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### Results for «moments»:

Total: 7000 results - 0.059 seconds

### Samsung Moment Video Converter100%

https://www.pdf-archive.com/2014/12/24/samsung-moment-video-converter/

24/12/2014 www.pdf-archive.com

### Nicki Minaj – Moment 4 Life ft. Drake Lyrics99%

Nicki Minaj – Moment 4 Life ft.

https://www.pdf-archive.com/2011/02/17/nicki-minaj-moment-4-life-ft-drake-lyrics/

17/02/2011 www.pdf-archive.com

### TDII - MDM (v2)98%

The moment distribution method essentially involves four steps to find the end moments of all members:

https://www.pdf-archive.com/2012/10/18/tdii-mdm-v2/

18/10/2012 www.pdf-archive.com

### 2I16-IJAET0916880 v6 iss4 1442to145196%

The character was inserted to the Recognition System with different rotation angles between 0º and 360º and the results of recognition were excellent and were also completely equal when using 7or 6 or 5 or 4 or 3 moments, and when the first two moments were used there was a little difference in the rate of recognition at the angle 25º, but the recognition ratio differed when using the first one only.

https://www.pdf-archive.com/2014/07/04/2i16-ijaet0916880-v6-iss4-1442to1451/

04/07/2014 www.pdf-archive.com

### micromoments-guide-to-winning-shift-to-mobile-summary95%

At a Glance Micro-Moments:

https://www.pdf-archive.com/2016/10/28/micromoments-guide-to-winning-shift-to-mobile-summary/

28/10/2016 www.pdf-archive.com

### Panel 194%

1hr       Self weight of slab m m mm 2 N/mm 3.6 KN/m 2 1.2 KN/m 2 1 KN/m 2  cover Fire resistance OK 5.8 KN/m2 gk 3 KN/m2 qk 12.92 Design load [1.4gk +1.6qk] DESIGN MOMENTS AND REINFORCEMENTS 1.659 Aspect ratio of slab SHORT SPAN [SUPPORT] 0.084 Support moment coefficient 10.738 Support moment 124 Effective depth of beam , [d] M 0.0279 K bd2 fcu 0.95 Lever arm, z, 117.80 KN/m2    n 20 mm 2 5.8 KN/m 2 3 KN/m 2 12.92 KN/m  Table 3.14 Table 3.14 3.4.4.4 3.4.4.4 3.4.4.4         Area of steel required, As   Minimum reinforcement area SHORT SPAN [MIDSPAN] Table 3.14 Table 3.14 Midspan moment coefficient Midspan moment Effective depth of beam , 3.4.4.4 3.4.4.4 3.4.4.4 BS8110 REF Table 3.14 Table 3.14 K  [d] M bd2 fcu Lever arm, z, Area of steel required, LONG SPAN [SUPPORT] Support moment coefficient Support moment Effective depth of beam , As         KNm mm d mm M 0.95 f y z 234 mm 2 195 mm2 [d] Y 12 at 250  2 453 mm 0.063 8.046 KNm 124 mm 0.0209 0.95 d 117.80 mm M 0.95 f y z 175 mm 2 Provide  CALCULATIONS    Provide 0.045 5.769 KNm 112 mm Y 12 OUTPUT at 300 2 377 mm 3.4.4.4 3.4.4.4 3.4.4.4 K  M bd2 fcu Lever arm, z, As Area of steel required, LONG SPAN [MIDSPAN] Table 3.14 Table 3.14 Midspan moment coefficient Midspan moment Effective depth of beam , 3.4.4.4 3.4.4.4 3.4.4.4 K  [d] M bd2 fcu Lever arm, z, Area of steel required, As     0.0184 0.95 d 106.40 mm M 0.95 f y z   139 mm        2 Provide Y 12 at 300 Provide Y 12 2 377 mm 0.034 4.359 KNm 112 mm 0.0139 0.95 d 106.40 mm M 0.95 f y z  105 mm 2 377 at 300 mm2 2 377 mm BS8110 REF Table 3.9 DEFLECTION CHECK CALCULATIONS  Basic minimum effective depth for short span Moment redistribution factor   Tension reinforcement area required Table 3.10 Modification factor 3.12.11.2.7 Modified minimum effective depth CRACKING Cracking is controlled by limiting bar spacing.

