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7714A Engineering Calcs ENGINEERING CALCULATIONS FO R: MTN . TERRACE BUILDERS S ITE : LLOT �Z ; VINTAGE GREEN YELM , WA PROJECT: N H D '7 '7 1 4-A G. i �� I � � �� ii i I — i ', �. �i� , _: -- i�i I � i � � � � � � � _ .. _ ''_ __ � . � -:.:._ -_ _-_, . � __ - :_.. . .u. �.,�dq. �,.. � �� I� i �� '� ��'i � ��)��)��) r � FIL � ,��w ' M�� 1PASgj�� o � r� ' x , ,_ , � , __ _, �_ .� •-- �,� 44713 I � � ��GISTE4'�'�.� _, 4� �o�.,� --____ __ ___ 1 O. 1 5.201 2 pATE: PLAN NIJMBER: ,'p EXODUS ENGINEERING 1 O.1 5.ZO 7 Z N H D 77 1 4-A e- �3- PHONe: (360)91 B-1 369 Gw:1NlCRINf: LLIKE�EXODUHENGINEER.COM � �. E E�E,.,�r k�E�b. � � `Y x ��.�, ��' EXODUS ENGINEERING INC. �..�::,-:, � CONSULTING ENGINEERING DESIGN CRITERIA SUMMARY SCOPE OF ENGINEERING: ENGiNEERING ANALYSES AND DESIGN TO RESIST fZAI"�E�€€'fA1Z I4D�� P°s6�'A1V0'PV�" FL�/4�s GtpG iA��6i'�iAEG�E `Uq�°�Y�G �I�GE' �'�� b�P� HAVE BEEN INCORPORATED INTO STAMPED "S" SHEETS. ALL PERTINENT CALCULATIONS ARE INCLUDED IN THIS ENGINEERING PACKET THAT FOLL❑WS. ENGINEERING ASSUMPTIONS ARE LISTED BELOW. DESIGN LOADING: BUILDING CODE 2009 IBC SEISMIC DESIGN CATEGORY D 5s 1 . 50 51 . 50 " R" 6. 5 SITE CLASS D BASIC WIND SPEED 85 MPH KZT = 1 .00 EXPOSURE CATEGORY B LIVE LOAD5 (PSF) U .N. O . FLOOR �LIVING) 4� STAIRWAYS & CORRIDORS 40 HABITABLE SLEEPING AREAS 30 SNOw 30 DEAD LOADS (PSF) U . N . O . FLOOR 1 O ROOF �W/COMP. ASPHALT) 1 5 EXTERIOR WALLS 1 Z SOILS CRITERIA: GE�TECHNICAL ENGINEER N/A ALLOWABLE SOIL BEARING 1 , SOO PSF BEARING DEPTH 1 2" EXODUS ENGINEERING, INC. 1 1 62 NW STATE AVE CHEHALIS, WA 98532 PHONe: t360) 91 8-1 369 LUKE(�EXODUSENGINEER.COM ❑R EXOC3USENC'.�INEERINGC�GMAIL.COM Page 2 of 40 SHEAR WALL LAYOUT OF (1ST) �nvs zass m, �nvs iz�y iM �nvs ixv�m, _ � � C s � 3�- 9�_ �� c D � a E o -.._.._.._...._.._.._.._.._._ � _.._.._.._.._.._.._.. U a-1 y_z �x � D1 Net Ar 8=1291 SF Diaphr ' m design as Flo r = � Total u�iform effective se smic load=15 psf - S��R�a��, Total s�ismic weight(exc uding point mass)=19370 Ibs - � - Q . „ D� Common b-1 � D2 Net Area=280 Diaphragm-' i as Roof 0 Total uniform e tive seismic load=15 psf - Q Total seismic w t(excluding point mass)=4200 Ibs ~ ° �� - _.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._...._.._._._._._. � . . . . ..� .._.._.._.._... _.._.._.._.._... Z�_�p�� 4�_9�� Page 3 of 40 PROJECT NAME: 7714-A SHEAR WALL LAYOUT OF (2ND) � 0 0 snvs zs>m� s�ava in� s i zaa ins � > - � � �� ----------------------- --------------------------------------------- - ��---- � r a � , _.._.._.._.._.._.._.._.._. -'-- -'-'-'-'-'-'-'-"'-.-.a_'.-'-.-.'__'-.-'-.-_.'.----- -'-'a_2�- _' ;_"}---""-"""----'--------------------------------------'-'--""""---- -�, Perforated 1 0 � 'M IN �� N ;a D1 ° Net Ar�a= �91 $F Diaphr�gm �sigri as Roof � Total u�5ifo 'effective seismic load=15 psf J Total s$ism�!wei�ht(excluding point mass)=20871 Ibs � - _ ;a b DJ b_, _.� _,� � . � �-------------------- --------------------------- � , , , � ��_. _.�-z_ � � , __._. _._ __.._._ _ __. �-- -------------------------------------- - 2'-�" Perforated 2 2'-5" Page 4 of 40 PROJECT NAME: 7714-A Building Information No. of stories 2 Building height for lateral calculations(ft) 18.33 Building weight(Ibs) 44442 Redundancy Factor: N-S: 1 E-W: 1 Floor Information Floor_ID 1 st Floor net area(s� 1571 Floor opening area(sf) 0 Average height(ft) 9.00 Diaphragms Floor diaphragms for 1 st Diaphragm Effective seismic weight(ps� name Area(sf) Type Remarks DL Walis Snow Storage Partitions Total D1 1291 10.00 5.00 0.00 0.00 0.00 15.00 Floor D2 280 15.00 0.00 0.00 0.00 0.00 15.00 Roof Ignore opening in weight calculations Common Shear Lines Common Line ID Supported Diaphragms 3 D2 and D1 b D1 and D2 Floor_ID 2nd Floor net area(s� 1391 Floor opening area(sf) 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 1391 15.00 0.00 0.00 0.00 0.00 15.00 Roof �gnore opening in weight calculations Page 5 of 40 www.st r u ct u ra I s oft.co m Exodus Engineering DESIGNED LWM JOB NO. 12-018 , '""�° +��" PROJECT 7714-A CHECKED SHT OF ��.� SUBJECT Lateral DATE 10/15/2012 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) 1.50 Fig 22-1 through 22-14 Design Response Spectral Acc. (0.2 sec)(S S) 1.50 Fig 22-1 through 22-14 Response Spectral Acc. (1.0 sec)(Si ) 0.50 Fig 22-1 through 22-14 T� (sec) 8.00 Fig 22-15 through 22-20 Fa 1.00 Table 11.4-1 Fv 1.50 Table 11.4-2 Max.Considered earthquake acc. SMS 1.50 (11.4-1) Max.Considered earthquake acc. SM� 0.75 (11.4-2) Design spectral acc.at short period Sps 1.00 (11.4-3) Design spectral acc. at 1 s period Sp� 0.50 (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 S� >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) 18.33 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 Shear Adjustment Factor 1 Minimum CS 0.01 12.8.5 Seismic response coefficient CS 0.15 (12.8-2) Adjusted CS 0.15 Seismic load: V=Cs W= 0.15 W For allowable stress design 0.7 E=0.7' 0.15 =0.1077 W Page 6 of 40 www.stru ctu ra Is oft.co m Exodus Engineering DESIGNED LWM JOB NO. 12-018 � ��+�' . �. , PROJECT 7714-A CHECKED SHT OF SUBJECT Lateral DATE 10/15/2012 Total effective weight(Ibs) =44442 Total seismic force(ASD)(Ibs) =4786 Vertical seismic load distribution: Fx = Cvx V w,r h� x. �u.� _ � (12.8-11) � �L,��k i=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 23570 10.00 235703 0.3812 1824 2nd 20871 18.33 382640 0.6188 2962 Sum(1/�= 44442 Sum(W*fh)= 618343 Diaphragm design force: n L Fr �-.z Fp.r = rz �'p.k• 12.10.1 r �'i i—x P�linic�aum �r�1u;e = �t.� 5;��'p`x Sec 12.10.1 N�edn'#t��xcee�i = J.