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Plans STRUCTURAL GENERAL NOTES: RECEIVED R U C T R I CODE: 1��E� P R O4' 2010 OSSC/ 2009 INTERNATIONAL BUILDING CODE MAY 2 8 2013 ��S LNG I NfF,Q /a ROC °&'FLOOR DEAD: 15 PSF - CITY OFTIGARD 72308PE } SNOW: 25 PSF FLOOR IRE: 40 PSF BUILDING DIVISION 1 SEISMIC: Sde=.77,1.1.0.R.6.5,DESIGN CATEGORY 0 WIND: V35=95 MPH,Vfm=80 MPH.EXPOSURE B, X.=1.00 GOAL ALLOWABLE SOIL BEARING: 1,500 PSF WQOD: 0* 0•12,20� '/ 1. ALL NAILS MAY BE BOX NAGS(NOT Ste)EXCEPT AS NOTED. °HT M P 2. ALL NAILING TO BE IN ACCONDN4CE WITH IIFR4AAl1TONAL BUILDING CODE TABLE 2304.9.1 UNLESS NOTED OnIERwISE EXPIRES: 12-31-2014 a ALL FRAMING FORCAVARE TO BE SIMPSON STRONG-TIE BRAND OR EQUIVALENT SPECIFICALLY APPROVED BY ENGINEER 4. LUMBER - Dwight Mason -ALL SOLID SAWN LUMBER GRADES TO BE DM OR BETTER L 1 Structural Design,Inc. -ALL WOOD IN PERMANENT CONTACT WITH CONCRETE 10 BE PRESSURE TREATED. - . -ALL GUAM BEAMS TO BE 24F-V4 OF UNLESS NOTED OTHERWISE. P.O.Bat O83 -Besrerelee4 OR 07004 -ALL LVL LUMBER SHALL BE 1.9E WS MICRWIAY LVL OR EQUIVALENT. 456H&N.6445 -ALL PSI.LUMBER SHALL BE 2.0E WS PARALLAM PSI.OR EQUIVALENT. 5. DRILL BOLT HOLES 1/16 INCH O4ERIZE EXCEPT WHERE NOTED LARGER. 6. ALL EXPOSED WOOD SHALL BE PRESSURE TREATED. - 7. ALL EXPOSED HANGERS SNAIL BE SPECIFIED AS ZMAX,HOT DIPPED GALVANIZED,OR STAINLESS SIFEI 7. FLOOR SHEATHING: USE 3/4•C-D(WA 48/24)PLYWOOD QU APPROVED EQUIVALENT.LONG UJ DIMENSION SHALL BE PERPENDICULAR TO FRAMING MEMBERS AND END JOINTS STALY;EIED.USE TOd Q - COMMON 6.ON NAILS• 0.C.AT PANEL EDGES AND 12.O.C.IN NE HELD UNLESS OTHERWISE NOTED. / , FOUNDATION: Z Z V 1. FOOTINGS TO EAR ON NATURAL UNDISTURBED SOIL FREE OF ORGANIC MATTER OR ENGINEERED FILL. „1 2. BOTTOM OF FOOTINGS TO E A MINIMUM OF 1B•BELOW UNDISTURBED GRADE. L®Y W ♦^ Y CONCRETE: V/ e` 5 1. MINIMUM COMPRESSIVE STRENGTH OF 3.000 PSI FOR STABS,FOOTINGS AND WAU.S. W idly I W 0 Ii1 W �G 2. (2500 PSI USED IN DESIGN,THCf3EFORE NO INSPECTION IS REQUIRED) � O � 0 3 a Z 0 0 cnF REINFORCING • CITY OF TIG ' ' la ,. GRADE: Approved L -. i l�J i' 0 o A DEFORMED BARS ASTY A615.GRADE 60. B. WELDED WIRE FABRIC PER A51Y A185. 2. PROVIDE BENT CORNET BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT CORNERS AND Conditionally Approved 0011111100114101110O1110[ ] LU MI I� See Letter to:Follow.... [ ) W 3. SECURELY TIE ALL BARS IN LOCATION BEFORE PIECING 4. CLEAR CONCRETE COVERAGES AS FOLLOWS: Atta hed..-....a..... Ce B DIPOSED TO EAARRTHPORRWWFARIER E7fP051ED To EARTH-------------3• Permit Number:j STTZ©1 a O(.1. 0 Ce /B OR LARGER------ -------------; .. C.2'3 L� �'�-' �jr?1 i ..: C. ALL OTHERS PER LATEST EDITION OF ACT 318 --- 1 Ad o l.'._• _� 1 T' -. By: 1110.k�_ Date: -M 5. LAP LENGTHS ARE AS FOLLOWS(EXCEPT AS NOTED): 15'S --------^ 24� LIABILITY T:FNFRAI REV DATE FILE The City of Tigard and its 1. THE CONTRACT STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE THEY DO NOT INDICATE _ employees shall not be 1 THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION.SUCH MEASURES SILL INCLUDE,BUT NOT BE UNTIED responsible for discrepancies 2 T0,BRACING,SHORING OF THE LOADS DUE TO CONSTRUCTION EQUIPMENT,ETC.OBSERVATION IASIS TO THE SITE BY THE A/E SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. 2. CONTRACTOR SHALL E RESPONSIBLE FOR VERIFICATION OF AL DMDIIONS WIDTH ARCHITECTURAL which may appear herein. PM: DM CONTRACTOR DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH A/E 3. CONSTRUCTION MATERIAL SHALL BE SPREAD OUT IF PIECED ON FRAMED FLOOR OR ROOF.LEADS Approved plans PE: DM SHALL.NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. 4. WHERE REFERENCE IS MADE TO VARIOUS TEST STANMI®S FOR MATERIALS,SUCH STANDARDS SHALL shall be on job site. DRAWN BY: DM BE THE LATEST EDITION AND/OR ADDENDUM. 5. ESTABlN5H1 AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL MECHANICAL ELECTRICAL JOB NO: 13-020 AID WITH APPROPRIATE TRADES,DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. �qF 6. WHERE MN DISCREPANCIES OCCUR BETWEEN PLANS,DETAILS.GENERAL STRUCTURAL.NOTES AND OFFICE COPY DATE: 5-28-13 SPECIFICATIONS,NE GREATER REQUIREMENTS SHALL GOVERN. OFFICE / S Oil AI • "\c• P R OFFSs 4X4 POST W/ 18" DIAMETER X 18" `� 723 8'E'Q /oy • II EEP MIN. FOOTING TYP. OF (4) AT 9 INTERIOR SUPPORTS OF BEAM ,111 $ (E) DECK FRAMING TO BE O A. o1' 2x6 PT JOIST REPLACED IN FUTURE. * V12,20P�0� 16" O.C. ` NT M W/ LUS26 ` 4X4 POST W/ \� DIAMETER X 18" HANGERS - /, 4X8 PEEP MIN. FOOT( TYP. OF (4) AT (EXPIRES: 12-31-2014 \� �,. iip∎∎1 a. r: `` M ENDS _ ,r \ Dw)gM ral De E) HOUSE FOUNDATION TO REMAIN �AStrudura)Des)gn,Inc. © I0UBLE JOIST \ 'L AT EDGE P.O.Dm 803 -°°""`"°'`OR97004 (SW)8374887 %■4 flit \ \ , S6 4X6 4 �,� fl 1 1 fl 1 1 1 - - - - - - -,... ® Z V PROVIDE 4X4 POST \ Z IICC ...I Z V °WITH 12" DIAMETER `, a ® J FOOTING WITHIN 18 �.