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HomeMy WebLinkAboutB06-0280 Precast Calculations Submittal #1 2/13/07in MOUNTAIN VIEW Submittal #1 February 13, 2007 PRECAST CALCULATIONS G� A 3r�a� E?ev. REVIEWED BY APR 9 :'n? COLORADO N IN S P ECTION y S V a rT GOPY tom' STAf4 - 0 -4- -S t�NF' /S Y c s rtr N F PRECAST CALCULATIONS Mountain View move"" MAgcow6crimicrllo L+ Job No: 0612 IFACTED D REVtM & RESUBMIT ® SUBMITTAL #1 OEOW IS ONLY FOR GENERAL COtI`ORCiIANCE NTH THE Me February 13, 2007 CQICRT OF THE PROJECT AND GENERAL COIWVANCE VM N Prepared by: IWM41ON GIVEN IN THE C01 3TRA;,T DOCU6TNTS. ANY ACTION MRB /FDG SHOWN SUBJECT TO THE REQUIREMENTS OF THE PLM AND SPECIFICATIONS. CWRACTOR IS RESPONSIBLE FOR DIMENSl G with NO WgMF ES YNCH SHALL BE CC" WD AND CORRELATED AT I* JOB SITE, FABRICATION PROCESSES AND TECHIJIOUES OF FDG Inc. CONSTRUCTION, COORDINATION OF HIS WORK WITH THAT OF All Prepared for: OKR TRADES AND THE SATISFACTORY PERFOFWNCE OF H SSCON CORPORATION RESORT DESIGN ASSOC TE INTERNATIO 2. z 7, e *7 BY. -- o a Rrmrw rD FURMW AS CORREiG"M [3 REJECTED ❑ REVISE AND RESUSIA M )aSUBMIT SPECIFIED ITEM S CNKI / a omLV FMGENRW 009 WITH TM *CUP CONCS►T Or TM r1kojeM AND G V49RAL COWL KR WITH To 1!I►gIMATNIN G111101 IN a *�"�+� ru stow Is susncT FOR afl M SN> a0ea WtCIrICATIONS. C IS ND WLWONSI" TM {CANT pft0CT 3 AND (W A CONSTRUC Wk COORDINATION 7W � ACTOR re"ORMANCL OF MSWOW LL Monroe &� N� DATE 2 :4-p B Y y'_- -- (� Reviewed Fabrication and/or instal!aticn may be underta` e,i, F .; .r cr ccmmer does (� Furnish As not authcri_a cha ;;s to the contract Corrected sum or contract time. (� Revise and Fabrication and/or insta!lation MAY Fiesubn* NOT be undertaken. In resubmitting, 0 Rejected limit corrections to items marked. Review / approval neither extends nor alters any contractual obligations of the Architect, General Contractor, or Sub - Contractor. R.A. N &Associates, Inc. By Date The seal of fabricator's professional engineer applies only to Stresscon's fabricated products, which were designed to meet the structural criteria provided by the Engineer of Record. It is requested that the Engineer of Record check this work for conformance with the design concept of the project, and compliance with the information given in the contract documents. This cover sheet references the following calculations per the index of sections as indicated in section i of this submittal. Each section, as listed in section i, has a separate index that describes the various designs within that section. Nail, S M& arQ%)rste0 t s QCei><Jilt) % -7L6 - 7 f44-0 W ILL R -Tvt'N %) t.N e-.f4 Pt.EV"(: ItV lf- . GENERAL INDEX SECTION i Job Title: Mountain View Sheet 1 of i By: M"NDc Date: 01/24/07 Job No: 0612 INDEX OF CALCULATIONS SECT. I DESCRIPTION i I General Index 0 Design Parameters 1 Lateral Analysis 2 Double Tee Designs 3 Beams (IT, EL, RB, etc.) 4 Spandrels, Architectural Panels, etc. 5 Columns 6 Wall Panels 7 Stairs, Flat Slabs, Hollowcore, Miscellaneous products, etc. 8 Connections 9 Plates 10 Repair Details (as required) DESIGN PARAMETERS SECTION 0 Sheet 1 of O.i Job Title: Mountain View By: MRB/MG Date: 02/07/07 Job No: 0612 INDEX OF DESIGN PARAMFTFRR I SECT. I DESCRIPTION I Pages I 0.0 Applicable Codes 0.1 Design Loads 0.2 Design Commentary 0.3 Material Specifications and Suppliers Data Sheets (as required) 0.3.0 General Material Specifications CODES SECTION 0.0 Sheet 1 of 0.0 Job Title: Mountain View By: MRB/FDG Date: 01/24/07 Job No: 0612 IBC 2003 ACI 318 -05 PCI DESIGN HANDBOOK, 6th Edition AISC, Ninth Edition I Required Strength (F T. Inc. modifi ation February 20061 See sheet 2 for detailed explanation for the medications to equations 9 -2, 9 -3, & 9 -4. Eq. Load Combinations Commentary (9 -1) U = 1.4(D +F) Min. Design Loading (9 -2) U = 1.2(D +F +T) + 1.6(L +H+ (L, or S or R)) modified Max. Gravity Loads & Soil (9 -3) U = 1.2D + 1.6(L or S or R) + .8W modified Wall Panels with heavy snow loads (9-4 U = 1.2D + 1.6W + L + (L or S or R) modified Lateral System Wind Compression or Walls (9 -5) U = 1.2D + E + L +.2S Lateral System Seismic Compression or Walls (9 -6) U =.9D + 1.6W + 1.6H Lateral System Wind Uplift (9 -7) U =.9D + E + 1.6H Lateral System Seismic Uplift F = Fluid (weight and pressures) T = Total long -term effects from shrinkage, creep, settlement, & temperature. H = Soil (weight and pressures) L = Roof Live load S = Snow R = Rain D = Dead Load L = Live Load not including snow, rain, or roof live load. E = Seismic W = Wind Footnotes: L in (9 -3), (9-4), and (9 -5) maybe reduced to .51- except for garages, areas of public assembly, and L > 100 psf. CODES SECTION 0.0 Sheet 2 of 0.0 Job Title: Mountain View By: MRB/FDG Date: 01/24/07 Job No: 0612 For purposes of consistency, accuracy and general quality control, FDG, Inc. has determined the load cases involving roof loads, especially snow loads which in many areas can be sustained for long periods of time, should have Load Factors the same as floor Live Loads. ASCE 7, which is the bases for the load factors currently being used, clearly states that the snow loads are transient in nature similar to wind or seismic activity. We have witnessed buildings and structures with full snow loads and normal live load usage in the floor areas. We believe snow loads are sustained and occur in conjunction and with the same probability as typical floor loads. Thus the ACI equations are modified for FDG engineering use as follows: Equation (9 -2) U = 1.2(D +F +T) + 1.6(L +H)+ .5(L or S or R) We believe the .5 factor for roof loads does not represent the nominal safety desired. We have modified the equation to have the load factors for both floor loads and roof loads factored by 1.6. FDG modified equation U = 1.2(D +F +T) + 1.6(L +H + (L or S or R)) Equation (9 -3) U =1.2D + 1.6(L or S or R) + ( L or .8W) Since Equation (9 -2) is more critical for the roof and live load combination this equation is reduced to the wind load case. We believe this represents a design case for load bearing wall panels in areas of heavy snow loads. FDG modified equation U =1.2D + 1.6(L or S or R) +.8W Equation (9 -4) U = 1.2D + 1.6W + L + .5 (Lr or S or R) This is the wind load condition with the same argument as equation (9 -2) that Roof and Live Loads should get the same load factors. Thus the Live Loads and Roof loads should factored by 1.0 in combination with wind. FDG modified equation U = 1.2D + 1.6W + L + (Lr or S or R) Notes: All live load reductions per tributary area or multi -story applications are applied before the load factors. Elements with mixed usage should have engineering judgment applied as to the critical loading. This is usually the case for areas of potential Live Load and Snow Loads. Examples are upper levels of parking decks, balconies, structurally supported plazas, etc. The total load combination should be determined and the load factor for equation (9 -2) is 1.6. o One example might be roofs of parking decks. Many local jurisdictions have established some modified combination of live load snow. Denver for example specifies a non - reducible roof load of 55 psf (40+.5 *30 = 55) for snow combined with vehicles. Refer to local jurisdictions to clarify. SDL = 10 psf SLL = 60 psf. Stairs & Lobby areas (Live Load) = 100 psf Parking level Live Load reduction 20% to vertical members supporting (2) floors or more. Proposed Soil Pressures see sheet 2 DESIGN LOADS SECTION 0.1 Sheet 1 of 0.1 Job Title: Mountain View By: MRB/FDG Date: 01/24/07 Job No: 0612 DESIGN LOADS Wind = Provided by FOR Seismic = Provided by FOR Residential units SDL = 10 psf SLL = 60 psf (includes allowance for partitions, etc.) Residential balconies SDL = 60 psf SLL = 250 psf (covers hot tubs, etc.) Residential roof top mechanical SDL = 40 psf SLL = 125 psf (includes 40psf ballast) Covered Parking Levels SDL = 10 psf. SLL = 40 psf Exposed Parking Levels SDL = 440 psf. SLL = 125 psf Plaza Level North of Grid C SDL = 650 psf SLL = 125 psf or HS -20 Plaza Level Grid D to Grid C SDL = 300 psf SLL = 150 psf or HS -20 Plaza Level Grid E to Grid D SDL = 10 psf SLL = 60 psf. Stairs & Lobby areas (Live Load) = 100 psf Parking level Live Load reduction 20% to vertical members supporting (2) floors or more. Proposed Soil Pressures see sheet 2 G u'- C'C�Gp q f ;,u 0 0 O0000000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT M ountoin View DATE: /29/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 2 OF 0.1 PROPOSED SOIL PRESSURES ASSUME SOIL PRESSURE AT 50 PCF PLUS 2 FT SURCHARGE WALLS TALLER THAN 15 FT SHALL BE DESIGNED FOR PRESSURE OF 25H WHERE H IS HEIGHT OF WALL (PER SOILS REPORT) MAX = 25H = 950 PSF 100 PSF I PRECAST CONCRETE BASEMENT WALL a- a w 0 J_ N X 2� O I °O o M I M N E�5 E M LEA H co S N m N 0, w 0 rn a v N O O N O N G 0 z 0 E E N C N d O O U O+ C W / N f0 O N a 0 J L� G7 O L� DESIGN COMMENTARY SECTION 0.2 Sheet 1 of 0.2 Job Title: Mountain V iew By: MRS /FDG Date: 01/24/07 Job No: 0612 DESIGN COMMENTARY Reinforcing for CIP topping slabs is not addressed in the precast calculations and drawings. Reinforcing is required for superimposed loads (distributed or concentrated) and diaphragm reinforcing required for lateral loads is designed and supplied by others. Unless noted otherwise deck reinforcing and connections are designed to support only the superimposed construction loads. Stem mesh reinforcing in DT's is based upon ACI 318 -83 Code and tests performed in 1986 and summarized in the report "Elimination of Shear Reinforcement in Prestressed DT's" by Stanley Structures. The criteria for the elimination of continuous shear steel are (1) that the DT's are simply supported, (2) the loads are essentially uniform in nature, (3) required shear reinforcement based on Vci (ACI Eq 11 -11) is less than 0.04 in /ft, and less than Av min, and (4) required shear reinforcement based on Vcw (ACI Eq 11 -13) is nominally zero. Lateral Design: Shear wall panel and connections designed using USD based on unfactored shear forces as given in structural drawings. GENERAL MATERIAL SPECIFICATIONS SECTION 0.3.0 Sheet l of 0.3.0 Job Title: Mountain View By: NM/FDG Date: 01/24/07 Job No: 0612 w i pF Ft NF s -- N Alt g E A!; rte► g 1 2 esv �t s Material Specifications Structural Stee shapes nd plates) A36; fut = 58 ksi; f =36 ksi --VI NOV CIS} ' 4 y it rS Structural Steel Tubes A500 min. yield 46 ksi. S. it 53 PER Welding E70xx Electrodes I cF e . Y• / 66 Mild Reinforcement ASTM 618 Grade 60 fzt = 90 ksi; f = 60 ksi ASTM 706 with welding or preheated per Carbon Equivalent Prestressing Strand ASTM 416 Grade 270 low relaxation Welded Wire Reinforcement (WWR) ASTM A135 Plain use min. f = 65 ksi ASTM A497 Deformed use min. f = 65 ksi Anchor Bolts or Threaded Parts A307 or A326 see PCI Table 6.16.6 for capacities UNC Bolts A307 see PCI Table 6.16.6 for capacities Coil bolt and Threaded Rod ASTM A325 sim. Capacities per PCI Table 6.16.7 Coil or Ferrule Insert Wire & Inserts Dayton- Superior or equal; capacities per manufacturer Bearing Pads Cotton Duck Random Fiber Reinforced (ROF) AASHTO grade plain Neoprene Headed Concrete Anchors (H.CA) Type A (1/4 & 3/8" d.) fit = 61 ksi; f = 49 ksi Type B (1/2 to l" d.) f,,t = 65 ksi; f = 51 ksi Deformed Bar Anchors (D.B.A.) Type C ASTM A496 fut = 80 ksi; f = 70 ksi Stainless Steel Type 304 fit = 82 ksi; f = 42 ksi r I Lateral Analysis SECTION 1 Sheet 1 of Li Job Title: Mountain View By: MRB/FnG Date: 02/07/07 Job No: 0612 Lateral Analysis Index Submittals SECT DESCRIPTION PAGES 1st 2nd 3rd 4th 5th 1.1 Residential and Plaza 1.1.1 1.1.2 Grid 7 Exterior Residence 2 X 1.1.3 Grid 6 Demizing Walls 2 X 1.1.4 Grid 5 Demizing Walls 3 X 1.1.5 Grid 4 Demizing Walls 2 X 1.1.6 Grid 3 Demizing Walls 2 X 1.1.7 1.1.8 Grid 7 Exterior Plaza 1 X 1.1.9 1.1.10 NorthEast Wall Plaza 1 X 1.1.11 1.1.12 1.1.13 1.1.14 SouthWest Plaza Wall Grid 0 1 X 1.1.15 1.1.16 1.1.17 G4 - Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /16/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 1.1.2 EXTERIOR 10" WALLS GRID 7 CALCULATE NET ULTIMATE OVERTURNING MOMENT FDTN LVL. SHEAR RESOLUTION & M = 180 *13.6' +25 *24.1' HORIZONTAL SHEAR LOADING of SEE FOLLOWING SHEET +45 *34.6' +90 *44.1' +10 *49.1' � 9070 —k ■ 10 O 90 E n W O 0 N CIO 0 0 m a v v 3 N E N Q 00 2 N W N �D O C CT . d 0 6 cn J i W N O 0 i J W C9 0 \ I i 45' ° �I I ICI ,,, 0 180 n j; ASSUMED NIDTH OF SHEARWALL = 3q: 11 II 11 (D II II M II II II II II II - - ASSUME DL TRIG = 15' (TEES + TOPPING -- 80psf) 2ND LVL. M = 25 *10.5' +45 *21' +90 *30.5' +1O *35.5' P4 4310 -k NET OVERTURNING: 9070 -6255 = 2815 -k /32' = 88 /60ksi /0.9 = 1.6in USE (2) #9's (® SECOND LEVEL) RESISTING DEAD LOAD: RESISTING DEAD LOAD: WALL 50'x36'x0.125ksf = 225 *35'/2 = 3940 —k WALL 36'x36' 3940 - k 5TH 15'x36'xO.08ksf = 43 *35'/2 = 753 -k 5TH 15'x36' 753 4TH 15'x36'xO.08ksf = 43 *35'/2 = 753 -k 4TH 15'x36' 753 —k 3RD 15'x36'xO.08ksf = 43 *35'/2 = 753 - k 3RD 15'x36' 753 2ND 2ND 15'x36'xO.08ksf = 43 *35'/2 = 753 5095 k *0.9= 4585 -k 6950ft- k *0.9= 6255n-k NO NET OVERTURNING � SECOND LEVEL NET OVERTURNING: 9070 -6255 = 2815 -k /32' = 88 /60ksi /0.9 = 1.6in USE (2) #9's (ER u'C=7L7G=1 GpE) I = 0 00000000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 1 / 16/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 2 OF 1.1.2 EXTERIOR 10" WALLS GRID 7 SHEAR RESOLUTION ® EACH LEVEL & CUMULATIVE - ASSUME 40 CXNS RESOLVE CUMULATIVE SHEAR CONNECTING DIAPHRAGM WIDTH SHOWN FOR N.S. CXNS = 14.7 CAPACITY - ASSUME CXNS ® 8' -0" O.C. U.N.O. SEE SECTION 8.2.2.6 n SHEAR MUST BE TAKEN OUT T IN STEEL CXNS TO PRECAST • 10k O 39' 7 „^ FLAG 's 90 I r7� E n N LaJ 0 O N U 0 w a 0 rn 3 N 0 X 0i 70' 45k co o 37' 13 FLAG { E'S 180k *- ;;THIS LVL. ASSUMED IDTH OF SHEARWALL = Al z ifl ii X „ X U It f HORIZONTAL SHEAR FOR 1ST LEVEL ONLY: 3V /2H (ON /ft BASIS) 3 *180/(2 *36.4') = 7.4 *13.6= 100 =2.5 CXNS - USE (3) CXNS SEE 8.6.1.2 ---/ SHEAR ® FDN: 350 (2)60 *0.75 *1.Oin = 270 /40 USE (7) CXNS SHEAR @ 2ND: 170 /40 USE (5) CXNS SHEAR ® 3RD AND ABOVE: 145 USE (4) CXNS TYP. i LC) .- 25 70' co o 37' 13 FLAG { E'S 180k *- ;;THIS LVL. ASSUMED IDTH OF SHEARWALL = Al z ifl ii X „ X U It f HORIZONTAL SHEAR FOR 1ST LEVEL ONLY: 3V /2H (ON /ft BASIS) 3 *180/(2 *36.4') = 7.4 *13.6= 100 =2.5 CXNS - USE (3) CXNS SEE 8.6.1.2 ---/ SHEAR ® FDN: 350 (2)60 *0.75 *1.Oin = 270 /40 USE (7) CXNS SHEAR @ 2ND: 170 /40 USE (5) CXNS SHEAR ® 3RD AND ABOVE: 145 USE (4) CXNS TYP. a v 00000000 Streescon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE : 11/15/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 1.1.3 DEMIZING WALL GRID 6 CALCULATE NET ULTIMATE OVERTURNING MOMENT - GRID E IS BREAK BETWEEN SHEARWALLS SHEAR RESOLUTION & HORIZONTAL SHEAR LOADING SEE FOLLOWING SHEET M = 10' *13.6' +5 *34.6' +15 *44.1' gu 970 M = 145 *13.6' +15 *24.1' +30 *34.6' +50 *44.1 ' +20 *52.9 -- 6635 20 E n co 7t N 1-- CD 0 0 N ao d In L:i a 0 rn a v N 3 E 0 co 0 N I w N �O C O� �N d 0 0 J I 0 a W i N 0 N 0 Li 0 RESISTING DEAD LOAD: WALL 18'x44'x0.lksf = 80 *18'/2 = 720 5TH 10' x 12'xO.08ksf 1 p 18'/2 = 90ft-k 4TH 1O'x12'x0.08ksf ti 10 *18'/2 = 90ft-k 3RD 1O'x12'x0.08ksf ti 10 *18'/2 = 90 ft-k 990 k *0.9= 890 -k II II II I ASSUME DL TRIB = 30' (TEES + TOPPING � 80psf) RESISTING DEAD LOAD: WALL t tt a0 = 3600 -k 5TH 15 ( o0 50 = 960 11 II II II ii II tt I = 1920 -k �0 LJ II tl 2ND 30'x4O'xO.08ksf = 96 *40'/2 = 1920 -k 5 10320 *0� 9= 928O -k 30k II ) I I rrJ II 11 f 1 I 21 4{ I t 15 1r� II II 10 1- L� 145 7.9 41.5' J rs JS Al I I Z 1 i 4 lY 1 E n co 7t N 1-- CD 0 0 N ao d In L:i a 0 rn a v N 3 E 0 co 0 N I w N �O C O� �N d 0 0 J I 0 a W i N 0 N 0 Li 0 RESISTING DEAD LOAD: WALL 18'x44'x0.lksf = 80 *18'/2 = 720 5TH 10' x 12'xO.08ksf 1 p 18'/2 = 90ft-k 4TH 1O'x12'x0.08ksf ti 10 *18'/2 = 90ft-k 3RD 1O'x12'x0.08ksf ti 10 *18'/2 = 90 ft-k 990 k *0.9= 890 -k II II II I ASSUME DL TRIB = 30' (TEES + TOPPING � 80psf) RESISTING DEAD LOAD: WALL 45'x4O'xO. l ksf = 180 *40'/2 = 3600 -k 5TH 30'x2O'xO.08ksf = 48 *40'/2 = 960 4TH 30'x4O'xO.08ksf = 96 *40'/2 = 1920 -k 3RD 30'x4O'xO.08ksf = 96 *40'/2 = 1920 -k 2ND 30'x4O'xO.08ksf = 96 *40'/2 = 1920 -k 10320 *0� 9= 928O -k NET OVERTURNING: 970 -890 = 80 ft-k NET OVERTURNING: 6635 -9280 = - 2645 -k 80/--15' = 5 OK WITH WELDED CXNS NO NET OVERTURNING C�Q�C� C�G�G7 C7 O DDOC7C =C=O Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 11/15/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 2 OF 1.1.3 DEMIZING WALL GRID 6 SHEAR RESOLUTION @ EACH LEVEL & CUMULATIVE — ASSUME 40' CXNS — ALSO HORIZ. SHEAR CONNECTING DIAPHRAGM WIDTH SHOWN FOR BOTH N.S. & F.S. CXNS = 14.7' CAPACITY — ASSUME CXNS ® 8' -0" O.C. AT ALL LEVELS SEE SECTION 8.2.2.6 20' E CL 0 M W to 0 0 N a Gj 0 X 3 3 E d 0 m 2 N 1 I I W N Er O 0 0 d 0 J I O W to i N 0 N 0 J 0 14' N.S. 2 N ` 20' N.S. & 25' F.S. X 15' I 50 N 1 I I I LJ 11 II II Z 50' N.S. & 45' F.S. i 5' _ I I 30' N 11 _ Jr?� 1 11 I I _ � 11 I' 1 1 r 10 11 11 II s s' 17.9' I _ I I t I 1 I I TOTAL SHEAR = 30 /40 /cxn = 0.8 SAY 1 CXN MIN. FLAG PLATE CONNECTIONS AT 8' -0" O.C. PROVIDE SHEAR CAPACITY GREATER THAN LOADS APPLIED BY DIAPHRAGMS N Z 50' N.S. & 45' F.S. 15' N � Z 50' N.S. & 45' F.S. 0 145 "' 41.5' z ri U it TOTAL SHEAR = 260 /40 / cxn = 6.5 SAY 7 CXNS MIN. ® FDN ONLY REDUCTION OF CXNS IN UPPER LEVELS OK HORIZONTAL SHEAR: 3V /2H (ON k /ft BASIS) 3 *20 *41.5') *8.8' + 3 *70 *41.5') *9.5' + 3 *100 *41.5') *10.5' + 3 *115 *41.5') *10.5' + 3 *260 *41.5') *13.6' = 240 /40 /cxn = 6.0 SAY 6 CXNS MIN. SEE SECTION 8.6.1.2 FOR VERT. JT. CXN Cs 4t�L��Cs�Cr�G�1 D ❑ O�ODD�OD Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 11/16/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 1.1.4 DEMIZING WALL GRID 5 CALCULATE NET ULTIMATE OVERTURNING MOMENT SHEAR RESOLUTION & HORIZONTAL SHEAR LOADING SEE E a 0 G.i 0 0 0 N m U N Ck ,;j Q O� 3 v N O 3 rn c �N C N 00 O N uj 1 I N (D O c rn U) N 0 0 9 J 1 i c W N to 0 0 w J Li. 0 ASSUME DL TRIB = 30' (TEES + TOPPING :zt; 80psf) RESISTING DEAD LOAD: WALL 50'x40'xO.1 ksf = 200 *40'/2 = 4000 -k 5TH 30'x15'xO.08ksf = 36 *40'/2 = 720 -k 4TH 30'x45'xO.08ksf = 108 *40'/2 = 2160 -k 3RD 30'x45'xO.08ksf = 108 *40'/2 = 2160" - k 2ND 30'x35'xO.08ksf = 84 *40 = 1680 -k 10720" k *0.9= 9650" -k NET OVERTURNING: 9670 -9650 = 20" -k /40' = (LESS THAN 1 KIP UPLIFT) WELDED CXNS OK. M = 215 *13.6' +25 *24.1' .. rk. �. – . —k... ., CGR4�C�C�C -;�W (= O 0�00�0�r7 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 11/16/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 2 OF 1.1.4 DEMIZING WALL GRID 5 SHEAR RESOLUTION ® EACH LEVEL & CUMULATIVE - ASSUME 40' CXNS RESOLVE CUMULATIVE SHEAR CONNECTING DIAPHRAGM WIDTH SHOWN FOR BOTH N.S. & F.S. CXNS = 14.7' CAPACITY - ASSUME CXNS ® 8' -0" O.C. FOR ALL LEVELS SEE SECTION 8.2.2.6 n 14' N.S. & 14' F.S. 15' N.S. I& 15' F.S. I 0 z E n cD NOTE: 5TH LE/EL IS BROKEN IN TWO SECTIONS FOR EACH SIDE - ASSU E (8) CXNS MIN. = 117' 3 �J D `r y a � 1 C CN v N E S �I V V ' V D ROOF LEVEL: 5TH LEVEL: I 4TH LEVEL: 45' N.S. & 45' F.S. I 45' N.S. & 45' F.S. I ° 35' N.S. & 35' F.S. ° 215' 215'/14.7' = 14.6 USE (15) CXNS — 4' -0" O.C. EA SIDE NO CUMULATIVE SHEAR CUMULATIVE — (20')/40' = 0.5 USE (1) CXN MIN. CUMULATIVE — (100')/40' = 2.5 USE (3) CXNS MIN. SEE SECTION 8.6.1.1 & 8.6.2.1 FOR HORIZ. JOINT CXNS CUMULATIVE — (145')/40' = 3.6 USE (4) CXNS MIN. CUMULATIVE — (170')/40' = 4.3 USE (5) CXNS MIN. CUMULATIVE — (385')/40' = 9.6 USE (10) CXNS MIN. 3RD LEVEL: 2ND LEVEL: FOUNDATION G4G GG 9D o 03 0000000❑ Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /16/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 3 OF 1.1.4 DEMIZING WALL GRID 5 HORIZONTAL SHEAR RESOLUTION (40 PNL —PNL CXNS) SEE 8.6.1.1 ASSUME WIDTH OF WALL AS SHOWN (CONSERVATIVE) JOINT IS NOT AT MIDSPAN OF ASSUMED WALL (CONSERVATIVE) E 0 w F co Co 0 N O) V d W Q O+ 3 _N O 3 v+ C �N C N 00 O N I I N_ c0 O C cn U N 0 a J I 0 W N i N O J Ii HORIZONTAL SHEAR: 3V /2H (ON k /ft BASIS) 3 *20 *47.9') *8.8' + 3 *100 *47.9') *9.5' + 3 *145 *47.9') *10.5' + 3 *170 *47.9') *10.5' + 3 *385 *47.9') *13.6' = 302.8 = 7.6 SAY 8 CXNS MIN. A CE�4a3&( GRag ;�u 0 0 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /15/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/823 -1323 BY: RCD /FDG SHEET 1 OF 1. 1.5 DEMIZING WALL GRID 4 CALCULATE NET ULTIMATE OVERTURNING MOMENT - GRID E IS BREAK BETWEEN SHEARWALLS SHEAR RESOLUTION & HORIZONTAL SHEAR LOADING SEE FOLLOWING SHEET M = 145 13.6'+ 15 *24.1 ' M = 10 13.6' +5 *34.6' +20 *34.6' +35 *44.1' E +10 *44.1' 750 +20 *52.9 ti 5630 20 F D 6 it o6 II 35 I 10k II II II II a) II II II 20 c t I �? 1 II (j I 15k tPir in ��\ 11 1 1 145 it II 41.5' E r , t I r j ii Lr - - -'II -- 1 - - --- E M M W C-0 O O N 06 0 0 3 3 rn E 0 w 0 N i W N C) O C O� 0 0 d J i Er W N 0 N a 0 lil J L. 0 u- ASSUME DL TRIB = 30' (TEES + TOPPING ti 80psf) RESISTING DEAD LOAD: WALL 45'x4O'xO.1 ksf = 180 *40'/2 = 3600 -k 5TH 30'x2O'xO.08ksf = 48 *40'/2 = 960 4TH 30'x4O'xO.08ksf = 96 *40'/2 = 1920 -k 3RD 30'x4O'xO.08ksf = 96 *40'/2 = 1920 -k 2ND 30'x4O'xO.08ksf = 96 *40'/2 = 1920 -k 10320 *0. 80ft -k RESISTING DEAD LOAD: WALL 18'x44'xO.lksf = 80 18'/2 = 720 5TH 1 O'x 1 2'xO. 08ksf k: 1O *18'/2 = 90ft-k 4TH 10'xl2'xO.08ksf ;:tl 10 *18'/2 = 90tt -k 3RD 1 O'x 1 2'xO.08ksf g�; 10 *18'/2 = 90ft-k 990 k *0.9= 890 NET OVERTURNING: 5630 -9280 = - 3650 -k NET OVERTURNING: 750 -890 = - 140 -k NO NET OVERTURNING NO NET OVERTURNING G4EEDEKER pLTD Cg = O 0 1 3OO =C=u V Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /15/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 2 OF 1. 1.5 DEMIZING WALL GRID 4 SHEAR RESOLUTION ® EACH LEVEL & CUMULATIVE - ASSUME 40 CXNS - ALSO HORIZ. SHEAR CONNECTING DIAPHRAGM WIDTH SHOWN FOR BOTH N.S. & F.S. CXNS = 14.7 CAPACITY - ASSUME CXNS ® 8' -0" O.C. AT ALL LEVELS SEE SECTION 8.2.2.6 14' N.S. 20' E G (D M M w 1= tD O N ui a 0 3 rn E 0 co 0 N T T W N 0 0 v d 0 J i W N 0 D i J 0 TOTAL SHEAR = 235 /40 / cxn = 5.9 SAY 6 CXNS MIN. ® FDN ONLY REDUCTION OF CXNS IN UPPER LEVELS OK HORIZONTAL SHEAR: 3V /2H (ON k /ft BASIS) TOTAL SHEAR = 25 /40 / cxa = 0.6 SAY 1 CXN MIN. FLAG PLATE CONNECTIONS AT 8' -0" O.C. PROVIDE SHEAR CAPACITY GREATER THAN LOADS APPLIED BY DIAPHRAGMS 3 *20 *41.5') *8.8' + 3 *55 *41.5') *9.5' + 3 *75 *41.5') *10.5' + 3 *90'/(2 *41.5') *10.5' + 3 *235 *41.5') *13.6' = 203 /40 /cxn = 5.1 SAY 6 CXNS MIN. SEE SECTION 8.6.1.2 FOR VERT. JT. CXN X 20' N.S. & 25' F.S. ° D ' ( 10k N 35' LJ Z LJ II II II 50' N.S. & 45' F.S. I' S 20k 1 it y 50' N.S. & 45' F.S. o r r JNJ N 15' 7 z ff 1177 L) 50' N.S. & 45' F.S. o r r .'1 0 k II II 1 II E 171 N 145' 41.5' v ., TOTAL SHEAR = 235 /40 / cxn = 5.9 SAY 6 CXNS MIN. ® FDN ONLY REDUCTION OF CXNS IN UPPER LEVELS OK HORIZONTAL SHEAR: 3V /2H (ON k /ft BASIS) TOTAL SHEAR = 25 /40 / cxa = 0.6 SAY 1 CXN MIN. FLAG PLATE CONNECTIONS AT 8' -0" O.C. PROVIDE SHEAR CAPACITY GREATER THAN LOADS APPLIED BY DIAPHRAGMS 3 *20 *41.5') *8.8' + 3 *55 *41.5') *9.5' + 3 *75 *41.5') *10.5' + 3 *90'/(2 *41.5') *10.5' + 3 *235 *41.5') *13.6' = 203 /40 /cxn = 5.1 SAY 6 CXNS MIN. SEE SECTION 8.6.1.2 FOR VERT. JT. CXN CR 1�� C [E)G GQ 0 0 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 11/14/06 P.O. Box 15129 Fax: 719/390 -5584 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD/FDG SHEET 1 OF 1.1.6 DEMIZING WALL GRID 3 CALC NET ULT OVERTURNING MOMENT SHEAR RESOLUTION & HORIZONTAL SHEAR LOADING SEE FOLLOWING SHEETS E 0. N w F m S N 06 iu in w a 0 3 v 0 3 o, E 0 co 0 N I I 1 w N t0 O y N 0 0 J o+ rn w N_ CD O y a 0 w J M = 215' *13.6' +55' *24.1' +110' *34.6' +215' *44.1' FDTN +20' *52 9' � 18600 -k M = 110' *10.5' +215' *20' 1z 20' O R 00 215' l.J - L- 110' I � O i 55' l � 0 i� 215' hr. F 41.0' io ASSUME DL TRIB = 30' (TEES + TOPPING P. 80psf) RESISTING DEAD LOAD: 2nd Ivl WALL 50'x4O'xO.1 ksf = 200 *40'/2 = 5TH 30'x45'xO.08ksf = 108' *40'/2 = 4TH 30'x45'xO.08ksf = 108' *40'/2 = 3RD 30'x45'xO.08ksf = 108' *40'/2 = 2ND 30'x4O'xO.08ksf = 96' *40'/2 = M = 55 10.5' +110' *21' +215' *30.5' 2ND +20 *39.3' -- 10231 ft -k M = 215' *9.5' [ 7 4T - H i +20 18.3' Pz 2410 -k FDTN Ivi 2nd Ivl 3rd Ivl 4th Ivl 4000 2880 2000 - 1200 -k 2160 2160 2160 2160 -k 2160 -k 2160 -k 2160 3360 k *0.9= 3024 - k 2160 - k 2160 - 6320 k *0.9= 5688 1920 9360 k *0.9= 8424 - 10240 k *0.9= 9216 FDTN -NET OVERTURNING: 18600 -9216 = 9384 k /40' /60ksi /0.9 = 4.3 SAY 5 #9's 2ND -NET OVERTURNING: 10231 -8424 = 1807 ' /40' /60ksi /0.9 = 0.8 SAY 2 #9's 3RD -NET OVERTURNING: 6031 -5688 = 343 k /40' /60ksi /0.9 = 0.2 SAY 1 #9 4TH -NET OVERTURNING: 2410 -3024 = -614 NO NET OVERTURNING ® THIS LEVEL OR ABOVE 2 �! W Double Tee Design SECTION 2 Sheet 1 of 2.i Job Title: Mountain View By: MRB/FDG Date: 02/07/07 Job No: 0612 Double Tee Design Index Submittals SECT DESCRIPTION DESIGN Pgs 1st 2nd 3rd 4th 5th 2.0.1 Residence/Plaza Levels 2.0.1.1 2 nd level Plaza 1 X 2.0.1.2 2 nd Level Residence 1 X 2.0.1.3 Y Level Residence 1 X 2.0.1.4 4` Level Residence 1 X 2.0.1.5 5` Level Residence 1 X 2.0.1.6 Roof Level Residence 1 X 2.1 Residential Area 2.1.1 l ODT12 Typ. Floor TT — TA TA 7 X 2.1.1.1 Check Fireplace Loading — TC TC 5 X 2.1.2 10DT12 Skewed TT — TA TA 6 X 2.1.2.1 Check Fireplace Loading — TC TC 6 X 2.1.3 l ODT18 Roof TT — TB TB 6 X 2.3 Plaza Level 2.3.1 10DT18 Heavy Soil Loads Typ Span TB TB 6 X 2.3.2 10DT18 Heavy Soil Loads Long Span TB TB 6 X 2.R Double Tee Reinforcing Summaries 2.R.1.1 TA TA 1 X 2.R.1.2 TC — pours with TA TC 1 X 2.R.3.1 TB TB 1 X G?ci?E)L? GG?G =LT D a ❑ ❑000C= oo❑ Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /25 /06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 2.0.1.1 LO o N 3 ' � I c 0o w I� '0111 Nil TITI r° E O M n Gj O O N O M c 0 0 3 N E E N N U C d w I I O I N W N co 0 ( a+ 0 d D I N rn w / _N �O 0 lJ fY 4 c) W U z W W Li W 0_ N d J W a J Z N ii mul � O f\ d fl N m N I N Of 00 0 t N n 0 LQ C'4 V m�N I CV F 06 f3� m .- Z I N X m 00 V I N 'S N W N N F- 00 m 00 + - I � i � i z X C) -j J 9 2-4 - m V N O fn W 00 J J J Q � r") fb N U) 00 UD N f\ fb I vs MIN ' ii IIIIIIIII l 1111fil rn O z Cy f X N V co m LZ W 3- W Y (/7 Q m U m N � W W Y V) W E c W u: c" 3 F n c c cS c a a a a v E E U C N a. N I I O I N W N O C O' d N d H d d 7 O I N O+ O � C W N w O N 0 O 4t J O W C�irOC�'C C Lr G,7 D O OZOOc==k--jO Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /16/07 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY RCD /FDG SHEET 1 of 9 n 1 1) C?97 C = O QOO = O Streascon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /03/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 2.0.1.3 E G. N W H O N lD 0 O On 3 v N d O E E co co d N L ! I O 1 N 1 w _N G rn . 0 d 0 I N v+ rn c w N tD 0 W n I I � � cD NO* J Q O U7 — AN T O O H H m m * '- a- N O �co O W cn ■ 4 ~ H O N N w C) O F w W Z O N u- w U lY < O Q �= d N ci Q NQ 3 UC'lY W 0 c6 NO N U) LN of O I C� I = (D t\ j N N N _i ci 4 1 O c6 o6 � tY W W M N �+- E G. N W H O N lD 0 O On 3 v N d O E E co co d N L ! I O 1 N 1 w _N G rn . 0 d 0 I N v+ rn c w N tD 0 W GR GRGG=GD q - = O OOOppppO Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /03/07 P.O. Boa 15129 Fax: 719/390 -5564 Coioraao springs, CO 80936 Denver Line: 303/623 - 1323 BY R RCD /FDG S SHEET 1 OF 2.0.1.4 n to z E LO I n N Lal F- O N t0 Gj a rn 3 v N d • O E E cn H d U d I 0 I N 1 w N G O c rn 4) 0 a� d .o 0 0 a i N rn rn c w N iD 0 4J W G4�C5'C�QCr W 0 0 00000000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /13/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD/FDG SHEET 1 OF 2.0.1.5 E 0 N t` Gj H C) O N c O 41 Q v 3 'O N O E E N d U d d i 0 I N 1 W N CO O c o' 0 d r- d 0 o I N O Er rn w N CD O 0 0 w W W ` o I a� d 9 T r I i N tD 3 >i 3 IF- 7 LO n: m� (n �} F- (n 00 cn N 9 m ■ to 00 d 6 d m N N M 00 Q V) Z O W U F- U w Of Z Lki Z N • • W LL- W O U J ¢ J Q • ■ W } U Fz , O_ B (/1 W O (i � N ■ I J ui O .J N !_- W LO (n LC.. W E 0 N t` Gj H C) O N c O 41 Q v 3 'O N O E E N d U d d i 0 I N 1 W N CO O c o' 0 d r- d 0 o I N O Er rn w N CD O 0 0 w W W _a D O ODODOC7C�0 Streascon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 11/14/06 P.O. Box 15129 Fag: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 2 OF 1.1.6 DEMIZING WALL GRID 3 SHEAR RESOLUTION ® EACH LEVEL & CUMULATIVE — ASSUME 40' CXNS & NMB's RESOLVE CUMULATIVE SHEAR CONNECTING DIAPHRAGM WIDTH SHOWN FOR BOTH N.S. & F.S. CXNS = 14.7' CAPACITY — ASSUME CXNS ® 3' -0" O.C. FOR 5TH LEVEL, 8' -0" O.C. FOR 3RD, 4TH & ROOF AND 5' -0" O.C. FOR THE 2ND LEVEL E SEE SECTION 8.2.12.6 ^ ^� 14' N.S. & 10' F.S. n 9' N.S. & 29' F.S. 215' E 0. N <f' w cc 0 0 N O U N D w a 0 3 3 rn c �N E d 0 00 Ld N I N t0 O C . 0 0 J I b / W co N i 0 i J 0 � r..:. 1 50' N.S. & 80' F.S. 110' 50' N.S. & 80' F.S. 55' 35' N.S. & 40' F.S. 15' ROOF LEVEL: ROOF LEVEL: 5TH LEVEL: 5TH LEVEL: 4TH LEVEL: 4TH LEVEL: 3RD LEVEL: 3RD LEVEL: 2ND LEVEL: 2ND LEVEL: FOUNDATION: 20 USE 24'/8'=(3) CXNS MIN. -- 44' OK. NO CUMULATIVE SHEAR SEE SECTION 8.6.1.1 & 8.6.2.1 215' USE 48' /Art(1�� NS MIN. = 235' OK FOR HORIZ. JOINT CXNS 40k CAP CUMULATIVE — (20')/40' = 0.5 USE (1) CXN MIN. ASSUME ONLY NMB's NOT 110' USE 130'/8' =(16) CXNS MIN. = 235' OK. USED FOR UPLIFT ACT CUMULATIVE — (235')/40' = 5.9 USE (6) CXNS MIN. EFFECTIVELY IN SHEAR 1.00in *60ksi *0.75 = 45' /NMB 55' USE 130'/8' =(16) CXNS MIN. = 235' OK. CUMULATIVE — (345'- 45')/40' = 7.5 USE (8) CXNS MIN. 215' USE 75'/5' =(15) CXNS MIN. = 22 1 k OK. CUMULATIVE — (400' - 90')/40' = 7.8 USE (8) CXNS MIN. CUMULATIVE — (615' - 225')/40' = 9.8 USE (10) CXNS MIN. a 0 00000c7oo Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 11 /30/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 1.1.8 EXTERIOR 10" WALLS GRID 7 CALCULATE NET ULTIMATE OVERTURNING MOMENT G ColoNEe-TAwc AP-E- PAO-j M = 455 *13.6' 6190 —k 1 N DE PAN Os' NT o F THE AG`,,,, -fi� Foe Pt-R Gvr^ 5 r� N �R 1F R DD1Ta^' 4 p � p GoN ��cT,o�s RAE E n u'> v X USE #5 DOWELS @ 12" 0 FOR 33' = (33) #5's = 33 *60 *0.31 *0.75 =460 OK. 455 �I ASSUMED IDTH OF SHEARWALL = 4' NOTE: FDN CXNS SEE 8.6.2.1 40 CAPACITY RESISTING DEAD LOAD: -- -1 � ---- -- ---- - --- --- WALL 57'x13.6'x0.125ksf = 97 *57'/2 = 2760 —k 2760 2485 NET OVERTURNING: 6190 -2485 = 3705 k /55'/0.9/60ksi = 1.24in USE (2) #9's HORIZONTAL SHEAR FOR 1ST LEVEL ONLY: 3V /2H (ON /ft BASIS) 3 *455/(2 *57.4') = 11.9 *13.6 = 162 = 4.0 CXNS — USE (4) CXNS w J c� 0 CUMULATIVE SHEAR ® FDTN: 455 -2 *60 *0.75= 365 = 9.1 Uk(10) CXNS m GQE-i G CsCE?G G:D o a 000==== Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /06/06 P.O. Bog 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD/FDG SHEET 1 OF 1.1.10 EXTERIOR 10" WALLS ALONG THE NORTHEAST PLAZA AREA CALCULATE NET ULTIMATE OVERTURNING MOMENT M = 85 *13.6' 1156 -k rt ` I s if a ,�O��s USE #5 DOWELS ® 24" O.C. FOR �50' = (25) #5's = '7:Z 5��s S crrr N. 25 *60 *0.31 *0.75 X350 ` OK. w ED 85' A re r � I II II I II II I II II N49 I II II I II II -- -- —IL I II II FOUNDATION CONNECTIONS SEE 8.6.2.1 (40 CAPACITY) USE (2) CXNS PER PANEL = 160 OK. RESISTING DEAD LOAD: WALL 49'x13.6'xO.125ksf = 83 *49'/2 = 2040 -k 2040 k *0.9= 1835 -k NET OVERTURNING: 1160 -1835 = -675 NO NET OVERTURNING HORIZONTAL SHEAR FOR 1ST LEVEL ONLY: 3V /2H (ON /ft BASIS) 3 *85/(2 *49') = 2.6 *13.6 = 35.4 = 0.9 CXNS - USE (2) CXNS E 0 rn 60 41 m 1= co 0 0 N O� U W Q 3 C I I 1 w N co O C N d 0 0 0 J i W N CD 0 0 J L� U' li 0 0 0zOcz:7 == Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /24/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 1.1. EXTERIOR 12" WALLS ALONG THE WEST PLAZA AREA EXTERIOR CALCULATE NET ULTIMATE OVERTURNING MOMENT ASSUME HALF OF SHEAR IS APPLIED TO WALLS BELOW THE STEP AND THE OTHER HALF ABOVE M = 75 16.5' - ` 1240 ft -k M = 75 *21.5' 1615' USE #5 DOWELS @ 12" O.C. ' 7f" �-( E• tt. s �� rya �� nj FOR P445' _ (40) #5's = c. N � 40 *60 *0.31 *0.75 =550 OK. 75k 75k I I I I I I I I I I i t I I I I I I I I 11 11 1 'll II II II I I 1 1 11 i t E O N O liJ H n O O N a N C v 0 o, 3 d' I I i W Er N 0 c o+ . a> 0 J I i W N i 0 i w J L- C9 O pz23' FOUNDATION CONNECTIONS SEE 8.6.2.1 (40 CAPACITY) USE (2) CXNS PER PANEL OK BY INSPECTION RESISTING DEAD LOAD: WALL 23'x16'xO.150ksf = 55 *23'/2 630 ft -k 630 k *0.9= 560 -k NET OVERTURNING: 1240 -560 = 680/' -- 34 NET UPLIFT WELDED CXNS OK BY INSPECTION HORIZONTAL SHEAR FOR 1ST LEVEL ONLY: 3V /2H (ON /ft BASIS) 3 *75/(2 *23') = 4.9 *16 = 78 2.0 CXNS - USE (2) CXNS Pz21' RESISTING DEAD LOAD: WALL 21'x2l'xO.150ksf = 66 *21'/2 700 ft -k 700 k *0.9= 630 -k NET OVERTURNING: 1615 -630 = 985/20' -- 49 USE (1) #9 FOR UPLIFT CONNECTION HORIZONTAL SHEAR FOR 1ST LEVEL ONLY: 3V /2H (ON /ft BASIS) 3 *75/(2 *21') = 5.4 *13.6 = 115 2.9 CXNS - USE (3) CXNS NOTE: SEE 8.6.1.2 FOR VERTICAL JOINT CXNS - CAPACITY = 40k � i��G CsCSCr�Cr�i C,�C1 a o 0000000r� Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 11/14/06 P.O. Bog 15129 Fag: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 3 OF 1.1.6 DEMIZING WALL GRID 3 HORIZONTAL SHEAR RESOLUTION (40 P PNL -PNL CXNS) S SEE S SECTION 8.6.2.1 FOR VERT JT. CXN ASSUME WIDTH OF WALL AS SHOWN (CONSERVATIVE) JOINT IS NOT AT MIDSPAN OF ASSUMED WALL (CONSERVATIVE) E D 2 20' F F V) Z N 00 Z N 215k N o6 X N J ' RD P P=q E a Lu r= co ° o N 06 CD 0 w a 0 rn a v 3 c o N N O cm cm C 0 0 J i W s N 1D O N a 0 J a C.7 0 W M E CL to 0 N W F n O O N C O 7 W Q U 3 v to N O E E N N U C d L N N I I O I N I w N t0 O C tT . d N N .O 0 O I N 5 1 tT U L C N + t0 O N 0 Lj J ti ti a 0 00=c=7== 0 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /13/07 P.O. Bog 15129 Fax: 719/390 -5564 C'4C -7Ls CEDCsG'G? 0 0 0ooc=0000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /28/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 2. 1.1 TA TYP. TT SECTION FOR RESIDENTIAL UNITS NOM. SPANS 29 FT. 3 " /2" MIN. COMPOSITE TOPPING. (F' = 4000 PSI) 1 01-T 11 i, 1, E 0 of t:.i m 0 0 U w 0 3 N H 0 0 i i N I w N to 0 . 0 d d a 0 0 N i w / N to O N 0 7 L z N tT / J rZ 0 �L C I _U 6.341 CHECK DESIGN SPAN 29 FT. TOPPING WGT. 40 PSF SDL 0 PSF SILL 70 PSF VERIFICATION OF MOMENT CAPACITY FOR FLEXURE AT TEE ENDS a = A /0.85f'.b = (0.62 in ksi) /0.85(5 ksi)(12 in) = 0.729 in M, = Aj —o /2) _ (0.62 in 2 )(60 ksi)(10- 0.729/2) = 358 in —k 358 in —k * 2 tee legs = 716 in —k 0M = 716 in —k * 0.75 = 537 in —k > 496 in —k ...OK CRACK DEVELOPES AT 17.4 IN FROM TEE END DEVELOPMENT LENGTH (ACI 12.2.3) — #5 I = /If',aflyadb /(c +K /d f'c= 5.6ksi; fy =60000 ksi a =Loc'n Factor =11.0; #= Coating Factorl.0 y= Reinf. Size Factor =0.8; A =1.w. Aggregate Factor =11.0 c =1.50 in K =0.0 Calculated development length of #5 bar = 13.3 inches USE (2) #5'S x 2' -6' As - Z4 17 (2) #5's ON � r � CAZALY HANGER— s (6) .6 "0 270 K STRAND 0 . - -- - T =A = ASfy /0.85f',b TYP 1ODT12 IN RESIDENTIAL AREAS FDG, Inc. SHEET 2 OF 2.1.1 Mountain View DATE: 9/28/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 1 BY: MRB DESIGN DATA Left Cant. = 0.00 ft Simple Span = 29.00 ft Right Cant. = 0.00 ft Beam Length = 29.00 ft Loop @ Left = 0.00 ft Loop @ Right= 0.00 ft Design Bearing Lengths: @ Left = 0.000 ft @ Right= 0.000 ft Leg Bottom = 6.340 in Flange width = 120.000 in Web width = 13.590 in Leg Top = 7.250 in Flange thick= 2.000 in Tpg. thick = 2.000 in Stem height = 10.000 in No. of stems= 2.00 Section Type = DOUBLE TEE Non - Composite : (Based on above section dimensions) Height = 12.000 in Area = 375.900 in -2 Sb = 475.62 in -3 St = 1348.52 in -3 I = 4219.33 in -4 Yb = 8.8712 in Yt = 3.1288 in Composite : (Based on above section dimensions) Height = 14.000 in Ac = 590.563 in -2 Sbc = 638.28 in -3 Stc(P /C)= 4066.29 in -3 Ic = 6620.15 in -4 Ybc = 10.3719 in Stc(Tpg)= 2040.09 in -3 Miscellaneous : (Governing code is ACI 318 -02) Beam type = NORMAL WT. Topping type = NORMAL WT. Beam weight = 150.00 pcf Topping wt. = 150.00 pcf Cu = 2.350 eds = 300 E -06 Vol /Surf = 1.332 in Rel. humid = 60.00% Beam f'ci = 3.500 ksi Beam f'c = 5.000 ksi Eci modifier= 1.000 Ec modifier = 1.000 Shear Options Depth used = COMPOSITE Allow. Concrete Stress: At Release = 0.700f'ci phi Factors: Tension - controlled Flexure = 0.900 Compression - controlled Flexure = 0.650 Load Cases: 1) U = 1.40 DL 2) U = 1.20 DL + 1.60 LL Stress Block= RECTANGULAR eshu = 650 E -06 Strain Curve =PCI Handbook Topping f'c = 4.000 ksi Camber Mult.= 1.000 f'c used = BEAM At Final = 12.00sgrt f'c Strand Development = 0.750 Shear & Torsion. = 0.750 Prestressing Strands (Strand Type = LOW RELAXATION) 41 K /STRAND -------------------- Eff. Pull = 0.70OXfpu Strand diam.= 0.6000 in Estrand = 28322.44 ksi Strand fpu = 270.00 ksi Area ea.str.= 0.2170 in -2 LtMult = 1.000 # Str. lev. = 3 # of Strand = 6.00 LdMult = 1.000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Strand Level 1 2 3 Left end patt. : 2.00 2.00 2.00 Right end patt.: 2.00 2.00 2.00 No. of Strand 2.00 2.00 2.00 Harping Profile: X(ft) From Hstr Eccent. Area of Description Left End (in) (in) P/S (in -2) Left End of Beam---------------- - - - - -- 0.00 4.00 4.87 1.3020 Right End of Beam--------------- - - - - -- 29.00 4.00 4.87 1.3020 Mild Steel Shear fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Emild = 29000 ksi LdMult = 1.000 Distributed Loads (non- factored) --------------- -- Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent. Load Type (k /ft) (k /ft) (ft) (ft) (in) P/C Self Weight 0.392 0.392 0.00 29.00 0.000 I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E- 1ODT12 TYP.bem FDG, Inc. Mountain View Beam, 3.1.00, (C)2005 Non -comp. Dead Load Composite Dead Load Live Load SALMONS TECHNOLOGIES, INC. 0.400 0.400 0.00 0.000 0.000 0.00 0.700 0.700 0.00 SHEET 3 OF 2.1.1 DATE: 9/28/2006 PAGE: 2 BY: MRB 29.00 0.000 29.00 0.000 29.00 0.000 At Release Only: Suction = 0.000 k /ft Core Material = 0.000 k /ft NOTE: 0.00% of all distributed and concentrated live loads are sustained. Bearing Plates Nu = 0.20 *Pu Height= 0.00 in Bearing Pad Thickness = 0.375 in Eff. Brg. Surface: Width = 0.00 in Length = 0.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non - debonded prestressing strand assumed -> NO *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OUTPUT **** * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** INITIAL STRESSES (psi, at release) A)DL beam + core material (if any) + suction (if any) Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT end X(ft) From Initial PIS Init.P /S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 2.50 -216 2934 -101 2606 0.00 2.90 -217 2937 -85 2563 0.00 5.80 -218 2956 16 2291 0.00 8.70 -219 2969 89 2097 0.00 11.60 -220 2977 132 1980 0.00 14.50 -220 2980 146 1941 0.00 NOTE: Required f'ci = 3723 ps i at X = 26.50 ft, based on fconc /0.700. STRAND STRESSES (Based on f'ci =3.723 ksi, f'c =5.000 ksi, by PCI Committee) I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E- 1ODT12 TYP.bem at at DL and X(ft) from Tensioning Release Sust. LL Final* PIS Loss PIS Loss Left End ksi ksi ksi ksi ksi % 0.00 189.0 173.4 0.0 0.0 189.00 100.00 2.90 189.0 174.8 146.6 148.7 40.34 21.34 5.80 189.0 175.9 151.1 154.7 34.31 18.15 8.70 189.0 176.8 154.3 159.0 30.00 15.87 11.60 189.0 177.2 156.2 161.6 27.42 14.51 14.50 189.0 177.4 156.8 162.4 26.56 14.05 *NOTE: Final strand stresses include elastic regain for Live Load. FINAL STRESSES (psi) X(ft) From FP + BM FP + DL + Sustained LL FP + DL + All LL Left End Top Bot Tpg Top Bot Tpg Top Bot 0.00 0 0 0 0 0 0 0 0 1.45 -37 1242 0 35 1040 82 76 777 2.90 -52 2123 0 82 1741 156 160 1243 4.35 -1 2022 0 189 1481 221 300 775 5.80 43 1934 0 282 1255 277 421 369 7.25 80 1859 0 361 1064 325 524 26 8.70 111 1799 0 425 907 364 607 -255 10.15 134 1751 0 475 786 394 673 -473 11.60 151 1717 0 511 699 416 719 -629 I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E- 1ODT12 TYP.bem FDG, Inc. SHEET 4 OF 2.1.1 Mountain View DATE: 9/28/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 3 BY: MRB 13.05 162 1697 0 532 647 429 747 -723 14.50 165 1690 0 539 629 433 756 -754 OK NOTE: Allowable precast tensile stress = 12.0 *sgrt(f'c) = -849 psi ULTIMATE MOMENT: (k -in) --------------- Required -------------- Mu - - - - -- ----------------------------------- Provided phi *Mn by by by by Other Flex. phi X(ft) From Fact'd 1.2 *Mcr Strain- Limits Factor Left End Loads (ACI 18.8.2) compat. (see notes) (ACI 9.3.2) 0.00 0 0 (3) 0.75 1.45 496 {2} 377 (1) 0.75 SEE HAND CALC ON 1 OF 2.90 940 {2} 1544 (1) 0.75 2.1.1 FOR FLEXURAL 4.35 1332 { 2 } 1969 (1) 0.75 CAPACITY VERIFICATION 5.80 1671 { 2 } 2282 (1) 0.75 NEAR ENDS 7.25 1958 {2} 2475 (1) 0.75 8.70 2193 {2} 3027 0.90 10.15 2376 {2} 3027 0.90 11.60 2507 {2} 3027 0.90 13.05 2585 {2) 3027 0.90 14.50 2611 {2} 2086 3027 OK 0.90 {n}: Load Case {n} controls. (1): Development length controlled by strand. (3): Development length controlled by both strand and rebar. VERTICAL SHEAR REINFORCING --------------- ------ - -- -- -- Required Reinforcing -- for for for X(ft) From D Vu Tu Vci Vcw Avci Avcw Avmin Left End in. kips k -in kips kips in -2 /ft in -2 /ft in -2 /ft 0.58 11.20 28.81 0.0 92 41 0.000 0.000 0.144(la)* USE STD 1.45 11.20 27.01 0.0 68 46 0.000 0.000 0.144(la)* MESH FOR 2.90 11.20 24.01 0.0 51 53 0.000 0.000 0.071(2) 4.35 11.20 21.01 0.0 34 55 0.000 0.000 0.071(2) * 5 1- 0 11 EA 5.80 11.20 18.01 0.0 25 57 0.000 0.000 0.071(2) * STEM EA 7.25 11.20 15.01 0.0 19 58 0.010 0.000 0.071(2) * END. SEE 8.70 11.20 12.01 0.0 18 59 0.000 0.000 0.071(2) * NOTE 10.15 11.20 9.00 0.0 18 60 0.000 0.000 0.071(2) * BELOW RE 11.60 11.20 6.00 0.0 18 60 0.000 0.000 0.000 13.05 11.20 3.00 0.0 18 61 0.000 0.000 0.000 SHEAR 14.50 11.20 0.00 0.0 18 61 0.000 0.000 0.000 , MESH. : Minimum based on ACI Eq. 11 -13. (prestress < 40% tensile strengt (2) : Minimum based on ACI Eq. 11 -14. (prestress > 40% tensil/ression ) NOTE: Reqd. reinf. is based on a total web width = 13.590 in. *NOTE: Spacing must not exceed the lesser of 24(in) or 3/4 *h= NOTE: No significant torsion was found (ACI 11.6.1). NOTE: Design assumes web reinforcing is carried as close to c and tension surfaces as possible per ACI 12.13.1. NOTE: Per ACI 1.4, shear mesh for double tees may be omitted. See Stanley Structures, 'SHEAR TEST REPORT NO. 2 10/86, or PCISFRAD Project #2 by Fintel & Ghosh, reprinted in Nov. /Dec. 86 PCI Journal. PREDICTED DEFLECTIONS --------------- - - - - -- Based on : Rational approach and PCI Committee Recommendations for losses. I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E- 10DT12 TYP.bem FDG, Inc. SHEET 5 OF 2.1.1 Mountain View DATE: 9/28/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 4 BY: MRB f'ci = 3.723 ksi, f'c = 5.000 ksi and ACI -209 Eci = 3699 ksi, Ec = 4287 ksi, Camber Mult.= 1.000 Modified : Cu = 2.108 eshu = 532 E -06 NOTE: Negative values indicate camber. Midspan INITIAL CAMBER = 5/8" Position ERECTION CAMBER = 1-1/8 (in) CAMBER AFTER TOPPING = 7/8" Release : PS( - 1.08) +BM DL( 0.40) -0.68 FINAL CAMBER = 3/4" Creep Before Erection -0.51 Erection: PS +BM DL -1.19 (@ 4 weeks) DELTA TL = 0.84 - 0.30 = 0.54 Change Due to Non- Comp.DL 0.35 L/240 = 1.45 > 0.54 ...OK : PS +BM DL +Non- Comp.DL -0.84 Change Due to Comp. DL +SustLL 0.00 DELTA LL = 0.80 - 0.30 = 0.5 : PS +All DL +Sust.LL -0.84 L /300 = 1.16 > 0.50 ...OK Long Term Creep 0.04 Final PS +All DL +Sust.LL -0.80 PS +All DL +LL -0.30 NOTE: Beam has cracked under positive moment, deflections are based on a bilinear moment - deflection relationship using extended Icr. (ACI '99 18.4.2 or '02 9.5.4.2). HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD --------------------------------------------------------------- NOTE: For members with multiple legs, reactions and required steel are calculated for one leg only. Confinement for prestressing strand assumed -> NO Factored Reaction: Pu = 15.0 kips Pw = 10.8 kips at LEFT support React. Components: Pdl,nc= 5.7 kips Pdl,c= 0.0 kips Pll= 5.1 kips Factored Shear Vu = 15.0 kips Nu = 3.0 kips Calculated Height= 10.00 in Bearing Surface Width = 6.34 in Bearing Avf Factored Brg. Brg. Pad Sugg. Length Reqd. Stress Stress Pad Type (in) (in -2) (ksi) (ksi) 3.0 0.15 0.789 0.569 (1) 3.5 0.15 0.676 0.487 (1) 4.0 0.15 0.592 0.426 (1) 5.0 0.15 0.473 0.341 (1) 6.0 0.15 0.394 0.284 (1) 7.0 0.15 0.338 0.244 (1) NOTE: As detailed bearing lengths must be longer than minimum used in calcs to allow for as -built tolerances. Suggest minimum added length be 1/2 in. + difference in shortening between top and bottom of member. NOTE: Reactions are used for concrete bearing strength check and bearing pad design, shear is used for design of Avf. Pad Types: (following PCI Handbook 5th Edition) (1): AASHTO Grade Neoprene (60 durometer) or Random Oriented Fiber (ROF) I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E- 10DT12 TYP.bem 1ODT12 SHORT SPAN RELEASE CHECK FDG, Inc. SHEET 6 OF 2.1.1 Mountain ViewTrack D DATE: 9/28/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 1 BY: MRB DESIGN DATA Left Cant. = 0.00 ft Simple Span = 9.50 ft Right Cant. = 0.00 ft Beam Length = 9.50 ft Loop @ Left = 0.00 ft Loop @ Right= 0.00 ft Design Bearing Lengths: @ Left = 0.000 ft @ Right= 0.000 ft Leg Bottom = 6.340 in Flange width= 120.000 in Web width = 13.590 in Leg Top = 7.250 in Flange thick= 2.000 in Tpg. thick = 2.000 in Stem height = 10.000 in No. of stems= 2.00 Section Type = DOUBLE TEE Non - Composite : (Based on above section dimensions) Height = 12.000 in Area = 375.900 in -2 Sb = 475.62 in -3 St = 1348.52 in -3 I = 4219.33 in -4 Yb = 8.8712 in Yt = 3.1288 in Composite : (Based on above section dimensions) Height = 14.000 in Ac = 571.859 in -2 Sbc = 630.03 in -3 Stc(P /C)= 3780.90 in -3 Ic = 6480.51 in -4 Ybc = 10.2860 in Stc(Tpg)= 2137.04 in -3 Miscellaneous : (Governing code is ACI 318 -02) Beam type = NORMAL WT. Topping type = NORMAL WT. Beam weight = 150.00 pcf Topping wt. = 150.00 pcf Cu = 2.350 eds = 300 E -06 Vol /Surf = 1.332 in Rel. humid = 60.00% Beam f'ci = 3.500 ksi Beam f'c = 6.000 ksi Eci modifier= 1.000 Ec modifier = 1.000 Shear Options Depth used = COMPOSITE Allow. Concrete Stress: At Release = 0.700f'ci phi Factors: Tension - controlled Flexure = 0.900 Compression - controlled Flexure = 0.650 Load Cases: 1) U = 1.40 DL 2) U = 1.20 DL + 1.60 LL Prestressing Strands (Strand Type = LOW RELAXATION) Eff. Pull = 0.700Xfpu Strand diam.= 0.6000 in Strand fpu = 270.00 ksi Area ea.str.= 0.2170 in -2 # Str. lev. = 3 # of Strand = 6.00 Losses: PCI Comm. Report (RATIONAL) Strand Transf. Strand Level 1 2 3 Left end patt. 2.00 2.00 2.00 Right end patt.: 2.00 2.00 2.00 No. of Strand 2.00 2.00 2.00 Stress Block= RECTANGULAR eshu = 650 E -06 Strain Curve =PCI Handbook Topping f'c = 4.000 ksi Camber Mult.= 1.000 f'c used = BEAM At Final = 12.00sgrt f'c Strand Development = 0.750 Shear & Torsion = 0.750 41 K /STRAND 2.44 ksi .000 .000 Harping Profile: X(ft) From Hstr Eccent. Area of Description Left End (in) (in) P/S (in -2) Left End of Beam---------------- - - - - -- 0.00 4.00 4.87 1.3020 Right End of Beam--------------- - - - - -- 9.50 4.00 4.87 1.3020 Mild Steel Shear fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Emild = 29000 ksi LdMult = 1.000 Distributed Loads (non- factored) --------------- -- Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent. Load Type (k /ft) (k /ft) (ft) (ft) (in) P/C Self Weight 0.392 0.392 0.00 9.50 0.000 I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E- 10DT12 SHORT RELEASE CHECK.bem FDG, Inc. Mountain ViewTrack D Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. Non -comp. Dead Load 0.400 0.400 0.00 Composite Dead Load 0.000 0.000 0.00 Live Load 0.700 0.700 0.00 SHEET 7 OF 2.1.1 DATE: 9/28/2006 PAGE: 2 BY: MRB 9.50 0.000 9.50 0.000 9.50 0.000 At Release Only: Suction = 0.000 k /ft Core Material = 0.000 k /ft NOTE: 0.00% of all distributed and concentrated live loads are sustained. Bearing Plates Nu = 0.20 *Pu Height= 0.00 in Bearing Pad Thickness = 0.375 in Eff. Brg. Surface: Width = 0.00 in Length = 0.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non - debonded prestressing strand assumed -> NO **** *r * * *r * * * * * * * * *r * * * * * * * * * * * *+ OUTPUT **** * * * *r * * * * * * * * * * * * * * * * * * * * * * * * ** INITIAL STRESSES (psi, at release) A)DL beam + core material (if any) + suction (if any) Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT end X(ft) From Initial P/S Init.P /S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 0.95 -82 1111 -68 1071 0.00 1.90 -164 2224 -139 2153 0.00 2.50 -216 2927 -185 2841 0.00 2.85 -216 2928 -183 2834 0.00 3.80 -216 2928 -178 2821 0.00 4.75 -216 2929 -177 2617 0.00 NOTE: Required f'ci = 4058 psi at X = 7.00 ft', based on fconc /0.700. STRAND STRESSES (Based on f'ci =4.058 ksi, f'c =6.000 ksi, by PCI Committee) I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E- 1ODT12 SHORT RELEASE CHECK.bem at at DL and X(ft) from Tensioning Release Sust. LL Final* P/S Loss P/S Loss Left End ksi ksi ksi ksi ksi % 0.00 189.0 173.9 0.0 0.0 189.00 100.00 0.95 189.0 174.1 54.6 54.8 134.23 71.02 1.90 189.0 174.2 109.2 109.5 79.45 42.04 2.85 189.0 174.3 143.8 144.3 44.71 23.66 3.80 189.0 174.3 144.0 144.6 44.45 23.52 4.75 189.0 174.3 144.1 144.6 44.36 23.47 *NOTE: Final strand stresses include elastic regain for Live Load. I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E- 1ODT12 SHORT RELEASE CHECK.bem Y r c��occ�c�r�� 0 0 0000000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /13/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 2.1.1.1 CHECK FIREPLACE LOADING TC ALL OTHER LOADING IS IDENTICAL TO TYPICAL 1 ODT12 (SEE 2.1.1) 4.37' SDL (STONE) VERIFICATION OF MOMENT CAPACITY FOR FLEXURE AT TEE ENDS: 2 —4" a = A /0.85f',b = (0.82 in ksi) /0.85(6 ksi)(12 in) = 0.804 in 40 SLL t40 M� = A —a /2) _ (0.82 in ksi)(9.75- 0.804/2) = 459 in —k SDL p SLL 0 SDL 459 in — k * 2 tee legs = 920 in — k M7 67 SDL (STONE) Om = 920 in —k * 0.75 = 689 in —k > 616 in —k ...OK I ,-. I I I I I I I I I 3" TOPPING TYP. 1 8" TOPPING E a N N LJ H n O O N M 0 LOADING DIAGRAM GIVEN BY FOR 1/10/07 w 4 3 uj O 0 a 0 I i N 1 N to i .y d N d H N 7 O 1 0 W _N co O N a 0 4i 0 0 CALCULATE POINT LOAD FROM THE STONE ON THE FACE OF FIREPLACE DISTRIBUTE LOAD FROM STONE ON SIDE OF FIREPLACES EVENLY IN THE "A2" AREA ASSUME THAT THE DISTRIBUTED LOADS EXTEND TO THE FULL WIDTH OF THE DT (CONSERVATIVE) L1 = 820 plf SDL L2 = 550 plf SDL 8" COMPOSITE TOPPING FDG, Inc. Mountain View Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. DESIGN DATA Left Cant. = 0.00 ft Simple Span = 29.00 ft Beam Length = 29.00 ft Loop @ Left = 0.00 ft Design Bearing Lengths: @ Left = 0.000 ft SHEET 2 OF 2.1.11 DATE: 1/13/2007 PAGE: 1 BY: MRB Right Cant. = 0.00 ft Loop @ Right= 0.00 ft @ Right= 0.000 ft Leg Bottom = 6.340 in Flange width = 120.000 in Web width = 13.590 in Leg Top = 7.250 in Flange thick= 2.000 in Tpg. thick = 2.000 in Stem height = 10.000 in No. of stems= 2.00 Section Type = DOUBLE TEE Non - Composite : (Based on above section dimensions) Height = 12.000 in Area = 375.900 in -2 Sb = 475.62 in -3 St = 1348.52 in -3 I = 4219.33 in -4 Yb = 8.8712 in Yt = 3.1288 in Composite : (Based on above section dimensions) Height = 14.000 in Ac = 571.859 in -2 Sbc = 630.03 in -3 Stc(P /C)= 3780.90 in -3 Ic = 6480.51 in -4 Ybc = 10.2860 in Stc(Tpg)= 2137.04 in -3 Miscellaneous : (Governing code is ACI 318 -02) Beam type = NORMAL WT. Topping type = NORMAL WT. Beam weight = 150.00 pcf Topping wt. = 150.00 pcf Cu = 2.350 eds = 300 E -06 Vol /Surf = 1.332 in Rel. humid = 60.00% Beam f'ci = 3.500 ksi Beam f'c = 6.000 ksi Eci modifier= 1.000 Ec modifier = 1.000 Shear Options Depth used = COMPOSITE Allow. Concrete Stress: At Release = 0.700f'ci phi Factors: Tension - controlled Flexure = 0.900 Compression - controlled Flexure = 0.650 Load Cases: 1) U = 1.40 DL 2) U = 1.20 DL + 1.60 LL Stress Block = RECTANGULAR eshu = 650 E -06 Strain Curve =PCI Handbook Topping f'c = 4.000 ksi Camber Mult.