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JO9020121 Structural Calcs STRUCTURAL CALCULATIONS For Johnson Custom Homes For Lot 80 15230 Kayla Street Lateral and Vertical Design Job#2012162 October 3, 2012 By PRECISE ENGINEERING INC. HAROLD HAHNENKRATT, P.E. , �:��.�'i+�Le'" . .�,��. �. � � � . �:;'�� ;-� � ,., � � � . - - � -� � ��> >s �,�' `��,Q��i E�ti��`� �!A l � �d � � / .. . .h SCOPE: Provide structural calculations for lateral design and vertical design per the 2009 IBC. LOADS AND MATERIALS Roo£ Comp Roofing(2 layers) S.Opsf Pre-engineered Trusses @ 24'oc 2.9psf Roof Sheathing 1.Spsf Insulation 1.2psf 5/8'GWB 2.8psf Misc. 1.Spsf Dead Load= 14.9»15psf Snow Load = 25psf Wall: 2x6 Studs @ 18'oc Dead Load = lOpsf Floor: I joists at 18'oc Dead Load= 12psf Part. Load = lOpsf Live Load = 40psf Wind: 85 MPH Exp. B Seismic: Site Class = D Design Category = D Use Group = I R = 6.5,2.2 Cd = 4 �o = 3 Soil: 1500psf Allowable Bearing (Assumed) Lumber: 2x>4x = #2DF 6x > _ #1DF GLB = 24f-v4 for simple span = 24f-v8 for cont. and cantilever. Concrete: �c = 2500psi Rebar = Grade 60 LATERAL DESIGN Wlnd LOading: Simplified(ASCE 7-05 Section 6.4) P5 = �Kn�WPsao Wind Speed 85 mph Exposure B Roof Pitch 6:12 � = 1 Kn= � I = 1 pS30 = 10 (Roof) 12.4 (Wali) ps= 10.0 (Roofl 12.4 (Wall) Seismic Design Category - Conterminous 48 States Latitude = 46.95971, Longitude = -122.6130 MCE MAP VALUES Short Period Map Value - Ss = 117.7% g 1.0 sec Period Map Value - S1 = 37.4% g RESIDENTIAL DESIGN INFORMATION Short Period Map Value - Ss = 117.7% g Soil Factor for Site Class D - Fa = 1.03 Residential Site Value = 2/3 x Fa x Ss = 80.8% g Residential Seismic Design Category = D1 Seismic Loading: Section �2.a,�2.s iBC Eh=pQh Qh=V p=1.3 V= CSW CS=Sps/1.4R E=(1.3Sps/1.4R)W Sps 0.808 R = 6.5 (Wood Shear Wall) R = 1.5 (Cantilever Column) V= 0.115 Wt. (Wood Shear Wall) V= 0.462 Wt. (Cantilever Column) � 38' C /, i 10' � 12' - � 16' � I �r� = — = — _ — I i — I I I ; j ( OUTDOOR UVING I I i � 11'-t"z 9'-T � � � i i � � I I T � l � � � � 5' S'—r—�—5'-5" � 6'-7"—� 5'-6" -�� 10'-6" � i � � � � \ � .ar+o I �wiornsao \ mn. �B�b ° l . �.—. . � ..._____._.. .____._.__ ._T --_._"'_�_._� __ _— — ��____� � 3 r NI asn�.znrl�'+a':iB. II BiSF J� ,: 1 � JI _ _ G,w __ L \�I�-' ��.� � r i � � O � � � �� KITCHEN /�O I � rl ir-a•,iz-s' , 1'-6" NOOK T "��'.,I�i,°%�:� _�_T___ � // 9'-7'x 13'-3' � ax � � I� � 'A / N I o � R / T � I I —J�, I � � � '. � I ! � I V I �/ J / LIVMG I � q / 15'-T�16'-70' I � � I i ' - � � ' � r � � Ii / , � , I i r� � �CPAWL I, I / � II I ' ^E551 ` � 1 � �'°,o� �� `�' �� , 6'-2"—�—4'-g" � � � ' - - - �_ - — : i LAUNDRY \ � I � \ (— c\ s,,x� r. I � wH � ��.,�}— � �- i �pqj O , ��/ i v I ,. � M p f � �o.v.� ' I �'�\ (`J V' ENTftY \ �' ir io•=ia-o� I �� i �� 2'-7" � 6'-11" �\� �2'-4" / � —� � N 5'-1"; 4'-5" 5'-8 1/2"�3'-3"� � i � � r �t'--__ __------i� �, � i � � ,� � � GARAGE I �/ � 2r-i•x�s�-�� STUDY �_, 1 9��' i I � � � � i i rn � _ax128EAM_ _ _ �_ I I � �\ -------.mR.r:�.�--- ---� � � -------�i---- ---�, � �� _ � _ 5-1/2 x 1 B GLB _ _ �_ _ ,,II r_ __ _� .—\___ mN�. ____ �I � / �J��— u�w c.�se _�J I \ i� i --- i �\=__— �i ___ _� ' g�"� PORCH ! � I � 15'-5'x 5'-5' � � �D I +— I I �� / � � ' j ___S_.1 .._ �� .._.�_._ �11 11 LIVING AREA ese sq n �-11' 11' 16' i �_ 38� Two Story Wind to Diaphragm Wind Upper Plate Height 8.1 Roof 10 Main Plate Height 9.1 Walls 12.4 Floor Depth 1 Diaphragm Roof Ht. Wind Load Length Total Load 1-2 Roof 8.2 0.0 132.2 38.0 5024.4 Upper 0 119.0 38.0 4523.5 SUM 9547.9 Roof Ht. Wind Load Length Total Load A-B rf/upper 0 45.0 10.0 450.0 B-C Roof 0 6.0 124.6 36.0 4486.3 Upper 0 119.0 36.0 4285.4 C-D rf/upper 1 66.4 4.0 265.7 SUM 9487.4 �� TG,� ��,�' �, �'_" �'- � R`� e � �+�� v��,�� 3�,��s?� �-, � �`� � I► �z� t� � �} U'�' �� r►� � �.�-. � �� °��' �, �R� (�/p�' r� 3�� L� �1 � � �'�✓ �7 � `� � � �� G,�,.-�✓� G��i � � c a� � o 0 0 0 0 0 •� titi � � � � � ii n n n n ii � a a a n a n a� UU U UU U � cD co co co co cfl a� �m �� m � n_ O Z � � a�°o o-°o o-°o o�o I� �- � t!') M jj � � t�- � t� (D � H � � � V � DO � C � iP) N O N � N � � � 00 � � � CO 1� N a0 I� N 0 � OD V' CO N C'7 � �N N t!� O � .