� S .... e g OF END OF (E) 4X8 (/� DECK BEAMS TO BE Jt — Q W _r i o JT AT NEW FRAMING. e O Ce 0 !.q E) HOUSE FLOOR -RAMIN3 Q J ® Q N = Z < W O Q 2 � I.L. aa - REV DATE FILE 1 2 PM: DM CONFIRM ALL PE: DM DIMENSIONS WITH ARCHITECTURAL DRAWN BY: DM DRAWINGS AND VERIFY IN FIELD JOB NO: 13-020 DATE: 5-28-13 I -. i • ® FOUNDATION- MAIN FLOOR FRAMING PLAN S2 SCALE: 1/4°= 1'-0"- DO NOT SCALE 41 00 t_<1-\\ s G NE- ' <c>'‘ F� '44 , 7 _08P © • a VERIFY SHEAR WALL SHEATHING PER ......rl± S6 ELEVATION • cox TYP. ® S6 O"�/' /2,2-0 �. . 0 d 4X8 AT NEW OPENING . - - .. . .. , NT M P LEXPIRES: 12-31-2014 Z Z Dwight Mason W • Structural Design,Inc. y • ' P.G.Boa 887 .Bawameak OR 97004., (503)8724587 a .GL 3 1/2"X9" HEADER AT (E) OPENING; a '��` . . (E) 2X8 © 16" O.C. FLOOR-,/-- ;��! -� �� � • FRAMING— VERIFY p W V r Q LLI .1 CO p J v r� � 1 Z W J Wre QI.. � W zo . __ J o p XI o o 9F zp � o (E) BEARING WALLS TO REMAIN— DO i NOT MODIFY UNLESS NOTED V 2 re b . :I Ill Ce -� Q• . .__ . ri_ . ci . .. . lak; r REV DATE FILE PM: DM t DRAWN BY: DM irs- JOB NO: 13-020 DATE: 5-28-13 3� UPPER FLOOR FRAMING PLAN S3 SCALE: 1/4°= 1'-0°- DO NOT SCALE . • \IC•\40101171:,5 Q P R OFFSs • F.�O I NfF /ma 4) y .8P • GON . ! O%1/01'12,200'o °yT MPS EXPIRES: 12-31-2014 Dwight Mason I / Structural Design,Inc. • • P.O.Boa 991 •eawrmook OR 97004 003)6724963 t ® W •4X8 AT NEW OPENIN 1 .t V REF. 3/S6 FOR TYPICAL OPENING i Z w ..I FRAMING FOR ALL OPENINGS WIT o J NEW HEADERS UNO (E) OPENING ' I © Z W V� .J M g WO VERIFY (E) WALL S6 < I.. W _ SHEATHING-7%6 APA RATED i • �. o O 0 1 PANEL WITH 8d © 6" O.C. F AT PANEL EDGES AND 12" Z Y ® 2 O.C. IN FIELD TO 2X4 MIN. Q Lu STUDS © 24" O.C. MAX. AT I 2 4X8 AT NEW OPENING � MAIN AND UPPER FLOOR WALLS.. i ® Et Q (E) SUNROOM FRAMING TO BE SHORED PRIOR TO ' REMOVAL OF (E) FLOOR 1 FRAMING. REV DATE FILE• • S6 1 . . 2 - PM: DM PE: DM 10 DRAWN BY: DM Q 11 1351 V 371 JOB NO: 13-020 ' DATE: 5-28-13 i - REAR WALL ELEVATION S' S 4. SCALE: 1/4°= 1'-0°- DO NOT SCALE • ,IWIP5Riir Vdi �\S c„. G I NE4- /per 308PE REGON 2X6 CONT LEDGER ��V/ 2,2•�� O/�_ Q� W/ SIMPSON SDS (E) DECK FRAMING I`/ Y4X31i° SCREWS 0 (E) SUNROOM WALL- SHORE °HT M P 12" O.C. I PRIOR TO SUPPORT REMOVAL WALL ABOVE _ I FLOOR JOIST PER EXPIRES: 12-31-2014 ■�q■ p SHEATHING NAILED TO i� LEDGER W 10D NAILS 0 6" SHEATHING OC - AC44 COLUMN Dwight Mason CAPS FLOOR SHEATHIN Structural Design,Inc. R� ■ P.0.1343 88 -ea■v■renaY OR araa _ (am)ess 7 fir• POST PER PLAN FLOOR JOIST as PER PLAN MilifkIVIII''�lit' SIMPSON LUS 26 /0"--- , HANGERS • . PT 2X10 LEDGER W/ 1/2" (E) 8• x 3° EMBEDMENT SIMPSON W n` � �1y� SIMPSON CB44 STRONG BOLT 2 EXPANSION �I COLUMN BASE ANCHORS 0 16" OC- W� ` PROVIDE SPECIAL Z NEW 12° DIAMETER X° DIAMETER INSPECTION 0 FOOTING PER PLAN FOOTING PER W WITHIN 18" OF PLAN- REF 2/S5 END OF (E) � 0 J Y BEAM- REF 2/S5 FLOOR FRAMING DETAIL LEDGER DETAIL J W J 5 fYIY 0 O SCALE: NTS SCALE: NTS W f C.. ,,,,( 2X6 CONT LEDGER 0 0 rn F W/ SIMPSON SDS (E) DECK FRAMING N Y4X31i° SCREWS 0 I (E) R TO SUPPORT WALL- SHORE Q a 5 12" O.C. PRIOR TO SUPPORT REMOVAL �e _1� FLOOR JOIST PER FLOOR JOIST PER < W _.. .•_..•— i q/ 1 1' PLAN PLAN MilliErd„ )■ W M W DOUBLE 2X6 JOIST (2) #3 HOOPS- HOPS AC44 COLUMN cc AT EDGE SHALL OVERLAP 3° WITH CAPS 90 DEGREE HOOKS Q POST PER PLAN- MAY (4) #3 VERTS. BE OMITTED WITH POST DO , 1 BASE DIRECTLY TO BEAM F1111 M.. CONTRACTOR'S OPTION ��` NOTR W ALLL A �-- FOR POST. z REV DATE FILE to 1 -N. SIMPSON C844 % �� COLUMN BASE 2 NEW 12° DIAMETER �VV�� X° DIAMETER PM: DM FOOTING PER PLAN FOOTING PER PLAN WITHIN 18" OF PE: DM END OF (E) COMPACTED NATNE BEAM- REF 2/S5 SOIL FLOOR FRAMING DETAIL FLOOR FRAMING DETAIL DRAWN BY: DM ® SCALE: NTS ® SCALE: NTS JOB NO: 13-020 DATE: 5-28-13 . S5 1/ • \%% PROF- ROFFSf ��S F,�O NfF� /may kka 72308PE I •,REGON 0G,_+0fr 12,2000'�•� I) 1(2) 16D NAILS 0 OPENINGS<1 (E) DBL 2x4 TOP PLATE ''/C//T N1 PS I I (E) STUDS - (2)2x4 KING STUD ® SHEEARRLWALL EXPIRES: 12-31-2014 OPENINGS (2) 16d NAILS TOE NAILED Dwight Mason HEADER PER PLANS VERIFY-16d 0 4" O.C. L � Structural Design,Inc. P.O.Box MO -Beamomk OR WOW 2x4 TRIMMER STUD (E) FLOOR SHEATHING Lsmleuaeea 2X4 SILL PLATE REF SCHEDULE EDGE NNLING PER , ELEVATION a� MATCH TRIMMER STUD ABOVE I>SI 1i / (E) STUDS PER PLANS CONT.-2X-PT. SOLE PLATE 'r� (E) FLOOR JOIST TO MATCH WALL WIDTH • �a' 1/2" DIAMETER AB 0 48" O.C. MIN. ♦ ♦ (2) 16D TOENAILS EA. SIDE OF POST (E) STEMWALL V (E) 2X SILL PLATE Z V LLI J L O ® TYPICAL OPENING DETAIL LOWER FLOOR TO FOUNDATION ...I Cl) j W re SCALE: NTS SCALE: NTS 0. /r q N F 8d 0 6" O.C. CONNECTING � 0 0 N STRAPPING-TO-DIAGONAL BLOCKING 16d ® 4" 13 < 2 g SOUD BLOCKING SHEAR WALL O.C. iii BETWEEN JOISTS PER PLANS (E) FLOOR o SHEATHING SIMPSON CS22 STRAP Ce OVER BLOCKING- WRAP J G DOWN JOIST FACE A. END EDGE NAILING lam AND FASTEN WITH F(6) 8d PER --- ' , G NAILS MIN. ELEVATION �I,Y . JOIST 0 16" O.C. i;:l I,I II ..2........