= 1.000 f'c used = BEAM At Final = 12.00sgrt f'c Strand Development = 0.750 Shear & Torsion = 0.750 Prestressing Strands (Strand Type = LOW RELAXATION) -------------------- Eff. Pull = 0.700Xfpu Strand diam.= 0.6000 in Estrand = 28322.44 ksi Strand fpu = 270.00 ksi Area ea.str.= 0.2170 in -2 LtMult = 1.000 # Str. lev. = 3 # of Strand = 6.00 LdMult = 1.000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Strand Level 1 2 3 Left end patt. 2.00 2.00 2.00 Right end patt.: 2.00 2.00 2.00 No. of Strand 2.00 2.00 2.00 Harping Profile: X(ft) From Hstr Eccent. Area of Description Left End (in) (in) P/S (in -2) Left End of Beam---------------- - - - - -- 0.00 4.00 4.87 1.3020 Right End of Beam--------------- - - - - -- 29.00 4.00 4.87 1.3020 Mild Steel Shear fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Emild = 29000 ksi LdMult = 1.000 Distributed Loads (non- factored) --------------- -- Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent. Load Type (k /ft) (k /ft) (ft) (ft) (in) P/C Self Weight 0.392 0.392 0.00 29.00 0.000 I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E- 10DT12 FIREPLACE.bem FDG, Inc. Mountain View Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. SHEET 3 OF 2.1.1.1 DATE: 1/13/2007 PAGE: 2 BY: MRB Non -comp. Dead Load 0.400 0.400 0.00 29.00 0.000 Composite Dead Load 0.000 0.000 0.00 29.00 0.000 Live Load 0.000 0.000 0.00 29.00 0.000 Live Load 0.700 0.700 4.00 29.00 0.000 Live Load 0.400 0.400 2.33 4.00 0.000 Composite Dead Load 0.625 0.625 0.00 1941 0.000 Composite Dead Load 0.400 0.400 2.33 .4.00 4.00 0.000 Composite Dead Load 0.820 0.820 0.00 2.33 0.000 At Release Only: Suction = 0.000 k /ft Core Material = 0.000 k /ft 158.5 Concentrated Loads --------------- - (non- factored) -- 13.58 14.50 189.0 177.4 158.9 Magnitude Distance From Eccent. strand stresses include elastic Load Type of Load (k) Left End (ft) (in) Composite Dead Load 4.37 2.33 0.000 NOTE: 0.00% of all distributed and concentrated live loads are sustained. Bearing Plates Nu = 0.20 *Pu Height= 0.00 in Bearing Pad Thickness = 0.375 in Eff. Brg. Surface: Width = 5.00 in Length = 4.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non - debonded prestressing strand assumed -> NO *** * * * * * * * * * * * * * * * * * * *r * * * * * * *rr ** OUTPUT r*** * * * * * * * * * * *r * *r * * * * * * * * * *rt * * ** INITIAL STRESSES (psi, at release) A)DL beam + core material (if any) + suction (if any) Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT end X(ft) From Initial P/S Init.P /S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 2.50 -216 2934 -101 2606 0.00 2.90 -217 2937 -85 2563 0.00 5.80 -218 2956 16 2291 0.00 8.70 -219 2969 89 2097 0.00 11.60 -220 2977 132 1980 0.00 14.50 -220 2980 146 1941 0.00 NOTE: Required f'ci = 3723 psi at X = 26.50 ft, based on fconc /0.700. STRAND STRESSES (Based on f'ci =3.723 ksi, f'c =6.000 ksi, by PCI Committee) at at DL and X(ft) from Tensioning Release Sust. LL Final* P/S Loss P/S Loss Left End ksi ksi ksi ksi ksi % 0.00 189.0 173.4 0.0 0.0 189.00 100.00 2.90 189.0 174.8 149.9 151.5 37.47 19.83 5.80 189.0 175.9 154.1 157.2 31.83 16.84 8.70 189.0 176.8 156.9 161.1 27.92 14.77 11.60 189.0 177.2 158.5 163.3 25.67 13.58 14.50 189.0 177.4 158.9 163.9 25.09 13.27 *NOTE: Final strand stresses include elastic regain for Live Load. FINAL STRESSES (psi) I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E- 10DT12 FIREPLACE.bem FDG, Inc. SHEET 4 OF 2.1.1.1 Mountain View DATE: 1/13/2007 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 3 BY: MRB X(ft) From FP + BM FP + DL + Sustained LL FP + DL + All LL Left End Top Bot Tpg Top Bot Tpg Top Bot 0.00 0 0 0 0 0 0 0 0 1.45 -39 1270 63 68 855 129 105 630 2.90 -56 2172 95 133 1467 227 207 1019 4.35 -5 2067 93 239 1210 287 348 552 5.80 40 1976 88 329 999 336 469 155 7.25 77 1898 82 404 823 377 571 -178 8.70 108 1833 77 466 682 410 654 -449 10.15 132 1783 71 513 576 435 718 -656 11.60 149 1747 66 546 505 451 763 -801 13.05 160 1724 60 564 469 459 789 -882 14.50 163 1715 55 568 468 458 796 -900 NOTE: Allowable precast tensile stress = 12.0 *sgrt(f'c) _ -930 psi ULTIMATE MOMENT: (k -in) Required Mu Provided phi *Mn -------------- - - - - -- ----------------------------------- by by by by Other Flex. phi X(ft) From Fact'd 1.2 *Mcr Strain- Limits Factor Left End Loads (ACI 18.8.2) compat. (see notes) (ACI 9.3.2) 0.00 0 0 (3) 0.75 1.45 616 {2} 385 (1) 0.75 2.90 1127 {2} 1570 (1) 0.75 4.35 1514 {2} 1988 (1) 0.75 SEE HAND CALC ON 1 OF 5.80 1842 (2) 2294 (1) 0.75 2.1.1 FOR FLEXURAL 7.25 2119 {2} 2480 (1) 0.75 CAPACITY VERIFICATION 8.70 2343 {2} 3026 0.90 NEAR ENDS 10.15 2515 (2) 3026 0.90 11.60 2635 {2) 3026 0.90 13.05 2703 {2} 3026 0.90 14.50 2718 {2} 2132 3026 0.90 {n}: Load Case {n) controls. (1): Development length controlled by strand. (3): Development length controlled by both strand and rebar. VERTICAL SHEAR REINFORCING -------------------- - - - - -- -- Required Reinforcing -- for for for X(ft) From D Vu Tu Vci Vcw Avci Avcw Avmin Left End in. kips k -in kips kips in -2 /ft in -2 /ft in -2 /ft 0.58 11.20 35.76 0.0 97 45 0.000 0.051 0.158 (1a) 1.45 11.20 33.43 0.0 71 50 0.000 0.000 0.158(la)* 2.90 11.20 24.22 0.0 48 57 0.000 0.000 0.071(2) * 4.35 11.20 20.39 0.0 32 59 0.000 0.000 0.071(2) * 5.80 11.20 17.39 0.0 23 60 0.000 0.000 0.071(2) * 7.25 11.20 14.39 0.0 20 62 0.000 0.000 0.071(2) * 8.70 11.20 11.39 0.0 20 63 0.000 0.000 0.071(2) * 10.15 11.20 8.39 0.0 20 64 0.000 0.000 0.071(2) * 11.60 11.20 5.39 0.0 20 64 0.000 0.000 0.000 13.05 11.20 2.39 0.0 20 65 0.000 0.000 0.000 14.50 11.20 -0.94 0.0 20 65 0.000 0.000 0.000 Minimum based on ACI Eq. 11 -13. (prestress < 40% tensile strength) (2) Minimum based on ACI Eq. 11 -14. (prestress > 40% tensile strength) I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E- 10DT12 FIREPLACE.bem FDG, Inc. SHEET 5 OF 2.1.1.1 Mountain View DATE: 1/13/2007 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 4 BY: MRB NOTE: Reqd. reinf. is based on a total web width = 13.590 in. *NOTE: Spacing must not exceed the lesser of 24(in) or 3/4 *h= 9.00(in). NOTE: No significant torsion was found (ACI 11.6.1). NOTE: Design assumes web reinforcing is carried as close to compression and tension surfaces as possible per ACI 12.13.1. PREDICTED DEFLECTIONS --------------- - - - - -- Based on Rational approach and PCI Committee Recommendations for losses. f'ci = 3.723 ksi, f'c = 6.000 ksi and ACI -209 Eci = 3699 ksi, Ec = 4696 ksi, Camber Mult.= 1.000 Modified Cu = 2.108 eshu = 532 E -06 NOTE: Negative values indicate camber. Midspan Position (in) Release : PS( - 1.08) +BM DL( 0.40) -0.68 Creep Before Erection -0.52 Erection: PS +BM DL -1.19 (@ 4 weeks) Change Due to Non- Comp.DL 0.32 : PS +BM DL +Non- Comp.DL -0.87 Change Due to Comp.DL +SustLL 0.06 : PS +All DL +Sust.LL -0.82 Long Term Creep 0.09 Final : PS +All DL +Sust.LL -0.73 : PS +All DL +LL -0.20 NOTE: Beam has cracked under positive moment, deflections are based on a bilinear moment - deflection relationship using extended Icr. (ACI '99 18.4.2 or 1 02 9.5.4.2). HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD --------------------------------------------------------------- NOTE: For members with multiple legs, reactions and required steel are calculated for one leg only. Confinement for prestressi ssumed -> NO Factored Reaction: = 18.7 kips Pw = 14.2 kips at LEFT support React. Components: P c= 5.7 kips ,c= 4.4 kips Pll= 4.1 kips Factored Shear Vu = s Nu = 3.7 kips Calculated Height= 10.00 in Bearing Surface Width = 5.00 in Bearing Avf Factored Brg. Brg. Pad Sugg. Length Reqd. Stress Stress Pad Type (in) (in -2) (ksi) (ksi) 4.0 0.18 0.933 0.710 (1) NOTE: As detailed bearing lengths must be longer than minimum used in calcs to allow for as -built tolerances. Suggest minimum added length be 1/2 in. + difference in shortening between top and bottom of member. NOTE: Reactions are used for concrete bearing strength check and bearing pad design, shear is used for design of Avf. Pad Types: (following PCI Handbook 5th Edition) (1) : AASHTO Grade Neoprene (60 durometer) or Random Oriented Fiber (ROF) I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E- 10DT12 FIREPLACE.bem 0 0 00000000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /15/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 2.1.2 TA LONG /NARROW TEES FOR RESIDENTIAL UNITS NOM. SPAN 36.2 FT. E 0 N O H c0 O O N U Q W a 0 o, 3 N 3 d N N i N I W N c0 0 i . 0 d 0 0 0 I N C. W N O O N O i i z N O� a w J L� 0 3 "12" MIN. COMPOSITE TOPPING. (F' = 4000 PSI) 70 K STRAND CHECK DESIGN SPAN 36.2 FT. 2.5 IN TOPPING WGT. 31.3 PSF SDL 0 PSF SLL 70 PSF VERIFICATION OF MOMENT CAPACITY FOR FLEXURE AT TEE ENDS a = A /0.85f',b = (0.62 in ksi) /0.85(5 ksi)(12 in) = 0.729 in M, = A —a /2) _ (0.62 in 2 )(60 ksi)(10- 0.729/2) = 358 in —k oM� = 358 in —k * 0.75 = 268.5 in —k > 233 in —k ...OK CRACK DEVELOPES AT 21.72 IN FROM TEE END DEVELOPMENT LENGTH (ACI 12.2.3) — #5 le 3 �4of y /lf'�a�y�db /(c +K /d f'c= 5.Oksi; fy =60000 ksi a =LOC'n Factor =1.0; #= Coating Factorl.0 y= Reinf. Size Factor =0.8; A =1.w. Aggregate Factor =1.0 c =1.50 in Ktr 0.0 Calculated development length of #5 bar = 13.3 inches USE (2) #5'S x 3' -0" ON CAZALY I0. 0.85f' - C/� la = A /0.85f' = A I c 7 (2) #5's ON I c CAZALY HANGER S , LONG /NARROW 1ODT12 IN RESIDENTIAL AREAS FDG, Inc. SHEET 2 OF 2.1.2 Mountain View DATE: 10/10/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 1 BY: MRB DESIGN DATA Left Cant. = 0.00 ft Simple Span = 36.20 ft Beam Length = 36.20 ft Loop @ Left = 0.00 ft Design Bearing Lengths: @ Left = 0.000 ft Leg Bottom = 6.340 in Flange width= 36.000 in Leg Top = 7.250 in Flange thick= 2.000 in Stem height = 10.000 in No. of stems= 1.00 Non - Composite : (Based on above section dimensions) Area = 139.950 in -2 Sb = 221.29 in -3 I = 1801.52 in -4 Yb = 8.1410 in Composite : (Based on above section dimensions) Ac = 204.349 in -2 Sbc = 296.13 in -3 Ic = 2864.27 in -4 Ybc = 9.6723 in Right Cant. = 0.00 ft Loop @ Right= 0.00 ft @ Right= 0.000 ft Web width = 6.795 in Tpg, thick = 2.000 in Section Type= SINGLE TEE Height = 12.000 in St = 466.84 in -3 Yt = 3.8590 in Height = 14.000 in Stc(P /C)= 1230.50 in -3 Stc(Tpg)= 739.96 in -3 Miscellaneous : (Governing code is ACI 318 -02) Beam type = NORMAL WT. Topping type = NORMAL WT. Stress Block= RECTANGULAR Beam weight = 150.00 pcf Topping wt. = 150.00 pcf Cu = 2.350 eds = 300 E -06 eshu = 650 E -06 Vol /Surf = 1.471 in Rel. humid = 60.00% Strain Curve =PCI Handbook Beam f'ci = 3.500 ksi Beam f'c = 5.000 ksi Topping f'c = 4.000 ksi Eci modifier= 1.000 Ec modifier = 1.000 Camber Mult.= 1.000 Shear Options Depth used = COMPOSITE f'c used = BEAM Allow. Concrete Stress: At Release = 0.700f'ci At Final = 12.00sgrt f'c phi Factors: Tension - controlled Flexure = 0.900 Strand Development = 0.750 Compression - controlled Flexure = 0.650 Shear & Torsion = 0.750 Load Cases: 1) U = 1.40 DL 2) U = 1.20 DL + 1.60 LL >>>WARNING: The assigned f'ci and f'c will override any calculated values Prestressing Strands (Strand Type = LOW RELAXATION) 41 K /STRAND -------------------- Eff. Pull = 0.700Xfpu Strand diam.= 0.6000 in Estrand = 28322.44 ksi Strand fpu = 270.00 ksi Area ea.str.= 0.2170 in -2 LtMult = 1.000 # Str. lev. = 3 # of Strand = 3.00 LdMult = 1.000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Strand Level 1 2 3 Left end patt. 2.00 2.00 2.00 Right end patt.: 2.00 2.00 2.00 No. of Strand 1.00 1.00 1.00 Harping Profile: X(ft) From Hstr Eccent. Area of Description Left End (in) (in) P/S (in -2) Left End of Beam - - - - -- 0.00 4.00 4.14 0.6510 Right End of Beam - - - - -- 36.20 4.00 4.14 0.6510 Mild Steel Shear fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Emild = 29000 ksi LdMult = 1.000 Distributed Loads (non- factored) Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent. Load Type (k /ft) (k /ft) (ft) (ft) (in) I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 6DT12 SKEWED TEE.bem FDG, Inc. at at DL and SHEET 3 OF 2.1.2 Mountain View X(ft) from DATE: 10/10/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. P/S PAGE: 2 BY: MRB P/C Self Weight 0.146 0.146 0.00 36.20 0.000 Non -comp. Dead Load 0.094 0.094 0.00 36.20 0.000 Composite Dead Load 0.000 0.000 0.00 36.20 0.000 Live Load 0.210 0.210 0.00 36.20 0.000 At Release Only: Suction = 0.000 k /ft Core Material = 0.000 k /ft 39.57 NOTE: 0.00% of all distributed and concentrated live loads are sustained. Bearing Plates -------- - - - - -- Nu = 0.20 *Pu Height= 0.00 in Bearing Pad Thickness = 0.500 in Eff. Brg. Surface: Width = 0.00 in Length = 0.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non - debonded prestressing strand assumed -> NO *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OUTPUT **** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** INITIAL STRESSES (psi, at release) ---------------- A)DL beam + core material (if any) + suction (if any) Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT end X(ft) From Initial P/S Init.P /S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 2.50 -196 2937 -38 2604 0.00 3.62 -196 2945 25 2479 0.00 7.24 -198 2967 195 2138 0.00 10.86 -199 2983 317 1895 0.00 14.48 -200 2992 390 1749 0.00 18.10 -200 2995 414 1701 0.00 NOTE: Required f'ci = 3720 psi at X = 33.70 ft, unless overridden. STRAND STRESSES (Based on f'ci =3.500 ksi, f'c =5.000 ksi, by PCI Committee) --------- - - - - -- I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 6DT12 SKEWED TEE.bem at at DL and X(ft) from Tensioning Release Sust. LL Final* P/S Loss P/S Loss Left End ksi ksi ksi ksi ksi % 0.00 189.0 172.9 0.0 0.0 189.00 100.00 3.62 189.0 174.6 147.5 149.4 39.57 20.94 7.24 189.0 175.9 151.7 155.2 33.82 17.90 10.86 189.0 176.9 154.7 159.3 29.72 15.73 14.48 189.0 177.5 156.6 161.7 27.26 14.43 18.10 189.0 177.7 157.2 162.6 26.45 13.99 *NOTE: Final strand stresses include elastic regain for Live Load. FINAL STRESSES -------- - - - - -- (psi) X(ft) From FP + BM FP + DL + Sustained LL FP + DL + All LL Left End Top Bot Tpg Top Bot Tpg Top Bot 0.00 0 0 0 0 0 0 0 0 1.81 -3 1549 0 72 1391 106 136 1126 3.62 53 2049 0 196 1749 201 316 1247 5.43 142 1907 0 344 1481 285 515 770 7.24 219 1783 0 472 1249 357 687 357 9.05 284 1679 0 580 1053 418 832 7 10.86 337 1593 0 669 892 469 951 -279 12.67 378 1527 0 738 767 508 1044 -501 I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 6DT12 SKEWED TEE.bem FDG, Inc. SHEET 4 OF 2.1.2 Mountain View DATE: 10/10/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 3 BY: MRB 14.48 408 1479 0 788 678 536 1110 -660 16.29 425 1451 0 817 624 552 1149 -756 18.10 431 1441 0 827 607 558 1163 -787 OK NOTE: Allowable precast tensile stress = 12.0 *sgrt(f'c) _ -849 psi ULTIMATE --------------- MOMENT: (k -in) Required ---------- ---- Mu - - - - -- ----------------------------------- Provided phi *Mn by by by by Other Flex. phi X(ft) From Fact'd 1.2 *Mcr Strain- Limits Factor Left End Loads (ACI 18.8.2) compat. (see notes) (ACI 9.3.2) 0.00 0 0 (3) 0.75 SEE HAND CALC ON 1 OF 1.81 233 {2} 227 (1) 0.75 2.1.2 FOR FLEXURAL 3.62 441 121 8 63 (1) 0.75 CAPACITY VERIFICATION 5.43 625 {2} 1071 (1) 0.75 NEAR ENDS 7.24 785 {2} 1192 (1) 0.75 9.05 920 {2} 1456 0.90 10.86 1030 {2) 1456 0.90 12.67 1116 {2} 1456 0.90 14.48 1177 {2} 1456 0.90 16.29 1214 {2} 1456 0.90 18.10 1226 {2} 970 1456 OK 0.90 {n }: Load Case {n) controls. (1): Development length controlled by strand. (3): Development length controlled by both strand and rebar. VERTICAL SHEAR REINFORCING -------------------- - - - - -- -- Required Reinforcing -- for for for X(ft) From D Vu Tu Vci Vcw Avci Avcw Avmin Left End in. kips k -in kips kips in -2 /ft in -2 /ft in -2 /ft 0.58 11.20 10.93 0.0 44 21 0.000 0.000 0.072(la)* 1.81 11.20 10.16 0.0 31 26 0.000 0.000 0.072(la)* 3.62 11.20 9.03 0.0 20 30 0.000 0.000 0.050(2) * 5.43 11.20 7.90 0.0 13 32 0.000 0.000 0.050(2) * 7.24 11.20 6.77 0.0 10 33 0.000 0.000 0.050(2) * 9.05 11.20 5.64 0.0 9 34 0.000 0.000 0.050(2) * 10.86 11.20 4.52 0.0 9 35 0.000 0.000 0.050(2) * 12.67 11.20 3.39 0.0 9 36 0.000 0.000 0.000 14.48 11.20 2.26 0.0 9 36 0.000 0.000 0.000 16.29 11.20 1.13 0.0 9 37 0.000 0.000 0.000 18.10 11.20 0.00 0.0 9 37 0.000 0.000 0.000 : Minimum based on ACI Eq. 11 -13. (prestress < 40% tensile strength) (2) : Minimum based on ACI Eq. 11 -14. (prestress > 40% tensile strength) NOTE: Reqd. reinf. is based on a total web width = 6.795 in. *NOTE: Spacing must not exceed the lesser of 24(in) or 3/4 *h= 9.00(in). NOTE: No significant torsion was found (ACI 11.6.1). NOTE: Design assumes web reinforcing is carried as close to compression and tension surfaces as possible per ACI 12.13.1. NOTE: Per ACI 1.4, shear mesh for double tees may be omitted. See Stanley Structures, 'SHEAR TEST REPORT NO. 2 10/86, or PCISFRAD Project #2 by Fintel & Ghosh, reprinted in Nov. /Dec. 86 PCI Journal. SUMMARY OF MINIMUM VERTICAL AND LONGITUDINAL WEB REINFORCEMENT REQUIREMENTS --------------------------------------------------------------------- - - - - -- I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 6DT12 SKEWED TEE.bem FDG, Inc. Mountain View Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. SHEET 5 OF 2.1.2 DATE: 10/10/2006 PAGE: 4 BY: MRB NOTE: The specified section type does not have a bottom ledge. For Vertical Reinf, select from columns (1), (2), (3) or (4) : (in -2 /ft) For Longitudinal Reinf, select from columns (A) or (B) : (in -2) X(ft) From Ph (1) (2) (3) (4) (A) (B) Left End in Ash Av /2 +At Av /2 +Ash Av /2 +Awv A1/2 Awl 0.58 0.0 <3> 0.036 <3> 0.036 0.000 0.000 1.81 0.0 <3> 0.036 <3> 0.000 3.62 0.0 <3> 0.025 <3> 0.000 5.43 0.0 <3> 0.025 <3> 0.000 7.24 0.0 <3> 0.025 <3> 0.000 9.05 0.0 <3> 0.025 <3> 0.000 10.86 0.0 <3> 0.025 <3> 0.000 12.67 0.0 <3> 0.000 <3> 0.000 14.48 0.0 <3> 0.000 <3> 0.000 16.29 0.0 <3> 0.000 <3> 0.000 18.10 0.0 <3> 0.000 <3> 0.000 Awv =Awl= 0.000(left), 0.000(right)= Vertical and longitudinal web reinf. for bending due to torsional equil. reactions (ledge face,in -2), based on: Tu = 0.0 k -in at Left End, = 0.0 k -in at Right End ds = 1.398 in Hs = 9.600 in Ash = Hanger reinforcement (ledge face only). NOTE: The above values for steel are for one face only. Columns (2) & (A) should be applied to both faces. All other columns need only be applied to the ledge face. <3 >NOTE: Section does not have a ledge, or is defined as a General Section. PREDICTED DEFLECTIONS --------------- - - - - -- Based on Rational approach and PCI Committee Recommendations for losses. f'ci = 3.500 ksi, f'c = 5.000 ksi and ACI -209 Eci = 3587 ksi, Ec = 4287 ksi, Camber Mult.= 1.000 Modified : Cu = 2.054 eshu = 523 E -06 NOTE: Negative values indicate camber. Midspan Position INITIAL CAMBER = 7/8" (in) ERECTION CAMBER = 1 -1/2" Release : PS( -1.73) +BM DL( 0.87) -0.86 CAMBER AFTER TOPPING = 1" Creep Before Erection -0.60 FINAL CAMBER = 7/8" Erection: PS +BM DL -1.46 (@ 4 weeks) Change Due to Non -Comp . DL 0.47 DELTA TL = 0.99 - 0.01 = 0.98 : PS +BM DL +Non- Comp.DL -0.99 L/240 = 1.81 > 0.98 ...OK Change Due to Comp.DL +SustLL 0.00 : PS +All DL +Sust.LL -0.99 DELTA LL = 0.86 - 0.01 = 0.85 Long Term Creep 0.14 L /300 = 1.44 > 0.85 OK Final : PS +All DL +Sust.LL -0.86 : PS +All DL +LL -0.01 NOTE: Beam has cracked under positive moment, deflections are based on a bilinear moment - deflection relationship using extended Icr. (ACI '99 18.4.2 or 1 02 9.5.4.2). HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD --------------------------------------------------------------- Confinement for prestressing strand assumed -> NO Factored Reaction: Pu = 11.3 kips Pw = 8.1 kips at LEFT support React. Components: Pdl,nc= 4.3 kips Pdl,c= 0.0 kips Pll= 3.8 kips I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 6DT12 SKEWED TEE.bem FDG, Inc. SHEET 6 OF 2.1.2 Mountain View DATE: 10/10/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 5 BY: MRB Factored Shear Vu = 11.3 kips Nu = 2.3 kips Calculated Height= 10.00 in Bearing Surface Width = 6.34 in Bearing Avf Factored Brg. Brg. Pad Sugg. Length Reqd. Stress Stress Pad Type (in) (in -2) (ksi) (ksi) 3.0 0.11 0.594 0.428 (1) 3.5 0.11 0.509 0.367 (1) 4.0 0.11 0.445 0.321 (1) 5.0 0.11 0.356 0.257 (1) 6.0 0.11 0.297 0.214 (1) 7.0 0.11 0.254 0.183 (1) NOTE: As detailed bearing lengths must be longer than minimum used in calcs to allow for as -built tolerances. Suggest minimum added length be 1/2 in. + difference in shortening between top and bottom of member. NOTE: Reactions are used for concrete bearing strength check and bearing pad design, shear is used for design of Avf. Pad Types: (following PCI Handbook 5th Edition) (1): AASHTO Grade Neoprene (60 durometer) or Random Oriented Fiber (ROF) I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 6DT12 SKEWED TEE.bem 4 C� u�'r'�CG'GCs�Cr�G1t L� D D D�0000�0 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /13/07 P.O. Bog 15129 Fag: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 2.1.2.1 CHECK FIREPLACE LOADING TC ALL OTHER LOADING IS IDENTICAL TO SKEWED 1ODT12 (SEE 2.1.2) VERIFICATION OF MOMENT CAPACITY FOR FLEXURE AT TEE ENDS: - .. ., *--' c" - A— mQl)/ v.0 ,kv NW)k 1 c InJ = u.ou4 In M = A —a /2) = (0.82 in ksi)(9.75- 0.804/2) = 459 in —k 459 in —k * 2 tee legs = 920 in —k OM = 920 in —k * 0.75 = 689 in —k > 616 in —k ...OK 3" TOPPING TYP E o_ 0 C) O 0 N 0 w Q 0 3 U 0 a d v i N I i N I w N to i .N 0 d 0 0 I N O W N O O N O J w O ti PLACE WORST CASE LOADING ON 3' -0" WIDTH CALCULATE POINT LOAD FROM THE STONE ON THE FACE OF FIREPLACE DISTRIBUTE LOAD FROM STONE ON SIDE OF FIREPLACES EVENLY IN THE "A2" AREA ASSUME THAT THE DISTRIBUTED LOADS EXTEND TO THE FULL WIDTH OF THE DT (CONSERVATIVE) A1:40 SLL 40 SDL 2.19' SDL (STONE) 40 SILL p SILL SDL 15 SDL 183 SDL (STOI 8" TOPPING L1 = 820 plf SDL L2 = 550 plf SDL A2:0 SILL 15 SDL L2 - 2 -4! 8" COMPOSITE TOPPING L1 = 820 plf SDL L2 = 550 plf SDL FDG, Inc. Mountain View Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. DESIGN DATA Left Cant. = 0.00 ft Simple Span = 33.00 ft Beam Length = 33.00 ft Loop @ Left = 0.00 ft Design Bearing Lengths: @ Left = 0.000 ft Leg Bottom = 6.340 in Flange width= 36.000 in Leg Top = 7.250 in Flange thick= 2.000 in Stem height = 10.000 in No. of stems= 1.00 Non - Composite : (Based on above section dimensions) Area = 139.950 in -2 Sb = 221.29 in -3 I = 1801.52 in -4 Yb = 8.1410 in Composite : (Based on above section dimensions) Ac = 198.738 in -2 Sbc = 292.17 in -3 Ic = 2798.51 in -4 Ybc = 9.5783 in SHEET OF DATE: 1/13/2007 PAGE: 1 BY: RCD Right Cant. = 0.00 ft Loop @ Right= 0.00 ft @ Right= 0.000 ft Web width = 6.795 in Tpg. thick = 2.000 in Section Type= SINGLE TEE Height = 12.000 in St = 466.84 in -3 Yt = 3.8590 in Height = 14.000 in Stc(P /C)= 1155.61 in -3 Stc(Tpg)= 775.15 in -3 Miscellaneous : (Governing code is ACI 318 -02) Beam type = NORMAL WT. Topping type = NORMAL WT. Stress Block= RECTANGULAR Beam weight = 150.00 pcf Topping wt. = 150.00 pcf Cu = 2.350 eds = 300 E -06 eshu = 650 E -06 Vol /Surf = 1.471 in Rel. humid = 60.00% Strain Curve =PCI Handbook Beam f'ci = 3.500 ksi Beam f'c = 6.000 ksi Topping f'c = 4.000 ksi Eci modifier= 1.000 Ec modifier = 1.000 Camber Mult.= 1.000 Shear Options Depth used = COMPOSITE f'c used = BEAM Allow. Concrete Stress: At Release = 0.700f'ci At Final = 12.00sgrt f'c phi Factors: Tension - controlled Flexure = 0.900 Strand Development = 0.750 Compression - controlled Flexure = 0.650 Shear & Torsion = 0.750 Load Cases: 1) U = 1.40 DL 2) U = 1.20 DL + 1.60 LL >>>WARNING: The assigned f'ci and f'c will override any calculated values Prestressing Strands (Strand Type = LOW RELAXATION) Eff. Pull = 0.700Xfpu Strand diam.= 0.6000 in Estrand = 28322.44 ksi Strand fpu = 270.00 ksi Area ea.str.= 0.2170 in -2 LtMult = 1.000 # Str. lev. = 3 # of Strand = 3.00 LdMult = 1.000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Distance Strand Level 1 2 3 Beginning Ending Beginning Left end patt. 2.00 2.00 2.00 (k /ft) (k /ft) (ft) Right end patt.: 2.00 2.00 2.00 No. of Strand 1.00 1.00 1.00 Harping Profile: X(ft) From Hstr Eccent. Area of Description Left End (in) (in) P/S (in -2) Left End of Beam---------------- - - - - -- 0.00 4.00 4.14 0.6510 Right End of Beam--------------- - - - - -- 33.00 4.00 4.14 0.6510 Mild Steel Shear fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Emild = 29000 ksi LdMult = 1.000 Distributed Loads --------------- -- (non- factored) Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent. Load Type (k /ft) (k /ft) (ft) (ft) (in) I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 6DT12 SKEWED TEE.bem FDG, Inc. SHEET OF Mountain View DATE: 1/13/2007 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 2 BY: RCD P/C Self Weight 0.146 0.146 0.00 33.00 0.000 Non -comp. Dead Load 0.120 0.120 0.00 33.00 0.000 Composite Dead Load 0.000 0.000 0.00 33.00 0.000 Live Load 0.000 0.000 0.00 33.00 0.000 Live Load 0.210 0.210 4.00 33.00 0.000 Live Load 0.120 0.120 2.33 4.00 0.000 Composite Dead Load 0.188 0.188 0.00 4.00 0.000 Composite Dead Load 0.120 0.120 2.33 4.00 0.000 Composite Dead Load 0.594 0.594 0.00 2.33 0.000 At Release Only: Suction = 0.000 k /ft Core Material = 0.000 k /ft 176.9 Concentrated Loads --------------- - (non- factored) -- 27.22 14.40 *NOTE: Final strand stresses include elastic Magnitude Distance From Eccent. (psi) Load Type of Load (k) Left End (ft) (in) I: \Jobs \0612 \Engrg \02 - Double Tee Design Composite Dead Load 2.19 2.33 0.000 NOTE: 0.00% of all distributed and concentrated live loads are sustained. Bearing Plates Nu = 0.20 *Pu Height= 0.00 in Bearing Pad Thickness = 0.500 in Eff. Brg. Surface: Width = 0.00 in Length = 4.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non - debonded prestressing strand assumed -> NO *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OUTPUT **** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** INITIAL STRESSES (psi, at release) ---------------- A)DL beam + core material (if any) + suction (if any) Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT end X(ft) From Initial PIS Init.P /S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 2.50 -196 2937 -53 2635 0.00 3.30 -196 2942 -13 2554 0.00 6.60 -197 2960 129 2271 0.00 9.90 -198 2973 230 2069 0.00 13.20 -199 2981 291 1948 0.00 16.50 -199 2983 311 1907 0.00 NOTE: Required f'ci = 3764 psi at X = 30.50 ft, unless overridden. STRAND STRESSES (Based on f'ci =3.500 ksi, f'c =6.000 ksi, by PCI Committee) at at DL and X(ft) from Tensioning Release Sust. LL Final* PIS Loss PIS Loss Left End ksi ksi ksi ksi ksi % 0.00 189.0 172.9 0.0 0.0 189.00 100.00 3.30 189.0 174.3 150.1 151.4 37.59 19.89 6.60 189.0 175.4 153.6 156.1 32.87 17.39 9.90 189.0 176.2 156.1 159.4 29.58 15.65 13.20 189.0 176.7 157.4 161.3 27.70 14.66 16.50 189.0 176.9 157.7 161.8 27.22 14.40 *NOTE: Final strand stresses include elastic regain for Live Load. FINAL STRESSES (psi) I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 6DT12 SKEWED TEE.bem FDG, Inc. SHEET OF Mountain View DATE: 1/13/2007 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 3 BY: RCD X(ft) From FP + BM FP + DL + Sustained LL FP + DL + All LL Left End Top Bot Tpg Top Bot Tpg Top Bot 0.00 0 0 0 0 0 0 0 0 1.65 -14 1462 92 127 1049 165 176 855 3.30 14 2161 122 247 1518 267 344 1133 4.95 87 2043 116 380 1282 328 522 720 6.60 151 1939 110 493 1082 380 675 365 8.25 205 1852 103 589 915 423 804 66 9.90 249 1780 96 667 781 456 908 -175 11.55 284 1723 89 726 681 481 989 -360 13.20 309 1682 82 767 614 497 1045 -488 14.85 323 1657 75 790 580 505 1078 -559 16.50 328 1647 69 794 580 503 1086 -573 NOTE: Allowable precast tensile stress = 12.0 *sgrt(f'c) _ -930 psi ULTIMATE MOMENT: (k -in) --------------- Required Mu Provided phi *Mn -------------- - - - - -- ----------------------------------- by by by by Other Flex. phi X(ft) From Fact'd 1.2 *Mcr Strain- Limits Factor Left End Loads (ACI 18.8.2) compat. (see notes) (ACI 9.3.2) 0.00 0 0 (3) 0.75 1.65 275 (2) 214 (1) 0.75 NS 3.30 481 (2) 827 (1) 0.75 4.95 637 (2} 1031 (1) 0.75 6.60 771 (2) 1163 (1) 0.75 8.25 883 (2) 1453 0.90 9.90 974 (2) 1453 0.90 11.55 1043 (2} 1453 0.90 13.20 1091 (2} 1453 0.90 14.85 1118 (2} 1453 0.90 16.50 1124 (2) 992 1453 0.90 {n): Load Case {n) controls. (1): Development length controlled by strand. (3): Development length controlled by both strand and rebar. VERTICAL SHEAR REINFORCING --------- - - - - -- - Required Reinforcing -- for for for X(ft) From D Vu Tu Vci Vcw Avci Avcw Avmin Left End in. kips k -in kips kips in -2 /ft in -2 /ft in -2 /ft 0.58 11.20 14.21 0.0 46 23 0.000 0.000 0.079(la)* 1.65 11.20 12.87 0.0 32 28 0.000 0.000 0.079(la)* 3.30 11.20 8.53 0.0 20 32 0.000 0.000 0.050(2) * 4.95 11.20 7.29 0.0 13 33 0.000 0.000 0.050(2) * 6.60 11.20 6.21 0.0 10 35 0.000 0.000 0.050(2) * 8.25 11.20 5.13 0.0 10 36 0.000 0.000 0.050(2) * 9.90 11.20 4.05 0.0 10 36 0.000 0.000 0.050(2) * 11.55 11.20 2.97 0.0 10 37 0.000 0.000 0.000 13.20 11.20 1.89 0.0 10 37 0.000 0.000 0.000 14.85 11.20 0.81 0.0 10 38 0.000 0.000 0.000 16.50 11.20 -0.38 0.0 10 38 0.000 0.000 0.000 Minimum based on ACI Eq. 11 -13. (prestress < 40% tensile strength) I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 6DT12 SKEWED TEE.bem FDG, Inc. Mountain View Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. SHEET OF DATE: 1/13/2007 PAGE: 4 BY: RCD (2) : Minimum based on ACI Eq. 11 -14. (prestress > 40% tensile strength) NOTE: Reqd. reinf. is based on a total web width = 6.795 in. *NOTE: Spacing must not exceed the lesser of 24(in) or 3/4 *h= 9.00(in). NOTE: No significant torsion was found (ACI 11.6.1). NOTE: Design assumes web reinforcing is carried as close to compression and tension surfaces as possible per ACI 12.13.1. SUMMARY OF MINIMUM VERTICAL AND LONGITUDINAL WEB REINFORCEMENT REQUIREMENTS ------------------------------------------------------------ NOTE: The specified section type does not have a bottom ledge. For Vertical Reinf, select from columns (1), (2), (3) or (4) : (in -2 /ft) For Longitudinal Reinf, select from columns (A) or (B) . (in -2) X(ft) From Ph (1) (2) (3) (4) (A) (B) Left End in Ash Av /2 +At Av /2 +Ash Av /2 +Awv Al /2 Awl 0.58 0.0 <3> 0.039 <3> 0.039 0.000 0.000 1.65 0.0 <3> 0.039 <3> 0.000 3.30 0.0 <3> 0.025 <3> 0.000 4.95 0.0 <3> 0.025 <3> 0.000 6.60 0.0 <3> 0.025 <3> 0.000 8.25 0.0 <3> 0.025 <3> 0.000 9.90 0.0 <3> 0.025 <3> 0.000 11.55 0.0 <3> 0.000 <3> 0.000 13.20 0.0 <3> 0.000 <3> 0.000 14.85 0.0 <3> 0.000 <3> 0.000 16.50 0.0 <3> 0.000 <3> 0.000 Awv =Awl= 0.000(left), 0.000(right)= Vertical and longitudinal web reinf. for bending due to torsional equil. reactions (ledge face,in -2), based on: Tu = 0.0 k -in at Left End, = 0.0 k -in at Right End ds = 1.398 in Hs = 9.600 in Ash = Hanger reinforcement (ledge face only). NOTE: The above values for steel are for one face only. Columns (2) & (A) should be applied to both faces. All other columns need only be applied to the ledge face. <3 >NOTE: Section does not have a ledge, or is defined as a General Section. PREDICTED DEFLECTIONS --------------- - - - - -- Based on Rational app f'ci = 3.500 Eci = 3587 Modified Cu = 2.054 NOTE: Negative values roach and PCI Committee Recommendations for losses. ksi, f'c = 6.000 ksi and ACI -209 ksi, Ec = 4696 ksi, Camber Mult.= 1.000 eshu = 523 E -06 indicate camber. Midspan Position (in) Release : PS( - 1.43) +BM DL( 0.60) -0.83 Creep Before Erection -0.61 Erection: PS +BM DL -1.44 (@ 4 weeks) Change Due to Non- Comp.DL 0.38 : PS +BM DL +Non- Comp.DL -1.06 Change Due to Comp.DL +SustLL 0.08 : PS +All DL +Sust.LL -0.98 Long Term Creep 0.12 Final PS +All DL +Sust.LL -0.87 PS +All DL +LL -0.46 I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 6DT12 SKEWED TEE.bem FDG, Inc. SHEET OF Mountain View DATE: 1/13/2007 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 5 BY: RCD HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD --------------------------------------------------------------- Confinement for prestressing strand assumed -> NO Factored Reaction: Pu = 14.9 kips Pw = 11.5 kips at LEFT support React. Components: Pdl,nc= 4.4 kips Pdl,c= 4.3 kips Pll= 2.9 kips Factored Shear Vu = 14.9 kips Nu = 3.0 kips Calculated Height= 10.00 in Bearing Surface Width = 6.34 in Bearing Avf Factored Brg. Brg. Pad Sugg. Length Reqd. Stress Stress Pad Type (in) (in -2) (ksi) (ksi) 4.0 0.15 0.589 0.453 (1) NOTE: As detailed bearing lengths must be longer than minimum used in calcs to allow for as -built tolerances. Suggest minimum added length be 1/2 in. + difference in shortening between top and bottom of member. NOTE: Reactions are used for concrete bearing strength check and bearing pad design, shear is used for design of Avf. Pad Types: (following PCI Handbook 5th Edition) (1): AASHTO Grade Neoprene (60 durometer) or Random Oriented Fiber (ROF) I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 6DT12 SKEWED TEE.bem QQE)1i ?GR 0 0 00000000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 01 /1 1 /07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 2.1.3 �OSITE (3" ® ENDS) = 4000 PSI) E CL n 0 M 0 0 N 0 w a 0 CHECK DESIGN SPAN 29.5' rn 3 0 0 N W N G i 0 0 0 N O w N O O N G O / W J v_ 0 TOPPING WGT. 40 PSF (2" TO 3 ") SDL 40 PSF SILL 125 PSF F' 6000 PSI WGT USE 150 PCF. P4.040 *10 = 0.400 KLF .040 *10 = 0.400 KLF .125 *10 = 0.125 KLF MILD REINFORCED FLEXURAL DESIGN ® ENDS OF TEES a = A /0.85f',b = (1.24in ksi) /0.85(6ksi)(12in) = 1.2 in M" = A —a /2) = (1.24in ksi)(16.5- 1.2/2) -- 1180in —k 1180 in —k * 2 tee legs = 2360 in —k oM,, = 2360in —k * 0.9 = 2125 in —k > 866 in —k OK. 1) # HAIRPIN 2) #5's ON BRG. P S u � 0.85f'�� = A /0.85f',.b 1 A e — - - - -- — T =A E QL FLEXURAL STEEL \—/ w �70 K STRAND 1 0" FOR 29.5 FT. NOM. LENGTH DESIGN SPAN USE 29' -6" TBj FDG, Inc. Mountain View Beam, 3.1.00, (C)2005 SAL DESIGN DATA Left Cant. = 0.00 ft Beam Length = 29.38 ft Design Bearing Lengths: Leg Bottom = 5.750 in Leg Top = 7.250 in Stem height = 16.000 in Non - Composite : (Based on Area = 448.000 in -2 I = 12916.76 in -4 MONS TECHNOLOGIES, INC. Simple Span = 29.38 ft Loop @ Left = 0.00 ft @ Left = 0.000 ft Flange width = 120.000 in Flange thick= 2.000 in No. of stems= 2.00 above section dimensions) Sb = 996.33 in -3 Yb = 12.9643 in SHEET 2 OF 2.1.3 DATE: 1/11/2007 PAGE: 1 BY: RCD Right Cant. = 0.00 ft Loop @ Right= 0.00 ft @ Right= 0.000 ft Web width = 13.000 in Tpg, thick = 4.000 in Section Type = DOUBLE TEE Height = 18.000 in St = 2565.03 in -3 Yt = 5.0357 in Composite : (Based on above section dimensions) Height = 22.000 in Ac = 839.918 in -2 Sbc = 1464.08 in -3 Stc(P /C)= 13571.42 in -3 Ic = 23787.24 in -4 Ybc = 16.2473 in Stc(Tpg)= 5064.24 in -3 Miscellaneous : (Governing code is ACI 318 -02) Beam type = NORMAL WT. Topping type = NORMAL WT. Beam weight = 150.00 pcf Topping wt. = 150.00 pcf Cu = 2.350 eds = 300 E -06 Vol /Surf = 1.469 in Rel. humid = 60.00% Beam f'ci = 3.500 ksi Beam f'c = 6.000 ksi Eci modifier= 1.000 Ec modifier = 1.000 Shear Options Depth used = COMPOSITE Allow. Concrete Stress: At Release = 0.700f'ci phi Factors: Tension - controlled Flexure = 0.900 Compression - controlled Flexure = 0.650 Load Cases: 1) U = 1.40 DL 2) U = 1.20 DL + 1.60 LL Prestressing Strands (Strand Type = LOW RELAXATION) Stress Block= RECTANGULAR eshu = 650 E -06 Strain Curve =PCI Handbook Topping f'c = 4.000 ksi Camber Mult.= 1.000 f'c used = BEAM At Final = 12.00sgrt f'c Strand Development = 0.750 Shear & Torsion = 0.750 -------------------- Eff. Pull = 0.700Xfpu Strand diam.= 0.6000 in Estrand = 28322.44 ksi Strand fpu = 270.00 ksi Area ea.str.= 0.2170 in -2 LtMult = 1.000 # Str. lev. = 4 # of Strand = 8.00 LdMult = 1.000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Strand Level 1 2 3 4 Left end patt. 2.00 2.00 4.00 2.00 Right end patt.: 2.00 2.00 4.00 2.00 No. of Strand 2.00 2.00 2.00 2.00 Harping Profile: X(ft) From Hstr Eccent. Area of Description Left End (in) (in) P/S (in -2) Left End of Beam - - - - -- 0.00 6.00 6.96 1.7360 Right End of Beam--------------- - - - - -- 29.38 6.00 6.96 1.7360 Mild Steel Shear fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Emild = 29000 ksi LdMult = 1.000 Distributed Loads (non- factored) --------------- -- Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent. Load Type (k /ft) (k /ft) (ft) (ft) (in) P/C Self Weight 0.467 0.467 0.00 29.38 0.000 I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 10TT18Res Roof.bem FDG, Inc. Mountain View Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. Non -comp. Dead Load 0.400 0.400 0.00 Composite Dead Load 0.400 0.400 0.00 Live Load 1.250 1.250 0.00 SHEET 3 OF 2.1.3 DATE: 1/11/2007 PAGE: 2 BY: RCD 29.38 0.000 29.38 0.000 29.38 0.000 At Release Only: Suction = 0.000 k /ft Core Material = 0.000 k /ft NOTE: 0.00% of all distributed and concentrated live loads are sustained. Bearing Plates Nu = 0.20 *Pu Height= 18.00 in Bearing Pad Thickness = 0.375 in Eff. Brg. Surface: Width = 5.00 in Length = 5.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non - debonded prestressing strand assumed -> NO *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OUTPUT **** * * * * * * * * * * * * * *r * * * * * * * * * * * * * ** INITIAL STRESSES (psi, at release) ---------------- A)DL beam + core material (if any) + suction (if any) Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT end X(ft) From Initial P/S Init.P /S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 2.50 -146 2795 -73 2606 0.00 2.94 -146 2797 -62 2578 0.00 5.88 -147 2807 4 2419 0.00 8.81 -147 2814 50 2305 0.00 11.75 -148 2819 79 2237 0.00 14.69 -148 2820 88 2214 0.00 NOTE: Required f'ci = 3723 psi at X = 26.88 ft, based on fconc /0.700. STRAND STRESSES (Based on f'ci =3.723 ksi, f'c =6.000 ksi, by PCI Committee) I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 10TT18Res Roof.bem at at DL and X(ft) from Tensioning Release Sust. LL Final* P/S Loss P/S Loss Left End ksi ksi ksi ksi ksi o 0.00 189.0 173.8 0.0 0.0 189.00 100.00 2.94 189.0 174.7 146.9 148.4 40.56 21.46 5.88 189.0 175.3 150.0 152.7 36.34 19.23 8.81 189.0 175.8 152.1 155.7 33.33 17.63 11.75 189.0 176.1 153.4 157.5 31.52 16.68 14.69 189.0 176.2 153.9 158.1 30.92 16.36 *NOTE: Final strand stresses include elastic regain for Live Load. FINAL STRESSES -------- - - - - -- (psi) X(ft) From FP + BM FP + DL + Sustained LL FP + DL + All LL Left End Top Bot Tpg Top Bot Tpg Top Bot 0.00 0 0 0 0 0 0 0 0 1.47 -28 1274 19 18 1108 80 40 898 2.94 -40 2158 37 47 1844 152 90 1446 4.41 -6 2103 52 116 1658 215 177 1094 5.88 23 2056 65 176 1497 270 253 789 7.34 47 2016 77 227 1360 316 317 531 8.81 67 1983 86 269 1249 354 369 320 10.28 83 1957 93 301 1162 384 410 156 11.75 94 1939 98 325 1100 405 439 39 I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 10TT18Res Roof.bem FDG, Inc. Mountain View Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. 13.22 101 1928 101 338 1063 14.69 103 1924 102 343 1051 SHEET 4 OF 2.1.3 DATE: 1/11/2007 PAGE: 3 BY: RCD 418 457 -31 422 462 -55 NOTE: Allowable precast tensile stress = 12.0 *sgrt(f'c) = -930 psi ULTIMATE MOMENT: (k -in) --------- - - - - -- Required Mu -------------------- by by X(ft) From Fact'd 1.2 *Mcr Left End Loads (ACI 18.8.2) 0.00 0 phi *Mn 1.47 866 121 2.94 1641 {21 4.41 2324 (21 5.88 2917 f 2 7.34 3418 {2) 8.81 3828 121 10.28 4147 121 11.75 4375 {2} 13.22 4512 121 14.69 4558 (2} 4835 ----------------------------------- Provided phi *Mn by by Other Flex. phi Strain- Limits Development Factor compat. (see notes) (ACI 9.3.2) (3): 0 (3) 0.75 SEE HAND CALC ON 1 OF by both 861 (1) 0.75 2.1.2 FOR FLEXURAL VERTICAL 3330 (1) 0.75 CAPACITY VERIFICATION 4235 (1) 0.75 NEAR ENDS 4905 (1) 0.75 5319 (1) 0.75 6507 -- 0.90 6507 0.90 6507 for for 0.90 6507 Vci Vcw 0.90 6507 Avmin Left End in. 0.90 (n): Load Case {n1 controls. (1): Development length controlled by strand. (3): Development length controlled by both strand and rebar. VERTICAL SHEAR REINFORCING -------------------- -- -- -- -- Required Reinforcing -- for for for X(ft) From D Vu Tu Vci Vcw Avci Avcw Avmin Left End in. kips k -in kips kips in -2 /ft in -2 /ft in -2 /ft 0.92 17.60 48.48 0.0 177 68 0.000 0.000 0.151(la)* 1.47 17.60 46.54 0.0 151 71 0.000 0.000 0.151(la)* 2.94 17.60 41.37 0.0 111 79 0.000 0.000 0.077(2) * 4.41 17.60 36.20 0.0 72 81 0.000 0.000 0.077(2) * 5.88 17.60 31.03 0.0 52 83 0.000 0.000 0.077(2) * 7.34 17.60 25.85 0.0 40 85 0.000 0.000 0.077(2) * 8.81 17.60 20.68 0.0 32 67 0.000 0.000 0.077(2) * 10.28 17.60 15.51 0.0 30 88 0.000 0.000 0.077(2) 11.75 17.60 10.34 0.0 30 89 0.000 0.000 0.000 13.22 17.60 5.17 0.0 30 90 0.000 0.000 0.000 14.69 17.60 0.00 0.0 30 90 0.000 0.000 0.000 : Minimum based on ACI Eq. 11 -13. (prestress < 40% tensile strength) (2) : Minimum based on ACI Eq. 11 -14. (prestress > 40% tensile strength) NOTE: Reqd. reinf. is based on a total web width = 13.000 in. *NOTE: Spacing must not exceed the lesser of 24(in) or 3/4 *h= 13.50(in). NOTE: No significant torsion was found (ACI 11.6.1). NOTE: Design assumes web reinforcing is carried as close to compression and tension surfaces as possible per ACI 12.13.1. NOTE: Per ACI 1.4, shear mesh for double tees may be omitted. See Stanley Structures, 'SHEAR TEST REPORT NO. 2', 10/86, or PCISFRAD Project #2 by Fintel & Ghosh, reprinted in Nov. /Dec. 86 PCI Journal. SUMMARY OF MINIMUM VERTICAL AND LONGITUDINAL WEB REINFORCEMENT REQUIREMENTS --------------------------------------------------------------------------- NOTE: The specified section type does not have a bottom ledge. I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 10TT18Res Roof.bem FDG, Inc. Mountain View Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. SHEET 5 OF 2.1.3 DATE: 1/11/2007 PAGE: 4 BY: RCD For Vertical Reinf, select from columns (1), (2), (3) or (4) : (in -2 /ft) For Longitudinal Reinf, select from columns (A) or (B) . (in -2) X(ft) From Ph (1) (2) (3) (4) (A) (B) Left End in Ash Av /2 +At Av /2 +Ash Av /2 +Awv Al /2 Awl 0.92 0.0 <3> 0.076 <3> 0.076 0.000 0.000 1.47 0.0 <3> 0.076 <3> 0.000 2.94 0.0 <3> 0.039 <3> 0.000 4.41 0.0 <3> 0.039 <3> 0.000 5.88 0.0 <3> 0.039 <3> 0.000 7.34 0.0 <3> 0.039 <3> 0.000 8.81 0.0 <3> 0.039 <3> 0.000 10.28 0.0 <3> 0.039 <3> 0.000 11.75 0.0 <3> 0.000 <3> 0.000 13.22 0.0 <3> 0.000 <3> 0.000 14.69 0.0 <3> 0.000 <3> 0.000 Awv =Awl= 0.000(left), 0.000(right)= Vertical and longitudinal web reinf. for bending due to torsional equil. reactions (ledge face,in -2), based on: Tu = 0.0 k -in at Left End, = 0.0 k -in at Right End ds = 4.500 in Hs = 15.000 in Ash= Hanger reinforcement (ledge face only). NOTE: The above values for steel are for one face only. Columns (2) & (A) should be applied to both faces. All other columns need only be applied to the ledge face. <3 >NOTE: Section does not have a ledge, or is defined as a General Section. PREDICTED DEFLECTIONS --------------- - - - - -- Based on Rational app f'ci = 3.723 Eci = 3699 Modified Cu = 2.055 NOTE: Negative values roach and PCI Committee Recommendations for losses. ksi, f'c = 6.000 ksi and ACI -209 ksi, Ec = 4696 ksi, Camber Mult.= 1.000 eshu = 523 E -06 indicate camber. MISC. PRODUCTION INFORMATION ---------------------------- Initial prestress force = 328 kips Final prestress force = 274 kips Concrete strengths used in design: Release strength f'ci= 3723 psi Final strength f'c= 6000 psi Beam is NORMAL WEIGHT concrete. Piece weight = 13.71 kips. Estimated shortening between supports at erection time Curvature at C.G. Effect Total I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 10TT18Res Roof.bem Midspan Position (in) Release : PS( - 0.68) +BM DL( 0.16) -0.52 Creep Before Erection -0.40 Erection: PS +BM DL -0.92 (@ 4 weeks) Change Due to Non- Comp.DL 0.11 : PS +BM DL +Non- Comp.DL -0.81 Change Due to Comp.DL +SustLL 0.06 : PS +All DL +Sust.LL -0.75 Long Term Creep -0.03 Final PS +All DL +Sust.LL -0.78 PS +All DL +LL -0.60 MISC. PRODUCTION INFORMATION ---------------------------- Initial prestress force = 328 kips Final prestress force = 274 kips Concrete strengths used in design: Release strength f'ci= 3723 psi Final strength f'c= 6000 psi Beam is NORMAL WEIGHT concrete. Piece weight = 13.71 kips. Estimated shortening between supports at erection time Curvature at C.G. Effect Total I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 10TT18Res Roof.bem FDG, Inc. SHEET 6 OF 2.1.3 Mountain View DATE: 1/11/2007 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 5 BY: RCD Top 0.18 -0.11 0.07 <<< Length correction not to exceed this value C.G 0.18 0.00 0.18 Bot 0.18 0.27 0.45 HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD --------------------------------------------------------------- NOTE: For members with multiple legs, reactions and required steel are calculated for one leg only. Confinement for prestressing strand assumed -> NO Factored Reaction: Pu = 25.9 kips Pw = 18.5 kips at LEFT support React. Components: Pdl,nc= 6.4 kips Pdl,c= 2.9 kips Pll= 9.2 kips Factored Shear : Vu = 25.9 kips Nu = 5.2 kips Calculated : Height= 18.00 in Bearing Surface Width = 5.00 in Bearing Avf Factored Brg. Brg. Pad Sugg. Length Reqd. Stress Stress Pad Type (in) (in -2) (ksi) (ksi) 5.0 0.25 1.034 0.739 (1) NOTE: As detailed bearing lengths must be longer than minimum used in calcs to allow for as -built tolerances. Suggest minimum added length be 1/2 in. + difference in shortening between top and bottom of member. NOTE: Reactions are used for concrete bearing strength check and bearing pad design, shear is used for design of Avf. Pad Types: (following PCI Handbook 5th Edition) (1): AASHTO Grade Neoprene (60 durometer) or Random Oriented Fiber (ROF) I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 10TT18Res Roof.bem D O Oz OC�0000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /16/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 2.3.1 COMPOSITE (5" ® ENDS) (F' = 4000 PSI) E n N_ N W 0 0 N U w a 0 CP 3 i M I N I w N c0 i . 0 a 0 0 0 I N O� a C w / N N O / w J 0 CHECK DESIGN SPAN 19.5' TOPPING WGT. 60 PSF (4" TO 5 ") SDL 650 PSF SLL 125 PSF F' 6000 PSI WGT USE 150 PCF. x.060 *8.75 = 0.525 KLF .65 *8.75 = 5.688 KLF .125 *8.75 = 1.094 KLF MILD REINFORCED FLEXURAL DESIGN ® ENDS OF TEES a = A = (1.24in ksi) /0.85(6ksi)(12in) = 1.2 in M" = A —a /2) _ (1.24in ksi)(16.5- 1.2/2) k; 1180in —k 1180 in —k * 2 tee legs = 2360 in —k oM. = 2360in —k * 0.9 = 2125 in —k > 1998 in —k OK. FLEXURAL STEEL I ."m 270 K STRAND 1'-0" �0.85f'�� U I -- c —� - - - -- —T =A E #5's ON BRG. P = A # HAIRPIN FOR 20 FT. NOM. LENGTH q8) DESIGN SPAN USE 19' -6" FDG, Inc. Tract D Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. DESIGN DATA Left Cant. = 0.00 ft Beam Length = 19.50 ft Design Bearing Lengths: Simple Span = 19.50 ft Loop @ Left = 0.00 ft @ Left = 0.000 ft SHEET 2 OF 2.3.1 DATE: 10/12/2006 PAGE: 1 BY: RCD Right Cant. = 0.00 ft Loop @ Right= 0.00 ft @ Right= 0.000 ft Leg Bottom = 5.750 in Flange width = 105.000 in Web width = 13.000 in Leg Top = 7.250 in Flange thick= 2.000 in Tpg. thick = 4.000 in Stem height = 16.000 in No. of stems= 2.00 Section Type = DOUBLE TEE Non - Composite : (Based on above section dimensions) Height = 18.000 in Area = 418.000 in -2 Sb = 977.00 in -3 St = 2325.31 in -3 I = 12383.08 in -4 Yb = 12.6746 in Yt = 5.3254 in Composite : (Based on above section dimensions) Height = 22.000 in Ac = 760.929 in -2 Sbc = 1436.47 in -3 Stc(P /C)= 11338.27 in -3 Ic = 22948.99 in -4 Ybc = 15.9760 in Stc(Tpg)= 4665.76 in -3 Miscellaneous : (Governing code is ACI 318 -02) Beam type = NORMAL WT. Topping type = NORMAL WT. Beam weight = 150.00 pcf Topping wt. = 150.00 pcf Cu = 2.350 eds = 300 E -06 Vol /Surf = 1.520 in Rel. humid = 60.00% Beam f'ci = 3.500 ksi Beam f'c = 6.000 ksi Eci modifier= 1.000 Ec modifier = 1.000 Shear Options Depth used = COMPOSITE Allow. Concrete Stress: At Release = 0.700f'ci phi Factors: Tension - controlled Flexure = 0.900 Compression - controlled Flexure = 0.650 Load Cases: 1) U = 1.40 DL 2) U = 1.20 DL + 1.60 LL Stress Block= RECTANGULAR eshu = 650 E -06 Strain Curve =PCI Handbook Topping f'c = 4.000 ksi Camber Mult.= 1.000 f'c used = BEAM At Final = 12.00sgrt f'c Strand Development = 0.750 Shear & Torsion = 0.750 Prestressing Strands (Strand Type = LOW RELAXATION) -------------------- Eff. Pull = 0.700Xfpu Strand diam.= 0.6000 in Estrand = 28322.44 ksi Strand fpu = 270.00 ksi Area ea.str.= 0.2170 in -2 LtMult = 1.000 # Str. lev. = 4 # of Strand = 8.00 LdMult = 1.000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Strand Level 1 2 3 4 Left end patt. 2.00 2.00 4.00 2.00 Right end patt.: 2.00 2.00 4.00 2.00 No. of Strand 2.00 2.00 2.00 2.00 Harping Profile: X(ft) From Hstr Eccent. Area of Description Left End (in) (in) P/S (in -2) Left End of Beam---------------- - - - - -- 0.00 6.00 6.67 1.7360 Right End of Beam--------------- - - - - -- 19.50 6.00 6.67 1.7360 Mild Steel Shear fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Emild = 29000 ksi LdMult = 1.000 Distributed Loads (non- factored) --------------- -- Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent. Load Type (k /ft) (k /ft) (ft) (ft) (in) P/C Self Weight 0.435 0.435 0.00 19.50 0.000 I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 1OTT18 plaza typ 20 ft span.bem FDG, Inc. Tract D Beam, 3.1.00, (C)2OO5 Non -comp. Dead Load Composite Dead Load Live Load SALMONS TECHNOLOGIES, INC. 0.525 0.525 0.00 5.688 5.688 0.00 1.094 1.094 0.00 SHEET 3 OF 2 DATE: 10/12/2006 PAGE: 2 BY: RCD 19.50 0.000 19.50 0.000 19.50 0.000 At Release Only: Suction = 0.000 k /ft Core Material = 0.000 k /ft NOTE: 0.00% of all distributed and concentrated live loads are sustained. Bearing Plates -------- - - - - -- Nu = 0.20 *Pu Height= 18.00 in Bearing Pad Thickness = 0.375 in Eff. Brg. Surface: Width = 5.00 in Length = 5.