Loading...
Specifications OFFICE COPY 1 I STRUCTURAL CALCULATIONS 1 1� COM BUILDING 1 i, 757 SW BEVELAND ND STREET TIGARD, OR 97223 I 1 City of Tigard Approve Plans , 1-1 <.,a By 13m Date 0 6Ut 2t7OL -f- oO /dG 7307 _sky 4 .ri,g/vPT September 20, 2004 Nava Engineering 3311 NE Couch St. Portland, OR 97232 OFFICE COPY 1 STRUCTURAL CALCULATIONS MANUAL TABLE OF CONTENTS: VERTICAL ANALYSIS AND DESIGN FRONT WHITE SECTION LATERAL ANSLYSIS AND DESIGN YELLOW SECTION 1 FLOOR TRUSS CALCULATIONS PINK SECTION ROOF TRUSS CALCULATIONS BACK WHITE SECTION • 1 I I I i I 1 1 l� I I Nava Contracting & Engineering, Inc. 3311 N.E. Couch St., Portland, Oregon 97232 111 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 lient: Diversified Construction By: Matthew V. Nava, P.E. Page Vi p roject: Gilroy Office Building Date: 08/20/2004 COVER SHEET I Description: Vertical Analysis and Design I Location: Oregon I Designer: Provided by owner I Design Basis: Code: 1997 Uniform Building Code Dead Loads: Actual (Roof Dead Load Assumed 17 psf) I Snow: 25 psf Floor Live Load: 50 psf Dead Load: 25 psf.. I Partition Dead Load: 20 psf Retaining Wall: Designed for 40 psf EFP and Ce = .35 I Notes: 1. Timber connection hardware as indicated shall be from Simpson Strong Tie. Install per manufacturers recommendations I 2. All DF specified here - in to be DF #2 unless noted otherwise 3. All Glu- laminated (GL) beams specified here -in to be per the following material I properties: Fb = 2400 psi, Fv = 190 psi, E = 1,800,000 psi 4. All steel to be A36 (Fy= 36 ksi) unless noted otherwise 5. All fabrication, welding and erection to be per AISC code of standard practice. r 6. All welding to be performed by a certified welder per AWD D1.1 7. Allow concrete wall to cure 21 days and install lower floor slab prior to backfilling I Backfill prior to installing any framing at main floor 8. See General and Foundation Notes Attached I Following Calculations have been prepared by the undersigned: I Matthew V. Nava, P.E. ;. �y Registration No 13703 1 ` 4.;' I State: Oregon Expiration Date :12/31/2004 . � I , ', 1 Nava Contracting & Engineering, Inc. 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page VZ, I Project: Gilroy Office Building, Vertical Analysis Date: 08/20/2004 CD. 1 . I I �� z$4 4bk Cole Co P,.,5r I / o bre,‘ x__ C. wY i So ''2x /5 - © Fr s) M// 'f x €4if(ie II • , 1 - .it j jii 3 k /A'/ 1 I I �' W/ aF6xr I / i _' I �i /I I 3.0" Is,/ _ /8 w�,oG x3o'q� r - r , mfr 'c' Si/CA-4. r �8', k 2i61/ v-44 `'';4x/11 I r"l FI va(* _,, 1ll , . is- J l'i 1 . v____- , - rml , , I 36 u56 w e , , 711 ._ • I. I G t ie2/ x e • I TS 4%4'x . I 5 Z7 34 a wiotA 30' f' Con r: 7..46. -7' Fo u�t(4477Q/ S� 4.4c.. I. 1 1_, o � I if 60` 4A 3d1 © 1 - sse ' 6 xZ7.1' 1 wi �sxsx I 1 • i @ . 1 ® Fl • 1 . t I ,1 11 _i 1 Nava Cunt ractin �z Engi> eerin `: Inc 1 3311 N.E. Couch ST., Portland, Oregon 97232 Ph: (503) 238-0633 ; Fax : (503) 238 -0533 • `Client: Diversified Construction By: Matthew V. Nava, P.E. Page s � Y Project: Gilroy Office Building, Vertical Analysis Date: 08/20/2004 _ j I , I . 1. il I I AL >( `� I 1 j x S i � '� - 1 ll o k , j . , • ,,i , 1 . -., t - TY" $ I1(.9' r r1 Y T tO 0 r W 6 It k.14' q __I_CLIE ■ , , I Q''' r V if ,. 4- s - . pcs. 1 a_.71 ' p ro p. / f 04 / 3 %,2s< /b I �4 i • j ., T �A(v Fi2,4,.v tf( ' . Cr k . _'( _ ., A r e Q. 4,46. � 7.YP 2 I y� . u z 1Loa/ F24rtr,, / ' k , %0 4 ' 7 • -42E ,,eor� l/ M -i: k :10 x„ k‘ 4 y i / kg4'ci • 1/ {�� 4 trt H O/L„ 7 . 0 7 H.oia/ Nava Contracting & Engineering, Inc. 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 III Client: Diversified Construction By: Matthew V. Nava, P.E. Page VI/ Project: Gilroy Office Buildin Vertical Analysis Date: 08/20/2004 t 0 ,_ - '1 sj uk,1/4 ..N'"/ , / 1 4) ' — 1 qG Six /O1L r y.s ,x/o'f4 ' I • + a et-- — c x 'a a I NG�Q Lb H/Q-a 24 r r tlu 0 S 4 .k ti I ; WA kr• vl kJ 1 T 11 VI l` d 9r k 0 I i 1 LI- 1 " yu, i 0 II 'O ki S 4 _ r V G 4 -J ` —� I .4 No ■ ti o ff n I I N 1( I c23 -fr 1,, (P Cet t 4 1 'HP ). ),,/ Z vdr------4. f 4- ti) y L �7 /r7 �t , • ‘" ei III 6 0 4 pps'� Q `D� Cry f � � o ' ( a III kr I t%� %.(?) 0 p N I k III ,� . I 7 sse-r b � Q � Zoop Of I V . p. = cA� Po.i" � . to i .o C�l�P.nlA i G/ / CJ fOS•r' / 99y I 1 recesses o 1 GL P's7 1)F-4116- I toy tiP° , • , . plarimmums1111Pall iskiW __ il tl 'fx/ 0 y,.rn: 4 x - /o; Nava Contracting & Engineering, Inc. In 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page ` l Project: Gilroy Office Building, Vertical Analysis Date: 08/20/2004 FOUNDATION NOTES: • I. FOOTINGS ARE TO BEAR ON UNDISTURBED LEVEL SOIL DEVOID OF ANY ORG=ANIC MATERIAL AND STEPPED AS REQUIRED TO MAINTAIN THE ' REQUIRED DEPTH BELOW THE FINAL GRADE. 2. SOIL BEARING PRESSURE ASSUMED TO BE 1500 PSF. 3. MAXIMUM SLOPE OF CUTS AND FILLS TO BE TWO (2) HORIZONTAL TO ONE (I) VERTICAL FOR BUILDINGS, STRUCTURES, FOUNDATIONS AND RETAINING WALLS. 4. ANY FILL UNDER GRADE SUPPORTED SLABS TO BE A MIN. OF 4' IN, GRANULAR MATERIAL COMPACTED TO 95 0. 5. CONCRETE: - MIX AND 28 DAY STRENGTH OF CONCRETE. - BASEMENT WALLS 4 FOUNDATIONS NOT EXPOSED TO WEATHER: 2,500 PSI - BASEMENT a INTERIOR SLABS ON GRADE: 2,500 PSI - BASEMENT WALLS s FOUNDATIONS EXPOSED TO THE WEATHER:, AND GARAGE SLABS 3,000 PSI - PORCHES, STEPS, s CARPORT SLABS EXPOSED TO WEATHER: 3,500 P51 (AS PER U.B.G. APPENDIX CHAPTER i9, TABLE A -15 -4) MORTAR 4 GROUT TO BE MIXED PER MFR REQUIREMENTS. b. GARAGE FLOORS TO SLOPE I /8'/FT MIN. TOWARDS OPENING AS REQUIRED FOR DRAINAGE. CONCRETE SLABS TO HAVE CONTROL JOINTS AT 25' FT. (MAX.) INTERVALS EA. WAY. SLABS ARE TO BE 5-1% AIR ENTRAINED 1. CONCRETE SIDEWALKS TO HAVE 3/4' IN. TOOLED JOINTS AT 5' FT. Cl IN.) O.C. 8- REINFORCING STEEL TO BE A -615 GRADE 60. WELDED OPTIONAL WIRE MESH TO BE A -185. 9. EXCAVATE SITE TO PROVIDE A MIN- OF IS CLEARANCE UNDER ALL GIRDERS. 10. COVER ENTIRE CRAWL SPACE WITH b MIL BLACK 'VISQUEEN' AND EXTEND UP FOUNDATION WALLS TO P.T. MUDSILL. II. PROVIDE A MIN. OF 1 SQ. FT. OF VENTILATION AREA FOR EACH 150 SQ. FT. OF CRAWL SPACE AREA. VENTS ARE TO BE CLOSABLE WITH I /8" IN. MESH CORROSION RESISTANT SCREEN. ONE VENT REQUIRED WITHIN 3' FT. OF EACH CORNER. POST NOTICE RE: OPENING VENTS AT THE ELECTRICAL PANEL. 12. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED OR PROTECTED WITH 55• ROLL ROOFING. 13. SEAM POCKETS IN CONCRETE TO HAVE 1/2' IN_ AIRSPACE AT SIDES AND ENDS tJITI -I A MIN. BEARING OF 3" IN. 14. WATERPROOF BASEMENT WALLS BEFORE BACKFILLING. PROVIDING A 4" IN. DIA. PERFORATED DRAIN TILE BELOW THE TOP OF THE FOOTING (SEE BUILDING SECTIONS). • Nava Contracting &Engineering, Inc. I 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Faz: (503) 238 -0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page V( Project: Gilroy Office Building, Vertical Analysis Date: 08/20/2004 1 • 1 F A ZING NO r Es. I. ALL EXTERIOR WALL OPENINGS 4 BEARING WALL OPENINGS TO HAVE 4 X 12 HEADERS UNLESS OTHERWISE INDICATED. IF BUILDING BUILT WITH 85 IN. STUDS USE 4 X 8 HEADERS UNLESS OTHERWISE NOTED ON THE PLAN" 2. ALL EXTERIOR WALLS TO BE BUILT OF 2 X 6 STUDS 9 16' O.C. TYPICALLY UNLESS NOTED OTHERWISE. ALL INTERIOR WALLS ARE TO BE BUILT OF 2 X 4 STUDS 9 16' 0,G. TYPICALLY UNLESS NOTED OTHERWISE. ALL INTERIOR WALLS SUPPORTING TWO OR MORE FLOORS AND I OR MORE ROOF /CEILING ASSEMBLIES SHALL BE 2 X 6 STUDS 9 16' 0.G. FOUNDATION CRIPPLE WALLS SHALL BE FRAMED OF STUDS NOT LESS IN SIZE THAN THE STUDDING ABOVE. WHEN EXCEEDING 4' -0' IN HEIGHT, SUCH WALLS SHALL BE FRAMED OF STUDS HAVING THE SIZE REQUIRED FOR AN ADDITIONAL STORY UNLESS SPECIFIED OTHERWISE. 3. ALL METAL CONNECTORS TO BE 'SIMPSON' OR EQUIVALENT. UN_O. JOISTS HUNG ON FLUSH BEAMS TO BE ATTACHED WITH 0210 OR EQUIVALENT. MULTIPLE JOISTS USE U2I0- 2/U210 -3 AS REQUIRED. USE OF IOd X I -1/2' NAILS ARE ALLOWED WITH THESE TYPE OF HANGERS UNLESS NOTED ON THE PLANS. SEE NAIL CONVERSION CHART FROM CURRENT SIMPSON CATALOG FOR OTHER NOTES AND RESTRICTIONS THAT MAY APPLY. 4, PROVIDE DOUBLE JOISTS UNDER ALL WALLS ABOVE, RUNNING PARALLEL TO JOISTS AND SOLID BLOCKING BELOW ALL BEARING WALLS RUNNING PERPENDICULAR TO FLOOR JOISTS. 5. PROVIDE POSITIVE VENTILATION AT EACH END OF EACH RAFTER SPACE AT VAULTED CLG AREAS, AND INSULATION BAFFLES AT EAVE VENTS BETWEEN RAFTERS. RAFTER VENTILATION IS ALSO REQUIRED AT BLOCKING LOCATIONS ABOVE THE PLATE. 6. PROVIDE FIRE BLOCKING, DRAFT STOPS, t FIRE STOPS AS PER • OREGON DWELLING SPECIALTY CODE SEC. 86023 1. HIPS, VALLEY'S AND RIDGES SHALL NOT SE LESS IN DEPTH THAN THE END CUT OF THE RAFTER. • 8. UNLESS NOTED OTHERWISE, POST TO BEAM CONNECTIONS REQUIRE 'SIMPSON' BC SERIES GAP /BASE (OR APPROVED EQUAL) CONNECTORS. EXTERIOR APPLICATIONS REQUIRE ' SIMPSON' EPB SERIES BASES AND INTERIOR GARAGE POSTS REQUIRE ' SIMPSON' CB SERIES BASES. • 1 1 1 1 . Nava Contracting & Engineering' Inc. I 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 pent: Diversified Construction By: Matthew V. Nava, P.E. Page V 7 roject: Gilroy Office Building, Vertical Analysis Date: 08/20/2004 I 9. LUMBER SPECIES: A. POSTS, BEAMS, HEADERS NO. 2 DOUGLAS FIR I JOISTS AND RAFTERS B. SILLS, PLATES, BLOCKING NO. 3 DOUGLAS FIR BRIDGING ETC. C. STUDS STUD GRADE D.F. I D. STUDS OVER 10' HIGH NO. 2 OR BETTER D/F E. POST 4 BEAM DECKING UTILITY GRADE DF. F. PLYWOOD SHEATHING 1/2' CDX PLY, 32/16 G. GLU -LAM BEAMS Fb -2400, DRY ADH. I (EXT. ADH a EXT. CONDITIONS) H- PSL MATERIALS • Fb = 2900 E = 2.0 Fv = 290 LVL MATERIALS •• Fb = 2600 E = LS Fv = 285 • PSL INDICATES PARALLEL STRAND LUMBER I •• LVL INDICATES LAMINATED VENEER LUMBER I. ALL PRESSURE TREATED LUMBER TO BE LABELED 'CCA' AND TO CONTAIN NO AMMONIA BASED TREATING AGENTS II 10. NAILING SCHEDULE: r3L `` JOIST TO SILL OR GIRDER . 3 -8d TOE NAIL BRIDGING TO JOIST 3 -8d TOE NAIL 2' SUBFLOOR TO GIRDER 2 -16d BLIND 4 FACE I SOLE PL. TO JOIST TOP FL. TO STUDS 16d 6 16'o.c. FACE NAIL 2 -16d END NAIL. STUD TO SOLE PL. 3 -8d OR TOE NAIL 2 -16d 1 DOUBLE STUDS DOUBLE TOP FL. 10d 9 24'o.c. FACE NAIL 106 g 24'o.c. FACE NAIL CONTINUOUS HEADER (2 PC -) 106 a I6'o.c. EDGE NAIL CLG. JST. TO FL. 3 -8d TOE NAIL I CLG. JST. LAP OVER FL. 3 10d FACE NAIL CLG. JST. TO RAFTER 3-106 FACE NAIL RAFTER TO TOP PL. 2 -16d TOE NAIL COLLAR TIES (EA. END) 6 -10d (UN.O.) FACE NAIL I BUILT -UP CORNER STUDS PLYWOOD SUBFLOOR 10d e 24'o.c. FACE NAIL 66 a 6' o.c. EDGE NAIL 66 9 12' o.c. FIELD NAIL SOLID BLOCKING 9 BEARING 3 -8d TOE NAIL 1 PLY WALL 4 ROOF SHEATHING 06 g 6' o.c. EDGE NAIL Sd 9 12' o.c. FIELD NAIL STAPLED ROOF SHEATHING 6' o.c. EDGE NAIL 15 ga. 1/16" CROWN 1 MIN- 12' o.c. FIELD NAIL TOP FL. AT INTERSECTIONS 2 -10d FACE NAIL 111 MULTIPLE JOISTS (UP TO 3) 166 e 15' o.c. STAGGERED MULTIPLE JOISTS (OVER 3) 1 /2'1' BOLTS W/WASHERS STAGGERED 9 24' o.c. l 1 X 6 SPACED SHEATHING 2 Sd FACE NAIL RAFTERS TO HIPS, VALLEY 4-166 TOE NAIL OR RIDGES 3-166 FACE NAIL RAFTER LEDGERS 3 -20d EACH STUD I 1BL -5 I I Nava Contracting & Engineering, Inc. 3311 N.E. Couch St., Portland; Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 1 Client: Diversified Construction By: Matthew V. Nava, P.E. Page Y 1 Project: Gilroy Office Building, Vertical Analysis Date: 08/20/2004 / //V. r=o v,,./ 4-J7cD-V /' /, 7 ,z. " /i ,� . , A /r I 1 STORE /5 a 7 ,r 2 •, see De /L 2sTaey /S" 7" 3rr //! /� /q 3 s'7A2y /6 a 8 „J 7a .7 s '`/�e�✓�{�s I ®) REi.clF,a244 Se--9a 447- ° �v I °} �Po V7 - g a for o �/ S v7 S �7o. .2..... — "– e,e h' 7o Ae ✓�-�T i E -) Vt/4 �/��sno� SC�y3 AT D �'�/�!L' P 1 0 A7-? P PA? o Y��a L°ey&rlf 5/ V VE.en7gz. e ¥ ' ' c . , c 4z-77 ,1/ D 2 PT �/rIOS /GL p,.// / $11 / C / I 5- 4 / cx/O `A. e. w/ I `v /(Z) 31/1 //v agsE Siry,QSo„/ ,s,./z, S /'`d �'� /� 0 G�4 /6irz/.o�.�/4- C ," c7 / C oe h/),:eo ✓Eo FQU.f L �M /^/ o 2 7D , • ... i ZN, ii/744/ /2 ram .9.y y co22.r�`C' C I S',/, .4 GE PEZ ° °"l/ Zve- pek0l -Ce._ e,./ s'44ie-re -t /b I _� k • I Oik v ` \ 1 I /4741 /1 z 4 P K - c. A � I / -7 fl- Pft•,,/ 714.4r F'/ FoCJ/V — 770 I I 1 I Nava Contracting &..En ineerin Inc. 3311 N.E. Couch St., Portland, Oregon 97232 I Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page V cr 1 Project: Gilroy Office Building, Vertical Analysis Date: 08/20/2004 I 1 2 X 6 STUDS © 16" O.C. 1 1/2" EXP. JOINT MAT'L. W-7 s ue` x�o"A 3. 3000 PSI - 4" THICK � '- (2e �� LY� 2 �'Z I CONC. SLAB OVER �' `� ro7 7 COMP FILL I Ii l RED, 4T 241",(7X4 i I� i _� ° E � <o s (1) #4 TOP & ( #4 BOTTOM e I rf \ / / \ \ / / \ \ / / \ \ / / \ \ / /\ /, . 7 CONTINUOUS II ' / / / / / � � _ 1 • #4 VERTICAL i II \ , @ 48" O.C. / \% I \/ o ii o i \ /\ \ \ \ \ / \ \ ' \\< /\ /\ // . // . \/ 1 iiNi 'S r ,t _..,. 7 1 K ) 1 • I 1 Nava Contracting & Engineering, Inc. 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 1 Client: Diversified Construction By: Matthew V. Nava, P.E. Page Vic Project: Gilroy Office Building, Vertical Analysis Date: 08/20/2004 1 / I 77 ,c44A/Cg 1 -72)/ST / - s / .� . . ...,- - . 1.11■.-.--- \ r � s erYszYaLE Aco7 7 I Dzz--?,C /o P7- ,(,,,, i z_) 8/i I , . , ili TL_±ii I T.7 /6 1 I / of of w/{GC 1 I I I I I I I Nava Contracting & Engineering, Inc. 3311 N.E. Couch St., Portland, Oregon 97232 I Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page V t/ I Project: Gilroy Office Building, Vertical Analysis Date: 08/20/2004 I II !•r - - - . Im:�� ' It - , I - E i 111n (l - PROVIDE 16" MIN. THICK 4111 I FREE DRAINING I I ROCK PROTECTED BY "' II NON -WOVEN FABRIC (FULL HEIGHT OF WALL I EXCEPT TOP 12 ") REBAR "N" I I I LAP 48" DIA. i • W/ REBAR "M" INSTALL BACK FILL PRIOR TO INSTALLING BACK FILL W/ 2' I ®4 ®10" 0/C FRAMING 0 TOP I FREE DRAINING CLR. r1 \ OF WALL GRANULAR MATERIAL I I I I REBAR "M" I• I x I II 3 \" DIA. PERF PIPE I W/ FILTER FABRIC I I " " REBAR "0" = INSTALL I ` 3" SLAB BEFORE �` BACK FIWNG RFD'O • `r•-\ CLR. • — I I \ — I �� Ht 04 ®10" O/0--/ "\ CLR. \ \ ({ = (Z'-4" I 4-0 PSF LATERAL C / W2 A EARTH PRESSURE 1 - B 1 @ RFTAI\ING SEE SCDULE RETAINING WALL SCHEDULE H W A C B BAR "M" BAR "N" BAR "0" 5' -4" 8" 10" 10" 2' -4" #4 0 18" O.0 #4 0 18" O.C. #4 ® 18" O.C. I 7' -4" 8" 1' -3" 1' -3" 3' -2 #4 0 15" O.0 # ® 15" O.C. #4 0 18" O.C. 9' -4" 8" 1' -10' 1'- 10'4' -4" #5 0 9" O.C. #4 0 18" O.C. #4 4- 0 18" O.C. 10' -4" 8" 2' -2" 2' -2" 5' -0 #5 0 9" D.C. #4 0 18" O.C. #4 ® 18" O.C. I 11.1"g 8 y'd '?'o' 7 -i 4 G e 6 1106 li 4e lZoc Icie l2 tl oc ALL SECTIONS: CONCRETE Fc 3000 PSI REBAR GRADE 60 EFP =40PCF I LEVELBACK FILL ONLY Ht 1 -0" HT= ((0 role (2 `-i/if AKA,/ d Nava Contractin : i En 9 Inc. 3311 N.E. Couch St., Portland, Oregon 97232 I Ph: (503) 238- 0633.;_Fax : (503) 238 -0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page V/2- Project: Gilroy Office Building, Vertical Analysis Date: 08/20/2004 1 I 1 I #4 BAR CONT. iiii `fig `�,Y /C7 // /1/� ANCHOR BOLTS CONC. SLAB ON 6 MIL MOISTURE BARRIER ON i t_____ SEE SCHED. FOR SPC'G. ma 4" GRANULAR FILL 4110* l4l 1, - X 1.. l Y 1 1 . r� t . 1 x #4 BARS ® 9" 0/C CONT TOP & BOTTOM (TYP.)'K > r HOLDOWN REFER TO LAT SCHED FOR I SIZE & MIN EBED. FTG TO EXTEND 18" PAST EA. END OF ! X / • WALL OR TIE INTO *"S" SHEARWALLS REQ. PERPENDICULAR 1 FOOTING SHEARWALL X Y ( ) LAYER OF REBAR ., ik' "S" 15" 10" AT BOTTOM OF FTG. I 17" 20" "C" 18" 30" "D" 36" 30" I INTERIOR SHRWALL FTG. SCALE : 3/4" = 1' —O" FND -5 I I I I i Nava Contracting & Engineerin Inc. 3311 N.E. Couch St., Portland, Oregon 97232 I Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page y/ 3 I Project: Gilroy Office Building, Vertical Analysis Date: 08/20/2004 I 7 r 1 16r 3Z s77 /2 5, I ',., s/A I (2) 3 4i X '4a2,__.c I I 3l ( / 7l' -r: I "--1--.tl /24 r T_Sszx <ix 7/. S///‘: )4_ �^v ie 4 1 '3� ! 347//(X /2 / /A ,g A i . geq C2, rw I itt i < 0 sxis-' /* V I . I rD e' e, A/ ..° 6----i f /G I • I I . . .1 Nava Contracting & Engineering,' Inc. 3311 N.E. Couch St., Portland, Oregon 97232 ' Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page .V/ S7 1 Project: Clark Office Building Vertical Design Date: 08/30/2004 1 I I ' (------d T � �� 'Dec.,Jt C. e /2 0. . I / . J I 74( re /2 13.C• e. w, • • • / o •• y ',- </' 1 ) cc Y4 -,�z P/P/7- • k 1 I 1 111 • 1 1 Nava Contracting &Engineering, Inc. 3311 N.E. Couch St., Portland, Oregon 9.7232 I Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page V/ y I Project: Gilroy Office Building, Vertical Analysis Date: 08/20/2004 I ` 1 G,Y.1 /Z) SGx 2x z ,7 1 3/ /f I - . ........ .... ,____3- /:\-- vlF /C,x- :2,6 1 %.-{.?6 / I I \ 7 y," ...--._ I PV/ (") 341'/44 3 Z_$" /r (II 75< 3 , ' ,821‘. - I I , se ,0 /.)( /.Z X / 4 1 1 I 0 e- , 0 , V - A/ ' .1777L _ I . Nava Contracti� c Ells ins rin �e Inc. 3311 N.E. Couch St, Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 Client: Diversified Construe ion B : Matthew V. Nay. P.E. Paae V Project: Gilroy Office Building, Vertical Analysis Date: 08/20/2004 1 i S DL / D Floe s eAr.o 5.67 S /Pu 1 1 fl 1 /1 _PL 5'56x // P �'6x PasT e a� 5 I Rein vim ePc 7 i i I 4 Nava Contracting .& Engineering, Inc. I 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238- 0633_; Fax : (503) 238 -0533 liens: Diversified Construction By: Matthew V. Nava, P.E. Page 1lt5 roject: Gilroy Office Building, Vertical Analysis Date: 08/20/2004 I t, • '' // r-/GCe r l . N 4-7- 6 c.1 6.4( en1- Tye 7Z)/' GLi(..v. 1 . iiiimm iffmnrca- •j ii ' TJ .. immolon . T ' _ , ._ T�7`/ � wP .(.S7 ,i_✓fJ Acc'e; <. 1 _____ - 7 - W st° 7 14 y. 1 I a l 2 3 . c. �x / ,, A U• ‘'Z-c:,.:=,/-e �f /.�� . �x i Mt/ 1►.r uw li r ii t . liF il"...." ' ' r - 1111 f'��/ L /��� / �v�� ' ' ' , W/(Z) /8 /z 4 30 7 /So z-7 3��' r ` tTax7 «( / / o ' 7 G -OA( ST7e//°1 I 4 7 - L. .?)< ' /Z S("( 1-7. /ic4 —To— 1/1' Nava Contracting Enerin Inc. 1 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 III Client: Diversified Construction By: Matthew V. Nava, P.E. Page V'/(o a 1 Project: Gilroy Office Building, Vertical Analysis Date: 08/20/2004 1 I (eS )( 1 !�/i la 3 "ex . Zxww 4'O'' I \ \ I:EA ( ii '1', `01 I • • it , _ N...'t - . 1\1 (LPG' 'O r 3 / f ' \ti CO / 1 1 II n I S / /� `„ 1,Fr6x 36 / f 1 D /S Ta M4 1 36 '1 6 P 7 I 0 BUT - D 07 /0,' /DC( - , / 4 7 . 1 /) S Z /2 M,4 >C' S h�6z AJ >' Rte ,, 4.4.4i77v tl q L e--("T —o UT s.<0y0-e*o , ¢7` 2 6 // A 76 g I 1 A! /N, I /-(e A ' AN) 1 Nava Contracting & Engineeringjna+c. , I 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page V /( b Project: Gilroy Office Building Vertical Design Date: 08/20/2004 • Ex•rr,K.p sregP cST /fix • Gro2.p c N.4/4 ,e 4 ,,� . TOSS 1 • Taro' o W� /odelt /a '.� I'S �- c Srtgo I 1 . . • : - 4 ...-v•-.1 __ ,,,, g... • . . •• e ----. Immo Peow4e. 4o.2,, 1 , E .4-72-..v." Cr/sr /fix sTi47*2 4/4 To .eom,K G S/62.o I �4 /L y7 W T l 1p / 1 • . / 6 6 4 41/Gs e 3 l ox, 1 �Y �/ �i .c . sry6S�C.. _ �t,��.s e � • 7, ..,, et, .✓.v44-c�o 4i7 t'v`' °ce,s4e ate pFZaC ,f.,ro — ;, t 4 ° 7,�' ,' ;61-7" 4:4/.0s P40v'toe 1:(c� 6 I, I 1 J ' % ! .BDc et.r6 toos7- qtr 1 3 4 4 ' o.rl/' MG 3/2 Xft'a 44+1 Cs ST.2.�� I, �c e s� A/4�4 7j,, .4147+-7" w/ Diu! 4.00 ! / „/ C , a \ • �f To 111 - : ' ' ir• , /z.... ...4 ..>......,.., i 7 22 '-'4' i �' �T/it/liptJ,�• A4s ♦ Srpa /�JL 3 2)c /� a /e/A( JneS7" f T ,.,:,:' ,.. :.:. ' ' , ' :. r f r Q 2 0� �a ` Li , pe4,4(/, 7 6 - • - - 47 d„„i.-,,,o,./ ,0,.?c z 7 .k144 Nava Contracting & Engineering, Inc. 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238-0633 ; Fax : (503) 238-0533 I Client: Diversified Construction By: Matthew V. Nava, P.E. Page V lioc I Project: Gilroy Office Building, Vertical Analysis Date: 08/20/2004 I . I P/e 0 N(//oe /9z2/,/77 0 .7 c 36. " .S ,I-7 PS - Z c:,g_ /L/C_ 3 % „ / 6 1 4 /7,t/ e_9/z A..7 , 7 _,. 2 7 ez 14 f>eoy-roe • z_- f , zoc.Z...z4,-- • il , 111 it I • , ii - .__•• ,/, _ _._. __ __ - - --- _ 1 (---- 1 - --- - / . . - 0 _ 4 - -- 0 , ) 111 ( J - s..... 4.„7„,, / 4 5e4 , --( A/( 1- 76 3 1 & c.a‹,"./-c- , /-)&7•Af 111 sric,f 1 07)1 0 - - "A_In i 0/ (II) • So I I I I 1 I Nava Contracting & Engineering, Inc. 3311 N.E. Couch St., Portland, Oregon 97232 I Ph: (503) 238-0633 ; Fax : (503) 238-0533 Client Diversified Construction By: Matthew V. Nava, P.E. Page V/ Cod. I roject: Gilroy Office Building Date: 08/20/2004 • _._ .. ' 0 J 1 Si ■, W fZ eb 1 Z'.. ' r/ 2 7 z 4)„ , . - ; ,...- . 4 _ -fi'far/ze,,,c ,',. 1 1 I 1 3„, 46 s ,, z „, .. a .% , - V) u a. 1 .14(1 3x . Z ' CI 3 x-rz 1 De I 1 I I 1 i 1 1 1 , . __, _ .. ' — 6 — -- mc;c a/ I - 1)F 41)( I( Pogr PeoM 3x/2- gickre Ae.py f S-/a '/ 2 ,tge-A,./ , P; f°v/moe Pc P:67 c4/0 723.7 I EN-7 22Y /^/c E6 So 77b/y r y400 o 1 Roof 1- . / DF 2>< g Pei.ez...v.r • .sx.,-,..1-7,41,4/6- y4r ..,. • io W,,, A sr , ,- . p. P -Zx T 7 - - - I olp • / ffr gt f \ EEI 3 x / Z RA I FTEV2.._ H L 6 --S Pd. .4 7 6'4 es PRowDe 9 ,f ), ,, a, .2 4 I , • -Aral b F. 6 x. 0 L:,./1,4i , ....40(-7s 7 z iga I p p -Rae Si 0 LiD I 12 1 ' I I • • ct & En ineerin Inc. I l�Tava Contra � � �� 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 I Client: Diversified Construction By: Matthew V. Nava, P.E. Page V I (7Q- Project: Gilroy Office Building Date: 08/20/2004 1 , 8-..44 , I Se .,7X e--0A(4 - f k , ell • - . , . _ __ . u r _ . ,,.. .. ... _--, k i i-1 . 47 . . . lox /� X 1.1 H.,7 4N � • ` > j. 11111 1 III I S( k• ea 1 1 X : Ve ) 03 k �_. a.., I . ,.v_...i 1... _ _ 1 ) ......... ill • I , Nava Contracting & Engineering, Inc. I 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page V Ka 6- Pro Gilroy Office Building - Date: 08/20/2004 I J Y g ,, ' °'? d: 1 34( / WT;s,c?) ,� ti/ �� 7/ /4/4"7 c4,4 40, Bee .vv7 ,1( S - � D 7 �s\ T / rt. '/ 4, A ''' . /A 0 _ . P r z — I I 1 . / Z il ,:, . _-_,_ jo r , . , ... _ I it . , I 1 A Alirr 0 ' . 7 40 V - --7- - W . I/ I I. M I • / . 0x14 ■ , 45 M /A/ *,1 • el/{x ep4 S/,oe i 5c 1, 4.,E wi4. , ' .` ///z u N . (2) ,hoc 7 I 'y4— „ - - 3 /*4/ EoGe .eYSryAce' -e' Yv , ' . ' V / / Alr /. S'i°0?e/ . I B x.8 ------5 I - E „<T.e( . T�gS ; b x ray � � 83 rcST 0 ci 9,r v ‘ i / C 8 Pbsr gone Led7z) - - L .i �� � lg7l/.e.0 ,eoo 7)'!a C,q L .. w/ Min- 5 0 /4.5 // :r . cir 637> G. 9'EGE 725 e / � / ,O O nV', SST /7 ,PeQ % . C1ege Yeej .5e./P5 T�,-e(,cf.oLT • 1 . Nava Contracting & Engineering, Inc. w 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 I Client: Diversified Construction By: Matthew V. Nava, P.E. Page VI Co d Project: Gilroy Office Building Date: 08/20/2004 I 1 I I N i '\ , M N 1 • • ,� I • / 4 1 )e EA a \\ + Sic I • a i I evsr. I ( -3‘4 ., o 7a4e4' no 47E -,9 eA1p 1 of -,g eg ,En(rx>/ 77h' Cs Sz c o"✓.1/ 1 I I 1 Nava Contracting & Engineering, Inc. I 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page V /6. k I Project: Gilroy Office Building Date: 08/20/2004 I I I . • i . I ' O r'4 • • . ‘)`. c l. \ . 4P I TRv ss I P 1 . 1 s„ .1 Nava Contracting & Engineering, Inc. 3311 N.E. Couch St., Portland, Oregon 97232 I Pb: (503) 238 -0633 ; Fax : (503) 238 -0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page V t c Project: Gilroy Office Building Date: 08/20/2004 1 • i 1 3 / -/ //y . , `'ls71 36 a 7b7 Re° ` /r X `te 5( /2. s'�.DD Pie' fr N C ) �'� 11325 /30 I.- T I . ' ' ' N . /,./ // 1) F 8 </z ,e(b6 xee•fri I � / t r . w/ //,.// F /LLs'T- firi � D ' , N ��5 ■ I -- `\ , C( 7 I IP ,r 5i/ .iioe 1 . rr- 1 - may' mgr I I I . 1 i 1 . Nava Contracting & Engineering, Inc. I 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page V i 7 Project: Gilroy Office Building, Vertical Analysis Date: 08/20/2004 `('] Yes YSq q , I 346 3 B N. \ \ n `f v I L c. A,D.S It 2-3-, f i L C- 1„. 1 I 8yz3 7 . I C gd7 l ��' C3.xsaJ= X2,5"): 7S— 1 r--- a .,, u,P.u LSD L 77\ I P, ,.9- 7 (Z I 0 / ocx.) —167, ) !3�g6 Z 2z SW (Alt l -• 3ra® Ftz i 1.--L ' Cv 4° ---s - Avee ti -6-7 , Y "Alc, SnCt q) 9 ' 72)79f- L L- ariz21' S9'ba `t t.. ' z-r'iy it s- �' �,a LC = 02 s �S,e �� A y • 0 L = /7 4 ) F ca ao /�� .■5Q6 ..: 7 416 I � , ,�2 PG .ZS .Sa .. 3° 6 ..D • ' 1 .. Nava Contracti L En ineerin Anc. . - - 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238-0633 ; Fax : (503) 238-0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page V/ t I Project: Gilroy Office Building, Vertical Analysis Date: 08/20/2004 ,44. + - ---- 126 Nk I • • .. _ ... _ 4 04.as . _I _ ___. ,_ _IN 40 .vt4 e ' r Hp zat. i .4‹ 3.(,613 7 /1 /) :"" ' 4 LC i oc) 1.4. 4 -6) 4.0,S" = 1! - 2 ... P..59 s • . ( a.,.) ti L ........................... __ 1 1 I I 7 i" a P C.4 .6 vi 1 1 - 0 LL 4..;, L-u r ■ . T. • . -- ' 1 3 4.7 C-. . C:) 1 -1 ' - i • ,__ (■. tv ' -------- - f I . . i C.- ?a, 7 ... - - r '4* -- I I th • I I p. 1 , 1 , 1 11 , I (fir . / -q 7 5 ( - 14° 4rer .- 1 ys ,u1/4 s / t i j, .,',..:-..p. i . _ , •T• ; I I -I . 1 : ?I., -7 1 c , 1 4 4Y ' fr 2 2.S * ' Il )/ (r mcc, 10433 % 04 ,4 7 ,6 • .11,9 I It C kg r 4 1 0 \ i L I , • -i •i .IL (41 V 1- u, r4 V t/ f 49-jdfl--- , ' \ i t Q t., I 0 0 r - • 7/ ire) ----- ‘ i 4 .9/-42 ?. 2, t'l....fr/ ° , — lly Jr rw I I u ' _1 f ( ‘ .4 i • I . V i el- N. _ 0 tfr I • • y , ev ■ I ,e7 c , 4 • ' ° e AL-.: 0 t" 7 7 1--i ---i-----C I Client: Diversified Construction By: M.V.Nava 1 V/% Project: Gilroy Office Bldg Vertical Analysis Date: 08/20/04 I STEEL Location: Upper Floor Steel Beams FBI i rR2 I Material Properties Stress Increase Fb Fv E Factor I Member Type: A36 x 21600 14850 29000 1.00 A50 30000 20625 29000 I A500, Gr B 27600 18975 29000 Span 24 ft Uniform live load = 50 psf Trib Width 17 ft Uniform dead load 25 psf Self DL = 160 Walls + Self 1 U360 = 0.8 11/360 I Loads: kips or pif a (ft) b (ft) M (k -ft) V (lb) lx(reqd) P!! (1) 0.00 0.00 24 0 0 0 Pal (1) 0.00 0.00 24 0 0 I P11(2) 0.00 0.00 24 0 0 0 Pdl(2) 0.00 0.00 24 0 0 I wIl 850 61 10200 273 wdl 425 31 5100 Triangle wIl 0 0 0 0 I Triangge w dl 0 0 0 TOTAL: 92 15300 273 I (F 67, l c�- Required Properties it lx 71=3. 