https://www.pdf-archive.com/2017/06/11/panel-1/

11/06/2017 www.pdf-archive.com

### Panel 394%

1hr  Self weight of slab Partitions [minimum] Characteristic imposed load   Design load [1.4gk +1.6qk]  Characteristic dead load  cover Fire resistance OK 20 mm 3.6 KN/m2   Finishes 3.2.1.2.2 6.23 m 5.23 m 150 mm 2 25 N/mm 1.2 KN/m2 1 KN/m2 5.8 KN/m2 gk 3 KN/m2 qk 12.92 KN/m2  2 5.8 KN/m   n 2 3 KN/m 2 12.92 KN/m DESIGN MOMENTS AND REINFORCEMENTS 1.191 Aspect ratio of slab          SHORT SPAN [SUPPORT] Table 3.14 Table 3.14 Support moment coefficient Support moment Effective depth of beam , 3.4.4.4 3.4.4.4 3.4.4.4 K  [d] M bd2 fcu Lever arm, z, As Area of steel required, 0.0508 0.94 d 116.55 mm M 0.95 f y z 430 mm2 Provide Y12 at  195 mm2 Minimum reinforcement area BS8110 REF 0.055 19.540 KNm 124 mm CALCULATIONS 200 2 566 mm OUTPUT SHORT SPAN [MIDSPAN] Table 3.14 Table 3.14 Midspan moment coefficient Support moment Effective depth of beam , 3.4.4.4 K 3.4.4.4 3.4.4.4  [d] M bd2 fcu Lever arm, z, Area of steel required, As                 0.041 14.632 KNm 124 mm 0.0381 0.95 d 117.80 mm M 0.95 f y z 319 mm2 Provide Y 12 at 250 2 453 mm  BS8110 REFthis PDF from an application thatCALCULATIONS OUTPUT You created is not licensed to print to novaPDF printer (http://www.novapdf.com) LONG SPAN [SUPPORT] Table 3.14 Table 3.14 Support moment coefficient Support moment Effective depth of beam , 3.4.4.4 K 3.4.4.4 3.4.4.4  Lever arm, z, [d] M bd2 fcu Area of steel required, As       0.037 13.051 KNm 112 mm  0.0416 0.95 d 106.40 mm M 0.95 f y z  315 mm2 Provide Y12 at Provide Y12 250 2 453 mm LONG SPAN [MIDSPAN] Table 3.14 Table 3.14 Midspan moment coefficient Support moment Effective depth of beam , 3.4.4.4 K 3.4.4.4 3.4.4.4 Lever arm, z,  [d] M bd2 fcu Area of steel required, As        0.028 9.876 KNm 112 mm 0.0315 0.95 d 106.40 mm M 0.95 f y z  238 mm2 at 300 2 377 mm DEFLECTION CHECK Table 3.9 Basic minimum effective depth for short span Moment redistribution factor    Tension reinforcement area provided Tension reinforcement area required Design service stress 201.0 mm 1.0   fs  Table 3.10 Modification factor 3.12.11.2.7 Modified minimum effective depth CRACKING Cracking is controlled by limiting bar spacing.