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non - debonded prestressing strand assumed -> NO *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OUTPUT **** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** INITIAL STRESSES (psi, at release) ---------------- A)DL beam + core material (if any) + suction (if any) Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT end X(ft) From Initial P/S Init.P /S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 1.95 -113 2178 -74 2086 0.00 2.50 -145 2793 -97 2680 0.00 3.90 -145 2796 -77 2634 0.00 5.85 -145 2799 -55 2586 0.00 7.80 -145 2801 -43 2557 0.00 9.75 -145 2802 -38 2547 0.00 NOTE: Required f'ci = 3828 psi at X = 17.00 ft, based on fconc /0.700. STRAND - STRESSES (Based on f'ci =3.828 ksi, f'c =6.000 ksi, by PCI Committee) at at DL and X(ft) from Tensioning Release Sust. LL Final* P/S Loss P/S Loss Left End ksi ksi ksi ksi ksi % 0.00 189.0 174.0 0.0 0.0 189.00 100.00 1.95 189.0 174.4 118.8 119.4 69.62 36.84 3.90 189.0 174.6 156.2 157.3 31.73 16.79 5.85 189.0 174.8 160.3 161.6 27.36 14.48 7.80 189.0 174.9 162.7 164.3 24.75 13.09 9.75 189.0 175.0 163.5 165.1 23.88 12.64 *NOTE: Final strand stresses include elastic regain for Live Load.' FINAL STRESSES (psi) ------ -- - - - X(ft) From - -- FP + BM FP + DL + Sustained LL FP + DL + All LL Left End Top Bot Tpg Top Bot Tpg Top Bot 0.00 0 0 0 0 0 0 0 0 0.98 -29 908 132 50 420 158 60 338 1.95 -61 1820 250 89 897 298 109 740 2.92 -74 2343 355 138 1035 423 166 814 3.90 -62 2356 445 203 714 531 239 436 4.88 -52 2366 522 259 442 622 300 117 5.85 -44 2375 584 304 220 696 350 -145 6.82 -38 2381 633 339 47 754 389 -348 7.80 -34 2386 668 365 -76 796 417 -493 I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 1OTT18 plaza typ 20 ft span.bem FDG, Inc. Tract D Beam, 3.1.00, 8.77 9.75 (C)2005 SALMONS TECHNOLOGIES, INC. -31 2389 688 380 -150 -30 2390 695 385 -175 SHEET 4 OF 2.3.1 DATE: 10/12/2006 PAGE: 3 BY: RCD 821 434 -580 829 440 -610 NOTE: Allowable precast tensile stress = 12.0 *sgrt(f'c) = -930 psi ULTIMATE MOMENT: (k -in) VERTICAL SHEAR REINFORCING SEE SHEET 1 FOR FLEXURAL CAPACITY @ ENDS -------------------- Required Mu -------------- - - - - -- ----------------------------------- Provided phi *Mn by by by by Other Flex. phi X(ft) From Fact'd 1.2 *Mcr Strain- Limits Factor Left End Loads (ACI 18.8.2) compat. (see notes) (ACI 9.3.2) 0.00 0 Tu 0 (3) 0.75 0.98 1054 (2} 617 (1) 0.75 1.95 1998 (2} kips 1133 (1) 0.75 2.92 2830 (2} 17.60 3425 (1) 0.75 3.90 3551 (2} 0.530 4055 (1) 0.75 4.88 4162 (2} 0.0 4570 (1) 0.75 5.85 4661 (2} LAYERS OF 4969 (1) 0.75 6.82 5049 (2} 74 5245 (1) 0.75 7.80 5327 (2} 17.60 5384 (1) 0.75 8.77 5493 (2} 6469 0.077(2) * LEG & #3 0.90 9.75 5549 (2) 5250 6469 77 80 0.90 (n}: Load Case (n} controls. U -BARS @ 4.88 17.60 47.43 (1): Development length controlled by strand. 81 0.061 0.000 (3): Development length controlled by both strand and rebar. VERTICAL SHEAR REINFORCING SEE SHEET 1 FOR FLEXURAL CAPACITY @ ENDS -------------------- - - -- -- -- Required Reinforcing -- for for for X(ft) From D Vu Tu Vci Vcw Avci Avcw Avmin Left End in. kips k -in kips kips in -2 /ft in -2 /ft in -2 /ft 0.92 17.60 85.94 0.0 176 68 0.000 0.530 0.151(la)* USE 2 0.98 17.60 85.37 0.0 172 68 0.000 0.517 0.151(la)* LAYERS OF 1.95 17.60 75.88 0.0 137 74 0.000 0.305 0.060(2) * MESH EACH 2.92 17.60 66.40 0.0 107 78 0.000 0.115 0.077(2) * LEG & #3 3.90 17.60 56.91 0.0 77 80 0.000 0.000 0.077(2) * U -BARS @ 4.88 17.60 47.43 0.0 58 81 0.061 0.000 0.077(2) * 12" O.C. 5.85 17.60 37.94 0.0 45 82 0.068 0.000 0.077(2) * 6.82 17.60 28.46 0.0 34 83 0.042 0.000 0.077(2) 7.80 17.60 18.97 0.0 30 84 0.000 0.000 0.077(2) * 4 *0.058+ 8.77 17.60 9.49 0.0 30 84 0.000 0.000 0.000 2 *0.11 *2 = 9.75 17.60 0.00 0.0 30 84 0.000 0.000 0.000 0.67in2 : Minimum based on ACI Eq. 11 -13. (prestress < 40% tensile strength) (2) : Minimum based on ACI Eq. 11 -14. (prestress > 40% tensile strength) NOTE: Reqd. reinf. is based on a total web width = 13.000 in. *NOTE: Spacing must not exceed the lesser of 24(in) or 3/4 *h= 13.50(in). NOTE: No significant torsion was found (ACI 11.6.1). NOTE: Design assumes web reinforcing is carried as close to compression and tension surfaces as possible per ACI 12.13.1. SUMMARY OF MINIMUM VERTICAL AND LONGITUDINAL WEB REINFORCEMENT REQUIREMENTS --------------------------------------------------------------------------- NOTE: The specified section type does not have a bottom ledge. For Vertical Reinf, select from columns (1), (2), (3) or (4) : (in -2 /ft) For Longitudinal Reinf, select from columns (A) or (B) : (in -2) I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 10TT18 plaza typ 20 ft span.bem FDG, Inc. SHEET 5 OF 2.3.1 Tract D DATE: 10/12/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 4 BY: RCD X(ft) From Ph (1) (2) (3) (4) (A) (B) Left End in Ash Av /2 +At Av /2+Ash Av /2 +Awv Al /2 Awl 0.92 90.0 <3> 0.265 <3> 0.265 0.000 0.000 0.98 0.0 <3> 0.259 <3> 0.259 0.000 0.000 1.95 90.0 <3> 0.152 <3> 0.000 2.92 90.0 <3> 0.057 <3> 0.000 3.90 90.0 <3> 0.039 <3> 0.000 4.88 90.0 <3> 0.039 <3> 0.000 5.85 90.0 <3> 0.039 <3> 0.000 6.82 90.0 <3> 0.039 <3> 0.000 7.80 90.0 <3> 0.039 <3> 0.000 8.77 90.0 <3> 0.000 <3> 0.000 9.75 90.0 <3> 0.000 <3> 0.000 Awv =Awl= 0.000(left), 0.000(right)= Vertical and longitudinal web reinf. for bending due to torsional equil. reactions (ledge face,in -2), based on: Tu = 0.0 k -in at Left End, = 0.0 k -in at Right End ds = 4.500 in Hs = 15.000 in Ash = Hanger reinforcement (ledge face only). NOTE: The above values for steel are for one face only. Columns (2) & (A) should be applied to both faces. All other columns need only be applied to the ledge face. <3 >NOTE: Section does not have a ledge, or is defined as a General Section. PREDICTED DEFLECTIONS --------------- - - - - -- Based on Rational app f'ci = 3.828 Eci = 3751 Modified Cu = 2.036 NOTE: Negative values roach and PCI Committee Recommendations for losses. ksi, f'c = 6.000 ksi and ACI -209 ksi, Ec = 4696 ksi, Camber Mult.= 1.000 eshu = 520 E -06 indicate camber. Midspan Position (in) Release : PS( - 0.29) +BM DL( 0.03) -0.26 Creep Before Erection -0.20 Erection: PS +BM DL -0.46 (@ 4 weeks) Change Due to Non- Comp.DL 0.03 : PS +BM DL +Non- Comp.DL -0.43 Change Due to Comp.DL +SustLL 0.17 : PS +All DL +Sust.LL -0.26 Long Term Creep 0.16 Final PS +All DL +Sust.LL -0.11 PS +All DL +LL -0.07 NOTE: Beam has cracked under positive moment, deflections are based on a bilinear moment- deflection relationship using simple Icr. (ACI '99 18.4.2 or 1 02 9.5.4.2). MISC. PRODUCTION INFORMATION Initial prestress force = 328 kips Final prestress force = 287 kips Concrete strengths used in design: Release strength f'ci= 3828 psi Final strength f'c= 6000 psi Beam is NORMAL WEIGHT concrete. Piece weight = 8.49 kips. Estimated shortening between supports at erection time Curvature at C.G. Effect Total I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 10TT18 plaza typ 20 ft span.bem FDG, Inc. SHEET 6 OF 2.3.1 Tract D DATE: 10/12/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 5 BY: RCD Top 0.12 -0.08 0.04 <<< Length correction not to exceed this value C.G 0.12 0.00 0.12 Bot 0.12 0.19 0.31 HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD --------------------------------------------------------------- NOTE: For members with multiple legs, reactions and required steel are calculated for one leg only. Confinement for prestressing strand assumed -> NO Factored Reaction: Pu = 47.4 kips Pw = 37.7 kips at LEFT support React. Components: Pdl,nc= 4.7 kips Pdl,c= 27.7 kips Pll= 5.3 kips Factored Shear Vu = 47.4 kips Nu = 9.5 kips Calculated Height= 18.00 in Bearing Surface Width = 5.00 in Bearing Avf Factored Brg. Brg. Pad Sugg. Length Reqd. Stress Stress Pad Type (in) (in -2) (ksi) (ksi) 5.0 0.52 1.897 1.510 (3) NOTE: As detailed bearing lengths must be longer than minimum used in calcs to allow for as -built tolerances, Suggest minimum added length be 1/2 in. + difference in shortening between top and bottom of member. NOTE: Reactions are used for concrete bearing strength check and bearing pad design, shear is used for design of Avf. Pad Types: (following PCI Handbook 5th Edition) (3): Duck layer reinforced I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 1OTT18 plaza typ 20 ft span.bem ( CE?CsJr'17D 0 ❑ ❑DO = 00❑ Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /16/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 2.3.2 " MIN. COMPOSITE (5" ® ENDS) 'PING. (F', = 4000 PSI) DOTE: DESIGN IS BASED ON 'INGLE TEE OF WIDTH 3' -0" E a N N N w C) 0 0 N cD 0 CHECK DESIGN SPAN 24' TOPPING WGT. 60 PSF (4" TO 5 ") SDL 650 PSF SLL 125 PSF Gj a 0 o+ 3 N 1 M 1 N W N_ co i 0 d 0 0 I N U W N to O N L O i G.i J F' 6000 PSI WGT USE 150 PCF. - -.060 *3.0 = 0.180 KLF .65 *3.0 = 1.950 KLF .125 *3.0 = 0.375 KLF MILD REINFORCED FLEXURAL DESIGN ® ENDS OFT S a = A.VO.85f'�b = (1.24in ksi) /0.85(6ksi)(12in) = 1.2 in M,, = A —a /2) = (1.24in ksi)(16.5- 1.2/2) 11180in —k om = 1180in —k * 0.9 = 1060 in —k > 1050 in —k OK. rL FLEXURAL STEEL I 7 E 9 la = A = A,f w (8) .6'o 270 K STRAND 1 0" lf') CO . n (1) #5 HAIRPIN (2) #5's ON BRG. fE 0.85f' C � FOR 24.5 FT. LONG LENGTH DESIGN SPAN USE 24' -0" TB FDG, Inc. Mountain View Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. DESIGN DATA Left Cant. = 0.00 ft Beam Length = 24.00 ft Design Bearing Lengths Simple Span = 24.00 ft Loop @ Left = 0.00 ft @ Left = 0.000 ft SHEET 2 OF 2.3.2 DATE: 10/16/2006 PAGE: 1 BY: RCD Right Cant. = 0.00 ft Loop @ Right= 0.00 ft @ Right= 0.000 ft Leg Bottom = 5.750 in Flange width= 36.000 in Web width = 6.500 in Leg Top = 7.250 in Flange thick= 2.000 in Tpg. thick = 4.250 in Stem height = 16.000 in No. of stems= 1.00 Section Type= SINGLE TEE Non - Composite : (Based on above section dimensions) Height = 18.000 in Area = 176.000 in -2 Sb = 459.17 in -3 St = 887.72 in -3 I = 5447.39 in -4 Yb = 11.8636 in Yt = 6.1364 in Composite : (Based on above section dimensions) Height = 22.250 in Ac = 300.924 in -2 Sbc = 694.56 in -3 Stc(P /C)= 3924.23 in -3 Ic = 10622.04 in -4 Ybc = 15.2932 in Stc(Tpg)= 1870.01 in -3 Miscellaneous : (Governing code is ACI 318 -02) Beam type = NORMAL WT. Topping type = NORMAL WT. Beam weight = 150.00 pcf Topping wt. = 150.00 pcf Cu = 2.350 eds = 300 E -06 Vol /Surf = 1.652 in Rel. humid = 60.00% Beam f'ci = 3.500 ksi Beam f'c = 6.000 ksi Eci modifier= 1.000 Ec modifier = 1.000 Shear Options Depth used = COMPOSITE Allow. Concrete Stress: At Release = 0.700f'ci phi Factors: Tension - controlled Flexure = 0.900 Compression - controlled Flexure = 0.650 Load Cases: 1) U = 1.40 DL 2) U = 1.20 DL + 1.60 LL Stress Block= RECTANGULAR eshu = 650 E -06 Strain Curve =PCI Handbook Topping f'c = 4.000 ksi Camber Mult.= 1.000 f'c used = BEAM At Final = 12.O0sgrt f'c Strand Development = 0.750 Shear & Torsion = 0.750 Prestressing Strands (Strand Type = LOW RELAXATION) -------------------- Eff. Pull = 0.700Xfpu Strand diam.= 0.6000 in Estrand = 28322.44 ksi Strand fpu = 270.00 ksi Area ea.str.= 0.2170 in -2 LtMult = 1.000 # Str. lev. = 4 # of Strand = 4.00 LdMult = 1.000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Strand Level 1 2 3 4 Left end patt. 2.00 2.00 4.00 2.00 Right end patt.: 2.00 2.00 4.00 2.00 No. of Strand 1.00 1.00 1.00 1.00 Harping Profile: X(ft) From Hstr Eccent. Area of Description Left End (in) (in) P/S (in -2) Left End of Beam---------------- - - - - -- 0.00 6.00 5.86 0.8680 Right End of Beam--------------- - - - - -- 24.00 6.00 5.86 0.8680 Mild Steel Shear fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Emild = 29000 ksi LdMult = 1.000 Distributed Loads (non- factored) --------------- -- Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent. Load Type (k /ft) (k /ft) (ft) (ft) (in) P/C Self Weight 0.184 0.184 0.00 24.00 0.000 I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 1OTT18 plaza long span.bem FDG, Inc. SHEET 3 OF 2.3.2 Mountain View DATE: 10/16/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 2 BY: RCD Non -comp. Dead Load 0.180 0.180 0.00 24.00 0.000 Composite Dead Load 1.950 1.950 0.00 24.00 0.000 Live Load 0.375 0.375 0.00 24.00 0.000 At Release Only: Suction = 0.000 k /ft Core Material = 0.000 k /ft NOTE: 0.00% of all distributed and concentrated live loads are sustained. Bearing Plates -------- - - - - -- Nu = 0.20 *Pu Height= 0.00 in Bearing Pad Thickness = 0.375 in Eff. Brg. Surface: Width = 5.00 in Length = 5.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non- debonded prestressing strand assumed -> NO *** * * * * * * * * * * * * * *+ * * * * * * * * * * * * * * ** OUTPUT **** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** INITIAL STRESSES (psi, at release) ---------------- A)DL beam + core material (if any) + suction (if any) Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT end X(ft) From Initial P/S Init.P /S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 2.40 -134 2682 -70 2557 0.00 2.50 -140 2794 -73 2664 0.00 4.80 -140 2799 -25 2577 0.00 7.20 -140 2802 10 2512 0.00 9.60 -140 2805 32 2472 0.00 12.00 -140 2806 39 2459 0.00 NOTE: Required f'ci = 3806 psi at X = 21.50 ft, based on fconc /0.700. STRAND STRESSES (Based on f'ci =3.806 ksi, f'c =6.000 ksi, by PCI Committee) --------- - - - - -- at at DL and X(ft) from Tensioning Release Sust. LL Final* P/S Loss P/S Loss Left End ksi ksi ksi ksi ksi % 0.00 189.0 174.0 0.0 0.0 189.00 100.00 2.40 189.0 174.4 146.3 146.9 42.13 22.29 4.80 189.0 174.7 158.0 159.1 29.87 15.80 7.20 189.0 175.0 162.3 163.7 25.27 13.37 9.60 189.0 175.1 164.2 165.8 23.20 12.27 12.00 189.0 175.2 164.6 166.3 22.68 12.00 *NOTE: Final strand stresses include elastic regain for Live Load. FINAL STRESSES (psi) X(ft) From FP + BM FP + DL + Sustained LL FP + DL + All LL Left End Top Bot Tpg Top Bot Tpg Top Bot 0.00 0 0 0 0 0 0 0 0 1.20 -25 1110 171 90 585 204 106 497 2.40 -53 2228 324 164 1233 387 194 1065 3.60 -34 2324 459 274 914 548 317 676 4.80 -13 2327 577 374 558 687 427 259 6.00 5 2330 676 458 256 806 520 -94 7.20 19 2332 757 527 9 902 596 -382 8.40 31 2330 820 581 -186 978 656 -610 9.60 39 2323 865 619 -331 1031 699 -778 I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 10TT18 plaza long span.bem FDG, Inc. SHEET 4 OF 2.3.2 Mountain View DATE: 10/16/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 3 BY: RCD 10.80 44 2319 892 643 -418 1063 724 -880 12.00 46 2318 901 650 -447 1074 733 -913 NOTE: Allowable precast tensile stress = 12.0 *sgrt(f'c) = -930 psi ULTIMATE MOMENT: (k -in) --------------- Required Mu Provided phi *Mn -------------- - - - - -- ----------------------------------- b y by by by Other Flex. phi X(ft) From Fact'd 1.2 *Mcr Strain- Limits Factor Left End Loads (ACI 18.8.2) compat. (see notes) (ACI 9.3.2) 0.00 0 0 (3) 0.75 SEE SHEET 1 1.20 554 ( 2 } 371 (1) 0.75 FOR FLEXURAL 2.40 1050 (2} 675 (1) 0.75 3.60 1488 (2} 1938 (1) 0.75 CAPACITY@ 4.80 1867 (2} 2263 (1) 0.75 ENDS 6.00 2188 (2} 2500 (1) 0.75 7.20 2451 (2} 2643 (1) 0.75 8.40 2655 (2) 3210 0.90 9.60 2801 (2} 3210 0.90 10.80 2888 (2} 3210 0.90 12.00 2918 (2} 2511 3210 0.90 (n }: Load Case (n} controls. (1): Development length controlled by strand. (3): Development length controlled by both strand and rebar. VERTICAL SHEAR REINFORCING ----------- - - - - -- -- Required Reinforcing -- for for for X(ft) From D Vu Tu Vci Vcw Avci Avcw Avmin Left End in. kips k -in kips kips in -2 /ft in -2 /ft in -2 /ft 0.93 17.80 37.39 0.0 86 36 0.000 0.158 0.076(la)* USE 2 1.20 17.80 36.47 0.0 78 37 0.000 0.130 0.076(1a)* LAYERS OF 2.40 17.80 32.42 0.0 64 43 0.000 0.006 0.052(2) * MESH EACH 3.60 17.80 28.37 0.0 43 44 0.000 0.000 0.054(2) * LEG S #3 4.80 17.80 24.31 0.0 31 45 0.013 0.000 0.054(2) * U -BARS @ 6.00 17.80 20.26 0.0 24 46 0.035 0.000 0.054(2) * 12" O.C. 7.20 17.80 16.21 0.0 19 47 0.033 0.000 0.054(2) 8.40 17.80 12.16 0.0 15 48 0.011 0.000 0.054(2) 9.60 17.80 8.10 0.0 15 48 0.000 0.000 0.054(2) * 4 0.058+ 10.80 17.80 4.05 0.0 15 48 0.000 0.000 0.000 2 * 0.11 *2 = 12.00 17.80 0.00 0.0 15 48 0.000 0.000 0.000 0.67in2 : Minimum based on ACI Eq. 11 -13. (prestress < 40% tensile strength) (2) : Minimum based on ACI Eq. 11 -14. (prestress > 40t tensile strength) NOTE: Reqd. reinf. is based on a total web width = 6.500 in. *NOTE: Spacing must not exceed the lesser of 24(in) or 3/4 *h= 13.50(in). NOTE: No significant torsion was found (ACI 11.6.1). NOTE: Design assumes web reinforcing is carried as close to compression and tension surfaces as possible per ACI 12.13.1. SUMMARY OF MINIMUM VERTICAL AND LONGITUDINAL WEB REINFORCEMENT REQUIREMENTS ----------------------------------------------------------- - - - - -- NOTE: The specified section type does not have a bottom ledge. For Vertical Reinf, select from columns (1), (2), (3) or (4) : (in -2 /ft) For Longitudinal Reinf, select from columns (A) or (B) : (in -2) I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 10TT18 plaza long span.bem FDG, Inc. SHEET 5 OF 2.3.2 Mountain View DATE: 10/16/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 4 BY: RCD X(ft) From Ph (1) (2) (3) (4) (A) (B) Left End in Ash Av /2 +At Av /2 +Ash Av /2 +Awv Al /2 Awl 0.93 0.0 <3> 0.079 <3> 0.079 0.000 0.000 1.20 0.0 <3> 0.065 <3> 0.065 0.000 0.000 2.40 0.0 <3> 0.026 <3> 0.000 3.60 0.0 <3> 0.027 <3> 0.000 4.80 0.0 <3> 0.027 <3> 0.000 6.00 0.0 <3> 0.027 <3> 0.000 7.20 0.0 <3> 0.027 <3> 0.000 8.40 0.0 <3> 0.027 <3> 0.000 9.60 0.0 <3> 0.027 <3> 0.000 10.80 0.0 <3> 0.000 <3> 0.000 12.00 0.0 <3> 0.000 <3> 0.000 Awv =Awl= 0.000(left), 0.000(right)= Vertical and longitudinal web reinf. for bending due to torsional equil. reactions (ledge face,in -2), based on: Tu = 0.0 k -in at Left End, = 0.0 k -in at Right End ds = 1.250 in Hs = 15.000 in Ash = Hanger reinforcement (ledge face only). NOTE: The above values for steel are for one face only. Columns (2) & (A) should be applied to both faces. All other columns need only be applied to the ledge face. <3>NOTE: Section does not have a ledge, or is defined as a General Section. PREDICTED DEFLECTIONS --------------- - - - - -- Based on Rational app f'ci = 3.806 Eci = 3740 Modified Cu = 1.990 NOTE: Negative values roach and PCI Committee Recommendations for losses. ksi, f'c = 6.000 ksi and ACI -209 ksi, Ec = 4696 ksi, Camber Mult.= 1.000 eshu = 512 E -06 indicate camber. Midspan Position (in) Release : PS( - 0.45) +BM DL( 0.07) -0.38 Creep Before Erection -0.28 Erection: PS +BM DL -0.66 (@ 4 weeks) Change Due to Non- Comp.DL 0.05 : PS +BM DL +Non- Comp.DL -0.61 Change Due to Comp.DL +SustLL 0.29 : PS +All DL +Sust.LL -0.32 Long Term Creep 0.30 Final PS +All DL +Sust.LL -0.02 PS +All DL +LL 0.14 NOTE: Beam has cracked under positive moment, deflections are based on a bilinear moment - deflection relationship using extended Icr. (ACI 1 99 18.4.2 or 1 02 9.5.4.2). MISC. PRODUCTION INFORMATION ---------------------------- Initial prestress force = 164 kips Final prestress force = 144 kips Concrete strengths used in design: Release strength f'ci= 3806 psi Final strength f'c= 6000 psi Beam is NORMAL WEIGHT concrete. Piece weight = 4.42 kips. Estimated shortening between supports at erection time Curvature at C.G. Effect Total I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 1OTT18 plaza long span.bem FDG, Inc. SHEET 6 OF 2.3.2 Mountain View DATE: 10/16/2006 Beam, 3.1.00, (C)2O05 SALMONS TECHNOLOGIES, INC. PAGE: 5 BY: RCD Top 0.16 -0.11 0.05 <<< Length correction not to exceed this value C.G 0.16 0.00 0.16 Bot 0.16 0.21 0.38 HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD ------------------------------------------------------- Confinement for prestressing strand assumed -> NO Factored Reaction: Pu = 40.5 kips Pw = 32.3 kips at LEFT support React. Components: Pdl,nc= 4.4 kips Pdl,c= 23.4 kips Pll= 4.5 kips Factored Shear Vu = 40.5 kips Nu = 8.1 kips Calculated Height= 16.00 in Bearing Surface Width = 5.00 in Bearing Avf Factored Brg. Brg. Pad Sugg. Length Reqd. Stress Stress Pad Type (in) (in -2) (ksi) (ksi) 5.0 0.43 1.621 1.291 (2) NOTE: As detailed bearing lengths must be longer than minimum used in calcs to allow for as -built tolerances. Suggest minimum added length be 1/2 in. + difference in shortening between top and bottom of member. NOTE: Reactions are used for concrete bearing strength check and bearing pad design, shear is used for design of Avf. Pad Types: (following PCI Handbook 5th Edition) (2). Random Oriented Fiber (ROF) I: \Jobs \0612 \Engrg \02 - Double Tee Design \0612E - 10TT18 plaza long span.bem STRESSCON Double Tee With Topping Page: 1 OF 2.13.1.1 Production Description: 12" TYPICAL TEES Project: MOUNTAIN VIEW Job #: 0612 Date: 9/28/06 Slab Type: 000000000 B MRB Span ( Z to Z ): MAX SPAN = 36' -2" SUPERIMPOSED LOADS: (D.L. of Precast Member 39.2 PSF included in program) "LL. Reduction" Area = NOT USED SF 0.08(Area — 150) _ 23.1(1 Use: LL Red. _ Comp. Topping 40 PSF 13+ in normal wt conc. S.D.L. NONE L. L. 70 PSF Precast Concrete Unit Weight Precast Concrete Final Strength Initial Prestress Force Est. Topping Thickness (at Ends) Est. Topping Thickness (at Mid —span) Topping Concrete Unit Weight Topping Concrete Final Strength Trib. Load Initial Prestress Losses Width = VARIES Final Prestress Losses DESIGN SUMMARY: Std Deck Mesh: 10' wide: 12 x 6 x W1.4 x W2.9 (Area = 0.058 in /ft, Transverse) Special Deck Mesh: 2" N I 7 1., 150 5000 41 3" 2" 150 4000 6.1 1A 1 PCF PSI KIPS /STRAND IN IN PCF PSI REINFORCING IN TOPPING TO BE DESIGNED BY OTHERS FOR ALL SUPERIMPOSED LOADS Hold Down = 0 K ips Force Stem .6" � 270 ksi LL STRAND Strands Per = 3 Stem Ysm= 4.00" ®MIDSPAN TYP. #3 STEEL ,3" ,3 "4 1. SPACING Concrete: N. WT. f'c 5000 PSI Camber ® Release: % IN. f'ci 4000 TYP. PSI Camber ® Erection: 1 1 /8 IN. Comber after Topping: 7 /8 IN. Stem Reinf: (1) LAYER 5' -0" E A END EA STEM Note: Standard Stem Mesh W2.9 0 6" o.c. = 0.058 in'/ft ea. stem Yse= 4.00" ® Ends o Precast Section Properties: A = 375.90 in 2 Y =8.87 in 1 = 4219.33 in 4 S = 475.62 in 3 S = 1348.52 in 3 Comp. Topping 40 PSF 13+ in normal wt conc. S.D.L. NONE L. L. 70 PSF Precast Concrete Unit Weight Precast Concrete Final Strength Initial Prestress Force Est. Topping Thickness (at Ends) Est. Topping Thickness (at Mid —span) Topping Concrete Unit Weight Topping Concrete Final Strength Trib. Load Initial Prestress Losses Width = VARIES Final Prestress Losses DESIGN SUMMARY: Std Deck Mesh: 10' wide: 12 x 6 x W1.4 x W2.9 (Area = 0.058 in /ft, Transverse) Special Deck Mesh: 2" N I 7 1., 150 5000 41 3" 2" 150 4000 6.1 1A 1 PCF PSI KIPS /STRAND IN IN PCF PSI REINFORCING IN TOPPING TO BE DESIGNED BY OTHERS FOR ALL SUPERIMPOSED LOADS Hold Down = 0 K ips Force Stem .6" � 270 ksi LL STRAND Strands Per = 3 Stem Ysm= 4.00" ®MIDSPAN TYP. #3 STEEL ,3" ,3 "4 1. SPACING Concrete: N. WT. f'c 5000 PSI Camber ® Release: % IN. f'ci 4000 TYP. PSI Camber ® Erection: 1 1 /8 IN. Comber after Topping: 7 /8 IN. Stem Reinf: (1) LAYER 5' -0" E A END EA STEM Note: Standard Stem Mesh W2.9 0 6" o.c. = 0.058 in'/ft ea. stem Yse= 4.00" ® Ends o STRESSCON Double Tee With To,_ppina Page 1 OF 2.R.1.2 Production Description: 12" FLOOR TEES WITH FIREPLACE LOADING Project: MOUNTAIN VIEW Job #: 0612 Date: _ 01/ 3/07 Slab Type: ( DO-0000000 By: RCD Span ( Z to Z ): MAX SPAN = 36' -2" SUPERIMPOSED LOADS: (D.L. of Precast Member 39.2 PSF included in program) "LL. Reduction" Area = NOT USED SF 0.08(Area — 150) _ % 23.1(1 + DL/LL) _ % Use: LL Red. = % Comp. Topping 40 PSF (3+ in normal wt conc S.D.L. VARIES SEE 2.1.1.1 Precast Section Properties: A = 375.90 in 2 Y =8.87 in 1 = 4219.33 in 4 S = 475.62 in 3 S = 1348.52 in 3 Comp. Topping 40 PSF (3+ in normal wt conc S.D.L. VARIES SEE 2.1.1.1 L.L. VARIES SEE 2.1.1.1 Precast Concrete Unit Weight 150 PCF Precast Concrete Final Strength 6000 PSI Initial Prestress Force 41 KIPS /STRAND Est. Topping Thickness (at Ends) 3" IN Est. Topping Thickness (at Mid —span) 2" IN Topping Concrete Unit Weight 150 PCF Topping Concrete Final Strength 4000 PSI Trib. 1 .4 Initial Prestress Losses R 1 Width = VARIES Final Prestress Losses DESIGN SUMMARY: Std Deck Mesh: 10' wide: 12 x 6 x W1.4 x W2.9 (Area = 0.058 in /ft, Transverse) Special Deck Mesh: _ #4 FULL LENGTH T ° o 3" FROM BOTTOM (2) #3's x 12" 12" Yse= 4.00" ® Ends 0 NOTE: TIC POURS WITH TA Concrete: N. WT. f'c _6000 f'ci : 4000 TYP. 7j" 1d 1 % REINFORCING IN TOPPING TO BE DESIGNED BY OTHERS FOR ALL SUPERIMPOSED LOADS Hold Kips Down = 0 _ Force Stem 6 "0 270 ksi LL STRAND Strands Per = 3 Stem Ysm= 4.00" ® MIDSPAnI TYP. #3 STEEL 3��� SPACING PSI Camber ® Release: % IN. PSI Camber ® Erection: 1 1 /8 IN. Camber after Topping: 7 /8 IN. Stem Reinf: _(1) LAYER 5' —C" E A END EA STEM Note: Standard Stem Mesh W2.9 0 6' o.c. = 0.058 in ea. stem STRESSCON Double Tee With Topping Page 1 OF 2.R.3.1 Production Description: 18" PLAZA TEES Project: MOUNTAIN VIEW Job #: 0612 Date: _ 10/16/06 Slab Type: e0_0000000 B RCD Span ( Q to QL ): MAX SPAN 24' -0" SUPERIMPOSED LOADS: (D.L. of Precast Member � MAX included in program — varies on width) "L.L. Reduction" Area = NOT USED SF 0.08(Areo — 150) _ % 23.1(1 + DL /LL) _ % Use: LL Red. = % Comp. Topping 60 PSF (4 -5 in normal wt conc. S.D.L. 650 PSF L.L. 125 PS Precast Concrete Unit Precast Section Precast Concrete Final Properties: Initial Prestress Force A = 418 in 2 Y = 12.7 in 1 = 12383 in 4 S = 977 in 3 S = 2325 in 3 Comp. Topping 60 PSF (4 -5 in normal wt conc. S.D.L. 650 PSF L.L. 125 PS Precast Concrete Unit Weight Precast Concrete Final Strength Initial Prestress Force Est. Topping Thickness (at Ends) Est. Topping Thickness (at Mid —span) Topping Concrete Unit Weight Topping Concrete Final Strength 1 3 : Trib. Load rn ial Prestress Losses Width = 8.75' MAX Final Prestress Losses DESIGN SUMMARY: Std Deck Mesh: 10' wide: 12 x 6 x W1.4 x W2.9 (Area = 0.058 in /ft, Transverse) Special Deck Mesh: 7j 150 6000 41 5" 4" 150 4000 7.4 17 '7 PCF PSI KIPS /STRAND IN IN PCF PSI % REINFORCING IN TOPPING TO BE DESIGNED BY OTHERS FOR ALL SUPERIMPOSED LOADS Hold Kips Down = 0 Force Stem (1) #5 HAIRPIN 51 LEGS x 4' -0" `r V EA. END (3) #3's x Yse= 6.00" 0 Ends 12" 12" NOTE: HAIRPIN MAY BE OMITTED ON RESIDENTIAL ROOF TEES WITH CAZALY HANGER Concrete: N. WT. .6"o 270 ksi LL STRAND Strands Per = 4 Stem . OC` c , TYP. #3 STEEL i 3" 12" 12" SPACING f'c 6000 PSI Camber ® Release: 1 /4 IN. Yci 4000 TYP. PSI Camber ® Erection: 1 /2 IN. Camber after Topping: 3 /8 IN. Stem Reinf: (2) LAYERS FULL LENGTH Note: Standard Stem Mesh EACH STEM W2.9 0 Cr o.c. = 0.058 in /ft ea. stem Beam DESIGN SECTION 3 Sheet 1 of 3.i Job Title: Mountain View By: MRB/FDG Date: 02/07/07 Job No: 0612 Beam Design Index Submittals SECT DESCRIPTION DESIGN Pgs 1st 12nd 3rd 4th 5th 3.3.5 24R24 Plaza level Transfer Beam Btwn Grids C and D RE 7 }{ 3.R.3.4 RE RE 1 X REVIEWED SHEET 1 DATE: 10 /19/06 OF 3.3.3 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW P.O. Bog 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG RC TYP. 12R18 ON 5TH FLOOR SUPPORTING EXTERIOR BALCONIES E c N O lal n O O N O) O c 0 iw 0 rn 3 v 0 O 0 L� L_ LO c O E O N CD L d N C O c0 C N M M M W N O O C N N C3 E 0 cn M 0 W N c0 O N d O J O W r c Kc ,.__. UNIFORM LOADING: W1: NON — COMOSITE DL = 0.8 KLF (FROM 5 OF 7.3.1) COMPOSITE DL = 0.3 KLF (FROM 5 OF 7.3.1) LL = 1.4 KLF (FROM 5 OF 7.3.1) 12R18 BEAM ON 5TH FLOOR SUPPORTING BALCONIES FDG, Inc. MOUNTAIN VIEW Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. DESIGN DATA Left Cant. = 0.00 ft Simple Span = 21.25 ft Beam Length = 21.25 ft Loop @ Left = 0.00 ft Design Bearing Lengths: @ Left = 0.000 ft Bot. width = 12.000 in Bot. thick = 12.000 in Web width = 6.000 in Top width = 6.000 in Flange thick= 0.000 in Tpg. thick = 0.000 in Stem Height = 6.000 in Haunch thick= 0.000 in Section Type =ELL BEAM Non - Composite : (Based on above section dimensions) Height = 18.000 in Area = 180.000 in -2 Sb = 534.46 in -3 St = 408.71 in -3 I = 4168.80 in -4 Yb = 7.8000 in Yt = 10.2000 in Miscellaneous : (Governing code is ACI 318 -02) Beam type = NORMAL WT. Topping type = NORMAL WT. Stress Block= RECTANGULAR Beam weight = 150.00 pcf Topping wt. = 150.00 pcf Cu = 2.350 eds = 0 E -06 eshu = 650 E -06 Vol /Surf = 3.000 in Rel. humid = 60.00% Strain Curve =PCI Handbook Beam f'ci = 3.500 ksi Beam f'c = 5.000 ksi Topping f'c = 4.000 ksi Eci modifier= 1.000 Ec modifier = 1.000 Camber Mult.= 1.000 Shear Options Depth used = NON -COMP f'c used = BEAM Allow. Concrete Stress: At Release = 0.700f'ci At Final = 12.00sgrt f'c phi Factors: Tension - controlled Flexure = 0.900 Strand Development = 0.750 Compression - controlled Flexure = 0.650 Shear & Torsion = 0.750 Load Cases: 1) U = 1.40 DL 2) U = 1.20 DL + 1.60 LL Right Cant. = 0.00 ft Loop @ Right= 0.00 ft @ Right= 0.000 ft SHEET 2 OF 3.3.3 DATE: 1/9/2007 PAGE: 1 BY: MRB Prestressing Strands (Strand Type = LOW RELAXATION) 35 K/STRAN D -------------------- Eff. Pull = 0.600Xfpu Strand diam.= 0.6000 in Estrand = 28322.44 ksi Strand fpu = 270.00 ksi Area ea.str.= 0.2170 in -2 LtMult = 1.000 # Str. lev. = 1 # of Strand = 4.00 LdMult = 1.000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Harping Profile: X(ft) From Description Left End Left End of Beam---------------- - - - - -- 0.00 Right End of Beam--------------- - - - - -- 21.25 Mild Steel Shear : fyv = 60.00 ksi fyh = 60.00 ksi Flexure : fy = 60.00 ksi fs = 30.00 ksi Emild = 29000 ksi LdMult = 1.000 No. of Bars Bar Area of Dist. from Layer in Layer Size Steel(in -2) of Section Hstr Eccent. (in) (in) 2.38 5.42 2.38 5.42 fyl = 60.00 Distance Fr 3ottom Beginning (in) (ft) Area of P/S (in -2) 0.8680 0.8680 ksi Dm Left End Ending (ft) 1 2 8 1.580 16.00 0.00 21.25 NOTE: Mild steel transformed for section props and used in design moment. Distributed Loads (non- factored) ----------- - - - - -- Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent. Load Type (k /ft) (k /ft) (ft) (ft) (in) P/C Self Weight 0.188 0.188 0.00 21.25 0.000 Non -comp. Dead Load 0.000 0.000 0.00 21.25 0.000 I: \Jobs \0612 \Engrg \03 -Beam Design \0612 -3 -3 -3 Residential 12R16 Beams.bem FDG, Inc. MOUNTAIN VIEW Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. SHEET 4 OF 3.3.3 DATE: 1/9/2007 PAGE: 2 BY: MRB Composite Dead Load 0.000 0.000 0.00 21.25 0.000 Live Load 0.0 00 0.00 21.25 0.000 Non -comp. Dead Load .800 0.800 0.00 14.20 5.000 Live Load 1.400 1.400 0.00 14.20 5.000 Composite Dead Load 0.300 0.300 0.00 14.20 5.000 At Release Only: Suction = 0.000 k /ft Core Material = 0.000 k /ft NOTE: 0.00% of all distributed and concentrated live loads are sustained. Loading Eccentricities and Distribution Lengths for Ledge and Hanger Steel ------------------------------------------------------------ NOTE: Assigned Wu and Pu will override distributed and concentrated loads listed above for ledge and hanger steel design. Assigned Wu = 0.000 k /ft Ecc. for Wu =+ 0.00 in (Right Side) Assigned Pu = 0.00 kips Ecc. for Pu =+ 0.00 in (Right Side) Nu /Wu,Nu /Pu = 0.20 Distribution: Interior= 0.00 ft End = 0.00 ft Hanger Steel Additive -> YES Ledge Fully Supported -> NO Width, Bt = 0.000 in Spacing, S = 0.00 in Dist., De = 0.00 in Miscellaneous Torsion Parameters ds = 0.000 in Hs = 0.00 in Aoh = 115.00 in -2 Ph = 40.900 in Acp = 204.00 in -2 Pcp = 60.000 in Closed Stirrups in Ledge -> NO Assigned Dimensions of the Closed Stirrups (c. to c., in) Horizontal Vertical Top Flange 0.000 0.000 Web 0.000 0.000 Bottom Flange 0.000 0.000 Bearing Plates Nu = 0.20 *Pu Height= 12.00 in Bearing Pad Thickness = 0.500 in Eff. Brg. Surface: Width = 10.00 in Length = 6.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non - debonded prestressing strand assumed -> NO *** * * * * *r * * * * * * * * *rr * * * * * * * * *t * ** OUTPUT *** r * * * * * * * * * * *t * * * * r * * * *r * * * * * * ** INITIAL STRESSES (psi, at release) ---------------- A)DL beam + core material (if any) + suction (if any) Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT end X(ft) From Initial P/S Init.P /S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) Q SE (3) #7'S s =1 %IN2 2.13 -728 1662 -626 1581 0.32 TOP < --- 2.50 -835 1944 -720 1851 0.36 TOP< --- 4.25 -744 1895 -580 1756 0.26 TOP< --- 6.38 -729 1888 -516 1707 0.22 TOP< --- 8.50 -729 1890 -486 1683 0.20 TOP< --- 10.63 -730 1890 -477 1675 0.19 TOP < --- 12.75 -729 1890 -486 1683 0.20 TOP< --- 14.88 -729 1888 -516 1707 0.22 TOP< --- 17.00 -744 1895 -580 1756 0.26 TOP< --- 18.75 -835 1944 -720 1851 0.36 TOP < --- 19.13 -728 1662 -626 1581 0.32 TOP< - -- I: \Jobs \0612 \Engrg \03 -Beam Design \0612 -3 -3 -3 Residential 12R16 Beams.bem FDG, Inc. SHEET 4 OF 3.3.3 MOUNTAIN VIEW DATE: 1/9/2007 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 3 BY: MRB NOTE: Required f'ci = 3500 psi based on assigned minimum. STRAND STRESSES (Based on f'ci =3.500 ksi, f =5.000 ksi, by PCI Committee) at at DL and X(ft) from Tensioning Release Sust. LL Final* P/S Loss P/S Loss Left End ksi ksi ksi ksi ksi % 0.00 162.0 148.6 0.0 0.0 162.00 100.00 2.13 162.0 149.6 110.5 112.8 49.18 30.36 4.25 162.0 150.4 133.0 136.9 25.06 15.47 6.38 162.0 150.7 135.1 140.2 21.85 13.49 8.50 162.0 150.9 136.1 141.7 20.25 12.50 10.63 162.0 150.9 136.2 141.8 20.24 12.49 12.75 162.0 150.9 135.2 140.2 21.80 13.46 14.88 162.0 150.7 133.3 137.1 24.87 15.35 17.00 162.0 150.4 130.9 133.5 28.51 17.60 19.13 162.0 149.6 109.0 110.4 51.60 31.85 21.25 162.0 148.6 0.0 0.0 162.00 100.00 *NOTE: Final strand stresses include elastic regain for Live Load. FINAL STRESSES (psi) -------- - - - - -- X(ft) From FP + BM FP + DL + Sustained LL FP + DL + All LL Left End Top Bot Tpg Top Bot Tpg Top Bot 0.00 0 0 - -- 0 0 - -- 0 0 1.06 -297 711 - -- -3 482 - -- 370 190 2.13 -561 1403 - -- -31 980 - -- 644 442 3.19 -604 1629 - -- 112 1046 - -- 1024 303 4.25 -545 1607 - -- 314 894 - -- 1407 -14 5.31 -514 1599 - -- 470 776 - -- 1722 -270 6.38 -497 1596 - -- 591 687 - -- 1976 -471 7.44 -484 1594 - -- 678 622 - -- 2157 -614 8.50 -474 1590 - -- 731 583 - -- 2265 -699 9.56 -467 1586 - -- 750 569 - -- 2300 -726 OK 10.63 -463 1582 - -- 736 580 - -- 2262 -696 11.69 -463 1577 - -- 687 616 - -- 2150 -607 12.75 -466 1571 - -- 604 677 - -- 1965 -461 13.81 -472 1564 - -- 487 763 - -- 1708 -258 14.88 -482 1558 - -- 342 869 - -- 1391 -7 15.94 -496 1555 - -- 190 982 - -- 1064 251 17.00 -527 1563 - -- 29 1101 - -- 736 514 18.06 -587 1588 - -- -154 1236 - -- 396 787 19.13 -547 1371 - -- -247 1132 - -- 135 828 20.19 -289 695 - -- -133 573 - -- 65 418 21.25 0 0 - -- -0 0 - -- 0 -0 NOTE: Allowable precast tensile stress = 12.0 *sgrt(f'c) _ -849 psi ULTIMATE MOMENT: (k -in) Required -------------- Mu - - - - -- ----------------------------------- Provided phi *Mn by by by by Other Flex. phi X(ft) From Fact'd 1.2 *Mcr Strain- Limits Factor Left End Loads (ACI 18.8.2) compat. (see notes) (ACI 9.3.2) 0.00 0 0 (3) 0.75 1.06 434 (2} 497 (3) 0.75 I: \Jobs \0612 \Engrg \03 -Beam Design \0612 -3 -3 -3 Residential 12R16 Beams.bem FDG, Inc. MOUNTAIN VIEW SHEET 5 OF 3.3.3 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. DATE: 1/9/2007 PAGE: 4 BY: MRB 2.13 817 (2} 945 (3) 0.74 3.19 1148 (2} 1396 (3) 0.73 4.25 1428 (2) 1685 (3) 0.73 5.31 1657 (2) 1905 (1) 0.73 6.38 1835 (2) 2057 (1) 0.73 7.44 1961 (2) 2146 (1) 0.74 8.50 2037 121 2523 0.86 9.56 2060 (2) 1581 2523 OK 0.86 10.63 2033 (2) 2523 0.86 11.69 1954 (2} 2522 0.86 12.75 1824 (21 2529 0.86 13.81 1643 (2) 2139 (1) 0.73 14.88 1420 (2} 2047 (1) 0.73 15.94 1191 (21 1888 (1) 0.73 17.00 959 (2} 1663 (3) 0.73 18.06 724 (2) 1373 (3) 0.74 19.13 486 (2} 926 (3) 0.74 20.19 244 (2) 487 (3) 0.75 21.25 0 0 (3) 0.75 (n): Load Case (n) controls. (1): Development length controlled by strand. (3): Development length controlled by both strand and rebar. VERTICAL SHEAR REINFORCING ----- - - - - -- " -' - Required Reinforcing for for for X(ft) From D Vu Tu Vci Vcw Avci Avcw Avmin Left End in. kips k -in kips kips in -2 /ft in -2 /ft in -2 /ft 0.75 15.62 33.21 155.0 59 30 0.000 0.188 0.064(la) * ** 1.06 15.62 32.03 149.4 51 32 0.000 0.136 0.064(la) * ** 2.13 15.62 28.01 130.5 40 40 0.000 0.000 0.051(2) * ** 3.19 15.62 23.99 111.6 29 47 0.036 0.000 0.061(2) * ** 4.25 15.62 19.97 92.7 21 52 0.071 0.000 0.061(2) * ** 5.31 15.62 15.94 73.7 16 57 0.069 0.000 0.061(2) 6.38 15.62 11.92 54.8 12 60 0.048 0.000 0.061(2) 7.44 15.62 7.90 35.9 11 63 0.000 0.000 0.061(2) 8.50 15.62 3.88 17.0 11 65 0.000 0.000 0.000 9.56 15.62 -0.14 -1.9 11 65 0.000 0.000 0.000 10.63 15.62 -4.16 -20.8 11 65 0.000 0.000 0.000 11.69 15.62 -8.18 -39.7 11 63 0.000 0.000 0.061(2) 12.75 15.62 -12.21 -58.6 12 60 0.052 0.000 0.061(2) 13.81 15.62 -16.23 -77.6 16 57 0.071 0.000 0.061(2) 14.88 15.62 -17.85 -84.5 19 52 0.058 0.000 0.061(2) * ** 15.94 15.62 -18.09 -84.5 22 48 0.022 0.000 0.061(2) * ** 17.00 15.62 -18.32 -84.5 27 43 0.000 0.000 0.061(2) * ** 18.06 15.62 -18.56 -84.5 34 38 0.000 0.000 0.061(2) * ** 19.13 15.62 -18.80 -84.5 44 33 0.000 0.000 0.051(2) * ** 20.19 15.62 -19.04 -84.5 53 28 0.000 0.000 0.064(la) * ** 20.50 15.62 -19.11 -84.5 61 27 0.000 0.000 0.064(1a) * ** (la): Minimum based on ACI Eq. 11 -13. (prestress < 40% tensile strength) (2) : Minimum based on ACI Eq. 11 -14. (prestress > 40% tensile strength) NOTE: Reqd. reinf. does not include suspension steel for ledges & pockets. NOTE: Reqd. reinf. is based on a total web width = 6.000 in. *NOTE: Spacing must not exceed the lesser of 24(in) or 3/4 *h= 13.50(in). ** *NOTE: Tu > Ph sqrt( F' c)( Acp 2 /Pcp) * sgrt(l +fpc /4 *sgrt(F'c)), therefore torsion reinforcement required (see following sections). NOTE: Design assumes web reinforcing is carried as close to compression and tension surfaces as possible per ACI 12.13.1. I: \Jobs \0612 \Engrg \03 -Beam Design \0612 -3 -3 -3 Residential 12R16 Beams.bem FDG, Inc. SHEET 6 OF 3.3.3 MOUNTAIN VIEW DATE: 1/9/2007 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 5 BY: MRB COMBINED TORSION AND SHEAR REINFORCEMENT ----- - - - - -- -- Required -- X(ft) From fpc Acp Pcp Aoh Ph Vc Av Av +2At Al Left End ksi in -2 in in -2 in kips in -2 /ft in -2 /ft in -2 0.75 0.227 204 60.0 115 40.9 30 0.188 0.513 0.94 ** 1.06 0.316 204 60.0 115 40.9 32 0.136 0.449 0.91 ** 2.13 0.594 204 60.0 115 40.9 40 0.051 0.325 0.79 ** SHEAR AN D 3.19 0.834 204 60.0 115 40.9 29 0.061 0.294 0.80 ** TORSION: 4.25 1.035 204 60.0 115 40.9 21 0.071 0.265 0.87 ** USE #4 5.31 1.199 204 60.0 115 40.9 16 0.069 0.069 0.00* 6.38 1.327 204 60.0 115 40.9 12 0.061 0.061 0.00* STIRRUPS; 7.44 1.418 204 60.0 115 40.9 11 0.061 0.061 0.00* (1) @ 2 ";(9) 8.50 1.472 204 60.0 115 40.9 11 0.000 0.000 0.00* @ 6 "(@ END 9.56 1.489 204 60.0 115 40.9 11 0.000 0.000 0.00* W/ 10.63 1.470 204 60.0 115 40.9 11 0.000 0.000 0.00* 11.69 1.414 204 60.0 115 40.9 11 0.061 0.061 0.00* BLOCKOUT); 12.75 1.322 204 60.0 115 40.9 12 0.061 0.061 0.00* (1) @ 2 " ;(8)_ 13.81 1.192 204 60.0 115 40.9 16 0.071 0.071 0.00* @ 6' END 14.88 1.033 204 60.0 115 40.9 19 0.061 0.237 0.90 ** 15.94 0.869 204 60.0 115 40.9 22 0.061 0.237 0.90 ** W/O 17.00 0.702 204 60.0 115 40.9 27 0.061 0.237 0.90 ** B LOCKOUT; 18.06 0.533 204 60.0 115 40.9 34 0.061 0.237 0.90 ** BAL @ 13.5" 19.13 0.360 204 60.0 115 40.9 33 0.051 0.228 0.90 ** 20.19 0.181 204 60.0 115 40.9 28 0.064 0.240 0.90 ** 20.50 0.128 204 60.0 115 40.9 27 0.064 0.240 0.90 ** LO NG: US E Av +2At =Total reinforcing (both legs) as required for shear and torsion. ( #5'S EA Al =Total long. reinforcing distributed around perimeter of stirrups. FACE CONT. Av = Required vertical shear reinforcement (see preceeding section). As = 4 * 0.31 Vc = Calculated concrete shear strength (see preceeding section). 1.241112 *NOTE: Spacing of stirrups must not exceed the lesser of 24(in) or 3/4 *h. * *NOTE: Spacing of stirrups must not exceed the lesser of 12(in) or Ph /8. NOTE: Spacing of longitudinal bars not to exceed 12(in). PREDICTED DEFLECTIONS --------------- - - - - -- Based on Rational approach and PCI Committee Recommendations for losses. f'ci = 3.500 ksi, f'c = 5.000 ksi and ACI -209 Eci = 3587 ksi, Ec = 4287 ksi, Camber Mult.= 1.000 Modified Cu = 1.664 eshu = 435 E -06 NOTE: Negative values indicate camber. INITIAL CAMBER = 1/4" Midspan ERECTION CAMBER = 1/2" Position CAMBER AFTER TOPPING = 1/4" (in) Release : PS( - 0.33)+BM DL( 0.05) -0.28 FINAL CAMBER = 0" Creep Before Erection -0.18 Erection: PS +BM DL -0.46 DELTA TL = 0.33 - 0.02 = 0.31 (@ 4 weeks) Change Due to Non- Comp.DL 0.14 L/240 = 1.06 > 0.31 ...OK PS +BM DL +Non- Comp.DL -0.33 Change Due to Comp. DL +SustLL 0.05 DELTA LL = 0.25 - 0.02 = 0.23 : PS +All DL +Sust.LL -0.28 L/300 - 0.85 > 0.33 Long Term Creep 0.03 ...OK Final PS +All DL +Sust.LL -0.25 PS +All DL +LL 0.02 NOTE: Beam has cracked under positive moment, deflections are based on a bilinear moment - deflection relationship using extended Icr. (ACI '99 18.4.2 or 1 02 9.5.4.2). I: \Jobs \0612 \Engrg \03 -Beam Design \0612 -3 -3 -3 Residential 12R16 Beams.bem FDG, Inc. MOUNTAIN VIEW Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD --------------------------------------------------------------- Confinement for prestressing strand assumed -> NO Factored Reaction: Pu = 36.1 kips React. Components: Pdl,nc= 9.6 kips Factored Shear Vu = 36.0 kips Calculated Height= 12.00 in SHEET 7 OF 3.3.3 DATE: 1/9/2007 PAGE: 6 BY: MRB Pw = 25.6 kips at LEFT support Pdl,c= 2.8 kips Pll= 13.2 kips Nu = 7.2 kips Bearing Surface Width = 10.00 in Bearing Avf Factored Brg. Brg. Pad Sugg. Length Reqd. Stress Stress Pad Type (in) (in -2) (ksi) (ksi) 6.0 0.35 0.601 0.427 (1) Factored Reaction: Pu = 19.3 kips React. Components: Pdl,nc= 5.8 kips Factored Shear Vu = 19.3 kips Calculated Height= 12.00 in Pw = 13.9 kips at RIGHT support Pdl,c= 1.4 kips Pll= 6.6 kips Nu = 3.9 kips Bearing Surface Width = 10.00 in Bearing Avf Factored Brg. Brg. Pad Sugg. Length Reqd. Stress Stress Pad Type (in) (in -2) (ksi) (ksi) 6.0 0.19 0.321 0.231 (1) NOTE: As detailed bearing lengths must be longer than minimum used in calcs to allow for as -built tolerances. Suggest minimum added length be 1/2 in. + difference in shortening between top and bottom of member. NOTE: Reactions are used for concrete bearing strength check and bearing pad design, shear is used for design of Avf. Pad Types: (following PCI Handbook 5th Edition) (1): AASHTO Grade Neoprene (60 durometer) or Random Oriented Fiber (ROF) I: \Jobs \0612 \Engrg \03 -Beam Design \0612 -3 -3 -3 Residential 12R16 Beams.bem C�ir��LS C�C�G�W O 13 00 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /03/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 3.3.5 RE 24R24 TRANSFER BEAM ON PLAZA LEVEL BTWN GRIDS C AND D E v v N 00 LaJ H a N n U GRID D SIDE W Q a a 0 0 U y c� m E 0 M d N C v f- N K N SEf, ULT: Ui.a n 115.4 K GRID C SIDE SERV: 66.4 K ULT: 87.1 K SERVICE LOADING W1: WALLS = (150 pcf)(8 /12 ft)(10.5 ft)(3 levels) = 3.15 klf TEES AND TOPPING DL = 1.14 klf /level * 2 levels = 2.28 kif (from 5 of 2.1.1) LL = 1.02 kif /level * 2 levels = 2.04 kif (from 5 of 2.1.1) TOTAL DL = 5.43 klf TOTAL LL = 2.04 klf W2: WALLS = (150 pcf)(8/12)(4.5833 ft) = 0.46 klf SLAB AND TOPPING DL = (150 pcf)(8 /12 + 3/12)(10.67 ft) = 1.47 kif /2 = 0.74 kif LL = 150 psf * 10.67 ft = 1.6 klf /2 = 0.80 kif TOTAL DL = 1.20 klf TOTAL LL = 0.80 kif �I W3: W N 0 / rn 0 E 0 ao i M O W N CD i 0 J cz c� 0 TOPPING ON BM = (150 pcf)(3 /12 ft)(2 ft) = 0.075 kif DL LL= 150 psf *2ft= 0.3kif DL = 300 psf * 2 ft = 0.6 klf TOTAL DL = 0.675 klf TOTAL LL = 0.3 klf POINT LOADS e =8in DL = 2.44 k @ 18.42 ft FROM WALL SPANNING BETWEEN R -BEAMS DL = 15 k @ 21.75 ft (EOR LOAD) DL = 15 k @ 11.75 ft (EOR LOAD) DL = 15 k @ 3.92 ft (EOR LOAD) LL = 5 k @ 21.75 ft (EOR LOAD) LL = 10 k @ 11.75 ft (EOR LOAD) LL = 5 k @ 3.92 ft (EOR LOAD) 24R24 PLAZA LEVEL TRANSFER BEAM BTWN GRIDS C AND D FDG, Inc. SHEET 2 OF 3.3.5 MOUNTAIN VIEW DATE: 10/17/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 1 BY: MRB DESIGN DATA Left Cant. = 0.00 ft Simple Span = 23.20 ft Right Cant. = 0.00 ft Beam Length = 23.20 ft Loop @ Left = 0.00 ft Loop @ Right= 0.00 ft Design Bearing Lengths: @ Left = 0.000 ft @ Right= 0.000 ft Bot. width = 0.000 in Bot. thick = 0.000 in Web width = 24.000 in Top width = 24.000 in Flange thick= 0.000 in Tpg. thick = 0.000 in Stem Height = 24.000 in Haunch thick= 0.000 in Section Type =RECT BEAM Non - Composite : (Based on above section dimensions) Height = 24.000 in Area = 576.000 in -2 Sb = 2304.00 in -3 St = 2304.00 in -3 I = 27648.00 in -4 Yb = 12.0000 in Yt = 12.0000 in Miscellaneous : (Governing code is ACI 318 -02) Beam type = NORMAL WT. Topping type = NORMAL WT. Stress Block = RECTANGULAR Beam weight = 150.00 pc£ Topping wt. = 150.00 pcf Cu = 2.350 eds = 0 E -06 eshu = 650 E -06 Vol /Surf = 6.000 in Rel. humid = 60.00% Strain Curve =PCI Handbook Beam f'ci = 3.500 ksi Beam f'c = 6.000 ksi Topping f'c = 4.000 ksi Eci modifier= 1.000 Ec modifier = 1.000 Camber Mult.= 1.000 Shear Options Depth used = NON -COMP f'c used = BEAM Allow. Concrete Stress: At Release = 0.700f'ci At Final = 12.00sgrt f'c phi Factors: Tension - controlled Flexure = 0.900 Strand Development = 0.750 Compression - controlled Flexure = 0.650 Shear & Torsion = 0.750 Load Cases: 1) U = 1.40 DL 2) U = 1.20 DL + 1.60 LL Prestressing Strands (Strand Type = LOW RELAXATION) 41 K /STRAND -------------------- Eff. Pull = 0.700Xfpu Strand diam.= 0.6000 in Estrand = 28322.44 ksi Strand fpu = 270.00 ksi Area ea.str.= 0.2170 in -2 LtMult = 1.000 # Str. lev. = 1 # of Strand = 7.00 LdMult = 1.000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Harping Profile: X(ft) From Hstr Eccent. Area of Description Left End (in) (in) P/S (in -2) Left End of Beam - - - - -- 0.00 2.38 9.62 1.5190 Right End of Beam--------------- - - - - -- 23.20 2.38 9.62 1.5190 Mild Steel Shear : fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Flexure : fy = 60.00 ksi fs = 30.00 ksi Emild = 29000 ksi LdMult = 1.000 Distance From Left End No. of Bars Bar Area of Dist. from Bottom Beginning Ending Layer in Layer Size Steel(in -2) of Section (in) (ft) (ft) 1 4 6 1.760 21.00 0.00 23.20 NOTE: Mild steel transformed for section props and used in design moment. Distributed Loads (non- factored) --------------- -- Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent. Load Type (k /ft) (k /ft) (ft) (ft) (in) P/C Self Weight 0.600 0.600 0.00 23.20 0.000 Non -comp. Dead Load 0.000 0.000 0.00 23.20 0.000 I: \Jobs \0612 \Engrg \03 -Beam Design \0612 -3 -3 -5 Plaza Level 24R24 Beams.bem FDG, Inc. SHEET 3 OF 3.3.5 MOUNTAIN VIEW DATE: 10/17/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 2 BY: MRB Composite Dead Load 0.000 0.000 0.00 23.20 0.000 Live Load 0.000 0.000 0.00 23.20 0.000 Non -comp. Dead Load 5.430 5.430 0.00 X(ft) From 5.75 8.000 Live Load 2.040 2.040 0.00 Top 5.75 8.000 Non -comp. Dead Load 1.200 1.200 5.75 1453 18.42 8.000 Live Load 0.800 0.800 5.75 1564 18.42 8.000 Non -comp. Dead Load 0.675 0.675 18.42 1567 23.20 0.000 Live Load 0.300 0.300 18.42 1569 23.20 0.000 At Release Only: Suction = 0.000 k /ft Core Material = 0.000 k /ft 1570 Concentrated Loads (non- factored) --------------- - -- 1372 0.96 TOP< --- 11.60 -615 1570 Magnitude Distance From Eccent. TOP< --- I: \Jobs \0612 \Engrg \03 -Beam Design \0612 -3 -3 -5 Plaza Level Load Type of Load (k) Left End (ft) (in) Non -comp. Dead Load 2.44 18.42 8.000 Non -comp. Dead Load 15.00 21.75 8.000 Non -comp. Dead Load 15.00 11.75 8.000 Non -comp. Dead Load 15.00 3.92 8.000 Live Load 5.00 21.75 8.000 Live Load 10.00 11.75 8.000 Live Load 5.00 3.92 8.000 NOTE: 0.00% of all distributed and concentrated live loads are sustained. Miscellaneous Torsion Parameters ds = 0.000 in Hs = 0.00 in Aoh = 0.00 in -2 Ph = 0.000 in Acp = 0.00 in -2 Pcp = 0.000 in Closed Stirrups in Ledge -> NO Assigned Dimensions of the Closed Stirrups (c. to c., in) Horizontal Vertical Top Flange 0.000 0.000 Web 0.000 0.000 Bottom Flange 0.000 0.000 Bearing Plates -------- - - - - -- Nu = 0.20 *Pu Height= 12.00 in Bearing Pad Thickness = 0.500 in Eff. Brg. Surface: Width = 10.00 in Length = 6.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non - debonded prestressing strand assumed -> NO *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OUTPUT **** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** INITIAL STRESSES (psi, at release) ---------------- A)DL beam + core material (if any) + suction (if any) Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT end X(ft) From Initial P/S Init.P /S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 2.32 -571 1453 -499 1379 1.27 TOP< - -- 2.50 -612 1564 -535 1485 1.36 TOP< - -- 4.64 -613 1567 -485 1435 1.18 TOP< - -- 6.96 -614 1569 -446 1395 1.04 TOP < --- 9.28 -614 1570 -423 1372 0.96 TOP< --- 11.60 -615 1570 -415 1364 0.93 TOP< --- I: \Jobs \0612 \Engrg \03 -Beam Design \0612 -3 -3 -5 Plaza Level 24R24 Beams.bem FDG, Inc. SHEET 4 OF 3.3.5 MOUNTAIN VIEW DATE: 10/17/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 3 BY: MRB 13.92 -614 1570 -423 1372 0.96 TOP < --- 16.24 -614 1569 -446 1395 1.04 TOP< --- 18.56 -613 1567 -485 1435 1.18 TOP< --- 20.70 -612 1564 -535 1485 1.36 TOP< --- 20.88 -571 1453 -499 1379 1.27 TOP < --- NOTE: Required f'ci = 3500 psi based on assigned minimum. STRAND STRESSES --------- - (Based on - - - -- f'ci =3.500 ksi, f'c =6.000 ksi, by PCI Committee) at at DL and X(ft) from Tensioning Release Sust. LL Final* P/S Loss P/S Loss Left End ksi ksi ksi ksi ksi % 0.00 189.0 176.9 0.0 0.0 189.00 100.00 2.32 189.0 177.6 152.8 154.1 34.95 18.49 4.64 189.0 178.0 168.0 170.2 18.82 9.96 6.96 189.0 178.2 169.5 172.1 16.86 8.92 9.28 189.0 178.4 170.4 173.4 15.58 8.24 11.60 189.0 178.4 170.9 174.2 14.83 7.85 13.92 189.0 178.4 169.7 172.5 16.50 8.73 16.24 189.0 178.2 167.9 170.2 18.84 9.97 18.56 189.0 178.0 165.6 167.3 21.73 11.50 20.88 189.0 177.6 151.3 152.2 36.81 19.48 23.20 189.0 176.9 0.0 0.0 189.00 100.00 *NOTE: Final strand stresses include elastic regain for Live Load. FINAL STRESSES (psi) X(ft) From FP + BM FP + DL + Sustained LL FP + DL + All LL Left End Top Bot Tpg Top Bot T pg Top Bot 0.00 0 0 - -- 0 0 - -- 0 0 1.16 -239 647 - -- 76 328 - -- 216 187 2.32 -470 1290 - -- 113 694 - -- 374 428 3.48 -488 1384 - -- 330 547 - -- 698 169 4.64 -468 1373 - -- 494 388 - -- 941 -69 5.80 -450 1360 - -- 588 298 - -- 1087 -213 6.96 -434 1349 - -- 657 231 - -- 1200 -324 8.12 -423 1341 - -- 715 176 - -- 1295 -418 9.28 -415 1336 - -- 761 132 - -- 1374 -495 10.44 -410 1333 - -- 795 99 - -- 1435 -556 11.60 -409 1334 - -- 818 78 - -- 1480 -600 OK 12.76 -409 1330 - -- 756 137 - -- 1383 -505 13.92 -411 1327 - -- 672 219 - -- 1252 -375 15.08 -418 1328 - -- 576 311 - -- 1103 -229 16.24 -427 1332 - -- 468 415 - -- 937 -65 17.40 -441 1338 - -- 348 530 - -- 754 115 18.56 -458 1347 - -- 216 658 - -- 553 313 19.72 -478 1359 - -- 61 807 - -- 326 536 20.88 -464 1273 - -- -62 863 - -- 129 668 22.04 -236 639 - -- 4 396 - -- 114 286 23.20 -0 0 -- -0 0 - -- 0 -0 NOTE: Allowable precast tensile stress = 12.0 *sgrt(f'c) _ -930 psi ULTIMATE MOMENT: (k -in) ----------- Required --- Mu - - - - -- ----------------------------------- Provided phi *Mn by by by by Other Flex. phi I: \Jobs \0612 \Engrg \03 -Beam Design \0612 -3 -3 -5 Plaza Level 24R24 Beams.bem FDG, Inc. SHEET 5 OF 3.3.5 MOUNTAIN VIEW DATE: 10/17/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 4 BY: MRB X(ft) From Fact'd 1.2 *Mcr Strain- Limits Factor Left'End Loads (ACI 18.8.2) compat. (see notes) (ACI 9.3.2) 0.00 0 0 (3) 0.75 1.16 1521 (2} 1708 (3) 0.75 2.32 2873 (2} 3302 (3) 0.75 3.48 4055 (2) 4603 (1) 0.75 4.64 4843 (2} 5264 (1) 0.75 5.80 5325 (2} 5740 (1) 0.75 6.96 5698 (2) 6024 (1) 0.75 8.12 6016 (2} 7296 0.90 9.28 6279 (2} 7296 0.90 10.44 6486 (2} 7296 0.90 11.60 6637 (2} 5930 7296 OK 0.90 12.76 6321 (2} 7296 0.90 13.92 5888 (2) 7296 0.90 15.08 5399 (2) 7296 0.90 16.24 4855 (2} 6014 (1) 0.75 17.40 4256 (2} 5714 (1) 0.75 18.56 3596 (2} 5220 (1) 0.75 19.72 2859 (2) 4550 (1) 0.75 20.88 2089 (2} 3264 (3) 0.75 22.04 1196 (2) 1689 (3) 0.75 23.20 0 0 (3) 0.75 (n}: Load Case (n} controls. (1): Development length controlled by strand. (3): Development length controlled by both strand and rebar. VERTICAL SHEAR REINFORCING -- --- -- --- ---------------- -- Required Reinforcing for for for X(ft) From D Vu Tu Vci Vcw Avci Avcw Avmin Left End in. kips k -in kips kips in -2 /ft in -2 /ft in -2 /ft 1.00 21.62 104.88 772.9 218 168 0.000 0.000 0.279(la) * ** 1.16 21.62 103.20 760.4 205 172 0.000 0.000 0.279(la) * ** 2.32 21.62 91.02 669.6 159 204 0.000 0.000 0.042(2) * ** 3.48 21.62 78.84 578.9 113 210 0.000 0.000 0.045(2) * ** 4.64 21.62 40.66 280.1 68 211 0.000 0.000 0.045(2) 5.80 21.62 28.83 192.2 68 211 0.000 0.000 0.045(2) 6.96 21.62 24.84 166.9 68 211 0.000 0.000 0.000 8.12 21.62 20.85 141.7 68 212 0.000 0.000 0.000 9.28 21.62 16.86 116.4 68 212 0.000 0.000 0.000 10.44 21.62 12.87 91.2 68 212 0.000 0.000 0.000 11.60 21.62 8.88 66.0 68 212 0.000 0.000 0.000 12.76 21.62 -29.11 -231.3 68 212 0.000 0.000 0.045(2) 13.92 21.62 -33.10 -256.5 68 211 0.000 0.000 0.045(2) 15.08 21.62 -37.09 -281.8 68 211 0.000 0.000 0.045(2) 16.24 21.62 -41.08 -307.0 68 211 0.000 0.000 0.045(2) 17.40 21.62 -45.07 -332.2 73 210 0.000 0.000 0.045(2) * ** 18.56 21.62 -51.79 -377.9 90 209 0.000 0.000 0.045(2) * ** 19.72 21.62 -54.12 -377.9 110 209 0.000 0.000 0.045(2) * ** 20.88 21.62 -56.45 -377.9 140 203 0.000 0.000 0.042(2) * ** 22.04 21.62 -84.78 -585.9 212 172 0.000 0.000 0.279(la) * ** 22.20 21.62 -85.11 -585.9 224 168 0.000 0.000 0.279(la) * ** (la): Minimum based on ACI Eq. 11 -13. (prestress < 40% tensile strength) (2) : Minimum based on ACI Eq. 11 -14. (prestress > 40% tensile strength) NOTE: Reqd. reinf. does not include suspension steel for ledges & pockets. NOTE: Reqd. reinf. is based on a total web width = 24.000 in. I: \Jobs \0612 \Engrg \03 -Beam Design \0612 -3 -3 -5 Plaza Level 24R24 Beams.bem FDG, Inc. SHEET 6 OF 3.3.5 MOUNTAIN VIEW DATE: 10/17/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 5 BY: MRB *NOTE: Spacing must not exceed the lesser of 24(in) or 3/4 *h= 18.00(in). ** *NOTE: Tu > Ph sqrt( F' c)( Acp 2 /Pcp) * sgrt(l +fpc /4 *sgrt(F'c)), therefore torsion reinforcement required (see following sections). NOTE: Design assumes web reinforcing is carried as close to compression and tension surfaces as possible per ACI 12.13.1. COMBINED TORSION AND SHEAR REINFORCEMENT Av +2At =Total reinforcing (both legs) as required for shear and torsion. Al =Total long. reinforcing distributed around perimeter of stirrups. Av = Required vertical shear reinforcement (see preceeding section). Vc = Calculated concrete shear strength (see preceeding section). *NOTE: Spacing of stirrups must not exceed the lesser of 24(in) or 3/4 *h. * *NOTE: Spacing of stirrups must not exceed the lesser of 12(in) or Ph /8. NOTE: Spacing of longitudinal bars not to exceed 12(in). PREDICTED DEFLECTIONS --------------- - - - - -- Based on Rational app f'ci = 3.500 Eci = 3587 Modified Cu = 1.420 NOTE: Negative values roach and PCI Committee Recommendations for losses. ksi, f'c = 6.000 ksi and ACI -209 ksi, Ec = 4696 ksi, Camber Mult.