6_ G,✓E Go �° I 51.00 273 (12 )(') : ' . v ,.i ? s s 273 7" I WF14x36 735xSX ° 6e (z / 67 « n<< 0(c I I Page 2 Client: Diversified Construction By: M.V.Nava VZP I Project: Gilroy Office Bldg Vertical Analysis Date: 08/20 /04 TIMBER Location: Upper Floor Beam Timber Equivalent FB1 Stress I Material Properties Increase Factor Fb Fv E 1.15 Member Type: DF 900 180 1600 DF # 2 or Btr I GL x 2400 240 1800 PL 2900 290 2000 I ML 2600 285 1900 Roof Span 24 ft Uniform live load = 50 psf I Uniform Trib 17 ft Uniform dead load 25 psf Triangle Trib 0 ft Addtni Uniform DL 160 Of Try thickness = 6.75 d(reqd) = 23.22 d(specified) = 24 I L/360 = 0.5 L/240 = 1.2 Self DL = 39 I 11/360 (II + .5d1)/240 Loads: kips or pif a (ft) b (ft) M (k -ft) V (lb) lx(reqd) lx(reqd) I P1l (1) 0.000 0 24 0 0 0 Pdl (1) 0.0000 0 24 0 0 0 P11(2) 0.0000 0 24 0 0 0 I Pd1(2) 0.0000 0 24 0 0 0 wll 850 01.200 10200 7047 wdl 624 44.955 7493 4015 Triangle wil 0 0.00 0 0 Triangle wdl 0 0.00 0 0 I TOTAL: 106 17693 7047 4015 Right End Rdl = 7493 lbs RII = 10200 lbs 17693. I Left End Rdl = 7493 lbs RII = 10200 lbs 17693 Required Properties Actual Results I Sx lx Av fb fv lx (act) 461.54 7047 96 1966 164 7776 I d(reqd) 20.25 23.22 14.25 USE GL 6 3/4 x 24 I I I Page 1 I I .,. Client: Diversified Construction By` M.V.Nava V2/ Project: Gilroy Office Building Date: 08/20/04 TIMBER Location: Uipper Floor Beam FB3 I Stress Material Properties Increase Factor Fb Fv E 1.00 I Member Type: DF 900 180 1600 DF # 2 or Btr GL x 2400 240 1800 I PL 2900 290 2000 ML 2600 285 1900 Roof I Span 5 ft Uniform live load = 50 psf Uniform Trib 2 ft Uniform dead load 25 psf Triangle Trib 0 ft Addtn€ Uniform DL 100 plf I Try thickness : 5.125 d(reqd) = 11.61 d(specified) = 15 I L/360 = 0.166667 L/240 = 0.25 Self DL = 19 11/360 (11+ .5d1)/240 I Loads: kips or Of a (ft) b (ft) M (k - ft) V (lb) Ix(regd) lx(reqd) P11 (1) 10.200 2.5 2.5 12.75 5100 153 I Pdl (1) P€1(2) 7.4930 2.5 2.5 9.3663 3746.5 139 0.0000 0 5 0 0 0 Pdl(2) 0.0000 0 5 0 0 0 I MI 100 0.313 250 5 wdl 169 0.527 422 6 I Triangle wIl 0 0.00 0 0 Triangle wdl 0 0.00 0 0 TOTAL 23 9518 158 145 I Right End Rd! = 4168 lbs RIl = 5350 lbs 9518 Left End Rdl = 4168 lbs RII = 5350 lbs 9518 I Required Properties Actual Results Sx lx Av fb fv lx (act) I 114.78 158 59 1433 186 1441 d(reqd) 11.59 7.17 11.61 I USE GL • 51/8 x 15 I I Page 1 Client: Diversified COristruction By: MV. Nava V 2 -Z-- ot.._ I Project: Gilroy Office Bldg Vertical Analysis Date: 08/20/04 STEEL Location: Upper Floor Steel Beams FB3 Material Properties Stress Increase Fb Fv E Factor Member Type: A36 x 21600 14850 29000 1.00 I A50 30000 20625 29000 A500, Gr B 27600 18975 29000 I Span 5 ft Uniform live load = 50 psf Trib Width 2 ft Uniform dead load 25 psf I Self DL = 100 Walls ÷ Self U360 = 0.166667 1 11/360 Loads: kips or pif a (ft) b (ft) M (k-ft) V (lb) lx(reqd) I Pll (1) 10.20 2.50 2.5 13 5100 9 Pdl (1) 7.49 2.50 2.5 9 3747 P11(2) 0.00 0.00 5 0 0 0 I Pdl(2) 0.00 0.00 5 0 0 wii 100 0 250 0 wdl 50 0 125 Triangle wil 0 0 0 0 Trianlge w dl 0 0 0 I TOTAL: 23 9222 10 Required Properties I Sx lx 12.55 10 WF 8 x 18 I I I I I Page 2 I I Client: Diversified Construction ‘:.,7;.; By: M.V.Nava Project: Gilroy Building Vertical Analysis Date: 08/20/04 ' TIMBER Location: Main Floor Header HDR4 I Stress Material Properties Increase Factor Fb Fv E 1.15 I Member Type: DF 900 180 1600 DF # 2 or Btr GL 2400 240 1800 I PL ML x 2900 290 2000 2600 285 1900 Roof I Span 15.75 ft Uniform live load = 50 psf Uniform Trib 19 ft Uniform dead load 25 psf Triangle Trib 0 ft Addtni Uniform DL 80 plf I Try thickness = 7 d(reqd) = 15.81 d(specified) = 16 I L/360 = 0.525 L/240 = 0.7875 Self DL = 27 11/360 (II + .5dl)/240 I Loads: kips or Of a (ft) b (ft) M (k -ft) V (lb) lx(reqd) lx(reqd) Pli (1) 8.0000 7 8.75 31.111 3555.56 1054 I Pdl (1) 0.0000 0 8.75 0 0 0 P11(2) 0.0000 0 15.75 0 0 0 Pdl(2) 0.0000 0 15.75 0 0 0 I wil 950 29.457 7481.25 1252 wdl 582 18.053 4585 1091 I Triangle wIl 0 0.00 0 0 Triangle wdl 0 0.00 0 0 TOTAL: 79 15622 2306 1091 Right End • Rdl = 4585 lbs R11= 11037 lbs 15622 Left End Rdi = 4585 lbs RII = 11926 lbs 16511 I Required Properties Actual Results Sx lx Av fb fv lx (act) I 282.90 2306 70 3159 209 2389 d(reqd) 15.57 15.81 10.04 I USE PL 7 x 16 I I t Page 1 "g V 2 7 Client: Diversified: C onstruction By M.V. Nava Project: Gilroy Building Vertical Analysis Date: 08/20/04 TIMBER I Location: Main Floor Header HDR5 Stress Material Properties Increase Factor Fb Fv E 1.15 Member Type: DF 900 180 1600 DF # 2 or Btr t GL 2400 240 1800 PL x 2900 290 2000 I ML 2600 285 1900 Roof Span 15.75 ft Uniform live load = 50 psf I Uniform Trib 5 ft Uniform dead load 25 psf Triangle Trib 0 ft Addtnl Uniform DL 80 plf Try thickness = 5.25 d(reqd) = 14.72 d(specified) = 7 I L/360 = 0.525 L/240 = 0.7875 Self DL = 9 1 11/360 (II + .5d1)/240 Loads: kips or plf a (ft) b (ft) M (k -ft) V (lb) lx(reqd) Ix(regd) Pil (1) 8.0000 7.375 8.375 31.373 3746.03 1066 Pdl (1) 0.0000 0 8.375 0 0 0 P11(2) 0.0000 0 15.75 0 0 0 Pd1(2) 0.0000 0 15.75 0 0 0 WII 250 7.752 1968.75 330 I wdl 214 6.634 1685 314 Triangle wil 0 0.00 0 0 Triangle wdl 0 0.00 0 0 I TOTAL: 46 7399 1395 314 Right End Rdl = 1685 lbs RII = 5715 lbs 7399 I Left End Rdl = 1685 lbs RII = 6223 lbs 7907 Required Properties Actual Results I Sx Ix Av fb fv lx (act) 164.65 1395 33 12807 302 150 I d(reqd) 13.72 14.72 6.34 I USE PL 51/4 x 7 I I Page 1 I I V 22- ,,,, Client: Diversified Construction By: M.V.-,PaVa Project: Gilroy Building Vertical Analysis Date: 08/20/04 TIMBER 11 Location: Main Floor Header H D R 6 I Stress Material Properties Increase Factor Fb Fv E 1.15 I Member Type: DF 900 180 1600 DF # 2 or Btr GL x 2400 240 1800 1 PL ML 2900 290 2000 2600 285 1900 Roof I Span 9 ft Uniform Trib 11 ft Uniform live load = 50 psf Uniform dead load 25 psf Triangle Trib 0 ft Addtnl Uniform DL 80 plf I Try thickness = 5.125 d(reqd) = 8.37 d(specified) = 10.5 I L1360= 0.3 L/240= 0.45 Self DL = 13 11/360 (11+ .5d1)1240 I Loads: kips or plf a (ft) b (ft) M (k-ft) V (Ib) lx(reqd) lx(reqd) P11 (1) 1.6500 6.5 2.5 2.9792 1191.67 61 Pdl (1) 0.8250 6.5 2.5 1.4896 595.833 51 • P11(2) 0.0000 0 9 0 0 0 Pdl(2) 0.0000 0 9 0 0 0 I WI 550 5.569 2475 150 wdl 368 3.727 1656 134 I Triangle WI 0 0.00 0 . 0 Triangle wdl 0 0.00 0 0 TOTAL: 14 5919 211 184 I Right End RdI = 2252 lbs RII = 3667 lbs 5919 Left End RdI = 1886 lbs R11= 2933 lbs 4819 I Required Properties • Actual Results Sx Ix Av fb fv lx (act) I 59.84 211 32 1754 165 494 d(reqd) 8.37 7.91 6.28 USE GL 5 1/8 x 10 1/2 I I Page 1 I . Client: Diversified Co 3 nstruction By M.V. Nava V 22.e • Project: Gilroy Building Vertical Analysis Date: 08/20/04 TIMBER I Location: Main Floor Header HDR7 Stress I Material Properties Increase Factor Fb Fv E 1.15 Member Type: DF x 900 180 1600 DF # 2 or Btr GL 2400 240 1800 PL 2900 290 2000 ML 2600 285 1900 I Roof Span 5 ft Uniform live load = 50 psf I Uniform Trib 11 ft Uniform dead load 25 psf Triangle Trib 0 ft Addtnl Uniform DL 80 plf Try thickness = 3.5 d(reqd) = 7.53 d(specified) = 10 I L/360 = 0.166667 1/240 = 0.25 Self DL = 9 1 H/360 (II + .5d1)/240 Loads: kips or plf a (ft) b (ft) M (k -ft) V (lb) Ix(regd) Ix(regd) I PH (1) 0.0000 0 5 0 0 0 Pdl (1) 0.0000 0 5 0 0 0 II P11(2) 0.0000 0 5 0 0 0 • Pd1(2) 0.0000 0 5 0 0 0 wIl 550 1.719 1375 29 1 wdl 364 1.136 909 26 Triangle wIl 0 0.00 0 0 Triangle wdl 0 0.00 0 0 I TOTAL: 3 2284 29 26 Right End Rdl = 909 lbs Rli = 1375 lbs . 2284 Left End Rdl = 909 lbs RII = 1375 lbs 2284 Required Properties Actual Results I Sx lx Av fb N lx (act) 33.10 29 17 587 98 292 d(reqd) 7.53 4.63 4.73 USE DF 3 1/2 x 10 DF # 2 I I I Page 1 A i I Client: Diversified Construction By: M.V. Lava V 2 Project: Gilroy Building Vertical Analysis Date: 08/20/04 I TIMBER___ Location: Main Floor Header HDR I Stress Material Properties Increase Factor I Fb Fv E 1.15 Member Type: DF x 900 180 1600 DF # 2 or Btr GL 2400 240 1800 PL 2900 290 2000 ML 2600 285 1900 Roof I Span 4 ft Uniform live load = 50 psf Uniform Trib 28_ ft Uniform dead load 25 psf Triangle Trib 0 ft Addtnl Uniform DL 80 plf Try thickness , 3.5 d(reqd) = 9.33 d(specified) = 12 L/360 = 0.133333 L/240 = 0.2 Self DL = 10 II/360 (II + .5d1)/240 I Loads: kips or plf a (ft) b (ft) M (k -ft) V (lb) Ix(regd) Ix(regd) P11(1) 0.0000 0 4 0 0 0 PdI (1) 0.0000 0 4 0 0 0 1 r Pli(2) 0.0000 0 4 0 0 0 Pdl(2) 0.0000 0 4 0 0 0 wll 1400 2.800 2800 38 wdl 790 1.580 1580 32 I Triangle wil 0 0.00 0 0 Triangle wdl 0 0.00 0 0 TOTAL: 4 4380 38 32 1 Right End Rdl = 1580 lbs RII = 2800 lbs 4380 Left End RdI = 1580 lbs RII = 2800 lbs 4380 I Required Properties Actual Results Sx lx Av fb N Ix (act) I 50.79 38 32 626 156 504 d(reqd) 9.33 5.06 9.07 II USE DF 3 1/2 x 12 DF # 2 I Page 1 i , Client: Diversified Construction B : M.V. Nava 1 By: V Project: Gilroy Office Bldg Vertical Analysis .Date: 08/20/04 TIMBER I Location: Upper Floor Header Beams HDR23 Stress Material Properties Increase Factor Fb Fv E 1.15 Member Type: DF x 900 180 1600 DF # 2 or Btr ;, GL 2400 240 1800 PL 2900 290 2000 I ML 2600 285 1900 Roof Span 6.5 ft Uniform live load = 25 psf I Uniform Trib 18 ft Uniform dead load 17 psf Triangle Trib 0 ft Addtnl Uniform DL 0 plf Try thickness : 5.5 d(reqd) = 7.17 d(specified) = 10 I L/360 = 0.216667 L/240 = 0.325 Self DL = 13 11/360 (II + .5d1)1240 Loads: kips or plf a (ft) b (ft) M (k -ft) V (lb) lx(reqd) lx(reqd) 1 PII (1) 0.000 0 6.5 0 0 0 PdI (1) 0.0000 0 6.5 0 0 0 PII(2) 0.0000 0 6.5 0 0 0 I Pdl(2) 0.0000 0 6.5 0 0 0 wll 450 2.377 1462.5 52 1 wdl 319 1.687 1038 47 Triangle MI 0 0.00 0 0 Triangle wdl 0 0.00 0 0 I TOTAL: 4 2500 52 47 Right End Rdl = 1038 lbs RII = 1463 lbs 2500 i Left End Rdl = 1038 lbs RII = 1463 lbs 2500 Required Properties Actual Results II Sx lx Av fb fv lx (act) . 47.11 52 18 532 68 458 d(reqd) 7.17 4.84 3.29 USE DF 5 1/2 x 10 DF # 2 I I Page 1 i I ,.„ Il Client: Diversified Construction By: M.V.Nava V Z/ Project: Gilroy office Bldg Vertical Analysis Date: 08/20/04 TIMBER I 1111 Location: Upper Floor Header Beams HDR 24 I Stress Material Properties Increase Factor Fb Fv E 1.00 Member Type: DF 900 180 1600 DF # 2 or Btr GL x 2400 240 1800 I PL ML 2900 290 2000 2600 285 1900 Roof I Span 6.5 ft Uniform live load -.= 25 psf Uniform Trib 2 ft Uniform dead load IT psf Triangle Trib 0 ft Addtnl Uniform DL 0 plf I Try thickness : 5.125 d(reqd) = 13.62 d(specified) = 15 III L/360 = 0.216667 L/240 = 0.325 Self DL = 19 11/360 (II + .5d1)1240 I Loads: kips or plf a (ft) b (ft) M (k-ft) V (lb) lx(reqd) lx(reqd) P11 (1) 10.886 3.25 3.25 17.69 5443 276 I Pdl (1) P11(2) 7.4060 3.25 3.25 12.035 3703 247 0.8500 5.25 1.25 0.8582 686.538 12 Pdl(2) 0.5780 5.25 1.25 0.5836 466.846 11 II MI 50 0.264 162.5 5 wdl 53 0.278 171 5 I Triangle MI 0 0.00 0 0 a Triangle wdl 0 0.00 0 0 TOTAL: 32 10633 293 263 I Right End Rdl = 4341 lbs RII = 6292 lbs 10633 Left End Rdl = 3985 lbs Ril = 5769 lbs 9754 I Required Properties Actual Results Sx lx Av fb fv lx (act) ii 1 158.54 293 66 1980 207 1441 d(reqd) 13.62 8.82 12.97 I USE GL 5 1/8 x 15 I I i Page 1 V 2-S 1 Client: Diversified Construction By: M.V.Nava Project: Gilroy Office Bldg Vertical Analysis Date: 08/20/04 TIMBER _ Location: Upper Floor Header Beams HDR 26 Stress I Material Properties Increase Factor Fb Fv E 1.15 Member Type: DF 900 180 1600 DF # 2 or Btr GL x 2400 240 1800 PL 2900 290 2000 ML 2600 285 1900 Roof Span 9 ft Uniform live load = 25 psf Uniform Trib 24 ft Uniform dead load 17 psf Triangle Trib 0 ft Addtni Uniform DL 0 plf Try thickness : 5.125 d(reqd) = 7.27 d(specified) = 10.5 1 L/360 = 0.3 0240 = 0.45 Self DL = 13 kii, 11/360 (H + .5d1)/240 Loads: kips or Of a (ft) b (ft) M (k -ft) V (lb) lx(reqd) lx(reqd) 1 P11 (1) 0.000 0 9 0 0 0 Pdl (1) 0.0000 0 9 0 0 0 P11(2) 0.0000 0 9 0 0 0 Pdl(2) 0.0000 0 9 0 0 0 wIl 600 6.075 2700 164 1 wdl 421 4.263 1895 148 Triangle wil 0 0.00 0 0 Triangle wdl 0 0.00 0 0 I TOTAL: 10 4595 164 148 Right End " RdI = 1895 lbs RII = 2700 lbs 4595 I Left End RdI = 1895 lbs RII = 2700 lbs 4595 • Required Properties Actual Results a Sx lx Av fb fv Ix (act) 44.95 164 25 1317 128 494 d(reqd) 7.25 7.27 4.87 USE GL 5118 x 101/2 I. Page 1 1 I Client: Diversified Construction By: M.V.Nava 112-Cv Project: Gilroy Office Bldg Vertical Analysis Date: 08/20/04 TIMBER Location: Upper Floor Header Beams HDR 27 I Stress Material Properties Increase Factor Fb Fv E 1.15 I, Member Type: DF x 900 180 1600 DF # 2 or Btr GL 2400 240 1800 I PL 2900 290 2000 ML 2600 285 1900 Roof I Span 6.5 ft Uniform live load = 25 psf Uniform Trib 4 ft Uniform dead load 17 psf Triangle Trib 0 ft Addtni Uniform DL 0 plf Try thickness = 3.5 d(reqd) = 4.30 d(specified) = 10 L/360 = 0.216667 0240 = 0.325 Self DL = 9 11/360 (II + .5d1)1240 Loads: kips or plf a (ft) b (ft) M (k -ft) V (lb) lx(reqd) Ix(regd) PH (1) 0.000 0 6.5 0 0 0 I Pdl (1) 0.0000 0 6.5 0 0 0 P11(2) 0.0000 0 6.5 0 0 0 Pd1(2) 0.0000 0 6.5 0 0 0 wIi 100 0.528 325 12 wdl 77 0.404 249. 11 Triangle MI 0 0.00 0 0 1 , Triangle wdl 0 0.00 0 0 TOTAL: 1 574 12 11 I Right End Rd! = 249 lbs RII = 325 lbs 574 Left End Rd! = 249 lbs RlI = 325 lbs 574 -. Required Properties Actual Results Sx Ix Av fb . fv lx (act) I 10.81 12 4 192 25 292 d(reqd) 4.30 3.41 1.19 I , USE DF 3 1/2 x 10 DF # 2 I 1 Page 1 I Client: Diversified Construction By: M.V. Nava V 27 Project: Gilroy Office Bldg Vertical Analysis Date: 08/20/04 TIMBER II Location: Upper Floor Header Beams HDR 28 Stress I . Material Properties Increase Factor Fb Fv E 1.15 Member Type: DF x 900 180 1600 DF # 2 or Btr ' GL 2400 240 1800 PL 2900 290 2000 ML 2600 285 1900 I Roof Span 12 ft Uniform live load = 25 psf Uniform Trib 4 ft Uniform dead load 17 psf Triangle Trib 0 ft Addtnl Uniform DL 0 plf Try thickness = 3.5 d(reqd) = 7.95 d( specified) = 10 L1360 = 0.4 L/240 = 0.6 Self DL = 9 1 11/360 (II + .5d1)/240 — Loads: kips or plf a (ft) b (ft) M (k -ft) V (lb) lx(reqd) lx(reqd) PII (1) 0.000 0 12 0 0 0 Pdl (1) 0.0000 0 12 0 0 0 P11(2) 0.0000 0 12 0 0 0 i PdI(2) 0.0000 0 12 0 0 0 ,-. wIl 100 1.800 600 73 1 wdl 77 1.377 459 67 Triangle wA o 0.00 0 0 Triangle wdl 0 0.00 0 0 1 TOTAL: 3 1059 73 67 Right End Rdl = 459 lbs R11= 600 lbs 1059 1 Left End Rdl = 459 lbs RII = • 600 lbs 1059 Required Properties Actual Results 1 Sx lx Av fb fv Ix (act) 36.84 73 8 654 45 292 1 d(reqd) 7.95 6.30 2.19 USE DF 3 1/2 x 10 DF # 2 1 I I Page 1 I 1 Client: e t. Drversrfred Construction By: M:V.Nava V 2 4" Project: Gilroy Office Bldg Vertical Analysis Date: 08/20/04 TIMBER Location: Upper Floor Header Beams HDR29 I Stress Material Properties Increase Factor Fb Fv E 1.15 I Member Type: DF 900 180 1600 DF # 2 or Btr GL x 2400 240 1800 I PL 2900 290 2000 ML 2600 285 1900 Roof I Span 9 ft Uniform live load = 25 psf Uniform Trib 4 ft Uniform dead load 17 psf Triangle Trib 0 ft Addtnl Uniform DL 0 plf � i Try thickness : 5.125 d(reqd) = 12.81 d(specified) = 15 1 L/360 = 0.3 L/240 = 0.45 Self DL = 19 11/360 (II + .5d1)1240 I Loads: kips or plf a (ft) b (ft) M (k -ft) V (lb) Ix(regd) lx(reqd) Plt (1) 8.125 5 4 18.056 4513.89 388 I Pdl (1) 5.5250 5 4 12.278 3069.44 347 P11(2) 0.0000 0 9 0 0 0 Pdl(2) 0.0000 0 9 0 0 0 1 wIl 100 1.013 450 27 wdl 87 0.878 390 26 1 Triangle wIl 0 0.00 0 0 Triangle wdl 0 0.00 0 0 TOTAL: 32 8423 416 373 I Right End Rdl = 3460 ibs RII = 4964 tips 8423 Left End Rdl = 2846 lbs RII = 4061 lbs 6907 I Required Properties Actual Results Sx lx Av fb fv lx (act) I 140.10 416 46 2012 164 1441 d(reqd) 12.81 9.91 8.93 USE GL 51/8 x 15 I I Page 1 V Client Diversified Construction By: M.V. Nava Project R2 type Retaining Wall Date: 08/20/04 Caritllever Wall Schedule Ht = 12.33 Ft 1 is = 8 in i BAR "M" Vb = 6 BAR "M" Spacing Vspcg = 6.00 in Horizontal Bar Hb = 4 Horizontal Bar Spacing Hspcg = 10 in tbase = 16 "C" Length Lh = 3.00 ft BAR "0" Tb = 4 BAR "0" Spacing Tspcg = 12.00 in Toe Length "A" Lt = 48.00 in Dimension "B" Total Footing Length 7.67 ft Design Parameters: Equivalent Lateral Soil Bearing Pressure 40 PSF Surcharge 0 PSF (Uniform Pressure) Coefficient of Friction: 0.62 Concrete on Soil Soil Density 115 pcf Concrete Compressive Strength 3000 psi 1 Steel Reinforcement 60000 psi Allow. Soil Bearing Pressure 1500 psf Note: Above Soil Pressure, Density and Coeficient of Friction to be Verifiried by a Qualified Soils Engineer Prior to start of construction 1. Design and Construction to be per Uniform Bulding Code 1997 edition and American Concrete Insitute Code ACI 318 Reinforced Concrete. 2. Do not install backfill against wall until concrete has sufficiently cured (atleast 21 days minimum) 3. Install base slab prior to backfilling behind wall 3. Install backfill prior to installing floor framing and diaphragm at top of wall. 4. Contractor responsible to provide adequate drainage behind wall to prevent hydrostatic pressure. 5. Contractor to provide waterproofing as required behind wall. 6. Contractor to perform all excavation, ball, compaction, temporary shoring, and general site stability under the direct supervision of a qualified soils engineer. 7. Retaining wall designed for cantilever walls with relatively flat backfill behind wall for a distance equal the wall hieght Page 2 1 I CIiiei t, Diversified Construction By: M.V. Nava V3 Project R2 type Retaining Wall Date: 08/20/04 .1 1 Total Height 12.33 ft Stem Desiqn: I Q1 = (1.7)(Pressure)(Ht) 838 plf Q2 = (1.7)(Surcharge): 0 plf I H1 =(1 /2)(Q1)(Ht) 5169 lb H2 = (Q2) *(Ht) 0 lb Mn1 = H1(Ht/3)/(.9)(1000) 18.77 k - ft 1 Mn2 = (H2)(Ht/2)/(.9)(1000) 0.00 k - ft d(min) = SQRT(Mn1 + Mn2)/.783) 4.90 in i Thickness (d) 8.00 inch a(initial) 1.55 a(final) 1.52 As(bending) 0.77 As(min) = .0015(d)(12) 0.14 I As(reqd) 0.77 Vertical Bar No 6 Ab 0 . in2 I Vertical Bar Spacing 6.82 inch z = d - 2 - VDb/2- a(initiaf) /2 4.85 I As(horiz), min 0.24 Horizontal Bar No. 4 I Ab 0.20 Horizontal Bar Spacing 10.00 I Vertical Bar No. 6 Vertical Bar Spacing 6.82 I Horizontal Bar No. . 4 Horizontal Bar Spacing 10.00 I I I l Page 3 I .. Client I ent Diversified Construction By M.V. Mv Nav � / Project R2 type Retaining Wall Date: 08/20/04 Total Height 12.33 ft Heel Length (Lh) I H1 + H2 5169 lb 1 M(O.T_) = H1((Ht -1)/3) + H2((Ht -1)/2) = 11483 Lb - ft Mreq'd = M(O.T.) X 1.5 17225 Lb - ft iii Try Lh = 3 Ft Mresist = 39860 lb III o.k. 1 Lh 1 3.0 Ft t(base) = tb 16 in 1 Ltoe 48 i 111 Toe Length (Ltoe) Wx 4254 lb 1 Arm (Wx) 1.50 ft f Ds 1,191 lb 1 Arm(Ds) -0.33 ft Db1 580 lb Arm Db1 1.50 ft 1 Db2 773 ib Arm (Db2) -2.67 ft il Total Load . 6798 lb Ltot = 7.67 1 Check Toe Pressure Uniform Pressure 887 O.T. Pressure 583 Peak Soil Bearing Pressure 1470 Acceptable: o.k. I 1 Page 4 1 I . Client Diversified Construction By: M.V. Nava VS L Project R2 type Retaining Wall Date: 08/20/04 II Total Height 12.33 ft Heel Design 1 tbase =tb = 16 check 1 ok I check 2 ok check 3 (toe design) ok check 4 (toe design) ok Cantilever Length = Lc = 3.00 ft Total Down Load =Pd = 2256 Of ,1 Mn =Pd x Lc x Lc/2 x (12) / 900 135.35 k - in tbase(min) = sgrt(Mnx12 /Kn) 2.97 in Check 1 OK I a(initial) 0.38 I a(final) 0.35 As(bending) 0.18 Transvers Bar T No. 4 I Ab 0.20 T msvrs Bar Spcng As(Bendng) 13.36 in z = tbase - 3 - Tbar /2 - a(initial) /2 12.56 ft Check Shear a = (Pd*Lc/12) / ((t(base)- 3- Db /2)(.8! 52.04 III F'c = 2 sgrt F'c 109.5 psi check 2 O.K. I Transvers Bar No. 4 1 Spacing 13.36 I I. I I Page 5 I Client Diversified Construction By: MM. Nava V231 Project R2 type Retaining Wall Date: 08/20/04 Total Height 12.33 ft Toe Design Ltoe = 48 in • tbase = 16 Qbrg =1.65 x Allow Soil Bearing = 2475 Cantiliver Lt,c = .4.00 ft Rn =Qbrg * Lt,c * Lt,c /2 *(12/90C 264.00 k - in Vertical Bar No: 6 Abar 0.44 in2 Vertical Bar Spacing = 6.82 in - a(initial) 0.100 in a(final) 0.69 in As(bending) 0.35 in2 As(min), stem 0.77 in2 As(min) 0.77 in2 Spcg Min (As bending) 6.82 check 3 ok z = tbase - 3 - Db/2 - a/2 13 check shear c = (Qbrg /12) / ((t(base)- 3- Db /2)(.8E 76.88 F'c= 2sgrtF'c . 109.5 1 check 4 ok - I I I 1 I Page 6 I Nava Contracting & Engineering, Inc. 3311 N.E. Couch St., Portland, Oregon 97232 I Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 Client Diversified Construction By: Matthew V. Nava, P.E. Page V3, I Project: Gilroy Office Building, Vertical Analysis Date: 08/20/2004 Z . 76x36 u!e6 eder -Zxrr' / pee er I / - Sloa (/2 7 ffr 1 /R - 36 it3 L --- \ 3 /7 , T /'-' - - 7 1 A \'..„, �/X I <<�P LS/cr.. id 5/03 I 1 1 7/4___. 2 9: ._=17=3:- .� Az le. 3 3 'R �� 7(3 - 67/(x•44) a M//1.4 .OisT t'l/ 3 7)S& 2-- a. (fcers 1 , 6644-7 7 > ,� . /6 a GeiTv�,G' � (7 '2x. rfi� 2. 8u�� �soi r eft (j EA 2 /i�� 767 G 7. ' 2 3 -9-6 v '` • v-8 / -z- /s3- a s /oo � Z� ¢ 1•'it! /^ ' i4 73 > 63 s Y 11 (o C t i) - C-5e d yz1) (y/ J g 063 [..43 -.T • 1 1) r 8 06.3 Oz, = / 8-2 CNEG'� r3• U, ci�G 074 s"--- 7T PS/ , � ., yet y. 6 „,,,D 400 ,�- `t- sit 3. a r� � 2 .= 3060 e-g- i l/ Celts s '7`•((•67 )( /• 7x ) N om . �7 0 73 )( 2 -) 0 $b��°irw 7 %too 3 a " x `'77 7 Tb 1 8 z7? 2a 7, z 2A 3 rk. < .6 (36 c). -c;0✓ „. - cam,' .Sic,, isc Co.,„ (/ -/, � L /3g' . Ps/ Afe 6”- -- f67 1-- z -747r' o 2) (9-°t71 I Pe-47z e' ,(7 W' k." / s' C'�.T - o v7 - / 3 4... " i cG�T 3 / Oa" : GIiC,..o ed ,a.P«l; ri r . ( is 71"(2.)(isre -s-a)+ ss" 9 1 ' , , f-7 rc /f / e�� . 64e7- - o t1/ y 4 , ,,'4t h,■= ICoG- 3 / /`- / ,SoQ/� 5 %00 CASs F 3. ter- 63 036 c..8-../ S'x 2 t5;- Z 3 <rS� /5`3 �Si 1.4.,r,,, = y ( 0 3 0 3b 2 � oc4/ / 2- ef3 p`,__ Nava Contracting & Engineering Inc. 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page V35 Project: Gilroy Office Building, Vertical Analysis Date: 08/20/2004 I }, ,/e ' /, .9/46 s' Pc . 1 I:: z 1 \ ' ' P iloie t Ack. 3 3su.s. 49, 0 , 20 ioSei N-f N/ I // .. st.c.0,„7 - M = r &-) 1 r I -1 Ca use s� . 3Sz;=,. / p .ZS/Ds, ' !3ct �'co /. / D / / .�� v+ P� bra Vo 7oarp($ I h ¢ 54-00 - Pist6 e rO / o c. •/13 5z - / h', 3. i)•---1. ;v a 1.S( 352,0 I °' • /3/ 7 K ° /7 -z S' (6 ,2 I use � .1. z- �� h 6 1'V z s '' I � �- .-/ r . a/ t d . I‘A .1, (3 $s) A /s. / I YC , ./ - 7y5r') - ./ G - , e s /,,e0 (5)(,? S-) X / s 3 ..2 ° (4.1 f A , /2 L� ( 'I. ZYs 1* l' i(C) I . /foQ/ A S S c itai...iC 3.foc... g / sue Cs /Trilr. °) s 3S 1.'v /. fe f"- - . ' /- . if (3. r5) . l S f 9 . l y� 17 2 -3 - 3, r-S �lsls`7 c 1 !l8" /0s". 4,- 6/ G . ,Di96: Al " 3 3aa (/o) c z). , /0 S o vo /.s -.q r .1 Y v /. V-Cgsc71- T 7 6 C/os7'0A- G "Si s /72 d. C & 0 A. Cs —) y -s �� 6.-.) ,, :a7' e C— if7c43 r . CAWT74..e,lrrt 4 3 4 / rfo� /c)Cs- _ )..o- ca I /y 7 7494 , 0 Czso) t Qt,f 2 SC(33)(X /Z) ' /Cob; GOD t 23757 / I 6 " ,yL : .6 Z / S/ CG.) ':) / 4lzdo �C3 j /, y 2 ,- 3 /Ei.) y 0 0 I d e 0 Beam and GL 2, 12004 Column Calculatils U - Client: ons.x Diversified Construction By: M.V.Nava III Project: Gilroy Office Building Vertical Date: 08/30/04 TIMBER Location: Entry Framing II RB1 Stress Material Properties Increase Factor n Fb Fv E 1.15 u Member Type: DF x 900 180 1600 DF # 2 or Btr GL 2400 240 1800 U PL 2900 290 2000 ML 2600 285 1900 Roof Span 4 ft Uniform live load = 25 psf Uniform Trib 10 ft Uniform dead load 20 psf Triangle Trib 0 ft Addtnl Uniform DL 0 plf I Try thickness : 5.5 d d re = 3.42 = d(reqd) d( specified) - 10 I U360 = 0.133333 L/240 = 0.2 Self DL = 13 11/360 (II + .5d1)/240 i Loads: kips or plf a (ft) b (ft) M (k -ft) V (lb) Ix(regd) lx(reqd) P11(1) 0.0000 0 4 0 0 0 1 Pdl (1) 0.0000 0 4 0 0 0 P11(2) 0.0000 0 4 0 0 0 Pd1(2) 0.0000 0 4 0 0 0 wIl 250 0.500 500 7 wdl 213 0.427 427 6 11 Triangle wIl 0 0.00 0 0 II Triangle wdl 0 0.00 O. 0 TOTAL: 1 927 7 6 Il Right End Rdl = 427 lbs R11= 500 lbs 927' Left End Rdl = 427 lbs RII = 500 lbs 927 I Required Properties eq p Actual Results Sx lx Av fb fv lx (act) I 10.74 7 7 121 25 458 d(reqd) 3.42 2.45 1.22 I , USE DF 51/2 x 10 DF # 2 I I Page 1 0 Beam and GL 2, 1_2004 Column Calculations.xls V37 Client: Diversified Construction By: M.V.Nava Project: Gilroy Office Building Vertical Date: 08/30/04 TIMBER II Location: E=ntry Framing Rafters RR3 Stress Material Properties Increase Factor Fb Fv E 1.15 Member Type: DF x 900 180 1600 DF # 2 or Btr I GL 2400 240 1800 PL 2900 290 2000 ML 2600 285 1900 Roof Span 9 ft Uniform live load = 25 psf Uniform Trib 2 ft Uniform dead load 20 psf Triangle Trib 0 ft Addtnl Uniform DL 0 plf Try thickness : 3 d(reqd) = 4.82 d(specified) = 12 I L/360 = 0.3 0240 = 0.45 Self DL = 9 1 11/360 (II + .5d1)/240 Loads: kips or plf a (ft) b (ft) M (k -ft) V (lb) lx(reqd) Ix(regd) I Pll (1) 0.0000 0 9 0 0 0 Pdl (1) 0.0000 0 9 0 0 0 P11(2) 0.0000 0 9 0 0 0 I Pdl(2) 0.0000 0 9 0 0 0 wll 50 0.506 225 15 1 wdl 49 0.494 219 15 Triangle wll 0 0.00 0 0 Triangle wdl 0 0.00 0 0 TOTAL: 1 444 15 15 Right End Rdl = 219 lbs RII = 225 lbs 4.44 III Left End Rdl = 219 lbs RIl = 225 lbs 444 Required Properties Actual Results I Sx Ix Av fb fv lx (act) 11.59 15 3 167 19 432 d(reqd) 4.82 3.95 1.07 USE DF 3 x 12 DF # 2 1 I I Page 1 1 0 Beam and GL 2, 1_2004 Column Calculations.xls I Y3( Client: Diversified Construction By: M.V.Nava a Project: Gilroy Office Building Vertical Date: 08/30/04 TIMBER Location: Entry Framing I Ridge Beam RB2 Stress Material Properties Increase Factor I Fb Fv E 1.15 Member Type: DF x 900 180 1600 DF # 2 or Btr GL 2400 240 1800 , I PL 2900 290 2000 ML 2600 285 1900 Roof I Span 6 ft Uniform live load = 26 psf Uniform Trib 10 ft Uniform dead load 20 psf Triangle Trib 0 ft Addtnl Uniform DL 0 plf I Try thickness = 3 d(reqd) = 6.92 s d ecified (p ) = 12 I 4/360 = 0.2 L/240 = 0.3 Self DL = 9 II/360 (II + .5dI)/240 Loads: kips or plf a (ft) b (ft) M (k -ft) V (lb) Ix(regd) Ix(regd) PII (1) 0.0000 0 6 0 0 0 I Pdl (1) 0.0000 0 6 0 0 0 PII(2) 0.0000 0 6 0 0 0 Pdl(2) 0.0000 0 6 0 0 0 i wIl 250 1.125 750 23 wdl 209 0.939 626 22 I Triangle wIl 0 0.00 0 0 Triangle wdl 0 0.00 0 0 TOTAL: . 2 1376 23 22 i Right End Rdl = 626 lbs RII = 750 lbs 1376 Left End Rdl = 626 lbs Ril = 750 lbs 1376 I Required Properties Actual Results Sx ix Av fb fv lx (act) 23.93 23 10 344 57 432 d(reqd) 6.92 4.50 3.32 I USE DF 3 x 12 DF # 2 II II I Page 1 0 Beam and GL 2, 1_2004 Column Calculations.xls V 37 Client: Diversified Construction By: M.V.Nava Project: Gilroy Office Building Vertical Date: 08/30/04 TIMBER Location: Entry Framing HDR31 Stress Material Properties Increase Factor Fb Fv E 1.15 Member Type: DF 900 180 1600 DF # 2 or Btr GL x 2400 240 1800 ., PL 2900 290 2000 I, ML 2600 285 1900 Roof Span 14 ft Uniform live load = 25 psf Ill Uniform Trib 4 ft Uniform dead load 20 psf Triangle Trib 0 ft Addtnl Uniform DL 0 plf Try thickness = 5.125 r d = 7.65 d(specified) = (eqd ) s (pec�fied} 10.5 11360 = 0.466667 L/240 = 0.7 Self DL = 13 1 11/360 - (II + .5d1)/240 Loads: kips or plf a (ft) b (ft) M (k -ft) V (lb) Ix(regd) lx(reqd) ,, Ptl (1) 0.7500 7 7 2.625 375 88 PdI (1) 0.6360 7 7 2.226 318 84 1 P11(2) 0.0000 0 14 0 0 0 PdI(2) 0.0000 0 14 0 0 0 wil 100 2.450 700 103 I wdl 93 2.280 652 100 Triangle wIl 0 0.00 0 0 1 Triangle wdl 0 0.00 0 0 TOTAL: 10 2045 191 184 i Right End Rdl = 970 lbs RI1= 1075 lbs 2045 Left End Rdl = 970 lbs RI1= 1075 lbs 2045 Required Properties q p Actual Results Sx lx Av fb .fv lx (act) 41.66 191 11 1221 57 494 I d(reqd) 6.98 7.65 2.17 USE GL 51/8 x 101/2 I , I I Page 1 111 Nava Contracting & Engineering, Inc. I 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page 010 n Project: Gilroy Office Building Date: 08/20/2004 L,' P 7z. iR3o I (r2&(2> 13S PcP Tz- 111 3 W ,a © N 3 I o- \ N i 9 r G X1. —! 1il /Z I tz t. ,r 2 I1s. i8' . i f- , PPie4sf9 /2 •. .. . _ . . . . .. ___._..._ .. /74(/A-1U q ,�-,, -z 40.40 2 3 7/ a • ,serf,sen_Wi -,7).,m • . a Ids /G 4/ 44-e- e2" ,=s..< -2 .00 4 °4 ° 3 ii -2 /3/0 ;, . Roc.T w/ DE f ,yeme/L -L /l e-fTj I b c4sce s/r/ e c�gPrtu ' 3 32 0 n to Z V /P �,� eA( 2 ° ills,"/ (4. f�,Po v.ne ,r s.oP (C ) "S /iv . & D/ s - I one p. 7 6e,9.i✓: 4C0 = �(1 7,1-)-?-- 3 " fr I 'A r sr Ps/QAezeL 72) C /-5 0 ' /- 5 - 7 r) _- /.1a -- C16e 3 Il a. 1 . tri// ! Softek Services Ltd GILROY OFFICE BUILDING ENTRY TRUSS B * ** INITIALIZING DATA * ** 11 Job Description: GILROY OFFICE BUILDING I Frame Description: ENTRY TRUSS Structure Parameters Analysis Options Members 9 Linear Elastic Analysis Joints 6 Imperial Units Springs 0 Sections 2 Materials 1 Re, PP S Load Cases 1 Load Combinations 0 r User Name: MVN I I 11 I 19P-FRAME 1.04 (c) 1985 1 Softek Services Ltd Head Office: 5729 West Boulevard, Ste 2 Vancouver,, B.C. V6M 3W8 Canada (604)263 -2726 11 Softek assumes no responsibility for the accuracy, validity or applicability of the results of P- FRAME. II II v i b! - 1 Softek Services Ltd GILROY OFFICE BUILDING ENTRY TRUSS 1 0 * ** JOINT DATA * ** II Joint X - coord. Y - coord. X - Degree Y - Degree Z - Number (feet) (feet) of Freedom of Freedom of F II 1 0 0 0 0 1 2 6 4.5 1 1 1 3 9 6.75 1 1 1 4 12 4.5 1 1 1 II 5 18 0 0 0 1 6 9 3.375 1 1 1 Note: Degree of Freedom: 0= restrained 1 =free j= coupled to joint 'j' II I 0 * ** SECTION PROPERTY DATA * ** Sec X- sectional Mom. Inertia Shear Area Section Mod PlE 11 No. Area (in2) (in4) (in2) (in3) Car 1 32.4 230 32.4 50 0 II 2 19.25 49 19 17.6 0 Notes: 1. Non -zero Cross - sectional Area and Moment of Inertia are mandator) II 2. For non -zero Shear Area, shear stresses are calculated. 