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7763-B Engineering Calcs � ENGINEERING CALCULATIONS F'O R: MTN . TERRACE BUILDERS S ITE: LOT # 1 ; VINTAGE GREENS YELM , WA PROJECT: N H D 7763-B , � t� �� `�'��` - ,�;;u��r�,�f��,��4� rU.,� = _=�-�°° ,�,-�T��,.oruu t��td�k.t�i��ru�7r.t�n � - —__ � 4�� li 1�l . .ll: 7� - _ �� L — � y I �I p , l� i�� '�4�i'� ��- � ��: 1� �� r = ;� CLIit1i �N '� r �1a.G,ti y � ii; �� Y 4 u-� � � f`rii iti;�i U�7� �',� ul � . r" , i � ha — µ � i� ` -_ , = — �'�� _ _-- ___ _ � �� _ _ � - � _' =�— '=� . _ — — LJLJ _. __ ,�� ' M��,�j �� 1fASgj�`i-� � F� �o � � _ ,� _....,_ _. .- _ , : i �`:..:� � � :� �'.,� .— , I , , , ; � 44713 '.`'� ' } � �.� .,;,,,��'�tSTE4�'� E`v, ____�_______. �1pNAL�s �, , ___ ---- � o.zz.za � z DATE: PLAN NlJMBER: EXDDUS ENGINEERING ,�_ L' PHONe: f360)978-1369 �O.Z Z.ZO�Z N H D 7763-8 L� LUKE�EXOOUHENGINEER.COM . ..�,�. a H � � � ��,' � � � �' < ..., ,,,, i0 ��"� EXODUS ENGINEERING, INC. CONSULTING ENGINEERING DESIGN CRITERIA SUMMARY SCOPE OF ENGINEERING: ENGIivEERiNG ANALYSES AND DESIGN TO RESIST fZ.iA�6Y/4iZ .41lRti� P°sFI'Al'4d'tTV� IZ�/A�� G!� /A��FP�.41l�G�E 'UlQ►'G�'6�ti �E �'�� k7�Q� HAVE BEEN INCORPORATED INTO STAMPED "S" SHEETS. ALL PERTINENT CALCULATI❑NS ARE INCLUDED IN THIS ENGINEERING PACKET THAT FOLLOWS. ENGINEERING ASSUMPTIONS ARE LISTED BELOW. DESIGN LOADING: BUILDING CODE 2❑09 IBC SEISMIC DESIGN CATEGORY D Ss 1 . 15 S 1 .40 " R" 6. 5 SITE CLA55 D BASIC WIND 5PEED 85 MPH KZT = 1 .00 EXPOSURE CATEGORY B LIVE LOADS (PSF) U .N. O. FLOOR �LIVING) 40 STAIRWAYS & CORRIDORS 4❑ HABITABLE SLEEPING AREAS 3O SNOw 30 DEAD LOADS (PSF) U .N.O. FLOOR 1 O RoaF �W/COMP. ASPHALT) 1 5 EXTERIOR WALLS 1 2 SOILS CRITERIA: GEOTECHNICAL ENGINEER N/A ALLOWABLE SOIL BEARING 1 , 500 PSF BEARING DEPTH 1 2" EXODLJS ENGINEERING, INC. 1 1 62 NW STATE AVE CHEHALIS, WA 98532 PHONe: (360) 91 S-1 369 L.iJKE��EX�DI...ISENGINEER.COM ❑R EXC]DUSENGINEERINGC�GMAIL.COM Page 2 of 44 SHEAR WALL LAYOUT OF (1ST) ' 0 0 siws s�os ibs snvs a�os m� � �A�� n�� Da-1 a-2 a-3 0 � D1 � , � � n_ �� A Db-1 6-2 _�a 0 0 0 � � � D� � � � � z�_9�� Z�_9�� 2�_9" ��_9" Page 3 of 44 PROJECT NAME: 7763-B MAIN MODEL ` � SHEAR WALL LAYOUT OF (2ND) 0 0 S/W.ti I%8916s S/WS IRR'llbs 5 �A�� n n 3 Dra a-1 a-2 0 D1 � 3 ��- � 4- s �j � Db-1 b-2 _ a 0 _ � � D� � � � � 2�_9�� z�_9�� 2�_9�� 9�� Page 4 of 44 PROJECT NAME: 7763-B MAIN MODEL Exodus Engineering,Inc. DESIGNED LWM JOB NO. 12-019 PROJECT 7763-B Main Model CHECKED SHT OF SUBJECT DATE 10/19/2012 Building Information No.of stories 2 Building height for lateral calculations(ft) 18.39 Building weight(Ibs) 50540 Redundancy Factor: N-S: 1.3 E-W: 1.3 Floor Information Floor_ID 1 st Floor net area(s� 1444 Floor opening area(sf) 0 Average height(ft) 9.00 Diaphragms Floor diaphragms for 1st Diaphragm Effective seismic weight(psfl name Area(s� Type Remarks DL Walls Snow Storage Partitions Total D1 1444 10.00 5.00 0.00 0.00 0.00 15.00 Floor Floor_ID 2nd Floor net area(sfl 1444 Floor opening area(sfl 0 Average height(ft) 8.00 Diaphragms Floor diaphragms for 2nd Diaphragm Effective seismic weight(psfl name Area(sf) Type Remarks DL Walls Snow Storage Partitions Total D1 1444 20.00 0.00 0.00 0.00 0.00 20.00 Roof Ignore opening in weight calculations Page 5 of 44 www.structu ra Isoft.com , Exodus Engineering,Inc. DESIGNED LWM JOB NO. 12-019 PROJECT 7763-B Main Model CHECKED SHT OF SUBJECT DATE 10/19/2012 Seismic Loads Design code 2009 IBC(ASCE 7-05) Lateral force calculation method Equivalent Lateral Force Procedure Seismic data: Building occupancy category II. Standard Table 1-1 Importance factor I 1.00 Table 11.5-1 Soil site class D. Stiff soil profile Table 20-3-1 Response Spectral Acc. (0.2 sec)(SS) 1.15 Fig 22-1 through 22-14 Design Response Spectral Acc. (0.2 sec)(SS) 1.15 Fig 22-1 through 22-14 Response SpectralAcc. (1.0 sec)(S� ) 0.40 Fig 22-1 through 22-14 T� (sec) 8.00 Fig 22-15 through 22-20 Fa 1.04 Table 11.4-1 Fv 1.60 Table 11.4-2 Max. Considered earthquake acc.SMS 1.20 (11.4-1) Max.Considered earthquake acc.SM� 0.64 (11.4-2) Design spectral acc.at short period Sps 0.80 (11.4-3) Design spectral acc.at 1 s period Sp� 0.43 (11.4-4) Seismic design category based on short period D Table 11.6-1 Seismic design category based on 1 S period D Table 11.6-2 Is Si >0.75 False Sec 11.6 Project seismic design category D Seismic force resisting system 13. Light-framed walls sheathed with Table 12.2-1 wood structural panels rated for shear resistance or steel sheets Response modification coefficient R 6.50 Table 12.2-1 System overstrength coefficient f2o 3.00 Subtract 0.50 of Resistance Factor for flexible True diaphragms Approximate fundamental period parameters Ct= 0.02 x= 0.75 Table 12.8-2 Building height(ft) 18.39 Building period T=Ta (sec) 0.18 (12.8-7) Regular structure and 5 stories or less? True Maximum S55 =1.50 False Sec 12.8.1.3 Base ShearAdjustment Factor 1 Minimum CS 0.01 12.8.5 Seismic response coefficient CS 0.12 (12.8-2) Adjusted CS 0.12 Seismic load: V=Cs W= 0.12 W For allowable stress design 0.7 E=0.7' 0.12 =0.0859 W Page 6 of 44 www.stru ctu ra Is oft.co m Exodus Engineering,Inc. DESIGNED LWM JOB NO. 12-019 PROJECT 7763-B Main Model CHECKED SHT OF SUBJECT DATE 10/19/2012 Total effective weight(Ibs) = 50540 Total seismic force(ASD)(Ibs) =4340 Vertical seismic load distribution: Fx = Cvx V Lf,!�.hX �+�x — n (12.8-11) r T1J��lk r=1 T = 0.18 K = 1.00 Sec 12.8.3 Floor Wx(Ibs) hx(ft) Wx*hx Ib.ft Wx*hx Fx(Ibs) sum(Wi"Hi) 1 st 21660 10.05 217728 0.2908 1262 2nd 28880 18.39 530971 0.7092 3078 Sum(V�= 50540 Sum(W"h)= 748699 Diaphragm design force: n � ` 1 i=.r 12.10.1 Fpx = n Ll,pt � u,r� i=.z hdlins�um �,r�lu:�=t1.2 5��'"+dg�x Sec 12.10.1 fUe�dn't ta exceed =a.d S��"�`Jpx Diaphragm seismic forces: Floor Sum(Fi)(Ibs) Sum(Wi)(Ibs) Wpx(Ibs) Sum(Fi) WpX Min.Value Max.Value Fpx(Ibs) Sum(Wi) 1st 4340 50540 21660 1860 3454 6908 3454 2nd 3078 28880 28880 3078 4605 9211 4605 Seismic force verification: Direction Base Seismic Forces(Ibs) Sum Wall % Masses Forces Point Total Base Forces Difference Sum of Sum point Total mass Seismic Seismic Seismic Shear (Ibs) diaphragm mass factor force from masses mass N-S 50540 0 50540 0.0859 4340 0 4340 4340 0.000 E-W 50540 0 50540 0.0859 4340 0 4340 4340 0.000 Page 7 of 44 www.structuralsoft.com i � Exodus Engineering,Inc. DESIGNED LWM JOB NO. 12-019 PROJECT 7763-B Main Model CHECKED SHT OF SUBJECT DATE 10/19/2012 Wind Loads Design Code: International Building Code 2009 Wind Standard: ASCE7-05(Method 2-All Heights) Wind Data Exposure g Enclosure Enclosed Building Category II Wind Speed 85 MPH Mean Roof Height 21.39 ft Importance Factor Iw � Hill Shape: No Topographic Obstructions Velocity Coefficient qZ 0.00256 K Z KZt Kd V2 I W (6-15) z Velocity Coefficient qh 0.00256 K h KZt Kd V I W (6-15) Directionality Factor Ft� 0.85 Table 6-4 Gust Effect Factor G 0.85 6.5.8.1 Pressures for MWFRS p qGC P (6-17) Ki, 0.64 NorthlSouth Cp : Windward Wall CP 0.80 Leeward Wall Cp -0.50 (LIB) 1.00 East/West Cp : Windward