deprem ve periyod hesabı (1)
TRANSCRIPT
KOLON GÖRECELİ RİJİTLİKLERİ (D‐DEĞERLERİ)
KAT=1 TÜM AKSLAR (Y‐YÖNÜ) Ec(t/m2)= 2800000 h(m)= 3.2KOLON Adet kc k1 k2 k3 k4 ki kn a Dn n.DnADI (n) (dm3) (dm3) (dm3) (dm3) (dm3) (dm3) (dm3) ( ) (dm3) (dm3)P101 2 9765.63 8.93 ‐‐‐ ‐‐‐ ‐‐‐ 8.929 0.001 0.250 2444.753 4889.506 k1 k2P101 2 9765.63 ‐‐‐ 8.93 ‐‐‐ ‐‐‐ 8.929 0.001 0.250 2444.753 4889.506
B1,..,G1 6 16.28 6.58 ‐‐‐ ‐‐‐ ‐‐‐ 6.579 0.404 0.376 6.121 36.728B4,..,G4 6 16.28 ‐‐‐ 6.58 ‐‐‐ ‐‐‐ 6.579 0.404 0.376 6.121 36.728
B2,D2,E2,G2 4 16.28 8.93 6.58 ‐‐‐ ‐‐‐ 15.508 0.953 0.492 8.008 32.032 kcB3,D3,E3,G3 4 16.28 6.58 8.93 ‐‐‐ ‐‐‐ 15.508 0.953 0.492 8.008 32.032
P102 2 24.26 8.93 6.58 ‐‐‐ ‐‐‐ 15.508 0.639 0.432 10.471 20.942P102 2 24.26 6.58 8.93 ‐‐‐ ‐‐‐ 15.508 0.639 0.432 10.471 20.942
Dn= 9958.416D(t/m)=12Ec.Dn/h2= 32676051
Sadece kolonlar için DnC= 179.404Sadece B‐Aksı kolonları için DnB= 28.258
KAT=2,...,6 TÜM AKSLAR (Y‐YÖNÜ) Ec(t/m2)= 2800000 h(m)= 3.2KOLON Adet kc k1 k2 k3 k4 ki kn a Dn n.DnADI (n) (dm3) (dm3) (dm3) (dm3) (dm3) (dm3) (dm3) ( ) (dm3) (dm3)P101 2 9765.63 8.93 ‐‐‐ 8.93 ‐‐‐ 17.857 0.001 0.000 4.462 8.924 k1 k2P101 2 9765.63 ‐‐‐ 8.93 ‐‐‐ 8.93 17.857 0.001 0.000 4.462 8.924
B1,..,G1 6 16.28 6.58 ‐‐‐ 6.58 ‐‐‐ 13.158 0.404 0.168 2.736 16.419B4,..,G4 6 16.28 ‐‐‐ 6.58 ‐‐‐ 6.58 13.158 0.404 0.168 2.736 16.419
B2,D2,E2,G2 4 16.28 8.93 6.58 8.93 6.58 31.015 0.953 0.323 5.252 21.007 kcB3,D3,E3,G3 4 16.28 6.58 6.58 6.58 6.58 26.316 0.808 0.288 4.685 18.741
P102 2 24.26 8.93 6.58 8.93 6.58 31.015 0.639 0.242 5.876 11.751P102 2 24.26 6.58 8.93 6.58 8.93 31.015 0.639 0.242 5.876 11.751 k3 k4
Dn= 113.937D(t/m)=12Ec.Dn/h2= 373855
1.KAT İÇİNTüm kat DnK= 9958.42 t/m
Tüm Kolonlar DnC= 179.40 t/mB‐Aksı Kolonları DnB= 28.26 t/m
Tüm yapı deprem yükü Vt= 775 tonDnC/DnK= 0.018 Bu oran 0.20 den küçük ise 0.20 alınacaktır (bu projeye özel, genellemeyiniz.) Dr. Sabahattin AYKAÇ
VtC=Vt.DnC/DnK= 155 (ton) Kolonlar tarafından taşınan deprem kuvveti [email protected]=VtC.DnB/DnC= 24 (ton) B‐aksı tarafından taşınan deprem kuvveti GÜMF, İnş. Müh. Böl. ANKARA
PERİYOD VE DEPREM HESABI
Ao= 0.40 Wi=Wg+n.Wq mi=Wi/g (g=10 m/s2)I= 1.40 Fi (i=6,5,…,i)
S(T)= 2.50 i=Fi/DiR= 7 i=i (i=1,2,…,i)n= 0.60 W=Wi
Vt(ton)= 775 (Hayali) Vt=Ao.I.S(T).W/R