3. For non -zero Shear Area and Shear Modulus, secondary deflections shear are included (linear elastic analysis only). II 4. For non -zero Elastic Section Modulus (S), stresses are calculates 5. Non -zero Plastic Moment Capacity is mandatory for plastic analys3 II O * ** MATERIAL PROPERTY DATA * ** I Material Youngmod Shearmod Density Coeff Exp Fy Yield Number (ksi) (ksi) (K /ft3) (/F 1.E6) (ksi) 1 1400 526 0 0 0 II Notes: 1. Elastic Modulus (Young's Modulus) is mandatory. II 2. For non -zero Shear Modulus and Shear Area, secondary deflections shear are included (linear elastic analysis only). 3. Non -zero density is required if self- weight is specified and mem' II is to be considered (linear elastic and plastic analysis). 4. Non -zero Thermal Coefficient of Expansion is required for therma: (linear elastic and plastic analysis). 5. Non -zero Yield Stress is mandatory_ for plastic analysis. . II I v3 II Softek Services Ltd II GILROY OFFICE BUILDING ENTRY TRUSS * ** MEMBER CONNECTIVITY DATA * ** I Member Lower Greater Section Material Lower Greater Attribute 11 Number Joint Joint Number Number End Type End Type Type 1 1 2 1 1 1 0 1 2 2 3 1 1 1 1 1 I 3 3 4 1 1 0 0 1 4 4 5 1 1 1 1 1 5 1 6 1 1 1 0 1 6 4 6 1 1 0 1 1 7 5 6 1 1 1 0 1 8 2 6 1 1 0 0 1 9 3 6 2 1 0 0 1 II Notes: 1. Member End Types: 1 =fixed (rigid connection) 0= pinned (pinned conrl 2. Attribute Type 0 indicates that the member has been deleted. I II II 1 II 1 II I 1 11 I Vw I Softek Services Ltd GILROY OFFICE BUILDING ENTRY TRUSS I @ * ** LOAD INITIALIZING DATA * ** I Load Number of Number of Load Case Case Loaded Joints Loaded Members Description II 1 1 4 SEISMIC II @ * ** JOINT LOAD DATA * ** II @LOAD CASE 1 Record Loaded Horizontal Vertical Tors Number Joint Load (kips) Load (kips) Load I 1 3 0 -1.8 0 Notes: II 1. Joint loads act in the global coordinate system. 2. Positive Horizontal Loads act in the positive X direction. 3. Positive Vertical Loads act in the positive Y direction. II 4. Positive Torsional Loads act counter - clockwise. II @ * ** MEMBER LOAD DATA * ** @LOAD CASE 1 - member distributed loads 1 Rec Mem Sloped UDL Proj. UDL Local UDL Local UDL Triangular No. No. K /ft slope K /ft horiz k /ft perp K /ft parll K /ft @ GJ Il 1 0 -.135 0 0 0 2 2 0 -.135 0 0 0 3 3 0 -.135 0 0 0 I 4 4 0 -.135 0 0 0 Notes: II 1. Sloped UDL, Projected UDL & Point Loads act in the global coordii 2. Local Perpendicular, Local Parallel, Triangular and Thermal Load: the local member coordinate system. 3. Triangular Loads are 0 at the lower joint with the magnitude spec 11 the greater joint. I l I vq 1 Softek Services Ltd II GILROY OFFICE BUILDING ENTRY TRUSS @ * ** ANALYSIS HISTORY * ** II Structure Degrees of Freedom 14 II Structure Half - Bandwidth 14 Structure Stiffness Elements 196 Member with maximum half - bandwidth 5 II Number of Support Joints and Springs 2 1 @ * ** SUPPORT REACTIONS * ** @Load Case Results Joint Load X- Reaction Y- Reaction Z -React Number Case (kips) (kips) (K -ftl 1 1 2.837 2.115 0. 5 1 -2.837 2.115 0.1 @ * ** JOINT DISPLACEMENTS * ** @Load Case Results II Joint Load X- Displ. Y- Displ. Rotation Number Case (in) (in) (rad) II 1 1 0.00000 0.00000 - .00046 2 1 - .00077 - .00808 - .00010 I 3 1 0.00000 - .00949 .00007 4 1 - .00077 - .00808 - .00046 II 5 1 0.00000 0.00000 .00046 6 1 0.00000 .00885 .00003 li @ * ** MEMBER FORCES * ** 11 @Load Case Results Mem Load Axial @ LJ Shear @ LJ BM @ LJ Axial @ GJ Shear @ G1 No. Case (kips) (kips) (K -ft) (kips) (kips) 11 1 1 2.374 .360 .267 -1.888 .28.i II ! v �� 2 1 1.600 .162 0.000 -1.357 .16: 11 P -FRAME Linear Elastic analysis results MVN 30 Aug 11 1 i I I 11 Vq7 1 Softek Services Ltd II GILROY OFFICE BUILDING ENTRY TRUSS @Load Case Results II Mem Load Axial @ LJ Shear @ LJ BM @ LJ Axial @ GJ Shear @ GJ No. Case (kips) (kips) (K -ft) (kips) (kips) I 3 1 1.357 .162 0.000 -1.600 .162 4 1 1.888 .288 0.000 -2.374 .36011 5 1 1.221 -.028 -.267 -1.221 .028 6 1 .535 0.000 0.000 -.535 0.00011 7 1 1.221 .028 .267 -1.221 -.0281 8 1 .535 0.000 0.000 -.535 0.000 9 1 .430 0.000 0.000 -.430 0.0001 II @ * ** MEMBER STRESSES * ** @Load Case Results Mem Load Joint Axial Shear Bending Top Normal No. Case No. (psi) (psi) (psi) (psi) 1 1 1 -73.3 11.1 64.0 -9.211 2 -58.3 8.9 0.0 -58.3 2 1 2 -49.4 5.0 0.0 -49.4 1 3 -41.9 5.0 0.0 -41.9 3 1 3 -41.9 5.0 0.0 -41.911 4 -49.4 5.0 0.0 -49.4 4 1 4 -58.3 8.9 0.0 -58.311 5 -73.3 11.1 64.0 -9.2 5 1 1 -37.7 -.9 -64.0 -101.7 6 -37.7 .9 0.0 -37.7 6 1 4 -16.5 0.0 0.0 -16.5 6 -16.5 0.0 0.0 -16.511 7 1 5 -37.7 .9 64.0 26.3 6 -37.7 -.9 0.0 -37.711 8 1 2 -16.5 0.0 0.0 -16.5 6 -16.5 0.0 0.0 -16.5 - 9 1 3 -22.4 0.0 0.0 -22.4 6 -22.4 0.0 0.0 -22.4 II u r3eam ana VL L, I_LUU4 L•orurnn t,dIuulduons.xIs I Client: Diversified Construction By: M.V.Nava ' /'� Project: - Ofiice Building Date: 09/15/04 V 7/ � I � L/e °� TIMBER Location: Entry Beam RR3 I Stress Material Properties Increase Factor Fb Fv E 1.15 I Member Type: DF x 900 180 1600 DF # 2 or Btr GL 2400 240 1800 I PL ML 2900 290 2000 2600 285 1900 Additional Uniform Loads I Span 14 ft Uniform live load = 25 psf 0 psf Uniform Trib 2 ft Uniform dead load 17 psf 0 psf Triangle Trib 0 ft Addtnl Uniform DL 0 plf I Try thickness : 3.5 d(reqd) = 6.71 d(specified) = 10 I U360 = 0.466667 L/240 = 0.7 Self DL = 9 11/360 (II + .5dI)/240 I Loads: kips or plf a (ft) b (ft) M (k -ft) V (lb) lx(reqd) lx(reqd) PII (1) 0.800 7 0 0 400 0 I Pdl (1) 0.544 7 0 0 272 0 PII(2) 0.0000 0 14 0 0 0 Pdl(2) 0.0000 0 14 0 0 0 I wIl 50 1.225 350 58 wdl 43 1.041 298 55 I Triangle MI 0 0.00 0 0 Triangle wdl 0 0.00 0 0 TOTAL: 2 1320 58 55 Right End Rdl = 570 lbs RII = 750 lbs 1320 Left End Rdl = 298 lbs RII = 350 lbs 648 Required Properties Actual Results Sx lx Av fb fv lx (act) I 26.28 58 10 466 57 292 d(reqd) 6.71 5.83 2.73 USE DF 3 1/2 x 10 DF # 2 I I Page 1 Nava Contracting & Engineering, Inc. 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 I Client: Diversified Construction By: Matthew V. Nava, P.E. Page I/ �9 Project: Gilroy Office Building Vertical Design Date: 08/20/2004 I SP/Pe 7 4.v4- 4 >e*5 /i I $ p e w / /7 .S .si 64/moo 72) iee'.9e7' 5�� 7 /.."/ SIiI79/2 a /./L I. /..=:>77.c4 /Cra .S c_4 459 f/r/ /off 2 �OnP -. /D/1r,� a�� /� �i4 I Sdi c 3 ei �, �� .° .e mss' / P €'it( G syer?' , 'Z LFIEt�c-. I e-c."/E6e.V, r'o Y pieeD Goal /Ald,eL -Q. /717-47.- / 7 1 ‘7 0 . := . 17 _S" 7 ? / Sop 0.7) z 1 1 1 r1 11 I V /52x0 3� ( /�) w >c W/ .z., / „v 2 / , t / �lT = l �a 1- ' 3(_:..6 � T 2 f •K ,/ Lg � y /rte/ w,X �2 'n/) 2 4‘V/A( 2 . ��G 111 T.c/ - 6S , B 6 q -Z/ / I V �LLo �G Z ' ,9 ` eD 7 /Dd s o,C Pc,,vef/ Tl//eGl e//ee,e ,v ,°'C rD s),--v °_e ®l?/ 2 z 6.-j' - ' I I I � I x Nava Cont En , Inc. 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 I Client: Diversified Construction By: Matthew V. Nava, P.E. • Page o Project: Gilroy Office Building Vertical Design Date: 08/20/2004 ,\ Table 5.3a Column •Capacity (l"', ,, pp, Timbers 6 -inch nominal thickness (5.5 inch dry dressed size), C =1.0. I Column Capacity (lbs.) xll� a. • I Select Structural No. 1 No. 2 (ex. �x 6 6x8 6x6 6x8 6x6 6x8 6" w , th . 8" width 6" width 8" width 6" width 8' width /o s 7 Column ( =5.5 ") (. (=5.5" ) ( = 5. S Species Length (ft.) ' P' P'x P'y P P'x ( =75 ") (=5.5") ( =7.5 ") y P' P'x p' - hl 2 • 34,500 • ,2s s 47,000 30,000 41,100 40,900 21,000 28,800 28,700 / 3 36 '/' 4 33,400 46 .10 45,500 29,200 40,500 39,800 20,500 28,400 28,000 /3D 4' 6 3 •5,0•' •42,500 27,600 39,500 37,600 19,600 27,800 26,700 /2 Douglas Fir- 8 27,400 42,800 37,300 24,800 37,800 33,900 18,000 26,900 24,600 ' // z/,-f[ . I Lards 10 22,40 39,300 30,500 21,000 35,300 28,600 15,700 25,400 21,400 9440 • 12 17, 0 • 34,700 2 000 16,900 31,900 23,000 13,000 23,400 17,800 13 2 73 14 ,800 29,600 18; 0 13,400 27,900 18,300 10,500 21,000 14,400 /( C, ie5 , 16 10,900 24,800 14,900 10,700 23,800 14,600 8,530 1 , 18,300 11,600 e- IF 46 ks1 1 11 COLUMNS N °TES in quare structural tubing All Allowable concentric loads in kips l Tiny Ct , °0 37 e�4 't Y' FiC'gy it/.4T/cvtl.4L vES•c'si • I g"- e•c1F/r,477o4/, f' •o/ Nominal Size 4 x 4 ••=e6--AC V� / Fall wo o6 • Thickness 3 x 3 (-0w�uaN '/z 3 /e I 5ii Y16 e Me Me I Wt./ft , 21.63 l 17.27 a 14.83 1 Y4 12.21 I 9.42 10.58 I Y4 8.81 I 6.87 46 ksl Df X 6 /✓a. 2 .4 Zl - i.1/ eLer 0 176 140 120 99 • 76 86 71 56 O - /Z.",,,t E,o .By' a- ,e�-T ,e4 I 2 168 134 115 95 73 80 67 3 162' 130 112 92 71 77 5 0 c 'F 6x G ,v-0, 2. 4 e eg�e ce- 4 156 126 108 89 69 73 61 48 fo,- u Al,e,e4 lam/ /JTi 5.S 5 150 121 104 86 67 68 57 45 6 • 143. 115 100 83 • I .7 135 110 95 79 61 49 39 7\ ' a 0 8 126 103 90 75 58 51 44 35 7Z/ RE ST'�L L aG�,y,/ �J4P� 9 117 97 84 70 55 44 38 31 f20 "/ A / S' C / L p, / o , 10 108 89 78 65 51 37 33 27 13 11 98 82 72 60 47 31 27 22 "C7: - 2 -- rglt7 2' e'T2:-" 4 Z-Zc... L10;T, v 1111 74 65 55 43 6 65 58 49 39 2 57 51 43 35 9 49 44 38 30 16 15 12 $ 16 50 43 39 33 27 14 13 11 I g 17 ._ 38 34 29 24 13 11 9 . 16 39 34 31 26 21 10 8 ���6� G��iO.S '9dlJ /Q L �S, , . y.. 19 35 31 28 24 19 20 32 28 25 21 17. - ,iwyed /iie .47z T • I .c. 21 29 25 23 19 ' 16 I c . 22 26 23 21 18 14 `� .S/O & /",c/� • . 23 24 21 19 16 13 - J 24. 15 12 / . • su it ' 2 5 ' 19 17 14 11 • • • Properties - ' ' A (In. 6.36 5.08 4.36 3.59 2.77 3.11 2.59 2.02 I (In.' 12.3 10.7 9.58 8.22 • 6.59 3.58 ' 3.16 2.60 j „ = . t (In.) ` 1.39 • 1.45 1.48 1.51 1.54 1.07 ' 1.10 1.13 B/ Bending 1. 0.94 I I factor 8 0.910 0.874 0.840 1.30 1.23 1.17 a / 106 •1.83 1.59 1.43 1.22 0.983 _ 0.533 0.470 0.387 • Note: Heavy line indicates KUr of 200. ' AMERICAN INsimrrE ov STEEL C ON618UMON Nava Contracting & Engineering, Inc. 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 ,P pent: Diversified Construction By: Matthew V. Nava, P.E. Page I.( roject: Gilroy Office Building Lateral Design Date: 08/30/2004 COVER SHEET Description: Lateral Analysis and Design (No beams, joist, rafters, etc) Location: Oregon Designer: Provided by owner Design Basis: Code: 1997 Uniform Building Code Dead Loads: Actual (Roof Dead Load Assumed 17 psf) Wind: 80 mph, Exposure B Snow Load: 25 PSF Ground Snow Load Seismic: Zone 3 Notes: 1. Timber connection hardware as indicated shall be from Simpson Strong Tie. Install per manufacturers recommendations. Following Calculations have been prepared by the undersigned: Matthew V. Nava, P.E. Registration No: 13703 State: Oregon Expiration Date :12/31/2004 N .y.0 I Nava Contracting & Eng n , Inc. 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page L 2 - Project: Gilroy Office 004 Buil ing Date: 08/09/2004 0 1 0 t 1 3 ,. I J I _t__ + ML / S/x /( + Nla —• ° �z ( d �� I ■ 1 4. / t ( o l r-1 o /S t IL . r r, +:: se, - -t - - -t 14-' PE,e. .z4 -- ,rs-,. r 1 ,..., , ........ wyzz. , , 1 P,'-E. • 1 4 I ((�� 1 l�J .0 IA G ' -, t g I I LoWE< O ', (1 7 1 ) I I-' Nur 4,-)-- �I i I I + 1 - + t 1- t + - I I Nara Contractii g & Engi ec� inc. 3311 N.E. Couch St., Portland, Oregon 97232' Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page 3 I Pro'ect: Gilro Office s Date: 08/09/2004 © ;!aL O 1 (d6 S I • ? . ____V ...s O7/ J • r..@ e it I -JJ 0 1$ �� � l ig ir IC ' �'l 0 0 O rr i � x ° , 3 „D� 2 I ��� i I G ©(4 �a . ® v H 2 L 7 f l;s L � CO I • d r 0 0 o �r; I o y • 0, 1..____ III i ,v I L . o o� e k) S r 1 0 I uPpe2 o e o o a: 1 t • D 4 . a o � o I a n . 1 CC.) • Nava Contracting & En ineerin Inc. 3311 N.E. Couch St., Portland, Oregon 97232 ' I Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 1 Client: Diversified Construction By: Matthe w V. Nava, P.E. Page Ili Project: Gilroy Office Building Date: 08/09/2004 I J - I A. 1 j' A I I el i I ■ • El ; 1 C j i 1 I Ho 1 INI I I i I 4, • "... - - -' i 111 . ,. I Nava Contr acti>ti� & E n ineerin Inc. 331 l'N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 1 Client: Diversified Construction By: Matthew V. Nava, P.E. Page LS I Project: Gilroy Office Building Date: 08/09/2004 I I I /---- . I TA. RAGE +1- 232' -r I I i 111 I �_ ' -- \ T.O. ItPAFR LEVEL PL 2.34 i I I I I I - r0. I T.O. II LO17ER LEVEL CO, 41.18 • J �I ti 21 -E' e A/6R rq 1 I I I I I Nava Contracting & En sing Inc. ,1 3311 N.E. Couch St., Portland, Oregon 97232 ' Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 1 Client: Diversified Construction By: Matthew V. Nava, P.E. Page L Project: Gilroy Office Building Date: 08/09/2004 I - 7 cek,D, r2 So I 411 2Z 0 3 0 � Bs� I ss 2 7 g 1 t 1 t, a I --4 lit) 1 i- j a a 1 1 h , —,- _ TCP cf LPPER LEVEL PLATE • - -• 2.34 111:11■:11111i III111111 II 11 ■11'111y111 d ...... . j II 1 1 _, ------ 1 6 s. ♦4 TIP CF LOWER LEVEL CONCH- SU I j 21s --6 II • 30 uTy I I 1 . 1 t I Nava ntracting & Engineering, Inc. ' 3311 N.E. Couch St., Portland, Oregon 97232 ' ` Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page L 7 Project: Gilroy Office Building Date: 08/09/2004 II 4 41 0 .1i a „ I sl•- 0) . ,I ° i i !I I No i a.........r _ '.i 1 C Fr = 7 11 1.'111.1 I N1'. < N _ 11" Qv ot Ns 1 M .. i I 111 1 "-.Nralowaimmaar- I I " i 1 . . .1 °o I • an is I '► I V \- 3 II _ 11,.// I 0 a I ill. ` n ,„ k4., k 0 <„ I 1 Nava Contracting & Engineering, Inc. 3311 N.E. Couch St., Portland, Oregon 97232 I Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page LP _ I Project: Gilroy Office Building Date: 08/09/2004 -- 1 SHEARWALL SCHEDULE ol b �RI s us " �— HOLDOWN SCHEDULE • 0 PANEL INTER 'ETA -7" (6) ]"^ A307 BOLTS , N . MA RK- WALL COVER FASTENERS EDGES sTUOS RLl1ARKS MARK HOEDOWN FASTE \ 15/32° A.P.A.-.16GA STAPLE 3' O.C. 6' 0.C. 8d COMMON 0 6 O.C. NO SPECIAL CONNECT BIM. > TO RATED SHTG 0.131'« x 2' 6' 0.G 12' 0. SUITABLE SUBST. FOR HOEDOWN FLR JST/BM/BLK'C W 'STHD14R1 (38) 16d SINKERS F. RH. P - NAI. 0.131'• F. RH. P - NAIL v REQUIRED W/ 16d 0 4 O.C. * CMST12 "x yf 0 NAIUNG APPLIES TO EACH , 16d COMMON (3 1 G.W.& NAL OR i 4' D.C. 4" 0.C. SIDE OF WALL (FDGE CMST12"x ( 'HTT22' & (32) 2) 16d 16d SINKESSTRS _ RS EACH SIDE Nr Le SCREV BUCG NOT REQUIRED) \ 1 36" LONG NAILS AT EACH END 0 ANCHOR BOLTS t6GA STAPLE 3' O.C. B" 0.C. 1 \' LONG x 7/16' VIDE V 0 1(" o.c. STAGRD. 0 s /3z aP.A- 0.,46• - P x NAI 2 STAPLES w/ CROWNS *"CMST12% 01) 16d COMMON NAILS AT EACH END (2) T^ A307 BOLTS RATED SHTG 6" O.C. 12" 0.C. pARAI I R w/ FRAM G � 6A" & SIMPSON SSTB28' F , RN. ^ IS/32' A AP.A (1148"" 8'« x 21' 10x1 CODUDN NAIL at 48" LONG o i f o.c. STAGRD. ANCHOR BOLTS B ULL ROUND- 4 O.C. 12 D.C. 0.0 SUBS1ITU FOR ANY 4.4( • (3). ,.. A307 BOLTS RATED SHTG f1EAD P -NA 0.1 4$"« (9 GA.) P - NAIL (15) 16d COMMON 5/32' A.P.A. 0.148 ° ` x g_ 2' O.C. 4x REQUIRED 0 ALL W 60' LONG NAILS AT EACH ENO \--6-71 'HpgA' & SIMPSON - SSTB28' ANCHOR BOLTS , LEA D RATED SHTG P-NAIL STAGRD 8- O.C. PANEL JOINTS 0 1I. o.c. STAGRD. (23) 16d COMMON 1:4 (4) } A307 BOLTS 7 E� 5/3 0.146'•• x 2 4. O.G 4x REQUIRED 0 ALL ° MST72" NAILS AT EACH END 10 I f 'HDTOA" & SIMPSON "SST8213 RATED sure; ULL ROUND- STAGRD. 6' D.C. \7 PANEL JOINTS - OFFSET � 1 ' O.0 I (MIN. IMBED 24 ") EACH SIDE iEAD P -NAIL JOINTS EA. SI OF WALL AN 8/32- A.P.A. 0.148 "« x 21" dX6 POST EA. END OF WALL >I :5) 1 A307 BOLTS & HD15 H.D. REGIRES MIN. ' ` RATED SHTG =UU.. S T A B 6' D.C. 3 STUDS 0 AU. PANEL it H01 11 ANCHOR BOLTS 6X6 POST EACH END W/ EA. SIDE HEAD P - NAIL EDGES W/ HEX HEAD X 35" 3X STUDS 0 PANEL EDGES ( or MIN. FTG IMBED B :1,- SIMPSON "MSTI" OF EQUAL LENGTH MAY SUBSTITUTE FOR "CMST12" .. -INDI DETAIL OF SPECIAL HOLDOWN O NUMBON) 0 3 - 29199 : - US E MIN. 4X STUD EA. END SHEAR PANEL FOR HOLDOWN {o< – USE MIN. 6X STUD EA. END SHEAR PANEL FOR H015 HOLDON'N I BUILDER TO VERIFY ALL INSTALLATION REQUIREMENTS PER "SIMPSON' CATALOG FOR ALL HOLDOWN CONNECTIONS. LEGEND N' 6. LAP WALL PLATE MINIMUM 4' -O" BTWN. SPUCES W (8} 16d EA SIDE 0 SHADED AREA, PROVIDE 15/32" 1. "F. RH. P -NAIL" - DESIGNATES A CONNECT SHEAR ALL SOT. > TO / MIN. APA RATED FLOOR SHEATH'G FULL ROUND -HEAD POWER NAIL FRAME BELOW W/ 16d 0 4" 0.C. / W/ 8d COMMONS 0 6" OC 0 ALL 2. ALL EXTERIOR WALLS MUST HAVE SHEARWALL SHT"G MUST EXTEND / PANEL EDGES & PERIMETER, 15/32" APA -RATED SHEATHING AND FROM BOTTOM TO TOP PLATES. / 12" OC IN FIELD. BLOCK ALL 0.131" x 2" F. RH. POWER NAIL S7 Po / d // PANEL EDGES W 2 X 4 FLAT. (OR EQUIV. FASTENER) AT MINIMUM 7. FASTEN MUDSILL >s W/ 6" O.C. EDGE NAIL'G SET FLUSH W/ ABs W/ 2 "- WSHRS 0 MAX. 54 O.C. • APPROX. HOLDOWN LOCATIONS THE SURFACE OF THE SHEATHING. REDUCE SPACING TO 45" 0 "B" I (TYPE "S" WALL IS STANDARD) SH'WALLS, 30" FOR TYPE "C" AND SHEAR WALL LOCATIONS 3. ANY FASTENER EXPOSED TO 18" O.C. 0 TYPE 'D" SH'WALLS, Q 3 WEATHER SHALL BE GALVANIZED. 15" O.C. FOR "E" SH' WALLS AND DETAIL REFERENCE TAG 9" 0.C. F R 'F" SHEARWALLS. (5' DETAIL REFERENCE FOR 4. HOLDOWNS OCCUR AT LOCATIONS PROVIDE D X 10" A.B. PER �� OPTIONAL CONDITION INDICATED W/ REQ'D DETAILS (6) THRU (9) AT ALL SH'WALLS' STUDS. WALL SHT'G SHALL BE AT SPACING REQUIRED BY NOTE 7 / . EDGE NAILED TO HOLD'N STUDS. 8. EQUIVALENT HOEDOWNS, STRAPS "f - 5. EDGE NAIL ROOF AND FLOOR SHTG. BOLTS, NAILS, ETC. BY OTHER MFR.'S I W TO RIM JOISTSMP. LS50 & FASTEN TO MAY BE SUBSTITUTED FOR THOSE S y��/C {'Y�L� WALL AND W SI SHEARWALLS. . LS50 REDUCE 0 SPECIFIED FROM "SIMPSON 7Y/94'. "5" TO 17" FOR TYPE "B" , 9. SHEATHING ON SHEARWALLS SHALL 12" FOR TYPE "C" AND 8" O.C. FOR NOT BE INTERUPTED BY ANY WALL 5� "• TYPE "D" SHEARWALLS. PROVIDE LS50 BUTTING INTO SHEARWALL • AT EACH SIDE (STAGGERED) FOR "E" AND AND "F" SHEARWALLS AND SPACE AT 10. BUILDER TO VERIFY ALL hLaIPOW'A/ TYPe 1 12" O.C. FOR "r SHEARWALLS AND - INSTALLATION REQUIREMENTS PER 8" O.C.. FOR "F" SHEARWALLS. AT ALL SIMPSON" CATALOG FOR ALL SC�8.6ti e PROVIDE LS50 CUPS AT ALL TYPICAL HOLDOWNS/STRAP CONNECTIONS. DETAILS 1 THRU 7 AT 4SSOG /#1-7e.0 7 „- SPACING INDICATED ABOVE. /3-7-4/Z.... SW 4W C L 4Pf ' ' "V Gnc,9 -77 °/V I • • I ®® 1_ 1 1 1 1 1 1 1 1 1 x 1 1 1 1 1 • SHEARWALL SCHEDULE B DUNELESSUST HOLDOWN SCHEDULE NOTED OTHERWISE MARK WALL COVER FASTENERS 0 PANEL INTERM. REMARKS © "FTA - (6) r A307 BOLTS EDGES STUDS MARK HOLDOWN FASTENERS • 5/32" A.P.A. -16GA STAPLE 3" O.C. 6" O.C. Bd COMMON 0 6" O.C. NO SPECIAL CONNECT BTM. > TO RATED SHT G 0.131 "^ • x 2" SUITABLE SUBST. FOR 6" O.C. 12' O.C. HOLDOWN FLR JST /BM /BLK'G 6 STHDI4RJ" (38) 16d SINKERS F. RH. P -NAIL 0.131 " - F. R H. P - NAIL O REQUIRED "STHD14RJ" ) // 5d WALLBD. NAILING APPLIES TO EACH W/ 16d ®4" O.C. 1 EACH G SDE NAIL OR 11" 4" O.C. 4" O.C. SIDE OF WALL. (EDGE *''CMST12 "x (7) 16d COMMON (32) 16d SINKERS "W" #6 SCREA BLK'G NOT REQUIRED) 36" LONG NAILS AT EACH END "HTT22" & SIMPSON "SSTB24" 5/32" A.P.A. 16GA STAPLE 3" O.C. 6" O.C. 1 \" LONG x 7/16" WIDE V 0 1[ o.c. STAGRD. v ANCHOR BOLTS RATED SHT'G 0.148 "'» x 21" 6" O.C. 12' O.C. STAPLES W/ CROWNS F. RH. P - NAIL PARALLEL W/ FRAM'G *'CMST12 "x (11) 16d COMMON (2) ] ",- A307 BOLTS .5/32" A.P.A. - 0.148 x 21" 10d COMMON NAIL OK © 48" LONG NAILS AT EACH END \ HD6A" & SIMPSON "SSTB28" TE FOR RATED SHT'G HEAD P NAIL 4" O.C. 12 O.C. 0 B STi T U 9 GA P [" o.c. STAGRD. ANCHOR BOLTS *'CMST12 "x (15) 16d COMMON * (3) ] ",- A307 BOLTS /,5/32" kP.A, 0.148 "" - x'21" 2" O.C. 4x REQUIRED 0 ALL 60" LONG NAILS AT EACH END 9 "HDBA' 8c SIMPSON "SSTB28" FULL ROUND- B' O.C. PANEL JOINTS Ilir ' RATED SHT'G EAD P -NAIL STAGRD. 1[" o.c. STAGRD. ANCHOR BOLTS 5/32' A.P. 148 "� x �1" 4x REQUIRED ® ALL (23) 16d COMMON (4) r- A307 BOLTS ` , RATED SHT'G FULL ROUND- STAGRD. S" O.C. PANEL JOINTS - OFFSET "MST72" NAILS AT EACH END 10 HD10A" & SIMPSON "SSTB28" EACH SIDE HEAD P -NAIL JOINTS EA. SIDE OF WALL Q ® 1[" O.C. (MIN. IMBED 24 ") AN 5/32" A.P.A. 0.148 " - x 21" 2" 0.C. 6X6 POST EA. END OF WALL :5) 1"— A307 BOLTS & HD15 H.D. REQIRES MIN. RATED SHT'G FULL ROUND- STAGR 6' O.C. 3X6 STUDS 0 ALL PANEL "HD15" 11" ANCHOR BOLTS 6X6 POST EACH END W EA. SIDE 4EAD P -NAIL EDGES W/ HEX HEAD X 36" 3X STUDS © PANEL EDG ( or MIN. FTG IMBED .8 ",I x — SIMPSON "MSTI" OF EQUAL LENGTH MAY SUBSTITUTE FOR "CMST12" S p — INDICATES SPECIAL HOLDOWN CONDITION 03 - 29 - 99 '* -USE MIN. 4X STUD EA. END SHEAR PANEL FOR HOLDOWN (SEE DETAIL OF CORRESPONDING NUMBER) LATSCHED a1o1c —USE MIN. 6X STUD EA. END SHEAR PANEL FOR HD15 HOLDOWN BUILDER TO VERIFY ALL INSTALLATION REQUIREMENTS PER 'SIMPSON" CATALOG FOR ALL HOLDOWN CONNECTIONS. I , LEGEND N I 32" 1. "F. RH. P -NAIL" - DESIGNATES A / ®SHADED AREA, PROVIDE 15/32" FULL ROUND -HEAD POWER NAIL. / MIN. APA RATED FLOOR SHEATH'G 2. ALL EXTERIOR WALLS MUST HAVE / W/ 8d COMMONS © 6" OC © ALL 15/32" APA -RATED SHEATHING AND PANEL EDGES & PERIMETER, 0.131 " x 2" F. RH. POWER NAIL 12" OC IN FIELD. BLOCK ALL (OR EQUIV. FASTENER) AT MINIMUM I PANEL EDGES W/ 2 X 4 FLAT. 6" O.C. EDGE NAIL'G SET FLUSH W/ THE SURFACE OF THE SHEATHING. t o APPROX. HOLDOWN LOCATIONS (TYPE "S" WALL IS STANDARD) aMilill SHEAR WALL LOCATIONS 3. ANY FASTENER EXPOSED TO I DETAIL REFERENCE TAG WEATHER SHALL BE GALVANIZED. 5� DETAIL REFERENCE FOR 4 HOLDOWNS OCCUR AT LOCATIONS ' I '' OPTIONAL CONDITION INDICATED W/ R SHT STUDS. WALL SHT'G SHALL BE EDGE NAILED TO HOLD'N STUDS. 5. EDGE NAIL ROOF AND FLOOR SHT'G. I TO RIM JOISTS /BLKG. & FASTEN TO y CAD E -. WALL > WJSIMP. LS50 ® 24" O.C. // "5" AND A" SHEARWALLS. REDUCE I SPACING TO 17" FOR TYPE "B" , 12" FOR TYPE "C" AND 8" O.C. FOR S/ 4 ,1t/,4 77, - TYPE "D" SHEARWALLS. PROVIDE LS50 S- 5 c a ze AT EACH SIDE (STAGGERED) FOR "E" AND !' AND "F" SHEARWALLS AND SPACE AT -+ ±. 12" 0.C. FOR "E" SHEARWALLS AND �I 8" O.C.. FOR "F" SHEARWALLS. f}.�SpG�� PROVIDE LS50 CLIPS AT ALL TYPICAL I S{- 7/C,q vc/,�L DE TAILS 1 THRU 7 AT L � /L { SPACING INDICATED ABOVE. 0 6. LAP WALL PLATES MINIMUM 4' -O" I lrOLl�� BTWN. SPLICES W /(8) 16d EA. SIDE CONNECT SHEARWALL BOT. > TO SSE - `` FRAME BELOW W/ 16d ® 4" 0.C. ci'L'bZ/Ge / SHEARWALL SHT'G MUST EXTEND I FROM BOTTOM TO TOP PLATES. A /OP €O?< <''�."I7E 7. FASTEN MUDSILL >s W, Z ;if X 10" i4rdL,00 VV/V. ABs W/ 2 "- WSHRS 0 MAX. 54" O.C. I REDUCE SPACING TO 45" © "B" G a C.4 SH'WALLS, 30" FOR TYPE "C" AND 18" O.C. 0 TYPE "0" SH'WALLS, 15" O.C. FOR "E" SH' WALLS AND I 9" O.C. FOR F" SHEARWALLS. PROVIDE '// �X 10" A.B. PER DETAILS (6) THRU (9) AT ALL SH'WALLS 1 AT SPACING REQUIRED BY NOTE 7 8. EQUIVALENT HOLDOWNS, STRAPS BOLTS, NAILS, ETC. BY OTHER MFR.'S MAY BE SUBSTITUTED FOR THOSE I SPECIFIED FROM "SIMPSON ". . 9. SHEATHING ON SHEARWALLS SHALL NOT BE INTERUPTED BY ANY WALL I BUTTING INTO SHEARWALL 10. BUILDER TO VERIFY ALL I INSTALLATION REQUIREMENTS PER "SIMPSON" CATALOG FOR ALL HOLDOWNS /STRAP CONNECTIONS. I I Nava Contractin , anc. I 3311 N.E:Gouch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 I Client: Diversified Construction By: Matthew V. Nava, P.E. Page L9 Project: Gilroy Office Building Date: 08/09/2004 I I . 1 ��//"" 9 UPPER SHEAR WALL AS OCCURS ROOF SHEATHING (SEE TYP. WALL SEC.) 16d 0 5" O.C. I ,-1,1-• . ok DECK SHEATHING (SEE FRAMING NOTES) 10d NAILS TO BLKG SOLID BLK'G. 10d 0 6" O.C. SPACE AT SAME ..--• .7r (PROVIDE BLKG. I AS DESIGNATED I UU SHEARWALL BELOW,.•'i r i F SIMPSON" LS50 ALL SHEAR WALLS) (SEE NOTE 5 Y GIST ABOVE &BELOW fi : SPACING) OR SPANC) +tea 1 'o (SEE NOTE 5 ON NoMAII SCHEDULE NOTES) "SIMPSON" LS50 - 2 X" BLK (SEE NOTE 5) i I 2 X STUD WALL 2 X STUD WALL SHEATHING SHEATHING (SEE SCHEDULE) (SEE SCHEDULE) I � JOIST SHEAR WALL ROOF PERIMETER / 0 0 SCALE: 3/4" = 1' -0" ®SHEARWALL SCALE: 3/4" = 1• -0" 0 SHEARWALL I UPPER SHEAR I WALL AS OCCURS 16d ® 5" O.C. Bd 0 3" O.C. 8d 0 3" O.C. I 0 DECK SHEATHING .. A (SEE FRAMING NOTES) DECK SHEATHING (SEE FRAMING NOTES) t;� �� II EDGE NAIUNG I � + JOIST 1�� f I � �! 16d ®8 O. • ` I EDGE NAIUNG r - EDGE NAIUNG ' %• ' I " SIMPSON" LS50 "SIMPSON" LS50 9 I HSDE SCHED) ON (SEE NOTE 5) 2 X STUD WALL 2 X STUD WALL ABV & BELOW ALL SHEARWALLS) SHEATHING SHEATHING (SEE SCHEDULE) (SEE SCHEDULE) I • N- FLOOR25 N- FLOOR -2 ' JOIST /SHEARWALL PARALLEL JOISTS SCALE: 3/4" = 1 -0" 0 SHEARWALL SCALE: 3/4" = 1' -0" 0 SHEARWALL I Nava contracting at Engineering; inc. 3311 N.E. Couch St, Portland, Oregon 97232 III Ph: (503) 238-0633 ; Fax : (503) 238-0533' Client: Diversified Construction By: Matthew V. Nava, P.E. Page L. fa I Project: Gilroy Office Building Date: 08/09/2004 I C. '1 I . ' 1 DECK SHEATHING (SEE FRAMING NOTES) EDGE NAILING Er y i 11 16d 0 8" 0.C. i I EDGE NAILING .'"*--r° ii•-■ 2 X JOIST I I H"(SEE S I DM.PsSNcOOHNT. NOTE ) 1_ S 5 0 0 N 2X STUD WALL SHEATHING i (SEE SCHEDULE) I PERP. JOISTS W-FLOOR-1 SCALE: 3/4" = 1 0 SHEARWALL lel 1 I I . I 1 I . I I I I & t.n2ineerIng, ' <33 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page 4. // Project: Gilroy Office Building Date: 08/09/2004 SHEATHING ' (SEE SCHEDULE) DF 2X GOT. >. 16d NAILS 4" O.C. DF 2X P.T. SILL >. FROM BTM. PL. TO ' SILL PLATE P.T. EDGE NAILING • II ANCHOR BOLTS 7" MIN. EMBED. • (SEE NOTE 7 FOR IIII SIZE & SPACING) CONC. STEM WALL 9 STEM WALL / SLAB SCALE: 3/4" = 1' -0" N -FND -4 1 1 • 1 1 I I‘i aVa contr n Meet 11a inc. 3311 N.E. Couch St., Portland Oregon 97232 , , Ph: (503) 238-0633 ; Fax :(503) 238-0533 Client: Diversified Construction ---- By: Matthew V. Nava, P.E. Page Z ( 2 I Project: Gilroy Office Building Date: 08/09/2004 I I 1 - Ill I . .: et it i ;.. LO 0 0 4 „ 10- - .. cuT I F ,• I .. O r f4 6 " EiP t ' C END . . 000 1 011111P- 1. 111- p0V NAV ..44i .:000000...... I 1 ti A Eft Gli to 0 igow,. .. clog,i JoisT li •. seA:., , •..:, 000 I o iiroi.0-• fo 1 ,wgo• _.0. ortioft4 • I.- G I ,. ••• . '4, lice, . . 0,,E,,,TA. I , .. 0, .. E3ER s 00 NA 0 c spo,A0 I • CMST12 DIAGRAM 10 CIAST12-1 I I I • I .._ . I I Nava Contracting L .,> i »eerI!a , Inc. ;, ` 3311 N.E. Couch St, Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 I Client: Diversified Construction By: Matthew V. Nava, P.E. Page Lj3 Project: Gilroy Office Building Date: 08/09/2004 I I I I I I t.E" • F °R 1 5EE 5001A E "° . •- � r` N piL / � i NUM \\ u pR S ppN 1 pis' /,� /, 6 ,,,i I - EN° TM �� , OG I • NUM ri co ot-, 0 0E9, 00- - sin IN E 1 MST72 DIAGRAM 1 4 CMST12 -1 I 1 . I ... I . . Nava Contracting art,Lngineering, Mc. 3311 N.E. Couch St, Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax.: (503) 238 -0533 Client: Diversified Construction -- By: Matthew V. Nava, P.E. Page L ( I Project: Gilroy Office Building Date: 08/09/2004 CD —X PLYWD. I ROOF SHEATHING RgF ''' 10d NAILS AT SAME .k.- SHEARWALL BELOW SAME AS DESIG 1 LS5O'S SPACED PER NOTE 5 OF // / SOLID BLK'G SHEARWALL SCHEDULE 1 i ►: SHEATHING TO 2 X STUD WALL MATCH WALL BELOW I t I 16d NAILS AT SAME SPACING e " AS DESIGNATED SHEARWALL BELOW Fi ril I SOLID BLK'G A__ 1 SHEATHING ;.- LS5O'S SPACED PER NOTE 5 OF I (SEE SHEATLE) SHEARWALL SCHEDULE ' "'.'"-- 2 X STUD WALL ** PERPENDICULAR RAFTERS ** - I ( SEE DETAIL 156 AND 15C FOR ATTIC SHEARWALL AT PERPENDICULAR TRUSSES) CD —X PLYWD. 10d NAILS AT SAME SPACING I ROOF SHEATHING AS DESIGNATED SHEARWALL BELOW ) itz-- 1 2 X STUD WALL (PER SPECS OF I SHEATHING TO WALL BELOW) MATCH WALL BELOW `V� SOLID BLK'G CLG. JST. 1t._ I • I SHEATHING LS5O'S SPACED PER NOTE 5 OF (SEE SCHEDULE) SHEARWALL SCHEDULE ' — 2X STUD WALL I PARALLEL RAFTERS EXTENSION / ROOF I 1 SCALE: 3/4" = 1' —D" ® SHEARWALL ROOF -3 1 lava t..outractung cc iugiiic i rtn , lw.. 3311 N.E. Couch St., Portland, Oregon 97232 ' Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 1 Client: Diversified Construction By: Matthew V. Nava, P.E. Page 4 / - 5 Project: Gilroy Office Building Date: 08/09/2004 10d NAILS AT SAME SPACING AS DESIGNATED SHEARWALL BELOW 2 X STUD WALL I ��SS . WALL BELOW) I SHEATHING TO MATCH WALL BELOW I �'H 4 X BLKN'G I LS5O'S SPACED PER NOTE 5 OF ALL SCHEDULE I SHEATHING .........