Wall Cp 0.80 Leeward Wall Cp -0.50 (L/B) 1.00 Page 8 of 44 www.stru ctu ra Isoft.co m Exodus Engineering,Inc. DESIGNED LWM JOB NO. 12-019 PROJECT 7763-B Main Model CHECKED SHT OF SUBJECT DATE 10/19/2012 Wind Load Distribution (North/South) Elev.Z(ft) K Z KZt qZ (ps�1 p(Wall-Windward) (ps� 0-15 0.57 1.00 9.04 6.14 20.00 0.62 1.00 9.81 6.67 21.39 0.64 1.00 10.00 6.80 p(Wall-Leeward)(ps� -4.25 p(Roof Windward)(psfl 1.19 p(Roof Leeward)(ps� -8.81 Wind Load Distribution(East/West) Elev.Z(ft) K Z K Zt qZ (ps� p(Wall-Windward) (psfl 0-15 0.57 1.00 9.04 6.14 20.00 0.62 1.00 9.81 6.67 21.39 0.64 1.00 10.00 6.80 p(Wall-Leeward)(psf) -4.25 p(Roof Windward)(ps� 1.19 p(Roof Leeward)(psfl -8.81 Page 9 of 44 www.structu ra Isoft.com Exodus Engineering,Inc. DESIGNED LWM JOB NO. 12-019 PROJECT 7763-B Main Model CHECKED SHT OF SUBJECT DATE 10/19/2012 Shear line reactions and shear wall forces Floor ID: 1st Shear Reaction(Ibs) Shear wall Shear wall forces(Ibs) R* Wall type line ID Seismic Wind �� Seismic Wind 1 2170 3705 1-1 2170 3705 6.50 Segmented 2 2170 3705 2-1 1085 1852 6.50 Segmented 2-2 1085 1852 6.50 Segmented a 1137 1942 a-1 262 448 6.50 Segmented a-2 262 448 6.50 Segmented a-3 612 1046 6.50 Segmented b 2170 3705 b-1 1440 2458 6.50 Segmented b-2 730 1246 6.50 Segmented c 1033 1763 c-1 258 441 6.50 Segmented c-2 258 441 6.50 Segmented c-3 258 441 6.50 Segmented c-4 258 441 6.50 Segmented Floor ID: 2nd Shear Reaction(Ibs) Shear wall Shear wall forces(Ibs) R* Wall type line ID Seismic Wind �� Seismic Wind 1 1539 1889 1-1 1539 1889 6.50 Segmented 2 1539 1889 2-1 994 1221 6.50 Segmented 2-2 544 668 6.50 Segmented a 807 990 a-1 499 613 6.50 Segmented a-2 307 377 6.50 Segmented b 1539 1889 b-1 630 774 6.50 Segmented b-2 909 1116 6.50 Segmented c 732 899 c-1 183 225 6.50 Segmented c-2 183 225 6.50 Segmented c-3 183 225 6.50 Segmented c-4 183 225 6.50 Segmented Page 10 of 44 www.structuralsoft.com � � y O Y V � � � LL � N O 0 N � N � a O Z m � O = ' � � c 3 c o w a 0 x � _ w N C O - � � � � � M M CD (D N Lf') Lf) Ln ln � � Q O N N M M O O O � � � �t � O J � � V � p � C .0 � W W � !6 � U Z Y 'N 3 y O O O M M O O O � 6� � � � � U W d � d N N N � � N N N � � � � � W 2 Q � � .� � m � U � � � a � � N L � � L 7 � � � � � �' � � � � � � � � � � Q w 3 co co co co co co co co co co co co M M M M M M M M M M M M � t � d w ,n a R �- 3 ` � d o 0 0 0 0 0 0 0 0 0 0 0 — t co co co cD cD co cfl co cp cD co cD Q y N N N N N N N N N N N N � d �a a � Y Q Q Q Q Q Q Q Q Q Q Q Q V � " •y � � V' � � CO CO N N N N a o- �d CO M M CO (O � CV � � � tA N N � � � V C y C � � � � � = N � � � � 6) a0 a0 O O O O C m � N M M � � � N N � � � � .� � � d � C f� � O O O O � O 00 I� I� f� I� p1 �fY u7 LL� O O N aD � N N N N W O fM M O M M M M C 3 W W � 'a ' � a� - - - - - - - - - - - O m ++ • o 0 0 0 0 0 0 0 0 0 0 0 W d � Z 2 � b� o� o� a� a� o� a� b� o� o� a� b� t � � �o - - - - - M � �. o 0 0 0 o ao o� b� o� o� � y r _ J v (D (O M M f� ln N N N N W � !6 � 3 � � N � N [7 a- N � N M N � N N N f6 f0 .O � U U U U � i � � Y � � � � � LL � � O 0 d m N � a I 0 Z m � O = ' � � C 3 c o W 0 �a 0 x � c w N C O ' N — � N O N � CD N O O O O � � �0 'i. � lf7 1� (D 0� � � � � O O O O O J � � U � W W l7 � U z Y 3 �+ o 0 0 0 0 00 o rn rn rn o� � � U W � d N N N N N M N � n r r u�i W = Q � •� y f� 0 U � � a � y ` U a � 3 14 c v v v � v c� v v �r v v ` a y 3 �o co co co cfl M c� �o �o co co � M M M M M � M M M M M � d � � Q � „" 3 ` � d o 0 0 0 0 0 0 0 0 0 0 — L cfl c� co co co ao co cD co cfl cD Q y N N N N N M N N N N N = C1 !6 C. 3 � a a a ¢ a m a a Q a a � .� � � y � 00 00 O O � V � o- �d o o v v � ti r� ti � (� N N a0 a0 00 oD � � V C y � � t c� a � c o0 � m � � � � N N oN0 oN0 aN0 aND � �� M � � � C � � � (O (h c'7 C7 O O� (O 01 � 1� ('� N O M t0 � W � � W O O N N N N N N C � W W = � � � � _ _ = � _ = _ _ ' _ _ O m ..� . K � � d d :+ � � � � .�- � � � � � � W a N Z 2 � i� � i� i� � � i� i� � � i� L a+ - � � - - ' - � C � i O f0 O �Y' O� m T � d a+ � p � � i � J .�.. (O (O V M V N N N N H tC � 3 — � ' � N .-- N � N .- N C� V N 5 N N (0 f0 � � U U U U Exodus Engineering,Inc. DESIGNED LWM JOB NO. 12-019 PROJECT 7763-B Main Model CHECKED SHT OF SUBJECT DATE 10/19/2012 Uplift Calculations Load Cases: 0.6D+W (0.6-0.14Sos)�+�•�pQ E 1 st Walls Reactions(Ibs) yya�� Net U lift Post ID Shear Wall p Hold Down DL W 0.7E Height(ft) (Ibs) UP2 c-1 148 -2292 -1948 10.05 -2203 1-1 g2p -3028 -2573 10.05 -2475 UP1 c-1 148 -2292 -1948 10.05 -2203 UP4 c-2 148 -2292 -1948 10.05 -2203 UP3 c-2 148 -2292 -1948 10.05 -2203 UP10 c-3 148 -2292 -1948 10.05 -2203 UP9 c-3 148 -2292 -1948 10.05 -2203 UP12 c-4 124 -2292 -1948 10.05 -2218 UP11 c-4 124 -2292 -1948 10.05 -2218 2-2 324 -4032 -3346 10.05 -3837 UP13 2-2 324 -4032 -3346 10.05 -3837 UP14 1-1 920 -3028 -2573 10.05 -2475 UP16 b-1 608 -4117 -3707 10.05 -3751 UP15 b-1 608 -4117 -3707 10.05 -3751 UP18 b-2 308 -2193 -1670 10.05 -2008 UP17 b-2 308 -2193 -1670 10.05 -2008 UP20 2-1 324 -3103 -2363 10.05 -2909 UP19 2-1 324 -3103 -2363 10.05 -2909 UP22 a-3 378 -1501 -1143 10.05 -1275 UP21 a-3 378 -1501 -1143 10.05 -1275 UP24 a-2 162 -1501 -1143 10.05 -1404 UP23 a-2 162 -1501 -1143 10.05 -1404 UP26 a-1 162 -2287 -1975 10.05 -21 JO www.st r u ct u ra I s oft.c o m Exodus Engineering,Inc. DESIGNED LWM JOB NO. 12-019 PROJECT 7763-B Main Model CHECKED SHT OF SUBJECT DATE 10/19/2012 1 st Walis UP25 a-1 162 -1501 -1143 10.05 -1404 P5 a-2 0 -786 -832 10.05 -832 P6 a-3 0 -786 -832 10.05 -832 P7 b-1 0 -1923 -2037 10.05 -2037 P8 b-1 0 -1923 -2037 10.05 -2037 Page 14 of 44 www.structuralsoft.com Exodus Engineering,Inc. DESIGNED LWM JOB NO. 12-019 PROJECT 7763-B Main Model CHECKED SHT OF SUBJECT DATE 10/19/2012 2nd Walls Reactions(Ibs) yya�� Net U lift Post ID Shear Wall p Hold Down DL W 0.7E Height(ft) (Ibs) UP2 c-1 132 -681 -721 8.33 -657 1-1 818 -900 -953 8.33 -553 UP1 c-1 132 -681 -721 8.33 -657 U P4 c-2 132 -681 -721 8.33 -657 UP3 c-2 132 -681 -721 8.33 -657 UP6 c-4 132 -681 -721 8.33 -657 UP5 c-4 132 -681 -721 8.33 -657 2-2 266 -928 -983 8.33 -853 UP8 c-3 132 -681 -721 8.33 -657 UP7 c-3 132 -681 -721 8.33 -657 UP9 2-2 266 -928 -983 8.33 -853 UP10 1-1 818 -900 -953 8.33 -553 UP12 b-1 161 -1923 -2037 8.33 -1958 UP11 b-1 161 -1923 -2037 8.33 -1958 UP14 b-2 232 -1923 -2037 8.33 -1923 UP13 b-2 232 -1923 -2037 8.33 -1923 UP16 2-1 526 -928 -983 8.33 -726 UP15 2-1 526 -928 -983 8.33 -726 U P 18 a-2 192 -786 -832 8.33 -738 U P 17 a-2 192 -786 -832 8.33 -738 UP20 a-1 312 -786 -832 8.33 -680 UP19 a-1 312 -786 -832 8.33 -680 -NR indicates that no hold-down is required because there is no net uplift. -No Selection indicates that uplift value is larger than available hold-down capacities defined in database. -PP indicates hold-down attached to a pre-manufactured shear wall panel. 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L W � � � � � � �� 3 0 -p � U � II � O y f0 m �� .�..� � � 7 N � a L Q n w ..'