� Sy��a"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 4786 44442 23570 2538 4714 9428 4714 2nd 2962 20871 20871 2962 4174 8349 4174 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 ��bs) diaphragm mass factor force from Shear masses mass N-S 44442 0 44442 0.1077 4786 0 4786 4786 0.010 E-W 44442 0 44442 0.1077 4786 0 4786 4786 0.007 Page 7 of 40 www.structu ra Isoft.com Wind Loads Design Code: International Building Code 2009 Wind Standard: ASCE7-05(Method 2-All Heights) Wind Data Exposure B Enclosure Enclosed Building Category II Wind Speed 85 MPH Mean Roof Height 20.33 ft Importance Factor Iw � 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 FC� 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, 0.63 North/South Cp : Windward Wall Cp 0.80 Leeward Wall Cp -0.41 (L/B) 1.45 East/West Cp : Windward Wall Ct, 0.80 Leeward Wall Cp -0.50 (L/B) 0.69 Wind Load Distribution (North/South) Elev.Z(ft) K Z K Zt qZ (psf) p(Wall-Windward) (ps� 0-15 0.57 1.00 9.04 6.14 20.00 0.62 1.00 9.81 6.67 20.33 0.63 1.00 9.86 6.70 p(Wall-Leeward)(psfi� -3.44 p(Roof Windward)(ps� 0.00 p(Roof Leeward)(ps� -10.00 Page 8 of 40 www.structuralsoft.com Wind Load Distribution (East/West) Elev.Z(ft) K Z K rt q Z (psf) p(Wall-Windward) (psf� 0-15 0.57 1.00 9.04 6.14 20.00 0.62 1.00 9.81 6.67 20.33 0.63 1.00 9.86 6.70 p(Wall-Leeward)(ps� -4.19 p(Roof Windward)(psfl 0.00 p(Roof Leeward)(psf) -10.00 Page 9 of 40 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 1 220 864 1-1 220 864 6.50 Segmented 3 1931 2453 3-1 1931 2453 6.50 Segmented 4 761 1279 4-1 761 1279 6.50 Segmented 5 1875 1897 5-1 623 631 6.50 Segmented 5-2 694 702 6.50 Segmented 5-3 353 357 6.50 Segmented 5-4 205 208 6.50 Segmented a 1382 3447 a-1 414 1034 6.50 Segmented a-2 967 2413 6.50 Segmented b 2457 5416 b-1 2457 5416 6.50 Segmented d 948 1969 d-1 441 1014 6.50 Segmented d-2 506 981 6.50 Segmented Floor ID: 2nd Shear Reaction(Ibs) Shear wall Shear wall forces(Ibs) R* Wall type line ID Seismic Wind �� Seismic Wind 2 125 255 2-1 62 128 6.50 Segmented 2-2 62 128 6.50 Segmented 3 1494 1199 3-1 361 289 6.50 Perforated 3-2 368 295 6.50 Perforated 3-3 585 470 6.50 Perforated 3-4 180 145 6.50 Perforated 5 1344 943 5-1 503 353 6.50 Segmented 5-2 424 298 6.50 Segmented 5-3 416 292 6.50 Segmented a 894 1430 a-1 726 1161 6.50 Perforated a-2 168 269 6.50 Perforated b 1473 2157 b-1 1473 2157 6.50 Segmented c 595 908 c-1 310 473 6.50 Perforated c-2 285 435 6.50 Perforated Page 10 of 40 www.stru ctu ra Is oft.co m � y o Y R � � � d � � a C � 3 c o W 0 � 0 x � c w _ — w � M O� t!7 M � I� O d' 00 a0 � � L, N � � t0 � N f� Cp CO O � O O � O O O O O O O � V � C� �0 �� U 'y 3 y o 0 0 0 0 0 � v o o cD o � y O y CO a0 CO CO CO CO N N CO aD CO CO p Q N N M N N N N N N N M N y � r= N � d G � > y � 'O � � 3 y C V' N � � � � � � � N `7 � N 10 'G t CD M (O (O CO CO CO CO CO M CO CO y Q y � M 117 M M M M M M M ln M M t � � d � � O. c0 '" 3 ` 0 16 _ d o 0 0 0 0 0 0 0 0 0 0 0 s co ao cD co co cD co co co ao co c� Q y N M N N N N N N N M N N � d �a a 3 � a m a a a ¢ a ¢ ¢ m a ¢ � .� w y Q- �Gl OO 00 M M C'7 M O � � � O L � N � tn u� Lf') tn � R N t � � �� M CO � � � � CO (O aO l'� O �f M a0 �fi � � t1') N N M M N � � V' 1� CO � � N N O �t � W _ � (") LL� f� t0 M (�i M O (fl a0 O O O O N N O M s " � o 0 0 0 0 0 0 0 0 0 0 0 d d � Z 2 � o� o� o� b� o� a� o> o� o� a� o� a� t .. - �1 - o - _ - - - - _ ^ o - a� - o o - o o - G! .+ o co � _ � ao � � o � p� J r�,. N (O t0 M (M m � N �' y O 3 — � N M t7 � N � e- N N � rl V � tn LLj ui m m � '�p 'O � � N o V N l0 � � rn � � � a c � 3 c o w � �o 0 x � c w c _ ,. m � co co rn rn rn rn � = � c�o, c�o. � o 0 � � o 0 0 0 0 0 0 0 0 0 o ri ri °' � E N � U 3 y o 0 0 0 0 0 � .� N N N N N N v�i �6 � (�6 'a Q, � N L U � � 7 R C � � � � � � � Q y �j M M M M M M d r= � � Q 16 ' 3 ` o `� _ d o 0 0 0 0 0 Q y N N N N N N � d �c a � w a ¢ ¢ ¢ a a � .� w- N r 0- �d � tn � � � N ` (q � M c'� M N 16 d L N � C N � M M N N N ('7 � eD a0 �' � � c''/ = 00 00 N CO t0 N O O O � O t � � - - - - - - � �' ' O O O O O O d d � _ Z = v �D a0 00 a0 OD OD � L � w � 0 _^ - - CO f'M _ N O J .'�'�. V V � N � (O � N O_ � 0 N 3 — °' � ' r- N � N ('%) V � N M .— N � � N � 5 N N M M M M �17 � � fb f0 .a U U N � Uplift Calculations Load Cases: 0.6D+W (0.6-0.14Sps)D+0.7pQ E 1 st Walls Reactions(Ibs) yya�� Net U lift Post ID Shear Wall P Hold Down DL W 0.7E Height(ft) (Ibs) UP1 5-4 2g2 -733 -811 10 -677 UP5 a-1 331 -3373 -1510 10 -3174 See plan 0 -561 -699 0 -699 UP6 b-1 1240 -6634 -3643 10 -5890 43 -561 -699 0 -679 UP7 b-1 1197 -3869 -1755 10 -3151 1-1 1671 -432 -110 10 570 UP8 d-1 207 -3439 -1536 10 -3315 1-1 1671 -432 -110 10 570 U P 10 4-1 1357 -805 -479 10 9 UP9 4-1 1357 -805 -479 10 9 UP2 a-1 354 -2668 -1070 10 -2456 UP11 a-2 796 -2668 -1070 10 -2191 UP14 a-2 7gg -2668 -1070 10 -2195 UP18 3-1 582 -3657 -2878 10 -3308 UP23 3-1 582 -3657 -2878 10 -3308 UP29 d-2 418 -2011 -1066 10 -1760 UP35 d-1 262 -3529 -1536 10 -3371 UP36 d-2 461 -2065 -1066 10 -1788 UP3 5-1 1022 -536 -529 10 -59 UP43 5-2 1139 -733 -811 10 -287 UP44 5-1 1025 -536 -529 10 -58 UP47 5-3 578 -536 -529 10 -263 UP48 5-2 1129 -536 -529 10 -10 UP51 5-4 300 -536 -529 10 -391 Page 13 of 40 www.structu ralsoft.com 1 st Walls UP52 5-3 578 -536 -529 10 -263 P55 p -704 -440 0 -704 w-9 0 -198 -282 10 -282 P56 5-1 0 -198 -282 10 -282 P57 5-2 0 -198 -282 10 -282 P58 5-3 0 -198 -282 10 -282 P59 b-1 0 -2765 -1888 10 -2765 Page 14 of 40 www.structu ralsoft.com 2nd Walls Reactions(Ibs) yya�� Net U lift Post ID Shear Wall p Hold Down DL W 0.7E Height(ft) (Ibs) UP2 a-1 1746 -704 -440 8.33 343 3-1 2222 -561 -699 8.33 323 UP1 a-2 1598 -704 -440 8.33 254 5-1 1097 -198 -282 8.33 223 UP3 5-3 936 -198 -282 8.33 149 UP8 c-1 865 -1986 -1302 8.33 -1467 UP7 c-2 858 -1986 -1302 8.33 -1471 UP9 b-1 494 -2765 -1888 8.33 -2469 UP11 b-1 494 -2765 -1888 8.33 -2469 3-4 2260 -561 -699 8.33 341 UP27 2-1 333 -250 -122 8.33 -51 UP31 2-2 331 -250 -122 8.33 -52 UP32 2-1 331 -250 -122 8.33 -52 UP36 2-2 333 -250 -122 8.33 -51 UP4 5-3 948 -198 -282 8.33 154 UP5 5-2 965 -198 -282 8.33 162 UP52 5-2 g7g -198 -282 8.33 168 UP53 5-1 1123 -198 -282 8.33 235 Page 15 of 40 www.st ru ctu ra I s oft.co m Typical perfarated shear wall �le+ratian V .,� Opening width �, N �� Li o Vlflll segrnent with � � full sheathing L � � L C O� .� .