_,. Ze BREAK IN SHEAR (E) FLOOR JOISTS REV DATE FILE PANES EDGE NAILING (E) BLOCKING 0 48" 1 LEDGER PER DETAIL PER O.C. - VERIFY ELEVATION 2 •- (E) DOUBLE TOP PLATE PM: DM SIRAP AROUND LEDGER AND NAIL PTO LEDGER WITH (6) 8d NAILS I SHEATHING PE: DM BLOCKING/ TIE DETAIL UPPER TO LOWER WALL DRAWN BY: DM SCALE: NTS 0 SCALE NTS JOB NO: 13-020 DATE: 5-28-13 • • • S6 • ,© �l/z(i' 01 F. ,t r 1 , L f rk L fir: h; � t I, �r �r� :7^ ri' i. �4�' �' i�j' �•,.1;.!.• S • Il tf r i, + li ii■ .I. d�'' f t� �j3� +t 4x' 7 ,..iii, 't'.',✓ i - ,' f 4,;0(.' !'W .G: I . _ -� Q� � � ;.ir S h/ w wywtsr L�kc /fir L t)fi # 117 RECEIVED 1. A.y .16. -le MAY 2 8 7.e. 1 '.::5T CITY OF TIGARD BUILDING DIVISION 1 s I rY 4-, E 73,83 - lab: i SC;;417 It , --4--- rri 7 Ion 303- —4— , .G S3 yea zc�.✓a � . ... --Ati--/r r k y ./" .1)k " dr , F7v 7): k \1 \1\ , , , . . ... CMDwight Mason Structural Design, Inc. P.O.Box 683 Beavercreek,Oregon 97004 (503)632-8863 RECEIVED May 28,2013 MAY 2 8 2013 Wade Philips Restoration Enterprises CITY OF TIGARD 4009NE 78th Ave. BUILDING DNISION Portland,OR 97213 Re: Armado Remodel— 10825 SW Summer Lake Dr. Tigard,OR Job# 13-020 Dear Mr. Philips: Please find the attached calculations 1-16 which verify the structural design of the structural design modification required for the remodel to the existing residence noted above as shown on drawings S1 through S6. The design is based on the 2010 Oregon Structural Specialty Code. If you have any questions or would like further clarification,please feel free to - contact us. Cordially, Dwight Mason Structural Design,Inc., by Dwight Mason,P.E., S.E. President *s1« `:o 110, 44 4.4 iatID to gib I grk O v12 a EXPIRES: 12-31-2014 . , - Dwight Mason Structural Design, Inc. P.O.Box 683 Beavercreek,Oregon 97004 5 632-8863 PROJECT:Ai 4 _...,_ LOCATION: ritixo 10 Q JOB# /' ..ozo el*moo mo 9,ca.- . CLIENT: Re5r a, rzokt atr. 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' ii mo.momm ammo mammon= IMMINIMM PI EmmillIMI MEMMEMEM ommom msommonsommomomm ..,_ 1 1 _444 _Li 4 • ,__4,h__. _..__ .4_,,,, ,:------ , ,i_pr _ II MN III_ 1 1 1 _11 ilil II _ niTLT . 111 -T---F __ • -v__I-1- _ __, -_-- pi _ • I I I _i___+. _' 4_ ' +.1_ I_ 1- —--t - --{- : .kL- - 1L- ' , I .- -A j_ _FT , 124f . . , Isi H it 1 J_I__i 1 __FT __LI. _ T___I ._, ._ .1 0- "_, 11_,____ 1 i_T_H_TI__ i___ i 1 i i . 1_4 11_1_ ..._ _4_1_______________J1_4_ ___ +1.4.4444__ 444_44_4_, ±---i--.1-1- ,------I-i-4.----,---- ----T.-- ---4--------TH-11-1-1- --i-f-H++-r----r- Dwight Mason Structural Design,Inc Title: Armado Residence Remodel Job#13-020 Q PO Box 683 Engineer: Beavercreek,OR 97004 Project Desc.: Printed:24 MAY 2013,3:38PM Multiple Simple Beam ENERCALC,INC.1983-2011,Build:6.12.5.30,Ver.6.11.12.31 Lic.# : KW-06009044 Licensee: Dwight Mason Structural Design, Inc. Description : Wood Beam Design : Existing Sunroom Header Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 3.50 X 9.0,GLB, Fully Unbraced Using Allowable Stress Design with 2006 IBC&ASCE 7-05 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PHI 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 Applied Loads Unif Load: D=0.0180, S=0.0250 k/ft,Trib=5.0 fi Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 fi Unif Load: D=0.0120 k/ft,Trib=8.0 ft Unif Load: D=0.010, S=0.0250 k/ft,Trib=5.0 fi Design Summary a, Zoo Max fb/Fb Ratio = 0.576; 1 ` 4"�'1■1■1 A! 1 ,ac.S. fb:Actual: 1,574.76 psi at 5.000 ft in Span#1 Fb:Allowable: 2,732.83 psi Load Comb: +D+S+H Max fv/FvRatio= 0.331 : 1 fv:Actual: 100.78 psi at 9.267 ft in Span#1 • • • Fv:Allowable: 304.75 psi 10.0 ft 3.50 x 9.0 Load Comb: +D+S+H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 1.23 0.13 1.25 Downward L+Lr+S 0.164 in Downward Total 0.309 in Right Support 1.23 0.13 1.25 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 733 >360 Total Defl Ratio 388>180 Wood Beam Design : Existing Kitchen Header Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with 2006 IBC&ASCE 7-05 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pril 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=0.0180, S=0.0250 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=6.0 fi Unif Load: D=0.0120 k/ft,Trib=8.0 ft Unif Load: D=0.010, S=0.0250 k/ft,Trib=0.0 ft Design Summary Max fb/Fb Ratio = 0.484; 1 ' fb:Actual: 565.04 psi at 2.500 ft in Span#1 Fb:Allowable: 1,166.34 psi w = Load Comb: +D+L+H • Max fv/FvRatio= 0.288: 1 - fv:Actual: 51.89 psi at 4.400 ft in Span#1 Fv:Allowable: 180.00 psi Load Comb: +D+L+H eoa"® Max Reactions (k) P 6 Lr S w E U Max Deflections Left Support 0.56 0.60 0.13 Downward L+Lr+S 0.023 in Downward Total 0.041 in Right Support 0.56 0.60 0.13 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 2602>360 Total Dell Ratio 1474>180 Dwight Mason Structural Design,Inc Title: Armado Residence Remodel Job#13-020 3 PO Box 683 Engineer: Beavercreek,OR 97004 Project Desc.: Printed:24 MAY 2013,3•38PM Multiple Simple Beam ENERCALC,INC.1983-2011,Bulld:6.12.5.30,Ver:6.11.12.31 Lic.