°. � Z O H H = � � I-I N v m C'7 v CO ., -.L I` ti W � Q Z H `4I 81 Z MhVS 541 Sb5 MhV6 � � � � ON L/�L I..L Exodus Engineering DESIGNED LWM JOB NO. 12-019 � �'�' PROJECT 7763-B Garage Model CHECKED SHT OF ��ti� SUBJECT DATE 10/19/2012 Seismic Loads Design code 2009 IBC(ASCE 7-05) Lateral force calculation method Equivalent Lateral Force Procedure Seismic data: Building occupancy category II. Standard Table 1-1 Importance factor I 1.00 Table 11.5-1 Soil site class D.Stiff soil profile Table 20-3-1 Response Spectral Acc. (0.2 sec)(SS) 1.30 Fig 22-1 through 22-14 Design Response Spectral Acc. (0.2 sec)(S S) 1.30 Fig 22-1 through 22-14 Response Spectral Acc. (1.0 sec)(S� ) 0.42 Fig 22-1 through 22-14 T� (sec) 8.00 Fig 22-15 through 22-20 Fa 1.00 Table 11.4-1 Fv 1.58 Table 11.4-2 Max. Considered earthquake acc.SMS 1.30 (11.4-1) Max. Considered earthquake acc.SM� 0.66 (11.4-2) Design spectral acc. at short period Sps 0.87 (11.4-3) Design spectral acc. at 1 s period Sp� 0.44 (11.4-4) Seismic design category based on short period D Table 11.6-1 Seismic design category based on 1 S period D Table 11.6-2 Is Si >0.75 False Sec 11.6 Project seismic design category D Seismic force resisting system 13. Light-framed walls sheathed with Table 12.2-1 wood structural panels rated for shear resistance or steel sheets Response modification coefficient R 6.50 Table 12.2-1 System overstrength coefficient f2o 3.00 Subtract 0.50 of Resistance Factor for flexible True diaphragms Approximate fundamental period parameters Ct= 0.02 x= 0.75 Table 12.8-2 Building height(ft) 9.42 Building period T=Ta (sec) 0.11 (12.8-7) Regular structure and 5 stories or less? True Maximum SSS =1.50 False Sec 12.8.1.3 Base Shear Adjustment Factor 1 Minimum CS 0.01 12.8.5 Seismic response coefficient CS 0.13 (12.8-2) Adjusted CS 0.13 Seismic load: V=Cs W= 0.13 W For allowable stress design 0.7 E=0.7* 0.13 =0.0933 W Page 19 of 44 www.structu ra Isoft.com Exodus Engineering DESIGNED LWM JOB NO. 12-019 � PROJECT 7763-B Garage Model CHECKED SHT OF �,��'��.� SUBJECT DATE 10/19/2012 Total effective weight(Ibs) =2805 Total seismic force(ASD)(Ibs) =262 Vertical seismic load distribution: Fx = Cvx V tI,',t'�z: C,,.� _ � (12.8-11) � tl;r�tk i=1 T = 0.11 K = 1.00 Sec 12.8.3 Floor Wx(Ibs) hx(ft) Wx*hx Ib.ft Wx`hx Fx(Ibs) sum(Wi�Hi) 1 st 2805 9.42 26414 1.0000 262 Sum(V�= 2805 Sum(W*Ih)= 26414 Diaphragm design force: a � F; ` �X 12.10.1 Fpa — rt LU px � �� r=x f�9in�€a�a�r� v�lue =t�.� S��Vt+px Sec 12.10.1 Pl�dr�'t t�excPe�l =�.?3 sv�4�l,�px Diaphragm seismic forces: Floor Sum(Fi)(Ibs) Sum(Wi)(Ibs) Wpx(Ibs) Sum(Fi) WpX Min.Value Max.Value Fpx(Ibs) Sum(Wi) 1st 262 2805 2805 262 486 972 486 Seismic force verification: Direction Base Seismic Forces(Ibs) Sum Wall % Masses Forces Point Total Forces Difference Sum of Sum point Total mass Seismic Seismic Seismic Base (Ibs) diaphragm mass factor force from Shear masses mass N-S 2805 0 2805 0.0933 262 0 262 262 0.008 E-W 2805 0 2805 0.0933 262 0 262 262 0.029 Page 20 of 44 www.stru ctu ra Is oft.co m Wind Loads Design Code: International Building Code 2009 Wind Standard: ASCE7-05(Method 2-All Heights) Wind Data Exposure g Enclosure Enclosed Building Category II Wind Speed 85 MPH Mean Roof Height 11.42 ft Importance Factor Iw 1 Hill Shape: No Topographic Obstructions Velocity Coefficient qZ 0.00256 K Z KZt Kd VZ I W (6-15) 2 Velocity Coefficient qh 0.00256 K h KZt Kd V I W (6-15) Directionality Factor Kd 0.85 Table 6-4 Gust Effect Factor G 0.85 6.5.8.1 Pressures for MWFRS p qGC p (6-17) F(i, 0.57 North/South C, : Windward Wall Cp 0.80 Leeward Wall Cp -0.50 (L/B) 0.45 East/West Cp : Windward Wall C,�, 0.80 Leeward Wall Cp -0.29 �us> 2.20 Wind Load Distribution (North/South) Elev.Z(ft) K Z K Zt qZ (ps� p(Wall-Windward) (ps� 0-15 0.57 1.00 9.04 6.14 p(Wall-Leeward)(psfl -3.84 p(Roof Windward)(psfl 0.00 p(Roof Leeward)(psf) -10.00 Page 21 of 44 www.structuralsoft.com � Wind Load Distribution (East/West) Elev.Z(ft) K Z KZt qZ (ps� p(Wall-Windward) (ps� 0-15 0.57 1.00 9.04 6.14 p(Wall-Leeward)(ps� -2.23 p(Roof Windward)(psfl 1.40 p(Roof Leeward)(psfl -8.60 Page 22 of 44 www.structuralsoft.com Shear line reactions and shear wall forces � Floor ID: 1st Shear Reaction(Ibs) Shear wall Shear wall forces(Ibs) R* Wall type line ID Seismic Wind �� Seismic Wind 1 119 923 1-1 119 923 6.50 Segmented 2 142 923 2-1 142 923 6.50 Segmented a 98 218 a-1 98 218 6.50 Segmented b 164 545 b-1 164 545 6.50 Segmented Page 23 of 44 www.structuralsoft.com � � �I�aU� a �I�au� a o v N N � '6 � 'O O1 U C U SC � � O � � O S N � tA � N � a � -o � �O `-' U �O `-' U 'd L � L � � U .m U ,m � y (n � � �' m a. a� a� c � � � n @ n @ N �p O N N �`p O N N '� L Q N ry L Q fn � �[ � N N N U � � C C U � � � � � � � � Q d � d � N a n �Q .� Q N � Q fq � U � � � � � n � n .n �. @ �. � a�i ° � o a�i ° � o � a N �° w a N �° U U .� .� N 'O Vl 'O .� � .� � _ � _ � � p� N � n N Q f=il � Q tLq r(Vi L C = C '� o 'Q � � �- C o d C o V � � O N � O N o �y � LL � � It d r � d � � � � N O D U � � � @ o � � o � N N W W p U L L.L y N L.L N 1� � {E � � �2 � N �� U � v U � N rn � rn � IC y f0 � Y L � L � a a� � a a� � C. c � a c O Z` � O Z` � N N � C � C � Y � Y G � U � C � U C �L E .L-.. '�. N � E .L... C: N V1 N L O> dU L O) �U C � N � C � � � :� :� Z � Z Z, f0 ffl � a m � m m � � N N C C y N Y N U <'7 U M � L C � p� L C � C H :� � H :� �+ �i L � L a� � W N m � G W L a ` Z L � (q f6 0 (A � o o� o rno � � a� L � � a' � d� �I o m � � o � � � L c c � O� ` V` v� i� d C.� u� tn _ � `I r � O O p t�6 � R p. a m a c� .� LL O Z J � � J � page Project:7763-B StruCalc Luke Moerke Location:FRONT PORCH BM � j Exodus Engineering Multi-Span Roof Beam of [2009 International Building Code(2005 NDS)] 5.51Nx7.51Nx6.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 10/21/2012 6:28:54 PM Section Adequate By:88.7% Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS ent r Live Load 0.03 IN U2178 Dead Load 0.02 in Total Load 0.05 IN U1422 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 855 Ib 855 Ib Dead Load 454 Ib 454 Ib Total Load 1309 Ib 1309 Ib Bearing Length 0.38 in 0.38 in BEAM DATA A _ __ ._ _ e rt _ � nt r Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft ROOF LOADING Cen r Roof Pitch 0 :12 Roof Live Load RLL= 30 psf Roof Duration Factor 1.15 Roof Dead Load RDL= 15 psf Notch Depth 0.00 Roof Tributary Width Side One TW1 = 8 ft MATERIAL PROPERTIES Roof Tributary Width Side Two TW2= 1.5 ft #2-Douglas-Fir-Larch Wall Load WALL= 0 plf Base Values Adiusted BEAM LOADING Center Bending Stress: Fb= 750 psi Fb'= 863 psi Cd=1.15 CF=1.00 Total Live Load 285 plf Total Dead Load(Adjusted for Roof Pitch) 143 plf Shear Stress: Fv= 170 psi Fv'= 196 psi geam Self Weight 9 pif Cd=1.15 Total Load 436 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E min= 470 ksi E min'= 470 ksi Comp.1 to Grain: Fc-1= 625 psi Fc-L'= 625 psi Controlling Moment: 1964 ft-Ib 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1309 Ib At right 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: 27.33 in3 51.56 in3 Area(Shear): 10.05 in2 41.25 in2 Moment of Inertia(deflection): 24.47 in4 193.36 in4 Moment: 1964 ft-Ib 3706 ft-Ib Shear: -13091b 53761b Page 25 of 44 Project:7763-B StruCalc page Luke Moerke / Location:GIRDER2 ;�, Exodus Engineering Multi-Loaded Multi-Span Beam ot [2009 International Building Code(2005 NDS)] 1.51Nx3.51Nx37.