� 97 L n. a �; � a � � C�pening location L �tvtal width) Notes: - A perforated shear wall segment shall be located at each end of perforated shear wall. - Maximum shear wall height, h,shall not exceed 20 feet. Page 16 of 40 www.structu ra Isoft.com Floor ID: 2nd Wall_ID: Perforated 1 PASSED Wall seismic force = 894 Ibs Wall wind force = 1430 Ibs Wall length(L) = 24.00 ft Wall height(20'max)(h) = 8.00 ft Wall segments Opening data Segment ID Length Li(ft) h/w Location(ft) Opening Width(ft) Opening Height(ft) a-1 15.22 0.53 17.84 5.25 4.00 a-2 3.53 2.27 Total length of walls with full sheathing = 18.75 ft Max. opening height/wall height ratio = 0.50 %fully sheathed walls: = 78.12 % Co = 0.90 Wall Drift = 0.641 in Wall Design: Wall type = A Un-adjusted allowable stresses(h/w<or=2) = 260 plf Check for seismic shear: Maximum h/w for all segments: = 2.27 Unadjusted seismic allowable(adjusted for h/w) = 230 plf Adjusted seismic allowable shear(multiply by Co) = 207 plf Allowable seismic shear = 3884 Ibs > 894 Ibs Note: Passed Check for wind shear: Unadjusted wind allowable(multiply by 1.4) = 364 plf Adjusted wind allowable shear(multiply by Co) = 329 plf Allowable wind shear = 6160 Ibs > 1430 Ibs Note: Passed Anchorage for in-plane shear v=V/(Co'Sum(Li)) In-plan anchorage Wind = 85 plf In-plan anchorage Seismic = 53 plf Uplift anchorage at ends: See uplift report Page 17 of 40 www.stru ctu ra I soft.co m Floor ID: 2nd Wall ID: Perforated 2 PASSED Wall seismic force = 595 Ibs Wall wind force = 908 Ibs Wall length (L) = 14.29 ft Wali height(20'max)(h) = 8.00 ft Wall segments Opening data Segment ID Length Li(ft) h/w Location(ft) Opening Width(ft) Opening Height(ft) c-1 2.62 3.05 3.50 1.75 4.00 c-2 2.42 3.31 7.25 4.25 4.00 11.00 1.75 4.00 Total length of walls with full sheathing = 5.04 ft Max.opening height/wall height ratio = 0.50 %fully sheathed walls: = 35.28 % Co = 0.76 Wall Drift = 3.093 in Wall Design: Wall type = A Un-adjusted allowable stresses(h/w<or=2) = 260 plf Check for seismic shear: Maximum h/w for all segments: = 3.31 Unadjusted seismic allowable(adjusted for h/w) = 157 plf Adjusted seismic allowable shear(multiply by Co) = 119 plf Allowable seismic shear = 599 Ibs > 595 Ibs Note: Passed Check for wind shear: Unadjusted wind allowable(multiply by 1.4) = 364 plf Adjusted wind allowable shear(multiply by Co) = 275 plf Allowable wind shear = 1387 Ibs > 908 Ibs Note: Passed Anchorage for in-plane shear v=V/(Co'Sum(Li)) In-plan anchorage Wind = 238 plf In-plan anchorage Seismic = 156 plf Uplift anchorage at ends: See uplift report Page 18 of 40 www.stru ctu ra I soft.co m Floor_ID: 2nd Wall_ID: Perforated 3 PASSED Wall seismic force = 1462 Ibs Wall wind force = 1174 Ibs Wall length(L) = 34.54 ft Wall height(20'max)(h) = 8.00 ft Wall segments Opening data Segment ID Length Li(ft) h/w Location(ft) Opening Width(ft) Opening Height(ft) 3-4 2.63 3.05 4.00 2.75 4.00 3-3 8.52 0.94 16.52 5.25 4.00 3-2 5.35 1.49 27.12 5.25 4.00 3-1 4.79 1.67 Total length of walls with full sheathing = 21.29 ft Max. opening height/wall height ratio = 0.50 %fully sheathed walis: = 61.64 % Co = 0.84 Wall Drift = 0.921 in Wall Design: Wall type = A Un-adjusted allowable stresses(h/w<or=2) = 260 plf Check for seismic shear: Maximum h/w for all segments: = 3.05 Unadjusted seismic allowable(adjusted for h/w) = 171 plf Adjusted seismic allowable shear(multiply by Co) = 143 plf Allowable seismic shear = 3039 Ibs > 1462 Ibs Note: Passed Check for wind shea�: Unadjusted wind allowable(multiply by 1.4) = 364 plf Adjusted wind allowable shear(multiply by Co) = 305 plf Allowable wind shear = 6483 Ibs > 1174 Ibs Note: Passed Anchorage for in-plane shear v=V/(Co'Sum(Li)) In-plan anchorage Wind = 66 plf In-plan anchorage Seismic = 82 plf Uplift anchorage at ends: See uplift report Page 19 of 40 www.st r u ct u ra I s oft.co m 0 v �oau� a a �oay� a a o 0 N N V SC �n to � SG (0 O y � � O S � � � N � N � � � � � O v V O v V � L � L � � U .u� U rn rn v N � � � � � � N d N N � � C � .. p. {4 G �p � O N o o f6 O N o 0 � @ L L � L Q N <v�j t•�j L Q Vl M M �[ � N N U � � C C U f6 � � � � � � a� Q a u� a c� n n p .� Q N m uci Q w � r' U � � a� c � o_ � n a �. @ ..� � L � L � c" L � L `" u� y Q f/J N N y Q N N N U U .� � N "d N 'O .� � .� � _ @ - � � p� N � a N Q N N V Q N � N L � _ � C C n C O N n' C O O � 'y � � Li � N m � � Li .n � N O � U U N � � � o N � � o o � N N L W Li w N � w Li w u�i u�i � � � � 3 N N f0 f� � � U � v v U � N N � Y Y � Y Y L O O L O O � n C C � n C C O w > > O � > > N N E C E Y C � U C C � U � � � � '- N N � � w '- N N L QI 'O "O L 07 � v c O aai ° ° c°' O a�°i o 0 :� :� z Z, Z Z, m �e c � � c � � � a -o � v v mo o m o 0 Vl N N N Y N N y N N V M M U M M p� t C � � p� L C rn rn C H � � H �... � �i L � L � � � 0 �yJ N v v Z N 'o V t c ` c ` � c c (n 10 0 '0 o cn '0 `o '0 0` rn o rn o rn o rn o Q C LL. 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M � LL G Z J (n f0 � J fn N (`') Project:7714-A StruCalc �� ,J page Location:TYP ROOF HDR '��- Luke Moerke �'�`Exodus Engineering o/ Roof Beam [2009 International Building Code(2005 NDS)] StruCalc Version 8.0.112.0 10/15/2012 6:22:51 PM (2)1.51Nx7.251Nx5.OFT #2-Hem-Fir-Dry Use Section Adequate By:29.7% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center �OADING DIAGRAM Live Load 0.05 IN L/1258 Dead Load 0.02 in Total Load 0.07 IN U834 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 1050 Ib 1050 Ib Dead Load 535 Ib 535 Ib Total Load 1585 Ib 1585 Ib Bearing Length 1.30 in 1.30 in BEAM DATA Span Length 5 ft • Unbraced Length-Top 0 ft � - -- -- sn Unbraced Length-Bottom 0 ft Roof Pitch 0 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Hem-Fir Roof Live Load: LL= 30 psf Base Values Adiusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 850 psi Fb'= 1173 psi Tributary Width: TW= 12 ft Cd=1.15 CF=1.20 Side Two: Shear Stress: Fv= 150 psi Fv'= 173 psi Roof Live Load: LL= 30 psf Cd=1.15 Roof Dead Load: DL= 15 psf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Tributary Width: TW= 2 ft Min.Mod.of Elasticity: E min= 470 ksi E min'= 470 ksi Wall Load: WALL= 0 plf Comp.1 to Grain: Fc-1= 405 psi Fc-�-'= 405 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj= 5 ft Controlling Moment: 1981 ft-Ib Beam Self Weight: BSW= 4 plf 2.5 ft from left suppoR Beam Uniform Live Load: wL= 420 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 214 plf Controlling Shear: -1205 Ib Total Uniform Load: wT= 634 plf At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 20.27 in3 26.28 in3 Area(Shear): 10.48 in2 21.75 in2 Moment of Inertia(deflection): 20.57 in4 95.27 in4 Moment: 1981 ft-Ib 2569 ft-Ib Shear: -12051b 2501 Ib Page 23 of 40 Project:7714-A StruCalc / page e �quY- Luke Moerke Location: PORCH BM � '��'Exodus Engineering Roof Beam ot [2009 International Building Code(2005 NDS)] StruCalc