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Plans (3) • , /35'35 54....) - -131‘.64 . ') •, ,JOB NAME COLLING BARN ' SK4 Engineering, Inc 39084 Proctor Blvd. Suite "G" SHEET NO. NO. G II IG r4 sandy, OR 9 CALCULATED BY SMR DATE 10 -30 -2002 (505) 665-6550 INC. F3Y DATE JOB ADDRESS TIGARD, OR ,12- /1 — d - es i 3 72 LATERAL ANALYSIS f �� (1997 U.B.C) EARTHQUAKE (SEISMIC) LOADS: �1 - ., . DIRECTION: FRONT -TO -REAR v `•0 Iva SEISMIC ZONE FACTOR. 3 z = 0.300 (V , BLUE) Ab (ft.A2): 5760 (ground floor area) OR ho / h(n) (ft.). 34 0 (avg. roof height) ESTIMATED REDUNDANCY FACTOR, rho =1.00 (eq. 30 -3) .41) 19 SOIL PROFILE TYPE. D RD SEISMIC IMPORTANCE FACTOR. 1.00 Ca = 0.36 (table 16 -Q) Cv = 0.54 (table 16 -R) EXP. 12 - - R = 5.5 (table BC sec. 1 (pages L1 -L39) Ct: 0.02 (UBC ec. 1630.2.2) T. 0.28 sec V = (Cv•1 /R /T) • W = 0.348 W design base shear (eq. 30 -4) V = (2 5•Ca•I /R) • W = 0.163 W max. base shear (eq. 30 -5) V = (11 "Cal) • W = 0.039 W mm. base shear (eq. 30 -6) V = (3 0•Ca /R) • W = 0.196 W sunplified design base shear (eq. 30 -11) 0 = 2.80 E = rho • Vmax = 0.163 W LBS E allow. stress design = E/ 1.4 = 0.116 W LBS W = 102960 LBS. E (allow. stress design) = 12034 LBS. F t = 0 LBS. r(i). 09 RELIABILITY /REDUNDANCY FACTOR, rho =1.00 (eq 30 -3) DIAPHRAGM H i A diaph. w diaph. A walls w wall misc. wt. total wt. WiHi V i E Vi LEVEL (ft.) (ft A2) (psi) (ft.A2) (ps° (lbs.) (lbs.) (lbs) (lbs.) ROOF 18 0 5760 12 0 3384 10 0 0 102960 1853280 12034 12034 TOTAL "W" (LBS.): 102960 E WiHi: 1853280 COLLING LATERAL xls ' i } • ' •1 • 8/5/02 Page L • • • DIRECTION: SIDE =TO -SIDE SEISMIC ZONE FACTOR: 3 z = 0.300 Ab (ft ^2): 5760 (ground floor area) h(n) (ft.): 34.0. (avg. roof height) ESTIMATED REDUNDANCY FACTOR, rho =1.00 (eq. 30 -3) SOIL PROFILE TYPE: D SEISMIC IMPORTANCE FACTOR: 1.00 - Ca = 0.36 (table 16 -Q) Cv = 0.54 (table 16 -R) • R = 5.5 • (table 16 -N) Ct. 0.02 (UBC sec. 1630.2.2), T.'0.28' 'sec. V = (Cv`I /R /T) • W•= 0:348 W design base shear (eq. 30 -4) • V = (2.5`Ca•I /R) ` W = 0.163 W max. base shear (eq. 30 -5) • • V = (.11 `Ca`t) • W = 0:039 W min. base shear (eq. 30 -6) • V = (3.0•Ca /R) • W = 0.196 W simplified design base shear (eq. 30 -11) i2 = 2.80 E = rho • Vmax = 0.163 W LBS. E allow. stress design = E/1.4 = 0.116 W LBS. W = 102960 LBS. E (allow. stress design) = 12034 LBS. F t = 0 LBS. r(i): .09 RELIABILITY /REDUNDANCY FACTOR, rho =1.00 (eq. 30 -3) • • • DIAPHRAGM H i A diaph. w diaph. A walls w wall misc. wt. total wt. • WIH1 V i E Vi LEVEL (ft-) (ft ^2) (psf) (f1. ^2) • (psi).- (lbs.) (lbs.) (lbs.) (lbs.) ROOF 18.0 5760 12.0 3384 10.0 0 102960 1853280 12034 12034 TOTAL "W" (LBS.): 102960 E WiHi: 1853280 • • COLLING LATERAL.xls • • • l • 8/9/02 Page L3 • WIND LOADS: WIND SPEED (mph): 80 EXPOSURE: C I: 1.00 H roof max (ft.): 40.00 DIRECTION: FRONT -TO -REAR DIAPHRAGM PROJ. WIND V wind i E Vi LEVEL AREA PRESSURE Ce (ft. ^ 2) (psf) (lbs.) (lbs.) 30 -40 ROOF 1.31 190 27.9 5301 5301 25 -30 ROOF 1.23 220 26.2 5764 11065 20 -25 ROOF 1.19 '234 25.3 5931 16996 15 -20 ROOF 1.13 373 24.1 8965 25961 0 -15 ROOF 1.06 480 22.6 10837 36798 1497 BASE WIND LOAD FRONT - TO - REAR (lbs.): 36798 [WIND GOVERNS THIS DIRECTION] DIRECTION: SIDE -TO -SIDE DIAPHRAGM PROJ. WIND V wind i E Vi LEVEL AREA PRESSURE Ce (ft. ^2) (psf) (lbs.) (lbs.) 30 -40 ROOF 1.31 720 27.9 20089. 20089 25 -30 ROOF 1.23 360 26.2 9431 29521 20 -25 ROOF 1.19 360 25.3 9125 38645 15 -20 ROOF 1.13. 360 24.1 8665 47310 0 -15 ROOF 1.06 432 22.6 9753 57063 2232 BASE WIND LOAD SIDE - TO - SIDE (lbs.): 57063 [WIND GOVERNS THIS DIRECTION] • COLLING LATERAL (NO L. EXTERIOR WALL).xls I ■ ' J • . i 8/6/02 Page L 9 WALL FORCE DISTRIBUTION: ('L.' = LEFT, 'RT.' = RIGHT, 'F.' = FRONT, 'R.' = REAR) DIRECTION: FRONT -TO -REAR SEISMIC SEISMIC SEISMIC TOTAL WALL LINE WALL ri STORY GRID LINE SHEAR LINE SHEAR LINE SHEAR WALL SHEAR SHEAR SHEAR LINE FROM ABOVE TOTAL LENGTH SEISMIC WIND WIND (s) (it) (H) (ft.) (lbs. /ft) (U) (lbs. /ft) MAIN INTERIOR 8725 0 8725 42.00 208 • 26679 635 W 0.17 MAIN RT. EXTERIOR 3309 0 3309 24.00 - 138 10120 422 