-re (SEE SCHEDULE) 2 X STUD WALL I TRUSS TOP CHORD til z F II I VERTICAL2X4 , II PLYWD PANEL r © EA. TRUSS - 1 � EDGE '\4. I I � 1 I gI T1- I z ��SI I I I 1 TRUSS DIAGONAL II I I I I I TRUSS BOTTOM I Z r G1a�3P 7 I I d y I __— SHEAR WALL I NQWS: 1. PROVIDE PLYWD PANEL EDGE DIRECTLY ABOVE OR BELOW TRUSS DIAGONAL 2. CUT PLYWD FOR CLOSE FlT AROUND TRUSS TOP & BOTTOM CHORD & TRUSS DIAGONAL 3. PROVIDE 4 X BLOCKING AT ALL PLYWD PANEL EDGES. WIDTH OF BLOCKING TO BE I 1" WIDER THAN TOP & BOTTOM CHORDS AND 2" WIDER THAN DIAGONALS VERTICAL DIM. 4. PROVIDE A35 0 12" O.C. 0 BOTTOM CHORD TO TOP PLATE. 5. NAIL PLYWD TO 4 X BLOCKING AND VERTICAL 2 X 4 WI SAME NAIL SIZE AND SPACING I AS SHEARWALL BELOW. 6. SEE DETAIL 15C FOR. OPTIONAL ATTICE SHEARWALL AT TRUSSES @ATTIC SHEARWALL W/ TRUSSES I SCALE: 3/4" = 1' —O" 0 SHEARWALL 'Nava contracung ez::-r:itgIUCViiH ;, lin.- 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax: (503) 238 -0533 Client: Diversified Construction - By: Matthew V. Nava, P.E. Page Li I Project: Gilroy Office Building Date: 08/09/2004 I I I TRUSS TOP CHORD i 10d NAILS SPACING TO MATCH MATCH SHEARWALL NAIL SPACING I ROOF SHEATHING 0 - SHEARWALL LPT4 sompiyiemsauim� DF 2x FILLER BETWEEN • - • TYPE SPACING 11 • 0 ?� I i EMI 21 1 /2" WIDE PA S 24" OC I �1 ' I I A 24` OC 0:; 1 I 1 ATTIC SHEARWALL TO B 18" OC - / © ' I I C 16" OC MATCH LOWER SPECIFIED D 12" OC I 44 I I % TRUSS WEB 3 E , r, 8 ...,OC.K. ►�1 II /Mr 0 21 1/2" WIDE INDIVIDUAL I PANELS JOINED W/DF 2x FILLER TRUSS WEB 10 TRUSS BOTTOM CHORD LPT4 SCHED NG PER ' ' 1 BOT PLATE W 16d NAILS __ R TO TOP PLATE SPACING TO MATCH SHEARWALL NAIL SPACING �►3� FOR "S" THRU "C" SHEAR _ � 1 " — . - x ,_ WALLS, LPT4 MAY BE REPLAC 1T rr r,I W /16d NAILS AT SAME II II I 44 I SPACING AS SHEARWALL NAIL F.. LOWER SPECIFIED DF 2x FILLER NAILING I I I SHEARWALL AND HOLDOWN I I H I I I I I NAILING PER SHEARWALL I I I I SCHEDULE DF 2x FILLER BETWEEN 21 1/2" WIDE PANEL 0 ATTIC SHEARWALL A SECTION 1 I 1 I I Nava Contracting & _Engineering, inc. I 3311 N.E. Couch St., Portland, Oregon 97232 Ph: (503) 238 -0633 ; Fax : (503) -0533 I Client: Diversified Construction By: Matthew V: Nava, P.E. Page L ( 7 Project: Gilroy Office Building Date: 08/09/2004 I I , 1 I I 1 Od ® 6" O.C. 1 OOF SHEATHING (SEE TYP. WA HEATHILL SEC.) FASTEN TO I TRUSS OR END FRAMING W/ RFTR. W/ WEB 8d 0 6" O.C. OR BLK'G STUD "EDGE" AND N MAX. 24" O.C. 12" O.C. "FIELD" 1- AND BLOCK'G CC ® ALL PANEL 8d ®4" O.C. L.,, EDGES. IMO Ma m 1 !1 I =3. / � o I / � RAFTER • DGE NAILING I 1 4 (SEE SCHED.) Q ►� SHEATHING �� w (SEE SCHEDULE) I m 2 X STUD WALL A35 PER NOTES OF I SHEARWALL SCHEDULE PROVIDE DF 2 X 6 DIAGONAL BRACE AT 4' — 0" O.C. WITH LS50 EA END I PROVIDE DETAIL 16 AT ALL GABLES, TYP. I ROOF /GABLE WALL 1 6 SCALE: 3/4" = 1' -0" 0 SHEARWALL I N- ROOF -4 I � I Nava ContI "�Clllll eermn , Jaws:. 3311 N.E. Couc''St., Portland, Oregon 97232 ' Ph: (503) 2380633 ; Fax : (503) 238 -0533 Client: Diversified Construction By: Matthew V. Nava, P.E. Page L-! r I Project: Gilroy Office Building Date: 08/09/2004 I • ` - UPPER DESIGNATED I SHEAR WALL D ETAIL DEMONSTRATES INTENT OF CONT. LOAD LOWER SHEAR WAS I PATH TO CONCRETE FDTN. AS APPLICABLE DETAIL OND CONDITIONS VARY ACTUAL u * • _ I I • . • • 1 - '. I 1 NV 1 • * i I 0 I** 0 il ° ° 1 PROVIDE CONT. LOAD I PATH TO FOUNDATION PROVIDE HTT22 MIN. AT FDTN. U.N.O. I CONT. LOAD PATH NO SCALE: I I I • I lava t_on 'craeung & EligineerIng, ine. I 331 1 N.E. Couch St, Portland, Oregon 97232''` Ph: (503) 238 -0633 ; Fax : (503) 238 -0533 I Client: Diversified - Construction By: Matthew Nava, P.E. Paf,e C- t ci Project: Gilroy Office Buildinz Date: 08/09/2004 I I I i 5:::.,:::::,,7z/3-K,L_:i/:.„ 1 ® yr Pao vi,� �o/L x 3 7/ T 1 1 - — ': : • 1 -, ■ 7 'S 22. 0.�' sloe �L J y� /b I ° 1 MG / 3is4-x 46, ��T 72 m ,0 ,c - -2x I ® • DF I XS71l.D 1 W/, r'Z2 84 se' I ET 7 4.. 1 ST,e�' 0 '9 /� i rs. • I INaya 111.1 t.,iu ilieeitlii , e.,. 3311.N.E. Couch St., Portland, Oregon 97232 • I Ph:' (503) 238 -0633 ; Fax : (503) 238 -0533 Client: Diversified Construction - -- By: Matthew V. Nava, P.E. - - Page L 2 -V I Project: Gilroy Office Building Date: 08/09/2004 I • • / H S T 7 2 . 1 ' ( I or=�x 6 sruo -.7r) - �G i � y. /6 rr_ i � • i n tis77L I ..5 r) /.. 1 i ::I I ' : f ----"-----------",‘I 1 1 : - ' 4 Ofit .. _ - , ,. . ® , . AlZ 3 / .4x /6 J ' I p�ll 3 /-6 �0 I 1 II 1 I ,-,e©#/ ML 3 - - or46eC, sTVa e4 I , °` 6 s7zro5 II • S.J ''''Co (2> AIL. 3 /4x I I Pi ed y r e �/S7" / X ,o " I' 7 0 , 4 .vo 1 4.er7 2 Z . I I + 24 . y772z e / s4 I • I I 14,', . . • O ‘ - ' i/A 77 'AJ S 7.e.9, /.-) 7 77 . NI 7 Y Nava Contracting & E gineering, Inc. 3311 N.E. Couch St, Portland Oregon 97232 Ph: (503) 238 -0633 ; Fa :; 238 -0533 1 -_ Client: Diversified Construction By: Matthew V. Nava, P.E. Page L L/ ro : Gilro Office Buildin Vertical Anal sis Date: 08/20/2004 I I I #4 BAR CONT.i S it iox /b' CONC. SLAB ON 6 MIL ANCHOR BOLTS MOISTURE BARRIER ON r S SCHED. FOR SPC I ea , 4" GRANULAR FILL • . . : . :. .. - vim. v a. 1 , 1 , 1 , 1 l• l 1 , 1, J 1, 1 l,� • 4'1. - #4 BARS �:• 9" 0/C CO TOP & BOTTOM (TYP.) • > _ - • . • HOLDOWN REFER • TO LAT SCHED FOR SIZE & MIN EBED. • I FTG TO EXTEND 18" PAST EA. END OF / X ! WALL OR TIE INTO *"5" SHEARWALLS REQ. PERPENDICULAR X Y r (1) LAYER OF REBAR FOOTING SHEARWALL „S" 15" 10" AT BOTTOM OF FTG. Oc "B" 17" 20 "C" 18" 30" III "D" 36" 30" INTERIOR SHRWALL FTG. I SCALE : 3/4" = 1' -0" END-5 1 • I ,, 6. 0 Client: Diversified Construction M.V.Nava 11 Project: Gilroy Office Building 08/09/04 SUMMARY II P(seismic) P(wind) v(seismic) v(wind) Length No. a Upper 2127 3536 177 295 0 Rup1 1605 2779 5.0 1 Rup2 1638 2812 4.0 1 Cf, ci Rup3 1672 2846 3.0 1 Lower 3993 5185 121 157 Rup1 217 1041 25.0 1 Rup2 1624 2448 5.0 1 Rup3 1764 2589 3.0 1 S/ 7 a 2 Upper 7172 9000 211 265 Rup1 1674 2212 13.0 1 Rup2 1775 2312 10.0 1 C/o c C /4 ( Rup3 1976 2513 4.0 2 Lower 11869 13199 304 338 Rup1 3920 4764 18.0 1 Rup2 4131 4975 15.0 1 C(9 Rup3 4976 5820 3.0 2 I 3 Upper 5708 5464 119 114 II Rup1 821 770 11.0 1 Rup2 955 904 7.0 1 S/ Rup3 988 937 6.0 4, I II I I I Page 11 _.. .... __ ,_ - _ _ X23 • Client: Diversified Construction M.V.Nava 12 Project: Gilroy Office Building 08/09/04 I SUMMARY CONTINUED I P(seismic) P(wind) v(seismic) v(wind) Length No. A • Upper Rup1 3610 6863 172 327 1451 3000 8.0 1 Rup2 1518 3067 6.0 1 7 I Rup3 1585 3134 4.0 1 lB Upper 8147 13213 251 407 I Rup1 2038 3596 14.0 2 �/ Rup2 2356 3915 4.5 1 z{ I Lower 14014 20562 431 633 Rup1 5351 9125 27.0 1 WV Rup2 6863 10638 5.5 1 I C Upper 3424 6014 342 601 Rup1 3290 5880 4.0 1 D (z( Rup2 3323 5914 3.0 2 1 Lower 5704 9614 407 687 Rup1 6646 11568 4.0 2 04/ I Rup2 6716 11638 3.0 2 I I • I . I I Page 12 I Client: Diversified Construction By: M.V.Nava 1 Project: Gilroy Office Building Date: 08/09/04 Wind 80 Exposure B Il Ce (roof) : 0.72 Ce (wall) = 0.67 Cq = 16.4 p (roof) = 7.79 p (wall) = 14.3 II Roof Slope 9 :12 Ce (in) = 0.4 Ce (out) = 0.7 Roof Tot Ht 39 28 R (roof) = 0.600 Roof Eave 21 10 Roof Mean 24.5 T = Hn (3/4)(.02) = 0.196198 Il Lines : 1 2 3 Eave Ht 21 21 21 Wall Trib 11 28 17 L(s,h) 12 23 48 L(s tot) 12 23 48 a Upper 11 11 11 Wall Trib 11 28 17 L(s,h) 33 39 0 L(s tot) 33 39 0 Lower 0 0 11 Roof Loads I Upper Roof 2750 7000 4250 Lower Roof 0 0 0 Upper P 3536 9000 5464 v 295 391 114 Rup1 2779 3477 770 Rup2 2812 3578 904 Rup2 2846 3913 937 II Lower P 5185 13199 v 157 338 Rup1 1041 4764 Rup2 2448 4975 Rup3 2589 5820 II I I I • Page 1 I Client: Diversified Construction By: M.V.Nava 3 Z:4 Project: Gilroy Office Building Date: 08/09/04 I Wind Speed 80.00 Exposure B Ce (roof) : 0.72 Ce (wall) = 0.67 I Cq = 16.4 p (roof) = 7.79 p (wall) = 14.3 Roof Slope 9 :12 Ce (in) = 0.4 Ce (out) = 0.7 I Roof Tot Ht 39 39 R (roof) = 0.600 Roof Eave 21 21 Roof Mean 30 I Lines : A B C I Eave Ht 21 21 21 Wall Trib 25 49 24 L(s,h) 21 32.5 10 I L(s tot) 21 32.5 10 Upper 11 - 11 11 Walt Trib 25 49 24 I L(s,h) 0 32.5 14 L(s tot) 0 32.5 14 Lower 11 0 0 I Roof Loads Upper Roof 5077 9713 4300 Lower Roof 0 0 0 I Upper P 6863 13213 6014 I v 327 407 601 Rup1 3000 3596 5880 Rup2 3067 3915 5914 1 Rup3 3134 4065 6014 II Lower I P 20562 9614 v 633 687 Rup1 9125 11568 I Rup2 10638 11638 Rup3 11025 11850 I I Page 3 IIIVC ii /3a /.V4 VVI I•.t V... ...� a�.....J, vv'� �.J Client: Diversified Construction By: M.V.Nava 5 Project: Gilroy Office Building Date: 08/09/04 Line 1 Seismic Calculatons Shear Walls Rw = 5.5 1 V = (2.5)(Ca)(I)(Wt) /(1.4)(Rw) Ca = .36 I = 1.0 V = 0.1169 (Wt) Lvi Ht. Wt. hxwx tot hxwx Fx V (total) V(design) I Eave 21 12,768 268,128 0.533 2,127 Upper 11 21,384 235,224 0.467 1,866 • 2,127 2,127 Lower 0 0 0 0.000 0 3,993 3,993 Fndtn 0 34,152 503,352 1.000 3,993 3,993 3,993 Tot Wt = 34,152 lbs V(base) = 3,993 lbs Ft = 0 lbs p(design) = 1.00 Lvi L (tot) v (Design) Upper 12.00 177 Lower 33.00 121 Uplift: I L(tot,used) L1 Rup,1 L2 Rup,2 L3 Rup,3 Upper 12.00 5.00 1605 4 1638 3.0 1672 Lower 33.00 25.00 217 5 1624 3.0 1764 I II II II II II • I • Page 5 �... �.. .,...., 7 I Client' Diversified Construction By: M.V.Nava 6 z. 2 Project: Gilroy Office Building Date: 08/09/04 I Line 2 ne I Seismic Calculatons Shear Walls Rw = 5.5 V = (2.5)(Ca)(I)(Wt) /(1.4)(Rw) Ca = .36. I = 1.0 V = 0.1169 (Wt) I Lvl Ht. Wt. hxwx tot hxwx Fx V (total) V(design) Eave 21 45,120 947,520 0.604 7,172 I Upper 11 56,400 620,400 0.396 4,696 7,172 7,172 Lower 0 0 0 0.000 0 11,869 11,869 Fndtn 0 101,520 1,567,920 1.000 11,869 11,869 11,869 I Tot Wt = 101,520 lbs V(base) = 11,869 lbs I Ft = 0 lbs p(design) = 1.00 I Lvi L (tot) v (Design) Upper 23.00 312 Lower 39.00 304 I Uplift: L(tot,used) L1 Rup,1 L2 Rup,2 L3 Rup,3 Upper 23.00 13.00 2683 10 2783 0.0 3118 I Lower 39.00 18.00 3920 15 4131 3.0 4976 1 I • I I I . I I Page 6 I Client: Diversified Construction By: M.V.Nava 7 C A Project: Gilroy Office Building Date: 08/09/04 Line 3 Seismic Calculatons Shear Walls Rw = 5.5 V = (2.5)(Ca)(I)(Wt) /(1.4)(Rw) Ca = .36 I= 1.0 V = 0.1169 (Wt) Lvl Ht. Wt. hxwx tot hxwx Fx V (total) V(design) Eave 21 36,696 770,616 0.636 5,708 Upper 11 40,028 440,308 0.364 3,262 5,708 5,708 Lower 11 0 0 0.000 0 8,970 8,970 Fndtn 0 76,724 1,210,924 1.000 8,970 8,970 8,970 Tot Wt = 76,724 lbs a V(base) = 8,970 lbs Ft = 0 lbs p(design) = 1.00 Lvl L (tot) v (Design) II Upper 48.00 119 Uplift: L(tot,used) L1 Rup,1 L2 Rup.2 L3 Rup,3 Upper 48.00 11.00 821 7 955 6.0 988 I II I I I I I Page 7 Client: Diversified Construction By: MV. Nava 8 Project: Gilroy Office Building Date: 08/09/04 I Line A • I Seismic Calculatons Shear Walls Rw = 5.5 V = (2.5)(Ca)(I)(Wt) /(1.4)(Rw) Ca = .36 1= 1.0 V = 0.1169 (Wt) I Lvl Ht. Wt. hxwx tot hxwx Fx V (total) V(design) Eave 21 30,880 648,480 1.000 3,610 Upper 11 0 0 0.000 0 3,610 3,610 I 0 11 0 0 0.000 0 3,610 3,610 Fndtn 0 0 0 0.000 0 3,610 3,610 Fndtn 0 30,880 648,480 1.000 3,610 3,610 3,610 I Tot Wt = 30,880 lbs V(base) = 3,610 lbs I Ft = 0 lbs I p(design) = 1.00 Lvl L (tot) v (Design) 1 Upper 21.00 172 I Uplift: L(tot,used) L1 Rup,1 L2 Rup,2 L3 Rup,3 Upper 21.00 8.00 1451 6 1518 4 1585 I • 1 . I I 1 I I I Page 8 • L3 o 0 Client: Diversified Construction By: M.V.Nava 9 Project: Gilroy Office Building Date: 08/09/04 Line B Seismic Calculatons Shear Walls Rw = 5,5 II V = (2.5)(Ca)(I)(Wt) /(1.4)(Rw) Ca = .36 I = 1.0 V = 0.1169 (Wt) Lvi Ht. Wt. hxwx tot hxwx Fx V (total) V(design) III Eave 21 50,480 1,060,080 0.581 8,147 Upper 11 69,390 763,290 0.419 5,866 8,147 8,147 Lower 0 0 0 0.000 0 14,014 14,014 Fndtn 0 0 0 0.000 0 14,014 14,014 Fndtn 0 119,870 1,823,370 1.000 14,014 14,014 14,014 I Tot Wt = 119,870 lbs V(base) = 14,014 lbs Ft = O lbs p(design) = 1.00 1 Lvl L (tot) v (Design) Upper 32.50 251 Lower 32.50 431 Uplift: L(tot,used) L1 Rup,1 L2 Rup,2 Upper 32.50 14.00 2038 4.5 2356 Lower 32.50 27.00 5351 5.5 6863 1 I • I II I II I Page 9 1 Client: Diversified Construction By: �R. V. fVava 10 /-3/ Project: Gilroy Office Building Date: 08/09/04 I Line C I Seismic Calculatons Shear Walls Rw = 5.5 V = (2.5)(Ca)(I)(Wt) /(1.4)(Rw) Ca = .36 I = 1.0 V = 0.1169 (Wt) I Lvl Ht. Wt. hxwx tot hxwx Fx V (total) V(design) Eave 21 21,480 451,080 0.600 3,424 Upper 11 27,310 300,410 0.400 2,280 3,424 3,424 I . Lower 0 0 0 0.000 0 5,704 5,704 Fndtn 0 48,790 751,490 1.000 5,704 5,704 5,704 I Tot Wt = 48,790 lbs . V(base) = 5,704 lbs Ft = 0 lbs I p(design) = 1.00 I Lvl L (tot) v (Design) Upper 10.00 342 I Lower 14.00 407 Uplift: I L(tot,used) L1 Rup,1 L2 Rup,2 Upper 10.00 4.00 3290 3 3323 Lower 14.00 4.00 6646 3 6716 I 1 I I 1 I I Page 10 3 2- I 11/23/00 80 mph Cq = 16.4 70 mph: 12.6 90 mph Cq = 20.8 Ht B C D Ce = .70 for Slope >12:12 0 - 15 0.62 1.06 1.39 16 -20 0.67 1.13 1.45 21 -25 0.72 1.19 1.5 III 26 - 30 0.76 1.23 1.54 30 - 40 0.84 1.31 1.62 40 - 60 0.95 1.43 1.73 Roof DL = 16 psf Lines : 1 2 3 A B C Upper Roof Tub Width 11 28 17 25 49 24 Length 53 80 98 56 45 35 • Lower Roof I Trib Width 0 0 0 0 0 0 Length 98 98 98 56 56 0 II Upper Wall Trib 11 28 17 25 49 24 I # of walls 3 4 9 4 5 4 Wall Length 53 80 98 56 45 35 I # of walls 1 1.5 1 2 3 3 Lower II Wal Trib 17 28 0 25 49 24 # of walls 3 2 0 4 5 2 Wall Length 98 80 0 56 45 35 #of walls 1 1 0 2 '. 1 1 II I II II II I Page 13 4 33 I Client: Diversified Construction By: M.V.Nava Project: Gilroy Office Building Date: 08/09/04 1 Calculation of p Direction of Loading: 1 thru 5 Upper Level Design Story Shear = 15,007 Line V(line) Ltot Lmax v(max; r(i) 1 2,127 12 5 886 0.118 1 2 7,172 23 13 4054 0.208 3 5, 708 48 11 1308 0.079 1 ' Lower Level Design Story Shear = 24,831 Line V(line) Ltot Lmax v(max) r(i) 1 3,993 33 25 3025 0.049 2 11,869 39 18 5478 0.123 3 8,970 r(max) = 0.208 A = 4489 A(sqrt) = 67.00 p = 0.56 1 0 p(design) 1 1 1 1 • I Page 15 Client: Diversified Construction By M.V. Nava L Project: Gilroy Office Building Date: 08/09/04 Calculation of p Direction of Loading: A thru E Upper Level Design Story Shear = 15,181 Line V(line)_ Ltot Lmax v(max) r(i) A 3,610 21 8 1375 0.113 B 8,147 32.5 14 3510 0.165 C 3,424 10 4 1370 0.226 a Lower Level Design . Story Shear = 23,328 Line V(Iine) Ltot Lmax v(max) r(i) A 3,610 B 14,014 32.5 27 11642 0.185 C 5,704 14 4 1630 0.175 II r(max) = 0.226 A = 4489 A(sqrt) = 67.00 p = 0.68 1 0 p(design) = 1 I Ii I II I Page 27 4 ✓. •VI JI* /�i4 ova. • ✓... vi —._.', .. _ ....... Client: Diversified Construction By:, M.V.Nava L31- Project: Gilroy Office Building Date: 08/09/04 I wt Line 1 Line 2 Line 3 I Qnty Wt Qnty Wt Qnty Wt Upper Roof 16 583 9328 2240 35840 1666 26656 Upper Wall 40 86 3440 232 9280 251 10040 12768 45120 36696 Low Roof 16 0 0 0 0 0 0 • Upper Wall 40 86 3440 232 9280 251 10040 Upper Floor 18 583 10494 2240 40320 1666 29988 Main Wall 50 149 7450 136 6800 0 0 I 21384 56400 40028 I I I I A = 4489 1 I I I I I I Page 17 I ';I '*- Client ; Diversified Construction By M.V.Nava Project: Gilroy Office Building Date: 08/09/04 Wt Line A Line B Line C Qnty Wt Qnty Wt Qnty Wt Upper Roof 16 1400 22400 " 2205 35280 840 13440 Upper Wall 40 212 8480 380 15200 201 8040 30880 50480 21480 III Low Roof 16 0 0 0 0 Upper Wall 40 380 15200 201 8040 I Upper Floor 18 2205 39690 840 15120 Main Wall 50 290 14500 83 4150 69390 27310 I I I I • A= 4445 1 I II I I 1 II I I Page 18 II I Client: Diversified Construction , By: m.y.Nava 2 Project: Gilroy Office Building Date: 08/09/04 Shear Walls I Shear Walls No. Length No. Length No. Length No Length 1 I Upper 15 14 13 00 Lower 1 25 1 5 1 3 0 0 I • 2 1 Upper 1 13 1 10 0 0 0 0 Lower 1 18 1 15 23 00 I • 3 II Upper 1 11 1 7 46 2 3 Lower 00 00 00 00 I 1 I . I I I I I I Page 2 I ,•*, .r44 • -':.‘3 •.:a: 1.31 Client: Diversified Construction By M.V.NaVa:, 4 Project: Gilroy Office Building Date: 08/09/04 Shear Walls I Shear Walls No. Length No. Length No. Length No Length I A Upper 18 16 14 13 1 II B Upper 2 14 1 4.5 0 0 0 0 II Lower 1 27 1 5.5 0 0 0 0 1 C Upper 14 23 00 00 Lower 24 23 00 00 1 I II II 1 I 11 I II Page 4 6 I SEP.21.2004 12:59PM BMC WEST NO.644 P.2 /7 ' Member Calculations Report RMC West I 20285 SW Opole Rd. F.O. Sox 1349 Sherwood , OR 97140 503_9254663 1 503- 825 -4613 • Level Nsme; 2- Diversified, Gilroy • Status: Ready to Plot Application: Floor Non Residentisi: Yes I Design Date: 8/27/200411:32:12 AM Report Date: 9/21/2004 12:55:30 PM Qbiect: Beam # 32 General: Feladt ��� 5=14 G J,�' c1 II 3 1/2" x 16" 2.0E Parallam PSL Flies: 1 Length: 22' 10 1/4" I Deflection Criteria: Minimum, Live Load L/360, Total Load L/240 Member Weight per ply (plf): 17.5 Design Value Control Value Result Moment (Ft -lbs) 17033 34955 Passed I Shear (Ibs.) -2363 10827 Passed Live Load Reflection ('') -2763 75" Passed Total Load Deflection ( ") .68" I.12" Passed I Reaction (lbs.) 3259 3850 Passed $s: Bearing Location Input Length Required Length I I Wall #3 0 5 1!2" 5 1 /2" 2 Wall #8 22' 101/4" 2 3/4" 2 3/4" Reactions: . I Assumed Member Weight (pIf): -14 Location Dead Load Live Load Total Load Uplift 1 (lbs.) 4" 1217 1915 3132 •0 2 (Ibs,) 22' 9" 1353 1867 3220 0 I Loads: Load Location Live Dead Type Distributed (plf) 22' 10 1/4" to 0 33.3 to 33.3 28 to 28 FIoor I Distributed (ph) 0 to 1' 8 112" 129.7 to 129.7 108.9 to 108.9 Floor Distributed (plf) 1' S 1/2" to 17' 112" 133.3 to 1333 51.6 to 51.6 Floor Distributed (plf) 1' 8 1/2" to 17' 1/2" -24.3 to -24.3 0 to 0 • Roof I Distributed (plf) 1' 8 112" to 17' 1/2" -14 to -14 0 to 0 Floor Distributed (pit) 17' 1/2" to 21' 6 1/2" 129.7 to 129.7 108.9 to 108.9 Floor Distributed (plf) 21' 6 1/2" to 22' 10 1/4" 129.7 to 129.7 108.9 to 108.9 Floor ' Notes: Design Methodology: ASD • IMPORTANT! The analysis presented above is output from software developed by This joist (TJ). Allowable product values shown are in accordance with current Ti materials and code accepted design values. The specific product application, input design I loads and stated dimensions have been provided by others, have not been checked for conformance with the design drawings of the building, and have not been reviewed by TJ Engineering, I See Trus Joist Framer's Pocket Guide for Product Trademark Information TJ -Xpert 6.35 (1689) D Page 1 2310- R1.JOB I SEP.21.2© ©4 12 :59PM BMC WEST NO.644 P.3 /7 Member Calculations Report 0 BMC West • 20285 $W Cipole Rd. 111 P.O. Box 1349 Sherwood, OR 97140 543425 -9663 503 - 825 -4613 ..�+.+ Level Name; 2- Diversified, Gilroy Status: Ready to Plot Applleelierg Floor Non RosIdential: VOA Design Hato; 8/27/200411;32;12 AM Report Darn: 9/21(2004 12:55:33 M Object: Flush Beam # 30 General: 0 5 1/4" x 16" 2.0E Parallam PSI. Plies: 1 Length: 14' 6 1/4" Deflection Criteria: Minimum, Live Load 1.1360, Total Load L/240 Member Weight per ply (pH): 26.2 Design Value Control Value Result Moment (Pt - lbs) 39796 52432 Passed Shear (lbs.) 8808 16240 Passed Live Load Deflection ( ") 25" .48" Passed Total Load Deflection ( ") .47" .72" Passed Reaction (lbs.) 11201 11201 Passed Bearings : Beating Location Input Length Required Length 1 Wall #4 14' 6 1/4" 0 5 1/4" 2 Wall /l0 • 0 2 3/4" 5 5/16" Reactions: Assumed Member Weight (plf): 14 Location Dead Load Live Load Total Load Uplift: I (lbs.) 14' 6 1/4" 5055 5898 10953 0 • 2 (lbs) 1 1/4" 5128 5983 11112 0 Loads' I Load Location Live Dead Type Distributed (plf) 0 to 4' 3 1/4" 547.4 to 547.4 459.8 to 459.8 Floor Distributed (plf) 4' 3 1/4" to 14' 6 1/4" 547.4 to 547.4 459.8 to 459.8 Floor Distributed (plf) 0 to 14' 6 1/4" 270.8 to 270.8 227.5 to 227.5 Floor Hangers: Bearing # 1 • Not Found Notes: Design Methodology: ASD 1MPDItTANT! The analysis presented above is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current T,T materials and code accepted design values. The specific product application, input design loads and stated dimensions have been provided by others, have not been checked for conformance with the design drawings of the building, and have not been reviewed by TJ Engineering. See Trus Joist Framer's Pocket Guide for Product Trademark Information 11 TJ -Xpert 6.35 0689)D Page 1 2310- F,1.JOB II II • I SEP.21.2004 1 :00PM BMC NEST NO.644 P.4/7 Member Calculations Report BMC West • 1 20285 SW Opole Rd, P.O. Box 1349 Sherwood , OR 97140 503- 925 -9663 I 503 - 825.4613 Level Name: 2- Diversified, Gilroy Status: Ready to Plot 1 Application: Floor Non- rCessdamigl: Yes Design Date: 8/271200411:32:12 AM Report Date: 9/21/2004 12:55:37 PM I Object: Plash Beam # 31 General: 3 1/2" x 16" 2.0E Parallam PSL Plies; 1 Length: 10' 3" I Deflection Criteria: Minimum, Live Load L/360, Total Load L/240 Member Weight per ply (plf): 17.5 Design Value Control Value Result Moment (Ft -lbs) 26416 34955 Passed Shear (lbs.) 7421 10827 Passed Live Load pefleGtian (") .14" .34" Passed Total Load Deflection ( ") .26" .51" Passed I Reaction (1bs) 10629 10629 Passed $ear5n�s• Bearing Location Input Length Required Length I i Wall #4 • 10' 3" 0 2 3/4" 7 7116" 2 Wall #7 0 7 9/16" Reactions; 1 Assumed Member Weight (plo ): 14 Location Dead Load Live Load Total Load Uplift . 1 (lbs.) 10' 3" 4785 5612 10397' 0 2 (lbs.) 1 1/4" 4883 5727 10610 0 I Loads: Load Location Live Dead Typo Distributed (plf) 0 to 10' 3" 558.9 to 558,9 469.4 to 469.4 Floor I Distributed (p11) 0 to 10' 3" 547.4 to 547.4 459.8 to 459.8 Floor . • Hangers: Bearing # 1 1 Not Found • Notes: Design Methodology: ASD I IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current TJ materials and code accepted design values. The specific product application, input design loads and stated dimensions have been provided by others, have not been checked for conformance with the design drawings of the building, and have not been reviewed by TJ Engineering. I I See Tens Joist Framer's Pocket Guide for Product Trademark Information TJ -Xpert 6.35 (#689) D Page 1 2310 -RI MEI I 1 1 ! Ht MiTek Industries, Inc. ' 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 ' Re: 403149 Fax 916/676 -1909 Diversified Construction Gilroy Office • ' The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC West- Sherwood, OR. ' Pages or sheets covered by this seal: R13619318 thru R13619346 My license renewal date for the state of Oregon is December 31, 2005. 1 1 ' D PROfi c �c��� fi yGINR `r /o 66808P C O L OREGON (a K- 4/$E R 13 LO 7 ' C. AN ° .c- EXPIRATION DATE: 12 -31 -05 September 20,2004 Anderson, Bob The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI /TPI -1995 Sec. 2. 1 1 I Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R13619318 403149 Al ROOF TRUSS 14 1 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:39:49 2004 Page 1 - 2 -0 -0 4-8-10 I 9 -1 -7 I 15 -0 -8 I 19 -5 -0 23 -9 -8 28 -2 -0 I 32-6 -8 I 38 -5 -9 I 42 -10-6 I 47 -7 -� 2 -0 -0 4 -8 -10 4 -4 -12 5 -11 -1 4-4 -8 4 -4 -8 4 -4 -8 4 -4 -8 5 -11 -2 4-4 -12 4 -8 -10 I Scale= 1:84.1 6x6 = 0-to 6x6 = 4x5 = 20411 4e5 = 6 in 7 8 9 II "81-W _ :: 4-6 6-20 7 . r 9 18 10-18 3x5 -.% 21 • 3z5 3x6 5 11 I 11-17 10-13 q 19-22 16 -19 3x5 ‹.- g 1 - Bx8 = 3x5 3 t' 20 18 - 12 144 22 5x5 5x5 12 -15 1 ® - 3z5 1 325 ' 3.50 12 16 7 23 4x6 - 400 w 15 I 2 0 �Y 3x5 ; 305 73 24 i4 1 l� a4 II 2x4 It � ekt2 Sxa 4 -8 -10 9 -1 -7 15 -0 - 8 19 -5 -0 23 - 9 - 8 28 -2 -0 32-6 -8 38 -5 -9 I 42 - 10 - 6 47 -7 -0 II I I I 1 I —_I 4 -8 -10 4 -4 -12 5 -11 -1 4 -4 -8 4-4 -8 4 -4 -8 4 -4 -8 5 -11 -2 4 -4 -12 4 -8 -10 Plate Offsets (X,Y): [2:0- 3- 0,Edge], [6:0- 3- 11,Edge], (10:0- 3- 11,Edge], [13:0- 1- 8,Edge], [16:0- 3- 0,Edge], [19:0- 4 -0,0- 3-10], [22:0- 3- 0,Edge] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.57 19 >993 240 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 1.00 Vert(TL) -1.07 19 >528 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.92 13 n/a n/a BCDL 15.0 Code UBC97/ANSI95 (Matrix) Weight: 255 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 2 -2 -5 oc purtins. BOT CHORD 2 X 4 DF 1800F 1.6E 'Except* BOT CHORD Rigid ceiling directly applied or 6 -2 -13 oc bracing. 2 -22 2 X 4 DF No.2 -G WEBS 1 Row at midpt 7 -20, 9 -18 WEBS 2 X 4 HF Std 'Except' • 7 -19 2 X 4 DF 2400F 1.7E, 9 -19 2 X 4 DF 2400F 1.7E, 6-20 2 X 4 DF No.2 -G 10 -18 2 X 4 DF No.2 -G WEDGE Left. 2 X 6 DF No.2, Right: 2 X 3 SPF Std I REACTIONS (lb /size) 13= 2219 /Mechanical, 2= 2369/0 -5-8 Max Horz 2= 385(load case 6) Max UpIift13=- 326(load case 8), 2=- 440(load case 7) II Max Gray 13= 2264(load case 3), 2= 2520(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= 0/134, 2- 3=- 4986/883, 3-4 =- 4688/889, 4-5 =- 4536/902, 5-6 =- 4151/876, 10 -11 =- 4187/613, 11-12=-4784/659, 12- 13=- 5259/685, . 6 -7= 4456/998, 7- 8=- 5942/1244, 8- 9=- 5942/1244, 9-10 =- 4474/826 BOT CHORD 2- 24=- 1024/3956, 23 -24 =- 1025 / 3971, 22 -23 =- 972/3841, 21 -22= -964/ 3872, 20-21= -834/ 3390, 19 -20 =- 1087/4650, 18 -19 =- 908/4668, 17- 18 522 -17 =- 3 88/3950,15 -16 =- 396/3918,14 -15 =- 494/4223,13 -14= -497/4219 WEBS 3 -24= 0/199, 3 -23 =- 123/124, 5 -23 =- 18/319, 5 -21 =- 573/299, 6 -21 =- 150/553, 7 -19 =- 35312121, 8 -19 =- 286/173, 9 -19 =- 597/2090, 10- 17=- 169/596, II 11- 17=- 632/323, 11-15=-51/351, 12- 15=- 291/206, 12 -14= 0/210, 7- 20=- 1842/431, 9 -18 =- 1817/635, 6 -20= 405/2044, 10- 18=- 615/2018 NOTES 1) Wind: ASCE 7 -98: 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; I end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. . 2) Design load is based on 25.0 psf specified roof snow load 3) Unbalanced snow loads have been considered for this design. _ ���t_0 PR 4) Overhang has been design for 2.00 times live load + dead load. s 5) Provide adequate drainage to prevent water ponding. „sCp c G ] N t fi /Q 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. --.4- - 7) A plate rating reduction of 20% has been applied for the green lumber members. ' 66808 PE r 8) Refer to girder(s) for truss to truss connections. �i � 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of beanng j , -..__-__._----- surface. .cam+• - 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 326 lb uplift at joint 13 and 440 lb uplift at joint 2. O[EGON p �� LOAD CASE(S) Standard � iii � � r ��O '9)- "CD''''' EXPIRATION DATE: 12 -31 -05 September 20,2004 meimmilim WARNING - Verify design 7777 Greenback Lane .lJ g parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE. Suite 109 Design valid for use only with ek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Hei I Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 9hts, CA, 95610 Mif is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSII Building Component Y' I , I iTek Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. E IIII 1111 , , Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R13619319 I 403149 Al -CAP COMMON 14 1 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:23:41 2004 Page 1 4-9-9 8-9-0 I 12 -8 17-6 -0 I 4 -9-9 3-11 -7 3 -11 -7 4 -9-9 4x4 = Scale = 1:41.9 3 r•, 9.00 12 1.5x4 1.5x4 1 2 .A .. 4 1 5 Kil 4x5 - 7 6 4x5' 3x8 = 3x4 = I 8-9-0 I 17 -6 -0 I LOADING (psf) 8 8 - SPACING 2 -0 -0 CSI DEFL in (Ioc) 1 /deft lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.09 5 -7 >999 240 MI120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.23 5 -7 >899 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.02 . 