= 1.000 eshu = 304 E -06 indicate camber. Midspan Position (in) Release : PS( - 0.24) +BM DL( 0.04) -0.21 INITIAL CAMBER = 1/4" Creep Before Erection -0.12 ERECTION CAMBER = 3/8" Erection: PS +BM DL -0.32 (@ 4 weeks) CAMBER AFTER TOPPING = 1/8" Change Due to Non- Comp.DL 0.17 FINAL CAMBER =. 1/8" : PS +BM DL +Non- Comp.DL -0.15 Change Due to Comp.DL +SustLL 0.00 NO SIGNIFICANT DEFLECTIONS : PS +All DL +Sust.LL -0.15 Long Term Creep 0.05 I: \Jobs \0612 \Engrg \03 -Beam Design \0612 -3 -3 -5 Plaza Level 24R24 Beams.bem -------- - - - - -- - Required -- X(ft) From fpc Acp Pcp Aoh Ph Vc Av Av +2At Al Left End ksi in -2 in in -2 in kips p in -2 /ft in -2 /ft in -2 SHEAR AND TORSION: USE 1.00 0.175 576 96.0 420 82.0 168 0.279 0.722 2.57 * * #4 STIRRUPS; 1.16 0.203 576 96.0 420 82.0 172 0.279 0.714 2.53 ** (1) @ 3 2.32 0.406 576 96.0 420 82.0 159 0.042 0.425 2.41 ** (5) @ 6 "; 3.48 0.444 576 96.0 420 82.0 113 0.045 0.377 2.59 ** 4.64 0.449 576 96.0 420 82.0 68 0.045 0.045 0.00* (1) @ 10 "; 5.80 0.452 576 96.0 420 82.0 68 0.045 0.045 0.00* BAL @ 12" 6.96 0.454 576 96.0 420 82.0 68 0.000 0.000 0.00* 8.12 0.456 576 96.0 420 82.0 68 0.000 0.000 0.00* LONG: USE 9.28 0.457 576 96.0 420 82.0 68 0.000 0.000 0.00* (5) #5'S 10.44 0.459 576 96.0 420 82.0 68 0.000 0.000 0.00* EA 11.60 0.459 576 96.0 420 82.0 68 0.000 0.000 0.00* FACE; AS = 12.76 0.457 576 96.0 420 82.0 68 0.045 0.045 0.00* 3.1 IN2 13.92 0.455 576 96.0 420 82.0 68 0.045 0.045 0.00* 15.08 0.452 576 96.0 420 82.0 68 0.045 0.045 0.00* 16.24 0.449 576 96.0 420 82.0 68 0.045 0.045 0.00* 17.40 0.445 576 96.0 420 82.0 73 0.045 0.285 2.90 ** 18.56 0.441 576 96.0 420 82.0 90 0.045 0.285 2.90 ** 19.72 0.437 576 96.0 420 82.0 110 0.045 0.285 2.90 ** 20.88 0.401 576 96.0 420 82.0 140 0.042 0.282 2.90 ** 22.04 0.201 576 96.0 420 82.0 172 0.279 0.614 2.57 ** 22.20 0.173 576 96.0 420 82.0 168 0.279 0.614 2.57 ** Av +2At =Total reinforcing (both legs) as required for shear and torsion. Al =Total long. reinforcing distributed around perimeter of stirrups. Av = Required vertical shear reinforcement (see preceeding section). Vc = Calculated concrete shear strength (see preceeding section). *NOTE: Spacing of stirrups must not exceed the lesser of 24(in) or 3/4 *h. * *NOTE: Spacing of stirrups must not exceed the lesser of 12(in) or Ph /8. NOTE: Spacing of longitudinal bars not to exceed 12(in). PREDICTED DEFLECTIONS --------------- - - - - -- Based on Rational app f'ci = 3.500 Eci = 3587 Modified Cu = 1.420 NOTE: Negative values roach and PCI Committee Recommendations for losses. ksi, f'c = 6.000 ksi and ACI -209 ksi, Ec = 4696 ksi, Camber Mult.= 1.000 eshu = 304 E -06 indicate camber. Midspan Position (in) Release : PS( - 0.24) +BM DL( 0.04) -0.21 INITIAL CAMBER = 1/4" Creep Before Erection -0.12 ERECTION CAMBER = 3/8" Erection: PS +BM DL -0.32 (@ 4 weeks) CAMBER AFTER TOPPING = 1/8" Change Due to Non- Comp.DL 0.17 FINAL CAMBER =. 1/8" : PS +BM DL +Non- Comp.DL -0.15 Change Due to Comp.DL +SustLL 0.00 NO SIGNIFICANT DEFLECTIONS : PS +All DL +Sust.LL -0.15 Long Term Creep 0.05 I: \Jobs \0612 \Engrg \03 -Beam Design \0612 -3 -3 -5 Plaza Level 24R24 Beams.bem FDG, Inc. SHEET 7 OF 3.3.5 MOUNTAIN VIEW DATE: 10/17/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 6 BY: MRB Final PS +All DL +Sust.LL -0.10 PS+All DL +LL -0.01 NOTE: Beam has cracked under positive moment, deflections are based on a bilinear moment - deflection relationship using extended Icr. (ACI '99 18.4.2 or 1 02 9.5.4.2). HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD --------------------------------------------------------------- Confinement for prestressing strand assumed -> NO Factored Reaction: Pu = 115.4 kips React. Components: Pdl,nc= 63.2 kips Factored Shear : Vu = 115.4 kips Calculated : Height= 12.00 in Pw = 87.9 kips at LEFT support Pdl,c= 0.0 kips Pll= 24.7 kips Nu = 23.1 kips Bearing Surface Width = 10.00 in Bearing Avf Factored Brg. Brg. Pad Sugg. Length Reqd. Stress Stress Pad Type (in) (in -2) (ksi) (ksi) 6.0 1.20 1.923 1.465 (3) Factored Reaction: Pu = 87.1 kips React. Components: Pdl,nc= 47.8 kips Factored Shear Vu = 87.1 kips Calculated Height= 12.00 in Pw = 66.4 kips at RIGHT support Pdl,c= 0.0 kips Pll= 18.6 kips Nu = 17.4 kips Bearing Surface Width = 10.00 in Bearing Avf Factored Brg. Brg. Pad Sugg. Length Reqd. Stress Stress Pad Type (in) (in -2) (ksi) (ksi) 6.0 0.86 1.452 1.107 (2) NOTE: As detailed bearing lengths must be longer than minimum used in calcs to allow for as -built tolerances. Suggest minimum added length be 1/2 in. + difference in shortening between top and bottom of member. NOTE: Reactions are used for concrete bearing strength check and bearing pad design, shear is used for design of Avf. Pad Types: (following PCI Handbook 5th Edition) (2): Random Oriented Fiber (ROF) (3): Duck layer reinforced I: \Jobs \0612 \Engrg \03 -Beam Design \0612 -3 -3 -5 Plaza Level 24R24 Beams.bem STRESSCON DATA SHEET f RECTANGULAR BEAM / NON COMPOSITE Page: 1 OF 3.R.3.3 Production Description: TYP 12R16 FLOOR BEAMS IN RESIDENTIAL AREAS Project: MOUNTAIN VIEW Job #: 0612 Date: 10/19/06 Beam Type: F)0000000 Beam Size: 12 R 18 By MRB Span ( (L to rL ): 21' -3" SUPERIMPOSED LOADS: (D.L. of Precast Member 188 PLF included in program) . Reduction" Area = SF 0.08(Area — 0) _ % 23.1(1 DL /LL) _ % e: LL Red. _ Precast Concrete Unit Weight 150 PCF Precast Concrete Final Strength 5000 PSI a a U O W 4 O (2) #8'S (TOP STEEL) #4 CLOSED STIRRUPS (1) ® 27; (10) ® 5'; BAL ® 13 1 /2" AT END W/ BLOCKOUT 10" 12" O+ 3 'O 0 L U) 0 E 0 w m m N C O 1- _N K t0 M I M W N o rn . d 0 E 0 d m I r) 0 rn rn c W N In O N a (2) #5 U— BARS EA END 2 , —O rr 9 " 1_1 N REVIEWED SEE 1 OF 3.3.3 FOR DETAILED LOADING Topping Concrete Unit Weight N/A PCF Topping Concrete Final Strength N/A PSI #4 CLOSED STIRRUPS 10" (1) @ 2 "; (8) ® 6" BAL ® 13 AT END 16" W/O BLOCKOUT BLOCK OUT FOR SLAB BEARING I-- (1) #8 BAR _ o WHERE BLOCK °O Y OUT DOES m NOT OCCUR I (4) #5'S CONT. — (4) 0.6" 0 STRAND 1' —Orr Concrete: NORMAL WT. Camber ® Release: 1 /4 IN. f'c: 5000 PSI Camber @ Erection: 1 / 2 IN. f'ci: 3500 PSI Camber after Topping: 1 /4 IN. 4 — 0.6 0 270 ksi STRANDS ® 35 K /STRAND = 140 K ri STRESSCON DATA SHEET / RECTANGULAR BEAM / NON— COMPOSITE Page: 1 OF 3.R.3.5 Production Description: 24R24 PLAZA LEVEL TRANSFER BEAM BTWN GRIDS C AND D Project: MOUNTAIN VIEW Job #: 0612 Date: 10/03/06 Beam Type: qD0000000 Beam Size: 24 R 24 B MRB Span ( 0- to (L ): 23' -2" SUPERIMPOSED LOADS: (D.L. of Precast Member 0.60 K /FT included in program) Reduction" Area = SF 0.08(Area — 0) _ 23.1(1 DL /LL) _ e: LL Red. = Precast Concrete Unit Weight Precast Concrete Final Strength SEE NEXT SHEET FOR DAPPED END REINFORCI Aim a v M N N J 0 (5) #5 U —BARS EA END -- 2 ' - i N a 3 'O U m 0 M 0 M O W 0 0 0 E d m a W 0 to 0 N i J (10) #5'S CONT. Concrete: NORMAL WT. Camber ® Release: 1 /4 IN. f'c: 6000 PSI Camber ® Erection: % IN. f'ci: 3500 PSI Camber after Topping: 1 /8 IN. 7 — 0.6 270 ksi STRANDS ® 41 K /STRAND = 287 K 'H ti (4) #6'S (TOP STEEL) F # STIRRUPS (1) @ 3 (5) ®6 "; (1) ® 10" BAL ® 12" EA END 1 ,. 1' —g" 1' -10" 0.6" 0 STRAND 2) #5 U —BARS D BRG EA END 3' -0" 8 " SEE 1 OF 3.3.5 FOR A REVIEWED DETAILED LOADING SYNOPSIS L i 150 PCF Topping Concrete Unit Weight N A CF 6000 PSI Topping Concrete Final Strength N A SI Wall DESIGN SECTION 6 Sheet 1 of 6.i Job Title: Moun tain View By: MRB/FDG Date: 02/07/07 Job No: 0612 Wall Design Index Submittals SECT DESCRIPTION DESIGN Pgs 1st 2nd 3rd 4th 5th 6.0.1 Residential Building — Key Plan 1 X 6.0.1.1 6.0.1.2 6.0.1.3 Grid 7 & Northwest Plaza 3 X 6.0.1.4 Grid 6 1 X 6.0.1.5 Grid 5 1 X 6.0.1.6 Grid 4 1 X 6.0.1.7 Grid 3 1 X 6.0.1.8 6.0.1.9 Grid F Knee Walls 1 X 6.0.1.10 6.0.1.11 South Fin Walls 5 X 6.0.1.12 6.0.1.13 6.0.1.14 6.0.1.14 6.0.1.15 6.0.1.16 6.0.1.17 6.0.1.18 West Plaza Walls 2 X Wall DESIGN SECTION 6 Sheet 2 of 6.i Job Title: Mountain View By: MRB/FDG Date: 02/07/07 Job No: 0612 Wall Design Index Submittals SECT DESCRIPTION DESIGN Pgs 1st 2nd 3rd 4th 5th 6.1 Residential Building 6.1.1 Demizing Walls (8 ") 6.1.1.1 Typ. 8" Demizing Wall on Grid 3 — WZ WZ 3 X 6.1.1.2 Horizontal 8" Demizing Wall w /Cantilevered Opening WY 6 X 6.1.1.3 Vertical Balcony Bearing Fin Wall WX 4 X 6.1.2 Elevator /Stair Walls (8 ") 6.1.2.1 Grid E Shearwalls wBlkts — WW WW 3 X 6.1.2.2 Grid E Horizontal Brg 8" Walls WZ 1 X 6.1.2.3 Vertical Elevator Walls WV 2 X 6.1.2.4 Grid 0.7 Soil Bearing Walls WZ 4 X 6.1.3 Exterior 10" Walls 6.1.3.1 1" level with Soil Pressure — WA WA 10 X 6.1.3. LA 8x36 Pilaster Design 3 X 6.1.3.2 Horizontal Brg Panel WB 3 X 6.1.3.3 Horizontal Brg w /Opening WC 1 X 6.1.3.4 Horizontal Brg w /Opening and Cantilever WD 1 X 6.1.3.5 Horizontal Brg Long Span with Opening WE 6 X 6.1.3.6 Horizontal Brg Beam load on Cantilever WD 1 X 6.1.4 Exterior 12" Walls 6.1.4.1 Typical 12" Soil Bearing Walls WM 8 X ar10=10MA-v — Wall DESIGN SECTION 6 Sheet 3 of 6.i Job Title: Mountain View By: MRB/FDG Date: 02/12/07 Job No: 0612 Wall Design Index Submittals SECT DESCRIPTION DESIGN Pgs 1st 2nd 3rd 4th 5th 6.R Reinforcing Summaries 6.R.0 Loose Steel @ Embed Plates for W- Flanges 3 X 6.R.1.1.1 WZ WZ 1 X 6.R.1.1.2 WY WY I X 6.R.1.1.3 WX WX 1 X 6.R.1.1.4 6.R.1.1.5 6.R.1.2.1 WW WW 1 X 6.R.1.2.3 WV WV l X 6.R.1.3.1 WA WA 2 X 6.R.1.3.2 WB WB 1 X 6.R.1.3.3 WC WC 1 X 6.R.1.3.4 WD WD 1 X 6.R.1.3.5 WE WE 1 X 6.R.1.4.1 WM WM 1 X a v a000000a Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /16/07 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 6.0.1.3 -r: ® .I- c6 'cn (u c6 - Z o y �I U Z Q 06 ^� O_ D p O v Z O o O O c a A v a m c0 Q err CO W m N Z U 00 N CD O '– C M Z O CO N X N X W N O 00 v 6 U N X ^ t0 ^ ap ® cn W O Q U Q ^ O ^ E u') ~ 00 N E 00 y cn O N C � x O U (D M o6 ^ 00 O 00 A E0 E c-4 V) y cN6 X O 00 v 7 d 3d0 -1 Z Z 17N c cO N x o6 o6 ~ cD Z c. N O t J Op . - U 0 v (D N 00 N N U ui 1 C� �--- — — — — — — c 0 U O �� (A X U) N o 6 T X oo v w �� 3 0 I\ c0 ^ O 0 06 u c0 1 U 06 i U E rn L; i F- n 0 0 N 0 M a Q rn 3 00 I 1 O I �o 0 M I 1 O 1 I w N_ t0 O C O+ O 3 1 rn o + W N c0 N 0 0 J L� G?U'E) GR G=L 1 C= ❑ ❑Z=cZD= =❑ Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: O1 /12/07 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver line: 303/623 -1323 BY: RCD /FDG SHEET 2 OF 6.0.1.3 E O. C'4 N lal O N C O 7 W Q L] U 3 'O c6 to I I O I co I I 0 I 1 W N co rn O N O 3 I 0 rn rn c W N O N O J U L X � U CO �� 06 N N 00 U O IZ to x oo v N c0 � 00 v ® M d' cD 00 --4 Z c C_ to O } � 06 N F In N X U CO r. 00 v N Z O ><Z O 00 N —� . Z r7 n- N !i ~ E C O N 3 O 3 C O `cr N � ' 00 � 3 Z 3 O (/) N= 1-- E Q CL co U Z � m O N N Q U m W O M N X O v = CV 00 ui J W ~ Q O W Z N E O. C'4 N lal O N C O 7 W Q L] U 3 'O c6 to I I O I co I I 0 I 1 W N co rn O N O 3 I 0 rn rn c W N O N O J U (E97E)LE?(Ei = 0 0000 0000 Stresscon. Corporation Tele: 719/390-5041 SUBJECT: MOUNTAIN VIEW DATE:01/12/07 P.O. Box 15129 Fax: 719/390-5564 Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: RCD/FDG SHEET 3 OF 6.0.1.3 E cL t2 Ni C , n 04 Lc) ,;j 1 8 - rn 00 O ui N rn to C) Er rn to C, 0 Gj 4. rd O� Inn a O CD CN < 0 o C6 c6 E O� N m ' 6 >< 06 QL cZ O X LAJ LLJ E cL t2 Ni C , n 04 Lc) ,;j 1 8 - rn 00 O ui N rn to C) Er rn to C, 0 Gj 4. 0 0 ❑0000000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /15/07 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 6.0.1.4 63 39c E M r 0 0 N 0 O u- Q rn 3 'O 00 0 M i I O I to I Li C C . 0 (/1 3 I to O� `o+ c w N C) / N G O J W _O N GLJ r) •- m 00 N 06 'S W m � � N N C N X U O E N t!1 00 c: n l m .0 m E 00 3:: W 0 N Lo Z N Q co cn M (n Z N Z in X l� c6 N J 1 �~ r c CD r ` LY t0 � N p N .Q c O w EO N n O � M O � M � 06 1 4 06 -q- 0 N T CD d' a N \ v to 06 N N N r. o � — 0 6 Q \ C X N p U Z 00 ^ O —y � N L v 0— LO O_ Cn w o t6 3 cD o tR 0 00 N 0 N 00 N E C _ L CV X Q) Q O to Cp \ U 00 0 Q 00 17 ` C � O O N d CD 06 C X U A IM M Cn Z C'j Z in X 1+ V 06 ^ � J O X U to — o6 - ¢ z 10 O a0 N E N U c ) LO au J ` `• N N `r c c o_ ` rry N X X �, -.0 CV 0- c cD I� C N 6 E M r 0 0 N 0 O u- Q rn 3 'O 00 0 M i I O I to I Li C C . 0 (/1 3 I to O� `o+ c w N C) / N G O J W _O N GLJ r) •- m 00 N 06 'S W m � � N N C N X U O E N t!1 00 c: n l m .0 m E 00 3:: W 0 N Lo Z N Q co cn M (n Z N Z in X l� c6 N J 1 �~ r c CD r ` LY t0 � N p N .Q c O w EO N n O � M O � M � 06 1 4 06 -q- 0 N T CD d' a N \ v to 06 N N N r. o � — 0 6 Q \ C X N p U Z 00 ^ O —y � N L v 0— LO O_ Cn w o t6 3 cD o tR 0 00 N 0 N 00 N E C _ L CV X Q) Q O to Cp \ U 00 0 Q 00 17 ` C � O O N d CD 06 C X U A IM M Cn Z C'j Z in X 1+ V 06 ^ � J O X U to — o6 - ¢ z 10 O a0 N E N U c ) LO 0 N Lo Z N Q co cn M (n Z N Z in X l� c6 N J 1 �~ r c CD r ` LY t0 � N p N .Q c O w EO N n O � M O � M � 06 1 4 06 -q- 0 N T CD d' a N \ v to 06 N N N r. o � — 0 6 Q \ C X N p U Z 00 ^ O —y � N L v 0— LO O_ Cn w o t6 3 cD o tR 0 00 N 0 N 00 N E C _ L CV X Q) Q O to Cp \ U 00 0 Q 00 17 ` C � O O N d CD 06 C X U A IM M Cn Z C'j Z in X 1+ V 06 ^ � J O X U to — o6 - ¢ z 10 O a0 N E N U c ) LO O N d CD 06 C X U A IM M Cn Z C'j Z in X 1+ V 06 ^ � J O X U to — o6 - ¢ z 10 O a0 N E N U c ) LO CS i��C'C�CsG'Cn7 o ❑ ❑000000a Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /15/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 6.0.1.5 0 rn N W n 0 0 N 06 O l- Q 0 CT 3 'O 0 PO I I O I c0 I w N O C O+ . m 0 3 I t0 O o+ w N_ t0 O N O lL a� ari 2: c El Y O ..� .� O_ 0 OO y ? O ti a U O— m r rj n j O .\. 06 O 0 6 ao oo 3 w CD C o6 3: W 1 06 06 0 rn N W n 0 0 N 06 O l- Q 0 CT 3 'O 0 PO I I O I c0 I w N O C O+ . m 0 3 I t0 O o+ w N_ t0 O N O lL O T C O N N C U CD c N rl- n � 6 1 0 CL 2 r CO 00 1 E r) to z N N X p X to U V 06'® 00 . O _I r E v O H d C � d N _ u tD c6 El O_ N � M 4 1 00 m m ,.67%4 o6 3: W N p N tc O N C N x o6 v 0 (u .D E tU O C � 0 N 00 c _m N J J Q 0 Z N_ W C) U) D Q' C.7 O T C O N N C U CD c N rl- n � 6 1 0 CL 2 r CO 00 1 E r) to z N N X p X to U V 06'® 00 . O _I r E v O H d C � d N _ u tD c6 Stresscon Corporation Tele: 719/390-5041 SUBJECT: MOUNTAIN VIEW DATE:01/25/07 P.O. Box 15129 Fax: 719/390-5564 Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: RCD/FDG SHEET 1 OF 6.0.1.6 E 0 cy) IN C) lal cq cr; c. O c6 1 T to 0 M T c co uj CD C, co cn uj I- 04 G C, 0 W m Z 0 U-) 3 : 00 c I w (u (n L- o6 r-: u I 0 '-� 0 0 — m -0 00 00 -0 0 0 (D N 0 c � -0 c1f (D (0 U) E c (D X -�' 0 Cl co 06 U 0 3� Lo 2 0 -F� (D 0 V) � " 0 . U? C -j z p a > 000 Ic! 00 (.6 X LL. Q -2 2 . o 6 0 00 a) C%� * E (n (n C C cli cn (.6 06 c f) C X C V) X Z (n Lo :z C -< 3 , < C) to m cd 06 V) Ld Lu N C14 CL 2:1 :T (n 2 m 0 E -c . . m "14: 7 2: cL 0 00 Lu 1 E o6 Z�i 1 221 ' 1 -6 -5 06 O 04 C-6 — (0 0 o6 C14 0— : , V) "D O O 0 0 ® O O E N C n V) X 0 Lrd LaA F C'i co 0 I . X (0 0 n '3 CL 271 E o6,0 - 0 00— N y113 4 C (.0 E 0 OU3 .6 u . ) 0 u- 0 Z L4 nil �213 L O rl_ z r DO -161), 06 0 u of U _a:, C16 w m c6 .0 r-i C r.0 r- (6 3:: W o6o6 - - 0 06 Z7- (9) 3:: I E 0 cy) IN C) lal cq cr; c. O c6 1 T to 0 M T c co uj CD C, co cn uj I- 04 G C, 0 W C�QL. --) EEPcED a 0 Ooroo 000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /22/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 6.0.1.7 E M M 0 lil 1= O N ai O .c rn 3 W I 1 O I m 0 r") 1 I O I <D I w N G O c rn 'N y 3 I c0 O U `o+ w / N i0 CD 0 O w J W 0 0 O > — r- Z O d V CL O ( \ f'7 N cD ci. (D �\. 00 �>+ 006 o n o . 00 Z:- - a 3 c u CIO ® DID D 0 0 in 0 cn N to ® � U) V L h C, El El co U O 0 N s O p p O o � I w O .� (O m in CL c 06 uj C14 v (v CO c N N C O ® cD V ® X 06 n 0 C4 F n - 0 �... N 0p �- to �O ^ r ^ ^ r7 (n Z N X E ® . - nj X X cn co (a (D (p O CJ ` N 00 00 00 00 c a0 ^ O O n .^-. 0 v N N `� �"' a �� (D O E D6 - O I� C 00 W E E cn El (n t I a c N to V N N O Z (n (N �1 cn v O C V O O CL M cn (D Z Li u O ' � h d 06 _9 (D i tn d ri ri to N J J 4 3 O M N 00 N ej U') Z Li W LLJ Ow w CI 06 O CC) 00m � 0w �� r7 W IL W H V) (%) W J (� = g H r w . "4 Cam'! �L�GRGi = 0 00= = == O Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /11/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/823 -1323 BY: RCD /FDG SHEET 1 OF 6.0.1.9 8 KNEE WALL REFERENCE SUMMARY I THIS SHOWS A TYPICAL ELEVATION BETWEEN GRIDS G G I I 8.6.1.4 I (1) EA END TYP. WZ WZ SIM SIM I F3 m I 8.6.2.1 (2) PER PANEL TYP. KNEE WALL PANELS FALL UNDER TYPICAL WZ DESIGN SUMMARIES AS THEY ARE LOADED APPROXIMATELY EQUALLY WITH SOIL ON EITHER SIDE E CL to M w S N 0 0 3 0 u w N c0 i �N N 0 N O 3 I <D rn rn c w N t0 O h a O / w J U' D L� C�4�G�C�C (r W G�O D ❑ ❑�C�I��OC�U V Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 01 /20/07 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 6.0.1.11 GRID 2.6 FIN WALL T 8.3.1. E CL v M lal 1= n O CV N N 0 w a a rn 3 0 W N - / N N 0 3 ` r c w N to O N d O J u- 0 8.6.1.1 (2) ® PNL —PNL 8.6.3.1 CONT. CORBEL TYP. 8.7.2.4 TYP. 8.6.2.1 (2) ® FDN 8.6.1.4 (1) ea. knee wall C�Q�C�C� C�Lr�W (�0 D 0 0 =)= C7 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 01 /20/07 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 2 OF 6.0.1.11 GRID 3.6 FIN WALL Y 8.3.1.11 E a M lal H n O O N N 0 w Q 0 3 i i 0 L W N c0 O / C U N N 0 f/1 0 Er 0 / W N c0 O N d O J rZ G.� O W 8.6.3.4 WELD —ON BR 8.6.1.1 (2) @ PNL —PNL 8.6.3.1 CONT. CORBEL TYP. 8.7.2.4 TYP. d.6.2.1 (2) ® FDN 8.6.1.4 (1) ea. knee wall D ❑ OZ=== C�Li V Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 01 /20/07 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 3 OF 6.0.1.11 GRID 4.6 FIN WALL r Y E n C> 0 0 N N C O 7 8.3.1. w a 3 v 1 i 0 to I w N t0 O C tT . N N O 3 1 0 rn v+ r w N tD O N O J L� 0 8.6.1.1 (2) ® PNL —PNL 8.6.3.1 CONT. CORBEL TYP. 8.7.2.4 TYP. 8.6.2.1 (2) V FDN 8.6.1.4 (1) ea. knee wall `CTl7CCGr'Ai = O Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /20/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 4 OF 6.0.1.11 GRID 5.4 FIN WALL F I I I 8.3.1.11 WX I 8.6.1.1 (2) ® PNL —PNL 8.6.3.1 CONT. CORBEL TYP. I 8.7.2.4 TYP. WX I I 8.6.1.4 (1) ea. knee wall I I 8.6.2.1 (2) ® MN E w S N N C o w Q 0 3 i i 0 I W N to O C U . d 3 I <O O W N t0 O e O L;j J 0 ,GTOC 41—MM 7 = O Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 01 /20/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 5 OF 6.0.1.11 GRID 6.4 FIN WALL E a w 0 Cl N N C O 7 w a 0 a uj i i 0 I c0 I N to O C O� . N N O 3 I i cm 1 W N O y a 0 0 8.3.1. 8.6.3.4 WELD —ON I 8.6.1.4 (1) ea. knee wall 8.6.1.1 (2) ® PNL —PNL 8.6.3.1 CONT. CORBEL TYP. 8.7.2.4 TYP. 8.6.2.1 (2) ® FDN CE �'LJ- j CECCPCna q = 0 DIU == = =U Q Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /25/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 6.0.1.18 GRID 0' WEST PLAZA WALLS 8.6.6.3 ctr u —bars on 12" wall ® 24 o.c. 8.7.2.3 sim. 8.6.1.8 8.6.1.2 8.6.1.2 (2) CXNS (2) CXNS (3) CXNS ® TYPICAL VERTICAL JT. 8.3.1.15 8.6.1.4 8.3.1.16 WM TYP. 3 ( ) CXN 8.6.2.2 (1) CXN 8.6.2.3 8.6.2.2 (2) /PNL (1) CXN 8.6.2.2 8.6.2.2 (1) CXN (1) CXN E 0 M M Of t;j H S N c M G O W Q O O+ i i 0 i Li N t0 i d O y O c0 O U c w N_ �O O y O 7 J O li D O ODOC�C��C�U Q Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /30/07 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 2 OF 6.0.1.18 GRID --0.7 WEST PLAZA WALLS E a m N N W O O N c w 0 3 1 i 0 I cc I w N t0 O G O+ y O 3 I O O rn rn c w N_ �O O N O J U 8.6.1.8 (2) CXNS ROUT VERTICAL JOINT 'OR SOIL LOAD TRANSFER D THIS LOCATION ABOVE AND BELOW THE DOOR ..... .,.c.L V. V.L.L (1) CXN (1) CXN CS�L1��C QG-'G� rnt GJO D ❑ ❑oo��oov v Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /6/06 P.O. Box 15129 Fax: 719/390 -5584 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 6.1.1.1 WZ TYPICAL 8" DEMIZING WALL @ GRID 3 f' = 2500 psi f'� = 5000 psi F = 60 ksi I M E v 0 N Oa 41 F tD O O N to 0 31' -114" LOADIN : Max Tee reaction = 10.8 k (D /L = 5.7/5.1) * 5 floors = 54 k (D /L = 28.5/25.5) DL from walls above = (150 pcf)(8 /12 ft)(43.833 ft) = 4.4 kIf 0 3 v, c� 0 0 3 �N E Co a i 1 i to I W N t0 i . 0 N O 3 I 0 Er W i N tD i N 0 i L:; J 0 Conservatively spread load over a 5 ft (ovg stem spacing) = 54 k/5 ft = 10.8 klf (D /L = 5.7/5.1) Total superimposed load = 4.4 klf + 10.8 klf = 15.2 klf (D /L = 10.1/5.1) ANALYSIS: This design . will resist gravity and shear loads. Look at a 1' -0" section of wall: P S max = 15.2 k (D /L = 10.1/5.1) V� =615k MIN STEEL (ACI 16.4.2): 0.001(8 in)(12 in) = 0.096 in LIMITED TO 18" O.C. # BARS @ 18" O.C. PROVIDES 0.133 in EA DIRECTION CHECK MAX AXIAL LOAD W/ MIN MOMENT AND MIN VERTICAL STEEL K 13.5 ft P = 1.2(10.1 k) + 1.6(5.1 k) = 20.3 k e = 0.6 + 0.03(8 in) = 0.84 in M =20.3k *0.84 in 17.05 in —k See pages 2 -3 of 6.1.1.1 for compmem analysis. CHECK SHEAR TRANSFER: ACI 11 -10 -4: d = 0.81 = 0.8(31.94 ft) = 25.6 ft ACI 11 -10 -5: V = 215000 psi * 8 in * 25.6 ft * 12 in /ft = 347.6 k ' /20V = 1 / 2 * 0.75 * 347.6 k = 130.4 k PROVIDE SHEAR REINFORCING ACI 11 -10 -9: HORIZONTAL STEEL = 0.0025(8 in)(12 in) = 0.24 in VERTICAL STEEL NOT TO EXCEED HORIZONTAL REINFORCING # BARS @ 10" O.C. PROVIDES 0.24 in #5 BARS @ 14" O.C. PROVIDES 0.26 in FDG, Inc. MOUNTAIN VIEW Compmem, 3.0.02, (C)2005 SALMONS TECHNOLOGIES, INC. DESIGN DATA Bbot = 0.00 in Tbot = 0.00 in Bweb = 12.00 in Btop = 0.00 in Ttop = 0.00 in H = 8.00 in Section Type: Rectangular Area = 96.00 in -2 Ybot = 4.00 in Sbot = 128.0 in -3 I = 512 in -4 Ytop = 4.00 in Stop = 128.0 in -3 f'c = 5.000 ksi Ec = 4287 ksi ecu = 0.0030 fpu = 270.00 ksi Es = 29000 ksi ese = 0.0055 fy = 60.00 ksi fp,eff = 154.00 ksi betal= 0.80 r = 2.31 in Reinforcing Data: Depth Area Prestressed Strand (in) (in -2) or Mild Steel 4.00 0.133 Mild Steel x +x + + + +x + + + + +xxxxx +xxx + +x + + + +xx +xxx OUTPUT + + + ++ +xxx ++ +xxx + +xx +x + + + + + +x+ +xxx FACTORED LOADS -------------- App. App. Mom. Allow. kLu Cm Bd Mlb /M2b Pu Mu Magn. Mc Mu (ft) (k) (k -in) (k -in) (k -in) 13.50 0.60* 0.00 0.00 20.3 17 1.00 17 99 In determining the moment magnifier, the flexural stiffness of the member was determined using ACI Eq. 10 -11. ( *)Cm calculated using Eq. 10 -12 and given Mlb /M2b Capacity Reduction Factor, phi: Balanced condition: Pu = 62.0 kips Mu = 206 k -in ( +MU) Pu = 62.0 kips Mu = -206 k -in ( -Mu) 0.1 *f'c *Area= 48.0 kips phi = 0.90 - 0.20 *(Applied Pu) /( 48.0),for ( +Mu) phi = 0.90 - 0.20 *(Applied Pu) /( 48.0),for ( -Mu) but phi not less than 0.70 Max design axial load strength: phi *Pn(max) = 232.6 kips, Eq. 10 -2 ULTIMATE LOAD INTERACTION DIAGRAM --------------------------------- Allow. Allow. Ecc. Allow. Ecc. Allow. Allow. Ecc. Allow. Ecc. Pu +Mu + -Mu - Pu +Mu + -Mu - (k) (k -in) (in) (k -in) (in) (k) (k -in) (in) (k -in) (in) 0.0 28 -28 127.9 282 2.2 -282 2.2 11.6 70 6.0 -70 6.0 139.6 285 2.0 -285 2.0 23.3 108 4.6 -108 4.6 151.2 285 1.9 -285 1.9 34.9 142 4.1 -142 4.1 162.8 281 1.7 -281 1.7 46.5 171 3.7 -171 3.7 174.5 274 1.6 -274 1.6 58.2 198 3.4 -198 3.4 186.1 262 1.4 -262 1.4 69.8 220 3.1 -220 3.1 197.7 248 1.3 -248 1.3 81.4 238 2.9 -238 2.9 209.4 229 1.1 -229 1.1 93.1 253 2.7 -253 2.7 221.0 207 0.9 -207 019 104.7 266 2.5 -266 2.5 232.6 182 0.8 -182 0.8 116.3 276 2.4 -276 2.4 SHEET 2 Of 6.1.1.1 DATE: 12/15/2006 PAGE: 1 BY: MRB I: \Jobs \0612 \Engrg \06 -Walls Design \0612E- 6 -1 -1 -1 Typ 8 in Demizing Wall at Grid 3.cmp ,CTOC�CCrAI D O 00=0=0(=0 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /6/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 3 OF 6.1.1.1 E 0 0 N lal o D O N U N O� 3 M C 3 C �N O C co d �T I I W N cD r C O+ . N 3 I 0 rn c W N C) a 0 �.i J lL 'ti --rim 11 : • 1 • 1 23.31 1: I • I a • • • , 4 81.4 2381 93.1 253 _ 11 127.9 282 A • � �`s1 15t-9i 2851 • 2���T' '� �6 Y �'� 1�,ji 162.81 281 '" 174.51 274 1 186.1 2621 t' M k' y r� Fe 5� • I �`Cy a" Y • 2 094 1 ft xf xr y r x 1 1 1^$ wiq Om 1� 'k i N x • • 6 1 G 5 � dz 1 1 t. �, t- 1 1 11 1 11 1 11 • E 0 0 N lal o D O N U N O� 3 M C 3 C �N O C co d �T I I W N cD r C O+ . N 3 I 0 rn c W N C) a 0 �.i J lL 'ti �T,T 0 0 00000000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /7/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 6.1.1.2 O 8" HORIZONTAL DEMIZING WALL W/ CANTILEVERED DOOR OPENING E o v ci w 0 0 N t2 U N W Q O� . d N C O U t O 3 rn c �N C N C 00 O C O N O 2 N 1 I co 1 W N c0 i . 0 0 3 1 C) 0 W N !O i 0 3 Li J l� V' W f' = 2500 psi f'� = 5000 psi F = 60 ksi LOADING Design case was taken just S of Grid E -6 on the 5th FLR. SLABS LOADS DL 103 psf (FROM 4 OF 7.2.2) LL 73 psf (FROM 4 OF 7.2.2) W = (103 + 73)psf * 9.335 ft = 1.64 klf (D /L = 0.961/0.681) TEE LOADS DL = 79.2 psf LL = 70 psf W = (79.2 + 70)psf * 14.75 ft = 2.2 klf (D /L = 1.17/1.03) TOTAL SUPERIMPOSED DISTRIBUTED LOAD: 1.64 klf + 2.2 klf = 3.84 klf (D /L = 2.131/1.71) C =� = rrff 0 ❑ 0DOC100 =0 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /8/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 2 OF 6.1.1.2 LOADING CONT: BEAM LOADS P s, max = 15 k (D /L = 9.7/5.3) (FROM 7 OF 3.3.1) E o 0 w g h O O N M c v w 0 rn 3 v 0 v c 0 U t O 3 rn c �N E CD 0 c 0 0 c 0 N O N to I I I W N tD 0 0 6 3 I 0 o+ o, W N tD i 0 i w J l� 0 P = 9.7 k P = 9.7 k P = 5.3 k P = 5.3 k ANALYSIS M = 513 in —k (FROM 5 OF 6.1.1.2) Required Reinforcing w/ (Mu= 513 .0,b= 8.0,d= 24.75,f'c= 5.0,fy =60) As,colc = 0.3892 sq.in 3/4 Asb = 4.9803 As,min = 0.7000 As,req'd= 0.5190 USE (2) #5 BARS = 0.62 in SHEAR CHECK: V = 40.59 k (FROM 5 OF 6.1.1.2) V = 2Jf' = 215000 psi * 8 in * 24.75 in = 28.00 k 0V = 0.75(28.00 k) = 21.00 k ' / = (0.5)(0.75)(28.0 k) = 10.3 k :. PROVIDE SHEAR STEEL N N 2k CONCENTRATED LOAD APPLIED AT CANTILEVER — CHECK FLEXURAL STEEL FOR A,, CAPACITY A,f = V /(of = 40.59 k/(0.75 *60 ksi *1.4) = 0.644 in (4) #5'S PROVIDE 1.24 in FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. INPUT DATA E= 4287 ksi No. of Jts.= 2 No. of Elements= 1 Element Data ------ - - - - -- Joint Data Element I ---- - - - - -- Joint X Joint # (in ^4) # (ft) Restraint 1 12059 1 0.00 FIXED 2 6.40 PINNED Load Case Description --------------- - - - - -- Load Case Description 1 DEAD LOAD 2 LIVE LOAD Distributed Loads --------------- -- Load W1 W2 X1 X2 Case (k /ft) (k /ft) (ft) (ft) 1 -2.132 -2.132 0.00 6.40 2 -1.708 -1.708 0.00 6.40 Concentrated Loads, Py ---------------- - - - - -- Load Py Xp Case (k) (ft) 1 -9.70 1.00 2 -5.30 1.00 1 -9.70 6.40 2 -5.30 6.40 SHEET 3 of 6.1.1.2 DATE: 12/7/2006 PAGE: 1 BY: MRB I: \Jobs \0612 \Engrg \06 -Walls Design \0612E- 6 -1 -1 -1 8 in Demizing wall w Doorway.bcn FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. --------------- - - -- LOAD COMBINATION 1 SERVICE Combined Loads = 1.000 * LC 1 + 1.000 * LC 2 Joint Reactions --------------------------------- and Displacements Joint X Rx Ry Mz Y -disp. Rotat. # (ft) (k) (k) (k -in) (in) (rad) 1 0.00 0.00 29.84 376 0.0000 0.000000 2 6.40 0.00 24.74 0 0.0000 0.000067 Element -------------------------------- Forces and Displacements Ele. X Axial # (ft) Force Shear Force Moment Y- displ. (k) (k) (k -in) (in) 1 0.00 0.00 29.84 -376 0.0000 1 0.80 0.00 26.77 -104 - 0.0003 1 1.00 0.00 26.00/ 11.00 -41 - 0.0004 1 1.60 0.00 8.70 30 - 0.0007 1 2.40 0.00 5.62 99 - 0.0011 1 3.20 0.00 2.55 138 - 0.0014 1 3.86 0.00 0.00 148 - 0.0014 1 4.00 0.00 -0.52 148 - 0.0014 1 4.80 0.00 -3.59 128 - 0.0011 1 5.60 0.00 -6.66 79 - 0.0006 1 6.40 0.00 -9.74 0 - 0.0000 SHEET 4 of 6.1.1.2 DATE: 12/7/2006 PAGE: 2 BY: MRB I: \Jobs \0612 \Engrg \06 -Walls Design \0612E- 6 -1 -1 -1 8 in Demizing wall w Doorway.bcn FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. --------------- - - -- LOAD COMBINATION 2 ULTIMATE Combined Loads = 1.200 * LC 1 + 1.600 * LC 2 Joint Reactions --------------------------------- and Displacements Joint X Rx Ry Mz Y -disp. Rotat. # (ft) (k) (k) (k -in) (in) (rad) 1 0.00 0.00 40.59 513 0.0000 0.000000 2 6.40 0.00 33.52 0 0.0000 0.000092 Element Forces and Displacements -------------------------------- Ele. X Axial # (ft) Force Shear Force Moment Y- displ. (k) (k) (k -in) (in) 1 0.00 0.00 40.59 -513 0.0000 1 0.80 0.00 36.35 -144 - 0.0003 1 1.00 0.00 35.30/ 15.18 -58 - 0.0005 1 1.60 0.00 12.00 40 - 0.0010 1 2.40 0.00 7.77 135 - 0.0015 1 3.20 0.00 3.53 189 - 0.0019 1 3.87 0.00 0.00 204 - 0.0019 1 4.00 0.00 -0.70 203 - 0.0019 1 4.80 0.00 -4.93 176 - 0.0015 1 5.60 0.00 -9.16 108 - 0.0009 1 6.40 0.00 -13.40 0 - 0.0000 SHEET 5 of 6.1.1.2 DATE: 12/7/2006 PAGE: 3 BY: MRB I: \Jobs \0612 \Engrg \06 -Walls Design \0612E- 6 -1 -1 -1 8 in Demizing'wall w Doorway.bcn C�4�L�C C G�G� D ❑ ❑DO��O�❑ Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /8/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 6 OF 6 .1.1.2 ANA YSI : SHEAR CHECK cant: A /s = (V. — oV /(gf *d) = (40.59 k — 21.00 k)/(0.75 * 60 ksi * 24.75 in) * 12 in /ft = 0.211 in /ft E v w r, 0 0 N 0 A ,, min = 0.75ff' *s /f ? 50b,,s /f = 0.75x(5000 psi) * 8 in * 12 in /60,000 psi = 0.085 in = 50 * 8 in * 12 in /60,000 psi = 0.08 in V = 0.211 in /ft * 60 ksi * 24.75 in /12 in = 26.11 k Max Max spacing if V s spacing if V ? 4Jf',b 4Jf' „b,,d, then s = d/2 then s d/4 = or 24" = 24.75 in /2 = 12.38 in 24.75/4 = 6.18 in USE 5mox = 12.38 in 24.75 do = 1.5 USE #4 STIRRUPS @ 12” O.C. = 0.4 in /ft ? 0.211 in /ft CHECK CRACKING: M = 376 in —k (FROM 4 OF 6.1.1.2) CRACK WIDTH & Z CALCULATIONS w a 0 3 `m d . 0 v L_ �3 v 3 o+ c . E 0 00 v Z 0 N O N i i i i w N co 0 C CD rn 0 0 3 CD rn c w N 0 i 0 J l� 0 Input Values: Fy = 60 Fc' = 5000 we = 150 b= 8 h = 26.25 d = 24.75 do = 1.5 M = 376 # of bars — = 2 As = 0.62 Calculated Values: k = 0.186 jd = 23.218 A= 12 n = 6.764912 p' = 0.003 (3 = 1.0744 steel strength (ksi) concrete strength (psi) unit wt of conc Ib /ft ^3 width of member (in) _ height of member (in) depth from top of member to centroid of bars (in) cover from extreme tension fiber to center of outermost bars (in) service moment (k'in) • • number of tension bars • area of tension steel (in^2) b fs = 26.120 Note: fs should be approx. 60% of Fy or less z = fs "(dc "A)"(1 /3) z(k /in) = 68.45 w = .000076'(3` fs "(dc'Anl /3) Not exposed to w(in) = 0.0056 " Rectangular section assumed In calculating p `* When bars are of different size then set " # of bars" to As/d t Values have been changed to 80 and 0.007 in PCI 5th Edition USE (2) #5 BARS = 0.62 in BY INSPECTION, USE #5 BARS @ 14" O.C. CENTERED IN PANEL FOR MAIN REINFORCING (SEE 6.1.1.1 FOR ANALYSIS). Z values Interior Exterior sed to view ff Recommended ppearance 175 145 105 53t Recommended w values Interior Exterior view Critical appearance 0.016 0.013 0.010 1 0.0051 0 O 13 == Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 12 /11/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 6.1.1.3 WX VERTICAL, BRG, 8" FIN WALL f' = 2500 psi f' = 5000 psi F = 60 ksi E v N 01 w C) 0 0 N M 0 a 0 39 0 3 a, m .G a N 00 n I i i cc I w N co i .N W 0 3 I rn O+ c Li N c0 O y 0 O J ti U' L� LOADING SLABS W. = 3.6 klf (FROM 5 OF 7.3.1) WALL ABOVE W = (150 pcf)(8 /12 ft)(22.92 ft) /1000 = 2.3 klf ANALYSIS ANALYZE A 1' -0" SECTION FOR AXIAL COMPRESSION AND O.T. MOMENT MIN STEEL (ACI 16.4.2): 0.001(8 in)(12 in) = 0.096 in LIM!TIED TO 18" O.C. #4'S @ 18" O.C. EA WAY, CENTERED IN PANEL PROVIDE 0.13 in MAX MOMENT DUE TO UNBALANCED LOADING: emin = 0.6 + 0.06(8 in) = 0.84 in eslob = 6.625 in W = 1.2(2.3 klf) + 3(3.6 klf) = 13.6 klf K = 12.75 ft P = 13.6 k M = 1.2(2.3 k1f)(0.84 in) + 3.6 klf(6.625 in) = 26.2 in —k /ft SEE FOLLOWING PAGES FOR ANALYSIS. SEE 4 OF 6.1.1.3 FOR OVERTURNING MOMENT CHECK 1 5' -5" 13'-5" 1.66 klf z M I 6R =e PIN IL LO I a� I 1.66 klf PIN �� I 1.66 klf PIN I 2 N Y I PIN FDG, Inc. MOUNTAIN VIEW Compmem, 3.0.02, (C)2005 SALMONS TECHNOLOGIES, INC. DESIGN DATA Bbot = 0.00 in Tbot = 0.00 in Bweb = 12.00 in Btop = 0.00 in Ttop = 0.00 in H = 8.00 in Section Type: Rectangular Area = 96.00 in -2 Ybot = 4.00 in Sbot = 128.0 in -3 I = 512 in -4 Ytop = 4.00 in Stop = 128.0 in -3 f'c = 5.000 ksi Ec = 4287 ksi ecu = 0.0030 fpu = 270.00 ksi Es = 29000 ksi ese = 0.0055 fy = 60.00 ksi fp,eff = 154.00 ksi betal= 0.80 r = 2.31 in Reinforcing Data: Depth Area Prestressed Strand (in) (in -2) or Mild Steel 4.00 0.133 Mild Steel ,+* xxxxxxxxxxxx *xxxxxxxxxxxxxxxxxxxx OUTPUT xxxxxxxxxxxxxxxxxxxx *xxxxxxxxxxxx FACTORED LOADS ----- --- - -- - -- App. App. Mom. Allow. kLu Cm Bd Mlb /M2b Pu Mu Magn. Mc Mu (ft) (k) (k -in) (k -in) (k -in) 14.10 0.60* 0.00 0.00 13.6 26 1.00 26 77 In determining the moment magnifier, the flexural stiffness of the member was determined using ACI Eq. 10 -11. ( *)Cm calculated using Eq. 10 -12 and given Mlb /M2b Capacity Reduction Factor, phi: Balanced condition: Pu = 62.0 kips Mu = 206 k -in ( +Mu) Pu = 62.0 kips Mu = -206 k -in ( -Mu) 0.1 *f'c *Area= 48.0 kips phi = 0.90 - 0.20 *(Applied Pu) /( 48.0),for ( +MU) phi = 0.90 - 0.20 *(Applied Pu) /( 48.0),for ( -Mu) but phi not less than 0.70 Max design axial load strength: phi *Pn(max) = 232.6 kips, Eq. 10 -2 ULTIMATE LOAD INTERACTION DIAGRAM --------------------------------- Allow. Allow. Ecc. Allow. Ecc. Allow. Allow. Ecc. Allow. Ecc. Pu +Mu + -Mu - Pu +Mu + -Mu - (k) (k -in) (in) (k -in) (in) (k) (k -in) (in) (k -in) (in) 0.0 28 -28 127.9 282 2.2 -282 2.2 11.6 70 6.0 -70 6.0 139.6 285 2.0 -285 2.0 23.3 108 4.6 -108 4.6 151.2 285 1.9 -285 1.9 34.9 142 4.1 -142 4.1 162.8 281 1.7 -281 1.7 46.5 171 3.7 -171 3.7 174.5 274 1.6 -274 1.6 58.2 198 3.4 -198 3.4 186.1 262 1.4 -262 1.4 69.8 220 3.1 -220 3.1 197.7 248 1.3 -248 1.3 81.4 238 2.9 -238 2.9 209.4 229 1.1 -229 1.1 93.1 253 2.7 -253 2.7 221.0 207 0.9 -207 0.9 104.7 266 2.5 -266 2.5 232.6 182 0.8 -182 0.8 116.3 276 2.4 -276 2.4 SHEET 2 of 6.1.1.3 DATE: 1/31/2007 PAGE: 1 BY: MRB I: \Jobs \0612 \Engrg \06 -Walls Design \0612E- 6 -1 -1 -3 8 in Slab Bearing Fin Wall.cmp 0 00===C_Jt__D0 \J Stresscon Corporation Tele: 719/390-5041 SUBJECT: MOUNTAIN VIEW DATE:12/8/06 P.O. Box 15129 Fax: 719/390-5564 Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: MRB/FDG SHEET 3 OF 6.1.1.3 .. ......... ..... . ....... ..... . .. .... ­.­ . .. .... .. - ... .... ..... .... ... .. .... ......... ................ ... . ....... .. ... . . ............ ............. ... . ..... .. ... ..... ..... ........... ...... . .... 6850 W. 52nd Ave. Suite 201 Arvada, Colorad o800021 Fax: (303) 940-9717 Phone: (303) 940-9715;1 E �J•• Title MOUNTAIN VIEW i By: IVIRB D. 12/08/06 Job No.' '0612 S ubject 8" SLAB BRG FIN WALL Checked .......... ..... By: Date: Sheet. . .. .... .... . ........ . ................ . ................... . .... ... ............ ............... . .... . Pu� mu 0.01 28 ........ .. . .... ..... .... . ..... 11.6 ........... ............ 70 . ..... ................ - ........... 108 34.9 142' . ........... ........... . i.] 46.5 1711 58.2 198 1 •• .8� 220 ... .. ......... 93.1 253 1 104.71 2661 1 2 " E • 2' 8 1 - - - - - - - - - - '1510, I Sir Y77%"9'fmR71_ R!? 139.6 285 A t3 U , Mm"A % IF"'OU JV w w 1, ME 4, r4V 1 RIM NO 2291 vwv f, -W V IWL 232.6 0 Interaction pts pq Mm 4 f r Pul mu TRAY N , V5 4 K • E C) (5 Co C) 04 C a Li Li rn O O V) .S 00 co ELI 10 O C> C Li 1- �2 0 _ U_ D O 13z== =k --- j�U Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 12 /8/06 P.O. Boa 15129 Fax: 719/390 -5554 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 4 OF 6.1.1.3 CHECK LOWER WALL FOR OVERTURNING: LOADING FROM WALLS ABOVE CANTILEVER = 1.2(150 pcf)(8 /12 ft)(42.5 ft) = 5.1 klf FROM WALLS BELOW CANTILEVER = 1.2(150 pcf)(8 /12 ft)(4.58 ft) = 0.55 klf FROM SLABS = 3(3.6 klf) = 10.8 klf E 0 N O La.; n 0 O N M C v Lai H 3 v 0 3 ri M v N co 7 7 to i W N o �N 0 N O 3 i Lal N c0 O N 0 O J V_ G9 l� W1" = 5.1 klf + 10.8 Of + 0.55 klf = 16.5 klf from 0' -0" to 4' -11" W2 = 5.1 klf + 10.8 klf = 15.9 klf from 4' -11" to 8' -10" 4' -11 3' -11" W1 W2 A A T C LET a/2 = 6 in FM = T(4.92 ft) - (16.5 k1f)(4.92 ft)(4.92 ft /2) + (15.9 k1f)(3.92 ft)(3.92 ft /2) T = +15.8 k (Compression) IF = 15.8 k - (16.5 k1f)(4.92 ft) - (15.9 k1f)(3.92 ft) + C C = 127.7 k (Compression) CHECK a = C /(0.85f',b) = 127.7 k/(0.85 * 5 ksi * 8 in) = 3.76 in < a/2 ...OK CHECK AGAINST WORST CASE LOADING: W1 = 4.71 klf (WALL DL) + 1.1 klf (SLAB DL) = 5.81 Of DL W2 = 15.9 Of FM = T(4.92 ft) - (5.81 k1f)(4.92 ft)(4.92 ft /2) + 15.9(3.92 ft)(3.92 ft /2) T = -10.5 k (Overturning Tension) IF = 0 = -10.5 k - 5.81 k1f(4.92 ft) - 15.9 k1f(3.92 ft) + C C = 101.4 k (Compression) CONNECT TO FOUNDATION USING CXN FROM 8.6.2.1 CONCLUSIONS: USE VERTICAL #4'S @ 18" O.C. USE HORIZONTAL #4'S @ 18" O.C. D O ❑OOO���L.i V Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 01 /04/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 6.1.2.1 HEAVY SHEARWALL DESIGN (ALONG GRID E) WW 205' OF HEA ACCUMULATE AT THE SECOND LEVEL 520' REV SAL R OCCURS HERE WHICH MEANS THE U 20 E n cG 0 N 0 Li a 0 3 N O 3 0 d i N I i co Li N C O+ �N d 0 3 i W N i N G O / J 0 uuu uuu nuu uuu II II II II II II It II II II II II II II II II II II II II II III II II II II III II II II 11 Il�j II II II II II II� II II II II II II II II II II II II II II II II II 605 uuu 567 thin II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II 11 II II II II mlu nun II 11 II II II II uuu uuu LEFT JAMB f -177' — REINFORQE CENTRAL JAMB NOMINALLY AS IT WILL ATTRACT A SMALLIAM06NT OF SHEAR THROVJGH THE, PANEL LO 00 M /2 =177 *89.5/2 = 7720' A 7920/54 "/60/0.9= 2.7in USE (3) #9's EA END/ T14 1 5 w ALL 0 F'S 10nN JHh e t g & RLa.41gW LV #61N 'GEST s u g n► , M-10 w/ !r M0 PS Y-06? 'r1415 wA14-A- �- g rmA /rvPe cy F C "$A 7 uuu uuu a F w rr 4.A- 47 0" 11 11 ii STIF O JAMB ELEMENTS IS RELATIVE TO WIDTH 44% II II II OF MEMBERS II II II II II II II II II II II II II II II II II II II II II II II II II II II II II li � II II II II II II II II II II II II II II II II II II II II II II II II #7 EXTENDS 13" u u u u u u FROM THIS POINT (2" RIGHT JAMB CLR. OF BOT.) �- -138' FLEXURAL REINF. MUST BE DEVELOPED °' ® TOP AND BOTTOM M=V�1 2 =138 *95/2= 6555 � 2 A 655/41 "/60/0.9= 3.Oin USE (3) #9's EA END #9 BARS IN THIS P NEL ARE SPLICED TOGETHER WITH NMB's� — THIS ENSURES T AT THE REBAR IS FULLY DEVELOPED THIS IS THE WO /ECTREASES CASE WW PANEL — AS NMB's AND #9's ARE DECREASED AS THE SHEAR UP IN THE PANELS SO IS THE REQUIREMENT FOR THE STEEL PER OUR CALCULATIONS ABOVE. CE r'= C�pW 0 0 00000000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: O1 /04/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver lane: 303/623 -1323 BY: RCD /FDG SHEET 2 OF 6.1.2.1 HEAVY SHEARWALL DESIGN (ALONG GRID E) WW CONT. JAMB SECTION SHEAR ANALYSIS. E co w M 0 0 N C O �.i 0 3 N O 3 0 r v I N I O I w N to Co C U . N y v 3 I O v+ v+ c W N �D O N d O J la_ L� oV, ? V & V 5 V + V V = 21(f' *b V = 21(6000)(8")(41 ") = 50.8' 138'/0.75 s — 50.8' + V THUS V ? 133.2' spacing = A,f d /V = 0.4 *60 *41 "/133.2' = 74' USE #4's ® 6' O.C. oV" ? V & V" S V� + V V = 21(f'�) *b V = 21(6000)(8")(54 ') = 66.9' 177'/0.75 s 66.9' + V THUS V ? 169.1' spacing = A /V = 0.4 *60 *54 '/169.1' = 7.6" USE #4's @ 6" O.C. C� u r�C�C�C�'Cr�W 0 0 0000000d Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /04/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 3 OF 6.1.2.1 HEAVY SHEARWALL DESIGN (ALONG GRID E) O CONT. LINTEL SECTION ANALYSIS E 0 . 00 It to PNL WT. %�; 15' MAX S 15'/9.5'= 1.6kif 0 Uj �I 0 N O 3 0 v 0 d i N I co I w N t0 i co � N 0 N O 3 I 0 El W N 0 N 0 CD J in O li LINTELS MUST SUPPORT DIFFERENCE BETWEEN TENSION FORCE + LOADING & COMPRESSION BLOCK, SINCE PANEL IS NON —LOAD BEARING THIS AMOUNT EQUALS THE PANEL WEIGHT i 9' -4 2 15'/9.5'= 1.6klf MAX MOMENT = wL (FIXED — FIXED) 1.6 *1.2 *(9.5') = 14.44 *12 = 173 -k Required Reinforcing w/ (Mu= 173 .0,b= 8.0,d= 12.00,f'c= 6.0,fy =60) As,calc = 0.2715 sq.in 3/4 Asb = 2.7165 As,min = 0.3718 As,req'd= 0.3620 USE (2) #5's TOP AND BOTTOM OF LINTEL SECTION = 0.62in OK. Cs4�C CSC�G�W a o 00000000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /15/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 6.1.2.3 O VERTICAL 8" ELEVATOR WALL f' = 2500 psi f' = 6000 psi F = 60 ksi 'fH! 5 w Ate- TYPE S#A44. BF (ZE J IEw& TEN Sue M ITTEID warm tie m w1N G 6 v g r► 177 ft z LOADING Worst Case loading on this panel is a shear load: net = 115 across jamb section of panel E n to Uj 0 0 N to C O 0 JAMB SECTION —115 M =V /2 =115 *95/2= 5462 -k A 5462/35 "/60/0.9= 2.9in USE (3) #9's EA END 55 25 15 210 162 i #9's Required Reinforcing w/ (Mu= 9720. 0,b= 8.0,d= 155.00,f'c= 6.0,fy =60) OV ? V & V. s V. + V As,calc = 1.1678 sq.in 3/4 Asb = 35.0885 V = 21(f' ) *b d As,min = 4.8025 V� = 21(6000)(8 ")(35') = 43.4k As,req'd= 1.5570 115 s 43.4 + V THUS V ? 110 spacing = A�f /V = 0.4 *60 *35 "/110 = 7.6" USE #4's ® 6" O.C. USE (4) #6's = 1.76in w J li U' L� 0 D Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 12/15/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 2 OF 6.1.2.3 O VERTICAL 8" ELEVATOR WALL — CONT. E 0 w 0 0 N L6 0 a 0 3 y O 3 0 s W a U I N I i I W Er N (O i �N 0 0 3 I i W CD N t0 - U, O J li C7 la. LOADING This design will resist gravity loads. Design case is located North and perpendicular to Grid E in elevator core. DL FROM WALL ABOVE = 1.2(0.150 kcf)(8 /12 ft)(20 ft) = 2.4 klf ANALYSIS CHECK GRAVITY LOADS: MAX LOAD W/ MIN MOMENT AND MIN STEEL W = 2.4 klf K = 24.83 ft P = 2.4 k emirs = 0.6 + 0.03(8 in) = 0.84 in M = (2.4 ft)(0.84 in) = 2.02 in —k /ft MIN STEEL (ACI 16.4.2): 0.001(8 in)(12 in) = 0.096 in LIMITED TO 18" O.C. USE SIM REINFORCING AS TYPICAL 8" WALLS — #5's ® 14" O.C. OK. CHECK CANTILEVER: W,, = 2.4 klf + 1.2(0.150 kcf)(8 /12 ft)(13.25 ft) = 3.99 klf M,, = (3.99 klf)(5 ft)(5 /2 ft) = 49.9 ft —k = 598.5 in —k Required Reinforcing w/ (Mu= 589. 5,b= 8.0,d= 157.50,f'c= 5.0,fy =60) As,calc = 0.0693 sq.in 3/4 Asb = 31.6929 As,min = 4.4548 As,req'd= 0.0925 (2) #5 BARS PROVIDE 0.62 in' i i n 00 PO 8' -114" CTOCCCf"A� 0 O OD=czD == 0 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /11/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 6.1.2.2 WZ HORIZONTAL SLAB AND BEAM BEARING 8" WALL f' = 2500 psi f' = 5000 psi F = 60 ksi E Q. M N w Co N 0 w 0 m 3 0 3 m a 0 N 0 W c� N N i W N to 0 _ 0 0 3 1 cD 0 rn W N 0 0 0 L OADING: This design will resist gravity and shear loads. GRAVITY LOADING: BEAM (LENGTH = 17.5833 ft) P = (115.4 k)(17.58 ft/23.2 ft) = 87.4 k (FROM 1 OF 3.3.5) CONSERVATIVELY SPREAD LOAD OVER A 3' -0" SECTION W,, = 87.4 k / 3 ft = 29.1 klf SHEAR LOADING: V = 428 k (FROM 4 OF 1.1.1) ANALYSIS CHECK GRAVITY LOADS: MAX LOAD W/ MIN MOMENT: W = 29.1 klf K = 14.1 ft P . = 29.1 k emll = 0.6 + 0.03(8 in) = 0.84 in M = (29.1 f)(0.84 in) = 24.5 in —k /ft SEE 3 OF 6.1.1.3 FOR ,COL INTERACTION CURVE MIN STEEL (ACI 16.4.2): 0.001(8 in)(12 in) = 0.096 in LIMITED TO 18" O.C. #4 BARS @ 18" O.C. PROVIDE 0.133 in CHECK SHEAR TRANSFER (ACI 11.10): V = 428 k d = 0.81,, = 0.8(40 ft) = 32 ft V, = 2J5000 psi * 8 in * 32 ft * 12 in /ft = 434.4 k ' /2oV,, = ( k) = 162.9 k PROVIDE SHEAR STEEL HORIZONTAL BARS = 0.0025(8 in)(12 in) = 0.24 in VERTICAL BARS NOT TO EXCEED HORIZONTAL REINFORCEMENT USE #5 BARS @ 14" O.C. = 0.26 in i 40' -0" MAX C541D1EP( CRLF W G�9 0 0 0z====od Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 01 /30/07 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 6.1.2.4 8" SOIL BEARING CANTILEVER WALL PAN DESIGN SEE 2 OF 0.1 FOR SOIL ANALYSIS E CL N Uj st N n O O N a O D h O� 3 v O 3 c ao d d 0 U N I I �O I W N C 0 41 0 3 1 cG W N i w J L� 0 ASSUME SURCHARGE = 104psf USE 50 PCF (WALL HT. LESS THAN 15') ANALYZE ON PER FOOT BASIS: 4' -0" S = 12 *8 = 128in LIMIT STRESS TO 7.5J(f'c) M s -max = 7.5 *J(5000) *128in = 67.8' " - CALCULATE MAX MOMENT ASSUMING CXN LOAD OF 5.7 M = 55'" -k - PANEL DOES NOT CRACK CALCULATE MAX MOMENT TAKING AWAY CONNECTION LOAD FOR ULTIMATE REINFORCING WZ SIM. OUT OF PLANE CXN CAPACITY OF 5.7 (8.6.1.2) ASSUME FIXED ® F.F. ZM 1.6 *4'[0.1 *8' *8'/2 +0.3 *8'/2 *8'/31 -6'(X) = 0 X = 6.83 REQUIRED FOR EQUILIBRIUM (NO MOMENT IN PANEL ® F.F.) 590psf NOTE: GROUT VERTICAL JOINT TO RESIST SOIL LOADS - 8" PANEL OK BY INSPECTION Required Reinforcing w/ (Mu= 518 .0,b= 48.0,d= 4.00,f'c= 5.0,fy =60) As,calc = 2.6579 sq.in 3/4 Asb = 4.8294 As,min = 0.6788 As,req'd= 2.6579 FLEXURAL STEEL IN 4' -0" SECTION IS (2) #9's & AT LEAST (3) #5's PER WZ DESIGN TYPE. = 2.93in OK. M = 518' 1 OOpsf FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. INPUT DATA E= 100 ksi No. of Jts.= 3 No. of Elements= 2 Element Data Joint Data ------ - - - - -- Element I ---- - Joint - - - -- X Joint # (in ^4) # (ft) Restraint 1 100 1 0.00 PINNED 2 100 2 3.80 PINNED 3 11.80 FREE Load Case Description --------------- - - - - -- Load Case Description 1 SOIL LOAD 2 ULT Distributed Loads --------------- -- Load W1 W2 Xi X2 Case (k /ft) (k /f t) (ft) (ft) 1 2.360 0.400 0.00 11.80 Concentrated Loads, Py - - - - -- ---------------- Load Py Xp Case (k) (ft) 2 -5.70 9.80 SHEET 2 OF 6.1.2.4 DATE: 1/31/2007 PAGE: 1 BY: RCD I:\ Jobs \0612 \Engrg \Russell \8inchWalls soil.bcn FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. --------------- - - -- LOAD COMBINATION 1 Combined Loads = 1.000 * LC 1 + 0.750 * LC 2 Joint Reactions and Displacements Joint X Rx Ry # (ft) (k) (k) 1 0.00 0.00 -3.74 2 3.80 0.00 -8.27 3 11.80 0.00 0.00 Mz Y -disp. Rotat. (k -in) (in) (rad) 0 0.0000 0.055926 0 0.0000 - 0.042466 0 - 17.1184 - 0.250814 Element Forces and Displacements Ele. X Axial # (ft) Force Shear Force Moment Y- displ. (k) (k) (k -in) (in) 1 0.00 0.00 -3.74 -0 - 0.0000 1 1.27 0.00 -0.88 -35 0.6744 1 1.68 0.00 -0.00 -37 0.7497 1 2.53 0.00 1.71 -28 0.6258 1 3.80 0.00 4.03 16 - 0.0000 2 3.80 0.00 -4.24 16 - 0.0000 2 6.47 0.00 -0.22 -52 - 2.2640 2 6.64 0.00 0.00 -53 - 2.5567 2 9.13 0.00 2.62 -11 - 8.9509 2 9.80 0.00 3.14/ -1.13 12 - 11.0451 2 11.80 0.00 0.00 0 - 17.1184 SHEET 3 OF 6.1.2.4 DATE: 1/31/2007 PAGE: 2 BY: RCD I:\ Jobs \0612 \Engrg \Russell \8inchWalls soil.bcn FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. --------------- - - -- LOAD COMBINATION 2 (ft) --------------- Combined Loads - - -- = 1.600 * LC 1 Joint Reactions and Displacements --------------------------------- Joint X Rx Ry # (ft) (k) (k) 1 0.00 0.00 4.82 2 3.80 0.00 -30.88 3 11.80 0.00 0.00 Element Forces and Displacements -------------------------------- Ele. X Axial 9.13 Mz Y -disp. Rotat. (k -in) (in) (rad) 0 0.0000 - 0.284803 0 0.0000 0.680624 0 172.1241 2.120195 # (ft) Force Shear Force 109 - 3.9780 (k) (k) 1 0.00 0.00 4.82 1 1.27 0.00 9.39 1 2.53 0.00 13.54 1 3.80 0.00 17.25 2 3.80 0.00 -13.62 2 6.47 0.00 -7.19 2 9.13 0.00 -2.65 2 11.80 0.00 0.00 Moment Y- displ. (k -in) (in) -0 0.0000 109 - 3.9780 283 - 5.3200 518 0.0000 518 0.0000 190 41.8113 37 104.5625 -0 172.1241 SHEET 4 OF 6.1.2.4 DATE: 1/31/2007 PAGE: 3 BY: RCD I:\ Jobs \0612 \Engrg \Russell \8inchWalls soil.bcn a 0 O000000❑ Q Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /27/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SKEET 1 OF 6.1.3.1 WA 10" WALL DESIGN ALONG EAST ELEVATION E a 0 n too w 0 N 06 U N 0 w a a 3 0 d X w 0 d 7 M i i w N to i �N 0 0 3 i C> i Cm w N i N 0 J a: CD 0 LOADING: CASE 1: SOIL LOADING Design for 50 pcf equivalent fluid pressure and 100 psf surcharge. P top = 100 psf P bott . = (50 pcf)(10.5 ft) + 100 psf = 625 psf M = 61 in —k (See 3 of 6.1.3) M. = 85 in —k (See 4 of 6.1.3) Required Reinforcing w/ ( Mu= 85 .0,b= 12.0,d= 8.50,f'c= 5.0,fy =60) As,calc = 0.1876 sq.in 3/4 Asb = 2.5656 As,min = 0.3606 As,req'd= 0.2502 USE #5 BARS @ 12" O.C. VERTICAL = 0.31 in OF 10" SLAB /DT WALL MINIMUM REINFORCEMENT (ACI 16.4.2): 0.001(12 in)(10 in) = 0.12 in /ft INTERIOR FACE: VERTICAL #5 BARS @ 12" O.C. HORIZONTAL #4 BARS @ 18" O.C. EXTERIOR FACE: VERTICAL #4 BARS @ 18" O.C. CO HORIZONTAL #4 BARS @ 18" O.C. o C.I.P SLAB ON GRADE RESISTS THE WALL RXN BOTTOM DUE TO SOIL LOADS. SLAB AND DT RESISTS THE WALL RXN AT THE SEE 5 -7 OF 6.1.3.1 FOR AXIAL LOADING AND SHIPPING /HANDLING. CRACKING CHECK: M,, = (f,,/ 1.5)S (7.575000 psi /1.5) * (12 in)(10 in) /6 M = 70.7 in —k > M c! 5 NO CRACK STEEL REQ'D P BOTroM CASE 2: AXIAL LOADING MAX TEE RXNS (FROM 5 OF 2.1.1) = 10.8 k (D /L = 5.7/5.1) = 10.8 k * 4 flr = 43.2 k (D /L = 22.8/20.4) WALL DL FROM ABOVE = (0.150 kcf)(10 /12 ft)(35 ft) = 4.4 klf C.I.P. SLAB ON GRADE FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. INPUT DATA E= 4287 ksi No. of Jts.