W 0.11 12034 36798 r(i) = 0.11 DIRECTION: SIDE -TO -SIDE SEISMIC SEISMIC SEISMIC TOTAL WALL LINE WALL ri STORY GRID LINE SHEAR LINE SHEAR LINE SHEAR WALL SHEAR SHEAR SHEAR LINE FROM ABOVE TOTAL LENGTH SEISMIC WIND WIND (it) (H) (U) (ft.) (lbs. /ft.) (H) (lbs. /ft) MAIN R. EXTERIOR 6017 0 6017 44.00 137 28532 648 W 0.11 MAIN F. EXTERIOR 6017 0 6017 44.00 137 28532 •648 W 0.11 12034 57063 r(i) = 0.17 COLLING LATERAL (NO L. EXTERIOR WALL).xls • 8/5/02 Page L SHEARWALL DESIGN ABBREVIATIONS: TA: TRIBUTARY AREA OF: WIND, ROOF, FLOOR AND WALL V: HORIZONTAL SHEAR L: SUM OF WALL LENGTHS H: AVERAGE HEIGHT OF SHEARWALL T: UPLIFT OR COMPRESSIVE FORCE @ THE END OF THE SHEARWALL TSN1: MIN. 1/2" GYP. WALLBOARD WITH 5d WALLBOARD NAILS @ 7" O.C. AT ALL STUDS AND PLATES TSN2: INTERIOR OR EXTERIOR SHEATHING: 3/8" PLYWOOD WITH STD. COMMON NAILING TSN3: TYPICAL EXTERIOR SHEATHING: 15/32" PLYWOOD WITH STD. COMMON NAILING TSN4: TYPICAL EXTERIOR SHEATHING: 3/8" MIN. (AT GROOVES, IF PRESENT) APA RATED SIDING WITH STD. GALV. CASING NAILING DL: DEAD LOAD TN: NET UPLIFT DESIGN NOTES TYPES OF EXTERIOR AND ROOF SNOW LOAD: 25 PSF INTERIOR SHEATHING ROOF /FLOOR DEAD LOAD: 12 PSF TYPE 1: MIN. 1/2" GYP. WALLBOARD SEISMIC ZONE: 3 TYPE 2: MIN. 3/8" CDX PLYWOOD WIND SPEED: 80 MPH TYPE 3: MIN. 15/32" CDX PLYWOOD EXPOSURE: C TYPE 4: MIN. 3/8" (AT GROOVES) APA WALL WEIGHT: 10 PSF RATED SIDING ROOF WEIGHT (UPLIFT): 10 PSF FLOOR WEIGHT (UPLIFT): 10 PSF MISC. NOTES: SEE SHEET FOR FOR NAILING REQTS. FOR TYPICAL EXTERIOR SIDING, TYP. ROOF SHEATHING AND NAILING. SEE SHEET L10 FOR TYPICAL NAILING FROM SHEARWALLS TO ROOF DIAPHRAGM. SEE SHEET L I I FOR SHEARWALL SCHEDULE. SEE SHEET L-1 FOR HOLDOWN SCHEDULE. FRAMING SYSTEMS: ROOF: MFG. TRUSSES FLOOR: CONC. SLAB FDN. WALL THICKNESS (IN.): 12 CEILING HEIGHTS (FT.) MAIN: 18.00 COLLING LATERAL.xls • I) • ' ; + 8/9/02 Page L (o • • SHEARWALL V ANALYSIS (FRONT-TO-REAR DIRECTION) STORY: MAIN - WALL LINE /LOCATION: INTERIOR TYPE OF SHEATHING: • 3 H/D @ CORNER (Y /N)? N • V (TOTAL): 26679 LBS. LENGTH: 42.00 FT. TA (WALL): 414 FT.A2 v: 635 LBS. /FT. TA (ROOF): 920 FT.A2 H:. 18.00 FT. T: 11434 LBS. DL: 13340 LBS. TN: -1906 LBS. TYPE 1 TYPE 2 TYPE 3 TYPE 4 SHEARWALL REQUIRED: G -PANEL V STRAP BOLT . HOLDOWN REQUIRED: NONE SELECT: G -PANEL WITH NO HOLDOWN STORY: MAIN WALL LINE /LOCATION: RT. EXTERIOR TYPE OF SHEATHING: 3 _ HID @ CORNER (Y/ N)? N V ' V (TOTAL): 10120 LBS. LENGTH: 24.00 FT. V TA (WALL): 252 FT.A2 v: 422 LBS. /FT. TA (ROOF): 42 FT.A2 H: 18.00 FT. T: 7590 LBS. DL: 2940 LBS. TN: 4650 LBS. TYPE 1 TYPE 2 TYPE 3 TYPE 4 SHEARWALL REQUIRED: F -PANEL STRAP BOLT HOLDOWN REQUIRED: PHD6 SELECT: F -PANEL WITH SIMPSON 'PHD6' HOLDOWN COLLING LATERAL (NO L. EXTERIOR WALL).xls • • 8/6/02 Page L • • SHEAR WALL ANALYSIS (SIDE -TO -SIDE DIRECTION) - STORY: MAIN WALL LINE /LOCATION: R. EXTERIOR TYPE OF SHEATHING: 3 H/D @ CORNER /N)? V (TOTAL): 28532 LBS. LENGTH: 44.00 FT. TA (WALL): 432 FT. ^ 2 v: 648 LBS. /FT. TA (ROOF): 96 FT. ^2 , H: 18.00 FT. T: 11672 LBS. DL: 5280 LBS. TN: 6392 LBS. TYPE 1 TYPE 2 TYPE 3 TYPE 4 . . I SHEAR WALL.REQUIRED: H -PANEL STRAP BOLT HOLDOWN REQUIRED: PHD8 SELECT: H -PANEL WITH SIMPSON 'PHDB' HOLDOWN STORY: MAIN WALL LINE /LOCATION: F. EXTERIOR TYPE OF SHEATHING: 3 H/D @ CORNER (Y /N)? N V . V (TOTAL): 28532 LBS. LENGTH: 44.00 FT.. - TA (WALL): 432 FT. ^ 2 v: 648 LBS. /FT. TA (ROOF): 96 FT. ^2 H: 18.00 FT. T: 11672 LBS. DL: 5280 LBS. TN: ' 6392 LBS. TYPE 1 TYPE 2 TYPE 3 TYPE 4 I SHEAR WALL REQUIRED: H -PANEL STRAP BOLT HOLDOWN REQUIRED: PHD8 SELECT: H -PANEL WITH SIMPSON 'PHD8' HOLDOWN COLLING LATERAL (NO L. EXTERIOR WALL).xls > _ _ • 8/6/02 Page CONTINUOUS FOOTING DESIGN AT SHEARWALLS . • • F'c CONCRETE (psi): 3000 : - Fy REINF. (psi): 60000 - V FRONT AND LEFT REAR EXTERIO EXTERIOR LOCATION: R WALL WALLS CONTINUOUS FOOTING TYPE: 2 2 (FOOTING EXTENDS BEYOND HOLDOWN LOCATION BOTH ENDS (1), ONE END (2), NEITHER END (3)): WALL WIDTH (in.): 0 0 WALL HEIGHT (in.): 0 0 FOOTING WIDTH (in.): 12 15 FOOTING DEPTH (in.): 18 18 Tnet UPLIFT (LBS.): 3130 6392 SHEAR PANEL WIDTH (ft.): 24.00 44.00 FTG. WEIGHT PER FOOT (plf): 289 326 FOOTING LENGTH REQ'D. BEYOND HOLDOWN LOCATION: -1.20 -2.49 Mu max. (ft.