KATIN Wg Wq Wi mi hi Hi Wi.Hi Fi Fi Di i i mi.i2 Fi.iYERİ (t.m/s2) (t.m/s2) (t.m/s2) (kg) (m) (m) (t.m) (t.m/s2) (t.m/s2) (t/m) (m) (m) (kg.m2) (kg.m/s2)6 375 42 400 40020 3.20 19.20 7683.84 145 145 373855 0.000388 0.006458 1.669 936.975 593 170 695 69500 3.20 16.00 11120 210 355 373855 0.000950 0.006069 2.560 1274.484 593 170 695 69500 3.20 12.80 8896 168 523 373855 0.001399 0.005120 1.822 860.033 593 170 695 69500 3.20 9.60 6672 126 649 373855 0.001736 0.003721 0.962 468.752 593 170 695 69500 3.20 6.40 4448 84 733 373855 0.001961 0.001984 0.274 166.681 593 170 695 69500 3.20 3.20 2224 42 775 32676051 0.000024 0.000024 0.000 1.00
TOPLAM= 3340 892 3875 387520 19.20 41044 775 7.287 3707.91
T(s)= 0.28TA(s)= 0.15TB(s)= 0.40S(T)= 2.50
Vt(ton)= 775 (Gerçek)VtB(ton)= 24KATIN Wg Wq Wi mi hi Hi Wi.Hi Fi Fi Fi‐B Fi‐BYERİ (ton) (ton) (ton) (kg) (m) (m) (t.m) (ton) (ton) (ton) (ton)6 375 42 400 40020 3.20 19.20 7683.84 145 145 4.57 55 593 170 695 69500 3.20 16.00 11120 210 355 6.61 114 593 170 695 69500 3.20 12.80 8896 168 523 5.29 163 593 170 695 69500 3.20 9.60 6672 126 649 3.97 202 593 170 695 69500 3.20 6.40 4448 84 733 2.65 23 Dr. Sabahattin AYKAÇ1 593 170 695 69500 3.20 3.20 2224 42 775 1.32 24 [email protected]
TOPLAM= 3340 892 3875 387520 19.20 41044 775 24 GÜMF, İnş. Müh. Böl. ANKARA
KAT=1 B‐B AKSI (Y‐YÖNÜ) h(m)= 3.2 Vkat (t)= 24KOLON kc k1 k2 k3 k4 ki kn a Dn Vi y0 y1 y2 y3 y=yi halt hüst Malt Müst
ADI (dm3) (dm3) (dm3) (dm3) (dm3) (dm3) (dm3) ( ) (dm3) (ton) ( ) ( ) ( ) ( ) ( ) (m) (m) (tm) (tm)B1 16.28 6.58 ‐‐‐ ‐‐‐ ‐‐‐ 6.579 0.404 0.376 6.121 5.29 0.80 0.00 0.00 0.00 0.80 2.56 0.64 13.54 3.38B2 16.28 8.93 6.58 ‐‐‐ ‐‐‐ 15.508 0.953 0.492 8.008 6.92 0.65 0.00 0.00 0.00 0.65 2.08 1.12 14.39 7.75B3 16.28 6.58 8.93 ‐‐‐ ‐‐‐ 15.508 0.953 0.492 8.008 6.92 0.65 0.00 0.00 0.00 0.65 2.08 1.12 14.39 7.75B4 16.28 ‐‐‐ 6.579 ‐‐‐ ‐‐‐ 6.579 0.404 0.376 6.121 5.29 0.80 0.00 0.00 0.00 0.80 2.56 0.64 13.54 3.38
TOPLAM= 28.258 24 56 22
KAT=2 B‐B AKSI (Y‐YÖNÜ) h(m)= 3.2 Vkat (t)= 23KOLON kc k1 k2 k3 k4 ki kn a Dn Vi y0 y1 y2 y3 y=yi halt hüst Malt Müst
ADI (dm3) (dm3) (dm3) (dm3) (dm3) (dm3) (dm3) ( ) (dm3) (ton) ( ) ( ) ( ) ( ) ( ) (m) (m) (tm) (tm)B1 16.28 6.58 ‐‐‐ 6.58 ‐‐‐ 13.158 0.404 0.168 2.736 3.96 0.55 0.00 0.00 0.00 0.55 1.76 1.44 6.96 5.70B2 16.28 8.93 6.58 8.93 6.58 31.015 0.953 0.323 5.252 7.59 0.50 0.00 0.00 0.00 0.50 1.60 1.60 12.15 12.15B3 16.28 6.58 8.93 6.58 8.93 31.015 0.953 0.323 5.252 7.59 0.50 0.00 0.00 0.00 0.50 1.60 1.60 12.15 12.15B4 16.28 ‐‐‐ 6.579 ‐‐‐ 6.579 13.158 0.404 0.168 2.736 3.96 0.55 0.00 0.00 0.00 0.55 1.76 1.44 6.96 5.70