#: KW-06009044 Licensee : Dwight Mason Structural Design, Inc. Wood Beam Design : New Upper Floor Header Calculations per 2005 NOS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with 2006 IBC&ASCE 7-05 Load Combinations,Major Axis 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=0.0180, S=0.0250 k/ft,Trib=9.250 fi Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.0 fi Unit Load: D=0.0120 k/ft,Trib=0.0 fi Unif Load: D=0.010, S=0.0250 k/ft,Trib=0.0 fi Design Summary .0.1065 0.2319 Max fb/Fb Ratio = 0.363. 1 E1 • v fb:Actual: 486.46 psi at 2.500 ft in Span#1 fi Fb:Allowable: 1,340.62 psi • '`12a. ^ w Y Load Comb: +D+S+H Max fv/FvRatio= 0.216: 1 • - fv:Actual: 44.67 psi at 4.400 ft in Span#1 Fv:Allowable: 207.00 psi 5.on 4,2 Load Comb: +D+S+H Max Reactions (k) D L Lr S W € Ii Max Deflections Left Support 0.42 0.58 Downward L+Lr+S 0.018 in Downward Total 0.032 in Right Support 0.42 0.58 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 3263 >360 Total Defl Ratio 1897 >180 Dwight Mason Structural Design,Inc Title: Armado Residence Remodel Job# 13-020 1/ PO Box 683 Engineer: I Beavercreek,OR 97004 Project Desc.: Printed:24 MAY 2013.4:10PM Wood Beam File:x:1x drive projects113-020 restoration enterprises-armado residencs113-020.ec6 ENERCALC,INC.1983-2011,Bulld:6.12.5.30,Ver.6.11.12.31 Lic.#: KW-06009044 Licensee : Dwight Mason Structural Design, Inc. Description: Sunroom floor beam 1 Material Properties Calculations per NDS 2005,IBC 2006,CBC 2007,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 850.0 psi Ebend-xx I,300.0 ksi Fc-Pill 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D 0.07680 L 0.2560 i' 'Tip :li 2;P: C -1.;!,-,',-. r -r i • ' • 'zx t " .s.:#e *> 1y k .'.°!t t3.:iry . .,.t.j It ,7; ,.. ri, _v.. y4. r, , d,, .... s: Y'-; f. _. ,. • • • • A 4x6 A 4x6 A 4x6 A Span = 3.940 ft Span = 3.940 ft Span = 3.940 ft • Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.0120, L=0.040 ksf, Tributary Width=6.40 f DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.397. 1 Maximum Shear Stress Ratio = 0.414 : 1 Section used for this span 4x6 Section used for this span 4x6 fb:Actual = 351.33 psi fv:Actual = 49.66 psi FB:Allowable = 884.00 psi Fv:Allowable = 120.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.940ft Location of maximum on span = 3.940ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward L+Lr+S Deflection 0.013 in Ratio= 3773 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.016 in Ratio= 2902 Max Upward Total Deflection -0.001 in Ratio= 43469 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cr Cm Cr CL M fb Fb V fv Fv +D 0.00 0.00 0.00 0.00 Length=3.940 ft 1 0.102 0.106 0.900 1.300 1.000 1.000 1.000 1.000 0.12 81.08 795.60 0.15 11.46 108.00 Length=3.940 ft 2 0.102 0.106 0.900 1.300 1.000 1.000 1.000 1.000 0.12 81.08 795.60 0.15 11.46 108.00 Length=3.940 ft 3 0.102 0.106 0.900 1.300 1.000 1.000 1.000 1.000 0.12 81.08 795.60 0.15 11.46 108.00 +0+1+11 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=3.940 ft 1 0.397 0.414 1.000 1.300 1.000 1.000 1.000 1.000 0.52 351.33 884.00 0.64 49.66 120.00 • Length=3.940 ft 2 0.397 0.414 1.000 1.300 1.000 1.000 1.000 1.000 0.52 351.33 884.00 0.64 49.66 120.00 Length=3.940 ft 3 0.397 0.414 1.000 1.300 1.000 1.000 1.000 1.000 0.52 351.33 884.00 0.64 49.66 120.00 +D+0.750Lr+0.750L+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=3.940 ft 1 0.257 0.267 1.250 1.300 1.000 1.000 1.000 1.000 0.42 283.77 1105.00 0.51 40.11 150.00 Length=3.940 ft 2 0.257 0.267 1.250 1.300 1.000 1.000 1.000 1.000 0.42 283.77 1105.00 0.51 40.11 150.00 Length=3.940 ft 3 0.257 0.267 1.250 1.300 1.000 1.000 1.000 1.000 0.42 283.77 1105.00 0.51 40.11 150.00 +0+0.750L+0.750S+11 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=3.940 ft 1 0.279 0.291 1.150 1.300 1.000 1.000 1.000 1.000 0.42 283.77 1016.60 0.51 40.11 138.00 Length=3.940 ft 2 0.279 0.291 1.150 1.300 1.000 1.000 1.000 1.000 0.42 283.77 1016.60 0.51 40.11 138.00 • Dwight Mason Structural Design,Inc Title: Armado Residence Remodel Job# 13-020 1 PO Box 683 Engineer: Beavercreek,OR 97004 Project Desc.: Printed:24 MAY 2013,4•10PM Wood Beam File:x:1x drive projects113-020 restoration enterprises-armado residence113-020.ec6 ENERCALC,INC.1983-2011,Build:6.125.30,Ver.6.11.1231 Li c.