Version 8.0.112.0 10/15/2012 622:51 PM 5.5 IN x 9.5 IN x 9.5 FT LOADING DIAGRAM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:33.3% Controlling Factor:Moment DEFLECTIONS Center Live Load 0.11 IN L/1059 Dead Load 0.06 in Total Load 0.17 IN L/689 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 1425 Ib 1425 Ib y„ ,_..,. Dead Load 766 Ib 766 Ib Total Load 2191 Ib 2191 Ib A s.se- - Bearing Length 0.64 in 0.64 in BEAM DATA Span Length 9.5 ft ROOF LOADING Unbraced Length-Top 0 ft Side One: Unbraced Length-Bottom 0 ft Roof Live Load: LL= 30 psf Roof Pitch 0 :12 Roof Dead Load: DL= 15 psf Roof Duration Factor 1.15 Tributary Width: TW= 8 ft Side Two: MATERIAL PROPERTIES Roof Live Load: LL= 30 psf #2-Douglas-Fir-Larch Roof Dead Load: DL= 15 psf Base Value� Adiusted Tributary Width: TW= 2 ft Bending Stress: Fb= 875 psi Fb'= 1006 psi �/�/all Load: WALL= 0 plf Cd=1.15 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 196 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Cd=1.15 Adjusted Beam Length: Ladj= 9.5 ft Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Beam Self Weight: BSW= 11 plf Min.Mod.of Elasticity: E min= 470 ksi E min'= 470 ksi Beam Uniform Live Load: wL= 300 plf Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Beam Uniform Dead Load: wD_adj= 161 plf Total Uniform Load: wT= 461 plf Controlling Moment: 5204 ft-Ib 4.75 ft from left support Created by combining all dead and live loads. Controlling Shear: -1841 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Rep'd Provided Section Modulus: 62.06 in3 82.73 in3 Area(Shear): 14.12 in2 52.25 in2 Moment of Inertia(deflection): 102.67 in4 392.96 in4 Moment: 5204 ft-Ib 6937 ft-Ib Shear: -1841 Ib 68101b Page 24 of 40 ProjeCt:7714-A StruCalC / page Location:GRG BM1 ��{�4u�Luke Moerke Multi-Loaded Multi-Span Beam � �Exodus Engineering o/' [2009 International Building Code(2005 NDS)] StruCalc Version 8.0.112.0 10/15/2012 6:22:51 PM 5.5 IN x 12.0 IN x 14.0 FT(13+ 1) LOADING DIAGRAM 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:22.8% Controlling Factor:Deflection D_EFLECTIONS Center Riaht Live Load 0.22 IN L/721 -0.05 IN 2L/450 Dead Load 0.12 in -0.03 in Total Load 0.33 IN L/470 -0.08 IN 2U294 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 3120 Ib 3618 Ib Dead Load 1682 Ib 1962 Ib Total Load 4802 Ib 5581 Ib � .. . �3� �t ft ' Bearing Length 1.34 in 1.56 in BEAM DATA Center Riaht Span Length 13 ft 1 ft UNIFORM LOADS Center Riqht Unbraced Length-Top 0 ft 0 ft Uniform Live Load 480 plf 480 plf Unbraced Length-Bottom 13 ft 1 ft Uniform Dead Load 246 plf 246 plf Live Load Duration Factor 1.00 Beam Self Weight 14 plf 14 plf Notch Depth 0.00 Total Uniform Load 740 plf 740 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi 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.-�to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 15574 ft-Ib 6.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4167 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Rea'd Provided Section Modulus: 77.87 in3 132 in3 Area(Shear): 23.59 in2 66 in2 Moment of Inertia(deflection): 644.8 in4 792 in4 Moment: 15574 ft-Ib 26400 ft-Ib Shear: -41671b 116601b Page 25 of 40 ProjeCt:7714-A StruCalC t page • e �quu�. Luke Moerke Location:Girder �"'%"`�Exodus Engineering Multi-Loaded Multi-Span Beam or [2009 International Building Code(2005 NDS)] StruCalc Version 8.0.112.0 10/15/2012 6:22:51 PM 5.5 IN x 21.0 IN x 20.0 FT LOADING DIAGRAM 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:47.6% Controlling Factor:Moment DEFLECTIONS Center � Live Load 0.29 IN L/818 Dead Load 0.20 in Total Load 0.49 IN U486 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 8232 Ib 5808 Ib Dead Load 5355 Ib 4028 Ib Total Load 13587 Ib 9836 Ib zo n B Bearing Length 3.80 in 2.75 in BEAM DATA Center Span Length 20 ft UNIFORM LOADS Center Unbraced Length-Top 0 ft Uniform Live Load 510 pif Unbraced Length-Bottom 20 ft Uniform Dead Load 351 plf Live Load Duration Factor 1.00 Beam Self Weight 25 plf Camber Adj.Factor 1.5 Total Uniform Load 886 plf Camber Required 0.3 POINT LOADS-CENTER SPAN Notch Depth 0.00 Load Number One MATERIAL PROPERTIES Live Load 3120 Ib 24F-V4-Visually Graded Western Species Dead Load 1682 Ib Base Values Adjusted Location 2 ft Bending Stress: Fb= 2400 psi Controlled by: TRAPEZOIDAL LOADS-CENTER SPAN Fb cmpr= 1850 psi Fb'= 2264 psi Load Number One Cd=1.00 Cv=0.94 Left Live Load 40 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Left Dead Load 10 plf Cd=1.00 Right Live Load 40 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Right Dead Load 10 plf Min.Mod.of Elasticity: E min= 930 ksi E min'= 930 ksi Load Start 2 ft Comp.1 to Grain: Fc-1= 650 psi Fc-l'= 650 psi Load End 20 ft Load Length 18 ft Controlling Moment: 51670 ft-Ib 9.4 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 12170 Ib At a distance d 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: Rep'd Provided Section Modulus: 273.82 in3 404.25 in3 Area(Shear): 68.88 in2 115.5 in2 Moment of Inertia(deflection): 2097.27 in4 4244.63 in4 Moment: 51670 ft-Ib 76283 ft-Ib Shear: 121701b 204051b Page 26 of 40 / page Project:7714-A StruCalc e �qyt�- Luke Moerke • Location:GirderCol. � """`Exodus Engineering Column or [2009 International Building Code(2005 NDS)] StruCalc Version 8.0.112.0 10l15/2012 6:22:51 PM 3.125 x 6.0 x 9.0 FT LOADING DIAGRAM 24F-V8-Visually Graded Western Species-Dry Use Section Adequate By:7.8°/a VERTICAL REACTIONS B Live Load: Vert-LL-Rxn= 5808 Ib Dead Load: Vert-DL-Rxn= 4065 Ib Total Load: VeR-TL-Rxn= 9873 Ib COLUMN DATA � Total Column Length: 9 ft ', y� Unbraced Length(X-Axis)Lx: 9 ft ' �.�, Unbraced Length(Y-Axis)Ly: 9 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES 24F-V8-Visually Graded Western Species y� Base Values A ' sted , �'� Compressive Stress: Fc= 1650 psi Fc'= NaN psi '� Cd=1.00 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 Cf=1.07 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi ', 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 A Area: A= 18.75 in2 Section Modulus(X-X Axis): Sx= 18.75 in3 AXIAL LOADING Section Modulus(Y-Y Axis): Sy= 9.77 in3 Live Load: PL= 5808 Ib Slenderness Ratio: Lex/dx= 18 Dead Load: PD= 4028 Ib Ley/dy= 34.56 Column Self Weight: CSW= 37 Ib Total Load: PT= 9873 Ib Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) Actual Compressive Stress: Fc= 527 psi 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= 0.92 Page 27 of 40 page Project:7714-A StruCalc e �u.