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'- ,« - �- �s_ � • - -. �ry �: . +s . � ' { a .. , �4 � ti^�*� ' . � - , . �� .. _'� �� �� • .. , : . . y +�9.�+�, � .�'_� '�`. � , �' . • � t�"� ''�"� '�`����� . 3a � - � �'$"s" ; ��7. - 1 !_ A , s� 't�. • � �' ' r � , , : . �., � 1 ' ' t '. ': . » , .. . ,._,s n 4. , s' . . � �" . I � �t�, .t'�" �,.�'# # # .. '+ . � �,� - � :_ t• . _..�. s ._._,..�.,... .. . . ..—,_ �� __..___.�'_'.._ .._�._.._..� . .__ _._.�._ ..._.��1_. ...__..... .. ....��_.. _ �i i� , � r + . t ; 4 _ . ' . � 7 . <' _ .p —}. . � .. .r� . A ! a...i.. . � ..����3:.J�_�.�.'_X._..�.:� � ' 3i.'_..3�..._..._K.�_��_ ..i.1..���::-__.i:.. " __S1 ,e .�" 3N. . —.S.Y_�_� `�; �....___- __.....s...�....�.....r J 4,..3.-of.a.. _,,. r-„� image 6 of 38 04/25/2011 v- . .. . . ni�ninn�� Sec. 78-1681.- Driveways, in general. All driveways shall comply with the following minimum dimensional standards: (1) Driveways serving end loading garages shall maintain a width equivalent to the width of all overhead doors extending 15 feet out from the garage doors. (2) Driveways serving side loading garages shall provide a minimum turn around or back up depth of 20 feet, as measured from the garage door(s). (3) Minimum driveway taper ratio shall be 2:1. (4) Driveways shall be at least eight feet in width at the street or private road. (5) A turnaround shall be provided for a driveway with direct access to an arterial or collector roadway, or for a side load garage as determined necessary by the city planner. The minimum dimensions of the turnaround shall be eight feet in width by 12 feet in depth. (6) "Wheel strip" driveways are allowed, but the entire width of the driveway(from outside to outside of the strips)will be considered hardcover. Drawing 1 is included for illustrative purposes. Drawing 1: Minimum Driveway Standards �-� s� � Backup Apron m (lf Req�iied) Sk8'Mirim�m Gar2qe 0 � �S m i8 Slde Load E �, �� = Aqon Depth 20'Min. End load 4'Rad MiNmum W�dth d (hin� Garaqe Doa �E � y, u �r � � -------------- � Min�mum Taper E Dnveway�Yidth _z-1__ JZ � 8.Minim�m � (20'Mawmum) DrnrewaY Wd� 1 M 6'Mmmum 5'Rad. 5'Rad. (20'Max�rtK:m)--,..—a., Edqe of tLqht-OF-waY � � (�ot unel { � � � Minimum Driveway Standards Page 1 di AM•al�•aw-�s P,�...,,,,,� rvv�d �oob a�v�d�m�N ud�� N011�35 SSO�l� ���; �..,.�, „o,�'��.�;���°;»�TM: ��.. �.'�'e'�,«�;�,�p�'"�„�'N: �., n,�,,�'�' �,.�.. �.��.�b..,... :W�..�,�a; �a+ mI1lV�n 4 .ww�.v':�v�. r� � „cva.n sio.`u� s o a ��.:n•q:M �ox �r ,.�m�� ,o.». s�� ��d �....��..��� �7.� ti e°�� Q,.�.F�a.�m... 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N"� # '""""t6C0"�K�","`"' PLANNING d DESIGN E=3 �'r 1300 FRSNCH CREEK DR p���r,,,, ' �'�.�a:6}p����`.`K���� 1/AYZATA, 1@iNE30TA Y� � a �cn � �� �' ,� °g a +rn � cE 3 ���g�F� 'rn � �,, �o°���8 rn ;,���,�� < :��;:::: A � D� �Rg —1 �Fd z ��� Z �� �� ��� Z � � ,� � rn� �� rn s�'' � �_�� � .� . ��%, � ��� � ��: � � � �� �� � �' �x RA�j �� B t �" � �� ��A ��o z; �_p � ?D D �� ��� � �g. �rn �� 5 �. rn � � -------�--� ��� � ;R rn ��. �� �? zl� � i�� _ ;�, ¢ n � � @� � a � �s� � z �', -;�A::x--- ;a:P.'��"- z � �rn�66A���� �� .,o �� -- ����' � E �R ; ��`��4� �� �� �� � �! � � � �D�a�! � $S�� �a��rn I�� � � tl Agg zD ys � � � 6� ����rn vE s� � � ��'4� � �� � � a�w ��� c I�/ � � i �'� ����o � ° / €�� ��`s`" ` � . �a II� `g�' ���� _ _�a _ � F � , ��s 6��� w� ,� � � �� � �n�. •w � � ° p � ...a�,».we Se ��` � �x � a Y e;� aF � ____�• _ �._ { ' • `� _ � t � R � � 4 9 � ; ;I ��Ir,l � r-Y----- — z------'� �i s� 6� � $� s�� ��i � �A g �q�z ��� � i _� � , ¢� e �€as� �;� � � '� ��s���1 r�5 Ip rN rs �' $ 3` ��'� �' • ��� i' i iii I t �`-- �—�a�a-------..�.r.-.------ i ��t R ���6 N � -- � .� � . �R 9 ' m�rr (�l F& � ;3"a"E ! ! ^p i t11 �vfo deo a e Cneiw --------- -------�$--- �— ---p ---� -- —�� � s . i� ��p+��3� F � �" €# Yg� � ��, b3 �� o �� �'s �;�; n � °3�€ d. � �� ..