= 2 No. of Elements= 1 Element Data Joint Data ------ - - - - -- ---- - - - - -- Element I Joint X Joint # (in ^4) # (ft) Restraint 1 1000 1 0.00 PINNED 2 10.50 PINNED Load Case Description --------------- - - - - -- Load Case Description 1 SOIL LOADS Distributed Loads --------------- -- Load W1 W2 X1 X2 Case (k /ft) (k /ft) (ft) (ft) 1 0.625 0.100 0.00 10.50 SHEET 2 OF 6.1.3.1 DATE: 12/14/2006 PAGE: 1 BY: MRB I: \Jobs \0612 \Engrg \06 -Walls Design \0612E -6 -1 -3 10 in Exterior Wall Soil Loading.bcn FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. --------------- - LOAD COMBINATION --------------- - -- 1 SERVICE - Combined Loads - -- = 1.000 * LC 1 Joint Reactions and Displacements --------------------------------- Joint X Rx Ry Mz Y -disp. Rotat. # (ft) (k) (k) (k -in) (in) (rad) 1 0.00 0.00 -2.36 0 0.0000 0.000616 2 10.50 0.00 -1.44 0 0.0000 - 0.000559 Element Forces and Displacements -------------------------------- Ele. X Axial # (ft) Force Shear Force Moment Y- displ. (k) (k) (k -in) (in) 1 0.00 0.00 -2.36 0 0.0000 1 1.75 0.00 -1.35 -39 0.0122 1 3.50 0.00 -0.48 -58 0.0205 1 4.64 0.00 0.00 -61 0.0229 1 5.25 0.00 0.23 -60 0.0231 1 7.00 0.00 0.79 -49 0.0197 1 8.75 0.00 1.19 -28 0.0112 1 10.50 0.00 1.44 0 0.0000 Max Ms = 61 in -k SHEET 3 OF 6.1.3.1 DATE: 12/14/2006 PAGE: 2 BY: MRB I: \Jobs \0612 \Engrg \06 -Walls Design \0612E -6 -1 -3 10 in Exterior Wall Soil Loading.bcn FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. --------------- - - -- LOAD COMBINATION 2 ULTIMATE --------------- - - -- Combined Loads = 1.400 * LC 1 Joint Reactions and Displacements Joint X Rx Ry Mz Y -disp. Rotat. # (ft) (k) (k) (k -in) (in) (rad) 1 0.00 0.00 -3.31 0 0.0000 0.000862 2 10.50 0.00 -2.02 0 0.0000 - 0.000783 Element Forces and Displacements -------------------------------- Ele. X Axial # (ft) Force Shear Force (k) (k) 1 0.00 0.00 -3.31 1 1.75 0.00 -1.88 1 3.50 0.00 -0.67 1 4.64 0.00 -0.00 1 5.25 0.00 0.32 1 7.00 0.00 1 110 1 8.75 0.00 1.67 1 10.50 0.00 2.02 Max Mu = 85 in -k Moment Y- displ. (k -in) (in) 0 0.0000 -54 0.0170 -81 0.0288 -85 0.0321 -84 0.0324 -69 0.0275 -39 0.0157 0 0.0000 SHEET 4 OF 6.1.3.1 DATE: 12/14/2006 PAGE: 3 BY: MRB I: \Jobs \0612 \Engrg \06 -Walls Design \0612E -6 -1 -3 10 in Exterior Wall Soil Loading.bcn C�4OC�C�Cs(�W o ❑ oor --- 7= ❑ Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /30/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs. CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 5 OF 6.1.3.1 CASE 2: CONTINUED Conservatively spread load over 5 ft (avg. stem spacing) = 43.2k/5 ft = 8.6 klf (D /L = 4.56/4.08) TOTAL SUPERIMPOSED LOAD = 13 klf (D /L = 8.96/4.08) E M co 0 0 N 06 U N Q 0 rn 3 0 3 0 X W 0 a i M i W N t0 O i 0 3 C> 1 i rn Cq W i io 0 0 i w J v: v LOOK AT A 1 ft SECTION OF WALL: Ps mox = 13 k (D /L = 8.96/4.1) CHECK MAX LOAD W/ MAX MOMENT K = 10.92 ft P = 1.2(8.96) + 1.6(4.1) = 17.3 k e = 3.25 in (SEE SECTION CUT 33/S1.3) M,= 17.3 k * 3.2 5 = 5 6.3 in -k CASE 3: AXIAL LOADING FROM PLAZA LEVEL BEAM MAX RXN = 362.2 k (FROM 1 OF 3.2.2). Conservatively spread load over a 4' -0" section of wall. W,, = 362.2 k /4.0 ft = 90.5 klf LOOK AT A 1 ft SECTION OF WALL P� nox = 90.5 k CHECK MAX LOAD W/ MIN MOMENT K = 10.92 ft P = 90.5 k e =0.6 +0.03(10 in) 0.9 in M� = 90.5 k * 0.9 in = 81.45 in -k SEE SHEET 7 OF 6.1.3.1 FOR ANALYSIS #5'S @ 12" O.C. OK CASE 4: SHIPPING AND HANDLING - 2 PT PICK LONGEST PANEL = 24.6 ft W = 41.4 k/13.5 ft = 3.1 klf M = 3.1 klf(0.218 * 24.6 ft) /8 = 133.7 in -k S = (162 in)(10 in) /6 = 2700 in Q act = M /S = 133.7 in- k/2700 in = 49.5 psi g = 7.5J2500 psi /1.5 = 250 psi MIN REINFORCING AND 2 PT PICK OK CASE 5: SHEAR CHECK ACI 11.10.4 d = 0.8(16.5 ft) = 13.2 ft V = 455 k (SEE 1 OF 1.1.8) ' /2o\� = ( psi)(10 in)(13.2 ft)(12 in /ft) /1000 = 84 k ...PROVIDE SHEAR STEEL ACI 11.10.9.3: Av min = 0.0025(10 in)(12 in) = 0.3 in /ft ACI EON 11 -31: Av req'd = V /f = 455 k /(60 ksi * 13.2 ft * 12 in /ft) = 0.048 in /in = 0.57 in /ft USE #5 BARS @ 12" O.C. EA FACE = 0.62 in2 /ft FDG, Inc. MOUNTAIN VIEW Compmem, 3.0.02, (C)2005 SALMONS TECHNOLOGIES, INC. DESIGN DATA Bbot = 0.00 in Tbot = 0.00 in Bweb = 12.00 in Stop = 0.00 in Ttop = 0.00 in H = 10.00 in Section Type: Rectangular Area = 120.00 in -2 Ybot = 5.00 in Sbot = 200.0 in -3 I = 1000 in -4 Ytop = 5.00 in Stop = 200.0 in -3 f'c = 5.000 ksi Ec = 4287 ksi ecu = 0.0030 fpu = 270.00 ksi Es = 29000 ksi ese = 0.0055 fy = 60.00 ksi fp,eff = 154.00 ksi betal= 0.80 r = 2.89 in Reinforcing Data: Depth Area Prestressed Strand (in) (in -2) or Mild Steel 1.50 0.310 Mild Steel 8.50 0.133 Mild Steel xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx OUTPUT xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx FACTORED LOADS -------- - - - - -- App. App. Mom. Allow. kLu Cm Bd Mlb /M2b Pu Mu Magn. Mc Mu (ft) (k) (k -in) (k -in) (k -in) 10.92 0.60* 0.00 0.00 17.3 56 1.00 56 146 In determining the moment magnifier, the flexural stiffness of the member was determined using ACI Eq. 10 -11. ( *)Cm calculated using Eq. 10 -12 and given Mlb /M2b Capacity Reduction Factor, phi: Balanced condition: Pu = 150.2 kips Mu = 491 k -in ( +Mu) Pu = 135.8 kips Mu = -493 k -in ( -Mu) 0.1 *f'c *Area= 60.0 kips phi = 0.90 - 0.20 *(Applied Pu) /( 60.0),for ( +Mu) phi = 0.90 - 0.20 *(Applied Pu) /( 60.0),for ( -Mu) but phi not less than 0.70 Max design axial load strength: phi *Pn(max) = 299.4 kips, Eq. 10 -2 ULTIMATE LOAD INTERACTION DIAGRAM --------------------------------- Allow. Allow. Ecc. Allow. Ecc. Allow. Allow. Ecc. Allow. Ecc. Pu +Mu + -Mu - Pu +Mu + -Mu - (k) (k -in) (in) (k -in) (in) (k) (k -in) (in) (k -in) (in) 0.0 80 -147 164.7 498 3.0 -492 3.0 15.0 138 9.2 -202 13.5 179.7 500 2.8 -487 2.7 29.9 190 6.4 -252 8.4 194.6 497 2.6 -478 2.5 44.9 241 5.4 -298 6.6 209.6 489 2.3 -464 2.2 59.9 288 4.8 -337 5.6 224.6 475 2.1 -445 2.0 74.9 336 4.5 -380 5.1 239.5 456 1.9 -422 1.8 89.8 378 4.2 -417 4.6 254.5 431 1.7 -393 1.5 104.8 415 4.0 -448 4.3 269.5 401 1.5 -360 1.3 119.8 446 3.7 -473 4.0 284.5 364 1.3 -321 1.1 134.7 472 3.5 -492 3.7 299.4 322 1.1 -276 0.9 149.7 491 3.3 -494 3.3 SHEET 6 OF 6.1.3.1 DATE: 12/14/2006 PAGE: 1 BY: MRB I: \Jobs \0612 \Engrg \06 -Walls Design \0612E- 6 -1 -3 -1 Typ 10 in Exterior Wall.cmp G? G?G"G:QE�q = 0 DO C70 =000 V Stresscon Corporation Tele: 719/390-5041 SUBJECT: MOUNTAIN VIEW DATE:11/30/06 P.O. Box 15129 Fax: 719/390-5564 Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: MRB/FDG SHEET 7 OF 6.1.3.1 6850 W. 52nd Ave. Suite 201 " Arvada, Colora do i — 0 6 - 0 — i ax: � i Phone: (303) 940-9715 I N C 0 R P 0 R A T E D . . .. .. .. ..... ...... ..... .... ..... .... ............. ...... ........ Job Title I MOUNTAIN VIEW By: MRB Date 1 11/30/06 Job No '0612 1 Subject TYP 10" EXTERIOR WALLChecke d By: Date: Sheet� COLUMN INTERACTION CURVE i Pul mul • V 29.91 138 i 1 go! 415' 446 4 Kk AW aw. All A411 Sol .......... 4 .9 8 179.71 5001 4.61 4971 L NA . ......... 209.61 ....... .. .... 489 4 224.61 ....... ... 47 5 .............. '11 RA., 239.51 ...... . ...... ... ......... .. 456 Z 71 . . . . . . . . . . . 269.51 401 iC4:5�t 364' 299.41 322 299.4 0 E cX C4 LD 10 O O 4! Li O 0- T Lj N co C C, to Er �2 (0 O 0 U- 0 U9 on x .._....._ 1 1 50.0 90.2 I .................... _j 81.45' 100 200 300 400 500 600 MOMENT (k * in) C�4�C'C GG�G� a a 0000c�oc�e a Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 01 /10/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 6.1.3.1.A 806 PILASTER DESIGN E n u'> w 0 0 N 0 w a 0 -o 0 3 0 X W 0 LOADING: P = 379.2 k (FROM 1 OF 3.2.2) ANALYSI MINIMUM STEEL (ACI 10.8.4) 0.5(0.01)(18 in)(36 in) = 3.24 In TRY (4) #9'S STIRRUP SPACING (ACI 7.10.5:2): 16 * 1 in = 16 in 48 *0.5in =24 in USE #4 STIRRUPS @ 16 in O.C. ACI EON 10 -2: MAX OP = 0.80 *0.65(0.85 *5 ksi(648 in — 4 in + 60 ksi *4 in 2) = 1548 k MAX MOMENT DUE TO MAX LOADING: K = 10' -8" e = 5" P = 379.2 k M = 379.2 k * 5 in = 1896 in —k SEE NEXT PAGE FOR COLUMN INTERACTION CURVE. USE (4) #9 BARS VERTICAL USE (3) #4 STIRRUPS TOP AND BOTTOM 3" O.C.; BALANCE @ 16" O.C. BEARING PLATE: DESIGN FOR N = 0.2(379.2) = 75.84 k A = 75.84 k /(0.9 * 60 ksi) = 1.4 in #4 STIRRUPS PROVIDE 1.2 in USE (4) #5 BARS = 1.24 in TOTAL A = 2.44 in W 0 FDG, Inc. MOUNTAIN VIEW Compmem, 3.0.02, (C)2005 SALMONS TECHNOLOGIES, INC. DESIGN DATA Bbot = 0.00 in Tbot = 0.00 in Bweb = 36.00 in Btop = 0.00 in Ttop = 0.00 in H = 18.00 in Section Type: Rectangular Area = 648.00 in -2 Ybot = 9.00 in Sbot = 1944.0 in -3 I = 17496 in -4 Ytop = 9.00 in Stop = 1944.0 in -3 V c = 5.000 ksi Ec = 4287 ksi ecu = 0.0030 fpu = 270.00 ksi Es = 29000 ksi ese = 0.0055 fy = 60.00 ksi fp,eff = 154.00 ksi betal= 0.80 r = 5.20 in Reinforcing Data: Depth Area Prestressed Strand (in) (in -2) or Mild Steel 2.00 2.000 Mild Steel 15.00 2.000 Mild Steel xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx OUTPUT xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx FACTORED LOADS ----- --- - - - - -- App. App. Mom. Allow. kLu Cm Bd Mlb /M2b Pu Mu Magn. Mc Mu (ft) (k) (k -in) (k -in) (k -in) 10.67 0.60* 0.00 0.00 379.2 1896 1.00 1896 3800 In determin?..ng the moment magnifier, the flexural stiffness of the member was determined using ACI Eq. 10 -11. ( *)Cm calculated using Eq. 10 -12 and given Mlb /M2b Capacity Reduction Factor, phi: Balanced condition: Pu = 754.7 kips Mu = 5195 k -in ( +Mu) Pu = 804.6 kips Mu = -5280 k -in ( -Mu) 0.1 *f'c *Area= 324.0 kips phi = 0.90 - 0.20 *(Applied Pu) /( 324.0),for ( +Mu) phi = 0.90 - 0.20 *(Applied Pu) /( 324.0),for ( -Mu) but phi not less than 0.70 Max design axial load strength: phi *Pn(max) = 1667.1 kips, Eq. 10 -2 ULTIMATE LOAD INTERACTION DIAGRAM --------------------------------- Allow. Allow. Ecc. Allow. Ecc. Allow. Allow. Ecc. Allow. Ecc. Pu +Mu + -Mu - Pu +Mu + -Mu - (k) (k -in) (in) (k -in) (in) (k) (k -in) (in) (k -in) (in) 0.0 1634 -1866 916.9 5182 5.7 -5231 5.7 83.4 2151 25.8 -2315 27.8 1000.3 5128 5.1 -5155 5.2 166.7 2654 15.9 -2757 16.5 1083.6 5037 4.6 -5043 4.7 250.1 3122 12.5 -3175 12.7 1167.0 4903 4.2 -4891 4.2 333.4 3541 10.6 -3557 10.7 1250.3 4723 3.8 -4695 3.8 416.8 4000 9.6 -3993 9.6 1333.7 4495 3.4 -4451 3.3 500.1 4401 8.8 -4376 8.7 1417.1 4216 3.0 -4158 2.9 583.5 4733 8.1 -4703 8.1 1500.4 3883 2.6 -3813 2.5 666.8 4992 7.5 -4971 7.5 1583.8 3496 2.2 -3415 2.2 750.2 5186 6.9 -5178 6.9 1667.1 3052 1.8 -2955 1.8 833.6 5202 6.2 -5276 6.3 SHEET OF DATE: 1/10/2007 PAGE: 1 BY: MRB is \Jobs \0612 \Engrg \06 -Walls Design \0612E- 6 -1 -2 -4 8x36 Pilaster Design.cmp = O OZO = V Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 01 /10/07 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 3 OF 6.1.3.1.A 6850 W 52nd Ave. Suite 2 01 Arvad C olorado 80002 Fax: (303) 940 -9717 Phone: (303) 9 40 -9715 I N C O i R P D R 'A T E D Job Title i MOUNTAIN VIEW B MRB - D_ ate.1 01/10/07 Job No '0612 Subject 1 18x36 PILASTER DESIGN Checked By:! Date: Sheet: E a 0 0 w r, 0 N 0 0 0 3 3 0 W 0 [COLUMN INTERACTION CURVE DATA Pul Mu 0.01 1634 83 . . . _ _....._..._......___ 2 654 __._.. 250.11 3122 333.4 3541 416.81 _ 4000 500.11 4401 _5 83.5 _4 4992 _666.811 750 .2 5 186 8 33.6 5 202 91-16- ..19 .. 5182 1 0 1 503 1167_01 4903 1250.3i 4723 1333 7 4495 14 4 15 3883' _ 3496 _1_583.8 1667.1 _ 3052' 1667.1 1 . Interaction pts Pul Mu 1800.0 1600.0 1400.0 ivZiI11 f U) a Y 1000.0 O J g 800.0 i' 600.0 400.0 200.0 J C9 0 8x36 PILASTER DESIGN 1000 2000 3000 4000 5000 6000 MOMENT (k * in) C�4C�Ls'C CS'Cr�G� a a 00000000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /30/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 6.1.3.2 WB 10" HORIZONTAL, BEARING. NOT RETAINING SOIL f' = 2500 psi f' = 5000 psi F = 60 ksi y E 0 rn 00 iw to 0 C. N 00 in w p 3 3 0 Cn W 0 N I M 1 i I w N fD 0 i . 0 N O 3 I i w N i N a 0 J 0 ill I 0 LOADI See page 5 OF 6.1.3.1 for max axial loading See page 1 OF 6.1.3.1 for min steel. CHECK AXI AL LOA DING_W/ MIN ST Look at a 1 ft section of wall. K = 10.92 ft Pu ma: = 17.3 k e =3.25 in M = 56.2 in —k See following pages for analysis Min steel ok. SHIPPING AND HANDLING SELF WT = (0.150 kcf)(10 /12 ft)(10.5 ft) = 1.31 klf M = 1.31 klf(0.218 * 36.25 ft) /8 = 122.6 in — k S = (10.5 ft * 12 in /ft)(10 in) /6 = 2100 in G = 122.6 in —k /2100 in = 58.4 psi 9011 = 7.512500 psi /1.5 = 250 psi 2 point pick ok. USE (2) REBAR MATS: USE #4'S VERTICAL @ 18" O.C. USE #4'S HORIZONTAL @ 18" O.C. 36' -34" SHEAR C HECK: ACI 11.10.4: d = 0.8(36.25 ft) = 29 ft V. = 350 k (SEE 1 OF 1.1.2) 1 /20V� = (' /2)(0 .75)(2)( 5000)(10)(29)(12) /1000 = 184.6 k ...PROVIDE SHEAR STEEL ACI 11.10.9.3: Av min = 0.0025(10)(12) = 0.3 in /ft ACI EQN 11 -31: A, req'd = V s /f = 350/(60 *29 *12) = 0.0168 in /in = 0.201 in /ft MIN STEEL PROVIDES 0.133 in /face ...OK FDG, Inc. MOUNTAIN VIEW . Compmem, 3.0.02, (C)2005 SALMONS TECHNOLOGIES, INC. DESIGN DATA Bbot = 0.00 in Tbot = 0.00 in Bweb = 12.00 in Btop = 0.00 in Ttop = 0.00 in H = 10.00 in Section Type: Rectangular Area = 120.00 in -2 Ybot = 5.00 in Sbot = 200.0 in -3 I = 1000 in -4 Ytop = 5.00 in Stop = 200.0 in -3 f'c = 5.000 ksi Ec = 4287 ksi ecu = 0.0030 fpu = 270.00 ksi Es = 29000 ksi ese = 0.0055 fy = 60.00 ksi fp,eff 154.00 ksi betal= 0.80 r = 2.89 in Reinforcing Data: Depth Area Prestressed Strand (in) (in -2) or Mild Steel 1.50 0.133 Mild Steel 8.50 0.133 Mild Steel xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx OUTPUT xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx FACTORED LOADS -- ---- -- -- - - -- App. App. Mom. Allow. kLu Cm Bd M1b /M2b Pu Mu Magn. Mc Mu (ft) (k) (k -in) (k -in) (k -in) 10.92 0.60* 0.00 0.00 17.3 56 1.00 56 143 In determining the moment magnifier, the flexural stiffness of the member was determined using ACI Eq. 10 -11. ( *)Cm calculated using Eq. 10 -12 and given M1b /M2b Capacity Reduction Factor, phi: Balanced condition: Pu = 143.3 kips Mu = 467 k -in ( +Mu) Pu = 143.3 kips Mu = -467 k -in ( -Mu) 0.1 *f'c *Area= 60.0 kips phi = 0.90 - 0.20 *(Applied Pu) /( 60.0),for ( +Mu) phi = 0.90 - 0.20 *(Applied Pu) /( 60.0),for ( -Mu) but phi not less than 0.70 Max design axial load strength: phi *Pn(max) = 293.9 kips, Eq. 10 -2 ULTIMATE LOAD INTERACTION DIAGRAM --------------------------------- Allow. Allow. Ecc. Allow. Ecc. Allow.- Allow. Ecc. Allow. Ecc. Pu +Mu + - Mu - Pu +Mu + -Mu - (k) (k -in) (in) (k -in) (in) (k) (k -in) (in) (k -in) (in) 0.0 70 -70 161.6 474 2.9 -474 2.9 14.7 132 9.0 -132 9.0 176.3 475 2.7 -475 2.7 29.4 187 6.4 -187 6.4 191.0 471 2.5 -471 2.5 44.1 239 5.4 -239 5.4 205.7 462 2.2 -462 2.2 58.8 284 4.8 -284 4.8 220.4 448 2.0 -448 2.0 73.5 329 4.5 -329 4.5 235.1 428 1.8 -428 1.8 88.2 369 4.2 -369 4.2 249.8 403 1.6 -403 1.6 102.9 404 3.9 -404 3.9 264.5 372 1.4 -372 1.4 117.6 432 3.7 -432 3.7 279.2 336 1.2 -336 1.2 132.3 454 3.4 -454 3.4 293.9 294 1.0 -294 1.0 147.0 469 3.2 -469 3.2 SHEET 2 OF 6.1.3.2 DATE: 12/14/2006 PAGE: 1 BY: MRB I: \Jobs \0612 \Engrg \06 -Walls Design \0612E- 6 -1 -3 -2 Typ 10 in Exterior Wall.cmp Cs4C=7�C�C�G'W Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /1/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 3 OF 6.1.3.2 M M O O N 0 0 3 3 0 X W 0 N I I I to N C) 0 _N O 3 0 i W N () O m c 0 i rz 0 COLUMN IN CURVE DATA Pul mu 350.0 1 132; _ _. 29.41 18_71 _ 44.1i 23 58.81 284 ..... v . ..._. .. _ 88.2 369 _......__....__......_ .... ......................._._..... _. - __.... 102.9 ; 404' 300.0 _.__....... __......_._,_......._..._.._.._ .............._._,. .......__..__........._...._;.. 117.61 432 _ .... ......_.. .... 13 23 i 4 541 _! 147.0 ��469' 161. 474? a Q 250.0 200.0 _ 1763 475; _ � .191. _471 - 20 5.7 1 462' _ 220.4 44 2 35.1 ; 428 O g 150.0 24 9.8 403 264.5 ; 3721 279.2 ? 3_3 2 94! _293.9 293.91 O I _ 100.0 u 611111 1 1 MIN REINF IN 10" EXT. WALLS 100 200 300 400 500 MOMENT (k * in) a ❑ ❑000000ti a Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 12 /1/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 6.1.3.3 WC HORIZONTAL, BEARING. NOT RETAINING SOIL f' = 2500 psi f', = 5000 psi F = 60 ksi E CL 00 u� 4i a= C) O 0 N O V N l�l Q U 3 . at c C W O a 3 `o r O I M I O I w N co O C O� . d 0 y O 3 I O O rn L C w / N to 0 N 0 O J 4 U' l� OL ADING This wall panel sees loading similar to design type WB. See page 3 of 6.1.3.2 for axial loading analysis. Assume lintel portion of window only sees loading from self wt. ANALYSIS By inspection, min reinforcing ok for axial loading and shipping /handling. Design type is for reinforcing around panel opening only. 1E? ?E – j � C=7 ❑ ❑D000C—t-�❑ Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 12 /1/06 P.O. Bog 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 6.1.3.4 WD 10" HORIZONTAL BEARING NOT RETAINING SOIL a w 0 0 N V N LJ O O. 3 d C O U c v o+ c 'c a 0 3 0 3 0 X W c 0 I M I i �o I W N i . 0 h 6 3 I 0 i W i N t0 i 0 i J 0 0 f' = 2500 psi f', = 5000 psi F = 60 ksi y TEE BRG t o M 0L ADING This wall panel sees loading similar to design type WB See 6.1.3.2 for analysis. Cantilever portion sees loading from self wt and (1) Tee stem. ANALYSIS: Cantilever portion: Self wt = (0.150 klf)(10 /12 ft)(3 ft) = 0.375 klf P = 15 k (FROM 5 OF 2.1.1) W = 1.2(0.375 klf) = 0.45 klf M = (0.45 klf)(3.5 ft) /2 + (15 k)(11.75 in) = 209.3 in –k Required Reinforcing w/ (Mu= 209. 3,b= 10.0,d= 34.50,f'c= 5.0,fy =60) As,colc = 0.1126 sq.in 3/4 Asb = 8.6778 As,min = 1.2198 As,req'd= 0.1501 #5 TRIM STEEL PROVIDES 0.62 in USE MIN STEEL FOR MAIN PANEL REINFORCING Check shear at cantilever: V ,, = 1.2(1.31 k) + 15 k = 16.6k V = 2,15000 psi(10 in)(34.5 in) /1000 = 48.7 k 1 /2 oV = 1 /2 * 0.75 * 48.7 = 18.3 k NO SHEAR STEEL REQ'D ONN T�cCCrA = O 0DOR == =0 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 12 /4/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 6.1.3.5 E a. N uj fD O O N a V d O LaJ Q rn 3 v c 0 n N O 0 0 0 3 3 `o W 0 to M to i i W N t0 O 0 N 3 i �o 0 W N O i 0 J WE HORIZONTAL. BEARING, LONG SPAN WIDOORWAY ® MIDSPAN f' = 2500 psi f' = 5000 psi F = 60 ksi Y 1' -2� 3' -6;5" 4' —O� 114 13' -6� il ' 36' -34" LOA ING: This panel sees loading similar to design type "WB ". Self wt: (150 pcf)(10 /12 ft)(10.42 ft) = 1.3 klf for Al and A3 (150 pcf)(10 /12 ft)(3.25 ft) = 0.407 klf for A2 ANALY IS: See pages 2 -5 for stripping analysis. Moment is max ® L lintel edge = 45 in —k a cct ' max = 45 in —k/(39 in * (10 in) /6) = 69.23 psi < 250 psi USE L4x4x /8 STRONG BACK @ BOTTOM OF DOORWAY CAPACITY = (60 ksi)(0.5 in)(4 in) /4 = 120 in —k USE (4) PT PICK STORE HORIZONTAL ON ROCKERS USE #5 TRIM STEEL USE MIN STEEL FOR MAIN PANEL REINFORCING. ok am 17' —q" 4' -0" n FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. INPUT DATA E= 4287 ksi No. of Jts.= 6 No. of Elements= 5 Element Data Joint Data Element I Joint X Joint # (in ^4) # (ft) Restraint 1 1000 1 0.00 FREE 2 1000 2 4.00 PINNED 3 1000 3 13.75 PINNED 4 1000 4 22.55 PINNED 5 1000 5 32.31 PINNED 6 36.31 FREE Load Case --------------- Description - - - Load - -- Case Description 1 STRIPPING Distributed Loads Load W1 W2 X1 X2 Case (k /ft) (k /ft) (ft) (ft) 1 -1.300 -1.300 0.00 14.98 1 -0.407 -0.407 14.98 18.52 1 -1.300 -1.300 18.52 36.31 SHEET 2 OF 6.1.3.5 DATE: 12/5/2006 PAGE: 1 BY: MRB I: \Jobs \0612 \Engrg \06 -Walls Design \0612E- 6 -1 -3 -5 10 in Exterior Wall w Doorway.bcn FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. SHEET 3 OF 6.1.3.5 DATE: 12/5/2006 PAGE: 2 BY: MRB --------------- - - -- LOAD COMBINATION 1 SERVICE --------------- Combined Loads - --- = 1.000 * LC 1 Joint Reactions and Displacements --------------------------------- Joint X Rx Ry Mz Y -disp. Rotat. # (ft) (k) (k) (k -in) (in) (rad) 1 0.00 0.00 0.00 0 - 0.0093 0.000309 2 4.00 0.00 11.86 0 0.0000 - 0.000156 3 13.75 0.00 9.59 0 0.0000 0.000329 4 22.55 0.00 10.78 0 0.0000 - 0.000275 5 32.31 0.00 11.81 0 0.0000 0.000131 6 36.31 0.00 0.00 0 - 0.0105 - 0.000335 Element Forces and Displacements -------------------------------- Ele. X Axial # (ft) Force Shear Force Moment Y- displ. (k) (k) (k -in) (in) 1 0.00 0.00 0.00 -0 - 0.0093 1 0.33 0.00 -0.43 -1 - 0.0080 1 0.67 0.00 -0.87 -3 - 0.0068 1 1.00 0.00 -1.30 -8 - 0.0056 1 1.33 0.00 -1.73 -14 - 0.0044 1 1.67 0.00 -2.17 -22 - 0.0032 1 2.00 0.00 -2.60 -31 - 0.0022 1 2.33 0.00 -3.03 -42 - 0.0012 1 2.67 0.00 -3.47 -55 - 0.0005 1 3.00 0.00 -3.90 -70 0.0001 1 3.33 0.00 -4.33 -87 0.0004 1 3.67 0.00 -4.77 -105 0.0004 1 4.00 0.00 -5.20 -125 0.0000 2 4.00 0.00 6.66 -125 0.0000 2 4.81 0.00 5.61 -65 - 0.0027 2 5.63 0.00 4.55 -15 - 0.0068 2 6.44 0.00 3.49 24 - 0.0113 2 7.25 0.00 2.44 53 - 0.0153 2 8.06 0.00 1.38 71 - 0.0182 2 8.88 0.00 0.33 80 - 0.0194 2 9.13 0.00 -0.00 80 - 0.0195 2 9.69 0.00 -0.73 78 - 0.0190 2 10.50 0.00 -1.79 65 - 0.0168 2 11.31 0.00 -2.84 43 - 0.0132 2 12.13 0.00 -3.90 10 - 0.0087 2 12.94 0.00 -4.96 -33 - 0.0040 2 13.75 0.00 -6.01 -87 0.0000 3 13.75 0.00 3.58 -87 0.0000 3 14.48 0.00 2.62 -59 0.0022 3 15.00 0.00 1.97 -45 0.0031 3 15.22 0.00 1.88 -40 0.0033 3 15.95 0.00 1.58 -25 0.0037 3 16.68 0.00 1.28 -12 0.0036 3 17.42 0.00 0.99 -2 0.0033 3 18.15 0.00 0.69 5 0.0030 I: \Jobs \0612 \Engrg \06 -Walls Design \0612E- 6 -1 -3 -5 10 in Exterior Wall w Doorway.bcn FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. 3 18.50 0.00 0.54 7 0.0028 3 18.88 0.00 0.06 9 0.0027 3 18.93 0.00 -0.00 9 0.0027 3 19.62 0.00 -0.89 5 0.0026 3 20.35 0.00 -1.84 -7 0.0025 3 21.08 0.00 -2.80 -27 0.0024 3 21.82 0.00 -3.75 -56 0.0017 3 22.55 0.00 -4.70 -93 - 0.0000 4 22.55 0.00 6.07 -93 0.0000 4 23.36 0.00 5.02 -39 - 0.0035 4 24.18 0.00 3.96 5 - 0.0079 4 24.99 0.00 2.90 38 - 0.0122 4 25.80 0.00 1.84 61 - 0.0157 4 26.62 0.00 0.79 74 - 0.0178 4 27.22 0.00 -0.00 77 - 0.0184 4 27.43 0.00 -0.27 77 - 0.0183 4 28.24 0.00 -1.33 69 - 0.0171 4 29.06 0.00 -2.38 51 - 0.0144 4 29.87 0.00 -3.44 22 - 0.0106 4 30.68 0.00 -4.50 -16 - 0.0063 4 31.50 0.00 -5.56 -65 - 0.0024 4 32.31 0.00 -6.61 -125 0.0000 5 32.31 0.00 5.20 -125 0.0000 5 32.64 0.00 4.77 -105 0.0003 5 32.98 0.00 4.33 -87 0.0002 5 33.31 0.00 3.90 -70 - 0.0002 5 33.64 0.00 3.47 -55 - 0.0009 5 33.98 0.00 3.03 -42 - 0.0018 5 34.31 0.00 2.60 -31 - 0.0028 5 34.64 0.00 2.17 -22 - 0.0040 5 34.98 0.00 1.73 -14 - 0.0052 5 35.31 0.00 1.30 -8 - 0.0065 5 35.64 0.00 0.87 -3 - 0.0078 5 35.98 0.00 0.43 -1 - 0.0091 5 36.31 0.00 -0.00 -0 - 0.0105 SHEET 4 OF 6.1.3.5 DATE: 12/5/2006 PAGE: 3 BY: MRB I: \Jobs \0612 \Engrg \06 -Walls Design \0612E- 6 -1 -3 -5 10 in Exterior Wall w Doorway.bcn C 5�C�7L�C �C�W a 0 0000000a Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /4/06 P.O. Box 15129 Fag: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 5 OF 6.1.3.5 E 0 N w to n O N ui O U d W O a d 0 a 0 r: 0 0 0 0 3 0 d 0 I M I i to I W N co 0 0 0 3 I C, O P o, W N to O N a 0 J Ii W SHIPPING SHEAR AND MOMENT DIAGRAM 3' -6" 17' -9 �" Al 1.3 klf A2 A3 1.3 klf 36' -34' � 0.41 klf 4' -0" 9' -9" 8 ' -9 � 9' -9" 11.86 k 9.59 k 10.78 k 11.81 k 6.66 k 3.58 k 6.07 k 5.20 k V s 5.20 k 4.70 k 6.01 k 6.61 k 80 in -k 77 in -k 7 in -k 9 in -k M 745 in -k 87in-k 125 in -k 93 in -k 125 in -k SEE NEXT PAGE FOR STORAGE /SHIPPING /HANDLING REQUIREMENTS 14' -114' 3' -6" 17' -9 �" Al 1.3 klf A2 A3 1.3 klf 0.41 klf � iA�C��GC�'PW 0 O ❑DO =C�D�U D Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /5/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 6 OF 6.1.3.5 BACK Il? IN DOORWAY 0 W 0 0 N 1A O V d W Q cn 3 c v a 0 0 0 0 0 3 L X W 0 M i W N 0 �N N N O 3 Cc 0 c W N f0 O N a 0 J W C.7 L� Im STRIPPI : STRIP PANEL FLAT AS SHOWN STORAGE /SHIPPING STORE /SHIP PANEL FLAT W/ ROCKER BUNK DUNNAGE AS SHOWN. ROTATION /ERECTION ROTATE TO VERTICAL USING ROLLING BLOCK W/ 1ST AND 3RD PICKS ALONG W/ (4) PICKS ON TOP EDGE AS SHOWN. SET PANEL IN PLACE USING (4) LIFTERS IN TOP EDGE. 8' -98 1 9'_9 4' -O„ 9 ' -9 " = 0 O ON1O1=== =13 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /1/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 6.1.3.6 WD HORIZONTAL, BEARING, NOT RETAINING SOIL E 0 w 0 0 N M C v Gi 0 v� 3 v d to c v U C O O� C �C N CL O 3 0 3 0 X W 0 to I M I W N t0 i . 0 0 3 I i W i N to i 0 0 f' = 2500 psi f' = 5000 psi F = 60 ksi y BEAM BRIG t oo M LOADING Check shear at cantilever: This wall panel sees loading similar to design type WB. V, = 1.4(1.31 k) + 20.1 k = 21.94 k See 6.1.3.2 for analysis. V = 25000 psi(10 in)(34.5 in) /1000 Cantilever portion sees loading from self wt c = 48.7 k and (1) beam. ANALYSIS Cantilever portion: Self wt = (0.150 k1f)(10 /12 ft)(3 ft) = 0.375 klf P,, = 20.1 k (FROM 7 OF 3.3.1) W. = 1.4(0.375 klf) = 0.525 klf M. = ((0.525 k1f)(3.5 ft) + (20.1 k)(30.75 in) = 656.7 in —k ' /2oV� = 0.5(0.75)(48.7 k) = 18.3 k PROVIDE SHEAR STEEL A = V ,,/(of = 21.94/(0.75 *60 ksi *1.4) = 0.35 in #5 Trim Steel = 0.62 In Required Reinforcing w/ (Mu= 657. 0,b= 10.0,d= 34.50,f'c= 5.0,fy =60) As,calc = 0.3552 sq.in 3/4 Asb = 8.6778 As,min = 1.2198 As,req'd= 0.4737 #5 TRIM STEEL PROVIDES 0.62 in USE MIN STEEL FOR MAIN PANEL REINFORCING D ❑ ❑DOD�C�C�U V Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /26/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 6.1.4.1 12" SOIL BEARING WAL PANEL DESIGN WM SEE 2 OF 0.1 FOR SOIL ANALYSIS ASSUME SURCHARGE -- 4.5' ® 50pcf = 225psf WALL HT. = 26' MAX SOIL PRESSURE = 25H = 25 *26'= 650psf (THIS PRESSURE IS APPLIED 15' FROM TOP OF WALL — OR CONSERVATIVELY 15' FROM FINISH GRADE) FINISH GRADE MAX E _a M N w 0 0 N N C O 7 w a 0 0 0 .B x W N CL co i i I W N to i 0 0 3 I 0 0 W N 0 N a 0 w 0 ANALYZE ON PER FOOT BASIS: S = 12* 12 = 288in LIMIT STRESS TO 7.5J(f'c) M s -max = 7.5 *(6000) *288in = 167 -1 M = 108 OK. Required Reinforcing w/ (Mu= 173.0,b= 12.O,d =10.00 f'c= 6.0,fy =60) As,calc = 0.3256 sq.in 3/4 Asb = 3.3957 As,min = 0.4648 As,req'd= 0.4341 USE #6's ®12" O.C. IN HORIZONTAL DIRECTION USE MIN OF 0.002 0.002 *12 *12 = 0.288in /ft USE 4's EA FACE ® 16' O.C. 0.4 *12/16 = 0.3in OK. 0 Ui 0 o O In F-! mQ ao �N ri OR ASSUME _D ® FDN FOR Ms -maxs 167 in-1 (2) #9 NMB's SUFFICIENTLY PROVIDE SHEAR RESISTANCE ® BOTTOM OF PANEL TO PROVIDE THE PINNED CONDITION FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. INPUT DATA E= 100 ksi No. of Jts.= 3 No. of Elements= 2 Element Data ------ - - - - -- Joint Data Element I ---- - - - - Joint -- X Joint # (in ^4) # (ft) Restraint 1 100 1 0.00 PINNED 2 100 2 8.10 PINNED 3 21.40 PINNED Load Case Description --------------- - - - - -- Load Case Description 1 SOIL LOAD Distributed Loads --------------- -- Load W1 W2 X1 X2 Case (k /ft) (k /ft) (ft) (ft) 1 0.650 0.650 0.00 11.00 1 0.650 0.225 11.00 21.40 SHEET 2 OF 6.1.4.1 DATE: 1/26/2007 PAGE: 1 BY: RCD I:\ Jobs \0612 \Engrg \Russell \12inchWalls tall.bcn FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. --------------- - - -- LOAD COMBINATION 1 --------------- - - -- Combined Loads = 1.000 * LC 1 Joint Reactions and Displacements Joint X Rx Ry Mz Y -disp. Rotat. # (ft) (k) (k) (k -in) (in) (rad) 1 0.00 0.00 -1.52 0 0.0000 0.032185 2 8.10 0.00 -8.17 0 0.0000 0.142893 3 21.40 0.00 -2.01 0 0.0000 - 0.382937 Element -------------------------------- Forces and Displacements Ele. X Axial # (ft) Force Shear Force Moment Y- displ. (k) (k) (k -in) (in) 1 0.00 0.00 -1.52 -0 0.0000 1 2.34 0.00 0.00 -21 0.4830 1 2.70 0.00 0.23 -21 0.4295 1 5.40 0.00 1.99 15 - 0.8311 1 8.10 0.00 3.74 108 - 0.0000 2 8.10 0.00 -4.42 108 0.0000 2 12.53 0.00 -1.59 -51 13.6019 2 15.56 0.00 0.00 -79 17.5828 2 16.97 0.00 0.61 -73 16.0513 2 21.40 0.00 2.01 0 0.0000 SHEET 3 OF 6.1.4.1 DATE: 1/26/2007 PAGE: 2 BY: RCD I:\ Jobs \0612 \Engrg \Russell \12inchWalls tall.bcn FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. --------------- - - -- LOAD COMBINATION 2 --------------- - - -- Combined Loads = 1.600 * LC 1 Joint Reactions --------------------------------- and Displacements Joint X Rx Ry Mz Y -disp. Rotat. # (ft) (k) (k) (k -in) (in) (rad) 1 0.00 .0.00 -2.43 0 0.0000 0.051496 2 8.10 0.00 -13.07 0 0.0000 0.228628 3 21.40 0.00 -3.22 0 0.0000 - 0.612700 Element -------------------------------- Forces and Displacements Ele. X Axial # (ft) Force Shear Force Moment Y- displ. (k) (k) (k -in) (in) 1 0.00 0.00 -2.43 0 0.0000 1 2.34 0.00 0.00 -34 0.7728 1 2.70 0.00 0.37 -33 0.6872 1 5.40 0.00 3.18 24 - 1.3297 1 8.10 0.00 5.99 173 - 0.0000 2 8.10 0.00 -7.08 173 0.0000 2 12.53 0.00 -2.54 -81 21.7630 2 15.56 0.00 -0.00 -126 28.1324 2 16.97 0.00 0.98 -117 25.6821 2 21.40 0.00 3.22 -0 0.0000 SHEET 4 OF 6.1.4.1 DATE: 1/26/2007 PAGE: 3 BY: RCD I:\ Jobs \0612 \Engrg \Russell \12inchWalls tall.bcn CEi4L -jL5 �GEa u = O ❑ZO = =OC7d Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /26/07 P.O. Bog 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET - 5 OF 6.1.4.1 12" SOIL BEARING WA P ANEL DESIGN WM - SHORT WALLS FINISH GRADE MAX 0 ANALYZE ON PER FOOT BASIS: '- > S = 12* 12 = 288in in V) a LIMIT STRESS TO 7.5J(f'c) ° -j x p M -max 7.5 *J(6000) *288in = 167 -k 225psf < N O tf') J W Z a r J J N 650psf cD lq M FDN ASSUMED FREE FOR Mg -m=;S 167in -k E N M N w n 0 0 N tD N C O v+ 3 0 3 0 0 'C d W C N y d F T i T co i w N co O c rn . N y 0 3 Co i rn o+ ui w N to O N 0 O J L� l� FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. INPUT DATA E= 100 ksi No. of Jts.= 3 No. of Elements= 2 Element Data ------ - - - - -- Joint Data Element I ---- - - - - Joint -- X Joint # (in ^4) # (ft) Restraint 1 100 1 0.00 FREE 2 100 2 3.43 PINNED 3 16.73 PINNED Load Case Description --------------- - - - - -- Load Case Description 1 SOIL LOAD Distributed Loads --------------- -- Load W1 W2 X1 X2 Case (k /ft) (k /ft) (ft) (ft) 1 0.650 0.650 0.00 6.33 1 0.650 0.225 6.33 16.73 SHEET 6 OF 6.1.4.1 DATE: 1/26/2007 PAGE: 1 BY: RCD I:\ Jobs \0612 \Engrg \Russell \12inchWalls short.bcn FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. --------------- - - -- LOAD COMBINATION 1 (ft) --------------- Combined Loads - - -- = 1.000 * LC 1 Joint Reactions --------------------------------- and Displacements Joint X Rx Ry # (ft) (k) (k) 1 0.00 0.00 0.00 2 3.43 0.00 -6.26 3 16.73 0.00 -2.40 Element -------------------------------- Forces and Displacements Ele. X Axial 10.08 Mz Y -disp. Rotat. (k -in) (in) (rad) 0 - 17.5558 0.410788 0 0.0000 0.473740 0 0.0000 - 0.548361 # (ft) Force Shear Force 5 - 11.9118 (k) (k) 1 0.00 0.00 -0.00 1 1.14 0.00 0.74 1 2.29 0.00 1.49 1 3.43 0.00 2.23 2 3.43 0.00 -4.03 2 7.86 0.00 -1.20 2 10.08 0.00 -0.00 2 12.30 0.00 1.00 2 16.73 0.00 2.40 Moment Y- displ. (k -in) (in) 0 - 17.5558 5 - 11.9118 20 - 6.1558 46 0.0000 46 0.0000 -92 23.3802 -108 27.3566 -94 23.8740 0 0.0000 SHEET 7 OF 6.1.4.1 DATE: 1/26/2007 PAGE: 2 BY: RCD I:\ Jobs \0612 \Engrg \Russell \12inchWalls short.bcn FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. --------------- - LOAD COMBINATION --------------- - -- 2 - Combined Loads - -- = 1.600 * LC 1 Joint Reactions --------------------------------- and Displacements Joint X Rx Ry Mz Y -disp. Rotat. # (ft) (k) (k) (k -in) (in) (rad) 1 0.00 0.00 0.00 0 - 28.0893 0.657261 2 3.43 0.00 -10.02 0 0.0000 0.757983 3 16.73 0.00 -3.84 0 0.0000 - 0.877377 Element -------------------------------- Forces and Displacements Ele. X Axial # (ft) Force Shear Force Moment Y- displ. (k) (k) (k -in) (in) 1 0.00 0.00 -0.00 0 - 28.0893 1 1.14 0.00 1.19 8 - 19.0589 1 2.29 0.00 2.38 33 - 9.8493 1 3.43 0.00 3.57 73 0.0000 2 3.43 0.00 -6.45 73 0.0000 2 7.86 0.00 -1.92 -148 37.4084 2 10.08 0.00 0.00 -173 43.7706 2 12.30 0.00 1.60 -151 38.1984 2 16.73 0.00 3.84 0 0.0000 SHEET 8 OF 6.1.4.1 DATE: 1/26/2007 PAGE: 3 BY: RCD I:\ Jobs \0612 \Engrg \Russell \12inchWalls short.bcn o ❑ ❑00000c�❑ Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 2/8/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 6.R.0 ADDITIONAL REINFORCEMENT FOR CORNER EMBED OR STEP IN TOP OF WALL NOTE: THESE DETAILS ONLY APPLY TO ANY PLATE LESS THE 200 AND 201 PLATES. SEE THAN 11 FROM WALL REFERENCE SUMMARIES FOR APPLICABLE CONDITIONS. (2) PERP. EDGES IS DEFINED AS A CORNER EMBED WALL REINFORrr "T SEE REINF. SL E 6 O w O 0 N W 0 w a 0 a i O C. w N O 0 0 3 I cD rn rn c w N <O 1 N .a O i W 0 WALL REINFORCEM SEE REINF. SUMM #4 U -BARS, 1 PLATE LENGTH ONE BETWEEN E ROW AND 01 INNERMOST � WALL REINFORCEMEP SEE REINF. SUMMAF 1" PERIMETER L -BAR PLATE LENGTH + 2' -0" U -BARS, 1 COVER, NGTH OF PLATE + 1' -0 ", TO FIT INSIDE TOP -BARS, ONE BETWEEN EACH UD ROW AND ONE BELOW WEST STUD ROW NOTE: U -BARS ARE SHOWN ASSUMING EXTERIOR BARS RUN VERTICALLY. IF EXTERIOR REIFORCEMENT RUNS HORIZONTALLY, REVERSE THE U -BARS SO THE TOP BARS SLOPE AND FIT INSIDE THE END BARS C'4OG GGC�W a o 0ooc7000a Kj Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /8/07 P.O. Box 15129 Fag: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 2 OF 6.R.0 ADDITIONAL REINFORCEMENT FOR TOP EMBED NOTE: THESE DETAILS ONLY APPLY TO THE 200 AND 201 PLATES, SEE WALL REFERENCE SUMMARIES FOR APPLICABLE CONDITIONS. ANY PLATE LESS THAN 11 FRO! TOP EDGE & > 11 1 /4 FROM SIDI IS DEFINED AS A TOP EMBE WALL REINFORCEMENT SEE REINF. SUMM " "" E m N 0 w Co O N co O 4 WALL REINFORCEMENT SEE REINF. SUMMARY LJ a 0 rn a v I O 1 I w N c0 O c rn 0 y 0 3 I co o+ `o+ c w N �O O N .O O W 0 WALL REINFORCEMENT SEE REINF. SUMMARY "ter "ETE,R rnn rnnr D n H � NOTE: IF PLATE IS NOT AT TOP OF WALL BUT IS LESS THAN 11 1 /4" FROM EDGE, ADD (2) PERIMETER BARS X 3' -0" ON WHICH TO TIE U -BARS CS u �C�CsC�lr W G�[1 o ❑ ❑000000d Q Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /8/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 3 OF 6.13.0 ADDITIONAL REINFORCEMENT FOR SIDE EMBED NOTE: THESE DETAILS ONLY APPLY TO THE 200 AND 201 PLATES. SEE WALL REFERENCE SUMMARIES FOR APPLICABLE CONDITIONS. ANY PLATE LESS THAN 11'/4" FROM SIDE EDGE & > 11 FROM TOP IS DEFINED AS A SIDE EMBEC WALL REINFORCEMENT SEE REINF. SUMM, WALL REINFORCEMENT SEE REINF. SUMMARY E a N O LJ H n O O N O w 0 al 3 v I O I �D W N i 0 O 3 I co rn C C7 W / N lD / O W 0 WALL REINFORCEMENT SEE REINF. SUMMARY PERIMETER BAR TIED TO MATS #5, LENGTH OF PLATE + 2' -0" CENTERED ON PLATE PERIMETER BAR TIED TO MATS NOTE: REINFORCEMENT IS SHOWN FOR EXTERIOR BAR RUNING VERTICALLY REINFORCEMENT RUNS HORIZONTALLY, CHANGE #4 U -BAR WIDTH TO 1 c_ X1 x_13 _1 In _1 IY ilk NOTE: IF PLATE IS NOT AT THE EDGE OF WALL BUT IS LESS THAN 11'/ FROM EDGE, ADD (2) PERIMETER BARS X 3' -0" ON WHICH TO TIE U -BARS 000 000 000 000 000 1'/ A TOP OF PLATE #4 U -BARS, 2" COVER, 3' -0" LONG, ONE BETWEEN EACH STUD ROW AND AT TOP AND BOTTOM OF PLATE IF EXTERIOR COVER. a a oor 000c�a Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /6/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 6.R.1.1.1 9 REINFORCING SUMMARY 8" DEMIZING WALL f' = 2500 psi f' = 5000 psi F =60ksi 1'/2 COVER U.N.O. E 0 N m to H 1D O O N N 0 w a 0 rn 3 v �i v c� s v 3 rn c . N E d 0 c rn n I I 1 to 1 W N 0 / �N d 0 N O 3 0 rn rn c W N �O O y a 0 J C7 O W #5 BARS 14" O.C. VERTICAL CE ... ...._. SEE 6.R.0 FOR LOOSE STEEL REQUIREMENTS WHEN 200 OF 201 PLATE IS WITHIN 9.25" OF ANY EDGE. (2) #5 BARS EA EDGE ff i OMM3 lid' 14" O.C. HORIZONTAL CENTER IN PANEL CSOCCEPC 0 0 ODO =00 0 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /8/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 6.R.1.1.2 O REINFORCING SUMMARY 9' HORIZONTAL DEMIZING WALL f' = 2500 psi f', = 5000 psi F = 60 ksi 1 COVER U.N.O. (2) #5 BARS EA EDGE #4 CLOSED STIRRUPS ® 12" O.C. (2) #5 BARS EA EDGE EXTEND 24" PAST CORNER C J5 BARS #5 BARS ® 14" O.C. ® 14" O.C. CENTER IN PANEL CENTER IN PANEL E M Of W 0 0 N U W 6 rn 3 v d d c 0 U t 0 3 �E 0 m a 0 N . O S N 1 i i I W N t0 O G O� �N O N 0 3 I t0 O O+ c W N t0 O m .o O J C,7 D W Cs��ir �C�C�QCr�G�7 D D DDOD��DU a Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 12/11/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 6.R.1.1.3 WX REINFORCING SUMMARY 8" FIN WALL f' = 2500 psi f' = 5000 psi F = 60 ksi r 1 COVER U.N.O. E O 00 W O O N O� O .o d LJ Q 4+ 3 v 0 3 . m D _O N C tb M I 1 1 U-1 N �O O c rn 0 N O 3 to O c w 0 y d O J 0 WHEN LEDGE OCCURS: #4 TIES ® 8" O.C. (4) #4's FULL LENGTH #4 BARS 18" O.C. CENTER IN PANEL #4 BARS 18" O.C. CENTER IN PANEL (2) #5 BARS EA EDGE EXTEND 24" PAST CORNER w C'� D O D uj V J s /..% 11- -.-- 4"N . LEDGE a ❑ ❑000000❑ Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /12/07 P.O. Boa 15129 Fag 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 6.R.1 .2.1 REINFORCING SUMMARY 8" ELEVATORfSTAIR CORE WALLS WITH OPENINGS WW f' = 2500 psi f' = 6000 psi F = 60 ksi V/2' COVER MIN. #4 TIES ® 6" O.C. IN VERTICAL JAMBS E 0 0 W 0 0 N N C O 7 #5's ® 12" O.C. VERTICALLY TYP. lal a 0 tr a -o I N I I Q: co W N to O C O+ y 0 3 to i W N to O N .O O J li C� O La. N" SECTIONS NOTE: THESE PANELS HAVE #9 BARS WHICH ARE SPLICED TOGETHER VERTICALLY, #5's ® 12" O.C. VERTICALLY ARE NOT REQUIRED WHERE #9 BARS ARE PRESENT GR CE�CEGnG7 = O OZO( =7(== u Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE /15/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 60935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 6.R.1.2.3 O REINFORCING SUMMARY 8" WALL f'ci = 2500 psi f' = 6000 psi (4) #6's F = 60 ksi 2 EA. FACE V /2 " COVER MIN. Ile # BARS ® 14" 0. C. (4) #6's CENTER 2 EA. FACE IN PANEL — Z ' #4 TIES ® (2) #5 BARS 6" O.C. EA EDGE IN JAMB EXTEND 24" SECTION PAST CORNERS WHEN LEDGE OCCURS #4 TIES ® 8" 0. C. (2) #5 BARS EA EDGE F ; W C° oo (4) #4's FULL LENGTH 4" ON . LEDGE E 0 N too w 0 0 N Q1 O W Q O� 3 N D 3 0 0 W 0 U r I N I I to I w N to O 0 N O 3 I to 0 rn W N_ to i 0 ICJ 0 a o ooc.�c�c�oc�o Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /27/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 6.R.1.3.1 E 0 00 W 0 0 N O U 0 0 3 0 3 `o •c X W C O I i I W N to O c U N N N O 3 I 0 rn c c W N to O N O J O LL WA TYPICAL 10" EXTERIOR HORIZONTAL WALL PANEL V = 2500 psi V = 5000 psi F 60 k s i 1' /2' CLR U.N.O. (2) #5 BARS # BARS ® EA EDGE 12" O.C. EA FACE TYP. BLOCKOUT (2) #5'S (ONE EA CORNER) EXTEND 2' -0" PAST EDGES OF PANEL (2) #5 BARS ® EA EDGE #5 BARS 12" O.C. EA FACE NOTE: (2) #5's @ EDGES OF OPENINGS WHEN THEY OCCUR D O O�OG�DO�C� V Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /10/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB/FDG SHEET 2 OF 6.R.1.3.1 WA $06 PILASTER DESIGN ON 10" EXTERIOR BASEMENT WALL f' c . = 3500 psi f' = 5000 psi F =60ksi 1' / CLR U.N.O. (4) #9'S: (2) FULL WALL HT (2) FULL PILASTER HT (3) #4 STIRRUPS ® 3" O.C. TOP AND BOTTOM #4 STIRRUPS ® 16" O.C. 2' -9" SEE PREVIOUS PAGE FOR MAIN PANEL REINFORCING E n 0 Li 0 O N O C O 7 w Q 0 3 0 3 0 X w s` w 0 Cs4r�L?C�C Cr�G7 0 O Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTIAN VIEW DATE: /30/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SKEET 1 OF 6.R.1.3.2 WB REINFORCING SUMMARY 10" EXTERIOR WALL f' = 2500 f' = 5000 F = 60 ksi psi psi 1 COVER U.N.O. (2) #5 BARS EACH EDGE # BARS ® #4 BARS EXTEND 24" PAST 18" O.C. 18" O.C. CORNERS, TYP. INSIDE FACE OUTSIDE FACE A V1 liF� I I I I h I #4 BARS (2) #5 BARS #4 BARS ® 18" O.C. EA EDGE 18" O.C. OUTSIDE FACE INSIDE FACE E CL 4i w 0 0 N U N D W Q O O� 3 v 6 3 0 0 X W 0 N I PO 1 co I w N C) O C U . d _N O 3 I co O U rn c w N t0 O m .G O lil J L� 2 0 0 0000000a Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 12/1/06 P.O. Box 15129 F 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 6.R.1.3.3 E C W 0 co N An U d Gj 0 0. 3 0 3 0 3 0 X W C 0 I M I co I w N to to 0 i 0 3 I i W N O N a 0 rZ 0 WC REINFORCING SUMMARY 10" EXTERIOR WALL f' c . = 2500 psi f' = 5000 psi F = 60 ksi 1 1 /2 " COVER U.N.O. CL (2) # BARS EA EDGE EXTEND 24" PAST CORNER, TYP. 8 .. #4 TIES 11" #4 BARS 0 @ 18" O.C. Ll 18" O.C. EA FACE #4 TIES ® 18" O.C. 8 " Ll 16" #4 BARS 18" O.C. EA FACE /#4TIES () EDGE BARS ® 18" O.C. EXTEND 24" 8 " (2) #5 BARS PAST OPENING EA EDGE 23" (HOOK BARS 24" WHEN REQ'D) REQ'D a 0 oa000000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 12/4/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 6.R.1.3.4 WD REINFORCING SUMMARY 10" EXTERIOR WALL E CL W co 0 N �P U N W Q 0 o, 3 0 U C O CL 0 a 0 0 Li W C 0 M W N 0 / �N d 0 _N O 3 0 / W N !O O N a 0 J W U L� f' = 2500 psi f' = 5000 psi F =60ksi 1 COVER U.N.O (2) #5 BARS EA EDGE EXTEND 24" PAST CORNERS #4 BARS 16' O.C. EA FACE (2) #5 BARS EA EDGE 5' -5" 2' —g 5' -5" #4 BARS 18" O.C. EA FACE (2) #5 BARS EA EDGE EXTEND 24" PAST OPENING (2) #5 BARS EA EDGE 2' - 0" 3' -6" (2) #5 BARS EA EDGE 8' -7' p O O�OppppO Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 12/5/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 6.R.1.3.5 WE REINFORCING SUMMARY 10" EXTERIOR WALL f' = 2500 psi f'c = 5000 psi F = 60 ksi E 0 .r M w 0 N 0 1 COVER U.N.O. (2) #5 BARS EA EDGE EXTEND 24" PAST CORNERS (2) #5 BARS EA EDGE EXTEND 24" PAST CORNERS, TYP. #4 BARS 18" O.C. EA FACE w a 0 (2) #5 BARS EA EDGE EXTEND THRU DOOR OPENING; CUT AFTER ERECTION #4 BARS 18" 0. C. EA FACE o, 3 0 a N v 0 0 0 0 0 3 0 3 0 X W C 0 I i I W N �O O c rn . d N O 3 I O O rn c W _N fD O N a 0 J L� L� G 4EXEKE = o Do==oo00 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: O1 /26/07 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 6.R.1.4.1 REINFORCING SUMMARY 12" SOIL BEARING WALLS �lM f' = 2500 psi f' = 6000 psi F = 60 ksi 1 1 / 2 " COVER MIN. (2) REBAR MATS — 1 EA FACE #6's VERTICALLY ® 12" O.C. #4's HORIZONTALLY ® 16" O.C. E c. 00 M N laJ 1- n O O N t0 N C O 7 liJ H D O 3 v 1 v I I J 1 N f0 O C O� N N N O 3 co rn rn c w N O O N O 7 J L� G7 Slab /Misc. DESIGN SECTION 7 Sheet 1 of 7.i Job Title: Mountain View By: MRB/FDG Date: 02/07/07 Job No: 0612 Slab/Misc. Design Index Submittals SECT DESCRIPTION DESIGN Pgs ist 2nd 3rd 4th 5th 7.0 7.0.1 7.1 7.1.1 7.1.2 7.1.3 7.2 Solid Slabs @ Plaza level 7.2.1 8" Slab Btwn Grids A & C — SD SD 5 X 7.2.2 8" Residential Slabs — SB SB 4 X PA S 7.2.3 10" Long Span Slabs — SC SC 14 X 7.3 Balcony Slabs 7.3.1 Residential Balcony Slabs — SA SA 6 X 7.3.2 Lower Level Balcony Slabs — SB SB 5 X 7.3.4 Cantilever Slab on 3` / 4`" Floor on Grid E -1— SH SH 3 X 7.R Reinforcing Summaries 7.R.1.2 7.R.1.3 7.R.2.1 SD SD 1 X 7.R.2.3 SC Sc 1 X 7.R.3.1 SA SA 1 X TR3.2 SB SB 1 X Job Title: Mountain View Slab/Misc. DESIGN SECTION 7 Sheet 2 of 7.i By: MxB/Fvc Date: 02/07/07 Job No: 0612 Slab/Misc. Design Index Submittals SECT DESCRIPTION DESIGN Pgs 1st 2nd 3rd 4th 5th 7.R.3. SH SH I X G4�C�GC�pW a ❑ ❑000�000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /25/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 7.2.1 SD 8" PLAZA LEVEL SLAB DESIGN W, DESIGN SPAN SERV: 7.3 k /ft SERV: 7.3 k /ft ULT: 9.2 k /ft ULT: 9.2 k /ft 0 w M 0 0 N M U 0 w 0 3 0 N 0 N O d i N r I w N to i a pl N Y C v a I 'o N a O to I O 01 Cr c w N to O y 0 O J Li C'> O o 4 AFL fPs N Iry 0(— DESIGN LOADS Design slab on a per foot basis: W,: Area at Plaza LL = 125 psf * 1.0 ft = 0.125 klf DL = 650 psf * 1.0 ft = 0.650 klf 3" Topping Wt = (0.150 kcf)(3 /12 ft)(1.0 ft) = 0.0375 klf SEE BEAM RUN FOLLOWING PAGES TEMP AND SHRINK ANALYSIS V -0" SECTION: (12 1n)(8 in)(0.0018) = 0.17 In USE #4'S ® 12" O.C. TRANSVERSE TO 0.5 in STRAND; A. = 0.20 in 8 INCH SLABS AT THE PLAZA LEVEL (PER FOOT DESIGN) FDG, Inc. SHEET 2 OF 7.2.1 Mountain ViewTrack D DATE: 10/31/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 1 BY: MRB DESIGN DATA Left Cant. = 0.00 ft Simple Span = 16.00 ft Right Cant. = 0.00 ft Beam Length = 16.00 ft Loop @ Left = 0.00 ft . Loop @ Right= 0.00 ft Design Bearing Lengths: @ Left = 0.000 ft @ Right= 0.000 ft Bot. width = 0.000 in Bot. thick = 0.000 in Web width = 12.000 in Top width = 12.000 in Flange thick= 0.000 in Tpg, thick = 3.000 in Stem Height = 8.000 in Haunch thick= 0.000 in Section Type =RECT BEAM moment. Non - Composite : (Based on above section dimensions) Height = 8.000 in Area = 96.000 in -2 Sb = 128.00 in -3 St = 128.00 in -3 I = 512.00 in -4 Yb = 4.0000 in Yt = 4.0000 in Composite : (Based on above section dimensions) Height = 11.000 in Ac = 128.199 in -2 Sbc = 235.17 in -3 Stc(P /C)= 483.29 in -3 Ic = 1265.54 in -4 Ybc = 5.3814 in Stc(Tpg)= 251.83 in -3 Miscellaneous : (Governing code is ACI 318 -02) Beam type = NORMAL WT. Topping type = NORMAL WT. Stress Block= RECTANGULAR Beam weight = 150.00 pcf Topping wt. = 150.00 pcf Cu = 2.350 eds = 300 E -06 eshu = 650 E -06 Vol /Surf = 2.400 in Rel. humid = 60.00% Strain Curve =PCI Handbook Beam f'ci = 3.500 ksi Beam f'c = 5.000 ksi Topping f'c = 4.000 ksi Eci modifier= 1.000 Ec modifier = 1.000 Camber Mult.= 1.000 Shear Options Depth used = COMPOSITE f'c used = BEAM Allow. Concrete Stress: At Release = 0.650f'ci At Final = 12.00sgrt f'c phi Factors: Tension - controlled Flexure = 0.900 Strand Development = 0.750 Compression - controlled Flexure = 0.650 Shear & Torsion = 0.750 Load Cases: 1) U = 1.40 DL 2) U = 1.20 DL + 1.60 LL >>>WARNING: The assigned f'ci and f'c will override any calculated values Prestressing Strands (Strand Type = LOW RELAXATION) 29 K /STRAND @ 6" O.C. -------------------- Eff. Pull = 0.700Xfpu Strand diam.= 0.5000 in Estrand = 28322.44 ksi Strand fpu = 270.00 ksi Area ea.str.= 0.1530 in -2 LtMult = 1.000 # Str. lev. = 1 # of Strand = 2.00 LdMult- 1.000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Harping Profile: X(ft) From Hstr Eccent. Area of Description Left End (in) (in) P/S (in -2) Left End of Beam - - - - -- 0.00 2.00 2.00 0.3060 Right End of Beam - - - - -- 16.00 2.00 2.00 0.3060 Mild Steel Shear fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Flexure fy = 60.00 ksi fs = 30.00 ksi Emild = 29000 ksi LdMult = 1.000 Distance From Left End No. of Bars Bar Area of Dist. from Bottom Beginning Ending Layer in Layer Size Steel(in -2) of Section (in) (ft) (ft) 1 -- -- 0.200 ( *) 1.50 0.00 2.50 2 -- -- 0.200 ( *) 1.50 13.50 16.00 NOTE: Mild steel transformed for section props and used in design moment. ( *) Assumed fully developed at ends (mesh or hooked bars) Distributed Loads (non- factored) I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -2 -1 8 in Plaza Slabs.bem USE #4 U- BARS @ 24" 0. C. FDG, Inc. Mountain ViewTrack D Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. Load Type P/C Self Weight Non -comp. Dead Load Composite Dead Load Live Load Magnitude of Load Beginning Ending (k /ft) (k /ft) 0.100 0.100 0.038 0.038 0.650 0.650 0.125 0.125 Distance From Left SHEET 3 OF 7.2.1 DATE: 10/31/2006 PAGE: 2 BY: MRB Beginning Ending Eccent. (ft) (ft) (in) 0.00 16.00 0.000 0.00 16.00 0.000 0.00 16.00 0.000 0.00 16.00 0.000 At Release Only: Suction = 0.000 k /ft Core Material = 0.000 k /ft NOTE: 0.00% of all distributed and concentrated live loads are sustained. Bearing Plates Nu = 0.20 *Pu Height= 0.00 in Bearing Pad Thickness = 0.500 in Eff. Brg. Surface: Width = 0.00 in Length = 0.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non - debonded prestressing strand assumed -> NO *** rr * *r * * * * * * * * * * * * * * *r * * * * * * * * ** OUTPUT **** * * * * * * * * * * * * * * * * * *r * * * * * * * * * ** INITIAL STRESSES (psi, at release) ---------------- A)DL beam + core material (if any) + suction (if any) Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT end X(ft) From Initial P/S Init.P /S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 1.60 -222 1080 -115 975 0.00 2.08 -289 1407 -154 1275 0.00 3.20 -288 1438 -96 1246 0.00 NO TOP STEEL 4.80 -288 1440 -36 1188 0.00 REQ' D 6.40 -288 1441 -0 1153 0.00 8.00 -288 1442 12 1142 0.00 NOTE: Required f'ci = 3500 psi at X = 33.63 ft, unless overridden. STRAND STRESSES (Based on f'ci =3.500 ksi, f'c =5.000 ksi, by PCI Committee) --------- - - - - -- at at DL and X(ft) from Tensioning Release Sust. LL Final* P/S Loss P/S Loss Left End ksi ksi ksi ksi ksi % 0.00 189.0 179.9 0.0 0.0 189.00 100.00 1.60 189.0 180.3 125.2 125.5 63.50 33.60 3.20 189.0 180.5 164.9 165.5 23.55 12.46 4.80 189.0 180.7 167.0 167.7 21.31 11.28 6.40 189.0 180.9 167.9 168.7 20.32 10.75 8.00 189.0 180.9 168.1 169.0 20.05 10.61 *NOTE: Final strand stresses include elastic regain for Live Load. FINAL STRESSES (psi) -------- - - - - -- X(ft) From FP + BM FP + DL + Sustained LL FP + DL + All LL Left End Top Bot Tpg Top Bot Tpg Top Bot 0.00 0 0 0 0 0 0 0 0 0.80 -44 436 187 76 217 223 95 179 1.60 -94 877 354 133 462 422 169 390 I:\ Jobs \0612 \Engrg \07 -Slab -Stair -Plank Design \0612E -7 -2 -1 8 in Plaza Slabs.bem FDG, Inc. Mountain ViewTrack D Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. SHEET 4 OF 7.2.1 DATE: 10/31/2006 PAGE: 3 BY: MRB 2.40 -111 1135 502 210 547 598 261 445 3.20 -72 1126 634 332 374 756 395 244 4.00 -41 1103 743 432 222 886 507 69 4.80 -15 1084 833 514 97 993 598 -74 5.60 5 1068 902 578 -1 1075 669 -187 6.40 19 1056 952 624 -72 1134 720 -268 7.20 28 1049 981 652 -115 1170 750 -317 8.00 31 1046 991 661 -129 1182 761 -333 OK NOTE: Allowable precast tensile stress = 12.0 *sgrt(f'c) = -849 psi ULTIMATE MOMENT: (k -in) Required Mu Provided phi *Mn -------------- - - - - -- ----------------------------------- by by by by Other Flex. phi X(ft) From Fact'd 1.2 *Mcr Strain- Limits Factor Left End Loads (ACI 18.8.2) compat. (see notes) (ACI 9.3.2) 0.00 0 0 (3) 0.75 0.80 84 {2) 104 (1) 0.75 1.60 158 {2) 174 (1) 0.75 2.40 224 {2) 410 (1) 0.75 3.20 282 {2) 388 (1) 0.75 4.00 330 (2) 429 (1) 0.75 4.80 370 (2) 459 (1) 0.75 5.60 400 (2) 478 (1) 0.75 6.40 422 {2) 583 0.90 7.20 436 {2) 583 0.90 8.00 440 {2) 476 583 OK 0.90 {n): Load Case {n) controls. (1): Development length controlled by strand. (3): Development length controlled by both strand and rebar. PREDICTED DEFLECTIONS --------------------- Based on Rational approach and PCI Committee Recommendations for losses. f'ci = 3.500 ksi, f'c = 5.000 ksi and ACI -209 Eci = 3587 ksi, Ec = 4287 ksi, Camber Mult.= 1.000 Modified Cu = 1.780 eshu = 468 E -06 NOTE: Negative values indicate camber. Midspan INITIAL CAMBER = 1/8" Position ERECTION CAMBER = 3/8 (in) CAMBER AFTER TOPPING = 1/4" Release : PS( - 0.27) +BM DL( 0.08) -0.19 FINAL CAMBER = 1/8" DOWNWARD Creep Before Erection -0.13 Erection: PS +BM DL -0.32 (@ 4 weeks) DELTA TL = 0.12 + 0.12 = 0.24 Change Due to Non- Comp.DL 0.03 L/240 = 0.8 > 0.24 ...OK : PS +BM DL +Non- Comp.DL -0.29 Change Due to Comp.DL +SustLL 0.17 DELTA LL = 0.12 - 0.09 = 0.03 : PS +All DL +Sust.LL -0.12 Long Term Creep 0.21 L /300 = 0.64 > 0.03 ...OK Final PS +All DL +Sust.LL 0.09 PS +All DL +LL 0.12 HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD --------------------------------------------------------------- Confinement for prestressing strand assumed -> NO I:\ Jobs \ \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -2 -1 8 in Plaza Slabs.bem FDG, Inc. SHEET 5 OF 7.2.1 Mountain ViewTrack D DATE: 10/31/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 4 BY: MRB Factored Reaction: Pu = 9.2 kips Pw = 7.3 kips at LEFT support React. Components: Pdl,nc= 1.1 kips Pdl,c= 5.2 kips Pll= 1.0 kips Factored Shear Vu = 9.2 kips Nu = 1.8 kips Calculated Height= 8.00 in Bearing Surface Width = 12.00 in Bearing Avf Factored Brg. Brg. Pad Sugg. Length Reqd. Stress Stress Pad Type (in) (in -2) (ksi) (ksi) 3.0 0.09 0.255 0.203 (1) 3.5 0.09 0.218 0.174 (1) USE 1/8" 4.0 0.09 0.191 0.152 (1) KOROLATH 5.0 0.09 0.153 0.122 (1) STRIPS 6.0 0.09 0.127 0.101 (1) 7.0 0.09 0.109 0.087 (1) NOTE: As detailed bearing lengths must be longer than minimum used in calcs to allow for as -built tolerances. Suggest minimum added length be 1/2 in. + difference in shortening between top and bottom of member. NOTE: Reactions are used for concrete bearing strength check and bearing pad design, shear is used for design of Avf. Pad Types: (following PCI Handbook 5th Edition) (1): AASHTO Grade Neoprene (60 durometer) or Random Oriented Fiber (ROF) I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -2 -1 8 in Plaza Slabs.bem a 0 ❑000000a Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /28/06 P.O. Box 15129 Fag: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 7.2.2 SB 8" RESIDENTIAL SLAB DESIGN a w 0 0 N M U O LL; a 17' -2" MEMBER LENGTH 16' -g DESIGN SPAN SERV: 1.7 k /ft ULT: 2.3 k /ft 1, S V EL,S 3 vil ,y! ng SLA G 4, &f* 6-AkD 43-7 SERV: 1.7 k /ft ULT: 2.3 k /ft G IQ.>t � 2 - � • 7 6" DESIGN LOADS LL = 70 psf * 1.0 ft = 0.070 klf 3" Topping Wt = 40 psf * 1.0 ft = 0.040 klf Self Wt = (0.150 kcf)(8 /12 ft)(1.0 ft) = 0.10 klf 3 7 0 N a . N I N I I W N 0 / m rn 0 Y C a. 