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Report (102) , Nava Contracting & Engineering, Inc. \ C}U OL, 1. r, a 2833 N.E.Weidler St.,Portland,Oregon 97232 �j Ph:(503)238-0633 ;Fax:(503)238-0533 I, '"� 1� ��11 Client: Windfall Construction By: Matthew V.Nava,P.E. Page.; / Project: 11765 SW Tigard Addition Date: 07/23/2010 COVER SHEET Description: Lateral Analysis and Design JUL 28 MO Location: Oregon Designer: Provided by Client Design Basis: Code: Oregon Structural Specialty Code 2008 Wind: 100 mph 3sec gust,Exposure B Seismic Zone: D2 Snow: 25 psf Floor Live: 40 psf Roof Dead Load: 15 psf Notes: 1. Timber connection hardware as indicated shall be from Simpson Strong Tie. Install hardware in accordance with Simpson installation requirements as provided in the most current manufacturers catalogs. 2.All Architectural considerations, including stairs and hand railings and their connections, interior and exterior finishes, fire ratings, flashing, egress requirements, etc are by others. Following Calculations and Design have been prepared by the undersigned: Matthew V. Nava, P.E. Registration No. 13703 State: Oregon Expiration Date: 12/31/2010 *' w•,4.",": '' . `4t,�GIN; 9�`, Y A : V ( v, 0 " G 21 -1 9r 10 -6 • ct� 1--- , .., 1-____ 0 STORAGEi ----ea .§. -- ALATIO . , L V �p 4+1 -� ,_ : "Pi GARAGE �` LIVING ; ' I1 t ' 't ,.. 241E4 i2 II . ,, STORAGE �� MEDIA Ii I I , -1- . 7--- --- N=d1, cziL . ,:—__1 UPKR SER 'J0 MAIN FLR PLAN ExISTIN NEW SCALE.1/4N21'0' 0 I hi E j (A G 00g G 21'-11" 10'-6" 0 3> -- 2 S 00 .6 Uf j-, _ .4 I1 1�■■��� co, Cd," , , , 1 i , , H Q1 B ,'�L VAUL CLG 1 1 1 1 1 1 Q+i ioi 1 1 .�C��,iyy� ;pp' I I I I I I I I I I ami S*.-4 1 1 1 1 1 1 ItG VL , 1 ® 25' It1I . I STRAP TO DF------- 4X BELOW (10J STRAP TO DF 0 4X BELOW '1 • IC3 .g. UPPER FLR PLAN p t-..; ei- N v3 g S' Client: Windfall Construction&Design,Inc. By: Matthew V.Nava,P.E. Page: Li Project: 11765 SW Tigard Addition Date: 07/22/2010 z 0 1= > w w � . z � 0 L 000 000 L / r ,' Client: Windfall Construction&Design,Inc. By: Matthew V.Nava, P.E. Page: 5 Project: 11765 SW Tigard Addition Date: 07/22/2010 .3 • L z 0 co w w lL M I tY ; 0 _I= 003 Nava Contracting & Engineering, Inc. 2833 N.E.Weidler St,Portland,OR 97232 Ph:(503)238-0633 ;Fax:(503)238-0533 Client: Windfall Construction&Design,Inc. By: Matthew V.Nava,P.E. Page: U Project: 11765 SW Tigard Addition Date: 07/22/2010 1`-k.to Q `AS(OQS2s 411 .52kS 12 -- Ill___ RIGHT ELEVATION SCALE:1/4"=1"0 Nava Contracting & Engineering, Inc. 2833 N.E.Weidler St.,Portland,OR 97232 . Ph:(503)238-0633 ;Fax:(503)238-0533 Client: Windfall Construction&Design,Inc. By: Matthew V.Nava,P.E. Page: '7 Project: 11765 SW Tigard Addition Date: 07/22/2010 NOTES LEGEND 1. F. RH. P-NAIL' - DESIGNATES A 10. BUILDER TO VERIFY ALL FULL ROUND-HEAD POWER NAIL. INSTALLATION REQUIREMENTS PER "7-0 SHADED AREA, PROVIDE 5/8' "SIMPSON' CATALOG FOR ALL MIN. APA RATED FLOOR SHEATH'G 2. ALL EXTERIOR WALLS MUST HAVE HOLDOWNS/STRAP CONNECTIONS. / W/ to COMMONS 0 6' OC 0 ALL 15/32" APA-RATED SHEATHING AND PANEL EDGES & PERIMETER. 0.131'.. x Y F. RH. POWER NAIL 11. THE FOLLOWING ARE ACCEPTABLE 12" OC IN FIELD. BLOCK ALL (OR EQUIV. FASTENER) AT MINIMUM HOLDOWN SUBSTITUTIONS: PANEL EDGES W/ 2 X 4 FLAT. 6' O.C. EDGE NAIL'G SET FLUSH W/ Q PH06-5053 FOR HTT22 THE SURFACE OF THE SHEATHING. ®HD9 FOR HD8A • APPROX. HOLDOWN LOCATIONS (TYPE 'S' WALL IS STANDARD) ®HD9 FOR HD10A 3. ANY FASTENER EXPOSED TO INSTALL ALL HOLDOWNS PER =SHEAR WALL LOCATIONS WEATHER SHALL BE GALVANIZED. SIMPSON SPECIFICATIONS ®DETAIL REFERENCE TAG 4. HOLDOWNS OCCUR AT LOCATIONS 12. CONCRETE STRENGTH TO BE 3000 PSI AT INDICATED W/REVD STUDS. WALL HT'SHT 28 DAYS AT FOUNDATION AT ALL SHEARWALLS Igo DETAIL REFERENCE FOR G SHALL BE ' OPTIONAL CONDITION EDGE NAILED TO HOLD'N STUDS. 13. BASE PLY-6d COOLER OR WALLBOARD 1 5. EDGE NAIL ROOF AND FLOOR SHTG. 'X 0.120" NAIL, MIN 3. HEAD 1 16 TO RIM JOISTS/BUM & FASTEN TO 8 WALL > W/SIMP. LS50 SPACING PER GALV. STAPLE 1 i" 16 GALV. STAPLE KEY TABLE 1 AS SHOWN ABOVE. FACE PLY-8d COOLER OR WALLBOARD 6. LAP WALL PLATES MINIMUM 4'-0' 0.120" NAIL MIN i" HEAD, 2 i" LONG 15 BIM. SPUCES W/(8) 16d EA. SIDE SHEAR__ TYPE CONNECT SHEARWALL BOT. > TO GA. GALV STAPLE. 2 1" LONG SE E saouLE FRAME BELOW W/16d 0 4. O.C. 14. ALL EDGES ARE BLOCKED, AND EDGE SHEARWALL SHTG MUST EXTEND FASTENING IS PROVIDED AT AU. SUPPORTS FROM BOTTOM TO TOP PLATES AND ALL PANEL EDGES. widow 7. FASTEN MUDSILL PROVIDE 1/2" DIA EMBEDABA 15. FOR 1 HR. FIRE RATED WALL ASSEMBLY von - sw-�WALL REDUCE SPACING AS SHOWN ABOVEMAX. O.C. ONE SIDE�W��EOR GYP.NAILS PER NOTE 13 0 S¢spmtnp PER GENERAL SHEARWALL DETAILS. 