TOPLAM= 15.977 23 38 36
KAT=3 B‐B AKSI (Y‐YÖNÜ) h(m)= 3.2 Vkat (t)= 20KOLON kc k1 k2 k3 k4 ki kn a Dn Vi y0 y1 y2 y3 y=yi halt hüst Malt Müst
ADI (dm3) (dm3) (dm3) (dm3) (dm3) (dm3) (dm3) ( ) (dm3) (ton) ( ) ( ) ( ) ( ) ( ) (m) (m) (tm) (tm)B1 16.28 6.58 ‐‐‐ 6.58 ‐‐‐ 13.158 0.404 0.168 2.736 3.50 0.45 0.00 0.00 0.00 0.45 1.44 1.76 5.04 6.16B2 16.28 8.93 6.58 8.93 6.58 31.015 0.953 0.323 5.252 6.72 0.48 0.00 0.00 0.00 0.48 1.52 1.68 10.22 11.29B3 16.28 6.58 8.93 6.58 8.93 31.015 0.953 0.323 5.252 6.72 0.48 0.00 0.00 0.00 0.48 1.52 1.68 10.22 11.29B4 16.28 ‐‐‐ 6.579 ‐‐‐ 6.579 13.158 0.404 0.168 2.736 3.50 0.45 0.00 0.00 0.00 0.45 1.44 1.76 5.04 6.16
TOPLAM= 15.977 20 31 35
Dr. Sabahattin AYKAÇ[email protected]ÜMF, İnş. Müh. Böl. ANKARA
KAT=4 B‐B AKSI (Y‐YÖNÜ) h(m)= 3.2 Vkat (t)= 16KOLON kc k1 k2 k3 k4 ki kn a Dn Vi y0 y1 y2 y3 y=yi halt hüst Malt Müst
ADI (dm3) (dm3) (dm3) (dm3) (dm3) (dm3) (dm3) ( ) (dm3) (ton) ( ) ( ) ( ) ( ) ( ) (m) (m) (tm) (tm)B1 16.28 6.58 ‐‐‐ 6.58 ‐‐‐ 13.158 0.404 0.168 2.736 2.82 0.40 0.00 0.00 0.00 0.40 1.28 1.92 3.61 5.42B2 16.28 8.93 6.58 8.93 6.58 31.015 0.953 0.323 5.252 5.42 0.45 0.00 0.00 0.00 0.45 1.44 1.76 7.80 9.53B3 16.28 6.58 8.93 6.58 8.93 31.015 0.953 0.323 5.252 5.42 0.45 0.00 0.00 0.00 0.45 1.44 1.76 7.80 9.53B4 16.28 ‐‐‐ 6.579 ‐‐‐ 6.579 13.158 0.404 0.168 2.736 2.82 0.40 0.00 0.00 0.00 0.40 1.28 1.92 3.61 5.42
TOPLAM= 15.977 16 23 30
KAT=5 B‐B AKSI (Y‐YÖNÜ) h(m)= 3.2 Vkat (t)= 11KOLON kc k1 k2 k3 k4 ki kn a Dn Vi y0 y1 y2 y3 y=yi halt hüst Malt Müst
ADI (dm3) (dm3) (dm3) (dm3) (dm3) (dm3) (dm3) ( ) (dm3) (ton) ( ) ( ) ( ) ( ) ( ) (m) (m) (tm) (tm)B1 16.28 6.58 ‐‐‐ 6.58 ‐‐‐ 13.158 0.404 0.168 2.736 1.92 0.35 0.00 0.00 0.00 0.35 1.12 2.08 2.15 3.99B2 16.28 8.93 6.58 8.93 6.58 31.015 0.953 0.323 5.252 3.68 0.45 0.00 0.00 0.00 0.45 1.44 1.76 5.29 6.47B3 16.28 6.58 8.93 6.58 8.93 31.015 0.953 0.323 5.252 3.68 0.45 0.00 0.00 0.00 0.45 1.44 1.76 5.29 6.47B4 16.28 ‐‐‐ 6.579 ‐‐‐ 6.579 13.158 0.404 0.168 2.736 1.92 0.35 0.00 0.00 0.00 0.35 1.12 2.08 2.15 3.99
TOPLAM= 15.977 11 15 21
KAT=6 B‐B AKSI (Y‐YÖNÜ) h(m)= 3.2 Vkat (t)= 5KOLON kc k1 k2 k3 k4 ki kn a Dn Vi y0 y1 y2 y3 y=yi halt hüst Malt Müst