'o I 0 N n / U a G W N f0 O N 0 O J ti C9 L� W = (0.070 + 0.040 + 0.10)klf = 0.21 klf M = (0.21 klf)(16.5 ft) /8 = 7.15 ft —k /ft = 85.76 in —k /ft CRACKING ANALYSIS UNDER ALL DL: S = (1.0 ft * 12)(8 in) /6 = 128 In Q Oct = M /S = 57.2 in —k/128 in = 447 psi 9011 = 7.5(5000)' ' = 353.6 psi PANEL CRACKS UNDER DL ... USE 0.5 in 0 STRAND SEE BEAM RUN FOLLOWING PAGES TEMP AND SHRINK ANALYSIS 1' -0" SECTION: (12 in)(8 in)(0.0018) = 0.17 In Q rov % V E r. 6 " C' o,9 4-AS$ r g P u�S a.r6 �erSSrt�d USE #4'S ® 12" O.C. TRANSVERSE TO 0.5 in STRAND; A. = 0.20 in' 8" RESIDENTIAL SLABS BTWN GRIDS D & E ON 2ND LEVEL PER FOOT DESIGN FDG, Inc. SHEET 2 OF 7.2.2 Mountain ViewTrack D DATE: 10/30/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 1 BY: MRB DESIGN DATA Left Cant. = 0.00 ft Simple Span = 16.50 ft Right Cant. = 0.00 ft Beam Length = 16.50 ft Loop @ Left = 0.00 ft Loop @ Right= 0.00 ft Design Bearing Lengths: @ Left = 0.000 ft @ Right= 0.000 ft Bot. width = 0.000 in Bot. thick = 0.000 in Web width = 12.000 in Top width = 12.000 in Flange thick= 0.000 in Tpg, thick = 2.000 in Stem Height = 8.000 in Haunch thick= 0.000 in Section Type =RECT BEAM Non - Composite : (Based on above section dimensions) Height = 8.000 in Area = 96.000 in -2 Sb = 128.00 in -3 St = 128.00 in -3 I = 512.00 in -4 Yb = 4.0000 in Yt = 4.0000 in Composite : (Based on above section dimensions) Height = 10.000 in Ac = 117.466 in -2 Sbc = 194.91 in -3 Stc(P /C)= 310.32 in -3 Ic = 957.74 in -4 Ybc = 4.9137 in Stc(Tpg)= 210.52 in -3 Miscellaneous : (Governing code is ACI 318 -02) Beam type = NORMAL WT. Topping type = NORMAL WT. Stress Block= RECTANGULAR Beam weight = 150.00 pcf Topping wt. = 150.00 pcf Cu = 2.350 eds = 300 E -06 eshu = 650 E -06 Vol /Surf = 2.400 in Rel. humid = 60.00% Strain Curve =PCI Handbook Beam f'ci = 3.500 ksi Beam f'c = 5.000 ksi Topping f'c = 4.000 ksi Eci modifier= 1.000 Ec modifier = 1.000 Camber Mult.= 1.000 Shear Options Depth used = COMPOSITE f'c used = BEAM Allow. Concrete Stress: At Release = 0.650f'ci At Final = 12.00sgrt f'c phi Factors: Tension - controlled Flexure = 0.900 Strand Development = 0.750 Compression - controlled Flexure = 0.650 Shear & Torsion = 0.750 Load Cases: 1) U = 1.40 DL 2) U = 1.20 DL + 1.60 LL >>>WARNING: The assigned f'ci and f'c will override any calculated values Prestressing Strands (Strand Type = LOW RELAXATION) 29 K /STRAND 10 IN O.C. -------------------- Eff. Pull = 0.700Xfpu Strand diam.= 0.5000 in Estrand = 28322.44 ksi Strand fpu = 270.00 ksi Area ea.str.= 0.1530 in -2 LtMult = 1.000 # Str. lev. = 1 # of Strand = 1.20 LdMult = 1.000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Harping Profile: X(ft) From Hstr Eccent. Area of Description Left End (in) (in) P/S (in -2) Left End of Beam---------------- - - - - -- 0.00 2.00 2.00 0.1836 Right End of Beam--------------- - - - - -- 16.50 2.00 2.00 0.1836 Mild Steel Shear fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Emild = 29000 ksi LdMult = 1.000 Distributed Loads (non- factored) --------------- -- Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent. Load Type (k /ft) (k /ft) (ft) (ft) (in) P/C Self Weight 0.100 0.100 0.00 16.50 0.000 Non -comp. Dead Load 0.040 0.040 0.00 16.50 0.000 Composite Dead Load 0.000 0.000 0.00 16.50 0.000 Live Load 0.070 0.070 0.00 16.50 0.000 I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -2 -2 Residential Slabs.bem FDG, Inc. SHEET 3 OF 7.2.2 Mountain ViewTrack D DATE: 10/30/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 2 BY: MRB At Release Only: Suction = 0.000 k /ft Core Material = 0.000 k /ft NOTE: 0.00% of all distributed and concentrated live loads are sustained. Bearing Plates -------- - - -- -- Nu = 0.20 *Pu Height= 0.00 in Bearing Pad Thickness = 0.375 in Eff. Brg. Surface: Width = 0.00 in Length = 0.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non - debonded prestressing strand assumed -> NO *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OUTPUT **** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** INITIAL STRESSES (psi, at ---------------- release) A)DL beam + core material (if any) + suction (if any) Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT end X(ft) From Initial P/S Init.P /S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 1.65 -139 694 -24 579 0.00 2.08 -175 877 -35 736 0.00 3.30 -176 878 29 674 0.00 4.95 -176 879 92 611 0.00 6.60 -176 880 130 574 0.00 8.25 -176 880 143 561 0.00 NOTE: Required f'ci = 3 p at X = 0.00 ft, unless overridden. STRAND STRESSES (Based on --------- - - - - -- f'ci =3.500 ksi, f'c =5.000 ksi, by PCI Committee) at at DL and X(ft) from Tensioning Release Sust. LL Final* P/S Loss P/S Loss Left End ksi ksi ksi ksi ksi % 0.00 189.0 182.9 0.0 0.0 189.00 100.00 1.65 189.0 183.3 131.2 131.4 57.58 30.47 3.30 189.0 183.6 166.3 166.7 22.33 11.81 4.95 189.0 183.9 166.9 167.4 21.58 11.42 6.60 189.0 184.0 167.3 167.9 21.13 11.18 8.25 189.0 184.1 167.4 168.0 20.98 11.10 *NOTE: Final strand stresses include elastic regain for Live Load. FINAL STRESSES (psi) -------- - - - - -- X(ft) From FP + BM FP + DL + Sustained LL FP + DL + All LL Left End Top Bot Tpg Top Bot Tpg Top Bot 0.00 0 0 0 0 0 0 0 0 0.82 -2 254 0 22 229 26 40 201 1.65 -11 513 0 35 468 49 68 415 2.47 4 632 0 69 567 69 116 492 3.30 45 593 0 126 511 87 185 417 4.13 80 560 0 175 464 102 244 354 4.95 108 532 0 215 425 114 292 302 5.78 130 511 0 246 395 124 330 262 6.60 146 496 0 268 374 130 357 233 7.43 155 487 0 282 361 134 373 216 8.25 158 484 0 286 357 136 378 210 OK NOTE: Allowable precast tensile stress = 12.0 *sgrt(f'c) _ -849 psi I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -2 -2 Residential Slabs.bem FDG, Inc. SHEET 4 OF 7.2.2 Mountain ViewTrack D DATE: 10/30/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 3 BY: MRB ULTIMATE MOMENT: (k -in) --------- - - - - -- PREDICTED DEFLECTIONS --------------- - - - - -- Based on Rational app f'ci = 3.500 Eci = 3587 Modified Cu = 1.780 NOTE: Negative values roach and PCI Committee Recommendations for losses. ksi, f'c = 5.000 ksi and ACI -209 ksi, Ec = 4287 ksi,.Camber Mult.= 1.000 eshu = 468 E -06 indicate camber. Required Mu -------------- - - - - -- ----------------------------------- Provided phi *Mn by by by by Other Flex. phi X(ft) From Fact'd 1.2 *Mcr Strain- Limits -0.05 Factor Left End Loads (ACI 18.8.2) compat. (see notes) (ACI 9.3.2) 0.00 0 0.03 0 (3) 0.75 0.82 22 (2) 0.00 50 (1) 0.75 1.65 41 {2} 0.02 96 (1) 0.75 2.47 58 {2) -0.06 190 (1) 0.75 3.30 73 {2) strand assumed -> 218 (1) 0.75 4.13 86 (2) 1.2 kips Pdl,c= 240 (1) 0.75 4.95 96 {2) 8.00 in Bearing 257 (1) 0.75 5.78 104 {2) Stress 268 (1) 0.75 6.60 110 {2) 326 0.90 7.43 113 {2} 326 0.90 8.25 114 {2) 276* 326 OK 0.90 {n}: Load Case (n) controls. (1): Development length controlled by strand. (3): Development length controlled by both strand and rebar. *NOTE: phi *Mn > 2 *Mu, ACI 18.8.3 requirements can be ignored. PREDICTED DEFLECTIONS --------------- - - - - -- Based on Rational app f'ci = 3.500 Eci = 3587 Modified Cu = 1.780 NOTE: Negative values roach and PCI Committee Recommendations for losses. ksi, f'c = 5.000 ksi and ACI -209 ksi, Ec = 4287 ksi,.Camber Mult.= 1.000 eshu = 468 E -06 indicate camber. I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -2 -2 Residential Slabs.bem Midspan Position (in) NO Release : PS( - 0.18) +BM DL( 0.09) -0.09 SIGNIFICANT Creep Before Erection -0.05 CAMBER OR Erection: PS +BM DL -0.14 (@ 4 weeks) DEFLECTION Change Due to Non- Comp.DL 0.03 : PS +BM DL +Non- Comp.DL -0.11 Change Due to Comp.DL +SustLL 0.00 : PS +All DL +Sust.LL -0.11 Long Term Creep 0.02 Final PS +All DL +Sust.LL -0.09 PS +All DL +LL -0.06 HORIZONTAL ANCHOR REINFORCEMENT --------------------------------------------------------------- & BEARING STRESS ON BEARING PAD Confinement for prestressing strand assumed -> NO Factored Reaction: Pu = 2.3 kips Pw = 1.7 kips at LEFT support React. Components: Pdl,nc= 1.2 kips Pdl,c= 0.0 kips Pll= 0.6 kips Factored Shear Vu = 2.3 kips Nu = 0.5 kips Calculated Height= 8.00 in Bearing Surface Width = 12.00 in Bearing Avf Factored Brg. Brg. Pad Sugg. Length Reqd. Stress Stress Pad Type (in) (in -2) (ksi) (ksi) I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -2 -2 Residential Slabs.bem FDG, Inc. SHEET 5 OF 7.2.2 Mountain ViewTrack D DATE: 10/30/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 4 BY: MRB 3.0 0.02 0.064 0.048 (1) 3.5 0.02 0.055 0.041 (1) 4.0 0.02 0.048 0.036 (1) 5.0 0.02 0.038 0.029 (1) 6.0 0.02 0.032 0.024 (1) 7.0 0.02 0.027 0.021 (1) NOTE: As detailed bearing lengths must be longer than minimum used in calcs to allow for as -built tolerances. Suggest minimum added length be 1/2 in. + difference in shortening between top and bottom of member. NOTE: Reactions are used for concrete bearing strength check and bearing pad design, shear is used for design of Avf. Pad Types: (following PCI Handbook 5th Edition) (1): AASHTO Grade Neoprene (60 durometer) or Random Oriented Fiber (ROF) I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -2 -2 Residential Slabs.bem = O 0ZO =ppO0 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 01 /05/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 7.2.3 SC 10" PLAZA LEVEL SLAB DESIGN I - W, t W2 i 3' -72" 19' -72 E 0 N O w 0 O N O a d 23'-3" DESIGN SPAN SERV: 7.3 k /ft SERV: 8.8 k /ft ULT: 9.7 k /ft ULT: 11.8 k /ft Q 0 DESIGN LOADS — CASE 1: Analyze 1 / 2 the slab width: W Area Inside Residence o, 3 N 0 0 v J M I N I n I N C) O N N 0 a I . N I 0 I 0 v+ v+ W N_ cp 0 a 0 J U L� LL = 70 psf * 5.75 ft = 0.403 klf 9" Topping Wt = (0.150 kcf)(9 /12 ft)(5.75 ft) = 0.646 klf �CV Mir W Plaza Outside Residence G G LL = 150 psf * 5.75 ft = 0.863 klf DL = 300 psf * 5.75 ft = 1.73 klf 3" Topping Wt = (0.150 klf)(3 /12 ft)(5.75 ft) = 0.216 klf 5 3• A E I, b k /�� P�c2 s. DL = 1.6 9.33 from L end M = 2292 in —k (SEE BCAN RUN FOLLOWING PAGES) DESIGN LOADS — CASE 2 W Area Inside Residence LL = 0.403 klf DL = 0.646 klf W Area Outside Residence DL = 1.946 klf Point Loads: DL — .6 @ 9.33 from L end LL = 1 @ 5.42 ft from L end LL = 16 k @ 19.42 ft from L end p 53.QA M = 2521 in —k (SEE BCAN RUN FOLLOWING PAGES) D O 13OO = == -D`7 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /25/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 2 OF 7.2.3 DESIGN LOADS — CASE 3 W Area Inside Residence LL = 0.403 klf DL = 0.646 klf W Area Outside Residence DL = 1.946 klf Point Loads: DL = T.6 9.33 ft from L end LL = 1 @ 10.83 ft from L end LL = 16 k @ 16.83 ft from L end E 0 N co w 0 0 N 0 w a 0 M = 3313 in —k (SEE BCAN RUN FOLLOWING PAGES) CASE 3 CONTROLS — USE CASE 3 LOADING IN BEAM RUN TEMP AND SHRINK ANALYSIS 1' -0" SECTION: (12 in)(10 in)(0.0018) = 0.216 in USE #5'S @ 16' O.C. TRANSVERSE TO 0.5 in STRAND; A. = 0.233 in 3 v N d N C O n N O+ c 0 J i N I n W N cD C O� �N N Y C O d O N a 0 N I n 0 o+ rn c w N (O O y O J l� U' L� FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. INPUT DATA E= 4300 ksi No. of Jts.= 2 No. of Elements= 1 Element Data ------ - - - - -- Joint Data Element I ---- - - - - Joint -- X Joint # (in ^4) # (ft) Restraint 1 328509 1 0.00 PINNED 2 23.25 PINNED Load Case Description --------------- - - - - -- Load Case Description 1 W DL 1 2 W LL 1 3 W DL 2 4 W LL 2 5 POINT LOAD 1 6 POINT LOAD 2 7 POINT LOAD 3 8 POINT LOAD 4 9 POINT LOAD 5 Distributed Loads --------------- -- Load Wl W2 X1 X2 Case (k /ft) (k /ft) (ft) (ft) 1 0.646 0.646 0.00 3.63 2 0.403 0.403 0.00 3.63 3 1.946 1.946 3.63 23.25 4 0.863 0.863 3.63 23.25 Concentrated Loads, - - - - - - -- Load Py XP Case (k) (ft) 5 1.6 9.33 6 6.00 5.42 7 16.00 19.42 8 16.00 10.83 9 16.00 16.83 SHEET 3 OF 7.2.3 DATE: 2/1/2007 PAGE: 1 BY: MRB I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -2 -3 10 in Long Span Slabs.bcn FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. --------------- -- -- LOAD COMBINATION 1 CASE 1 SERVICE --------------- - - -- Combined Loads = 1.000 * LC 1 + 1.000 * LC 2 + 1.000 * LC 3 + 1.000 * LC 4 + 1.000 * LC 5 Joint Reactions and Displacements Joint X Rx Ry Mz Y -disp. Rotat. # (ft) (k) (k) (k -in) (in) (rad) 1 0.00 0.00 -27.72 0 0.0000 0.000148 2 23.25 0.00 -32.80 0 0.0000 - 0.000150 Element Forces and Displacements Ele. X Axial # (ft) Force Shear Force Moment Y- displ. (k) (k) (k -in) (in) 1 0.00 0.00 -27.72 -0 0.0000 1 2.91 0.00 -24.67 -914 0.0050 1 5.81 0.00 -17.78 -1671 0.0093 1 8.72 0.00 -9.62 -2149 0.0121 1 9.33 0.00 -7.90/ -6.30 -2213 0.0125 1 11.57 0.00 0.00 -2298 0.0131 1 11.63 0.00 0.14 -2298 0.0131 1 14.53 0.00 8.31 -2150 0.0121 1 17.44 0.00 16.47 -1718 0.0093 1 20.34 0.00 24.63 -1001 0.0051 1 23.25 0.00 32.80 -0 0.0000 SHEET 4 OF 7.2.3 DATE: 2/1/2007 PAGE: 2 BY: MRB I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -2 -3 10 in Long Span Slabs.bcn FDG, Inc. SHEET 5 OF 7.2.3 MOUNTAIN VIEW DATE: 2/1/2007 Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 3 BY: MRB --------------- - - -- LOAD COMBINATION 2 CASE 1 ULTIMATE Combined Loads = 1.200 * LC 1 + 1.600 * LC 2 + 1.200 * LC 3 + 1.600 * LC 4 + 1.200 * LC 5 Joint Reactions --------------------------------- and Displacements Joint X Rx Ry Mz Y -disp. Rotat. # (ft) (k) (k) (k -in) (in) (rad) 1 0.00 0.00 -36.66 0 0.0000 0.000195 2 23.25 0.00 -43.32 0 0.0000 - 0.000198 Element -------------------------------- Forces and Displacements Ele. X Axial # (ft) Force Shear Force Moment Y- displ. (k) (k) (k -in) (in) 1 0.00 0.00 -36.66 -0 0.0000 1 2.91 0.00 -32.54 -1207 0.0066 1 5.81 0.00 -23.40 -2204 0.0122 1 8.72 0.00 -12.60 -2832 0.0159 1 9.33 0.00 - 10.33/ -8.41 -2916 0.0164 1 11.59 0.00 -0.00 -3030 0.0173 1 11.63 0.00 0.12 -3030 0.0173 1 14.53 0.00 10.92 -2837 0.0160 1 17.44 0.00 21.72 -2268 0.0123 1 20.34 0.00 32.52 -1322 0.0067 1 23.25 0.00 43.32 0 0.0000 I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -2 -3 10 in Long Span Slabs.bcn FDG, Inc. SHEET 6 OF 7.2.3 MOUNTAIN VIEW DATE: 2/1/2007 Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 4 BY: MRB --------------- - - -- LOAD COMBINATION 3 CASE --------------- - - 2 SERVICE Combined Loads -- = 1.000 * LC 1 + 1.000 * LC 2 + 1.000 * LC 3 + 1.000 * LC 5 + 1.000 * LC 6 + 1.000 * LC 7 Joint Reactions --------------------------------- and Displacements Joint X Rx Ry Mz Y -disp. Rotat. # (ft) (k) (k) (k -in) (in) (rad) 1 0.00 0.00 -35.48 0 0.0000 0.000176 2 23.25 0.00 -40.10 0 0.0000 - 0.000176 Element -------------------------------- Forces and Displacements Ele. X Axial # (ft) Force Shear Force Moment Y- displ. (k) (k) (k -in) (in) 1 0.00 0.00 -35.48 -0 0.0000 1 2.91 0.00 -32.44 -1184 0.0059 1 5.42 0.00 - 28.19/ -12.19 -2106 0.0103 1 5.81 0.00 -11.43 -2161 0.0109 1 8.72 0.00 -5.77 -2461 0.0140 1 9.33 0.00 -4.58/ -2.98 -2499 0.0144 1 10.86 0.00 0.00 -2527 0.0150 1 11.63 0.00 1.48 -2520 0.0151 1 14.53 0.00 7.14 -2370 0.0140 1 17.44 0.00 12.79 -2022 0.0108 1 19.42 0.00 16.65/ 32.65 -1672 0.0077 1 20.34 0.00 34.45 -1300 0.0059 1 23.25 0.00 40.10 -0 0.0000 I:\ Jobs \ 0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -2 -3 10 in Long Span Slabs.bcn FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. --------------- - - -- LOAD COMBINATION 4 CASE 2 ULTIMATE --------------- - - -- Combined Loads = 1.200 * LC 1 + 1.600 * LC 2 + 1.200 * LC 3 + 1.200 * LC 5 + 1.600 * LC 6 + 1.600 * LC 7 Joint Reactions and Displacements Joint X Rx Ry Mz Y -disp. Rotat. # (ft) (k) (k) (k -in) (in) (rad) 1 0.00 0.00 -49.08 0 0.0000 0.000239 2 23.25 0.00 -55.01 0 0.0000 - 0.000239 Element Forces and Displacements Ele. X Axial # (ft) Force Shear Force Moment Y- displ. (k) (k) (k -in) (in) 1 0.00 0.00 -49.08 0 0.0000 1 2.91 0.00 -44.96 -1640 0.0081 1 5.42 0.00 - 39.75/ -14.15 -2924 0.0140 1 5.81 0.00 -13.23 -2989 0.0148 1 8.72 0.00 -6.44 -3332 0.0190 1 9.33 0.00 -5.02/ -3.10 -3374 0.0196 1 10.66 0.00 -0.00 -3399 0.0203 1 11.63 0.00 2.26 -3386 0.0204 1 14.53 0.00 9.05 -3188 0.0189 1 17.44 0.00 15.84 -2754 0.0147 1 19.42 0.00 20.46/ 46.06 -2323 0.0104 1 20.34 0.00 48.22 -1800 0.0081 1 23.25 0.00 55.01 0 0.0000 SHEET 7 OF 7.2.3 DATE: 2/1/2007 PAGE: 5 BY: MRB I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -2 -3 10 in Long Span Slabs.bcn FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. --------------- - - -- LOAD COMBINATION 5 CASE 3 SERVICE --------------- - --- Combined Loads = 1.000 * LC 1 + 1.000 * LC 2 + 1.000 * LC 3 + 1.000 * LC 5 + 1.000 * LC 8 + 1.000 * LC 9 Joint Reactions and Displacements Joint X Rx Ry Mz Y -disp. Rotat. # (ft) (k) (k) (k -in) (in) (rad) 1 0.00 0.00 -33.54 0 0.0000 0.000199 2 23.25 0.00 -42.04 0 0.0000 - 0.000211 Element Forces and Displacements Ele. X Axial # (ft) Force Shear Force Moment Y- displ. (k) (k) (k -in) (in) 1 0.00 0.00 -33.54 -0 0.0000 1 2.91 0.00 -30.49 -1117 0.0068 1 5.81 0.00 -25.49 -2101 0.0126 1 8.72 0.00 -19.83 -2892 0.0166 1 9.33 0.00 - 18.64/ -17.04 -3033 0.0172 1 10.83 0.00 - 14.12/ 1.88 -3313 0.0181 1 11.63 0.00 3.42 -3288 0.0182 1 14.53 0.00 9.08 -3070 0.0170 1 16.83 0.00 13.55/ 29.55 -2758 0.0141 1 17.44 0.00 30.73 -2538 0.0131 1 20.34 0.00 36.39 -1368 0.0071 1 23.25 0.00 42.04 0 0.0000 SHEET 8 OF 7.2.3 DATE: 2/1/2007 PAGE: 6 BY: MRB I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -2 -3 10 in Long Span Slabs.bcn FDG, Inc. MOUNTAIN VIEW Bcan, 3.0.03, (C)2005 SALMONS TECHNOLOGIES, INC. --------------- - - -- LOAD COMBINATION 6 CASE 3 ULTIMATE --------------- - - -- Combined Loads = 1.200 * LC 1 + 1.600 * LC 2 + 1.200 * LC 3 + 1.200 * LC 5 + 1.600 * LC 8 + 1.600 * LC 9 Joint Reactions and Displacements Joint X Rx Ry Mz Y -disp. Rotat. # (ft) (k) (k) (k -in) (in) (rad) 1 0.00 0.00 -45.98 0 0.0000 0.000277 2 23.25 0.00 -58.11 0 0.0000 - 0.000295 Element Forces and Displacements Ele. X Axial # (ft) Force Shear Force Moment Y- displ. (k) (k) (k -in) (in) 1 0.00 0.00 -45.98 -0 0.0000 1 2.91 0.00 -41.85 -1532 0.0094 1 5.81 0.00 -35.73 -2893 0.0176 1 8.72 0.00 -28.94 -4021 0.0232 1 9.33 0.00 - 27.51/ -25.59 -4228 0.0240 1 10.83 0.00 - 22.09/ 3.51 -4657 0.0252 1 11.63 0.00 5.37 -4614 0.0255 1 14.53 0.00 12.15 -4309 0.0238 1 16.83 0.00 17.52/ 43.12 -3900 0.0198 1 17.44 0.00 44.54 -3580 0.0184 1 20.34 0.00 51.33 -1908 0.0100 1 23.25 0.00 58.11 0 0.0000 SHEET 9 OF 7.2.3 DATE: 2/1/2007 PAGE: 7 BY: MRB I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -2 -3 10 in Long Span Slabs.bcn LONG SPAN SLABS BTWN GRIDS C AND D FDG, Inc. Mountain ViewTrack D Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. DESIGN DATA Left Cant. = 0.00 ft Simple Span = 23.25 ft Beam Length = 23.25 ft Loop @ Left = 0.00 ft Design Bearing Lengths: @ Left = 0.000 ft SHEET 10 OF 7.2.3 DATE: 2/1/2007 PAGE: 1 BY: MRB Right Cant. = 0.00 ft Loop @ Right= 0.00 ft @ Right= 0.000 ft Bot. width = 0.000 in Bot. thick = 0.000 in Web width = 69.000 in Top width = 69.000 in Flange thick= 0.000 in Tpg. thick = 2.000 in Stem Height = 10.000 in Haunch thick= 0.000 in Section Type =RECT BEAM Non- Composite : (Based on above section dimensions) Height = 10.000 in Area = 690.000 in -2 Sb = 1150.00 in -3 St = 1150.00 in -3 1 = 5750.00 in -4 Yb = 5.0000 in Yt = 5.0000 in Composite : (Based on above section dimensions) Height = 12.000 in Ac = 813.431 in -2 Sbc = 1617.54 in -3 Stc(P /C)= 2337.76 in -3 Ic = 9560.39 in -4 Ybc = 5.9104 in Stc(Tpg)= 1755.28 in -3 Miscellaneous : (Governing code is ACI 318 -02) Beam type = NORMAL WT. Topping type = NORMAL WT. Stress Block= RECTANGULAR Beam weight = 150.00 pcf Topping wt. = 150.00 pcf Cu = 2.350 eds = 300 E -06 eshu 650 E -06 Vol /Surf = 4.367 in Rel. humid = 60.00% Strain Curve =PCI Handbook Beam f'ci = 3.500 ksi Beam f'c = 5.000 ksi Topping f'c = 4.000 ksi Eci modifier= 1.000 Ec modifier = 1.000 Camber Mult.= 1.000 Shear Options Depth used = COMPOSITE f'c used = BEAM Allow. Concrete Stress: At Release = 0.650f'ci At Final = 12.00sgrt f'c phi Factors: Tension - controlled Flexure = 0.900 Strand Development = 0.750 Compression - controlled Flexure = 0.650 Shear & Torsion = 0.750 Load Cases: 1) U = 1.40 DL 2) U = 1.20 DL + 1.60 LL >>>WARNING: The assigned f'ci and f'c will override any calculated values Prestressing Strands (Strand Type = LOW RELAXATION) - 29 K /STRAND Eff. Pull = 0.700Xfpu Strand diam.= 0.5000 in Estrand = 28322.44 ksi Strand fpu = 270.00 ksi Area ea.str.= 0.1530 in -2 LtMult = 1.000 # Str. lev. = 1 # of Strand = 21.50 LdMult = 1.000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Harping Profile: X(ft) From Hstr Eccent. Area of Description Left End (in) (in) P/S (in -2) Left End of Beam - - - - -- 0.00 2.38 2.62 3.2895 Right End of Beam - - - - -- 23.25 2.38 2.62 3.2895 Mild Steel Shear fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Flexure fy = 60.00 ksi fs = 30.00 ksi Emild = 29000 ksi LdMult = 1.000 Distance From Left End No. of Bars Bar Area of Dist. from Bottom Beginning Ending Layer in Layer Size Steel(in -2) of Section (in) (ft) (ft) 1 1 4 0.200 8.50 0.00 23.25 NOTE: Mild steel transformed for section props and used in design moment. Distributed Loads (non- factored) ----------- - - - - -- Magnitude of Load Distance From Left I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -2 -3 10 in Long Span Slabs CASE 3.bem FDG, Inc. Mountain ViewTrack D Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. SHEET 11 OF 7.2.3 DATE: 2/1/2007 PAGE: 2 BY: MRB NOTE: 0.00% of all distributed and concentrated live loads are sustained. Bearing Plates Nu = 0.20 *Pu Height= 0.00 in Bearing Pad Thickness = 0.500 in Eff. Brg. Surface: Width = 0.00 in Length = 0.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non - debonded prestressing strand assumed -> NO *** *r * * *r * * * * *r * * * * * * * * * * * * * * * * * ** OUTPUT **** t * * * * * * * * * * * * * * * * * * * r * * * * * * * * ** INITIAL STRESSES (psi, at release) ---------------- A)DL beam + core material (if any) + suction (if any) Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT end X(ft) From Initial P/S Init.P /S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 2.08 -477 2158 -312 1993 0.00 2.33 -477 2159 -295 1976 0.44 TOP < - -- 4.65 -478 2165 -155 1842 0.00 USE #4 BARS @ 6.97 -479 2170 -56 1745 0.00 9.30 -480 2173 4 1687 0.00 12 IN O. C. 11.63 -480 2174 24 1668 0.00 13.95 -480 2173 4 1687 0.00 16.27 -479 2170 -56 1745 0.00 18.60 -478 2165 -155 1842 0.00 20.92 -477 2159 -295 1976 0.44 TOP< - -- 21.17 -477 2158 -312 1993 0.00 NOTE: Required f'ci = 3500 psi at X = 0.00 ft, unless overridden. STRAND STRESSES (Based on f'ci =3.500 ksi, f'c =5.000 ksi, by PCI Committee) --------- - - - - -- at at DL and X(ft) from Tensioning Release Sust. LL Final* P/S Loss P/S Loss Left End ksi ksi ksi ksi ksi % 0.00 189.0 175.6 0.0 0.0 189.00 100.00 I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -2 -3 10 in Long Span Slabs CASE 3.bem Beginning Ending Beginning Ending Eccent. Load Type (k /ft) (k /ft) (ft) (ft) (in) P/C Self Weight 0.719 0.719 0.00 23.25 0.000 Non -comp. Dead Load 0.000 0.000 0.00 23.25 0.000 Composite Dead Load 0.000 0.000 0.00 23.25 0.000 Live Load 0.000 0.000 0.00 23.25 0.000 Non -comp. Dead Load 0.646 0.646 0.00 3.63 0.000 Live Load 0.403 0.403 0.00 3.63 0.000 Non -comp. Dead Load 1.725 1.725 3.63 23.25 0.000 Composite Dead Load 0.220 0.220 3.63 23.25 0.000 At Release Only: Suction = 0.000 k /ft Core Material = 0.000 k /ft Concentrated Loads --------------- - (non- factored) -- Magnitude Distance From Eccent. Load Type of Load (k) Left End (ft) (in) Non -comp. Dead Load 1.60 9.33 0.000 Live Load 16.00 1.0.83 0.000 Live Load 16.00 16.83 0.000 NOTE: 0.00% of all distributed and concentrated live loads are sustained. Bearing Plates Nu = 0.20 *Pu Height= 0.00 in Bearing Pad Thickness = 0.500 in Eff. Brg. Surface: Width = 0.00 in Length = 0.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non - debonded prestressing strand assumed -> NO *** *r * * *r * * * * *r * * * * * * * * * * * * * * * * * ** OUTPUT **** t * * * * * * * * * * * * * * * * * * * r * * * * * * * * ** INITIAL STRESSES (psi, at release) ---------------- A)DL beam + core material (if any) + suction (if any) Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT end X(ft) From Initial P/S Init.P /S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 2.08 -477 2158 -312 1993 0.00 2.33 -477 2159 -295 1976 0.44 TOP < - -- 4.65 -478 2165 -155 1842 0.00 USE #4 BARS @ 6.97 -479 2170 -56 1745 0.00 9.30 -480 2173 4 1687 0.00 12 IN O. C. 11.63 -480 2174 24 1668 0.00 13.95 -480 2173 4 1687 0.00 16.27 -479 2170 -56 1745 0.00 18.60 -478 2165 -155 1842 0.00 20.92 -477 2159 -295 1976 0.44 TOP< - -- 21.17 -477 2158 -312 1993 0.00 NOTE: Required f'ci = 3500 psi at X = 0.00 ft, unless overridden. STRAND STRESSES (Based on f'ci =3.500 ksi, f'c =5.000 ksi, by PCI Committee) --------- - - - - -- at at DL and X(ft) from Tensioning Release Sust. LL Final* P/S Loss P/S Loss Left End ksi ksi ksi ksi ksi % 0.00 189.0 175.6 0.0 0.0 189.00 100.00 I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -2 -3 10 in Long Span Slabs CASE 3.bem FDG, Inc. Mountain ViewTrack D Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. SHEET 12 OF 7.2.3 DATE: 2/1/2007 PAGE: 3 BY: MRB 2.33 189.0 176.4 156.6 157.5 31.45 16.64 4.65 189.0 176.9 159.8 161.6. 27.35 14.47 6.97 189.0 177.3 162.2 164.9 24.09 12.75 9.30 189.0 177.5 163.7 167.3 21.71 11.49 11.63 189.0 177.6 164.1 168.2 20.81 11.01 13.95 189.0 177.5 163.6 167.5 21.50 11.38 16.27 189.0 177.3 162.3 165.9 23.08 12.21 18.60 189.0 176.9 160.0 162.6 26.37 13.95 20.92 189.0 176.4 156.9 158.2 30.81 16.30 23.25 189.0 175.6 0.0 0.0 189.00 100.00 *NOTE: Final strand stresses include elastic regain for Live Load. FINAL STRESSES (psi) -------- - - - --- X(ft) From FP + BM FP + DL + Sustained LL FP + DL + All LI, Left End Top Bot Tpg Top Bot Tpg Top Bot 0.00 0 0 0 0 0 0 0 0 1.16 -142 977 14 75 755 126 159 634 2.33 7245 1747 29 179 1312 249 344 1073 3.49 -175 1697 43 448 1058 367 691 706 4.65 -115 1655 57 691 829 483 1011 366 5.81 -64 1621 69 899 633 597 1296 59 6.97 -22 1594 78 1072 471 708 1545 -214 8.14 9 1575 86 1210 343 818 1759 -453 9.30 32 1562 91 1312 248 926 1938 -658 10.46 45 1556 95 1361 206 1031 2063 -811 11.63 50 1553 97 1374 193 1048 2088 -840 12.79 45 1555 96 1354 212 1022 2049 -794 13.95 31 1565 93 1297 265 995 1974 -714 15.11 8 1582 89 1206 352 965 1863 -600 16.27 -25 1606 82 1079 472 933 1718 -453 17.44 -67 1635 74 918 623 834 1488 -202 18.60 -117 1667 63 722 805 671 1178 145 19.76 -177 1707 50 491 1021 506 833 526 20.92 -247 1755 36 225 1271 339 453 940 22.09 -143 981 19 106 726 171 220 561 23.25 0 0 0 -0 0 0 -0 0 NOTE: Allowable precast tensile stress = 12.0 *sgrt(f'c) _ -849 psi ULTIMATE MOMENT: (k -in) --------------- Required -------------- Mu - - - - -- ----------------------------------- Provided phi *Mn by by by by Other Flex. phi X(ft) From Fact'd 1.2 *Mcr Strain- Limits Factor Left End Loads (ACI 18.8.2) compat. (see notes) (ACI 9.3.2) 0.00 0 0 (3) 0.75 1.16 763 {2) 1399 (3) 0.74 2.33 1488 {2) 3344 (1) 0.72 3.49 2177 {2) 4052 (1) 0.72 4.65 2823 {2) 4525 (1) 0.72 5.81 3417 {2) 4767 (1) 0.72 6.97 3959 (2) 5472 0.82 8.14 4450 {2) 5476 0.82 9.30 4888 {2) 5477 0.82 10.46 5249 {2) 5478 0.82 OK 11.63 5313 {2) 4043 5470 OK 0.82 I:\ Jobs \0612 \Engrg \07 - Slab - Stair -Plank Design \0612E -7 -2 -3 10 in Long Span Slabs CASE 3.bem FDG, Inc. 0.55 SHEET 13 OF 7.2.3 Mountain ViewTrack D DATE: 2/1/2007 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 4 BY: MRB 12.79 5212 (2) 5478 0.82 13.95 5059 (2} 5477 0.82 15.11 4855 (2) 5476 0.82 16.27 4599 (2} 5473 0.82 17.44 4104 (2} 4771 (1) 0.72 18.60 3387 (2} 4532 (1) 0.72 19.76 2618 (2} 4062 (1) 0.72 20.92 1797 (2} 3358 (1) 0.72 22.09 924 (2) 1405 (3) 0.74 23.25 0 0 (3) 0.75 (n}: Load Case (n} controls. (1): Development length controlled by strand. (3): Development length controlled by both strand and rebar. PREDICTED DEFLECTIONS --------------- Based on - - - - -- Rational approach and PCI Committee Recommendations for losses. f'ci = 3.500 ksi, f'c = 5.000 ksi and ACI -209 Eci = 3587 ksi, Ec = 4287 ksi, Camber Mult.= 1.000 Modified Cu = 1.505 eshu = 369 E -06 NOTE: Negative values indicate camber. INITIAL CAMBER = 1/2" Midspan ERECTION CAMBER = 3/4 Position CAMBER AFTER TOPPING = 1'4" (in) Release PS( - 0.71) +BM DL( 0.23) -0.48 FINAL CAMBER = 0" Creep Before Erection -0.27 Erection: PS +BM DL -0.75 DELTA TL = 0.28 + 0.48 = 0.76 IN (@ 4 weeks) L/240 = 1.16 > 0.76 OK Change Due to Non- Comp.DL 0.47 : PS +BM DL +Non- Comp.DL -0.28 Change Due to Comp.DL +SustLL 0.03 DELTA LL = 0.25 - 0.48 = 0.73 IN : PS +All DL +Sust.LL -0.25 L /300 = 0.93 > 0.72 ...OK Long Term Creep 0.19 Final PS +All DL +Sust.LL -0.06 PS +All DL +LL 0.48 NOTE: Beam has cracked under positive moment, deflections are based on a bilinear moment - deflection relationship using simple Icr. (ACI '99 18.4.2 or '02 9.5.4.2). HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD --------------------------------------------------------------- Confinement for prestressing strand assumed -> NO Factored Reaction: Pu = 56.0 kips React. Components: Pdl,nc= 25.8 kips Factored Shear Vu = 56.0 kips Calculated Height= 10.00 in Bearing Avf Length Reqd. (in) (in -2) Pu = 56.0/5.75 = 9.73 klf Pw = 41.9 kips at LEFT support Pdl,c= 1.8 kips Pll= 14.3 kips PS - Nu = 11.2 kips Bearing Surface Width = 69.00 in 41.9/5.75 = 7.3 klf Factored Brg. Brg. Pad Sugg. Stress Stress Pad Type (ksi) (ksi) 3.0 0.55 0.271 0.202 (1) 3.5 0.55 0.232 0.173 (1) 4.0 0.55 0.203 0.152 (1) 5.0 0.55 0.162 0.121 (1) 6.0 0.55 0.135 0.101 (1) 7.0 0.55 0.116 0.087 (1) USE 1/8" KOROLATH STRIPS I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -2 -3 10 in Long Span Slabs CASE 3.bem FDG, Inc. Mountain ViewTrack D SHEET 14 OF 7.2.3 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. DATE: 2/1/2007 PAGE: 5 BY: MRB Factored Reaction: Pu = 68.1 kips Pw = 50.4 kips at RIGHT support React. Components: Pdl,nc= 28.7 kips Pdl,c= 2.5 kips Pll= 19.1 kips Factored Shear Vu = 68.1 kips Nu = 13.6 kips Calculated Height= 10.00 in Bearing Surface Width = 69.00 in Bearing Avf Factored Brg. Brg. Pad Sugg. PU = Length Reqd. Stress Stress Pad Type (in) (in -2) (ksi) (ksi) 68-1/5.75 = 11.8 klf 3.0 0.67 0.329 0.243 (1) 3.5 0.67 0.282 0.209 (1) pg = 4.0 0.67 5.0 0.67 0.247 0.183 (1) 50.45.75 = 0.197 0.146 (1) 6.0 0.67 0.165 0.122 (1) 8 • 8 klf 7.0 0.67 0.141 0.104 (1) NOTE: As detailed bearing lengths must be longer than minimum used in calcs to allow for as -built tolerances. Suggest minimum added length be 1/2 in. + difference in shortening between top and bottom of member. NOTE: Reactions are used for concrete bearing strength check and bearing pad design, shear is used for design of Avf. Pad Types: (following PCI Handbook 5th Edition) (1): AASHTO Grade Neoprene (60 durometer) or Random Oriented Fiber (ROF) I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -2 -3 10 in Long Span Slabs CASE 3.bem GR QI�C� G CR[�W 0 D Off===( ==Ou \-j Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE /18/06 P.O. Boa 15129 Fag: 719/390 -5564 Colorado Springs, CO 80935 Denver lane: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 7.3.1 SA 8" UPPER BALCONY SLABS — PRESTRESS OPTION TOPPING: USE 4" FOR WT, 3" FOR COMPOSITE SECTION DL = (0.150 kcf)(4 /12 ft)(1 ft) = 0.050 klf SDL = 0.060 klf 1�1100 LL = 0.250 klf 00 SEE BEAM RUN ON FOLLOWING PAGES DESIGN BASED ON PER FOOT ANALYSIS E O N M a; w h O O N 0 c a TEMP AND SHRINK ANALYSIS ACI 7.12.2.1 b: (12 in)(8 1n)(0.0018) = 0.17 in /ft NORMAL TO FLEXURAL STEEL - #4 BARS @ 12" O.C. TRANSVERSE A = 0.20 in /ft CONCLUSIONS w Q 0 USE 0.5 in 0 270 KSI STRAND @ 8" O.C. USE #4'S @ 12" O.C. TRANSVERSE TO STRAND 3 N O N C C O U O m h W (O O / C N d Y C O d 'v N L O h O / O+ O+ C W N_ co O N d O J U' L� 11' -2" SPAN 8 UPPER BALCONY SLAB PER FOOT DESIGN FDG, Inc. SHEET 2 OF 7.3.1 Mountain ViewTrack D DATE: 1/9/2007 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 1 BY: MRB DESIGN DATA Left Cant. = 0.00 ft Simple Span = 11.17 ft Right Cant. = 0.00 ft Beam Length = 11.17 ft Loop @ Left = 0.00 ft Loop @ Right= 0.00 ft Design Bearing Lengths: @ Left = 0.000 ft @ Right= 0.000 ft Bot. width = 0.000 in Bot. thick = 0.000 in Web width = 12.000 in Top width = 12.000 in Flange thick= 0.000 in Tpg. thick = 3.000 in Stem Height = 8.000 in Haunch thick= 0.000 in Section Type =RECT BEAM Non - Composite : (Based on above section dimensions) Height = 8.000 in Area = 96.000 in -2 Sb = 128.00 in -3 St = 128.00 in -3 I = 512.00 in -4 Yb = 4.0000 in Yt = 4.0000 in Composite : (Based on above section dimensions) Height = 11.000 in Ac = 128.199 in -2 Sbc = 235.17 in -3 Stc(P /C)= 483.29 in -3 Ic = 1265.54 in -4 Ybc = 5.3814 in Stc(Tpg)= 251.83 in -3 Miscellaneous : (Governing code is ACI 318 -02) Beam type = NORMAL WT. Topping type = NORMAL WT. Beam weight = 150.00 pcf Topping wt. = 150.00 pcf Cu = 2.350 eds = 300 E -06 Vol /Surf = 2.400 in Rel. humid = 60.00% Beam f'ci = 3.500 ksi Beam f'c = 5.000 ksi Eci modifier= 1.000 Ec modifier = 1.000 Shear Options Depth used = COMPOSITE Allow. Concrete Stress: At Release = 0.650f'ci phi Factors: Tension - controlled Flexure = 0.900 Compression - controlled Flexure = 0.650 Load Cases: 1) U = 1.40 DL 2) U = 1.20 DL + 1.60 LL >>>WARNING: The assigned f'ci and f'c will override Stress Block= RECTANGULAR eshu = 650 E -06 Strain Curve =PCI Handbook Topping f'c = 4.000 ksi Camber Mult.= 1.000 f'c used = BEAM At Final = 12.00sgrt f'c Strand Development = 0.750 Shear & Torsion = 0.750 any calculated values Prestressing - Strands (Strand Type = LOW RELAXATION) 29 K /STRAND @ 8 O.C. Eff..Pull = 0.700Xfpu Strand diam.= 0.5000 in Estrand = 28322.44 ksi Strand fpu = 270.00 ksi Area ea.str.= 0.1530 in -2 LtMult = 1.000 # Str. lev. = 1 1 # of Strand = 1.00 LdMult = 1.000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Harping Profile: X(ft) From Hstr Eccent. Area of Description Left End (in) (in) P/S (in -2) Left End of Beam---------------- - - - - -- 0.00 2.00 2.00 0.1530 Right End of Beam - - - - -- 11.17 2.00 2.00 0.1530 Mild Steel Shear fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Emild = 29000 ksi LdMult = 1.000 Distributed Loads (non- factored) --------------- -- Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent. Load Type (k /ft) (k /ft) (ft) (ft) (in) P/C Self Weight 0.100 0.100 0.00 11.17 0.000 Non -comp. Dead Load 0.050 0.050 0.00 11.17 0.000 Composite Dead Load 0.060 0.060 0.00 11.17 0.000 Live Load 0.250 0.250 0.00 11.17 0.000 I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -3 -1 Balcony Slabs.bem FDG, Inc. SHEET 3 OF 7.3.1 Mountain ViewTrack D DATE: 1/9/2007 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 2 BY: MRB At Release Only: Suction = 0.000 k /ft Core Material = 0.000 k /ft NOTE: 0.00% of all distributed and concentrated live loads are sustained. Bearing Plates Nu = 0.20 *Pu Height= 0.00 in Bearing Pad Thickness = 0.500 in Eff. Brg. Surface: Width = 0.00 in Length = 0.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non - debonded prestressing strand assumed -> NO *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OUTPUT **** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** INITIAL STRESSES (psi, at release) A)DL beam + core material (if any) + suction (if any) Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT end X(ft) From Initial P/S Init.P /S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 1.12 -79 393 -26 340 0.00 2.08 -147 733 -58 644 0.00 2.23 -147 733 -53 640 0.00 3.35 -147 734 -24 611 0.00 4.47 -147 734 -6 593 0.00 5.59 -147 734 -1 588 0.00 NOTE: Required f'ci = 3500 psi at X = 0.00 ft, unless overridden. STRAND STRESSES --------- - (Based on - - - -- f'ci =3.500 ksi, f'c =5.000 ksi, by PCI Committee) at at DL and X(ft) from Tensioning Release Sust. LL Final* P/S Loss P/S Loss Left End ksi ksi ksi ksi ksi o 0.00 189.0 183.6 0.0 0.0 189.00 100.00 1.12 189.0 183.8 89.5 89.8 99.21 52.49 2.23 189.0 184.0 167.0 167.6 21.44 11.34 3.35 189.0 184.1 167.4 168.1 20.89 11.06 4.47 189.0 184.2 167.6 168.4 20.57 10.88 5.59 189.0 184.2 167.7 168.5 20.46 10.83 *NOTE: Final strand stresses include elastic regain for Live Load. FINAL STRESSES (psi) X(ft) From FP + BM FP + DL + Sustained LL FP + DL + All LL Left End Top Bot Tpg Top Bot Tpg Top Bot 0.00 0 0 0 0 0 0 0 0 0.56 -8 151 8 10 128 44 29 90 1.12 -19 305 16 16 262 83 51 190 1.68 -33 462 23 16 400 117 66 299 2.23 -40 574 29 22 497 147 84 369 2.79 -24 559 33 48 469 173 121 319 3.35 -11 547 37 70 445 194 151 278 3.91 -1 537 41 87 428 210 175 246 4.47 6 531 43 99 415 221 192 224 5.03 10 527 44 106 407 228 202 210 5.59 12 525 45 108 404 230 205 205 OK NOTE: Allowable precast tensile stress = 12.0 *sgrt(f'c) _ -849 psi I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -3 -1 Balcony Slabs.bem FDG, Inc. ---- - ----- SHEET 4 OF 7.3.1 Mountain ViewTrack D DATE: 1/9/2007 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. for PAGE: 3 BY: MRB ULTIMATE --------------- MOMENT: (k -in) Vu Tu Vci Vcw Required Mu -------------- - - - - -- ----------------------------------- Provided phi *Mn in. by by by by Other Flex. phi X(ft) From Fact'd 1.2 *Mcr Strain- Limits in -2 /ft Factor Left End Loads (ACI 18.8.2) compat. (see notes) (ACI 9.3.2) 0.00 0 0 (3) 0.75 0.56 23 {2} 29 (1) 0.75 1.12 44 {2} 56 (1) 0.75 1.68 62 {2} 83 (1) 0.75 2.23 78 {2} 173 (1) 0.75 2.79 92 {2) 193 (1) 0.75 3.35 103 {2} 210 (1) 0.75 3.91 111 {2} 225 (1) 0.75 4.47 117 {2} 238 (1) 0.75 5.03 121 (2) 249 (1) 0.75 5.59 122 {2} 311* 256 (1) OK 0.75 in): Load Case {n} controls. 0.000 0.000 0.000 (1): Development length controlled by strand. 1.09 0.0 (3): Development length controlled by both strand and rebar. *NOTE: phi *Mn > 2 *Mu, ACI 18.8.3 requirements can be ignored. VERTICAL SHEAR REINFORCING ---------------- ---- - ----- -- Required Reinforcing -- for for for X(ft) From D Vu Tu Vci Vcw Avci Avcw Avmin Left End in. kips k -in kips kips in -2 /ft in -2 /ft in -2 /ft 0.46 9.00 3.34 0.0 27 28 0.000 0.000 0.000 0.56 9.00 3.28 0.0 24 28 0.000 0.000 0.000 1.12 9.00 2.91 0.0 16 30 0.000 0.000 0.000 1.68 9.00 2.55 0.0 13 31 0.000 0.000 0.000 2.23 9.00 2.18 0.0 13 32 0.000 0.000 0.000 2.79 9.00 1.82 0.0 13 33 0.000 0.000 0.000 3.35 9.00 1.46 0.0 13 33 0.000 0.000 0.000 3.91 9.00 1.09 0.0 13 33 0.000 0.000 0.000 4.47 9.00 0.73 0.0 13 33 0.000 0.000 0.000 5.03 9.00 0.36 0.0 13 33 0.000 0.000 0.000 5.59 9.00 0.00 0.0 13 33 0.000 0.000 0.000 : Minimum based on ACI Eq. 11 -13. (prestress < 40% tensile strength) (2) : Minimum based on ACI Eq. 11 -14. (prestress > 40% tensile strength) NOTE: Reqd. reinf. does not include suspension steel for ledges & pockets. NOTE: Reqd. reinf. is based on a total web width = 12.000 in. NOTE: No significant torsion was found (ACI 11.6.1). NOTE: Design assumes web reinforcing is carried as close to compression and tension surfaces as possible per ACI 12.13.1. SUMMARY OF MINIMUM VERTICAL AND LONGITUDINAL WEB REINFORCEMENT REQUIREMENTS --------------------------------------------------------------------------- NOTE: The specified section type does not have a bottom ledge. For Vertical Reinf, select from columns (1), (2), (3) or (4) : (in -2 /ft) For Longitudinal Reinf, select from columns (A) or (B) : (in -2) X(ft) From Ph (1) (2) (3) (4) (A) (B) Left End in Ash Av /2 +At Av /2 +Ash Av /2 +Awv Al /2 Awl I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -3 -1 Balcony Slabs.bem FDG, Inc. Mountain ViewTrack D Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. SHEET 5 OF 7.3.1 DATE: 1/9/2007 PAGE: 4 BY: MRB 0.46 0.0 <3> 0.000 <3> 0.000 0.000 0.000 0.56 0.0 <3> 0.000 <3> 0.000 1.12 0.0 <3> 0.000 <3> 0.000 1.68 .0.0 <3> 0.000 <3> 0.000 2.23 0.0. <3> 0.000 <3> 0.000 2.79 0.0 <3> 0.000 <3> 0.000 3.35 0.0 <3> 0.000 <3> 0.000 3.91 0.0 <3> 0.000 <3> 0.000 4.47 0.0 <3> 0.000 <3> 0.000 5.03 0.0 <3> 0.000 <3> 0.000 5.59 0.0 <3> 0.000 <3> 0.000 Awv =Awl= 0.000(left), 0.000(right)= Vertical and longitudinal web reinf. for bending due to torsional equil. reactions (ledge face,in -2), based on: Tu = 0.0 k -in at Left End, = 0.0 k -in at Right End ds = 10.000 in Hs = 6.400 in Ash--Hanger reinforcement (ledge face only). NOTE: The above values for steel are for one face only. Columns (2) & (A) should be applied to both faces. All other columns need only be applied to the ledge face. <3 >NOTE: Section does not have a ledge, or is defined as a General Section. PREDICTED DEFLECTIONS --------------- - - - - -- Based on Rational app f'ci = 3.500 Eci = 3587 Modified Cu = 1.780 NOTE: Negative values roach and PCI Committee Recommendations for losses. ksi, f'c = 5.000 ksi and ACI -209 ksi, Ec = 4287 ksi, Camber Mult.= 1.000 eshu = 468 E -06 indicate camber. INITIAL CAMBER = 1/8" ERECTION CAMBER = 1/8" FINAL CAMBER = 1/8" HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD --------------------------------------------------------------- Confinement for prestressing strand assumed -> NO Factored Reaction: Pu = 3.6 kips Pw = 2.6 kips at LEFT support React. Components: Pdl,nc= 0.8 kips Pdl,c= 0.3 kips Pll= 1.4 kips Factored Shear Vu = 3.6 kips Nu = 0.7 kips Calculated Height= 8.00 in Bearing Surface Width = 12.00 in Bearing Avf Factored Erg. Brg. Pad Sugg. Length Reqd. Stress Stress Pad Type (in) (in -2) (ksi) (ksi) 3.0 0.04 0.101 0.071 (1) 3.5 0.04 0.087 0.061 (1) 4.0 0.04 0.076 0.054 (1) I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -3 -1 Balcony Slabs.bem Midspan Position (in) Release : PS( - 0.07) +BM DL( 0.02) -0.05 Creep Before Erection -0.03 Erection: PS +BM DL -0.08 (@ 4 weeks) Change Due to Non- Comp.DL 0.01 : PS +BM DL +Non- Comp.DL -0.07 Change Due to Comp.DL +SustLL 0.00 : PS +All DL +Sust.LL -0.07 Long Term Creep 0.01 Final PS +All DL +Sust.LL -0.06 PS +All DL +LL -0.04 INITIAL CAMBER = 1/8" ERECTION CAMBER = 1/8" FINAL CAMBER = 1/8" HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD --------------------------------------------------------------- Confinement for prestressing strand assumed -> NO Factored Reaction: Pu = 3.6 kips Pw = 2.6 kips at LEFT support React. Components: Pdl,nc= 0.8 kips Pdl,c= 0.3 kips Pll= 1.4 kips Factored Shear Vu = 3.6 kips Nu = 0.7 kips Calculated Height= 8.00 in Bearing Surface Width = 12.00 in Bearing Avf Factored Erg. Brg. Pad Sugg. Length Reqd. Stress Stress Pad Type (in) (in -2) (ksi) (ksi) 3.0 0.04 0.101 0.071 (1) 3.5 0.04 0.087 0.061 (1) 4.0 0.04 0.076 0.054 (1) I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -3 -1 Balcony Slabs.bem FDG, Inc. SHEET 6 OF 7.3.1 Mountain ViewTrack D DATE: 1/9/2007 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 5 BY: MRB 5.0 0.04 0.061 0.043 (1) 6.0 0.04 0.051 0.036 (1) 7.0 0.04 0.043 0.031 (1) NOTE: As detailed bearing lengths must be longer than minimum used in calcs to allow for as -built tolerances. Suggest minimum added length be 1/2 in. + difference in shortening between top and bottom of member. NOTE: Reactions are used for concrete bearing strength check and bearing pad design, shear is used for design of Avf. Pad Types: (following PCI Handbook 5th Edition) (1): AASHTO Grade Neoprene (60 durometer) or Random Oriented Fiber (ROF) I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -3 -1 Balcony Slabs.bem G4�Is C �C�W D O O�OC��C�C]O Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /20/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 7.3.2 SB 8" LOWER LEVEL BALCONY SLAB DESIGN E 0 w 0 0 N U 0 6i 0 3 vi O N 0 U O m 3 J N I M I I W N 0 0 0 a I .o I 0 0 W N t0 O y 0 O J L- C9 DESIGN SPAN SERV: 3.7 klf SERV: 3.7 klf ULT: 5.3 klf ULT: 5.3 klf DESIGN LOADS: LL = 250 psf * 1.0 ft = 0.250 klf SDL = 60 psf * 1.0 ft = 0.060 klf Topping Wt = 40 psf * 1.0 ft = 0.040 klf Self Wt = (0.150 kcf)(8 /12 ft)(1.0 ft) = 0.10 klf W = (0.250 + 0.060 + 0.040 + 0.1)klf = 0.450 Of M = (0.450 klf)(16.42 ft) /8 = 15.2 ft -k = 182.0 in -k W,, = 1.2(0.06 + 0.04 + 0.1)klf + 1.6(0.250 klf) = 0.64 Of M,, = (0.64 klf)(16.42 ft) /8 = 21.6 ft -k = 258.8 in -k PANEL END RXNS: EM = 0 = V ft) - 0.64 klf(16.42 ft)(8.21 ft) V IL = 5.25 k f t V = 5.25 k ft CRACKING ANALYSIS UNDER ALL DL: S = (12 in)(8 in) /6 (7act = Mdl /S = 56.6 fall = 7.5(5000)" Z /1.5 PANEL CRACKS UNDER 128 in in -k/128 in = 442.2 psi = 353.6 psi DL ... USE 0.5 in 0 STRAND SEE BEAM RUN FOLLOWING PAGES TEMP AND SHRINK ANALYSIS 1' -0" SECTION: (12 1n)(8 in)(0.0018) = 0.17 in r� vER) r-Y USE #4'S ® 12" O.C. TRANSVERSE TO 0.5 in STRAND; A = 0.20 in 8" BALCONY SLABS ON LOWER LEVEL RESIDENTIAL AREA PER FOOT DESIGN FDG, Inc. SHEET 2 OF 7.3.2 Mountain ViewTrack D DATE: 10/30/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 1 BY: MRB DESIGN DATA Left Cant. = 0.00 ft Simple Span = 16.42 ft Right Cant. = 0.00 ft Beam Length = 16.42 ft Loop @ Left = 0.00 ft Loop @ Right= 0.00 ft Design Bearing Lengths: @ Left = 0.000 ft @ Right= 0.000 ft Bot. width = 0.000 in Bot. thick = 0.000 in Web width = 12.000 in Top width = 12.000 in Flange thick= 0.000 in Tpg. thick = 2.000 in Stem Height = 8.000 in Haunch thick= 0.000 in Section Type =RECT BEAM Non - Composite : (Based on above section dimensions) Height = 8.000 in Area = 96.000 in -2 Sb = 128.00 in -3 St = 128.00 in -3 1 = 512.00 in -4 Yb = 4.0000 in Yt = 4.0000 in Composite : (Based on above section dimensions) Height = 10.000 in Ac = 117.466 in -2 Sbc = 194.91 in -3 Stc(P /C)= 310.32 in -3 Ic = 957.74 in -4 Ybc = 4.9137 in Stc(Tpg)= 210.52 in -3 Miscellaneous : (Governing code is ACI 318 -02) Beam type = NORMAL WT. Topping type = NORMAL WT. Stress Block = RECTANGULAR Beam weight = 150.00 pcf Topping wt. = 150.00 pcf Cu = 2.350 eds = 300 E -06 eshu = 650 E -06 Vol /Surf = 2.400 in Rel. humid = 60.00% Strain Curve =PCI Handbook Beam f'ci = 3.500 ksi Beam f'c = 5.000 ksi Topping f'c = 4.000 ksi Eci modifier= 1.000 Ec modifier = 1.000 Camber Mult.= 1.000 Shear Options Depth used = COMPOSITE f'c used = BEAM Allow. Concrete Stress: At Release = 0.650f'ci At Final = 12.00sgrt f'c phi Factors: Tension - controlled Flexure = 0.900 Strand Development = 0.750 Compression - controlled Flexure = 0.650 Shear & Torsion = 0.750 Load Cases: 1) U = 1.40 DL 2) U = 1.20 DL + 1.60 LL >>>WARNING: The assigned f'ci and f'c will override any calculated values Prestressing Strands (Strand Type = LOW RELAXATION) 29 K /STRAND Q 10" O.C. -------------------- Eff. Pull = 0.700Xfpu Strand diam.= 0.5000 in Estrand = 28322.44 ksi Strand fpu = 270.00 ksi Area ea.str.= 0.1530 in -2 LtMult = 1.000 # Str. lev. = 1 # of Strand = 1.20 LdMult = 1.000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Harping Profile: X(ft) From Hstr Eccent. Area of Description Left End (in) (in) P/S (in -2) Left End of Beam - - - - -- 0.00 2.00 2.00 0.1836 Right End of Beam - - - - -- 16.42 2.00 2.00 0.1836 Mild Steel Shear fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Emild = 29000 ksi LdMult = 1.000 Distributed Loads (non- factored) ----------------- Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent. Load Type (k /ft) (k /ft) (ft) (ft) (in) P/C Self Weight 0.100 0.100 0.00 16.42 0.000 Non -comp. Dead Load 0.040 0.040 0.00 16.42 0.000 Composite Dead Load 0.060 0.060 0.00 16.42 0.000 Live Load 0.250 0.250 0.00 16.42 0.000 I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -3 -2 Lower Level Balcony Slabs.bem FDG, Inc. SHEET 3 OF 7.3.2 Mountain ViewTrack D DATE: 10/30/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 2 BY: MRB At Release Only: Suction = 0.000 k /ft Core Material = 0.000 k /ft NOTE: 0.00% of all distributed and concentrated live loads are sustained. Bearing Plates Nu = 0.20 *Pu Height= 0.00 in Bearing Pad Thickness = 0.500 in Eff. Brg. Surface: Width = 0.00 in Length = 0.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non - debonded prestressing strand assumed -> NO *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OUTPUT **** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** INITIAL STRESSES (psi, at release) A)DL beam + core material (if any) + suction (if any) Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT end X(ft) From Initial P/S Init.P /S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 1.64 -138 691 -24 577 0.00 2.08 -175 877 -35 737 0.00 3.28 -176 878 27 676 0.00 NONE REQ' D 4.93 -176 879 90 614 0.00 6.57 -176 880 127 577 0.00 8.21 -176 880 140 564 0.00 NOTE: Requ ired f'ci = 3500 psi at X = 0.00 ft, unless overridden. STRAND STRESSES (Based on f'ci =3.500 ksi, f'c =5.000 ksi, by PCI Committee) --------- - - - - -- at at DL and X(ft) from Tensioning Release Sust. LL Final* P/S Loss P/S Loss Left End ksi ksi ksi ksi ksi % 0.00 189.0 182.9 0.0 0.0 189.00 100.00 1.64 189.0 183.3 130.9 131.6 57.42 30.38 3.28 189.0 183.6 166.8 168.1 20.87 11.04 4.93 189.0 183.9 167.6 169.3 19.67 10.41 6.57 189.0 184.0 168.1 170.1 18.95 10.02 8.21 189.0 184.1 168.3 170.3 18.71 9.90 *NOTE: Final strand stresses include elastic regain for Live Load. FINAL STRESSES (psi) -------- - - - X(ft) From - -- FP + BM FP + DL + Sustained LL FP + DL + All LL Left End Top Bot Tpg Top Bot Tpg Top Bot 0.00 0 0 0 0 0 0 0 0 0.82 -3 255 22 36 207 113 98 108 1.64 -12 515 41 62 425 214 179 238 2.46 1 639 59 105 511 304 272 246 3.28 41 602 74 172 441 381 381 109 4.11 76 570 86 229 382 447 473 -7 4.93 103 544 97 275 333 500 549 -102 5.75 125 524 105 311 296 542 608 -176 6.57 141 510 111 337 269 572 650 -229 7.39 150 501 114 353 253 590 675 -261 8.21 153 498 115 358 247 596 684 -271 OK NOTE: Allowable precast tensile stress = 12.0 *sqrt(f'c) _ -849 psi I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -3 -2 Lower Level Balcony Slabs.bem FDG, Inc. Midspan Position SHEET 4 OF 7.3.2 Mountain ViewTrack D Creep Before Erection -0.05 DATE: 10/30/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. Change Due to Non- Comp.DL PAGE: 3 BY: MRB ULTIMATE --------------- MOMENT: (k -in) Change Due to Comp.DL +SustLL 0.02 : PS +All DL +Sust.LL -0.09 Required Mu -------------- - - - - -- ----------------------------------- Provided phi *Mn PS +All DL +LL by by by by Other Flex. phi X(ft) From Fact'd 1.2 *Mcr Strain- Limits Factor Left End Loads (ACI 18.8.2) compat. (see notes) (ACI 9.3.2) 0.00 0 0 (3) 0.75 0.82 49 {2} 50 (1) 0.75 1.64 93 (2) 96 (1) 0.75 2.46 132 (2} 190 (1) 0.75 3.28 166 {2} 218 (1) 0.75 4.11 194 {2} 241 (1) 0.75 4.93 217 (2} 258 (1) 0.75 5.75 236 {2} 269 (1) 0.75 6.57 248 {2} 326 0.90 7.39 256 (2} 326 0.90 8.21 259 {2} 279 326 OK 0.90 (n): Load Case {n) controls. (1): Development length controlled by strand. (3): Development length controlled by both strand and rebar. PREDICTED DEFLECTIONS --------------- - - - - -- Based on Rational app f'ci = 3.500 Eci = 3587 Modified Cu = 1.780 NOTE: Negative values roach and PCI Committee Recommendations for losses. ksi, f'c = 5.000 ksi and ACI -209 ksi, Ec = 4287 ksi, Camber Mult.