5 n/a n/a I BCDL 15.0 Code UBC97 /ANSI95 (Matrix) Weight - 65 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Sheathed or 5-7 -8 oc purlins. I BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 3 SPF Std REACTIONS (lb /size) 1= 801/0 -5-8, 5= 801/0 -5-8 I Max Horz 1=- 196(load case 5) Max Upliftl=- 139(load case 7), 5=- 139(load case 8) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 1058/202, 2 -3 =- 830/192, 3-4 =- 830/192, 4' -5 =- 1058/202 BOT CHORD 1- 7=- 203/824, 6- 7=- 110/824, 5-6 =- 110/824 WEBS 2 -7 =- 351/211, 3-7=-105/658, 4- 7=- 351/211 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. I 2) Design load is based on 25.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. II LOAD CASE(S) Standard • Q,ED P R Ofi6--- � 5 t �GIN F fi w/o 1 6580$PE p r A 1/ Z I - ) O L , OREGON o s 0 � /1 A 3 P LO RT C. Al`3 I ( EXPIRATION DATE: 12 -31 -05 ) September 20,2004 I WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473. BEFORE USE. 7777 Greenback Lane �.■ e I Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /TPI1 Qualify Criteria, DSB -89 and BCSII Building Component M iTe 1' ®f Safety Information available from True Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. R II Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R1361932 403149 A2 PIGGYBACK TRUSS 1 3 Job Reference (optional) BMC West, Sherwood, OR - 97140 5 200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:23:43 2004 Page 1 1 - 2 - - 5-4 -13 1 10-2-11 1 15-0 -8 1 19 -5 -0 1 23 -9 -8 I 28 -2 -0 1 32 -6-8 1 37-4 -5 1 42 -2 -3 1 47 -7 -0 1 2 -0 -0 5-4 -13 4-9 -13 4 -9-13 4 -4 -8 4 -4 -8 4 -4 -8 4 -4 -8 4 -9 -13 4 -9 -13 5-4 -13 Scale = 1:94.0 8x8 = 6x6 = 8x8 I I 6x6 = 8x8 - 9.00 FIT 6 7 8 9 10 7: : i iii /1 �� 1� 1 3x5 3x5 3x6 �i 5 11 3x3x5; i 0 4d I` 13 0 1� 1 / I x6 = 24 23 22 21 20 19 18 17 16 15 14 4x6 = 2x4 I I 4x4 = 8x8 = 4x6 = 8x12 = 4x6 = 6x6 = 4x4 = 2x4 I I III 6x6 = 8x8 = 5-4-13 1 10 -2 -11 1 13 -10 -9 1 -0 -13 23 -9 -8 32 -6-8 3 -8 -7 37 -4 -5 1 42-2-3 1 47 -7 -0 1 5-4-13 4 -9 -13 3 -7 -14 1 -1 -15 8-9 -0 8 -9-0 1 -1 -15 3 -7 -14 4 -9-13 5 -4-13 Plate Offsets (X,Y): [2:0- 6- 0,0 -0 -6], [6:0- 5- 0,0 -2 -0], [7:0- 3- 0,0 -1 -8], [9:0- 3- 0,0 -1 -8], [10:0- 5- 0,0 -2 -0], [13,0- 6- 0,0 -0 -6], [16:0- 4- 0,0 -4 -4], [17:0- 2- 8,0 -2 -8], [19:0- 6- 0,0 -2 -8], [21:0 -2 -8 ,0- 2- 8],[22:0- 4- 0,0 -4 -4] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.17 19 >999 240 MI120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.29 19 >999 180 BOLL 0.0 Rep Stress 'nor NO WB 0.95 Horz(TL) 0.06 13 n/a n/a BCDL 15.0 Code UBC97 /ANSI95 (Simplified) Weight: 1256 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Sheathed or 6 -0-0 oc purlins. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 DF No.2 G *Except* WEBS 1 Row at midpt 6 -22, 7 -21 3-24 2 X 3 SPF Std, 3-23 2 X 3 SPF Std, 5-23 2 X 4 HF Std 5-22 2 X 4 HF Std, 6-22 2 X 6 DF No.2, 7-21 2 X 6 DF No.2 8- 192X8OFNo.2 -G,9 -172 X6 OFNo.2,10- 162X6DFNo.2 a 11- 162X4HF Std, 11- 152X4HF Std, 12 -152X3 SPF Std 12-14 2 X 3 SPF Std REACTIONS (lb /size) 13= 5167 /Mechanical, 2=- 89/0 -5 -8, 22= 13002/0 -5 -8 a Max Horz2= 385(load case 6) Max Upliftl3=- 1444(Ioad case 5), 2=- 589(load case 3), 22=- 3868(load case 6) Max Grav13= 5818(load case 3), 2= 257(load case 5), 22= 14265(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/72, 2 -3= 441/1196, 3 -4 =- 410/1374, 4 -5 =- 410/1374, 5 -6 =- 373/1532, 6 -7 =- 224/210, 7 -8 =- 9715/2906, 8 -9 =- 9715/2906, 9-10=-6708/1988, 10-11=-8383/2417, 11-12=-8707/2371, 12-13=-9109/2333 BOT CHORD 2- 24=- 944/626, 23 -24 =- 944/626, 22- 23=- 1099/555, 21 -22 =- 142/293, 20- 21=- 1491/4944, 19- 20=- 1491/4944, 18-19=-2289/8271, 17-18=-2289/8271, 16-17=-1722/6650, 15-16=-1735/6966, 14-15=-1797/7232, 13-14=-1797/7232 WEBS 3 -24 =0 /250, 3 -23 =- 451/199, 5 -23 =- 84/418, 5 -22 =- 640/291, 6-22 =- 13728/3764, 6-21=-3540/12589, 7 -21 =- 13306/3838, 7 -19 =- 3659/13058, 8-19=-15575/4573, 9 -19 =- 1318/4176, 9 -17 =- 4628/1548, 10 -17 =- 1398/4474, 10 -16 =- 226/603, • 11 -16 =- 586/279, 11 -15 =- 70/351, 12 -15 =- 347/175, 12-14=0/252 PRO F6 ��() �S� NOTES �„cp ,r..0 / 1) 3 -ply truss to be connected together with 10d Common(148 "x3 ") Nails as follows: I4., - Top chords connected as follows: 2 X 4 - 1 row at 0-9 -0 oc. • ,' 66808 P E r" Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc. j / _ Webs connected as follows: 2 X 3 - 1 row at 0-9 -0 oc, 2 X 4 - 1 row at 0 -9 -0 oc, 2 X 6 - 2 rows at 0 -9 -0 oc, 2 X 8 - 3 rows at 0 -5 -0 oc. / 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ' y OREGON r e _ 3) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and OEM 3 �� right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. �`,9 8ER A , GQP 4) Design load is based on 25.0 psf specified roof snow load. T C. ANA 5) Provide adequate drainage to prevent water ponding. Continued on page 2 1 EXPIRATION DATE: 12 -31 -05 September 20,2004 mmOnamismEro WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE Mf1 -7473 BEFORE USE. 7777 Greenback Lane mr.i.me Design -valid for use only Citr with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610e 109 ' Applicability 9 P P P g N 9 9 9 Bracing ..w. of design paramenters and proper incorporation of component is responsibility of building designer - not truss deli ner. Bracin shown � a is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure !s the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing. consult ANSI/TPI1 quality Criteria, DSB -89 and BCSII Building Component IN IY' A ' T ®k® Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive, Madison, WI 53719. i-i II i . Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R13619320 ' 403149 A2 PIGGYBACK TRUSS 1 3 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:23:43 2004 Page 2 NOTES 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. ' 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 15295.21b down and 4395.01b up at 23 -9 -8 on top chord. The design /selection of such special connection device(s) is the responsibility of others. ' LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 6 = -64, 6- 10 = -64, 10- 13 = -64, 2- 13 = -30 Concentrated Loads (lb) Vert: 8=- 13500(F) 1 • 1 • I I I 1 i 4 � ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. ' Applicability of design P proper incorporation component responsibility n aramenters and ro er inco oration of com onent is res shown Citrus Heights, CA, 95610: N of building designer 9 - not truss designer. 9 Bracing is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Suite 109 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPl1 Quality Criteria, D5B -89 and SCSI I Building Component M iT @k® Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. II Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office - R13619321 403149 A2 -CAP MONO TRUSS 2 1 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:23:44 2004 Page 1 4 -5-15 1 8 -6-12 8 4 -5-15 4 -0 -13 0-2 -4 1.5x4 I I Scale = 1:39 7 4 3 I 9.00 1z 1.5x4 0 • z III 1 O dWI ►t Irit BEARINGS @ 24" O.C. 3x5 , i 5 3x4 = 8 -6-12 I I 8 -6-12 LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.21 1 -5 >464 240 MI120 185/144 TCDL 7,0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.52 1 -5 >185 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 15.0 Code UBC97 /ANSI95 (Matrix) Weight: 36 lb LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E TOP CHORD Sheathed or 6 -0 -0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 HF Std *Except* 2- 52X3SPFStd REACTIONS (lb /size) 1= 378/0 -5-8, 5= 409/0 -5 -8 a Max Horz1= 246(load case 4) Max Uplift1=- 35(load case 5), 5=- 175(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 310/64, 2 -3 =- 115/98, 3- 4= -18/0, 3 -5 =- 124/89 BOT CHORD 1 -5 =- 142/216 WEBS 2 -5 =- 271/233 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Design load is based on 25.0 psf specified roof snow load. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. LOAD CASE(S) Standard �i0 P R OF .�� �GIN S 6 % O t- � ct 66808PE 9 ZOL OREGON (01,.. r' � A3 scO �,9r C. A$0 II I EXPIRATION DATE: 12 -31 -05 i September 20,2004 misemrasEnse WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MB -7473 BEFORE USE. 7777 Greenback Lane ■® Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Surie 109 11 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610l�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1l+tt erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TP11 Quality Criteria, DSB -89 and BCSI1 Building Component IV1iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. II ., Job Truss Truss Type pry Ply Diversified Construction- Gilroy Office R13619322 ' 403149 A3 ROOF TRUSS 2 1 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:23:46 2004 Page 1 i -2 -0 -0 1 4-8-10 1 9-1-7 1 15-0 -8 1 19 -5 -0 1 23 -9-8 1 28 -2 -0 1 32-6-8 1 38-5 -9 1 42 -10 -6 1 47 -7 -0 1 I 2 -0-0 4-8-10 4 -4 -12 5 -11 -1 4-4 -B 4 -4 -8 4 -4-8 4-4 -8 5-11 -2 4-4 -12 4 -8 -10 Scale = 1:85.8 6x6 = 6x6 = 4x8 = 3x8 I I 4x6 = I 9.00 ri 2 6 7 8 9 10 sr 3x5 I.; /I/ 3x6 - S e 3x5 Q 5 11 .111 Al / 3 x 5 ..4. V 1 9 / 3x5 �� 3 20 8x10 = 18 12 �' '• 21 5x8 5x6 17 -` 4x4 n 4x4 0 2 23 4x6 3.50 12 5x6 \ 15 13 1 x1 24 4x4 % 4x4 14 d I' axlo = zxa II 2x4 II a 5x10 = I 4 -8 -10 1 9-1 -7 1 15-0-8 1 19-5 -0 1 23-9 -8 1 28-2 -0 1 32 -6 -8 1 38 -5-9 1 42-10-6 1 47 -7 -0 1 I 4-8 -10 4 -4-12 5 -11 -1 4-4-8 4-4 -8 4 -4 -8 4 -4 -8 5-11 -2 4 -4 -12 4-8 -10 Plate Offsets (X,Y): (2:0 -1- 11,0 -0 -61, [6:0- 3- 11,Edge], (10:0- 3- 11,Edge], [13:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.52 19 >999 240 M1120 185/144 I TCDL ' 7.0 Lumber Increase 1.15 BC 0.92 Vert(TL) -0.97 19 >583 180 BCLL 0.0 Rep Stress Ina NO WB 0.96 Horz(TL) 0.76 13 n/a n/a BCDL 15.0 Code UBC97 /ANSI95 (Matrix) Weight: 277 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G *Except* TOP CHORD Sheathed or 2 -3 -15 oc purlins. 6 -10 2 X 4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 3 -6 -0 oc bracing. SOT CHORD 2 X 6 DF No.2 WEBS 2 X 3 SPF Std *Except* WEBS 1 Row at midpt . 7 -19, 9 -19, 7 -20, 6 -20, 10 -18 7-19 2 X 4 DF 2400F 1.7E, 8-19 2 X 6 DF No.2, 9-19 2 X 4 DF 2400F 1.7E 7- 202X4HF Std, 9- 182X4DFNo.2- G,6- 202X4OFNo.2 -G I 10-18 2 X 4 DF No.2-G REACTIONS (lb /size) 13= 2219 /Mechanical, 2= 2369/0 -5-8 1 Max Horz2= 384(load case 6) Max Uplift13=- 1208(Ioad case 8), 2=- 1328(load case 7) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= 0/140, 2 -3 =- 5036/3077, 3 -4 =- 4773/3201, 4 -5 =- 4621/3213, 5-6 =- 4195/3240, 10- 11=- 4232/2987, 11 -12 =- 4870/2995, I 12-13=-5251/2930, 6-7= 4532/4057, 7 -8 =- 6017/6020, 8 -9 =- 6017/6020, 9- 10=- 4549/3888 SOT CHORD 2- 24=- 2807/4027, 23 - = - 2825/4060, 22- 23=- 2899/3911, 21 -22 =- 2885/3943, 20- 21=- 2819/3434, 19 -20 =- 4252/4718, 18 -19 =- 4076/4736, 17- 18=- 2514/3464, 16 -17 =- 2333/4023, 15 -16 =- 2348/3991, 14- 15=- 2351/4273, 13 -14 =- 2341/4252 WEBS 3 -24= 0/200, 3 -23 =- 256/0, 5-23= 0/388, 5-21 =- 665/240, 6 -21 =- 93/608, 7 -19 =- 2764/2092, 8 -19 =- 284/1925, 9-19 =- 3003/2067, 10 -17 =- 125/642, 11 -17= 711/281, 11 -15 =- 18/404, 12 -15 =- 400/107, 12- 14= 0/215, 7 -20 =- 1778/2172, 9- 18=- 1763/2369, 6 -20 =- 2293/2051, 10 -18 =- 2495/2032 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and , -C�} PR OF DS , right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. , 2) Design load is based on 25.0 psi specified roof snow load. K , 1 ... s - 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 66808 PE 1' 5) A plate rating reduction of 20% has been applied for the green lumber members. l �--- -- 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify U capacity of bearing surface. 0 0 � 7REGON Load case(s) 1, 2, 3, 4, 5, 6, 7, 8 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. �F$ER A Q� 9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Ioad(s) 1770.0lb up at 23 -9 -8 on top � C. AS chord. The design /selection of such special connection device(s) is the responsibility of others. Continued on page 2 I ( EXPIRATION DATE: 12 -31 -05 ) September 20,2004 0 7777 Greenback Lane g parameters ters e and READ NOTES ON THIS AND INCLUDED MITEX REFERENCE PAGE MII -7473 BEFORE USE. - WARNING - Verify design Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9 P proper P component responsibility Sure 109 I Applicability of desi n paramenters and ro er incor oration of com onent k res onsibili of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610M1 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing- consult ANSI/TPII quality Criteria, DS11-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M IYe�C Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R13619322 403149 A3 ROOF TRUSS 2 1 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:23:46 2004 Page 2 NOTES 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-6=-64, 10- 13 =64, 2- 19 = -30, 13- 19 = -30, 6- 10 = -64 2) Unbal.Snow -Left: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1 -2 =114, 2- 6 = -77, 10-13=-14, 2-19=-30, 13- 19 = -30, 6- 10 = -64 Concentrated Loads (Ib) Vert: 8= 1770(F) 3) Unbal.Snow- Right: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 6 = -14, 10- 13 = -77, 2- 19 = -30, 13- 19 = -30, 6- 10 = -64 Concentrated Loads'(Ib) Vert: 8= 1770(F) 4) UBC: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 6 = -14, 10- 13 = -14, 2- 19 = -50, 13-19=-50, 6- 10 = -14 Concentrated Loads (Ib) Vert: 8= 1770(F) 5) MWFRS Wind Left: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =8, 2- 6 = -12, 10- 13 =19, 2- 19 = -10, 13- 19 = -10, 6 -10 =41 Horz: 1-2=-16, 2 -6 =4, 10 -13 =28 Drag: 6 -7 =1, 9 -10 = -1 Concentrated Loads (lb) Vert: 8= 1770(F) 6) MWFRS Wind Right: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =12, 2 -6 =19, 10- 13 = -12, 2- 19 = -10, 13- 19 = -10, 6 -10 =41 Horz: 1-2=-21, 2- 6 = -28, 10 -13 = -4 Drag: 6 -7 =1, 9 -10 = -1 Concentrated Loads (Ib) Vert: 8=1770(F) 7) MWFRS 1st Wind Parallel: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pit) Vert: 1 -2 =50, 2 -6 =33, 10- 13 =15, 2- 19 =10, 13- 19 = -10, 6 -10 =15 Horz: 1- 2 = -58, 2- 6 = -42, 10 -13 =24 Drag: 6 -7 =0, 9 -10 = -0 Concentrated Loads (Ib) Vert: 8= 1770(F) 8) MWFRS 2nd Wind Parallel: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =9, 2 -6 =15, 10- 13 =33, 2- 19 = -10, 13- 19 =-10, 6 -10 =15 Horz: 1- 2 = -18, 2- 6 = -24, 10 -13 =42 Drag: 6 -7 =0, 9 -10 = -0 Concentrated Loads (Ib) Vert: 8= 1770(F) II II I ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU- 7473 BEFORE USE. 7777 Greenback Lane ■gD Suite 199 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95619 ;�� Applicability of design par rs and proper incorporation of component is responsibility of ly during - not truss designer. Bracing shown is for lateral support of individual vidual web members only. Additional temporary bracing to insure stability during constriction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIt Quality Criteria, DSB -89 and BCSI1 Building Component Y' I ,. w `+ k ® Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office I 403149 A3 -CAP MONO TRUSS 4 1 R13619323 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc Mon Sep 20 07:23:47 2004 Page 1 4 -5-15 8 -6 -12 81910 I 4 -5-15 4 -0-13 0 -2 -4 1.5x4 I Scale = 1:39.7 4 3 1 I 9.00 12 1.5x4 J 2 uS �� al 1 _ 1 d 3x5 i'.2 BEARINGS @ 24" O.C. 5 3x4 = I 8 -6-12 I I LOADING (psf) 8 - - 12 SPACING 2 -0 -0 CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.21 1 -5 >464 240 MI120 185/144 • TCDL 7.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.52 1 -5 >185 180 BCLL 0.0 Rep Stress Ina YES WB 0.19 Horz(TL) 0.00 5 n/a n/a I BCDL 15.0 Code UBC97 /ANSI95 (Matrix) Weight 36 lb LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E TOP CHORD Sheathed or 6 -0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. I WEBS 2 X 4 HF Std 'Except' 2 -5 2 X 3 SPF Std I REACTIONS (lb /size) 1= 378/0 -5-8, 5= 409/0 -5-8 Max Horz 1= 246(load case 4) Max Upliftl=- 35(Ioad case 5), 5=-175(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension I TOP CHORD 1-2=-310/64, 2-3=-115/98, 3- 4= -18/0, 3 -5 =- 124/89 BOT CHORD 1-5=-142/216 WEBS 2 -5 =- 271/233 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and I right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Design load is based on 25.0 psf specified roof snow load. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard 0 PR ca tiN G N �F, /O 1 w 66808PE ms s' - ZOL- OREGON c�° 0 <S 4 ' /$ER •\3 mac° � C. _AlsyO 1 ( EXPIRATION DATE: 12 -31 -05 September 20,2004 I ® R WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE REFERENCE PAGE IHII-7473 BEFORE USE. 7777 Greenback Lane ■® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenfers and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown Citrus Heights, CA, 95610 l is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M f Ma abrication, quality control, storage, delivery. erection and bracing, consult ANSI /TPIt Quality Criteria, D5B -89 and BCSI1 Building Component i A � iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. III Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R13619324 403149 AGE1 PIGGYBACK TRUSS 1 1 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:23:49 2004 Page 1 -2 -0 -0 15-0 -8 I 32 -6-8 I 47 -7 -0 -H 2 -0-0 15-0 -8 17 -6-0 15-0-8 Scale = 1:87.2 3x6 = 3x6 = 9.00 12 11 12 13 14 15 16 17 18 19 20 10 - 3 C } r, '• 22 III 9 23 3x6 �i 8 24 . 7 25 H E y k - k s∎ II 5 26 4 27 3 2d ° 2 AI 29 0 ;r 1/ _ _ r r - 1 .. g d 4x5 = 54 53 52 51 50 49 48 47 48 45 4443 42 41 40 3938 37 36 35 34 33 32 31 30 4x5 = 5x5 = 5x5= 47 -7 -0 47-7-0 II Plate Offsets (X,Y): [2:0-0-0,0-0-4], [11:0.3- O,Edge], [29:0- 0- 0,0 -0 -4], [39:0-2-4,0-0-4], [44:0- 2- :0-2- 8,0 -3 -4] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/deft Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) n/a - n/a 999 MI120 185/143 TCDL 7.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.08 1 >298 180 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 29 n/a n/a BCDL 15.0 Code UBC97 /ANSI95 (Matrix) Weight: 351 lb LUMBER • BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Sheathed or 6 -0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 4 HF Std WEBS 1 Row at midpt 16-42, 15-43, 14 -45, 13 -46, 12-47, 10 -48, 9 -49 , 17 -41, 18 -40, 19 -38, 20 -37, 22 -36, 23-35 REACTIONS (lb /size) 29= 87/47 -7 -0, 2= 304/47 -7 -0, 42= 188/47 -7 -0, 43= 186/47 -7 -0, 45= 172/47 -7 -0, 46= 190/47 -7 -0, 47= 175/47 -7 -0, 48= 177/47 -7 -0, 49= 189/47 -7 -0, 50= 188/47 -7 -0, 51= 189/47 -7 -0, 52= 182/47 -7 -0, 53= 210/47 -7 -0, 54= 89/47 -7 -0, 41= 189/47 -7 -0, 40= 173/47 -7 -0, 38= 188/47 -7 -0, 37= 176/47 -7 -0, 36= 177/47 -7 -0, 35= 189/47 -7 -0, 34= 188/47 -7 -0, 33= 188/47 -7 -0, 32= 189/47 -7 -0, 31= 185/47 -7 -0, 30= 199/47 -7 -0 Max Horz2= 403(Ioad case 7) Max Uplift29=- 43(load case 6), 2=- 127(load case 5), 42=- 61(load case 5), 43=- 62(load case 6), 45=- 66(load case 6), I 46=- 69(load case 5), 47=- 41(load case 6), 48=- 36(load case 6), 49 =- 102(load case 7), 50=- 92(load case 7), 51=- 95(load case 7), 52=- 86(load case 7), 53=- 123(load case 7), 54=- 23(load case 6), 41=- 61(load case 6), 40=-67(load case 5), 38=- 68(load case 6), 37=- 22(load case 6), 36=- 19(load case 8), 35=- 103(Ioad case 8), 34=- 93(load case 8), 33=- 93(load case 8), 32=- 94(load case 8), 31=- 92(Ioad case 8), 30=- 108(load case 8) Max Grav29= 188(load case 8), 2= 478(toad case 2), 42= 188(load case 3), 43= 187(Ioad case 2), 45= 172(Ioad case 2), 46= 194(load case 3), 47= 182(Ioad case 2), 48= 203(load case 2), 49= 215(Ioad case 2), 50= 212(load case 2), 51= 216(load case 2), 52= 203(load case 2), 53= 255(load case 2), 54= 112(toad case 4), 41= 189(load case 3), 40= 173(load case 3), 38= 191(load case 2), 37= 183(load case 3), 36= 203(load case 3), 35= 215(Ioad case 3), 34= 213(load case 3), 33= 213(load case 3), 32= 214(load case 3), 31= 210(load case 3), 30= 225(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2= 0/133, 2 -3 =- 344/181, 3 -4 =- 297/164, 4 -5 =- 222/159, 5 -6 =- 170/147, 6-7 =- 161/152, 7 -8 =- 118/146, 8-9 =- 74/143, I 9-10=-75/192, 10 -11 =- 66/192, 21 -22 =- 66/187, 22- 23=- 76/157, 23 -24 =- 75/100, 24- 25=- 75/72, 25 -26 =- 96/78, 26- 27=- 170/85, v0 PR OF 27 -28 =- 248/91, 28 -29 =- 330/100, 11- 12=- 28/184, 12- 13=- 28/184, 13 -14 =- 28/184, 14 -15 =- 28/184, 15 -16 =- 28/184, ,\<<, - ,� � $' 5 , 16 -17 =- 28/184, 17 -18 =- 28/184, 18-19=-28/184, 19 -20 =- 28/184, 20- 21=- 28/184 5 �NGINr -- /per BOT CHORD 2- 54 = -0/0, 53- 54 = -0/0, 52- 53 = -0/0, 51- 52 = 0/0, 50- 51 = -0/0, 49- 50 = -0 /0, 48- 49 = -0/0, 47- 48 = -0/0, 46- 47 = -0 /0, 45- 46 = -0/0, . . 44- 45 =0/0, 43- 44 =0/0, 42- 43 =0 /0, 41- 42 =0 /0, 40- 41 =0/0, 39- 40 =0/0, 38 -39 =- 77/284, 37 -38 =- 77/284, 36 -37 =- 77/284, 66808 PE r 35 -36 =- 77/284, 34 -35 =- 77/284, 33 -34 =- 77/284, 32 -33 =- 77/284, 31 -32 =- 77/284, 30- 31=- 77/284, 29 -30 =- 77/284 /� / li. WEBS 16 -42 =- 128/81, 15 -43 =- 128/81, 14- 45=- 128/81, 13 -46 =- 133/90, 12- 47=- 123/60, 10 -48 =- 143/56, 9 -49 =- 155/122, ,4 / / `_ -- - _- 8-50= 153/113, 7-51=-154/114, 5 -52 =- 149/110, 4 -53 =- 171/127, 3-54 =- 82/61, 17 -41 =- 128/81, 18 -40 =- 128/81, 19- 38=- 133/ :v 2 20- 37=- 122/43, 22 -36 =- 143/39, 23 -35 =- 155/123, 24 -34 =- 153/113, 25 -33 =- 153/113, 26 -32 =- 153/113, 27 -31 =- 153/114, O OREGON p 28- 30=- 154/119 Off '1- ", C. 1 2 O . < 'T C. AN ©c Continued on page 2 ( EXPIRATION DATE: 12 -31 -05 September 20,2004 k mmEasszessan ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE hIIf -7473 BEFORE USE. 7777 Greenback Lane ■■s® Design valid for use only with MiTek connectors. This design is based only upon parameters ng component. Suite 109 i l id di i a and is for r n individual building b g p proper component responsibility g . g responsibility Bracing Citrus Heights, CA, 95610iN I � Applicability of design aramenters and ro er inco oration of com onent is res onsibilit of building desi ner - not truss designer. Bracin shown r r* is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliiy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, 058 -89 and BCSI1 Building Component M iTek® Solely Information available from Truss Plate Institute. 583 D'Onofrio Dnve. Madison, WI 53719. 1 , Job Truss Truss Type Oty Ply Diversified Construction- Gilroy Office R13619324 403149 AGE1 PIGGYBACK TRUSS 1 1 Job Reference (optional) BMC West, Sherwood, OR - 97140 5200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:23:50 2004 Page 2 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) Design load is based on 25.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) Overhang has been design for 2.00 times live load + dead load. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 2x4 MI120 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2 -0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 11) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard • • • I I 1 1 1 I I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane mermenetV Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for on Individual building component. Suite s Hei 109 ghts, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown itru is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the re i of the regard erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ng C fabrication, quality control, storage, delivery. erection and bracing. consult ANSI /TPI1 Quality Criteria. DSB -89 and BCSII Building Component F iTek Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. 'tl' I Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R13619325 403149 AGE -CAP COMMON 1 1 ,' Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:23:51 2004 Page 1 I 8 -9-0 I 17-6 -0 I 8-9-0 4x4 = 8 -9-0 Scale = 1:44.2 5 :.5x4 II FR 5x4 9 1 .00112 1.5x4 II 1 15x4 I 1.5x4 I I 8 .....1 . . Mme: �- _ -g II 3x4 i 17 16 15 14 13 12 11 10 3x4 •:. 1. 1.5x4 I I 1.5x4 I I 1.5x4 I I 1.5x4 11 1.5x4 I I 3x4 = 1.5x4 I I 1.5x4 I I I 17 -6 -0 I 17-6 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) I /deft L/d PLATES GRIP 1 TCLL 25.0 Plates Increase 1.15 TC 0.08 Vert(LL) n/a - n/a 999 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.06 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.07 Horz(TL) 0.00 9 n/a n/a BCDL 15.0 Code UBC97 /ANSI95 (Matrix) Weight: 80 lb I LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Sheathed or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 4 HF Std I . REACTIONS (lb /size) 1= 110/17 -6 -0, 9= 110/17 -6 -0, 14= 147/17 -6 -0, 15= 190/17 -6 -0, 16= 174/17 -6 -0, 17= 237/17 -6 -0, 13= 181/17 -6 -0, 11= 159/17 -6 -0, 10= 239/17 -6-0 Max Horz1= 167(load case 7) Max Uplift1=- 27(load case 5), 9=- 13(load case 6), 15=- 91(load case 7), 16=- 89(load case 7), 17=- 117(load case 7), 13=- 91(load case 8), 11=- 91(load case 8), 10=- 117(load case 8) Max Grav1= 116(load case 2), 9= 116(load case 3),'14= 147(load case 1), 15= 222(load case 2), 16= 196(load case 2), 17= 268(load case 2), 13= 213(load case 3), 11= 180(load case 3), 10= 271(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=-170/85, 2 -3 =- 103/75, 3 -4 =- 74/71, 4 -5 =- 75/108, 5 -6 =- 75/95, 6 -7 =- 74/57, 7 -8 =- 80/52, 8 -9 =- 157/62 BOT CHORD 1- 17 = -0 /0, 16- 17 = -0/0, 15- 16 = -0 /0, 14- 15 = -0/0, 13- 14 = -0 /0, 12- 13 =0 /0, 11 -12 =- 47/156, 10 -11 =- 47/156, 9 -10 =- 47/156 WEBS 5 -14 =86/0, 4 -15 =- 160/110, 3-16 =- 145/111, 2 -17 =- 182/128, 6 -13 =- 160/109, 7 -11 =- 145/112, 8-10 =- 181/128 NOTES 1 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail I 3) Deesign gn load is based on 25.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. ' 5) Gable requires continuous bottom chord bearing. �D PR 6) Gable studs spaced at 2 -0 -0 oc. 5j�PNG I N S .6>o C 7 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 9 I 8) A plate rating reduction of 20% has been applied for the green lumber members. 66808 PE LOAD CASE(S) Standard /�t / / /53 O l_ / OREGON rl O d � �• � A3 ✓ T C. ADO EXPIRATION DATE: 12 -31 -05 J September 20,2004 mainserammato [WARNING- Verify design 7 777 Greenback Lane fy gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE b7II-743 BEFORE USE. r_ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Cu rus Heights, 109 eghts, CA, 9561 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 0W I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria. 058.89 and BCSI1 Building Component I Y1 iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. I. Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R13619326 403149 B1 ROOF TRUSS 2 1 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:23:53 2004 Page 1 -2-0-0 1 6-9-1 13 -6 :3 I 17 -0 -0 1 20 -5-13 1 27 -2 -15 1 34 -0 -0 1 36 -0 -0 1 2 -0-0 6-9-1 6-9 -1 3 -5-13 3 -5 -13 6 -9 -1 6-9-1 2 -0 -0 II Scale = 1:66.9 5x6 = 4x4 = 1.5x4 II 4 6 5 I I • -. 9.00 12 3x4 �i 3x4 O 3 A 7 �i ■ 12 ' 5x8 = co 13 11 3x4 3x4 G 2 ' � 14 10 8 0 I ' 1.5x4 11 1.5x4 4,.. s., ).} 1 4.00112 9 5x6 5x6 I 6-9-1 13 -6 -3 1 17 -0 -0 1 20 -5-13 1 27 -2 -15 1 34-0-0 1 6-9-1 6-9-1 3 -5-13 3-5-13 6-9-1 6-9-1 Plate Offsets (X,Y): [2:0-2-5,Edqe], [4:0- 3- 0,0 -2 -2], [8:0- 2- 5,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1 /defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.24 12 >999 240 MI120 185/144 I TCDL 7.0 Lumber Increase 1.15 BC 0.91 Vert(TL) - 0.47 10 -11 >854 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.45 8 n/a n/a BCDL 15.0 Code UBC97 /ANSI95 (Simplified) Weight: 154 lb LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E *Except* TOP CHORD Sheathed or 2 -10 -13 oc purlins. 