- C CO Q> � O tf� � N Q C�O C�D N � t�f') � F-- N 0 C 00 � � � 0p � „ � N � � � � = I� 1� � tn L!') � > � � O OD 00 � � � � Q � � � � � � �--�00 � � � � � � 00 O � QO O � ` �r- N N � � � (O � d' �' N � � tn N N N m � N N N N � L ��O O O O O O C � .'- 00 N N N N � J M N r- N N N � � � � O O O O O � �> � 00 c0 O t0 CO �: Q > "M M � (h (h 0 C N O � (D O �. � ~= N � V' � (0 �- M r � N c- � O .- U J C � � � N � N C M � � � Q Q N a, .` � ] O Q Q O a � � � J � fl- 7 � �- � G � Q � `C � � .�� ` 5 w p t0 y iv � N �1 U � � O C J `-' Q m U � O � a .- c� � M M CO � O CO �,.� c9 � O � O � O O � O N O � O � O c`� O O � O H d' �t � N � � � � c0 � p � � N � f� Ln M O � O N O N O O � O N O � O N O M O O � O � N N �' N N N `— tn � � � � � � � N > � J C'7 M c'� M r T N N V d' � � N N .. . ...... ... . .......... ........ ...... . .. _ - - .......:.: � � �-- Lf� lf) W Cfl C� N N z N N N N � N N 0 ~ N N � C7 M CO ❑ � Q � O N O N O O � O O O N O N O O O O � O � J � � � � � � � :: : :.::...:::: :: .: . . :::: .::.:::.: .::..:: ::..:_ ._:. .:.;::::>�. O O � N N M� M� � � � � N N N N N N � � � cv Q c0 U � c J ,� C U � 'U — p_a� 3 N N V 6j V V � N _ N 10 O O O O � O O — — Q m m m �jc'> v � r = c c c � c E � � (`7 N � � � � Q� � pp N � N o7 N N �'O � O c0 � ln c'7 V � ln � V >. t0 � � � O O O F-- � � N V V N N O ln V ma � � � � � (n � N V � N N V' � C c0 � — cO M �t'i � d' V � O V Z � � � � tD N � � t� N j d' V O — N N � U c a o 0 0 0 0 0 0 0 3 co co N co c� co m �i � 3 0 � o � o � o mo 0 � � L ocn - >N V � � � � O M � �A u� > (n M V N � V � N N N ,U `- - - - 'V ln lIJ tn If) .� N � � N OJ O) � OJ M � O O O O � O iD CO M d � W M � CO N � �,.� rn @ (D oJ O� V �p M V �f'J CO � � � CO � (O N � V' d' Uc� r� vco V (D V C'J N � N (p (p (p fp 3 N � � � � p] � O O O O O � i� �o -o -o �o .o i� � � � � Q � m co o� c� c� cu w ao m m v v v �i c� L � � � = J t0 J � O O Q m � I� m m � U U Q — °� o0 00 00 00 0 w m 2 � F � � N N � C � c+� ln lfJ � �,.� c0 O lf'J N > Q) O O V N i� � � O f� O � � O c`J V U N � t[J tn C U = L (U � N oJ O� W O� N m W O] O� _ r �p � O O O O O o0 O � � O �D O ln OJ (D W N ' '� � � M V N N N � N � � 2 N 11 �I. II a = � L � � � = = x � � � � o ° o o ° o � � LL o N � � � � � N M � O � X V O tn V N N � � �,.� � t� � l[7 t[� �p � t� N N N > � N � O O � O O a — V 3 N � N (O M MJ M O m N N O O O � O O C� tn O O � (�P � <•�j V N N V ln M C'J (`') L � � � V II II II O O O O � O O O O O � , � � � � N c`7 N C''� ' M O CJ e0 X X X X � i� !� N � � � � N N (") M tfJ f� t(� I� � @@ � N V' N V' N N V N V V � � � � N � N W N Q' Q' R� R� a' Q' � UJ � ln J �0 cv Q o0 U 0 � TYPICAL SHEAR WALL NOTES Use 5/8" dia. by 10" Anchor Bolts (AB's) with single plates and 5/S" dia. by 12" AB's with double and 3x plates spaced as shown on the drawings. AB's shall have 7"of embedment into footing,shall be centered in the stud wall, and shall project through the bottom plate of the wall and have a 3x3x1/4 plate washer. At existing foundation use SI8" diameter Simpson Titen HG bolts with minimum of 4" embedment into the existing concrete. All wall sheathing shall be 1/2" CDX plywood, 5/8" T1-11 siding, or 7/16" OSB with exterior exposure glue and span rated"SR 24/0"or better. All free sheathing edges shall be blocked with 2x4 or 2x6 flat blocking except where noted on the drawings or below. All nails shall be 8d or l Od common(8d common nails must be 0.131 inch diameter, Senco KC27 Nails are equivalent. If l Od common nails are called for the diameter must be 0.148 inches, Senco MD23 Nails are equivalent). Nail size and spacing at all sheathing edges shall be as required below or as in the drawings. Nail spacings shall be 12" o.c. for all field nailing except as noted. Hold downs are Simpson"Strong Tie"and shall be installed per the manufacture's recommendation. Equivalent hold downs by United Steel Products Company"Kant-Sag"that have ICBO approval can be substituted in place of Simpson hold downs. All floor systems must be blocked solid below member that the hold down is attached to. This block should be equal to or larger than the member the hold down is attached to and be placed as a"squash block". All double and triple studs shall glued and nailed together with lOd's at 3" o.c. for each layer. A114x studs are to be#2 DF and a116x studs are to be#1 