CONNECTIONS SEE 2005b01. I I i 3 R 2 0 PRECAST PANEL NORTH ELEVATION (A7 GRID LINE 2 a PRECAST PANEL EAST ELEVATION (CD, GRID LINE B N• ,� 1 . ww MLR ir4 FEB 2010 ® I Ne, yea. Tma . cy , o „�, - I CLEAN WATER SERVICES NEADWORRS s "" ° tw . - — TMtS BAR IS ONE PEN 1 Qean g 'i DURHAM STRUCTURAL a JUNE xato �e RN � wNEN s NO DATE N APJR IOEECRIPTKIN C H2INIHILL RHAMA PHASE 5B1 PANEL ELEVATIONS na. 30001 2 �� - S -2 c ..� LEC ,�.a As SHOWN ,F„ are �, ,,.. I moo , SW.M.a,,,,,,.. Imm<. 0,an 9712.370 Want IMPROVEMENTS Want e,o o,y, .,N,. • O T.O. PARAPET EL. 204.75 1r DEEP PRESTRESSED DOUB TEE WI ING 3 1/7 GONGTOW 0 200s502 L I 1 LI I L I I i .\ - , TO. GONG DELL TEE BEAM ¢.109.00 i ' 1 ' 1 T.O.CONCBEAM 1. 10450 • T.O. PARAPET EL 195.0,r514(4...--,-.. 0 © \ \ BEAM &, \I METAL /�J/ 100x•"' - T ` T O. COW BEAM ¢. 19304 T.O. CONC BEAM AND . E Mena. 162.50 SEE PUN _ — - BEAM 8 BEAM. WALL CLIU P I I■ P PRECAST VERT, R®W' OC • HOME GROUT SOLD _I Iii SEE DRAWING • I. FOR STEM WALL .' DETALS© • S TEM E ALL WA1J. AT FO TVP TYP 2W5602 / ST T O. CONC. WALL T.O. GONG WALL EL 101.00 — ¢.101.00. TYP / F sgtr EW . TDB. TYP EL 176.25 GONG SUPPORT • �I ¢V821 ;�w ,/ /.•/.. ¢ 175.0 T-4 DRY SHAKE HARDENER BEYOND x41• DRY SHMO: HARD.. \ �; � T-4 • ` SLAB RENE THIS AREA i �' ,'l THIS AREA • T.O. CONC ¢. 110.00 �J _ 115412 Ew ¢ 17515 DH PT � ¢ 1]025 ¢ 17025 ' I fff TN ¢ 175.00 ¢ 17592 EL 175.3, H G P ¢ 175.92 ¢ 1 893 .O. FTG E117800 r 1 �EL 170.]1 EMBm R \ O I E El ..: ..w�. 1 / /�¢ti800 El 1]8.00 EMBED I Aas;: i .. ..�,s., ��� �! 1 / - T.O.Cp1C EL 17833 L EL 17505 ¢11590 III E....__. I ` COMPACTED ... .•__ I GRARUAN F¢ SO. FIG EL 11350 `COMPACTED .�^ PRECAST TRENCH •.' GRANULAR FLLL ORI11N. SE YP3R 24W EMBEDDED STEEL RATE AND ANGLE, S£E(TVP F O x005502 0. • 0 SECTION W G 't F. a iii R A PAN MlR � ' . " ° 1 , FEB 2010 ® No, CL ANN m N ie oe• CLEAN WATER SERVICES HEADWORHS °E "'s 1 1ao w NA ALF 66. 2065301 — THIS BAR IS ONE NCH RHAMAWWTF STRUCTURAL all JUNE 2010 i D SH 4.7”.• WEN DRA IS FIAI � CH2IVIHILL D U PHASE 587 SECTION „.• NOON a B 6 NO DATE N AP SAE AP. DESCRIPTION e PPM, LEC ice" AS SHOWN ..-,,• 0... �, ,� I DESCRIPTION o,m,P„s, 5505W.466., .,_ HM�.0..9m071vo379 H EADWO RKS IMPROVEMENTS . d rwo roan 37.• 1 •/ _ • T.O. PARAPET EL 201.7S — • • 1 D O OUBBLE 1 PRESTRESSED Ark 3112 CONC TOPPING 2005502 T.O. CONC DEL TEE / - -~ 1 • rrTh BEAM EL 19900 _ • TO. CONC BEAM EL IM30 T.O. PARAPET EL 19530 . �� BE 8-2 BEAM B 2 T T.O. CONCBMAND 10' &$UTATF➢PRECASt OECX EL 102.50 PANEL. TVP ' FOR WALAWAY BEAM BL TVP3h � _ FRAMING. SEE I , t M0.Sb . BEAM BE ��� � I 1 AL NAILING, Tw COLUMN G2 COIULW CZ I .. _- �I \ \' • \ ..0. F' STEM © B5 � �Iij T ' [- T.G. CONC WALL l �o TO WILL 1 ' ` \I j . EL. 10100 EL 18100 — - �� 2.l` . SEETVP g TO. CONC SLAB — // .. 1 1 �� ',-- FOR PLENUM . . REINFORCING. E1. 178W l ■ ■ ■r �, A� 111 T.O. ONG STAB 1 eu612'EW. T013 . II�I� 200.5301 • �... {.. r ,. , >.._. '..HV," ... ,. .. EL. VARIES _r ` • - .. n a 115612' EW. TSB I I F O 8.0 G n ■ s O SECTION P•E ENCASEMENT. ENCASEMENT O SECTION 1Tat'q 200-S30 200-5-1.0 200.5150 203.150 O ✓t t s 1 o.. MLR MR FEB2010 Op I ■mrw .m e Pcnc • Zii555 CLEAN WATER SERVICES HEADWORKS °a' 52 ° 1.0 °P' ALF •••• x ;IT, .T UNE 2010 DOS BAR* (a SH D U RHAMAWWTF STRUCTURAL VICCS i c., BSN c.o.. WHEN DRAWING IS FULL CF1211I�HILL 200-S-302 .1 SCALE. PHASE 581 SECTIONS �. z>va 1 06110 ERB LEC ADDENDUM NO 1 E Neu LE, .,.< As SHOWN ¢.• wR o-.. � I a MOSW/41.44 Nw MM... Dr.9m 171aa7m HEADWORKS IMPROVEMENTS .v63110 ...., f [ • ''''..■ PRE ) r''' / - a > - . _ - -.;' x _- - , a �, I ■ !■I I';• al /../. _ • 11 — illii _�. �: I .. • Ii ro•'_ .: irli 1 m II , 000 II IM TOP SLAB '44--- NUT EL 166.`50 PRECAST GONG — TOP SLAP 1 V R W Q I d / r O DRAIN P IPING PLAN ''‘' S ao,.O 4 Z 0 mei MLR '� FEB2010 mvx..c s.:*.me - 8 0>. Au ma. zoosM.ia ® - �[ CLEAN WATER SERVICES HEADWORKS .ET. 1°0 oe . TMs BU N +LSONEGH Clean{ LL j .. �L�_ RHAMAWWTF STRUCTURAUMECHANICAL d°,F''uNE2oto I - BEN cow. 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TI I C1)141\ rEE '6 1.3 - _A &•-alf.' a q q 41\in LC\ 1.ce :Zie.1.5 fic;) - 3.'51 kir> nk! c ( k ) ••@ - 2,1 n ( L. et")i !elf ":±1'7=f) [a 01Z. 172V\c5tt f) _ J5 /4 0 l _ • U .L. e.)01 0 , , 1> "K. •••••.,,, CRJV D JUN . 1 10 10 BUILDING F T1,G, MD D I V/SIa v Durham Advanced Wastewater Treatment Facility Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations PRor 18977 Q !1 om 0' Go 4.1 4.0 \ ARY 3� ,S � x IANE 0 - " RATION DATE: 12/31( Ail Prepared by: Alex Firth, SE CH2M Hill, Inc Durham Advanced Wastewater Treatment Facility Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations D esign Criteria , • Structural Design Criteria 1.1 Design Criteria 1.1.1 Design Code 2006 International Building Code as amended by the State of Oregon and local authorities. 1.1.2 General Occupancy Category per IBC Table 1604.5: 1II 1.1.3 Dead Loads The loads resulting from the weight of all fixed construction, equipment, fixtures, etc., such as walls, floors, roofs, equipment bases and all permanent non - removable stationary construction are considered to be dead loads. Numerical values used for these loads may be determined by either actual known weights of the respective items or by documentation presented in the IBC 2006 or other publications. 1.1.4 Live Loads People Only Areas: Stairs and Walkways 100 psf Access Only Platforms 50 psf Process Areas 200 psf Electrical Areas 300 psf Vehicle Access Areas HS-20 AASHTO 1.1.5 Snow Load Ground Snow Load: 25 psf Exposure: Partially Exposed Exposure Factor (CO: 1.0 Importance Factor (Is): 1.1 1.1.6 Seismic Design Criteria Mapped Spectral Acceleration Values: Ss = 0.93 (2002 USGS data) S1= 0.34 (2002 USGS data) Importance Factor (1E): 1.25 Site Classification D Fa 1.13 Fv 1.73 1.1.7 Wind Design Criteria Basic Wind Speed (3-sec gust) 94.5 mph Terrain Category: C Importance Factor (Iw): 1.15 • • Durham Advanced Wastewater .Treatment Facility Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations Snow Loads CH2M HILL Inc JOB TITLE Durham Hcadworks Addition - 5 2300 NW Walnut BIvd Corvallis, Oregon JOB NO. SHEET NO. 2 541 752 - 4271 CALCULATED BY Alex Firth DATE 3/25/10 CHECKED BY DATE VII. Snow Loads : Roof slope = 1.2 deg - Horiz. pave to ridge dist (W) = 40.0 ft Roof length parallel to ridge (L) = 60.0 ft Type of Roof Monoslope Ground Snow Load Pg = 25.0 psf Importance Category = 111 Importance Factor 1 = . 1.1 Thermal Factor Ct = 1.00 Exposure Factor Ce = 1.0 Exposure Factor, Cc Pf= 0.7 *Ce *Ct'l'Pg = 19.3 psf Exposure of roof Pf min = 22.0 psf Terrain Fully Partially Sheltered A n/a 1.1 1.3 Flat Roof Snow Load Pf = 22.0 psf B 0.9 1.0 12 Rain on Snow Surcharge Angle = 0.80 deg C 0.9 1.0 1.1 Code Maximum Rain Surcharge 5.0 psf D 0.8 0.9 1.0 Rain on Snow Surcharge = 0.0 psf Above treeline 0.7 0.8 n/a Unobstructed Slippery Alaska -no trees 0.7 0.8 n/a Surface (per Section 7.4) = no Sloped -roof Factor Cs = 1.00 Design Roof Snow Load (Ps) = 22.0 psf ("balanced" snow load) NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the Building Official Minimum = 25.0 psf design roof snow load so as to produce the greatest possible effect sec code. Leeward Snow Drifts - from adiaccnt higher roof Upper roof length lu = 40.0 ft Projection height h = 14.3 ft Lu Building separation s = 0.0 ft Adjacent structure factor 1.00 Surcharge Load Snow density y = 17.3 pcf 4ua to Drifting Balanced snow height hb = 1.2811 ,,,1147,.. he = 13.02 ft h �d pd: a n � ` hc >02 = 10.2 Therefore, design for drift I,`t f i 'r,1�! ^ " r 1 % 3 ' t •x Belascad snow load Drift height hd = 2.08 ft ' 1111111111111111111111 111 Drift width w = 8.31 ft {I Surcharge load: pd = g *hd = 35.8 psf ' W 'I Windward Snow Drifts - Against walls. parapets. etc more than 15' long Building roof length In = 40.0 ft Projection height h = 3.0 11 Snow density y = 17.3 pcf Balanced snow height hb = 1.28 ft he = 1.72 ft hc/hb >0.2 = 1.4 Therefore, design for drift Drift height hd = 1.56 ft Drift width w = 6.23 ft Surcharge load: pd = g *ltd = 26.9 psf Durham Advanced Wastewater Treatment Facility Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations Precast Panel Weights for Seismic Analysis Durham 5B1 Structural Analysis Panel Weights for Analytical Model Weight of Panels 85.00 psf (See specified maximum weight) Tall Wall Panels Top of Panel Elevation 204.75 ft Bottom of Panel Elevation 181.00 ft Panel Supported at Base, Only Seismic Mass Included in Model Tributary Seismic Panel Height 11.875 ft Seismic Mass 1009.38 lb/ft Low Wall Panels Top of Panel Elevation 195.50 ft Bottom of Panel Elevation 181.00 ft Panel Supported at Base, Only Seismic Mass Included in Model Tributary Seismic Panel Height 7.25 ft Seismic Mass 616.25 lb/ft Upper Panels at Grid 2 Top of Panel Elevation 204.75 ft Bottom of Panel Elevation 192.50 ft Panel Supported Off Beam 3 Panel Dead Load 1041.25 lb/ft Tributary Seismic Load Upper Connection 520.63 lb/ft Lower Connection 520.63 lb/ft Upper Panels at Model Grid A Top of Panel Elevation 204.75 ft Bottom of Panel Elevation 192.00 ft Spandrel Panels, Only Seismic Mass Included in Model Tributary Seismic Panel Height 12.75 ft Seismic Mass 1083.75 lb/ft Durham Advanced Wastewater Treatment Facility Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations RAM M 3-D View, Beam N and Column Numbers D ataBa se: • R e°1sed • • ;�;� F FT a6 /osi2oln 1 7 e a 7� u its c-t -rte tidy ,_M•, �F ' t A: '^`_ . : k'1 s tE Ci"�2 - � y b- at 'fn � � ----- ft c_. illEVIO - RAM Modeler V14.02 - Floor Plan: Low Roof DataBase: Durham Revised 06/04/10 09:05:02 I:30 I 7 6 5 B 3 A r - -: 0 0) 0 corn Nlvwle RAM Modeler V14.02 - Floor Plan: High Roof DataBase: Durham Revised 06/04/10 09:05:02 (F.) 1 co Nr ,$ 2 4111 CO Px-arn Ntium1stor RAM Modeler V14.02 - Floor Plan: Low Roof DataBase: Durham Revised 06/04/10 09:05:02 C r r. B LLN 4I• 111111111111111111.1.1.11111 A i 4111 415111 ct\ NL)mvxArs RAM Modeler V14.02 - Floor Plan: High Roof DataBase: Durham Revised 06/04/10 09:05:02 Et? rTP 4111 IMO cpkw Durham Advanced Wastewater Treatment Facility Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations RAM Model Frame Model Data • • . rim Frame Model Data RAM RAM Frame v14.02.01.00 IKRF " DataBase: Durham Revised 06/04/10 09:05:02 STORY DATA: Level Story Label Layout Type Height ft 2 High Roof High Roof 5.50 1 Low Roof Low Roof 11.50 COLUMN SECTION PROPERTIES: Concrete: # Label Shape Depth /Diam Width Cracked Factors in in Bending Axial Torsion 1 Column Cl Rectangle 23.00 23.00 0.70 1.00 1.00 2 Column C2 Rectangle 17.00 17.00 0.70 1.00 1.00 BEAM SECTION PROPERTIES: Concrete: # Label Shape Depth Width Flange Web -Thk Overhang Thickness in in in in 1 Beam B -1 Rectangle 28.00 16.00 - - -- - - -- - - -- 2 Beam B -2 Rectangle 28.00 16.00 - - -- - - -- - - -- 3 Beam 13-3 Rectangle 28.00 16.00 - - -- - - -- - - -- 4 Beam B -4 Rectangle 20.00 12.00 - - -- - - -- - - -- 5 Beam B -5 Rectangle • 20:00 12.00 - - -- - - -- - - -- # Label Cracked Factors Bending Axial Torsion 1 Beam B -1 0.35 1.00 0.10 2 Beam B -2 0.35 1.00 0.10 3 Beam B -3 0.35 1.00 0.10 4 Beam B -4 0.35 1.00 0.10 5 Beam B -5 0.35 1.00 0.10 FRAME MEMBERS Frame #1: Level: High Roof Concrete Column: # X Y Z Offset RigMaj RigMin Fixity Pois UnitWt UW Self Pc Sec ft ft ft in in xyt pcf pcf ksi 1 18.833 36.167 0.000 14.00 14.00 •FFF 0.20 145.0 150.0 4.000 1 0.00 14.00 FFF 2 60.083 36.167 0.000 14.00 14.00 FFF 0.20 145.0 150.0 4.000 1 0.00 0.00 FFF Concrete Beam / Horiz Brace: Frame Model Data RAM RAM Frame v14.02.01.00 Page 2/4 INTERMENAI DataBase: Durham Revised 06/04/10 09 :05:02 X Y Z Offset RigEnd Fixity Pois UnitWt UW Self Pc Sec T -O ft ft ft in xyt pcf pcf ksi 1 18.833 36.167 0.000 11.50 FFF 0.20 145.0 150.0 4.000 2 - -- 60.083 36.167 0.000 11.50 FFF Level: Low Roof Concrete Column: # X Y Z Offset RigMaj RigMin Fixity Pois. UnitWt UW Self Pc Sec ft ft ft in in xyt pcf pcf ksi 3 18.833 36.167 0.000 0.00 0.00 FFF 0.20 145.0 150.0 4.000 1 0.00 0.00 FFF 4 60.083 36.167 0.000 0.00 0.00 FFF 0.20 145.0 150.0 4.000 1 0.00 0.00 FFF Frame #2: Level: High Roof Concrete. Column: # X Y Z Offset RigMaj RigMin Fixity Pois UnitWt UW Self Pc Sec ft ft ft in in xyt pcf pcf ksi 3 60.083 0.000 0.000 14.00 14.00 FFF 0.20 145.0 150.0 4.000 1 0.00 0.00 FFF 4 18.833 0.000 0.000 14.00 14.00 FFF 0.20 145.0 150.0 4.000 1 0.00 14.00 FFF Concrete Beam / Horiz Brace: X Y Z Offset RigEnd Fixity Pois UnitWt UW Self Pc Sec T -O ft ft ft in xyt pcf pcf ksi 2 18.833 0.000 0.000 11.50 FFF 0.20 145.0 150.0 4.000 2 - -- 60.083 0.000 0.000 11.50 FFF Level: Low Roof Concrete Column: X Y Z Offset RigMaj RigMin Fixity Pois UnitWt UW Self Pc Sec ft ft ft in in xyt pcf pcf ksi 5 60.083 0.000 0.000 0.00 0.00 FFF 0.20 145.0 150.0 4.000 1 0.00 0.00 FFF 6 18.833 0.000 0.000 0.00 0.00 FFF 0.20 145.0 150.0 4.000 1 0.00 0.00 FFF Frame #3: Level: High Roof Concrete Beam / Horiz Brace: X Y Z Offset RigEnd Fixity Pois UnitWt UW Self f c Sec T -O ft ft ft in xyt pcf pcf ksi 9 18.833 0.000 0.000 11.50 FFF 0.20 145.0 150.0 4.000 1 - -- Frame Model Data RIM RAM Frame v14.02.01.00 Page 3/4 NI DataBase: Durham Revised 06/04/10 09:05:02 X Y Z Offset RigEnd Fixity Pois UnitWt UW Self f'c Sec T -O 18.833 36.167 0.000 11.50 FFF Level: Low Roof Concrete Beam / Horiz Brace: X Y Z Offset RigEnd Fixity Pois UnitWt UW Self . re Sec T -O ft ft ft in xyt pcf pcf ksi 1 18.833 0.000 0.000 11.50 FFF 0.20 145.0 150.0 4.000 3 - -- 18.833 36.167 0.000 11.50 FFF Frame #4: Level: High Roof Concrete Beam / Horiz Brace: X Y Z Offset RigEnd Fixity Pois UnitWt UW Self f'c Sec T -O ft ft ft in xyt pcf pcf ksi 4 60.083 0.000 0.000 11.50 FFF 0.20 145.0 150.0 4.000 1 - -- . 60.083 36.167 0.000 11.50 FFF Frame #5: Level: Low Roof Concrete Column: X Y Z Offset RigMaj RigMin Fixity Pois UnitWt UW Self fc Sec ft ft ft in in xyt pcf pcf ksi 1 . 0:000 1.833 0.000 10.00 10.00 FFF 0.20 145.0 150.0 4.000 2 0.00 0.00 FFF 2 0.000 30.250 0.000 10.00 10.00 FFF 0.20 145.0 150.0 4.000 2 0.00 0.00 FFF Concrete Beam / Horiz Brace: X Y Z Offset RigEnd Fixity Pois UnitWt UW Self fc Sec T - ft ft ft in xyt pcf pcf ksi 4 0.000 1.833 0.000 8.50 FFF 0.20 145.0 150.0 4.000 4 - -- 0.000 30.250 0.000 8.50 FFF Frame #7: Level: Low Roof Concrete Beam / Horiz Brace: X Y Z Offset RigEnd Fixity Pois UnitWt UW Self fc Sec T -O ft ft ft in xyt pcf pcf ksi 3 0.000 1.833 0.000 8.50 FFF 0.20 145.0 150.0 4.000 5 - -- 18.833 1.833 0.000 0.00 FFF Frame #8: Level: Low Roof Concrete Column: . rim Frame Model Data RAM RAM Frame v14.02.01.00 Page 4/4 IMERMA1R I DataBase: Durham Revised - 06/04/10 09:05:02 # X Y Z Offset RigMaj RigMin Fixity Pois UnitWt UW Self f c Sec ft ft ft in in xyt pcf pcf ksi 7 17.167 30.250 0.000 10.00 10.00 FFF 0.20 145.0 150.0 4.000 2 0.00 0.00 FFF Concrete Beam / Horiz Brace: # X Y Z Offset RigEnd Fixity Pois UnitWt UW Self fc Sec T-0 ft ft ft in xyt pcf pcf ksi 8 0.000 30.250 0.000 8.50 FFF 0.20 145.0 150.0 4.000 5 - -- 17.167 30.250 0.000 8.50 FFF 9 17.167 30.250 0.000 8.50 FFF 0.20 145.0 150.0 4.000 5 - -- 18.833 30.250 0.000 0.00 FFF NODES: # X Y Z Fdtn Diaphr ft ft ft (Diaph.# - Story Name) 1 18.833 0.000 17.000 N 1 - High Roof 2 18.833 36.167 17.000 N 1 - High Roof 3 60.083 0.000 17.000 N 1 - High Roof 4 60.083 36.167 17.000 N 1 - High Roof 5 0.000 1.833 11.500 N None 6 0.000 30.250. 11.500 N None 7 17.167 30.250 11.500 N None 8 18.833 0.000 11.500 N None 9 18.833 1.833 11.500 N None 10 18.833 30.250 11.500 N None 11 18.833 36.167 11.500 N None 12 60.083 0.000 11.500 N None 13 60.083 36.167 11.500 N None 14 0.000 1.833 0.000 Y -- 15 0.000 30.250 0.000 Y -- 16 17.167 30.250 0.000 Y -- 17 18.833 0.000 0.000 Y -- 18 18.833 36.167 0.000 Y -- 19 60.083 0.000 0.000 Y -- 20 60.083 36.167 0.000 Y -- Durham Advanced Wastewater Treatment Facility Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations RAM Model Loads and Applied Forces • Loads and Applied Forces RAM RAM Frame v14.02.01.00 IMERNNK:td41. DataBase: Durham Revised 2 06/06/10 13:44:25 LOAD CASE: Wind Wind ASCE 7- 05 /IBC2006 Exposure: C Basic Wind Speed (mph): 94.5 Importance Factor: 1.150 Apply Directionality Factor, Kd = 0.85 Use Topography Factor, Kzt: 1.00 Use Calculated Frequency for X -Dir. Use Calculated Frequency for Y -Dir. Gust Factor for Rigid Structures, G: Use G = 0.85 for X -Dir. Gust Factor for Rigid Structures, G: Use G = 0.85 for Y -Dir. Damping Ratio for Flexible Structures= 0.01 Mean Roof Height (ft): Top Story Height = 17.00 Ground Level: Base WIND PRESSURES: X- Direction: Natural Frequency = 2.282 Structure is Rigid Y- Direction: Natural Frequency = 2.352 Structure is Rigid CpWindward = 0.80 qLeeward (qh) = 19.48 psf GCpn (Parapet): Windward = 1.50 Leeward = -1.00 Height Kz Kzt qz Gust Factor G CpLeeward Pressure (psf) ft psf X Y X Y X Y 17.00 0.872 1.000 19.477 0.850 0.850 -0.473 -0.500 21.069 21.522 11.50 0.849 1.000 18.970 0.850 0.850 -0.500 -0.500 21.177 21.177 0.00 0.849 1.000 18.970 0.850 0.850 -0.500 -0.500 21.177 21.177 APPLIED DIAPHRAGM FORCES Type: Wind_IBC06_1_X Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft High Roof 1 17.00 3.10 0.00 39.46 20.44 Low Roof 1 11.50 5.29 0.00 9.42 16.04 APPLIED STORY FORCES Type: Wind_IBC06_1_X Level Ht Fx Fy ft kips kips High Roof 17.00 3.10 0.00 Low Roof 11.50 5.29 0.00 8.39 0.00 APPLIED DIAPHRAGM FORCES Type: Wind_IBC06_1_Y Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft High Roof 1 17.00 0.00 7.56 39.79 18.08 Low Roof 1 11.50 0.00 2.47 9.64 16.04 TIN Loads and Applied Forces RAM RAM Frame v14.02.01.00 Page 2/7 NIEx41 DataBase: Durham Revised 2 06/06/10 13:44:25 APPLIED STORY FORCES Type: Wind_IBC06_1_Y Level Ht Fx Fy ft kips kips High Roof 17.00 0.00 7.56 Low Roof 11.50 0.00 2.47 0.00 10.04 APPLIED DIAPHRAGM FORCES Type: Wind_IBC06_2_X +E Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft High Roof 1 17.00 2.32 0.00 39.46 26.01 Low Roof 1 11.50 3.97 0.00 9.42 20.45 APPLIED STORY FORCES Type: Wind_IBC06 2 X +E Level Ht Fx Fy ft kips kips High Roof 17.00 2.32 0.00 Low Roof 11.50 3.97 0.00 6.29 0.00 APPLIED DIAPHRAGM FORCES Type: Wind_IBC06_2_X -E Level Diaph.# Ht Fx. Fy X Y ft kips kips ft ft High Roof 1 17.00 2.32 0.00 39.46 14.86 Low Roof 1 11.50 3.97 0.00 9.42 11.63 APPLIED STORY FORCES Type: Wind_IBC06_2 X -E Level _ Ht Fx Fy ft kips kips High Roof 17.00 2.32 0.00 Low Roof 11.50 3.97 0.00 6.29 0.00 APPLIED DIAPHRAGM FORCES Type: Wind_IBCO6_2_Y +E Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft High Roof 1 17.00 0.00 5.67 46.13 18.08 • • . rim Loads and Applied Forces RIM RAM Frame v14.02.01.00 Page 3/7 wF DataBase: Durham Revised 2 06/06/10 13:44:25 Low Roof 1 11.50 0.00 1.86 12.61 16.04 APPLIED STORY FORCES Type: Wind_IBC06_2_Y +E Level Ht Fx Fy ft kips kips High Roof 17.00 0.00 5.67 Low Roof 11.50 0.00 1.86 0.00 ' 7.53 APPLIED DIAPHRAGM FORCES Type: Wind_IBC06_2 Y -E Level _ Diaph.# Ht Fx Fy X Y ft kips kips ft ft High Roof 1 17.00 0.00 5.67 33.46 18.08 Low Roof 1 11.50 0.00 1.86 6.66 16.04 APPLIED STORY FORCES Type: Wind_IBC06_2 Y -E Level _ Ht Fx Fy ft kips kips High Roof 17.00 0.00 5.67 Low Roof 11.50 0.00 1.86 0.00 7.53 APPLIED DIAPHRAGM FORCES Type: Wind_IBC06_3_X +Y Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft High Roof 1 17.00 2.32 5.67 39.79 ' 20.44 Low Roof 1 11.50 3.97 1.86 9.64 16.04 APPLIED STORY FORCES Type: Wind_IBC06_3_X +Y Level Ht Fx Fy ft kips kips High Roof 17.00 2.32 5.67 Low Roof 11.50 3.97 1.86 6.29 7.53 APPLIED DIAPHRAGM FORCES Type: Wind_IBC06_3 X -Y Level _ Diaph.# Ht Fx Fy X Y ft kips kips ft ft • • rim Loads and Applied Forces RAM RAM Frame v14.02.01.00 Page 4/7 DataBase: Durham Revised 2 06/06/10 13:44:25 High Roof 1 17.00 2.32 -5.67 39.79 20.44 Low Roof 1 11.50 3.97 -1.86 9.64 16.04 APPLIED STORY FORCES Type: Wind_IBC06_3_X -Y Level Ht Fx Fy ft kips kips High Roof 17.00 2.32 -5.67 Low Roof 11.50 3.97 -1.86 6.29 -7.53 APPLIED DIAPHRAGM FORCES Type: Wind_IBC06_4_X +Y_CW Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft High Roof 1 17.00 1.74 4.26 33.46 26.01 Low Roof 1 11.50 2.98 1.39 6.66 20.45 APPLIED STORY FORCES Type: Wind_IBC06_4_X +Y_CW Level Ht Fx Fy ft kips kips High Roof 17.00 1.74 4.26 Low Roof 11.50 2.98 1.39 4.72 5.65 APPLIED DIAPHRAGM FORCES Type: Wind_IBC06_4_X +Y_CCW Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft High Roof 1 17.00 1.74 4.26 46.13 14.86 Low Roof 1 11.50 2.98 1.39 12.61 11.63 APPLIED STORY FORCES Type: Wind_IBC06_4_X+Y_CCW Level Ht Fx Fy ft kips kips High Roof 17.00 1.74 4.26 Low Roof 11.50 2.98 1.39 4.72 5.65 APPLIED DIAPHRAGM FORCES Type: Wind_IBC06_4_X -Y_CW Level Diaph.# Ht Fx Fy X Y . rio Loads and Applied .Forces RAM RAM Frame v14.02.01.00 Page 5/7 MtEIBJA"\bJ i DataBase: Durham Revised 2 06/06/10 13 :44:25 ft kips kips ft ft High Roof 1 17.00 1.74 -4.26 46.13 26.01 Low Roof 1 11.50 2.98 -1.39 12.61 20.45 APPLIED STORY FORCES Type: Wind_IBC06_4_X -Y_CW Level Ht Fx Fy ft kips kips High Roof 17.00 1.74 -4.26 Low Roof 11.50 2.98 -1.39 4.72 -5.65 APPLIED DIAPHRAGM FORCES Type: Wind_IBC06_4 J X -Y_CCW Level . Diaph.# Ht Fx Fy X Y ft kips kips ft ft High Roof 1 17.00 1.74 -4.26. 33.46 14.86 Low Roof 1 11.50 2.98 -1.39 6.66. 11.63 APPLIED STORY FORCES Type: Wind_IBC06_4_X -Y CCW Level _ Ht Fx Fy ft kips kips . . High Roof 17.00 1.74 . -4.26 Low Roof 11.50 2.98 -1.39 4.72 -5.65 Level Low Roof has no Diaphragm. Story Force is NEGLECTED. rim Loads and Applied Forces RAM RAM Frame v14.02.01.00 Page 6/7 I'llE DataBase: Durham Revised 2 06/06/10 13:44:25 LOAD CASE: Seismic Total Seismic ASCE 7 -05 / IBC 2006 Equivalent Lateral Force Site Class: D Importance Factor: 1.25 Ss: 0.930 g S1: 0.340 g TL: 16.00 s Fa: 1.128 Fv: 1.720 SDs: 0.699 g SD 1: 0.390 g Occupancy Category: III . Seismic Design Category: D Provisions for: Force Ground Level: Base Dir Eccent R Ta Equation Building Period -T X + And - 2.5 Std,Ct= 0.030,x =0.75 Calculated Y + And - 2.5 Std,Ct= 0.030,x =0.75 Calculated Dir Ta Cu T T -used Eq12.8-2 Eq12.8-3 Eq12.8-5 k X 0.251 1.400 0.438 0.352 0.350 0.554 0.0100 L000 Y 0.251 1.400 0.425 0.352 0.350 0.554 0.0100 1.000 Total Building Weight (kips) = 440.81 APPLIED DIAPHRAGM FORCES Type: EQ_IBC06_X_ +E_F Level Diaph.# , Ht Fx Fy X Y ft kips kips ft ft High Roof 1 17.00 128.89 0.00 40.11 17.74 Low Roof 1 11.50 25.25 0.00 9.60. 17.76 APPLIED STORY FORCES Type: EQ_IBC06_X_ +E_F / p _ _( Level Ht Fx Fy l � ft kips kips Q.� ilv dc- .t High Roof 17.00 128.89 0.00 t cf Low Roof 11.50 25.25 0.00 6■ 4,r 154.14 0.00 d«gm APPLIED DIAPHRAGM FORCES �`�� k /rat Type: EQ_IBC06_X_ -E_F Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft High Roof 1 17.00 128.89 0.00 40.11 14,03 Low Roof 1 11.50 25.25 0.00 9.60 14.82 APPLIED STORY FORCES Type: EQ_IBC06_X_ -E_F Level Ht Fx Fy • ft kips kips High Roof 17.00 128.89 0.00 Low Roof 11.50 25.25 0.00 • IN Loads and Applied Forces RAM RAM Frame v14.02.01.00 Page 7/7 IMERMIENM DataBase: Durham Revised 2 06/06/10 13:44:25 154.14 0.00. APPLIED DIAPHRAGM FORCES Type: EQ_IBC06_Y_ +E_F Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft High Roof 1 17.00 0.00 128.89 42:22 15.88 Low Roof 1 11.50 0.00 25.25 10.59 16.29 APPLIED STORY FORCES Type: EQ_IBC06_Y_ +E_F Level Ht Fx Fy ft kips kips High Roof 17.00 0.00 128.89 Low Roof 11.50 0.00 25.25 0.00 154.14 APPLIED DIAPHRAGM FORCES Type: EQ_IBC06_Y_ -E_F Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft High Roof 1 17.00 0.00 128.89 37.99 15.88 Low Roof 1 11.50 0.00 25.25 8.60 16.29 APPLIED STORY FORCES Type: EQ_IBC06_Y_ -E_F Level Ht Fx Fy ft kips kips High Roof 17.00 0.00 128.89 Low Roof 11.50 0.00 25.25 0.00 154.14 Level Low Roof has no Diaphragm. Story Force is NEGLECTED. k . ‹xe, A twA Nb ,1 loaof Durham Advanced Wastewater Treatment Facility Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations RAM M odel Nod ,• • Fil Nodal Loads RAM Frame v14.02.01.00 RAM DataBase: Durham Revised 2 06/06/10 13:44:25 wrE+ Building Code: IBC NODAL LOAD CASES: Label Type Seismic N S Seismic RAMUSERNODAL_S Seismic E W Seismic RAMUSERNODAL_S NODAL LOAD DEFINITION: Label Fx Fy Fz Mxx Myy Mzz kips kips kips kip -ft kip -ft kip -ft EW Lower 0.00 12.63 0.00 . 