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 10/21/2012 6:28:54 PM Section Inadequate By:76416.6% LOADING DIAGRAM Controlling Factor:Deflection/Depth Required 42.29 In. DEFLECTIONS Center Live Load 952.52 IN UO Dead Load 482.16 in Total Load 1434.69 IN UO Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 2813 Ib 2813 Ib Dead Load 1428 Ib 1428 Ib Total Load 4240 Ib 4240 Ib Bearing Length 4.52 in 4.52 in _ BEAM DATA Center azs e - � Span Length 37.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 37.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 30 plf Notch Depth 0.00 Uniform Dead Load 15 plf MATERIAL PROPERTIES Beam Self Weight 1 plf #2-Douglas-Fir-Larch Total Uniform Load 46 plf Base Values Adiusted TRAPE201DAL LOADS-CENTER SPAN Bending Stress: Fb= 900 psi Fb'= 1350 psi Cd=1.00 CF=1.50 Load Number Qng Two Left Live Load 0 plf 240 plf Shear Stress: Fv= 180 psi Fv'= 180 psi Left Dead Load 0 plf 120 plf Cd=1.00 Right Live Load 240 plf 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Right Dead Load 120 plf 0 plf Min.Mod.of Elasticity: E min= 580 ksi E min'= 580 ksi Load StaR 0 ft 18.75 ft Comp.1 to Grain: Fc-L= 625 psi Fc-1'= 625 psi Load End 18.75 ft 37.5 ft Load Length 18.75 ft 18.75 ft Controlling Moment: 50298 ft-Ib 18.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 4240 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 Pr vi Section Modulus: 447.09 in3 3.06 in3 Area(Shear): 35.33 in2 5.25 in2 Moment of Inertia(deflection): 4100.81 in4 5.36 in4 Moment: 50298 ft-Ib 345 ft-Ib Shear: 42401b 6301b Page 26 of 44 page Project:7763-B StruCalc Luke Moerke Location:BR'G ROOF HDR Exodus Engineering 0/ Multi-Span Roof Beam [2009 International Building Code(2005 NDS)] (2)1.51Nx7251Nx5.OFT #2-Hem-Fir-Dry Use StruCalc Version 8.0.112.0 10/21/2012 628:54 PM Section Adequate By:21.1% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Cen r �OADING DIAGRAM Live Load 0.05 IN L/1174 Dead Load 0.03 in Total Load 0.08 IN L/778 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 1125 Ib 1125 Ib Dead Load 573 Ib 573 Ib Total Load 1698 Ib 1698 Ib Bearing Length 1.40 in 1.40 in BEAM DATA Center Span Length 5 ft -� Unbraced Length-Top 0 ft a - 5 tt -- Unbraced Length-Bottom 5 ft Roof Pitch 0 :12 Roof Duration Factor 1.15 ROOF LOADING enter Notch Depth 0.00 Roof Live Load RLL= 30 psf MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf #2-Hem-Fir Roof Tributary Width Side One TW1 = 15 ft Base Values A�sted Roof Tributary Width Side Two TW2= 0 ft Bending Stress: Fb= 850 psi Fb'= 1173 psi Wall Load WALL= 0 plf Cd=1.15 CF=1.20 BEAM LOADING nt r Shear Stress: Fv= 150 psi Fv'= 173 psi Total Live Load 450 plf Cd=1.15 Total Dead Load(Adjusted for Roof Pitch) 225 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi geam Self Weight 4 plf Min.Mod.of Elasticity: E min= 470 ksi E min'= 470 ksi Total Load 679 If Comp.1 to Grain: Fc-L= 405 psi Fc-1-'= 405 psi P Controlling Moment: 2122 ft-Ib 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1698 Ib At right 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: 21.71 in3 26.28 in3 Area(Shear): 14.76 in2 21.75 in2 Moment of Inertia(deflection): 22.03 in4 95.27 in4 Moment: 2122 ft-Ib 2569 ft-Ib Shear: -16981b 2501 Ib Page 27 of 44 ProjeCt:7763-B StruCalC page Luke Moerke tocation:GBL ROOF HDR ;� Exodus Engineering Multi-Span Roof Beam of [2009 International Building Code(2005 NDS)] (2)1.51Nx5.51Nx6.OFT #2-Hem-Fir-Dry Use StruCalc Version 8.0.112.0 10/21/2012 6:28:54 PM Section Adequate By:282.4% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.03 IN L/2226 Dead Load 0.02 in Total Load 0.05 IN L/1435 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 180 ib 180 Ib Dead Load 99 ib 99 Ib Total Load 279 ib 279 Ib Bearing Length 0.23 in 0.23 in BEAM DATA Center s� � Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft ROOF LOADING Center Roof Pitch 0 :12 Roof Live Load RLL= 30 psf Roof Duration Factor 1.15 Roof Dead Load RDL= 15 psf Notch Depth 0.00 Roof Tributary Width Side One TW1 = 2 ft MATERIAL PROPERTIES Roof Tributary Width Side Two TW2= 0 ft #2-Hem-Fir Wall Load WALL= 0 pif Base Values Adiusted BEAM LOADING Center Bending Stress: Fb= 850 psi Fb'= 1271 psi Total Live Load 60 pif Cd=1.15 CF=1.30 Total Dead Load(Adjusted for Roof Pitch) 30 plf Shear Stress: Fv= 150 psi Fv'= 173 psi Beam Self Weight 3 plf Cd=1.15 Total Load 93 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E min= 470 ksi E_min'= 470 ksi Comp.1 to Grain: Fc-1= 405 psi Fc-L'= 405 psi Controlling Moment: 419 ft-Ib 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -279 Ib At right 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 Provide Section Modulus: 3.96 in3 15.13 in3 Area(Shear): 2.43 in2 16.5 in2 Moment of Inertia(deflection): 5.22 in4 41.59 in4 Moment: 419 ft-Ib 1602 ft-Ib Shear: -2791b 18981b Page 28 of 44 Project:7763-B StruCalc page � Luke Moerke Location:GRG HDR Exodus Engineering Multi-Span Roof Beam ot [2009 International Building Code(2005 NDS)] 3.51Nx 11.251Nx9.25 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 10/21/2012 6:28:54 PM Section Adequate By:356.3% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.02 IN L/4976 Dead Load 0.01 in Total Load 0.04 IN L/3120 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 416 Ib 416 Ib Dead Load 248 Ib 248 Ib Total Load 664 Ib 664 Ib Bearing Length 0.30 in 0.30 in -- BEAM DATA Center A _ _ e.zs n � Span Length 9.25 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.25 ft ROOF LOADING Center Roof Pitch 0 :12 Roof Live Load RLL= 30 psf Roof Duration Factor 1.15 Roof Dead Load RDL = 15 psf Notch Depth 0.00 Roof Tributary Width Side One TW1 = 2 ft MATERIAL PROPERTIES Roof Tributary Width Side Two TW2= 1 ft #2-Douglas-Fir-Larch Wall Load WALL= 0 plf Base Values Adjusted BEAM LOADING Center Bending Stress: Fb= 900 psi Fb'= 1139 psi Total Live Load 90 plf Cd=1.15 CF=1.10 Total Dead Load(Adjusted for Roof Pitch) 45 plf Shear Stress: Fv= 180 psi Fv'= 207 psi geam Self Weight 9 plf Cd=1.15 Total Load 144 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E min= 580 ksi E min'= 580 ksi Comp.1 to Grain: Fc--L= 625 psi Fc-L'= 625 psi Controlling Moment: 1535 ft-Ib 4.62 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controliing Shear: -664 Ib 9.0 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 Pr vi Section Modulus: 16.18 in3 73.83 in3 Area(Shear): 4.81 in2 39.38 in2 Moment of Inertia(deflection): 23.96 in4 415.28 in4 Moment: 1535 ft-Ib 7004 ft-Ib Shear: -6641b 54341b Page 29 of 44 ProjeCt:7763-B StruCalC page Luke Moerke 'Location:GRG MULTI JST i Exodus Engineering Combination Roof And Floor Beam of [2009 International Building Code(2005 NDS)] (3)1.51Nx11.251Nx12.OFT #2-Hem-Fir-Dry Use StruCalc Version 8.0.112.0 10/21/2012 6:28:55 PM Section Adequate By:39.0% Controlling