DF when used for hold downs and shear walls. All fasteners in contract with pressure treated lumber shall be zinc coated in accordance with ASTM B 695,Class 55 minimum. Fasteners exposed to weather must meet the requirements of the pressure treating manufacture's minimum. IN ADDITON, the contractor shall coordinate connector/fastener coating requirements with recommendations from connector/fastener manufacturer and type of pressure treating chemical and retention being used. See Section 2304.9.5 of the 2009 IBC for additional information. ALL WALL AND ROOF FRAMING LUMBER SHALL BE DOUG-FIR#2 OR BETTER. NOTE: MST STRAPS attaches to (2) 2x or 4x studs in wall above and below unless noted otherwise. Nail all holes with 16d sinkers. SHEAR WALL SCHED ULE � sheathing nailed with l Od's at 6" on center all edges. � sheathing nailed with l Od's at 3" on center all edges and 4x or 6x studs at panel edges. HOLD DOWN SCHED ULE It is the responsibility of the contractor to locate hold down anchor bolt to accommodate all structural framing. Anchor bolt to be located nearest the corner or opening at the end of the shear wall. All foundation vents to be a minimum of 12"off centerline of the anchor bolt on either side. Holdown stud to be �coordinated with shear wall panel edge framing requirements. Larger stud size controls * For holdown anchor bolt embedment greater that foundation depth, thicken footing for 2'-0" either side of holdown anchor bolt to a depth that provides for 3" clear below the bottom of the anchor bolt. Provide(2) additional #2 x 3'-0"pieces of longitudinal rebar at this location. ( J�) HDU2 attaches to concrete foundation with a Simpson SSTB 16. HDU2 attaches to `�-f double 2x studs or 4x or 6x stud with (6) Simpson SDS 1/4 X 3 Wood Screws in wall above. OHDUS attaches to concrete foundation with a Simpson SSTB 24. HDUS attaches to double 2x studs or 4x or 6x stud with (14) Simpson SDS 1/4 X 3 Wood Screws in wall above. 38' ,_2„ 4'-5"—�—5'-3 1/2" -'- g,_�,. ' 6 11'-6 1/2° 5'-6 1/2"�6'-6" '—��6'-8" I 2'-9 1/2" 2,_6„ � � ' � � � isa � � �a. � .�.o , .aa.o, � _ _ _ _._ , _ _ _ -�— _ o ---� I >WOFGSM � 305050N(ER � ��i N I'/ __ C•7 � I ; III o �_ _ �" [p u � `�� ocru � ros � MA TER BATH �t' � iz+•zT • / iD �—^`\ /BEDROOM 3 I � BEDROOM 2 , �o�-r,i3•-3- i � �r-�•.�s-s• � , ' I �\ � � � � /� �cce`ss i I I , ! 3Q,o� ;J � �`y `' i 6� � — ; —� N � Ao_�z.ea ' '\ I v O - f , � M / ,.. N � � I i � 5'-11 112" 8'-11" N ! I ':,�; BATH � � �� p m � N i r-i e._o. � � � I � f �/^� � � � I I � I ^ I iN I � zz 1 6 r(��` I ; n�lu � �� I i ¢��I ;7 � ` � I � ' �� /�--�'''"{' p (D � � MASTER BDRM I 8�.g.� �2'-71/2'� 3'-10„I 3�_3��; � ie-a�,is-�� T O � O � II LOFT / / �i I N 21'-1'x 16'-0' / oy��___ � t n I—} �� QO [�� I V � // � � \�___� I ._.._ _ _ _ � _. � I� � I � M I � I � y . . '. __—_--'____—I'__J iV I j � I _ __ .. .__- I ,_.�.� LIVING AREA i � �zzz sq n i i � LF—g� g� 5�—�—5' i 8' � 8' i � i L____________________'_ _''—___J �12' —10' � 16' r� 38' Title Biock Line 1 Title: Job# You can changes this area Engineer: using the"Settings"menu item Project Desc.: and then using the"Printing& Title Biock"selection. Title Block Line6 F�m�ca: .3ocrzo��,�zsoEr:� ' MU�tip�@ CJ1�11p�@ Bec��ll ENERCALC,INC.1983-2012,Build:6.12.9.16,Ver.6.12.9.16 � i_ i.i�:i• Description : Roof FRaming ----- ---__.--------------------___----___ ---- Wood Beam Design : A Calculations per 2005 NDS, IBC 2009,CBC 2010,ASCE 7-05 BEAM Size : 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with 20091BC&ASCE7-05�oad Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Prll 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=17.0 ft �2SI(Jl1 SU�1117121'V � ora zssai s�o azso) _ � � Max fb/Fb Ratio = 0.709: � fb:Actual: 712.15 psi at 3.000 ft in Span#1 ', ;, Fb:A�lowable: 1,004.62 psi , � i Load Comb: +D+S+H � � ( � i Max iv/FvRatio= 0.301 : 1 '� �'� j'`� '�� fv:Actual: 58.85 psi at 5.380 ft in Span#1 ', '—�� — ' Fv:Allowable: 195.50 psi , ' Load Comb: +p+S+H e o n.exe Max Reactions (k) D L Lr S w E H Max Deflections Left Support 0.77 1.28 Downward L+Lr+S 0.050 in Downward Total 0.079 in Right Support 0.77 1.