� �S z � n � a �g fi � DAHL ADDITION a=��d�a��sa=�� D.F.o. ��g� `� ��� """;°;,a,`°a.K�;�`"' � PLAI�p11NG 8 DESIGN a va 1300 FRENCH CREEK DR ;o;,°a,;,,.,,;", �� = 1►AYZATA, MII�NESOTA ��� `� pege Project:216380 � - — '�LARRY LEPOWSKY r Location:01 GAR HIP GIRDER LOADS ONLY �.. D.F.P. PLANNING 8 DESIGN Multi-Loaded Multi-Span Beam `�,,,.r''', 9100 BALTIMORE STREET N.E.SUITE 106 of (2015 Intemational Building Code(2012 NDS)] %�-�" � BLAINE MINN. 55449 (3)1.751Nx18.01Nx33.67FT 2.OE Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 3/31/2017 323:55 PM Section Adequate By: 19.1% Controlling Factor: Deflection CAUTIONS •Laminations are to be fully connected to provide unrform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.91 IN U446 Dead Load 0.51 in Total Load 1.41 IN L/286 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 2694 Ib 2694 Ib Dead Load 1507 Ib 1507 Ib Total Load 4201 Ib 4201 Ib Bearing Length 1.07 in 1.07 in BEAM DATA Center Span Length 33.67 ft Unbraced Length-Top 33.67 ft ss.s�n ---- - Unbraced Length-Bottom 33.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 160 plf 2.OE Microllam-iLevel Trus Joist Uniform Dead Load 60 plf Base Values A�i'usted Beam Self Weight 30 plf Bending Stress: Fb= 2600 psi Fb'= 2031 psi Total Uniform Load 250 plf Cd=1.00 C1=0.83 CF=0.95 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.L to Grain: Fc-1= 750 psi Fc-1'= 750 psi Controlling Moment: 35361 ft-Ib 16.83 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4201 Ib At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 208.88 in3 283.5 in3 Area(Shear): 22.11 in2 94.5 in2 Moment of Inertia(deflection): 2142.73 in4 2551.5 in4 Moment: 35361 ft-Ib 47994 ft-Ib Shear: 4201 Ib 179551b NOTES aeee Project:216380 � — 1��qRRY LEPOWSKY / �— Location: 02 GAR DR �� D.F.P. PLANNING&DESIGN Multi-Loaded Multi-Span Beam '�''. 9100 BALTIMORE STREET N.E.SUITE 106 � [2015 Intemational Building Code(2012 NDS)] '�.:- ' BLAINE MINN. 55449 (2)1.51Nx11.251Nx9.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 9.0.2.5 3/31/2017 3:23:56 PM Section Adeq uate By:36.1°/a Controlling Factor.Moment CAUTIONS "Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN U1470 Dead Load 0.03 in Total Load 0.11 IN U1046 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 967 Ib 967 Ib Dead Load 392 Ib 392 Ib Total Load 1359 Ib 1359 Ib Bearing Length 1.07 in 1.07 in BEAM DATA Center Span Length 9.67 ft Unbreced Length-Top 9.67 ft A - e.s�n---_ ____ ------- — B Unbraced Length-Bottom 9.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 200 plf #2-Spruce-Pine-Fir Uniform Dead Load 75 plf Base Values Adiusted Beam Self Weight 6 plf Bending Stress: Fb= 875 psi Fb'= 848 psi Total Unifortn Load 281 pif Cd=1.00 C1=0.97 CF=1.00 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi • Comp.�-to Grain: Fc-1= 425 psi Fc-1-'= 425 psi Controlling Moment: 3286 ft-Ib 4.84 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1359 Ib 10.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)Z Comparisons with required sections: Rea'd Provided Section Modulus: 46.49 in3 63.28 in3 Area(Shear): 15.1 in2 33.75 in2 Moment of Inertia(deflection): 87.18 in4 355.96 in4 Moment: 3286 ft-Ib 4474 ft-Ib Shear: -13591b 30381b NOTES pape Project:216380 i - '��qRRY LEPOWSKY / Location:03 GAR WDW ��. D.F.P. PLANNING&DESIGN Multi-Loaded Multi-Span Beam �,�r-�''. 