Factor:Moment CAUTIONS 'Laminations are to be fully connected to provide uniform transfer of loads to all members DEFIECTIONS Center LOADING DIAGRAM Live Load 0.11 IN U1260 Dead Load 0.12 in Total Load 0.24 IN L/603 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1020 Ib 1020 Ib Dead Load 1113 Ib 1113 Ib Total Load 2133 Ib 2133 Ib Bearing Length 1.17 in 1.17 in BEAM DATA Center Span Length 12 ft Unbraced Length-Top 0 ft A- - - �zn � Roof Pitch 0 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 ROOF LOADING Notch Depth 0.00 i e 1 Side 2 MATERIAL PROPERTIES Roof Live Load RLL= 30 psf 25 psf #2-Hem-Fir Roof Dead Load RDL= 15 psf 15 psf Base Values Adiusted Roof Tributary Width RTW= 5 ft 0 ft Bending Stress: Fb= 850 psi Fb'= 1124 psi Cd=1.15 CF=1.00 Cr=1.15 FLOOR LOADING Shear Stress: Fv= 150 psi Fv'= 173 psi Side 1 Side 2 Cd=1.15 Floor Live Load FLL= 40 psf 40 psf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Floor Dead Load FDL= 10 psf 15 psf Min.Mod.of Elasticity: E min= 470 ksi E min'= 470 ksi Floor Tributary Width FTW= 0.5 ft 0 ft Comp.L to Grain: Fc-l= 405 psi Fc-1'= 405 psi Wall Load WALL= 96 plf Controlling Moment: 6398 ft-Ib BEAM LOADING 6.0 ft from left support Roof Uniform Live Load: wL-roof= 150 plf Created by combining all dead and live loads. Roof Uniform Dead Load: wD-roof= 75 plf Controlling Shear: 2133 Ib Floor Uniform Live Load: wL-floor= 20 plf At support. Floor Uniform Dead Load: wD-floor= 5 plf Created by combining all dead and live loads. Beam Self Weight: BSW= 9 plf Combined Uniform Live Load: wL= 170 plf Comparisons with required sections: Rea'd Provided Combined Uniform Dead Load: wD= 185 plf Combined Uniform Total Load: wT= 355 plf Section Modulus: 68.3 in3 94.92 in3 Controlling Total Design Load: wT-cont= 355 plf Area(Shear): 18.54 in2 50.63 in2 Moment of Inertia(deflection): 212.57 in4 533.94 in4 Moment: 6398 ft-Ib 8892 ft-Ib Shear: 21331b 58221b Page 30 of 44 page Project:7763-B StruCalc Luke Moerke Location:GIRDER BR'G ;i Exodus En3ineering o/ Column [2009 International Building Code(2005 NDS)] (3)1.51Nx5.51Nx9.0 FT Stud-Hem-Fir-Dry Use StruCalc Version 8.0.112.0 10/21/2012 6:28:55 PM Section Adequate By:41.9% CAUTIONS *Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 5800 Ib Dead Load: Vert-DL-Rxn= 2742 Ib Total Load: VeR-TL-Rxn= 8542 Ib ; COLUMN DATA '--�° Total Column Length: 9 ft B Unbraced Length(X-Axis)Lx: 9 ft Unbraced Length(Y-Axis)Ly: 0 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES Stud-Hem-Fir I Base Values Adiusted � Compressive Stress: Fc= 800 psi Fc'= 594 psi �', Cd=1.00 Cp=0.74 I Bending Stress(X-X Axis): Fbx= 675 psi Fbx'= 776 psi ' Cd=1.00 CF=1.00 Cr-1.15 9� Bending Stress(Y-Y Axis): Fby= 675 psi Fby'= 776 psi Cd=1.00 CF=1.00 Cr-1.15 Modulus of Elasticity: E= 1200 ksi E'= 1200 ksi Min.Mod.of Elasticity: E_min= 440 ksi E_min'= 440 ksi ' Column Section(X-X Axis): dx= 5.5 in ' Column Section(Y-Y Axis): dy= 4.5 in ' Area: A= 2475 in2 I, Section Modulus(X-X Axis): Sx= 22.69 in3 ' Section Modulus(Y-Y Axis): Sy= 6.19 in3 Slenderness Ratio: Lex/dx= 19.64 A Ley/dy= 0 Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Total Load Only(L+D) Live Load: PL= 5800 Ib Actual Compressive Stress: Fc= 345 psi Dead Load: PD= 2700 Ib Allowable Compressive Stress: Fc'= 594 psi Column Self Weight: CSW= 42 Ib Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-Ib Total Load: PT= 8542 Ib Eccentricity Moment(Y-Y Auis): My-ey= 0 ft-Ib Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-Ib Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-Ib Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 776 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 776 psi Combined Stress Factor: CSF= 0.58 Page 31 of 44 Project:7763-B StruCalC page . � Luke Moerke �Location:BR'G ROOF/FLR HDR � Exodus Engineering Combination Roof And Floor Beam ot [2009 International Building Code(2005 NDS)] 3.51Nx9.251Nx5.OFT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 10/21/2012 6:28:55 PM Section Adequate By: 17.4% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.04 IN L/1695 Dead Load 0.02 in Total Load 0.05 IN U1119 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2325 Ib 2325 Ib Dead Load 1195 Ib 1195 Ib Total Load 3520 Ib 3520 Ib Bearing Length 1.61 in 1.61 in . BEAM DATA �enter A s ft � Span Length 5 ft Unbraced Length-Top 0 ft Roof Pitch 0 :12 ROOF LOADING Floor Duration Factor 1.00 Side 1 Side 2 Roof Duration Factor 1.15 Roof Live Load RLL= 30 psf 30 psf Notch Depth 0.00 Roof Dead Load RDL= 15 psf 15 psf MATERIAL PROPERTIES Roof Tributary Width RTW= 17.5 ft 1.5 ft #2-Douglas-Fir-Larch Base Values Adiusted FLOOR LOADING Bending Stress: Fb= 900 psi Fb'= 1242 psi Side 1 Side 2 Cd=1.15 CF=1.20 Floor Live Load FLL= 40 psf 40 psf Shear Stress: Fv= 180 psi Fv'= 207 psi Floor Dead Load FDL= 10 psf 15 psf Cd=1.15 Floor Tributary Width FTW= 9 ft 0 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Wall Load WALL= 96 plf Min.Mod.of Elasticity: E min= 580 ksi E min'= 580 ksi gEAM LOADING Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Roof Uniform Live Load: wL-roof= 570 pif Controlling Moment: 4400 ft-Ib Roof Uniform Dead Load: wD-roof= 285 pif 2.5 ft from left support Floor Uniform Live Load: wL-floor= 360 plf Floor Uniform Dead Load: wD-floor= 90 plf Created by combining all dead and live loads. Beam Self Weight: BSW= 7 plf Controlling Shear: 3520 Ib Combined Uniform Live Load: wL= 930 plf At support. Combined Uniform Dead Load: wD= 478 plf Created by combining all dead and live loads. Combined Uniform Total Load: wT= 1408 plf Controlling Total Design Load: wT-cont= 1408 plf Comparisons with required sections: Rea'd Provid Section Modulus: 42.51 in3 49.91 in3 Area(Shear): 25.51 in2 32.38 in2 Moment of Inertia(deflection): 49.49 in4 230.84 in4 Moment: 4400 ft-Ib 5166 ft-Ib Shear: 35201b 44681b Page 32 of 44 page Project:7763-B StruCalc Luke Moerke • Location:HALL BM1 � Exodus Engineering o/ Multi-Loaded Multi-Span Beam [2009 International Building Code(2005 NDS)] 3.1251Nx12.01Nx7.5FT 24F-V4-Visually Graded Westem Species-Dry Use StruCalc Version 8.0.112.0 10/21/2012 6:28:55 PM Section Adequate By:83.5% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS en r Live Load 0.07 IN U1330 Dead Load 0.02 in Total Load 0.09 IN U992 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B � z Live Load 2448 Ib 1682 Ib � Dead Load 809 Ib 583 Ib Total Load 3258 Ib 2264 Ib Bearing Length 1.60 in 1.11 in BEAM DATA Cen r - ___ _ __ zsn _ _ _ _ Q B Span Length 7.