4" O.C. ASMOCIA1ED DEM 8. EQUIVALENT HOLDOWNS, STRAPS 16. r DIAM. A.B. ACCEPTABLE SUBSTITUTE BOLTS, NAILS, ETC. BY OTHER MFR.'S FOR r DIAM. A.B. 0 SHEARWALLS W/ 70% APPRox Hoo MAY BE SUBSTITUTED FOR THOSE DECREASED SPACING. I.E. FOR "S" TYPE LOCATOR SPECIFIED FROM "SIMPSON". SHEARWALL r DIAM A.B. 0 38" O.C. 9. SHEATHING ON SHEARWALLS SHALL NOT BE INTERUPTED BY ANY WALL BUTTING INTO SHEARWALL EL EDGES SHEARWALL SCHEDULE NsTED�THERNASsusT HOLDOWN SCHEDULE * (50) 16d COMMON MARK WALL COVER FASTENERS 0 PANEL INTERM. 5/ MARK HOLDOWN FASTENERS V 96" LONG 0 1 3/4'o.cH END \ EDGES STUDS REMARKS \15/32" AP.A.16GA STAPLE 3" O.C. 6"O.C. 8d COMMON 0 6"O.C. NO SPECIAL CONNECT BTM. TO RATED SHT G 0.F.IRH•P-NAIL 6"O.G. 12"O.C. SUITABLE11RFLP FOR \3/ HOEDOWN FLR JST/BM/BLK'G 6 STH014RJ".38 16d SINKERS . REQUIRED W/ 16d 0 4" O.C. ( ) 8,8- G.W.B. SEE NOTES: BASE PLY: 9' O.C.SEE NOTES: pLY 13, 14&15 FACE PLY: 7.0.0.13. 14.&15 "C516" x (12) 10d COMMON _ (32) 16d SINKERS � 36' LONG AT EACH END 7 HTT22" & SIMPSON "SST824" 15/32•A.P.A.0.148"4 x 3' 10d COMMON NAIL OK ANCHOR BOLTS RATED SHT G HFA ROUND- N NL 4' O.0 t2"o.0 oW.1448ne a GA.)FOR ANY AIL _\', `CS14' x (15) 10d COMMON * (20) SDS 1/4"X3' )04* D 15/32'A P.A 0.148 Ix 3' 2.O.C. 4x REQUIRED 0 ALL 2 48' LONG NAILS AT EACH END \8 "HDQ8- & SIMPSON "SSTB28" FULL RWND- 8"O.C. PANEL JOINTS J SDS3" ANCHOR BOLTS RATED sHrG HEAD P—NAIL STAGRD. *11ofc Q RAS A A.P.A. 0.148.0x 3' 2.0.DO 4x REQUIRED 0 ALL " LONG'x ATS EACH NDKERS HDO8- de6XOSIMPSONS SSTTB T EA. END sHrG FULL ROUND- 8'O.C. PANEL JOINTS 3 ^� HEAD P-NAIL Atic 15/32"A.P.A.0.148'0 x 3' 4x REQUIRED 0 ALL (24 SOS 1/4"X2 1/2" RATED SITYG FULL ROUND- 4" O.0 8'O.C. PANEL JOINTS- OFFSET \4�'CMST14"x (33) 10d COMMON "HHD011- de 1� DIAM BOLT EACH SIDE HEAD P-NAIL "'A �/ 80" LONG NAILS AT EACH END 10 SDS2.5' 6X MIN. POST EA. END /,`A\ 1RATED SHT'G PULL ROUND— 2"O.C. 6'O.C.6X6 STUDS A.AENDOF U.P L� 11 (36) SDS 1/4"X2 1/2" HDU14 H.D. REQIRES MIN. EA. SIDE HEAD P—NAIL STAGRD. EDGES "HDU14" & SIMPSON 'S81X30' 6X6 POST EACH END W/ (MIN. 10" STEMWALL) 3X STUDS 0 PANEL EDGES SIMPSON "MSTI" OF EQUAL LENGTH MAY SUBSTITUTE FOR "CMST12' SP INDICATES SPECIAL HOLDOWN CONDITION USE MIN. 4X STUD EA. END SHEAR PANEL FOR HOLDOWN Nz (SEE DETAIL OF CORRESPONDING NUMBER) *4*-ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3 NOMINAL MEMBER RECIEVING EDGE NAILING TYPICAL AS DESIGNATED ABOVE. ,BUILDER TO VERIFY ALL INSTALLATION REQUIREMENTS PER "SIMPSON" CATALOG FOR ALL HOLDOWN CONNECTIONS. NOTES LEGEND 1. "F. RH. P—NAIL" — DESIGNATES A 10. BUILDER TO VERIFY ALL FULL ROUND—HEAD POWER NAIL. INSTALLATION REQUIREMENTS PER ® SHADED AREA, PROVIDE 5/8" "SIMPSON" CATALOG FOR ALL 2. ALL EXTERIOR WALLS MUST HAVE HOLDOWNS/STRAP CONNECTIONS. MIN. APA RATED FLOOR SHEATH`G W/ 10d COMMONS 0 6" OC 0 ALL 15/32" APA—RATED SHEATHING AND PANEL EDGES & PERIMETER, 0.131"' x 2" F. RH. POWER NAIL 11. THE FOLLOWING ARE ACCEPTABLE (OR EQUIV. FASTENER) AT MINIMUM HOLDOWN SUBSTITUTIONS: 12" OC IN FIELD. BLOCK ALL 6" O.C. EDGE NAIL'G SET FLUSH W/ 0 PHD6—SDS3 FOR HTT22 PANEL EDGES W/ 2 X 4 FLAT. THE SURFACE OF THE SHEATHING. ®HD9 FOR HD8A APPROX. HOLDOWN LOCATIONS (TYPE "S" WALL IS STANDARD)• ®HD9 FOR HD10A 3. ANY FASTENER EXPOSED TO INSTALL ALL HOLDOWNS PER = SHEAR WALL LOCATIONS WEATHER SHALL BE GALVANIZED. SIMPSON SPECIFICATIONS O3 DETAIL REFERENCE TAG 4. HOLDOWNS OCCUR AT LOCATIONS 12. CONCRETE STRENGTH TO BE 3000 PSI AT INDICATED W/ REQ'D 28 DAYS AT FOUNDATION AT ALL SHEARWALLS STUDS. WALL SHT'G SHALL BE 5) DETAIL REFERENCE FOR EDGE NAILED TO HOLD'N STUDS. 13. BASE PLY-6d COOLER OR WALLBOARD 1 � OPTIONAL CONDITION 5. EDGE NAIL ROOF AND FLOOR SHT'G. i`X 0.120" NAIL, MIN i" HEAD 1 i" 16 TO RIM JOISTS/BLKG. & FASTEN TO WALL > W/SIMP. LS50 SPACING PER GALV. STAPLE 1 i" 16 GALV. STAPLE KEYY TABLE 1 AS SHOWN ABOVE. FACE PLY-8d COOLER OR WALLBOARD L I 6. LAP WALL PLATES MINIMUM 4'-0" 0.120" NAIL, MIN i" HEAD, 2 i" LONG 15 BTWN. SPLICES W/(8) 16d EA. SIDE GA. GALV STAPLE, 2 1" LONG CONNECT SHEARWALL BOT. > TO SHEAR WALL TYPE FRAME BELOW W/ 16d 0 4" O.C. 14. ALL EDGES ARE BLOCKED, AND EDGE SEE SHEARWALL SHT'G MUST EXTEND FASTENING IS PROVIDED AT ALL SUPPORTS • FROM BOTTOM TO TOP PLATES. AND ALL PANEL EDGES. 7. FASTEN MUDSILL PROVIDE 1/2" DIA EMBED 15. FOR 1 HR. FIRE RATED WALL ASSEMBLY ABS W/ 3"m X 1/4" WSHRS ® 54" MAX. O.C. PROVIDE r TYPE "X" GYP. BOARD ONE HDLDown TYPE — SHEAR WALL REDUCE SPACING AS SHOWN ABOVE SIDE W/SCREWS OR NAILS PER NOTE 13 PER GENERAL SHEARWALL DETAILS. 