- lbs.): 268 6595 a(in.)= 0.01 - 0.17 rho = 0.0000 0.0005 As (in. ^s) = 0.01 0.14 (T) & (B) REINFORCING: (1) - #4 (1) - #4 • • COLLING LATERAL (NO L. EXTERIOR WALL).xls Q , 'CO LL1 H 6 B A-R►� ASttC !naineerin Inc. • • • "JOB 35084 Proctor 31vd. Suite "G" 7 m L.I JDB N . 0 2 -7 Z III Sandy, OR 5'T0 - CALCULATID BY 1►ti DATE 10 � 1' 1 (503) 668 - 6S5 CHECKED BY GATE INC, ADD THIS NOT= 70 ALL PLANS: Note: See attached schedules for shear panel types (noted and holdown types (noted J. - ADD THESE NOTES TO F OUNDATION PLAN: FOUNDATION NOTES: ES: I) Min. 28 -day concrete strength = 3000 psi. 2) Reinforcing to be ASTM A6I5, Gr. 60 min. 5) Welded wire mesh to meet ASTM Ai65 std. See Main Floor plan for additional locations of cast -In -place holdowns. Install *4 cont. horiz. at top of foundation wall extending 5' min. both sides of all 'noldowns (hook around corners, If necessary). Install *4 vert. bars with 6" hook at footing (extending to top of fdn. wall) ® 24" o.c.. In regions of above referenced *4 bars. Locate all fdn. all penetrations (vents, ducts, etc.) 12" min. away from all holdown locations. If penetration falls wi thin length of horiz. bar noted above, bend down horiz. 18" min. at each edge of penetration and run an additional 5' -0" long *4 horiz. centered under penetration. See attached shearwall schedule for sill bolt size /spacing at shearwall locations. A D D THESE NOTES TO PLANS AHERE APPROPRI ATE: TYP. EXT. WALL SHEATHING REC ) 'TS.: TYP. ROOF SHEATHING REG Install 15/32" APA rated GDX Plywood Install 15/32" APA rated GDX Plywood (or APA rated oriented strand board) with' (or APA rated oriented strand board) with 6d common nails ® 6" o at panel edges, 6d common nails e 6" o.c. at panel edges, 12" o.c. in field. Block all panel edges. 12" o.c. In field. Install panel edge nailing All joints occur on common member. from sheathing to blocking over all exterior walls and Interior shear walls. TYP. FLOOR SHEATH I NG REG'TS.: Install 5/8" min. APA rated GDX Plywood (or APA rated oriented strand board) with 8d common nails a 6" o.c. at panel edges, 12" o.c. In field. Block all panel edges. All Joints occur on common member. Install panel edge nailing from sheathing to blocking over shear walls. COMMON NAIL MIN. DIAMETERS AND LENGTHS SIZE 6d 8d IOd 16d 20d DIAM_1 .115" .!5I" .148" .162" .192" LENGT 4 2 "• 21" I 3" 31t" 4" addnotes 1162001dwg.dwg, 11/07/01 at 11:13 T1'P NVCTLs 50 CE 1 ' I) TOTAL A PANEL LENGTH OF NAILS INDIGA ED OVER .ti _A PANEL MAY BE SPREAD OUT CVZ LI,O ° LENGTH OF WALL TOP R. THAT 15 CON IN:CUS ,MITE+ TOP . IN SHEAR PANEL LENGTH. 2) THIS DETAIL APFL!EE TO ALL SHEAR PANELS, U.N.O. ROOF RAFTERS "A° NAILING PER SCHE=DULE ROOF 2X BLOCKING WI T rl BEVELED TOP SHEATHING "G' CLIPS (SIMPSON ASS) PER SCH IN LIE) CF 15" NAILING "3° TOENAILS PEZ xIt^DULE L\,......... PANEL "A" °B" °C" CLIPS TY E NAILING NAILING S AGI ., A bd ®12° OL. Ibd ® 8' C.L. 2 00. � B bd ®8" OZ. Ibd ® b' OZ. 20' O.G. C bd 9 b° O.G. Ibd 0 4' O.G. I6 0L. ►�� D bd ®10° O.G. Ibd 0 6' O.G. 20 O.G. E 6d • 6' O.G. Ibd • 4' O.G. 12' 0L. II Sc SHEAR bd • 3' O.G. - - - 10' 0..C. PANEL SCHEDULE FOR SHEATHING 6 8d • 3' O.G. - - - 8' O.G. AND NAILING RE0 L - - - H IOd • 3' 0 . 6' O.G. Sp2 TYP. 5HEAR PANEL AT ROOF DET. — SCALE: NO SCALE FLOOR JOISTS I FLOOR SHEATHING (WITH PANEL EDGE NAILING PER TT?. NOTES) UPPER' SHEAR PANEL i l 'A' NAILING PER SCI -EDJL E BASED ON "UPPER.' SHEAR PANS' TYPE AND I PANEL EDGES NAILED TO SILL AND TOP PLATES (1±2j1M1 IF UPPER' AND 'LOWER" SHEAR PANEL EDGES ARE NAILED TO THE RIM JOIST AS SHOWN WITH SPECIFIED EDGE NAILING, INSTALL. Ibd NAILS • 16' 0.0. FOR 'A' ( NAILING) I 2X RIM JOIST 0 001 'C' CLIPS (SIMPSON ASS) PER SCHEDULE IN LIEU OF 'S' NAILING BASED ON 'LOWER' SHEAR PANEL TYPE I '3' TOENAILS PER SCH BASED' ON 'LOWER' S PANE.. TYPE I, d ►� i 'LOWER" SHEAR PANEL MI ' PANEL "A" " B " "C° CLIPS AI I. TYPE NAILING NAILING SPACING 110.2.7',,A11° A Ibd • 8' 0L. Ibd • 8' 0L. 24' 0L. ►MCI B 16d • 6° O.G. Ibd • 6' 0.0 20' O.G. I Sc SHEAR C. Ibd • 4' O.G. Ibd • 4 0.0. IS' 0.C. PANEL SG I7 ULE D Ibd • 8' 0L. 16d • 6' 0.0. 