= 1.000 eshu = 468 E -06 indicate camber. INITIAL CAMBER = 1/8 ERECTION CAMBER = 1/8" CAMBER AFTER TOPPING = 1/8" FINAL CAMBER = 0" HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD --------------------------------------------------------------- Confinement for prestressing strand assumed -> NO Factored Reaction: Pu = 5.3 kips Pw = 3.7 kips at LEFT support React. Components: Pdl,nc= 1.1 kips Pdl,c= 0.5 kips Pll= 2.1 kips Factored Shear Vu = 5.3 kips Nu = 1.1 kips Calculated : Height= 8.00 in Bearing Surface Width = 12.00 in Bearing Avf Factored Brg. Brg. Pad Sugg. Length Reqd. Stress Stress Pad Type (in) (in -2) (ksi) (ksi) I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -3 -2 Lower Level Balcony Slabs.bem Midspan Position (in) Release : PS( - 0.17) +BM DL( 0.09) -0.09 Creep Before Erection -0.05 Erection: PS +BM DL -0.14 (@ 4 weeks) Change Due to Non- Comp.DL 0.03 : PS +BM DL +Non- Comp.DL -0.11 Change Due to Comp.DL +SustLL 0.02 : PS +All DL +Sust.LL -0.09 Long Term Creep 0.05 Final PS +All DL +Sust.LL -0.03 PS +All DL +LL 0.06 INITIAL CAMBER = 1/8 ERECTION CAMBER = 1/8" CAMBER AFTER TOPPING = 1/8" FINAL CAMBER = 0" HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD --------------------------------------------------------------- Confinement for prestressing strand assumed -> NO Factored Reaction: Pu = 5.3 kips Pw = 3.7 kips at LEFT support React. Components: Pdl,nc= 1.1 kips Pdl,c= 0.5 kips Pll= 2.1 kips Factored Shear Vu = 5.3 kips Nu = 1.1 kips Calculated : Height= 8.00 in Bearing Surface Width = 12.00 in Bearing Avf Factored Brg. Brg. Pad Sugg. Length Reqd. Stress Stress Pad Type (in) (in -2) (ksi) (ksi) I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -3 -2 Lower Level Balcony Slabs.bem FDG, Inc. SHEET 5 OF 7.3.2 Mountain ViewTrack D DATE: 10/30/2006 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 4 BY: MRB 3.0 0.05 0.146 0.103 (1) 3.5 0.05 0.125 0.088 (1) 4.0 0.05 0.109 0.077 (1) USE KOROLATH 5.0 0.05 0.088 0.062 (1) STRIPS 6.0 0.05 0.073 0.051 (1) 7.0 0.05 0.063 0.044 (1) NOTE: As detailed bearing lengths must be longer than minimum used in calcs to allow for as -built tolerances. Suggest minimum added length be 1/2 in. + difference in shortening between top and bottom of member. NOTE: Reactions are used for concrete bearing strength check and bearing pad design, shear is used for design of Avf. Pad Types: (following PCI Handbook 5th Edition) (1): AASHTO Grade Neoprene (60 durometer) or Random Oriented Fiber (ROF) I:\ Jobs \0612 \Engrg \07 -Slab- Stair -Plank Design \0612E -7 -3 -2 Lower Level Balcony Slabs.bem C Q�L�C�GG�Lr� a o 0000000u Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /6/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 7.3.4 SH CANTILEVER SLAB ON GRID E -1 Z OF BEAM W = 0.208 klf W = 0.278 klf 30 k (FROM 5 OF 2.1.1) E CL r- N N la l F- tD O O N N U CD kk W r 0 LOADING ON SLAB PORTION (per foot) W = 0.07 klf W _ (0.150 kcf)(8 /12 + 3/12 ft)(1.0 ft) = 0.138 klf Self WT + Topping W = 0.138 klf + 0.07 klf = 0.208 klf W = 1.2(0.138 klf) + 1.6(0.07) klf = 0.278 klf M S,,,ax = (0.208 klf)(3.33 ft)(3.33 *12/2 + 4 in) = 16.6 in —k /ft M = (0.278 k1f)(3.33 ft)(3.33 *12/2 + 4 in) = 22.2 in —k /ft Required Reinforcing w/ ( Mu= 22 .2,b= 12.0,d= 6.50,f'c= 5.0,fy =60) As,colc = 0.0636 sq.in 3/4 Asb = 1.9619 As,min = 0.2758 As,req'd= 0.0848 USE # BARS ® 12" O.C. = 0.31 in /ft on top. CRACKING ANALYSIS: S = (12 in)(8 in) /6 = 128 in Gast = M /S = 16.6 in —k/128 in = 129.7 psi g all = 7.5d5000 psi /1.5 = 353.6 psi NO CRACK STEEL REQ'D SHRINKAGE STEEL (ACI 7.12.2.1) 0.0018 * 8 in * 12 in = 0.173 in /ft USE #4 BARS ® 12 in O.C. = 0.2 in /ft TRANSVERSE AND BELOW #5 BARS w J D li D O ODODDOC�O Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 1 1 /6/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 2 OF 7.3.4 E a r` N N W co 0 C. cli N 0 w a 0 J L% THRESHOLD T ORSION: T,, from cantilever slab = 22.2 in -k /ft * 9.7083 ft = 215.5 in -k T,, from DT (0.9DL) = 10.26 k * 6 in = 61.56 in -k T = 215.5 in -k - 61.56 in -k = 153.94 in -k CHECK THRESHOLD TORSION BY ACI 11.6.1 (a): T < oJf',(A /p, = 0.7515000 psi((184 in) in) = 28.96 in -k A /s = T /(2A,,f = 28.96 in -k /(2 *(0.85)(120 in ksi)(1 /ton(45))) = 0.0459 in /ft TORSION STEEL REQ'D: ACI EON 11 -23: (A, + 2A /s = 0.75Jf' (b /f = 0.75J5000 ps1(8 in /60000 psi) = 0.007 1 n /1 n = 0.085 in2 /ft Spacing Limited to the lesser of Ph /8 = 47.85 in /8 = 5.9 in or 12 in USE #4 CLOSED STIRRUPS @ 5 in O.C. ACI EON 11 -24: (Mu= 615 .0,b= 8.0,d= 21.00,f'c= 5.0,fy =60) As,calc = A l, min = = 5ff' * 5J5000 A /f psi * - A /s * Ph * 184 in /60000 f /fy psi - 0.2 in /5 in * 47.85 = -0.499 in ACI EON 11 -22: A = A /s(p /f = 0.0459 in /ft * 50 in * (1 /ton(45)) = 0.88 in TOP STEEL AND FLEXURAL STEEL PROVIDE 1.24 In + (2) #4 BARS = 1.64 in FLEXURAL REINFORCEMENT CONSERVATIVELY ASSUME SLAB PORTION DOES NOT ACT AS A STIFFENING ELEMENT FOR BEAM. TAKE PT LOADS FROM DT AS A DISTRIBUTED LOAD EQUAL TO 30 k/9.7083 ft = 3.1 klf W = 3.1 klf + 0.278 kSf(3.67 ft) + 1.2(150 pcf)(8 /12 ft)(23/12 ft) /1000 = 4.35 klf M = (4.35 klf)(9.7083 ft) /8 = 51.25 ft - k = 615.0 in - k Required Reinforcing w/ (Mu= 615 .0,b= 8.0,d= 21.00,f'c= 5.0,fy =60) As,calc = 0.5553 sq.in 3/4 Asb = 4.2257 As,min = 0.5940 As,req'd= 0.5940 USE (2) #5 BARS = 0.62 in SHEAR REINFORCEMENT ACI EQN 11 -3 V� = 2J5000 psi * 8 in * 21 in /1000 = 23.75 k ACI 11.5.6.1: '' /2pV. = 0.5(0.75)(23.75) = 8.91 k V = 4.35 klf * 9.7083 ft /2 = 21.1 k PROVIDE SHEAR REINFORCEMENT ACI EQN 11 -13 Avmin = 0.751f'c(b,,s /f = (0.75)(5000 psi)(8 in /60000 psi) = 0.0071 in /in = 0.084 in /ft Avmin = 50b /f = 50(8 in) /60000 psi = 0.0067 in /ft = 0.08 in /ft COMBINED SHEAR AND TORSION STEEL CONTROLS a o a000000a Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 11 /6/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 3 OF 7.3.4 E Q. 00 N N LJ H tD O O N N U N W Q LEDGE DESIGN SEE CORBEL DESIGN ON SHEET 2 OF 8.6.3.2 CONCLUSIONS USE #5 BARS @ 12" O.C. TOP OF SLAB AND DEVELOP INTO BEAM PORTION USE #4 BARS @ 12" O.C. TRANSVERSE TO # BARS USE (2) #5 BARS IN BEAM PORTION FOR FLEXURE AND TORSION USE #4 STIRRUPS @ 5' O.C. IN BEAM PORTION FOR TORSION USE (2) #4 BARS IN BEAM PORTION FOR TORSION USE (2) #5 BARS IN BEAM PORTION FOR TORSION AND TOP STEEL W J ti l� D O 00000000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /27/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 7.R.2.1 SD 8" PLAZA LEVEL SLAB DESIGN f',. = 3500 psi P = 5000 psi f = 60,000 psi E 0 0 0 0 N M U 0 0.5 in 0 STRAND ROUGHEN TOP SURFACE TO ENHANCE BONDING TO C.I.P TOPPING Lij a 0 a M C, O N O N O d T N n I w N (D O c o+ . 0 0 a 2 N (N 0 / w N c0 O N 0 3 w J 0 #5 BARS (TRIM STEEL) MAX SECTION A —A f4 BARS 12" O.C. TRANSVERSE DN TOP DF STRAND (2) #5 BARS EA EDGE 1 1 / 2 " CLR U.N.O. 0.5in 0 STRAND ® 6" 0. c. 29 K /STRAND #4's x 1 COVER U.N.O EA E ND — / A �, 12' -0" L A MAX GTOCCCf"A� c= o ❑nocD000❑ Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 01 /05/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB/FDG SHEET 1 OF 7.R.2.3 SC 10" PLAZA LEVEL SLAB DESIGN f - = 3500 psi f'� = 5000 psi f = 60,000 psi E v v tri w 0 O N O w Q 0 3 N O cn C v d N U C O J M N I n I w N t0 i o + 0 Y C O Q- I O N .G 0 I 0 w / N t0 O N 0 0 i J u- 0 u- ROUGHEN TOP SURFACE TO ENHANCE BONDING TO C.I.P TOPPING ® 1 3" 12 "12 "1 6" 12 "12° 11' -6 MAX #5 U —BARS ® 14" O.C. 36" 1 CLR EA END 6 0 0 0 0 0 SECTION A -A 0.5" 0 STRAND ® 2" O.C. IN GROUPS OF (3) 0 6" O.C. 29 k /STRAND 0.5 in 0 STRAND #5 BARS 16" O.C. TRANSVERSE ON TOP OF STRAND (2) #5 BARS EA EDGE 11 1 /2 " COVER U.N.O. #5 BARS (TRIM STEEL) C� u �C�G C�G�W D O OClO��000 Q Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /28/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 7.R.3.1 SA UPPER BALCONY SLAB REINFORCEMENT f' = 3500 psi f' = 5000 psi #4 BARS ® 12" O.C. f = 60,000 psi TRANSVERSE ON TOP OF STRAND 0.5 in 0 STRAND Z CV N ' Z � N W (2) #5 BARS EA EDGE 1 CLR U.N.O. A q #5 BARS (TRIM STEEL) • SECTION A —A 0.5in 0 STRAND ®12" O.C. 29 K /STRAND E 0 N M O) uj n O N 01 O O 0 3 N .O O N T C O U O m i M I n I w N t0 O / c tr 0 Y C O N I O N I n O Or W N_ to i N .Q 0 J l� G 4-TiED SCE?GCn7 D D O�OD�O�U Q Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /20/06 P.O. Boa 15129 Fax: 719/390 -5584 Colorado Springs, CO 80935 Denver Line: 303/823 -1323 BY: MRB /FDG SHEET 1 OF 7.R.3.2 SB 8" LOWER LEVEL BALCONY AND RESIDENTIAL SLAB DESIGN f'� = 3500 psi V = 5000 psi f = 60,000 psi #4 BARS ® 1' -0" O.C. 0.5 in 0 STRAND TRANSVERSE ON TOP OF STRAND ROUGHEN TOP SURFACE CE TO ENHANCE BONDING TO C.I.P TOPPING (2) #5 BARS EA EDGE V / 2 " CLR U.N.O. A q #5 BARS (TRIM STEEL) 0.5in 0 STRAND SECTION A —A ® 10" O.C. 29 K /STRAND E w 0 0 N M U Q W Q O 3 N a 0 N T c 0 0 m d J N 0 O J N I M n I w N to O / c o. . d a s I .o N 1 0 N I n i c w / N t0 O N O l4J 0 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 1 1 /6/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 7.R.3.4 SH CANTILEVER SLAB ON 3RD /4TH FLOOR AT GRID E -1 f' c . = 2500 psi f' = 5000 psi F = 60000 psi 1' /2" COVER U.N.O. r- a M N w o N N a 3' -9JY2 2 #5 BARS ® 12" O.C. w a 0 3 0 N d . 0 U 00 a M W N O c 0 Y C 0 a N 0 0 W / N w 0 0 0 i w J (2) #5 BARS (1) #4 U –BAR EA END 24" 5" I — (2) #5 BARS CXNS 8.7.3.2; 8.7.3.4; 8.7.3.5 MUST BE COMPLETED BEFORE RELEASING PRODUCT FROM THE CRANE DURING ERECTION #4 BARS ® 12" O.C. (2) #5 BARS 24" (1) #5 U –BAR 5" #4 STIRRUPS ® 5" O.C. i 6" 8" (1) #5 U –BAR ® BRG EA END 24" 5" �— r Connection DESIGN SECTION 8 Sheet I of 8.i Job Title: Mountain View By: MRB/FDG Date: 02/07/07 Job No: 0612 Connection Design Submittals SECT DESCRIPTION PAGES 1st 2nd 3rd 4th 5th 8.2 DT Connections 8.2.1 Bearing Plates 8.2.1.1 12" TT Cazaly Hanger 1 X 8.2.1.2 12" Skewed Tee Cazaly Hanger 2 X 8.2.1.3 18" TT Bearing Plate (Plaza TT) 1 X 8.2.1.4 18" Skewed TT Bearing Plate 1 X 8.2.1.5 18" Skewed TT Bearing Plate 1 X 8.2.1.6 Heavy Cazaly Hanger 1 X 8.2.1.7 Skewed Heavy Cazaly Hanger 2 X 8.2.1.8 Heavy Cazaly Hanger for Residential Roof 1 X 8.2.2 Deck Connections 8.2.2.1 Tee to Tee Cxn 1 X 8.2.2.2 Tee to RB Cxn @ NLB I X 8.12.3 Tee to Slab Cxn (2 ") 1 X 8.2.2.4 Tee to Steel Beam Cxn 1 X 8.2.2.5 Tee to Wall Cxn (@ Cazaly) 1 X 8.2.2.6 Tee to SW along NLB side 1 X 8.2.2.7 Tee to Wall @ Plaza 1 X 8.2.2.8 Tee to ITB Cxn @ Plaza 1 X 8.2.2.9 Skewed Tee to ITB Cxn @ Plaza 1 X 8.2.2.10 Embeds for exterior railings 1 X 8.2.2.11 Embeds @ Residential Roof 1 X 5 1 1 MA ... . r , Connection DESIGN SECTION 8 Sheet 2 of 8.i Job Title: Mountain View By: MRB/F'DG Date: 02/12/07 Job No: 0612 Connection Design Submittals SECT DESCRIPTION PAGES 1st 2nd 3rd 4th 5th 8.3 Beam Connections 8.3.1 Bearing Plates 8.3.1.1 8.3.1.2 8.3.1.3 24RB Dap Plate 2 X 8.3.1.4 8.3.1.5 8.3.1.6 8.3.1.7 8.3.1.8 8.3.1.9 8.3.1.10 8.3.1.11 8.3.1.12 8.3.1.13 48IT26 Skewed Bearing Plate near Grid B -7 1 X 8.3.1.14 8.3.1.15 30IT35 Skewed Bearing Plate near D -0' 4 X 8.3.1.16 12R40 Skewed Bearing Plate on Grid 0' btwn E and E' 1 X 8.3.1.21 Modified RB Cazaly for 12R18 on 5` LVL 1 X 8.3.2 8.3.2.1 8.3.2.2 8.3.2.3 8.3.2.4 Connection DESIGN SECTION 8 Sheet 3 of 8.i Job Title: Mountain View By: MRB/MG Date: 02/07/07 Job No: 0612 Connection Design Submittals SECT DESCRIPTION PAGES 1st 2nd 3rd 4th 5th 8.3.3 Beam to Wall cxns 8.3.3.1 8.3.3.2 48IT24 to Wall Cxn 1 X 8.3.3.3 Skewed 481T26 to Wall Cxn 1 X 8.3.3.4 8.3.3.5 Skewed 30IT35 to Wall on Grid 0' 1 X 8.3.4 8.3.4.1 8.3.4.2 8.3.4.3 8.3.4.4 8.3.4.5 8.5 Column Connections Connection DESIGN SECTION 8 Sheet 4 of 8.i Job Title: Mountain View By: MRB/FDG Date: 02/07/07 Job No: 0612 Connection Design Submittals SECT DESCRIPTION PAGES 1st 2nd 3rd 4th 5th 8.6 Wall Connections 8.6.1 Wall — Wall connections 8.6.1.1 Wall — Wall Vertical Joint 1 X 8.6.1.2 Wall — Wall Vertical Joint 2 x 8.6.1.3 Wall — Wall NMB ( #9 in #9 sleeve) I X 8.6.1.4 Wall — Wall Vert. Jt. Perpendicular 1 X 8.6.1.5 Wall — Wall @ Mitre 1 X 8.6.1.6 Wall — Wall @ Offset grid 7 1 X 8.6.1.7 Wall — Wall Horiz. Jt. Shear 1 X 8.6.1.8 Wall — Wall @grid 0' &E 1 X 8.6.1.9 Wall -Wall @ Perpendicular - Outside 1 X 8.6.2 Wall- Foundation 8.6.2.1 Wall — Fdn Welded Erection Connection 2 X 8.6.2.2 NMB Cxn ( #9 in #11 sleeve) 1 X 8.6.2.3 Wall — Fdn Welded Shear Cxn 1 X 8.6.3 Wall Corbels 8.6.3.1 Continuous Corbel for Fin Wall 2 x 8.6.3.2 8.6.3.3 Typ. Pocket for Cazaly 1 X 8.6.3.4 Weld -on @ demising wall for slab 2 x 8.6.3.5 Pocket for Cazaly in Elevator Walls 1 X 8.6.3.6 Bearing Embed & Jumper Plate for RB 1 X 8.6.3.7 8.6.3.8 8.6.3.9 8.6.3.10 Typ Beam bearing @ Demizing Wall 1 X 8.6.3.11 Hanging Wall Panel Stair Core 1 ] X Connection DESIGN SECTION 8 Sheet 5 of 8.i Job Title: Mountain View By: MRB/FDG Date: 02/07/07 Job No: 0612 Connection Design Submittals SECT DESCRIPTION PAGES 1st 2nd 3rd 4th 5th 8.6.4 Embed Plates for Steel 8.6.4.1 8.6.4.2 8.6.4.3 Embed for support of steel grate 1 X 8.6.4.4 WF Bearing & Csn Grid 7 1 X 8.6.4.5 T.O. Wall Embed for WF 1 X 8.6.4.6 T.O. Wall Embed for WF (wide) 1 X 8.6.4.7 WF Embed by Stresscon 1 X 8.6.4.8 8.6.4.9 Ptvv E de n • r' 8.6.5 Wall — Beam Connections 8.6.5.1 Wall — Beam @ Plaza (brg. Embed) 1 X 8.6.5.2 8.6.5.3 Wall Brg on 24 RB 1 X 8.6.6 8.6.6.1 8.6.6.2 8.6.6.3 Connection DESIGN SECTION S Sheet 6 of 8.i Job Title: Mountain View By: MRBXDG Date: 02/07/07 Job No: 0612 Connection Design Submittals SECT DESCRIPTION PAGES 1st 2nd 3rd 4th 5th 8.7 Slab Connections 8.7.1 Slab Bearing 8.7.1.1 8.7.1.2 Hot Tub Slab Bearing Angle 2 x 8.7.1.3 8.7.1.4 8.7.1.5 Landing to Wall @ Bearing 3 X 8.7.1.6 8.7.1.7 8.7.1.8 8.7.1.9 8.7.1.10 Plaza Slab Brg. On Transfer Beam 2 X 8.7.1.11 8.7.1.12 Bearing at lintel section 1 X 8.7.1.13 8.7.2 Slab Erection Connections 8.7.2.1 Slab to Slab Typ. 1 X 8.7.2.2 Slab to Beam Typ. 1 X 8.7.2.3 Slab to Wall @ Grid E 1 X 8.7.2.4 Slab to Wall Typ. @ LB side 1 X 8.7.2.5 Slab to Wall @ NLB side 1 X 8.7.2.6 Slab to ITB @ transition 1 X 8.7.2.7 Balcony Slab to R -Beam 1 X 8.7.2.8 8.7.2.9 8.7.2.10 Slab to R Beam @ 5` Floor NLB 1 X Job Title: Mountain View Connection DESIGN SECTION 8 Sheet 7 of 8.i By: MRB/FDG Date: 02/07/07 Job No: 0612 Connection Design Submittals SECT DESCRIPTION PAGES 1st 2nd 3rd 4th 5th 8.7.2.11 Slab Rail Embed 1 X 8.7.3 8.7.3.1 8.7.3.2 8.7.3.3 8.7.3.4 8.7.3.5 8.7.3.6 CTOGGCrAI = 0 0'u= = = =00 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /13/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 8.2.1.1 TEE TO BEAM CONNECTION E 0 N N m co lJ N C. N M M V 0 W Q Q J N F— C N O FL 0 N O U I i N I Go co I W 0 U) 0 0 U N C 0 v I 0 W i N O O y a 0 J <L U' P L� MAX R = 15 k PLATE CAPACITY = 15.6 k (CONTROLS) 1 03/4' HANGER CAPACITY = 25.1 k I� DIRECT TENSION STEEL 15 10D 12 HANGER STEEL BRG WALL /BEAM DESIGN PARAMETERS Mox RXN on 12" DT leg = 15 k (see 5 of 2.1.1) CHECK HANGER STEEL T,, = (15 k)(14.5 in)/10.75 in = 20.2 k A = (20.2 k)/0.9/60 ksi = 0.37 In T. 3 3 4 . 4" USE (2) #5 BARS x 2' -6" A = 0.62 in 2; Capacity = 0.62 in /0.37 in * 15 k = 25.1 k CHECK DIRECT TENSION BAR ®0.2P.. 9 0.2(15 k) =3.0k 3.0 k/0.9/60 ksi = 0.056 in USE (1) #4 BAR A = 0.2 in HECK PLATE BENDING OR IS 50 KSI STEEL): Z = (1.5 in)(2 in) /4 = 1.5 In OM = 0.9(50 ksi)(1.5 in 3) = 67.5 in —k R,, < 67.5 in— k/3.75 in = 18 k 18 k/1.15 = 15.6 k > R,, :. OK MASTICORD BRG PAD %x3xO' -5" CE?4L-jL5j !G"UQ 0 O OZ0 = 0 =0 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /15/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 8.2.1.2 SKEWED TEE TO WALL /BEAM CONNECTION MAX R = 12.8 k PLATE CAPACITY = 15.27 k (CONTROLS) HANGER CAPACITY = 22.0 k T u E is M d' N LJ O O N 0 0 Z ,;j a 0 rn 3 v a; v d Y N C 0 0 N 1 i N I Li N_ i 0 0 • U N C C 0 I C> 0 c W N_ to i fA i c� 0 MASTICORD BRG PAD %x3xO' -5" DESIGN PARAMETERS Max RXN on 12" DT leg = 11.3 k (see 5 of 2.1.2) CHECK HANGER STEEL T,, = (11.3 k)(15.25 in) /10 in = 17.2 k A = (17.2 k)/0.9/60 ksi = 0.32 in SEE NEXT PAGE FOR PLAN VIEW OF CAZALY /TEE USE (2) #5 BARS A = 0.62 in 2; Capacity = 0.62 in /0.32 in * 11.3 k = 21.9 k CHECK DIRECT TENSION BAR ®0.2P. 0.2(11.3 k) =2.26k -a 2.26 k/0.9/60 ksi = 0.042 in USE (1) #4 BAR A = 0.2 in CHECK PLATE BENDIN (P- IS 50 KSI STEE Z = (2 in)(2 in) /4 = 2 in pM, = 0.9(50 ksi)(2 in = 90 in —k R < 90 in— k/5.25 in = 17.1 k 17.1 k/1.15 = 14.9 k > R, ...OK L 0 ❑ ❑x00000❑ Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /10/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 2 OF 8.2.1.2 E n rn M <V tJ C) O O N U 0 W Q O� 3 . ai d h d 3 d Y N C T O N O U N I N 1 co w N <O C U N d D C O U d C C O U I m O O c w N <O 0 N O d d N O� / PLAN VIEW J U' D W - =04trill D 0M00 == Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /13/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD/FDG SHEET 1 OF 8.2.1.3 18DT BEARING PLATE E 0 N W H M O N M U W Q O� 3 v ai 0 n rn c . v m v M I N 1 00 I w N_ tp O c rn Ol d 0 C O U O C C O U I 00 i c W N CO O N G O J C9 L� x-116 fe I BEARING PAD 5x5 COTTON DUCK CTOCCCf"A� = 0 ODLO== ==i3 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /3/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SKEET 1 OF 8.2.1.4 18DT SKEWED BEARING PLATE 133 520 3/8 x 5 x REQ'D COTTON DUCK 7 1 4" o 2$' 4$' E m N W t0 O O N 0 Z 0 a d 0 a m 0 3 i N 1 co w N i 0 0 0 0 0 U I 00 i W N to O N 0 O 7 J C9 D �CTOC'C 41 anI D O Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE /3/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 8.2.1.5 18DT SKEWED BEARING PLATE 134 536 %x3 MASTICORD BEARING PAD 8 38 5„ ate O n 1 4 7" 1 n E n N N w h n O O N C 0 w 0 3 0- `v d m 0 3 N N I 00 I W _N �O O n O U N C C U I co O U U c W N 0 y O W J U' O G?9REGKE (� C�W G�C1 = O OD=D =ODU V Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /13/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.2.1.6 TEE TO B EAM CONNECTION E _o M W 0 0 N tD C 0 3 'O T O 0 U I i N I I W N_ cD O 0 D U U I i Li i N tD 0 N a i w J 0 a MAX R = 21.5 k PLATE CAPACITY = 37.5 k 123/4 HANGER CAPACITY = 25.9 k (CONTROLS) DIRECT TENSION STEEL 1ODT12 HANGER STEEL BRG WALL /BEAM T. 3 3/4 r 21.5 4" MASTICORD BRG PAD %X3x0' -5' DESIGN PARAMETERS Max RXN on 12" DT leg = 15 k + FIREPLACE LOADING - CONSERVATIVELY ASSUME 75% OF ENTIRE LOAD IS APPLIED TO A SINGLE CAZALY 5" TOPPING: 0.0625 *4'x5' =1.25 STONE: 0.820klf *5.33' +0.550kif *2.83' =5.95' 0.75 *(7.2 *1.2) = 6.5 TOTAL LOAD TO DESIGN CAZALY: 15 +6.5 = 21.5' CHECK HANGER STEEL T = (21.5 k)(16.5 in)/12.75 in = 27.8 k A = (27.8 k)/0.9/60 ksi = 0.52 in USE (2) #5 BARS x 2' -6" A = 0.62 in 2; Capacity = 0.62 in /0.52 in * 15 k = 25.9 k CHECK DIRECT TENSION BAR ® 0.2p 0.2(21.5 k) = 4.3 k 4.3 k/0.9/60 ksi = 0.08 In USE (1) #4 BAR A = 0.2 in CHECK PLATE BENDING IS 50 KSI STEEL): Z = (2 in)(2.5 in) /4 = 3.125 in OM = 0.9(50 ksi)(3.125 in = 140.6 in -k R, < 140.6 in- k/3.75 in = 37.5 k 37.5 k /1.15 = 32.6 k > R. :• OK GR97E) &CECEOGZ f1 o a a000000rJ v Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /13/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.2.1.7 SKEWED TEE TO WALL /BEAM CONNECTION MAX R = 11.3 k +6.5 k (fireplace see 8.2.1.6) = 17.8k PLATE CAPACITY = 23.3 k HANGER CAPACITY = 22.0 k (CONTROLS) T u E a M uj o n O N c0 c 0 w 0 o+ a Cn v d d v 3 d Y C T O N O U 0 d N 1 co I W N c0 i a 0 V N C C I 0 C W N c0 C. N O J G.7 D L� MASTICORD BRG PAD %x3xO' -5' SEE NEXT PAGE FOR PLAN VIEW OF CAZALY /TEE DESIGN PARAMETERS Max RXN on 12" DT leg = 17.8 k CHECK HANGER STEEL T� = (17.8 k)(15.25 in) /10 in = 27.1 k A = (27.1 k)/0.9/60 ksi = 0.50 in USE (2) #5 BARS A, = 0.62 in 2; Capacity = 0.62 in /0.50 in * 17.8 k = 22.0 k CHECK DIRECT TENSION BAR ® 0.2P 0.2(17.8 k) =3.56k 3.56 k/0.9/60 ksi = 0.066 in USE (1) #4 BAR A. = 0.2 in CHECK PLATE BENDING (IE IS 50 KSI STEE Z = (2 in)(2.5 in) /4 = 3.125 in oM, = 0.9(50 ksi)(3.125 in') = 140.6 in -k R < 140.6 in- k/5.25 in = 26.8 k 26.8 k/1.15 = 23.3 k > R ...OK 11 CRELFLC�GC (r crp = ❑ ❑zG70c==DU V Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /13/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 2 OF 8.2.1.7 E a M M W H 1� S N �O C O 7 w Q O+ 3 v ai O H v d 3 O Y N G _T O N O U O d S n 1 N 1 00 w N �D / C . N C O N C C O U i CD 0 rn rn c w N t0 O N a 0 PLAN VIEW J u- C.9 G4�L� CSC G�W a o 0000000a Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /13/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.2.1.8 E G. N M w 0 O N �D 0 w Q a d T O N D V i N I co I w co O c N 0 0 U G1 C U I C> i o. W N �O O y a 0 0 0 w TEE TO BEAM CONNECTION MAX R. = 25.9 k PLATE CAPACITY = 37.5 k HANGER CAPACITY = 25.9 k (CONTROLS) DIRECT TENSION STEEL 1ON18 HANGER STEEL DESIGN PARAMETERS Max RXN on 18" DT Leg: 25.9 SEE 6/2.1.3 CHECK HANGER STEEL T,, = (21.5 k)(16.5 in)/12.75 in = 27.8 k A = (27.8 k)/0.9/60 ksi = 0.52 in 12/; BRIG WALL /BEAM T. 33 �,. 4 25.9 4' USE (2) #5 BARS x 2' -6° A = 0.62 in 2; Capacity = 0.62 in /0.52 in * 15 k = 25.9 k CHECK DIRECT TENSION BAR ® 0.2P.. 0.2(25.9 k) = 5.2 k 5.2 k/0.9/60 ksi = 0.10 in USE (1) #4 BAR A = 0.2 in CHECK PLATE BENDING (F IS 50 KSI STEEL) Z = (2 in)(2.5 in) /4 = 3.125 in oM,, = 0.9(50 ksi)(3.125 in = 140.6 in —k R < 140.6 in— k/3.75 in = 37.5 k 37.5 k/1.15 = 32.6 k > R :. OK MASTICORD BRG PAD %x3xO' -5' G L ED !L=)W 0 0 Oo =c C=7=u Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 10 /13/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDC SHEET 1 OF 8.2.2.1 TEE TO Tf'f 11 /r M1 m nn.l.IrnT /\. ERECTIO1 0 v 0 0 N M H la.l Q O� 3 'D N N O d 67 1 1 N I N I I W N iD 0 H d C O • U N C 0 U I O G + C W N tD O N O W C.7 a W Fm #4 BENT BAf SEE ABOVI VARIES-* G irjL -jL5j = ❑ 13 - Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /13/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.2.2.2 TEE TO RB ALONG NLB SIDE CONNECTION IS AN ERECTION CONNECTION, ITS PRIMARY FUNCTION IS ERECTION STABILITY MAX CONNECTION SPACING - 8' -0" O.C. (2) CONNECTIONS MIN. PER JOINT E 0 w 0 0 N 0 0 m 0 i N N 1 N 1 1 W N_ to O C U N C O U N C C O U I 0 rn C7 c w N t0 O N G O J C.7 L� IE 1 /4x4x1' -I T.O. TEE nT EL.= SEE PLAN C�4�C�Cs �C�W D O 13m== =0 =0 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 01 /03/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.2.2.3 TEE TO SLAB CONNECTION ® BALCONY E 0 Oi w m h O 0 N M O C O 7 w a 0 o, 3 v N O N d 1 M N 1 N I 1 w N (D O C O+ . d C O . d G C O U 1 O O v� c w N t0 O (A O CONNECTION IS AN ERECTION CONNECTION, ITS PRIMARY FUNCTION IS ERECTION STABILITY MAX CONNECTION SPACING - 8' -0" O.C. (2) CONNECTIONS MIN. PER JOINT 4 STRESSCON STANDARD L 4x4x%xO' -4' Fm 0, H j,T.O. TEE EL.= SEE PLAN REVIEWED � a a ❑000000❑ Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /13/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.2.2.4 TEE TO STEEL BEAM CXN ® NLB EDGE CONNECTION IS AN ERECTION CONNECTION, ITS PRIMARY FUNCTION IS ERECTION STABILITY MAX CONNECTION SPACING - 8' -0" O.C. (2) CONNECTIONS MIN. PER JOINT 3 / s 2 1/1 3 It ' /4X4X0' -8" T.O. TEE EL.= SEE PLAN 16 TYP. NOTE: WELDS MAY BE REVERSED IF DESIRED (2" WELD EITHER SIDE OF PLATE ON STEEL BEAM AND 3" LINE WELD ® END OF PLATE ON THE DT EMBED) E 0 w O N 0 Lu a 0 o, 3 v m 0 m d I v N 1 N 1 1 W _N tD O G O� y d D C O • U d C O U I O v+ o + C W N CD O N a 0 J C� D W G? ter E)L]i?GKE? =G:Q [l D 0 0 a Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 09/21/06 P.O. Box 15129 Fax 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.2.2.5 DT WELDED ERECTION CONNECTION NOTE: WELDED CXN INTENDED FOR 1 LEG EACH END ALTERNATING LEGS SUCH THAT ONE LEG IS NEVER WELDED ON BOTH ENDS - SEE PICTURE MAX T APPLIED TO CAZALY IN TEE LEG * = WELDED CXN - PICTURE N.T.S. IS 0.2 *P = 0.2 *15' =3.O (1) #4 TAIL BAR ON CAZALY IS GOOD FOR ------- - - - - -- 0.2 *60 *0.9 =10.8' TENSION - OK. #4 REBAR x 1 /4 2 1 � 5" PAD CTR'D UNDER CAZALY I I I I I I I I I I I I 1 I I I I I I j s o Go In co w 0 O N v O Q o+ 3 T O N ° v v a 0 i LO I N I N I co I w N c0 O� N 01 C O u c 0 U I O O / rn rn c w N c0 N 0 O W 4. D W cTOCCCfAi o ❑ ❑000000❑ Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /13/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.2.2.6 TEE TO SHEAR WALL ALONG NLB SI O F DOUBLE TEE CALCULATE SHEAR CAPACITY OF EMBED & FLAG PLATE WELD TO DT IS NOMINAL AND FOR ERECTION STABILITY ONLY CAPACITY: 16.9'/1.15 = 14.7' WELD TO EMBED 1 /4" WELD = 5.57'/'" = 5.57 *3.5 = 19.5' (2) #4's ON FLAG R = 0.75 *0.2 *2 *60ksi =18' E w O 0 N M U O W 0 U. 3 , 0 N O U 0 3 i I N N I O I w _N O O c rn 0 0 U N C 0 O U I O O rn r c w N O O N 8 O 7 J C9 W EMBED — ASSUME CXN ENGAGES (2) H.A.S. PCI 6.5.2 oV = on(Asexf. ) 0.65 *2 *(0.2 *65) = 16.9' N Ln �J' o W J O 101 a M FAI N Vi U J O w wIo N W 8' PANEL 1 /4 V 3% 1 /4 V 2 IL % x 4 x 0' -4" W /( #4 x 2' -4 NOTE: NO ERECTION CONNECTION TO DT @ SIM. CONDITION (NO PLATE IN DT) DT FLANGE :J STRESSCON STANDARD 0 o a000c0000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 09 /22/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.2.2.7 TEE TO WALL ERECTION CONNECTION ® PLAZA NOTE: WELDED CXN INTENDED FOR 1 LEG EACH END ALTERNATING LEGS SUCH THAT ONE LEG IS NEVER WELDED ON BOTH ENDS - SEE PICTURE * WELDED CXN - PICTURE N.T.S. 3 /8x4x0' -4" 3 /16 3 ' 2 3 /1 3 / s 2 N CL -101— — - - - - - -- — T.O. TEE A w SEE PLAN w w 00 Cfl � r � E 0. LO N N laJ H CD O O N N N a w Lu a 0 rn 3 v 0 N v a 0 0 3 s i I N I N I co I W N_ f0 O c rn U) d c O U N C c O U 1 0 rn rn c W N_ tD O N .O O J U L� 0 0 00000000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /13/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.2.2.8 TEE TO BEAM ® PLAZA LEVEL NOTE: WELDED CXN INTENDED FOR 1 LEG EACH END ALTERNATING LEGS SUCH THAT ONE LEG IS NEVER WELDED ON BOTH ENDS — SEE PICTURE * = WELDED CXN — PICTURE N.T.S. 0 w S N M U O Gj Q O a N N O d O E O d d O N d I N I N I I w N t0 O c rn . d C O U d C C O V I O O� O + c w N tD O H 0 O LJ C,7 ;4x0' -4" C=7 0 War-==L-D�u \j Stresscou Corporation Tele: 719/390-5041 SUBJECT: MOUNTAIN VIEW DATE:11/3/06 P.O. Box 15129 Fax: 719/390-5564 Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: MRB/FDG SHEET 1 OF 8.2.2.9 SKEWED TEE TO BEAM @ PLAZA LEVE NOTE: WELDED CXN INTENDED FOR 1 LEG EACH END ALTERNATING LEGS SUCH THAT ONE LEG IS NEVER WELDED ON BOTH ENDS — SEE PICTURE WELDED CXN PICTURE N.T.S. ' /16 2 1 /16 31/2 f1l 3 / 8 x4xO'-4!' 135 LaJ C� C3 sY O L;j 1 8 - rn 2 r. L. C5 a ❑ ❑000000ti Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 01 /25/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.2.2.10 EMBEDS FOR EXTERIOR RAILINGS EMBED MUST SUPPORT 5' HORIZONTAL PER 22/S5.1 E o 0 C) t:i n 0 0 N L6 N C W Q O lT 3 v v d .a E d 'o 0 1 N N 1 I W N t0 i tV 0 0 • U O C C O V i 00 tT O � C W N t0 O H 0 O J lL TUBE STEEL POST ADDITIONAL HARDWARE AND CONNECTION (NOT BY STRESSCON) (2) #4's IN TENSION GOOD FOR 5' BY INSPECTION 187 NOTE: EMBED PLATE ENGAGES ENTIRE STEM GOOD FOR 5' BY INSPECTION 1 N QL TEE LEG TYP. o a ❑0000000 Kj Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /12/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.2.2.11 EMBED PLATE FOR TOP OF TEE (STEEL CXN) @ R E a O 0 N W 1= n O O N N C O 7 W Q O rn 3 'O 1 N 1 N 1 00 to N O c o+ y d C O • U N C C O V I co O / U C + c Li N_ CD O y a 0 w J 4. C9 D W C'TmCCCrA o a ❑0000c=oo Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /06/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 8.3.1.3 DAP BEARING IN 24R24 TRANSFER BEAM ON PLAZA LEVEL TOP STEEL (RUN TO END OF BM)� E 0 co w S N cl N c 0 la.l a 0 rn 3 E 2 m m N v N N C n 0 v M I M I tq I W N_ to O / 0 0 U m C 0 U I m O 2+ U c w N_ to O N .G O J 0 i (7) #7 BARS SEE PLATE DRAWING FOR DIMENSIONS CAPACITY: 168.9 ki 1 —O I (2) #5 U -BARS R.O.F. E 1/2) INCORPORATED Program: Standard Beam Dap Design (C)Copyright FDG, Inc. Based on PCI Design Handbook 6th Edition Chapter 4, Section 4.6.3 (modified) Date : 1/17/2007 Project Engr: MRB Project No : 0612 Project Name: MOUNTAIN VIEW Description : DAP IN 24R24 TRANSFE. Normal Wgt. Concrete Vc Nominal Concrete Shear is inclu Sheet of -- - INPUT DATA --------------------------------- -- ---- ---------------------- -- ------- Clear Span (a) = 6.500 In 'Vert. Load (Vu) = 168.9 Kips Bearing Length (Lb) = 12.000 In Norm. Load (Nu) = 33.8 Kips Width at Dap (w) = 24.000 In Dist. Load (Wu) = .0 KLF Height At Dap (h) = 13.500 In Load Ratio (Nu /Vu) = .20 d to Tens Steel (d) = 12.500 In Shear Coefficient = 1.40 Beam Height (H) = 24.000 In Concrete (F'c) = 6,000 PSI d to Tens Steel (D) = 21.875 In Tensile Steel (Fy) = 60 KSI OverLoad Factor (OLF) = 1.150 Stirrup Steel (Fy) = 60 KSI Span to Hanger (Lsh) = 8.375 In Lambda = 1.000 - -- OUTPUT DATA Design Vu = OF *Vu = 194.2 Kips Design Nu = 38.8 Kips Nominal Design Bearing Capacity . (Phi *Vn) = 954.7 Kips Nominal Design Shear Capacity . (Tbl. 4.3.6.1) (Phi *Vn) = 243.0 Kips Ult. Moment Acting at Hanger Stl (Ash) (Mu) = 2188.1 In -K Effective Shear Friction Coefficient . (Greek 'Mue') = 1.751 Lx2 = 14.4 In Lx3 = 25.8 In Vc Nominal at Crack 2 46.5 Kips Ash 3.542 In2 Asl 2.506 In2 As2 4.198 In2 As2 governs use 4.198 In2 As3 2.422 In2 As(min.) 1.200 In2 As(max.) 7.172 In2 Ah .821 In2 As2 = 4.198/0.6 = (7) #7 BARS = 4.2 IN2 As3 = 2.269/0.44 = (6) #6 BARS = 2.64 IN2 Ash = 2.816 USE As3 STEEL = 2.64 + (1) #4 STIRRUP = 3.04 IN2 Ah: USE (2) #5 U -BARS = 1.24 IN2 CAPACITY = 168.9 k 6250 52nd ave. Suite 201 Arvada, CO 80002 Fax 303 - 940 -9717 Phone 303 - 940 -9715 CTOC'CCrA� = o 130000000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /10/07 P.O. Bog 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 8.3.1.13 E 0. W 0 0 N N C O W , Cm 3 v n v c 0 y 0 d 0 0 d o+ m N C d Z Z 3 a� Y N M i I M 1 L0 _N c0 C P U) N on 0 U c 0 U I C> rn W N i 0 J L% C5 0 481T26 SKEWED BEARING PLATE NEAR GRID 6-7 CAPACITY = 401.1 k LOADING P = 379.2 k (FROM 1 OF 3.2.2) ANALYSIS (161 IE): A = 2.64 in (SEE 11 OF 3.2.2) USE (8) #6 BARS = 3.52 in oV = 0.75(5)J6000 * 48 in * 24 in = 334.6 k OVN = 0.6(60,000 ksi)(3.52 in 2) = 126.72 k CAPACITY = 334.6 + 126.72 = 461.32 k/1.15 = 401.1 k TOCCCrA = ❑ ❑z=== =C]❑ Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 01 /24/07 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 8.3.1.15 SKEWED 30IT35 BEARING PLATE © GRID 0' WALL t n 7 � r rnn E d M 6i LJ H n O O N N C O 7 W a v rn 3 v 0 c 0 m m M H O r7 Of 3 d Y N N 1 1 I m w _N co O c rn U) N D C O U d c 0 U I O O rn rn c w N t0 O N O U O W 0' I rUK tJLAKIIVV t It ULJAUN I FDG, Inc. MOUNTAIN VIEW Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. DESIGN - DATA Left Cant. = 0.00 ft Simple Span = 19.50 ft Beam Length = 19.50 ft Loop @ Left = 0.00 ft Design Bearing Lengths: @ Left = 0.000 ft Bot. width = 30.000 in Bot. thick = 18.000 in Top width = 46.000 in Flange thick= 0.000 in Stem Height = 17.000 in Haunch thick= 1.375 in Non - Composite : (Based on above section dimensions) Area = 778.000 in -2 Sb = 4939.72 in -3 I = 70902.13 in -4 Yb = 14.3535 in Composite : (Based on above section dimensions) Ac = 943.953 in -2 Sbc = 8011.56 in -3 Ic = 148469.09 in -4 Ybc = 18.5319 in Miscellaneous : (Governing code is ACI 318 -02) Beam type = NORMAL WT. Topping type = NORMAL WT. Beam weight = 150.00 pcf Topping wt. = 150.00 pcf Cu = 2.350 eds = 300 E -06 Vol /Surf = 5.985 in Rel. humid = 60.00% Beam f'ci = 3.500 ksi Beam f'c = 6.000 ksi Eci modifier= 1.000 Ec modifier = 1.000 Shear Options Depth used = COMPOSITE Allow. Concrete Stress: At Release = 0.700f'ci phi Factors: Tension - controlled Flexure = 0.900 Compression- controlled Flexure = 0.650 Load Cases: 1) U = 1.40 DL 2) U = 1.20 DL + 1.60 LL SHEET 2 OF 8.6.1.15 DATE: 1/24/2007 PAGE: 1 BY: RCD Right Cant. = 0.00 ft Loop @ Right= 0.00 ft @ Right= 0.000 ft Web width = 14.000 in Tpg. thick = 4.000 in Section Type =lT BEAM Height = 35.000 in St = 3434.09 in -3 Yt = 20.6465 in Height = 40.375 in Stc(P /C)= 9015.53 in -3 Stc(Tpg)= 8324.66 in -3 Stress Block= RECTANGULAR eshu = 650 E -06 Strain Curve =PCI Handbook Topping f'c = 4.000 ksi Camber Mult.= 1.000 f'c used = BEAM At Final = 12.00sgrt f'c Strand Development = 0.750 Shear & Torsion = 0.750 Prestressing Strands (Strand Type = LOW RELAXATION) 60.00 ksi -------------------- Eff. Pull = 0.700Xfpu Strand diam.= 0.6000 in Estrand = 28322.44 ksi Strand fpu = 270.00 ksi Area ea.str.= 0.2170 in -2 LtMult = 1.000 # Str. lev. = 2 # of Strand = 6.00 LdMult = 1.000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Strand Level 1 2 ( 6 ) STRAND CONFINED Magnitude Left end patt. 2.38 2.00 SEE 1 OF 3.R.2.3 FOR STRAND From Left Right end patt.: 2.38 2.00 Ending No. of Strand 2.00 4.00 PATTERN Load Type Harping Profile: X(ft) From Hstr Eccent. Area of Description Left End (in) (in) P/S (in -2) Left End of Beam---------------- - - - - -- 0.00 3.71 10.64 1.3020 Right End of Beam--------------- - - - - -- 19.50 3.71 10.64 1.3020 Mild Steel Shear fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Emild = 29000 ksi LdMult = 1.000 Distributed Loads (non- factored) --------------- -- Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent. Load Type (k /ft) (k /ft) (ft) (ft) (in) P/C Self Weight 0.810 0.810 0.00 19.50 0.000 I: \Jobs \0612 \Engrg \03 -Beam Design \0612 -3 -2 -4 Grid E -prime 301T36 mrb.bem FDG, Inc. MOUNTAIN VIEW Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. SHEET 3 OF 8.6.1.15 DATE: 1/24/2007 PAGE: 2 BY: RCD Non -comp. Dead Load 0.093 0.093 0.00 19.50 0.000 Composite Dead Load 0.758 0.758 0.00 19.50 0.000 Live Load 0.000 0.000 0.00 19.50 0.000 Non -comp. Dead Load 0.892 0.892 0.00 19.50 11.000 Composite Dead Load 5.395 5.395 0.00 19.50 11.000 Non -comp. Dead Load 0.000 0.983 0.00 19.50 - 11.000 Composite Dead Load 0.000 2.145 0.00 19.50 - 11.000 At Release Only: Suction = 0.000 k /ft Core Material = 0.000 k /ft Concentrated Loads (non- factored) --------------- - -- Magnitude Distance From Eccent. Load Type of Load (k) Left End (ft) (in) Live Load 32.00 2.75 0.000 Live Load 32.00 16.75 0.000 NOTE: 0.00% of all distributed and concentrated live loads are sustained. Loading Eccentricities and Distribution Lengths for Ledge and Hanger Steel -------------------------------------------------------------------------- NOTE: Assigned Wu and Pu will override distributed and concentrated loads listed above for ledge and hanger steel design. Assigned Wu = 0.000 k /ft Ecc. for Wu =+ 0.00 in (Right Side) = 0.000 k /ft =- 0.00 in (Left Side) Assigned Pu = 0.00 kips Ecc. for Pu =+ 0.00 in (Right Side) = 0.00 kips 0.00 in (Left Side) Nu /Wu,Nu /Pu = 0.20 Distribution: Interior= 0.00 ft End = 0.00 ft Hanger Steel Additive -> YES Ledge Fully Supported -> NO Width, Bt = 0.000 in Spacing, S = 0.00 in Dist., De = 0.00 in Miscellaneous Torsion Parameters -------------------------------- ds = 0.000 in Hs = 0.00 in Aoh = 0.00 in -2 Ph = 0.000 in Acp = 0.00 in -2 Pcp = 0.000 in Closed Stirrups in Ledge -> NO Assigned Dimensions of the Closed Stirrups (c. to c., in) Horizontal Vertical Top Flange 0.000 0.000 Web 0.000 0.000 Bottom Flange 0.000 0.000 Bearing Plates Nu = 0.20 *Pu Height= 30.00 in Bearing Pad Thickness = 0.500 in Eff. Brg. Surface: Width = 9.00 in Length = 6.500 in Plate Rebar: Angle = 0.00 deg fy = 60.00 ksi Confinement for non - debonded prestressing strand assumed -> YES *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OUTPUT *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD --------------------------------------------------------------- Confinement for prestressing strand assumed -> YES Factored Reaction: Pu = 156.4 kips Pw = 119.7 kips at LEFT support React. Components: Pdl,nc= 20.7 kips Pdl,c= 67.0 kips Pll= 32.0 kips I: \Jobs \0612 \Engrg \03 -Beam Design \0612 -3 -2 -4 Grid E -prime 30IT36 mrb.bem FDG, Inc. SHEET 4 OF 8.6.1.15 MOUNTAIN VIEW DATE: 1/24/2007 Beam, 3.1.00, (C)2005 SALMONS TECHNOLOGIES, INC. PAGE: 3 BY: RCD Factored Shear Vu = 156.4 kips Nu = 31.3 kips Calculated Height= 30.00 in Bearing Surface Width = 9.00 in Reqd. Horiz. Steel Bearing Without With Factored Brg. Brg. Pad Sugg. Length P/S Conf. P/S Conf. Stress Stress Pad type (in) (in -2) (in -2) (ksi) (ksi) 6.5 1.56 0.76 2.673 2.046 (3) Factored Reaction: Pu = 168.6 kips Pw = 129.8 kips at RIGHT support React. Components: Pdl,nc= 23.9 kips Pdl,c= 73.9 kips Pll= 32.0 kips Factored Shear Vu = 168.6 kips Nu = 33.7 kips Calculated Height= 30.00 in Bearing Surface Width = 9.00 in Reqd. Horiz. --------------- Steel - - - -- Bearing Without With Factored Brg. Brg. Pad Sugg. Length P/S Conf. P/S Conf. Stress Stress Pad type (in) (in -2) (in -2) (ksi) (ksi) 6.5 1.77 0.96 2.882 2.219 (3) NOTE: As detailed bearing lengths must be longer than minimum used in calcs to allow for as -built tolerances. Suggest minimum added length be 1/2 in. + difference in shortening between top and bottom of member. NOTE: Reactions are used for concrete bearing strength check and bearing pad design, shear is used for design of Avf. Pad Types: (following PCI Handbook Sth Edition) (3): Duck layer reinforced USE (2) #5 U -BARS. AS PROVIDED = 1.24 in2 USE 6 -1/2 x 9 MASTICORD PAD CAPACITY = 172 k I: \Jobs \0612 \Engrg \03 -Beam Design \0612 -3 -2 -4 Grid E -prime 30IT36 mrb.bem G4�L5 CsC�pG� D O 0ZO=7DOC=0 Streascon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 01 /24/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 8.3.1.16 12R40 SKEWED BEARING PLATE @ PLAZA LEVEL ON GRID 0' >_ n 0 M fV tiJ n O O N N C 0 w 4 rn 3 U C O d m N 3 N Y N O d' N t0 1 1 M 1 1 w N_ tD O C O+ . N C O d C C O V I 0 v+ o+ c W N tD 0 / O J rZ 0 ELEVATED VIEW SEE PAGE 7 OF 3.3.6 FOR BEARING PLATE DESIGN SEE 8.3.3.5 FOR BEAM TO WALL ,GT�CGGr'Ai = O 0 = =7= O Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /02/07 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.3.1.21 12R18 BEAM TO BEAM CONNECTION a N 0 w 0 0 N of O G L2 li W Q 01 3 v d O+ c 0 s T O N O U . N 'O 0 N I i M I w N c0 O 0 0 • U d 0 U 1 co CD W N G Co N 0 3 w J li U' W Max R = 40.7 k PLATE CAPACITY = 45.8 k (CONTROLS) HANGER CAPACITY = 48.9 k DESIGN PARAMETERS Max end RXN on R -Beam = 40.7 k (see 7 of 3.3.5) CHECK HANGER STEEL: T. = (40.7 k)(14.5 in) /10.5 in = 56.2 k A = 56.2 k/0.9/60 ksi = 1.04 in USE (4) #5 BARS A = 1.24 in CAPACITY = 1.24 in' /1.04 in * 40.7 k = 67 k CHECK DIRECT TENSION BAR ® 0.2P.. a 0.2 (4 0.7 k) = 11.24 k 11.24 k/0.9/60 ksi = 0.21 in USE (2) #4 BARS A = 0.4 in CHECK PLATE BENDING(PLATE IS 50 KSI STEEL): Z = (1.5 1n)(2 in) 2 /4 = 2.34 in OM = 0.9(50 ksi)(2.34 in = 105 in -k R < 105 in -k /4 in = 26.4 k 26.4 k/1.15 = 22.9 k * 2 plates = 45.8K > 40.7 k ...OK RD T 1 2 4" DIR rnT rr�„+inu rrrri � C � T. � OTC- � GCrAA/ Lffi�wffm "IL Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG DATE: /10/07 SHEET 1 OF 8.3.3.2 481T24 BEAM TO WALL ERECTION CONNECTION 3 /1 6 5 504 Il? 1/4x4x1' -0" 3 /16 21 /2 481T26 BEAM 120 101 (2) IE 532 1 /2x6x1' -11" ROF PAD 8x24 PILASTER 155 10" WALL SEE 6.1.3.1.A FOR PILASTER DESIGN E 0 W 0 0 N CIZ c 0 w a 0 3 X U 0 3 0 E 0 d m N M I I m I W N co 0 N N C O U N C C O U I 0 rn rn c W N t0 O N 0 O 7 J l- l� G 4�C'C�C�G=Crr1� a v ❑000000a Streascon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /10/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 8.3.3.3 SKEWED 481T26 TO WALL ERECTION CONNECTION E 0 0 Ci 4i C, 0 0 N G O 4J Q O 3 v c x U O 3 Gj J cz C9 GR 4�CE CGmg 0 O ODO ==DOd Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /24/07 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 8.3.3.5 30IT35 BEAM TO WALL ERECTION CXN ® PLAZA LEVEL ON GRID 0' E 0 co w 0 O N O N Q U 3 v O . U' c 0 0 3 0 E 0 m m LO 1 M I r7 1 m 1 w N_ t0 O C U . d C O V N C C O V I m O U U c w N (O O N O W J lL o' C'�u OC�GC�G'W o ❑ ❑0000000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /20/06 P.O. Boa 15129 Fax: 719/390 -5584 Colorado Springs, CO 80935 Denver line: 303/623 -1323 BY: RCD /FDG SKEET 1 OF 8.6.1.1 TYPICAL WALL TO WALL CONNECTION AT HORIZONTAL JOINT ERECTION /ALIGNMENT CONNECTION PROVIDE MINIMUM OF (2) CONNECTIONS PER JOINT, PLACE AT 8' -0" O.C. MAXIMUM E 0 o w i= 0 O N O N U O w Q U 3 V N O O 3 3 I I co I co I w _N t0 O c a . m c 0 U N C 0 O U I 0 U Ot c uj - N c0 O 0 O J 4. O 14.6 K (CONTROLS) .00SE 11! 3/8 SEE SECTION 8.6.2.1 4 X 0' -4" FOR SHEAR CAPACITY DESIGN TENSION _CAPACITY: WELD: 3.5(4.18) = 0)(2)(•2) = 21.6 K VARIES f ir E)L� C�(�G'G� G�CI o ❑ 0c3ooCZDt.-Doo a Streescon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 1 /1 1 /07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD/FDG SHEET 1 OF 8.6.1.2 WELDED WALL TO WALL CONNECTION (V JT.) 124 R w it E n. m v w 0 0 N 0 w 0 r v 3 I 0 3 N I s0 1 1 w N f0 O / C O� y N 0 C 0 U d c 0 U 1 m C. rn C w N i0 0 N .0 0 w J 0 w 123 R SHEAR CAPACITY OF L 5x5x%x1' -2" (PINNED SIDE OF CONNECTION): - (4) #5's GOOD FOR: V s 4 *0.31 *60 *0.9 *0.6 s 40.2 K WELD CAPACITY: V CV 5 /1 6 II1%x6x0' -9" 5 /16 V 4 0 SEE NEXT SHEET FOR ADDITIONAL DESIGN CONSIDERATIONS WELD GROUP PROPERTIES W Ma 1/8 in 2.78 ' `1a''M 4.18 1/4 in d inch = 10.00 b inch = 4.5 d =vert dimension Mtx= 0.00 k -in b= horiz dimension Mty= 0.00 k -in Px kips = 0.00 Py kips = 40.85 Pz kips = 0.00 Mtz= 163.40 k -in ex inch = 4.00 ey inch = 0.00 ez inch = 0.00 Electrode 70 ksi e = perp. dist from cg of group to force 240.19 3 6.958 Points 1,2,3,4 are measured from bottom left counterclockwise 45.000 6.750 240.19 All w eki groups are in X -Y plane � R„, = 0 (0.60)(Aw)(Fs„) tension is +ive (1)=0.75 Fillet size E70 krn 1/8 in 2.78 3/16 in 4.18 1/4 in 5.57 5/16 in 6.96 3/8 in 8.35 7/16 in 9.74 1/2 in 11.14 9/16 in 12.53 5/8 in 13.92 Min weld sizes PL Thick min fillet -1/4 in 1/8 in 1/4 to 1/2 3/16 in 1/2 to 3/4 1/4 in over 3/4 1 5/16 in Type in X -Y plane Len. S S Polar. in. Ix/Yt ly/Xt M.I.lp Pts. fir Win fir max 3 9.0 45.000 6.750 240.19 1 4.541 6.96 9.0 45.000 6.750 240.19 2 6.958 9.0 45.000 6.750 240.19 3 6.958 9.0 45.000 6.750 240.19 4 4.541 Cs irJLJ- a 0 0oo====0 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /23/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/823 -1323 BY: RCD /FDG SHEET 2 OF 8.6.1.2 4" V o o T s 0.9 *60 *0.31 s 16.7k 0 0 < > 0 0 0 I N PLANE SHEAR CAPACITY: SHEAR TAKEN BY GROUP OF 6 STUDS, ECCENTRIC LOADING RESOLVED BY (2) #5 BARS SHEAR CAPACITY GOVERNED BY STEEL: V s 6 *8.0 = 48k ECCENTRIC LOADING CAPACITY: T s 0.2*60 *0.31 = 16.7k V 9 16.7k* 10" /4" = 41.75 say 40k WELD CAPACITY AT PINNED SIDE: 5.57k/' = 44.5k WELD CAPACITY AT FIXED SIDE SEE BELOW: OUT OF PLANE SHEAR: E BENDING — lii%x6x10 ( OF PLANE)( ") s (0.9)(36ksi)(10 " )( 3 /8 ")Z/4 a . V u.OUT OF PLANE 5 7 CONNECTION UPLIFT CAPACITY (2) #5'S IN TENSION ON EMBEDS: 0.9 *60 *2 *0.31 = 33.5k 1 LINE OF STUDS = 3 *8.0k /stud = 24 0k WELDS: 8 *5.57 = 44.6k E 0 N tC) co Wi co ° o N 0 w 0 0 3 1 0 3 N 1 I co I W N 0 d 0 0 S I 0 / a W / N t0 O y O W J L� in G W CT1CGCr_A o a a0000000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /17/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.6.1.3 NMB CONNECTION PANEL TO PANEL CXN SHOWN IS DETAIL FOR PANEL TO PANEL E CL 0 w 0 0 N C O 7 0 o, 3 'O to i co i w N co i 0 0 U d 0 i W N to O N 0 O 7 J rZ 0 0 W kRS TYP X NMB F PORTS 3.I.F. F PORTS OUT )RTAR GROUT PORTS IN SHIM STACK (4x4x1) (2) /PNL :ROUT w /6000 p.s.i. �IIN. NON- SHRINK GROUT -ULL LENGTH (AFTER -1NAL ADJUSTMENT) #9 IN TENSION: 1.00in *60ksi *0.9 = 54 (L OF WALL G? (ERG 0 0 00000000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /11/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.6.1.4 WELDED WALL TO WALL CONNECTION (VERTICAL JT.) ® PERPENDICULAR PANELS Vu,OUT OF PLANE S 5.7 SEE 8.6.1.2 FOR DESIGN CAPACITIES V W N PLANE S 40 ' 124 IE 124 IE CV IE /8x6xO'-9 5/1 6 4 5 /16 8 CHECK SHEAR CAPACITY OF 124 PLATE (NOT RECESSED) (6) 1 /2" HAS x 8.0 EA * 6 = 48 OK. BY INSPECTION — PLATE HAS BETTER "OUT OF PLANE" SHEAR CAPACITY THAN THAT GOVERNED BY PLATE BENDING (5.7 OK. E ,C W n Co O N C O w a 0 3 a CL 0 3 3 i 0 I I W N ZE 0 o. w N C O N C O V I O 0 rn rn c W N to O N d O J n C�4OG C C�Cr W G�[1 C= D ODODOOq.-DU a Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /10/07 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.6.1.5 NOMINAL CONNECTION FOR WALLS JOINED ® MITRE (GRID 7 — PLAZA) CONNECTION IS FOR ERECTION STABILITY ONLY — IS NOT REQUIRED FOR LOAD TRANSFER 130 #4 x 0' -6" 1 /4 5 E G. N N W F- n O O N O C O 7 W H Q 0 a d v 0 3 3 u� I I co I co I W to O / C rn d C O • V d C C O co U I O / rn rn c W N tD O N a O L.J J li C,7 W G u E19 �GmGQ = 0 DM== 7=C=)0 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /11/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.6.1.6 PANEL TO PANEL CONNECTION ® OFFSET V u, OUT OF PLANE S 5•7k SEE SECTION 8.6.1.2 FOR DESIGN CALCULATIONS V wN PLANE S 40 k 124 IE IE /8x6xO' -9" 51 4 5 /16 8 109 k 6" E CL a 0 0 N C 7 W Q D 3 co v tD I i to 1 I w N t0 O c rn . tU C O U lU C C O U 1 too 0 rn rn c w N to C. N C O / W J li D O O�ODO = =u Q Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /12/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303 /623 -1323 BY: RCD /FDG SHEET 1 OF 8.6.1.7 WELDED PANEL TO PANEL AT HORIZONTAL JOINT F SHEAR k v u.OUT OF PLANE S 5'7 SEE 8.6.1.2 FOR DESIGN CALCULATIONS \, ,IN PLANE S 40 ' VARIES � - 9�� 124 IE 5 � s 4 2" 5 /16 8 123 fE E 0 0 w C) C) O N n 0 a 0 rn 3 v i i Li N co O C O� . d O C O • U N C C O U O O / O+ U c w _N t0 O N a 0 0 w G roc c r�rE 0 0 0000000d Q Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 01 /24/07 P.O. Bog 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.6.1.8 WALL TO WALL CONNECTION ® GRID 0' & E NOMINAL WALL TO WALL ERECTION CONNECTION DOES NOT REQUIRE SHEAR TRANSFER 183 508 f E 3 /e x 4 x 0' — 4" 3 /1 6 3 127 3 /16 2 n n u-� taJ O 0 N N C O 41 Q 0 3 00 CD I i I 00 I w N c0 O C U . N C 0 U d C 0 O U I C> O rn r c w N c0 O N 0 O '7 J lL U' D L� D O OZ== Li Ili Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /20/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.6.2.1 TYPICAL WALL TO FOUNDATION CONNECTION ERECTION /ALIGNMENT CONNECTION PROVIDE MINIMUM OF (2) CONNECTIONS PER JOINT, PLACE AT 8' -0" O.C. MAXIMUM VARIES a E 00 O Oi w F- 0 N c N U 0 Lv a v 0 I 3 i N I to I I W N_ cD O c rn . N c O u d c c 0 U I 00 O / O� O + c W N to 0 / N 0 i J Li 0 a d LOOSE II? % '/16 2 X4X0' -4" ° a 70 SEE SECTION 8.6.2.1 ° d FOR DESCRIPTION a i 3/16 31/2 d C.I.P. FOUNDATION NOT BY STRESSCON 1 HE O "' C.D (E 3/6 X 6 X 0' -10" TYP., -'d SEE BELOW FOR DESCRIPTION X 6 E 3 /6 (4) #4'S X 1' -8" X 0' -10" 1 � TENSION CAPACITY: 3'/2' OF 3 / 16 " WELD: 3.5(4.18) = 14.6 K (CONTROLS) (2) #4'S: .9(60)(2)(.2) = 21.6 K PLATE BENDING: Z = 10(.375) = .352 IN M ALLOWABLE _ .352(.9)(36) = 11.40 IN —K M = PI /8, . P = 8M /I = 8(11.40)/3 = 30.4 K (ASSUMES FIXED — FIXED) G`9� a a ❑0000000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /20/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD/FDG SHEET 2 OF 8.6.2.1 TYPICAL WALL TO FOUNDATION CONNECTION (CONTINUED) IN -PLANE SHEAR CAPACITY: 3 OF 3 / 7 6" WELD: 3.5(4.18) = 14.6 K WALL WELD: V = 7.6 K (CONTROLS) _. ___....._ _ . ._. _ .... _.._.__.. _ __..... €. WELD GROUP PROPERTIES (_ , Fillet size _.- _ __ _ I Fi l �....._..... .. . ..... E70 Win 1/8 in 2.78 Mn weld sizes d Inch =^ 2 .00 b inch 4.0 id =v ert di mensio n_ I M1tx =; 0.00 ?k -in 3/16 in 4.18 PL Thick min fillet b= horiz dimen i 'k-i _ � _ _ Px wps = 7.60 j Py kips 0. Mty =; 2 .85 _ j Pz k ips = � - 0 .00 Mltz= -22.80 ; k -in � 1/4 in 5/16 in 5.57 6.96 -1/4 in 1/4 to 1/2 118 in 3/16 in e inch 0.00 ey inc 3.00 ez inch = 0. Bectro : 70 ksi 3/8 in 8.35 1/2 to 3/4 1/4 in e = perp. dist from c g of group to force 7/16 in 9.74 over 3/4 5/16 in Points 1 2 3 4 are me asur ed from b ottom left counterclockw ise _ _ A w eld groups are in X-' plane ��` `" �O;�j(j�vy F� - 1/2 in 9/16 in 11.14 12.53 `tension is +ive� 1 1 - 0.75 ( 5/8 in 13.92�� Typ - in X - Len. i S S Polar. fir fr - ____ _ plane in Ix/Yt ly/Xt - M.I.Ip Pts. Win _ max _ 3 T _ 4.0 4.0 1333 8.000 1333 8.000 17.33 17.33 1 2 4.170 4.90 - 4 - .11 - . 4.0 1333 8.000 9.33 3 2.718 1333 8.000 9.33 4 2.716 WALL PLATE: M ALLOWABLE = .9(60)(.2)(3) = 32.4 K -IN V ALLOWABLE = 32.4/3 = 10.8 K STUDS: V ALLOWABLE = 161 K CASE 2 Stud Design per PC[ do CONFINED (Y /N) N Concrete Strength (ksi) 5.000 Stud Size (d. in.) 0.5000 Unit Weight (pco 150 Nom. Length le (in) 4.00 h (panel thickness inches) 12.00 Fy (ksi) 51 Pu (kips) 0.00 VU (kips) 16.10 nt (no. of studs in tension) 2 nv (no. of studs in shear) 2 Pattern (x) 2.00 de (inches) 12.00 Pattern (y) 3.00 do (inches) 2.00 Lamba 1 b (inches) 0.00 Case 2(near one free edge) Vu I I I CW = - -• -• -f Ct = 1 1 Y I I I j Cc = 0.516667 - - - 6 ' -.- .. INCORPORATED - r{ de b I X I IF I i I I I, d cpPs per group = 18.02 Kips coVs per group = 16.22 Kips (pPc per group = 10.58 Kips cWc per group = 16.14 Kips cpPc as sum of single = 24.17 Kips coVc as sum of single = 18.87 Kips Steel Interaction Concrete Interaction (Pu /coPs)A2 + (Vu /(pVs) ^2 = 0.98 <= 1 OK (Pu /cpPc) + (Vu /coVc)A2 = 1.00 <= 1 OK E O Co O Oi to 0 0 N O N U W a 0 3 C 0 3 i N I to I I W L 71 N �O 0 a 0 0 0 I ao rn c 0 N_ to N O i J 0 C 4EDEE?000r g x�q 0 0 00000000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /20/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.6.2.2 NMB CONNECTION TO FOUNDATION CXN SHOWN IS DETAIL FOR FOUNDATION #11 U —X NMB TYP i GROUT PORTS a EXIT B.I.F. i i �I GROUT PORTS OUT OF WALL IL THI CKNES VARIES i EQ. !, EQ. #9 IN TENSION: 1.00in *60ksi *0.9 = 54 #9 BARS TYP E 0 M 00 w C) 0 N w 0 rn cV I N I (D I f10 i W N_ C 0 / wo 0 O 0 U I i W to N i y O J 0 0 :.i SS MORTAR GROUT j GROUT PORTS IN i SHIM STACK (4x4x1) (2) /PNL '--GROUT w /5000 p.s.i. MIN. NON— SHRINK GROUT FULL LENGTH (AFTER FINAL ADJUSTMENT) CIP FTG. # HOOKED REBAR 24' TAIL — BAR EXTENDS TO 4' ABOVE B.O. FOOTING ,, T.O. REBAR CUT ELEV. Y SEE FDTN. DETAILS N y 0 CJ Z Q Z U) CD O T.O. CIP WALL R SEE FDTN. PLAN GROUT DAYTON /RICHMOND D -1 —S BOLT SLEEVE COMPLETELY FULL AFTER FINAL ADJUSTMENT a a o000000� v Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /12/07 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.6.2.3 WELDED PANEL TO PAN AT H O RI ZONTAL JOINT FOR SHEAR SEE 8.6.1.2 FOR DESIGN CALCULATIONS VARIES E cX W 0 0 N c L;j co a 0 rn 3 M N I I 00 I W N (O O C O+ . N C O U d C C O U I 0 0 / W / N (O O m 0 O J u- 0 0 124 fl? 4101 -D fE 0' -9" '/16 41/2 3 /84 2 " 5 /16 8 1 fir O O '1 4" 11 O O z In O O N V u,OUT OF PL S 53 k V wN PLANE S 40 ' - Z, - .. — a v 000=0000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /16/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD/FDG SHEET 1 OF 8.6.3.1 CONTINUOUS LEDGE DESIGN ® INTERIOR STAIR WALLS DESIGN LOADS: — MAX SPAN = 24' 10" SLAB 0.125 *24'/2 = 1.500k1f 3" TOPPING 0.040 *24'/2 = 0.480k1f 300 psf SDL 0.300 *24'/2 = 3.600kif 150 psf LL 0.150 *24'/2 = 1.80Ok1f ULT: 5.58 *1.2 + 1.80 *1.6 = 9.6k1f typ. E a IQ 00 w 0 0 N 00 O a> W USING HS20 LOADING SEE 14/7.2.3 MAX = 11.8k1f ANALYZE ON PER FOOT BASIS lii O a+ 3 v O �O w+ N C 0 J 7 co M tD W _N f0 O o, U) N D C O U d C O co 0 / v+ Cm c w N c0 O m 0 O J C7 L� t CAPACITY: 16.5 # TIES ® 8" O.C. 4 ° 1 0 (4) #4's FULL LENGTH 4 4!' ON T. LEDGE Sheet 2 OF 8.6.3.1 6250 52nd ave. Suite 201 Arvada, CO 80002 I N C O R P O R A T E D Fax 303 - 940 -9717 Phone 303 - 940 -9715 Program: Concrete Corbel Design 2005 (C)Copyright FDG, Inc. Based on PCI Design Handbook, 6th Edition Chapter 6, Section 6.8 (modified per FDG) Date : 2/8/2007 Project Engr: RCD Project No : 0612 Project Name: MOUNTAIN VIEW Description : CONT. LEDGE DESIGN Monolithic Corbel Normal Wgt. Concrete -- -INPUT DATA---------------------------------- Shear Span (a) = 2.500 In Bearing Length (Lb) = 12.000 In Corbel Width (w) = 12.000 In Corbel Height (h) = 6.000 In d to Tens Steel (d) = 4.500 In OverLoad Factor (OLF) = 1.150 Stirrup Steel Lambda 60 = 1.000 - -- OUTPUT DATA---------------- - - - - -- Design Vu = OF *Vu = 19.0 Kips Nominal Design Bearing Capacity Nominal Design Shear Capacity Ult. Moment Acting at Column Face . Effective Shear Friction Coefficient - -- REINFORCEMENT CALCULATIONS - - - -- By ACI 11.9.3.5 . By Eq 6.8.1.4 or ACI 11.9.3.5 By ACI 10.5.2 By Eq 6.8.1.5 or ACI 10.3 . By ACI 10.2 and 10.3 . By Eq 6.8.1.6 or ACI 11.9.4 ---------------------------------- Vert. Load (Vu) = 16.5 Kips Norm. Load (Nu) = 3.3 Kips Load Ratio (Nu /Vu) = .20 Shear Coefficient = 1.40 Concrete (F'c) = 5,000 PSI Tensile Steel (Fy) = 60 KSI Stirrup Steel (Fy) = 60 KSI ----------------------------------------------- Design Nu = 3.8 Kips . . (Phi *Vn) = 397.8 Kips . . (Tbl. 4.3.6.1) (Phi *Vn) = 54.0 Kips . (Mu) = 53.1 In -K . (Greek 'Mue') = 3.400 ----------------------------------------------- . As =Af +An = .296 In ^2 . As= 2Avf /3 +An = .167 In ^2 . 