4" O.C. SEE SCHEDULE ASSOCIATED DETAIL 8. EQUIVALENT HOLDOWNS, STRAPS 16. r DIAM. A.B. ACCEPTABLE SUBSTITUTE BOLTS, NAILS, ETC. BY OTHER MFR.'S FOR ." DIAM. A.B. 0 SHEARWALLS W/ 70% MAY BE SUBSTITUTED FOR THOSE DECREASED SPACING. I.E. FOR "S" TYPE APPROX HOLDOWN SPECIFIED FROM "SIMPSON". LocnnoN SHEARWALL r DIAM A.B. 0 38" O.C. 9. SHEATHING ON SHEARWALLS SHALL NOT BE INTERUPTED BY ANY WALL BUTTING INTO SHEARWALL SHEAR WALL SCHEDULE ALL PANEL EDGES HOLDOWN SCHEDULE NOTED OTHERWISE * (50) 16d COMMON MARK WALL COVER FASTENERS OEDGES PANEL INSTUDIERMS. REMARKS 5 CMST12"x NAILS AT EACH END MARK HOLDOWN FASTENERS 96" LONG 0 1 3/4" o.c. A\15/32" A.P.A.16GA STAPLE 3" Q.C. 6" O.C. 8d COMMON 0 6" O.C. NO SPECIAL CONNECT BTM. TO RATED SHT'G 0.131" Px 2"l. 6" O.C. 12" O.C. SSUIT1 a F.ABLE SUBRH.ST. P-NAIL O HOLDOWN FLR JST/BM/BLK'G \ � / REQUIRED W/ 16d 0 4" O.C. 6 "STHD14RJ" (38) 16d SINKERS /A\ 5/8" G.W.B. SEE NOTES: BASE PLY: 9" O.C.SEE NOTES: TWO-PLY 13, 14 & 15 FACE PLY: 7" O.C.13, 14, & 15 "CS16" x (12) 10d COMMON (32) 16d SINKERS 36" LONG AT EACH END \7 "HTT22" & SIMPSON "SSTB24" 15/32" A.P.A.O.148"Ø x 3" 10d COMMON NAIL OK �/ ANCHOR BOLTS RATED slimFULLROUND- 4" O.C. 12" O.C. SUBSTITUTE FOR ANY � HEAD P-NAIL 0.148"e (9 GA.) P-NAIL "CS14" x (15) lOd COMMON (20) SDS 1/4"X3" /D\ 15/32" A.P.A.0.148"ex 3" 2" 0.C. 4x REQUIRED O ALL 2 48" LONG NAILS AT EACH END \8/ "HDQ8- & SIMPSON "SSTB28" RATED SHT'G �I I ROUND— STAGRD. 8" O.C. PANEL JOINTS �/ SDS3" ANCHOR BOLTS HEAD P-NAIL (25) 16d SINKERS (20) SDS 1/4"X3" 15/32" A.P.A.0.148"ex 3" 2" 0.C. 4x REQUIRED 0 ALL 8" " TC16"x AT EACH END p / "HDQ8- & SIMPSON "SSTB28" RATED SHT'G FULL ROUND— STAGRD. O.C. PANEL JOINTS 72" LONG . SDS3" 6X MIN POST EA. END HEAD P-NAIL /F\ 15A�//32" A.P.A.0.148"e x 3"_ 4. 0•C. 4x REQUIRED 0 ALL " (33) 10d COMMON " (241 SDS 1/4"X2 1/2" EA(TED DEG FULL ROUND- P NNAIL STAGRD. 8" 0.C. PANEL JOINTS - OFFSET 4 / "CMST14"x NAILS AT EACH END 1p HHDQ11- & 1 DIAM BOLT �% 80" LONG SDS2.5" 6X MIN. POST /� EA. END • /T'�\15/32" A.P.A. 0.148"0 x 3" 2" O C 6X6 POST EA. END OF WALL (36) SDS 1/4"X2 1/2" HDU14 H.D. REQIRES MIN. RATED SHTG FULL ROUND— STAGRD. 6" O.C. 3X6 STUDS 0 ALL PANEL 11 "HDU14" & SIMPSON "SB1X30" 6X6 POST EACH END WI EA. SIDE HEAD P-NAIL EDGES (MIN. 10" STEMWALL) 3X STUDS co PANEL EDGES X- SIMPSON "MSTI" OF EQUAL LENGTH MAY SUBSTITUTE FOR "CMST12" W INDICATES SPECIAL HOLDOWN CONDITION USE MIN. 4X STUD EA. END SHEAR PANEL FOR HOLDOWN �/ (SEE DETAIL OF CORRESPONQING NUMBER) -ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3 NOMINAL MEMBER RECIEVING EDGE NAILING TYPICAL AS DESIGNATED ABOVE. • BUILDER TO VERIFY ALL INSTALLATION REQUIREMENTS PER "SIMPSON" CATALOG FOR ALL HOLDOWN CONNECTIONS. • Nava Contracting & Engineering. Inc. ' 2833 N.E.Weidler St.,Portland,OR 97232 . Ph:(503)238-0633 ;Fax:(503)238-0533 Client: Windfall Construction&Design,Inc. By: Matthew V.Nava,P.E. Page: tO Project: 11765 SW Tigard Addition Date: 07/22/2010 GENERAL SHEARWALL DETAILS REQMNT'S ROOF ROOF Algid 0 az ®OR 16 , _ 1 00R ® ©ORQ O OR © © OR ® 01 I III A INTERMEDIATE . EI - FLOORS l A lgid 0 �j 01 ,e OFFSET - EXTERIOR OFFSET SHEARWALLS ()OR O INTERIOR iniiiiin 6 THRU Q SHEARWALLS 0THRU Q9 OR �j AS �I SPECIFIED ?�/: ON 7j, EXTERIOR SHEARWALLS DRWG INTERIOR SHEARWALLS PROVIDE ABOVE GENERAL DETAILS AT TOP AND BOTTOM OF ALL SHEARWALLS UNLESS NOTED OTHERWISE TABLE 1 STHHEyp ERWALL A35 LSP CI G 1/2"0A.B. SPACING *DETAILS 6a- ©, ® , CO 16 2 2X SILL PL (10" A.B.) 3X SILL PL (12" A.B.) S 24" OC 44" OC 48" OC A 24" OC 48" OC 48" OC B 16" OC 17" OC 40" OC C 12" OC 12" OC 29" OC D 9" OC 9" OC 23" OC E 8" OC 3X REQ'D 17" OC F 6" OC 3X REQ'D 14" OC H 4" OC STAGGER 3X REQ'D 8" OC NOTE: 3X PT SILL PLATE REQ'D FOR E-H SHEARWALLS AS INDICATED ABOVE. PROVIDE 2-20d END NAILS FROM STUD TO SOLE PLATE WHEN SINGLE 3X SILL PLATE IS USED AT EXISTING FOUNDATION PROVIDE 1/2" DIAM SIMPSON STRONG BOLT W/SPACING AS SHOWN ABOVE Nava Contracting & Engineering, Inc. • 2833 N.E.Weidler St.,Portland,OR 97232 Ph:(503)238-0633 ;Fax:(503)238-0533 Client: Windfall Construction&Design,Inc. By: Matthew V.Nava,P.E. Page: 11 Project: 11765 SW Tigard Addition Date: 07/22/2010 • DE ROOF SHEATHING v S SEEKFRAMING G SHEATHING NOTES 16d A 5" O.G. ) (SEE TYP. WALL SEC.) ,,''ot RPF 10d NAILS TO BLKG "SIMPSON" A35 :_ SPACE AT SAME (SEE TABLE 1 EDGE NAIUNG - OR SPAgNG) Y f AS DESIGNATED H 16d 0 5" O.C. SHEARWALL BELOWH2.5A A EA. �� RAFTER/TRUSS TYP. SEE NOTE * +L_ 'AP- EDGE NAIUNG 2 X JOIST "SIMPSON" A35 "2 X" BLK'NG HSDE SCHED) ON 2 X STUD WALL 2 X STUD WALL SHEATHING SHEATHING I (SEE SCHEDULE) (SEE SCHEDULE) N-ROOF-1 • PERP. JOISTS N-FLOOR-1 O ROOF PERIMETER A SHEARWALL 0 SHEARWALL 16d A 5" O.C. 8d 0 3" O.C. DECK SHEATHING 8d 0 3" O.C. 16d 0 5" O.C. (SEE FRAMING NOTES) EDGE NAIUNG — r PLYWOOD SHEATHING DECK SHEATHING (SEE iyt M, 6d 0 8" 0.