9100 BALTIMORE STREET N.E.SUITE 106 �r [2015 Intemational Building Code(2012 NDS)] _" BLAINE MINN. 55449 (2)1.51Nx11.251Nx5.33FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 9.0.2.5 3/31/2017 3:23:56 PM Section Adequate By:9.4% Controlling Factor:Shear CAUTIONS "Laminations are to be fully connected to provide un'rform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2331 Dead Load 0.01 in Total Load 0.04 IN U1685 Live Load Deflection Criteria:U360 Total Load DeFlection Criteria:U240 REACTIONS A B Live Load 2007 Ib 2007 Ib Dead Load 771 Ib 771 Ib Total Load 2778 Ib 2778 Ib Bearing Length 2.18 in 2.18 in BEAM DATA Center Span Length 5.33 ft --- -- - -- - - Unbraced Length-Top 5.33 ft a --s.aarc -- - - - B Unbraced Length-Bottom 5.33 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Unifortn Live Load 753 plf #2-Spruce-Pine-Fir Uniform Dead Load 283 plf Base Values A�i'usted Beam Self Weight 6 plf Bending Stress: Fb= 875 psi Fb'= 862 psi Total Uniform Load 1042 plf Cd=1.00 C1=0.99 CF=1.00 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controlling Moment: 3701 ft-Ib 2.66 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2777 Ib 5.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 51.52 in3 63.28 in3 Area(Shear): 30.86 in2 33.75 in2 Moment of IneRia(deflection): 54.96 in4 355.96 in4 Moment: 3701 ft-Ib 4546 ft-Ib Shear: -27771b 30381b NOTES ProjeCt:216380 � � � page -r,— LARRY LEPOWSKY Location: 04 W.I.C.HIP GIRDER LOADS ONLY �� D.F.P. PLANNING 8�DESIGN Multi-Loaded Multi-Span Beam �,;,.r�, 9100 BALTIMORE STREET N.E.SUITE 106 of [2015 International Building Code(2012 NDS)] % - � � BLAINE MINN. 55449 (2)1.51Nx9.251Nx10.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 9.0.2.5 3/31/2017 323:56 PM Section Adequate By:37.7°/a Controlling Factor:Moment CAUTIONS "Laminations are to be fully connected to provide un'rform transfer of loads to all members DEFLECTIONS n er LOADING DIAGRAM Live Load 0.13 IN U1014 Dead Load 0.05 in Total Load 0.18 IN L/715 Live Load Deflection Criteria:U360 Total Load Defledion Criteria:U240 REACTIONS A B Live Load 640 Ib 640 Ib Dead Load 267 Ib 267 Ib Total Load 907 Ib 907 Ib Bearing Length 0.71 in 0.71 in BEAM DATA Center Span Length 10.67 ft Unbraced Length-Top 10.67 ft - - - �o.s�n _ � Unbreced Length-Bottom 10.67 R Live Load Duration Fador 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 120 plf #2-Spruce-Pine-Fir Uniforrn Dead Load 45 pif Base Values A�Jj'usted Beam Self Weight 5 plf Bending Stress: Fb= 875 psi Fb'= 935 psi Total Uniform Load 170 plf Cd=1.00 C1=0.97 CF=1.10 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controlling Moment: 2420 ft-Ib 5.34 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -907 Ib 11.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 31.06 in3 42.78 in3 Area(Shear): 10.08 in2 27.75 in2 Moment of Inertia(defledion): 70.27 in4 197.86 in4 Moment: 2420 ft-Ib 3333 R-Ib Shear: -9071b 24981b NOTES Project:216380 peQB � -�.— — `'�LARRY LEPOWSKY Location:OS W.I.C.WALL �� D.F.P. PLANNING&DESIGN Multi-Loaded Multi-Span Beam '�;,o�''. 9100 BALTIMORE STREET N.E.SUITE 106 � [2015 International Building Code(2012 NDS)] %�- � BLAINE MINN. 55449 (2)1.51Nx9.251Nx6.25FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 9.0.2.5 3/31/2017 3:23:56 PM Section Adequate By:32.9°/a Controlling Factor.Moment CAUTIONS "Laminations are to be fully connected to provide un'rform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN U3058 Dead Load 0.03 in Totai Load 0.06 IN U1270 Live Load Deflection Criteria:U360 Total Load DeFlection Criteria:L/240 REACTIONS A B Live Load 554 Ib 745 Ib 1 Dead Load 527 Ib 899 ib S Total Load 1081 Ib 1644 ib ' Bearing Length 0.85 in 1.29 in .�;� ,�y� - � �.: �v � �„: e -.,_.