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 7.5 ft UNIFORM LOADS en er Live Load Duration Factor 1.00 Uniform Live Load 80 pif Camber Adj.Factor 1 Uniform Dead Load 20 pif Camber Required 0.02 Beam Self Weight 8 pif Notch Depth 0.00 Total Uniform Load 108 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Two Base Values Adiusted Live Load 1992 Ib 1538 Ib Bending Stress: Fb= 2400 psi Controlled by. Dead Load 555 Ib 626 Ib Fb cmpr= 1850 psi Fb'= 2400 psi Location 2.5 ft 3.5 ft Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E min= 930 ksi E_min'= 930 ksi Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 8176 ft-Ib 3.45 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3258 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 Provid Section Modulus: 40.88 in3 75 in3 Area(Shear): 18.44 in2 37.5 in2 Moment of Inertia(deflection): 121.84 in4 450 in4 Moment: 8176 ft-Ib 15000 ft-Ib Shear: 32581b 66251b Page 33 of 44 Project:7763-B StruCalc Pa9e • Luke Moerke / Location:HALL BM2 na� � Exodus Engineering Multi-Loaded Multi-Span Beam ot [2009 International Building Code(2005 NDS)] 3.1251Nx9.01Nx3.75FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.112.0 10/21/2012 6:28:55 PM Section Adequate By: 140.4% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.01 IN U4912 Dead Load 0.00 in Total Load 0.01 IN L/3826 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 t REACTIONS A B Live Load 1611 Ib 681 Ib Dead Load 456 Ib 197 Ib Total Load 2067 Ib 878 Ib Bearing Length 1.02 in 0.43 in BEAM DATA enter A —_ _ _ __ _ _ s.�sn _ - Span Length 3.75 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.75 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 80 plf Camber Adj.Factor 1 Uniform Dead Load 20 plf Camber Required 0 Beam Self Weight 6 plf Notch Depth 0.00 Total Uniform Load 106 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adiusted Live Load 1992 Ib Bending Stress: Fb= 2400 psi Controlled by: Dead Load 555 Ib Fb_cmpr= 1850 psi Fb'= 2400 psi Location 1 ft Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E min= 930 ksi E min'= 930 ksi Comp.1 to Grain: Fc-L= 650 psi Fc-1'= 650 psi Controlling Moment: 2006 ft-Ib 1.01 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2067 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: 10.03 in3 42.19 in3 Area(Shear): 11.7 in2 28.13 in2 Moment of inertia(deflection): 13.91 in4 189.84 in4 Moment: 2006 ft-Ib 8438 ft-Ib Shear: 20671b 49691b Page 34 of 44 page Project:7763-B StruCalc Luke Moerke . Location:NOOK BMS � Exodus Engineering o/ � Multi-Loaded Multi-Span Beam [2009 Intemational Building Code(2005 NDS)] 3.1251Nx12.01Nx14.OFT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.112.0 10/21/2012 6:28:55 PM Section Adequate By:57.9% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.30 IN L/568 Dead Load 0.08 in Total Load 0.38 IN L/444 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2168 Ib 1992 Ib Dead Load 599 Ib 555 Ib Total Load 2766 Ib 2547 Ib Bearing Length 1.36 in 1.25 in BEAM DATA Center ` _ ____ _ _�a� _ _ g Span Length 14 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 14 ft UNIFORM LOADS ter Live Load Duration Factor 1.00 Uniform Live Load 0 plf Camber Adj.Factor 1 Uniform Dead Load 0 plf Camber Required 0.08 Beam Self Weight 8 plf Notch Depth 0.00 Total Uniform Load 8 plf MATERIAL PROPERTIES TRAPE201DAL LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Base Values Adiusted Load Number ne Two Left Live Load 400 plf 200 plf Bending Stress: Fb= 2400 psi Controlled by: Left Dead Load 100 plf 50 pif Fb_cmpr= 1850 psi Fb'= 2400 psi Right Live Load 80 plf 200 plf Cd=1.00 Right Dead Load 20 plf 50 plf Shear Stress: Fv= 265 psi Fv'= 265 psi �oad Start 0 ft 10 ft Cd=1.00 Load End 14 ft 14 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Length 14 ft 4 ft Min.Mod.of Elasticity: E min= 930 ksi E min'= 930 ksi Comp.1 to Grain: Fc-L= 650 psi Fc-1'= 650 psi Controlling Moment: 8562 ft-Ib 6.72 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2766 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: 42.81 in3 75 in3 Area(Shear): 15.66 in2 37.5 in2 Moment of Inertia(deflection): 285.04 in4 450 in4 Moment: 8562 ft-Ib 15000 ft-Ib Shear: 27661b 66251b Page 35 of 44 page Project:7763-B StruCalc �. Luke Moerke / Location:TYP UPPER FLR JST 12 O.C. ,i Exodus Engineering Floor Joist of [2009 International Building Code(2005 NDS)] 1.51Nx11.251Nx19.25FT @120.C. #2-Hem-Fir-Dry Use StruCalc Version 8.0.112.0 10/21/2012 6:28:55 PM Section Adequate By:20.2% LOADING DIAGRAM Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.40 IN U577 Dead Load 0.13 in Total Load 0.53 IN L/433 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 289 Ib 289 Ib Dead Load 96 Ib 96 Ib Total Load 385 Ib 385 Ib Bearing Length 0.63 in 0.63 in BEAM DATA Center -- - �s.2se B Span Length 19.25 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft JOIST LOADING Floor sheathing applied to top ofjoists-top ofjoists fully braced. Uniform Floor Loading Center Floor Duration Factor 1.00 Live Load LL= 30 psf MATERIAL PROPERTIES Dead Load DL= 10 psf #2-Hem-Fir Total Load TL= 40 psf Base Values Adjusted TL Adj.For Joist Spacing wT= 40 plf Bending Stress: Fb= 850 psi Fb'= 978 psi Cd=1.00 CF=1.00 Cr-1.15 Shear Stress: Fv= 150 psi Fv'= 150 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E min= 470 ksi E min'= 470 ksi Comp.-1-to Grain: Fc-l= 405 psi Fc-L'= 405 psi Controlling Moment: 1853 ft-Ib 9.62 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -385 Ib 19.0 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: 22.75 in3 31.64 in3 Area(Shear): 3.85 in2 16.88 in2 Moment of Inertia(deflection): 148.13 in4 177.98 in4 Moment: 1853 ft-Ib 2577 ft-Ib Shear: -3851b 16881b Page 36 of 44 page Project:7763-B StruCalc Luke Moerke Location:TYP UPPER FLR JST 16 O.C. ,�: Exodus Engineering o/ Floor Joist [2009 International Building Code(2005 NDS)] 1.5 IN x 11.25 IN x 15.75 FT @ 16 O.C. #2-Hem-Fir-Dry Use StruCalc Version 8.0.112.0 10/21/2012 6:28:55 PM Section Adequate By:23.4% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS �enter Live Load 0.32 IN U592 Dead Load 0.08 in Total Load 0.40 IN U474 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 420 Ib 420 Ib Dead Load 105 Ib 105 Ib Total Load 525 Ib 525 Ib Bearing Length 0.86 in 0.86 in - - �s.�s n A Center _ _ � Span Length 15.75 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft JOIST LOADING Floor sheathing applied to top of joists-top of joists fully braced. Uniform Floor Loading C n er Floor Duration Factor 1.00 Live Load LL= 40 psf MATERIAL PROPERTIES Dead Load DL= 10 psf #2-Hem-Fir Total Load TL= 50 psf Base Values Adjusted TL Adj.For Joist Spacing wT= 66.7 plf Bending Stress: Fb= 850 psi Fb'= 978 psi Cd=1.00 CF=1.00 Cr-1.15 Shear Stress: Fv= 150 psi Fv'= 150 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E min= 470 ksi E min'= 470 ksi Comp.