#: KW-06009044 Licensee : Dwight Mason Structural Design, Inc. Description: Sunroom floor beam 1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cr Cm C t CL M fb Fb V N Fv Length=3.940 ft 3 0.279 0.291 1.150 1.300 1.000 1.000 1.000 1.000 0.42 283.77 1016.60 0.51 40.11 138.00 +0+0.750Lr+0.750L+0.750W+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=3.940 ft 1 0.201 0.209 1.600 1.300 1.000 1.000 1.000 1.000 0.42 283.77 1414.40 0.51 40.11 192.00 Length=3.940 ft 2 0.201 0.209 1.600 1.300 1.000 1.000 1.000 1.000 0.42 283.77 1414.40 0.51 40.11 192.00 Length=3.940 ft 3 0.201 0.209 1.600 1.300 1.000 1.000 1.000 1.000 0.42 283.77 1414.40 0.51 40.11 192.00 +D+0.750L+0.750S+0.750W+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=3.940 ft 1 0.201 0.209 1.600 1.300 1.000 1.000 1.000 1.000 0.42 283.77 1414.40 0.51 40.11 192.00 Length=3.940 ft 2 0.201 0.209 1.600 1.300 1.000 1.000 1.000 1.000 0.42 283.77 1414.40 0.51 40.11 192.00 Length=3.940 ft 3 0.201 0.209 1.600 1.300 1.000 1.000 1.000 1.000 0.42 283.77 1414.40 0.51 40.11 192.00 40+0.750Lr+0.750L+0.5250E+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=3.940 ft 1 0.201 0.209 1.600 1.300 1.000 1.000 1.000 1.000 0.42 283.77 1414.40 0.51 40.11 192.00 Length=3.940 ft 2 0.201 0.209 1.600 1.300 1.000 1.000 1.000 1.000 0.42 283.77 1414.40 0.51 40.11 192.00 Length=3.940 ft 3 0.201 0.209 1.600 1.300 1.000 1.000 1.000 1.000 0.42 283.77 1414.40 0.51 40.11 192.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=3.940 ft 1 0.201 0.209 1.600 1.300 1.000 1.000 1.000 1.000 0.42 283.77 1414.40 0.51 40.11 192.00 Length=3.940 ft 2 0.201 0.209 1.600 1.300 1.000 1.000 1.000 1.000 0.42 283.77 1414.40 0.51 40.11 192.00 . Length=3.940 ft 3 0.201 0.209 1.600 1.300 1.000 1.000 1.000 1.000 0.42 283.77 1414.40 0.51 40.11 192.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span • D+L 1 0.0163 1.795 0.0000 0.000 D+L 2 0.0011 1.995 D+L -0.0011 0.449 0+1. 3 0.0160 2.194 0.0000 0.449 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.524 1.442 1.442 0.524 D Only 0.121 0.333 0.333 0.121 L Only 0.403 1.110 1.110 0.403 D+L 0.524 1.442 1.442 0.524 Dwight Mason Structural Design,Inc Title: Armado Residence Remodel Job# 13-020 PO Box 683 Engineer: . Beavercreek,OR 97004 Project Desc.: PnMed:24 MAY 2013,4:09PM File:x:1x drive projects113-O20 restoration enterprises-armado residence113-020.ec6 Wood Beam ENERCALC,INC.1983-2011,Build:6.12.5.30,Ver.6.11.12.31 Lic.#: KW-06009044 Licensee : Dwight Mason Structural Design, Inc. Description: Sunroom floor beam 2 Material Properties Calculations per NDS 2005,IBC 2006,CBC 2007,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 850.0 psi Ebend-xx 1,300.0ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling DO.A• 1 . - !- 040 tiY aa07,:i° f a .-T..,IF J,.' , 4t;'-‘,1, 4,-. *s 44,,y, ' ;r•r ,K + ` J " s ,.:1,t 'ita x15. y 'i �`` y q i ' , y . , . 4x8 A 4x8 . 4x8 A Span = 3.940 ft Span = 3.940 ft Span = 3.940 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.0120, L=0.040 ksf, Tributary Width=2.550 f Partial Length Uniform Load: D=0.0960 k/ft,Extent=0.0->>11.820 f Partial Length Uniform Load: D=0.0610, L=0.2040 k/ft,Extent=0.0->>11.820 f DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.339: 1 Maximum Shear Stress Ratio = 0.429 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 299.89 psi fv:Actual = 51.51 psi FB:Allowable = 884.00 psi Fv:Allowable = 120.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.940ft Location of maximum on span = 3.940 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward L+Lr+S Deflection 0.007 in Ratio= 7230 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.011 in Ratio= 4482 Max Upward Total Deflection -0.001 in Ratio= 67130 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Cr Cm C t CL M fb Fb V fv Fv • +.D 0.00 0.00 0.00 0.00 Length=3.940 ft 1 0.143 0.181 0.900 1.300 1.000 1.000 1.000 1.000 0.29 113.98 795.60 0.33 19.58 108.00 Length=3.940 ft 2 0.143 0.181 0.900 1.300 1.000 1.000 1.000 1.000 0.29 113.98 795.60 0.33 19.58 108.00 Length=3.940 ft 3 0.143 0.181 0.900 1.300 1.000 1.000 1.000 1.000 0.29 113.98 795.60 0.33 19.58 108.00 +D+L+-I 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=3.940 ft 1 0.339 0.429 1.000 1.300 1.000 1.000 1.000 1.000 0.77 299.89 884.00 0.87 51.51 120.00 Length=3.940 ft 2 0.339 0.429 1.000 1.300 1.000 1.000 1.000 1.000 0.77 299.89 884.00 0.87 51.51 120.00 Length=3.940 ft 3 0.339 0.429 1.000 1.300 1.000 1.000 1.000 1.000 0.77 299.89 884.00 0.87 51.51 120.00 +D+0.750Lr+0.7501_+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=3.940 