-.: � BEAM DATA Center Span Length 6.25 ft -- Unbraced Length-Top 6.25 R A — s.zs n ---- -� Unbraced Length-Bottom 6.25 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Spruce-Pine-Fir Uniform Dead Load 0 plf Base Values A�i'usted Beam Self Weight 5 plf Bending Stress: Fb= 875 psi Fb'= 948 psi Total Uniform Load 5 plf Cd=1.00 CI=0.98 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 135 psi Fv'= 135 psi Load Number 9�n Cd=1.00 Live Load 0 Ib Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Dead Load 907 Ib Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Location 4.16 ft Controlling Moment: 2542 ft-Ib TRAPEZOIDAL LOADS-CENTER SPAN 4.12 Ft from left support of span 2(Center Span) Load Number Qp� u� Created by combining all dead loads and live loads on span(s)2 Left Live Load 160 plf 293 plf Controlling Shear: -1645 Ib Left Dead Load 60 plf 110 pif 6.0 Ft from left support of span 2(Center Span) Right Live Load 160 plf 293 pif Created by combining all dead loads and live loads on span(s)2 Right Dead Load 60 plf 110 pif Load Start 0 ft 4 ft Comparisons with required sections: Rea'd Provided Load End 4 ft 6.25 ft Section Modulus: 32.19 in3 42.78 in3 Load Length 4 ft 2.25 ft Area(Shear): 18.27 in2 27.75 in2 Moment of Inertia(deflection): 37.4 in4 197.86 in4 Moment: 2542 ft-Ib 3378 ft-Ib Shear: -16451b 24981b NOTES Project:216380 __ � Peoe �' -,,.— LARRY LEPOWSKY Location: 06 W.I.C.WDW ��.. D.F.P. PLANNING&DESIGN Multi-Loaded Multi-Span Beam '�, 9100 BALTIMORE STREET N.E.SUITE 106 of (2015 Intemational Building Code(2012 NDS)] _,:- ' -BLAINE MINN. 55449 (2)1.51Nx7.251Nx2.67FT #2-Spruce-Pine-Fir-Dry Use StruCa�c Version 9.0.2.5 3/31/2017 3:23:57 PM Section Adequate By:554.7% Controlling Factor:Shear CAUTIONS *Laminations are to be fully connected to provide un'rform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria:U360 Total Load DeFledion Criteria:U240 REACTIONS A B Live Load 214 Ib 214 Ib Dead Load 85 Ib 85 Ib Total Load 299 Ib 299 Ib Bearing Length 0.23 in 0.23 in BEAM DATA Center Span Length 2.67 ft Unbraced Length-Top 2.67 ft -- - z.s�rc - - - _ _ d B Unbraced Length-Bottom 2.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 160 plf #2-Spruce-Pine-Fir Uniform Dead Load 60 plf Base Values A�i'usted Beam Self Weight 4 plf Bending Stress: Fb= 875 psi Fb'= 1045 psi Total Uniform Load 224 plf Cd=1.00 C1=1.00 CF=1.20 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Comp.1-to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controlling Moment: 200 ft-Ib 1.34 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 299 Ib At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 2.29 in3 26.28 in3 Area(Shear): 3.32 in2 21.75 in2 Moment of Inertia(deflection): 1.47 in4 95.27 in4 Moment: 200 ft-Ib 2288 ft-Ib Shear: 2991b 19581b NOTES Project:216380 PBee � f.:-- "�LARRY LEPOWSKY / Location:07 W.I.C.WDW ��,., D.F.P. PLANNING&DESIGN Multi-Loaded Multi-Span Beam �::��^'', 9100 BALTIMORE STREET N.E.SUITE 106 of [2015 Intemational Building Code(2012 NDS)] �,-" �. BLAINE MINN. 55449 (2)1.51Nx9.251Nx6.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 9.0.2.5 3/31/2017 323:57 PM Section Adequate By:5.0% Controlling Factor:Moment CAUTIONS "Laminations are to be fully connected to provide un'rform transfer of loads to all members DEFLECTIONS C n er LOADING DIAGRAM Live Load 0.04 IN U2087 Dead Load 0.05 in Total Load 0.09 IN U924 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:LJ240 REACTIONS A B Live Load 687 Ib 795 Ib � Dead Load 819 Ib 679 Ib ; Total Load 1506 Ib 1474 Ib Bearing Length 1.18 in 1.16 in • BEAM DATA �I __ ____ Span Length 6.67 ft -- - - Unbraced Length-Top 6.67 ft A -- s.s�n -- ---- Unbraced Length-Bottom 6.