20' O.G. FOR SHEATHING i AND NAILING E • 4 O.G. Ibd • 4' 0.0. 12' OL. REOTS. F Ibd • 4' O.G. - - - 10' OL. G Ibd • 3' O.G. - - - 8" O.G. H Ibd 0 21y' O.G. - - - 6' O.G. P11 1:F. SMEAR PANEL AT FLOOR D!T. — ) LE: NO SCALE Ib SP TO RCOF &FLOOR. 03/04/99 at 09:11 • F! Y1'00D SHEAR ALL SGHE U! E MIN. 1 "0 SILL J -BGLT 1 COMMON NAILING SP =DIAL ! Sr' =AT -1NG oANi='_ �G =S SPA (7" NAIL SPACING AT UIFG=NT5 THICKNESS :EMBEDMENT) 2X SILL PLATES A 3/5" 6d NAILS (MIN.) @ 6" G.G. 4b IG ® 3/5 6d NAILS @ 4" G.G. 36 (7 O 3/5 6d NAILS • 3" G.G. 24" 4" O 15/52" 5d NAILS • 6" O.G. 56 8 I. © 15/32" bd NAILS 24,„ a" • 4" G.G. © 15/32" 5d NAILS • 3" G.G. IS" 4" 15/32„ 5d NAILS • 2" O.G. 16" 3" sec. N oT a Co 15/32" 10d NAILS 2 @ 2" O.G. 12" 2" S 5.4 N to NOTES: I) SHEATHING SHALL SE PLYWOOD OR ORIENTED STRAND BOARD (058.) OF GRADE G-D, C-G STRUCTURAL II OR BETTER AND CONFORM TO UB.G. STANDARD 25"i. NAILING AT UNSPECIFIED LOCATIONS TO BE bd NAILS ® 6" O.G. AT PANEL EDGES AND ®12' O.G. AT INTERMEDIATE FRAMING. ALL NAILS TO BE 'COMMON' OR "GALVANIZED BOX" TYPE NAILS. 2) ALL PANEL EDGES TO SE SACKED WITH 2" NOMINAL OR WIDER FRAMING, U.N.O. ALL BACKUP FRAMING TO BE DOUGLAS FIR -LARCH *2 LUMBER OR SET i ER. AT SHEAR PANEL ENDS, "PANES EDGE' NAILING SHALL BE INSTALLED AT STUD(5) TO WHICH HOLDOWN 15 ATTACHED. IF HOLDOWN STUD 15 MADE UP OF MULTIPLE STUDS (SEE HOLDOWN SCHEDULE), DIVIDE "PANEL EDGE' NAILING EQUALLY TO EACH STUD. FACE NAIL MULTIPLE STUDS AT HOLDOWNS TOGETHER WITH 16d NAILS AT 12' O.G. MIN., U.N.O. 3) WHERE PLYWOOD 15 APPLIED TO BOTH FACES OF A WALL AND NAIL SPACING 15 LESS THAN 6" O.G. ON EITHER SIDE, PANEL JOINTS SHALL BE OFSEET TO FALL ON DIFFERENT FRAMING MEMBERS. ALTERNATIVELY, FRAMING AT PANEL JOINTS SHALL BE 3" NOMINAL OR THICKER WITH NAILS ON EACH SIDE STAGGED. 4) SEE TYP. DETAILS 'SP!' AND 'SP2' FOR TYP. NAILING AT SHEAR PANEL TO DIAPHRAGM INTERFACES. 5) IF SHEAR PANELS ARE SPECIFIED ON 30TH SIDES OF A WALL, USE 2X6 MIN. STUDS AND INSTALL SILL 3OLTS OR SILL NAILING AS SPECIFIED ABOVE FOR 30TH PANELS (SPACING WILL BE HALF OF THAT SP°. .IFIED FOR A SINGLE PANEL ABOVE). 6) AT THESE PANELS ONLY, FOUNDATION SILL P'_A i ES AND ALL 9RAMING MEMEERS AT ABUTTING PAN=' EDGES. SHALL BE 3X NOMINAL MEMBERS. snrpanel.dwg, 04/09/01 at 16:50 . SHEAR1/1AL HOLDOV■N SCHE�UI E BRAND AND MODEL INSTALLATION I NFORMATION TYPE, INSTALLATION SILVER STRAP IS CAST INTO TOP EDGE CF CONCRETE E AND ,=ENT ':P TO NAIL I 'PAHD42' 'KSPAHD42' TO THE EXTERIOR SIDE CF A MIN. WIDE FACE OF STUD (DBL. 2X STJD TURNED SIDEY'lATS CR T . = NARROW FACE OF GX O STRAP 15 CAST INTO TOP EDEPE OF CONCRETE E AND BENT UP TO NAIL 2 'HPAHD22' 'KSHPAHD22' TO THE EXTERIOR SIDE OF A MIN. Ste" WIDE FACE OF STUD (DBL. 2X STUD TURNED SIDE/A'1'5 OR THE NARROW FACE OF 4X STUD). O STRAP 15 CAST INTO TOP EDGE OF CONCRETE AND 5ENT UP TO NAIL 3 'STHD14' TO A MIN. DOUBLE 2X STUD. AT CORN...R CONDITION, INSTALL TRIPLE 2X STJD, MOVE STRAP AWAT Imo° FROM CORNER. CENTER _R HOLDOWN ON DOUBLE 2X STUD MIN. AND ATTACH TO STUDS ® 'PHD2' -- WITH (10) SIMPSON 'SDS1/4 SCREWS. INSTALL 4 STD. J -BOLT E MB EJ DED i" MIN. INTO CONCRETE E FOUNDATION. O 'PHDS' CENTER HOEDOWN ON DOUBLE 2X STUD MIN. AND ATTACH TO STUDS WITH (14) SIMPSON 'SDS %.JOEY SCREY'S. INSTALL WO STD. J -BOLT EMBEDDED 4° MIN. INTO CONCRETE FOUNDATION. O 'PHDS' N E _ CER HOLDOWN ON DOUBLE 2X STUD MIN. AND ATTACH TO STUDS 6 WITH (IS) SIMPSON 'SD51 SCREWS. INSTALL 16 STD. J- BOLT EMBEDDED 12" MIN. INTO CONCRETE FOUNDATION. CI 'PHDS' _ CENTER HOLDOWN ON DOUBLE 2X STUD MIN. AND ATTACH TO STUDS WITH (24) SIMPSON 'SD514X3' SCREWS. INSTALL 1 STD. J -BOLT EM ° °J' DED 14" MIN. INTO CONCRETE FOUNDATION. INSTALL STRAP ACROSS FLOOR LINE WITH a OF IOd NAILS INDICATED O 8 'MSTA3b' 'KSMSTA36' IN PARENTHESES AT EACH END OF STRAP INTO FACE OF 2X STUD. INSTALL EQUAL LEN6 T HS OF STRAP ABOVE AND BE' OW FLOOR JOIST. INSTALL STRAP ACROSS FLOOR LINE WITH x OF I6d NAILS INDICATED O Q HST31' 'KLMSTSY IN PARENTHESES AT EACH END OF STRAP INTO FACE OF DBL 2X STUD. INSTALL EQUAL LENGTHS OF STRAP ABOVE AND BELOW FLOOR JOIST. 