ft 1 0.229 0.290 1.250 1.300 1.000 1.000 1.000 1.000 0.65 253.41 1105.00 0.74 43.53 150.00 Length=3.940 ft 2 0.229 0.290 1.250 1.300 1.000 1.000 1.000 1.000 0.65 253.41 1105.00 0.74 43.53 150.00 Length=3.940 ft 3 0.229 0.290 1.250 1.300 1.000 1.000 1.000 1.000 0.65 253.41 1105.00 0.74 43.53 150.00 +0+0.750L+0.750544 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Dwight Mason Structural Design,Inc Title: Armado Residence Remodel Job# 13-020 PG Box 683 Engineer: Beavercreek,OR 97004 Project Desc.: • Printed:24 MAY 2013,4.09PM Wood Beam Ale:x:1x drive projects113-020 restoration enterprises-armado residence113-020.ec6 ENERCALC,INC.1983-2011,Build:6.125.30,Ver:6.11.1231 Li c.# : KW-06009044 Licensee: Dwight Mason Structural Design, Inc. Description: Sunroom floor beam 2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Cr Cm C t CL M fb Fb V fv Fv Length=3.940 ft 1 0.249 0.315 1.150 1.300 1.000 1.000 1.000 1.000 0.65 253.41 1016.60 0.74 43.53 138.00 Length=3.940 ft 2 0.249 0.315 1.150 1.300 1.000 1.000 1.000 1.000 0.65 253.41 1016.60 0.74 43.53 138.00 Length=3.940 ft 3 0.249 0.315 1.150 1.300 1.000 1.000 1.000 1.000 0.65 253.41 1016.60 0.74 43.53 138.00 +D+0.750Lr+0.750L+0.750W+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=3.940 ft 1 0.179 0.227 1.600 1.300 1.000 1.000 1.000 1.000 0.65 253.41 1414.40 0.74 43.53 192.00 Length=3.940 ft 2 0.179 0.227 1.600 1.300 1.000 1.000 1.000 1.000 0.65 253.41 1414.40 0.74 43.53 192.00 Length=3.940 ft 3 0.179 0.227 1.600 1.300 1.000 1.000 1.000 1.000 0.65 253.41 1414.40 0.74 43.53 192.00 +D+0.750L+0.750S+0.750W+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=3.940 ft 1 0.179 0.227 1.600 1.300 1.000 1.000 1.000 1.000 0.65 253.41 1414.40 0.74 43.53 192.00 Length=3.940 ft 2 0.179 0.227 1.600 1.300 1.000 1.000 1.000 1.000 0.65 253.41 1414.40 0.74 43.53 192.00 Length=3.940 ft 3 0.179 0.227 1.600 1.300 1.000 1.000 1.000 1.000 0.65 253.41 1414.40 0.74 43.53 192.00 +0+0.750Lr+0.750L+0.5250E+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=3.940 ft 1 0.179 0.227 1.600 1.300 1.000 1.000 1.000 1.000 0.65 253.41 1414.40 0.74 43.53 192.00 Length=3.940 ft 2 0.179 0.227 1.600 1.300 1.000 1.000 1.000 1.000 0.65 253.41 1414.40 0.74 43.53 192.00 Length=3.940 ft 3 0.179 0.227 1.600 1.300 1.000 1.000 1.000 1.000 0.65 253.41 1414.40 0.74 43.53 192.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=3.940 ft 1 0.179 0.227 1.600 1.300 1.000 1.000 1.000 1.000 0.65 253.41 1414.40 0.74 43.53 192.00 Length=3.940 ft 2 0.179 0.227 1.600 1.300 1.000 1.000 1.000 1.000 0.65 253.41 1414.40 0.74 43.53 192.00 Length=3.940 ft 3 0.179 0.227 1.600 1.300 1.000 1.000 1.000 1.000 0.65 253.41 1414.40 0.74 43.53 192.00 . Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.°'Deft Location in Span Load Combination Max.°+'Defl Location in Span D+L 1 0.0105 1.795 0.0000 0.000 D+L 2 0.0007 1.995 D+L -0.0007 0.449 D+L 3 0.0104 2.194 0.0000 0.449 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.778 2.139 2.139 0.778 D Only 0.296 0.813 0.813 0.296 L Only 0.482 1.326 1.326 0.482 D+L 0.778 2.139 2.139 0.778 • Dwight Mason Structural Design,Inc Title: Armado Residence Remodel Job# 13-020 S Engineer: . Beavvercrreek,OR 97004 Project Desc.: Printed:24 MAY 2013,4:01PM File:x:1x drive projects113-020 restoration enterprises-armado residence113-020.ec6 Wood Beam ENERCALC,INC.1983-2011,Build:6.125.30,Ver.6.11.12.31 Lic.#: KW-06009044 Licensee : Dwight Mason Structural Design,Inc. Description: Typical floor joist-Sunroom Material Properties Calculations per NDS 2005,IBC 2006,CBC 2007,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900 psi Ebend-xx 1600 ksi Fc-Pill 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft 575 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D 0.01596 L 0.05320 '''''-'". 1-.3 },, 1 grs .1.4'� ns } ,k'b W i C 1 ° t 4 i 1p n -i _,. 'z r•:-V S. q.54,� -H b `'W '9L t .yl.{F. l< 'y . ♦ rrL f i - � . y3�� :f • • 2x6 • 2x6 • Span=5.10ft Span=5.10ft • Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.0120, L=0.040 ksf, Tributary Width=1.330 f DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.305 1 Maximum Shear Stress Ratio = 0.193 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 356.80 psi fv:Actual = 34.65 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.100ft Location of maximum on span = 5.100 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.010 in Ratio= 5957 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.013 in Ratio= 4582 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cr Cm C 1 CL M fb Fb V fv Fv +D 0.00 0.00 0.00 0.00 Length=5.10 ft 1 0.078 0.049 0.900 1.300 1.000 1.000 1.000 1.000 0.05 82.34 1053.00 0.04 8.00 