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Unifortn Live Load 0 plf #2-Spruce-Pine-Fir Unifortn Dead Load 0 plf Base Values A�justed Beam Self Weight 5 plf Bending Stress: Fb= 875 psi Fb'= 947 psi Total Unifortn Load 5 plf Cd=1.00 C1=0.98 CF=1.10 pOINT LOADS-CENTER SPAN Shear Stress: Fv= 135 psi Fv'= 135 psi Load Number Qp.g Cd=1.00 Live Load 0 Ib Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Dead Load 907 Ib Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Location 2.67 ft Controlling Moment: 3213 ft-Ib TRAPEZOIDAL LOADS-CENTER SPAN 2.67 Ft from left support of span 2(Center Span) Load Number Q� Two Three Created by combining all dead loads and live loads on span(s)2 Left Live Load 160 plf 293 plf 220 plf Controlling Shear: 1505 Ib Left Dead Load 60 plf 110 plf 83 plf At left support of span 2(Center Span) Right Live Load 160 plf 293 plf 220 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 60 plf 110 plf 83 plf Load Start 0 ft 2.5 ft 4.75 ft Comparisons with required sections: Rea'd Provided Load End 2.5 ft 4.75 ft 6.67 ft Section Modulus: 40.73 in3 42.78 in3 Load Length 2.5 ft 2.25 ft 1.92 ft Area(Shear): 16.73 in2 27.75 in2 Moment of Inertia(defledion): 51.4 in4 197.86 in4 Moment: 3213 ft-Ib 3375 ft-Ib Shear: 15051b 24981b NOTES Project:216380 P808 ,.— — ''�LARRY LEPOWSKY Location: 08 W.I.C.WDW M �� D.F.P. PLANNING 8 DESIGN Multi-Loaded Multi-Span Beam '�„��a 9100 BALTIMORE STREET N.E.SUITE 106 � [2015 International Building Code(2012 NDS)] "�' BLAINE MINN. 55449 (2)1.SINx9.251Nx6.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 9.0.2.5 3/31/2017 323:57 PM Section Adequate By:97.0% Controlling Factor:Moment CAUTIONS 'Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN U2263 Dead Load 0.01 in Total Load 0.05 IN L/1616 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 734 Ib 734 Ib Dead Load 294 Ib 294 Ib Total Load 1028 Ib 1028 Ib Bearing Length 0.81 in 0.81 in BEAM DATA Center Span Length 6.67 ft Unbraced Length-Top 6.67 ft � __ _ __ _s.s�e — — — _ — B Unbraced Length-Bottom 6.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 220 plf #2-Spruce-Pine-Fir Uniform Dead Load 83 plf Base Values A�iiusted Beam Self Weight 5 plf Bending Stress: Fb= 875 psi Fb'= 947 psi Total Uniform Load 308 pif Cd=1.00 C/=0.98 CF=1.10 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controlling Moment: 1713 ft-Ib 3.34 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1027 Ib At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 21.72 in3 42.78 in3 Area(Shear): 11.42 in2 27.75 in2 Moment of Inertia(deflection): 31.47 in4 197.86 in4 Moment: 1713 ft-Ib 3375 ft-Ib Shear: 10271b 24981b NOTES paQe Project:216380 p �.�— '��qRRY LEPOWSKY / Location:09 EXIST BATH HIP GIRDER LOADS ONLY g�,.. D.F.P. PLANNING&DESIGN Multi-Loaded Multi-Span Beam ��. 9100 BALTIMORE STREET N.E.SUITE 106 a [2015 Intemational Building Code(2012 NDS)] BLAINE MINN. 55449 �.:� (2)1.751Nx11.8751Nx20.OFT 2.OE Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 3/31/2017 323:58 PM Section Adequate By: 13.1°/a Controlling Factor:Deflection CAUTIONS "Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS nter LOADING DIAGRAM Live Load 0.59 IN U407 Dead Load 0.27 in Total Load 0.86 IN U280 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1600 Ib 1600 Ib Dead Load 730 Ib 730 Ib Total Load 2330 Ib 2330 Ib Bearing length 0.89 in 0.89 in BEAM DATA �1 Span Length 20 ft - -. .._ _ Unbraced Length-Top 20 ft — - - zo n — � � B Unbraced Length-Bottom 20 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 160 plf 2.OE Microllam-iLevel Trus Joist Uniform Dead Load 60 plf �ase Values A�i'usted Beam Self Weight 13 plf Bending Stress: Fb= 2600 psi Fb'= 2216 psi Total Uniform Load 233 plf Cd=1.Q0 CI=0.85 CF=1.00 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Controlling Moment: 11649 ft-Ib 10.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2330 Ib At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 63.08 in3 82.26 in3 Area(Shear): 12.26 in2 41.56 in2 Moment of Inertia(deflection): 431.93 in4 488.41 in4 Moment: 11649 ft-Ib 15191 ft-Ib Shear: 23301b 78971b NOTES � Project:216380 paAe �.