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1452 >240 Total Defl Ratio 907 >240 - -- - I ' � , � I i � , i i � - � �� I �� li �I �I i i � � i la UP �III li i la �� wH ��, �� r-- — — — i I � I j � mn,Pw � I ' I " ! I / � I I j � ! I ' " I I I � t'� SECOND FLOOR JOIST �BoiseCascade Double 11-7/8" BCIO 6000-1.7 DF JoistIJ03 BC CALC�3.0 Design Report-US 1 span � No cantilevers � 0/12 slope Thursday, October 04, 2012 Build 440 16 OCS � Repetitive � Glued & nailed construction File Name: BC CALC Project Job Name: Description: J03 Address: Specifier: City, State, Zip: , Designer: Customer: Company: Code reports: ESR-1336 Misc: 3 2 1 i �' 15-00-DO — B0,2-1/2" B1,2-1/2„ LL 500 Ibs LL 500 Ibs DL 142 Ibs DL 482 Ibs SL 22 Ibs SL 354 Ibs Totai Horizontal Product Length=15-00-00 Live Dead Snow Wind Roof Live OCS(in.) Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125% 1 Standard Load Unf. Area (psf) L 00-00-00 15-00-00 40 12 16 2 Partition Load Partition (psf) L 00-00-00 15-00-00 10 16 3 WALL AND ROOF Unf. Lin. (plf) L 13-00-00 15-00-00 192 188 n/a Controls Summary vaiue %Allowable �uration Case Span Disciosure Pos. Moment 2,404 ft-Ibs 32.7% 100% 1 1 - Internal Completeness and accuracy of input must End Reaction 1,336 Ibs 44.7% 115% 2 1 - Right be verified by anyone who would rely on Total Load Defl. L/1,130 (0.156") 31.9% 2 � output as evidence of suitability for Live Load Defl. L/1,486(0.119") 32.3% 2 � particular application.Output here based Max Defl. 0.156" 15.6% 2 � on building code-accepted design properties and analysis methods. Span/Depth 14.9 n/a 1 Instaliation of BOISE engineered wood products must be in accordance with %Allow %Allow current Instailation Guide and applicable Bearing Supports Dim.(L x VI� Value Support Member Material building codes.To obtain Installation Guide BO WalUPlate 2-1/2"x 4-5/8" 664 Ibs n/a n/a Unspecified or ask questions,please call B1 Wall/Plate 2-1/2"x 4-5/8" 1,336 Ibs n/a n/a Unspecified �800)232-0788 before installation. BC CALCOO,BC FRAMEROO ,AJSTM' Notes ALLJOISTO,BC RIM BOARDTM',BCIOO , Design meets User specified (L/360)Total load deflection criteria. BOISE G�ULAM'*�,SIMPLE FRAMING SYSTEMO,VERSA-LAMO,VERSA-RIM Design meets User specified (L/480) Live load deflection criteria. PLUSO,VERSA-RIMOO, Design meets arbitrary(1") Maximum load deflection criteria. VERSA-STRANDO,VERSA-STUDO are Composite EI value based on 23/32"thick sheathing glued and nailed to joist. trademarks of Boise Cascade,L.L.C. Page 1 of 1 �so,$�ces�aae Single 11-7/8" BCIO 6000-1.7 DF JoistIJ02 BC CALCO 3.0 Design Report- US 1 span � No cantilevers � 0/12 slope Wednesday, October 03, 2012 Build 440 16 OCS � Repetitive � Glued& nailed construction File Name: BC CALC Project Job Name: Description: J02 Address: Specifier: City, State, Zip: , Designer: Customer: Company: Code reports: ESR-1336 Misc: 3 2 1 � i '�' � 15-00-00 �� B0,2-1/2" B1,2-1/2•, LL 500 Ibs LL 500 Ibs DL 144 Ibs DL 283 Ibs SL 17 Ibs SL 117 Ibs Total Horizontal Product Length=15-00-00 Live Dead Snow Wind Roof Live OCS(in.) Load Summary Tag Description Load Type Ref. Start End 100°l0 90% 115% 133% 125% 1 Standard Load Unf. Area (psf) L 00-00-00 15-00-00 40 12 16 2 Partition Load Partition(psfl L 00-00-00 15-00-00 10 16 3 wall and roof above Conc. Lin. (plfl L 13-00-00 13-00-00 140 100 16 Controls Summary Value %Allowable Duration Case Span Disclosure Pos. Moment 2,412 ft-Ibs 65.7% 100% 1 1 - Internal Completeness and accuracy of input must End Reaction 783 Ibs 60.2% 100% 1 1 - Right be verified by anyone who would rely on Total Load Defl. L/574(0.308") 62.8% 2 � output as evidence of suitability for Live Load Defl. L/761 (0.232") 63.10�0 2 � particular application.Output here based 0 on building code-accepted design Max Defl. 0.308" 30.8/0 2 � properties and analysis methods. Span J Depth 14.9 n/a � Installation of BOISE engineered wood products must be in accordance with �/a p,��oy� %q��o�y current Installation Guide and applicable Bearing Supports Dim.