https://www.pdf-archive.com/2017/06/11/panel-3/

11/06/2017 www.pdf-archive.com

### Panel 494%

1hr       Self weight of slab Finishes Partitions [minimum] Characteristic dead load Characteristic imposed load 3.2.1.2.2 3.15 m 2.23 m 150 mm 2 25 N/mm 3.6 KN/m  cover Fire resistance OK 20 mm 2 1.2 KN/m2 1 KN/m 2 2 5.8 KN/m 3 KN/m2 12.92 Design load [1.4gk +1.6qk] DESIGN MOMENTS AND REINFORCEMENTS 1.416 Aspect ratio of slab SHORT SPAN [SUPPORT] 0.075 Support moment coefficient 4.773 Support moment 124 Effective depth of beam , [d] M 0.0124 K bd2 fcu 0.95 Lever arm, z, 117.80 M Area of steel required, As 0.95 f y z KN/m2    gk qk n 2 5.8 KN/m 2 3 KN/m 2 12.92 KN/m  Table 3.14 Table 3.14 3.4.4.4 3.4.4.4 3.4.4.4         Minimum reinforcement area SHORT SPAN [MIDSPAN] Table 3.14 Table 3.14 Midspan moment coefficient Midspan moment Effective depth of beam , 3.4.4.4 3.4.4.4 3.4.4.4 K  [d] M bd2 fcu Lever arm, z, Area of steel required, As KNm mm d mm   104 mm2        0.056 3.558 KNm 124 mm  195 mm Provide Y 12 at 300  2 2 377 mm 0.0093 0.95 d 117.80 mm M 0.95 f y z 78 mm2 Provide Y 12 at 300 2 377 mm  BS8110 REF CALCULATIONS OUTPUT LONG SPAN [SUPPORT]  0.045 Table 3.14 Support moment coefficient 2.878 KNm Table 3.14 Support moment You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)  Effective depth of beam , 3.4.4.4 3.4.4.4 3.4.4.4 K  [d] M bd2 fcu Lever arm, z, As Area of steel required,       112 mm 0.0092 0.95 d 106.40 mm M 0.95 f y z   69 mm2 Provide Y 12 at 300 377 mm 2 LONG SPAN [MIDSPAN] Table 3.14 Table 3.14 Midspan moment coefficient Midspan moment Effective depth of beam , 3.4.4.4 3.4.4.4 3.4.4.4 K  [d] M bd2 fcu Lever arm, z, Area of steel required, As        0.034 2.175 KNm 112 mm 0.0069 0.95 d 106.40 mm M 0.95 f y z  Provide 52 mm2 Y 12 at 300 mm 377 2 2 377 mm BS8110 REF CALCULATIONS OUTPUT DEFLECTION CHECK Table 3.9 Basic minimum effective depth for short span Moment redistribution factor     Tension reinforcement area provided Tension reinforcement area required Design service stress 85.6 mm 1.0 fs  377 mm 78 mm2 2 f y Asreq  Table 3.10 Modification factor 3.12.11.2.7 Modified minimum effective depth CRACKING Cracking is controlled by limiting bar spacing.

https://www.pdf-archive.com/2017/06/11/panel-4/

11/06/2017 www.pdf-archive.com

### CitrusBits Launches a Philanthropic Mobile App 'Moments'94%

CitrusBits Launches “Moments,” a Philanthropic Mobile App Press Release:

https://www.pdf-archive.com/2017/11/02/citrusbits-launches-a-philanthropic-mobile-app-moments/

02/11/2017 www.pdf-archive.com

### Panel 693%

1hr LOADING ON SLAB 3.2.1.2.2     3.6 KN/m2 Self weight of slab 1.2 KN/m2 Finishes 1 KN/m2 Partitions [minimum] 5.8 KN/m2 gk Characteristic dead load 3 KN/m2 qk Characteristic imposed load 12.92 KN/m2 n Design load [1.4g k +1.6qk] DESIGN MOMENTS AND REINFORCEMENTS 1.357 Aspect ratio of slab 3.4.4.4 K  [d] M bd2 fcu Lever arm, z, Area of steel required, As Minimum reinforcement area         BS8110 REF CALCULATIONS LONG SPAN [SUPPORT] Table 3.14 Table 3.14 Support moment coefficient Support moment Effective depth of beam , 3.4.4.4 3.4.4.4 3.4.4.4 K  [d] M bd2 fcu Lever arm, z, Area of steel required, 2 5.8 KN/m 2 3 KN/m 2 12.92 KN/m  Midspan moment coefficient Midspan moment Effective depth of beam , 3.4.4.4 3.4.4.4      SHORT SPAN [MIDSPAN] Table 3.14 Table 3.14  cover 20 mm Fire resistance OK As         0.069 8.574 KNm 124 mm 0.0279 0.95 d 117.80 mm M 0.95 fy z 187 mm2 195 mm2 Provide Y12  OUTPUT 0.045 5.632 KNm 112 mm 0.0225 0.95 d 106.40 mm M 0.95 fy z at 250 2 453 mm Area of steel required,    As LONG SPAN [MIDSPAN] Table 3.14 Table 3.14 Midspan moment coefficient Midspan moment Effective depth of beam , 3.4.4.4 3.4.4.4 3.4.4.4  K Lever arm, z, Area of steel required, As BS8110 REF DEFLECTION CHECK Table 3.9 [d] M bd2 fcu M 0.95 fy z 136 mm2        CALCULATIONS 0.95 d 106.40 mm M 0.95 f y z 103 mm2     y sreq sprov  Table 3.10 Modification factor  0.55 Y 12 (477  fs )  2.0 M ) 2 bd 300 mm2 119.7 mm 1.0 453 mm2 187 mm2 * 1 b  2.00 59.86 mm  124 mm Cracking is controlled by limiting bar spacing.