— — �LARRY LEPOWSKY Location: 10 EXIST BATH HIP GIRDER �OADS ONLY Y �j�� D.F.P. PLANNING 8�DESIGN Multi-Loaded Multi-Span Beam ��, 9100 BALTIMORE STREET N.E.SUITE 106 � [2015 International Building Code(2012 NDS)] �" BLAINE MINN. 55449 (2)1.751Nx11.8751Nx20.OFT 2.OE Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 3J31/2017 3:23:58 PM Sedion Adequate By:50.8% Controlling Factor: Deflection CAUTIONS *Laminations are to be fully connected to provide un'rform transfer of loads to all members DEFLECTIONS nter LOADING DIAGRAM Live Load 0.44 IN U543 Dead Load 0.21 in Total Load 0.66 IN U366 Live Load Deflection Criteria:U360 Total Load DeFlection Criteria:U240 REACTIONS A B Live Load 1200 Ib 1200 Ib Dead Load 580 Ib 580 Ib Total Load 1780 Ib 1780 Ib Bearing Length 0.68 in 0.68 in BEAM DATA Center Span Length 20 ft Unbreced Length-Top 20 ft A - -- zo n - --- — � Unbraced Length-Bottom 20 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 120 plf 2.OE Microllam-iLevel Trus Joist Uniforrn Dead Load 45 plf Base Values �justed Beam Self Weight 13 plf Bending Stress: Fb= 2600 psi Fb'= 2216 psi Total Uniform Load 178 plf Cd=1.00 C1=0.85 CF=1.00 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Controlling Moment: 8899 ft-Ib 10.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1780 Ib At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 48.19 in3 82.26 in3 Area(Shear): 9.37 in2 41.56 in2 Moment of Inertia(deflection): 323.95 in4 488.41 in4 Moment: 8899 ft-Ib 15191 ft-Ib Shear: 17801b 78971b NOTES page Project:216380 - - '�LARRY LEPOWSKY o� Location:11 NEW W.I.C.OPNG � D.F.P. PLANNING&DESIGN Multi-Loaded Multi-Span Beam '�.r''', 9100 BALTIMORE STREET N.E.SUITE 106 �r [2015 Intemational Building Code(2012 NDS)] ;,:- BLAINE MINN. 55449 (2)1.51Nx9.251Nx3.0 FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 9.0.2.5 3/31/2017 3:23:58 PM Section Adequate By:4.9% Controlling Factor:Shear CAUTIONS "Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.01 in Total Load 0.01 IN U4260 Live Load Deflection Criteria:U360 Total Load Defledion Criteria:L/240 REACTIONS A B � Live Load 500 Ib 332 Ib Dead Load 1881 Ib 777 Ib 3 Total Load 2381 Ib 1109 Ib Bearing Length 1.87 in 0.87 in ����`s� � � : BEAM DATA Center � - —.---- Span Length 3 ft Unbraced Length-Top 3 ft a - 3 f� g Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Spruce-Pine-Fir Unifortn Dead Load 0 plf Base Values Adiusted Beam Self Weight 5 plf Bending Stress: Fb= 875 psi Fb'= 956 psi Total Uniform Load 5 plf Cd=1.00 C1=0.99 CF=1.10 pOINT LOADS-CENTER SPAN Shear Stress: Fv= 135 psi Fv'= 135 psi Load Number � Cd=1.00 Live Load 0 Ib Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Dead Load 2330 Ib Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Location 0.83 ft Controlling Moment 1742 ft-Ib TRAPEZOIDAL LOADS-CENTER SPAN 0.84 Ft from left suppoR of span 2(Center Span) Load Number Qp� Two Created by combining all dead loads and live loads on span(s)2 Left Live Load 480 plf 200 plf Controlling Shear: 2381 Ib Left Dead Load 180 plf 75 plf At left support of span 2(Center Span) Right Live Load 480 plf 200 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 180 plf 75 plf Load Start 0 ft 0.83 ft Comparisons with required sections: Rea'd Provided Load End 0.83 ft 3 ft Section Modulus: 21.86 in3 42.78 in3 Load Length 0.83 ft 2.17 ft Area(Shear): 26.45 in2 27.75 in2 Moment of Inertia(deflection): 11.15 in4 197.86 in4 Moment: 1742 ft-Ib 3408 ft-Ib Shear: 2381 Ib 24981b NOTES Project:216380 ! � page ` -f,.— LARRY LEPOWSKY Location: 12 NEW W.I.C.OPNG �,. D.F.P. PLANNING&DESIGN Multi-Loaded Multi-Span Beam ��. 