-�-to Grain: Fc-L= 405 psi Fc-L'= 405 psi Controlling Moment: 2067 ft-Ib 7.88 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 525 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: 25.38 in3 31.64 in3 Area(Shear): 5.25 in2 16.88 in2 Moment of Inertia(deflection): 144.23 in4 177.98 in4 Moment: 2067 ft-Ib 2577 ft-Ib Shear: 5251b 16881b Page 37 of 44 page Project:7763-B StruCalc Luke Moerke Location:FOYER BM LEFT �A� �, Exodus Engineering Multi-Span Floor Beam ot [2009 International Building Code(2005 NDS)] 5.51Nx12.01Nx16.OFT 24F-V4-Visually Graded Western Species-Dry Use StruCalC Version 8.0.112.0 10/21/2012 6:28:55 PM Section Adequate By:71.9% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.31 IN L/619 Dead Load 0.13 in Total Load 0.44 IN L/432 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:Ll240 REACTIONS A B Live Load 2400 Ib 2400 Ib Dead Load 1034 Ib 1034 Ib Total Load 3434 Ib 3434 Ib Bearing Length 0.96 in 0.96 in BEAM DATA Center A �6h Span Length 16 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft FLOOR LOADING Center Floor Duration Factor 1.00 Floor Live Load FLL= 40 psf Camber Adj.Factor 1 Floor Dead Load FDL= 10 psf Camber Required 0.13 Floor Tributary Width Side One TW1 = 7.5 ft Notch Depth 0.00 Floor Tributary Width Side Two TW2= 0 ft MATERIAL PROPERTIES Wall Load WALL= 40 plf 24F-V4-Visually Graded Western Species BEAM LOADING Center Base Values Adiusted Reduced Floor Live Load 40 psf Bending Stress: Fb= 2400 psi Controlled by. Total Live Load 300 plf Fb cmpr= 1850 psi Fb'= 2400 psi Total Dead Load 115 plf Cd=1.00 Beam Self Weight 14 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Total Load 429 plf Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E min= 930 ksi E_min'= 930 ksi Comp.1 to Grain: Fc-L= 650 psi Fc-1'= 650 psi Controlling Moment: 13738 ft-Ib 8.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3434 Ib At right 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 Pr vid Section Modulus: 68.69 in3 132 in3 Area(Shear): 19.44 in2 66 in2 Moment of Inertia(deflection): 460.73 in4 792 in4 Moment: 13738 ft-Ib 26400 ft-Ib Shear: -34341b 116601b Page 38 of 44 page Project:7763-B StruCalc ,;;� Luke Moerke Location:UPPER FLR MULTI JST � �, Exodus Engineering Multi-Loaded Multi-Span Beam of [2009 International Building Code(2005 NDS)] (2)1.51Nx11.251Nx13.OFT(7+6) #2-Hem-Fir-Dry Use StruCalc Version 8.0.112.0 10/21/2012 6:28:55 PM Section Adequate By: 108.4% Controlling Factor:Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS g enter �OADING DIAGRAM Live Load 0.03 IN L/3076 -0.01 IN L/7593 Dead Load 0.01 in 0.00 in Total Load 0.03 IN L/2497 -0.01 IN L/7012 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B C Live Load 1150 Ib 2028 Ib 269 Ib Dead Load 294 Ib 558 Ib 35 Ib Total Load 1443 Ib 2586 Ib 304 Ib Uplift(1.5 F.S) 0 Ib 0 Ib -160 Ib Bearing Length 1.19 in 2.13 in 0.25 in BEAM DATA Left Center Span Length 7 ft 6 ft _ �ft_ � s e � Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 7 ft 6 ft Live Load Duration Factor 1.00 UNIFORM LOADS Left enter Notch Depth 0.00 Uniform Live Load 40 pif 40 plf MATERIAL PROPERTIES Uniform Dead Load 10 plf 10 plf #2-Hem-Fir Beam Self Weight 6 plf 6 plf Base Values Adjusted Total Uniform Load 56 pif 56 plf Bending Stress: Fb= 850 psi Fb'= 850 psi TRAPEZOIDAL LOADS-LEFT SPAN Cd=1.00 CF=1.00 Load Number One Shear Stress: Fv= 150 psi Fv'= 150 psi Left Live Load 400 plf Cd=1.00 Left Dead Load 100 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Right Live Load 200 plf Min.Mod.of Elasticity: E min= 470 ksi E min'= 470 ksi Right Dead Load 50 plf Comp.1 to Grain: Fc--i-= 405 psi Fc-1'= 405 psi Load Start 0 ft Load End 7 ft Controliing Moment: 1992 ft-Ib Load Length 7 ft 2.87 Ft from left support of span 1 (Left Span) CENTER SPAN Created by combining all dead loads and live loads on span(s)1 Load Number One Controlling Shear: -1619 Ib Left Live Load 200 plf At right support of span 1 (Left Span) Left Dead Load 50 plf Created by combining all dead loads and live loads on span(s)1,2 Right Live Load 0 plf Right Dead Load 0 plf Comparisons with required sections: Rea'd Provi Load Start 0 ft Section Modulus: 28.12 in3 63.28 in3 Load End 6 ft Area(Shear): 16.19 in2 33.75 in2 Load Length 6 ft Moment of IneRia(deflection): 41.66 in4 355.96 in4 Moment: 1992 ft-Ib 4482 ft-Ib Shear: -16191b 33751b Page 39 of 44 Project:7763-B StruCalc page �� Luke Moerke Location:GRG GIRDER COL „,�, Exodus Engineering Column of [2009 International Building Code(2005 NDS)] 3.125x6.Ox10.OFT 24F-V8-Visually Graded Western Species-Dry Use StruCalc Version 8.0.112.0 10/21/2012 6:28:55 PM Section Adequate By:66.1% LOADING DIAGRAM VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 7329 Ib Dead Load: Vert-DL-Rxn= 4427 Ib Total Load: Vert-TL-Rxn= 11756 Ib B COLUMN DATA , Total Column Length: 10 ft Unbraced Length(X-Axis)Lx: 5 ft Unbraced Length(Y-Axis)Ly: 5 ft ' Column End Condtion-K(e): 1 ' Axial Load Duration Factor 1.00 ' ,i COLUMN PROPERTIES ' 24F-V8-Visually Graded Westem Species ' Base Values Adiusted � Compressive Stress: Fc= 1650 psi Fc'= NaN psi Cd=1.00 �o n Bending Stress(X-X Axis): Fbx= 0 psi Fbx'= 2400 psi ' Cd=1.00 ' Bending Stress(Y-Y Axis): Fby= 1450 psi Fby'= 1552 psi Cd=1.00 Ch1.07 I Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi I Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi ' Column Section(X-X Axis): dx= 6 in ', Column Section(Y-Y Axis): dy= 3.13 in ' Area: A= 18.75 in2 Section Modulus(X-X Axis): Sx= 18.75 in3 A Section Modulus(Y-Y Axis): Sy= 9.77 in3 Slenderness Ratio: Lex/dx= 10 Ley/dy= 19.2 AXIAL LOADING Live Load: PL= 7329 Ib Column Calculations(Controlling Case Only): Dead Load: PD= 4386 Ib Controlling Load Case:Axial Total Load Only(L+D) Column Self Weight: CSW= 41 Ib Actual Compressive Stress: Fc= 627 psi Total Load: PT= 11756 Ib Allowable Compressive Stress: Fc'= NaN psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-Ib Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-Ib Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-Ib Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-Ib Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 2400 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1552 psi Combined Stress Factor: CSF= 0.34 Page 40 of 44 page '� Project:7763-B StruCalc Luke Moerke Location:FOYER BM RIGHT �, Exodus Engineering o/ Multi-Span Floor Beam [2009 International Building Code(2005 NDS)] 3.1251Nx12.01Nx10.25FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.112.0 10/21/2012 6:28:55 PM Section Adequate By:169.9% LOADING DIAGRAM Controlling Factor:Moment pEFLECTIONS enter Live Load 0.09 IN L/1337 Dead Load 0.04 in Total Load 0.13 IN U948 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1538 Ib 1538 Ib Dead Load 631 Ib 631 Ib Total Load 2169 Ib 2169 Ib Bearing Length 1.07 in 1.07 in , BEAM DATA Center A- _ __ ___ _ _ _ +o.25n _ � Span Length 10.25 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10.25 ft FLOOR LOADING n er Floor Duration Factor 1.00 Floor Live Load FLL= 40 psf Camber Adj.Factor 1 Floor Dead Load FDL= 10 psf Camber Required 0.04 Floor Tributary Width Side One TW1 = 7.5 ft Notch Depth 0.00 Floor Tributary Width Side Two TW2= 0 ft MATERIAL PROPERTIES Wall Load WALL= 40 plf 24F-V4-Visually Graded Western Species BEAM LOADING Center Base Values Adjusted Reduced Floor Live Load 40 psf Bending Stress: Fb= 2400 psi Controlled by: Total Live Load 300 plf Fb_cmpr= 1850 psi Fb'= 2400 psi Total Dead Load 115 plf Cd=1.00 Beam Self Weight 8 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Total Load 423 plf Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E