•y•' SCHEDULE) EDGE NAILING L 2 X BLOCKING 116d 0 5" 0.*'� I,/ I A 48" O.C. l .,, SEE NOTE "SIMPSON" A35 2 X BLOCKING` �►:—_ -EDGE SEE NOTE 5) 0 48" O.C. _„ •' NAILING 2 X STUD WALL "SIMPSON" A3 �' (SEE NOTES) SHEATHING ANCHOR BOLTS (SEE SCHEDULE) 7" MIN. EMBED. (SEE TABLE 1 AND N-FLOOR-2 DETAIL 10) * NOTE: IF SHEATHING LAPS OVER RIM JOIST-TO-PLATE CONC. STEM WALL INTERFACE AND NAILED TO RIM JOIST AND PLA ER NAIUNG SCHEDULE, A35 IS NOT REQUIRED SEE 0 N-FNO-2 4 PARALLEL JOIST • PARALLEL JOISTS 0 SHEARWALL 0 SHEARWALL . . Nava Contracting & Enginleering, Inc. • ' 2833 N.E.Weidler St.,Portland,OR 97232 Ph:(503)238-0633 ;Fax:(503)238-0533 Client: Windfall Construction&Design,Inc. By: Matthew V.Nava,P.E. Page: 11 Project: 11765 SW Tigard Addition Date: 07/22/2010 (2) 0F•Z< STuf I h/OG/S'- SOs r 5 ("4/se c/ OF /3oTlLvy /-'e-4t-/- , /4--Ss -'c4t-/- ,g--S i�.e2/c f7meDj 543 #11 Au, rmseei.o �� II1 c A'. 1/ 5/8 - / ,,-7. \r• e-4vN-e2 1-- • - -� , • .. //2 „0 Q4'-4 444 �. _ , p/55el 9e 36 IN A. F /��2 X I i'Z)c 31/6 WAsf/E2 PRr�•!,oGj � � .r � / W /5 YEQ/Fy /tel/.r//M°'`' 7-a ws ,e M fz�ro4-77,0.1 ,o/��''�`r�eo,�l_.,v int —a Co�'cS77e��//G"►' %ye4' 4A/ei`1o'e ��/ - I4 50 C-,9P�et dr7r. Seyyrc ' f6'afr W,,✓4 z 54 7/ Nava Contractng & Engineering, Inc. 2833 N.E.Weidler St.,Portland,OR 97232 Ph:(503)238-0633 ;Fax:(503)238-0533 Client: Windfall Construction&Design,Inc. iBy:Matthew V.Nava,P.E. Page: t' Project: 11765 SW Tigard Addition Date: 07/22/2010 \" CD—X PLYWD. • ROOF SHEATHING Ram''••... 10d NAILS AT SAME SAME AS DESIGNATED //�� SHEARWALL BELOW �, SOLID BLK'G SHEATHING TO 2 X STUD WALL MATCH WALL BELOW 7;12 6d NAILS AT SAME SPACING IF 4 AS DESIGNATED SHEARWALL BELOW Y SOUD BLK'G f�► a SHEATHING LS50'S SPACED PER NOTE 5 OF (SEE SCHEDULE) SHEARWALL SCHEDULE �2 X STUD WALL •. PERPENDICULAR RAFTERS •a ( SEE DETAIL 158 AND 15C FOR ATTIC SHEARWALL AT PERPENDICULAR TRUSSES) OOF SHEATHING AS DESIGNATED S 10d NAILS AT EARWACILL BELOW IIN II 1 A l 1111 , 2 X STUD WALL (PER SPECS OF SHEATHING TO WALL BELOW) MATCH WALL BELOW ``Y SOUD BLK'G CLG. JST. I11 I a SHEATHING >=� LS5O'S SPACED PER NOTE 5 OF' (SEE SCHEDULE) SHEARWALL SCHEDULE �2 X STUD WALL PARALLEL RAFTERS ®EXTENSION / ROOF SCALE: 3/4 1'-0" 0 SHEARWALL ROOF-3 Nava Contracting & Engineering, Inc. [ . . 2833 N.E.Weidler St.,Portland,OR 97232 Ph:(503)238-0633 ;Fax:(503)238-0533 Client: Windfall Construction&Design,Inc. By: Matthew V.Nava..P.E. Page: 14 Project: 11765 SW Tigard Addition Date: 07/22/2010 TRUSS TOP CHORD 10d NAILS SPACING TO MATCH MATCH SHEARWALL NAIL SPACING ROOF SHEATHING © SHEARWALL L immi � uurnimeiii DF 2x FILLER BETWEEN TYPE SPACING I _- p :!'I lilt 21 1/2" WIDE PANELS S 24" OC A 24" OC ;.0 /I I1 '1 TO B 16" OC ATTIC SHEARWALLC 16" OC #.47 i i i lj MATCH LOWER SPECIFIED 0 12" OC �I I' TRUSS WEB E 8" OC millir Is 21 1/2" WIDE INDIVIDUAL TRUSS WEg PANELS JOINED W/DF 2x FILLER -�'"�� I' TRUSS BOTTOM CHORD LPT4 SPACING PER ' 1' SCHEDULE 0. BOT PLATE W/ 16d NAILS _ •��� TO TOP PLATE SPACING TO FOR "S" THRU "C" SHEAR v4. �i�L "JA MATCH SHEARWALL NAIL SPACING �I��+� WALLS, LPT4 MAY BE REPLACED 5...,I I I I TI _____j" W/16d NAILS AT SAME SPACING AS SHEARWALL NAILS I V IN I LOWER SPECIFIED DF 2x FILLER NAIUNG II II I SHEARWALL AND HOLDOWN II II I NAIUNG PER SHEARWALL II II I SCHEDULE II II DF 2x FILLER BETWEEN V 21 1/2" WIDE PANEL 0 ATTIC SHEARWALL A SECTION • . Nava Contracting & Engineering. Inc. 2833 N.E.Weidler St.,Portland,OR 97232 Ph:(503)238-0633 ;Fax:(503)238-0533 Client: Windfall Construction&Design,Inc. By: Matthew V.Nava,P.E. Page: IS Project: 11765 SW Tigard Addition Date: 07/22/2010 ROOF SHEATHING(SEE TYP. WALL SEC.) FASTEN TO FRAMING W/ 8d 6" O.C."EDGE" AND 12" O.C. "FIELD" 10d ® 6" O.C. - J-""-TRUSS OR END d ' RFTR. W/ WEB OR BLK'G STUD r MAX. 24" O.C. AND BLOCK'G P ® ALL PANEL w EDGES. OF 2X BLOCKING -J 2X6 DIAGONAL m a C9 . SHEATHING ii (SEE SCHEDULE) PP 2XSTUD WALL A35 PER NOTES OF SHEARWALL SCHEDULE PROVIDE DF 2 X 6 DIAGONAL BRACE AT 4' 0" O.C. WITH LS50 EA END PROVIDE DETAIL 16 AT ALL GABLES, TYP. WALL QROOF/GABLESCALE: 3/4" = 1'-0" 0 SHEARWALL W/TRUSSED ROOF N-ROOF-4 • Nava Contracting & Engineering, Inc. 2833 N.E.Weidler St.,Portland,OR 97232 Ph:(503)238-0633 ;Fax:(503)238-0533 Client: Windfall Construction&Design, Inc. By: Matthew V.Nava, P.E. Page: ttJ Project: 11765 SW Tigard Addition Date: 07/22/2010 .