4 /3 *As(req'd)= .394 In ^2 . As(min)= .180 In ^2 . As(max)= 1.148 In ^2 . Ah (Gr 60) = .113 In ^2 -- -STEEL SUMMARY --------------------------------------- Main Tension Steel (As) REQUIRED . ( 2) # 4 Bars Provides . ( 1) # 5 Bars Provides . ( 1) # 6 Bars Provides . ( 1) # 7 Bars Provides . ( 1) # 8 Bars Provides . ( 1) # 9 Bars Provides . Provide Horizontal stirrup Reinforcing . Locate Stirrups within the top 3.0 In. of the Corbel ------------------------ (Gr 60) _ .296 In ^2 .400 In ^2 .310 In ^2 .440 In ^2 .600 In ^2 .790 In ^2 1.000 In ^2 Ah (Gr 60) _ .113 In ^2 = ❑ i3 -- Stresscon Corporation Tele: 719/390-5041 SUBJECT: MOUNTAIN VIEW DATE:09/21/06 P.O. Box 15129 Fax: 719/390-5564 Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: RCD/FDG SHEET 1 OF 8.6.3.3 WALL BEARING EMBED FOR TYPICAL DT CAZALY HANGER GR PNL THICKNESS VARIES 4 4 < T.O. FIN FLOOR B.O. PANEL T.O. TEE 'EL.= SEE PLAN C, O 1109 It @ 8" WALL 12 , 4 . JT. A 3 3 ' WA 130 111 @ 110' WALL 4 JUSTIFY TOWARD BE ARING I—ST BLOCKOUT CTR'D ON TEE BEARING < .I( I C) - --------- - ---- --------- - ___ -- I -------------•__•_----__-------- l E 0 04 Gj m P 'D C> 0 04 O rn O O E CD (D 0 O rn Lo 1� �2 (0 0 41 CT0C'GGw NO = D D=O1= =D Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 09/21/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 60935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 8.6.3.4 SLAB TO WALL CXN @ LOWER LEVEL BALCONIES R ,, = 5.6 k/ f t* 7.5 ft/2 21 k CAPAC = 26.5 k - � E n rn �r L Co ° o N Oi w a 0 N 0 0 m 3 0 J 0 0 3 0 .2 I I I m I N_ c0 i • fN 0 0 v w c 0 U I C> W i N (O i N 0 J c� 0 PLATE BENDING: Z = (8 in)(1 in) /4 = 2 in' P M =21 k *2.125 in = 44.6 in -k OM = 0.9(8 in)(1 in) /4 * 36 ksi = 64.8 in -k > 44.6 in -k ...OK P U Copocity = 64.8 in- k/2.125 in /1.15 = 26.5 k USE AN L6 x 6 x 1 x 0' -8" EMBED ANALYSIS V = 21 k P =21 k *4.125 in /6 in +0.2 *21 k= 1 9.6 k CASE 1 Stud Design per PCI Concrete Strength (ksi) 5.000 Unit Weight (pcf) 150 h (panel thickness inches) 8.00 Pu (kips) 32.4 nt (no. of studs in tension) 2 Pattern (x) 8.00 Pattern (y) 6.00 Lamba 1.00 Case 1(not near free edge) 8.00 = _ _- - - ' -�' -•- INCORPORATED cpPs per group = cpPc per group = cpPc as sum of single = Steel Interaction (Pu /�pPs)A2 + (Vu 1(pVs) ^2 = CAPACITY = 41.0 k/1.15 = 35.6 do CONFINED (Y /N) Y Stud Size (d. in.) 0.7500 Nom. Length le (in) 6.00 Fy (ksi) 50 VU (kips) 41.0 nv (no. of studs in shear) 4 de (inches) 100.00 do (inches) 100.00 b (inches) 8.00 Vu Cw = 1.022857 -- -• -- - -f- Ct = 0.547009 Cc = 1 de ¢ I I 39.76 Kips 56.42 Kips 54.38 Kips 0.99 <= 1 OK I do I b coVs per group = 71.57 Kips cWc per group = 420.36 Kips cpVc as sum of single = 84.93 Kips Concrete Interaction (Pu /coPc)A2 + (Vu /cpVc)A2 = 0.59 <= 1 OK a ❑ ❑000000d a Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 09/21/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB/FDG SHEET 2 OF 8.6.3.4 CX O N N w C> O O N 0 3 N 0 0 M d J 0 3 0 a N M I t0 I I w N_ t0 O C tT . d D 0 O U N C 0 O CIO I O / rn C W N to O N O O :1 J O D lL SLAB TO WALL CXN Q LOWER LEVEL BALCONIES CON'T WELD ANALYSIS: Fillet size E70 kliin WELD GROUP PROPERTIES INcowOPA19 118 in 2.78 Ninweldsizes d inch = 5.00 b inch = i 8.0 ; d=vert I Ml x =f 114.56 'kin 3116 in 4.18 PL Thick min fillet b= h oriz dimension - W = 0.00 i k -in 114 in 5.57 < =114 in 118 in Px k ips = 0.00 Py kips 34.9 Pz kips = # -6.99, Ni -- = t 0.00 -- 'k-in 5116 in 6.96 114 to 112 3116 in ex inch = 1 0.00 le inch = 1 .39 lez inch = l 3.00 Bectrode i 70 1 ksi 3/8 in 8.35 112 to 314 114 in e = perp dist fro cg of gr to force _ _ _ _ 7/16 in 9.74 over 314 5116 in Points 1,2,3,4 are measured from bottom left counterclockw ise 112 in 11.14 All w eld groups are in X -Y plane���= S � 9116 in 12.53 tension is +ive rc ' =0.75 1 I 5/8 in 13.92 ! Type in X -Y! Len. S S 1 ; Polar. fir fir .... _.....------.. d._.,. ,..._._..__..._Er--- .�....,. -._ _ _ ,w.J plane j in. j Ix1Yt 1 ly/Xt ' M.l.lp Pts. klin max i 16.0 13.462 50.667 25128 1 8.351 6 Ycg 1389 16.0 13.462 50.667 25128 2 8.351 35.000 50.667 25128 3 4.144 _ 35.000 50.667 25128 4 4.144 USE 3 /8" WELD CAPACITY = 34.95 k/1.15 = 30.4 k a 0 0000000a Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /2/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 8.6.3.5 WALL BEARING POCKET FOR DT CAZALY HANGER IN ELEVATOR CORE WALLS 506 A 1 .� 3 " A %x3xO' -5" MASTICORD PAD 102 DT CAZALY 1ODT12 130 SECTION A -A 8" WALL 41" C) a 0 4i co 0 0 N N O O Z w a a N O 3 L _d W c 0 N O U L O N Y U O a I M t0 O W N t0 0 c v+ . 0 c 0 U N C c O U W O� O + c W _N tD O y O W J li 0 lL G4ED[s C GfF'W = O 0'c1OC] = =cZD0 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 01 /08/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.6.3.6 BEARING OF 16RB12 ® GRID 6 & E - 5TH LEVEL TYPICAL BEARING /ERECTION CONNECTION ABOVE JUMPER PLATE E 0 a; w 0 0 N a; 0 w a 0 3 0 a n E 0 c 0 m m o: I w to N i . N O C O U d C C O co U I rn O+ c w N t0 O / N 0 O u- G 554 P- It X, 5 � �i . 4 109 NOTE: BARS ON 1091E DO NOT REACH BLKT. E TYF 173 G' i7SCE'CRCs�[r�- = 0 Ooo= (3 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /12/07 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.6.3.10 16RB12 BEARING ON DEMIZING WALLS E n o tc 4i 0 0 N n C O W Q O tT 3 IV O V E to O V N d d . O I M I 1 I Li N t0 O c rn . d 0 C O U N C C O v I 0 0 rn rn Li Li N_ t0 O N O O J C.� L� (R4SCEF(CRL OUD o ❑ 00000000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /15/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 60935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.6.3.1 STAIR CORE — HANGING WALL PANEL — CORBEL /DAP DESIGN E 8 0 W o Co N 0 w a 3 v a� c 0 a 0 3 a+ c c v S I M I I I W N_ tD O C O� . C O U c 0 U I O U 1 O+ c N [D O N O J U CALCULATE MAXIMUM ULTIMATE LOAD FOR EACH CORBEL /DAP 0.11 Oksf *9.2 =1.01 klf O.1 OOksf *9.2= 0.92kif 1.01 *1.2 +0.92 *1.6 = 2.68klf *8'/2= 10.75 PNL WT: 12.5 *1.2 =15'/2 = 7.5 10.75 +7.5 = 18.25' STRESSCON STD. PL 3 /8x5xO' -6" 78 STRESSCON STD. It PL 1 /2x4xO' -6" & PL 3 /4x6xO' -1C 77 �1I 44 SHIM J = W pp Z Q a_ 0" C-1 A 17 DL SILL s cc SLAB TRIBUTARY LENGTH = 9.2' CE� (E?CrG�W 0 0 OOO= == Li Stresscon Corporl&Uon Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /15/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 2 OF 8.6.3.11 E 0 0 0 0 C) 0 0 N ur c 0 0 3 0 v 0 a 0 ro 3 a c 0 x i I to 1 eo 1 U.1 N t0 rn . 0 r 0 U N 0 U I 00 i i N t0 C. N 0 0 i -I J LL C.D O V_ b V u e T . R P s 50.0/1-15 = 43.5k USE 1.15 FACTOR TO COMPENSATE FOR ECCENTRIC LOADING ON EMBED P u CENTER PLATE AND TOLERANCE 4" BRACKET BR PLATE FIELD OR PLANT WELD 5 / 6 4 QO FIELD OR PLANT WELD 5 116 10 WELD GROUP PROPERTIES d inch = 10.00 b inch = 4.0 d =vert dimension b= horiz dimension PX kips = 0.00 Py kips = -50.00 Pz Idps - 10.00 ex inch = 0.00 ey inch = 4.17 ez inch = 4.00 e = perp. dist from cg of group to force Points 1,2,3,4 are measured from bottom left counterclockw ise All w eld groups are In X -Y plane tension is +ive Mtx= - 241.67 k-in Mty= 0.00 k -in Mtz= 0.00 k -In Bectrode 70 ksi O R = 0 (0.60XAw)(F 0 =0.75 Fillet size E70K/in fir k/In 118 in 2.78 ruin weld sizes 3/16 in 4.18 PL Thick min fillet 1/4 in 5.57 < =1/4 in 1/8 In 5116 In 6.96 114 to 1/2 3/16 in 3/8 in 8.35 112 to 314 114 in 7/16 in 9.74 over 3/4 5/16 in A in 11.14 255.33 9 16. 12.53 5/8 In 13.92 Type In X -Y plane Len. S S Polar. In. Ix/Yt ly/Xt M.I.lp Pts. fir k/In fr max 8 Ycg= 4,167 24.0 42.857 0.000 255.33 1 5.622 5.62 24.0 42.857 0.000 255.33 2 5.622 24.0 60.000 16.667 255.33 3 4.908 24.0 60.000 16.667 255.33 4 4.908 E70 WELD SIZE 5/16 Per Weld t min. 0.625 Vu Nu C a WELD ez .4b min. b C e 0 Fy b/a 50.0 10.0 10.0 4.0 6.0 4.0 1.0 59.0 36.0 0.6 kips t = 0.576 inches SALMON EQ. kips inches t = 0.320 inches LOCAL BUCKLING inches inches t = 0.485 inches PLASTIC STRENGTH inches inches t min. = 0.625 inches degrees ksi OK 0 Mr C CArT 0 0 0000000❑ Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /15/07 P.O. Box 15129 Fag: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 3 OF 8.6.3.11 EMBED CAPACITY ? BRACKET OK. E CL 0 w 0 0 N n C O W Q O+ 3 a� a 3 v x i M I Go I 0 N 0 0 a I m 0 i W N t0 N 0 3 0 CASE 2 Stud Design per PCI Concrete Strength (ksi) Unit Weight (pcf) h (panel thickness inches) Pu (kips) nt (no. of studs in tension) Pattern (x) Pattern (y) Lamba Case 2(near one free edge) I I 7 11 Y — 1 - N C0 RPOfiAT_ED_ IX 39.76 Kips 43.60 Kips 54.38 Kips de do CONFINED (Y /N) Y 5.000 Stud Size (d. in.) 0.7500 150 Nom. Length le (in) 6.00 8.00 Fy (ksi) 50 28.18 VU (kips) 50.00 2 nv (no. of studs in shear) 6 7.50 de (inches) 200.00 11.00 do (inches) 1.50 1 b (inches) 3.00 Y — 1 - N C0 RPOfiAT_ED_ IX 39.76 Kips 43.60 Kips 54.38 Kips de Cw = 1.004286 Ct = 0.547009 Cc = 1 107.35 Kips 1167.37 Kips 127.39 Kips 0.72 <= 1 OK I I do I b I coVs per group coVc per group = cpVc as sum of single = Concrete Interaction (Pu /(pPc) ^2 + (Vu /coVc) ^2 = 0.57 <= 1 OK cpPs per group = soft per group = cpPc as sum of single = Steel Interaction (Pu /�oPs) ^2 + (Vu /cpVs) ^2 = Vu r1 Y j 9 I Cw = 1.004286 Ct = 0.547009 Cc = 1 107.35 Kips 1167.37 Kips 127.39 Kips 0.72 <= 1 OK I I do I b I coVs per group coVc per group = cpVc as sum of single = Concrete Interaction (Pu /(pPc) ^2 + (Vu /coVc) ^2 = 0.57 <= 1 OK cpPs per group = soft per group = cpPc as sum of single = Steel Interaction (Pu /�oPs) ^2 + (Vu /cpVs) ^2 = REVIEWED C��'�L� C�C�G=W = O ❑ 0 a Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 11 /27/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 8.6.4.1 TYPICAL W— FLANGE TO WALL ERECTION CXN M N M H n O O N Of O cu u- w 0 3 y 0 1 3 0 N d O EL -o w .n E w 1 v 1 1 1 w N co 0 / 0 0 0 I rn a+ C w N c0 O y a O W J li L� LOADING GIVEN BY EOR) Pdl = 55 k P =25k P = 1.2(55 k) + 1.6(25 k) = 106 k BEARING 106 k /(6 in * 6 in) = 2944 psi < 5000 psi USE 6 in x 6 in x 1 /2 in shim stock 0' -6 ACK, CENTERED G T� C C C r A► Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /9/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SKEET 1 OF 8.6.4.2 EMBED FOR HSS TUBE STEEL IN 8" FIN WALLS E n rn LQ uJ F O O N m O L! L� W Q 0 d d N N 2 2 O 'O d E W O 3 N �D I O I N to i 0 d N Of 0 W N 3 i N c0 O N O J li N� FIN WALL BY INSPECTION, LOAD PRODUCES NO ECCENTRICITY ON PLATE. CHECK PULLOUT W/O TENSION LOADING. WELD GROUP DESIGN NOT BY STRESSCON. LOADING: LOADS PROVIDED BY EOR. 1.2(5 K) + 1.6(5 K) = 14 K ULTIMATE CT�CCCf A� a ❑ ❑a00000❑ Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /9/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 2 OF 8.6.4.2 E n co Ln w 0 N O LU 0 3 N N Uj W O 3 N W N CO O O d V . d N C� 3 0 W y Ot 3 N O N O 7 J O L� CASE 2 Stud Design per PCI Concrete Strength (ksi) 5.000 Unit Weight (pcf) 150 h (panel thickness inches) 8.00 Pu (kips) 0.00 nt (no. of studs in tension) 2 Pattern (x) 5.00 Pattern (y) 5.00 Lamba 1 Case 2(near one free edge) I I I _ — — — �' — '4 INCORPORATE IX I rRs per group = cRc per group = cRc as sum of single = Steel Interaction (Pu /c Ps) ^2 + (Vu /cM) ^2 = CAPACITY = 31.6 K/1.15 = 27.5 K de � I do I b I #s per group coVc per group = coVc as sum of single = Concrete Interaction (Pu /cRc) "2 + (Vu / (pVc) "2 = 17.67 Kips 29.49 Kips 54.38 Kips 0.99 <= 1 OK do CONFINED (Y /N) Stud Size (d. in.) Nom. Length le (in) Fy (ksi) VU (kips) nv (no. of studs in shear) de (inches) do (inches) b (inches) Vu Cw = - - - -�' Ct = Cc = 0 I I Y 0.5000 6.00 50 31.60 4 86.00 1.50 5.00 1.016611 0.820513 1 31.81 Kips 499.81 Kips 37.75 Kips 0.70 <= 1 OK G4�G i�CsLr W o a ❑ol00000u Q Streaacon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 01 /12/07 P.O. Box 15129 Fag: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.6.4.3 E M co ro r;_i r` 0 0 N V' N c 0 w a 0 3 v r; I I I W N_ 10 i y N 0 r 0 U N 0 U 6 C) . rn o + W N t0 i 0 J lL 0 EMBED ® TOP OF WALL FOR STEEL GRATE 5' DL 20' LL ULTIMATE = 38' ASSUME CONSERVATIVELY A 2" ECCENTRICIP CASE 1 Stud Design per PCI Concrete Strength (ksi) Unit Weight (pcf) h (panel thickness inches) Pu (kips) nt (no. of studs in tension) Pattern (x) Pattern (y) Lamba Case 1(not near free edge) I I 5.000 150 8.00 18.6 2 5.00 5.00 1.00 I N CGRP O R A TED coPs per group = cpPc per group = VPc as sum of single = Steel Interaction (PulcoPs) ^2 + (Vu /CVs) "2 = de 1 I do I b CVs per group = cWc per group = cpVc as sum of single = Concrete Interaction (Pu /cpPc) ^2 + (Vu /cWc) ^2 39.76 Kips 46.16 Kips 54.38 Kips 0.64 <= 1 OK CAPACITY: 46.5/1.15 do CONFINED (Y /N) Stud Size (d. in.) Nom. Length le (in) Fy (ksi) VU (kips) nv (no. of studs in shear) de (inches) do (inches) b (inches) Y 0.7500 6.00 50 46.5 4 24.00 24.00 5.00 Cw = 1.059524 Ct = 0.547009 Cc = 1 71.57 Kips 51.20 Kips 84.93 Kips 0.99 <= 1 OK c" n" Vu I � I I m I Y 0.7500 6.00 50 46.5 4 24.00 24.00 5.00 Cw = 1.059524 Ct = 0.547009 Cc = 1 71.57 Kips 51.20 Kips 84.93 Kips 0.99 <= 1 OK c" n" (E?QL!!JL5j G?GmUD C=7 O DZOODODG v Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /9/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 8.6.4.4 EMBED FOR W21 -W27 CONNECTING TO EDGE OF 8" FIN WALL ® ROOF LEVEL E a N M W F n O O N O d a> L� ILL% IR 3 v c c 0 CL c `o d rn w w c N 3 1 3 v .c E co w 0 I �t co I I w _N co O C . N C O U c c C O U I O W N G O / 0 i LA u- 0 ut ri AKinr WELD GROUP DESIGN NOT BY STRESSCON. BY INSPECTION, NO TENSION LOAD IS PRESENT ON PLATE, LOADING: LOADS PROVIDED BY EOR. V = 1.2(5 K) + 1.6(11 K) = 23.6 K ULTIMATE SEE NEXT SHEET FOR PULLOUT ANALYSIS o a 0N1=C== � a Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /9/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 2 OF 8.6.4.4 E CL 0 N W 0 0 N 0 0 CM 3 d 0 a 0 CASE 5 Stud Design per f Concrete Strength (ksi) Unit Weight (pcf) h (panel thickness inches) Pu (kips) nt (no. of studs in tension) Pattern (x) Pattern (y) Lamba Case 5(three free edges) Y I j 5.000 150 48.00 0.0 2 8.00 11.50 1.00 - T NCO RPO RAT X cpPs per group = coPc per group = coPc as sum of single = Steel Interaction (Pu /GPs) ^2 + (Vu /coVs)"2 = CAPACITY = 32 K/1.15 = 27.8 K de � I dc I b I cWs per group = coVc per group = cNc as sum of single = Concrete Interaction (Pu /coPc) ^2 + (Vu /coVc) ^2 17.67 Kips 22.44 Kips 54.38 Kips 0.25 <= 1 OK Stud Size (d. in.) Nom. Length le (in) Fy (ksi) VU (kips) nv (no. of studs in shear) de (inches) do (inches) b (inches) Vu - -- -� = Cc = 6 0.5000 6.00 50 32.0 8 11.50 2.00 4.00 1.099379 1 63.62 Kips 32.21 Kips 75.49 Kips 0.99 <= 1 OK w J rZ U' Gi -35i CRGG�W Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /17/07 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.6.4.5 E P LATE IN TOP OF WALL FOR STEEL CONNECTION NOMINAL 10 X 10 PLATE FOR WF MEMBER BEARING le 176 E Q . M O N 4J F n O O N C O LaA Q O O� 3 i .r I O I O w to c o+ . d D C O . d C C O U I O O rn o + c w N c0 O N 0 O J La. 0 L� G94S[E?GR 17DUD l o ❑ olu== a Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /17/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.6.4.6 EMBED PLATE IN TOP OF WALL FOR STEEL CONNECTION (2) 10" x 2' -2" PLATES FOR WF MEMBER BEARING R 177 E 177 E _a N N Lil H n O O N n C O 41 F- Q O P 3 v c0 v 1 tD I I w N tD O / c o� . d D C U N C C O U I O rn Ow c c W N c0 O N 0 O J l� C9 u- L- =G:D 0 ❑ 0==7 7pOV V Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /19/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.6.4.7 WF STEEL CONNECTION TO P/C EMBED BY STRESSCON CAPACITY: 27'/1.15 = 23.55 MAX REACTION: 5' DL & 10' LL = 22' ULT. LINE -WELD ON PINNED SIDE: 5 *6.96' = 34.8' 1 1 / 2" E '/ax3x0' -6" 6" 5 /16 9 1 , 178 GRID 2 GRID 6 CONDITION CONDITION @ @ O O O O O O @ t'J O O O 24 W14x48 W10x110 EMBED CAPACITY OK BY INSPECTION SEE 8.6.3.13 '/16 5 _ ...._ .. _ q3q _ .. ... . WELD GROUP PROPERTIES T� - SS Fillet size ..._._ ... E/O k/in + _._ _ 1/8 in 2.78 Mn w eld sizes d inch 6 .00 i b i nch = { 1.5 !d=vert dimension _ Mtx 10.13 k -in b iz dim ension f 3/16 in 4.18 PL Thick min fillet Mty= 0.00 k -in 1/4 in 5.57 -1/4 in 1/8 in Px kips = _0 1 Py kips - 27.00 i Pz kips = 0.00 Mtz= 74.25 k -in 5/16 in 6.96 1/4 to 1!2 3/16 in ex in ch = 2.7 ley inch x_ 0.00 lez inch = 0.38 1 Bectrod e 70 ksi 3/8 in 8.35 1/2 to 314 1/4 in e = perp. dist from cg of group to f orce 7/16 in 9.74 over 3/4 5/16 in P oints 1, 2,3,4 ar measured from b ottom l eft counterclockwise i T__ _ 1/2 in 11.14 All w eld groups are in X -Y plane 1� = 6U)(AW)(F 9716 in 12.53 tension is +ive -- - 5/8 in 13.92 T - 1 4 f Type in X) I _ -V T Len. 3 _S ( Polar, fr pl n in. j I;t ly/Xt M.I.Ip Pts. k/in _fr max 9.0 15.000 6.750 46.69 1 5.476 9.0 15.000 1350 46.69 2 1 6.935 rcg= I 0250 9.0 15.000 t350 46.69 3 6.935 9.0 15.000 6.750 46.69 4 1 5.476 E a 0 Gj M r 0 0 N -0 N w 0 3 v ri i W N (O r rn . 0 2 U N C C 0 U i i o+ W i N to i 0 i J 0 For Review = O OZO = =O =O Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG DATE: /02/07 SHEET 1 OF 8.6.4.8 DESIGN PLATE FOR W12 BEAMS (USE SAME PLATE FOR W10 & W8 BEAMS) MAX REACTION AT ANY LOCATION: 5' DL & 10' LL = 22 ULTIMATE AND 15 SERVICE „ v_ 1 OFFSET IS - TT ACCEPTABLE $00 O O a' E 0 0 00 F- 0 0 N N O a N W l4J Q tT 3 q6 it 0 3 _N 3 I to I to 1 N_ to O C tT . d C O U c rz O U I 00 2+ rn c W N to O y A O J L� C.7 0 1� EMBED CAPCITY CORNER Vu /VS 8" STONE 33k/23k EMBED CAPCITY VERT. or TOP EDGE Vu /VS 8" STONE 50k/36k O O O O O O 0° �° 0 EMBED CAPCITY NO EDGE Vu /VS 8" STONE 84k /60k GTOCGG�"Ai o ❑ ❑'3====o0 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /02/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SKEET 2 OF 8.6.4.8 V. 2 P" = V,,*2.5/10 = 0.25 "' Oo OO 0 PL '/2x12x1' -3" W /(9) 3 /a'' x 6 H.A.S. ?re v: d c /4 Jim E 0 00 w 0 O N N O .D d a 3 06 3 0 3 _N 3 O I co I O I w N_ t0 O c rn . d C O • U d C C O U i O O rn C w N_ c0 O N 0 O J U. G C� r'�C��C�G�G7 C7 O =C==C-DC-D0 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /02/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 3 OF 8.6.4.8 CASE 4 Stud Design per ACI 2005 (modified) Ignore Shear towards Edge y CAPACITY AT TOP CORNER Concrete Strength (ksi) 5.000 Stud Size (d. in.) 0.7500 STONE 8" Unit Weight (pcf) 150 Nom. Length h (in) 6.00 V„ = 38.5 KIPS h (panel thickness inches) 8.00 F (ksi) 61 N. (kips) 9.6 V (kips) 38.5 USE 1.15 SF AND COMBINED co, (tension) 0.65 �p, (tension) 0.75 LOAD FACTOR OF 1.40 �p (shear) 0.60 �p (shear) 0.75 nt (no. of studs in tension) Pattern 3 nv (no. of studs in shear) 9 Vu = 38.5/1.15 = 33.5 KIPS (s,) max. 3'h 6.00 ca, (inches) 100.00 Pattern (SO max. 3 "h, 0.00 caz (inches) 3.00 Vs = 33.5/1.40 = 23.9 KIPS Lamba 1.00 ca3 (inches) 100 USE WORKING CAPACITY Case 4 two adjacent edges) ( 1 9 ) s� (inches) 6,00 AT 23 KIPS car less then 1.5'h 3.00 Vu Cat less then 1.5'haf 3.00 1 _ 6 ENCLOSE PLATE IN CAGE TO TAKE ECCENTRICITY i Cat S2 Ce2 C I S, I C C04 Sl l III A wo = 324 A vco = N.A. A nc = 216 A vo = N.A. Nb= 24.94 V = 28.02 'GC,N = 1.25 'Pac = 1.00 1Gec,N = 1.00 'Id, V = 0.71 'dad, N ° 0.80 'P. ,v = 1.40 Nob = 16.63 Vob = N.A. I = 1.40 V = 99.77 NP = 131.95 Nsb = N.A. pN per group= 52.55 Kips cpV per group= 145.52 Kips (^ per group = 12.47 Kips roV per group = 74.82 Kips Steel Interaction Concrete Interaction (Nd,^)s'3 + (Vj/ OVs) = 0.17 <= 1 OK (NJ �ON + (Vj(pVo ? = 0.98 <= 1 OK E N O W Lu H O O N N 0 .0 UJ a O� 3 v Co 3 0 N a ro I a- I O I ao I w N b O O� y d in C O U O C C O U I Co 0 rn rn c w N_ t0 O v1 a 0 J U- s W G u�l - C--? "0 1 = D 0 ==0 a Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /02/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 4 OF 8.6.4.8 CASE 2 Stud Design per ACI 2005 (modified) CAPACITY AT VERTICAL OR TOP Ignore Shear towards Edge ' Y JOINT Concrete Strength (ksi) 5.000 Stud Size (d. in.) 0.7500 Unit Weight (pc 150 Nom. Length her (in) 6.00 STONE 8" h (panel thickness inches) 8.00 F„ t (ksi) 61 V,, = 58.0 KIPS N. (kips) 14.5 V (kips) 58.0 �o (tension) ' 0.65 �o (tension) ' 0.75 USE 1.15 SF AND COMBINED �o (shear) 0.60 �p. (shear) 0.75 LOAD FACTOR OF 1.40 nt (no. of studs in tension) 3 nv (no. of studs in shear) 9 Pattern (s,) max. 3 *h 6.00 c (inches) 100.00 Vu = 58.0/1.15 = 50.4 KIPS Pattern (s2) max. 3 *h 0.00 c (inches) 3.00 Vs = 50.4/1.40 = 36.0 KIPS Lamba 1.00 c (inches) 100.00 USE WORKING CAPACITY Case 2(near one free edge) ' 1 s, (inches) 6.00 AT 36 KIPS Cal less then 1.5 *h 3.00 Vu l = 6 ENCLOSE PLATE IN CAGE TO _ _ TAKE ECCENTRICITY s c of b Q IF C 1 S1 I Ca2 S1 . Ca3 A AL. = 324 A vco = N.A. Ant = 324 A „ = N.A. N 24.94 V = 28.02 1.25 - �..v = 1.00 1.00 11.d. V = 0.71 �ad, N = 0.80 'Pc ,V = ' 1.40 Ncb = 24.94 V = N.A. 1G = ' 1.40 V P' = 149.65 N = 131.95 Nsb = N.A. WNs per group = 52.55 Kips �oV S per group = 145.52 Kips r^ per group= 18.71 Kips coV c per group = 112.24 Kips Steel Interaction Concrete Interaction (N✓� + (Vj = 0.33 <= 1 OK (NjpN + (V jVVc ?3 = 0.99 - 1 OK E 0 0 co w t` O O N N O .a a 0 C+ 3 v c6 a 0 3 N_ 3 00 I v to I co W N C O C U . N C O V C C C O U Co CM rn C w N_ to O m O J O e L� CE4EL�C�CE?GMUD = 0 17ZO====0 Q Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /02/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 5 OF 8.6.4.8 E 0 N O cis CJ H O O N O .o d w O 0• v co a 0 a N_ 3 ao I co I I w N_ c0 O C U) d C O . N C C O U I Co o+ o+ c w _N c0 O U , O J l� C7 2 CASE 1 Stud Design per ACI 2005 (modified) Ignore Shear towards Edge ` y CAPACITY NO EDGE CONDITION! Concrete Strength (ksi) 5.000 Stud Size (d. in.) 0.7500 STONE 8" Unit Weight (pcf 150 Nom. Length h (in) 6.00 V = 97 KIPS h (panel thickness inches) 8.00 F (ksi) ` 61 N. (kips) ' 24.3 V (kips) 97.0 USE 1.15 SF AND COMBINED rp (tension) 0.65 �o (tension) ' 0.75 LOAD FACTOR OF 1.40 cp, (shear) ' 0.60 �p (shear) ` 0.75 nt (no. of studs in tension) 3 nv (no. of studs in shear) 9 Vu = 97/1.15 = 84.3 KIPS Pattern (s max. 3'h 6.00 C (inches) 100.00 Vs = 84.3/1.40 = 60.2 KIPS Pattern (s2) max. 3'h 0.00 Cat (inches) 100.00 USE WORKING CAPACITY Lamba 1.00 Ca3 (inches) 100.00 AT 60 KIPS Case 1(not near free edge 1.5'h s, (inches) 6.00 Vu BY INSPECTION NO l = 6 ECCENTRICITY SZ i i - -� - Q CONCERN -• • -�•--� Cal ( I m Q I I Cat S l I C83 1 A = 324 A voo = N.A. A,= 432 A,, = N.A. N 24.94 V = 28.02 . � I ' ' y'C, - 1.25 '�/ec,V ° ' 1.00 ' i - ' ec,N - 1.00 ed, V = 0.90 Nob = 41.57 VC ' V = ` 1.40 li = ' 1.40 V.b = N.A. N = 131.95 V = 249.42 rpN, per group= 52.55 Kips roV. per group = 145.52 Kips VN per group= 31.18 Kips coV per group = 187.06 Kips Steel Interaction Concrete Interaction (Njl oNa)5/3 + (Vd = 0.78 <= 1 OK (NjVN 13 + (V jf OVc) = 0.99 <= 1 OK For Review SHEET 1 DATE: /02/07 OF 8.6.4.9 = O 0Z=c= =000 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG DESIGN PLATE FOR WORST CASE W21 BEAM (USE SAME PLATE FOR W27 BEAMS) SEE REINFORCING SUMMARY FOR ADDTIONAL STEEL WHEN PLATES ARE ON THE EDGE Ii1z" WORST CASE IS W21 35dl & 30 II = 90' ULT & 65' SERVICE 0 w 0 C. N N O a> l- ci Q O� 3 N 3 N 3 Of 1 v cD 00 I w CD N tD 0 r 0 U G1 O co U I 0 rn rn W N �D O N 0 O W J L- U EMBED CAPCITY NO EDGE VU /VS 8" STONE 130k/93k O O O O O O 0 O O O O O O I r0VI de X515 � ;a e �kG ~ �ca G t Q TES E� bid P 1 201-1 C 4�G C'C�G�W D D DOODC��OD Stresacon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /02/07 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 2 OF 8.6.4 V 2 1' 2 P� = V� *2.5/18.0 = 0.139 op OO OO � po PL '/2x12x2' -0" 0 ° W/(15) 3 /4 "o x 6" H.A.S.--- Qo E w 0 C. N N O .a d Gj Q U 3 . n N 3 N 3 O) to I 1 1 w N_ �O O c rn y d C O d C C O U I CD CD E r rn c w N_ �O O N 0 O J u- C.D in L� (si4L--j1 lgmg = 0 OzO =DD =b Q Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 01 /11 /07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.7. 2.5 SLAB TO WALL ALONG NLB SIDE OF SLAB ERECTION CONNECTION ONLY MAX CONNECTION SPACING — 8' -0" O.C. (2) CONNECTIONS MIN. PER JOINT 0 0 w 0 0 N N C O 7 W Q D T 3 m J Z O O 3 O D N N W N t0 O C U . d O C O U d C C O U 1 tb O rn r c W N to O W L O J G.7 W IE 1 /4x4x0' -8' IN; o a o000000ti Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /13/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8 .7.2.6 SLAB TO ITB @ TRANSITION NOTE: ERECTION CONNECTION ONLY MAX CONNECTION SPACING - 8' -0" O.C. (2) CONNECTIONS PER SLAB EA END I i I 1 t I L 7x4x% x 0' -5" 3/16 3 i 3 /16 2 I I m I _ Of co 00 N i i i i ITE 101 II? STRESSCON STANDARD I i I I i 1 E 0 N LaJ H 0 N M U Q O m s 0 I I N I I ao I w _N t0 O y aD c O c c O U I O o• c c W N f0 O N d O Li J U C9'C1E? C CGm& - D C_ o ❑ ok--X) Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /24/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 8.7.2.7 BALCONY SLAB TO R —BEAM ERECTION CXN 3 / s 2 163 503 s� st m 00 25 12R 16 70 E v ° o C) w C> O O N O O Z rn 3 E v v m I s 0 N I n i m 1 w _N tD O C v+ D C O V N C C O U I m O rn o+ c w N_ to O N d O J ( rZ G Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 01 /03/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 8.7.2.10 SLAB TO 16R12 ON 5TH FLOOR RESIDENTIAL AREA ERECTION CONNECTION MAX SPACING 8' -0" MIN (2) CXNS PER SLAB TYP. 3 :3/ 504 F- 1/4 rr x 4 6 3 x 1' —O TYP. 1-0 a ° d ° m `bo ° a ° i �' 70 i 8 n 8 n 101 [L % x 8 x 0 -8 16RB12 E N lal F— n O O N M 0 0 W Q 0 3 v 0 O 0 E 0 m I s a 0 V) 0 I N I r I co W N t0 O / . Sn 0 c 0 U N C C O U I C> O rn rn c w N t0 O N O 7 J li U' O W C 4C��C (SG�W a ❑ ❑000000❑ Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /03/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.7.2.11 SLAB EMBEDS FOR RAILING POST (LEVELS 3 & 4) E d M Li3 n O O N M O c v 1 t WELDS ARE PER STRUCTURAL DETAIL 21/S5 -1 HSS SECTIONS & PLATES FOR ATTACHMENT TO EMBEDS ARE NOT BY STRESSCON i..i v rn 3 v lT c _ 'o N 0 a w E v v I N 1 n 1 i W N to O C Q . d D NOTE: OFFSET PLATES TO ALLOW FOR FIT 70 IE EMBEDS MUST PROVIDE 1' CAPACITY VERITCAL & 5' CAPACITY HORIZONTAL (DETAIL 21/S5 -1) (2) #4's FOR HORIZ. CAPACITY: 2 *0.2in *60ksi *0.9 = 21.6 OK. VERTICAL CAPACITY IS OK BY INSPECTION I go a rt F- Plates SECTION 9 Sheet 1 of 9.i Job Title: Mountain View By: MRB/MG Date: 01/24/07 Job No: 0612 Miscellaneous Design Index Submittals SECT I DESCRIPTION I DESIGN I Pgs I 1st 1 2nd 1 3rd 1 4th 1 5th JOB Mountain View (t: $ #: 06 -4101 H.A.S.: LABOR: A- E CL N M lV la� F n N Oi O c c rn u'i 1 N R O t0 J O - a 9 a U IK 101 F- %x8XO' -8° ---"/ JOB: Mountain View #'* 06 -4101 R: H. A.S.: _iR• s - .1i - .. .n i— . A E o_ M M (V F S N O) O c v P- %x3; S i 0 v g m J 0 - a a U i 102 .,r 1 „ 74 lt-1 1N 5 1' -0 2' -6" JOB: Mountain View #*' 06 -4101 R 2x2x1' -5Y (F = 50 KSI) ,'100 P - %x3xo f ad W F Cl Cl N 0 a 3 1 0 a 1 0 / a a, a 3 O / N t0 O fA O R: $ H.A.S.:_ LABOR: — s s 4" c �•_�. E90 ` 5/1 /— ( # 3" 1 1/4 I "- 2 ( # 1' -0" E l P_: A F4 k= k JOB Mountain View R: #: 06 -4101 H.A.S.: LABOR: 5" 1' -2" 5" " 1' -7� Q . 4 6" 6" 6" Er TYP. .-yam V 6 N a I O c O * (2) 7 4 - 0 THRU HOLES W/ (2) FS -2 FERRULES WELDED BELOW s /80 x 5" SLOT FOR LIFTING STRAND It 1 /4x1'- 2"x2' -0" CENTER IN iL (8) #4 BARS X 1' -4" s� (3) #4 STIRRUPS d (TIED) 1' —g" 11" (2) FS -2 FERRULES FS -2 �s 106 DRWN. CHK'D. DATE FDG DWL 1 1/29 P•, M M liJ F= O N a N C 0 0 ch 0 a 0 J a N O� N O O a0 G O :_� ro JOB Mountain View #: 06 -4101 1' - 0" 7� 4 " 36" -4 _-- . 10" (2) #5'S x a� i to N 1'7 s� e _ 7/1s 1 " — 3 E Lo N i6 w 2 F n 0 0 N Oi C O O rn 3 v O O O J a 07 O� / N t0 O m a 0 (4) #5'S x 6" a 107 9 A E: s H.A.S.: LABOR: /— (7) #7'S x 6' -0" i[ QX 1 LxL —U JOB Mountain View E #: 06 -4101 H.A.S.: LABOR: d" I( (2) #4'S x 2' —T E CL .r lV F n 0 0 N Oi O V+ O rn 3 R 1 0 a m 0 a a v r 0 0 �— '— R �/ex4x0 8" JOB Mountain View R: #: 06 -4101 H.A.S.: LABOR: A" C C r 'rt M fV F N Oi O c 0 rn 3 v N N I 0 v �o J 0 CL a U E l #4'S x V -4" W- /8RUA I -V JOB Mountain view #: 06 -4101 H.A.S.: LABOR: 1' -0" 2" 8" 2" R 1 /2x10x1' -0" b *� N (4) 3 /4 0 x 0' -6" H.A.S. 7 /l 6 114 DRWN. CHK'D. DATE FOG E 0 to In 00 �.i F r 0 0 N Oi C O O O) 3 c I p N a I 0 J a v� a v N �D O q a 0 JOB Mountain View #: 06 -4101 H.A.S.: LABOR: 5" 1" 4" rlcv 2" 3" x. x 4 x 0' -5" (2) #4 x V -0" ( # x 5� -5 /1s 2 718 1 1 6 DRWN. CHK'D. DATE FDG JWK 1 1/15 E a CV 0 O N c 0 o� 3 v 0 a2 1 M _1 O g 0 a a ii i JOB Mountain View #'* 06 -4101 i , _n" E: H.A.S.: LABOR: 36" x 8" E 0 w u� co w n 0 0 N Of C O 7 O m 3 o � M 1 M FL I 0 a J a a i N 10 O N a 0 C4 i c E 1 �� DRWN. I CHK'D.1 DATE FDG JWK 1/15 JOB Mountain View #: 06 -4101 9 ; p r E g W F S N Oi C 5 0 M R I 0 J CL W O� 3 D N t0 O .�i .G O i R: s H.A.S.:_ LABOR: s (2) #5'S x 1'- 3� •'-KV 54 x R 4 " E 12 JOB Mountain View R: s #: 06 -4101 H.A.S.: LABOR: s 6" 3 lo 2" 4" %x6xl' -0" O O o O O = O O N = 5� 6 2 �/2 Np s /1 s (6) 1/2" x f HAS. (2) #5'S x l' -10" a� 4" 124 DRWN. CHK'D. DATE FDG I JWK 1/15 E o� F n N o; c 0 a 0 Ch O 0 a 0 i a / o� / N i� O ai a 0 JOB Mountain View E #: 06 -4101 H.A.S.: LABOR: Lsxsx% x 2' -0" 2' -0„ s r 1 o" i o" r (3) 1 / 2 "0 H.A.S. x o 0 e O (3) #5'S x T -0" 5/6 3 /8 F -1 2 5 DRWN. CHK'D. DATE FDG JWK 1/15 E a 0 F n 0 0 N O C O 7 O� 3 v O M O CL 0 a m J 0 CL 2 a JOB Mountain View #So 06 -4101 9" E 0 N Qf ti J F n O O N O� G O � G O� o � M I O a 0 v a m a N t0 O O rn 127 M �. R-: s H.A.S.: LABOR: JOB: Mountain View #: 06 -4101 EE: s H.A.S.:_ LABOR: _ 1C E 0 Lu m F n 0 0 n vi 0 c a R 1 /2x10x0' -10" (4) Q i M R i 0 J a CL a [:: 129 1 /2x0' -6" H.A.S. JOB: Mountain View #: 06 -4101 d I E v M N Ci LU F n g N Of c 0 R: H.A.S.: LABOR: (3) #4'S x V -4" 0 rn 3 C M O R 0 J a m v. 3 0 N 10 O a 0 El 1 s I DRWN. I CHK'D. I DATE FDG IC 78xgx 1 - -U JOB Mountain View E s #: 06 -4101 H.A.S.:_ LABOR: d" Y' E n rn 0 F 0 0 N Oi O O 0 Lo i 0 a 0 a Ol O� / N 10 41 a 0 _a (2) #4'S x l' -0" E 1 #5'S x N 4 7 2' -6" JOB: Mountain View #** 06 -4101 E CL 0 W F n ° o N Oi O C O 4 � O� 'O d d O a n, O. # 0 N O O a� a 0 i 1' -5� 1' -2� 8 o i 10� ( 7" 5/1 6 y E $ H.A.S.: LABOR: 5" F- %x41/2x1' -5 5 /16 1 21 /2 (2) #4'S x 1' -0" (2) #5'S x s - N 4" 134 JOB Mountain View #: 06 -4101 E 0 n of F n N N N C O O o+ 3 v O a 0 v a m rn 0 N t0 O O 11 E: $ H.A.S.: LABOR: L4x3xl/2x0' -7 1 /4" (i% .4a in" 135 DRWN. CHK'D.j DATE FDG JWK 1 1/15 JOB: Mountain View #: 06 -4101 It: s H.A.S.: LABOR: s ,,_ E a N O N LU n Cl O N N C O 1) O 01 3 Lo 1 p L7 I O a CL o. 3 in N tO O q O ,Lj lrJ J A G J El /n\ 11 0 - PA 11 A n JOB Mountain View IE: s #: 06 -4101 H.A.S.: LABOR: s 8 " O O O O O O �Cv O O = N F- 1 /2x8xl' -1" (8) #4 BARS x 2' -0" 5 /16 153 DRWN. CHK'D. DATE FDG E a N_ V' lil i= n Co 0 N of O c" a v 0 m 1 O CL t 0 t a rn N C3 O N .G O t= O ❑ooC=7 a Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 02 /02/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 3 OF 8.6.4.9 E 0 n F= r` O O N 0 .c w LJ a o+ 3 v 04 N 3 N X rn to v 1 I 1 w N t0 O / G O� . d O c 0 M U d C C O U I co 0 rn rn c w N 10 O h D O J CASE 1 Stud Design per ACI 2005 (modified) 324 A V cc = N.A. A ne = Ignore Shear towards Edge ` y CAPACITY NO EDGE CONDITIONS Concrete Strength (ksi) 5.000 Stud Size (d, in.) 0.7500 STONE 8e Unit Weight (pcf) 150 Nom. Length h (in) 6.00 V = 150 KIPS h (panel thickness inches) 8.00 F„ t (ksi) ' 61 '/ic.v = N. (kips) ' 20.8 V (kips) 150.0 USE 1.15 SF AND COMBINED cp, (tension) 0.65 V. (tension) ' 0.75 LOAD FACTOR OF 1.40 V, (shear) ' 0.60 V. (shear) ' 0.75 38.97 Kips nt (no. of studs in tension) 6 nv (no. of studs in shear) 15 Vu = 150/1.15 = 130.4 KIPS Pattern (s max. 3'h 6.00 c,, (inches) 100.00 Vs = 130.4/1.40 = 93.2 KIP Pattern (s2) max. 3'h 4.50 c, (inches) 100.00 USE WORKING CAPACITY Lamba 1.00 ce3 (inches) 100.00 AT 93 KIPS Case 1(not near free edge 1.5'h s, (inches) 6.00 1-4 -' Vu BY INSPECTION NO I I l = 6 ECCENTRICITY CONCERN I ce+ m IF 4 I I Ce2 I S A Nco = 324 A V cc = N.A. A ne = 540 A vc = N.A. Nb = 24.94 V b = 28.02 'yc,N = 1.25 - lbec = 1.00 'bl ,N ° 1.00 'Vled.V ° 0.90 Ncb = 51.96 '/ic.v = 1.40 'P.'P = 1.40 Vcb = N.A. Npn = 263.89 V = 259.81 (^ per group = 105.10 Kips cp V. per group = 242.54 Kips rpN per group = 38.97 Kips coV per group = 194.86 Kips Steel Interaction Concrete Interaction (N j ,pNe)5'3 + (Vj,V,) = 0.52 - 1 OK (NJVNcr + (VjQVCr13 = 1.00 - 1 OK a h11 C�4�C��C (r W G�Cl D ❑ ODO = ❑ Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 10/16/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 8.6.5.1 PILASTER CAP PLATE a w 0 0 N cq N C a w 0 m 3 v ai 0 n 0 U d N O CL I IA I O I co w N / C OI �N N C O U 0 co U I rn rn c w N (O O y O J l� U 1 ILJ1J 1 LI\ 1 ICJ AND REINFORCING SEE 2 OF 6.R.1.3.1 0 V = 0 00O =C c=c=0 Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /22/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.6.5.3 TYPICAL WALL TO BEAM CONNECTION AT HORIZONTAL JOINT ERECTION /ALIGNMENT CONNECTION VARIES E a u� N uj H C> O O N c 0 4i 0 rn 3 v E m 3 M 1 to 1 I w _N to O c rn N d C O U N C C O U I 0 O U U c w N_ t0 O y 0 / J D 14.6 K (CONTROLS) .00SE IE % SEE SECTION 8.6.2.1 4 X 0' - 4" FOR SHEAR CAPACITY DESIGN TENSION CAPACITY: ' WELD: 3.5(4.18) = ;0)(2)(.2) = 21.6 K C�TJ�TC� C r Al E O M W H 0 N O C O 4 3 0 N C O v 0 m 0 w Y U O D] O U N I t` I I W N i �N 0 0 0 U i i W N i N a 0 fm 0 C= D DzIO ==DOD Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /24/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 8.7.1.2 SLAB ANGLE HANGER DESIGN REACTION = (3.6 klf)(8.5 ft) /2 = 15.3 k (SEE 7.3.1) s� SEE FOLLOWING FOR ANALYSIS: 4.. THIS "HINGE" MUST SUPPORT BOTH FLEXURE AND AXIAL TENSION ANGLE ANALYSIS M = 15.3 k * 4 in = 61.2 in —k Solve for b when OM = 61.2 in oM,, = 0.9 *bh /4 *F D = �eM „*4 /(0.9 *h *F = 61.2 in —k * 4/(0.9 *(5 /8 in) *36 ksi) 19.34 in, TRY 20 in OM = 0.9(20 in)(5 /8 in) /4 * 36 ksi = 63.3 in —k P = 15.3 k 0% = 0.9 *A *F 0P = 0.9(578 in)(20 in)(36 ksi) = 405 k M + (P < 1 61.2 in— k/63.3 in —k + (15.3 k/405 k) = 0.97 s 1 ...OK SEE NEXT PAGE FOR SHEAR AND TENSION ANALYSIS CAPACITY: m �g cn NOTE: I INSTALL R 125 A Mill OF 6" FROM END OF SLAB 4" ` 1 /2x3x1' -8" R.O.F. (�4E)G?a !LTDG EG g Q O C zr 7 ppO Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 10/24/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 2 OF 8.7.1.2 E 0 M N O w 0 0 N o; 0 a Q 0 3 a N T C O U O m w U O Q] N I i I I W N t0 i . 0 0 v d c c 0 U I C) O U ar c W N tD O N a 0 J u s L� L 8x6x% x 2' -0" (3) 1 /2 " 0 H.A.S. --------- - - - - -- x 0'— 4 O O O 0 0 0 " 10" 1 o rr n I 1 1 1 ` 1' -8" (3) #5's x 2' -0rr b SHEAR ANALYSIS (2) #5's ACT IN TENSION TO RESOLVE THE COUPLE & SHEAR TO RESOLVE THE VERTICAL LOAD SHEAR CAPACITY: o = O oV > 15.3 * 1.15 = 17.6 k, USE 18 k for analysis OV = 012.5d"'XI(fr oV,' = 0.75 *12.5 *5.875 "' *1.0 *1(5000) = 9.44 k WHEN C = 1.0; SOLVE FOR d = (1.0 — 0.4)(5.875)/0.7 = 5.03 in; USE 6 in and assume Il1 gets installed at edge of slab. SOLVE FOR C 18k/9.44k= 1.91 <3 ... OK SOLVE FOR b WHEN C. = 1.91 (1.91 — 1)(3.5 *5.875) = 18.71 in = b; USE 20 in C = 1 + 20/(3.5 *5.875) = 1.97 oV, =9.44k *1.97* 1.0* 1.0= 18.62k/1.15= 16.2k> 15.3 ...OK TENSION ANALYSIS ASSUME CONCRETE COMPRESSION & REBAR TENSION COUPLE = 5" 61.2 in —k /5 in 12.2 K CONCRETE COMPRESSION OK BY INSPECTION (2) #5's = (0:31 in)(2 bars)(0.9)(60 ksi) = 33.5 k ...OK E 0 M N O w 0 0 N o; 0 a Q 0 3 a N T C O U O m w U O Q] N I i I I W N t0 i . 0 0 v d c c 0 U I C) O U ar c W N tD O N a 0 J u s L� E O w r 0 0 N O a d W w 0 3 .. M 0 3 0 o+ c v c v J lI) W N_ co Cp C U . N O c 0 U c C C O V m O Er 0• c w / N i c� 0 D O ODO Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /2/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 1 OF 8.7.1.5 LANDING TO WALL BRG CXN LADING END REACTIONS (FROM 1 OF 7.1.2): R,, = 2.54 k1f(7.83 ft) /2 = 9.94 k/2.4 ft = 4.14 klf Space cxns @ 3.0 ft O.C. max; 4.14 kif * 3.0 ft = 12.4 k per embed CAPA ITY: 18.1 K /EMBED PLATE 4 x 0' -4" FIN. FLOOR z _ EL. SEE ELEV. 00 STJ no 0 0 ❑000000a _ I _ _ Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 11/2/16 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Deaver Line: 303/623 -1323 BY MRB /FDG SHEET 2 OF 8.7.1.5 CONNECTION ANALYSIS: ANGLE BENDING: Z = (8 1n)(0.75 in) /4 = 1.125 in L8x6x3 /4x0' -8" k = 1.25 in M, = 12.1 K » 1.75 in = 21.175 in -k oM, = 0.9(36 ksi)(1.125 in 3) = 36.45 in -k CAPACITY = 36.45 in- k/1.75 in = 20.8 k/1.15 = 18.1 k > V 3" ANGLE BENDING FBD WELD GROUP ON E 129: ,... . .... ._ _ .. ., n ..... .. . i i ... ... . .. WELD GROUP PROPERTIES ! Fillet size E70 Win ^ d inch = 7.00 inc =� 8.0 Mtx Y rv _ I 1/8 in 2.78 Mn weld sizes ; 1b i ert dimension j 63.60 k -in � 3/16 in 4.18 PL Thick min fillet h Iz dimension Mty k in 114 in 5.57 < =1/4 in 1/8 in .. ..... . ....... ......... _. ... . . ....... _ ... ._._. Px kips = 0.00 Py k 21.20 Pz k+ps 0.00 Mtz .. i ........ ._.. 0.00 k -in 0 .,. 0 5/1E in 6.9u 1/4 tc 1/2 31'6 in , ex inch = 0.00 - ~ ey inch 0.00 ez inch = j 3.00 m ` Bectrode I 70 ksi 3/8 in 8.35 112 to 3/4 1/4 in e = perp. dist fro cg of group t o force 7/16 in 9.74 over 3/4 5/16 in Points 1,2 are measur from bottom left counterclockw ise 1/2 in 11.14 All weld group a r e i n X -Y plane i ? Imo,, _0.6�(AW)(F 9/16 in 12.53 i `tension is +ive -0.75 -y + - 5/8 in 13.92 Type in X_ -YI Len. ` S S i Polar. fir fir I p Iane ' j in. Ix/Yt �/Xt M.i.lp Pts. Win max 13.0 16.333 56.000 28117 1 4.118 11.0 16.333 14.0 16.333 56.000 56.000 28t17 28t17 2 3 4.178 4.178 y i E 14.0 16.333 56.000 28t17 4 4.178 i ...... ............................... CAPACITY = 21.2 k/1.15 = 18.43 k ... _ .............................. E 0 M w O O N N 0 z F- a v m` 3 v+ v c 1 1 1 W N_ O O C O . N D C O U C C C O U I co O P Q• c Li N t0 O y a O LJ J G9 D CR4L----j-1 -- GR6 zGD 0 o a000000U.v Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /2/06 P.O. Bog 15129 Fag: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: MRB /FDG SHEET 3 OF 8.7.1.5 CONCRETE PULLOUT: P ,, = 12.1 k *3in /6 in =6.05k c E w co 0 0 N N N 0 Z w 0 3 m 3 s Go W N N LJ 0 a m a LJ U J U' CASE 2 Stud Design per PCI Concrete Strength (ksi) Unit Weight (pcf) h (panel thickness inches) Pu (kips) nt (no. of studs in tension) Pattern (x) Pattern (y) Lamba Case 2(near one free edge) I 1 5.000 150 8.00 11.80 2 8.00 6.00 1 rn1 I INCORPORATED �X I do CONFINED (Y /N) Y Stud Size (d. in.) 0.5000 Nom. Length le (in) 6.00 Fy (ksi) 50 VU (kips) 23.60 nv (no. of studs in shear) 4 de (inches) 120.00 do (inches) 2.00 b (inches) 6.00 Vu Cw = 1.014286 — -----� — —�- Ct = 0.820513 Cc = 1 de I I CAPACITY = 23.6 k 31.81 Kips 821.92 Kips 37.75 Kips 0.49 <= 1 OK CASE 2 FBD FOR fP 129 do I b coPs per group = 17.67 Kips cM per group cRc per group = 38.47 Kips �Vc per group = rRc as sum of single = 54.38 Kips #c as sum of single = Steel Interaction Concrete Interaction (Pu /cpPsr2 + (VulcoVs) ^2 = 1.00 <= 1 OK (Pu /cRcr2 + (Vu /cNcr2 = CAPACITY = 23.6 k 31.81 Kips 821.92 Kips 37.75 Kips 0.49 <= 1 OK CASE 2 FBD FOR fP 129 C�4�L� GC�C�W D O ❑�O��I�C�U V Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: 24/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD/FDG SKEET 1 OF 8.7.1.10 E 0. Li 0 0 N n O O w 0 3 E M Q N C F- M m a 0 V) N Q_ Go 0 i i W to 0 o, 0 C O • U d C 0 U i 0 i o, W i N (D O / q R 0 W L _ 0 BEARING ANGLE FOR PLAZA SLABS SOUTH OF TRANSFER BM (GRID C.7 -D BETWEEN 1 & 1.7) LOADS ON THESE SLABS: CAPACITY: 16.8' 8' SLAB = 100psf 3" TOPPING = 37.5psf SDL = 300psf SLL = 150psf NOTE: T_ ALSO ULT- 0.4375 *1.2 +0.150 *1.6 = 0.765 *3.25 . ti -2.5 k /ft EXTENDS TO COMPLETE ERECTION CXN. AS ASSUME (2) CONNECTIONS PER SLAB (;k:9.25' WIDE EACH) FOR 101E. S UBSTITUTE 2.5'/ *9.25'/2 = 11.56'* 1.15 =13.3' 0 TRIG -_ 3.25' I / L6x6x /4x1' -0" 3 k =11' fE 175 4 , �, 4 n a Q . 4 d 4 a ANGLE BENDING CALC. °o ° °° ° 3 „ 2 in -k /in A /4 4 - 0.75 /4 *36ks1*0.9 =4.56 13.3' *3.25'=43.2 in-'/4.56=9.5" 3 /8 %48 R.O.F. USE 12" ANGLE 4.56* 12= 54.7' " - '/3.25" =16.8' CAPACITY MASTICORD BRG. PAD - IPA �� - O (l:Ji:/sUi�Kim IN1I� O V ELD GROUP PROPERTIES j� /4 4 - 0.75 /4 *36ks1*0.9 =4.56 13.3' *3.25'=43.2 in-'/4.56=9.5" 3 /8 %48 R.O.F. USE 12" ANGLE 4.56* 12= 54.7' " - '/3.25" =16.8' CAPACITY MASTICORD BRG. PAD - Len. S �� - _ fir f r_ V ELD GROUP PROPERTIES j� ly/Xt M.I.lp Fillet size E70 Win max d inch= ? 6.00 b inch = 6.0 d=v dimension - IM 12_5 kin 1/8 in 3/16 in 2.78 4.18 Nin wel R Thick n b= hor d imension ty= 0.00 1 k -in 1/4 in 5.57 -1/4 in N i ps = ; 0.00 PY kips = 27.80 , Pz kips 0.00 1 Mtz= _' F _ 4 _ .5 _ 67 0. i k -in 5/16 in 6.96 1/4 to 1/2 ex i nch = 0.00 ey inch =, 0 00 fez inch Fiectrode = - ! 7 ksi 3/8 in 8.35 112 to 3/4 e er dist from c of group to force I �i P P- 9 9 P 3 1 4 4.176 1 4.176 7/16 in 9.74 over 3/4 _ _ , Fbints 1,2,3,4 are measured from bottom left counterclockwise 1 1 1/2 in 11.14 ....... . All weld rou s are in X -Y lane_... __.... ; ___...._ r ..._ .._ ._ .. _ �9 P P 6. 60)(A' w )(1= s .._..... _ .. ) 9/16 in 12.53 { tension is +ive j j =0.75 J 5/8 in 13.92 in X Y [ -� Len. S S - Po lar. _ fir f r_ plane 1 in. j Ix/Yt 1 ly/Xt M.I.lp Pts. klin max _ -' 12 .0 36.000 12.000 144.00 1 4.176 12.0 36.000 12.000 14420 2 4.176 - „ -- - 12.0 12.0 36.000 36.000 12.000 12.000 144.00 144.00 3 1 4 4.176 1 4.176 C �'�G'CSC�(�G7 0 0 0000000 Vi Streascon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /24/07 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 2 OF 8.7.1.1 E N O w 0 0 N N w 0 3 E 0 ASSUME ENTIRE II? IS ENGAGED FOR CONCRETE PULLOUT CASE 4 Stud Design per PCI Concrete Strength (ksi) Unit Weight (pcf) h (panel thickness inches) Pu (kips) nt (no. of studs in tension) Pattern (x) Pattern (y) Lamba Case 4(two adjacent edges) (2) #5's ANCHORED TO EMBED PLATE FOR CONDITIONS NEAR AN EDGE atn T = 5 " /5' *V + 0.2 *V EMBED IN BEAM DOES NOT GOVERN DESIGN 5.000 150 8.00 25.08 3 10.00 12.00 1.00 Y I I �X I w 0 do CONFINED (Y /N) Stud Size (d. in.) Nom. Length le (in) Fy (ksi) VU (kips) nv (no. of studs in shear) de (inches) do (inches) b (inches) Vu — C -- — - - -.— — —�- Ct = 1 j Cc = de m I j I do I b cOvs per group cWc per group = coVc as sum of single = Concrete Interaction (Pu /coft) ^2 + (Vu/ 26.51 Kips 33.34 Kips 81.57 Kips 0.98 <= 1 OK Y 0.5000 6.00 50 20.90 9 12.00 12.00 10.00 1.238095 0.820513 1 71.57 Kips 31.73 Kips 84.93 Kips 1.00 <= 1 OK coPs per group = cpPc per group = cpPc as sum of single = Steel Interaction (Pu /(pPs)A2 + (Vu /coVs)A2 = C 4�C�C�C�i�W 0 0 O00000c�d Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /17/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.7.1.12 SLAB BEARING ON LINTEL SECTION OF WALL PANEL — GRID 6 SOUTH OF GRID E SLAB AREA — 17' -8 x 6' -8 = 120sf/2 = 60sf SLAB — 100psf TOPP — 40psf SDL — 1Opsf SLL — 100psf ULT: 0.15 *1.2 +0.1 *1.6 = 0.34 *60sf= 20.4 CXNS 8.6.3.6 BM BRG. 8.6.1.4 F.S. E = 10.2 — CAPACITY: 16.8 (SEE 8.7.1.10) 1741Q ON F.S. FOR DT BRG. E MAKE 1 SLAB () ERECTION CXN TO SLAB 1 SIM 8.7.1.10 f w n 0 0 N 1 0 CASE 4 Stud Design per PCI Concrete Strength (ksi) Unit Weight (pcf) h (panel thickness inches) Pu (kips) nt (no. of studs in tension) Pattern (x) Pattern (y) Lamba Case 4(two adjacent edges) 3 N_ I Co i I I W N 0 0 0 Cn • U d C C U I 0 W N t0 N 0 i w 0 I _ I 5.000 150 8.00 13.05 3 10.00 12.00 1.00 de ' I N CG kPO'r,ATED I I X I 26.51 Kips 33.34 Kips 81.57 Kips 0.41 <= 1 OK 175 E FOR SLAB BEARING — USE ANGLE HANGER FROM 8.7.1.10 do CONFINED (Y /N) y Stud Size (d. in.) 0.5000 Nom. Length le (in) 6.00 Fy (ksi) 50 VU (kips) 29.00 nv (no. of studs in shear) 9 de (inches) 12.00 do (inches) 20.00 b (inches) 10.00 Vu Cw = —'... . Ct = 1.238095 0.820513 I j Cc = 1 � I I do I b coVs per group = 71.57 Kips coVc per group = 31.73 Kips cpVc as sum of single = 84.93 Kips Concrete Interaction (Pu /cp + (Vu /�pVc)A2 = 0.99 <= 1 OK cpPs per group = cpPc per group = VPc as sum of single = Steel Interaction (Pu/cpPsr2 + (Vu /coVsr2 = C�S��G'C�C�Cr�Gl7 a o ❑000000d Q Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /13/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.7.2.1 SLAB TO SLAB ERECTION CONNECTION NOTE: CONNECTION IS FOR ERECTION STABILITY ONLY MAX CONNECTION SPACING - 8' -0" O.C. (2) CONNECTIONS MIN. PER JOINT E v N O Go L4J h to 0 Cl N K U 0 Lal I-- 0 fT 3 v a 0 N O C7 N I N I r I I w N_ c0 O 0 0 • U d C C O v I co 1 E rn c w N tC O y 0 O J C7 O 't_ '/4x4xO' -8 T.O. SLAB EL.= SEE PLAN mm J Ln STRESSCON STANDARD GR u'121C�'Cs�C�G�Cn7 0 o a000000a a Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /13/06 P.O. Boa 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.7.2.2 SLAB TO ITB ERECTION CONNECTION NOTE: CONNECTION IS FOR ERECTION STABILITY ONLY MAX CONNECTION SPACING - 8' -0" O.C. (2) CONNECTIONS PER SLAB - EA END GR i i i IE /ax4x0' -8" I 3 /16 3 3 /16 2 I I m I m � I N I I I . I 70 101 R. STRESSCON STANDARD I I I 1 i 0 00 w F- ° O N M O D rn 3 v m 0 0 I N 1 N 1 i m I W N to IV G .y 0 0 U c c c O U I O O U rn c W N O O N G O W J <L C9 D W (?41E)E?GRCsI�W 0 13 0 Q Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE: /13/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SKEET 1 OF 8.7.2.3 SLAB TO WALL ERECTION CONNECTION NOTE: CONNECTION IS FOR ERECTION STABILITY ONLY (USE 2 /SLAB) E v to 0 do u.i co cli 0 U O lal Q 0 w J U' D ti GR i R 1 /4x4xO' T .O. SLAB ,` EL.= SEE PLAN m U) k1l ACT 1C- r'A 0 D 0QO=D==0 NO Stresscon Corporation Tele: 719/390 -5041 SUBJECT MOUNTAIN VIEW DATE /13/06 P.O. Box 15129 Fax: 719/390 -5564 Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: RCD /FDG SHEET 1 OF 8.7.2.4 SLAB TO WALL ERECTION CONNECTION NOTE: CONNECTION IS FOR ERECTION STABILITY ONLY (USE 2 /SLAB) El? %X4x0' -4" '/16 3 /2 4 3 16 2 Q Q Q 101 e 4 70 le STRESSCON STANDARD E a 00 0 dd LaJ co 0 0 N M U Lij H Q U 3 v a 0 3 O v fN I d' I N n I I W N O c rn �fN d O C O U 0 U I O o' rn c w N (O O m a 0 J Li 7 JOB Mountain View #: 06 -4101 R: s H.A.S.: LABOR: It %x8x2' -0" s (4) #5 BARS x 2' -0" 12'/ lbo 0 0 0 0 r� 4" 2' -0" E W F n N 0 a m C rn 3 v 0 ro 0 CL 0 w J a m v� 3 0 N i0 O O i 5 BARS x 2' -8" 8" 24" E 155 JOB: Mountain View #: 06 -4101 It: $ H.A.S. :_ LABOR: s E 0 o_ 0 P n N N 0 a 8 0 Im 3 0 0 IL S J a N a N iO O d/ O 156 1 5 8" 10" 8" 5" T -0" JOB Mountain View #: 06 -4101 1' -11� E 0. N iV F N , N C 0 0 Ch S i 0 :r / a f/1 3 / N i0 O m a 0 i 6 1 (1) %Oxl%" HAS E %x6x0' -6" E 1 E: s H.A.S.._ LABOR: s - (2) #4'S x 2' -3" 3" 24" _ DRWN. CHK'D. DATE F DG DWL 1/25 JOB: Mountain View L s #: 06 -4101 H.A.S.: LABOR: (4) #6 U —BARS to �3 o N 5" Cr 11" 6" O 2' -9" (4) #6 BARS x 1' -6" 7 /16 3 I� P- %x8x2' -9" 161 DRWN. CHK'D. DATE FDG i O n O O 0 0 N N O a 1� a 3 9 n I m 0 o 0 a J a a v� N t0 O W a 0 JOB Mountain View #: 06 -4101 PRODUCTION NOTE: DIM CRITICAL 1 p —fi r. _ = 00 ' 2 E IT In cd W C4 N Co m ie 2x2�/2xl' -6" (Fy = 50 ksi) It %x3xO' —T 3 r (D O f— J a c rn 3 0 N O O N O 163 1 E BAR 2" 4 fE: s H.A.S.: LABOR: J ��. 7 12 � `LJ rrJ OHRJ 2' -6" JOB: Mountain View #: 06 -4101 1' -5," V E 2x2l/2x1' -5 (F = 50 ksi) E CE co F n N Oi C O E90 5 /t B 2'/2 Ir E: H.A.S.: LABOR: 4" N ' /4 C rn a v , i co O a 0 a m v� s v N t0 O a 0 12" (2) #5 BARS 2' -0" 1: 164 i (1) #4 BAR 2 rf 1-1� JOB: Mountain View #: 06 -4101 H.A.S.: LABOR: lo 3 " L M '00 'f V = M 3/ F- 2x2Y2x1' -6" (F = 50 ksi) N E90 ( #4 BAR 6 2'/2 N R %x3x0' -8" 2 I (2) #5 BARS 165 DRWN. CHK'D. DATE FDG DWL 1/31 E CE I n CO LU F n Cl N O m e 0 o+ v i a i 0 / a rn N t0 O O G O / JOB Mountain View E s #: 06 -4101 H.A.S.: LABOR: 8" 1 1w 5' � 7 LL SS t 00 _u •-ICv (2) #6'S x 2' -2" 6 " TYP. �/ 6 (2) 3 /4 "0 x 0' -4" H.A.S. {e %x8xO' -8" 168 DRWN. CHK'D. DATE FDG DWL 1/25 E a rl F n g N d N C O D m s c ui r I to 0 a I 0 v J a o. a 0 N t0 O !w D O JOB: Mountain View #: 06 -4101 H.A.S.: LABOR: d" s I ' -4" E a a W F n g N a N C O 7 q a m 3 n t0 O CL O_ N / J a a, rn a N i0 O m a 0 (4) #4'S x V -4" 169 H, JOB: Mountain View #: 06 -4101 R—: s H.A.S.:_ LABOR: s 4) - "Oxl%" H.A.S. ° c E CL co N N F n 0 N N w N C O Cm 3 Lo n I m CL I 0 t J a m o, N O O d O E170 R %Xloxo' -1o" t/ V IT JOB. Mountain View #: 06 -4101 -r E O n_ ed F n N N Oi C O O Ch I 0 a I 0 v a w rn 3 0 N tO O N O 171 w (6) 3 /4 "0 x 0' -6" H.A.S. R %x6xl' -2" E s H.A.S.: LABOR: JOB: Mountain View #: 06 -4101 Eli E CL LS F h O N C O O m 3 v Lo n to d 0 a a N 10 O N 0 O is E $ H.A.S.: LABOR: P. %x8xl' - 0 " /- (6) #4'S x 0' -9" 173 JOB Mountain View R: $ #: 06 -4101 H.A.S.: LABOR: s 4" 2 " 2" O O e� O �1 (3) #4'S x 0' -9" - Y,B — 174 DRWN. CHK'D. DATE FDG DWL 1124 E n M W F n 0 N M C O 0 m a v to n I to 0 a I 0 v a N 01 0 N fD m a 0 JOB: Mountain View #: 06 -4101 ,._.)n E 0 co W S N Oi C O 7 a 0 m v Lo a i 0 J IL U, o+ v N f0 O 0 a 0 175 'd) '/2 "0 x 0 H.A.S. E %xl4xl' -Z R: s H.A.S.:_ LABOR: JOB Mountain View R: #: 06 -4101 H.A.S.: LABOR: s Ic E 0 bi W S N N N C v c o+ 3 C O) 0 a 0 a a v o, 3 a N t0 O m O E176 ;4) ' / "W X o' -4" H.A.S. I- %XloXo' -1o" JOB: Mountain View #: 06 -4101 ,)._.p e 0 0 Ci 4i F n g N N N c v D v� 3 v d rn 1 n 0 a 1 0 / a a� rn N O N a 0 i P- 1 177 '8) Y2 "W x 4" H.A.S. k %xlOX2' I-: $ H.A.S.: LABOR: JOB Mountain View #: 06 -4101 E. H.A.S.: LABOR: ,,_,)" (9) 1 /4 " 0 x 6" H.A.S. E a v M 4i F n 0 0 N N C O 6 D cm 3 v O Of I O a 0 a / a v N O � G I ti IQ %xl,- C"x1' -2" JOB Mountain View #: 06 -4101 H.A.S.: LABOR: s LO 2" 6" 0 M 8 „ (2) #5 BARS x l' -4" (2) #5 BARS 0 % E %x$xl' -l 181 I DR W N. CHK'D. DATE �G E 0 0 vi lJ F n 0 0 N O a X m C O� I 0 a I 0 v J O. W O� N i0 O m a 0 JOB Mountain View E $ #: 06 -4101 H.A.S.: LABOR: s 6" „ 4� I/ex6x0' -8" �o ° U - ) = TYP. 2 (2) #4. 8" I 1. C7 4 2) #4'S Typ. 1/16 101/2" 183 DRWN. CHK'D. DATE Ins FDG DWL 1124 O C1 lil n S N 0 .c m C7 31 v d rn R I 0 a rn 3 v N t0 O V1 .G O 'I" g JOB. Mountain View #: 06 -4101 - 01 E 0 u1i .t eo F N M C O m 3 'O O O, 0 CL 0 t a o, N (O O m 0 0 IE %x8x1' -5" 184 R: H.A.S.: LABOR: /n\ It J MA nr• x �, — +f JOB: Mountain view #: 06 -4101 e I E LJ F r- 8 N M C O 6 P 3 O W I n O a 1 0 a a m rn N tC O m O IL_ faAWA i - - ri4 185 (1) #4 U -BARS„ W_: s H.A.S.:_ LABOR: /_ (2) #4 BARS x 1' -0° JOB Mountain View #o 06 -4101 �I (2) #4'S x 7" 7" 7' ) E %x6x0' -6" E 0 N O n Cl Cl N le N C v , IC 1+ v o. 3 'v 0 rn ( I O _ d N / J a m o� 3 v / N r i0 O G O s w 187 E s H.A.S.:_ LABOR: 5��2� JOB: Mountain View #: 06 -4101 n0rdi x� 0 g N N G .t (9) 3/4" x 6" H.A.S. I_• H.A.S.: LABOR: w l/2 x 1' o, 3 CD 0 N c R 0 a CL M O� / N tO O O .G O 200 M JOB: Mountain View #: 06 -4101 H.A.S.: LABOR: s 11-c (15) 1 /4 "0 x 6" H.A.S. a kc @ I I @ t / l N 1 / / a �� �� 4 Lj E 1 / 2 x1 2x2' -0" TYR 7/1 6 201 DRWN. CHK'D. DATE FDG E A rn F n O N O a ! Q rn v ui 0 N Go R O N / j a M O� / N t0 O O i f,. JOB Mountain View #: 06 -4101 1' —A" 'S Lr— E a 0 v F n O O N O .n m W It %x5x0' -5" F %x3x1' -0" O m 3 v C) 0 N i co O a 1 0 J a i rn N �D O m O R 1 -4" F = 50 ksi 202 (2) #4'S x 2' -0" (4) #5'S x 3' -0" E: s H.A.S.:_ LABOR: s JOB Mountain View #: 06 -4101 d" ° d 0 N C! LiJ t= n O O N N N 0 k %x4x0' -4" 3 m a c 0 a W 1 a ° i 0 .r o. N O� / N t0 O O 502 I-: H.A.S.: LABOR: \ X-- (2) #4 BARS x 2' -4" I DRWN. ICHK'D.I DATE JOB: Mountain View #: 06 -4101 5 3 1 ' 4 i„ 4 1» 2 4 R: H.A.S.: LABOR: r - IN MASTICORD PAD 1 /2x3Y2xO' - 5 3 /4 " E co N OI P n S N 0 O a c 0 W I O_ N / J a M U 0 / N t0 O q a 0 520 JOB: Mountain View #: 06 -4101 E 0 rn N OJ l4J n O O N N N c O 7 6 O O0 'O CL c 0 U 0 0 a J IL a. N t0 O w 0 O 536 R: $ H.A.S.: LABOR: 9 MASTICORD PAD 1/2x3l/2xl' -3" JOB: Mountain View (E; #: 06 -4101 H.A.S.: LABOR: 1 1" E 0 n bi i= n 0 0 N N N C O 0 o, 3 a c 0 0 a I 0 v a m rn N i0 O O 544 slo im MASTICORD PAD '/2x11x1' -11" JOB: Mountain View R: #: 06 -4101 H.A.S.: LABOR: M p MASTICORD PAD 1 /2x9x1' —,1 E 545 DRWN. CHK'D. DATE E 0 M O� l4l n S N N N c 0 0 o, 3 d - a c 0 w 0 CL I 0 a J a e + 3 0 N O m O 7 � v rm N V-- Repair Details DESIGN SECTION 10 Sheet 1 of 10.i Job Title: Mountain View By: MRB/FDG Date: 01/24/07 Job No: 0612 Repair Details & Design Submittals I SECT I DESCRIPTION I PAGES 1 1st 1 2nd 1 3rd 1 4th 1 5th