(L x V1n Value Support Member Material building codes.To obtain Installation Guide BO Wall/Plate 2-1/2"x 2-5/16" 660 Ibs n/a n/a Unspecified or ask questions,please call 61 Wall/Plate 2-1/2"x 2-5/16" 900 Ibs n/a n/a Unspecified ($00)232-0�88 before installation. BC CALCOO,BC FRAMERRO,AJSTM', Notes ALLJOISTOO ,BC RIM BOARDTM',BCIOO , Design meets User specified (U360)Total load deflection criteria. BOISE GLULAMTM SIMPLE FRAMING SYSTEMRO,VERSA-LAMOO,VERSA-RIM Design meets User specified (U480)Live load deflection criteria. PLUSO,VERSA-RIMO, Design meets arbitrary(1") Maximum load deflection criteria. VERSA-STRANDO,vERSA-STUDOare Composite EI value based on 23/32"thick sheathing glued and nailed to joist. trademarks of Boise Cascade,L.L.C. Page 1 of 1 �BofseCascade Single 11-7/8" BCIO 5000-1.7 DF Joist1J01 BC CALCO 3.0 Design Report- US 1 span ( No cantilevers � 0/12 slope Thursday, October 04, 2012 Build 440 16 OCS � Repetitive � Glued & nailed construction File Name: BC CALC Project Job Name: Description: J01 Address: Specifier: City, State, Zip: , Designer: Customer: Company: Code reports: ESR-1336 Misc: �__. ---___ _-_— . _-._ .______ . v s w �� r_�',�� I�9 ._?-.�"�C w � w v r 'v T e. 4�_T vr v 7_!'_-T"'__Y__Y r t v v �► s v v �._�! I �� s s s s ro' s �� v �'_S L_L �' v� r�__�Z��L-� � �' v��_L R___S-_L-I . � . �� . . . � .. . I . .. � � . . . ... . . � . � � i !.S' �7-��-Q� .�. B0,2-1/2" B1,2-1/2„ L�567 Ibs LL 567 Ibs DL 136 Ibs DL 136 Ibs Total Horizontai Product Length=17-00-00 Live Dead Snow Wind Roof Live OCS(in.) Load Summary Taq Description Load Type Ref. Start End 100% 90% 115% 133% 125% 1 Standard Load Unf. Area (psf) L 00-00-00 17-00-00 40 12 16 2 Partition Load Partition (psfl L 00-00-00 17-00-00 10 16 Controls Summary vaiue °�o Ailowable Duration Case Span Disclosure Pos. Moment 2,885 ft-Ibs 91.6% 100% 1 1 - Internal Compieteness and accuracy of input must End Reaction 703 Ibs 592% 100% 1 1 - Left be verified by anyone who would rely on Total Load Defl. L/418(0.48") 86.2% 1 1 output as evidence of suitability for Live Load Defl. L/518(0.387") 92.6% 1 1 Particular application.Output here based Max Defl. 0.48" 48.0% 1 1 on building code-accepted design S an/De th 16.9 n/a 1 properties and a�alysis methods. p p Installation of BOISE engineered wood products must be in accordance with %Allow %Allow current instaliation Guide and applicable Bearing Supports Dim.(L x VI� Value Support Member Material building codes.To obtain Installation Guide BO Wall/Plate 2-1/2"x 2" 703 Ibs n/a nla Unspecified or ask questions,please call B1 Wall/Plate 2-112"x 2" 703 Ibs n/a n/a Unspecified ($00)232-0788 before installation. BC CALCO,BC FRAMERO,AJST"" Notes ALLJOISTO,BC RIM BOARDTM' BCIO, Desi n meets User s ecified L/360 Total load deflection criteria. BOISE GLULAMTM SIMPLE FRAMING g p � � SYSTEMO,VERSA-LAMO,VERSA-RIM Design meets User specified (L/480) Live load deflection criteria. PLUSO,VERSA-RIMO, Design meets arbitrary(1") Maximum load deflection criteria. vERSA-STRANDO,vERSA-STUDOare Composite EI value based on 23/32"thick sheathing glued and nailed to joist. trademarks of Boise Cascade,L.L.C. Page 1 of 1 Title Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings"menu item Project Desc.: and then using the"Printing& Title Block"selection. Title Block Line 6 P��ed�aocr2uiz e>1�r�� _—_---- --- ---____--------__.--------- __ -- ------- .__-- — � MUItIpIG S1117pI@ B@�111 ENERCALC,INC.1983-2012,Build.6.12.9.16,Ver.6.12.9.16 � i�i�:�• Description : Upper floor --------- -g--------____ __ _---- -------- - --___—_______---- — — Wood Beam Desi n : A Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 BEAM Size : 3.5x11.875,VersaLam, Fully Braced Using Allowable Stress Design with 20091BC&ASCE7-05 Load Combinations,Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2800 Fb-Tension 2800 psi Fc-Prli 3000 psi Fv 285 psi Ebend-xx 2000 ksi Density 32.21 pcf Fb-Compr 2800 psi Fc-Perp 750 psi Ft 2100 psi Eminbend-xx 2000 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 klft,Trib=22.0 ft Unif Load: D=0,080 k/ft,Trib=1.0 ft Unif Load: D=0,0220, L=0.040 klft,Trib=6.750 ft Design Summary , oro,�asl�.co 2�0� , Max fb/Fb Ratio = 0.664; � � : ' fb:Actual: 2,138.08 psi at 5.000 ft in Span#1 f� i ' Fb:Allowable: 3,220.00 psi I Load Comb: +D+0.750L+0.750S+H ; ' Max fv/FvRatio= 0.521 : 1 �' j ��' � fv:Actual : 170.75 psi at 9.033 ft in Span#1 _ �_ Fv:Allowable: 327.75 psi io.on, ssx�i.ais ' Load Comb: +D+OJ50L+OJ50S+H ' Max Reactions (k) D L Lr S w E H Max