min= 930 ksi E min'= 930 ksi Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 5557 ft-Ib 5.12 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2169 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 Comparisons with required sections: Rea'd Provi Section Modulus: 27.78 in3 75 in3 Area(Shear): 12.27 in2 37.5 in2 Moment of Inertia(deflection): 121.13 in4 450 in4 Moment: 5557 ft-Ib 15000 ft-Ib Shear: -21691b 66251b Page 41 of 44 . . Project:7763-B StruCalc Luke Moerke Page Location: 1ST FLR TYP BRG BM �,� Exodus Engineering Multi-Span Floor Beam of [2009 International Building Code(2005 NDS)] 3.51Nx7.251Nx11.OFT(4.8+4.8+1.5) #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 10/21/2012 6:28:55 PM Section Adequate By:9.7% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Left Center Riaht Live Load 0.03 IN L/1710 0.03 IN L/1853 -0.03 IN 2U1084 Dead Load 0.01 in 0.00 in 0.00 in Total Load 0.04 IN L/1384 0.03 IN U1650 -0.03 IN 2U1054 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B C� Live Load 1453 ib 4038 Ib 2634 Ib Dead Load 479 Ib 1454 Ib 932 Ib Total Load 1933 Ib 5492 Ib 3566 Ib Bearing Length 0.88 in 2.51 in 1.63 in �"° ' BEAM DATA Left Center Ripht a.�s n - B - - a.�s e +.e n I Span Length 4.75 ft 4.75 ft 1.5 ft Unbraced Length-Top 0 ft 0 ft 0 ft Unbraced Length-Bottom 4.75 ft 4.75 ft 1.5 ft FLOOR LOADING L�ft Center Riaht Floor Duration Factor 1.00 Floor Live Load FLL= 40 psf 40 psf 40 psf Notch Depth 0.00 Floor Dead Load FDL= 15 psf 15 psf 15 psf MATERIAL PROPERTIES Floor Tributary Width Side One TW1 = 10 ft 10 ft 10 ft #2-Douglas-Fir-Larch Floor Tributary Width Side Two TW2= 7 ft 7 ft 7 ft Base Values Adiusted Wall Load WALL= 0 plf 0 pif 0 plf Bending Stress: Fb= 900 psi Fb'= 1163 psi gEAM LOADING Left Center Ri4ht Cd=1.00 C1=0.99 CF=1.30 Reduced Floor Live Load 40 psf 40 psf 40 psf Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Total Live Load 680 pif 680 pif 680 pif Total Dead Load 255 pif 255 pif 255 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi geam Self Weight 6 plf 6 plf 6 plf Min.Mod.of Elasticity: E min= 580 ksi E min'= 580 ksi Total Load 941 plf 941 pif 941 plf Comp.1 to Grain: Fc-l= 625 psi Fc-L'= 625 psi Controlling Moment: -2579 ft-Ib Over right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s)1,2 Controlling Shear: -2777 Ib 5.0 Ft from left support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections: Rea'd Provided Section Modulus: 26.62 in3 30.66 in3 Area(Shear): 23.14 in2 25.38 in2 Moment of Inertia(deflection): 36.89 in4 111.15 in4 Moment: -2579 ft-Ib 2971 ft-Ib Shear: -27;7 1b 3045 1b Page 42 of 44 . . page`�' Project:7763-B StruCalc z Luke Moerke . Location:1ST FLR DBL JST �, Exodus Engineering o/ Multi-Loaded Multi-Span Beam [2009 International Building Code(2005 NDS)] (2)1.51Nx9.251Nx20.OFT(10+10) #2-Hem-Fir-Dry Use StruCalc Version 8.0.112.0 10/21/2012 6:28:55 PM Section Adequate By:51.9% Controlling Factor:Moment CAUTIONS 'Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS en er Riaht LOADING DIAGRAM Live Load 0.05 IN L/2486 0.11 IN L/1072 Dead Load 0.00 in 0.02 in Total Load 0.05 IN U2359 0.14 IN L/879 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B C Live Load 282 Ib 1590 Ib 890 Ib Dead Load 62 Ib 462 Ib 229 Ib Total Load 344 Ib 2052 Ib 1119 Ib Uptift(1.5 F.S) -68 Ib 0 Ib 0 Ib Bearing Length 0.28 in 1.69 in 0.92 in BEAM DATA Center Riqht Span Length 10 ft 10 ft -_ _�o tt _ _ B- _ _ �o tt _ � Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 10 ft 10 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Riaht Notch Depth 0.00 Uniform Live Load 0 plf 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 0 plf #2-Hem-Fir Beam Self Weight 5 plf 5 plf Base Values Adjusted Total Uniform Load 5 plf 5 plf Bending Stress: Fb= 850 psi Fb'= 935 psi TRePEZOIDAL LOADS-CENTER SPAN Cd=1.00 CF=1.10 Load Number One Shear Stress: Fv= 150 psi Fv'= 150 psi Left Live Load 40 plf Cd=1.00 Left Dead Load 10 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Right Live Load 120 plf Min.Mo1d.of Elasticity: E_m�= 470 ksi E_m1,= 470 ksi Right Dead Load 30 plf Comp. to Grain: Fc- 405 psi Fc- 405 psi Load Start 0 ft Load End 10 ft Controlling Moment: 2195 ft-Ib Load Length 10 ft 5.9 Ft from left support of span 3(Right Span) RIGHT SPAN Created by combining all dead loads and live loads on span(s)3 Load Number One Controliing Shear: 1234 Ib Left Live Load 120 plf At left support of span 3(Right Span) Left Dead Load 30 plf Created by combining all dead loads and live loads on span(s)2,3 Right Live Load 240 pif Right Dead Load 60 plf Comparisons with required sections: Rea'd Provided Load Start 0 ft Section Modulus: 28.17 in3 42.78 in3 Load End 10 ft Area(Shear): 12.34 in2 27.75 in2 Load Length 10 ft Moment of Inertia(deflection): 66.44 in4 197.86 in4 Moment: 2195 ft-Ib 3333 ft-Ib Shear: 12341b 27751b Page 43 of 44 Prbj ct:7763-B StruCalc Luke Moerke Page Location:NOOK SHELF BM :� Exodus Engineering Combination Roof And Floor Beam of [2009 Intemational Building Code(2005 NDS)] 5.5 IN x 9.5 IN x 9.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.112.0 10/21/2012 6:28:55 PM Section Adequate By:39.9% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.07 IN L/1466 Dead Load 0.07 in Total Load 0.14 IN L/763 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1148 Ib 1148 Ib Dead Load 1057 Ib 1057 Ib Total Load 2204 Ib 2204 Ib Bearing Length 0.64 in 0.64 in BEAM DATA Center 9 ft B Span Length 9 ft Unbraced Length-Top 0 ft Roof Pitch 0 :12 ROOF LOADING Floor Duration Factor 1.00 Side 1 Side 2 Roof Duration Factor 1.15 Roof Live Load RLL= 30 psf 30 psf Notch Depth 0.00 Roof Dead Load RDL= 15 psf 15 psf MATERIAL PROPERTIES Roof Tributary Width RTW= 7 ft 1.5 ft #2-Douglas-Fir-Larch Base Values Adjusted FLOOR LOADING Bending Stress: Fb= 875 psi Fb'= 1006 psi Side 1 Side 2 Cd=1.15 CF=1.00 Floor Live Load FLL= 40 psf 0 psf Shear Stress: Fv= 170 psi Fv'= 196 psi Floor Dead Load FDL= 10 psf 0 psf Cd=1.15 Floor Tributary Width FTW= 0 ft 0 ft Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Wall Load WALL= 96 plf Min.Mod.of Elasticity: E min= 470 ksi E_min'= 470 ksi gEAM LOADING Comp.1 to Grain: Fc-1= 625 psi Fc-L'= 625 psi Roof Uniform Live Load: wL-roof= 255 plf Roof Uniform Dead Load: wD-roof= 128 plf Controlling Moment: 4959 ft-Ib Floor Uniform Live Load: wL-floor= 0 plf 4.5 ft from left support Floor Uniform Dead Load: wD-floor= 0 plf Created by combining all dead and live loads. Beam Self Weight: BSW= 11 plf Controlling Shear: -2204 Ib Combined Uniform Live Load: wL= 255 plf At support. Combined Uniform Dead Load: wD= 235 plf Created by combining all dead and live loads. Combined Uniform Total Load: wT= 490 plf Controlling Total Design Load: wT-cont= 490 plf Comparisons with required sections: Rea'd Provided Section Modulus: 59.14 in3 82.73 in3 Area(Shear): 16.91 in2 52.25 in2 Moment of Inertia(deflection): 123.59 in4 392.96 in4 Moment: 4959 ft-Ib 6937 ft-Ib Shear: -22041b 68101b Page 44 of 44