4 -6 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 8 -1 -14 oc bracing. BOT CHORD 2 X 4 DF No.2 G WEBS 2 X 3 SPF Std 'Except' 4-12 2 X 4 HF Std, 6-12 2 X 4 HF Std WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 REACTIONS (lb /size) 2= 1719/0 -5 -8, 8= 1719/0 -5 -8 1 Max Horz2=- 327(load case 5) Max Uplift2=- 363(load case 7), 8=- 363(load case 8) Max Grav2= 1832(load case 2), 8= 1832(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/67, 2 -3 =- 3510/534, 3 -4 =- 2733/366, 6 -7 =- 2733/307, 7 -8 =- 3510/325, 8 -9= 0/67, 4-5 =- 2898/385, 5 -6= 2898/385 BOT CHORD 2 -14 =7569/2895, 13- 14=- 569/2895, 12 -13 =- 383/2306, 11- 12=- 216/2306, 10- 11=- 178/2895, 8- 10=- 178/2895 WEBS 3 -13 =- 658/339, 3 -14= 0/330,4 -12 =- 75/1216, 5 -12 =- 314/154, 6 -12 =- 324/1216, 7 -11 =- 658/350, 7 -10= 0/330, 4 -13 =- 102/453, 6 -11 =- 107/453 NOTES I 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Design load is based on 25.0 psf specified roof snow load. c P R OFF 3) Unbalanced snow loads have been considered for this design. ,c.. �G I N �€..9 d, /O 4) Overhang has been design for 2.00 times live load + dead load. I 5) Provide adequate drainage to prevent water ponding. '4,, "7 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. �- 66808 P E 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. _ I LOAD CASE(S) Standard � ' --- . Q3 2 (3 F $ER 4 Rp C.A14 I [ EXPIRATION DATE: 12-31-05 September 20,2004 4 v f ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD BEFORE USE. 1 7777 Greenback Lane .,0 ' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation of component is responsibility of building deli ner -not truss designer. Bracing shown Carus Heights, CA, 95610 Is for lateral l 9 P P P P P P Y 9 9 9 g i.w support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI /TPIT Quality Criteria. DSB -89 and BCSI1 Building Component M'Tee' 6 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. R 1 1 Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R13619327 403149 B2 ROOF TRUSS 20 1 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:23:54 2004 Page 1 1 6 -9 -1 13 -6 -3 1 17 -0-0 1 20-5-13 1 27 -2 -15 34 -0-0 36 -0-0 6 -9-1 6 -9 -1 3-5 -13 3 -5-13 6-9 -1 6 -9 -1 2 -0 -0 i 5x6 = Scale = 1:67.8 4x4 = 1.5x4 II 3 5 4 I 9 3x4 O 1 'd 6 G v 11 12 5x6 = 10 ill 3x4 1 1 9 7 0 0 ffia 1.5x4 4 00 12 1.5x4 I � I¢ % 5x6 - d - I 5x6 1 6 -9 -1 l 1 -6-3 17-0-0 1 20 -5-13 1 27 -2 -15 1 34 -0-0 1 6 -9-1 6-9-1 3 -5-13 3 -5 -13 6 -9 -1 6 -9 -1 Plate Offsets (X,Y): [1:0- 2- 5,Edge], [3:0- 3.0,0 -2 -2], [7:0- 2- 5,Edge] i i LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.24 11 >999 240 MI120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.91 Vert(TL) -0.47 9 -10 >854 180 I BCLL 0.0 Rep Stress [nor YES WB 0.87 Horz(TL) 0.45 7 n/a n/a BCDL 15.0 Code UBC97 /ANSI95 (Simplified) Weight: 151 lb LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E *Except* TOP CHORD Sheathed or 2 -10 -13 oc puffins. g 3 -5 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 8 -1 -14 oc bracing. BOT CHORD 2 X 4 DF No.2 G WEBS 2 X 3 SPF Std *Except* 3 -11 2 X 4 HF Std, 5-11 2 X 4 HF Std WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 1 REACTIONS (lb /size) 1= 1576/0 -5 -8, 7= 1719/0 -5-8 Max Horz1=- 349(Ioad case 5) - Max Uplift 1=- 252(load case 7), 7= 363(Ioad case 8) 1 Max Grav1= 1578(load case 2), 7= 1832(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 3510/534, 2 -3 =- 2733/366, 5-6=-2733/307,, 6-7 =- 3510/325, 7 -8 =0/67, 3 -4 =- 2898/385, 4 -5 =- 2898/385 BOT CHORD 1 -13 =- 569/2895, 12-13=-569/2895, 11 -12 =- 383/2306, 10- 11=- 216/2306, 9- 10=- 178/2895, 7- 9=- 178/2895 I WEBS 2 -12 =- 658/339, 2 -13= 0/330, 3-11=-75/1216, 4-11=-314/154, 5 -11 =- 324/1216, 6 -10 =- 658/350, 6 -9= 0/330, 3 -12 =- 102/453, . 5 -10 =- 107/453 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Design load is based on 25.0 psf specified roof snow load. VD PR 3) Unbalanced snow loads have been considered for this design. `�� F� 4) Overhang has been design for 2.00 times live load + dead load. i 5 tJC� I N r �i 5) Provide adequate drainage to prevent water ponding. � 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 66808P E t' 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 1, 7 considers parallel to grain value using ANSIJTPI 1 -1995 angle to grain formula. Building designer should verify Ali ---- capacity of bearing surface. LOAD CASE(S) Standard 9 uL OREGON R 1 ' 'le 0 II L9 � M g ER 3 ' ' ' T C. A$ EXPIRATION DATE: 12- 3,1 -05 j September 20,2004 szemszemmo WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE MII-7473 BEFORE USE. , 7777 Greenback Lane Iwo® Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 Citrus y g p proper incorporation component responsibility building designer r Bracing Citrus Heights, CA, 95610 C Applicability of design aromenters and ro er incor oration of com onent is res onsibili of buildin desi ner - not truss designer. Bracin shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPIl Quality Criteria. D5B -89 and BCSII Building Component ® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. �� iTek I I , Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office I 403149 B3 ROOF TRUSS 2 1 R13619328 Job Reference o.tional BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:23:56 2004 Page 1 i -2-2-0 1 6-7-1 13-4 -3 1 16 -10-0 1 20 -3 -13 1 27 -0-15 33 -10 -0 135 -10.0 I 2-2-0 6-7-1 6-9-1 3 -5.13 3 -5-13 6-9-1 6 -9-1 2 -0 -0 5x6 = Scale = 1 :72.5 4x4 = 1.5x4 I I 4 6 5 I i 9.00 HT ...- 3x4 3 7 12 13 5x8 = 11 3x4 3x4 h- 2 . 14 1 c d g1 / x r 4.00 1 9 Il 6 3 \\ 1.5x4 11 1.5x4 II 1 5x6` 6-7 -1 13 -4-3 1 16 -10 -0 i 20 -3 -13 27 -0-15 1 33 -10-0 - 1 I 6-7-1 6 -9 -1 3-5-13 3 -5-13 6 -9-1 6 -9 -1 Plate Offsets (X,Y): [2:0- 1- 3,Edge], [2:0- 2- 12,Edge], [4:0- 3- 0,0 -2 -2], [8:0- 2- 5,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.23 12 >999 240 MI120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.91 Vert(TL) 0.07 1 >421 180 I BCLL 0.0 Rep Stress !nor YES WB 0.87 Horz(TL) 0.44 8 n/a n/a BCDL 15.0 Code UBC97 /ANSI95 (Simplified) Weight: 154 lb LUMBER BRACING • TOP CHORD 2 X 4 DF 1800F 1.6E 'Except' TOP CHORD Sheathed or 2 -10 -15 oc purlins. I 4 -6 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 8 -2 -11 oc bracing. BOT CHORD 2 X 4 DF No.2 G W EBS 2 X 3 SPF Std 'Except' 4-12 2 X 4 HF Std, 6-12 2 X 4 HF Std WEDGE III Left: 2 X 4 HF Std, Right: 2 X 4 SYP No.3 REACTIONS (lb /size) 2= 1722/0 -5 -8, 8= 1711/0 -5 -8 I Max Horz2= 326(load case 6) Max Uplift2=- 369(load case 7), 8=- 363(load case 8) Max Grav2= 1841(load case 2), 8= 1827(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension I TOP CHORD 1 -2 =0/70, 2 -3 =- 3440/521, 3 -4 =- 2699/359, 6 -7 =- 2711/302, 7 -8 =- 3488/321, 8 -9 =0/67, 4 -5 =- 2870/381, 5-6 =- 2870/381 BOT CHORD 2- 14=- 560/2821, 13- 14=- 560/2821, 12 -13 =- 379/2277, 11- 12=- 214/2287, 10 -11 =- 175/2877, 8 -10 =- 175/2877 WEBS 3 -13 =- 615/331, 3 -14= 0/325, 4 -12 =- 75/1215, 5 -12 =- 313/154, 6 -12 =- 322/1198, 7-11=-658/350, 7-10=0/330, 4-13=-98/433, 6- 11=- 107/453 NOTES I I) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Design load is based on 25.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. C��� P OF 4) Overhang has been design for 2.00 times live load + dead load. �5� NG I NSF s ,/c) I 5) Provide adequate drainage to prevent water ponding. zc,� 9 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 66808 P E {' 7) A plate rating reduction of 20% has been applied for the green lumber members. ` �_ 8) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 9 OREGON c7 Z LOAD CASE(S) Standard 0 '–k• 4 9 i $ Z 0 C. AN ( EXPIRATION DATE: 12 -31 -05 September 20,2004 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. I 7777 Greenback Lane ∎—® Design valid for use only with MiTek of design connectors. This design is based only upon parameters shown, and is for an individual building component. Sure 109 Applicability incor com res shown Citrus Heights, CA, 95670�1 g P aramenters and proper er p incorporation of component is responsibility tY of buldin 9 designer not truss designer. Bracing ¢ for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSI1 Building Component M iTek Safety Information available horn Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. 1 Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R1361932 403149 B3S ROOF TRUSS 1 1 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:23:58 2004 Page 1 I -2-2-0 I 8 -10 -3 I 13 -4 -3 1 16 -10-0 1 20 -3 -13 I 24 -9 -13 1 33 -10-0 1 35 -10-0 2-2-0 8 -10 -3 4 -6-0 3 -5-13 3 -5-13 4 -6-0 9-0-3 2 -0 -0 I 6x6 = Scale = 1:77.3 5x5 = 1 5x4 I I 5 7 6 3x4 i I 3x4 9.00 12 4 8 - -- 5x6 2 i _ I - 3x4 - 2 4x8 �� 3 14 3x4 i 4i...... t5 8x8 = 13 V Q 3x4 3x4 m I 40 11.11111.1... - 16 12 Zi 2 3x4 3x4 4 � 10 c 01 / :_3 3x6 N 11 1$- • 4.00 12 x12 17 THE MODELING OF THIS TRUSS TO CHECK LATERAL LOAD (DUE TO TRANSFER 34 \ Sxt2 �� OF SHEAR FORCE) SHALL BE REVIEWED AND APPROVED BY A QUALIFIED ENGINEER OR ARCHITECT. 1 8 1 13 -4 -3 I 16 -10-0 1 20 -3-13 1 24 -9 -13 1 33 -10-0 8 -10 -3 4 -6-0 3 -5 -13 3-5-13 4 -6 -0 9 -0 -3 Plate Offsets (X,Y): [2:0- 1- 4,Edge], [5:0- 3- 11,Edge), (10:4 -2- 11,0 -1 -8), [10:0 -0- 12,0- 1 -12], (14:0- 4- 0,0 -3 -11] III LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.53 14 -15 >749 240 MI120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.96 Vert(TL) 0.08 1 >374 180 I BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.78 10 n/a n/a BCDL 15.0 Code UBC97 /ANSI95 (Matrix) Weight: 173 lb LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E *Except* TOP CHORD Sheathed or 2 -3-6 oc purlins. 5 -7 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 3-9 -1 oc bracing. BOT CHORD 2 X 4 DF 1800F 1.6E I WEBS 2 X 3 SPF Std *Except* 5- 142X4OFNo.2- G,7- 142X4HFStd SLIDER Left 2 X 4 DF No.2 -G 5 -6 -7, Right 2 X 4 DF No.2 -G 5 -4 -14 1 REACTIONS (lb /size) 2= 1723/0 -5 -8, 10= 1711/0 -5 -8 Max Horz2= 1710(load case 18) Max Uplift2=- 2501(load case 17), 10=- 861(load case 16) Max Grav2= 4221(load case 12), 10= 2566(load case 13) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2= 0/140, 2 -3 =- 8246/5312, 3 -4 =- 7263/4397, 4 -5 =- 5967/3562, 7 -8 =- 3790/1306, 8 -9 =- 4303/1079, 9 -10 =- 5451/2141, 10- 11= 0/133, 5- 6=- 5619/3160, 6 -7 =- 4895/2432 BOT CHORD 2 -16 =- 3092/5236, 15-16=-3334/5526, 14 -15 =- 3359/5257, 13- 14=- 3764/5646, 12- 13=- 3633/6309, 12 -17 =- 3691/6494, I 10 -17 =- 1686/4403 WEBS 4 -15 =- 674/285, 4 -16 =- 140/406, 5-14 =- 1846/2951, 6 -14 =- 312/206, 7 -14= 1176/2022, 8 -13 =- 559/256, 8 -12 =- 16/367, 5- 15=- 179/610, 7-13=-175/557, 3 -16 =- 435/465, 9 -12 =- 194/225 . NOTES I 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and • right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. � P9. eS 2) Design load is based on 25.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. �� A NC' I N 6 - ,q � 4) Overhang has been design for 2.00 times live load + dead load. C7 '✓7 5) Provide adequate drainage to prevent water ponding. 66808 PE 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No: 16 -B, UBC -97. /J t ` E �_ 7) A plate rating reduction of 20% has been applied for the green lumber members. / f 8) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSUTPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 13 � {DG OREGON .8 h s 9) This truss has been designed for a total drag load of 6420 lb. Connect truss to resist drag loads along bottom chord from 32 -10 -0 to O �` 8 , 0 33 -10 -0 for 6420.0 plf. . 418 ER 13',� LOAD CASE(S) Standard �� C. A41 ©�� EXPIRATION DATE: 12 -31 -05 September 20,2004 t lassmmatro A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 111II -7473 BEFORE USE. 7777 Greenback Lane .—.® 7ek connectors, This design is based only upon parameters shown, and is for an individual building component. Suite 109 Design valid for use only with M ' Applicability of desi n aramenters and proper incorporation of component is responsibility of building designer.- not truss designer. Bracing Citrus Heights. CA, 95610'�� PP N 9, P P P rp P P N 9 9 9 9 shown is for lateral support of individual web rrierribers only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 111 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, D5B -89 and BC511 Building Component - 1,1 iTEk� Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1 I Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office 403149 B4 COMMON 1 R13619330 4 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:23:59 2004 Page 1 5 -9-13 11 -4 -15 17 -0 -0 I 22 -7 -1 1 28-2 -3 i 34 -0-0 5 -9-13 5 -7 -1 5 -7 -1 4x12 M1120H 7.1 5-7 -1 5 -9-13 Scale = 1:87.6 5 9.00 12 ii 354 i 3x10 - \\ 4 6 3x4 - 111 3 7 3x8 -2 3x8 2 8 / Q 1 All g ....,__,..._,.. IP li o 6x12 i 15 14 13 12 11 10 16 3x10 I I 5x8 = 10x10 = 8x8 = 8x8 = 3x10 I I 8x16 - 11-41 5 -9 -13 1 11 -4 -15 1 17 -0 -0 22 -7 -1 28-2 -3 1 32 -8-0 i4-0 -? 1 -4 -0 4 -5 -13 5 -7 -1 5-7 -1 5 -7 -1 5 -7 -1 4 -5 -13 1 -4-0 Plate Offsets (X,Y): [1:0- 2- 15,Ed.e 9:0 -5 -9 Ed.e 10:0 -7 -0 0 -1 -8 11:0 -4 -0 0 -4 -12 13:0 -5 -0 0 -6 -12 14:0 -4 -0 0 -5 -8 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.23 11 -13 >999 240 MI120 185/144 I TCDL 7.0 Lumber Increase 1.15 BC 0.91 Vert(TL) -0.43 11 -13 >945 180 MII20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.08 9 n/a n/a BCDL 15.0 Code UBC97 /ANSI95 (Matrix) Weight: 1065 lb LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E `Except* TOP CHORD Sheathed or 5-5 -3 oc purlins. 1 7-9 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. BOT CHORD 2 X 10 DF SS 'G WEBS 2 X 4 HF Std *Except* . 4 -14 2 X 4 DF No.2 -G, 5-13 2 X 4 DF 1800F 1.6E, 6-11 2 X 4 DF No.2 -G 8-10 2 X 4 DF No.2-G, 2-14 2 X 3 SPF Std I WEDGE Right: 2 X 6 SPF No.2 I REACTIONS (lb /size) 1= 19351/0 -5-8, 9= 22846/0 -6 -4 (input: 0 -5-8) Max Horz1=- 394(load case 5) Max Upliftl=- 5565(load case 7), 9=- 6364(load case 8) Max Grav1= 19351(load case 1), 9= 23455(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 26963/7731, 2 -3 =- 21946/6331, 3 -4 =- 21820/6344, 4 -5 =- 16767/4971, 5 -6 =- 16766/4970, 6-7 =- 22038/6395, 7-8=-22164/6382, 8-9=-28684/8121 BOT CHORD 1 -15 =- 6327/21552, 14 -15 =- 6327/21552, 13-14=-5026/17465, 12 -13 =- 4952/17635, 11 -12 =- 4952/17635, 10 -11 =- 6417/22935, 10 -16 =- 6417/22935, 9 -16 =- 6417/22935 WEBS 2 -15 =- 1601/5651, 4-14 =- 2605/8936, 5 -13 =- 5765/19577, 6 -11 =- 2696/9397, 8 -10 =- 2002/7480, 2 -14 =- 5161/1623, 4- 13 7460 /2332,6 -13 =- 7821/2401,8 -11 =- 6728/1968 NOTES �VD PROfi 1) Special connection required to distribute bottom chord loads equally between all plies. t � S 2) 4 -ply truss to be connected together with 10d Common(.148 "x3 ') Nails as follows: i ...t GI I N E S Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. 4cr � 9 Bottom chords connected as follows: 2 X 10 - 4 rows at 0 -4 -0 oc. 66808 PE r Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc, 2 X 3 - 1 row at 0 -9 -0 oc. � i Attach chords with 1/2 inch diameter bolts (ASTM a -307) with washers at 2 -0 -0 on center. ,/�/- _�_ , 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply .2.. I connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 9� O OREGON �e � G' 4) Wnd: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. � M QE R 1 !l 5) Design load is based on 25.0 psf specified roof snow load. � 7' C. ANv 6) All plates are MI120 plates unless otherwise indicated. Continued on page 2 EXPIRATION DATE: 12-31-05 J September 20,2004 e ■ WARNING - Verify 77 Greenback Lane gn parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE E7II - 7473 BEFORE USE. �� ® ftj deli Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding p fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB -89 and BCSI1 Building Component ,Y' iTeke Satety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. L I , 1 Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office 403149 B4 COMMON 1 R1361933 4 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:23:59 2004 Page 2 NOTES 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) WARNING: Required bearing size at joint(s) 9 greater than input bearing size. 10) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5857.51b down and 1278.91b up at 32 =8 -0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 16=- 1080(F =- 1050), 9-16=-30, 1-5=-64, 5 -9 = -64 Concentrated Loads (lb) Vert: 16=- 5170(F) 1 • • I 1 1 1 1 1 1 I 1 1 WARNING design ® Verify g parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7493 BEFORE USE. 7777 Greenback Lane Suite 109 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the I j erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPII Qualify Criteria, DSB -89 and BCSI1 Building Component IM iTek Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. A Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R13619331 403149 BGE I PIGGYBACK TRUSS 1 1 Job Reference (optional) BMC West, Sherwood, OR -97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:24:01 2004 Page 1 -2 -0.0 1 13 -6 -3 20 -5-13 l 34 -0 -0 136 -0 -0 I 2-0-0 13-6 -3 6 -11 -11 13-6 -3 2_0_0 3x4 = Scale = 1:74.1 354 = g 13 10 11 12 8 -0 B 0 i 14 7 15 9.001 6 16 • r I 1. 5 17 4 E 16 I 3 19 2 20 0 I 0 G 0 0 0 8 0 0 0 m 0 D 0 0 D 6 21 1 $ 1 I 3x5 = 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 355 = 354 = I 34-0-0 I I 34 -0.0 Plate Offsets (X,Y): (2:0- 5- 3,0- 0-10], [13:0- 2- 0,Edge], [20:0 -5 -3,0 -0-10] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) n/a - n/a 999 MI120 185/148 I TCDL 7.0 Lumber Increase 1.15 BC 0.26 Vert(TL) -0.08 21 >290 180 BCLL 0.0 Rep Stress !nor NO WB 0.14 Horz(TL) 0.01 20 Na n/a BCDL 15.0 Code UBC97 /ANSI95 (Matrix) Weight 225 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Sheathed or 6 -0-0 oc purlins. I BOT CHORD 2 X 4 DF No.2 G OTHERS 2 X 4 HF Std DOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 1 Row at midpt 11 -30, 10 -31, 8-32, 7 -33, 12 -29, 14 -27, 15 -26 1 REACTIONS (lb /size) 2= 322/34 -0 -0, 30= 192/34 -0-0, 31= 182/34 -0-0, 32= 169/34 -0 -0, 33= 189/34 -0 -0, 34= 188/34 -0-0, 35= 189/34 -0 -0, 36= 183/34 -0 -0, 37= 208/34 -0 -0, 29= 174/34 -0 -0, 27= 161/34 -0 -0, 26= 190/340 -0, 25= 187/34 -0-0, 24= 189/34 -0 -0, 23= 183/34 -0 -0, 22=208/34-0-0, 20= 322/34 -0 -0 Max Horz2= 352(load case 7) Max Uplift2= 97(load case 5), 30=- 70(load case 5), 31=- 49(load case 6), 32=- 7(load case 6), 33=- 98(load case 7), 34=- 96(load case 7), 35=- 88(load case 7), 36=- 115(load case 7), 37 - 53(load case 6), 29=- 55(load case 6), 26=- 97(load case 8), 25=- 96(load case 8), 24=- 87(load case 8), 23=- 115(load case 8), 22=- 52(load case 5), 20=- 59(load case 6) Max Grav2= 478(load case 2), 30= 193(load case 2), 31= 183(load case 2), 32= 190(load case 2), 33= 215(load case 2), 34= 214(load case 2), 35= 209(load case 2), 36= 228(load case 2), 37= 208(load case 1), 29= 175(load case 3), I 27= 181(load case 3), 26= 216(load case 3), 25= 214(load case 3), 24= 209(load case 3), 23= 228(load case 3), 22= 208(load case 1), 20= 478(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2= 0/133, 2 -3 =- 267/167, 3-4 =- 185/146, 4 -5 =- 135/144, 5 -6 =- 83/136, 6 -7 =- 78/161, 7 -8 =- 79/206, 8 -9 =- 59/180, 13- 14=- 59/181 , 14-15 =- 79/192, 15 -16 =- 78/115, 16- 17=- 78/74, 17- 18=- 78/82, 18- 19=- 136/84, 19 -20 =- 220/105, 20- 21= 0/133, 9 -10 =- 30/184, 10 -11 =- 30/184, 11 -12 =- 30/184,12 -13 =- 30/184 BOT CHORD 2-37=-0/0, 36- 37 = -0/0, 35- 36 = -0/0, 34- 35 = -0 /0, 33- 34 = -0/0, 32- 33 = -0/0, 31- 32 = -0/0, 30- 31 = -0/0, 29- 30 = -0/0, 28- 29 =0/0, 27 -28 =- 54/315, 26-27=-54/315, 25-26=-54/315, 24-25=-54/315, 23- 24=- 54/315, 22 -23 =- 54/315, 20- 22=- 54/315 WEBS 11 -30 =- 131/91, 10 -31 =- 123/68, 8 -32 =- 130/27, 7 -33 =- 155/118, 6 -34 =- 153/114, 5- 35=- 153/113, 4 -36 =- 154/116, '\'' PR QF ss 3- 37=- 156/115, 12 -29 =- 123/73, 1427= 130/0, 15 -26 =- 155/118, 16 -25 =- 153/115, 17 -24 =- 153/112, 18 -23 =- 154/116, C4G I N t - ,4 ''47 I NOTES 19 -22 =- 156/115 -/ `t- 66808PE -f 1 1) Wind: ASCE 7-- 98;'90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and � ,1 _-�"- right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. "' 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable 9 OL OREGON � p� O I End Detail" 3) Design load is based on 25.0 psi specified roof snow load. � ��`�£3ER 1 4) Unbalanced snow loads have been considered for this design. .97- C. AN © ' c`• 5) Overhang has been design for 2.00 times live load + dead load. Continued on page 2 t EXPIRATION DATE: 12 -31 -05 1 September 20,2004 WARNING - Verify de 7777 Greenback Lane { (y gn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. � II WARNING Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 Applicability proper incorporation component responsibility designer. Citrus Heights, CA, 95610 1 Y of design 9 P aramenters and P P er rp oration of P onent is P onsibili ty of building designer 9 - not truss des 9 ner. Bracin 9 shown e is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing, consult ANSI /TPII Quality Criteria, DSB -89 and BCSI1 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. 1 Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R13619331 403149 BGE PIGGYBACK TRUSS 1 1 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 5 Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07.24:02 2004 Page 2 NOTES 6) Provide adequate drainage to prevent water ponding. 7) All plates are 1.5x4 MI120 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2 -0 -0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 11) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard 1 • • • IffeZESEUSEESSIM r 1 r 1 I I I 1 1 1 1 I 1 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane or■ ® Design valid for use only witOMTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibilityof building designer- ner- uc} truss ditrus Heights, CA, 95610 in � is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction designer. Bracing shown n s the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSl1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. • 1 I . . Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office 403149 Cl ROOF TRUSS 7 1 R13619332 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:24.03 2004 Page 1 1r2 -0 -0 4 -1 -13 1 8 -0.0 1 15 -8 -6 1 23 -7-4 I 2 -0-0 4 -1 -13 3 -10 -3 7 -8 -6 7 -10 -14 1.5x4 11 Scale = 1:106.7 8 9.00 12 7 II 3x4 i 6 3x4 . 6 ham. _ 5 3x4 ii 9 4x5 i 2x4: `� 4 10 q �/ 3x5 c 3 / 11 12 1 ° 2 K it 4x6 i t 1 3x4 3x8 C--- 6 00 12 1 8-0-0 I 15 -8-6 1 23-7 -4 1 I 8-0-0 7 -8 -6 7 -10 -14 Plate Offsets (X,Y): [2:0- 3- 4,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 • CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.99 Vert(LL) 0.20 12 >999 240 M1120 185/144 1 TCDL 7.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.32 12 >869 180 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.07 9 n/a n/a BCDL 15.0 Code UBC97 /ANSI95 (Simplified) Weight: 133 lb LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E *Except* TOP CHORD Sheathed, except end verticals. ' 1 -5 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 5 -10 -15 oc bracing. BOT CHORD 2 X 6 DF No.2 WEBS 2 X 4 HF Std 'Except' WEBS 1 Row at midpt 4 -10, 6 -9 3-12 2 X 3 SPF Std, 4-12 2 X 3 SPF Std, 6-10 2 X 3 SPF Std 1 REACTIONS (lb /size) 9= 1102/Mechanical, 2= 1232/0 -5-8 Max Horz2= 694(load case 5) Max Uplift9=-482(load case 5), 2=- 178(Ioad case 5) I FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/39, 2 -3 =- 3512/1314, 3 -4 =- 3230/1053, 4 -5 =- 1706/484, 5 -6 =- 1706/484, 6 -7 =- 153/107, 7- 8 = -4/0, 7 -9 =- 260/186 BOT CHORD 2- 12=- 1752/3044, 11- 12=- 1414/2889, 10- 11= 1414/2889, 9 -10 =- 698/1526 WEBS 3 -12 =- 142/311, 4 -12= -5/359, 4 -10 =- 1248/656, 6 -10 =- 104/620, 6-9=-1365/691 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCOL= 4.2psf; BCDL= 5.0psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Design load is based on 25.0 psf specified roof snow load. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. I 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. � ��- © P R Qf . L Sn OAD CASE(S) Standard NG,INe$ ', `r 66808PE te r / / - --- -.. I- 2L OREGON o - 0 < <` X41 E R 1` ' Pte -T C. AN ©� l ( EXPIRATION DATE: 12 -31 -05 i September 20,2004 A WARNING - Verify design 7777 Greenback Lane parameters and READ NOTES ON THIS AND INCLUDED ffiTEX REFERENCE PACE hfB -7473 BEFORE USE. �� r{ fy desi g I Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610±"�� is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the � n. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Suite 109 ' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCS11 Building Component p ,Y' w'Tk Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. �+ 1 Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R1361933 403149 C2 ROOF TRUSS 8 1 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:24.04 2004 Page 1 4 -1 -13 I 8-0-0 15-8 -6 23-7-4 I 4 -1 -13 3 -10-3 7 -8-6 7 -10-14 I 1.5x4 I Scale = 1:104.8 7 9.00 • 12 6 - n 3x41 .5 3x4 fi 5 3x4 i B 11 3 a e 2x4 ,- ,_ / p 3x5 i 2 ., / 10 • 1 1 ° 4x6 0 3x4 i 3x8 % 6.00 12 8 -0 -0 15 -8-6 23 -7 -4 8-0 -0 7 -8 -6 7 -10 -14 I Plate Offsets (X,Y): [1:0- 3- 4,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.99 Vert(LL) 0.20 11 >999 240 MI120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.32 11 >869 180 I BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.07 8 n/a n/a BCDL 15.0 Code UBC97 /ANSI95 (Simplified) Weight: 129 lb LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E `Except* TOP CHORD Sheathed, except end verticals. . - 1-4 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 5 -10 -15 oc bracing. BOT CHORD 2 X 6 DF No.2 WEBS 1 Row at midpt 3 -9, 5-8 WEBS 2 X 4 HF Std *Except` 2-11 2 X 3 SPF Std, 3-11 2 X 3 SPF Std, 5-9 2 X 3 SPF Std REACTIONS (lb /size) 8= 1102/Mechanical, 1= 1089/0 -5 -8 I Max Horz1= 610(load case 5) Max Uplift8=- 482(toad case 5), 1=- 67(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 3512/1314, 2 -3 =- 3230/1053, 3 -4 =- 1706/484, 4 -5 =- 1706/484, 5 -6 =- 153/107, 6- 7 = -4/0, 6-8 =- 260/186 BOT CHORD 1 -11 =- 1752/3044, 10 -11 =- 1414/2889, 9 -10 =- 1414/2889, 8 -9 =- 698/1526 WEBS 2 -11 =- 142/311, 3- 11=- 5/359, 3 -9 =- 1248/655, 5 -9 =- 104/620,5 -8 =- 1365/691 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= S.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Design load is based on 25.0 psf specified roof snow load. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. �R �c) PR 0p6. 