Deflections Left Support 2.79 1.35 2.75 Downward L+Lr+S 0.190 in Downward Total 0.319 in Right Support 2.79 1.35 2.75 Upward L+Lr+S 0.000 in Upward Totai 0.000 in Live L.oad Defl Ratio 632 >360 Total Defl Ratio 376 >360 Wood Beam Design : B Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 BEAM Size : 6x10, Sawn, Fully Unbraced Using Ailowabie Stress Design with ASCE 7-05 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Prll 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=6.0 ft Point: D=0.6690, L=0.180, S=0.550 k@ 3.0 ft Design Summarv mo_,, .,,� ', Max fb/Fb Ratio = 0.918� � I orooso�sto,sot fb:Actual : 919.91 psi at 4.720 ft in Span#1 � Fb:Allowable: 1,001.92 psi '� ' , �� Load Comb: +D+S+H i T---� �� I Max fv/FvRatio= 0.379: 1 y� ' I fv:Actual : 62.35 psi at 0.000 ft in Span#1 , -' Fv:Allowable: 195.50 psi iz.on,sxio Load Comb: +D+S+H Max Reactions (k) D � Lr S w E H Max Deflections Left Support 1.04 0.14 1.31 Downward L+Lr+S 0.200 in Downward Total 0.339 in Right Support 0.71 0.05 1.04 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 721 >360 Total Defl Ratio 424 >360 Title Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings"menu item Project Desc.: and then using the"Printing 8 Title Biock"selection. Title Block Line 6 ��ed aocr2oi2 a.rati� ,,—.--_.__---.------.------------.__ __.�_______ _ __..._ _.__.__..__._�... .... _---_.._______.... ....__--- -_...,_ __, _. l MU�tIp�B .SI�YIP�@ B@a117 ENERCALC,INC.1983-2012,Buiid.6.12.9.16,Ver:6.12.9.16 � �.a�:�� Wood Beam Design : C--� --- ----� -- ---T-- — ------ Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 BEAM Size: 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-05 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Pril 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0220, L=0.040 k/ft,Trib=15.0 ft �BS/g/l SUI17(r18fV ' oio�3rn uo ea; . a....... ___ • . . ,---1 . Max fb/Fb Ratio = 0.936; � ; ', fb:Actuai: 1,006.18 psi at 3.000 ft in Span#1 , � Fb:Atlowable: 1,075.11 psi , ; Load Comb: +D+L+H '� �'�� ' i Max fv/FvRatio= 0.536: 1 I `� �'J fv:Actuai: 96.52 psi at 5.240 ft in Span#1 ', u �—= Fv:Ailowable: 180.00 psi ' Load Comb: +p+�+H � sof�,<z,o Max Reactions (k) D L Lr S w E H Max Deflections Left Support 0.99 1.80 Downward L+Lr+S 0.048 in Downward Total 0.074 in Right Support 0.99 1.80 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1511 >240 Total Defl Ratio 975 >240 Title Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings"menu item Project Desc.: and then using the"Printing& Title Block"selection. Title Block Line 6 Pnnted�4 OCT'1012.8�27APA �___----.----______-- _..._._._.--------. .,_. __..___. _____.... ---._._,� ---.._ _...._. _.....---- _.__..__��_ ____.__... ___._.... .. ._._._.. _._.. �._.._.. _.__ ��` MUItIpI@ S11'YIPI@ B@alll ENERCALC,INC.1983-2012,Build.6.12.9.16,Ver:6.12.9.16 � i.li't' ...-___- _-___.__.._-________- __________..____ __ __._._._---__ __ Wood Beam Design : D Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 BEAM Size : 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-05 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Prll 600 psi Fv 170 psi Ebend-�c 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi �plied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=17.0 ft Unif Load: D=0.080 k/ft,Trib=1.0 ft Unif Loatl: D=0.0220, L=0.040 k/ft,Trib=8.50 ft Design Summary ;- -- -- oo,p o ;o,,o, , � � ��o- � --o, ; • � Max fb/Fb Ratio = 0.712: � � .---- ---- _�, , fb:Actuai: 715.23 psi at 3.000 ft in Span#1 ' i ', Fb:Allowable: 1,004.17 psi � j'` I Load Comb: +D+0.750L+0.750S+H ', Max fv/FvRatio= 0.357: 1 '� - �� % fv:Actual: 69.83 psi at 5.220 ft in Span#1 � T'� Fv:Allowable: 195.50 psi eoR,e=,o Load Comb: +D+OJ50L+0.750S+H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 1.57 1.02 1.28 Downward L+Lr+S 0.044 in Downward Total 0.074 in Right Support 1.57 1.02 1.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1640 >240 Total Defl Ratio 974 >240 Wood Beam Design : E Caiculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-OS BEAM Size : 6x8, Sawn, Fully Unbraced Using Aliowable Stress Design with ASCE 7-OS Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=17.0 ft Unif Load: D=0.080 k/f[,Trib=1.0 ft Unif Load: D=0.0220, L=0.040 klft,Trib=6.0 ft Design Summary � _ _ ' o�o, o q <oi____ � - C��C323M..