0.00 0.00 0.00 NS Lower 12.63 0.00 0.00 0.00 0.00 0.00 APPLIED NODAL LOADS: Load Case: Seismic N S RAMUSERNODAL_S Level: Low Roof Nodal Load Node X Y Z ft ft ft NS Lower 5 0.000 1.833 11.500 NS Lower 6 0.000 30.250 11.500 Load Case: Seismic E W RAMUSERNODAL_S Level: Low Roof Nodal Load Node X Y Z ft ft ft EW Lower 5 0.000 1.833 11.500 EW Lower 8 18.833 0.000 11.500 Durham Advanced Wastewater Treatment Facility Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations RAM Model Beam Loading Diagrams . ., i rio RAM Concrete Analysis v14.0Beam Load Diagram 2.01.00 RAM Database: Durham Revised 06/04/10 09:05:02 NomoNAI Building Code: IBC Concrete Code: ACI 318 -05 Floor Type: Low Roof Beam Number =1 Span information (ft): I -End (18.83,0.00) J -End (18.83,36.17) B1 B2 B3 B4 _B5 W2 W3 W1 ' W4 Supported Beam and Column Reactions • Load Dist ft B1 1.83 B2 8.94 B3 16.04 B4 23.15 B5 30.25 Distributed Loads Load Dist DL LL+ LL- Max Tot ft kip /ft kip /ft kip /ft kip /ft W1 0.00 0.467 0.000 0.000 0.467 W2 1.83 0.467 0.000 0.000 0.467 1.514 0.013 0.000 1.526 W3 30.25 1.514 0.013 0.000 1.526 0.467 0.000 0.000 0.467 W4 36.17 0.467 0.000 0.000 0.467 • IN RAM Concrete Analysis v14.0Beam Load Diagram 2.41.00 Page 2/9 RAM Database: Durham Revised 06/04/10 09:05:02 INTEWtA9W1 Building Code: IBC Concrete Code: ACI 318 -05 Floor Type: Low Roof Beam Number = 3 Span information (ft): I -End (0.00,1.83) J -End (18.83,1.83) W4 W1 W3 \ Distributed Loads Load Dist DL LL+ LL- Max Tot ft kip /ft kip /ft kip /ft kip /ft W1 0.00 0.300 0.159 0.000 0.459 W2 10.52 0.300 0.159 0.000 0.459 0.300 0.100 0.000 0.400 W3 10.52 0.300 0.159 0.000 0.459 0.300 0.100 0.000 0.400 W4 18.83 0.300 0.225 0.000 0.525 RAM Concrete Analysis v14.0Beam Load Diagram 2.O1.00 Page 3/9 ANA Database: Durham Revised 06/04/10 09:05:02 I ME P IIARCN A I Building Code: IBC Concrete Code: ACI 318 -05 Floor Type: Low Roof Beam Number = 4 Span information (ft): I -End (0.00,1.83) J -End (0.00,30.25) B1 B2 B3 W1 W2 Supported Beam and Column Reactions Load Dist ft B1 7.10 B2 14.21 B3 21.31 Distributed Loads Load Dist DL LL+ LL- Max Tot ft kip /ft kip /ft kip /ft kip /ft W1 0.00 0.256 0.013 0.000 0.269 W2 28.42 0.256 0.013 0.000 0.269 FIR RAM Concrete Analysis v14.0Beam Load Diagram 2.01.00 Page 4/9 RAM Database: Durham Revised 06/04/10 09:05:02 R.,reawvuxw, Building Code: IBC Concrete Code: ACI 318 -05 Floor Type: Low Roof Beam Number = 8 Span information (ft): I -End (0.00,30.25) 3 -End (17.17,30.25) W1 W3 W4 Distributed Loads Load Dist DL LL+ LL- Max Tot ft kip /ft kip /ft kip /ft kip /ft W1 0.00 0.300 0.159 0.000 0.459 W2 10.52 0.300 0.159 0.000 0.459 0.300 0.100 0.000 0.400 W3 10.52 0.300 0.159 0.000 0.459 0.300 0.100 0.000 0.400 W4 17.17 0.300 0.200 0.000 0.500 . El Beam Load Diagram RAM Concrete Analysis v14.02.01.00 Page 5/9 RAM Database: Durham Revised 06/04/10 09:05:02 wry Building Code: IBC Concrete Code: ACI 318 -05 Floor Type: Low Roof Beam Number = 9 Span information (ft): I -End (17.17,30.25) J -End (18.83,30.25) wi w2 Distributed Loads Load Dist DL LL+ LL- Max Tot ft kip /ft kip /ft kip /ft kip /ft W1 0.00 0.300 0.200 0.000 0.500 W2 1.67 0.300 0.225 0.000 0.525 • • Fil B eam Load Diagram RAM Concrete Analysis v 14.02.0 Page 6/9 RAM Database: Durham Revised 06/04/10 09:05:02 IMERmIQNAI Building Code: IBC Concrete Code: ACI 318 -05 Floor Type: High Roof Beam Number = 2 Span information (ft): I -End (18.83,0.00) J -End (60.08,0.00) W1 w2 Distributed Loads Load Dist DL LL+ LL- Max Tot ft kip /ft kip /ft kip /ft kip /ft W1 0.00 1.594 0.013 0.000 1.606 W2 41.25 1.594 0.013 0.000 1.606 Fil Beam Load Diagram RAM Concrete Analysis v14.0 A 1.00 Page 7/9 RAM Database: Durham Revised 06/04/10 09:05:02 Nam Nowa Building Code: IBC Concrete Code: ACI 318 -05 Floor Type: High Roof Beam Number = 4 Span information (ft): I -End (60.08,0.00) J -End (60.08,36.17) wl w3 w5 W6 Distributed Loads Load Dist DL LL+ LL- Max Tot ft kip /ft kip /ft kip /ft kip /ft W1 0.00 2.320 1.008 0.000 3.328 W2 6.23 2.320 0.608 0.000 2.928 2.320 0.612 0.000 2.932 W3 6.23 2.320 0.608 0.000 2.928 2.320 0.612 0.000 2.932 W4 29.94 2.320 0.612 0.000 2.932 2.320 0.528 0.000 2.849 W5 29.94 2.320 0.612 0.000 2.932 2.320 0.528 0.000 2.849 W6 36.17 2.320 1.083 0.000 3.403 • 711 RAM Concrete Analysis x14.02B.01ea.00 m Load Diagram Page 8/9 RAM Database: Durham Revised 06/04/10 09:05:02 Nif Building Code: IBC Concrete Code: ACI 318 -05 Floor Type: High Roof Beam Number =1 Span information (ft): I -End (18.83,36.17) J -End (60.08,36.17) wi w2 Distributed Loads Load Dist DL LL+ LL- Max Tot ft kip /ft kip /ft kip /ft kip /ft W1 0.00 0.511 0.013 0.000 0.523 W2 41.25 0.511 0.013 0.000 0.523 , • -DI Beam Load Diagram ri i v RAM Concrete Analysis v14.02.01.00 Page 9/9 RAM Database: Durham Revised 06/04/10 09:05:02 'rc Building Code: IBC Concrete Code: ACI 318 -05 Floor Type: High Roof Beam Number = 9 Span information (ft): I -End (18.83,0.00) J -End (18.83,36.17) W1 W6 W3 W5 Distributed Loads Load Dist DL LL+ LL- Max Tot ft kip /ft kip /ft kip /ft kip /ft W1 0.00 2.320 1.075 0.000 3.395 W2 6.23 2.320 0.532 0.000 2.853 2.320 0.612 0.000 2.932 W3 6.23 2.320 0.532 0.000 2.853 2.320 0.612 0.000 2.932 W4 29.94 2.320 0.612 0.000 2.932 2.320 0.528 0.000 2.849 W5 29.94 2.320 0.612 0.000 2.932 2.320 0.528 0.000 2.849 W6 36.17 2.320 1.083 0.000 3.403: Durham Advanced Wastewater Treatment Facility Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations RAM Model Member Force Summary MI Member Force Summary RAM Frame v14.02.01,00 Rpm DataBase: Durham Revised 06/04/10 09:05:02 Krumnowl Building Code: IBC CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P- Delta: Yes Scale Factor: 2.00 Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 LOAD CASE DEFINITIONS: D DeadLoad RAMUSER Sp PosRoofLiveLoad RAMUSER El Seismic N S RAMUSERNODAL_S E2 Seismic E W RAMUSERNODAL_S W1 Wind Wind_IBC06_1_X W2 Wind Wind IBC061Y i W3 Wind Wind_IBC06__2__X +E W4 Wind WindIBC06 2 X -E W5 Wind Wind_IBC06 ^ 2_Y +E. W6 Wind Wind_IBC06_2_Y -E W7 Wind Wind IBC06_3_X +Y W8 Wind Wind ~ IBC063 X -Y W9 Wind Wind_IBC06 _ 4__X +Y_CW WI0 Wind Wind_IBC06_4 X +Y_CCW W11 Wind Wind _IBC06_4`_X -Y CW W12 Wind Wind_IBC06_4_X -Y_CCW E3 Seismic Total EQ IBC06_X +E_F E4 Seismic Total EQ_IBC06_X_ -E_F E5 Seismic Total EQ_IBC06_Y_ +E_F E6 Seismic Total EQ_IBC06_Y_ -E_F Frame #1: Level: High Roof . Concrete. Column: # LoadC @ P Mmajor Mminor Vmajor Vminor Tors kips kip -ft kip -ft kips kips kip -ft 1 D T 55.85 52.01 - 182.83 -5.78 57.44 -6.78 B 55.85 26.96 -0.93 -5.78 57.44 -6.78 Sp T 12.62 0.39 -49.63 -0.10 15.04 -1.13 B 12.62 -0.05 -2.00 -0.10 15.04 -1.13 El T -0.38 -6.59 1.62 -0.73 0.23 -9.41 B -0.38 -9.77 2.34 -0.73 0.23 -9.41 E2 T 0.13 -1.49 -3.92 0.57 0.39 -0.33 B 0.13 0.99 -2.68 0.57 0.39 -0.33 WI T -0.17 -2.55 0.08 0.97 0.15 1.16 B -0.17 1.67 0.55 0.97 0.15 1.16 W2 T 0.42 1.08 -3.51 -0.20 2.58 0.58 fil Member Force Summary RAM Frame v14.02.01.00 Page 2/23 RAM DataBase: Durham Revised 06/04/10 09:05:02 114rEPNAnC)MAI Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors B 0.42 0.19 4.67 -0.20 2.58 0.58 W3 T -0.13 -2.14 -0.08 0.81 0.22 0.80 B -0.13 1.39 0.63 0.81 0.22 0.80 W4 T -0.13 -1.69 0.20 0.65 -0.00 0.95 B -0.13 1.12 0.19 0.65 -0.00 0.95 W5 T 0.32 1.43 -2.25 -0.38 1.63 0.64 B 0.32 -0.23 2.89 -0.38 1.63 0.64 W6 T 0.31 0.18 -3.02 0.08 2.25 0.23 B 0.31 0.53 4.11 0.08 2.25 0.23 W7 T 0.19 -1.11 -2.58 0.58 2.05 1.31 B 0.19 1.40 3.92 0.58 2.05 1.31 W8 T -0.44 -2.72 2.69 0.88 -1.83 0.44 B -0.44 1.11 -3.09 0.88 -1.83 0.44 W9 T 0.14 -1.47 -2.32 0.67 1.86 0.77 B 0.14 1.44 3.56 0.67. 1.86 0.77 W10 T 0.14 -0.19 -1.54 0.20 1.22 1.19 B 0.14 0.66. 2.32. 0.20 1.22 1.19 W11 T -0.34 -2.68. 1.63 0.90 -1.05 0.12 B -0.34 1.22 -1.70 0.90 -1.05 0.12 W12 T -0.33 -1.41 2.41 0.43 -1.69 0.54 B -0.33 0.44_ -2.94 0.43 -1,69 0.54 E3 T . -7.09 - 100.20.1 6.96 38.33 3.19 50.43 B -7.09 65.90 17.05 38.33 3.19 50.43 E4 ' T -7.07 -91.90 12.04 35.25 -0.98 53.15 B -7.07 60.84 8.93 35.25 -0.98 53.15 E5 T 7.20 23.76 -56.56 -5.48 41.32 11.71 B 7.20 0.01 74.29 -5.48 41.32 11.71 E6 T 7.17 14.32 - 62.33 -1.97 46.06 8.61 B 7.17 5.76 83.53 -1.97 46.06 8.61 2 D T 56.02 -63.31 - 199.45 7.01 19.83 -1.38 B 56,02 -32.95 - 113.50 7.01 19.83 -1.38 Sp T 12.63 -2.27 -54.00 0.36 5.36 -0.33 B 12.63 -0.72 -30.79 0.36 5.36 -0.33 El T 0.38 -5.15 -1.11 1.40 0.26 0.54 B 0.38 0.92 0.01 1.40 0.26 0.54 E2 T 0.24 -1.63 -1.96 0.39 0.46 -1.04 B 0.24 0.07 0.05 0.39 0.46 -1.04 W1 T 0.16 -2.76 0.26 0.68 -0.06 -0.08 B 0.16 0.17 -0.00 0.68 . -0.06 -0.08 W2 T 0.46 1.03 -7.38 -0.26 1.73 0.59 B 0.46 -0.08 0.12 -0.26 1.73 0.59 W3 T 0.11 -2.31 0.58 0.57 -0.14 -0.21 B 0.11 0.14 -0.00 0.57 -0.14 -0.21 W4 T 0.13 -1.83 -0.20 0.45 0.05 0.09 Member Force Summary I X RAM Frame v14.02.01.00 Page 3/23 RAM DataBase: Durham Revised 06/04/10 09:05:02 IM Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors B 0.13 0.12 0.00 0.45 0.05 0.09 W5 T 0.37 1.45 -6.61 -0.35 1.55 0.86 B 0.37 -0.09 0.10 -0.35 1.55 0.86 W6 T 0.31 0.10 -4.45 -0.03 1.05 0.03 B 0.31 -0.03 0.08 -0.03 1.05 0.03 • W7 T 0.46 -1.29 -5.34 0.3.1 1.25 0.39 B 0.46 0.07 0.09 0.31 1.25 0.39 W8 T -0.22 -2.84 5.73 0.70 -1.34 . -0.50 B -0.22 0.19 -0.09 0.70 -1.34 -0.50 W9 T 0.31 -1.66 -2.90 0.40 0.68 -0.13 B 0.31 0.08 0.06 0.40 0.68 -0.13 W10 T 0.38 -0.29 -5.10 0.07 1.20 0.71 B 0.38 0.02 0.08 0.07 1.20 0.71 W11 T -0.20 -2.82 5.39 0.69 -1.26 -0.80 B -0.20 0.17 -0.08 0.69 -1.26. -0.80 W12 T -0.13 -1.45 3.19 0.36 -0.75 0.04 B -0.13 0.11 -0.06 0.36 -0.75 0.04 E3 T 6.87 - 108.30 0.31 26.57 - 0.08'. 0.68 B 6.87 6.84 -0.01 26.57 - 0.08:. 0.68 E4 T 7.31 -99.36 -14.06 24.41 3.27 6.15 • B 7.31 6.44 0.10 24.41 3.27 6.15 E5 T 8.05 23.42 - 135.06 -5.78 31.67 13.69 B 8.05 , -1.63 2.17 -5.78 31.67 13.69 E6 T 7.55 13.25 - 118.72 -3.33 27.87 7.47 B 7.55 -1.18 2.04 -3.33 27.87 7.47 Concrete Beam: # . LoadC @ P Mmajor Mminor Vmajor Vminor Tors kips kip -ft kip -ft kips kips kip -ft 1 D i -0.00 -48.31 -0.00 9.74 0.00 0.88 j -0.00 -60.23 0.00 -10.34 0.00 0.88 Sp i 0.00 -0.35 -0.00 0.19 0.00 0.23 j 0.00 -2.37 -0.00 -0.30 0.00 0.23 El i 0.00 5.43 0.00 -0.30 -0.00 -0.04 j 0.00 -6.54 -0.00 -0.30 -0.00 -0.04 E2 i 0.00 1.99 -0.00 -0.10 0.00 0.03 j 0.00 -1.92 0.00 -0.10 0.00 0.03 W1 i -0.00 3.51 -0.00 -0.18 0.00 0.01 j -0.00 -3.37 0.00 -0.18 0.00 0.01 W2 i 0.00 -1.21 -0.00 0.06 -0.00 -0.04 j 0.00 1.23 -0.00 0.06 -0.00 -0.04 W3 i 0.00 2.93 -0.00 -0.15 0.00 0.02 j 0.00 -2.81 -0.00 -0.15 0.00 0.02 W4 i -0.00 2.34 0.00 -0.12 -0.00 -0.01 j -0.00 -2.25 -0.00 -0.12 -0.00 -0.01 • Fiv Member Force Summary RAM Frame v14.02.01.00 Page 4/23 RAM DataBase: Durham Revised 06/04/10 09:05:02 wmE ,K ., Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors W5 i 0.00 -1.73 0.00 0.09 -0.00 -0.06 j 0.00 1.71 -0.00 0.09 -0.00 -0.06 W6 i 0.00 -0.09 -0.00 0.01 -0.00 0.00 j 0.00 0.13 -0.00 0.01 -0.00 0.00 W7 i 0.00 1.73 0.00 -0.08 0.00 -0.02 j 0.00 -1.61 0.00 -0.08 0.00 -0.02 W8 i 0.00 3.54 -0.00 -0.18 -0.00 0.03 j 0.00 -3.45 -0.00 -0.18 -0.00 0.03 W9 i 0.00 2.13 -0.00 -0.11 0.00 0.01 j 0.00 -2.01 0.00 -0.11 0.00 0.01 W10 i 0.00 0.46 0.00 -0.02 -0.00 -0.05 j 0.00 -0.40 -0.00 -0.02 -0.00 -0.05 W11 i 0.00 3.49 -0.00 -0.18 0.00 0.06 j 0.00 -3.39 0.00 -0.18 0,00 0.06 W12 i -0.00 1.82 -0.00 -0.09 -0.00 -0.01 j -0.00 -1.78 =0.00 -0.09 -0.00 -0.01 E3 i 0.00 138.31 0.00 -6.89 -0.00 -0.03 j 0.00 - 132.75 -0.00 -6.89 -0.00 -0.03 E4 i 0.00 127.38 0.00 -6.35 -0.00 -0.43 j 0.00 - 122.22 -0.00 -6.35 -0.00 -0.43 E5 i 0.00 -27.75 0.00 1.41 0.00 -0.92 j 0.00 27.78 0.00 1.41 0.00 -0.92 E6 i 0.00 -15.32 -0.00 - 0.79. -0.00 -0.46 j 0.00 15.82 -0.00 0.79 -0.00 -0.46 Level: Low Roof Concrete Column: # LoadC @ P Mmajor Mminor Vmajor Vminor Tors kips kip -ft kip -ft kips kips kip -ft 3 D T 59.11 30.98 9.67 -3.80 1.06 1.20 B 59.11 -12.75 20.66 -3.80 1.06 1.20 Sp T 11.44 0.62 3.52 0.14 0.08 0.06 B 11.44 2.19 4.36 0.14 0.08 0.06 El T 1.10 -9.50 -2.41 3.06 0.10 5.29 B 1.10 25.73 -1.37 3.06 0.10 5.29 E2 T 2.67 0.38 -13.22 0.34 4.11 -1.38 B 2.67 4.26 29.23 0.34 4.11 -1.38 W1 T 0.12 1.34 -0.44 0.49 0.08 -0.67 B 0.12 6.93 0.42 0.49 0.08 -0.67 W2 T 2.58 -0.03 -4.06 -0.27 2.05 0.60 B 2.58 -3.11 17.17 -0.27 2.05 0.60 W3 T 0.20 1.10 -0.52 0.41 0.15 -0.69 B 0.20 5.81 1.01 0.41 0.15 -0.69 W4 T -0.01 0.92 -0.14 0.32 -0.02 -0.32 ill ri., Member Force Summary RAM Frame v14.02.01.00 Page 5/23 RANI DataBase: Durham Revised 06/04/10 09:05:02 ' Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors B -0.01 4.59 -0.38 0.32 -0.02 -0.32 W5 T 1.64 -0.28 -2.52 -0.33 1.30 0.96 B 1.64 -4.02 10.95 -0.33 1.30 0.96 W6 T 2.22 0.23 -3.57 -0.08 1.78 -0.06 B 2.22 -0.64 14.81 -0.08 1.78 -0.06 W7 T 2.02 0.98 -3.37 0.16 1.60 -0.06 B 2.02 2.87 13.20 0.16 1.60 -0.06 W8 T -1.84 1.03 2.71 0.57 -1.48 -0.96 B -1.84 7.53 -12.56 0.57 -1.48 -0.96 W9 T 1.82 1.00 -3.07 0.25 1.45 -0.56 B 1.82 3.87 11.87 0.25 1.45 -0.56 W10 T 1.22 0.48 -1.99 . -0.00 0.96 0.48 B 1.22 0.43 7.93 =0.00 0.96 0.48 W11 T -1.08 1.03 1.50 0.55 -0.87 -1.24 B -1.08 7.37 -7.45 0.55 -0.87 -1.24. W12 T -1.68 0.51 2.58 0.30 -1.35 -0.20 B -1.68 3.92 -11.39 0.30 -1.35 -0.20 E3 T 2.29 53.39 -13.15 19.02 1.18 . -23.11 B 2.29 272.09 -0.97 19.02 1.18 -23.11 E4 T -1.61 50.00 -6.10 17.36 -1.99 - 16.32 B -1.61 249.60 -26.69 17.36 -1.99 -16.32 E5 T 41.34 -2.74 -64.55 -5.64 32.94 14.64 B 41.34 -67.58 275.84 -5.64 32.94 14.64 E6 T 45.78 1.11 -72.56 -3.75 36.55 6.93 B 45.78 -42.01 305.08 -3.75 36.55 6.93 4 D T 62.35 -32.95 - 113.50 7.01 19.83 -1.38 B 62.35 47.63 114.60 7.01 19.83 -1.38 Sp T 12.63 -0.72 -30.79 0.36 5.36 -0.33 B 12.63 3.40 30.82 0.36 5.36 -0.33 El T 0.38 0.92 0.01 1.40 0.26 0.54 B 0.38 17.05 2.97 1.40 0.26 0.54 E2 T 0.24 0.07 0.05 0.39 0.46 -1.04 B 0.24 4.60 5.38 0.39 0.46 -1.04 W1 T 0.16 0.17 -0.00 0.68 -0.06 -0.08 B 0.16 7.95 -0.69 0.68 -0.06 -0.08 W2 T 0,46 -0.08 0.12 -0.26 1.73 0.59 B 0.46 -3.03 20.03 -0.26 1.73 0.59 W3 T 0.11 0.14 -0.00 0.57 -0.14 -0.21 B 0.11 6.64 -1.56 0.57 -0.14 -0.21 W4 T 0.13 0.12 0.00 0.45 0.05 0.09 B 0.13 5.28 0.52 0.45 0.05 0.09 W5 T 0.37 -0.09 0.10 -0.35 1.55 0.86 B 0.37 -4.17 17.91 -0.35 1.55 0.86 W6 T 0.31 -0.03 0.08 -0.03 1.05 0.03 ;':, Member Force Summary RAM Frame v14.02.01.00 Page 6/23 '"; DataBase: Durham Revised 06/04/10 09:05:02 • NTERNATICA\K Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors B 0.31 -0.38 12.12 -0.03 1.05 0.03 W7 T 0.46 0.07 0.09 0.31 1.25 0.39 B 0.46 3.68 14.50 0.31 1.25 0.39 W8 T -0.22 0.19 -0.09 0.70 -1.34 -0.50 B -0.22 8:24 -15.54 0.70 -1.34 -0.50 W9 T 0.31 0.08 0.06 0.40 0.68 -0.13 B 0.31 4.69 7.92 0.40 0.68 -0.13 W10 T 0.38 0.02 0.08 0.07 1.20 0.71 B 0.38 0.83 13.83 0.07 1.20 0.71 W i l T -0.20 0.17 -0.08 0.69 -1.26 -0.80 B -0.20 8.11 -14.61 0.69 -1.26 -0.80 W12 T -0.13 0.11 -0.06 0.36 -0.75 0.04 B -0.13 4.25 -8.70 0.36 -0.75 . 0.04 E3 T 6.87 6.84 -0.01 26.57 -0.08 0.68 B 6.87 312.40 -0.88 26.57 -0.08 0.68 E4 T 7.31 6.44 0.10 24.41 3.27 6.15 B 7.31 287.21 37.68 24.41 3.27 6.15 E5 T 8:05 -1.63 2.17 -5.78 31.67 13.69 B 8.05 -68.12 366.34 -5.78 31.67 13.69 E6 T 7.55 -1.18 2.04 -3.33 27.87 7.47 B 7.55 -39.48 .322.50 -3.33 27.87 7.47 Frame #2: Level: High Roof Concrete Column: # LoadC @ P Mmajor Mminor Vmajor Vminor Tors kips kip -ft kip -ft kips kips kip -ft 3 D T 77.69 - 179.02 194.13 17.66 -18.60 -1.38 B 77.69 -102.51 113.51 17.66 -18.60 -1.38 Sp T 12.47 -1.18 53.01 0.10 -5.09 -0.33 B 12.47 -0.76 30.93 0.10 -5.09 -0.33 El T 0.27 -6.15 -1.11 1.75 0.26 0.54 B 0.27 1.44 0.00 1.75 0.26 0.54 E2 T -0.25 1.76 -1.97 -0.43 0.46 -1.04 B -0.25 -0.10 0.04 -0.43 0.46 -1.04 W1 T 0.18 -2.48 0.26 0.61 -0.06 -0.08 B 0.18 0.17 -0.00 0.61 -0.06 -0.08 W2 T -0.47 -0.85 -7.38 0.21 1.73 0.59 B -0.47 0.05 0.12 0.21 1.73 0.59 W3 T 0.14 -1.62 0.58 0.40 -0.14 -0.21 B 0.14 0.11 -0.01 0.40 -0.14 -0.21 W4 T 0.12 -2.10 -0.20 0.52 0.05 0.09 B 0.12 0.14 0.00 0.52 0,05 0.09 W5 T -0.38 -1.31 -6.61 0.32 1.55 0.86 rim Member Force Summary RAM Frame v14.02.01.00 Page 7/23 RN DataBase: Durham Revised 06/04/10 09:05:02 IMERI T"`14 Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors B -0.38 0.07 0.10 0.32 1.55 0.86 W6 T -0.32 0.04 -4.46 -0.01 1.05 0.03 B -0.32 0.00 0.08 -0.01 1.05 0.03 W7 T -0.22 -2.50 -5.34 0.61 1.25 0.39 B -0.22 0.16 0.09 0.61 1.25 0.39 W8 T 0.48 -1.22 5.73 0.30 -1.34 -0.50 B 0.48 0.09 -0.09 0.30 -1.34 -0.50 W9 T -0.13 -1.19 -2.91 0.29 0.68 -0.13 B -0.13 0.09 0.06 0.29 0.68 -0.13 W I 0 T -0.20 -2.56 -5.11 0.63 1.20 0.71 B -0.20 0.16 0.08 .0.63 1.20 0.71 W1l T 0.39 -0.23 5.40 0.06 -1.26 -0.80 B 0.39 0.03 -0.08 0.06 -1.26 -0.80 W12 T 0.33 -1.60 3.20 0.39 -0.75 0.04 B 0.33 0.10 -0.06 0.39 -0.75 0.04 E3 T 6.98 - 109.76 0.28 27.03 -0.07 0.68 B 6.98 7.38 -0.03 27.03 -0.07 0.68 E4 T 6.54 - 118.75 -14.08 29.21 3.27 6.15 B 6.54 7.84 0.09 29.21 3.27 6.15 E5 T -8.23 -20.37 - 135.12 4.95 31.67 13.69 B -8.23 1.10 2.13 4.95 31.67 13.69 E6 T -7.73 -10.16 - 118.79 2.48 27.87 7.47 B -7.73 0.59 1.99 2.48 27.87 7.47 4 D T 77.21 177.03 158.35 -18.82 -58.57 3.13 B 77.21 95.49 -27.12 -18.82 -58.57 3.13 Sp T 12.38 1.63 43.97 -0.35 -15.28 0.32 B 12.38 0.12 -4.42 -0.35 -15.28 0.32 El T -0.26 -8.55 0.61 -2.27 -0.74 9.36 B -0.26 -18.40 -1.74 -2.27 -0.74 9.36 E2 T -0.12 1.65 -5.37 -0.54 -1.24 0.04 B -0.12 -0.71 -9.30 -0.54 -1.24 0.04 W1 T -0.16 -2.26 -0.11 0.89 -0.03 -0.63 B -0.16 1.60 -0.21 0.89 -0.03 -0.63 W2 T -0.41 -0.81 -4.48 0.25 1.64 0.43 B -0.41 0.28 0.71 0.25 1.64 0.43 ' W3 T -0.12 -1.47 -0.27 0.58 0.04 -0.63 B -0.12 1.06 -0.13 0.58 0.04 -0.63 W4 T -0.12 -1.92 0.10 035 -0.09 -0.32 B -0.12 1.34 -0.18 0.75 -0.09 -0.32 W5 T -0.31 -1.23 -2.85 0.42 1.05 0.75 B -0.31 0.60 0.47 0.42 1.05 0.75 W6 T -0.31 0.01 -3.88 -0.04 1.41 -0.10 B -0.31 -0.17 0.60 -0.04 1.41 -0.10 W7 T -0.43 -2.30 -3.44 0.86 - 1.21 -0.15 • • Ft.. Member Force Summary RAM Frame v14.02.01.00 Page 8/23 RAM DataBase: Durham Revised 06/04/10 09:05 :02 MiRNAIICMVhl Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors B -0.43 1.41 0.38 0.86 1.21 -0.15 W8 T 0.19 -1.08 3.28 0.48 -1.25 -0.80 B 0.19 0.99 -0.69 0.48 -1.25 -0.80 W9 T -0.32 -1.09 -3.11 0.41 1.09 -0.54 B -0.32 0.67 0.35 0.41 1.09 -0.54 W10 T -0.32 -2.36 =2.06 0.88 0.72 0.32 B -0.32 1.45 0.22 0.88 0.72 0.32 W11 T 0.14 -0.18 1.94 0.12 -0.75 -1.03 B 0.14 0.35 -0.45 0.12 -0.75 -1.03 W12 T 0.14 -1.45 2.99 0.59 -1.13 -0.17 B 0.14 1.13 -0.59 0.59 -1.13 -0.17 E3 T -6.76 -99.89 0.51 39.28 -3.07 -22.29 B -6.76 70.33 -9.22 39.28 -3.07 -22.29 E4 T -6.78 - 108.16 7.36 42.37 -5.51 -16.67 B -6.78 75.43 -10.10 42.37 -5.51 -16.67 E5 T -7.02 -19.22 -71.91 6.33 26.37 11.01 B -7.02. 8.19 11.60 6.33 26.37 11.01 E6 T -6.99 -9.83 -79.70 2.82 29.15 4.62 B -6.99 2.38 12.60 2.82 29.15 4.62 Concrete Beam: # LoadC @ P Mmajor Mminor Vmajor Vminor Tors kips kip -ft kip -ft kips kips kip -ft 2 D i 0.00 - 169.10 -0.00 31.33 0.00 -0.65 j 0.00 - 169.93 0.00 - 31.37 0.00 -0.65 Sp i 0.00 -1.74 -0.00 0.26 0.00 -0.18 j 0.00 -1.09 -0.00 -0.23 0.00 -0.18 El i -0.00 5.59 0.00 -0.34 -0.00 -0.04 j -0.00 -7.82 -0.00 -0.34 -0.00 -0.04 E2 i 0.00 -2.10 -0.00 0.1.1 0.00 0.01 j 0.00 2.08 0.00 . 0.11 0.00 0.01 WI i 0.00 3.15 -0.00 -0.16 0.00 0.01 j 0.00 -3.05 0.00 -0.16 0.00 0.01 W2 i 0.00 1.01 -0.00 -0.05 -0.00 -0.04 j 0.00 -1.00 -0.00 -0.05 -0.00 -0.04 W3 i -0.00 2.07 -0.00 -0.10 0.00 0.01 j -0.00 -2.00 -0.00 -0.10 0.00 0.01 W4 i 0.00 2.66 0.00 -0.13 -0.00 -0.01 j 0.00 -2.57 -0.00 -0.13 -0.00 -0.01 W5 i 0.00 1.58 0.00 -0.08 -0.00 -0.06 j 0.00 -1.54 -0.00 -0.08 -0.00 -0.06 W6 i 0.00 -0.06 -0.00 0.00 -0.00 -0.00 j 0.00 0.04 -0.00 0.00 -0.00 -0.00 W7 i -0.00 3.12 0.00 -0.16 0.00 -0.03 j -0.00 -3.04 0.00 -0.16 0.00 -0.03 rp Member Force Summary RAM Frame v14.02.01.00 Page 9/23 RAM DataBase: Durham Revised 06/04/10 09:05:02 IMUNAn 41 Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors W8 i -0.00 1.60 -0.00 -0.08 -0.00 0.04 j -0.00 -1.54 -0.00 -0.08 -0.00 0.04 W9 i 0.00 1.51 -0.00 -0.08 0.00 0.01 j 0.00 -1.47 0.00 -0.08 0.00 0.01 W10 i 0.00 3.18 0.00 -0.16 -0.00 -0.05 j 0.00 -3.09 -0.00 -0.16 -0.00 -0.05 W11 i 0.00 0.37 -0.00 -0.02 0.00 0.06 j 0.00 -0.34 0.00 -0,02 0.00 0.06 W12 i -0.00 2.04 -0.00 -0.10 -0.00 -0.00 j -0.00 -1.96 -0.00 -0.10 -0.00 -0.00 E3 i 0.00 139.06 0.00 -6.96 -0.00 -0.06 j 0.00 - 134.58 -0.00 -6.96 -0.00 -0.06 E4 i 0.00 149.95 0.00 -7.50 -0.00 -0.46 j 0.00 - 145.17 -0.00 -7.50 -0.00 -0.46 E5 i 0.00 24.38 0.00 -1.23 0.00 -1.01 j 0.00 -23.94 0.00 -1.23 0.00 -1.01 E6. i 0.00 11.99 -0.00 -0.61 -0.00 -0.56 j 0.00 ; -11.90 -0.00 -0.61 -0.00 -0.56 Level: Low Roof Concrete Column: # LoadC @ P Mmajor Mminor Vmajor Vminor Tors kips kip -ft kip -ft kips kips kip -ft 5 D T 84.03 - 102.51 113.51 17.66 -18.60 -1.38 B 84.03 100.53 - 100.43 17.66 -18.60 -1.38 Sp T 12.47 -0.76 30.93 0.10 -5.09 -0.33 B 12.47 0.36 -27.64 0.10 -5.09 -0.33 El T 0.27 1.44 0.00 1.75 0.26 0.54 B 0.27 21.59 2.97 1.75 0.26 0.54 E2 T -0.25 -0.10 0.04 -0.43 0.46 -1.04 B -0.25 -5.04 5.39 -0.43 0.46 -1.04 W1 T 0.18 0.17 -0.00 0.61 -0.06 -0.08 B 0.18 7.21 -0.69 0.61 -0.06 -0.08 W2 T -0.47 0.05 0.12 0.21 1.73 0.59 B -0.47 2.43 20.03 0.21 1.73 0.59 W3 T 0.14 0.11 -0.01 0.40 -0.14 -0.21 B 0.14 4.71 -1.56 0.40 -0.14 -0.21 W4 T 0.12 0.14 0.00 0.52 0.05 0.09 B 0.12 6.09 0.52 0.52 0.05 0.09 W5 T -0.38 0.07 0.10 0.32 1.55 0.86 B -0.38 3.74 17.91 0.32 1.55 0.86 W6 T -0.32 0.00 0.08 -0.01 1.05 0.03 B -0.32 -0.09 12.13 -0.01 1.05 0.03 W7 T -0.22 0.16 0.09 0.61 1.25 0.39 • • • IR Member Force Summary RAM Frame v14.02.01.00 Page 10/23 RAM DataBase: Durham Revised 06/04/10 09:05:02 imaNAncNAI Building Code:. IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors B -0.22 7.23 14.50 0.61 1.25 0.39 W8 T 0.48 0.09 -0.09 0.30 -1.34 -0.50 B 0.48 3,58 -15.54 0.30 -1.34 -0.50 W9 T -0.13 0.09 0.06 0.29 0.68 -0.13 B -0.13 3.47 7.92 0.29 0.68 -0.13 W10 T -0.20 0.16 0.08 0.63 1.20 0.71 B -0.20 7.37 13.83 0.63 1.20 0.71 W11 T 0.39 0.03 -0.08 0.06 -1.26 -0.80 B 0.39 0.73 -14.61 0.06 -1.26 -0.80 W12 T 0.33 0.10 -0.06 0.39 -0.75 0.04 B 0.33 4.64 -8.70 0.39 -0.75 0.04 E3 T 6.98 7.38 -0.03 27.03 -0.07 0.68 B 6.98 318.28 -0.87 27.03 -0.07 0.68 E4 T 6.54 7.84 0.09 29.21 3.27 6.15 B 6.54 343.77 37.69 29.21 3.27 6.15 E5 T -8.23 1.10 2.13 4.95 31.67 13.69 B -8.23 58.08 366.38 4.95 31.67 13.69 E6 T -7.73 0.59 1.99 2.48 27.87 7.47 B -7.73 29.11 322.54 2.48 27.87 7.47 6 D T 109.46 93.01 33.47 -15.59 -3.70 -3.54 B 109.46 - 86.23 -4.72 -15.59 -3.70 . -3.54 Sp T 17.97 - 2.00. 6.48 0.25 -0.67 -0.64 B 17.97 0.91 -0.49 0.25 -0.67 -0.64 El T 0.43 -21.47 0.74 5.36 -0.38 -3.69 B 0.43 40.17 -3.23 5.36 -0.38 -3.69 E2 T -0.48 0.06 -11.81 -0.45 3.98 -1.56 B -0.48 -5.07 29.32 -0.45 3.98 -1.56 W1 T -0.03 0.64 0.11 0.53 -0.00 0.19 B -0.03 6.69 0.11 0.53 -0.00 0.19 W2 T -0.66 0.06 -1.21 0.20 1.62 0.67 B -0.66 2.39 15.55 0.20 1.62 0.67 W3 T -0.04 0.44 0.04 0.34 0.06 -0.01 B -0.04 4.36 0.69 0.34 0.06 -0.01 W4 T -0.00 0.52 0.14 0.45 -0.06 0.29 B -0.00 5.67 -0.54 0.45 -0.06 0.29 W5 T -0.44 0.16 -0.77 0.30 1.04 0.91 B -0,44 3.60 9.96 0.30 1.04 0.91 W6 T -0.55 -0:07 -1.05 0.00 1.39 0.10 B -0.55 -0.02 13.37 0.00 1.39 0.10 W7 T -0.52 0.52 -0.82 0.55 1.22 0.64 B -0.52 6.81 11.74 0.55 1.22 0.64 W8 T 0.47 0.43 1.00 0.24 -1.22 -0.36 B 0.47 3.22 - 11.58 0.24 -1.22 -0.36 W9 T ' -0.44 0.28 -0.76 0.26 1.09 0.07 FM Member Force Summary RAM Frame v14.02.01.00 Page 11/23 RAM DataBase: Durham Revised 06/04/10 09:05:02 IMEINAWNAI Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors B -0.44 3.26 10.55 0.26 1.09 0.07 W10 T =0.33 0.51 -0.48 0.56 0.73 0.90 B -0.33 6.95 7.07 0.56 0.73 0.90 W I 1 T 0.30 0.21 0.61 0.03 -0.73 -0.69 B 0.30 0.57 -6.95 0.03 -0.73 -0.69 W12 T 0.41 0.44 0.89 0.33 -1.09 0.14 B 0.41 4.26 -10.43 0.33 -1.09 0.14 E3 T -0.67 27.57 6.10 23.31 -1.76 11.67 B -0.67 295.69 -12.07 23.31 -1.76 11.67 E4 T 0.04 29.09 7.92 25.28 -4.13 17.07 B 0.04 319.79 -34.80 25.28 -4.13 17.07 E5 T -10.78 2.03 -19.52 4.73 26.09 14.98 B -10.78 • 56.47 250.09 4.73 26.09 14.98 E6 T - 11.58 0.29 -21.58 2.50 28.79 8.83 B -11.58 29.07 275.93 2.50 28.79 8.83 Frame #3: Level: High Roof . Concrete Beam: # LoadC @ P Mmajor Mminor Vmajor Vminor Tors kips kip -ft kip -ft kips kips kip -ft 9 D i 0.00 - 187.50 0.00 39.10 -0.00 -0.88 j 0.00 - 209.21 0.00 -40.37 -0.00 -0.88 Sp i 0.00 -50.50 0.00 11.12 -0.00 0.03 j 0.00 -55.53 0.00 -11.42 -0.00 0.03 El i 0.00 -1.36 -0.00 0.08 0.00 0.02 j 0.00 1.24 -0.00 0.08 0.00 0.02 E2 i 0.00 3.68 0.00 -0.23 0.00 0.08 j 0.00 -4.13 0.00 -0.23 0.00 0.08 W1 i 0.00 0.06 0.00 -0.00 0.00 0.01 j 0.00 -0.08 0.00 -0.00 0.00 0.01 W2 i 0.00 6.10 -0.00 -0.36 0.00 -0.04 j 0.00 -6.22 -0.00 -0.36 0.00 -0.04 W3 i 0.00 0.28 0.00 -0.02 -0.00 0.02 j 0.00 -0.31 0.00 -0.02 -0.00 0.02 W4 i 0.00 -0.19 -0.00 0.01 -0.00 -0.01 j .0.00 0.18 -0.00 0.01 -0.00 -0.01 W5 i 0.00 3.91 -0.00 -0.23 0.00 -0.07 j 0.00 -3.99 -0.00 -0.23 0.00 -0.07 W6 i -0.00 5.23 -0.00 -0.31 0.00 0.00 j -0.00 -5.35 -0.00 -0.31 0.00 0.00 W7 i 0.00 4.62 -0.00 -0.27 -0.00 -0.03 j 0.00 -4.73 -0.00 -0.27 -0.00 -0.03 W8 i 0.00 -4.53 0.00 0.27 -0.00 0.04 • IR Member Force Summary RAM Frame v14.02.01.00 Page 12/23 RAM DataBase: Durham Revised 06/04/10 09:05:02 INTERNATU'1N Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors j 0.00 4.60 0.00 0.27 -0.00 0.04 W9 i -0.00 4.14 0.00 -0.24 -0.00 0.01 j -0.00 -4.24 -0.00 -0.24 -0.00 0.01 W10 i 0.00 2.79 -0.00 -0.16 0.00 -0.05 j 0.00 -2.86 -0.00 -0.16 0.00 -0.05 W11 i 0.00 -2.72 0.00 0.16 -0.00 0.06 j 0.00 2.76 0.00 0.16 -0.00 0.06 W12 i -0.00 -4.07 0.00 0.24 -0.00 -0.00 j -0.00 4.15 -0.00 0.24 -0.00 -0.00 E3 i 0.00 -3.84 -0.00 0.20 0.00 0.00 j 0.00 3.02 -0.00 0.20 0.00 0.00 E4 i 0.00 -12.65 0.00 0.72 0.00 -0.44 j 0.00 12.06 0.00 0.72 0.00 -0.44 E5 i -0.00 98.14 -0.00 -5.79 0.00 -1.05 j -0.00 - 100.14 -0.00 -5.79 0.00 -1.05 E6 i 0.00 108.15 -0.00 -6.38 0.00 -0.54 j 0.00 - 110.42 -0.00 -6.38 0.00 -0.54 Level: Low Roof Concrete Beam: # LoadC @ . P Mmajor Mminor Vmajor Vminor Tors kips kip -ft kip -ft kips kips kip -ft 1 D i -54.88 - 108.62 -3.57 25.46 3.23 -2.48 j' -54.88 -86.51 -0.74 25.06 3.23 -2.48 i' -55.01 -86.78 -2.29 22.84 0.24 1.14 j' -55.01 -89.94 4.54 -23.06 0.24 1.14 i' -56.38 -84.00 3.73 5.83 -1.98 -4.02 j -56.38 -60.82 -6.09 152 -1.98 -4.02 Sp i -14.61 -24.16 -0.38 5.59 0.60 -2.12 j' - 14.61 -19.27 0.14 5.59 0.60 -2.12 i' -14.63 -19.19 -0.11 4.14 0.02 0.33 j' -14.63 -20.45 0.49 -4.23 0.02 0.33 i' -14.96 -19.17 0.22 1.19 -0.24 -0.67 j -14.96 -13.27 -0.96 1.19 -0.24 -0.67 El i -0.36 -3.12 -5.74 0.70 7.63 -3.08 j' -0.36 -2.52 0.94 0.70 7.63 -3.08 i' -0.44 -2.51 -0.22 0.22 0.15 0.22 j' -0.44 3.71 4.14 0.22 0.15 0.22 i' -0.13 3.60 7.77 -1:48 -3.80 -0.27 j -0.13 -3.72 -11.06 -1.48 -3.80 -0.27 E2 i 3.90 5.36 -1.51 -0.36 0.10 0.77 j' 3.90 5.04 -1.42 -0.36 0.10 0.77 i' 4.15 5.37 1.05 -0.27 -0.07 -0.06 j' 4.15 -2.20 -0.97 -0.27 -0.07 -0.06 • Fr Member Force Summary RAM Frame v14.02.01.00 Page 13/23 RAM DataBase: Durham Revised 06/04/10 09:05:02 INIEVVATIMAL Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors i' 3.72 -0.77 -0.35 -2.54 0.24 0.61 j 3.72 -13.36 0.82 -2.54 0.24 0.61 W1 i -0.03 -0.23 0.47 0.13 -0.36 -0.97 j' -0.03 -0.11 0.15 0.13 -0.36 -0.97 i' -0.02 -0.12 0.23 0.02 -0.03 0.01 j' -0.02 0.39 -0.62 0.02 -0.03 0.01 i' -0.07 0.48 -1.05 -0.29 0.49 0.33 j -0.07 -0.98 1.37 -0.29 0.49 0.33 W2 i 0.02 5.50 0.19 -0.25 -0.05 -0.22 j' 0.02 5.28 0.15 -0.25 -0.05 -0.22 i' -0.02 5.23 -0.24 -0.26 0.02 -0.10 j' -0.02 -2.27 0.29 -0.26 0.02 -0.10 i' =0.53 -1.40 -0.39 -2.15 0.06 0.23 j -0.53 -12.08 -0.08 -2.15 0.06 0.23 W3 i -0.02 0.03 0.39 0.08 -0.24 -0.63 j' -0.02 0.10 0.18 0.08 -0.24 -0.63 i' -0.02 0.10 0.20 0.00 -0.02 0.01 j' -0.02 0.24 -0.50 0.00 -0.02 0.01 i' -0.08 0.34 -0.91 -0.33 0.41 0.29 j -0.08 -1.28 1.10 -0.33 0.41 0.29 W4 i -0.02 -0.38 0.32 0.12 -0.30 -0.82 j' -0.02 -0.27 0.05 0.12 -0.30 -0.82 i' -0.02 -0.27 0.16 0.02 -0.02 0.00 j' -0.02 0.35 -0.44 0.02 -0.02 0.00 i' -0.02 0.37 -0.67 -0.11 0.33 0.20 j -0.02 -0.20 0.95 -0.11 0.33 0.20 W5 i 0.01 3.55 0.05 -0.13 -0.12 -0.44 j' 0.01 3.44 -0.06 -0.13 -0.12 -0.44 i' -0.01 3.40 -0.24 -0.17 0.02 -0.08 j' -0.01 -1.55 0.30 -0.17 0.02 -0.08 i' -0.32 -1.01 0.03 -1.32 -0.06 0.04 j -0.32 -7.56 -0.26 -1.32 -0.06 0.04 W6 i 0.02 4.70 0.24 -0.24 0.05 0.10 j' 0.02 4.48 0.28 -0.24 0.05 0.10 i' -0.02 4.44 -0.12 -0.22 0.01 -0.07 j' -0.02 -1.86 0.13 -0.22 0.01 -0.07 i' -0.47 -1.09 -0.62 -1.91 0.15 0.29 j -0.47 -10.56 0.14 - 1.91. 