10 NOTES: I) ALL ANCHOR BOLTS TO BE GRADE A30 AND MAY BE STD. 'J' TYPE BOLT OR HEADED BOLT. (ASTM AS6 THR'DD ROD WITH FULL Y ENGAGED NUT /WASHER MAY SE SUSSTI11JT D FOR BOLT.) CENTER 'HD' HOLDOWN ON 571.112 TO WHICH IT ATTACHES (MIN. 244 FROM EDGE OF CONC.). 2) ALL STUDS AT HOLDOWNS TO BE DOUGLAS FIR -LARCH LUMBER (OR LUMBER WITH SPECIFIC GRAVITY OF .50 OR GREATER). 5) UNLESS NOTED OTHERWISE, HOLDOWN INDICATED NEAR CORNERS SHALL A ACH TO CORNER STUDS, HOLDOWNS INDICATED AWAY FROM CORNERS SHALL ATTACH TO DOOR OR WINDOW JAMB STUDS. SEE ARCH'L. DRAWINGS FOR DOOR AND WINDOW LOCATIONS. HOLDOWNS MUST CONNECT TO STUDS RECEIVING SHEAR PANEL SHEATHING AND "PANEL EDGE" NAILING (SEE SHEAR PANEL SCHEDULE), U.N.O. FILL ALL NAIL AND BOLT HOLES WITH SIZE AND TYPE OF FASTENER SPECIFIED IN MANUFACTURER'S CATALOG. 4) IF HOLDOWNS ® - ,® OCCUR @ FLOOR-TO-FLOOR CONDITION, USE INDICATED SOL i ED CONNECTION TO 571.0 ABOVE AND BELOW FLOOR LINE. 5) UNLESS NOT OTHERWISE IN A SPECIFIC DETAIL INSTALL z4 CONT. HORIZ. REINFORCING EAR 2 DOWN FROM TOP OF CONCRETE AT ALL HOLDOWNS. AT ANCHOR BOLTS, PLACE BAR ON SIDE CLOSEST TO EDGE OF CONCRETE. EAR SHALL EXTEND 5' MIN. IN BOTH DIRECTIONS FROM HOLDOWN. IN REGIONS OF HORIZ. EAR, INSTALL =4 VESTS. @ 2 O.G. WITH 5" STD. HOCK AT FOOTING. TIE HORIZ. EAR TO ANCHOR BOLT PRIOR TO POURING CONCRETE. 5) AT HOLDOWNS 0 - O, ATTACH TO 2 X 6 STUDS MINIMUM. L1 Combined Flexure and Axial Compression (1997 UBC & 1997 NDS § 15.4) F or Solid Sawn Stud Walls Member Data: , SiZe: d, = 5.50 in Stud Species Douglas Fr -larch No.2 V • - d.. = 150 ' in Sill PL Species Hem-Fir No.2 V Props: . E' = 1,600.000 psi Size 2x6 V I . • F = 1194 psi CD 1.33 ' F• _ 1950 psi Cm 1.00 Sill Plate: P perp = 405 psi Gt 1.00 . Axial: L,,. = 216.0 in CF bending 1.30 dX K _ 1 - Ke CF compression 1.10 Loads: P = 120 Ibs Cr 1.15 ' M, = 1004 ft-Is Lateral press. 24.a psf Constants: K = 0.438 Axial Load 120 plf K = 0.3 Eccentricty - in I c = 0.8 Stud Spacing 12.00 in dY Stud Height 113.000 ft Deflection) 1.16 lin Length /deflection ratio =I L1123 I — F F=e Fie F�a le /d = 39 + 1 1 + — F' z F' Fix = 311 psi e f F' = - -- 2c 2c c • Fbex = 1321 psi W fbx = M 1594 psi Ifb < Fb but, verify stability, OK fc = P/A = 15 psi fc < FcEX, Fc perp. d Pc', OK F,, = 300 psi 4 . f I f x +f (6e /F, <1 I 0.002 0.932 ( = 0.93 I < =1.0 OK I r a ` F a 1 f F • le / d VS. F'c (Yllnen) 6000 - • 5000 - —F'c 4000 Ylinen.Formula — 410 — FcE Euler Buckling m — — Fe perp Crushing of Sill Plate .°-- 3000 - - Actual Stress o -A-Actual LL 2000 - • 1000 - . X - - X 0- I I O{ 0 10 20 30 40 50 60 • laid M : Le projea: Coiling Earn I by: 5MR 'ENGINEERING client: Charles Coiling Job No.: x02 - 12 l ocation: Right Exterior INC. LI9 ' Combined Flexure and Axial Compression (1997 UBC & 1997 NDS § 15.4) For Solid Sawn Stud Walls Member Data: • - Size: d = 1.25 in Stud Species Douglas ft-Larch No.2 V d = 1.50 in Sill PL Species Hem -Rr No.2 V Props: E = 1.600.000 psi Size 2x8 V I Fb• = 1656 psi CD 1.33 F• = 1800 psi Cm 1.00 Sill Plate: F, perp = 405 psi Ct 1.00 Axial: Lux = 108.0 in CF bending 1.20 dX . K = 1 Ke CF compression 1.05 Loads: P = 2860 lbs Cr 1.15 M = 844 ft-ls Lateral press. 24.8 psf Constants: K = 0.438 Axial Load 2,860 plf KG. = 0.3 Eccentricty - in I I c = 0.8 Stud Spacing 12.00 in dY Stud Height 16.500 ft Deflection 0.54 Iin Length /deflection ratio J. X65 I F 'E F � - Fie le /d = 21 • ii- 1 + - 1+- r F F F Fes .= 644 psi c NI F'= F - -- 2c 2c c Fb = 1008 psi W - fbx = M - rn psi fb <Fb a fb <FbEX, OK f = P/A = 263 psi • fc < FcEX, FG perp. 4 Fc•, OK — Fc = 5 psi [ 1 J [1 I f r+fc(6SYidb+o234/c /F A <l. 0.199 I o. t I = 0.99 I <= 1.0 OK f L1 L rbX 7 c F 1 F EY • le / d VS. F'c ( Ylinen) . ' • 6000 5000 - • — F'e 4000 - Ylinen Formula FcE Euler Buckling • • . -X - Fe perp Crushing of Sill Plate a 3000 - Actual Stress u -0-Actual 2000 - 1000 - • o - x 0 I I I 0 10 20 30 40 50 60 laid project: C011 ing Barn I by: SHR INNS, client. Charles Coiling Job No.: A02 -72 l ocation: INTERIOR COMMON WALL INC • • • 8/5/02 PAGE LI • WOOD - BEAM DESIGN (SAWN, GLULAM (GLB), LAM. VENEER LUMBER (LVL), OR PARALLEL STRAND LUMBER (PSL) • JOB NAME: Coiling Barn BEAM LOCATION: Lean -to Header TYPE OF BEAM? GLB WET USE (Y /N) ?N GRADE:24F -V4 FLOOR MEMBER (Y /N)?J . BRACED (Y /Lu ft.)