162.00 - Length=5.10 ft 2 0.078 0.049 0.900 1.300 1.000 1.000 1.000 1.000 0.05 82.34 1053.00 0.04 8.00 162.00 +0+L+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=5.10 ft 1 0.305 0.193 1.000 1.300 1.000 1.000 1.000 1.000 0.22 356.80 1170.00 0.19 34.65 180.00 Length=5.10 ft 2 0.305 0.193 1.000 1.300 1.000 1.000 1.000 1.000 0.22 356.80 1170.00 0.19 34.65 180.00 +0+0.7501J+0.750L+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=5.10 ft 1 0.197 0.124 1.250 1.300 1.000 1.000 1.000 1.000 0.18 288.18 1462.50 0.15 27.99 225.00 Length=5.10 ft 2 0.197 0.124 1.250 1.300 1.000 1.000 1.000 1.000 0.18 288.18 1462.50 0.15 27.99 225.00 +D+0.750L+0.750S+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=5.10 ft 1 0.214 0.135 1.150 1.300 1.000 1.000 1.000 1.000 0.18 288.18 1345.50 0.15 27.99 207.00 Length=5.10 ft 2 0.214 0.135 1.150 1.300 1.000 1.000 1.000 1.000 0.18 288.18 1345.50 0.15 27.99 207.00 +D+0.750Lr+0.750L+0.750W+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=5.10 ft 1 0.154 0.097 1.600 1.300 1.000 1.000 1.000 1.000 0.18 288.18 1872.00 0.15 27.99 288.00 Length=5.10 ft 2 0.154 0.097 1.600 1.300 1.000 1.000 1.000 1.000 0.18 288.18 1872.00 0.15 27.99 288.00 ' Dwight Mason Structural Design,Inc Title: Armado Residence Remodel Job# 13-020 PQ Box 683 Engineer: J Beavercreek,OR 97004 Project Desc.: Printed:24 MAY 2013,4:01 PM Wood Beam File:x.1x drive projects113-020 restoration enterprises-amrado residence113-020.ec6 ENERCALC,INC.1983-2011,Build:6.125.30,Ver.6.11.12.31 Lic.#: KW-06009044 Licensee: Dwight Mason Structural Design,Inc. Description: Typical floor joist-Sunroom Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Cr Cm C t CL M tb Fb V fv Fv +0+0.750L+0.750S+0.750W+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=5.10 ft 1 0.154 0.097 1.600 1.300 1.000 1.000 1.000 1.000 0.18 288.18 1872.00 0.15 27.99 288.00 Length=5.10 ft 2 0.154 0.097 1.600 1.300 1.000 1.000 1.000 1.000 0.18 288.18 1872.00 0.15 27.99 288.00 +0+0.750Lr+0.750L+0.5250E+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=5.10 ft 1 0.154 0.097 1.600 1.300 1.000 1.000 1.000 1.000 0.18 288.18 1872.00 0.15 27.99 288.00 Length=5.10 ft 2 0.154 0.097 1.600 1.300 1.000 1.000 1.000 1.000 0.18 288.18 1872.00 0.15 27.99 288.00 +D+0.750L+0.7505+0.5250E+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=5.10 ft 1 0.154 0.097 1.600 1.300 1.000 1.000 1.000 1.000 0.18 288.18 1872.00 0.15 27.99 288.00 Length=5.10 ft 2 0.154 0.097 1.600 1.300 1.000 1.000 1.000 1.000 0.18 288.18 1872.00 0.15 27.99 288.00 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.0134 2.158 0.0000 0.000 D+L 2 0.0132 2.982 0.0000 0.000 Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 ' Overall MAXimum 0.132 0.441 0.132 D Only 0.031 0.102 0.031 L Only 0.102 0.339 0.102 . D+L 0.132 0.441 0.132 Wind Loads(Simplified Analysis Section 6.4 ASCE 7-05,2006 IBC): DMSD Job#13-012 3 sec.gusted wind speed=V3s= 95 mph wind importance factor=1„= 1.0 Exposure factor= B h = 16 ft hpwk= 20.125 ft hme n=(hew+hpeek)/2= 18.0625 ft adjustment factor for building height and exposure(fig.6-2,ASCE 7-05): = 1.00 roof slope=rise/run= 6/12 roof angle(pitch)= 26.57 deg least horizontal dimension=de,e,= 48 ft Assumed • topographic factor=Kr= 1.0(method 2,figure 6-4,ASCE 7-05)-Assumed stock home 2a=2`(max(min(0.1`d,,n,0.4`hTBB„),min(0.4`d,,in,3)))= 9.6 ft Wind pressures(figure 6-2,ASCE 7-05): (case 1 pressures-worst case uplift) for 95 mph wind: horizontal pressures: factored horizontal pressures: end,wall=A= 19.9 psf psF=k`Krt`Iw`A.= 19.9 psf end roof=B= 3.2 psf psB=?`Kzt*i„,`B= 3.2 psf interior wall=C= 14.4 psf Psc=�`Kr`I„,C= 14.4 psf interior roof=D= 3.3 psf psp=rKz,`iw`D= 3.3 psf 0.0 vertical pressures: factored vertical pressure 0.0 end windward=E= -8.8 psf psE=?.`Krt`I„`E= -8.8 psf end leeward=F= -12.0 psf psF=k`Kr I„`F= -12.0 psf interior windward=G= -6.4 psf psp=rKn`I„,`G= . -6.4 psf interior leeward=H= -9.7 psf P H=X`Kn`I„,`H= -9.7 psf end windward overhang=Eoh= -16.5 psf psEoh=l`Krt`I,.,Eoh= -16.5 psf windward overhang=Goh= -1,4.0 psf pscoh=rKr`I„,`Goh= -14.0 psf • • /t. • Seismic Loads(Simplified Analysis Section 12.14 ASCE 7-05.2006 IBC): DMSD Job#13-012 Sos= 0.700 R= 6.5 (Table 12.14-1) number of stories= 2 DL,00f= 18 psf DLfloor= 15 psf DL„a„ens= 12 psf DI-int.walls= 8 psf Seismic Dead Load Calculations: Main Floor Areafloor= 1284.175 ft Iength;ntwa„= 158 ft Arearoof= 120 ft lengtheewa11= 158 ft heightwa;;= 8 ft W2roof=Arearoof`Dlroof= 2160# W2floor=Areafloor`DLfloor= 19262.63# W2extwalis=lenghtextwalls`(heightwal)/2`DLeXt.walls= 15168# • W2intwatls=lengthr h„ai,`(heightrot,,,,e1)/2`DLir,t.w81s= 10112# W2=W2roof+W2floor+W2extwalls+W2Intwalls= 46702.63# Upper Floor • Areafloor= 0 