0.15 0.29 W7 . i -0.01 3.95 0.50 -0.09 -0.31 -0.89 j' -0.01 3.88 0.23 -0.09 -0.31 -0.89 i' -0.03 3.84 -0.00 -0.18 -0.01 -0.07 j' -0.03 -1.41 -0.25 -0.18 -0.01 -0.07 i' -0.45 -0.69 -1.09 -1.84 0.41 0.42 j -0.45 -9.79 0.97 -1.84 0.41 0.42 W8 i -0.04 -4.30 0.21 0.29 -0.24 -0.56 lil Member Force Summary RAM Frame v14,02.01.00 Page 14/23 RAM DataBase: Durham Revised 06/04/10 09:05:02 MINNttN Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors j' -0.04 -4.05 0.00 0.29 -0.24 -0.56 i' -0.00 -4.01 0.36 0.21 -0.04 0.08 j' -0.00 2.00 -0.68 0.21 -0.04 0.08 i' 0.35 1.41 -0.50 1.40 0.32 0.08 j 0.35 8.32 1.09 1.40 0.32 0.08 W9 i -0.00 3.55 0.47 -0.12 -0.15 -0.39 j' -0.00 3.44 0.34 -0.12 -0.15 -0.39 i' -0,03 3.41 0.06 -0.16 -0.01 -0.05 j' -0.03 -1.21 -0.27 -0.16 -0.01 -0.05 i' -0.41 -0.56 -1.15 -1.68 0.42 0.44 j -0.41 -8.87 0.93 -1.68 0.42 0.44 W10 i -0.01 2.38 0.27 -0,01 -0.32 -0.94 j' -0.01 2.37 -0.00 -0.01 -0.32 -0.94 i' -0.02 2.35 -0.06 -0.11 -0.00 -0.06 j' -0.02 -0.90 -0.10 -0.11 -0.00 -0.06 i' -0.26 -0.48 -0.48 -1.08 0.20 0.18 j -0.26 -5.82 0.52 -1.08 0.20 0.18 W11 i -0.02 -2.64 0.26 0.16 -0.09 -0.14 j' -0.02 -2.50 0.18 0.16 -0.09 -0.14 i' -0.01 -2.48 0.33 0.13 -0.03 0.07 j' -0.01 1.34 -0.60 0.13 -0.03 0.07 i' 0.18 1.02 -0.70 0.75 0.35 0.19 j 0.18 4.71 1.02 0.75 0.35 0.19 W12 i -0.03 -3.81 0.06 0.27 -0.26 -0.69 j' -0.03 -3.57 -0.17 0.27 -0.26 -0.69 i' 0.00 -3.54 0.21 0.18 -0.02 0.06 j' 0.00 1.66 -0.43 0.18 -0.02 0.06 i' 0.34 1.09 -0.04 1.35 0.13 -0.07 j 0.34 7.77 0.61 1.35 0.13 -0.07 E3 i -1.31 -15.11 18.66 6.09 -15.97 -42.76 j' -1.31 -9.79 4.69 6.09 -15.97 -42.76 i' -0.95 -9.81 9.22 0.97 -1.21 0.18 j' -0.95 17.87 -25.10 0.97 -1,21 0.18 i' -2.01 20.21 -40.73 -9.38 19.31 12.51 j -2.01 -26.30 55.03 -9.38 19.31 12.51 E4 i -1.38 -22.74 17.37 6.82 -17.09 -46.34 j' -1.38 -16.77 2.42 6.82 -17.09 -46.34 i' -0.88 -16.73 8.47 1.29 -1.14 0.11 j' -0.88 19.92 -23.98 1.29 -1.14 0.11 i' -1.01 20.72 -36.38 -5.46 17.89 10.83 j -1.01 -6.33 52.33 -5.46 17.89 10.83 E5 i 0.28 88.72 2.44 -3.76 -1.59 -6.16 j' 0.28 85.42 1.05 -3.76 -1.59 -6.16 i' -0.32 84.63 -4.58 -4.29 0.36 -1.80 j' -0.32 -37.33 5.62 -4.29 0.36 -1.80 Member Force Summary RAM Frame v14.02.01.00 Page 15/23 RANI DataBase: Durham Revised 06/04/10 09:05:02 e Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors i' -8.38 -23.48 -3.88 -34.14 0.16 2.74 j -8.38 - 192.77 -3.09 -34.14 0.16 2.74 E6 i .0.36 97.38 3.91 -4.59 -0.31 -2.09 j' 0.36 93.36 3.63 -4.59 -0.31 -2.09 i' -0.40 92.49 -3.72 -4.65 0.28 -1.72 j' -0.40 -39.66 4.34 -4.65 0.28 -1.72 i' -9.52 -24.06 -8.82 -38.60 1.78 4.65 j -9.52 - 215.47 -0.02 -38.60 1.78 4.65 Frame #4: Level: High Roof Concrete Beam: # LoadC @ P Mmajor Mminor Vmajor Vminor Tors kips kip -ft kip -ft kips kips kip -ft 4 D i 0.00 - 177.52 0.00 39.54 -0,00 1.10 j 0.00 - 184.14 0.00 -39.93 -0.00 1.10 Sp i 0.00 -47.86 0.00 11.30 -0.00 0.02 j 0.00 -49.16 0.00 -11.33 -0.00 0.02 El i 0.00 1.30 -0.00 -0.08 0.00 -0.05 j 0.00 -1.30 -0.00 -0.08 0.00 -0.05 E2 i 0.00 2.39 0.00 -0.14 0.00 0.08 j 0.00 -2.40 0.00 -0.14 0.00 0.08 W1 i 0.00 -0.30 0.00 0.02 0.00 0.01 j 0.00 0.30 0.00 0.02 0.00 0.01 W2 i 0.00 8.86 -0.00 -0.52 0.00 -0.04 j 0.00 -8.86 -0.00 -0.52 0.00 -0.04 W3 i 0.00 -0.69 0.00 0.04. -0.00 0.02 j 0.00 0.69 0.00 0.04 -0.00 0.02 W4 i 0.00 0.23 -0.00 -0.01 -0.00 -0.01 j 0.00 -0.23 -0.00 -0.01 -0.00 -0.01 W5 i -0.00 .7.92 -0.00 -0.46 0.00 -0.06 j -0.00 -7.92 -0.00 -0.46 0.00 -0.06 W6 i -0.00 5.37 -0.00 -0.31 0.00 -0.00 j -0.00 -5.38 -0.00 -0.31 0.00 -0.00 W7 i 0.00 6.42 -0.00 -0.37 -0.00 -0.03 j 0.00 -6.42 -0.00 -0.37 -0.00 -0.03 W8 i 0.00 -6.87 0.00 0.40 -0.00 0.04 j 0.00 6.87 0.00 0.40 -0.00 0.04 W9 i -0.00 3.52 0.00 -0.21 -0.00 0.01 j -0.00 -3.52 -0.00 -0.21 -0.00 0.01 W10 i 0.00 6.11 -0.00 -0.36 0.00 -0.05 j 0.00 -6.11 -0.00 -0.36 0.00 -0.05 W11 i -0.00 -6.45 0.00 0.38 -0.00 0.06 j -0.00 6.45 0.00 0.38 -0.00 0.06 rim Member Force Summary RAM Frame v14.02.01.00 Page 16/23 RAM DataBase: Durham Revised 06/04/10 09:05:02 114TERrWK Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors W12 i -0.00 -3.86 0.00 0.23 -0.00 -0.00 j -0.00 3.86 -0.00 0.23 -0.00 -0.00 E3 i 0.00 -0.41 -0.00 0.02 0.00 -0.06 j 0.00 0.40 -0.00 0.02 0.00 -0.06 E4 i 0.00 16.51 0.00 -0.96 0.00 -0.46 j 0.00 -16.52 0.00 -0.96 0.00 -0.46 E5 i 0.00 162.00 -0.00 -9.46 0.00 -1.03 j 0.00 - 162.01 -0.00 -9.46 0.00 -1.03 E6 i -0.00 142.76 -0.00 -8.34 0.00 -0.56 j -0.00 - 142.77 -0.00 -8.34 0.00 -0.56 Frame #5: Level: Low Roof Concrete Column: # LoadC @ P Mmajor Mminor Vmajor Vminor Tors Hips kip -ft kip -ft kips kips kip -ft 1 D T 11.91 12.42 20.41 -2.92 -2.87 0.03 B 11.91 -18.73 -10.25 -2.92 -2.87 0.03 Sp T 5.27 4.05 17.14 -0.57 -2.46 0.05 13 5.27 -2.05 -9.12. -0.57 -2.46 0.05 El T -0.47 -4.28 0.04 1.65 -0.01 0.23 B -0.47 13.31 -0.12 L65 -0.01 0.23 E2 T -0.90 0.77 -10.93 -0.23 4.31 -1.49 13 -0.90 -1.63 35.07 -0.23 4.31 -1.49 W1 T -0.12 -0.94 -0.01 0.33 0.00 -0.01 B -0.12 2.61 0.02 0.33 0.00 -0.01 W2 T -0.03 -0.11 -0.08 0.07 0.04 0.29 B -0.03 0.69 0.35 0.07 0.04 0.29 W3 T -0.08 -0.61 -0.01 0.22 0.01 0.00 B -0.08 L72 0.05 0.22 0.01 0.00 W4 T -0.10 -0.80 0.00 0.28 -0.00 -0.01 B -0.10 2.19 -0.01 0.28 -0.00 -0.01 W5 T -0.05 -0.34 -0.04 0.14 0.02 0.20 B -0.05 1.17 0.18 0.14 0.02 0.20 W6 T 0.01 0.17 -0.09 -0.03 0.04 0.24 13 0.01 -0.14 0.35 -0.03 0.04 0.24 W7 T -0.11 -0.79 -0.07 0.31 0.03 0.21 B -0.11 2.47 0.28 0.31 0.03 0.21 W8 T -0.07 -0.62 0.06 0.19 -0.03 -0.22 B -0.07 1.44 -0.25 0.19 -0.03 -0.22 W9 T -0.05 -0.33 -0.07 0.14 0.04 0.18 B -0.05 1.19 0.30 0.14 0.04 0.18 W10 T -0.11 -0.85 -0.03 0.32 0.01 0.14 B -0.11 2.52 0.12 0.32 0.01 0.14 IN Member Force Summary RAM Frame v14.02.01.00 Page 17/23 RAIN DataBase: Durham Revised 06/04/10 09:05:02 imumnrm Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors W1 1 T -0.02 -0.20 0.02 0.06 -0.01 -0.15 B -0.02 0.41 -0.10 0.06 -0.01 -0.15 W12 T -0.08 -0.73 0.07 0.23 -0.03 -0.19 B -0.08 1.74 -0.27 0.23 -0.03 -0.19 E3 T -5.12 -41.49 -0.04 14.65 0.02 -0.43 B -5.12 114.78 0.16 14.65 0.02 -0.43 E4 T -5.50 -44.89 0.28 15.78 -0.12 -0.69 B -5.50 123.46 -0.99 15.78 -0.12 -0.69 E5 T -0.70 -4.11 -1.19 2.01 0.61 4.76 B -0.70 17.38 5.27 2.01 0.61 4.76 E6 T -0.28 -0.25 -1.56 0.73 0.76 5.05 B -0.28 7.51 6.58 0.73 0.76 5.05 2 D T 9.93 -0.41 -20.64 0.41 3.06 -0.26 B 9.93 4.01 11.95 0.41 3.06 -0.26 Sp T 4.76 1.39 - 17.17 -0.08 2.49 0.04 B 4.76 0.49 9.44 -0.08 2.49 0.04 El T -1.07 -7.49 0.01 2.43 - 0.01_ -0.60 B -1.07 18.39 -0.11 2.43 -0.01. -0.60 E2 T 1.04 0.09 -10.85 0.01 4.26 -1.65 B 1.04 0.24 34.60 0.01 4.26 -1.65 W1 T -0.11 -0.78 -0.01 025 0.00 0.07 B -0.11 1.87 0.02 0.25 0.00: 0.07 W2 T 0.12 0.55 -0.07 -0.13 0.04 0.28 B 0.12 -0.86 0.35 -0.13 0.04 0.28 W3 T -0.09 -0.62 -0.01 0.20 0.01 0.06 B -0.09 1.51 0.05 0.20 0.01 0.06 W4 T -0.08 -0.55 0.00 0.17 -0.00 0.05 B -0.08 1.30 - 0.01 0.17 -0.00 0.05 W5 T 0.10 0.52 -0.03 -0.14 0.02 0.19 B 0.10 -0.93 0.17 -0.14 0.02 0.19 W6 T 0.08 0.31 -0.07 -0.06 0.04 0.23 B 0.08 -0.37 0.34 -0.06 0.04 0.23 - W7 T 0.00 -0.17 -0.06 0.09 0.03 0.27 B 0.00 0.76 0.28 0.09 0.03 0.27 W8 T -0.17 -1.00 0.05 0.29 -0.03 -0.16 B -0.17 2.05 -0.24 0.29 -0.03 -0.16 W9 T -0.01 -0.23 - 0.06 0.10 0.03 0.22 B -0.01 0:86 0.29 0.10 0.03 0.22 W10 T 0.01 -0.02 -0.02 0.03 0.01 0.18 B 0.01 0.28 0.12 0.03 0.01 0.18 W1 1 T -0.14 -0.85 0.01 0.25 -0.01 -0.10 B -0.14 1.83 -0.09 0.25 -0.01 -0.10 W12 T -0.12 -0.65 0.06 0.18 -0.03 -0.14 B -0.12 1.25 -0.27 0.18 -0.03 -0.14 Member Force Summary RAM Frame v14.02.01.00 Page 18/23 RAM DataBase: Durham Revised 06/04/10 09:05:02 E"a Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors E3 T -4.62 -31.37 -0.02 10.00 0.02 2.85 B -4.62 75.26 0.18 10.00 0.02 2.85 E4 T -4.50 -30.02 0.27 9.52 -0.11 2.60 B -4.50 71.48 -0.95 9.52 -0.11 2.60 E5 T 2.04 10.33 -0.97 -2.58 0.57 4.64 B 2.04 - 17.19 5.15 -2.58 0.57 4.64 E6 T 1.91 8.79 -1.30 -2.03 0.73 4.93 B 1.91 -12.90 6.44 -2.03 0.73 4.93 Concrete Beam: # LoadC @ P Mmajor Mminor Vmajor Vminor Tors kips kip -ft kip -ft kips kips kip -ft 4 D i 3.01 -19.03 -0.94 4.86 0.07 0.09 j 3.01 -20.35 0.89 -4.96 0.07 0.09 Sp i 2.48 -16.66 -0.09 3.68 0.01 -0.01 j 2.48 -16.84 0.09 -3.69 0.01 -0.01 El i 0.10 0.05 -0.19 0.00 0.01 0.02 j 0.10 0.05 0.03 0.00 0.01 0.02 E2 i 4.56 13.49 0.74 -1.00 -0.06 0.01 j 4.56 - 13.41 -0.77 -1.00 -0.06 0.01 W1 i -0.01 0.01 0.03 -0.00 -0.00 -0.01 j -0:01 -0.01 -0.01 -0.00 -0.00 -0.01 W2. i -0.00 0.16 -0.08 -0.01 0.01 -0.01 j -0.00 -0.16 0.08 -0.01 0.01 -0.01 W3 i -0.01 0.02 0.00. -0.00 0.00 -0.00 j -0.01 -0.02 0.01 -0.00 0.00 -0.00 W4 i -0.01 -0.01 0.04 0.00 -0.00. -0.01 j -0.01 0.01 -0.03 0.00 -0.00 -0.01 W5 i -0.00 0.08 -0.00 -0.01 0.00 -0.01 j -0.00 -0.08 0.00 -0.01 0.00 -0.01 W6 i -0.00 0.15 -0.12 -0.01 0.01 -0.00 j -0.00 -0.16 0.12 -0.01 0.01 -0.00 W7 i -0.01 0.13 -0.04 -0.01 0.00 -0.01 j -0.01 -0.13 0.05 -0.01 0.00 -0.01 W8 i -0.01 -0.11 0.08 0.01 -0.01 0.00 j -0.01 0.11 -0.07 0.01 -0.01 0.00 W9 i -0.01 0.13 -0.09 -0.01 0.01 -0.00 j -0.01 -0.13 0.09 -0.01 0.01 -0.00 W10 i -0.01 0.06 0.03 -0.00 -0.00 -0.01 j -0.01 -0.06 -0.02 -0.00 -0.00 -0.01 W11 i -0.01 -0.05 0.00 0.00 -0.00 0.01 j -0.01 0.05 0.00 0.00 -0.00 0.01 W12 i -0.00 -0.12 .0.12 0.01 -0.01 • -0.00 j -0.00 0.12 -0.11 0.01 -0.01 -0.00 E3 i -0.38 0.07 1.77 -0.01 -0.11 -0.32 • Member Force Summary RAM Frame v14.02.01.00 Page 19/23 um DataBase: Durham Revised 06/04/10 09:05:02 fi NITIRNAIMAI Building Code: IBC # LoadC ® P Mmajor Mminor Vmajor Vminor Tors j -0.38 -0.09 -1.15 -0.01 -0.11 -0.32 E4 i -0.38 -0.40 2,53 0.03 -0.16 -0.40 j -0.38 0.40 -1.90 0.03 -0.16 -0.40 E5 i -0.00 2.37 -0.89 -0.18 0.07 -0.20 j -0.00 -2.40 0.87 -0.18 0.07 -0.20 E6 i -0.01 2.91 -1.75 -0.22 0.13 -0.11 j -0.01 -2.95 1.72 -0.22 0.13 -0.11 Frame #7: Level: Low Roof Concrete Beam: # LoadC ® P Mmajor Mminor Vmajor Vminor Tors kips kip -ft kip -ft kips kips kip -ft 3 D i 2.99 -12.43 0.92 3.19 -0.14 -0.26 j 2.99 -3.62 -1.54 -2.22 -0.14 -0.26 Sp i 0.58 -3.45 0.14 1.47 -0.02 0.08 j 0.58 -2.45 -0.25 -1.45 - 0.02. 0.08 El i 7.48 5.33 0.37 -0.48 -0.08 0.00 j .7.48 -3.30 -1.16 -0.48 -0.08 0.00 E2 i 0.17 -0.88 -2.09 0.09 0.25 0.33 j 0.17 0.82 2.47 .0.09 0.25 0.33 W1 i -0.33 1.13 -0.03 -0.12 0.01 -0.00 j -0.33 -0.97 0.08 -0.12 0.01 -0.00 W2 i -0.07 0.15 0.35 -0.02 -0.04 -0.05 j -0.07 -0.12 -0.39 -0.02 -0.04 -0.05 W3 i -0.22 0.74 0.00 -0.08 0.00 -0.00 j -0.22 -0.63 0.02 -0.08 0.00 -0.00 W4 i -0.28 0.95 -0.05 -0.10 0.01 0.00 j -0.28 -0.82 0.10 -0.10 0.01 0.00 W5 i -0.14 0.41 0.19 -0.04 -0.02 -0.03 j -0.14 -0.35 -0.18 -0.04 -0.02 -0.03 W6 i 0.04 -0.18 0.33 0.02 -0.04 -0.04 j 0.04 0.17 -0.41 0.02 -0.04 -0.04 W7 i -0.30 0.96 0.24 -0.10 -0.03 -0.04 j -0.30 -0.82 -0.23 -0.10 -0.03 -0.04 W8 i -0.20 0.73 -0.28 -0.08 0.04 0.04 j -0.20 -0.64 0.35 -0.08 0.04 0.04 W9 i -0.14 0.42 0.25 -0.04 -0.03 -0.03 j -0.14 -0.35 -0.29 -0.04 -0.03 -0.03 W10 i -0.32 1.02 0.10 -0.11 -0.01 -0.02 j -0.32 -0.88 -0.06 -0.11 -0.01 -0.02 W11 i -0.06 0.24 -0.14 -0.02 0.02 0.02 j -0.06 -0.21 0.15 -0.02 0.02 0.02 W12 i -024 0.85 -0.29 -0.09 0.04 0.03 FR Member Force Summary RAM Frame v14.02.01.00 Page 20/23 RAM DataBase: Durham Revised 06/04/10 09:05:02 ' " E " IrklAt Building Code: IBC # LoadC ® P Mmajor Mminor Vmajor Vminor Tors j -0.24 -0.75 0.38 -0.09 0.04 0.03 E3 i -14.76 49.76 -2.02 -5.11 0.36 -0.02 j -14.76 -42.94 4.53 -5.11 0.36 -0.02 E4 i -15.95 53.73 -2.98 -5.53 0.50 0.05 j - 15.95 -46.45 6.05 -5.53 0.50 0.05 E5 i -1.95 5.21 5.27 -0.53 -0.60 -0.80 j -1.95 -4.36 -5.63 -0.53 -0.60 -0.80 E6 i -0.60 0.70 6.35 -0.06 -0.76 -0.87 j -0.60 -0.36 -7.35 -0.06 -0.76 -0.87 Frame #8: Level: Low Roof Concrete Column: # LoadC @ P Mmajor Mminor Vmajor Vminor Tors kips kip -ft kip -ft kips kips kip -ft 7 D T 36.62 21.08 -6.23 -2.70 1.32 1.56 B 36.62 -733 9.00 -2.70 1.32 1.56 Sp T 7.38 2.05 -1.49 -0.18 0.32 0.33 B 7.38 0.12 2.20 -0.18 0.32 0.33 El T -0.63 -9.88 0.15 2.74 -0.21 1.79 B -0.63 19.32 -2.22 2.74 -0.21 1.79 E2 T -231 -2.23 -1.14 0.35 0.73 -1.25 B -2.31 1.50 7.22 0.35 0.73 -1.25 W1 T -0.20 -0.93 -0.09 0.27 0.03 -0.21 B -0.20 1.97 0.25 0.27 0.03 -0.21 W2. T -1.99 - 1.55 -0.94 0.17 0.47 0.47 B -1.99 0.28 4.46 0.17 0.47 0.47 W3 T -0.24 -0.82 -0.11 0.23 0.04 -0.17 B -0.24 1.63 0.39 0.23 0.04 -0.17 W4 T -0.06 -0.57 -0.02 0.18 0.00 -0.15 B -0.06 1.33 -0.01 0.18 0.00 -0.15 W5 T -1.24 -0.82 -0.58 0.06 0.29 0.39 B -1.24 -0.21 2.78 0.06 0.29 0.39 W6 T -1.75 -1.51 -0.83 0.20 0.41 0.32 B -1.75 0.63 3.91 0.20 0.41 0.32 W7 T -1.64 -1.86 -0.77 0.33 0.37 0.19 B -1.64 1.69 3.54 0.33 0.37 0.19 W8 T 1.35 0.47 0.64 0.07 -0.33 -0.52 B 1.35 1.27 -3.15 0.07 -0.33 -0.52 W9 T -1.50 -1.75 -0.70 0.32 0.34 0.11 B -1.50 1.70 3.23 0.32 0.34 0.11 W10 T -0.97 -1.05 -0.45 0.18 0.22 0.18 B -0.97 0.84 2.08 0.18 0.22 0.18 W11 T 0.75 -0.00 0.35 0.13 -0.19 -0.42 .. ro Member Force Summary RAM Frame vl4.02.01.00 Page 21/23 RAN DataBase: Durham Revised 06/04/10 09:05:02 ihnt4WIC3N14 Building Code: IBC # LoadC @ P Mmajor ' Mminor Vmajor Vminor Tors B 0.75 1.38 -1.79 0.13 -0.19 -0.42 W12 T .1.27 0.70 0.61 -0.02 -0,31 -0.35 B 1.27 0.52 -2.94 -0.02 -0.31 -0.35 E3 T -5.73 -35.40 -2.40 10.63 0.66 -8.63 B -5.73 78.02 5.16 10.63 0.66 -8.63 E4 T -2.28 -30.81 -0.75 9.68 -0.14 -8.21 B -2.28 72.45 -2.33 9.68 -0.14 -8.21 E5 T -31.72 -23.49 -14.93 2.31 7.48 8.33 B - 31.72 1.19 71.11 2.31 7,48 8.33 E6 T -35.65 - 28.7.0 -16.80 3.40 8.39 7.85 B -35.65 7.53 79.63 3.40 8.39 7.85 Concrete Beam: # LoadC @ . P Mmajor Mminor Vmajor Vminor Tors kips kip -ft kip -ft kips kips kip -ft 8 D i -0.48 1.55 0.64 1.14 -0.04 -0.29 j -0.48 - 17.63 -0.07 -3.58 -0.04. -0.29 Sp i 0.08 -0.74 0.13 0.95 -0.01- -0.22 j 0.08 -5.04 -0.04 -1.47 -0.01 -0.22 El i 6.69 8.74 -0.49 -1.07 0.11 0.04 j 6.69 -8.08 1.24 -1.07 0.11 0.04 E2 i 0.04 -0.06 -2.26 0.04 0.29 0.29 j 0.04 0.58 2.39 0.04 0.29 0.29 WI i -0.25 0.91 0.05 -0.11 -0.01 -0.00 j -0.25 -0.88 -0.14 -0.11 -0.01 -0.00 W2 i 0.13 -0.58 0.34 0.10 -0.04 -0.07 j 0.13 1.05 -0.28 0.10 -0.04 -0.07 W3 i -0.20 0.72 0.06 -0.09 -0.01 -0.01 j -0.20 -0.68 -0.14 -0.09 -0.01 -0.01 W4 i -0.17 0.64 0.01 -0.08 -0.01 0.00 j -0.17 -0.64 -0.07 -0.08 -0.01 0.00 W5 i 0.14 -0.55 0.18 0.09 -0.02 -0.04 j 0.14 0.85 -0.12 0.09 -0.02 -0.04 W6 i 0.06 -0.32 0.32 0.07 . -0.04 -0.06 j 0.06 0.72 -0.30 0.07 -0.04 -0.06 W7 i -0.09 0.25 0.29 -0.01 -0.04 -0.05 j -0.09 0.13 -0.31 -0.01 -0.04 -0.05 W8 i -0.28 1.12 -0.22 -0.16 0.02 0.05 j -0.28 -1.45 0.10 -0.16 0.02 0.05 W9 i -0.11 0.30 0.29 -0.02 -0.04 -0.05 j -0.11 0.03 -0.32 -0.02 -0.04 -0.05 W10 i -0.03 0.06 0.14 0.01 -0.02 -0.03 j -0.03 0.16 -0.15 0.01 -0.02 -0.03 W11 i -0.25 0.96 -0.09 -0.13 0.01 0.03 j -0.25 -1.15 -0.01 -0.13 0.01 0.03 rill Member Force Summary RAM Frame v14.02.01.00 Page 22/23 RAM DataBase: Durham Revised 06/04/10 09:05:02 " MAIM/4 Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vrninor Tors W12 i -0.17 0.72 -0.24 -0.11 0.03 0.04 j -0.17 -1.02 0.17 -0.11 0.03 0.04 E3 i -9.89 36.74 1.34 -4.62 -0.40 -0.05 j -9.89 -36.05 -4.95 -4.62 -0.40 -0.05 E4 i -9.35 35.18 0.39 -4.47 -0.27 0.05 j -9.35 -35.19 -3.79 -4.47 -0.27 0.05 E5 i 2.51 -10.95 5.14 1.87 -0.58 -1.08 j 2.51 18.46 -3.98 1.87 -0.58 -1.08 E6 i 1.90 -9.17 6.22 1.69 -0.73 -1.20 j 1.90 17.49 -5.30 1.69 -0.73 -1.20 9 D i 2.22 -22.66 0.50 29.18 -1.37 5.94 j 2.22 5.16 -0.82 28.89 -1.37 5.94 Sp i 0.26 -4.29 0.05 5.63 -0.33 1.28 j 0.26 L00 -0.27 5.42 -0.33 1.28 El i 3.95 2.12 3.33 -1.70 0.32 -0.11 j 3.95 0.50 3.63 -1.70 0.32 -0.11 E2 i -0.31 1.51 1.04 -2.27 -0.43 1.43 j -0.31 -0.67 0.62 -2.27 -0.43 1.43 W 1 i -0.52 -0.03 -0.39 -0.31 -0.04 0.08 j -0.52 -0.32 -0.43 -0.31 -0.04 0.08 W2 i -0.05 1.48 -0.19 -1.89 -0.51 0.87 j -0.05 -0.33 -0.68 -1.89 -0.51 0.87 W3 i -0.43 0.03 -0.36 -0.33 -0.06 0.10 j -0.43 -0.29 -0.41 -0.33 -0.06 0.10 W4 i -0.35 -0.07 -0.23 -0.14 -0.01 0.02 j -0.35 -0.20 -0.24 -0.14 -0.01 0.02 W5 i 0.08 0.97 0.03 -1.15 -0.31 0.54 j 0.08 -0.13 -0.27 -1.15 -0.31 0.54 W6 i -0.15 1.25 -0.32 -1.69 -0.45 0.77 j -0.15 -0.37 -0.75 -1.69 -0.45 0.77 W7 i -0.42 1.09 -0.44 -1.65 -0.41 0.72 j -0.42 -0.49 -0.83 -1.65 -0.41 0.72 W8 i -0.36 -1.13 -0.15 1.18 0.35 -0.59 j -0.36 0.00 0.19 1.18 0.35 -0.59 W9 i -0.43 0.96 -0.51 -1.51 -0.38 0.66 j -0.43 -0.49 -0.87 -1.51 -0.38 0.66 W 10 i -0.20 0.68 -0.15 -0.96 -0.24 0.42 j -0.20 -0.24 -0.38 -0.96 • -0.24 0.42 W11 i -0.38 -0.71 -0.29 0.61 0.19 -0.33 j -0.38 -0.12 -0.11 0.61 0.19 -0.33 W12 i -0.15 -0.99 0.07 1.16 0.33 -0.56 j -0.15 0.13 0.39 1.16 0.33 -0.56 E3 i -20.52 -2.40 -14.62 -10.36 -1.06 2.34 j -20.52 -12.33 -15.63 -10.36 • -1.06 2.34 Fli '''l Member Force Summary RAM Frame v14.02.01.00 Page 23/23 RAIN DataBase: Durham Revised 06/04/10 09:05:02 Building Code: IBC # LoadC @ P Mmajor Mminor Vmajor Vminor Tors E4 i -19.03 -4.26 -12.28 -6.75 -0.13 0.80 j -19.03 -10.72 -12.40 -6.75 -0.13 0.80 E5 i 0.20 24.06 -1.77 -29.85 -8.06 13.85 j 0.20 -4.55 -9.49 -29.85 -8.06 13.85 E6 i -1.49 26.17 -4.42 -33.95 -9.12 15.61 j -1.49 -6.37 -13.16 -33.95 -9.12 15.61 Durham Advanced Wastewater Treatment Facility Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations RAM M odel Steel Beam Design FR Gravity Beam Design RAM Steel v14.02.01.00 RAM DataBase: Durham Revised 06/04/10 09:05:02 Nif Building Code: IBC Steel Code: AISC360 -05 ASD Floor Type: Low Roof Beam Number = 5 SPAN INFORMATION (ft): I -End (0.00,8.94) 3 -End (18.83,8.94) Minimum Depth specified = 12.00 in Beam Size (Optimum) = W12X16 Fy = 50.0 ksi Total Beam Length (ft) = 18.83 Mp (kip -ft) = 83.75 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.016 0.000 - -- NonR 18.833 0.016 0.000 2 0.000 0.071 0.000 - -- NonR 18.833 0.071 0.000 3 0.000 0.000 0.184 - -- Snow 6.230 0.000 0.089 4 6.230 0.000 0.109 - -- Snow 10.523 0.000 0.109 5 10.523 0.000 0.089 - -- Snow 18.833 0.000 0.216 6 0.000 0.000 0.135 - -- Snow 6.230 0.000 0.113 7 6.230 0.000 0.093 - -- Snow 10.523 0.000 0.093 8 10.523 0.000 0.089 - -- Snow 18.833 0.000. 0.216 9 0.000 0.016 0.000 - -- NonR 18.833 0.016 0.000 SHEAR: Max Va (DL +LL) = 3.66 kips Vn /1.50 = 52.80 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb SZ Mn / S2 kip -ft ft ft kip -ft Center Max + DL +LL 15.0 9.7 0.0 1.00 1.67 50.15 Controlling DL +LL 15.0 9.7 0.0 1.00 1.67 50.15 REACTIONS (kips): Left Right DL reaction 0.97 0.97 Max +LL reaction 2.34 2.69 Max +total reaction (factored) 3.31 3.66 DEFLECTIONS: Dead load (in) at 9.42 ft = -0.098 L/D = 2314 Live load (in) at 9.51 ft = -0.226 L/D = 1000 Net Total load (in) at 9.51 ft = -0.324 L/D = 698 IN Gravity Beam Design RAM Steel v14.02.01.00 Page 2/3 RAM DataBase: Durham Revised 06/04/10 09:05:02 UJTENATIOJA1 Building Code: IBC Steel Code: AISC360 -05 ASD Floor Type: Low Roof Beam Number = 6 SPAN INFORMATION (ft): I -End (0.00,16.04) J -End (18.83,16.04) Minimum Depth specified = 12.00 in Beam Size (Optimum) = W12X16 Fy = 50.0 ksi Total Beam Length (ft) = 18.83 Mp (kip -ft) = 83.75 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.016 0.000 - -- NonR 18.833 0.016 0.000 2 0.000 0.071 0.000 - -- NonR 18.833 0.071 0.000 3 0.000 0.000 0.369 - -- Snow 6.230 0.000 0.178 4 6.230 0.000 0.178 - -- Snow 10.523 0.000 0.178 5 10.523 0.000 0.178 - -- Snow 18.833 0.000 0.432 6 0.000 0.016 0.000 - -- NonR 18.833 0.016 0.000 SHEAR: Max Va (DL +LL) = 3.61 kips Vn /1.50 = 52.80 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb SZ Mn / S2 kip -ft ft ft kip -ft Center Max + DL +LL 14.5 9.8 0.0 1.00 1.67 50.15 Controlling DL +LL 14.5 9.8 0.0 1.00 1.67 50.15 REACTIONS (kips): Left Right DL reaction 0.97 0.97 Max +LL reaction 2.36 2.64 Max +total reaction (factored) 3.33 3.61 DEFLECTIONS: Dead load (in) at 9.42 ft = -0.098 L/D = 2314 Live load (in) at 9.51 ft = -0.218 L/D = 1036 Net Total load (in) at 9.51 ft = -0.316 L/D = 716 • MI Gravity Beam Design RAM Steel v14.02.01.00 Page 3/3 RAM DataBase: Durham Revised 06/04/10 09:05:02 RrfMrnx\w Building Code: IBC Steel Code: AISC360 -05 ASD Floor Type: Low Roof Beam Number = 7 SPAN INFORMATION (ft): I -End (0.00,23.15) J -End (18.83,23.15) Minimum Depth specified = 12.00 in Beam Size (Optimum) = W12X16 Fy = 50.0 ksi Total Beam Length (ft) = 18.83 Mp (kip -ft) = 83.75 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.016 0.000 - -- NonR 18.833 0.016 0.000 2 0.000 0.071 0.000 - -- NonR 18.833 0.071 0.000 3 0.000 0.000 0.320 - -- Snow 6.230 0.000 0.202 4 6.230 0.000 0.109 - -- Snow 10.523 0.000 0.109 5 6.230 0.000 0.093 - -- Snow 10.523 0.000 0.093 6 10.523 0.000 0.178 - -- Snow 18.833 0.000 0.432 7 0.000 0.016 0.000 - -- NonR 18.833 0.016 0.000 SHEAR: Max Va (DL +LL) = 3.66 kips Vn /1.50 = 52.80 kips MOMENTS: • Span Cond LoadCombo Ma @ Lb Cb S2 Mn / Q kip -ft ft ft kip -ft Center Max + DL +LL 15.0 9.7 0.0 1.00 1.67 50.15 Controlling DL +LL 15.0 9.7 0.0 1.00 1.67 50.15 REACTIONS (kips): Left Right DL reaction 0.97 0.97 Max +LL reaction 2.34 2.69 Max +total reaction (factored) 3.31 3.66 DEFLECTIONS: Dead load (in) at 9.42 ft = -0.098 L/D = 2314 Live load (in) at 9.51 ft = -0.226 L/D = 1000 Net Total load (in) at 9.51 ft = -0.324 L/D = 698 Durham Advanced Wastewater Treatment Facility Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations RAM Model Concrete Beam Designs Beam Design RAM Concrete Beam v14.02.01.00 RAN Database: Durham Revised 06/06/10 13:44:25 INrxw Building Code: IBC Concrete Code: ACI 318 -05 BEAM INFORMATION: Story Level Low Roof Frame Number. 3 Beam Number 1 Grid Location_. (2- A) -(2 -D) Beam Line Number— 1 Span Number_ 1 Geometry Size: Beam B -3 Depth (in) 28.00 Web Width (in) 16.00 Flange Width (in) NA Flange Thickness (in) NA Length c -c (ft) 36.17 Clear Length (ft) 34.25 Left Support Length (in)_ 23.00 Right Support Length (in) 23.00 Left Support Width (in) 23.00 Right Support Width (in) 23.00 MATERIAL PROPERTIES: fc (ksi) 4.00 fy Longitudinal (ksi) 60.00 fct (ksi) 0.00 fy Transverse (ksi) 60.00 Conc. Weight (pcf) 145.00 Conc. Type NWC Conc. Modulus (ksi) 3644.00 Reinf. Modulus (ksi) 29000.00 General Warning(s): Deep Beam Code Check Not Performed TOP LONGITUDINAL REINFORCEMENT: Start End End - Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 6 25.000 Upper 1 0.000 1 18.000 Hooked Splice 2 #8 6 25.000 Upper 2 - 18.167 2 -0.000 Splice Hooked Max. Bar Depth Limit (in): _. 25.500 Clear Bar Cover (in): Top: 1.500 Side: 1.500 BOTTOM LONGITUDINAL REINFORCEMENT: Start End End - Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 6 25.000 Lower 1 0.000 1 30.000 Hooked Splice 2 #8 6 25.000 Lower 1 30.000 1 36.167 Splice Hooked Max. Bar Depth Limit (in): _ 25.500 Clear Bar Cover (in): Bot.: 1.500 Side: 1.500 LONGITUDINAL BAR DESIGN DETAILS: Positive Flexure Negative Flexure Loc. Mu Phi Mn As req. As Mu . Phi Mn As req. As (ft) (kip -ft) (kip -ft) (in (in (kip -ft) (kip -ft) (in (in 0.000 0.00 477.49 0.00 4.74 - 235.09 - 477.49 1.33 4.74 Beam Design RAM Concrete Beam v14.02.01.00 Page 2/37 Database: Durham Revised 06/06/10 13:44:25 INTEL Building Code: IBC Concrete Code: ACI 318 -05 Loc. Mu Phi Mn As req. As Mu Phi Mn As req. As 0.958 0.00 477.49 0.00 4.74 - 235.09 - 477.49 2.20 .4.74 1.831 13.78 477.49 0.16 4.74 - 203.40 - 477.49 1.89 4.74 1.835 12.76 477.49 0.15 4.74 - 202.66 - 477.49 1.88 4.74 1 .937 1 4.37 477.49 0.17 4.74 - 199.33 - 477.49 1.85 4.74 2.915 29.15 477.49 0.35 4.74 - 168.19 - 477.49 1.55 4.74 3.894 42.64 477.49 0.51 4.74 - 138.78 - 477.49 1.33 4.74 4.873 54.83 477.49 0.66 4.74 - 111.10 - 477.49 1.33 4.74 5.851 65.72 477.49 0.79 4.74 -85.16 - 477.49 1.02 4.74 6.830 77.55 477.49 0.93 4.74 -63.20 - 477.49 0.76 4.74 7.808 90.92 477.49 1.09 4.74 -45.80 -477.49 0.55 4.74 8.787 102.56 477.49 1.24 4.74 -29.71 - 477.49 0.35 4.74 8.935 104.17 477.49 1.26 4.74 -27.38 - 477.49 0.33 4.74 8.940 104.21 477.49 1.26 4.74 -27.32 - 477.49 0.32 4.74 9.765 111.05 477.49 1.33 4.74 -15.64 - 477.49 0.19 4.74 10.744 117.54 477.49 1.33 4.74 -3.00 - 477.49 0.04 4.74 11.723 122.31 477.49 1.33 4.74 0.00 - 477.49 0.00 4.74 12.701 125.34 477.49 1.33 4.74 0.00 - 477.49 0.00 4.74 13.680 126.63 477.49 1.33 4.74 0.00 - 477.49 0.00 4.74 14.658 126.19 477.49 1.33 4.74 0.00 - 477.49 0.00 4.74 15.637 124.02 477.49 1.33 4.74 0.00 - 477.49 0.00 4.56 16.040 124.12 477.49 1.33 4.74 0.00 - 477.49 0.00 4.19 16.044 124.12 477.49 1.33 4.74 0.00 - 477.49 0.00 4.18 16.615 122.11 477.49 1.33 4.74 0.00 - 477.49 0.00 3.65 17.594 117.27 477.49 1.33 4.74 0.00 - 477.49 0.00 4.76 18.573 110.68 477.49 1.33 4.74 0.00 - 477.49 0.00 4.76 19.551 102.35 477.49 1.24 4.74 • 0.00 - 477.49 0.00 3.81 20.530 92.33 477.49 1.11 4.74 0.00 - 477.49 0.00 4.71 21.508 80.57 477.49 0.97 4.74 0.00 - 477.49 0.00 4.74 22.487 67.28 477.49 0.81 4.74 0.00 -477.49 0.00 4.74 23.144 57.42 477.49 0.69 4.74 0.00 - 477.49 0.00 4.74 23.148 57.35 477.49 0.69 4.74 0.00 - 477.49 . 0.00 4.74 23.465 50.56 477.49 0.60 4.74 0.00 - 477.49 0.00 4.74 24.444 35.27 477.49 0.42 4.74 0.00 - 477.49 0.00 4.74 25.423 21.59 477.49 0.26 4.74 -13.93 - 477.49 0.17 4.74 26.401 10.64 477.49 0.13 4.74 -37.48 - 477.49 0.45 4.74 27.380 0.00 477.49 0.00 4.74 -63.79 - 477.49 0.76 4.74 28.358 0.00 477.49 0.00 3.89 -91.84 - 477.49 1.11 4.74 29.337 0.00 477.49 0.00 4.76 - 121.62 - 477.49 1.33 4.74 30.248 0.00 477.49 0.00 4.76 - 150.91 - 477.49 1.38 4.74 30.252 0.00 477.49 0.00 4.76 - 134.38 - 477.49 1.33 4.74 30.316 0.00 477.49 0.00 4.76 - 133.19 - 477.49 1.33 4.74 31.294 0.00 477.49 0.00 3.57 - 153.68 - 477.49 1.41 4.74 32.273 48.35 477.49 0.58 4.47 - 176.55 - 477.49 1.63 4.74 33.251 96.46 477.49 1.16 4.74 - 199.96 - 477.49 1.85 4.74 34.230 144.16 477.49 1.33 4.74 - 223.91 - 477.49 2.09 4.74 FR Beam Design RAM Concrete Beam v14.02.01.00 Page 3/37 RAM Database: Durham Revised 06/06/10 13:44:25 RJTERNAJU'W_ Building Code: IBC Concrete Code: ACI 318 -05 Loc. Mu Phi Mn As req. As Mu Phi Mn As req. As 35.208 191.46 477.49 1.77 4.74 - 248.38 - 477.49 2.33 4.74 36.167 191.46 477.49 1.33 4.74 - 248.38 - 477.49 1.33 4.74 TRANSVERSE REINFORCEMENT: Start End Stirrup Set Size Spacing Num Supp. Loc. Supp. Loc. Legs Type (ft) (ft) 1 #4 6.00 30 1 1.083 1 16.000 2 Hoop 2 #4 3.00 17 1 16.000 1 20.000 2 Hoop 3 #4 6.00 15 1 20.000 1 28.000 2 Hoop 4 #4 3.00 17 1 28.000 1 32.000 2 Hoop 5 #4 6.00 7 1 32.000 1 35.083 2 Hoop TRANSVERSE BAR DESIGN DETAILS AND TORSION FORCE: Loc. (ft) Vu (kip) 0.75 Vn As req. (in As (in Tu (kip -ft) (kip) 0.000 40.02 37.95 0.00 0.00 50.22 0.958 40.02 37.95 0.00 0.00 50.22 1.831 39.53 112.95 0.38 0.80 50.22 1.835 34.26 112.95 0.38 0.80 3.65 1.937 34.07 112.95 0.38 0.80 3.65 2.915 32.28 112.95 0.38 0.80 3.65 3.042 32.05 112.95 0.38 0.80 3.65 3.894 30.49 112.95 0.38 0.80 3.65 4.873 28.70 112.95 0.38 0.80 3.65 5.851 26.91 112.95 0.38 0.80 3.65 6.830 25.12 112.95 0.38 0.80 3.65 7.808 23.33 112.95 0.38 0.80 3.65 8.787 21.54 112.95 0.38 0.80 3.65 8.935 21.27 112.95 0.38 0:80 3.65 8.940 18.33 112.95 0.38 0.80 3.65 9.765 16.83 112.95 0.38 0.80 3.65 10.744 15.06 112.95 0.38 0.80 3.65 11.723 13.28 112.95 0.38 0.80 . 