4 LOAD CASE(S) Standard ,c �,yC�] N fiFg % ` 66808PE I � f A /' ----- � OREGON 4) , e F - , B ER \ 3 � C. AN© EXPIRATION DATE: 12 -31 -05 September 20,2004 I ,, SEMINSINIZSIMMIS WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IdITEE REFERENCE PAGE MII-7473 BEFORE USE. 7 777 Greenback Lade ■® Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Cone 109 ei ' Applicability of deli n aramenters and proper incorporation of component is responsibility of buildin deli ner - not truss designer. Bracing Citrus Heights, CA, 95610 I Pp N 9 P P P rp P g tY 9 9 9 9 shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/11 Quality Criteria, 058 -89 and BCSI1 Building Component iinnaa Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. �a, iTek I Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office I 403149 C3 ROOF TRUSS 2 2 R13619334 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:24:05 2004 Page 1 f2 -0 -0 4-4 -8 1 10-8 -9 1 17 -0 -11 1 23 -7 -4 1 i 2-0-0 4 -4 -8 6-4-1 6 -4 -1 6-6 -9 2x4 I i Scale = 1:105.0 8 9.00 12 7 3x5 G M 3x4 it' 6 ' 3x5 i 5 10 4 02e.00 � - 4x4 12 S/ 13 A TT.- o 2 4x8 1� ' 14 4x16 i 4x10 II 1 4-4 -8 1 10-8 -9 1 17 -0 -11 1 23 -7 -4 I 4-4-8 6-4-1 6 -4-1 6-6-9 Plate Offsets (X,Y): [2:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.36 13 -14 >778 240 MI120 185/144 I TCDL 7.0 Lumber Increase 1.15 BC 0.89 Vert(TL) -0.68 13-14 >409 180 BOLL 0.0 Rep Stress lncr NO WB 0.91 Horz(TL) 0.11 9 n/a n/a BCDL 15.0 Code UBC97 /ANSI95 (Matrik) Weight: 258 lb LUMBER BRACING I TOP CHORD 2 X 4 DF No.2 *Except* TOP CHORD Sheathed or 2 -5 -1 oc puriins, except end verticals. 1 -5 2 X 4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 9 -11 -3 oc bracing. BOT CHORD 2 X 6 DF No.2 *Except' 2 -12 2 X 6 DF 2400F 1.7E WEBS 1 Row at midpt 3 -13 WEBS 2 X 3 SPF Std 'Except' 3 -14 2 X 4 HF Std, 3-13 2 X 4 HF Std I REACTIONS (lb /size) 9= 1808 /Mechanical, 2= 4681/0 -5-8 Max Horz2= 698(load case 5) Max Uplift9=- 655(load case 5), 2=- 1035(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/77, 2 -3 =- 16037/4097, 3 -4 =- 7062/1902, 4 -5 =- 2927/757, 5 -6 =- 2708/786, 6 -7= 167/89, 7 -8= -16/0, 7 -10= 181/137 BOT CHORD 2 -14 =- 4097/13675, 13 -14 =- 4220/14056, 12 -13= 2130/6213, 11 -12 =- 2123/6289, 10 -11 =- 881/2503, 9 -10 =- 294/808 WEBS 3 -14 =- 713/3496, 3 -13 =- 7114/1912, 4 -13 =- 382/1861, 4 -11 =- 3371/1109, 6 -11 =460/1745, 6 -10 =- 2263/865 NOTES 1) Special connection required to distribute web loads equally between all plies. 2) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc, 2 X 3 - 1 row at 0 -9 -0 oc. 111 Bottom chords connected as follows: 2 X 6 - 3 rows at 0 -4 -0 oc, Except member 12 -9 2 X 6 - 2 rows at 0 -9 -0 oc. Webs connected as follows: 2 X 4 - 2 rows at 0-4 -0 oc, Except member 13 -3 2 X 4 - 1 row at 0 -9 -0 oc, 2 X 3 - 1 row at 0 -9 -0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply �0) P R ofi connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. \.- SS 4) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and , ��G j N� �,4 `C2 5) Design load is based on 25.0 psf specified roof snow load. � � 66808P E p r ii 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. /,� 7) Refer to girder(s) for truss to truss connections. // 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 9 �0� OREGON O� <' 9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4153.Olb down and 1027.31b 0 � �`� ER , r L � O up at 4 -3 -0 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. FA LOAD CASE(S) Standard T C. ANA Continued on page 2 1 EXPIRATION DATE: 12 -31 -05 September 20,2004 k I AI WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE REFERENCE PAGE MII.7473 BEFORE USE. 7777 Greenback Lane ■1..43 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Suite 109 fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/OPll Quality Criteria, DSB -89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I • 1 Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R1361933 403149 C3 ROOF TRUSS 2 , Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:24:06 2004 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 I Uniform Loads (plf) Vert: 1- 7 = -64, 7- 8 = -64, 2 -9 = -30 - Concentrated Loads (lb) Vert: 14=- 4153(F) • • MEMMINNEENZO I I I I I I 1 t 1 I 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M1 -7473 BEFORE USE 7777 Greenback Lane �® Design valid for use only with Mttek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 ' Applicability of design paramenters and proper incorporation of component is responsibility of,building designer - not truss designer. Bracing shown Citrus Heights, CA, 95670 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilhty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. DSB -89 and BCSI1 Building Component M iT @k® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R13619335 I 403149 CGE1 MONO HIP 1 1 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:24:07 2004 Page 1 • 1 -2-0-0 I 15 -0-8 23 -7 -4 I I 2 -0 -0 15-0-8 &6-12 3x4 = Scale = 176.9 3x6 II 11 12 13 14 15 16 - 9 00 12 10 I ' 9 s 3x4 7 .I 5 6 11: 4' r r4 3 4 0 2 A 1 ,:-...4::.::,:-...4::.::::::::::.:::::::::',:.:::.:::.:::.:44,:::.:.:::::; 3x5 ..1.% •• . . • 28 27 26 25 24 23 22 21 20 19 18 17 5x5 = 3x6 11 23 -7 -4 23 -7 -4 Plate Offsets (X,Y): [2:0 -1- 11,0 -1 -8], [11:0- 2- 0,Edge], [22:0- 2- 8,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) n/a - n/a 999 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.59 Vert(TL) -0.08 1 >293 180 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.00 17 n/a n/a BCDL 15.0 Code UBC97 /ANSI95 (Matrix) Weight: 186lb LUMBER BRACING 1 TOP CHORD 2 X 4 DF No.2 G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. SOT CHORD 2 X 4 DF No.2 G SOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 DF No.2 G OTHERS 2 X 4 HF Std WEBS 1 Row at midpt 16 -17, 9 -23, 10-22, 12 -21, 13 -20, 14 -19, 15 -18 I REACTIONS (lb /size) 2= 283/23 -7-4, 17= 57/23 -7 -4, 28= 111/23 -7-4, 27= 208/23 -7 -4, 26= 183/23 -7 -4, 25= 189/23 -7 -4, 24= 188/23 -7-4, 23= 186/23 -7 -4, 22= 188/23 -7 -4, 21= 190/23 -7 -4, 20= 187/23 -7 -4, 19= 194/23 -7 -4, 18= 169/23 -7 -4 Max Horz2= 546(load case 6) Max Uplift2=- 160(load case 5), 17=- 51(Ioad case 6), 28=- 31(load case 6), 27=- 123(Ioad case 7), 26=- 86(Ioad case 7), 1 25=- 95(load case 7), 24=- 92(load case 7), 23=- 103(load case 7), 22=- 61(load case 6), 21=- 89(Ioad case 6), 20=- 87(load case 5), 19=- 95(Ioad case 6), 18=- 118(load case 5) Max Grav2= 455(load case 2), 17= 57(Ioad case 1), 28= 123(Ioad case 4), 27= 253(load case 2), 26= 203(load case 2), 25= 215(load case 2), 24= 212(Ioad case 2), 23= 215(load case 2), 22= 200(Ioad case 2), 21= 190(load case 1), 20= 190(load case 3), 19= 194(load case 1), 18= 169(load case 3) I FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2= 0/133, 2 -3 =- 481/242, 3-4 =- 430/224, 4 -5 =- 376/219, 5 -6= 324/203, 6-7 =- 318/212, 7 -8 =- 272/205, 8 -9 =- 219/199, 9 -10= 169/194, 10- 11=- 112/153, 11 -12 =- 111/144, 12- 13=- 111/144, 13 -14 =- 111/144, 14 -15 =- 111/144, 15- 16=- 111/144, 16 -17 =- 113/205 - BOT CHORD 2-28=-113/146, 27- 28=- 113/146, 26 -27 =- 113/146, 25-26=-113/146, 24 -25 =- 113/146, 23 -24=- 113/146, 22- 23=- 113/146, 21 -22 = 146 - 21 =- 114/ 146,19 -20 =- 114/ 146,18 -19 =- 114/146,17 -18 =- 114/146 WEBS 3 -28 =- 94/71, 4 -27 =- 169/126, 5 -26= 149/111, 7 -25 =- 154/114, 8 -24 =- 152/113, 9 -23 =- 157/122, 10-22= 140/82, 12 -21 =- 128/107, 13 -20 =- 131/94, 14 -19 =- 133/91, 15 -18 =- 135/218 ,g) PR OFz.s NOTES , ,NG '-r ' 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and t..,.. x right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL = 66808 PE 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable ii, / End Detail" 3) Design load is based on 25,0 psf specified roof snow load. I 4) Unbalanced snow loads have been considered for this design. 9 ��} t7 L OREGON p 5) Overhang has been design for 2.00 times live load + dead load. O `2. 0 6) Provide adequate drainage to prevent water ponding. � � r $ER 1' • `y am 7) All plates are 1.5x4 MII20 unless otherwise indicated. -T C. AN�'' 8) Gable requires continuous bottom chord bearing. Continued on page 2 ( EXPIRATION DATE; 12 -31 -05 September 20,2004 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MG-7473 BEFORE USE. 7777 Greenback Lane ■...® Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA. 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding -- fabrication. quality control. storage. delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Ni iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office 813619335 403149 CGE1 MONO HIP 1 1 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:24:08 2004 Page 2 NOTES 9) Gable studs spaced at 2 -0 -0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97, 11) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard • 1 • • VISSINESENERNMO I 1 I I I I I I 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 956101 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown , is for lateral support of individual web,members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/M1 Quality Criteria, DSB -89 and BCSI1 Building Component iV1 iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. L_ Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R13619336 I 403149 CGE2 HIP 1 1 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:24:09 2004 Page 1 1 -2-0-0 I 14 -10 -8 I 23-5-4 I II 2-0-0 14 -10-8 8 -6-12 3x4 = Scale = 1:76.7 3x6 II 11 12 13 14 15 16 9.00 12 3x4 i 8 I • 6 7 • W r� 5 0 1111 9 , 4 2 8r 3 �,� 3xe •• 27 • 26 •) •• ::•:•:•.:•:•: 1•:•':•:•:•:•: • ••• 22 21 20 19 18 17 5x5 = 3x6 I I I 23 -5-4 23 -5-4 Plate Offsets (X,Y): [2:0- 3- 8,Edge], [11:0- 2- 0,Edge], [22:0- 2- 8,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DE FL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) n/a - n/a 999 MI120 185/148 111 TCDL 7.0 Lumber Increase 1.15 BC 0.59 Vert(TL) -0.08 1 >302 180 BCLL 0.0 Rep Stress Ina NO WB 0.18 Horz(TL) 0.00 17 n/a n/a BCDL 15.0 Code UBC97 /ANSI95 (Matrix) Weight 186 lb LUMBER BRACING ' TOP CHORD 2 X 4 DF No.2 G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 DF No.2 G WEBS 1 Row at midpt 16 -17, 9 -23, 10 -22, 12 -21, 13 -20, 14 -19, 15 -18 OTHERS 2 X 4 HF Std WEDGE Left: 2 X 4 HF Std I REACTIONS (lb /size) 2= 282/23 -7 -4, 17= 57/23 -7-4, 28= 94/23 -7 -4, 27= 210/23 -7 -4, 26= 183/23 -7 -4, 25= 189/23 -7 -4, 24= 188/23 -7 -4, 23= 186/23 -7 -4, 22= 188/23 -7 -4, 21= 190/23 -7 -4, 20= 187/23 -7 -4, 19= 194/23 -7 -4, 18= 169/23 -7 -4 I Max Horz2= 543(load case 6) Max Uplift2=- 174(load case 5), 17=- 51(load case 6), 28=- 58(Ioad case 6), 27=- 121(load case 7), 26=- 86(load case 7), . 25=- 95(load case 7), 24=- 92(load case 7), 23=- 103(load case 7), 22=- 61(load case 6), 21=- 89(load case 6), 20=- 87(load case 5), 19=- 95(load case 6), 18=-118(load case 5) Max Grav2= 459(load case 2), 17= 57(load case 1), 28= 114(load case 4), 27= 255(load case 2), 26= 203(load case 2), I 25=215(load case 2), 24= 212(load case 2), 23= 215(load case 2), 22= 200(load case 2), 21= 190(load case 1), 20= 190(load case 3), 19= 194(foad case 1), 18= 169(load case 3) F ORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2= 0/125, 2 -3 =- 497/249, 3 -4 =- 430/224, 4 -5 =- 376/219, 5 -6 =- 324/207, 6 -7 =- 318/212, 7 -8 =- 272/205, 8 -9 =- 219/199, 9 -10=- 169 -11= -112 / 153 , 11 -12 = 1 11/144,12 -13 =- 111 /144,13 -14= -111/ 144 ,14 -15 =- 111/144,15 -16 =- 111/144, 16 -17 =- 113/205 BOT CHORD 2 -28 =- 113/146,27 -28 =- 113/146,26 -27 =- 113/146,25.26 =- 113/146,24 -25 =- 113/146,23 -24 =- 113/146,22 -23 =- 113/146, 21- 22=- 114/146, 20 -21 =- 114/146, 19 -20 =- 114/146, 18-19=-114/146, 17 -18 =- 114/146 4 “Q. PROF S� WEBS 3 -28 =- 86/91, 4 -27 =- 171/126, 5 -26 =- 149/111, 7 -25 =- 154/114, 8 -24 =- 152/113, 9 -23 =- 157/122, 10- 22=- 140/82, < F G 12- 21=- 128/107, 13 -20 =- 131/94, 14 -19 =- 133/91, 15 -18 =- 135/218 ,�CslNEF / im NOTES 7' 66808PE r' .A 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left an: �k n right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. - 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable . End Detail" �L� OREGON O� 3) Design load is based on 25.0 psi specified roof snow load. C3 f t, Q 4) Unbalanced snow loads have been considered for this design. \r `< M QER 1 . p 5) Overhang has been design for 2.00 times live load + dead load. 197- C- AN d 6) Provide adequate drainage to prevent water ponding. Continued on page 2 ( EXPIRATION DATE; 12 -31 -05 September 20,2004 E r WARNING - Verify design ® rU'y pnrnmeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 7777 Greenback Lane MII BEFORE USE. I Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Kir Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Suite 109 fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria. 058.89 and BC511 Building Component A � I ® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison.'Wl 53719. 'Y , e + I 1 Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R1361933 403149 CGE2 MONO HIP 1 1 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:24:09 2004 Page 2 NOTES 7) All plates are 1.5x4 MI120 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2 -0 -0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 11) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard ' • • • 1 r I I 1 i 1 1 1 ENEMEEffelnIMM i 1 ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII -7473 BEFORE USE. 7777 Greenback Lane �® Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Cu Citrus Heights, CA, 95610e 109 Applicability of design aramenters and proper incorporation of component is responsibility of building designer - not truss designer. shown � ww N 9 P P P P P P ty 9 9 9 Bracing `_ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component IVI iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office I 403149 CGE -CAPS MONO TRUSS R13619337 Job Reference (optional) BMC West, Sherwood, OR - 97140 2 1 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:24:10 2004 Page 1 4-6 -11 1 8-6 -12 819 I 4-6-11 4 -0 -1 0 -2-4 1.5x4 I Scale = 1:40.1 4 3 900 12 1.5x4 Q I _ 2 N 1 I I d IMI BEARINGS @ 24" O.C. MI 3x5 5 3x4 = l 8 -6 -12 I I 8 -6 -12 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loci I /deft Ud PLATES GRIP TOLL. 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.17 1 -5 >570 240 MIl20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.43 1 -5 >228 180 BOLL 0.0 Rep Stress Ina' YES WB 0.16 Horz(TL) 0.00 5 n/a n/a I BCDL 15.0 Code UBC97 /ANSI95 (Simplified) Weight: 36 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Sheathed or 6 -0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. ' WEBS 2 X 4 HF Std *Except* 2 -5 2 X 3 SPF Std REACTIONS (lb /size) 1= 385/0 -5-8, 5= 406/0 -5 -8 Max Horz1= 249(load case 4) Max Upliftl=- 41(Ioad case 5), 5 =- 166(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 218/65, 2- 3=- 113/99, 3- 4 = -6/0, 3-5 =- 149/102 I BOT CHORD 1- 5=- 126/177 WEBS 2 -5 =- 223/192 NOTES 1) Wnd: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and I right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Design load is based on 25.0 psf specified roof snow load. 3 ) This truss has been designed for a 10:0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. I LOAD CASE(S) Standard • �� 0 P R oF6- I c G1NEE , ,, ? i 44, 66808P E -sue I 9 �O OREGON © 0 °A'` 41 BER 1 Q�C7 • R II EXPIRATION DATE: 12 -31 -05 September 20,2004 ' parameters ® WARNING - Verify design g p mm tars and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane .....® I Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Sure 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - nol truss designer. Bracing shown Citrus Heights, CA, 95610 Mn . is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the re i of the erector. Additional permanent bracing of the overall structure B the responsibility of the regard e building designer. For general guidance regarding ng fabrication, quality control, storage. delivery. erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSIl Building Component M iTelk® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. I Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R1361933 403149 D1 FLAT 1 ^ 3 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc Mon Sep 20 07 :24:12 2004 Page 1 4 -8 -8 9-6 -13 14-5 -3 I 19 -3 -8 22 -9 -12 I 26 -0-0 4-8-8 4 -10-5 4 -10 -5 4 -10 -5 3-6-4 3 -2-4 1.5x4 I I 5x5 = 3x4 = 3x8 = 1.5x4 H 5x10 = 3x4 = 1.5x4 I pole = 1:46.2 1 2 3 4 5 8 7 8 III a _ L I 1 – — II II is _I MI r=. 16 15 14 13 12 11 10 9 5x5 = 10x10 = 3x10 I I 8x8 = 5x6 = 4x12 I I 6x6 = 4x4 = I 4 -8 -8 9 -6-13 14-5 -3 19 -3 -8 22 -9-12 23 -0 26 -0-0 4 -8 -8 4 -10-5 4 -10 -5 4 -10-5 3 -6-4 0 -2 -4 3 -0 -0 1 Plate Offsets (X,Y): [2:0- 2- 0,0 -1 -8], [10:0- 3- 0,0 -3 -8], [13:0- 4- 0,0- 4 -12], [15:0- 5- 0,0 -5-4] LOADING (psf) SPACING 1 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.70 Vert(LL) -0.12 13 -14 >999 240 M1120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.67 Vert(TL) - 0.23 13-14 >999 180 1 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.06 10 n/a n/a BCDL 15.0 Code UBC97 /ANSI95 (Matrix) Weight: 537 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Sheathed or 6 -0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 DF 2400F 1.7E *Except* BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. 9-12 2 X 6 DF No.2 I WEBS 2 X 3 SPF Std *Except* 2-16 2 X 4 DF No.2-G, 2-15 2 X 4 DF No.2-G, 4-15 2 X 4 HF Std 4-14 2 X 4 HF Std, 4-13 2 X 4 HF Std, 6-13 2 X 4 DF No.2-G 6 -11 2 X 4 HF Std, 6 -10 2 X 4 HF Std I REACTIONS (lb /size) 16=13200/0-5-8, 10= 13471/0 -4 -13 (input: 0 -4 -8) Max Horz 16=- 118(load case 3) Max Uplift16=- 3716(load case 3), 10=- 3818(load case 4) 1 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-16=-88/47, 1 -2=- 46/45, 2 -3 =- 8545/2422, 3-4 =- 8545/2422, 4 -5 =- 11334/3221, 5 -6 =- 11334/3221, 6 -7 =- 203/91, 7 -8 =- 27/30, 8-9=-4/30 ' BOT CHORD 15 -16 5 -16==- 2459/8545, 14 -15 =- 3354/11725, 13 -14 =- 3354/11725, 12 -13 =- 192116779, 11 -12 =- 1921/6779, 10 -11 =- 1921/6779, 9 -10 =- 76/203 WEBS 2 -16 =- 14006/3931, 2 -15 =- 3040/10985, 4-15 =- 5068/1470, 4 -14 =- 1194/4297, 4 -13 =- 623/198, 5 -13 =- 186/90, 6-13 =- 2085/7260 , 6 -11 =- 1493/5566, 6- 10=- 13044/3660, 7 -10 =- 40/171, 7 -9 =- 461/133 . NOTES I 1) 3 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: Top chords connected as follows: 2 X 3 - 1 row at 0 -9 -0 oc, 2 X 4 - 1 row at 0-9 -0 oc. 0 PR F Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -4 -0 oc. ��R F` S Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc, Except member 2 -15 2 X 4 - 1 row at 0 -8 -0 oc, member 6 -11 2 X 4 - 1 row at 0 -7 -0 �� � NGI N E / oc, 2 X 3 - 1 row at 0-9-0 oc. I 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply 6668 PE {` connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL =5.0psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and ,G IJ �7' --- right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 4) Design load is based on 25.0 psf specified roof snow load. 5 '2,- 4) OREGON (-§:" '" I 5) Provide adequate drainage to prevent water ponding 6) This truss has been designed for a10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. O <PF M $E R 13 2 WO O 7) A plate rating reduction of 20% has been applied for the green lumber members. �'T c AN© 8) WARNING: Required bearing size at joint(s) 10 greater than input bearing size. Continued on page 2 t EXPIRATION DATE: 12 -05 September 20,2004 a A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE. 7777 Greenback Lane •■ ® Design valid for, use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. C r 709 Applicability of design commenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Ci trus Heights, CA, 95610` I • is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ■ fabrication, quality control. storage, delivery, erection and bracing. consult ANSI /TPII Quality Criteria, DSB -89 and BCSII Building Component ,1/1 iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. .7 Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office • 403149 D1 FLAT 1 R13619338 3 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:24:12 2004 Page 2 NOTES 9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1804.0lb down and 446.21b up at 4-8 -B, and 1804.0lb down and 446.21b ' up at 19 -3 -8 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-8=-32, 15- 16=- 1038(F =- 1023), 11- 15=- 943(F= -928), 10- 11=- 1038(F =- 1023), 9- 10 = -15 Concentrated Loads (lb) Vert: 15=- 1804(F) 11=- 1804(F) I I I 1 • I 1 1 I WARNING - Verify design 7 777 Greenback Lane fy g parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-74 �3 BEFORE USE. ■ =.1® Design valid for use only with Meek connectors. This design is based only upon parameters shown, and is for an individual building component Suite 109 ei Applicability of design parameniers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is erector. A support of individual web members only. Additional temporary bracing to insure stability during construction is the re i of the erector. Additional permanent bracing of the overall structure is the responsibility of the regarding building designer. For general guidance regarding ng fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPIt Quality Criteria, DSB -89 and BCSI1 Building Component 'Y' p'Tek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R1361933 403149 El ROOF TRUSS 1 ' 2 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:2413 2004 Page 1 • i 5 -0-10 I 9 -8 -0 I 14 -3-6 I 19 -4 -0 I 5 -0 -10 4 -7 -6 5x6 11 4-7-6 5 -0 -10 Scale = 1:65.4 3 •1 I 12.00 12 3x10 - 3x10 \\ 2 , 4 1 I IL 1 5 I I 4x10 // 8 7 6 4x10 \\ 4x10 II 8x8 = 4x10 II 5 -0 -10 i 9 -8-0 14 -3-6 i 19 -4 -0 5-0-10 4-7 -6 4 -7-6 5-0 -10 Plate Offsets (X,Y): [1:0- 1- 13,Edge], (5:0- 1- 13,Edge], [7:0- 4- 0,0 -4 -12] 1 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.11 7 -8 >999 240 M1120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.73 Vert(TL) -0.21 7 -8 >999 180 1 BCLL 0,0 Rep Stress 'nor NO WB 0.91 Horz(TL) 0.04 5 n/a n/a BCDL 15.0 Code UBC97 /ANSI95 (Simplified) Weight: 226 lb LUMBER BRACING TOP CHORD 2 -X 4 DF No.2 G TOP CHORD Sheathed or 4 -4 -0 oc purlins. I BOT CHORD 2 X 6 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 HF Std *Except* • 2 -7 2 X 3 SPF Std, 3 -7 2 X 4 DF No.2 -G, 4 -7 2 X 3 SPF Std REACTIONS (lb /size) 1= 7781/0 -5 -8, 5= 7781/0 -5 -8 1 Max Horz1= 303(load case 6) Max Upliftl=- 2193(load case 8), 5=- 2193(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension I TOP CHORD 1- 2=- 8010/2289, 2 -3 =- 5373/1659, 3-4 =- 5373/1659, 4 -5 =- 8010/2289 BOT CHORD 1- 8=- 1614/5532, 7- 8=- 1614/5532, 6-7 =- 1521/5532, 5- 6=- 1521/5532 WEBS 2 -8 =- 981/3588, 2 -7= 2613/897, 3-7 =- 2193/7303, 4 -7 =- 2613/897, 4 -6 =- 981/3588 NOTES 1) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. , Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -7 -0 oc. . Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc, 2 X 3 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -98, 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and I right exposed ;end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 4) Design load is based on 25.0 psf specified roof snow load. 4,:<;" `�D P R � � ` S S' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. GIN 4.„, vQ 6) A plate rating reduction of 20% has been applied for the green lumber members. Iy " ' 7) Girder carries tie -in span(s): 33 -6 -8 from 0 -0 -0 to 19-4 -0 ( t - 66808 P E (- LOAD CASE(S) Standard �l i ��--- ---- -- 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (pIf) Vert: 1- 3 = -64, 3- 5 = -64, 1-5=-760(F=-730) � O L OREGON rt p4 C7 I '6 A ` 4 ER .N3; Q hi, T C ANA { EXPIRATION DATE: 12-31-05 ) I September 20,2004 mmummagme WARNDNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MT Citrus Heights, CA, 95610 rte ek connectors. This design is based only upon parameters shown. and is for an individual building component. C ru t 119 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �� I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB -89 and BCSII Building Component � � iTek Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. Y' �1 _- I I, Job Truss Truss Type Oty Ply Diversified Construction- Gilroy Office 403149 EGE R13619340 ROOF TRUSS 1 1 I Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:24:15 2004 Page 1 1 - - 9-8-0 1 19 -4-0 ?0-10 - e 1 1 -6-9 9-6-0 4x4 = 9-8 -0 1 -6-9 Scale = 1:72.4 7 1.5x4 I I I n 1.5x4 II 1.5x4 Ile 8 1.5x4 II 12.00 12 1.5x4 II I S 9 1111110 5x4 II 1.5x4 I I 7 ' 4 10 1.5x4 II I 3 11 2 rA1 ••••• : 1 12 rn 1 ..... - ......•.: 1:!• 4!::::::!:!:: ti ❖:! ::: ::!: : :: :i! : :!:: it:l :! :! :! :!:!:! :! :1.~.1! :!: !„-. 131 3x4 = 22 21 20 19 - - 18 - - 17 16 15 14 3x4 I 1.5x4 1 1 1 . 5 x 4 1 1 1 . 5 x 4 II 1.5x4 II 1.5x4 1 1 1 . 5 x 4 II 1.5x4 II 1.5x4 II 1.5x4 I I I 19-4 -0 1 I -40 Plate Offsets (X,Y): [2:0- 4 -2,0- 0-10], (8:0- 0- 0,0 -0-01 [5:0- 0- 0,0 -0 -0], [10:0- 0- 0,0 -0 -0], [11:0:0 - 0- 0,0 -0-0], [12:0- 4- 2,0- 0 -101 [14:0- 0- 0,0-0-0], [15:0-0-0,0-0-0], [16:0- 0- 0,0-0-0], [17:0 -0 -0 ,0-0-01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (foc) 1 /deft Ud PLATES GRIP I TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) n/a n/a 999 MII20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.19 Vert(TL) -0.03 1 >560 180 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.01 12 n/a n/a BCDL 15.0 Code UBC97 /ANS195 (Matrix) Weight - 123 lb I LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Sheathed or 6-0-0 oc puffins. DOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 4 HF Std WEBS 1 Row at midpt 7 -18 1 REACTIONS (lb /size) 2= 243/19 -4 -0, 12= 243/19 -4-0, 18= 138/19 -4-0, 19= 186/19 -4 -0, 20= 186/19 -4 -0, 21= 202/19 -4 -0, 22= 122/19 -4 -0, 17= 186/19 -4 -0, 16= 186/19 -4 -0, 15= 202/19 -4.0, 14= 122/19 -4 -0 Max Horz2=- 313(Ioad case 5) Max Uplift2=- 137(Ioad case 5), 12=- 85(load case 6), 19=- 115(Ioad case 7), 20=- 131(load case 7), 21=- 151(load case 7), I 22=- 55(load case 6), 17=- 110(Ioad case 8), 16=- 133(load case 8), 15=- 150(load case 8), 14=-52(load case 5) Max Grav2= 365(Ioad case 2), 12=365(load case 3), 18= 223(load case 8), 19= 219(load case 2), 20= 207(Ioad case 2), 21= 238(load case 2), 22= 122(load case 1), 17= 219(Ioad case 3), 16= 207(load case 3), 15= 238(load case 3), 14= 122(Ioad case 1) I FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2= 0/121, 2 -3 =- 318/176, 3 -4 =- 239/156, 4 -5 =- 157/146, 5 -6 =- 84/158, 6 -7 =- 84/206, 7 -8 =- 84/185, 8 -9 =- 84/103, 9 -10 =- 87176, 10 -11 =- 176/85, 11 -12 =- 264/104, 12 -13 =0/121 BOT CHORD 2 -22 =- 43/316, 21 -22 =- 43/316, 20-21=-43/316, 19 -20 =- 43/316, 18- 19=- 43/316, 17 -18 =- 43/316, 16 -17 =- 43/316, 15 -16 =- 43/316, 14 -15 =- 43/316, 12 -14 =- 43/316 I WEBS 7 -18 =- 203/0, 6 -19 =- 157/135, 5 -20 =- 151/154, 4 -21 =- 163/159, 3-22 =- 100/111, 8 -17 =- 157/129, 9 -16 =- 151/156, 10 -15 =- 163/158, 11 -14 =- 100/109 NOTES �.0 PR 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= s.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and - Ss right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. ,� L NG I N E fi, / I 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable c> 4, p End Detail" 66808 P E r- 3) Design load is based on 25.0 psf specified roof snow load. ` 4) Unbalanced snow loads have been considered for this design. 