9100 BALTIMORE STREET N.E.SUITE 106 � [2015 International Building Code{2012 NDS)] ;;" ' � BLAINE MINN. 55449 (2)1.51Nx9.251Nx3.OFT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 9.0.2.5 3/31/2017 3:23:59 PM Section Adequate By: 150.4°k Controlling Factor:Shear CAUTIONS *Laminations are to be fully connected to provide un'rform transfer of loads to all members DEFLECTIONS nter LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN L/8229 Live Load Deflection Criteria:U360 Total Load DeFlection Criteria:U240 REACTIONS A B Live Load 720 Ib 720 Ib � Dead Load 278 Ib 2058 Ib � Total Load 998 Ib 2778 Ib � Bearing Length 0.78 in 2.18 in ��;,;, �,� , ,� �;;: - �M'� .. " 1��� , `� � BEAM DATA Center _ - - - - Span Length 3 ft Unbraced Length-Top 3 ft 3 n � �_— � Unbraced Length-Bottom 3 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Spruce-Pine-Fir Uniforrn Dead Load 0 plf Base Values A�iusted Beam Self Weight 5 plf Bending Stress: Fb= 875 psi Fb'= 956 psi Total Uniform Load 5 plf Cd=1.00 C1=0.99 CF=1.10 pOINT LOADS-CENTER SPAN Shear Stress: Fv= 135 psi Fv'= 135 psi Load Number Qfl� Cd=1.00 Live Load 0 Ib Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Comp.1 to Grain: Fc-1= 425 psi Fc--L'= 425 psi Dead Load 1780 Ib Location 3 ft Controlling Moment: 748 ft-Ib TRAPE201DAL LOADS-CENTER SPAN 1.5 Ft from left support of spen 2(Center Span) Load Number Qpg Created by combining all dead loads and live loads on span(s)2 Left Live Load 480 pif Controlling Shear: -998 Ib Left Dead Load 180 plf At right support of span 2(Center Span) Right Live Load 480 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 180 plf Load Start 0 ft Comparisons with required sections: Rea'd Provided Load End 3 ft Section Modulus: 9.39 in3 42.78 in3 Load Length 3 ft Area(Shear): 11.08 in2 27.75 in2 Moment of Inertia(defledion): 6.25 in4 197.86 in4 Moment: 748 ft-Ib 3408 ft-Ib Shear: -9981b 24981b NOTES Project:216380 peQB � — '�LARRY LEPOWSKY Location:13 BSMT EXIST WDW A ��. D.F.P. PLANNING 8 DESIGN Multi-Loaded Multi-Span Beam �}, 9100 BALTIMORE STREET N.E.SUITE 106 � [2015 Intemational Building Code(2012 NDS)] �y,:- � BLAINE MINN. 55449 (2)1.51Nx9.251Nx5.0 FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 9.0.2.5 3/31l2017 3:23:59 PM Section Adequate By:20.9°/a Controlling Factor:Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS n er LOADING DIAGRAM Live Load 0.02 IN U2643 Dead Load 0.02 in Total Load 0.04 IN U1487 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:L/360 � REACTIONS A B Live Load 1004 Ib 1200 Ib � Dead Load 667 Ib 866 Ib Total Load 1671 Ib 2066 Ib Bearing Length 1.31 in 1.62 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top 5 ft - - —sft — - -- " B Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniforrn Live Load 350 plf #2-Spruce-Pine-Fir Uniform Dead Load 131 plf Base Values A�ijusted Beam Self Weight 5 plf Bending Stress: Fb= 875 psi Fb'= 951 psi Total Uniform Load 486 plf Cd=1.00 C1=0.99 CF=1.10 pOINT LOADS-CENTER SPAN Shear Stress: Fv= 135 psi Fv'= 135 psi Load Number � Cd=1.00 Live Load 0 Ib Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Dead Load 299 Ib Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Location 2.16 ft Controlling Moment: 2538 ft-Ib TRAPEZOIDAL LOADS-CENTER SPAN 2.55 Ft from left support of span 2(Center Span) Load Number Qp� Created by combining all dead loads and live loads on span(s)2 Left Live Load 160 plf Controlling Shear: -2066 Ib Left Dead Load 195 plf At right support of span 2(Center Span) Right Live Load 160 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 195 plf Load Start 2.16 ft Comparisons with required sections: Rea'd Provided Load End 5 ft Sedion Modulus: 32.03 in3 42.78 in3 Load Length 2.84 R Area(Shear): 22.96 in2 27.75 in2 Moment of IneRia(deflection): 47.91 in4 197.86 in4 Moment: 2538 ft-Ib 3390 ft-Ib Shear: -20661b 24981b NOTES Project:216380 page � �.— — �LARRY LEPOWSKY Location: 14 BSMT EXIST WDW B ,g(-� D.F.P. PLANNING&DESIGN Multi-Loaded Multi-Span Beam '�``. 