3.65 12.701 11.51 112.95 0.38 0.80 3.65 13.680 9.74 112.95 0.38 0.80 3.65 14.658 7.96 112.95 0.38 0.80 3.65 15.637 6.19 112.95 0.38 0.80 3.65 16.000 5.53 187.95 0.38 2.40 3.65 16.040 5.46 187.95 0.00 1.60 3.65 16.044 5.54 187.95 0.00 1.60 3.65 16.615 6.57 187.95 0.00 1.60 3.65 17.594 8.35 187.95 0.00 1.60 3.65 18.573 10.12 187.95 0.00 1.60 3.65 19.551 11.89 187.95 0.00 1.60 3.65 FR Beam Design RAM Concrete Beam v14.02.01.00 Page 4/37 RAM Database: Durham Revised 06/06/10 13:44:25 MErtNgENAt Building Code: IBC Concrete Code: ACI 318 -05 Loc. (ft) Vu (kip) 0.75 Vn As req. (in As (in Tu (kip -ft) (kip) 20.000 12.71 112.95 0.00 2.40 3.65 20.530 13.67 112,95 0.38 0.80 3.65 21.508 15.44 112.95 0.38 0.80 3.65 22.487 17.21 112.95 0.38 0.80 3.65 23.144 18.40 112.95 0.38 0.80 3.65 23.148 21.46 112.95 0.38 0.80 3.65 23.465 22.04 112.95 0.38 0.80 3.65 24.444 23.83 112.95 0.38 0.80 3.65 25.423 25.62 112.95 0.38 0.80 3.65 26.401 27.41 112.95 0.38 0.80 3.65 27.380 29.20 112.95 0.38 0.80 3.65 28.000 30.33 187.95 0.38 2.40 3.65 28.358 30.99 187.95 0.38 1.60 3.65 29.337 32.78 187.95 0.38 1.60 3.65 30.248 34.44 187.95 0.38 1.60 3.65 30.252 54.69 187.95 0.38 1.60 20.04 30.316 54.66 187.95 0.38 1.60 20.04 31.294 54.11 187.95 0.38 1.60 20.04 32.000 53.71 112.95 0.38 2.40 20.04 32.273 53.56 112.95 0.38 0.80 20.04 33.125 53.08 112.95 0.38 0.80 20.04 33.251 53.01 112.95 0.38 0.80 20.04 34.230 52.47 112.95 0.38 0.80 20.04 35.208 51.92 37.95 0.00 0.00 20.04 36.167 51.92 37.95 0.00 0.00 20.04 TORSION CAPACITY: Torsional Capacity Code Check Not Performed DEFLECTIONS: (Camber = 0.000 in) Type Distance (ft) Delta (in) Ieff (in4) Ieff /Ig Ln /d Status Dead Load 15.70 0.093 27972.1 0.96 4402.7 Live Load 15.70 0.032 25459.5 0.87 12757.3 Long Term + LL 15.70 0.158 27810.3 0.95 2603.2 Net Total Load 15.70 0.251 25459.5 0.87 1635.9 Mcr Tension Bot (kip -ft) = 82.64 Mcr Tension Top (kip -ft) = 82.64 Ig (in4) = 29269.33 X = 1.25 Controlling Deflection Ratio (Long Term + LL) = 0.092 Span Moments For Ieff Mlt (kip -ft) Mmid (kip -ft) Mrt(kip -ft) Dead Load - 110.67 72.80 -26.68 Beam Design RAM Concrete Beam v14.02.01.00 Page 5/37 RANI Database: Durham Revised 06/06/10 13:44:25 w1( Building Code: IBC Concrete Code: ACI 318 -05 Mit (kip -ft) Mmid (kip -ft) Mrt(kip-ft) LL down deft -24.41 16.30 -4.54 LL up deft 0.00 0.00 0.00 • Beam Design RAM Concrete Beam v14.02.01.00 Page 6/37 RAM Database: Durham Revised 06/06/10 13:44:25 imudwastAL Building Code: IBC Concrete Code: ACI 318 -05 BEAM INFORMATION: Story Level Low Roof Frame Number. 7 Beam Number 3 Grid Location_ (1- B) -(2 -B) Beam Line Number — 2 Span Number _ l Geometry Size: Beam B -5 Depth (in) 20.00 Web Width (in) 12.00 Flange Width (in) NA Flange Thickness (in) NA Length c -c (ft) 18.83 Clear Length (ft) 17.46 Left Support Length (in) 17.00 Right Support Length (in) 16.00 Left Support Width (in) 17.00 Right Support Width (in) NA MATERIAL PROPERTIES: f c (ksi) 4.00 fy Longitudinal (ksi) 60.00 fct (ksi) 0.00 fy Transverse (ksi) 60.00 Conc. Weight (pef) 145.00 Conc. Type NWC Conc. Modulus (ksi) 3644.00 Reinf. Modulus (ksi) 29000.00 General Warning(s): Deep Beam Code Check Not Performed TOP LONGITUDINAL REINFORCEMENT: Start End End- Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 3 17.000 Upper 1 0.000 1 9.000 Hooked Splice 2 #8 3 17.000 Upper 2 -9.833 2 0.000 Splice Hooked Max. Bar Depth Limit (in): _ 17.500 Clear Bar Cover (in): Top: 1.500 Side: 1.500 BOTTOM LONGITUDINAL REINFORCEMENT: Start End End - Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 3 17.000 Lower 1 0.000 1 9.000 Hooked Splice 2 #8 3 17.000 Lower 1 9.000 1 18.833 Splice Hooked Max. Bar Depth Limit (in): 17.500 Clear Bar Cover (in): Bot.: 1.500 Side: 1.500 LONGITUDINAL BAR DESIGN DETAILS: Positive Flexure Negative Flexure Loc. Mu Phi Mn As req. As Mu Phi Mn As req. As (ft) (kip -ft) (kip -ft) (in (in (kip -ft) (kip -ft) (in (in 0.000 47.39 162.72 0.68 2.37 -62.87 - 162.72 0.68 2.37 • IN Beam Design RAM Concrete Beam v14.02.01.00 Page 7/37 RANI Database: Durham Revised 06/06/10 13:44:25 Hrcxm Building Code: IBC Concrete Code: ACI 318 -05 Loc. Mu Phi Mn As req. As Mu Phi Mn As req. As 0.708 47.39 162.72 0,68 2.37 -62.87 - 162.72 0.85 2.37 1.678 44.30 162.72 0.68 2.37 -54.21 - 162.72 0.73 2.37 2.648 40.96 162.72 0.68 2.37 -45.91 - 162.72 0.68 2.37 3.618 37.39 162.72 0.66 2.37 -38.00 - 162.72 0.68 2.37 4.588 34.20 162.72 0.61 2.37 - 31.01 - 162.72 0.55 2.37 4.706 33.80 162.72 0.60 2.37 -30.18 - 162.72 0.53 2.37 4.710 33.78 162.72 0.60 2.37 -30.15 - 162.72 0.53 2.37 5.558 30.72 162.72 0.54 2.37 -24.35 - 162.72 0.43 2.37 6.528 26.89 162.72 0.47 2.33 -17.93 - 162.72 0.31 2.33 7.498 22.71 162.72 0.40 1.88 -11.75 - 162.72 0.21 1.88 8.468 18.17 162.72 0.32 2.38 -5.81 - 162.72 0.10 2.38 9.415 13.40 162.72 0.23 2.38 -0.25 - 162.72 0.00 2.38 9.419 13.38 162.72 0.23 2.38 -0.23 - 162.72 0.00 2.38 9.437 13.28 162.72 0.23 2.38 -0.12 - 162.72 0.00 2.38. 10.407 12.48 162.72 0.22 1.84 0.00 - 162.72 0.00 1.84 11.377 12.94 162.72 0.23 2.28 0.00 - 162.72 0.00 2.28 12.347 17.73 162.72 0.31 2.37 -5.69 - 162.72 0.10 2.37 13.317 22.17 162.72 0.39 2.37 -11.68 - 162.72 0.20 2.37 14.123 25.60 162.72 0.45 2.37 -16.85 - 162.72. 0.30 2.37 14.127 25.61 162.72 0.45 2.37 -16.87 - 162.72. 0.30 , 2.37 14.287 26.26 162.72 0.46 2.37 -17.92 - 162.72 0.31 2.37 15.257 30.01 162.72 0.53 2.37 -24.40 - 162.72 0.43 2.37 16.227 33.39 162.72 0.59 2.37 -31.12 - 162.72 0.55 2.37 17.197 36.73 162.72 0.65 2.37 -38.39 - 162.72 0.68 2.37 18.167 40.25 162.72 0.68 2.37 -46.44 - 162.72 0.68 2.37 18.833 43.94 162.72 0.68 2.37 -50.12 - 162.72 0.68 2.37 TRANSVERSE REINFORCEMENT: Start End Stirrup Set Size Spacing Num Supp. Loc. Supp. Loc. Legs Type (ft) (ft) 1 #4 3.00 21 1 0.833 1 5.833 2 Hoop 3 #4 3.00 17 1 7.000 1 11.000 2 Hoop 4 #4 6.00 3 1 11.000 1 13.000 2 Hoop 5 #4 3.00 21 1 13.000 1 18.000 2 Hoop TRANSVERSE BAR DESIGN DETAILS AND TORSION FORCE: Loc. (ft) Vu (kip) 0.75 Vn As req. (in As (in Tu (kip -ft) (kip) 0.000 9.10 19.35 0.00 0.00 1.17 0.708 9.10 19.35 0.00 0.00 1.17 1.678 8.74 121.35 0.00 1.60 1.17 2.125 8.57 121.35 0.00 1.60 1.17 2.648 8.38 121.35 0.00 1.60 1.17 3.618 8.01 121.35 0.00 1.60 1.17 liv Beam Design RAM Concrete Beam v14.02.01.00 Page 8/37 RAM Database: Durham Revised 06/06/10 13:44:25 11416 Building Code: IBC Concrete Code: ACI 318 -05 Loc. (ft) Vu (kip) 0.75 Vn As req. (in As (in Tu (kip -ft) (kip) • 4.588 7.65 121.35 0.00 1.60 1.17 4.706 7.61 121.35 0.00 1.60 1.17 4.710 7.60 121.35 0.00 1.60 1.17 5.558 7.29 121.35 0.00 1.60 1.17 5.833 7.18 70.35 0.00 2.40 1.17 6.528 6.92 70.35 0.00 0.80 1.17 7.000 6.75 121.35 0.00 2.40 1.17 7.498 6.56 121.35 0.00 1.60 1.17 8.468 6.20 121.35 0.00 1.60 1.17 9.415 5.84 121.35 0.00 1.60 1.17 9.419 5.84 121.35 0.00 1.60 1.17 9.437 5.83 121.35 0.00 1.60 1.17 10.407 5.58 121.35 0.00 1.60 1.17 11.000 5.80 70.35 0.00 2.40 1.17 11.377 5.94 70.35 0.00 0.80 1.17 12.347 6.29 70.35 0.00 0.80 1.17 13.000 6.54 121.35 0.00 2.40 1.17 13.317 6.65 121.35 0.00 1.60 1.17 14.123 6.95 121.35 0.00 1.60 1.17 14.127 6.95 121.35 0.00 1.60 1.17 14.287 7.01 121.35 0.00 1.60 1.17 15.257 7.38 121.35 0.00 1.60 1.17 16.227 7.74 121.35 0.00 1.60 1.17 16.750 7.94 121.35 0.00 1.60. 1.17 17.197 8.11 121.35 0.00 1.60 1.17 18.167 8.49 19.35 0.00 0.00 1.17 18.833 8.49 19.35 0.00 0.00 1.17 TORSION CAPACITY: Torsional Capacity Code Check Not Performed DEFLECTIONS: (Camber = 0.000 in) Type Distance (ft) Delta (in) Ieff (in4) Ieff/Ig Ln /d Status Dead Load 10.16 0.010 8000.0 1.00 20266.1 Live Load 9.66 0.006 8000.0 1.00 36287.4 Long Term + LL 10.16 0.021 8000.0 1.00 9971.2 Net Total Load 10.16 0.031 8000.0 1.00 6683.0 Mcr Tension Bot (kip -ft) = 31.62 Mcr Tension Top (kip -ft) = 31.62 Ig (in4) = 8000.00 X = 1.26 Controlling Deflection Ratio (Long Term + LL) = 0.024 Span Moments For Ieff • • rit Beam Design FRI RAM Concrete Beam v14.02.01.00 Page 9/37 RA Database: Durham Revised 06/06/10 13 :44:25 Building Code: IBC Concrete Code: ACI 318 -05 MIt (kip -ft) Mmid (kip -ft) Mrt(kip -ft) Dead Load -7.04 6.02 -4.35 LL down deft -3.42 3.27 -2.51 LL up deft 0.00 • 0.00 0.00 • Beam Design RAM Concrete Beam v14.02.01.00 Page 10/37 RAM Database: Durham Revised 06/06/10 13:44:25 PITERNMKNAI Building Code: IBC Concrete Code: ACI 318 -05 BEAM INFORMATION: Story Level Low Roof Frame Number. 5 Beam Number 4 Grid Location_ (1- B) -(1 -C) Beam Line Number_ 3 Span Number _ 1 Geometry Size: Beam B -4 Depth (in) 20.00 Web Width (in) 12.00 Flange Width (in) NA Flange Thickness (in) NA Length c -c (ft) 28.42 Clear Length (ft) 27.00 Left Support Length (in) 17.00 Right Support Length (in) 17.00 Left Support Width (in) 17.00 Right Support Width (in) 17.00 MATERIAL PROPERTIES: fc (ksi) 4.00 fy Longitudinal (ksi) 60.00 fct (ksi) 0.00 fy Transverse (ksi) 60.00 Conc, Weight (pcf) 145.00 Conc. Type NWC Conc. Modulus (ksi) 3644.00 Reinf. Modulus (ksi) 29000.00 General Warning(s): Deep Beam Code Check Not Performed TOP LONGITUDINAL REINFORCEMENT: Start End End - Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 3 17.000 Upper 1 0.000 1 14.000 Hooked Splice 2 #8 3 17.000 Upper 2 - 14.417 2 -0.000 Splice Hooked Max. Bar Depth Limit (in): _ 17.500 Clear Bar Cover (in): Top: 1.500 Side: 1.500 BOTTOM LONGITUDINAL REINFORCEMENT: Start End End - Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 3 17.000 Lower 1 0.000 1 24.000 Hooked Splice 2 #8 3 17.000 Lower 1 24.000 1 28.417 Splice Hooked Max. Bar Depth Limit (in): _ 17.500 Clear Bar Cover (in): Bot.: 1.500 Side: 1.500 LONGITUDINAL BAR DESIGN DETAILS: Positive Flexure Negative Flexure Loc. Mu Phi Mn As req. As Mu Phi Mn As req. As (ft) (kip -ft) (kip -ft) (in (in (kip -ft) (kip -ft) (in (in 0.000 1.70 162.72 0.03 2.37 -49.51 - 162.72 0.68 2.37 FR. Beam Design RAM Concrete Beam v14.02.01.00 Page 11/37 RAM Database: Durham Revised 06/06/10 13:44:25 iNgENATrm Building Code: IBC Concrete Code: ACI 318 -05 Loc. Mu Phi Mn As req. As Mu Phi Mn As req. As 0.708 1.70 162.72 0.03 2.37 -49.51 - 162.72 0.68 2.37 1.673 4.43 162.72 0.08 2.37 -38.41 - 162.72 0.68 2.37 2.637 6.95 162.72 0.12 2.37 -30.02 - 162.72 0.53 2.37 3.601 9.27 162.72 0.16 2.37 -23.13 - 162.72 0.41 2.37 4.565 11.37 162.72 0.20 2.37 -16.52 - 162.72 0.29 2.37 5.530 13.86 162.72 0.24 2.37 -10.78 - 162.72 0.19 2.37 6.494 17.25 162.72 0.30 2.37 -6.43 - 162.72 0.11 2.37 7.102 19.24 162.72 0.34 2.37 -3.80 - 162.72 0.07 2.37 7.106 19.26 162.72 0.34 2.37 -3.78 - 162.72 0.07 2.37 7.458 20.32 162.72 0.36 2.37 -2.60 - 162.72 0.05 2.37 8.423 _ 24.58 162.72 0.43 2.37 0.00 - 162.72 0.00 2.37 9.387 28.55 162.72 0.50 2.37 0.00 - 162.72 0.00 2.37 10.351 32.22 162.72 0.57 2.37 0.00 - 162.72 0.00 2.37 11.315 35.59 162.72 0.63 2.37 0.00 - 162.72 0.00 2.37 12.280. 38.67 162.72 0.68 2.37 0.00 - 162.72 0.00 1.98 13.244 41.45 162.72 0.68 2.37 0.00 - 162.72 0.00 2.38 14.206 43.92 162.72 0.68 2.37 0.00 - 162.72 0.00 2.38 14.208 43.93 162.72 0.68 2.37 0.00 - 162.72 0.00 2.38 14.210 43.92 162.72 0.68 2.37 0.00 - 162.72 0.00 2.38 15.173 41.37 162.72 0.68 2.37 0.00 - 162.72 0:00 1.73 16.137 38.51 162.72 0.68 2.37 0.00 - 162.72 0.00 2.17 17.101 35.36 162.72 0.63 2.37 0.00 - 162.72 0.00 2.37 1 8.065 31.91 1 62.72 0.57 2.37 0.00 - 162.72 0.00 2.37 19.030 28.16 162.72 0.50 2.37 0.00 - 162.72 0.00 2.37 19.994 24.12 162.72 0.43 2.37 0.00 - 162.72 0.00 2.37 20.958 19.77 162.72 0.35 2.37 -2.84 - 162.72 0.05 2.37 21,310 18.65 162.72 0.33 2.37 -4.03 - 162.72 0.07 2.37 21.315 18.64 162.72 0.33 2.37 -4.05 - 162.72 0.07 2.37 21.923 16.60 162.72 0.29 2.15 -6.71 - 162.72 0.12 2.37 22.887 13.15 162.72 0.23 1.70 -11.11 - 162.72 0.19 2.37 23.851 10.77 162.72 0.19 2.38 -17.08 - 162.72 0.30 2.37 24.816 8.61 162.72 0.15 2.38 -23.75 - 162.72 0.42 2.37 25.780 6.25 162.72 0.11 2.01 -30.72 - 162.72 0.54 2.37 26.744 3.68 162.72 0.06 2.37 -39.43 - 162.72 0.68 2.37 27.708 0.89 162.72 0.02 2.37 -50.60 - 162.72 0.68 2.37 28.417 0.89 162.72 0.02 2.37 -50.60 - 162.72 0.68 2.37 TRANSVERSE REINFORCEMENT: Start End Stirrup Set Size Spacing Num Supp. Loc. Supp. . Loc. Legs Type (ft) (ft) 1 #4 3.00 21 1 0.833 1 5.833 2 Hoop 2 #4 6.00 12 1 5.833 1 12.000 2 Hoop 3 #4 3.00 17 1 12.000 1 16.000 2 Hoop 4 #4 6.00 11 1 16.000 1 21.583 2 Hoop FR Beam Design RAM Concrete Beam v14.02.01.00 Page 12/37 RAM Database: Durham Revised 06/06/10 13:44:25 INTMATIDNAL Building Code: IBC Concrete Code: ACI 318 -05 Set Size Spacing Num Supp. Loc. Supp. Loc. Legs Type 5 #4 3.00 25 1 21.583 1 27.583 2 Hoop TRANSVERSE BAR DESIGN DETAILS AND TORSION FORCE: Loc. (ft) Vu (kip) 0.75 Vn As req. (in As (in Tu (kip -ft) (kip) 0.000 11.66 19.35 0.00 0.00 0.44 0.708 11.66 19.35 0.00 0.00 0.44 1.673 11.36 121.35 0.56 1.60 0.44 2.125 11.21 121.35. 0.56 1.60 0.44 2.637 11.05 121.35 0.56 1.60 0.44 3.601 10.74 121.35 0.56 1.60 0.44 4.565 10.43 121.35 0.56 1.60 0.44 5.530 10.12 121.35 0.56 1.60 0.44 5.833 10.02 70.35 0.56 2.40 0.44 6.494 9.81 70.35 0.56 0.80 0.44 7.102 9.62 70.35 0.56 0.80 0.44 7.106 4.71 70.35 0.56 0.80 0.44 7.458 4.60 70.35 0.56 0.80 0.44 8.423 4.29 70.35 0.56 0.80 0.44 9.387 3.98 - 7035 0.56 0.80 0.44 10.351 3.67 70.35 0.56 0.80 0.44 11.315 3.36 70.35 0.56 0.80 0.44 12.000 3.14 121.35 0.56 2.40 0.44 12.280 3.05 121.35 0.00 1.60 0.44 • 13.244 2.75 121.35 0.00 1.60 0.44 14.206 2.44 121.35 0.00 1.60 0.44 14.208 2.44 121.35 0.00 1.60 0.44 14.210 2.52 121.35 0.00 1.60 0.44 15.173 2.83 121.35 0.00 1.60 0.44 16.000 3.09 70.35 0.00 2.40 0.44 16.137 3.13 70.35 0.56 0.80 0.44 17.101 3.44 70.35 0.56 0.80 0.44 18.065 3.75 70.35 0.56 0.80 0.44 19.030 4.06 70.35 0.56 0.80 0.44 19.994 4.37 70.35 0.56 0.80 0.44 20.958 4.68 70.35 0.56 0.80 0.44 21.310 4.79 70.35 0.56 0.80 0.44 21.315 9.70 70.35 0.56 0.80 0.44 21.583 9.78 121.35 0.56 2.40 0.44 21.923 9.89 121.35 0.56 1.60 0.44 22.887 10.20 121.35 0.56 1.60 0.44 23.851 10.51 121.35 0.56 1.60 0.44 24.816 10.82 121.35 0.56 1.60 0.44 25.780 11.13 121.35 0.56 1.60 0.44 26.292 11.29 121.35 0.56 1.60 0.44 Beam Design RAM Concrete Beam v14.02.01.00 Page 13/37 RAM Database: Durham Revised 06/06/10 13:44:25 INIERNATIC"M Building Code: IBC Concrete Code: ACI 318 -05 Loc. (ft) Vu (kip) 0.75 Vn As req. (in As (in Tu (kip -ft) (kip) 26.744 11.44 121.35 0.56 1.60 0.44 27.708 11.74 1935 0.00 0.00 0.44 28.417 11.74 19.35 0.00 0.00 0.44 TORSION CAPACITY: Torsional Capacity Code Check Not Performed DEFLECTIONS: (Camber = 0.000 in) Type Distance (ft) Delta (in) Ieff (in4) Ieff/Ig Ln /d Status Dead. Load 13.83 0.056 8000.0 1.00 5826.5 Live Load 13.83 0.049 8000.0 1.00 6660.5 Long Term + LL 13.83 0.137 8000.0 1.00 2359.3 Net Total Load 13.83 0.193 8000.0 1.00 1679.3 Mcr Tension Bot (kip -ft) = 31.62 Mcr Tension Top (kip -ft) = 31.62 tg (in4) = 8000.00 = 1.26 Controlling Deflection Ratio (Long Term + LL) = 0.102 Span Moments For Ieff Mit (kip -ft) Mmid (kip -ft) Mrt(kip -ft) Dead Load 0.00 0.00 0.00 LL down deft 0.00 0.00 0.00 LL up deft 0.00 0.00 0.00 • Beam Design I RAM Concrete Beam v14.02.01.00 Page 14/37 RAM Database: Durham Revised 06/06/10 13:44:25 1141 Building Code: IBC Concrete Code: ACI 318 -05 BEAM INFORMATION: Story Level Low Roof Frame Number. 8 Beam Number 8 Grid Location_ (1- C)- (1.9 -C) Beam Line Number_ 4 Span Number _ 1 Geometry Size: Beam B -5 Depth (in) 20.00 Web Width (in) 12.00 Flange Width (in) NA Flange Thickness (in) NA Length c -c (ft) 17.17 Clear Length (ft) 15.75 Left Support Length (in)_ 17.00 Right Support Length (in). 17.00 Left Support Width (in)— 17.00 Right Support Width (in) 17.00 MATERIAL PROPERTIES: Pc (ksi) 4.00 fy Longitudinal (ksi) 60.00 fct (ksi) 0.00 fy Transverse (ksi) 60.00 Conc. Weight (pcf) 145.00 Conc. Type NWC Conc. Modulus (ksi) 3644.00 Reinf. Modulus (ksi) 29000.00 General Warning(s): Deep Beam Code Check Not Performed TOP LONGITUDINAL REINFORCEMENT: Start . End End - Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 3 17.000 Upper 1 0.000 1 8.000 Hooked Splice 2 #8 3 17.000 Upper 2 -9.167 2 1.667 Splice Hooked Max. Bar Depth Limit (in): 17.500 Clear Bar Cover (in): Top: 1.500 Side: 1.500 BOTTOM LONGITUDINAL REINFORCEMENT: Start End End- Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 3 17.000 Lower 1 0.000 1 9.000 Hooked Splice 2 #8 3 17.000 Lower 2 -8.167 2 1.667 Splice Hooked Max. Bar Depth Limit (in): 17.500 Clear Bar Cover (in): Bot.: 1.500 Side: 1.500 • LONGITUDINAL BAR DESIGN DETAILS: Positive Flexure Negative Flexure Loc. Mu Phi Mn As req. As Mu Phi Mn As req. As (ft) (kip -ft) (kip -ft) (in (in (kip -ft) (kip -ft) (in (in 0.000 39.25 162.72 0.68 2.37 -34.86 - 162.72 0.62 2.37 Beam Design ' RAM Concrete Beam v14.02.01.00 Page 15/37 RANI Database: Durham Revised 06/06/10 13:44:25 wry Building Code: IBC Concrete Code: ACI 318 -05 Loc. Mu Phi Mn As req. As Mu Phi Mn As req. As 0.708 39.25 162.72 0.68 2.37 -34.86 - 162.72 0.62 2.37 1.693 35.60 162.72 0.63 2.37 -29.64 - 162.72 0.52 2.37 2.677 31.75 162.72 0.56 2.37 -24.66 - 162.72 0.43 2.37 3.661 27.55 162.72 0.49 2.37 -19.93 - 162.72 0.35 2.37 4.290 24.67 162.72 0.44 2.37 -17.05 - 162.72 0.30 2.37 4.294 24.65 162.72 0.43 2.37 -17.03 - 162.72 0.30 2.37 4.646 22.98 162.72 0.40 2.37 -15.46 - 162.72 0.27 2.37 5.630 18.05 162.72 0.32 2.37 -11.23 - 162.72 0.20 2.28 6.615 12.75 162.72 0.22 2.29 -7.25 - 162.72 0.13 1.83 7.599 7.09 162.72 0.12 1.84 -3.52 - 162.72 0.06 2.38 8.581 4.88 162.72 0.09 2.38 -3.84 - 162.72 0.07 2.38 8.583 4.88 162.72 0.09 2.38 -3.85 - 162.72 0.07 2.38 8.585 4.88 162.72 0.09 2.38 -3.85 - 162.72 0.07 2.38 9.568 .. 4.82 162.72 0.08 2.38 -7.17 - 162.72 0.13 1.91. 10.552 6.23 162.72 0.11 1.90 -12.23 - 162.72 0.21 2.37 11.536 8.92 162.72 0.16 2.36 -19.16 - 162.72 0.34 2.37. 12.521 11.40 162.72 0.20 2.37 -26.62 - 162.72 0.47 2.37 12.873 12.23 162.72 0.21 2.37 -29.37 - 162.72 0.52 2.37 12.877 12.24 162.72 0.21 2.37 -29.41 - 162.72 0.52 2.37 13.505 13.64 162.72 0.24 2.37 -34.43 - 162.72 0.61 2.37 14.490 15.63 162.72 0.27 2.37 -42.61 - 162.72 0.68 2.37 15.474 17.37 162.72 0.30 2.37 -51.15 - 162.72 0.69 2.37 16.458 18.86 162.72 .. 0.33 2.37 - 60.05 162.72. 0.81. 2.37 17.167 18.86 162.72 0.33 2.37 -60.05 - 162.72 0.68 2.37 TRANSVERSE REINFORCEMENT: Start End Stirrup Set Size Spacing Num Supp. Loc. Supp. Loc. Legs Type (ft) (ft) 1 #4 3.00 63 1 0.833 1 16.333 2 Hoop TRANSVERSE BAR DESIGN DETAILS AND TORSION FORCE: Loc. (ft) Vu (kip) 0.75 Vn As req. (in As (in Tu (kip -ft) (kip) 0.000 0.00 19.35 0.00 0.00 0.00 0.708 5.89 19.35 0.00 0.00 1.43 1.693 5.52 121.35 0.00 1.60 1.43 2.125 5.36 121.35 0.00 1.60 1.43 2.677 5.16 121.35 0.00 1.60 1.43 3.661 4.79 121.35 0.00 1.60 1.43 4.290 4.77 121.35 0.00 1.60 1.43 4.294 4.77 121.35 0.00 1.60 1.43 4.646 4.89 121.35 0.00 1.60 1.43 5.630 5.23 121.35 0.00 1.60 1.43 6.615 5.56 121.35 0.00 1.60 1.43 RAM Concrete Beam v14.02.01.00 Beam Design Page 16/37 RAN Database: Durham Revised 06/06/10 13:44:25 wrEPNATI ,"I Building Code: IBC Concrete Code: ACI 318 -05 Loc. (ft) Vu (kip) 0.75 Vn As req. (in As (in Tu (kip -ft) (kip) 7.599 5.93 121.35 0.00 1.60 1.43 8.581 6.30 121.35 0.00 1.60 1.43 8.583 6.30 121.35 0.00 1.60 1.43 8.585 6.30 121.35 0.00 1.60 1.43 9.568 6.67 121.35 0.00 1.60 1.43 10.552 7.04 121.35 0.00 1.60 1.43 11.536 7.40 121.35 ' 0.00 1.60 1.43 12.521 7.76 121.35 0.00 1.60 1.43 12.873 7.89 121.35 0.00 ' 1.60 1.43 12.877 7.89 .121.35 0.00 ' 1.60 1.43 13.505 8.12 121.35 0.00 1.60 1.43 14.490 8.49 121.35 ' 0.00 1.60 1.43 15.042 8.70 121.35 0.00 1.60 1.43 15.474 8.86 121.35 0.00 1.60 1.43 16.458 9.23 19.35 0.00 0.00 1.43 17.167 9.23 19.35 0.00 0.00 1.43 TORSION CAPACITY: . Torsional Capacity Code Check Not Performed DEFLECTIONS:' (Camber = 0.000 in) Type Distance (ft) Delta (in) ' Ieff (in4) leff/Ig ' Ln /d Status Dead Load 12.88 -0.006 8000.0 1.00 31146.7 Live Load 6.55 0.002 8000.0 1.00 111844.6 Long Term + LL 12.88 -0.008 8000.0 1.00 24686.7 Net Total Load 12.88 -0.014 8000.0 1.00 13771.5 Mcr Tension Bot (kip -ft) = 31.62 Mcr Tension Top (kip -ft) = 31.62 Ig (in4) = 8000.00 = 1.26 Controlling Deflection Ratio (Long Term + LL) = 0.010 Span Moments For Ieff Mit (kip -ft) Mmid (kip -ft) Mrt(kip -ft) Dead Load 2.09 0.34 -19.11 LL down deft -0.88 1.57 -5.33 LL up deft 0.00 0.00 0.00 MI Beam Design RAM Concrete Beam v14.02.01.00 Page 17/37 RIM Database: Durham Revised 06/06/10 13:44:25 INfE¢IVAT/CM Building Code: IBC Concrete Code: ACI 318 -05 BEAM INFORMATION: Story Level Low Roof Frame Number. 8 Beam Number 9 Grid Location_ (1.9- C) -(2 -C) Beam Line Number._. 4 Span Number_ 2 Geometry Size: Beam B -5 Depth (in) 20.00 Web Width (in) 12.00 Flange Width (in) NA Flange Thickness (in) NA Length c -c (ft) 1.67 Clear Length (ft) 0.29 Left Support Length (in)- 17.00 Right Support Length (in) 16.00 Left Support Width (in) 17.00 Right Support Width (in) NA MATERIAL PROPERTIES: fc (ksi) 4.00 fy Longitudinal (ksi) 60.00 fct (ksi) 0.00 fy Transverse (ksi) 60.00 Conc. Weight (pcf) 145.00 Conc. Type NWC Conc. Modulus (ksi) 3644.00 Reinf. Modulus (ksi) 29000.00 General Warning(s): Deep Beam Code Check Not Performed TOP LONGITUDINAL REINFORCEMENT: Start End End- Condition Set Size Num Depth Layer Supp. Loc: Supp. .Loc. Start End (in) (ft) (ft) 2 #8 3 17.000 Upper 2 -9.167 2 1.667 Splice Hooked Max. Bar Depth Limit (in): - 18.000 Clear Bar Cover (in): Top: 1.500 Side: 1.500 BOTTOM LONGITUDINAL REINFORCEMENT: Start End End - Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 2 #8 3 17.000 Lower 2 -8.167 2 1.667 Splice Hooked Max. Bar Depth Limit (in): - 18.000 Clear Bar Cover (in): Bot.: 1.500 Side: 1.500 LONGITUDINAL BAR DESIGN DETAILS: Positive Flexure Negative Flexure Loc. Mu Phi Mn . As req. As Mu Phi Mn As req. As (ft) (kip -ft) (kip -ft) (in (in (kip -ft) (kip -ft) (in (in 17.167 0.00 162.72 0.00 2.37 -72.71 - 162.72 0.68 2.37 17.581 0.00 162.72 0.00 2.37 -72.71 - 162.72 0.68 2.37 17.585 0.00 162.72 0.00 2.37 -72.52 - 162.72 0.68 2.37 - Ft I Beam Design RAM Concrete Beam v14.02.01.00 Page 18/37 RAM Database: Durham Revised 06/06/10 13:44:25 PDERNATiomi Building Code: IBC .. Concrete Code: ACI 318 -05 Loc. Mu Phi Mn As req. As Mu Phi Mn As req. As 17.875 1.98 162.72 0.03 2.37 -59.53 - 162.72 0.81 2.37 17.907 1.94 162.72 0.03 2.37 -56.98 - 162.72 0.77 2.37 17.940 1.89 162.72 0.03 2.37 -54.43 - 162.72 0.73 2.37 17.972 1.84 162.72 0.03 2.37 -51.88 - 162.72 0.70 2.37 17.998 1.80 162.72 0.03 2.37 -49.86 - 162.72 '0.68 2.37 18.002 1.79 162.72 0.03 2.37 -49.53 - 162.72 0.68 2.37 18.005 1.79 162.72 0.03 2.37 -49.33 - 162.72 '0.68 2.37 18.037 1.74 162.72 0.03 2.37 -46.78 - 162.72 0.68 2.37 18.069 1.69 162.72 0.03 2.37 - 44.23 -162.72 0.68 2.37 18.102 1.64 162.72 0.03 2.37 -41.68 - 162.72 0.68 2.37 18.134 1.59 162.72 0.03 2.37 -39.13 - 162.72 0.68 2.37 18.167 1.54 162.72 0.03 2.37 -36.58 - 162.72 0.65 2.37 18.415 1.29 162.72 0.02 2.37 -17.25 - 162.72 0.30 2.37 18.419 1.47 162.72 0.03 2.37 - 17.11. - 162.72 0.30 2.37 18.833 5.76 162.72 0.10 2.37 - 21.40, - 162.72 0.38 2.37 TRANSVERSE REINFORCEMENT: None Required TRANSVERSE BAR DESIGN DETAILS AND TORSION FORCE: Loc. (ft) Vu (kip) 0.75 Vn As req. (in As (in Tu (kip -ft) (kip) 17.167 78.85 19.35 0.00 0.00 21.12 17.581 78.85 19.35 0.00 0.00 21.12 17.585 78.85 19.35 0.00 0.00 21.12 17.875 78.74 19.35 0.00 0.00 21.12 17.907 78.73 19.35 0.00 0.00 21.12 17.940 78.71 19.35 0.00 0.00 21.12 17.972 78.70 19.35 0.00 0.00 21.12 17.998 78.69 19.35 0.00 0.00 21.12 18.002 78.69 19.35 0.00 0.00 21.12 18.005 78.69 19.35 0.00 0.00 21.12 18.037 78.68 19.35 0.00 0.00 21.12 18.069 78.66 19.35 0.00 0.00 21.12 18.102 78.65 19.35 0.00 0.00 21.12 18.134 78.64 19.35 0.00 0.00 21.12 18.167 78.63 19.35 0.00 0.00 21.12 18.415 78.53 19.35 0.00 0.00 21.12 18.419 78.53 19.35 0.00 0.00 21.12 18.833 78.53 19.35 0.00 0.00 21.12 TORSION CAPACITY: Torsional Capacity Code Check Not Performed • • MI Beam Design RAM Concrete Beam v14.02.01.00 Page 19/37 RANI Database: Durham Revised 06/06/10 13:44:25 Nuftonow Building Code: IBC Concrete Code: ACI 318 -05 DEFLECTIONS: (Camber = 0.000 in) Type Distance (ft) Delta (in) Ieff (in4) Ieff/Ig Ln /d Status Dead Load 0.55 -0.001 7445.0 0.93 6725.4 Live Load 0.55 -0.000 7445.0 0.93 32375.9 Long Term + LL 0.55 -0.001 7419.1 0.93 4321.2 Net Total Load 0.55 -0.001 7445.0 0.93 2630.8 Mcr Tension Bot (kip -ft) = 31.62 Mcr Tension Top (kip -ft) = 31.62 Ig (in4) = 8000.00 = 1.27 Controlling Deflection Ratio (Long Term + LL) = 0.056 Span Moments For Ieff Mit (kip -ft) Mmid (kip -ft) Mrt(kip -ft) Dead Load -52.47 -22.36 7.54 LL down deft -10.95 -4.67 1.45 LL up deft 0.00 0.00 0.00 • • Beam Design VI RAM Concrete Beam v14.02.01.00 Page 20/37 RANI Database: Durham Revised 06/06/10 13 :44:25 INIERMTICINAt Building Code: IBC Concrete Code: ACI 318 -05 BEAM . INFORMATION: Story Level High Roof Frame Number; 2 Beam Number 2 Grid Location_ (2- A) -(3 -A) Beam Line Number — 1 Span Number_ 1 Geometry Size: Beam B -2 Depth (in) 28.00 Web Width (in) 16.00 Flange Width (in) NA Flange Thickness (in) NA Length c -c (ft) 41.25 Clear Length (ft) 39.33 Left Support Length (in) 23.00 Right Support Length (in), 23.00 Left Support Width (in) 23.00 Right Support Width (in) _ 23.00 MATERIAL PROPERTIES: f c (ksi) 4.00 fy Longitudinal (ksi) 60.00 fet (ksi) 0.00 fy Transverse (ksi) 60.00 Conc. Weight (pcf) 145.00 Conc. Type NWC Conc. Modulus (ksi) 3644.00 Reinf. Modulus (ksi) 29000.00 General Warning(s): Deep Beam Code Check Not Performed TOP LONGITUDINAL REINFORCEMENT: Start End End- Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 5 25.000 Upper 1 0.000 1 21.000 Hooked Splice 2 #8 5 25.000 Upper 2 - 20.250 2 0.000 Splice Hooked Max. Bar Depth Limit (in): 25.500 Clear Bar Cover (in): Top: 1.500 Side: 1.500 BOTTOM LONGITUDINAL REINFORCEMENT: Start End End - Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 5 25.000 Lower 1 0.000 1 34.000 Hooked Splice 2 #8 5 25.000 Lower 1 34.000 1 41.250 Splice Hooked Max. Bar Depth Limit (in): _ 25.500 Clear Bar Cover (in): Bot.: 1.500 Side: 1.500 LONGITUDINAL BAR DESIGN DETAILS: Positive Flexure Negative Flexure Loc. Mu Phi Mn As req. As Mu Phi Mn As req. As (ft) (kip -ft) (kip -ft) (in (in (kip -ft) (kip -ft) (in (in 0.000 0.00 405.66 0.00 3.95 - 352.43 - 405.66 1.33 3.95 • • RAM Concrete Beam v14.02.01.00 Beam Design Page 21/37 RAM Database: Durham Revised 06/06/10 13:44:25 m Building Code: IBC Concrete Code: ACI 318 -05 Loc. Mu Phi Mn As req. As Mu Phi Mn . As req. As 0.958 0.00 405.66 0.00 3.95 - 352.43 - 405.66 3.39 3.95 1.942 17.87 405.66 0.21 3.95. - 309.06 - 405.66 2.94 3.95 2.925 36.08 405.66 0.43 3.95 - 267.53 - 405.66 2.52 3.95 3.908 52.90 405.66 0.63 3.95 - 227.84 - 405.66 2.13 3.95 4.892 68.34 405.66 0.82 3.95 - 190.00 - 405.66 1.76 3.95 5.875 82.39 405.66 0.99 3.95 - 154.01 - 405.66 1.41 3.95 6.858 95.06 405.66 1.15 3.95 - 119.86 - 405.66 1.33 3.95 7.842 109.05 405.66 1.32 3.95 -90.26 - 405.66 1.09 3.95 8.825 124.75 405.66 1.33 3.95 -65.60 - 405.66 0.79 3.95 9.808 138.60 405.66 1.33 3.95 -42.32 - 405.66 0.50 3.95 10.310 144.96 405.66 1.33 3.95 -30.97 - 405.66 0.37 3.95 10.315 145.01 405.66 1.33 3.95 -30.87 - 405.66 0.37 3.95 10.792 150.61 405.66 1.38 3.95 - 20.42 - 405.66 0.24 3.95 11.775 160.77 405.66 1.48 3.95 0.00 - 405.66 0.00 3.95 12.758 .169.08 405.66 1.56 3.95 0.00 - 405.66 0.00 3.95 13.742 175.55 405.66 1.62 3.95 0.00 - 405.66 0.00 3.95 14.725 180.17 405.66 1.66 3.95 0.00 - 405.66 0.00 3.95 15.708 182.95 405.66 1.69 3.95 0.00 - 405.66 0.00 3.95 16.692 183.87 405.66 1.70 3.95 0.00 - 405.66 0.00 3.95 17.675 184.60 405.66 1.71 3.95 0.00 - 405.66 0.00 3.95. 