5) Overhang has been design for 2.00 times live load + dead load. 1 6) Gable requires continuous bottom chord bearing. Z. O REGON p � Z 7) Gable studs spaced at 2 -0-0 oc. O 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. � ' A 9) A plate rating reduction of 20% has been applied for the green lumber members. � T C. Al LOAD CASE(S) Standard I EXPIRATION DATE: 12 -31 -05 j September 20,2004 : - 7777 Greenback Lane Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M M7 D -7473 BEFORE USE. ��® WARNING - Ve I Design valid for use only with N design P proper incorporation component responsibility building designer designer. Bracing ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicabili of desi n aramenters and ro er incor oration of com onent is res onsibili of buildin desi ner - not truss desi ner. Bracin shown Citrus Heights, CA, 95610 ¢for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/7811 Quality Criteria, DSB -89 and BCSI1 Building Component A 'Tek ® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. , I I Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R13619341 403149 F1 ROOF TRUSS 1 , 2 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:24:16 2004 Page 1 5-0 -6 9 -7 -8 14 -2 -10 19 -3 -0 5-0 -6 4 -7 -2 4 - - 5 -0-6 5x6 I I Scale = 1:65.2 3 •1 12.00 HT 3x10 // 3x10Q 2 4 Al 5 4 • ■ � , Id 4x // 8 7 6 4x10\ I 4x10 I I 8x8 = 4x10 I I 5-0-6 I 9 -7 -8 14 -2 -10 19-3 -0 I 5-0-6 4 -7 -2 4 -7 -2 5-0-6 I Plate Offsets (X,Y): [1:0- 1- 13,Edge], (5:0- 1- 13,Edge], [7:0- 4- 0,0 -4 -12] LOADING (pat) SPACING 2 -0 -0 CSI DEFL in (loc) Ildefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.11 6 -7 >999 240 MI120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.73 Vert(TL) -0.21 6 -7 >999 180 1 BCLL 0.0 Rep Stress Ina NO WB 0.91 Horz(TL) 0.04 5 n/a n/a BCDL 15.0 Code UBC97 /ANSI95 (Simplified) Weight: 225 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Sheathed or 4 -4 -4 oc purlins. I BOT CHORD 2 X 6 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 HF Std *Except* 2-7 2 X 3 SPF Std, 3-7 2 X 4 DF No.2-G, 4-7 2 X 3 SPF Std REACTIONS (lb /size) 1= 7746/0 -5 -8, 5= 7746/0 -5-8 1 Max Horz1=- 302(load case 5) Max Upliftl=- 2184(load case 8), 5=- 2184(Ioad case 7) FORCES (lb) - Maximum Compression /Maximum Tension I TOP CHORD 1 -2= 7974/2278, 2 -3 =- 5348/1652, 3 -4 =- 5348/1652, 4 -5 =- 7974/2278 BOT CHORD 1 -8 =- 1606/5507, 7 -8 =- 1606/5507, 6-7 =- 1514/5507, 5 -6 =- 1514/5507 WEBS 2 -8 =- 977/3573, 2 -7 =- 2601/893, 3 -7 =- 2183/7270, 4 -7 =- 2601/893, 4 -6 =- 977/3573 NOTES 1) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: I Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -7 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc, 2 X 3 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply I connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. � fj � � � , 4) Design load is based on 25.0 psf specified roof snow load. S 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live l per Table No. 16 -B, UBC -97. c \ C� ') ��fi dip, 6) A plate rating reduction of 20% has been applied for the green lumber members. - I 7) Girder carries tie-in span(s): 33 -6-8 from 0 -0 -0 to 19 -3 -0 `r 66808 P E r A I n - LOAD CASE(S) Standard i .'- 1 Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) 2 0 Ci Vert: 1- 3 = -64, 3- 5 = -64, 1- 5=- 760(F= -730) 0 y �REG03 y © em p ty I ; BER • T c. PM- EXPIRATION DATE: 12 -31 -05 J I September: 20,2004 Ismor ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB -7473 BEFORE USE. 7777 Greenback Lane , ..�® Design said for use only with Mrfek connectors. This design is based only upon parameters shown, and is for an individual building component. Cu Citrus 709 I Applicability of ro incorporation responsibility us Hei his, CA, 95610 _ tY design 9 P arameniers and P P er P oration of component is g onsibili tY of building designer 9 - not truss designer. 9 Bracing shown PP licabili 9 � is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding s fabrication. quality control, storage, delivery. erection and bracing. consult ANSI/TPl1 Quality Criteria, DSB -89 and BCSI1 Building Component 1 �� iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I ' . Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R13619342 I 403149 FGE ROOF TRUSS 1 1 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:24:18 2004 Page 1 1 - f -9 1 9-7 -8 19 -3 -0 1 20 -9 -9, 1 -6-9 9 -7 -8 9-7 -8 1-6 -9 4x4 = Scale = 1:72.1 7 1.5x4 I I g 1.5x4 11 1 5x4 I I 6 8 x4 I I 12.00 12 1.5x4 II - 5 9 1.5x4 II 1.5x4 II 4 lit" 1.5x4 i ll 3 1 ;. 2 A Il 12 2 1 .':O•:•:':❖:•::: :!: • ;•;•:•::•:' :• :1: :':!: :• :' :'b : ❖ :' :: ❖ : -. ;• :' :' : ❖: ❖ :'ii:! :• :• ;• : 4 13 \ 3x4 / 22 21 20 19 18 17 16 15 14 3x \ 1.5x4 1 1 1 . 5 x 4 1 1 1 . 5 x 4 1 1 1 . 5 x 4 1 1 1 . 5 x 4 1 1 1 . 5 x 4 1 1 1 . 5 x 4 1 1 1.5x4 1 1 1.5x4 I I I 19-3 -0 I i Plate Offsets (X,Y): [2:0- 1- 9,0 -1- 8],[12:0- 1- 9,0 -1 -8] 19 - LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) 1 /def1 L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) n/a - n/a 999 Mt120 185/148 I TCDL 7.0 Lumber Increase 1.15 BC 0.19 Vert(TL) -0.03 13 >562 180 BCLL 0.0 Rep Stress lncr NO WB 0.19 Horz(TL) 0.01 12 n/a n/a BCDL 15.0 Code UBC971ANSI95 (Matrix) . Weight: 123lb LUMBER BRACING 1 TOP CHORD 2 X 4 DF No.2 G TOP CHORD Sheathed or 6-0-0 oc puffins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 4 HF Std WEBS 1 Row at midpt 7 -18 1 REACTIONS (lb /size) 2= 243/19 -3 -0, 12= 243/19 -3-0, 18= 138/19 -3-0, 19= 186/19 -3 -0, 20= 186/19 -3 -0, 21= 202/19 -3 -0, 22= 119/19 -3 -0, 17= 186/19 -3-0, 16= 186/19 -3 -0, 15= 202/19 -3-0, 14= 119/19 -3-0 Max Horz2= 311(Ioad case 5) Max Uplift2=- 138(Ioad case 5), 12=- 86(load case 6), 19=- 116(Ioad case 7), 20=- 131(load case 7), 21=- 151(load case 7), 22=- 53(load case 6), 17=- 110(load case 8), 16=-133(load case 8), 15=- 150(load case 8), 14=- 51(Ioad case 5) 1 Max Grav2= 365(Ioad case 2), 12= 365(Ioad case 3), 18= 222(load case 8), 19= 219(Ioad case 2), 20= 207(load case 2), 21=238(load case 2), 22= 119(load case 1), 17= 219(load case 3), 16= 207(Ioad case 3), 15= 238(load case 3), 14= 119(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension I TOP CHORD 1 -2= 0/121, 2-3=-317/175, 3 -4 =- 239/156, 4-5 =- 157/146, 5 -6 =- 84/157, 6 -7 =- 84/205, 7 -8 =- 84/184, 8 -9 =- 84/103, 9 -10 =- 87/16, 10 -11 =- 177/85,11 -12 =- 263/103, 12 -13 =0/121 BOT CHORD 2- 22=- 43/315, 21- 22=- 43/315, 20 -21 =- 43/315, 19 -20 =- 43/315, 18- 19=- 43/315, 17 -18 =- 43/315, 16 -17 =- 43/315, 15 -16 =- 43/315, 14-15=-43/315, 12 -14= 43/315 WEBS 7-18=-202/0, 6- 19=- 157/135, 5 -20 =- 151/154, 4-21 =- 164/159, 3-22 =- 98/109, 8- 17=- 157/129, 9-16= 151/156, 10-15=-164/159 , 11 -14 =- 98/107 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and REL) PR ©Fe S right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. I 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable `� ,„ x G I N �F,9 X 0 2 End Detail" 3) Design load is based on 25.0 psf specified roof snow load. � � 66808 P E �� 4) Unbalanced snow loads have been considered for this design. �- „ ,__ ---- -- 5) Overhang has been design for 2.00 times live load + dead load. -. - 6) Gable requires continuous bottom chord bearing. 1 7) Gable studs spaced at 2 -0 -0 oc �, � � OREGON 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. ' 1 � P O 9) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard T C. A1' I ( EXPIRATION DATE :12 -31 -05 ) September 20,2004 WARNING - Verify design parameters 7777 Greenback Lane rtj'y g p eters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT-7473 BEFORE USE. ��® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610'�� PP N 9 P P P P P P N 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, coniult ANSI /TPI1 Quality Criteria, DSB -89 and BCSII Building Component 'v' i iTek Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office 403149 G1 COMMON 1 1 R13619341 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07 24:19 2004 Page 1 4 -1 -10 7 -10-0 11 -6 -6 I 15 -8 -0 4 -1 -10 3-8 -6 4x8 II 3-8-6 4 -1 -10 Scale = 1:53.6 3 ii I 1200 I 12 3x10 // II 3x10 • 2, Ci ) 4 I ;' I o ; = I��1� 1 . . 0 4x12 . . 8 7 6 4x12 O 1 3x10 II 10x10 = 3x10 II 4 -1 -10 l 7 -10-0 11 -6 -6 15 -8 -0 4 -1 -10 3-8-6 3 -8 -6 4 -1 -10 I Plate Offsets (X,Y): [1:0- 2- 4,0 -1 -8], [5:0-2- 4,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.09 7 -8 >999 240 MI120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.17 7 -8 >999 180 I BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.04 5 n/a n/a BCDL 15.0 Code UBC97 /ANSI95 (Simplified) Weight: 95 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Sheathed or 2 -7 -2 oc purlins. I BOT CHORD 2 X 6 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 9-7 -3 oc bracing. WEBS 2 X 4 DF No.2 G *Except* WEBS 1 Row at midpt 3 -7, 2 -7, 4 -7 2-7 2 X 3 SPF Std, 4-7 2 X 3 SPF Std WEDGE Left: 2 X 6 SPF No.2, Right: 2 X 6 SPF No.2 1 REACTIONS (lb /size) 1= 4494/0 -5 -8, 5= 4494/0 -5 -8 Max Horz 1= 246(load case 6) Max Upliftl=- 1238(load case 8), 5=- 1238(load case 7) 1 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 4595/1291, 2 -3 =- 3086/968, 3 -4 =- 3086/968, 4 -5 =- 4595/1291 BOT CHORD 1 -8 =- 914/3157, 7- 8=- 914/3157, 6-7 =- 838/3157, 5 -6 =- 838/3157 WEBS 2 -8 =- 526/2003, 3 -7 =- 1245/4127, 4 -6 =- 526/2003, 2 -7 =- 1497/542, 4 -7 =- 1497/542 1 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right.exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Design load is based on 25.0 psf specified roof snow load. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. I 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Girder carries tie -in span(s): 23 -7 -4 from 0 -0 -0 to 15-8 -0 .0 P R OF6 6) In the LOAD CASE(S) section, loads applied to the.face of the truss are noted as front (F) or back (B). co, N N $� / LOAD CASE(S) Standard - I <t 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 ' 66808PE S r Uniform Loads (p1f) ` Vert: 1- 5= 527(F= -497), 1- 3 = -64, 3 -5 = -64 9 C OL OREGON r a 4' O <s' :- , , 9 � 41$ER -N ', �O I P T Oc- C. AS EXPIRATION DATE; 12- 31 -05) I September 20,2004 WARNING - Verify desi n 7 777 Greenback Lane ® g parameters a nd R EAD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE1771 - 7473 BEFORE USE. ■■ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown CiW s Heights, CA, 95610i is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidonce regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component IY' I iTek Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. I Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R13619344 I 403149 GGE ROOF TRUSS 1 1 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:24:21 2004 Page 1 i - - 1 7 -10-0 1 15 -8 -0 1 17 - - 1 I 1-6-9 7 -10 -0 4x4 = 7 -10 -0 1 - - Scale = 1:56.5 6 I 1.5x4 II 6 1.5x4 11 1.5x4 II 5 7 I 12.00 FT q 1.5x4 II 8 1.5x4 11 • 1.5x4 9 11 I 3 9 2 Ail 10 m Ia 3x4 = 18 17 16 15 14 13 12 3x4 = 1.5x4 I I 1.5x4 I I 1.5x4 I I 1.5x4 I I 1.5x4 I I 1.5x4 I I 1.5x4 I I I 15-8 -0 1 15-8 -0 Plate Offsets (X,Y): [2:0- 4- 2,0- 0- 10],[7:0 -0- 0,0-0- 0],[8:0- 0- 0,0 -0- 0],[9:0- 0- 0,0 -0- 0],[10:0- 4- 2,0- 0 -10], [12:0- 0- 0,0 -0- 0],[13:0 -0- 0,0-0- 0],[14:0- 0- 0,0 -0 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1 /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) n/a - n/a 999 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.03 11 >556 180 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.01 10 n/a n/a BCDL 15.0 Code UBC97 /ANSI95 (Matrix) Weight: 93 lb LUMBER BRACING 1 TOP CHORD 2 X 4 DF No.2 G TOP CHORD Sheathed or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. • OTHERS 2 X 4 HF Std ' REACTIONS (lb /size) 2= 246/15 -8 -0, 10= 246/15 -8-0, 15= 139/15 -8 -0, 16= 183/15 -8 -0, 17= 201/15 -8 -0, 18= 136/15 -8 -0, 14= 183/15 -8 -0, 13= 201/15 -8 -0, 12= 136/15 -8 -0 Max Horz2= 255(load case 6) Max Uplift2=- 112(load case 5), 10=- 70(load case 6), 16=- 115(load case 7), 17=-156(load case 7), 18=- 58(load case 6), 14= 111(load case 8), 13=- 157(load case 8), 12=- 55(load case 5) 1 Max Grav2= 365(load case 2), 10= 365(load case 3), 15= 177(load case 8), 16= 212(load case 2), 17= 236(load case 2), 18= 136(load case 1), 14= 212(load case 3), 13= 236(load case 3), 12= 136(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2= 0/121, 2 -3 =- 240/146, 3 -4 =- 165/126, 4 -5 =- 84/120, 5-6 =- 84/171, 6-7 =- 84/150, 7 -8 =- 84/74, 8-9=-108/69, 9 -10 =- 189/88, i 10 -11 =0/121 BOT CHORD 2 -18 =- 32/267, 17 -18 =- 32/267, 16 -17 =- 32/267, 15 -16 =- 32/267, 14 -15 =- 32/267, 13 -14 =- 32/267, 12 -13 =- 32/267, 10 -12 =- 32/267 WEBS 6 -15 =- 158/0,5 -16 =- 156/138, 4- 17=- 162/164, 3-18 =- 110/115, 7 -14 =- 156/134, 8-13 =- 162/165, 9- 12=- 110/114 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= S.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable P 8 End Detail" ` 0 ��F 3) Design load is based on 25.0 psf specified roof snow load. � .�ej �GiN F9 So 1 4) Unbalanced snow loads have been considered for this design. �C 5) Overhang has been design for 2.00 times live load + dead load. - 66808 P E { 6) Gable requires continuous bottom chord bearing. a4 { 7) Gable studs spaced at 2 -0 -0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. .y 1 9) A plate rating reduction of 20% has been applied for the green lumber members. 9 D� pREGON © � e LOAD CASE(S) Standard cS� @E qh7© e 1 EXPIRATION DATE_ 12 -31 -05 J September 20,2004 e • ® WARNING - Verify design parameters and READ NOTES ON TINS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design parameniers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 mom n or a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding @� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB -89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison. WI 53719. I Job Truss Truss Type Qty Ply Diversified Construction- Gilroy Office R13619345 403149 H1 ROOF TRUSS 1 2 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07.24:22 2004 Page 1 2-11-2 5 -9 -1 8-6 -15 11-4-14 14-4 -0 { 2 -11 -2 2 -9 -14 2 -9-14 2 -9 -14 2 -11 -2 ( Scale = 1:24.3 1.5x4 I I 3x12 = 3x10 = 1.5x4 I I I 1 2 3 4 3x6 = 5 3x12 = 6 1; IIINIMIM IIIII1= - ---ei 12 4x12 = 11 10 9 8 7 I 6x6 = 2x4 I I 3x5 = 6x6 = 4x12 = I I 2.11 -2 l 5-9-1 8 -6 -15 I 11 -4 -14 14-4 -0 _ 2 -11 -2 2 -9-14 2 -9 -14 2 -9-14 2 -11 -2 1 Plate Offsets (X,Y): [8:0- 3- 0,0 -4-0], [11:0- 3- 0,0 -4 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) l/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.83 Vert(LL) -0.35 9 >486 240 MII20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.65 9 >259 180 I BCLL 0.0 Rep Stress Ina NO WB 0.80 Horz(TL) 0.09 7 n/a n/a BCDL 15.0 Code UBC97 /ANSI95 (Simplified) Weight: 137 lb LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E TOP CHORD Sheathed or 2 -8 -3 oc puriins, except end verticals. I BOT CHORD 2 X 6 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 9 -4 -1 oc bracing. WEBS 2 X 4 HF Std *Except* 2-12 2 X 4 DF 1800F 1.6E, 3-11 2 X 4 DF No.2-G, 3-10 2 X 3 SPF Std 3- 92X3SPF Std, 4- 92X3SPF Std, 4- 82X4OFNo.2 -G 5- 72X4OF1800F1.6E I REACTIONS (lb /size) 12= 4128 /Mechanical, 7= 4128 /Mechanical Max Horz12=- 30(Ioad case 3) Max Uplift12=- 1160(load case 3), 7=- 1160(load case 4) 1 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -12 =- 89/46, 1-2=-7/9, 2 -3 =- 11792/3319, 3 -4 =- 17798/5005, 4 -5 =- 11792/3319, 5- 6 = -7/9, 6-7= -89/46 BOT CHORD 11-12=-3329/11792, 10 -11 =- 5012/17798, 9- 10=- 5012/17798, 8 -9 =- 5009/17798, 7 -8 =- 3320/11792 WEBS 2-12=-12248/3441, 2-11=-837/3130, 3 -11 =- 6232/1753, 3 -10 =- 372/1480, 3-9=-3/3, 4-9=-373/1480, 4 -8 =- 6232/1753, I 5 -8 =- 837/3130,5 -7 =- 12248/3441 NOTES 1) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9 -0 oc. . I Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc, 2 X 3 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply cp PR O connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. .`�F' F;s 3) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and Gh5 �1-- ,9 X0 right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. , I 4) Design load is based on 25.0 psf specified roof snow load. �� y 66808 P E t` 5) Provide adequate drainage to prevent water ponding. /J� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. tG- a„,,------ " 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. - 5 ) 1- 0 OREGON O 9) Girder carries tie-in span(s): 23 -1 -12 from 0 -0 -0 to 14 -4 -0 Q� L rh o O � LOAD CASE(S) Standard $ � A p,G Q` Continued on page 2 EXPIRATION DATE; 12 I September 20,2004 ' design I WARNING - Verify g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 BEFORE USE. 7777 Greenback LZrie �® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 11 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 956101M41 support of individual web members only. Additional temporary bracing to insure stability during is for lateral su +! ing construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Y' I•\ A iTek • 1 , Job Truss Truss Type Oty Ply Diversified Construction- Gilroy Office R13619345 403149 H1 ROOF TRUSS 1 2 Job Reference (optional) BMC West, Sherwood, OR - 97140 5 200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:24:22 2004 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 6 = -64, 7-12=-524(F=-494) • i I 1 A WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE Mir/ 73 BEFORE USE. 7777 Greenback Lane � �® ' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citru 109 ty design p proper incorporation component responsibility g designer Bracing Citrus Heights, CA, 95610; Applicability of desi n aramenters and ro er inco oration of coin onent is res of buildin desi ner - not truss designer. Bracin shown +C is for lateral support of individual web members only. Additional temp r orary bracing to insure stability during construction is the esponsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ' ANSI /TPI1 Qualify Criteria, DSB -89 and BCSI1 Building Component M iTek Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. 1 Job Truss Truss Type Qty ' Ply Diversified Construction- Gilroy Office R1361934 403149 K1 ROOF TRUSS 7 1 Job Reference (optional) BMC West, Sherwood, OR - 97140 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Sep 20 07:24:23 2004 Page 1 I -4-4 -8 1 6-6-0 I 12 -9 -8 I 19-3 -8 I 4 -4 -8 6 -6 -0 6-3-8 6-6-0 3x4 Scale = 1:102.6 7 6 9.00 12 3x4 i I • 5 3x4 i • 3x4 i 8 • 4 �'� 4x5 0 ii 3 I' 9 3x4 r 3x8 % O ch 111 // 6.00 / 10 12 2 � 1 1 4x6 % 3x12 i `I 1 12 1 3x4 I -4 -4 -8 6-6 -0 12 -9 -8 19-3 -8 4 -4 -8 6-6 -0 6-3-8 6-6 -0 I Plate Offsets (X,Y): [11:0- 2- 8,0 -1 -8) LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.44 Vert(LL) 0.06 9 -11 >999 240 MI120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0,32 Vert(TL) -0.12 9 -11 >999 180 I BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.02 8 n/a n/a BCDL 15.0 Code UBC97 /ANSI95 (Matrix) Weight: 117 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Sheathed or 4 -4 -12 oc purlins, except end verticals. I BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 8 -3 -15 oc bracing. WEBS 2 X 3 SPF Std *Except* WEBS 1 Row at midpt 5 -8 2- 122X4OFNo.2- G,6- 82X4OFNo,2 -G REACTIONS (lb /size) 12= 1072/Mechanical, 8= 895 /Mechanical, 1= 101/0 -5 -8 I Max Horz 12= 631(load case 5) Max Uplift12=- 94(load case 5), 8=- 415(load case 5), 1=- 85(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension I TOP CHORD 2 -12 =- 1055/431, 1 -2 =- 44/104, 2 -3 =- 1781/521,.3 -4 =- 1652/537, 4 -5 =- 1239/349, 5 -6 =- 174/92, 6- 7 = -8/0, 6-8 =- 172/123 BOT CHORD 11 -12 =- 713/309, 10 -11 =- 893/1474, 9- 10=- 868/1527, 8-9=-506/1046 WEBS 2 -11= 163/1153,4 -11 =- 83/137, 4 -9 =- 423/346, 5 -9 =- 99/486, 5 -8 =- 883/497 NOTES I 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= S.OpsF; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Design load is based on 25.0 psf specified roof snow load. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. I 5) Refer to girder(s) for truss to truss connections. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. LOAD CASE(S) Standard R P RO 4s \c. t G,1N r u /O t- g 66808 PE �L -7r" . /t �,���t_ _ -- - 0 1, OREGON o °< 4 �e 'R 1'3. t<co 1 • r C.AN © ' c, EXPIRATION DATE: 12-31-05 ) September 20,2004 111 Immizzammo WARNING . Verify design 7777 Greenback L ane r{ jy gn parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MII -7473 BEFO USE b �■® Design valid for use only with,Mtlek connectors. This design is based only upon parameters shown, and is for an individual building component. Sure 109 i Applicability of design aramenters and proper incorporation of component is res onsibili of building designer - not truss designer. Bracing Citrus Heights, CA, 95610 PP N 9 P P P P P g tY 9 9 9 9 shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. .For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI /TPI1 Qualify Criteria, DSB -89 and BCSIl Building Component M iTek® Safety information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION _ 1 3 'Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6 -4 -8 Damage or Personal Injury dimensions shown in ff -in- sixteenths Dimensions are in ft -in- sixteenths. I ink and Apply plates securely to seat both sides of truss I 1. Additional stability bracing for truss system, e.g. diagonal or X- bracing, is always required. See BCSI1. 1 4Q , 2. Never exceed the design loading shown and never 1 2 3 stack materials on inadequately braced trusses. TOP CHORDS 4 3. Provide copies of this truss design to the building MIMI designer, erection supervisor, property owner and ill o ® all other interested parties. `For 4 x 2 orientation, locate O 4. Cut members to bear tightly against each other. plates 0 'ad' from outside O 5. Place plates on each face of truss at each edge of truss. O joint and embed fully. Knots and wane at joint C7-8 BOTTOM CHORDS )-- locations are regulated by ANSI/TPI1. l *This symbol indicates the 8 7 6 5 6. Design assumes trusses will be suitably protected from required direction of slots in the environment in accord with ANSIT[PII. connector plates. Plate location details available In MITek 20/20 7. Unless otherwise noted, moisture content of lumber software or upon request. shall not exceed 19% at time of fabrication. JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber. T he first dimension is the width CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non - structural consideration and is the 4 x 4 NUMBERS /LETTERS. responsibility of truss fabricator. General practice is to perpendicular to slots. Second camber for dead load deflection. p dimension is the length parallel to slots. 10. Plate type, size, orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and , Indicated by symbol shown and /or BOCA 96 -31, 95 -43, 96 -20-1, 96 -67, 84 -32 in all respects, equal to or better than that by text in the bracing section of the specified. output. Use T, I or Eliminator bracing ICBO 4922, 5243, 5363, 3907 if indicated. 12. Top chords must be sheathed or purlins provided at spacing shown on design. BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A 13. Bottom chords require lateral bracing at 10 ff. spacing, II Indicates location where bearings or less, if no ceiling is installed, unless otherwise noted. (supports) occur. Icons vary but 14. Connections not shown are the responsibility of others. ■� O reaction section indicates joint P Y number where bearings occur. nor 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. Industry Standards: 16. Install and load vertically unless indicated otherwise. ANSI/TPI1: National Design Specification for Metal M iTek Plate Connected Wood Truss Construction. DSB -89: Design Standard for Bracing. BCSI1: Building Component Safety Information, f �� Guide to Good Practice for Handling, r mord^A Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: MII -7473 © 2004 MITek® - 11111 ME - 11111 - ME 111111 111111 MEI MN IIII. - - ME OEM - .._ 7 . _ _ I __ _ • _.., . . . _ i 60"0 . 975"0 • ' -> tartr:::„„:,, ,, ii ,I.E1,1,,,,,,.„„:„,,,..,..,,,,,,.., 1 ,, N .,,- . Aillig1.0-PDfo.F:: 477"0 49.1_0."0 ,, i ,:. il :. : , k:i?.::::'r'r:rii::: ,, :::;„•: , tkgf:Bl1,oistql:o:::::;::MNtigA.,:v:g:rli-:gA. . >< -- ,,,..,.;.,,,,,,,,,,,,,,,,,,,..,,,,,,,,,---,,t,vor:i...' '4.4s1:411p,-,,,,A*Viitli:f&A:.‘ , t iiiii , s,.7 ,•, 45,1 6. ,,,At ,i . , ,,_„ .„. __ . , A I AeE1 • . - .. , , . „ __, --- ,-,-- •. . :: : . , , .-- w , II 'CO :CO I! . :: '' ■: : :CO ', ' 0 I ... . , . ., . . .. . ._,.. ....,.. ,.. „ . • „ , . ---- . ' ■i! • , :' i! ;! .: :: .1 i N :: i. :: : '4 gaikirk,:iligy• : , 1:: ', .. ' , • :, : , gRP: .' ."`",:.1::::' . 1 : : ,' ;1 '.: :', I . : ,::: : 1 ! . z_ 'i . i . :: :: I: .; i , 1 -- , 111 ( 10 ) 82 ,, .. . .; !:!! di 1 : 1 11 ' ; , _ 1:( 0 ) - . . . . ,. . ,, , - , B2 '. • ,, • , „. . , . . i Mb , -- ---- ... . . . ... ... . . , . . ,-. III ': " 1. , I . . . : . . .. .. . . . .. . • " = V 1 r:::■ I! i !: 4/12 Vaulted Ceiling _ . . 1 .......... i-- --c- ,4-: -__4 .._ 4. : . 4 '',— !: ''` , t' 1 : '— --!: ; ... .. — ... . _ !, : il l . I ....—.... H , i 1 ! ! ! ': il : 1 !! 1 1! ! il it I • . ......../ : .. ,: !! : ! !! : :: L .! II ,,.; , : :: 11 :: : 1 il I ': :: :: 1: . , :, ; : I.:1 : :: ii , 1 !: ; ,, 11 ,1 :, :: , ;, ! "H - - ' - — — ' - --- — ---- .---- ------- ' --- — ---- — ---- - --- '' - ' ; , : .. y : I, .... ____ y il / : ' !: , .. .„. ... . . . _... I wil 's , 3.5/12 Vauted Ceiling _ _ . . ,. .. .. . ,. .• : ,,, , ., , .: ., :: , : :: • ::.: .. ; :: :, :, : , 1!1 i; il " 11 :I , I: ;; i! I : ii E: ' r ' / . ' ' " " i • . , \ / 1; :, / ii - :. :: j: il :: :. I : :: :. :. . 41/ ;! (9) u A , ;0 :! ' I - ' (91 THA29 I : A3: . ,. .: !1 ! lq, !. , ^4. ,,, „ • : :: ": • : :: " :: „ : :: : - _, H : 1 ; ,''•': ... ,' [ ' I ' :1 ''' 11 i :': ' .. :: i‘ :I ,. : 11 ,! :1 1 1 ..'• ,.._ .' -- . . 7 ::::.:1::: 7,:. 7.7.2 - 7:::*::..7 : :' :! 17" : 4 ... . .. . .. .. , - _ ._ ' r_._--.7.-_,_-.2_._..r.-_-_-_7_-.--____ .....-- _ .elegt . 1'8"011 I . , I ___ : , : _A ; J _ ..._., C1 EGE ., 1 - I- .. FG i o lN . A H df 10i er) :4'4' :.,I - '5.,p, .... 1 . . . „ I - = , . " 0.) .. 1 , < 1 : < H • .— 4i •-: Z : v 6/12 :uled ' eiling — • ... „._ ., . I MI = 01. C 1 : 13,200# ! ! 1- , ---;', : :!! I 1 Eirilir01: I CO . . : . • . ,: I • i 0 19 0 I. i .1311/ II i I ! . BM C WEST SHOP DRAWING APPROVAL Customer Name: Project Name / Plan #: THIS LAYOUT IS THE SOLE SOURCE FOR FABRICATION OF TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR Diversified Construction Gilroy Office Building . OTHER TRUSS LAYOUTS. REVIEW AND APPROVAL OF THIS I Customer Address: Site Contact Address Tom Clark Site • 7305 SW Beveland BUILDING MATERIALS LAYOUT MUST BE RECEIVED BEFORE ANY TRUSSES WILL BE BUILT. VERIFY ALL CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU. Site Phone #: Tigard, OR TRUSS DIVISION I Office Phone: Pitch: Overhang: Office Fax Ceiling Pitch: Loading: Date: Job 9/12/ 12/12 24" @ 9/12 9/17/04 403149 20285 S.W. Cipole Rd. Approved by: Date: #: Wall Size / Plate Size: Drawn By: : . - • Sherwood, Or. 97140 - 3.5, 4, 6/12 25-7-0-15 2x6 KF Phone#: (503) 925-8787 I e - Fax#: (503) 825-4575 1