ft length;,m,,,a„= 158 ft Area = 1284.175 ft lengthez1we1= 158 ft height”,= 4 ft W Proof=Arearoof`DLroof= 23115.15 # Mew=Areafloor`DLf,00r= 0# W1extwa;,s=lenghtextwalls`(heightWBj)/2`DLei.walls= 7584# W untwans=length;ntwan`(height,mwan)/2`DL;nt,walls= 5056# W1=W iroof+W lfloor+W iextwans+W untwans= 35755.15# W=W2+Wf 82457.78# Base Shear(ea. 12.14-11): F= 1.1 V=F`Sps W/R= 9768# 0.118 QE=0.7`V= 6838#(for allowable stress) Vertical distribution of force(section 12.14.8.2-ea. 12.14-13 ASD): F2=(W2/W)`QE= 3873# MAIN WALLS • F1=(Wl/W)`QE= 2965# UPPER WALLS check EF;= 6838 • Design Maps Summary Report Page 1 of 1 /Z '' S Design Maps Summary Report User-Specified Input Report Title Armado Residenc e Fri May 24, 2013 23:21:19 UTC Building Code Reference Document ASCE 7-05 Standard (which makes use of 2002 USGS hazard data) Site Coordinates 45.441°N, 122.808°W Site Soil Classification Site Class D - "Stiff Soil" Occupancy Category Occupancy Category I ti4 _ :`I A,i stt' _ ."7.�• tY- -"'''''''N,.."--,'-.9`. ,z r7=�a;Jr _ ,;vas .�'' z �p lzy�--r":1-T--rl-- �}, y i� 1 � . ...-.•. a ,.:,. .....,-,-...N. ,t`^},," fit„ 'Yy -'' {4, �_may_'.-"-_• Ti� Cio.. ® .c.:2"';-',4--‘..,`.s -je,is _ at ,pp' z�tjj/ • J x. d f i f. ,s�K. �,,,.f" : ti '' ..i� _ 7 y. Aloha Z'irtiv' � Y "ti1. trE !f, ooidyel � , i-e y f! _."fit++. ^ I ="1"'I -.j- - 'i j;.3 ----"t` 4Rooai, ,, -. ..-.. . �;Beaver,,bon- -... ; �r.�',. ,: z i f �f '� Bride Park -,�'-;_.v -' t:.i' ° �, , `` 'Heyhurat %-•4 99E Woodsta 8 _ _1' ``,? . Lateral Distribution Calculations Roof Level Wind- Front to back LEND LINT HA HB He HD P Ra= 9.5 5.25 6 0 6 0 1587.9 Rb= 0 0 0 0 0 0 0 Seismic- Front to back % Ra= 50 1482.464 Rb= 0 0 Upper Floor Level Wind- Front to back LEND LINT HA HB He HD P Ra= 6 5.25 8.5 0 8.5 0 1657.5 Rb= 0 0 0 0 0 0 0 Seismic- Front to back Ra= 50 1936.363 Rb= 0 0 Shear Wall Input Level Roof Segment Lengths(inches) Line 1 2 3 4 5 6 Total Total (ft) Min Min(ft) rho height A 366 366 30.5 366 30.5 1.3 8 0 0 0 0 1.3 8 0 0 0 0 1.3 8 0 0 0 0 1.3 8 0 0 0 0 1.3 8 Level Main Segment Lengths(inches) Line 1 2 3 4 5 6 Total rho height A 366 366 30.5 366 30.5 1.3 9 0 0 0 0 1.3 9 0 0 0 0 1.3 9 0 0 0 0 1.3 9 0 0 0 0 1.3 9 0 0 0 0 1.3 9 0 0 0 0 1.3 9 • - • LATERAL SHEAR CALCULATIONS Due to Wind and Seismic Loads: Date: 5/28/2013 Job: 1DIwSD Job#1;3-012 Wind Seismic Total Total Wind Seismic Total of Total Width Percentage of Shear Minimum Aspect Shear Shear Line Line Wind Seismic Wind Seismic Max Shear Wall Line Line Shear Shear Line Line Full-Height of Perforated Perforated Resistance m� Shear Shear Shear P Segment Shearwall Ratio Wall Type•Wall Type Shear Shear Above Above Shear Shear Wall Pier Shearwall Shearwall Adjustment (plf) (plf) (plf) Height(ft) Segment Adjustment Seismic- -Wind- (Ibs) (lbs) (lbs) (Ibs) (Ibs) (Ibs) Length(ft) Segments(ft) Sheathed(%) Factor Length(ft) Factor h/w<3.5 h/w<3.5 Upper Floor Front-to-Rear A 1588 1482 1588 1482 30.50 30.50 100% 1.00 1.3 52 63 63 9.00 30.50 1.00 STD STD sum 1588 1482 Main Floor Front- to-Rear A 1658 1936 1588 1482 3245 3419 30.50 30.50 100% 1.00 1.3 106 146 146 9.00 30.50 1.00 STD STD _ sum 3245 3419 _ V\ 5/28/2013 • 1 A Job# IDMSD On 13-012 UPLIFT CALCULATIONS T OT ABOVE FOOVN ABOVE 60 PERCENT OF DEAD LOAD IS USED TO RESIST OVERTURNING DUE TO WIND 11 AND SEISMIC LOADS PER ED.16-U AND 16-12. 1�WWVIIINDD UPLIFT BEAD DEAD LOAD TO RESIST SEISMIC LOAD IS REDUCED AN ADDITIONAL.7e2eSds LL_L_LLLJ TO ACCOUNT FOR VERTICAL EFFECTS or SEISMIC LOAD PER CO 16-50. SPREAD SHEET CALCULATIONS ARE TYPICALLY FOR WORST CAS WALL PIERS, EXCEPT AS NOTED,AND WALL SPECIFICATIONS ME TO BC USED FOR ALL II% VALL PEIRS ON THAT WALL LINE. 'TOTAL \ CASE 2,SHOWN BELOW,IS USED TO INCLUDE OVERTURNING MOMENTS FROM UPPER FLOORS. BOTH METHODS GIVE THE SAME RESULTS. Vupper rot upper Vnoln Vt I 1 h WD rot rot CALL CASE 2 fI-1 LL \ OVERTURNING CALCULATIONS • x 01 WIND IPLIFT=IVSotoU(UVU•(Hot Abpve)(U•(Weird uUlftXIXU45)-(.6)(PdXU-L6XWd)(IX.5) Roof Weight 18 I-d Floor Weight 15 FDT FDOWN SEISMIC IPLIFT=IVtotoU(U(h)•(Hot obove)(U•17)V)(SdoXPd)O)•17X PXSdsl(VHXU(5)-(6XPd)(U-(6)(Vdl(U(S.) Wall Weight 12 I-d Wind Seismic MIN Wind Seismic Unit Unit Length Height Holdown Uniform Uplift Uplift Wind Seismic Mark Shear Shear of Shear of Wall End Dist Dead Load Information Wind From From Uplift Uplift Hidown Req'd (plf) (plf) Wall(ft) Pier(ft) (in) Uplift(plf) Upper Upper (ibs) (Ibs) Floor(ibs) Floor(ibs) Roof Floor Total Trib. Trib. Wall End Dead Length Length Dead Load Load . Upper Floor Front-to-Rear - _ A 52 63 30.50 8.00 2 4.00 5124 200 48 -511 -1156 None Required Main Floor Front-to-Rear A 106 146 30.50 9.00 6 0.00 2.00 4209 200 0 -511 -1156 -951 -1248 None Required 5/2872013