18.658 189.97 405.66 . 1.76 3.95 0.00 - 405.66 0.00 3.78 19.642 193.20 405.66 1.79 3.95 . 0.00 - 405.66 0.00 3.03 20.623 194.28 405.66 1.80 3.95 0.00 - 405.66 0.00 3.97. 20.625 194.28 405.66 1.80 3.95 0.00 - 405.66 0.00 3.97 20.627 194.28 405.66 , 1.80 3.95 0.00 - 405.66 0.00 3.97 21.608 193.20 405.66 1.79 3.95 0.00 - 405.66 0.00 3.97 22.592 189.98 405.66.. 1.76 3.95 0.00 - 405.66 0.00 3.20 23.575 184.60 405.66 1.71 3.95 0.00 - 405.66 0.00 3.96 24.558 179.10 405.66 1,65 3.95 0.00 - 405.66 0.00 3.95 25.542 178.17 405.66 1.64 3.95 0.00 - 405.66 0.00 3.95 26.525 175.39 405.66 1.62 3.95 0.00 - 405.66 0.00 3.95 27.508 .170.77 405.66 1.57 3.95 0.00 - 405.66 0.00 3.95 28.492 164.30 405.66 1.51 3.95 0.00 - 405.66 0.00 3.95 29.475 155.99 405.66 1.43 3.95 0.00 - 405.66 0.00 3.95 30.458 145.83 405.66 1.34 3.95 -15.63 - 405.66 0.19 3.95 30.935 140.24 405.66 1.33 3.95 -26.08 - 405.66 0.31 3.95 30.940 140.19 405.66 1.33 3.95 -26.18 - 405.66 0.31 3.95 31.442 133.83 405.66 1.33 3.95 -37.53 - 405.66 0.45 3.95 32.425 119.97 405.66 1.33 3.19 -60.81 - 405.66 0.73 3.95 33.408 104.28 405.66 1.26 3.97 -85.47 - 405.66 1.03 3.95 34.392 90.29 405.66 1.09 3.97 - 115.07 - 405.66 1.33 3.95 35.375 77.62 405.66 0.93 3.04 - . 149.22 - 405.66 1.37 3.95 36.358 63.57 405.66 0.76 3.79 - 185.21 - 405.66 1.71 3.95 37.342 48.13 405.66 0.57 3.95 - 223.05 - 405.66 2.08 3.95 38.325 31.31 405.66 0.37 3.95 - 262.74 - 405.66 2.47 3.95 FR Beam Design RAM Concrete Beam v14.02.01.00 Page 22/37 RAM Database: Durham Revised 06/06/10 13:44:25 NT"NAnom Building Code: IBC Concrete Code: ACI 318 -05 Loc.. Mu Phi Mn As req. As Mu Phi Mn As req. As 39.308 13.11 405.66 0.16 3.95 - 304.27 - 405.66 2.89 3.95 40.292 0.00 405.66 0.00 3.95 - 347.64 - 405.66 3.34 3.95 41.250 0.00 405.66 0.00 3.95 - 347.64 - 405.66 1.33 3.95 TRANSVERSE REINFORCEMENT: Start End Stirrup Set Size Spacing Num Supp. Loc. Supp. Loc. Legs Type (ft) (ft) 1 #4 6.00 34 1 1.083 1 18.000. 2 Hoop 2 #4. 3.00 25 1 18.000 1 24.000 2 Hoop 3 #4 6.00 15 .1 24.000 1 32.000 .. 2 Hoop 4 #4 3.00 1.7 1 32.000 1 36.000 2 Hoop 5 #4 6.00 9 1 36.000 1 40.167 2 Hoop TRANSVERSE BAR DESIGN DETAILS AND TORSION FORCE: Loc. (ft) Vu (kip) 0.75 Vn As req. (in As (in Tu (kip -ft) (kip) 0.000 45.05 37.95 - 0.00 0.00 2.07 0.958 45.05 37.95 0.00 0.00 2.07 1.942 43.17 112.95 0.38 0.80 2.07 2.925 41.30 112:95 0.38 0.80 2.07 3.042 41.07 112.95 0.38 0.80 2.07 3.908 39.42 112.95 0.38 0.80 2.07 4.892 37.54 112.95 0.38 0.80 2.07 5.875 35.66 112.95 0.38 0.80 2.07 6.858 33.79 112.95 0.38 0.80 2.07 7.842 31.91 112.95 0.38 0.80 2.07 8.825 30:03 112.95 0.38 0.80 2.07 9.808 28.15 112.95 0.38 0.80 2.07 101310 27.20 112.95 0.38 0.80 2.07 10.315 27.19 112.95 0.38 0.80 2.07 10.792 26.28 112.95 0.38 0.80 2.07 11.775 24.40 112.95 0.38 .0.80 2.07 12.758 22.52 112.95 0.38 0.80 2.07 13.742 20.65 112.95 0.38 0.80 . 2.07 14.725 18.77 112.95 0.38 0.80 2.07 15.708 16.89 112.95 0.38 0.80 2.07 16.692 15.01 112.95 0.38 0.80 2.07 17.675 13.14 112.95 0.38 0.80 2.07 18.000 12.52 187.95 0.38 2.40 2.07 18.658 11.26 187.95 0.00 1.60 2.07 19.642 9.38 187.95 0.00 1.60 2.07 20.623 7.51 187.95 0.00 1.60 2.07 20.625 7.50 187.95 0.00 1.60 2.07 20.627 7.51 187.95 0.00 1.60 2.07 Fil Beam Design RAM Concrete Beam v14.02.01.00 Page 23/37 RAN Database: Durham Revised 06/06/10 13:44:25 NURNATICN4I Building Code: IBC Concrete Code: ACI 318 -05 Loc. (ft) Vu (kip) 0.75 Vn As req. (in As (in Tu (kip -ft) (kip) 21.608 9.38 187.95 0.00 1.60 2.07 22.592 11.26 187.95 0.00 1.60 2.07 23.575 13.13 187.95 0.00 1.60 2.07 24.000 13.95 112.95 0.00 2.40 2.07 24.558 15.01 112.95 0.38 0.80 2.07 25.542 16.89 112.95 0.38 0.80 2.07 26.525 18.77 112.95 0.38 0.80 2.07 27.508 20.64 112.95 0.38 0.80 2.07 28.492 22.52 112.95 0.38 0.80 2.07 29.475 24.40 112.95 0.38 0.80 2.07 30.458 26.28 112.95 0.38 0.80 2.07 30.935 27.19 112.95 0.38 0.80 2.07 30.940 27.20 112.95 0.38 0.80 2.07 31.442 28.15 112.95 0.38 0.80 2.07 32.000 29.22 187.95 0.38 2.40 2.07 32.425 30.03 187.95 0.38 1.60 2,07 33.408 31.91 187.95 0.38 1.60 2.07 34.392 33.79 187.95 0.38 1.60 2.07 35.375 35.66 187.95 0.38 1.60 2.07 36.000 36.86 112.95 0.38 2.40 2.07 36.358 37.54 112.95 0.38 0.80 2.07 37.342 39.42 112.95 0.38 0.80 2.07 38.208 41.07 112.95 0.38 0.80 2.07 38.325 41.30 112.95 0.38 0.80 2.07 39.308 43.17 112.95 0.38 0.80 2.07 40.292 45.05 37.95 0.00 0.00 2.07 41.250 45.05 37.95 0.00 0.00 2.07 TORSION CAPACITY: Torsional Capacity Code Check Not Performed DEFLECTIONS: (Camber = 0.000 in) Type Distance (ft) Delta (in) leff (in4) Ieff/Ig Ln /d Status Dead Load 21.17 0.540 15517.3 0.53 874.2 Live Load 20.08 0.007 15445.6 0.53 69602.8 Long Term + LL 20.08 0.731 15495.6 0.53 645.3 Net Total Load 21.17 1.271 15445.6 0.53 371.2 Mcr Tension Bot (kip -ft) = 82.64 Mcr Tension Top (kip -ft) = 82.64 Ig (in4) = 29269.33 = 1.34 Controlling Deflection Ratio (Long Term + LL) = 0.372 Span Moments For Ieff • Beam Design RAM Concrete Beam v14.02.01.00 Page 24/37 RAM Database: Durham Revised 06/06/10 13:44:25 WIERNNK)NILL . Building Code: IBC Concrete Code: ACI 318 -05 Mit (kip -ft) Mmid (kip -ft) Mrt(kip -ft) Dead Load - 168.49 138.77 - 168.48 LL down deft -1.31 1.09 -1.34 LL up deft 0.00 0.00 0.00 • Beam Design RAM Concrete Beam v14.02.01.00 Page 25/37 RANI Database: Durham Revised 06/06/10 13:44:25 NIENAnoNAL Building Code: IBC Concrete Code: ACI 318 -05 BEAM INFORMATION: Story Level High Roof Frame Number. 4 Beam Number 4 Grid Location_ (3- A) -(3 -D) Beam Line Number — 2 Span Number_ 1 Geometry Size: Beam B -1 Depth (in) 28.00 Web Width (in) 16.00 Flange Width (in) NA Flange Thickness (in) NA Length c -c (ft) 36.17 Clear Length (ft) 34.25 Left Support Length (in)— 23.00 Right Support Length (in) 23.00 Left Support Width (in) 23.00 Right Support Width (in) 23.00 MATERIAL PROPERTIES: f c (ksi) 4.00 fy Longitudinal (ksi) . 60.00 fct (ksi) 0.00 fy Transverse (ksi) 60.00 Conc. Weight (pcf) 145.00 Conc. Type NWC Conc. Modulus (ksi) 3644.00 Reinf. Modulus (ksi) 29000.00 General Warning(s): Deep Beam Code Check Not Performed TOP LONGITUDINAL REINFORCEMENT: Start End End - Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 6 25.000 Upper 1 0.000 .1 18.083 Hooked Splice 2 #8 6 25.000 Upper 2 - 18.167 2 -0.000 Splice Hooked Max. Bar Depth Limit (in): 25.500 Clear Bar Cover (in): Top: 1.500 Side: 1.500 BOTTOM LONGITUDINAL REINFORCEMENT: Start End End- Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 6 25.000 Lower 1 0.000 1 30.000 Hooked Splice 2 #8 6 25.000 Lower 1 30.000 1 36.167 Splice Hooked Max. Bar Depth Limit (in): — 25.500 Clear Bar Cover (in): Bot.: 1.500 Side: 1.500 LONGITUDINAL BAR DESIGN DETAILS: Positive Flexure Negative Flexure Loc. Mu Phi Mn As req. As Mu Phi Mn As req. As (ft) (kip -ft) (kip -ft) (in (in (kip -ft) (kip -ft) (in (in 0.000 0.00 477.49 0.00 4.74 - 388.22 - 477.49 1.33 4.74 • Beam Design RAM Concrete Beam v14.02.01.00 Page 26/37 I NI Database: Durham Revised 06/06/10 13:44:25 IMEWVATIbM4i Building Code: IBC Concrete Code: ACI 318 -05 Loc. Mu Phi Mn As req. As Mu Phi Mn As req. As 0.958 0.00 477.49 0.00 4.74 - 388.22 - 477.49 3.76 4.74 1.937 24.29 477.49. 0.29 4.74 - 331.60 - 477.49 3.17 4.74 2.915 46.95 477.49 0.56 4.74 - 277.82 - 477.49 2.62 4.74 3.894 67.63 477.49 0.81 4.74 - 226.85 - 477.49 2.12 4.74 4.873 86.30 477.49 1.04 4.74 - 178.69 - 477.49 1.65 4.74 5.851 102.99 477.49 1.24 4.74 - 133.32 - 477.49 1.33 4.74 6.830 122.18 477.49 1.33 4.74 -95.24 - 477.49 1.15 4.74 7.808 143.48 477.49 1.33 4.74 -64.03 - 477.49 0.77 4.74 8.787 161.99 477.49 1.49 4.74 -34.82 - 477.49 0.41 4.74 9.040 166.32 477.49 1.53 4.74 -27.60 - 477.49 0.33 4.74 9.044 166.39 477.49 1.53 4.74 -27.49 - 477.49 0.33 4.74 9.765 177.73 477.49 1.64 4.74 -7.61 - 477.49 0.09 4.74 10.744 190.69 477.49 1.76 4.74 0.00 - 477.49 0.00 4.74 11.723 200.87 477.49 1.86 4.74 0.00 . - 477.49 0.00 4.74 12.701. 208.28 477.49 1.93 4.74 0.00 - 477.49 0.00 4.74 13.680 224.30 477.49 2.09 4.74 0.00 - 477.49 0.00 4.74 14.658 238.27 477.49 2.23 4.74 0.00 - 477.49 0.00 4.74 15.637 248.64 477.49 2.33 4.74 0.00 - 484.28 0.00 4.63 16.615 255.41 477.49 2.40 4.74 0.00 - 484.28 0.00 3.73 17.594 258.58 477.49 2.43 4.74 0.00 - 484.28 0.00 4.84 18.081 258.82 477.49 2.43 4.74 0.00 - 484.28 0.00 4.84 18.085 258.82 477.49 2.43 4.74 0.00 - 484.28 0.00 4:84 18.573 258.56 477.49 2.43 4.74 0.00 - 484.28 0.00 , 4.84 19.551 255.35 477.49 2.40 4.74 0.00 - 484.28 0.00 3.81 20.530 248.54 477.49 2.33 4.74 0.00 - 484.28 0.00 4.71 21.508 238.13 477.49 2.23 4.74 0.00 - 477.49 0.00 4.74 22.487 224.13 477.49 2.09 4.74 0.00 - 477.49 0.00 .4.74 23.465 208.25 477.49 1.93 4.74 0.00 - 477.49 0.00 4.74 24.444 200.83 477.49 1.86 4.74 0.00 - 477.49 0.00 4.74 25.423 190.64 477.49 1.76 4.74 0.00 - 477.49 0.00 4.74 26.401 177.67 477.49 1.64 4.74 -7.64 - 477.49 0.09 4.74 27.123 166.33 477.49 1.53 4.74 -27.53 - 477.49 0.33 4.74 27.127 166.26 477.49 1.53 4.74 -27.64 - 477.49 0.33 4.74 27.380 161.93 477.49 1.49 4.74 -34.86 - 477.49 0.42 4.74 28.358 143.40 477.49 1.33 3.89 -64.08 - 477.49 0.77 4.74 29.337 122.10 477.49 1.33 4.76 -95.28 - 477.49 1.15 4.74 30.316 102.96 477.49 1.24 4.76 - 133.43 - 477.49 1.33 4.74 31.294 86.28 477.49 1.04 .3.57 - 178.80 - 477.49 1.65 4.74 32.273 67.60 477.49 0.81 4.47 - 226.95 - 477.49 2.12 4.74 33.251 46.92 477.49 0.56 4.74 - 277.90 - 477.49 2.62 4.74 34.230 24.25 477.49 0.29 4.74 - 331.67 - 477.49 3.17 4.74 35.208 0.00 477.49 0.00 4.74 - 388.28 - 477.49 3.76 4.74 36.167 0.00 477.49 0.00 4.74 - 388.28 - 477.49 1.33 4.74 FR RAM Concrete Beam v14.02.01.00 Beam Design Page 27/37 RAM Database: Durham Revised 06/06/10 13:44:25 Mfa Building Code: IBC Concrete Code: ACI 318 -05 TRANSVERSE REINFORCEMENT: Start End Stirrup Set Size Spacing Num Supp. Loc. Supp. Loc. Legs Type (ft) (ft) 1 #4 6.00 30 1 1.083 1 16.000 4 Hoop 2 #4 3.00 17 1 16.000 1 20.000 4 Hoop 3 #4 6.00 17 1 20.000 1 29.000 4 Hoop 5 #4 6.00 9 1 31.000 1 35.083 4 Hoop TRANSVERSE BAR DESIGN DETAILS AND TORSION FORCE: Loc. (ft) Vu (kip) 0.75 Vn As req. (in As (ine) Tu (kip -ft) (kip) 0.000 66.13 37.95 0.00 0.00 2.23 0.958 66.13 37.95 0.00 0.00 2.23 1.937 61.98 187.95 0.77 1.60 2.23 2.915 57.93 187.95 0.77 1.60 2.23 3.042 57.42 187.95 0.77 1.60 2.23 3.894 53.97 187.95 0.77 1.60 2.23 ,. 4.873 50.12 187.95 0.77 1.60 2.23 5.851 46.36 187.95 0.77 1.60 2.23 6.830 42.68 187.95 0.77 1.60 2.23 7.808 39.26 187.95 0.77 1.60 2.23 8.787 36.42 187.95 0.77 1.60 2.23 9.040 35.69 187.95 0.77 1.60 2.23 9.044 35.68 187.95 0.77 1.60 2.23 9.765 33.58 187.95 0.77 1.60 2.23 10.744 30.75 187.95 0.77 1.60 2.23 11.723 27.91 187.95 0.77 1.60 2.23 12.701 25.07 187.95 0.77 1.60 2.23 13.680 22.23 187.95 0.77 1.60 2.23 14.658 19.39 187.95 0.77 1.60 2.23 15.637 16.55 187.95 0.77 1.60 2.23. 16.000 15.50 337.95 0.77 4.80 2.23 16.615 13.71 337.95 0.00 3.20 2.23 17.594 10.88 337.95 0.00 3.20 2.23. 18.081 9.46 337.95 0.00 3.20 2.23 18.085 9.47 337.95 0.00 3.20 2.23 18.573 10.88 337.95 0.00 3.20 2.23 19.551 13.72 337.95 0.00 3.20 2.23 20.000 15.02 187.95 0.00 4.80 2.23 20.530 16.56 187.95 0.77 1.60 2.23 21.508 19.40 187.95 0.77 1.60 2.23 22.487 22.24 187.95 0.77 1.60 2.23 23.465 25.08 187.95 0.77 1.60 2.23 24.444 27.92 187.95 0.77 1.60 2.23 25.423 30.75 187.95 0.77 1.60 2.23 • • FR RAM Concrete Beam v14.02.01.00 Beam Design Page 28/37 RAM Database: Durham Revised 06/06/10 13:44:25 wIud Building Code: IBC Concrete Code: ACI 318 -05 Loc. (ft) Vu (kip) 0.75 Vn As req. (in As (in Tu (kip -ft) (kip) 26.401 33.59 187.95 0.77 1.60 2.23 27.123 35.69 187.95 0.77 1.60 2.23 27.127 35.70. 187.95 0.77 1.60 2.23 27.380 36.43 187.95 0.77 1.60 2.23 28.358 39.27 187.95 0.77 1.60 2.23 29.000 41.53 337.95 0.77 4.80 2.23 29.337 42.72 337.95 0.77 3.20 2.23 30.316 46.35 337.95 0.77 3.20 2.23 31.000 48.92 187.95 0.77 4.80 2.23. 31.294 50.02 187.95 ' 0.77 1.60 2.23 32.273 53.82 187.95 0.77 1.60 2.23 33.125 57.26 187.95. 0.77 1.60 2.23 33.251 57.76 187.95 0.77 1.60 2.23 34.230 61.84 187.95 0.77 1.60 2.23 35.208. 66.05 37.95. 0.00 0.00 2.23 36.167 66.05 37.95 0.00 0.00 2.23 TORSION CAPACITY: , Torsional Capacity Code Check Not Performed DEFLECTIONS: (Camber = :0:000 in) Type Distance (ft) Delta (in) Ieff (in4) Ieff/Ig Ln /d Status Dead Load 17.61 0.460 16342.1 0.56 894.0 Live Load 17.61 0.160 15385.1 0.53 2572.2 Long Term + LL . 17.61 0.794 15953.4 0.55 517.5 Net Total Load 17.61 1.254 15385.1 0.53 327.8 Mcr Tension Bot (kip -ft) = 82.64 Mcr Tension Top (kip -ft) = 82.64 Ig (in4) = 29269.33 X.= 1.25 Controlling Deflection Ratio (Long Term + LL) = 0.464 Span Moments For Ieff Mlt (kip -ft) Mmid (kip -ft) Mrt(kip -ft) Dead Load - 180.39 159.06 - 180.45 LL down deft -48.56 42.47 -48.44 LL up deft 0.00 0.00 0.00 • RAM Concrete Beam v14.02.01.00 Beam Design Page 29/37 Database: Durham Revised 06/06/10 13:44:25 IMERNAT ,u Building Code: IBC Concrete Code: ACI 318 -05 BEAM INFORMATION: Story Level _ High Roof Frame Number. 1 Beam Number 1 Grid Location_ (2- D) -(3 -D) Beam Line Number— 3 Span Number_ 1 Geometry Size: _ Beam B -2 Depth (in) 28.00 Web Width (in) _ 16.00 Flange Width (in) NA Flange Thickness (in) NA Length c -c (ft) 41.25 Clear Length (ft) 39.33 Left Support Length (in)__ 23.00 Right Support Length (in) 23.00 Left Support Width (in)— 23.00 Right Support Width (in) 23.00 MATERIAL PROPERTIES: f c (ksi) 4.00 fy Longitudinal (ksi) _ 60.00 fct (ksi) 0.00 fy Transverse (ksi) _ 60.00 Conc. Weight (pcf) 145.00 Conc. Type NWC Conc. Modulus (ksi) 3644.00 Reinf. Modulus (ksi) 29000.00 General Warning(s): Deep Beam Code Check Not Performed TOP LONGITUDINAL REINFORCEMENT: Start End End4Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 5 25.000 Upper 1 0.000 1 21.000 Hooked Splice 2 #8 5 25.000 Upper 2 -20.250 2 0.000 Splice Hooked Max. Bar Depth Limit (in):.— 25.500 Clear Bar Cover (in): Top: 1.500 Side: 1.500 BOTTOM LONGITUDINAL REINFORCEMENT: Start End End - Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 5 25.000 Lower 1 0.000 1 21.000 Hooked Splice. 2 #8 5 25.000 Lower 1 21.000 1 41.250 Splice Hooked Max. Bar Depth Limit (in): __ 25.500 Clear Bar Cover (in): Bot.: 1.500 Side: 1.500 LONGITUDINAL BAR DESIGN DETAILS: Positive Flexure Negative Flexure Loc. Mu Phi Mn As req. As Mu Phi Mn As req. As (ft) (kip -ft) (kip -ft) (in (in (kip -ft) (kip -ft) (in2) (in 0.000 90.20 405.66 1.09 3.95 - 202.73 - 405.66 1.33 3.95 IR Beam Design RAM Concrete Beam v14.02.01.00 Page 30/37 RAM Database: Durham Revised 06/06/10 13:44:25 MFPN Building Code: IBC Concrete Code: ACI 318 -05 Loc. Mu Phi Mn As req. As Mu Phi Mn As req. As 0.958 90.20 405.66 1.09 3.95 - 202.73 - 405.66 1.88 3.95 1.942 92.00 405.66 1.11 3.95 - 184.46 - 405.66 1.70 3.95 2.925 93.37 405.66 1.12 3.95 _ - 166.79 - 405.66 1.53 3.95. 3.908 94.29 405.66 1.14 3.95 - 149.71 - 405.66 1.37 3.95 4.892 94.77 405.66 1.14 3.95 - 133.21 -405.66 1.33 3.95 5.875 94.81 405.66 1.14 3.95 - 117.31 - 405.66 1.33 3.95 6.858 94.42 405.66 1.14 3.95 - 101.99 - 405.66 1.23 3.95 7.842. 94.49 405.66 1.14 3.95 -88.17 - 405.66 1.06 3.95 8.825 95.08 405.66. 1.15 3.95 -75.90 - 405.66 0.91 3.95 9.808 95.07 405.66 1.15 3.95 -64.06 - 405.66 0.77 3.95 10.310 94.85 405.66 1.14 3.95 -58.19 - 405.66 0.70 3.95 10.315 94.84 405.66 1.14 3.95 -58.14 - 405.66 0.70 3.95 10.792 94.48 405.66 1.14 3.95 -52.67 - 405.66 0.63 3.95 11.775 93.30 405.66 1.12 3.95 -41.71 - 405.66 0.50 3.95 12.758 91.53 405.66 1.10 3.95 -31.20 - 405.66 0.37 3.95 13.742 89.17 405.66 1.07 3.95 -21.12 - 405.66 0.25 3.95 14.725 86.22 405.66 1.04 3.95 -11.48 - 405.66 0.14 3.95 15.708 82.69 405.66 0.99 3.95 -2.29 - 405.66 0.03 3.95 16.692 78.56 405.66 0.94 3.95 0.00 - 405.66 0.00 3.95 17.675 73.85 405.66 0.89 3.95 0.00 - 405.66 0.00 3.95 18.658 68.54 405.66 0.82 3.78 0.00 - 405.66 0.00 3.78 19.642 62.65 405.66 0.75 3.03 0.00 - 405.66 0.00 3.03 20.623 62.03 405.66 0.74 3.97 0.00 - 405.66 0.00 3.97 20.625 62.03 405.66 0.74 3.97 0.00 - 405.66 0.00 3.97 20.627 62.03 405.66 0.74 3.97 0.00 - 405.66 0.00 3.97 21.608 61.68 405.66 0.74 3.97 0.00 - 405.66 0.00 3.97 22.592 62.98 405.66 0.75. 3.20 0.00 - 405.66 0.00 3.20 23.575 68.28 405.66 . 0.82 3.96 0.00 - 405.66 0.00 3.96 24.558 73.00 405.66 0.88 3.95 0.00 - 405.66 0.00 3.95 25.542 77.12 405.66 0.93 3.95 0.00 - 405.66 . 0.00 3.95 26.525 80.66 405.66 0.97 3.95 -5.92 - 405.66 0.07 3.95 27.508 83.61 405.66 1.01 3.95 -15.56 - 405.66 0.18 3.95 28.492 85.97 405.66 1.03 3.95 - 25.64 - 405.66 0.30 3.95 29.475 87.74 405.66 1.06 3.95 -36.15 - 405.66 0.43 3.95 30.458 88.92 405.66 1.07 3.95 -47.11 - 405.66 0.56 3.95 30.935 89.28 405.66 1.07 3.95 -52.58 - 405.66 0.63 3.95 30.940 89.28 405.66 1.07 3.95 -52.63 - 405.66 0.63 3.95 31.442 89.51 405.66 1.08 3.95 -58.50 - 405.66 0.70 3.95 32.425 89.51 405.66 1.08 3.95 -70.34 - 405.66 0.84 3.95 33.408 88.93 405.66 1.07 3.95 -82.62 - 405.66 0.99 3.95 34.392 88.85 405.66 1.07 3.95 -96.43 - 405.66 1.16 3.95 35.375 89.25 405.66 1.07 3.95 - 111.75 - 405.66 1.33 3.95 36.358 89.20 405.66 1.07 3.95 - 127.65 - 405.66 1.33 3.95 37.342 88.72 405.66 1.07 3.95 - 144.15 - 405.66 1.33 3.95 38.325 87.80 405.66 1.06 3.95 - 161.23 - 405.66 1.48 3.95 rit Beam Design RAM Concrete Beam v14.02.01.00 Page 31/37 RAM Database: Durham Revised 06/06/10 13:44:25 Building Code: IBC Concrete Code: ACI 318 -05 Loc. Mu Phi Mn . As req. As Mu Phi Mn As req. As 39.308 86.43 405.66 1.04 3.95 - 178.91 - 405.66 1.65 3.95 40.292 84.63 405.66 1.02 3.95 - 197.17 - 405.66 1.83 3.95 41.250 84.63 405.66 1.02 3.95 - 197.17 - 405.66 1.33 3.95 TRANSVERSE REINFORCEMENT: Start End Stirrup Set Size Spacing Num Supp. Loc. Supp. Loc. Legs Type (ft) (ft) 1 #4 6.00 15 1 1.083 1 8.083 2 Hoop 2 #4 12.00 9 1 8.083 1 18.000 2 Hoop 3 #4 3.00 25 1 18.000 1 24.000 2 Hoop 4 #4 12.00 10 1 24.000 1 34.083 2 Hoop 5 #4 6.00 13 1 34.083 1 40.083 2 Hoop TRANSVERSE BAR DESIGN DETAILS AND TORSION FORCE: Loc. (ft) Vu (kip) 0.75 Vn As req. (in As (in Tu (kip -ft) (kip) 0.000 18.87 37.95 0.00 0.00 1.99 0.958 18.87 37.95 0.00 0.00 1.99 1.942 18.27 112.95 0.00 0.80 1.99 2.925 17.67 112.95 0.00 0.80 1.99 3.042 17.60 112.95 0.00 0.80 1.99 3.908 17.07 112.95 0.00 0.80 1.99 4.892 16.48 112.95 0.00 0.80 1.99 5.875 15.88 112.95 0.00 0.80 1.99 6.858 15.28 112.95 0.00 0.80 1.99. 7.842 14.68 112.95 0.00 0.80 1.99 8.083 14.53 75.45 0.00 1.20 1.99 8.825 . 14.08 75.45 0.00 0.40 1.99 9.808 13.48 75.45 0.00 0.40 1.99 10.310 13.17 75.45 0.00 0.40 1.99 10.315 13.17 75.45 0.00 0.40 1.99 10.792 12.88 75.45 0.00 0.40 1.99 11.775 12.28 75.45 0.00 0.40 1.99 12.758 .11.68 75.45 0.00 0.40 1.99 13.742 . 11.08 75.45 0.00 0.40 1.99 14.725 10.49 75.45 0.00 0.40 1.99 15.708 9.89 75.45 0.00 0.40 1.99 16.692 9.29 75.45 0.00 0.40 1.99 17.675 8.69 75.45 0.00 0.40 1.99 18.000 8.49 187.95 0.00 2.00 1.99 18.658 8.09 187.95 0.00 1.60 1.99 19.642 7.49 187.95 0.00 1.60 1.99 20.623 6.89 187.95 0.00 1.60 1.99 20.625 6.89 187.95 0.00 1.60 1.99 IN Beam Design RAM Concrete Beam v14.02.01.00 Page 32/37 RANI Database: Durham Revised 06/06/10 13:44:25 e Building Code: IBC Concrete Code: ACI 318 -05 Loc. (ft) Vu (kip) 0.75 Vn As req. (in As (in Tu (kip -ft) (kip) 20.627 6.89 187.95 0.00 1.60 1.99 21.608 7.49 187.95 0.00 1.60 1.99 22.592 8.09 187.95 0.00 1.60 1.99 23.575 8.69 187.95 0.00 1.60 1.99 24.000 8.95 75.45 0.00 2.00 1.99 24.558 9.29 75.45 0.00 0.40 1.99 25.542 9.89 75.45 0.00 0.40 1.99 26.525 10.49 75.45 0.00 0.40 1.99 27.508 11.08 75.45 0.00 0.40 1.99 28.492 11.68 75.45 0.00 0.40 1.99 29.475 12.28 75.45 0.00 0.40 1.99 30.458 12.88 75.45 0.00 0.40 1.99 30.935 13.17 75.45 0.00 0.40 1.99 30.940 13.17 75.45 0.00 0.40 1.99 31.442 13.48 75.45 0.00 0.40 1.99 32.425 14.08 75.45 0.00 0.40 1.99 33.408 14.68 75.45 0.00 0.40 1.99 34.083 15.09 112.95 0.00 1.20 1.99 34.392 15.28 112.95 0.00 0.80 1.99 35.375 15.88 112.95 0.00 0.80 1.99 36.358 16.48 112.95 0.00 0.80 1.99. 37.342 17.07 112.95 0.00 0.80 1.99 38.208 17.60 112.95 0.00 0.80 1.99 38.325 17.67 112.95 0.00 0.80 1.99. 39.308 18.27 112.95 0.00 0.80 1.99 40.292 18.87 37.95 0.00 0.00 1.99 41.250 18.87 37.95 0.00 0.00 1.99 TORSION CAPACITY: Torsional Capacity Code Check Not Performed DEFLECTIONS: (Camber = 0.000 in) Type Distance (ft) Delta (in) Ieff (in4) Ieff/Ig Ln /d Status Dead Load 20.08 0.092 29269.3 1.00 5152.6 Live Load 21.17 0.002 29269.3 1.00 209271.4 Long Term + LL 21.17 0.126 29269.3 1.00 3756.6 Net Total Load 21.17 0.217 29269.3 1.00 2172.6 Mcr Tension Bot (kip -ft) = 82.64 Mcr Tension Top (kip -ft) = 82.64 Ig (in4) = 29269.33 = 1.34 Controlling Deflection Ratio (Long Term + LL) = 0.064 Span Moments For Ieff FR Beam Design RAM Concrete Beam v14.02.01.00 Page 33/37 RAM Database: Durham Revised 06/06/10 13:44 :25 Numnom Building Code: IBC Concrete Code: ACI 318 -05 Mit (kip -ft) Mmid (kip -ft) Mrt(kip -ft) Dead Load -53.45 44.30 -53.46 LL down deft -1.34 1.09 -1.31 LL up deft 0.00 0.00 0.00 • • RAM Concrete Beam v14.02.01.00 Beam Design Page 34/37 RAM Database: Durham Revised 06/06/10 13:44:25 MEN Building Code: IBC Concrete Code: ACI 318 -05 BEAM INFORMATION: Story Level High Roof Frame Number. 3 Beam Number 9 Grid Location_ (2- A) -(2 -D) Beam Line. Number— 4 Span Number _ 1 Geometry Size: Beam B -1 Depth (in) 28.00 Web Width (in) 16.00 Flange Width (in) NA Flange Thickness (in) NA Length c -c (ft) 36.17 Clear Length (ft) 34.25 Left Support Length (in) 23.00 Right Support Length (in) 23.00 Left Support Width (in) 23.00 Right Support Width (in) 23.00 MATERIAL PROPERTIES: fc (ksi) 4.00 fy Longitudinal (ksi) 60.00 fet (ksi) 0.00 fy Transverse (ksi) 60.00 Conc. Weight (pcf) 145.00 Conc. Type NWC Conc. Modulus (ksi) 3644.00 Reinf. Modulus (ksi) 29000.00 General Warning(s): Deep Beam Code Check Not Performed TOP LONGITUDINAL REINFORCEMENT: Start End End - Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 6 25.000 Upper 1 0.000 1 18.000 Hooked Splice 2 #8 6 25.000 Upper 2 - 18.167 2 -0.000 Splice Hooked Max. Bar Depth Limit (in): 25.500 Clear Bar Cover (in): Top: 1.500 Side: 1.500 BOTTOM LONGITUDINAL REINFORCEMENT: Start End End - Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 6 25.000 Lower 1 0.000 1 30.000 Hooked Splice 2 #8 6 25.000 Lower 1 30.000 1 36.167 Splice Hooked Max. Bar Depth Limit (in): — 25.500 Clear Bar Cover (in): _ Bot.: 1.500 Side: 1.500 LONGITUDINAL BAR DESIGN DETAILS: Positive Flexure Negative Flexure Loc. Mu Phi Mn As req. As Mu Phi Mn As req. As (ft) (kip -ft) (kip -ft) (in (in (kip -ft) (kip -ft) (in (in 0.000 0.00 477.49 0.00 4.74 - 358.70 - 477.49 1.33 4.74 ■ IN Beam Design RAM Concrete Beam v14.02.01.00 Page 35/37 RANI Database: Durham Revised 06/06/10 13:44:25 rE Building Code: IBC Concrete Code: ACI 318 -05 Loc. Mu Phi Mn As req. As Mu Phi Mn As req. As 0.958 0.00 477.49 0.00 4.74 - 358.70 - 477.49 3.45 4.74 1.937. 0.00 477.49 0.00 4.74 - 305.12 - 477.49 2.90 4.74 2.915 0.00 477.49 0.00 4.74 - 254.36 - 477.49 2.39 4.74 3.894 5.33 477.49 0.06 4.74 - 206.43 - 477.49 1.92 4.74 4.873 27.02 477.49 0.32 4.74 - 161.30 - 477.49 1.48 4.74 5.851 46.71 477.49 0.56 4.74 - 118.95 - 477.49 1.33 4.74 6.830 64.41 477.49 0.77 4.74 -79.38 -477.49 0.95 4.74 7.808 86.30 477.49 1.04 4.74 -48.77 - 477.49 0.58 4.74 8.787 107.83 477.49 1.30 4.74 -22.57 - 477.49 0.27 4.74 9.040 112.94 477.49 1.33 4.74 -16.13 - 477.49 0.19 4.74 9.044 113.02 477.49 1.33 4.74 -16.02 - 477.49 0.19 4.74 9.765 126.58 477.49 1.33 4.74 0.00 - 477.49 0.00 4.74 10.744 142.56 477.49 1.33 4.74 0.00 - 477.49. 0.00. 4.74 11.723 155.75 477.49 1.43 4.74 0.00 - 477.49 0.00 4.74 12.701 174.02 477.49 1.60 4.74 0.00 - 477.49 0.00 4.74 13.680 191.72 477.49 1.77 4.74 0.00 - 477.49 0.00 4.74 14.658 205.83 477.49 1.91 4.74 0.00 - 477.49 0.00 4.74 15.637 216.34 477.49 2.01 4.74 0.00 - 477.49 0.00 4.56 16.615 223.25 477.49 2.08 4.74 0.00 - 477.49 0.00 3.65 17.594 226.56 477.49 2.11 4.74 0.00 - 477.49 0.00 4.76 18.081 226.97 477.49 2.12 4.74 0.00 - 477.49 0.00 4.76 18.085 226.97 477.49 . 2.12 4.74 0.00 - 477.49 0.00 4.76 18.573 226.66 47.7.49 2.11 4.74 0.00 - 477.49 0.00 4.76 19.551 223.34 477.49 2.08 4.74 0.00 - 477.49 0.00 3.81 20.530 216.43 477.49 2.01 4.74 0.00 - 477.49 0.00 4.71 21.508 205.91 477.49 1.91 4.74 0.00 - 477.49 0.00 4.74 22.487 191.79 477.49 1.77 4.74 0.00 - 477.49 0.00 4.74 23.465 174.08 477.49 1.60 4.74 0.00 - 477.49 0.00 . 4.74 24.444 157.98 477.49 1.45 4.74 0.00 - 477.49 0.00 4.74. 