�. Luke Moerke / Location:GRG.HDR.COL-LEFT ��"""�`Exodus Engineering Column of [2009 International Building Code(2005 NDS)] StruCalc Version 8.0.112.0 10/15/2012 622:51 PM (4)1.51Nx5.51Nx8.0 FT Stud-Hem-Fir-Dry Use Section Adequate By:7.0% 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= 7557 Ib Dead Load: Vert-DL-Rxn= 4890 Ib Total Load: Vert-TL-Rxn= 12447 Ib COLUMN DATA � Total Column Length: 8 ft B Unbraced Length(X-Axis)Lx: 8 ft Unbraced Length(Y-Axis)Ly: 8 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES Stud-Hem-Fir Base Values Adiusted �; Compressive Stress: Fc= 800 psi Fc'= 406 psi Cd=1.00 Cp=0.51 Bending Stress(X-X Axis): Fbx= 675 psi Fbx'= 776 psi Cd=1.00 CF=1.00 Ci=1.15 8 ft 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= 6 in Area: A= 33 in2 yv, Section Modulus(X-X Axis): Sx= 30.25 in3 ' �� Section Modulus(Y-Y Axis): Sy= 8.25 in3 Slenderness Ratio: Lex/dx= 17.45 A Ley/dy= 16 Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Total Load Only(L+D) Live Load: PL= 7557 Ib Actual Compressive Stress: Fc= 377 psi Dead Load: PD= 4841 Ib Allowable Compressive Stress: Fc'= 406 psi Column Self Weight: CSW= 49 Ib Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-Ib Total Load: PT= 12447 Ib Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-Ib Moment Due to Laterai Loads(X-X Axis): Mx= 0 ft-Ib Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-Ib Bending Stress Lateral Loads Oniy(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= 0.93 Page 28 of 40 page Project:7714-A StruCalc e �u�- Luke Moerke • Location:GRG.HDR.COL-RIGHT �`"'"�`"`Exodus Engineering Column of [2009 International Building Code(2005 NDS)] StruCalc Version 8.0.112.0 10/15/2012 6:22:51 PM (3)1.51Nx5.51Nx8.OFT Stud-Hem-Fir-Dry Use Section Adequate By:38.5% CAUTIONS 'Laminations to be nailed together per National Design Specifications for Wood Constnaction Section 15.3.3.1 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 2985 Ib Dead Load: Vert-DL-Rxn= 2050 Ib Total Load: Vert-TL-Rxn= 5035 Ib � COLUMN DATA '%� Total Column Length: 8 ft B Unbraced Length(X-Axis)Lx: 8 ft � Unbraced Length(Y-Axis)Ly: 8 ft ' q��;; Column End Condtion-K(e): 1 ;s�� Axial Load Duration Factor 1.00 �" COLUMN PROPERTIES `� Stud-Hem-Fir Base Values Adjusted , Compressive Stress: Fc= 800 psi Fc'= 331 psi I Cd=1.00 Cp=0.41 ' Bending Stress(X-X Axis): Fbx= 675 psi Fbx'= 776 psi I Cd=1.00 CF=1.00 Cr-1.15 en Bending Stress(Y-Y Axis): Fby= 675 psi Fby'= 776 psi �9; Cd=1.00 CF=1.00 Cr=1.15 ,�Y 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 : d 4.5 in ��"� ( ) Y= �,,,,,n Area: A= 24.75 in2 ?�u';�� Section Modulus(X-X Axis): Sx= 22.69 in3 �1•. Section Modulus(Y-Y Axis): Sy= 6.19 in3 Slenderness Ratio: Lex/dx= 17.45 A Ley/dy= 21.33 Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Total Load Only(L+D) Live Load: PL= 2985 Ib Actual Compressive Stress: Fc= 203 psi Dead Load: PD= 2013 Ib Allowable Compressive Stress: Fc'= 331 psi Column Self Weight: CSW= 37 Ib Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-Ib Total Load: PT= 5035 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 Auis): 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= 0.62 Page 29 of 40 Project:7714-A StruCalc Pa9e e �u.�- Luke Moerke / Location:GRG HDR �"�%`�"`Exodus Engineering Multi-Loaded Multi-Span Beam of [2009 Intemational Building Code(2005 NDS)] StruCalc Version 8.0.112.0 10/15/2012 6:22:51 PM 5.5 IN x 18.0 IN x 16.0 FT LOADING DIAGRAM 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:16.6°/a Controlling Factor:Moment DEFLECTIONS Center � Live Load 0.23 IN L/842 Dead Load 0.15 in Total Load 0.38 IN L/508 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 7557 Ib 2985 Ib Dead Load 4841 Ib 2013 ib Total Load 12398 Ib 4998 Ib A �s h � Bearing Length 3.47 in 1.40 in BEAM DATA Center Span Length 16 ft UNIFORM LOADS Center Unbraced Length-Top 0 ft Uniform Live Load 60 plf Unbraced Length-Bottom 16 ft Uniform Dead Load 30 plf Live Load Duration Factor 1.00 Beam Self Weight 21 plf Camber Adj.Factor 1.5 Total Uniform Load 111 plf Camber Required 0.22 POINT LOADS-CENTER SPAN Notch Depth 0.00 Load Number One MATERIAL PROPERTIES Live Load 8232 Ib 24F-V4-Visually Graded Western Species Dead Load 5355 Ib Base Values Adiusted Location 4.5 ft Bending Stress: Fb= 2400 psi Controlled by: TRAPEZOIDAL LOADS-CENTER SPAN Fb cmpr= 1850 psi Fb'= 2352 psi Load Number One Cd=1.00 Cv=0.98 Left Live Load 300 pif Shear Stress: Fv= 265 psi Fv'= 265 psi Left Dead Load 150 plf Cd=1.00 Right Live Load 300 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Right Dead Load 150 plf Min.Mod.of Elasticity: E min= 930 ksi E min'= 930 ksi Load Start 0 ft Comp.L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load End 4.5 ft Load Length 4.5 ft Controlling Moment: 49907 ft-Ib 4.48 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 11589 Ib At a distance d 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: 254.68 in3 297 in3 Area(Shear): 65.6 in2 99 in2 Moment of Inertia(deflection): 1261.73 in4 2673 in4 Moment: 49907 ft-Ib 58200 ft-Ib Shear: 115891b 174901b Page 30 of 40 page Project:7714-A StruCalc e��u�- Luke Moerke Location:TYP 2ND FLR JST "'�`Exodus Engineering Floor Joist ot [2009 International Building Code(2005 NDS)] StruCalc Version 8.0.112.0 10/15/2012 6:22:51 PM 1.5 IN x 11.25 IN x 17.25 FT @ 16 O.C. LOADING DIAGRAM #2-Hem-Fir-Dry Use Section Adequate By:0.2°/a Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.46 IN U451 Dead Load 0.11 in Total Load 0.57 IN U361 Live Load Deflection Criteria:U400 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 460 Ib 460 Ib Dead Load 115 Ib 115 Ib ' , ... _...._, Total Load 575 Ib 575 Ib - - -- �zzsrt - � Bearing Length 0.95 in 0.95 in BEAM DATA Center Span Length 17.25 ft JOIST LOADING Unbraced Length-Top 0 ft Uniform Floor Loading Center Unbraced Length-Bottom 0 ft Live Load LL= 40 psf Floor sheathing applied to top of joists-top of joists fully braced. Dead Load DL= 10 psf Floor Duration Factor 1.00 Total Load TL= 50 psf MATERIAL PROPERTIES TL Adj.For Joist Spacing wT= 66.7 plf #2-Hem-Fir Base Values Adjusted 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 ca=�.