? 2.00 .REPETITIVE MEMBER (Y /N)'N WIDTH (in) DEPTH (in) LENGTH (ft) Fb Cd Cm (Fb) Cv CI 5.13 9.00 12.00 2400 1.15 1.00 1.00 1.00 Pd (plf) 270 delta live max. = L/ 240 PI (plf) 460 delta total max.•= Li 180 M max. (ft-lb) 13140 Fv (psi): 190 V max. (lb) 3833 Fv' (psi): 219 delta TL max. * Ix 189 Fbx' (psi): 2754 Ix (in ^4) 311 Sx (inA3) 69.2 A (in ^2) 46.1 E (psi) 1800000 lx req'd. (LL) 199 OK delta LL actual = U 376 Ix req'd. (TL) 237 OK delta TL actual = L/ 237 Sx req'd. 57.3 OK A req'd. 26.3 OK Controlled by: Sx, OVER BY 17% • • • USE 5.125 X 9 (24F V4) GLULAM BEAM • (Fb min. = 2400 psi, Fv min. = 190 psi, E min. = 1800000 psi) SQUARE FOOTING DESIGN AT ENDS: q max. (psf): 1500 P max (LBS.): 8760 fc (psi): 3000 SIDE DIM. (ft.): 2.00 fy (psi): 60000 FTG. DEPTH (in.): 10 P allow (lbs.): 11500 WITH (3) - #3 BARS EA. WAY FTG. O.K. (3" CLR. FROM BOTTOM OF FTG.) ASK4 ENGINEERING, INC. 39084 Proctor, Blvd., Suite "C" Sandy, OR 97055 (503) 668 -6550 Lean to Header.xls • • • • 8/8/02 PAGE L- • WOOD- BEAM' DESIGN • - (SAWN, GLULAM (GLB), OR LAM. VENEER LUMBER (LVL) JOB NAME: COLLING BARN TIGARD, OR BEAM LOCATION: UPPER LEVEL FLOOR BEAM, TYP TYPE OF BEAM: GLB • WET USE (Y /N)? N GRADE: 24F -V4 FLOOR MEMBER (Y /N)? Y BRACED (Y /Lu ft.)? 1.33 REPETITIVE MEMBER (Y /N)? N • WIDTH (in.) DEPTH (in.) LENGTH (ft) Fb Cd Cm (Fb) Cv CI 5.13 21.00 12.00 2400 1.00 1.00 1.00 1.00 TRIB. WIDTH (ft.): 1.00 J delta live max = L/ 480 Pd (psf) t750 delta total max• = L/ 240 PI (psf) . 2110 ' Fv (psi): 190 M max (ft -lb) . 51480 Fv' (psi): 190 V max (lb) - 12155 Fbx' (psi): 2393 • R max (lb) 17160 delta TL max *Ix 741 Ix (in. ^4) 3955 Sx (in.^3) 376.7 A (in. ^2) 107.6 E (psi) 1800000 Ix req'd. (LL) 1823 OK delta LL actual = L/ 1041 Ix req'd. (TL) 1236 OK delta TL actual = L/ 768 Sx req'd. 258.2 OK A req'd. • 96.0 OK Controlled by: Area, OVER BY 10% USE 5.125 X 21 (24F-V4) GLULAM BEAM (Fb min. = 2400 psi, Fv min. = 190 psi, E min. = 1800000 psi) LEFT UPPER FLR BEAM.xls Ix req'd. (LL) Ix req'd. (TL) Sx req'd. A req'd. Controlled by: 8/8/02 PAGE 1 -. 1 WOOD BEAM- DESIGN (SAWN, GLULAM (GLB), OR LAM. VENEER LUMBER (LVL) JOB NAME: COLLING BARN - TIGARD, OR BEAM LOCATION: RIGHT UPPER LEVEL FLOOR BEAM, TYP TYPE OF BEAM: GLB : ' WET USE (Y /N)? N GRADE: 24F-V4 FLOOR MEMBER (Y /N)? Y BRACED (Y /Lu ft.)? 1.33 REPETITIVE MEMBER (Y /N)? N WIDTH (in.)_ DEPTH (in.) LENGTH (ft) Fb Cd Cm (Fb) Cv CI 5.13 : 18.00 12.00 2400 1.00 1.00 1.00 1.00 TRIB. WIDTH (ft.): 1.00 delta live max = L/ 480 Pd (psf) 610 delta total max = L/ 240 PI (psf) 1790 Fv (psi): 190 . M max (ft -lb) 43200 Fv' (psi): 190 V max (Ib) 10800 Fbx' (psi): ,2394 R max (Ib) 14400 delta TL max *Ix 622 Ix (in. ^4) 2491 Sx (in. ^3) 276.8 A (in. ^2) 92.3 E (psi) 1800000 1547 OK 1037 OK 216.6 OK . 85.3 OK . Area, OVER. BY 7% delta LL actual = L/ 773 delta TL actual = L/' 577 USE 5.125 X 18 (24F -V4) GLULAM BEAM (Fb min. = 2400 psi, Fv min. = 190 psi, E min. = 1800000 psi) RIGHT UPPER FLR BEAM.xls • 8/6/02 PAGE L L $ . WOOD BEAM DESIGN (SAWN, GLULAM (GLB), LAM. VENEER LUMBER (LVL), OR PARALLEL STRAND LUMBER (PSL) JOB NAME: Coiling Barn • BEAM LOCATION: Overhead Door Header TYPE OF BEAM? GLB V WET USE (Y /N) ?N GRADE:24F -V4 - FLOOR MEMBER (Y /N)?■ BRACED (Y /Lu ft.)? 