25.423 144.78 477.49 1.33 4.74 0.00 - 477.49 0.00 4.74 26.401 128.80 477.49 1.33 4.74 -0.67 - 477.49 0.01 4.74 27.123 115.23 477.49 1.33 4.74 -18.33 - 477.49 0.22 4.74 27.127 115.15 477.49 1.33 4.74 -18.43 - 477.49 0.22 4.74 27.380 110.04 477.49 1.33 4.74 -24.87 - 477.49 0.30 4.74 28.358 88.50 477.49 1.07 3.89 -51.08 - 477.49 0.61 434 29.337 66.63 477.49 0.80 4.76 -81.71 - 477.49 0.98 4.74 30.316 48.92 477.49 0.58 4.76 - 121.29 - 477.49 1.33 4.74 31.294 29.22 477.49 0.35 3.57 - 163.64 - 477.49 1.50 4.74 32.273 7.53 477.49 0.09 4.47 - 208.78 - 477.49 1.94 4.74 33.251 0.00 477.49 0.00 4.74 - 256.71 - 477.49 2.41 4.74 34.230 0.00 477.49 0.00 4.74 - 307.47 - 477.49 2.92 4.74 35.208 0.00 477.49 0.00 4.74 - 361.06 - 477.49 3.48 4.74 36.167 0.00 477.49 0.00 4.74 - 361.06 - 477.49 1.33 4.74 FR Beam Design RAM Concrete Beam v14.02.01.00 Page 36/37 RAM Database: Durham Revised 06/06/1.0 13:44:25 Tree, Building Code: IBC Concrete Code: ACI 318 -05 TRANSVERSE REINFORCEMENT: Start End Stirrup Set Size Spacing Num Supp. Loc. . Supp. Loc. Legs Type (ft) (ft) 1 #4 6.00 30 1 1.083 1 16.000 4 Hoop 2 #4 3.00 17 1 16.000 1 20.000 4 Hoop 3 #4 6.00 17 1 20.000 1 29.000. 4 Hoop 5 #4 6.00 9 1 31.000 1 35.083 4 Hoop TRANSVERSE BAR DESIGN DETAILS AND TORSION FORCE: Loc. (ft) Vu (kip) 0.75 Vn As req. (in As (in Tu (kip -ft) (kip) . 0.000 65.89 37.95 0.00 0.00 2.25 0.958 65.89 37.95 0.00 0.00 2.25 1.937 61.69 187.95 0.77 1.60 2.25 2.915 57.62 187.95 0.77 1.60 2.25 3.042 57.11 187.95 0.77 1.60 2.25 3.894 53.68 187.95 0.77 1.60 2.25 4.873 49.88 187.95 0,77 1.60 2.25 5.851 46.21 187.95 0.77 1.60 2.25 6.830 42.57 187.95 0.77 1.60 2.25 7.808 38.89 187.95 . 0.77 1.60 2.25 8.787 35.22 187.95 0.77 1.60 2.25 9.040 34.27 187.95 0.77 1.60 2.25 9.044 34.25 187.95 0.77 1.60 2.25 9.765 31.54 187.95 0.77 1.60 2.25 10.744 27.86 187.95 0.77 1.60 2.25 11.723 24.83 187.95 0.77 1.60 2.25 12.701 21.99 187.95 0.77 1.60 2.25 13.680 19.15 187.95 0.77 1.60 2.25 14.658 16.31 187.95 0.77 1.60 2.25 15.637 13.48 187.95 0.77 1.60 2.25 16.000 12.42 337.95 0.77 4.80 2.25 16.615. 10.64 337.95 0.00 3.20 2.25 17.594 7.80 337.95 0.00 3.20 2.25 18.081 6.38 337.95 0.00 3.20 2.25 18.085 6.39 337.95 0.00 3.20 2.25 18.573 7.80 337.95 0.00 3.20 2.25 19.551 10.64 337.95 0.00 3.20 2.25 20.000 11.94 187.95 0.00 4.80 2.25 20.530 13.48 187.95 0.77 1.60 2,25 21.508 16.32 187.95 0.77 1.60 2.25 22.487 19.16 187.95 0.77 1.60 2.25 23.465 22.00 187.95 0.77 1.60 2.25 24.444 24.84 187.95 0.77 1.60 2.25 25.423 27.87 187.95 0.77 1.60 2.25 • FR Beam Design RAM Concrete Beam v14.02.01.00 Page 37/37 RAM Database: Durham Revised 06/06/10 13:44:25 RJTERNAnC)NAl Building Code: IBC Concrete Code: ACI 318 -05 Loc. (ft) Vu (kip) 0.75 Vn As req. (in As (in Tu (kip -ft) (kip) 26.401 31.55 187.95 0.77 1.60 2.25 27.123 34.26 187.95 0.77 1.60 2.25 27.127 34.27 187.95 0.77 1.60 2.25 27.380 35.22 187.95 0.77 1.60 2.25 28.358 38.90 187.95 0.77 1.60 2,25 29.000 41.31 337.95 0.77 4.80 2.25 29.337 42.58 337.95 0.77 3.20 2.25 30.316 46.21 337.95 0.77 3.20 2.25 31.000 48.78 187.95 0.77 4.80 2.25 31.294 49.88 187.95 0.77 1.60 2.25 32.273 53.68 187.95 0.77 1.60 2.25 33.125 57.11 187.95 0.77 1.60 2,25 33.251 57.62 187.95 0.77 1.60 2.25 34.230 61.70 187.95 0.77 1.60 2.25 35.208 65.91 37.95 0.00 0.00 2.25 36.167 65.91 37.95 0.00 0.00 2.25 TORSION CAPACITY: Torsional Capacity Code Check Not Performed DEFLECTIONS: (Camber = 0.000 in) Type Distance (ft) Delta (in) Ieff (in4) Ieff/Ig Lnld Status Dead Load 17.61 0.355 16918.0 0.58 1157.5 Live Load 17.61 0.131 15667.2 0.54 3143.9 Long Term + LL 17.61 0.627 16410.6 0.56 656.0 Net Total Load 17.61 0.982 15667.2 0.54 418.7 Mcr Tension Bot (kip -ft) = 82.64 Mcr Tension Top (kip -ft) = 82.64 Ig (in4) = 29269.33 ? = 1.25 Controlling Deflection Ratio (Long Term + LL) = 0.366 Span Moments For Ieff Mit (kip -ft) Mmid (kip -ft) Mrt(kip -ft) Dead Load - 199.82 139.61 - 199.90 LL down deft -53.61 37.12 -53.61 LL up deft 0.00 0.00 0.00 • Durham Advanced Wastewater Treatment Facility Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations RAM Model Concrete Column Designs ro Concrete Column v14 Concrete Column Design RAM RAM .02.01.00 Database: Durham Revised 06/06/10 13:44:25 wrE ,"na441 Building Code: IBC Concrete Code: ACI 318 -05 COLUMN INFORMATION: Level High Roof Frame Number: 1 Column Number: 2 Grid Location: . (3 -D) Size: Column Cl Depth x Width (in) 23.00x23.00 Reinforcement Longitudinal: 16 - #8 (5 x 3) As (in 12.64 (2.39 %) Transverse: #4@ 9.0" 0'- 0 " -5' -6" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 1.00 MATERIAL PROPERTIES: fc (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fy Shear (ksi): 60.00 Conc. Weight (pcf): 145.00 Conc. Type: NWC Conc. Modulus (ksi): 3644.15 Reinf.Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 15.83 15.83 K 1.64 1.60 Braced Against Sidesway- No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (103) 1.200 D + 0.200 Sp + 1.000 E5 Axial Load (kip) 76.95 Moment Top Major(kip-ft) -46.05 Minor(kip -ft) - 381.33 Moment Bottom Major(kip -ft) -30.16 Minor(kip -ft) 500.86 Calculated Parameters (Angle = 86.55 degrees): Ld /Cap = 0.92 0.90 Pn(kip): 76.95 0.90 Mn Major(kip-ft): 32.92 0.90 Mn Minor(kip-ft): 546.69 Major Minor Kl /r 46.85 45.82 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (1) 1.400 D Vu (kip) Vc (kip) Vs (kip) 4 4 (Vc + Vs) (kip) Ld /Cap 1 Major: 33.36 61.99 57.33 0.75 89.50 0.37 1 Minor: 55.72 64.01 57.33 0.75 91.01 0.61 TORSION CAPACITY: Controlling Load Combination: (20) 1.200 D + 1.600 Sp - 0.800 W6 0.75 Tn (kip -ft) _ 15.42 Tu (kip -ft) 0.01 .. Con crete Column Design IV RAM Concrete Column v14.02.0 Page 2/11 RANI Database: Durham Revised 06/06/10 13 :44:25 MEAVATXRsW Building Code: IBC Concrete Code: ACI 318 -05 COLUMN INFORMATION: Level High Roof Frame Number: 2 Column Number: 3 Grid Location: (3 -A) Size: Column Cl Depth x Width (in) 23.00x23.00 Reinforcement Longitudinal: 16 - #8 (5 x 3) As (in 12.64 (2.39 %) Transverse: #4@ 9.0" 0'- 0 " -5' -6" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 1.00 MATERIAL PROPERTIES: fc (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fy Shear (ksi): 60.00 Conc. Weight (pct): 145.00 Conc. Type: NWC Conc. Modulus (ksi): 3644.15 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 15.83 15.83 K 1.64 1.60 Braced Against Sidesway_ No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (109) 1.200 D + 0.200 Sp - 1.000 E5 Axial Load (kip) 103.94 Moment Top Major(kip -ft) - 193.41 Minor(kip -ft) 381.35 Moment Bottom Major(kip -ft) 58.70 Minor(kip -ft) - 500.92 Calculated Parameters (Angle = 83.32 degrees): Ld /Cap = 0.90 0.90 Pn(kip): 103.94 0.90 Mn Major(kip-ft): 64.97 0.90 Mn Minor(kip-ft): 554.38 Major Minor K1 /r 46.85 45.82 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (1) 1.400 D Vu (kip) Vc (kip) Vs (kip) (Vc + Vs) (kip) Ld /Cap 1 Major: 50.09 63.12 57.33 0.75 90.34 0.55 1 Minor: 55.72 65.77 57.33 0.75 92.33 0.60 TORSION CAPACITY: Controlling Load Combination: (20) 1.200 D + 1.600 Sp - 0.800 W6 0.75 Tn (kip -ft) 16.35 Tu (kip -ft) 0.01 • :: Con crete Column Design RAM Concrete Column v14.02.0 Page 3/11 RANI Database: Durham Revised 06/06/10 13:44:25 mumnot Building Code: IBC Concrete Code: ACI 318 -05 COLUMN INFORMATION: Level High Roof Frame Number: 1 Column Number: 1 Grid Location: (2 -D) Size: Column Cl Depth x Width (in) . 23.00x23.00 Reinforcement Longitudinal: 1648 (5 x 3) As (in 12.64 (2.39 %) Transverse: #4@ 3.0" 0'- 0 " -5' -6" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 1.00 MATERIAL PROPERTIES: fc (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fy Shear (ksi): 60.00 Conc. Weight (pet):. 145.00 Conc. Type: NWC Conc. Modulus (ksi): 3644.15 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 15.83 3.17 K 1.64 3.33 Braced Against Sidesway - No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination:. (107) 1.200 D + 0.200 Sp - 1.000 E3 Axial Load (kip) 75.99 Moment Top Major(kip -ft) 169.66 Minor(kip -ft) - 217.62 Moment Bottom Major(kip -ft) - 310.04 Minor(kip -ft) -1.03 Calculated Parameters (Angle = 52.06 degrees): Ld /Cap = 0.59 0.81 Pn(kip): 75.99 0.81 Mn Major(kip-ft): 288.09 0.81 Mn Minor(kip-ft): 369.52 Major Minor Kl /r 46.85 19.06 Slender Yes No 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (104) 1.200 D + 0.200 Sp + 1.000 E6 Vu (kip). Vc (kip) Vs (kip) • 4 (Ye + Vs) (kip) Ld /Cap 1 Major: 45.11 62.04 172.00 0.75 175.53 0.26 1 Minor: 117.65 63.93 172.00 0.75 176.95 0.66 TORSION CAPACITY: Controlling Load Combination: (1) 1.400 D 0.75 Tn (kip -ft) 15.11 Tu (kip -ft) 0.01 Concrete Column Design RAM Concrete Column v14.02.01.00 Page 4/11 RAM Database: Durham Revised 06/06/10 13:44:25 WIEA�LUK)P141 Building Code: IBC Concrete Code: ACI 318-05 COLUMN INFORMATION: Level High Roof Frame Number:. 2 Column Number: 4 Grid Location: (2 -A) Size: Column Cl Depth x Width (in) 23.00x23.00 Reinforcement Longitudinal: 16 - #8 (5 x 3) As (in 12.64 (2.39 %) Transverse: #4@ 3.0" 0'- 0 " -5' -6" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major . 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 1.00 MATERIAL PROPERTIES: fc (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fy Shear (ksi): 60.00 Conc. Weight (pcf): 145,00. Conc. Type: NWC Conc. Modulus (ksi): 3644.15 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 15.83 3.17 K 1.64 3.33 Braced Against Sidesway _ No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (108) 1.200 D + 0.200 Sp -1.000 E4 Axial Load (kip) 102.49 Moment Top Major(kip -ft) 321.94 Minor(kip -ft) 203.18 Moment Bottom Major(kip -ft) - 436.60 Minor(kip -ft) -59.02 Calculated Parameters (Angle = 7.70 degrees): Ld/Cap = 0.79 0.90 Pn(kip): 102.49 0.90 Mn Major(kip-ft): 550.83 0.90 Mn Minor(kip-ft): 74.47 Major Minor KUr 46.85 19.06 Slender Yes No 10.13.5: lu /r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (110) 1.200 D + 0.200 Sp - 1.000 E6 Vu (kip) Vc (kip) Vs (kip) 4 (Vc + Vs) (kip) Ld /Cap I Major: 63.25 63.19 172.00 0.75 176.39 0.36 1 Minor: 117.47 65.43 172.00 0.75 178.07 0.66 TORSION CAPACITY: Controlling Load Combination: (1) 1.400 D 0.75 Tn (kip -ft) 16.19 Tu (kip -ft) 0.01 . • • ri Concrete Column Design RAM Concrete Column v14.02A1.00 Page 5/11 RANI Database: Durham Revised 06/06/10 13:44:25 IMERIV ":"AE Building Code: IBC Concrete Code: ACI 318 -05 COLUMN INFORMATION: Level Low Roof Frame Number: 1 Column Number: 4 Grid Location: _ (3 -D) Size: Column Cl Depth x Width (in) 23.00x23.00 Reinforcement Longitudinal: 16 - #8 (5 x 3) As (in 12.64 (239 %) Transverse: #4@ 9.0" O'- 0 "- 1l' -6" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 1.00 MATERIAL PROPERTIES: fc (ksi): 4.00 fy Long (ksi): _ 60.00 fet (ksi): 0.00 fy Shear (ksi): 60.00 Conc. Weight (pcf): 145.00 Conc. Type: NWC Conc. Modulus (ksi): 3644.15 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 15.83 15.83 K 1.64 1.60 Braced Against Sidesway- No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (103) 1.200 D + 0.200 Sp + 1.000 E5 Axial Load (kip) 84.55 Moment Top Major(kip -ft) _ - 46.05 Minor(kip-ft) - 381.33 Moment Bottom Major(kip -ft). -30.16 Minor(kip -ft) 500.86 Calculated Parameters (Angle = 86.55 degrees): Ld /Cap = 0.91 0.90 Pn(kip): 84.55 0.90 Mn Major(kip-ft): 33.16 0.90 Mn Minor(kip-ft): 550.70 Major Minor Kl/r 46.85 45.82 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (1) 1.400 D Vu (kip) Vc (kip) Vs (kip) 4 _4 (Vc + Vs) (kip) Ld /Cap 1 Major: 33.36 62.32 57.33 0.75 89.74 0.37 1 Minor: 55.72 64.51 57.33 0.75 91.38 0.61 TORSION CAPACITY: Controlling Load Combination: (8) 1.200 D + 1.600 Sp + 0.800 W6 0.75 Tn (kip -ft) 15.70 Tu (kip -ft) 0.03 MI Concrete Column Design RAM Concrete Column v14.02.01.00 Page 6 /11 RAM Database: Durham Revised 06/06/10 13:44:25 8V►EmENM Building Code: IBC Concrete Code: ACI 318 -05 COLUMN INFORMATION: Level Low Roof Frame Number: 2 Column Number: 5 Grid Location: (3 -A) Size: Column Cl Depth x Width (in) 23.00x23.00 Reinforcement Longitudinal: 16 - #8 (5 x 3) As (in 12.64 (2.39 %) Transverse: #4@ 9.0" 0'- 0 "- 11' -6" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 1.00 MATERIAL PROPERTIES: fc (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fy Shear (ksi): 60.00 Conc. Weight (pcf): 145.00 Conc. Type: NWC Conc. Modulus (ksi): 3644.15 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 15.83 15.83 K 1.64 1.60 Braced Against Sidesway- No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (109) 1.200 D + 0.200 Sp - 1.000 E5 Axial Load (kip) 111.54 Moment Top Major(kip -ft) - 193.41 Minor(kip -ft) 381.35 Moment Bottom Major(kip -ft) 58.70 Minor(kip -ft) - 500.92 Calculated Parameters (Angle = 83.32 degrees): Ld /Cap = 0.90 0.90 Pn(kip): 111.54 0.90 Mn Major(kip-ft): 65.40 0.90 Mn Minor(kip-ft): 558.05 Major Minor KUr 46.85 45.82 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (1) 1.400 D Vu (kip) Vc (kip) Vs (kip) 4 4 (Vc + Vs) (kip) Ld /Cap 1 Major: 50.09 63.44 57.33 0.75 90.58 0.55 1 Minor: 55.72 66.27 57.33 0.75 92.70 0.60 TORSION CAPACITY: Controlling Load Combination: (20) 1.200 D + 1.600 Sp - 0.800 W6 0.75 Tn (kip -ft) 16.59 Tu (kip -ft) 0.03 Concrete Column Design RAM Concrete Column v14.02.01.00 Page 7/11 Database: Durham Revised 06 /06 /10 13:44:25 wrw Building Code: IBC Concrete Code: ACI 318 -05 COLUMN INFORMATION: Level Low Roof Frame Number: 1 Column Number: 3 Grid Location: (2 -D) Size: Column Cl Depth x Width (in) 23.00x23.00 Reinforcement Longitudinal: 16- #8 (5 x 3) As (in2) 12.64 (2.39 %) Transverse: #4@ 9.0" 0'- 0 "- 11' -6" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 1.00 MATERIAL PROPERTIES: fc (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fy Shear (ksi): 60.00 Conc. Weight (pcf): 145.00 Conc. Type: NWC Conc. Modulus (ksi): 3644.15 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 15.83 10.33 K 1.64 2.02 Braced Against Sidesway_ No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (134) 0.900 D - 1.000 E6 Axial Load (kip) 0.60 Moment Top Major(kip -ft) 37.56 Minor(kip -ft) 76.71 Moment Bottom Major(kip-ft) 13.68 Minor(kip -ft) - 310.39 Calculated Parameters (Angle = 87.48 degrees): Ld /Cap = 0.61 0.90 Pn(kip): 0.60 0.90 Mn Major(kip-ft): 22.38 0.90 Mn Minor(kip-ft): 507.89 Major Minor Kl /r 46.85 37.79 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (101) 1.200 D + 0.200 Sp + 1.000 E3 Vu (kip) Vc (kip) Vs (kip) 4 4 (Ye + Vs) (kip) Ld/Cap 1 Major: 45.11 63.36 57.33 0.75 90.52 0.50 1 Minor: 37.84 59.67 57.33 0.75 87.76 0.43 TORSION CAPACITY: Controlling Load Combination: (110) 1.200 D + 0.200 Sp - 1.000 E6 0.75 Tn (kip -ft) 12.80 Tu (kip -ft) 0.29 Concrete Column Design RAM Concrete Column v14.02.01.00 Page 8/11 RAM Database: Durham Revised 06/06/10 13:44:25 MIERNAirm Building. Code: IBC Concrete Code: ACI 318 -05 COLUMN INFORMATION: Level Low Roof Frame Number: 2 Column Number: 6 Grid Location: (2 -A) Size: Column Cl Depth x Width (in) 23.00x23.00 Reinforcement Longitudinal: 16 - #8 (5 x 3) As (in 12.64 (2.39 %) Transverse: #4@ 9.0" 0'- 0 "- ll' -6" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 - Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 1.00 MATERIAL PROPERTIES: fc (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fy Shear (ksi): 60.00 Conc. Weight (pet): 145.00 Conc. Type: NWC Conc. Modulus (ksi): 3644.15 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 15.83 10.33 K 1.64 2.02 Braced Against Sidesway - No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (108) 1.200 D + 0.200 Sp - 1.000 E4 Axial Load (kip) 135.77 Moment Top Major(kip -ft) 321.94 Minor(kip -ft) 55.73 Moment Bottom Major(kip -ft) - 436.60 Minor(kip -ft) -5.73 Calculated Parameters (Angle = 0.75 degrees): Ld/Cap = 0.75 0.90 Pn(kip): 135.77 0.90 Mn Major(kip-ft): 583.24 0.90 Mn Minor(kip-ft): 7.65 Major Minor Kl /r 46.85 37.79 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (107) 1.200 D + 0.200 Sp - L000 E3 Vu (kip) Vc (kip) Vs (kip) 4) 4) (Vc + Vs) (kip) Ld/Cap 1 Major: 63.25 67.33 57.33 0.75 93.50 0.68 1 Minor: 38.87 64.58 57.33 0.75 91.43 0.43 TORSION CAPACITY: Controlling Load Combination: (55) 1.200 D +1.600 W5 0.75 Tn (kip -ft) 16.93 Tu (kip -ft) 0.00 • Concrete Column Design RAM Concrete Column v14.02.01.00 Page 9/11 RANI Database: Durham Revised 06/06/10 13:44:25 MEFNATCM Building Code: IBC Concrete Code: ACI 318 -05 COLUMN INFORMATION: Level Low Roof Frame Number: 8 Column Number: 7 Grid Location: _ (1.9 -C) Size:. Column C2 • Depth x Width (in) 17.00x17.00 Reinforcement Longitudinal: 12 - #5 (4 x 2) As (in 3.72 (1.29 %) Transverse: #4@ 6.0" 0•- 0 "- 11' -6" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 1.00 MATERIAL PROPERTIES: fc (ksi): . 4.00 fy Long (ksi): 60.00 fct (ksi): _ • 0.00 fy Shear (ksi): _ 60.00 Conc. Weight (pcf): 145.00 Conc. Type: NWC Conc. Modulus (ksi):. 3644.15 Reinf. Modulus (ksi): _ 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 10.67 11.50 K 1.21 1.91 Braced Against Sidesway_ No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (128) 0.900 D + 1.000 E6 Axial Load (kip) 3.54 Moment Top Major(kip -ft) -3.80 Minor(kip -ft) -20.94 Moment Bottom Major(kip -ft) -3.27 Minor(kip -ft) 80.86 Calculated Parameters (Angle = 87.69 degrees): Ld/Cap = 0.69 0.90 Pn(kip): 3.54 0.90 Mn Major(kip-ft): 4.73 0.90 Mn Minor(kip-ft): 117.16 Major Minor K1/r 31.57 53.71 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (107) 1.200 D + 0.200 Sp - 1.000 E3 Vu (kip) Vc (kip) Vs (kip) (Vc + Vs) (kip) Ld /Cap 1 Major: 15.20 34.85 . 62.00 0.75 72.64 0.21 1 Minor: 9.03 31.78 62.00 0.75 70.33 0.13 TORSION CAPACITY: Controlling Load Combination: (84) 0.900 D + 1.600 WI0 0.75 Tn (kip -ft) 5.98 Tu (kip -ft) 0.01 .. , ro i . RAM Concrete Column v1 C oncrete Column Design 4.02.01.00 Page 10/11 RAM Database: Durham Revised 06/06/10 13:44:25 IMFSTWIC 'A Building Code: IBC Concrete Code: ACI 318 -05 COLUMN INFORMATION: Level Low Roof Frame Number: 5 Column Number: 2 Grid Location: (1 -C) Size: Column C2 Depth x Width (in) 17.00x17.00 Reinforcement Longitudinal: 12 - #5 (4 x 2) As (in ' 3.72 (1.29 %) Transverse: #4@ 9.0" 0'- 0 "- 11' -6" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 1.00 MATERIAL PROPERTIES: fc (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi):. 0.00 fy Shear (ksi): 60.00 Conc. Weight (pet): 145.00 Conc. Type: NWC Conc. Modulus (ksi): 3644.15 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major ' Minor Unbraced Length (ft) 10.67 10.67 K 1.53 1.67 Braced Against Sidesway- No No • LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (125)0.900 D + 1.000 E3 Axial Load (kip) 4.03 . Moment Top Major(kip -ft) -32.25 Minor(kip -ft) -18.42 Moment Bottom Major(kip -ft) 78.58 Minor(kip -ft) 10.88 Calculated Parameters (Angle = 7.89 degrees): Ld/Cap = 0.68 0.90 Pn(kip): 4.03 0.90 Mn Major(kip-ft): 116.24 0.90 Mn Minor(kip-ft): 16.10 Major Minor Kl /r 39.96 43.49 Slender Yes Yes 10.13.5: lu/r> limit_ No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (1) 1.400 D Vu (kip) Vc (kip) Vs (kip) 4 4 (Vc + Vs) (kip) Ld/Cap 1 Major: 10.52 31.80 41.33 0.75 54.85 0.19 1 Minor: 10.04 31.80 41.33 0.75 54.85 0.18 TORSION CAPACITY: Controlling Load Combination: (56) 1.200 D + 1.600 W6 0.75 Tn (kip -ft) 5.23 Tu (kip -ft) 0.00 • . Co ncrete Column Design RAM Concrete Column v14.02. Page 11/11 RANI Database: Durham Revised 06/06/10 13:44:25 NIEWJNR7hiN Building Code: IBC Concrete Code: ACI 318 -05 COLUMN INFORMATION: Level Low Roof Frame Number: _ 5 Column Number: 1 Grid Location: (1 -B) Size: Column C2 Depth x Width (in) 17.00x17.00 Reinforcement Longitudinal: 12 - #6 (4 x 2) As (in 5.28 (1.83 %) Transverse: #4@ 6.0" 0'- 0 "- 11' -6" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major • 2 Shear Legs Minor. 2 Longitudinal Bars Max Tension Stress Ratio: 1.00 MATERIAL PROPERTIES: fc (ksi):_ 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fy Shear (ksi): 60.00 Conc. Weight (pcf): _ 145.00 Conc. Type: NWC Conc. Modulus (ksi): 3644.15 Reinf Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 10.67 10.67 K 1.56 1.67 Braced Against Sidesway- No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (108) 1.200 D + 0.200 Sp - 1.000 E4 Axial Load (kip) 20.21 Moment Top. Major(kip -ft) 55.39 Minor(kip -ft) 27.38 Moment Bottom Major(kip -ft) - 128.57 Minor(kip -ft) -13.32 • Calculated Parameters (Angle = 5.91 degrees): Ld/Cap = 0.79 0.90 Pn(kip): 20.21 0.90 Mn Major(kip-ft): 162.66 0.90 Mn Minor(kip-ft): 16.85 Major Minor Kl /r 40.57 43.49 Slender Yes Yes 10,13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (101) 1.200 D + 0.200 Sp + 1,000 E3 Vu (kip) Vc (kip) Vs (kip) 4 4 (Vc + Vs) (kip) Ld /Cap 1 Major: 17.25 31.97 62.00 0.75 70.48 0.24 1 Minor: 9.90 31.71 62.00 0.75 70.28 0.14 TORSION CAPACITY: Controlling Load Combination: (56) 1.200 D + 1.600 W6 0.75 Tn (kip -ft) 5.29 Tu (kip -ft) 0.01 • • Durham Advanced Wastewater Treatment Facility, Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations RAM Model Story Displacements rim Story Displacements RAM Frame v14.02.01.00 RIM DataBase: Durham Revised 06/04/10 09:05:02 I Building Code: IBC CRITERIA: Rigid End Zones: Ignore Effects Member Force Output: At Face of Joint P- Delta: Yes Scale Factor: 2.00 Ground Level: Base Wall Mesh Criteria : Max. Allowed Distance between Nodes (ft) : 8.00 LOAD CASE DEFINITIONS: D DeadLoad RAMUSER Sp PosRoofLiveLoad RAMUSER El Seismic N S RAMUSERNODALS E2 Seismic E W RAMUSERNODAL _ S W1 Wind Wind IBC06_1_X W2 Wind Wind__IBC06 1_Y W3 Wind Wind_IBC06_2_X +E W4 Wind Wind_IBC06_2_X -E W5 Wind Wind IBC06_2_Y +E W6 Wind Wind_IBC06 2_Y -E W7 Wind Wind_IBC06__3_X +Y W8 Wind Wind_IBC06_3_X -Y W9 Wind Wind_IBC06_4 X +Y_CW W10 Wind Wind IBC06 4 X +YCCW WI1 Wind Wind_IBC06_4_X -Y__CW W12 Wind Wind__IBC06_4_X- Y_CCW E3 Seismic Total EQ_IBC06_X_ +E_F _ E4 Seismic Total EQ_IBC06_X_ -EF E5 Seismic Total EQ_IBC06_Y_ +EF E6 Seismic Total EQ_IBC06_Y_ -E _ F Level: High Roof, Diaph: 1 Center of Mass (ft): (40.35, 15.65) LdC Disp X Disp Y Theta Z in in rad D 0.01970 0.03075 - 0.00006 Sp 0.00215 0.00724 - 0.00002 El 0.04473 0.00042 0.00002 E2 - 0.00180 0.02337 - 0.00005 WI 0.01658 - 0.00061 - 0.00000 W2 0.00005 0.03676 0.00003 W3 0.01224 - 0.00106 - 0.00001 W4 0.01263 0.00014 0.00000 W5 0.00057 0.02923 0.00004 W6 - 0.00050 0.02592 0.00000 W7 0.01248 0.02711 0.00002 W8 0.01240 - 0.02803 - 0.00002 Fl 11 RAM Frame v14.02.01.00 Story Displacements Page 2/2 t RAIN DataBase: Durham Revised 06/04/10 09:05:02 III Building Code: IBC W9 0.00881 0.01865 - 0.00001 W10 0.00990 0.02202 0.00003 W 1 l 0.00875 - 0.02271 - 0.00004 W12 0.00984 -0.01934 0.00000 E3 0.69513 - 0.00954 0.00003 E4 0.70225 0.01250 0.00029 E5 0.00553 0.64077 0.00064 E6 - 0.00257 0.61570 0.00035 • Durham Advanced Wastewater Treatment Facility Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations R AM SMRF Beam S ummary * *Note - SMRF Beam Summary only included for transverse reinforcing requirements. RAM has a bug that indicates that there is a "Design Warning" for the beams. The bug fails to place the first tie at 2 inches from the face of the column; however, the transverse reinforcing is properly calculated. The design reflects the 2 inch requirement. ri „ RAM Concrete Beam v14.02Beam Desi j Summary .01.00 RAM Database: Durham Revised 06/04/10 09:05:02 OJIEnstmom Building Code: IBC Concrete Code: ACI 318 -05 Story Level: Low Roof Beam Line: 1 (Check Design Warnings) SUPPORT GEOMETRY: Index Grid Loc. Loc. Type Length Width Depth (ft) (in) (in) (in) 1 (2 -A) `0.00 Column 23.00 23.00 NA 2 (2 -D) 36.17 Column 23.00 23.00 NA BEAM GEOMETRY: Web Flange Minimum Index Span Section Depth Width Width SlabThick. (ft) (in) (in) (in) (in) 1 36.17 Beam B -3 28.00 16.00 NA NA TOP LONGITUDINAL REINFORCEMENT: Start End End- Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 6 25.000 Upper 1 0.000 1 18.000 Hooked Splice 2 #8 6 25.000 Upper 2 - 18.167 2 -0.000 Splice Hooked BOTTOM LONGITUDINAL REINFORCEMENT: Start End End - Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 6 25.000 Lower 1 0.000 1 30.000 Hooked Splice 2 #8 6 25.000 Lower 1 30.000 1 36.167 Splice Hooked TRANSVERSE REINFORCEMENT: Start End Stirrup Set Size Spacing Num Supp. Loc. Supp. Loc. Legs Type (ft) (ft) 1 #4 6.00 30 1 1.083 1 16.000 2 Hoop 2 #4 3.00 17 1 16.000 1 20.000 2 Hoop 3 #4 6.00 15 1 , 20.000 1 28.000 2 Hoop 4 #4 3.00. 17 1 28.000 1 32.000 2 Hoop 5 #4 6.00 7 1 32.000 1 35.083 2 Hoop Story Level: Low Roof Beam Line: 2 (Check Design Warnings) SUPPORT GEOMETRY: Index Grid Loc. Loc. Type Length Width Depth (ft) (in) (in) (in) 1 (1 -B) 0.00 Column 17.00 17.00 NA 2 (2 -A) 18.83 Beam 16.00 NA 12.00 rim Be am Design Summary RAM Concrete Beam v14.02.01. Page 2/7 RAM Database: Durham Revised 06/04/10 09:05:02 moulmom Building Code: IBC Concrete Code: ACI 318 -05 BEAM GEOMETRY: Web Flange Minimum Index Span Section Depth Width Width SlabThick. (ft) (in) (in) (in) (in) 1 18.83 Beam B -5 20.00 12.00 NA NA TOP LONGITUDINAL REINFORCEMENT: Start End End- Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 3 17.000 Upper 1 0.000 1 9.000 Hooked Splice 2 #8 3 17.000 Upper 2 -9.833 2 0.000 Splice Hooked BOTTOM LONGITUDINAL REINFORCEMENT: Start End End- Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 3 17.000 Lower 1 0.000 1 9.000 Hooked Splice 2 #8 3 17.000 Lower 1 9.000. 