------"----------T----"-s' —_______ ,410 S CSita x Ll�'' SI 2AA 1�a e wQ.AP AQ.oJ ) v c ubc s"o.c, wl (\a> \Oca i`34.tt-S ta35012 o.c. . _..., _ _ Ill.. . . * . I e I L. C. 1-1 2.5 OF y xr N 2.51 C IV SP /i:j • 0 VVIUUIdII,I I9dIUI%UUIUVII,LLJLdLeIdI,V/ L 1_LV I V.AI, Clients Windfall Construction M.V.Nava Project: 11765 SW Tigard Addition 07/22/10 11 SUMMARY P(seismic) P(wind) v(seismic) v(wind) Length No. 1 Upper 1171 870 56 41 EXISTING NOT - Rup1 151 37 11.0 1 AFFECTED Rup2 178 63 10.0 1 Main 1965 2274 101 117 EXISTING NOT Rup1 644 647 12.0 1 AFFECTED Rup2 885 888 7.5 1 2 Upper 1463 1153 225 177 S/1 Rup1 1626 1245 6.5 1 Main 2288 2964 327 423 C/SP Rup1 4072 4491 4.0 1 Rup2 4125 4544 3.0 1 3 Upper 520 461 21 18 S/0 Rup1 -504 -523 25.0 1 Main 834 1222 128 188 S/7 Rup1 1318 1723 6.5 1 A Upper 1388 1275 82 75 EXISTING NOT Rup1 385 332 10.0 1 AFFECTED Rup2 465 412 7.0 1 Main 2233 2854 223 285 EXISTING NOT Rup1 2522 2928 7.0 1 AFFECTED Rup2 2736 3142 3.0 1 B Upper 1427 1275 110 98 EXISTING NOT Rup1 530 436 13.0 1 AFFECTED Main 2310 2854 210 259 EXISTING NOT Rup1 2423 2708 5.5 2 AFFECTED VVIIIUIdII,I I9d1UHUUILIUII,LULdLCIdI,U/ L I_LU IU.AIS ' Client: Windfall Construction By: M.V.Nava Project: 11765 SW Tigard Addition Date: 07/22/10 1% Basic Wind Speed 3 Sec Gust 100 mph l Equiv. Fastest Mile Wind Speed 80 mph Wind Exposure- B Importance Factor Per IBC Tble 1604.5 1.00 Building Category per IBC Tble 1604.5 II Front-to- Back Slope: 4: 12 Roof Angle 18.4 Degrees Left -to-Right Slope 4:12 Roof Angle 18.4 Degrees Roof Height 21 21 Eave Height 16 16 Roof Mean Height 18.5 Least Building Dimension 25 ft Analysis Procedure Used ASCE 7-05 Load Combinations: 0.6D+(0.7E OR W) Simplified Wind Load Method per IBC 1609.6 Mean Roof Height does not exceed least horiz dimension ok Mean Roof Height does not exceed 60 ft/Exp B or 30ft/Exp C ok Building is not located on upper half of isolated hill or escarpment ok Building is regular in shape and approximately symmetrical ok Roof Slope is less than 12:12 ok Height and Exposure Adjustment Coefficient per Table 1609.6.2.1(4) 1.0 Mean Roof Height B C D 15 ft 1 1.21 1.47 20 1 1.29 1.55 25 1 1.35 1.61 30 1 1.4 1.66 35 1.05 1.45 1.7 40 1.09 1.49 1.74 45 1.12 1.53 1.78 Simplified Design Wind Pressure: Zone Front-to-Back Direction: angle= 4:12 A B C D Ps= (gamma)*(Importance Factor)*(Ps30) Ps30= 22 5.80 14.6 3.2 Ps=Design Wind Pressure= 22 5.8 14.6 3.2 Left-to-Right Direction: angle 4:12 Ps= (gamma)*(Importance Factor)*(Ps30) Ps30= 22 5.80 14.6 3.2 Ps=Design Wind Pressure= 22 5.8 14.6 3.2 Building Zone Dimension a: 10%least Building Dimension 2.50 .04% least Building Dimension 1.00 .4h= 6.40 a= 3 VVIIWWII,I IydIUt UUILIUI1,LULdlelidl,U! 4 I_ZU IU.AIb Client: Windfall Construction By: M.V.Nava Project: 11765 SW Tigard Addition Date: 40381.00 f q Seismic Design Category II Per IBC Table 1604.5 l 1 Seimic Site Class D Tble 1615.1.1 Roof Dead Load 15 Importance Factor 1.00 Per Tble 1604.5 Roof Snow Load 25 Seismic Use Group I Per Section 1616.2 Seismic Addtl Snow Load 0 Mapped Spectral Response Coefficients Ss 1.05 Per Fig 1615(1) Fa= 1.1 Per Tble 1615.1.2(1) SI 0.34 Per Fig 1615(2) Fv= 1.8 Per Tble 1615.1.2(2) Sds= 0.77 Sdl= 0.41 Analysis Procedure Used ASCE 7—05 p=1.3 Load Combinations: 0.6D+(0.7E OR W) Horizontal Irregularity Vertical Irregularity la and 1 b Torsional for non-flexible diaphragms la and 1 b Soft Story ok 2 Reentrant Corners ok 2 Weight ok 3 Diaphragm Discontinuity ok 3 Geometrical ok 4 Out of Plane Offset NG 4 In-Plane Discontinuity NG 5 Nonparallel System ok 5 Weak Story ok Lt Framed Construction Building Does Not Exceed five stories in height excluding basement ok 25% INCREASE IN SEISMIC DIAPHRAGM COLLECTOR FORCES REQUIRED BY SECTION 12.3.3.4 Load Direction: Front to Back( Building Grids 1 -5) Response Seismic Deflection Basic Seismic force resisting system(s): Modification Factor(s) Overstrength Amplication R Omega Cd 1.K. Bearing Wall System w/Wood Shear Walls x 6.5 3 4 V= Sds*W*1.3*.7= 0.11 W Front-to- Back Load Direction R Load Direction: Side-to-Side(Building Grids A-E) Response Seismic Deflection Basic Seismic force resisting system(s): Modification Factor(s) Overstrength Amplication R Omega Cd 1.K. Bearing Wall System w/Wood Shear Walls x 6.5 3 4 V= Sds*W*1.3".7= 0.11 W Front-to-Back Load Direction R VVIIIUIWI,I I dIUHUUILIUII,LLJLdteIdI,U!