- ' Max fb/Fb Ratio = 0.447: � ?- I fb:Actual: 449.51 psi at 2.000 ft in Span#1 ' ' Fb:Ailowable: 1,005.17 psi , � ; Load Comb: +D+0.750L+0.750S+H I � � ' Max fv/FvRatio= 0.249: 1 ' ��' �% I fv:Actual : 48.70 psi at 0.000 ft in Span#1 I � � �� Fv:Allowable: 195.50 psi i � Load Comb: +D+0.750L+0.750S+H •°"°"� _ I Max Reactions (k) D L Lr S w E H Max Deflections Left Support 0.93 0.48 0.85 Downward L+Lr+S 0.015 in Downward Totai 0.026 in Right Support 0.93 0.48 0.85 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 3133 >240 Totai Defl Ratio 1840 >240 Wood Beam Design : F Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 BEAM Size : 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-05 load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Prll 600 psi Fv 170 psi Ebend-�c 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 klft,Trib=8.0 ft Design Summary , - - - -- Max fb/Fb Ratio = 0.928; � � o�o.,zoisco.zo> fb:Actual: 930.91 psi at 5.000 ft in Span#1 � - - `-- --- ---- � Fb:Allowable: 1,003.48 psi i� � i Load Comb: +D+S+H � � � � i ; �_; �; Max fv/FvRatio= 0.262: 1 i L`�. � fv:Actuai: 51.20 psi at 9.400 ft in Span#1 10.0 k, 6x8 Fv:Allowable: 195.50 psi , Load Comb: +p+g+H I______ -. J Max Reactions (k) D L Lr S w E H Max Deflections Left Support 0.60 1.00 Downward L+Lr+S 0.180 in Downward Total 0.288 in Right Support 0.60 1.00 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 666 >240 Total Defl Ratio 416 >240 Title Biock Line 1 Title: Job# You can changes this area Engineer: using the"Settings"menu item Project Desc.: and then using the"Printing 8 Title Block"selection. Title Block�ine 6 v��e� a ocr zoi z.a z-ar�i f __......__.__.----.-___._.�..._ �._..__._�.. __.__..._______.. _.___._ _____..---. --_..__ ..-------.__.-__._. _ .._..__...__ _._... _.. .__._ _..--_.: _---- I MU�tIP�@ Sllllp�@ B@c�171 ENERCALC,INC.1983-2012,Build.6.12.9.16,Ver:6.12.9.16 � � �.e�:i� ---------------_..._._------------- -- Wood Beam Design : G Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 ------ ------ - ---- BEAM Size : 4x6,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-05 Load Combinations, Major A�cis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0220, L=0.040 k/fl,Trib=10.0 ft Design Summary �r -- -----so 2_o,_�to Qo�----------� ' R__,__�___._____x_____.�___x_ Max fb/Fb Ratio = 0.635• � ' fb:Actual : 741.15 psi at 1.875 ft in Span#1 II Fb:Allowable: 1,167.97 psi � . � ; �'�� Load Comb: +D+L+H �I Max fv/FvRatio= 0.382: 1 I � fv:Actual : 68.84 psi at 0.000 ft in Span#1 I `- `-" ' Fv:Allowable: 180.00 psi i , Load Comb: +p+�+H ' "5°" "� ' Max Reactions (k) D L Lr S W E H Max Deflections Left Support 0.41 0.75 Downward L+Lr+S 0.023 in Downward Totai 0.036 in Right Support 0.41 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1952 >360 Total Defl Ratio 1259 >360 Wood Beam Design : H Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 BEAM Size : 3.5x11.875,VersaLam, Fully Unbraced Using Allowable Stress Design�nnth ASCE 7-05 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 3100 Fb-Tension 3,100.0 psi Fc-Prll 3,000.0 psi Fv 2$5.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 3,100.0 psi Fc-Perp 750.0 psi Ft 2,100.0 psi Eminbend-xx 2,000.0 ksi �plied Loads Unif Load: D=0.0220, L=0.040 k/ft,Trib=11.50 ft Desiqn Summary o,0 2=��,o.,�o, , Max fblFb Ratio = 0.128• � i fb :Actual: 392.97 psi at 2J50 ft in Span#1 ' Fb:Allowable: 3,070.51 psi , , Load Comb: +D+L+H i Max fv/FvRatio= 0.160: 1 I� �'' �1 �� fv:Actual : 45.74 psi at 4.528 ft in Span#1 ' � ; `' Fv:Allowable: 285.00 psi ' ' Load Comb: +p+�+H ssoa asx,,.e,s I Max Reactions (k) D L Lr S W E H Max Deflections �eft Support 0.70 1.27 Downward L+Lr+S 0.010 in Downward Total 0.015 in Right Support 0.70 1.27 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 6779 >360 Total Defl Ratio 4373 >360 Wood Beam Design : I Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 BEAM Size : 5.5x19.5, GLB, Fully Braced Using Allowable Stress Design with ASCE 7-05 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi A�plied Loads Unif Load: D=0.0220, L=0.040 k/ft,Trib=7.50 ft Unif Load: D=0.0150, S=0.0250 k/ft,Trib=7.0 ft Unif Load; D=0.080 k/ft,Trib=1.0 ft Point: D=0.1920, S=0.1880 k@ 9.50 ft Design Summary , - ---- �I Max fb/Fb Ratio = 0.557� � I '°' ' �o� fb:Actual : 1,265.16 psi at 10.360 ft in Span#1 ; , e. . I Fb:Allowable: 2,270.17 psi , - - � � �� Load Comb : +D+L+H ,i , Max fv/FvRatio= 0.311 : 1 ---��----_-____u �_.