2.00 REPETITIVE MEMBER (Y /N)'N WIDTH (in) DEPTH (in) LENGTH (ft) Fb Cd Cm (Fb) Cv CI 5.13 12.00 24.00 2400 1.15 1.00 0.99 1.00 Pd (plf) 225 delta live max. = U 240 PI (plf) 0 delta total max. = U 180 M max. (ft-lb) 16200 Fv (psi): 190 V max. (lb) 2475 Fv' (psi): 219 delta TL max. * lx 933 Fbx' (psi): 2715 lx (in ^4) 738 Sx (in ^3) 123.0 A (in 1. '2) 61.5 E (psi) 1800000 Ix req'd. (LL) 0 OK delta LL actual = U #DIV /0! . Ix req'd. (TL) 583 OK delta TL actual = L/ 228 Sx req'd. 71.6 OK A req'd. 17.0 OK Controlled by: lx, OVER BY 20% USE 5.125 X .12 (24F -V4) GLULAM BEAM (Fb min. = 2400 psi, Fv min. = 190 psi, E min. = 1800000 psi) Combined Bending including 40# /ft to weak axis bending fbx = 1580.487805 psi fbx / Fbx = 0.58 My = 2880 ft -lb Sy = 53 in ^2 fby = 658 psi fby / Fby = 0.39 0.97 < 1.0 OKAY ASK4 ENGINEERING, INC. 39084 Proctor, Blvd., Suite "C" Sandy, OR 97055 (503) 668 -6550 OH Door Header.xls • 8/5/02 PAGE Lt • WOOD COLUMN DESIGN SHEET • (1997 U.B.C. SEC. 2316 - -1991 NAT'L. DESIGN SPEC. - FLEXURAL & AXIAL LOADING) • PROJECT NAME: Coiling Barn PROJECT #: A02 -72 ROOF SNOW LOAD (psf): 25 WIND SPEED (mph): 80 WIND EXPOSURE: C (Ce = 1.27) AVG. BUILDING HEIGHT (ft.)' 34 1991 N.D.S. COL. SIZE & GRADE: 5.125 X 9'GLB' 5.125 X 9'GLB' SECTION SPACING/TRIB: (FT.) 13.00 13.00 FOR • LOCATION: Overhead. Door Overhead Door FORMULAS . Jamb Section Jamb Section b col. (in.): 5.13 5.13 d col. (in.): 9.00 9.00 Fb (psi): 2400 2400 - Fc (psi): 1650 1650 E (psi): 1800000. 1800000 Cf (Fb): 1.00 1.00 Cf (Fc): 1.00 • 1.00 for F'c - Lb (ft.): 1.00 1.00 for Pc - Ld (ft.): 18.00 18.00 for Fb' - Lu (ft.): 1.00 1.00 L/d max (50 max.): 24.0 24.0 LOAD CASE: DL +SNOW +LAT DL +SNOW /2 +WIND LDF: 1.33 1.60 Cr (Fb): 1.00 1.00 3.7.1.5 FcE: 938 938 3.7.1.5 Fc *: 2199 2640 • 3.3.3.6 RB (50 max.). 2.91 2.91 3.3.3.8 FbE: 93077 93077 • 3.3.3.8 • • Fb' (psi): 3199 3840 • 3.7.1 F'c (psi): 835 855 3.3.3.8 Fb' (psi): 3194 3832 P col. (lbs.): 3300 3300 M col (ft.- lbs.): 1316 13146 fc (psi): 72 72 fb (psi): 228 2280 LATERAL DEFL. (in. : 0.68 1.37 =U? 316 158 3.9.2 COMBINEDSTRESSRATO: 0 +0.07 =0.08 0 +0.64 =0.65 0t4pr4 , us%- 5 G. L. T o v' rtc._d4 1-4s. f -bR ASK4 Engineering, Inc. jamb @ OH Door.xls • • • . 8/6/02 PAGE L1 ° WOOD COLUMN DESIGN SHEET COL. SIZE & GRADE: 6X6 HF #2 . b col. (in.): 5.50 • d col. (in.): 5.50 LDF: 1.15 E (psi): 1100000 - WOOD TYPE (S, GLB, OR RNDTIM): S Fc (psi): 375 VISUALLY GRADED (YIN)? Y . • Fc* (psi): 431 WET USE (YIN)? N Lb (ft.) Ld (ft.) 1/d (max.) FcE (psi) F'c (psl) P max. (lbs.) 0 16 34.9 271 223 6746 4 4 8.7 4333 • 422 12770 5 5 10.9 2773 417 12600 6 6 .13.1 1926 409 12377 • 7 7 15.3 1415 . . . 400 12093 8 8 17.5 1083 388 11736 9 9 19.6 856 373 _ 11296. 10 10 21:8 693 356 10771 • 11 11 24.0 573 336 10163 12 12 26.2 481 314 9492 13 13 • 28.4 410 290 8785 14 14 30.5 354 267 8075 15 15 32.7 308 244 7389 16 16 34.9 271 223 6746 - 17 17 37.1 240 204 • 6156 18 18 39.3 214 186 . 5621 19 19 41.5 192 170 5140" 20 20 43.6 173 156 4710 - 21 21 45.8 157 143 4326 ' 22 22 48.0 143 132 . 3983•', • ASK4 ENGINEERING, INC. 39084 Proctor, Blvd., Suite "C" Sandy, OR 97055 (503) 668 -6550 HF wood column chart.xls • 8/5/02 PAGE L WOOD COLUMN DESIGN SHEET COL. SIZE & GRADE: 6X6 DF -L #2 . b col. (in.): 5.50 d col. (in.): 5.50 LDF: 1.15 E (psi): 1300000 WOOD TYPE (S, GLB, OR RNDTIM): S Fc,(psi): 475 VISUALLY GRADED (Y /N)? Y Fc *- (psi):. • 546 WET USE (Y /N)? N Lb (ft.) Ed (ft) lid (max.) FcE (psi) F'c (psi) P max. (lbs.) 0 16 34.9 320 268 8115 4 4 ' 8.7 5120 534 16148 5 5 10.9 327 526 15915 6 6 13.1 2276 516 15609 7 7 15.3 • 1672 503 15215 8 8 17.5 ' 1280 • 487 14719 9 9 19.6 1011 466 14109 10 10 21.8 819 442 13382 11 11 24.0 677 415 12551 12 12 26.2 569 385 11647 13 13 28.4 485 354 10714 14 14 30.5 418 324 9794 15 15 32.7 364 295 8921 16 16 34.9 320 268 8115 17 17 37.1 283 244 7383 18 18 39.3 ' 253 222 6726 19 19 41.5 227 203 6139 20 20 43.6 205 186 • 5617 . 21 21 45.8 186 170 5153 22 22 48.0 169 157 4739 ASK4 ENGINEERING, INC. 39084 Proctor, Blvd., Suite "C" Sandy, OR 97055 (503) 668 -6550 wood column chart.xls • '' . 8/6/02 PAGE L : - WOOD COLUMN DESIGN SHEET . COL. SIZE & GRADE: 6X8 DF -L #1 • • b col. (in.): 5.50 d col. (in.): 7.50 LDF: 1.15 E (psi): 1600000 WOOD TYPE (S, GLB, OR RNDTIM): S Fc (psi): 1000 VISUALLY GRADED (Y /N)? Y ' • Fc* (psi): 1150 WET USE (Y /N)? N Lb' (ft:) Ld (ft.) I/d (max.) FcE (psi) F'c (psi) P max. (lbs.) 16 - - 16 34.9 394 361 14886 4 4 8.7 6302 1103 45506 5 5 10.9 4033 1072 - 44234 6 6 13.1 2801 1030 - 42493. 7 7 . 15.3 2058 975 • 40203 ' 8 8 17.5 . 