_L I_LU IU.XIS • Client: By: M.V.Nava 2o Windfall Construction Date: 07/22/10 Wind Basic Wind Speed=100 Exposure B Zone A Zone B Zone C Zone D Building Dimension a= 3 22 5.8 14.6 3.2 3 3 Building Dimension a Lines: 1 2 3 Eave Ht 16 16 16 • Wall Trib 10.5 15.5 5 L(tot) 21 6.5 25 Upper 8 8 8 Wall Trib 10.5 15.5 5 L(tot) 19.5 7 6.5 Main 0 0 0 Roof Loads Upper Roof 168 248 80 Main Roof 0 0 0 Upper P 870 1153 461 v 41 177 18 Rup1 37 1245 -523 Rup2 63 1419 147 Rup2 331 1419 147 Main P 2274 2964 1222 v 117 423 188 Rup1 647 4491 1723 Rup2 888 4544 2072 Rup3 1290 4705 2072 TOTAL BASE WIND Base P 3502 3372 1691 8565 lb V V II II,I Ity.dI UtAUUIIIUI I,L ULdLC1 dI,U/_L I_LU I U.XIb , Client: Windfall Construction By: M.V.Nava 2� Project: 11765 SW Tigard Addition Date: 07/22/10 Wind Basic Wind Speed= 100.00 Exposure B Zone A Zone B Zone C Zone D 22 5.8 14.6 3.2 3 3 Building dimension a 3 Lines: A B Eave Ht 16 16 Wall Trib 12.5 12.5 L(tot) 17 13 Upper 8 8 Wall Trib 11.5 11.5 L(tot) 10 11 Main 0 0 Roof Loads Upper Roof 456 456 Main Roof 0 0 Upper P 1275 1275 v 75 98 Rup1 332 436 Rup2 412 784 Rup3 600 784 Main P 2854 2854 v 285 259 Rup1 2928 2708 Rup2 3142 3003 Rup3 3303 3003 TOTAL BASE WIND Base P 3527 3585 7112 lb VVIIIUIdII,I I d1UHUUILIUII,LLJLdLGId1,UI_L I_LV IU.AI, Client: Windfall Construction By: M.V.Nava 2� Project: 11765 SW Tigard Addition Date: 07/22/10 Line 1 Seismic Calculatons 1.K. Bearing Wall System w/Wood Shear Walls V= (Sds)Wt/R Sds=0.77 R= 6.5 V= 0.1078 (Wt) wxhx Lvl Ht. Wt. wxhx Totwxhx Fx V(total) V(design) Eave 16 6,044 96696 0.6 1,287 Upper 8 8,193 65544 0.4 872 1,287 1,171 Main 0 5,793 0 0 0 2,160 1,965 Base 20,030 162240 1 2,160 2,160 1,965 Tot Wt= 20,030 lbs V(base)= 2,160lbs Q=px .7E= 1.3x.7 E=.91 x Design V= 0.91 E Lvl L(tot) v(Design) Upper 21.00 56 Main 19.50 101 Uplift: L(tot) L1 Rup,1 L2 Rup,2 Upper 21.00 11.00 151 10 178 Main 19.50 12.00 644 7.5 885 vvnlwdII,I IydIU/-IUUIIIUII,GIJLdteIdI,U/_G I_GU IU.XIb • Clierita Windfall Construction By: M.V.Nava 2,?j Project: 11765 SW Tigard Addition Date: 07/22/10 Line 2 Seismic Calculatons 1.K. Bearing Wall System w/Wood Shear Walls V= (Sds)Wt/R Sds=0.770 R= 6.5 V= 0.1078 (Wt) wxhx Lvl lit. Wt. wxhx Totwxhx Fx V(total) V(design) Eave 16 8,333 133320 0.64 1,607 Upper 8 9,403 75224 0.36 907 1,607 1,463 Main 0 5,581 0 0 0 2,514 2,288 Base 23,317 208544 1 2,514 2,514 2288 Tot Wt= 23,3171bs V(base) = 2,514 lbs Q=px.7E= 1.3x.7 E=.91 x E Design V= 0.91 E Lvl L(tot) v(Design) Upper 6.50 225 Main 7.00 327 Uplift: L(tot,used) L1 Rup,1 L2 Rup,2 Upper 6.50 6.50 1626 Main 7.00 4.00 4072 3 4125 VVIIIUIdII,I IIgeIU/1UUIUUII,LULialel,vl_Z.I_GU IU.XIb L Client: Windfall Construction By: M.V.Nava 24 • Project: 11765 SW Tigard Addition Date: 07/22/10 Line 3 Seismic Calculatons 01.K. Bearing Wall System w/Wood Shear Walls V= (Sds)WUR Sds=0.77 R=6.5 V= 0.11 (Wt) wxhx Lvl Ht. Wt. wxhx Totwxhx Fx V(total) V(design) Eave 16 3,135 50160 0.62 571 Upper 8 3,784 30272 0.38 345 571 520 Main 0 1,579 0 0 0 916 834 Base 8,498 80432 1 916 916 0 Tot Wt= 8,4981bs V(base)= 9161bs Q=px.7E = 1.3x.7 E=.91 x E Design V= 0.91 E Lvl L(tot) v(Design) Upper 25.00 21 Main 6.50 128 Uplift: L(tot,used) L1 Rup,1 Upper 25.00 25.00 -504 Main 6.50 6.50 1318 VVIIIUIdII,I IydIUP1UUIUUI1,GULdICIdI,U/ L I LU IU.AIJ Client: Windfall Construction By: M.V.Nava 25 Project: 11765 SW Tigard Addition Date: 07/22/10 Line A Seismic Calculatons 1.K. Bearing Wall System w/Wood Shear Walls V= (Sds)Wt/R Sds=0.77 R= 6.5 V= 0.1078 (Wt) wxhx Lvl Ht. Wt. wxhx Totwxhx Fx V(total) V(design) Eave 16 8,054 128856 0.62 1,525 Upper 8 9,817 78536 0.38 929 1,525 1,388 Main 0 7,142 0 0 0 2,454 2,233 25,013 207392 1 2,454 2,454 2233 Tot Wt= 25,013 lbs V(base)= 2,454 lbs Q=px .7E= 1.3x.7 E =.91 x E Design V= 0.91 E Lvl L(tot) v(Design) Upper 17.00 82 Main 10.00 223 Uplift: L(tot,used) L1 Rup,1 L2 Rup,2 Upper 17.00 10.00 385 7 465 Main 10.00 7.00 2522 3 2736 VVIIIUIdII,119d1U/1UUILIOII,LIJLdLeIdI,U/_L I_LU IU.AI, Client: Windfall Construction By: M.V.Nava 9.L° Project: 11765 SW Tigard Addition Date: 07/22/10 Line B Seismic Calculatons 1.K. Bearing Wall System w/Wood Shear Walls V= (Sds)Wt/R Sds=0.77 R= 6.5 V= 0.1078 (Wt) wxhx Lvl Ht. Wt. wxhx Totwxhx Fx V(total) V(design) Eave 16 8,279 132456 0.62 1,568 Upper 8 10,249 81992 0.38 971 1,568 1,427 Main 0 7,349 0 0 0 2,539 2,310 25,877 214448 1 2,539 2,539 2310 Tot Wt= 25,8771bs V(base)= 2,5391bs Q=px.7E = 1.3x.7E=.91 xE Design V= 0.91 E Lvl