__._______W___W_�____.�_________�_ ' fv:Actual : 82.29 psi at 0.000 ft in Span#1 � �� Fv:Allowable: 265.00 psi si.on, e.SXis.a Load Comb: +D+L+H �---------------- --- -- --..__-----� Max Reactions (k) D � Lr S W E H Max Deflections Left Support 3.78 3.15 1.94 Downward L+Lr+S 0.352 in Downward Total 0.614 in Right Support 3.76 3.15 1.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 716 >360 Total Defl Ratio 410 >360 Title Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings"menu item Project Desc.: and then using the"Printing 8 Title Block"selection. Title Block Line 6 v��ced 4ocT2oi2 s.v�ti� _. __._,., _.__ _.....___.� .._____ ___. - --___ ._.. _.----... ____---_ ____ ---__.. ..__ ._..._ �. ,.....___ ,____ _._._..-- --_-.-_—� I MU�tlp�@ �JIIIIP�@ B@a�'1'1 ENERCALC,INC.1983-2012,Buiid.6.12.9.16,Ver.6.12.9.16 ' �.��:�� Wood Beam Design : --None----- — --- - -- — —^_ '-^------- Calculations per 2005 NDS, IBC 2009,CBC 2010,ASCE 7-05 BEAM Size : 5.5x10.5, GLB, Fully Braced Using Allowable Stress Design with ASCE 7-05 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Pril 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi �plied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=4.50 ft Design Summary - -�� Max fb/Fb Ratio = 0.256; � oro.os�so;sro.,,zs� ! fb:Actual: 705.47 psi at 8.125 ft in Span#1 �_____�_--__� . Fb:Allowable: 2,760.00 psi � -� � , Load Comb: +p+S+H . �., , Max fv/FvRatio= 0.111 : 1 �� fv:Actual: 33.94 psi at 15.383 ft in Span#1 is.zso n, s.aXios , Fv:Allowable: 304J5 psi Load Comb: +D+S+H _ _. Max Reactions (k) D L Lr S w E H Max Deflections Left Support 0.55 0.91 Downward L+Lr+S 0.186 in Downward Total 0.297 in Right Support 0.55 0.91 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1049 >240 Totai Defl Ratio 655 >240 Title Block Line 1 Title: Job# You can changes this area Engineer: using the"5ettings"menu item Project Desc.: and then using the"Printing& Title Block"selection. Title Block Line 6 --_--_--- �—-- ------- ------ — - ENERCALC,INC.1983-2012,Build.6.12.9.16,Ver:gt1,83ta�.� Multiple Simple Beam ��i z.s.,s �.��:�• Description : r floor ----- ------ . _____ _____--------____--------__ _____-__---- Wood Beam Design : JOIST Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-OS -------- ---- — - ----- — — --- BEAM Size : 2x8, Sawn, Fully Braced Using Allowable Stress Design with 20091BC8ASCE7-05 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Aoplied Loads Unif Load: D=0.0220, L=0.040 klft,Trib=1.330 ft Desic�n Summarv -- , Max fb/Fb Ratio = 0.758: � D(0.02926)L(0.05320) fb:Actual: 941.28 psi at 5.000 ft in Span#1 �"-- - - - �— ^-` �' , Fb:Allowable: 1,242.00 psi i � I Load Comb: +D+L+H ' ` 4� I Max fv/FvRatio= 0.27$: 1 � ��_. ', fv:Actual: 50.04 psi at 9.400 ft in Span#1 ' �o.o n, zxa ' Fv:Allowable: 180.00 psi , Load Comb: +D+L+H _ Max Reactions (k) D � �r 5 W E H Max Deflections Left Support 0.15 0.27 Downward L+Lr+S 0.158 in Downward Total 0.245 in Right Support 0.15 0.27 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 760 >360 Total Defl Ratio 490 >360 Wood Beam Design : JOIST GIRDER Calculations per 2005 NDS,IBC 2D09,CBC 2010,ASCE 7-05 BEAM Size : 4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-05 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi �plied Loads Unif Load: D=0.0220, L=0.040 k/ft,Trib=1D.0 ft Desiqn Summarv i oro-zzo,uo am Max fblFb Ratio = 0.933: � ' i i fb:Actual: 1,091.92 psi at 3.000 ft in Span#1 ' � Fb:Allowable: 1,170.00 psi j Load Comb: +p+�+H � � � , 4J Max fv/FvRatio= 0.489: 1 � \ � fv:Actual: 87.96 psi at 5.400 ft in Span#1 Fv:Allowable: 180.00 psi , Load Comb: +p+�+H eon,a,e i Max Reactions (k) D L Lr S w E H Max Deflections Left Support 0.66 1.20 Downward L+Lr+S 0.066 in Downward Total 0.102 in Right Support 0.66 1.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1091 >360 Total Defl Ratio 704 >360