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-1= 405 psi Fc-L'= 405 psi Controlling Moment: 2480 ft-Ib 8.62 Ft from left suppoR of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 518 Ib At a distance d 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: 30.44 in3 31.64 in3 Area(Shear): 5.18 in2 16.88 in2 Moment of Inertia(deflection): 177.65 in4 177.98 in4 Moment: 2480 ft-Ib 2577 ft-Ib Shear: 5181b 16881b Page 31 of 40 Project:7714-A StruCalc / page e �qu.y- Luke Moerke / Location:DINING BM ��""�"Exodus Engineering Combination Roof And Floor Beam of [2009 International Building Code(2005 NDS)j StruCalc Version 8.0.112.0 10/15/2012 6:22:51 PM 3.125 IN x 12.0 IN x 11.25 FT LOADING DIAGRAM 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:39.1% Controlling Factor:Moment DEFLECTIONS Center Live Load 0.20 IN L/660 Dead Load 0.14 in Total Load 0.35 IN L/387 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 2588 Ib 2588 Ib Dead Load 1823 Ib 1823 Ib Total Load 4411 Ib 4411 Ib A i�a5ft g Bearing Length 2.17 in 2.17 in BEAM DATA Center Span Length 11.25 ft ROOF LOADING Unbraced Length-Top 0 ft Side 1 Side 2 Roof Pitch 0 :12 Roof Live Load RLL= 30 psf 30 psf Floor Duration Factor 1.00 Roof Dead Load RDL= 15 psf 15 psf Roof Duration Factor 1.15 Roof Tributary Width RTW= 12 ft 2 ft Camber Adj.Factor 1 Camber Required 0.14 FLOOR LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf 24F-V4-Visually Graded Western Species Floor Dead Load FDL= 10 psf 10 psf Floor Tributary Width FTW= 1 ft 0 ft Base Values Adiusted Wall Load WALL= 96 plf Bending Stress: Fb= 2400 psi Controlled by: Fb cmpr= 1850 psi Fb'= 2760 psi BEAM LOADING Cd=1.15 Roof Uniform Live Load: wL-roof= 420 plf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Uniform Dead Load: wD-roof= 210 plf Cd=1.15 Floor Uniform Live Load: wL-floor= 40 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Floor Uniform Dead Load: wD-floor= 10 plf Min.Mod.of Elasticity: E min= 930 ksi E min'= 930 ksi Beam Self Weight: BSW= 8 plf Comp.1 to Grain: Fc-L= 650 psi Fc-1'= 650 psi Combined Uniform Live Load: wL= 460 pif Combined Uniform Dead Load: wD= 324 pif Controlling Moment: 12405 ft-Ib Combined Uniform Total Load: wT= 784 plf 5.625 ft from left support Controlling Total Design Load: wT-cont= 784 pif Created by combining all dead and live loads. Controlling Shear: -3705 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Rep'd Provided Section Modulus: 53.94 in3 75 in3 Area(Shear): 18.24 in2 37.5 in2 Moment of Inertia(deflection): 279.07 in4 450 in4 Moment: 12405 ft-Ib 17250 ft-Ib Shear: -37051b 76191b Page 32 of 40 page , Project:7714-A StruCalc e �r.�- Luke Moerke � Location:OUTDR LVG BM ��Exodus Engineeriny Combination Roof And Floor Beam o� [2009 Intemational Building Code(2005 NDS)] StruCalc Version 8.0.112.0 10/15/2012 6:22:52 PM (3)1.51Nx11.251Nx8.5FT #2-Hem-Fir-Dry Use Section Adequate By:25.4% 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 L/1311 Dead Load 0.06 in Total Load 0.13 IN L/768 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 BEACTIONS A B Live Load 1955 Ib 1955 Ib Dead Load 1383 Ib 1383 Ib Total Load 3338 Ib 3338 Ib Bearing Length 1.83 in 1.83 in BEAM DATA Center Span Length 8.5 ft ° - Unbraced Length-Top 0 ft - — s.se B Roof Pitch 0 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 ROOF LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Roof Live Load RLL= 30 psf 30 psf #2-Hem-Fir Roof Dead Load RDL= 15 psf 15 psf Base Values Adiusted Roof Tributary Width RTW= 12 ft 2 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 10 psf Min.Mod.of Elasticity: E min= 470 ksi E min'= 470 ksi Floor Tributary Width FTW= 1 ft 0 ft Comp.1 to Grain: Fc-L= 405 psi Fc-1'= 405 psi Wall Load WALL= 96 pif BEAM LOADING Controlling Moment: 7093 ft-Ib Roof Uniform Live Load: wL-roof= 420 plf 4.25 ft from left support Roof Uniform Dead Load: wD-roof= 210 plf Created by combining all dead and live loads. Floor Uniform Live Load: wL-floor= 40 plf Controlling Shear: 2604 Ib Floor Uniform Dead Load: wD-floor= 10 plf At a distance d from suppoR. Beam Self Weight: BSW= 9 plf Created by combining all dead and live loads. Combined Uniform Live Load: wL= 460 plf Combined Uniform Dead Load: wD= 325 plf Comparisons with required sections: Rea'd Provided Combined Uniform Total Load: wT= 785 plf Section Modulus: 75.72 in3 94.92 in3 Area(Shear): 22.64 in2 50.63 in2 Controlling Total Design Load: wT-cont= 785 plf Moment of Inertia(deflection): 166.94 in4 533.94 in4 Moment: 7093 ft-Ib 8892 ft-Ib Shear: 26041b 58221b Page 33 of 40 Project:7714-A StruCalc / Pa9e . e �qu� Luke Moerke / Location:TYP FLOOR HD1 � M"�"Exodus Engineering Combination Roof And Floor Beam of [2009 International Building Code(2005 NDS)] StruCalc Version 8.0.112.0 10/15/2012 6:22:52 PM 3.5 IN x 9.25 IN x 6.0 FT LOADING DIAGRAM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:37.8% Controlling Factor:Moment DEFLECTIONS Center Live Load 0.04 IN L/1824 Dead Load 0.03 in Total Load 0.07 IN U1095 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1500 Ib 1500 Ib Dead Load 999 Ib 999 Ib Total Load 2499 Ib 2499 Ib s k B Bearing Length 1.14 in 1.14 in BEAM DATA Center Span Length 6 ft ROOF LOADING Unbraced Length-Top 0 ft Side 1 Side 2 Roof Pitch 0 :12 Roof Live Load RLL= 30 psf 30 psf Floor Duration Factor 1.00 Roof Dead Load RDL= 15 psf 15 psf Roof Duration Factor 1.15 Roof Tributary Width RTW= 12 ft 2 ft Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 #2-Douglas-Fir-Larch Floor Live Load FLL= 40 psf 40 psf Base Values Adjusted Floor Dead Load FDL= 10 psf 10 psf Bending Stress: Fb= 900 psi Fb'= 1242 psi Cd=1.15 CF=1.20 Floor Tributary Width FTW= 2 ft 0 ft Wall Load WALL= 96 plf Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 BEAM LOADING Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Roof Uniform Live Load: wL-roof= 420 plf Min.Mod.of Elasticity: E min= 580 ksi E min'= 580 ksi Roof Uniform Dead Load: wD-roof= 210 plf Comp.1 to Grain: Fc-l= 625 psi Fc--L'= 625 psi Floor Uniform Live Load: wL-floor= 80 plf Floor Uniform Dead Load: wD-floor= 20 plf Controlling Moment: 3749 ft-ib Beam Self Weight: BSW= 7 pif 3.0 ft from left support Combined Uniform Live Load: wL= 500 plf Created by combining aii dead and live loads. Combined Uniform Dead Load: wD= 333 plf Controlling Shear: 1899 Ib Combined Uniform Total Load: wT= 833 plf At a distance d from support. Controlling Total Design Load: wT-cont= 833 plf Created by combining all dead and live loads. Comparisons with required sections: Rep'd Provided Section Modulus: 36.22 in3 49.91 in3 Area(Shear): 13.76 in2 32.38 in2 Moment of Inertia(deflection): 50.6 in4 230.84 in4 Moment: 3749 ft-Ib 5166 ft-Ib Shear: 18991b 44681b Page 34 of 40 Pa9e . . Project:7714-A StruCalc e �ie.