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Project#:GED-328/7170287 � Date:8/17/2017 <br /> � <br /> Site#:WA6064/FA#10013187 �,������� ������,���� By:NM <br /> Roof Slab Check: <br /> The slab spans one way on PT Beam joists framing into spandrel edge beam and an interior girder.[Original Design Sheet <br /> 52.15] <br /> � �I�d hhtic�t�nt <br /> n��a��y slab strip <br /> aw�--------- -� ---ea�t- -----�-_._._.___.....�,c,a_ <br /> '—' ' . .... r—"" r.._,.'� ' �_'t.--�—.. t'.." r_�r... ._yT _... * _ ... ..— .f«...._ _r <br /> �....���—........�k_...,.,.....7 6 1�1 f t y��E T•.....��—,�..�—�.�.�.� <br /> �...,.�.. �..«..,...,„i .e.., �..., '� <br /> tl MY A1 � { � tR IIw 14 k! iFl 14 If 11 <br /> ti tla YA� V�.4 Ifl' SI 11 FI YI <br /> i1 �Yi /�F 4E 1/ fE IS el 11 i� t3 If � <br /> II tA tt ik II � 11 11 FI 11 <br /> F� t� ; tk i�) f1 f1 t1 il <br /> �� IY 1 1{ 1��{ . al II f� �f <br /> � FI 1I 6 ti 11 1 iR ��i � tl 1! FI RR <br /> ...� ���l� Y3�pt 1t t� 3i t4 i�.t '. if ei il il <br /> ...`"�..T..f".m '..�T"""'."'FTv"�'�..1`��'"''fT <br /> � FT ' <br /> te . „ !1 .i R�� f�.f��. Yi BI 9� lf <br /> FI ie a1 � li FI !k FI It �. Et Ri tl � {1 <br /> t1 3't Oq 1( ki }; fi )1 Ei EE il )1 <br /> tl 4! 97 3T 21 /f F� �1 y� !1 71 fE - <br /> 1 1 g t f A 1�1 i A i i t I 3 t 1i i{ 8 1 D Y <br /> 1� 6! If 10. tt ii e� �1 !A iF if <br /> ��i p,s E �s� ���� m�� �a t a� �i� �i� c�tit r �a�� ,�$i i <br /> 4! 'F F IM lV8 b �1 3S �FI !I 77 1� wM�i ii <br /> �F N �P S dpP 7 �YA4 �f d �t i g�;Y �1 1 �1} ��} �A 1 ��d . . <br /> E t 8 t Gti.e a �q E� f t �n�t I 1 1 • !7 i R /1 ;t <br /> t1 1q F� �P 3f 1t tP ff O 1i Il #E <br /> The following design material data have been used as specified in the original design drawings: <br /> Concrete Compressive Strength,f�: 5500 psi [Sheet S0.01] <br /> Concrete Unit Weight,y�: 150 pcf [Normal WeightJ <br /> Steel Reinforcement Yield Strength,f,,: 60,000 psi [Sheet 50.01] <br /> 5"Concrete Slab with reinforcement not exceeding: #4 @ 10" [Sheet 54.02 Slab Schedule] <br /> The capacity ofthe existing rooftop slab has been evaluated forthe increase in the loads from the sled mount and ballast <br /> and found to be adequate to support the increase in loads! [See attached calculationsJ. <br /> Roof Beam Checks: <br /> The roof PT Beam joists frame into edge spandrel beam and an interior girder.[Sheet S2.15].From site visit photos,the <br /> sled mount frame and ballast loads are modeled to evaluate the critical strength and serviceability requirements. <br /> The following design material data have been used as specified in the original design drawings: <br /> Presteressing strand designation: ASTM416 [Sheet 50.01] <br /> Concrete Compressive Strength at initial prestress,Y�;: 3000 psi [Sheet S0.01] <br /> Concrete Compressive Strength at service level,f'�: 5500 psi [Sheet S0.01) <br /> 1/2" Dia.Strand Area: 0.153 inz [Sheet S0.01] <br /> Stand ultimate strength fp,,: 270 ksi [Sheet S0.01] <br /> Anchoring Stress,fs;: 189 ksi [Sheet 50.01] <br /> Effective design stress,fse: 175 ksi [Sheet S0.01] <br /> .. . � S�''C � SPAN L ..r . � '' .� �T ..� .,: . <br /> TEti�tNJ C.G.5. — '-'---�—'....— . � � s', � <br /> �T+�� ��+5 . ' <br /> CCR T� TU BAR#„EFT � ���� . <br /> (3Ps��!ty) fSPRN� IQHT 7YP C(,R �� . <br /> . PRW[6E 9D' � <br /> wnvk r-rr - <br /> tzr�a <br /> � S71q PS <br /> � �� pTTOM BARB .� . <br /> 2" SUPT <br /> � . , � Cl . � � `. �T�:. .:2 <br /> .. . . ' . � �' ��� � -.: - <br /> . .�. ... . . �. � ' . . . .. .�, � .£LR <br /> 2 <br />