9100 BALTIMORE STREET N.E.SUITE 106 � [2015 Intemational Building Code(2012 NDS)] r:- ' � BLAINE MINN. 55449 (2)1.51Nx9.251Nx5.0 FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 9.0.2.5 3/31l2017 323:59 PM Section Adequate By:45.1% Controlling Factor:Shear CAUTIONS *Laminations are to be fully connected to provide un'rform transfer of loads to all members DEFLECTIONS Cen er LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.01 in Total Load 0.01 IN U5083 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 � REACTIONS A B Live Load 211 Ib 139 Ib i Dead Load 1511 Ib 218 Ib Total Load 1722 Ib 357 Ib Bearing Length 1.35 in 0.28 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top 5 ft — — — — — — 5 ft - - - - _ B Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 54 plf #2-Spruce-Pine-Fir Uniform Dead Load 20 plf Base Values A�ij'usted Beam Self Weight 5 plf Bending Stress: Fb= 875 psi Fb'= 857 psi Total Unifortn Load 79 plf Cd=0.90 C1=0.99 CF=1.10 pOINT LOADS-CENTER SPAN Shear Stress: Fv= 135 psi Fv'= 135 psi Load Number � Cd=1.00 Live Load 0 Ib Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Dead Load 1506 Ib Comp.1 to Grain: Fc--L= 425 psi Fc-1'= 425 psi Location 0.5 ft Controlling Moment: 728 ft-Ib TRAPEZOIDAL LOADS-CENTER SPAN 0.5 Ft from left support of span 2(Center Span) Load Number Qpg Created by dead loads only on all span(s). Left Live Load 160 plf Controlling Shear: 1722 Ib Left Dead Load 195 plf At left suppoR of span 2(Center Span) Right Live Load 160 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 195 plf Load Start 0 ft Comparisons with required sections: Rea'd Provided Load End 0.5 ft Section Modulus: 10.19 in3 42.78 in3 Load Length 0.5 ft Area(Shear): 19.13 in2 27.75 in2 Moment of Inertia(defledion): 14.01 in4 197.86 in4 Moment: 728 ft-Ib 3055 ft-Ib Shear: 17221b 24981b NOTES pa0e Project:216380 � — �LARRY LEPOWSKY / Location:15 BSMT EXIST DR C �pp� D.F.P.PLANNING&DESIGN Multi-Loaded Multi-Span Beam '��. 9100 BALTIMORE STREET N.E.SUITE 106 � [2015 International Building Code(2012 NDS)] ",,:"� '- � BLAINE MINN. 55449 (2)1.51Nx9.251Nx6.67FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 9.0.2.5 3/31/2017 3:23:59 PM Section Adequate By:87.5°/a Controlling Factor:Shear CAUTIONS 'Laminations are to be fully connected to provide un'rform transfer of loads to all members DEFLECTIONS en r LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.02 in Total Load 0.03 IN U3028 live Load Deflection Criteria:U480 Total Load DeFlection Criteria:U360 REACTIONS A B Live Load 23 Ib 235 Ib � Dead Load 220 Ib 1097 Ib � Total Load 243 Ib 1332 Ib Bearing Length 0.19 in 1.04 in r+,, BEAM DATA S�Ilt�I _ Span Length 6.67 ft --� Unbraced Length-Top 6.67 R 6•67ft Unbraced Length-Bottom 6.67 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Spruce-Pine-Fir Uniform Dead Load 0 plf Base Values A�usted Beam Self Weight 5 plf Bending Stress: Fb= 875 psi Fb'= 947 psi Total Uniform Load 5 plf Cd=1.00 C/=0.98 CF=1.10 pp�NT LOADS-CENTER SPAN Shear Stress: Fv= 135 psi Fv'= 135 psi Load Number 9.t� Cd=1.00 Live Load 0 Ib Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Dead Load 1028 Ib Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi Location 5.5 ft Controlling Moment: 1249 ft-Ib TRAPEZOIDAL LOADS-CENTER SPAN 5.47 Ft from left support of span 2(Center Span) Load Number Qpg Created by combining all dead loads and live loads on span(s)2 Left Live Load 220 plf Controlling Shear: -1332 Ib Left Dead Load 218 plf 7.0 Ft from left support of span 2(Center Span) Right Live Load 220 plf Created by combining all dead loads and live loads on span(s)2 Right Dead load 218 plf Load StaR 5.5 ft Comparisons with required sections: Rea'd Provided Load End 6.67 ft Section Modulus: 15.83 in3 42.78 in3 Load Length 1.17 ft Area(Shear): 14.8 in2 27.75 in2 Moment of Inertia(deflection): 23.53 in4 197.86 in4 Moment: 1249 ft-Ib 3375 ft-Ib Shear: -13321b 24981b NOTES