1 18.833 Splice Hooked TRANSVERSE REINFORCEMENT: Start End Stirrup Set Size Spacing Num Supp. Loc. Supp. Loc. Legs Type (ft) (ft) 1 #4 3.00 21 1 0.833 1 5.833 2 Hoop 2 #4 6.00 2 1 5.833 1 7.000 2 Hoop 3 #4 3.00 17 1 7.000 1 11.000 2 Hoop 4 #4 6.00 3 1 11.000 1 13.000 2 Hoop 5 #4 3.00 21 1 13.000 1 18.000 2 Hoop Story Level: Low Roof Beam Line: 3 (Check Design Warnings) SUPPORT GEOMETRY: Index Grid Loc. Loc. Type Length Width Depth (ft) (in) (in) (in) 1 (1 -B) 0.00 Column 17.00 17.00 NA 2 (1 -C) 28.42 Column 17.00 17.00 NA BEAM GEOMETRY: Web Flange. Minimum Index Span Section Depth Width Width SlabThick. (ft) (in) (in) (in) (in) 1 28.42 Beam B -4 20.00 12.00 NA NA ril B eam Design Summary RAM Concrete Beam x14.02.0 Page 3/7 RAM Database: Durham Revised 06/04/10 09:05:02 IME0NATI(.1A1 Building Code: IBC Concrete Code: ACI 318 -05 TOP LONGITUDINAL REINFORCEMENT: Start End End- Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 3 17.000 Upper 1 0.000 1 14.000 Hooked Splice 2 #8 3 17.000 Upper 2 - 14.417 2 - 0.000 Splice Hooked BOTTOM LONGITUDINAL REINFORCEMENT: Start End . End- Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 3 17.000 Lower 1 0.000 1 24.000 Hooked Splice 2 #8 3 17.000 Lower 1 24.000 1 28.417 Splice Hooked TRANSVERSE REINFORCEMENT: Start End Stirrup Set Size Spacing Num Supp. Loc. Supp. Loc. Legs Type (ft) (ft) 1 #4 3.00 21 1 0.833 1 5.833 2 Hoop 2 #4 6.00 12 1 5.833 1 12.000 2 Hoop 3 #4 3.00 17 1 12.000 1 16.000 2 Hoop 4 #4 6.00 11 1 16.000 1 21.583 2 Hoop 5 #4 3.00 25 1 21.583 1 27.583 2 Hoop Story Level: Low Roof Beam Line: 4 (Check Design Warnings) SUPPORT GEOMETRY: Index Grid Loc. Loc. Type Length Width Depth (ft) (in) (in) (in) I (1 -C) 0.00 Column 17.00 17.00 NA 2 (1.9 -C) 17.17 Column 17.00 17.00 NA 3 (2 -A) 18.83 Beam 16.00 NA 12.00 BEAM GEOMETRY: Web Flange Minimum Index Span Section Depth Width Width SlabThick. (ft) (in) (in) (in) (in) 1 17.17 Beam B -5 20.00 12.00 NA NA 2 1.67 Beam B -5 20.00 12.00 NA NA TOP LONGITUDINAL REINFORCEMENT: Start End End- Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 3 17.000 Upper 1 0.000 1 8.000 Hooked Splice • • r im RAM Concrete Beam v14.02Beam Design Summary .01.00 Page 4/7 RAM Database: Durham Revised 06/04/10 09 :05:02 OVIERNUUI("4 Building Code: IBC Concrete Code: ACI 318 -05 Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End 2 #8 3 17.000 Upper 2 -9.167 2 1.667 Splice Hooked BOTTOM LONGITUDINAL REINFORCEMENT: Start End End - Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 3 17.000 Lower 1 0.000 1 9.000 Hooked Splice 2 #8 3 17.000 Lower 2 -8.167 2 1.667 Splice Hooked TRANSVERSE REINFORCEMENT: Start End Stirrup Set Size Spacing Num Supp. Loc. Supp. Loc. Legs Type (ft) (ft) 1 #4 3.00 63 1 0.833 1 16.333 2 Hoop Story Level: High Roof Beam Line: 1 (Check Design Warnings) SUPPORT GEOMETRY: Index Grid Loc. Loc. Type Length Width Depth (ft) (in) (in) (in) 1 (2 -A) 0.00 Column 23.00 23.00 NA 2 (3 -A) 41.25 Column 23.00 23.00 NA BEAM GEOMETRY: Web Flange Minimum Index Span Section Depth Width . Width SlabThick. (ft) (in) (in) (in) (in) 1 41.25 Beam B -2 28.00 16.00 NA NA TOP LONGITUDINAL REINFORCEMENT: Start End End - Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 5 25.000 Upper 1 0.000 1 21.000 Hooked Splice 2 #8 5 25.000 Upper 2 - 20.250 2 0.000 Splice Hooked BOTTOM LONGITUDINAL REINFORCEMENT: Start End End - Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 5 25.000 Lower 1 0.000 1 34.000 Hooked Splice 2 #8 5 25.000 Lower 1 34.000 1 41.250 Splice Hooked . • r im RAM Concrete Beam v14;02Beam Design Summary .01.00 Page 5/7 RAM Database: Durham Revised 06/04/10 09:05:02 T(Rt44,xx - Building Code: IBC Concrete Code: ACI 318 -05 TRANSVERSE REINFORCEMENT: Start End Stirrup Set Size Spacing Num Supp. Loc. Supp. Loc. Legs Type (ft) (ft) 1 #4 6.00 34 1 1.083 1 18.000 2 Hoop 2 #4 3.00 25 1 18.000 1 24.000 2 Hoop 3 #4 6.00 15 1 24.000 1 32.000 2 Hoop 4 #4 3.00 17 1 32.000 1 36.000 2 Hoop 5 #4 6.00 9 1 36.000 1 40.167 2 Hoop Story Level: High Roof Beam Line: 2 (Check Design Warnings) SUPPORT GEOMETRY: Index Grid Loc. Loc. Type Length Width Depth (ft) (in) (in) (in) 1 (3 -A) 0.00 Column 23.00 23.00 NA 2 (3 -D) 36.17 Column 23.00 23.00 NA BEAM GEOMETRY: Web Flange Minimum Index Span Section Depth Width Width SlabThick. (ft) (in) (in) (in) (in) 1 36.17 Beam B -1 28.00 16.00 NA NA TOP LONGITUDINAL REINFORCEMENT: Start End End- Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 6 25.000 Upper 1 0.000 1 18.083 Hooked Splice 2 #8 6 25.000 Upper 2 - 18.167 2 -0.000 Splice Hooked BOTTOM LONGITUDINAL REINFORCEMENT: Start End End - Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 6 25.000 Lower 1 0.000 1 30.000 Hooked Splice 2 #8 6 25.000 Lower 1 30.000 1 36.167 Splice Hooked TRANSVERSE REINFORCEMENT: Start End Stirrup Set Size Spacing Num Supp. Loc. Supp. Loc. Legs Type (ft) (ft) 1 #4 6.00 30 1 1.083 1 16.000 4 Hoop 2 #4 3.00 17 1 16.000 1 20.000 4 Hoop 3 #4 6.00 17 1 20.000 1 29.000 4 Hoop . FIN Beam Design Summary RAM Concrete Beam v14.02.01.00 Page 6/7 RAM Database: Durham Revised 06/04/10 09:05:02 MERNNICYVA! Building Code: IBC - Concrete Code: ACI 318 -05 Set Size Spacing Num Supp. Loc. Supp. Loc. Legs Type 4 #4 3.00 9 1 29.000 1 31.000 4 Hoop 5 #4 6.00 9 1 31.000 1 35.083 4 Hoop Story Level: High Roof Beam Line: 3 SUPPORT GEOMETRY: Index Grid Loc. Loc. Type Length Width Depth (ft) (in) (in) (in) 1 (2 -D) 0.00 Column 23.00 23.00 NA 2 (3 -D) 41.25 Column 23.00 23.00 NA BEAM GEOMETRY: Web Flange Minimum Index Span Section Depth . Width Width . SlabThick. (ft) (in) (in) (in). (in) 1 41.25 Beam B -2 28.00 16.00 NA NA TOP LONGITUDINAL REINFORCEMENT: Start End End- Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 5 25M00 Upper 1 0.000 1 21.000 Hooked Splice 2 #8 5 25.000 Upper 2 - 20.250 2 0.000 Splice Hooked BOTTOM LONGITUDINAL REINFORCEMENT: Start End End - Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 5 25.000 Lower 1 0.000 1 21.000 Hooked Splice 2 #8 5 25.000 Lower 1 21.000 1 41.250 Splice Hooked TRANSVERSE REINFORCEMENT: Start End Stirrup Set Size Spacing Num Supp. Loc. Supp. Loc. Legs Type (ft) (ft) 1 #4 6.00 15 1 1.083 1 8.083 2 Hoop 2 #4 12.00 9 1 8.083 1 18.000 2 Hoop 3 #4 3.00 25 1 18.000 1 24.000 2 Hoop 4 #4 12.00 10 1 24.000 1 34.083 2 Hoop 5 #4 6.00 13 1 34.083 1 40.083 2 Hoop Story Level: High Roof Beam Line: 4 (Check Design Warnings) • IN RAM Concrete Beam v 14.02Beam Design Summary .01.00 Page 7/7 RAM Database: Durham Revised 06/04/10 09:05:02 � Building Code: IBC Concrete Code: ACI 318 -05 SUPPORT GEOMETRY: Index Grid Loc. Loc. Type. Length Width Depth (ft) (in) (in) (in) 1 (2 -A) 0.00 Column 23.00 23.00 NA 2 (2 -D) 36.17 Column 23.00 23.00 NA BEAM GEOMETRY: Web Flange Minimum Index Span Section Depth Width Width SlabThick. (ft) (in) (in) (in) (in) 1 36.17 Beam B -1 28.00 16.00 NA NA TOP LONGITUDINAL REINFORCEMENT: Start End End - Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 6 25.000 Upper 1 0.000 1 18.000 Hooked : Splice 2 #8 6 25.000 Upper 2 - 18.167 2 -0.000 Splice Hooked BOTTOM LONGITUDINAL REINFORCEMENT: Start End End- Condition Set Size Num Depth Layer Supp. Loc. Supp. Loc. Start End (in) (ft) (ft) 1 #8 6 25.000 Lower 1 0.000 1 30.000 Hooked Splice 2 #8 6 25.000 Lower 1 30.000 1 36.167 Splice Hooked TRANSVERSE REINFORCEMENT: Start End Stirrup Set Size Spacing Num Supp. Loc. Supp. Loc. Legs Type (ft) (ft) 1 #4 6.00 30 1 1.083 1 16.000 4 Hoop 2 #4 3.00 17 1 16.000 1 20.000 4 Hoop 3 #4 6.00 17 1 20.000 1 29.000 4 Hoop 4 #4 3.00 9 1 29.000 1 31.000 4 Hoop 5 #4 6.00 9 1 31.000 1 35.083 4 Hoop Durham Advanced Wastewater Treatment Facility Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations earn c e Durham Beam Schedule Shear Reinforcing Beam Width Depth Top Reinforcing Bottom Reinforcing Size Start Grid Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 End Grid B-1 16 28 6 - #8 6 -#8 #4 Grid A 9 @ 6 inches 9 @ 3 inches 17 @ 6 inches 17 @ 3 inches 30 @ 6 inches Grid D B-2 16 28 5 - #8 5 - #8 #4 Grid 2 21 @ 3 inches 12 @ 6 inches 17 @ 3 inches 4 @ 6 inches 38 @ 3 inches Grid 3 B -3 16 28 6- #8 6 - #8 #4 Grid A 7 @ 6 inches 17 @ 3 inches 15 @ 6 inches 17 @ 3 inches 30 @ 6 inches Grid D B-4 12 20 3 - # 8 3 -#8 #4 Grid S 25 @ 3 inches 11 @ 6 inches 17 @ 3 inches 12 @ 6 inches 21 @ 3 inches Grid C B-5 12 20 3 -#8 3 - #8 #4 Grid 1 74 @. 3 inches Grid 2 Note: 1. Place first stirrup 2 inches from face of support, typical 2. Provide stirrups at 3 inch spacing at longitudinal reinforcing laps, full length of lap Durham Advanced Wastewater Treatment Facility Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations Diaphragm Analysis • CH2MHILL SUBJECTUW.Q.Q►n 5' 1 BY )4, • Crik- �] �elphrt c�VAQ e . SHEET NO. J__. of 1 DATE ^,"� 2.4:4- � •i PROJECT NO. -. 11 -.. _ I __ I I I I I I 1 .._ 1 . I { I(� 1 I I I I 1 1 - 1 I I I I I i - -- I I C _ ..__ f .._ • I .. _ . I . _. _. ._ I I I 1 I I I. 1 I I . ._ . I I I I j I I I t! _. I I II II.. I II : I I I1 II II I.._._. I _ .; th it Ny I le i.. 1 :1_.I I I I I. I 1 I I I 1 I I _I II I ••r I I I I... i I I _ + .� i _.._ I +(-4 - 4t,i s I : 1` I, .R .. V 11IIf._.. I 11.. I I.l I( I. 1 1 • Ii -- I I -- I . I( � .i P 1 I I f Tff ' " ' �' I I I I_. r rI I. 1I II I IIII I I I I_ I I . - III ,: _ t . O _ lets . . • . l s �.. w a I I I .. l I ) I I I I rl .._. III I ..: I f I . ` I I k.._: _ • I I I I • I I I . _ I_. I I I - . - I ( - - . _L_ 1 . : i . .. , 1 I .. i I I . I I I I I I I I r f I . I _•.. •A'.. 1 I I1 :- I►II I: II I _.... I I I I I 1 I . . LI - _ I -. • tvA4( J _.. I I I I I l i T i r j �1 I - . . . - tylcif- I. :. I I I I 1 I I I I I I - - - - . i I ... III_ - ' 1 et k, ;'$ . � . n d - I -.. 1 t..1-4 i - ! ... - i i 1 I T I. _1 - I 1 �I I I III • 11_ I I L_ I I. I 1 " ' l I I I I i I I 1 11 I -- ► i .� I' -.1 I 1 I I I II I -I. 111 I I I I 111' 1 1 1iI.1.1 II II i 1- - . -- I L ._. I1 I I ; I i IIII f I I 1 1 L 1-.. I I l i� I;I I I I1 I L'I �I I 1 I i I I I I l I I I I I I - I I I II I I I 1 1II1 11 1 II 11111 1- 1 I I I iII ;II 1I REV 12101 FORM 18C / VUL CRA FT 1.5 B, BI, BA, BIA %(mss � Jx ; J .0r r .`e�f. y { , lr - 4 Maximum Sheet Length 42' -0 / °'� Extra charge for lengths under 6' -0 ' / (7*,0j' . ,, '� -nt . ICC ER -3415 ' , r i : . & y r \ , J FM Global Approved2 0 ,- I / `�'' '* -- t / , y r 3 <.:-.:/ y 1 , ;AYE t )e fir , :51f , 1 S' ,' t r , . 0 r ......___, ...I •�.-. 51 i. .. '71 Interlocking side lap I Is not drawn to show actual detail. I 30' OR 38• -i . SECTION PROPERTIES Design Section Properties - Deck thickness p sf I, S I. S• V. Fr ibs/ fl kat In' /ft In In !it Into B24 0.0239 1.48 0.107 0.120 0.135 0.131 2634 60 B22 _ 0.0295 1.78 0.155 0.186 0.183 0.192 1818 33 • n20 0.0358 2.14 0.201 0.234 0.222 0.247 2193 33 • 619 0.0418 2.49 0.246 0.277 0.260 0.289 2546 33 818 0.0474 2.82 0.289 0.318 0.295 0.327 2870 33 916 0.0598 3.54 0.373 0.408 0.373 0.411 3578 33 Type B (wide rib) deck provides excellent structural load carrying ACOUSTICAL INFORMATION capacity per pound of steel utilized, and its nestable design eliminates Deck Absorption Coetitcient Noise Reduction the rarest br die-set ends. Type 125 250 I 500 1 1000 - 2000 4000 Coefficient' 1' or more rigid insulation is required for Type B deck. 1.5BA, 1.501A .11 .18 .88 1.02 0.61 0.33 0.60 Acoustical deck (Type BA BIA) Is particularly suitable in structures ' Source: Riverbank Acoustical Laboratories. such as auditoriums, schools, and theatres where sound control is Test was conducted with 1.50 pct fiberglass baits and desirable.Acoustic perforations are located in the vertical webs where 2 Inch polyisocyanurate foam insulation for the SDI. the load carrying properties are negligibly affected (less than 5 %). Inert, non -organic glass fiber sound absorbing baits are placed in the rib openings to absorb up to 60% of the sound stating the deck. VERTICAL LOADS FOR TYPE 1.5B Batts are field installed and may require separation. Max. Allowabl Total (PSFI / Load Causing Deflection of 11240 or 1 inch (PSF) No. of Deck SO1 Const. _ Span (It: tn.1 ctr to ctr of supports Spans Type Span 6.0 5-6 6-0 8-6 7-0 7-6 8-0 8-8 9-0 9-8 10-0 824 .7-8 115/58 95/42 80/32 68/26 69/20 61117 45/14 40/11 35110 32/8 2917 B22 5' -7 98/81 81/61 68/47 58/37 50/30 44/24 38/20 34/17 30/14 27/12 25/10 1 1320 6' -5 1231105 102/79 86/61 73/48 63/38 55/31 48/26 43/21 38/18 34/15 31/13 819 7-1 1461 129 121/97 101/ 75 88/ 59 74147 85/ 38 57131 51/ 26 45/ 22 40/ 19 361 18 B18 7-8 1681 152 138 1 114 116 / 88 99169 85/ 55 74 /45 65/ 37 58/ 31 52/26 48/22 42 / 19 _ 618 8'-8 215 /196 178 /147 149 /113 127/89 110 /71 96/58 84/48 74/40 66/34 60/29 54/24 824 5 -10 1241153 103/ 115 86/ 88 74 /70 84/ 56 58 /45 49/ 37 43 /31 39/ 26 35/22 31/ 19 622 6' -11 100 /213_ 83/160 70/124 59/97 51/78 45/63 39/52 35/43 31/37 28/31 25/27 2 B20 7-9 1281267 1061201 89 / 155 76 / 122 613/97 57/79 51 165 45/ 54 40 /46 36 /39 32 / 33 819 8' -5 150/320 124/240 104/185 89/145 77/116 67/95 59/78 52/65 47/55 42/47 38/40 818 9' -1 1691369 140 /277 118 /213 101 /168 87/134 76/109 87/90 59/75 53/63 48/54 43/46 616 10' -3 213/471 176 /354 149 /273 127 /214 110 /172 95/140 84/115 74196 68/81 60/69 54/59 824 5' -10 154/120 128/90 108/69 92/55 79/44 69/35 81/29 54/24 48/21 43/17 39 / 15 622 6'41 1241167 103/126 87197 74/76 , 64/61 56/50 49/41 43/34 39/29 35124 31/21 3 820 T -9 159/ 209 132/ 157 ill / 121 95 / 95 87 / 78 1 . 2 __ j 5 (4,1 _Kara_ 45131 _Qua_ ..*--. 619 8' -5 186 / 250 154 / tee 130/145 111/114 96/91 84/74 74/61 85/51 58/43 52/37 47/31 818 9' -1 210 /289 174 /217 1471167 126 /132 108 /105 95/86 83171 74/59 68/50 59/42 54/36 616 10' -3 264 /369 219/ 277 185/ 214 158/ 168 136/135 119 / 109 105/90 93/75 _ 83/63 74 / 54 67 /46 Notes 1. Minimum exterior bearing length required is 1.50 inches. Minimum interior bearing length required is 3.00 inches. if these minimum lengths are not provided, web crippl must be checked. 2. FM Global approved numbers and spans avagabte on page 21. Mi.i i " r:;''''_-.'::•: , 7 . / VULCRAFT 1.5 (B, F, A) 20 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: #12 TEK screws SIDELAP FASTENERS: #10 TEK screws Factor of safety =2.35 # OF DIAPHRAGM SHEAR STRENGTH(PIF) SIDEIAP DECK SPAN (FT,IN.) FASTENERS 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8,00 8.50 9.00 9.50 10,00 K1 0 343 298 261 230 206 0.605 1 430 377 335 301 272 246 224 0.456 2 508 450 402 363 331 303 279 257 231 221 _ 206 193 182 0.366 3 576 515 464 421 385 354 328 305 284 264 247 232 218 207 196 0.306 4 636 573 520 475 436 402 373 348 325 306 288 270 255 241 229 0263 3611 5 687 625 571 524 483 448 417 389 365 343 324 306 291 276 262 0.230 6 730 671 617 569 527 490 458 428 402 379 358 340 323 301 279 0.205 7 768 710 658 611 568 530 496 466 438 414 392 372 345 310 279 0.185 8 800 745 694 648 605 567 532 501 473 447 424 387 , 345 , 310 279 0.168 9 827 776 727 685 639 601 566 534 505 478 437 387 345 310 279 0.154 10 _ 851 803 756 712 611 632 597 565 536 497 437 387 345 310 279 0,142 D 97 O 169 DA= 266 K2 =1056 0 304 267 238 213 191 0.726 1 376 335 •302 274 250 230 211 0.522 2 435 393 358 327 301 278 258 241 225 210 197 184 173 0.408 3 482 441 408 374 346 322 300 281 264 248 235 222 210 199 189 0334 4 519 481 446 415 387 361 338 318 299 283 268 254 242 230 220 0.283 3615 5 548 513 481 450 422 , 396 373 352 333 315 299 284 271 259 247. 0.246 6 572 540 509 480 453 428 404 383 363 345 328 313 299 288 274 0.217 7 590 562 534 508 480 455 432 411 391 372 355 339 325 310 279 0.195 8 606 580 554 528 504 480 457 436 416 398 380 364 345 310 219 0.176 9 618 595 571 541 524 501 480 459 440 421 404 387 345 310 279 0.161 10 628 607 586 564 _ 542 520 _ 500 480 460 442 425 387 345 310 279 _ 0.148 D = 587 Dr = 663 N. 728 K2=1058 0 232 205 182 161 144 0.907 1 301 270 244 222 204 188 673 0.610 2 353 323 • 286 272 , 251 233 217 203 191 179 187 157 , 148 0.459 3 391 363 337 313 292 273 256 240 227 214 203 192 183 174 165 0.368 4 419 394 370 347 327 307 290 274 259 246 233 222 212 203 194 0.307 3614 5 439 418 396 375 355 337 319 303 288 274 261 250 239 229 219 0.264 6 455 436 417 397 379 361 344 329 314 300 287 275 263 253 243 0231 7 467 450 433 416 399 382 366 351 336 323 310 291 286 275 265 0206 8 476 461 448 431 415 400 385 370 356 343 330 318 306 295 279 0.185 9 483 471 457 443 429 445 401 387 373 361 348 336 325 310 279 0.568 P?%`-2±77.. 50 489 478 468 • 453 440 421 414 401 389 376 364 353 341 310 279 0.154 t o v: 00802 802 D = 909 DA= 959 K2 =1056 :s` $t :: ?; 0 194 174 156 142 128 1209 12,t 1 245 225 201 191 177 165 154 0.733 F , 2 276 259 243 228 214 201 190 179 169 160 152 145 138 0.526 ' " 3 297 283 269 255 242 230 219 208 198 189 180 172 165 158 152 0.410 4 310 299 281 275 264 253 242 232 222 213 204 196 188 181 174 0.336 Y ._ 3613 5 319 310 300 290 280 _ 270 260 251 241 233 224 216 208 201 194 _ 0.285 A, 6 325 318 310 301 292 284 275 266 257 249 241 233 226 219 212 0.247 ' 7 330 324 317 310 302 294 286 278 271 263 255 248 241 234 227 0.218 8 334 328 322 316 309 303 296 289 281 274 267 260 254 247 241 0.195 9 336 332 327 321 315 309 303 291 290 284 277 271 265 258 252 0.177 10 338 334 330 325 320 315 309 304 _ 298 _ 292 286 _ 280 274 268 262 0.161 D, =1652 D =1816 DA = 1827 02= 1056 K2 G' _ , Win/inch 3.78 + 0.3'DX + 3'K1 • SPAN SPAN SPAN N Is In feet Substitute DB, DF, or DA for DX tits1 + /i7 i 9.1 Durham Advanced Wastewater Treatment Facility Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations W ind at Ro.11=Up Doors BY • .1- (VAN J_D-AA OtaM , -- ;.=-0. - )1 • C H 2 M H I LL S UB \x ECT \ vi 6 , p er -- li /JAI • 0 - l.tc) SHEET NO._I_ of DATE I CO/ 7t=3 PROJECT NO. 1 1 ... . 1 1 .. .. ... 1 I • 1 . e) 1 1 . ... . . 01 , - '0 . - I I . 1 - • 1- 1 1 - 1 - 1 - • . 1 I - . - - I -. --- 1 I 1 1]; ( C. ,1: d _.- 4 T._.. -- I -'• ..,-1 ••• ------- : --..- 1 . - - --- .--. - -- - 1 _ . .. --- ----" - ---- ---- -- -- -- 1 - - H . --- -- - -- ----• -- -- - - - 1 - — --- - .. n". . :.... _.... --7------1 __ _. _. - - --- -- - - - -- • ---- -. 1.i.i. .-..-.. 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I . • i . . . 1 ,,14141 :, ...I . :t 1.1..:.H(-- • , . \ ., i 0 I - - --- - „ . : • •--.i 1 ...1,' o \ rNis... - _ _ I I • 9 -I 1 • . , i - - ___ i ( 1. 1■ f 1 1 1 -. .. i 1 . 1 1 L - .1 1 1P1 - 1 - 1 :: - . ' il .. r6 - 1.5,d 'A- . . 4 l• - - 1 : - I 1 i 1 I . - rfiir", 1 1'1 i 1 1 -- - 1111 - 1 1 1 r i 1 -,i 1 REV 12/01 FORM 18C •d VII-IILL "7 "' ,.... .- 5b -1 SHEET NO._— of DATE M tot V PCA *- - 01.L -I CClf1YU ' f-S PROJECT NO. L ..* I ll. 1 A - '•P - i!' - - - c i . - I _,... ___, IL I __ - '- AL- Lk - MR/I .. _ - _ . _ - _ ... - - - - ►D' _ ,.. -J . F l.. z .. I f . ] 1 j - - 1 1 _ . _ - c;t: - V -- - - - - . L k: . - .. 4 I. 1 ‘ 1 , ' i i -. � . • -- - - - - -- -- _ t ter . L ► .. - -- - - -- - - - -.... -- - -- - - - _.- -- - - _. -- II [ t " - 1 3 ____ ,. , _ C' __.. _ _ _.. r TA ' ....F. lb .1 1* r b i el_ . . _C )1■ *'.. C OS I 1 . , - . d . _ j _. ■_:f.C. . 4 .... - .1 1 ._ .• _ ._1(..r__ 1.- I '`. .,. -1 lits_ . 11 (.. , 4. . f - 1,_ 11_, 1 ) ----------- -II ' 1 _11. - j„.... ...1 ...._ .... „,.. _....„, .1.......„......,.._ ... . l II •L._I - I ' - - - - - -- - - - 0 Is o • • 1 o f • ,. -- ■ - -- 1- 1 I - - - I - — — [ 1 i _ _ ._._. • . ` ' ..._ I. ID . •46 O►--) JIM- _M : ......._.. _J _.... I_ ._.. - E _... � - ... t.. i l l'- f.. . _.. . 1.11.Eti■-_ \ I .. 11. . .. � 1 I... .. - -{ :::: , Lit s i - _ -- t - : -_ _it :1�__' - ..► ` ' ._ _ 1 : 1 = 11 x .. 1 : :. : :1 - t : -1 1 : : = 1 = f . 1 : : I :. , k 1 : . ' ._ _ _ - � ....: j 1 r - 1 .1� 171 - C .t , ti,_ : _ 4 N ` , - J_ .1.. � Z .. 1 : _ .::..: - 1 .: ::1 1. - (_ .: . . a t _ -.._I ..: � k t-.. -( :. .1 . : 1.. :.. ) . .:. 1 .::. : ...... ... ! . _.- — � :.::� ::= W - :1 .R --qt-k- it {- (It -3 ‘‘ -,-- - •-•' ( kl 1 . . i -_. N I 1. C 1) r(i., Idt_ 1.1 ti ..E .1] I I 1 .i 1.. III L.I: J 1 . [ i W � d SHEET NO.. Z- of DATE day 0 PROJECT NO. bi _ _ - = -_ = :: - F T - -- -f :- ( ) : 11 - ■,-,- - - ,- - g 0 ' I ) -- b1111 t- . _..._.. [1- .. - 1 _ i I 1 r 1 i f j I 1 1 1 _ : ' . ;-, -616-. - t , I- • - l Ii_[Lk, i � _ • . _ � 1,1,17:1,4, .. _ _ 111. _, . ___ _ ___ __ .._ _ _ , _. • 4, [ i Lk■ 1 - i , I I -� L t 11- . _ - _ - gyp -- - a _. .. L_i. - `- - _ -- -- - -_ - - _- I -1 __ , } : .. : : - = - - - 1 _._ 1 :::' _'- ___:- :_ :::_� -. _. . - -i r _ f _... _ ....._ L . [ 1 _ - _ i t ik - 1 - - ' ' (11° .. 1 f __1, I - 1 I I 1 j_ " i 1 . 1. , A _j ITU : I L f 1 111 • ( L l 1 M'b (, c. �� I i 1 i 1 ( ) iii-_-__- _' ,-. 1 : -J - t.--i I, [ _." f ., t_ Li _,,_ 1 - ,, r __._ _.. �- ..._.. _ .. �... ! ..____. __.. . + L ! . _... I .. . _ . 1. ( .. 4. v--i_i 1 4: 4 P - ( 1 ;Ili 1, - - I -1 1 d ,,- t__ ., _ i • _ if _ r t C YU_ -0 - - -1 1 - 4vh■r\ i ti .) . - ,1 fil 4-- I 1 F - I . i i ll- .__._.._ I ._... -,. ._.. ... 1)z _.._..- ,. C .. _ .. _�..- L -- 1. ...i_... . ...._..... 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I ■ Durham Headworks Addition Wind Pier at Roll -up Doors Wind Pressure 23.50 psf Panel Weight 85.00 psf Tributary Wind Width 12.75 ft Panel Height 23.75 ft Tributary Wind Height 10.67 ft Wind Load 3196.00 pounds Panel Vertical Load Spandrel Panel Width 11.00 feet Height 12.75 feet Weight 11921.25 lb Precast Panel Height 23.75 feet Width 1.75 feet Weight 3532.81 lb Total Weight 15454.06 lb 15.45 kips Bending in Pier Pier Height 5.00 feet Pier Width 1.75 feet Uniform Pier Load 299.63 lb /ft Point Load at Top 3196.00 pounds Moment for Point Load 15980.00 ft -lb 15.98 ft-kips Moment for Uniform 3745.31 ft -lb 3.75 ft -kips Total Moment 19.73 ft-kips Pier Depth 10.00 inches Reinforcing Cover 2.00 inches Tie Reinforcing 0.50 inches Bar Diameter 0.88 inches Depth to Reinforcing 7.06 inches Area of Reinforcing 1.80 sq inches Reinforcing Yield 60.00 ksi Concrete Strength 4.00 ksi Nominal Moment Capacity 681.07 in -kips 56.76 ft -kips Phi 0.90 Ultimate Moment Capacity 51.08 ft -kips Required Moment Capacity (1.6 x W) 31.56 ft -kips OK Total Shear 4694.13 lb 4.69 kips • Factored Shear (1.6 x W) 7.51 kips Shear Stress 0.05 ksi 50.64 psi Nominal Shear Strength 126.49 psi Phi 0.75 Ultimate Shear Strength 94.87 psi OK Acting as Column, See SPColumn Output • STRUCTUREPOINT - spColumn v4.20 (TM) Page 1 Licensed to: CH2M Hill Inc. License ID: 55237 - 1016277- 4- 2A7CF -20DD8 06/06/10 C: \Users \afirth \Documents \Durham Wind Pier.col 12:21 PM 000000 0 00 00 00 00000 000000 00 00000 00 00 00 O 0000000000 0 00000 00 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 000000 00 00 00 00 00 00 00 00 00 00 00 o 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 00000 00 000000 00000 000 00000 0 00 00 00 00 00 (TM) spColumn v4.20 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Copyright ® 1988 -2009, STRUCTUREPOINT, LLC. All rights reserved Licensee stated above acknowledges that STRUCTUREPOINT (SP) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the spFrame computer program. Furthermore, STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spFrame program. Although STRUCTUREPOINT has endeavored to produce spFrame error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design . and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the spFrame program. • STRUCTUREPOINT - spColumn v4.20 (TM) Page 2 Licensed to: CH2M Hill Inc. License ID: 55237 - 1016277- 4- 2A7CF -20DD8 06/06/10 C: \Users \afirth \Documents \Durham Wind Pier.col 12:21 PM General Information: File Name: C: \Users \afirth \Documents \Durham Wind Pier.col Project: Durham 5B1 Column: Wind Pier Engineer: ALF Code: ACI 318 -05 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X -axis Column Type: Structural Material Properties: f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in /in Betal = 0.85 Section: Rectangular: Width = 21 in Depth = 10 in Gross section area, hg = 210 in Ix = 1750 in"4 Iy = 7717.5 in Xo = 0 in Yo = 0 in Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in "2) Size Diam (in) Area (in"2) Size Diam (in) Area (in "2) # 3 0.38 0.11 # 4 0.50. 0.20 # 5 .0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25. # 18 2.26. 4.00 Confinement: Tied; #4 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 3.60 in at rho = 1.71% Top Bottom Left Right Bars 3 # 7 3 # 7 0 # 7 0 # 7 Cover(in) 2 2 2 2 Load Combinations: Ul = 1.400 *Dead + 0.000 *Live + 0.000 *Wind + 0.000 *EarthQuake + 0.000 *Snow U2 = 1.200 *Dead + 1.600 *Live + 0.000 *Wind + 0.000 *EarthQuake + 0.500 *Snow U3 = 1.200 *Dead + 1.000 *Live + 0.000 *Wind + 0.000 *EarthQuake + 1.600 *Snow U4 = 1.200 *Dead + 0.000 *Live + 0.800 *Wind + 0.000 *EarthQuake + 1.600 *Snow U5 = 1.200 *Dead + 1.000 *Live + 1.600 *Wind + 0.000 *EarthQuake + 0.500 *Snow U6 = 0.900 *Dead + 0.000 *Live + 1.600 *Wind + 0.000 *EarthQuake + 0.000 *Snow U7 = 1.200 *Dead + 0.000 *Live - 0.800 *Wind + 0.000 *EarthQuake + 1.600 *Snow U8 = 1.200 *Dead + 1.000 *Live - 1.600 *Wind + 0.000 *EarthQuake + 0.500 *Snow U9 = 0.900 *Dead + 0.000 *Live - 1.600*Wind + 0.000 *EarthQuake + 0.000 *Snow U10 = 1.200 *Dead + 1.000 *Live + 0.000 *Wind + 1.000 *EarthQuake + 0.200 *Snow Ull = 0.900 *Dead + 0.000 *Live + 0.000 *Wind + 1.000 *EarthQuake + 0.000 *Snow U12 = 1.200 *Dead + 1.000 *Live + 0.000 *Wind - 1.000 *EarthQuake + 0.200 *Snow U13 = 0.900 *Dead + 0.000 *Live + 0.000 *Wind - 1.000 *EarthQuake +.0.000 *Snow • STRUCTUREPOINT - spColumn v4.20 (TM) Page 3 Licensed to: CH2M Hill Inc. License ID: 55237 - 1016277- 4- 2A7CF -20DD8 06/06/10 C: \Users \afirth \Documents \Durham Wind Pier.col 12:21 PM Service Loads: Load Axial Load Mx @ Top Mx @ Bot My @ Top My @ Bot No. Case kip k -ft k -ft k -ft k -ft 1 Dead 15.45 0.00 0.00 0.00 0.00 Live 0.00 0.00 0.00 0.00 0.00 Wind 0.00 0.00 19.73 0.00 0.00 EQ 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 0.00 0.00 0.00 Factored Loads and Moments with Corresponding Capacities: NOTE: Each loading combination includes the following cases: First line - at column top Second line - at column bottom Load Pu Mux fMnx fMn /Mu N.A. depth eps_t Phi No. Combo kip k -ft k -ft in 1 1 U1 21.63 0.00 58.68 999.999 2.56 0.00528 0.900 2 21.63 0.00 58.68 999.999 2.56 0.00528 0.900 3 1 U2 18.54 0.00 58.06 999.999 2.53 0.00537 0.900 4 18.54 0.00 58.06 999.999 2.53 0.00537 0.900 5 1 U3 18.54 0.00 58.06 999.999 2.53 0.00537 0.900 6 18.54 0.00 58.06 999.999 2.53 0.00537 0.900 7 1 U4 18.54 0.00 58.06 999.999 2.53 0.00537 0.900 8 18.54 -15.78 -58.06 3.678 2.53 0.00537 0.900 9 1 U5 18.54 0.00 58.06 999.999 2.53 0.00537 0.900 10 18.54 -31.57 -58.06 1.839 2.53 0.00537 0.900 11 1 U6 13.90 0.00 57.12 999.999 2.49 0.00550 0.900 12 13.90 -31.57 -57.12 1.809 2.49 0.00550 0.900 13 1 U7 18.54 0.00 58.06 999.999 2.53 0.00537 0.900 14 18.54 15.78 58.06 3.678 2.53 0.00537 0.900 15 1 U8 18.54 0.00 58.06 999.999 2.53 0.00537 0.900 16 18.54 31.57 58.06 1.839 2.53 0.00537 0.900 17 1 U9 13.90 0.00 57.12 999.999 2.49 '0.00550 0.900 18 13.90 31.57 57.12 1.809 2.49 0.00550 0.900 19 1 U10 18.54 0.00 58.06 999.999 2.53 0.00537 0.900 20 18.54 0.00 58.06 999.999 2.53 0.00537 0.900 21 1 Ull 13.90 0.00 57.12 999.999 2.49 0.00550 0.900 22 13.90 0.00 57.12 999.999 2.49 0.00550 0.900 23 1 U12 18.54 0.00 58.06 999.999 2.53 0.00537 0.900 24 18.54 0.00 58.06 999.999 2.53 0.00537 0.900 25 1 U13 13.90 0.00 57.12 999.999 2.49 0.00550 0.900 26 13.90 0.00 57.12 999.999 2.49 0.00550 0.900 * ** End of output * ** • • Durham Advanced Wastewater Treatment Facility Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations Exterior Skirt Wall • CH2MHILL SUBJECT Ourrn.Qvv 5bt BY _ _ GArt.Or L1(4- 03(),‘‘ SHEET NO. I of DATE ktai IP t PROJECT NO. _: _^!