L(tot) v(Design) Upper 13.00 110 Main 11.00 210 Uplift: L(tot,used) L1 Rup,1 Upper 13.00 13.00 530 Main 11.00 5.50 2423 VVIIIUldll,I19d1U/1UUILIUII,GLJLdLdIdI,U/_G I_GV I U.XIb �" Ti Client: Windfall Construction By: M.V.Nava Project: 11765 SW Tigard Addition Date: 07/22/10 Overhang: 0 0 0 0 0 Roof DL 15 psf Lines: 1 2 3 A B Upper Roof Trib Width 10.5 15.5 5 12.5 12.5 Length 25 25 25 31 31 Lower Roof Trib Width 0 0 0 0 0 Length 29 29 29 35 35 Upper Wall Trib 10.5 15.5 5 12.5 12.5 #of walls 2 2.5 2 2.5 3 Wall Length 25 25 25 31 31 #of walls 1.5 1.25 1 1 1 Main Wal Trib 10.5 15.5 5 11.5 11.5 #of walls 2 2 2 2.5 3 Wall Length 23 19 11.5 31 31 #of walls 2 0.5 1 1 1 VVIIWIWI,I lydlU/1UUILIUII,LLLdLCIdI,U/ L I LU IU.AIS Client: Windfall Construction By: M.V.Nava 26 Project: 11765 SW Tigard Addition Date: 07/22/10 Wt Line 1 Line 2 Line 3 Qnty Wt Qnty Wt Qnty Wt Upper Roof 15 262.5 3937.5 387.5 5812.5 125 1875 2nd Wall 36 58.5 2106 70 2520 35 1260 - 6043.5 8332.5 3135 Lower Roof 15 0 0 0 0 0 0 2nd Wall 36 58.5 2106 70 2520 35 1260 2nd Floor 14 262.5 3675 387.5 5425 125 1750 1st Wall 36 67 2412 40.5 1458 21.5 774 8193 9403 3784 1st Wall 36 67 2412 40.5 1458 21.5 774 1st Floor 14 241.5 3381 294.5 4123 57.5 805 5793 5581 1579 A= 775 vvuiwau,I iyillUHUuiuuII,cuLa«iai,ur c I_LU IU.xw • • Client: Windfall Construction By: M.V.Nava 21 ` Project: 11765 SW Tigard Addition Date: 07/22/10 Wt Line A Line B Qnty Wt Qnty Wt Upper Roof 15 387.5 5812.5 387.5 5812.5 2nd Wall 36 62.25 2241 68.5 2466 8053.5 8278.5 Lower Roof 15 0 0 0 0 2nd Wall 36 62.25 2241 68.5 2466 2nd Floor 14 387.5 5425 387.5 5425 1st Wall 36 59.75 2151 65.5 2358 9817 10249 1st Wall 36 59.75 2151 65.5 2358 1st Floor 14 356.5 4991 356.5 4991 7142 7349 vvinuldll,11L9.d1Ut UUIUVII,LLJLdIVIdI,UI L I_LU IU.XI, Client: Windfall Construction By: M.V.Nava Project: 11765 SW Tigard Addition Date: 07/22/10 Shear Walls No. Length No. Length No. Length No Length 1 Upper 1 11 1 10 0 0 0 0 Main 1 12 1 7.5 0 0 0 0 2 Upper 16.5 00 00 00 Main 14 13 0 0 0 0 3 Upper 1 25 0 0 0 0 0 0 Main 16.5 0 0 0 0 0 0 VVIIIUIdII,I Iyd1U/AUUIUU,I,LULdtCIdI,U/_L I_GU IV.AI, w ' Client Windfall Construction By: M.V.Nava 3 t Project: 11765 SW Tigard Addition Date: 07/22/10 Shear Walls No. Length No. Length No. Length No Length A Upper 1 10 1 7 0 0 0 0 • Main 17 13 00 00 B Upper 1 13 0 0 0 0 0 0 Main 25.5 00 00 00 I S • Lateral Beam • TJ-Beam 6.35 Serial Number 3 1/2" x 9 1/4" 1.6E Solid Sawn Douglas Fir#2 3 z User:2 7/27/2010 12:47:20 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED 1 0, d 1_, r., d 'CCluc: Ciatlranrn is CCncel::ual, LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 1'4" Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Seismic(Strength Based)(1.60) 1626 0 4' - Point(lbs) Seismic(Strength Based)(1.60) -1626 0 10'6" - Uniform(plf) Floor(1.00) 0.0 80.0 0 To 14'6" Adds To SUPPORTS: Input Bearing Vertical Reactions(lbs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 1.50" 682/752/-71 /1433 By Others None 2 Stud wall 3.50" 1.50" 682/752/-71 /1433 By Others None -See iLevel®Specifier's/Builder's Guide for detail(s):By Others DESIGN CONTROLS: Maximum Design Control Result Location Shear(lbs) 1409 -972 3885 Passed(25%) Rt.end Span 1 under Floor loading Moment(Ft-Lbs) 4347 3939 4367 Passed(90%) MID Span 1 under Floor loading Live Load Defl(in) 0.131 0.472 Passed(U999+) MID Span 1 under Floor loading Total Load Defl(in) 0.385 0.708 Passed(L/441) MID Span 1 under Floor loading -Deflection Criteria:STANDARD(LL:U360,TL:U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 14'6"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The allowable shear stress(Fv)has not been increased due to the potential of splits,checks and shakes. See NDS for applicability of increase. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel®warrants the sizing of its products by this software will be accomplished in accordance with iLevel®product design criteria and code accepted design values. The specific product application,input design loads,and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel®Associate. -Not all products are readily available. Check with your supplier or iLevel®technical representative for product availability. -THIS ANALYSIS FOR iLevel®PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Solid sawn lumber analysis is in accordance with 2001 NDS methodology. -Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Client: Windfall Constuction Matthew Nava Project: 11765 SW Tigard Addition Nava