https://www.pdf-archive.com/2017/06/11/panel-6/

11/06/2017 www.pdf-archive.com

### Auto Date and Time Stamp92%

AUTO STAMPER FOR PHOTO Capture and stamp happy moments your life with date and time, signature and GPS (Global Positioning System) Stamp.

https://www.pdf-archive.com/2016/12/29/auto-date-and-time-stamp/

29/12/2016 www.pdf-archive.com

### Winter 199092%

The hip abductor/adductor moments have been shown to be totally dominant in side-by-side standing (Winter et al., 1996), while the ankle invertor/evertor moments play a negligible role in balance control.

https://www.pdf-archive.com/2017/04/17/winter-1990/

17/04/2017 www.pdf-archive.com

### Gordon:Furse Wedding Film Brief91%

Gordon-Furse Wedding Film Brief - Moments A series of captured moments will be edited together to create a unique film from multiple perspectives of the special day.

https://www.pdf-archive.com/2017/05/23/gordon-furse-wedding-film-brief/

23/05/2017 www.pdf-archive.com

### Sometimes we just need to see a nice poem…91%

Sometimes we just need to see a nice poem… ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● ● As photographers we live and die by the moments that come and go We look at the world to see what we can see We judge it not for what it is but for what it might be Wandering the land in search of good light What we find intriguing is not all by sight It is the capturing of a moment that is our endeavor For only in photography do perfect days last forever These moments are revealed to those that let go Free yourself from distractions and your vision will grow They say everything has been shot and nothing is unique View the world through fresh eyes and all is romance and mystique For what it is that we search I cannot always say When it appears then most certainly Thy will know the way One must be primed and ready to react For the chaos of the world lives in the abstract So much as we love capturing these moments of bliss We equally fear those that we not see or just barely miss It is in the apprehension of these moments that peak That photography emboldens us to continue to seek Subjects are chosen by our interests and vision But it’s history and experience that will determine our precision The camera is critical, your eyes essential When it sings to your soul the moment is exceptional Photography Business

https://www.pdf-archive.com/2018/01/04/sometimes-we-just-need-to-see-a-nice-poem/

04/01/2018 www.pdf-archive.com

### Signature Stamp91%

Dhuleti Celebration Many times when we look at the images that already captured, we try to remember the Souvenir moment of life but can’t remember moments at that time.

https://www.pdf-archive.com/2017/03/01/signature-stamp/

01/03/2017 www.pdf-archive.com

07/12/2014 www.pdf-archive.com

### Diwali Photo Frames90%

We have made available a beautifully designed Photo Frame to display special moments spend with her or him.The Era of 21st century, highly stressful and round o clock running life, we hardly find some times to spend with someone special to our heart.

https://www.pdf-archive.com/2015/10/06/diwali-photo-frames/

06/10/2015 www.pdf-archive.com

### Best Wedding Photographers In Chennai90%

We provide a team of wedding photographers in Chennai, which is not only capture your moments in still pictures, but also make a top-notch quality of video shoot, so that you can live the best moment of your life again and again.

https://www.pdf-archive.com/2015/06/29/best-wedding-photographers-in-chennai/

29/06/2015 www.pdf-archive.com

### 8I20-IJAET0319427 v7 iss2 359-37190%

invariant moment representation Moments are defined as the feature descriptors for a given image.

https://www.pdf-archive.com/2014/07/04/8i20-ijaet0319427-v7-iss2-359-371/

04/07/2014 www.pdf-archive.com

26/06/2015 www.pdf-archive.com

### Assistance with Varieties of Wedding Photography 389%

The photographer must be an experienced as a way to capture the moments with precision while they happen.

https://www.pdf-archive.com/2016/04/29/assistance-with-varieties-of-wedding-photography-3/