� Luke Moerke � Location:TYP FLOOR HD2 �"p'�`Exodus Engineering Combination Roof And Floor Beam o� [2009 Intemational Building Code(2005 NDS)] StruCalc Version 8.0.112.0 10/15/2012 6:22:52 PM 3.5 IN x 925 IN x 6.0 FT LOADING DIAGRAM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:65.6% Controlling Factor:Moment DEFLECTIONS Center Live Load 0.04 IN U1983 Dead Load 0.02 in Total Load 0.05 IN L/1316 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1380 Ib 1380 Ib Dead Load 699 Ib 699 Ib otal Load 2079 Ib 2079 Ib A __ _ _ e�_ _ � Bearing Length 0.95 in 0.95 in BEAM DATA Center Span Length 6 ft ROOF LOADING Unbraced Length-Top 0 ft Side 1 Side 2 Roof Pitch 0 :12 Roof Live Load RLL= 30 psf 30 psf Floor Duration Factor 1.00 Roof Dead Load RDL= 15 psf 15 psf Roof Duration Factor 1.15 Roof Tributary Width RTW= 2 ft 0 ft Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 #2-Douglas-Fir-Larch Floor Live Load FLL= 40 psf 40 psf Base Values Adiusted Floor Dead Load FDL= 10 psf 10 psf Bending Stress: Fb= 900 psi Fb'= 1242 psi Floor Tributary Width FTW= 10 ft 0 ft Cd=1.15 CF=1.20 Wall Load WALL= 96 plf Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1_15 BEAM LOADING Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Roof Uniform Live Load: wL-roof= 60 plf Min.Mod.of Elasticity: E min= 580 ksi E min'= 580 ksi Roof Uniform Dead Load: wD-roof= 30 plf Comp.L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Floor Uniform Live Load: wL-floor= 400 plf Floor Uniform Dead Load: wD-floor= 100 plf Controlling Moment: 3119 ft-Ib Beam Self Weight: BSW= 7 plf 3.0 ft from left support Combined Uniform Live Load: wL= 460 pif Created by combining all dead and live loads. Combined Uniform Dead Load: wD= 233 plf Controlling Shear: 1580 Ib Combined Uniform Total Load: wT= 693 pif At a distance d from support. Controlling Total Design Load: wT-cont= 693 plf Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 30.13 in3 49.91 in3 Area(Shear): 11.45 in2 32.38 in2 Moment of Inertia(deflection): 42.09 in4 230.84 in4 Moment: 3119 ft-Ib 5166 ft-Ib Shear: 15801b 44681b Page 35 of 40 , � PfojeCt:7714-A StfuCalC / page e �quk Luke Moerke / Location:NOOK BM � M"'��Exodus Engineering Combination Roof And Floor Beam ot [2009 International Building Code(2005 NDS)] StruCalc Version 8.0.112.0 10/15/2012 6:22:52 PM 5.5 IN x 12.0 IN x 14.0 FT LOADING DIAGRAM 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:60.4% Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.29 IN L/577 Dead Load 0.08 in Total Load 0.37 IN L/451 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 3360 Ib 3360 Ib -. Dead Load 940 Ib 940 Ib � Total Load 4300 Ib 4300 Ib �an-- � Bearing Length 1.20 in 1.20 in BEAM DATA Center Span Length 14 ft ROOF LOADING Unbraced Length-Top 0 ft Side 1 Side 2 Roof Pitch 0 :12 Roof Live Load RLL= 30 psf 30 psf Floor Duration Factor 1.00 Roof Dead Load RDL= 15 psf 15 psf Roof Duration Factor 1.15 Roof Tributary Width RTW= 0 ft 0 ft Camber Adj.Factor 1 Camber Required 0.08 FLOOR LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf 24F-V4-Visually Graded Western Species Floor Dead Load FDL= 10 psf 10 psf Floor Tributary Width FTW= 12 ft 0 ft Base Values Adiusted Wall Load WALI= 0 plf Bending Stress: Fb= 2400 psi Controlled by: Fb cmpr= 1850 psi Fb'= 2400 psi BEAM LOADING Cd=1.00 Roof Uniform Live Load: wL-roof= 0 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Roof Uniform Dead Load: wD-roof= 0 plf Cd=1.00 Floor Uniform Live Load: wL-floor= 480 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Floor Uniform Dead Load: wD-floor= 120 plf Min.Mod.of Elasticity: E min= 930 ksi E min'= 930 ksi Beam Self Weight: BSW= 14 plf Comp.L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Combined Uniform Live Load: wL= 480 plf Combined Uniform Dead Load: wD= 134 plf Controlling Moment: 15051 ft-Ib Combined Uniform Total Load: wT= 614 plf 7.0 ft from left support Controlling Total Design Load: wT-cont= 614 plf Created by combining all dead and live loads. Controlling Shear: 3698 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 75.25 in3 132 in3 Area(Shear): 20.93 in2 66 in2 Moment of Inertia(deflection): 493.84 in4 792 in4 Moment: 15051 ft-Ib 26400 ft-Ib Shear: 36981b 116601b Page 36 of 40 � , / page Project:7714-A StruCalc e��qr.�- Luke Moerke - Location: 1ST FLOOR BM2 `�""""�"Exodus Engineering Combination Roof And Floor Beam of [2009 International Building Code(2005 NDS)] StruCalc Version 8.0.112.0 10/15/2012 6:22:52 PM 3.5 IN x 7.25 IN x 5.0 FT LOADING DIAGRAM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:11.8% Controlling Factor:Moment D�FLECTIONS Center Live Load 0.05 IN U1116 Dead Load 0.01 in Total Load 0.07 IN L/887 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1700 Ib 1700 Ib Dead Load 439 Ib 439 Ib -" �� _�' Total Load 2139 Ib 2139 Ib 5 h Bearing Length 0.98 in 0.98 in a B BEAM DATA Center Span Length 5 ft ROOF LOADING Unbraced Length-Top 0 ft Side 1 Side 2 Roof Pitch 0 :12 Roof Live Load RLL= 30 psf 30 psf Floor Duration Factor 1.00 Roof Dead Load RDL= 15 psf 15 psf Roof Duration Factor 1.15 Roof Tributary Width RTW= 0 ft 0 ft Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 #2-Douglas-Fir-Larch Base Values Adiusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 900 psi Fb'= 1170 psi Floor Dead Load FDL= 10 psf 10 psf Floor Tributary Width FTW= 17 ft 0 ft Cd=1.00 CF=1.30 Wall Load WALL= 0 pif Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 BEAM LOADING Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Roof