Contracting&Engineering,Inc Date: 07/22/2010 2833 NE weidler St Portland,OR 97232 Phone:(503)238-0633 Fax :(503)238-0533 navaengr@gmail.com Copyright 0 2009 by iLevelH, Federal Way, WA. C;\Documents and Settings\Mathew V. Nava\Desktop\misc icons\NC£\NCE3\NC£, 3 2007\Miscellaneaous\Red Hills Construction\Chad and Amy Busk\Existing 2nd floor beam over nook.sms - Lateral Beam 3_3 3 1/2" x 9 1/4" 1.6E Solid Sawn Douglas Fir#2 TJ-Beam 6.35 Serial Number User.2 7/27/201012:47:21 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group • ^ 14' 2.00" Max. Vertical Reaction Total (lbs) 1433 1433 Max. Vertical Reaction Live (lbs) 682 682 Required Bearing Length in 1.50(W) 1.50(W) Max: Unbraced Length (in) 174 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 642 -642 Max Shear at Support (lbs) 734 -734 Shear Within Span (lbs) 337 Member Reaction (lbs) 734 734 Support Reaction (lbs) 752 752 Moment (Ft-Lbs) 2601 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 972 -972 Max Shear at Support (lbs) 1112 -1112 Shear Within Span (lbs) 510 Member Reaction (ibs) 1112 1112 Support Reaction (lbs) 1138 1138 Moment (Ft-Lbs) 3939 Live Deflection (in) 0.131 Total Deflection (in) 0.385 Loading on all spans, LDF = 1.60 , 1.0 Dead + 0.525 Seismic + 0.75 Floor + 0.75 Roof Shear at Support (lbs) 1281 -497 Max Shear at Support (lbs) 1409 -626 Shear Within Span (lbs) -929 Member Reaction (lbs) 1409 626 Support Reaction (lbs) 1433 650 Moment (Ft-Lbs) 4347 Live Deflection (in) 0.112 Total Deflection (in) 0.357 Loading on all spans, LDF = 1.60 , 1.0 Dead - 0.525 Seismic + 0.75 Floor + 0.75 Roof Shear at Support (lbs) 497 -1281 Max Shear at Support (lbs) 626 -1409 Shear Within Span (lbs) 929 Member Reaction (ibs) 626 1409 Support Reaction (lbs) 650 1433 Moment (Ft-Lbs) 4347 Live Deflection (in) 0.112 Total Deflection (in) 0.357 PROJECT INFORMATION: OPERATOR INFORMATION: Client: Windfall Constuction Matthew Nava Project: 11765 SW Tigard Addition Nava Contracting&Engineering,Inc Date: 07/22/2010 2833 NE weidler St Portland,OR 97232 Phone:(503)238-0633 Fax :(503)238-0533 navaengr@gmail.com Copyright © 2009 by 'Level®, Federal Way, WA. C:\Documents and Settings\Mathew V. Nava\Desktop\misc icons\NCE\NCE3\NCE, 3_2007\Miscellaneaous\Red Hills Construction\Chad and Amy Busk\Existing 2nd floor beam over nook.sms Lateral Beam 3 3 1/2" x 9 1/4" 1.6E Solid Sawn Douglas Fir#2 TJ-Beare®6.35 Serial Number User 2 7/27/201012:47:21 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 3 Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Loading on all spans, LDF = 1.60 , 1.0 Dead + 0.7 Seismic Shear at Support (lbs) 1164 -119 Max Shear at Support (lbs) 1257 -212 Shear Within Span (lbs) -953 Member Reaction (lbs) 1257 212 Support Reaction (lbs) 1274 230 Moment (Ft-Lbs) 4056 Live Deflection (in) 0.039 Total Deflection (in) 0.265 Loading on all spans, LDF = 1.60 , 1.0 Dead - 0.7 Seismic Shear at Support (lbs) 119 -1164 Max Shear at Support (lbs) 212 -1257 Shear Within Span (lbs) 953 Member Reaction (lbs) 212 1257 Support Reaction (lbs) 230 1274 Moment (Ft-Lbs) 4056 Live Deflection (in) 0.039 Total Deflection (in) 0.265 Loading on all spans, LDF = 1.60 , 0.6 Dead + 0.7 Seismic (uplift) Shear at Support (lbs) 907 137 Max Shear at Support (lbs) 963 82 Shear Within Span (lbs) -818 Member Reaction (lbs) 963 -82 Support Reaction (lbs) 974 -71 Moment (Ft-Lbs) 3234 Live Deflection (in) 0.039 Total Deflection (in) 0.169 Loading on all spans, LDF = 1.60 , 0.6 Dead - 0.7 Seismic (uplift) Shear at Support (lbs) -137 -907 Max Shear at Support (lbs) -82 -963 Shear Within Span (lbs) 818 Member Reaction (lbs) -82 963 Support Reaction (lbs) -71 974 Moment (Ft-Lbs) 3234 Live Deflection (in) 0.039 Total Deflection (in) 0.169 PROJECT INFORMATION: OPERATOR INFORMATION: Client: Windfall Constuction Matthew Nava Project: 11765 SW Tigard Addition Nava Contracting&Engineering, Inc Date: 07/22/2010 2833 NE weidler St Portland,OR 97232 Phone:(503)238-0633 Fax :(503)238-0533 navaengr@gmail.com Copyright © 2009 by iLevel®, Federal Way, WA. C:\Documents and Settings\Mathew V. Nava\Desktop\mise icons\NCE\NCE3\NCE, 3_2007\Misce_laneaous\Red Hills Construction\Chad and Amy Busk\Existing 2nd floor beam over nook.sms i U 0c G CS G 0 2 ,o s I, , ' 1),:,e..1_,..1 ---.) ( 1-P-— ————MI 0 3 CP , - STORAGE PATIO > _ r Iw i L �ri k1 1 1 I _�� GARAGE LIVING �' 1112i I) i n 2 11 } II • II . II STORAGE ii MEDIA r JI .1 4---V— Cr19--- 1!------..1 I I • II • O I J UPPER OVER 0 EXISTIN NEW MAIN FLR PLAN SCALE:I/4"2.1'0" Q N N F33 G A P