� i Jr - _ l ' _ 1- I ;1- . -: I ... 1 1 . _. [ 1 1 i :- 1 II _ .. II I I I I i -- - r'i . - -- . - . (A) nal( ---- II I I :: H 1 : - - -- I - - � iI 1 II II II I 'I i ! _ - _: ' : : ._- i {{ __ I 1. __ ► I ► I . II... ; :;. x ;91' -. - i 1 .-. I I I 1 11 -. :: 1 I._ I _ I .IL- II I I Il- II I I I I I � L II..I .- I " 1 . I : :I f :_ II. I. -- -- 1I _ : :_. _. II � a.II ►I i s 1 I ` I I ,, i .. I . C. iI I - { I_ 1� -- . III I I I I I I I I I_ III) I I 1 1 1 I I 1 LH -- 1 ' ; - I i . -- 1 1 1 1 I _ I :;I I 1 1 ; -- . I. 1.._.,1.I__.��I . II _.. II I{ I �.,__. i I I I_.. I II I. I I_ h _-�_��•_. I i I 1 I II _ . I. I , I • -. -.b i • �` � _ � I � • i�abtf4. I -ti Iw�.t� � d .0 - n i i 11 .. I .. --II 1 �._ � . , ._ ,..,; I _- I ' : ,u d I . .I I . ... • - -. IT - - -.. I � _ l _ T r 'Th L . " I ._. I._.. 1 I 1 II I I I � I I I 1 I I ' 1 - . .+ . o ,.... -1 u -I Z5,Iz I .1 , 1 i1 .. ! I • ! h �I 1 I1_ II � 1 ._.. _ 1 • III :: ► . I I • -T . I_11 II: _ 1 . I I.. �I; I I i11 I1 11 1 1 I ; 1 1. I > . 010E a - 1I � t 191, � I (44. lk . I I I I 1 1 1 1 1 1 r6..? I. l � � l bu - ct\ v I �.r �t�. ■` -. i .+ E LI _I :I I 11. ; - I I' I < w�! . I I � r 1 , 1 1 I I. 1 1 I 1� III ,I 3 ��1 . r . < .. 5 .Wil � i - _ .. - iq , 2 : ►� % 1 1 i J I II I I I 1 II1 1 _ 1 I. I I . 1 11 "\Jt. d: 1 c Nl Is I. I _ 1 I.I I. I I I ... I► 1 1 1 I I 1 I _' . I .. ' L -� I I I I I .. 11 1 .. I .. I + I .. 1 I - I I I I '1 I. . _' L II L H -H - L W . -_- I II II II 11 1 I REV 12101 FORM 18C :CH2MH ILL SUBJECT Vuihavit 516- t BY &XtrAN- 0--y.\r_irthr -61414- t4,( SHEET NO._ _ of DATE All..(1 2 PROJECT NO i l l I 4 -1:- ' • --- I l l 1 - 1 i 1 • 11 - 1 -1- 111 - 4- tia 51t (4t= ,. i _ ei rt - --- • N 1 - -- - - I - - . K . :(tMli 1 i ,i 1. 1%- t;i ■ — 6 y ,- / %,-. I - ' - 1 . T -- - - .-- :- l ii • 2 -. 1 - Li (14 .4,, \. 1 _ .-- i lb •I ' 'b ' . t s l 1 1 ■ ..C.4_ . 1 1 ‘.:7 0. W1 .... --- liz .-- I t, 117: in -I 1.itirl . II • I I • -- . I L. - '-- ' d 4t0. ... Lips i - - -- - . . ti - .. 1 ...__L .....: i tilr 4 > - ,i,;_::: 8 I er--6-1,.(40 II 11,-i - ( 1( T . , ./,,, 7--- , 1 ..-. (-- .---:: .1. - 1 c --.--- •- i \ a 1,1° ' --- - - • -- 1 1 __ . - ' i - - • I , i - - - - • - - : - .-- - -1•• - - - /21. ..:.:'e.tLi, * 1`) --- ..-3.E u7 y) - • ei_...., 2 - ".%-fLig-41-1 -_..t(104 . 1 — ------- 1 -- - - - • '.4V1 1 l ' ( I. 1 'II ' • 1 . . 1 . II ii 1 - L.- I 11 '1 . . I I 1- 1 , - - - - 1 - REV 12/01 FORM 18C • Durham Advanced Wastewater Treatment Facility Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations Precast Panel Wind/Seismic Connection `CH2MH ILL SUBJECT - 0,..iflnaril tiow - PP BY 5b-t SHEET NO.1_ of DATE 1116/ '4 ° 1 ° ' -C-t°-*.- Pavv-A etYkkitAirls PROJECT NO. 1 . • \ ‘ lit6 . C . k tel IL : 1 . --- - - - - - • 1 ,..... - L ... 0 ALA a . ' . _ ._ • 1.,„ ■ l I 1 1 . (.... :41‘7 •Alk I 1 I I . . . . - . - - - - -- . . -- - 1 I 1 .1 4, .loctli 1 I ! 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Z of DATE d ICA PROJECT NO I i , ) 1 c 1‘ 0 I 1 1 " I 1 1 I I I I I I I I I I 1 ( HL I 1 I ' 41 I 1 l , ' 1 I _ 1 / 1 I 1 I 1 i i 1 10 1 /!-- 1 i 1°1 - ' Jeld \I F'All1111111111 101111111 1 1 1 I I 1 1 _ A rail tsp . 1 a 4 1 Ci5c(5Ato 11/4) tit, 1 °1 ,a4, i it _ ' \ ataL 6kt- 1 4 \6- I I _ 1 .. II r A 1/ I 41 14(1ft, , _ - At ilt1 a - (— C 1 „i 4 itakr . st. 1 _ F; I C. (41 I' / I • ..% ' I. ) 2„45k . I _ 1 II I 1 I _ - 4 , , , ° C „ ,,,,,, Q , ._ 6 t tl ,1 t‘Jtuli ) • 1 1 I i II i 1 1 1 i 1 1 I ‘1 Ditt711, - 1 I 1 14• c; 1 ) 1 I 1 I I I 1 l . v‘ I 1 ' I . 1 [ 3 N D J I 1 1 c4f I 1 4 1-- I I ( I r °L1 1412:1 II I 14 6 1 , 11 ',1"`L I 'Tt 11 , 1 , ' , , It1/41,(1 1.1 1 4i c,11 6.64 4, _ kg, Nio „,,,,,., „,„ ,„„ „ , , , 1, , i)i, 1 1,11 11111,1 11 1, HI 11 . Ill 111 REV 12101 FORM 1BC • • *CH2MHILL SUBJECT ayhcvm LOw BY ____XiCI- . 'Prt_ca:61-- TamtA SHEET NO. LI of DATE gal tom PROJECT NO. . .._ ....... . . .. . _ _ . . . .._ . 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( . 1 1 1 — • I I II. 1 11 , LI • 1111 1 - • • 1 -...---. 1 - _ I II I REV 12101 FORM 18C • • Durham Advanced Wastewater Treatment Facility Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations Precast Panel Grid 2 Bearing Connection .CH2MHILL SUBJECT_Da_ball BY - tuflal,QA,s SHEET NO._1____. of DATE PROJECT NO. • 1 I- Li ,r I 1 1 1 i i i ll - . • 1 i 1 1' II: 1 1 j - 1 ......... .... . ( I_ 1 I, i I i - - . - 10 itibil - *10 *b 0 ' I 1 I. i .. 14 '2 .t• i c - e _t_ .._.. ::,(' 2E4% j i`) i 1 1, I I . I CI) . -- ' r ,_, rA --:: 7 • le '''. 1 1 . u l aLJ 1 i ----- .- .. . 21 4 k 1 6t) 10/_111 1 ‘CLi . ti■ 1 -R d - - :- 11 ) li C ---.1--- • I i 1 i. -- .. I I i 1 . _ ,-_: J lidai . - .- i ci II 1 ' 1 1 1 1 - 47-.44, --., •! - . ----_- k1 .. iii5 0- . . • I . . _._ . A ); . II .1 ...._ . 1 1 .- ..ii i .„ . . .. ...._1_.... ._.. 1 1 - ‘-:'''.. :H L s .-- ilt • r _ _ ....q_ _. . 1 ...1 4 1 • f - „ I 1 e c,J..li j-4.1._ ..1.}. '6,t=gi / 6-_.)._._ i 1.. ii6 - -- (i - L I . I, 1 '1 4(---itb...02.kik i i . --I D . Jil i. ii1- -e- - zg4i6 (I._ Ii - -- .. i bt • 1 .-. .-. 1 • %. • - r [ 1 I I- 1 .1 c - - I- „, - ;,- - . ti- ..._1 ---. 'I I - ' I I lj‘ - -(.. 5 C./r -- - - • fTp .... ... .. . _ 1 1. , , . _ ......_. _.:. . .. .1 . . .. . i . . I Oti• .- - - 1 i - I•. --- - *ii 1 1 - ,),,L, .1 II - ' ” ' - - 1 ----: . 4.„:-..._.1-.... -, L. -it-r rr . 1 1 . 1 . 1 i • II 1 1 - -• - 1 - I 1 - - - f÷a.. -_..1$ .42.. 1 II I ,. ,,. - - 1 vuo ..,( ,c,.......14..k,..„....r. .,._._ .. , , - . , k ,,,, 6 ... ( • -----.1 , .... 'I -- I. 1 - 1 : , 1 . . , . 11 1 1 , I I I , , - _, _I 1 REV 12/01 FORM 18C . C H 2 M H I LL S UBJECT j � 'p 'if VI a.r�� 'S' BY A .Ct r t .a ?a - S SHEET NO._d._ of DATE PROJECT NO. 1 1 1 • I I f 11II I I I I I I I 1 11 11 I I I 1 1 — 1 1 1( i I I ....- I ' 1 I 1 .1. .. III -- - ' -�•. L. {' -- .... I , 1 i 1 1 , r i,• ...,01,c___ I I 1,4,11_:__. /n{ I I �. IlilEll I i I I III I' : :: __ I I I -- -b I I : : II _- 1{ I� IIl�I 1 1 1 I �1� �lIf .. �� ,�^.1 1 { I�1 I. II ��I I I • • r U. 1 1 - - z. - : : t : I I I II ( �' �� I I l I I. / I I I I I I_. ii) _ _ . I I ` - - - -- -- II I I { 1. - 1 ---- - - -- - 1 1.. 1 I ii IIII I li .. ;.•+I kffi'.l.._ l I y l I � j r 1. ; 1 I '� (P I I- I I ()IL I ; I ... - - -- - I I I. � -- - �, . .. I �l �i. 4 �1 4P;:. � I I H III I I I.I C _. • I W 4- -_ -I 1 .III I I1�1 iI lil ,i1 _ It . _._ I I I :I� III1 -1 b � q _.\I...' �� t� >_ : rill � ,e : _ . `r ._ y - I 1 -f": _ Y- ` TIT 1 I. I ` 1 I ! 1_._. i_ 1 1 1 I 'N`- 11- -. 1 I I( '�A rI l $t1 b> 14 � � I i. I I . .414-> I I III __.. 1111. 1ri...-.. II II III _ I I I .: I I f' l l l , a p �I ll- w I ', f �. ,� r, , f� I I. ► I I I I I (� `1 1I I I Mil . II�I ' I I 1 I 1 - - - , I „_ . I I I, I 1I I 1 I I I I 1 -- - -- I. I... I i . I I l I. i. - I l : f I I i� III II ll 11 1111 11N I 1 . . 11; 1; I - C i lp II1 I ._ � � I I.. ► I I 11 I II -:I I 19 1._. ,.� f 1. .. I. I I • I I I � 1 i -_ J ;61 i lb j ! I k) t I IU $ I ID, I -. � I • ( ►11 . i �.,3 I l f '� j 'III III 1 I � { 1 I. I.I I II II I II I 1 1 1 �{�I I 1.1 11 II { I I X1 1. 1 -..I -- I I I - REV 12/01 FORM 18C *CH2MHILL SUBJECT PLIfham tb BY A ,1 , 4- 1 04,,, SHEET NO r? of DATE PROJECT NO 1 1 1 1 . 1 Ca eu-, 1 1 1 I 1 _. Ti ( 111 I i I •„...,„,p _ _1 Vri5 ,— - 0A 1 ,5 i 1 I t 4- j ' 41.e..e i 1 I A f tr 61 L i I 644 41. , 1 _ j 1 VJ .1 / kle 1 1 1 -1 n4cti 1 I 1 1 1 1 - 1 „ t J I rt ccvcr) 1 1 1 r ii _ 1 1 - I I I 1 - . l 1 1 1 1 \t.0113. C . . 1 1 1 1 1 1 _ IdiiiiFItli 4 A l 1 ' kt i , 9 4..,.. 1_4(1 6 . f 1 1 A k 4 001 1 f \ 5 — kil I - ' ! 1 6 I , 1 ..tic I 1 ) br t . 1 Hi 11 1 I (1 111 1 1 1 ll 0 - 1 1 ' lil t t l i . )CI - 1 1 t .11.,Y - - I - th. 1 1 \Ifiri 1 * 1 rb ; - 7 III „ „ .4 III , , , , , 1 , I , - er‘,6 li 1 1 1 ,..., q 1 1 1 ! ( 1 1 1 1 1 1 I II I IL I t L 1 17 i 1 1 1 1 I II 111 1 1 1 1 1 1 1 1 1 1 1 1 III 1 II. 1 REV 12/01 FORM 18C CH2MHILL SUBJECT- ft AWN j S ,,l � _ 1 BY � �'t -1r\ ra-,A . arch SHEET NO. A__. of DATE day an PROJECT NO. . I .ii I I I I l ; l! . .; ..L. _I. I I : .. I I_ • C { I I I I ! 1 til NI C..B C 10 �, I ! _ - I . 1 .. __ I I �.. I 1 . _.._ .. I _ I.. _ ii I 111. 11 - 1 - -• 4 ,. - \ilk 0 I • 1 li7 ....ICJ 11 I A r. : _.%-. 1 oka J.._. 1 1 1 1 1 1 1 .1 I I I I I! I . i I I I I L 1 ... • :� � +� 1 I�I1 te, ___� -_- �I, ; II: - _ :_ ,,, 91. I I I I : I E I I I I E III I i I I 1 ! I 1 i ' 1 c- I L I I 1- - _I IIIII I I I :I II II IIIII_I_I II_ !(_. 1 1 1= - I I i_ i i I I I 11 I ! Ii!1 i !1II I - liI! 11 I i • 1 ... II I 1 I1 { II - ' -- . __ . -_ _ _ _ ! I I 1 1 II III I I I) II lII II L_ I fl ' 1 I ! I 11 III L -.4 . S.I ; . j _. ; - -- • I I I I I - -- I- I - -- I I 1 1 II I I I 11 I I it II I I i I I_ I 1 1 11 11 I I 1.1 ! ; I I I . 1 ! I'! 11� I1. !1�_!_' t_I.II _I ! I 1 11 I 1 I I I I II - I 111 II I III 11 III I. I I I ..- REV 12/01 FORM 18C • • Durham Advanced Wastewater Treatment Facility Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations Interior Masonry Partition CH2MHILL SUBJECT art V1.0.44 . 0?../I BY is. .Civk liYIWrkr-x INIP'Zrw■I carilkicrl SHEET NO. 1 of DATE gall 7.,V:z. PROJECT NO. I , 1 1 I I 1 1 1 4,.. ."0,11 ,!,,,,.„.. . ■fl t: / ...... ( . i 1 1 A 41 , .., . 1 di 1- 1 1 .. . 1 I i I 1 .R0 )15 g .1-11.L=t11 • - - , , 5 1 1 1 1 I . 1 1 i 1 i1.41.. III LNKiLI-1 4 1 1, I liii . . 1 / .4 1 1 1 : •- 1 - 1 0i, " i • — - - I I I II - - - - - H - I .. - - -.- -- I I 1 III I I I I - - - - - - - II r1.-.....1.-... 1 1 1 i 1 1 , 1 II - - - A.: .(S -- ii:_.:■:. -- * - - - - - - . : . • -1- 1tr ' 1 1 - ---- - - -- T I - - tiveti ---- , , 1 - - - - - — 1 . .- - - -I• - - 1 ' 1 4, 4eLaititiw I , I ,,, ,c) • I ft 1 i II 'I'll LI 1 - --- -`, " 1 - -• - -- •• - 1 ------.,.---- • l • 1- L . _ . i__-.„. ;,..... I • .. 1 . _ . , p , . / til'ii..46 ‘Irt !I .• '1 • 110 • 'qt.. Iiic .1 1 -i . . . _ . , . Iiil . 1 - .v. --. • 0-bi' WI.' Cxiej. - , i) se4., IVP -141-%- - • -- --- - ' -- :--. -- :- . - : .. .. . • 1 1 I H. .1 I I I I III I I ( .. 1 1 . 1 I . 1 1 • 1 1 1 - • 1 - 1 --- - - - . _ I 1 1 1 1 i • - -- -- - 1 - ' REV 12/01 FORM 18C • Working Stress Masonry Design • Input Parameters: Masonry • Compressive Strength of Masonry (fm') 1500 psi • Wall Height Between Supports (h) 11.50 ft Wall Thickness (t) 7.63 in Depth to Tensile Reinforcing (d) 3.81 in Tensile Yield Stress of Reinforcing (fy) 60 ksi Reinforcing Modulus of Elasticity (Es) 29000 ksi Partial or Solid Grouted S (P or S) Grouted Cell Spacing 48 in Equivalent Solid Thickness (t') ** 7.625 in Area of Reinforcing provided (As) 0.31 sq in Thickness of Face Shell (tf) 1.25 in Special Inspection ?? Y , (Y or N) Loading . Design Service Axial Load on Wall (P)I 0.45 'kips/ft Design Service Moment on Wall (M)1 0.21 ft-kips/ft ** -See Table of Equivalent Thickness This Workbook -- Sheet 3 Allowable Stresses: Allowable Axial Loading 276.00 psi Allowable Masonry Compressive Stress 495 psi Allowable Reinforcing Tensile Stress 24.00 ksi Calculated Stresses: (Rectangular Analysis) Modular Ratio (n) 26 Ratio of Area of Reinforcing (p) 0.00169 Depth of Compressive Block Coefficient (k) 0.26 Depth of Compressive Block (x) 0.97 in Tensile Depth Coefficient ()1 0.91 1 Actual Axial Stress (fp) 4.92 psi Actual Masonry Compressive Stress (fb) 123.81 psi Actual Reinforcing Tensile Stress (fs) 9.32 ksi Interaction Equation Value 0.27 , T - Beam Analysis Depth of Compressive Block Coefficient (k) N/A Tensile Depth Coefficient U) N/A Actual Axial Stress (fp) N/A psi Actual Masonry Compressive Stress (fb) NIA psi Actual Reinforcing Tensile Stress (fs) N/A ksi Interaction Equation Value N/A • • CH2MHILL suBJEcT_Dm Inn rin By A V-it.._ • kkimr W-lason9 kA3R tl SHEET NO._eale____. of DATE JJedl t PL.° PROJECT NO. ( - I 1 1111.1.1.1.11.1r 1 L k $1.11) I : --- 1 11 w 1 % H ., , : .1 tAt .- ) Y1 1 1. :- - 40 -ci4wi\th,wi.,1A2-, :: , 2.1:‘. vA 4., p 1. i. v), I I 1 1 1 Ti q k L i. 1 ---:: ill-_- II (tic eit56 rl 1 . 1 - - r i „ , 1 ___ , th6 1 I i , CA 4 I ' _ 1 I 1 I 1 1 1 ._ 4 V -1.5 9 k'''ACt>j:- at -- bli r _II 1 1 _11 .. I li_. 5 , 1 - 1 1 tiik _ MOpti kti. 6 Lpure4 f. 1 , : -_ , , t,, ,i,,, . .. _ Li ri,i(4,,,. . .., 1 4. 1 .1'1 , 1 1 4 1 _ _ . ,4 1 i1 _ .. . 1 I 1 1 1 1 - . ljai \ LL 1 I 1 1 1 1 LI v 1 ■\. 1 C eil z X ". ' I ' 4. 67°4. " U i tflt r i i 1 14)44 5 " .- I 1 - I 1 . - 1) ti 1 ) 1 . P; i ti- 4 ' 4- lo r I 'i It - - t/- 1 - - i 1 Afb 1 1 i 1 1 - ,k 1 t. . •-A/N ktit 1 (car 4011 I '' 'A 0 Vl 1 k ,,,,r% I i.1-7.' ' c % I 1 1 1 T1 I - 1 16 r1 A I 1 ! - vit 16.6 , -vi IL etatifit i - I b ..latto-it k 1 it.AAA. 1 . 1-1"111111' 1. 1 1 i E i 111 HI r 11.1, 1 I-1 .11 H I REV 12/01 FORM 18C ESR -2678 I Most Widely Accepted and Trusted Page 4 of 6 TABLE 3— HILTI'S, RECOMMENDED GEL AND CURE TIMES FOR HILTi HIT -HY160 ADHESIVE MINIMUM BASE - MATERIAL TEMPERATURE GEL TIME CURE TIME 23 °F 90 minutes 6 hours 32 °F 45 minutes 3 hours 41°F 25 minutes 90 minutes 68 °F 6 minutes 50 minutes 86 °F 4 minutes 40 minutes 104 °F 2 minutes 30 minutes For SI: t °C = (t °F - 32)/1.8. TABLE 4— ALLOWABLE TENSION AND SHEAR VALUES FOR THREADED ROD INSTALLED USING �L HIT -HY160 ADHESIVE IN GROUT - FILLED CONCRETE MASONRY CONSTRUCTION (pounds) PARAMETER VALUES Anchor diameter (Inches) 3 4 1/2 6/6 3/4 Embedment (inches) 31/2 4'/ 5 6 Minimum anchor spacing, s,, , (inches) 7 81/2 10 13'I Load direction Tension Shear' Tension Shear' Tension Shear' Tension Shear' 4 -Inch edge distance, C„,,,6 1,240 1'610 1,430 1,610 1 810 1,610 2 995 1,610 Edge distance. 12 Inches 1,875 3,335 4,495 4,495 For SI: 1 Inch = 25.4 mm, 1 Ibf = 4.48 N. 'Anchors are limited to one per masonry cell. 'Anchors may be installed at any location In the face of the masonry wall (cell, web, head joint, bed joint, etc.). 'Allowable load values are for use in any masonry construction complying with Section 4.1 of this report. 'When anchors are used to resist short-term loads, allowable loads must be calculated in accordance with Section 4.1.2 of the report. 'Embedment depth Is measured from the outside face of the masonry. 'Edge distances of less than 4 inches are beyond the scope of this report. Linear interpolation for edge distances between 4 inches and 12 inches is allowed. 'Allowable tension loads must be the lesser of the adjusted masonry or bond tabulated values and the steel tension values given In Table 6. 'Allowable shear loads must be the lesser of the adjusted masonry or bond tabulated values and the steel shear values given in Table 6. ° The tabulated allowable loads have been calculated based on a safety factor of 5.0. These values may be Increased by 25% (safety factor of 4) under the UBC only. 10 Masonry thickness must be equal to or greater than 1.5 limes the anchor embedment depth. "Allowable tension and shear load for torque connections are limited to 200 lbs for 3/4" diameter, 200 lbs for 'A" diameter, 400 lbs for 3/4" diameter, and 700 lbs for' /." diameter threaded rods. EXCEPTION: The 3 !4 -inch- diameter anchors may be installed In minimum nominally 8- inch -thick masonry. TABLE 6— ALLOWABLE LOADS FOR SILL PLATES AND OTHER ITEMS ATTACHED TO TOPS OF GROUT- FILLED MASONRY WALLS AT MINIMUM EDGE DISTANCES AND USING HILT' HY -160 ADHESIVE SHEAR (pounds) ANCHOR DIAMETER EMBEDMENT DEPTH EDGE DISTANCE TENSION (pounds) Load Applied Load Applied (Inch) (Inches) (Inches) Perpendicular to Edge Parallel to Edge 41/4 13/4 1.120 560 1,426 23/4 1,440 1,110 2,085 6 5 1'/4 1,475 705 1,800 23/4 1,630 1,110 3,070 For SI: 1 Inch = 25.4 mm, 1 lb( = 4.45 N, 1 psi = 6.89 kPa. 'Loads in this table are for threaded rod complying with Section 3.2.2 installed in the masonry at the edge distance listed in this table. No reductions for edge distance are required when anchors are installed with the minimum edge distance specified In the table. 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 shall conform to the dimensions given in Table 4. 'When anchors are used to resist short-term loads, allowable loads must be calculated in accordance with Section 4.1.2 of the report. 'Masonry thickness must be equal to or greater than 1.6 times the embedment depth. 'The tabulated values are for anchors installed in any masonry complying with Section 4.1 of this report. 'Allowable tension and shear load for torque connections are limited to 200 lbs for' h" diameter and 400 lbs for 6 /6" diameter threaded rods. 'The tabulated allowable loads have been calculated based on a safety factor of 5.0. These values may be increased by 25% (safety factor of 4) under the UBC only. Durham Advanced Wastewater Treatment Facility Phase 5B1 Headworks Improvement Project Number 6410 Structural Calculations Cantilevered. Concrete Walkway CH2MHILL SUBJECT twhaym ,,'�, � r?= // 1 BY ,k Ct � Q e \- x v -- a'`k SHEET NO.±_ of DATE PROJECT NO. 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L111�� [�� '^ |� ' | / l_ [� 1'| | | ' � ( 1 | / l 1�1 � / | / |�� �-. - ^ �._^� ^ - ---'� ' -�' - ^ ' --^-�-^^� -- -- -- -' ^ e I "g1 Job No Sheet No • Rev Software licensed to CH2M HILL Part Job 71110 Durham Ref B y L Elkins Datr06- Apr -10 Chd Client Fite trough with supporls.std IDatemme 07-Jun-2010 12:38 Job Information Engineer Checked Approved Name: L Elkins Date: 06- Apr -10 I Structure Type I SPACE FRAME I • Number of Nodes 393 Highest Node 426 Number of Elements 36 Highest Beam 485 Number of Plates 340 Highest Plate 505 Number of Basic Load Cases I Number of Combination Load Cases 2 1 Included In this rintout are data for: • I All I The Whole Structure I included in this printout are results for load cases: Type UC Name Primary 1 LOAD CASE 1 Primary . 2 LOAD CASE 2 Combination I 3 I COMBINATION LOAD CASE 3 Combination Load Cases Comb. Combination UC Name Primary Primary UC Name Factor 3 COMBINATION LOAD CASE 3 1 LOAD CASE 1 1.00 2 LOAD CASE 2 0.70 Section Properties Prop Section Area I I J Material (In) (in (In (in 2 HSST2.5X2.5X0.25 1.970 1.630 1.630 2.715 STAINLESSST 3 , L20204 0.938 0.552 0.144 0.020 STAINLESSST Plate Thickness Prop Node A Node B Node C ' Node D Material (in) (In) (in) (in) • 1 0.188 0.188 0.188 • 0.188 STAINLESSST PrintTime/Date: 0710612010 12:49 STAAD.Pro V8i (SELECTseries 1) 20.07.06.23 Print Run 1 of 3 • %ISoftware Job Ho Rev Z licensed to CH2M HILL Pad Sheet No Job Mlle Durham Ref B y L Elkins oalr06- Apr -10 chd Client Fite trough with supports.std Ioaterrtme 07-Jun-2010 12:38 • Materials Mat Name E v Density a (kiplin (kip/iin (1 °F) 1 STEEL 29E +3 0.300 0.000 6.5E -6 2 STAINLESSSTEEL 28E +3 0.300 0.000 10E -6 3 ALUMINUM 10E +3 0.330 0.000 13E -6 • 4 CONCRETE 3.15E +3 0.170 0.000 5E -6 \0.6 \N <�\\ �\` N 1\ ;\\�,\,\ \ ∎) \ �\ \ \ \ ter, \,\ vvcv Oott Load 2 Whole Structure • Print Prue/Dale: 07/08/2010 12:49 STAAD.Pro V8i (SELECTseries 1) 20.07.06.23 Print Run 2 of 3 i C Job No Sheet No Rev 3 Software licensed to CH2A1 HILL Part Job Title Durham Ref B Y L Elkins Dates- Apr-10 Chd client File trough with supports.std IDate/rhne 07-Jun-2010 12:38 -N. t}I n i ,; I� i r� . t poi 1 c +r. 1 • 1 ,' , 1 r 31.1 11 g l I r 1 , ;I' t 7 i se 'n � 41 '14 . 1 I ,: .:t\ 43‘, It 'I i tl tl ; r o 3hgi .• • ' e 'Y ) 'i 7 1 i I . t � hy i r G 9.�s1 • i ; :B psi , 8B pal 80 psi f i psi �• 'l � e 1i t = Psi " . 11 ; OOk r;1 1 Load 1 Whole Structure Beam Maximum Forces by Section Property Axial Shear Torsion Bending Section Max Fx Max Fy Max Fz Max Mx Max My Max Mz (kip) (kip) (kip) (kip "In) (kip (klp - in) HSST2.5X2.5X0.25 Max +ve 1.807 0:679 0.448 0.924 2.128 14.185 Max -ve , -1.755 -0.334 - 0.190 , -1.945 -1.108 - 14.835 L20204 - Max +ve 0.933 0.050 ` 0.029 2.214 9.390 Max -ve -0.962 -0.987 -1.167 -0.032 - 10.692 - 8.194 Plate Centre Principal Stress Summary Principal Von Mis Tresca Plate LJC Top Bottom Top Bottom Top Bottom (psi) (Psi) (Psi) (Psi) (psi) (psi) Max (t) 423 2:LOAD CASE 7.72E +3 2.63E +3 6.8E +3 6.63E +3 7.72E +3 7.32E+3 Max (b) 432 2:LOAD CASE 5.4E +3 - 5.4E +3 4.76E +3 4.6E +3 5.4E +3 5.1E +3 Max VM (t) 423 2:LOAD CASE 7.72E +3 2.63E +3 _ 6.8E+3 6.63E +3 7.72E +3 7.32E +3 Max VM (b) 423 2:LOAD CASE 7.72E +3 2.63E +3 6.8E +3 6.63E +3 7.72E +3 7.32E +3 • Tresca (t) 423 2:LOAD CASE 7.72E +3 2.63E +3 6.8E +3 6.63E +3 7.72E +3 7.32E +3 Tresca (b) 423 2:LOAD CASE 7.72E +3 2.63E +3 6.8E +3 6.63E +3 7.72E +3 7.32E +3 Pilot ilmelDate :07/D6201012:49 STAAD.Pro V81(SELECTserles 1) 20.07.06.23 Print Run 3 of 3 V N Job No Sheol No Rev 1 Software licensed to CH2M HILL PeA Job Title Durham Ref B y L Elkins Date07- Apr -10 Chd client Fite Durham Platform.std IDatemme 07-Jun-2010 12:52 Job Information Engineer Checked Approved Name: L Elkins Date: 07 -Apr -10 I Structure "Type I SPACE FRAME I Number of Nodes 34 Highest Node ' 44 Number of Elements 69 Highest Beam 75 . Number of Plates 8 Highest Plate 76 Number of Basic Load Cases I 4 Number of Combination Load Cases 3 Included in this rintout are data for: All (The Whole Structure I Included In this printout are results for load cases: Ty pe LJC Name Primary 1 DEAD LOAD Primary 2 LIVE LOAD Primary 3 SEISMIC LONG Combination 4 D +L Combination 5 D +L+E,LONG Primary 6 SEISMIC LAT Combination 7 D +L +E.LAT . ' Section Properties Prop Section Area l I J Material (In (In') . (In`) (In') 2 C12X20 6.090 3.880 129.000 0.333 STEEL 3 HSST4X4X0.375 4.780 10.300 10.300 16.985 STEEL 4 C10X20 5.880 2.810 78.900 0.325 STEEL 5 HSST3.5X3.5X0.375 4.090 6.490 6.490 10.919 STEEL 6 Red 0.24x0.24 0.058 0.000 0.000 0.000 STEEL 7 L35355 2.093 3.908 0.996 0.070 STEEL Plate Thickness Prop ' Node A Node B V Node C Node D Material (in) (in) (in) (in) 1 1.000 1.000 1.000 1.000 STEEL Print Time/Dale: 07/06/2010 12:55 STAAD.Pro V8i (SELECTseries 1) 20.07.06.23 Print Run 7 or 4 • Job No Sheet No Rev L.A4 op 2 Software licensed to CI-12M HILL Fan Job 7100 Durham Ref • • B Y L Elkins Datc07- Apr -10 CM Client Fife Durham Platform.std 1Datelnme 07- Jun -2010 12:52 Materials Mat Name E v Density a (kip/In (Idp/in ( _ 1 STEEL 29E +3 0.300 0.000 6.5E -6 2 STAINLESSSTEEL 28E +3 0.300 0.000 10E -6 3 ALUMINUM 10E +3 0.330 0.000 13E -6 4 CONCRETE 3.15E +3 0.170 0.000 5.5E -6 Plates Plate Node A Node B Node C Node D Property 49 6 13 14 15 1 50 17 3 16 18 1 51 2 3 12 11 1 62 6 7 10 9 1 59 • .9 10 29 30 1 60 11 12 31 32 1 61 9 30 31 12 1 76 9 15 16 12 1 • Basic Load Cases • Number Name • 1 DEAD LOAD 2 LIVE LOAD • 3 SEISMIC LONG 6 SEISMIC LAT Combination Load Cases Comb. Combination L/C Name Primary Primary L/C Name Factor 4 D +L 1 DEAD LOAD 1.20 2 LIVE LOAD 1.60 5 D +L +E,LONG 1 DEAD LOAD 1.20 2 LIVE LOAD 1.00 3 SEISMIC LONG 1.00 7 D +L +E.LAT 1 DEAD LOAD 1.20 2 LIVE LOAD 1.00 6 SEISMIC LAT 1.00 • Pdnl nmelDato: 07/06/2010 12:55 STAAD. Pro V8i (SELECTseries 1) 20.07.06.23 Print Run 2 of 4 I . Job No Sheet No Rev 3 Software licensed to CH2M HILL Part Job T Durham Ref B y L Elkins o8407- Apr -10 Chd Ghent File Durham Plattorm.std I DateAhne 07-Jun-2010 12:52 I'.. i i rx t 1 . 3D Rendered View Beam Maximum Forces by Section Property Axial Shear Torsion Bending Section Max Fx Max Fy Max Fz Max Mx Max My Max Mz (kip) (kip) (kip) (kip"in) (klp"in) ' (kipin) C12X20 Max +ve 1.205 2.913 0.116 0.097 1.144 57.993 Max -ve -0.888 -2.857 -0.102 -0.100 -1.108 - 45.544 HSST4X4X0.375 Max +ve 4.821 0.039 0.044 1 :150 1.276 1.758 Max -ve -0.424 -0.268 I -0.065 -1.121 -1.092 -7.896 C10X20 I Max +ve 0.162 0.279 I 0.073 0.016 0.487 6.738 Max -ve -0.197 -0.274 -0.022 -0.016 -0.538 -1.165 HSST3.5X3.5X0.375 Max +ve 0.128 0.060 0.098 I 0.268 ' 1.150 ' 1.451 Max -ve -0.428 -0.083 -0.097 -0.268 -2.369 -1.039 Rect 0.24x0.24 Max +ve 0.000 0.000 I 0.000 1 0.000 0.001 I 0.002 Max -ve -0.001 -0.000 -0.000 -0.000 -0.000 -0.001 L35355 Max +ve 3.486 0.010 I 0.032 0.000 0.000 I 0.000 Max -ve -2.319 -0.010 -0.032 0.000 0.000 0.000 Print lime/Dale:07/08/201 012.65 STAAD.Pro V81(SELECTseries 1) 20.07.06.23 Print Run 3 of 4 • .' _ T Job No Sheet No Rev 4 1 Software licensed to CH2M HILL PeA Job Tide Durham Ref ay L Elkins DaIf07- Apr -10 chd client File Durham Platform.std Dale/nme 07-Jun-2010 12:52 Plate Centre Stress Summary - Shear Membrane Bending Plate L/C Qx Qy Sx Sy Sxy Mx My Mxy (psi) (psi) (psi) (psi) (psi) (Ib1Mn) (lb (Ibin/in) Max Qx 49 4:D +L 10.493 2.227 2.098 - 10.844 1.043 -2.767 -8.522 - 12.407 Min Qx 50 4:D +L - 10.639 2.282 2,114 -7.781 -0.854 -2.441 -8.500 12.447 Max Qy 50 4:D +L - 10.539 2.282 2.114 -7.781 -0.854 -2.441 -8.500 12.447 Min Qy 51 4:D +L 0.827 -3.761 - 17.078 - 29.125 3.514 -1.388 -4.612 -2.903 Max Sx 60 6:SEISMIC LA1 -0.050 0.097 4.495 36.102 - 15.085 -1.657 -1.686 0.288 Min Sx 61 5:D +L +E,LONC 0.777 -0.025 - 36.013 -1.449 1.277 - 10.954 -3.178 -0.038 Max Sy 80 8:SEISMIC LA1 -0.050 0.097 4.490 36.102 - 15.065 -1.657 -1.686 0.288 Min Sy 59 7:D +L +E.LAT -0.027 0.770 -5.842 - 57.881 - 21.414 -1.963 - 10.651 0.152 Max Sxy 61 7:D +L +E.LAT 0.903 -0.452 - 22.258 0.090 19.099 - 12.822 -3.908 -0.203 Min Sxy 59 7:D +L +E.LAT -0.027 0.770 -5.842 - 57.881 - 21.414 -1.983 - 10.651 0.162 Max Mx 61 3:SEISMIC LOI -0.130 -0.001 - 14.153 -1.574 0.005 1.924 . 0.770 -0.005 Min Mx 61 4:D +L 1.254 -0.033 - 25.297 0.691 1.387 - 17.398 -5.432 -0.035 MaX My 59 3:SEISMIC LOI -0.020 -0.125 -1.438 - 14.053 -1.132 0.673 1.832 0.025 MIn My 76 5:D +L +E,LONC -0.684 -0.014 - 28.335 -0.835 -0.811 - 13.906 - 28.202 0.085 Max Mxy 50 4:D +L - 10.539 2.282 2.114 -7.781 -0.854 -2.441 -8.500 12.447 Min Mxy 49 4:D +L 10.493 2.227 2.098 - 10.644 1.043 -2.787 -8.522 - 12.407 • Print Time/Date: 01106/2010 12:55 STAAD. Pro V8i (SELECTseries 1) 20.07.06.23 Print Run 4 014