ADI (dm3) (dm3) (dm3) (dm3) (dm3) (dm3) (dm3) ( ) (dm3) (ton) ( ) ( ) ( ) ( ) ( ) (m) (m) (tm) (tm)B1 16.28 6.58 ‐‐‐ 6.58 ‐‐‐ 13.158 0.404 0.168 2.736 0.78 0.20 0.00 0.00 0.00 0.20 0.64 2.56 0.50 2.00B2 16.28 8.93 6.58 8.93 6.58 31.015 0.953 0.323 5.252 1.50 0.35 0.00 0.00 0.00 0.35 1.12 2.08 1.68 3.13B3 16.28 6.58 8.93 6.58 8.93 31.015 0.953 0.323 5.252 1.50 0.35 0.00 0.00 0.00 0.35 1.12 2.08 1.68 3.13B4 16.28 ‐‐‐ 6.579 ‐‐‐ 6.579 13.158 0.404 0.168 2.736 0.78 0.20 0.00 0.00 0.00 0.20 0.64 2.56 0.50 2.00
TOPLAM= 15.977 5 4 10
Dr. Sabahattin AYKAÇ[email protected]ÜMF, İnş. Müh. Böl. ANKARA
B‐B AKSI (Y‐YÖNÜ), KAT=1, KİRİŞ MOMENTLERİ
b(dm) h(dm) I(dm4)AKS= B4 3.00 B3 5.00 B2 31.25 B1
M alt= 6.96 L(m) 12.15 L(m) 12.15 L(m) 6.964.75 3.50 4.75
k=ki/ki= 1.00 K108 0.42 0.58 K110 0.58 0.42 K108 1.00M kiriş= 10.35 ki 8.44 11.45 ki 11.45 8.44 ki 10.35M üst= 3.38 6.58 7.75 8.93 7.75 6.58 3.38
B‐B AKSI (Y‐YÖNÜ), KAT=2, KİRİŞ MOMENTLERİb(dm) h(dm) I(dm4)
AKS= B4 3.00 B3 5.00 B2 31.25 B1
M alt= 5.04 L(m) 10.22 L(m) 10.22 L(m) 5.044.75 3.50 4.75
k=ki/ki= 1.00 K208 0.42 0.58 K210 0.58 0.42 K208 1.00M kiriş= 10.74 ki 9.49 12.88 ki 12.88 9.49 ki 10.74M üst= 5.70 6.58 12.15 8.93 12.15 6.58 5.70
B‐B AKSI (Y‐YÖNÜ), KAT=3, KİRİŞ MOMENTLERİb(dm) h(dm) I(dm4)
AKS= B4 3.00 B3 5.00 B2 31.25 B1
M alt= 3.61 L(m) 7.80 L(m) 7.80 L(m) 3.614.75 3.50 4.75
k=ki/ki= 1.00 K308 0.42 0.58 K310 0.58 0.42 K308 1.00M kiriş= 9.78 ki 8.10 10.99 ki 10.99 8.10 ki 9.78M üst= 6.16 6.58 11.29 8.93 11.29 6.58 6.16
Dr. Sabahattin AYKAÇ[email protected]ÜMF, İnş. Müh. Böl. ANKARA
B‐B AKSI (Y‐YÖNÜ), KAT=4, KİRİŞ MOMENTLERİb(dm) h(dm) I(dm4)
AKS= B4 3.00 B3 5.00 B2 31.25 B1
M alt= 2.15 L(m) 5.29 L(m) 5.29 L(m) 2.154.75 3.50 4.75
k=ki/ki= 1.00 K408 0.42 0.58 K410 0.58 0.42 K408 1.00M kiriş= 7.56 ki 6.29 8.54 ki 8.54 6.29 ki 7.56M üst= 5.42 6.58 9.53 8.93 9.53 6.58 5.42
B‐B AKSI (Y‐YÖNÜ), KAT=5, KİRİŞ MOMENTLERİb(dm) h(dm) I(dm4)
AKS= B4 3.00 B3 5.00 B2 31.25 B1
M alt= 0.50 L(m) 1.68 L(m) 1.68 L(m) 0.504.75 3.50 4.75
k=ki/ki= 1.00 K508 0.42 0.58 K510 0.58 0.42 K508 1.00M kiriş= 4.49 ki 3.46 4.69 ki 4.69 3.46 ki 4.49M üst= 3.99 6.58 6.47 8.93 6.47 6.58 3.99
B‐B AKSI (Y‐YÖNÜ), KAT=6, KİRİŞ MOMENTLERİb(dm) h(dm) I(dm4)
AKS= B4 3.00 B3 5.00 B2 31.25 B1
M alt= 0.00 L(m) 0.00 L(m) 0.00 L(m) 0.004.75 3.50 4.75
k=ki/ki= 1.00 K608 0.42 0.58 K610 0.58 0.42 K608 1.00M kiriş= 2.00 ki 1.33 1.80 ki 1.80 1.33 ki 2.00M üst= 2.00 6.58 3.13 8.93 3.13 6.58 2.00
Dr. Sabahattin AYKAÇ[email protected]ÜMF, İnş. Müh. Böl. ANKARA