29/04/2016 www.pdf-archive.com

### Formulas for RCC89%

X c  for under reinforced section    Doubly Reinforced Rectangular Section    Critical depth of Neutral axis,  (XC)      XC = mc ⋅d  t + mc Actual depth of Neutral axis, (Xa)      bX a2 + (1.5m - 1)ASC ( X a - dc ) = mAst (d - xa )   2         Singly Reinforced T‐Section  Effective width of flange        For beam casted monolithic with slab      ì æ l0 ö ï ïç + bw + 6df ÷÷÷ ïç ï ÷ø çè 6 ï ï ï   Bf = Minimum í or ï ï l l ï ï bw + 1 + 2 ï ï 2 2 ï ï î For isolated T‐beam  Bf =         l0 + bw   æ l0 ö çç + 4÷÷ çè B ø÷ l0 = Distance between points of zero moments in the beam  B = Total width of flange  bw = Width of web        Critical depth of Neutral axis (Xc)  æ mc ö÷ X C = çç ÷d   çè t + mc ÷ø         When Neutral axis is in flange area  o Actual depth of Neutral axis  BX a2 = mAst (d - X a )   2 Here, Xa = Actual depth of Neutral axis  Moment of resistance (Mr)      When Neutral axis is in web area           For actual depth of neutral axis         Moment of resistance (Mr)      Limit State Method    Design stress strain curve at ultimate state   Design value of strength  o For concrete  fd = 0.67 fck f = = 0.45 fck   g mc 1.5                 g mc = Partial factor of safety for concrete = 1.5      fd = design value of strength  o For steel  fd = fy 1.15 = 0.87 fy     Singly Reinforced Beam   Limiting depth of neutral axis (xu, lim)  700 xu,lim = ´d   0.87 fy + 1100  Actual depth of neutral axis (Xu)  C = T  Xu =   0.87 fy Ast 0.36 fck b   Lever arm = d – 0.42 Xu  Ultimate moment of resistance  M u = 0.36 fck bX u (d - 0.42 X u )   Mu = 0.87 fy Ast (d - 0.42 X u )   Special cases    1.  Under‐reinforced section : Xu &lt; Xu,lim      M u = 0.36 fck bX u (d - 0.42 X u )   Mu = 0.87 fy Ast (d - 0.42 X u )     2.  Balanced section:  Xu = Xu,lim  Mu = 0.36 fck bX u ,lim (d - 0.42 X u ,lim )   Mu = 0.87 fy Ast (d - 0.42 X u ,lim )     3.        Over reinforced section : Xu &gt; Xu,lim  Xu limited to Xu,lim    Moment of resistance limited to (Mu,lim)  Doubly Reinforced Section   Limiting depth of neutral axis  X u,lim =  700 ´d   0.87fy + 1100 For actual depth of neutral axis (Xu)  C = T  C1 + C2 = T    0.36fck bXu + (fsc - 0.45 fck )Asc = 0.87 fy Ast  Ultimate moment of resistance  M u = 0.36 fck bX u (d - 0.42 X u ) + (f sc - 0.45fck ) Asc (d - dC )         fSC = stress in compression   T‐Beam   Limiting depth of neutral axis  X u,lim =  700 ´d   0.87fy + 1100 Singly reinforced T‐Beam  o When NA is in flange area  Xu &lt; Df  o   Xu = o 0.87fy Ast 0.36fck bf Ultimate moment of resistance  &lt;

https://www.pdf-archive.com/2018/03/10/formulas-for-rcc/

10/03/2018 www.pdf-archive.com

### Flexible Parallel Robots, IEEE89%

if the legs are roughly parallel (i.e., at curvatures close to zero) the point force applied by each leg to the robot platform induces approximately constant moments in the other legs.

https://www.pdf-archive.com/2013/11/27/flexible-parallel-robots-ieee/

27/11/2013 www.pdf-archive.com

### Wedding photos89%

The wedding couples want make their wedding more precious and they are concentrating in every small thing to make their wedding moments as an unforgettable moment.

https://www.pdf-archive.com/2014/01/22/wedding-photos/

22/01/2014 www.pdf-archive.com

### Wedding & Portrait Photographers in gloucestershire88%

To achieve it, special care is taken to capture the moments as true to life as possible.

https://www.pdf-archive.com/2016/12/26/wedding-portrait-photographers-in-gloucestershire/

26/12/2016 www.pdf-archive.com