Uniform Live Load: wL-roof= 0 plf Min.Mod.of Elasticity: E min= 580 ksi E min'= 580 ksi Roof Uniform Dead Load: wD-roof= 0 plf Comp.L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Floor Uniform Live Load: wL-floor= 680 plf Floor Uniform Dead Load: wD-floor= 170 plf Controlling Moment: 2673 ft-Ib Beam Self Weight: BSW= 6 plf 2.5 ft from left support Combined Uniform Live Load: wL= 680 plf Created by combining all dead and live loads. Combined Uniform Dead Load: wD= 176 plf Controlling Shear: -1625 Ib Combined Uniform Total Load: wT= 856 plf At a distance d from support. Controlling Total Design Load: wT-cont= 856 plf Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 27.42 in3 30.66 in3 Area(Shear): 13.55 in2 25.38 in2 Moment of Inertia(deflection): 35.85 in4 111.15 in4 Moment: 2673 ft-Ib 2989 ft-Ib Shear: -16251b 30451b Page 37 of 40 • f • Project:7714-A StruCalc ) page c e �qct$. Luke Moerke Location:TYP C.S.FTG1 � `�Exodus Engineering Footing or [2009 International Building Code(2005 NDS)] StruCalc Version 8.0.112.0 10/15/2012 6:22:52 PM Footing Size:2.0 FT Round Diameter X 5.00 IN Deep Section Footing Design Adequate CAUTIONS "Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Diameter: Dia.= 2 ft Effective Depth to Top Layer of Steei: d= 6 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 3.5 in Column Depth: n= 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1060 psf Effective Allowable Soil Bearing Pressure:Qe= 1400 psf ! s.s�n Required Footing Area: Areq= 2.38 sf Area Provided: A= 3.14 sf I Baseplate Bearing: ', Bearing Required: Bear= 5052 Ib ', Allowable Bearing: Bear-A= 28634 Ib ! Beam Shear Calculations(One Way Shear): $1O Beam Shear: Vu1 = 1101 Ib I Allowable Beam Shear: Vc1 = 4679 Ib '�i s�� Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 38 in i_ _-- —__ __-- _ _ Punching Shear: Vu2= 4044 Ib �-- . __ __ zn Controlling Allowable Punching Shear: vc2= 16678 Ib Bending Calculations: FOOTING LOADING Factored Moment: Mu= 13432 in-Ib Live Load: PL= 2640 Ib Nominal Moment Strength: Mr,= 17547 in-Ib Dead Load: PD= 690 Ib Total Load: PT= 3330 Ib Ultimate Factored Load: Pu= 5052 Ib Weight to resist uplift w/1.5 F.S.: U.R.= 202 Ib Page 38 of 40 � • . page Project:7714-A StruCalc e �ity_ Luke Moerke � Location:GRG FTG �"�'"`Exodus Engineering Footing of [2009 Intemational Building Code(2005 NDS)] StruCalc Version 8.0.112.0 10/15/2012 6:22:52 PM Footing Size:3.02 FT x 3.02 FT x 11.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C.E/W/(5)min. Section Footing Design Adequate FOOTING PROPERTiES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3.02 ft Length: L= 3.02 ft Depth: Depth= 11 in Effective Depth to Top Layer of Steel: d= 7.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1359 psf s�n Effective Allowable Soil Bearing Pressure: Qe= 1363 psf Required Footing Area: Areq= 9.1 sf Area Provided: A= 9.12 sf ' Baseplate Bearing: I �I Bearing Required: Bear= 17900 Ib »��I Allowable Bearing: Bear-A= 99450 Ib Beam Shear Calculations(One Way Shear): I li `r Beam Shear: Vu1 = 5369 Ib � '� 3in _. __ Allowable Beam Shear. Vc1 = 19706 Ib Punching Shear Calculations(Two Way Shear): ` 3.02 h Critical Perimeter: Bo= 53 in Punching Shear: Vu2= 15508 Ib FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 86456 Ib Live Load: PL= 7557 Ib Allowable Punching Shear(ACI 11-36): vc2-b= 107663 Ib Dead Load: PD= 4841 Ib Allowable Punching Shear(ACI 11-37): vc2-c= 57638 Ib Total Load: PT= 12398 Ib Controlling Allowable Punching Shear: vc2= 57638 Ib Ultimate Factored Load: Pu= 17900 Ib Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 808 Ib Factored Moment: Mu= 81089 in-Ib Nominal Moment Strength: Mn= 247104 in-Ib Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.51 in Steel Required Based on Moment: As(1)= 0.31 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.80 in2 Controlling Reinforcing Steel: As-reqd= 0.80 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(5)Min. Reinforcement Area Provided: As= 0.98 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15.12 in Page 39 of 40 . r ' page �roject:7714-A StruCalc e uY- Luke Moerke Location: 1 ST FLOOR BM1 � M�Exodus Engineering Combination Roof And Floor Beam ot [2009 International Building Code(2005 NDS)j StruCalc Version 8.0.112.0 10/15/2012 6:22:52 PM 3.5 IN x 7.25 IN x 5.5 FT LOADING DIAGRAM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:30.6% Controlling Factor:Moment DEFLECTIONS Center Live Load 0.06 IN L/1188 Dead Load 0.01 in Total Load 0.07 IN L/942 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1320 Ib 1320 Ib ,.,,... _ . ::.... Dead Load 345 Ib 345 Ib " � � ��' v � Total Load 1665 Ib 1665 Ib 5.5ft B Bearing Length 0.76 in 0.76 in BEAM DATA Center Span Length 5.5 ft ROOF LOADING Unbraced Length-Top 0 ft Side 1 Side 2 Roof Pitch 0 :12 Roof Live Load RLL= 30 psf 30 psf Floor Duration Factor 1.00 Roof Dead Load RDL= 15 psf 15 psf Roof Duration Factor 1.15 Roof Tributary Width RTW= 0 ft 0 ft Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 #2-Douglas-Fir-Larch Floor Live Load FLL= 40 psf 40 psf Base Values Adiusted Floor Dead Load FDL= 10 psf 10 psf Bending Stress: Fb= 900 psi Fb'= 1170 psi Cd=1.00 CF=1.30 Floor Tributary Width FTW= 12 ft 0 ft Wall Load WALL= 0 plf Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 BEAM LOADING Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Roof Uniform Live Load: w�-roof= 0 pif Min.Mod.of Elasticity: E min= 580 ksi E min'= 580 ksi Roof Uniform Dead Load: wD-roof= 0 plf Comp.�-to Grain: Fc-1= 625 psi Fc-1'= 625 psi Floor Uniform Live Load: wL-floor= 480 pif Floor Uniform Dead Load: wD-floor= 120 plf Controlling Moment: 2290 ft-Ib Beam Self Weight: BSW= 6 plf 2.75 ft from left support Combined Uniform Live Load: wL= 480 plf Created by combining all dead and live loads. Combined Uniform Dead Load: wD= 126 pif Controlling Shear: 1332 Ib Combined Uniform Total Load: wT= 606 plf At a distance d from support. Controlling Total Design Load: wT-cont= 606 plf Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 23.48 in3 30.66 in3 Area(Shear): 11.1 in2 25.38 in2 Moment of Inertia(deflection): 33.69 in4 111.15 in4 Moment: 2290 ft-Ib 2989 ft-Ib Shear: 13321b 30451b Page 40 of 40