1576 905 37347 • . 9 9 19.6 1245 825 • 34044 10 10 21.8 1008 741 30546 11 11 24.0 833 658 27128 12 12 26.2 700 581 23981 13 13 28.4 597 514 21190 14 14 30.5 514 455 18765 . 15 15, 32.7 448 404 16678 16 16 34.9 394 361 14886 . . • , . 17 17 37.1 349 324 13347 18 18 39.3 311 291 12021 19 19 • 41.5 - • 279 . 264 10875 20 20 43.6 252 239 9879 . 21 21 45.8 229 218 9009 22 22 '48.0 208 200 8247 • • ASK4 ENGINEERING, INC. 39084 Proctor, Blvd., Suite "C" Sandy, OR 97055 (503) 668 -6550 wood column chart.xls • • . 7/29/2002 PAGE CO • • WOOD COLUMN DESIGN SHEET COL. SIZE & GRADE: 8X8 DF -L #1 b col. (in.): 7.50 d col. (in.): 7.50 LDF: 1.15 • E (psi): • 1600000 WOOD TYPE (S, GLB, OR RNDTIM): S Fc (psi): 1000 VISUALLY GRADED (Y /N)? Y • Fc* (psi): 1150 ' WET USE (Y /N)? N Lb (ft.) Ld (ft.) l/d (max.) FcE (psi) F'c (psi) P max. (lbs.) 0 16 25.6 732 601 33801 4 4 6.4 11719 1126 63341 5 5 8.0 7500 1111 62513 6 6 9.6 5208 A 1092 61428 7 7 11.2 3827 1067 60042 • 8 8 12.8 2930 1037 58303 9 9 ' 14.4 2315 999 56166 10 10 16.0 1875 953 53606 11 11 17.6 1550 900 50643 12 12 19.2 1302 842 47358 13 13 20.8 1109 780 43887 14 14 22.4 957 718 40387 15 15 24.0 833 658 36993 16 16 25.6 732 601 33801 17 17 27.2 649 549 30862 • 18 18 28.8 579 501 28195 19 19 30.4 519 459 25794 20 _ 20 32.0 . 469 420 23643 21 21 33.6 . 425 386 21720. 22 . 22 . • : 35.2 . 387 356 20001 • • ASK4 ENGINEERING, INC. 39084 Proctor, Blvd., Suite "C" Sandy, OR 97055 (503) 668 -6550 wood column chart.xls Lzg Project: Coiling Barn I ey: SMR r� •J I • Loc.2tion: Upper Roof to Lower Shed Job No.: A02 -12 client: Charles Collin n SNOW DRIFT ON ADJACENT ROOFS Rev. 2 - Jul - 02 UBC APPENDIX CHAPTER 16 I P I • 25.0 Ipsf I C, I 0.1 I I I 1.00 Drift On Adjacent Roofs h I 15.0 Ift I YV I 50.0 Ift Pf I 11.5 Ipsf I Pf = C I P h I 2:35 I h +043x4V16 x g +101 11.S-Ipcf I D = 0.13•Pg +14 JJ r h �:::.: I h P b = D (h h I .. 1.0. I Wa � . - : I w =4. h or W = 4 •(h — h P I •58.1 Ipsf I Pre = D• (h - F h 5 D• h P _ Drift Surcharge High Roof WI) Wd Low Roof or Deck Pm hd hr h b P SnowDnft xls\Adjacent Roofs 8/5/02 2'03 PM • S K • J og Co LLt rop 13A-0..1 . 4 /1 7 nn =aleerins3, 34084 Proctor Elvd. Suite "G" NC ' L Jae NO A01. - .S<Z1dtd, OR C7055 CALCULATED BY 5 DATE 0 -2? °- (5oa) C' DC. C1-ECKED BY DATE (Pax) 6 JCB ADORES • • • • • Lork C 09 34 ' (r e.o.T - TO - 79T.Pri__ (IA Po5e_ A . 417/ 5r 41 A ZS N . Ta.A rp. ;FeR-Lta . r t_A--$ T-o Sq it a-00 r k -e/ Lad g) IA-6f P-A 6. BPrelk F A-ee,4 1- ) 10 + 2 2 0 = 410 .- 541-1) R r I A-e- i.-c2e/12 16(07 5 ?P� I4 c F wggsre 6 (P ( 4 1 la ii9q j g.-0 r 64-e ae ek-e.45-0- (309-vi 2( 2 • z (AR.. Do / -72. 70 . . 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Su, OR cr70.55 (5 668 CALCULATED BY 4 D DATE 10-$0 -02. i ii INC. CI-ECKED DATE ■■■ (Pax) 6,68 JCB ADCRIBMI ... .. I fr6 1 - 5 ( S e 0/ 0.408 r • 2- (vAbT Ci4) . . e (-woe T 6- 1 04 ( 'CZ, - J20 ‘1.. en5T - 51 = 30(5 S. (1-1) . . • • S K Lol.L‘r4C? ARA JCB Ai e - ASK4 Ens ineer ins , 3 Proctor Blvd. evIte °G" L Joe No A02 t s III e■arta (BOB) d, OR 4 11055 668-6:--46.0. CALCULATED BY 5 P1 (k DATE 10 0 2 DC. cl-EcKED BY DAM (Pax) 66a--52azt JCB ADOREBS . . k T co:J-1 .. . . • R tLe ALAGTIO'l e + 801 - 0 1_ iloo k_4) r•-• t-k A- D a_R usE s1h Gin $7 . 1(9 v J e (4916 fr. k‘wir.6 = 2,100 loar2 1/1-1P50 & 5 (w 2." .. ....................... ... ... e, FL-o° oc.) &A NA( ( "ere) 6 rniNc-vr- FL-001L COQ rve 2.70. • _ . . . ca-civi 12-4D = oos 7, = / 41-0" . , . • -' ASK.? EncalneerIng, Inc. Orr iall 54Toe4 Proctor Blvd. Suite "G" L. Scridtj, OR 4 1 - 7055 (50B) 66.65-40, (Pax) 668-3:2_,4 JCB stir No. C O ) 12 1., L-A CALCULATED BY 4 ? / K. CI-ECIQED BY __ rio. 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S i e (•L" c) L iN I °(LtD i 4,1 - I 11/05/2002 .12:x1 503 - 668 -5239 ASK4 ENGINEERING PAGE 01 • MS o 0 3 72 i 200 — ° ASK4 Engineering 'rc. 3 4 ;1084 proctor B:vd. Suite ' G" 'fN�IrfRlti�' Sand. OR X17055 '503) 668 -6550 JNC. Pox. 668 -5239 Fax Transmittal TO: Gary t_ampella From: Sean Ramstead Fax 503 - 624 -3681 Date: November 5, 200.2 Phone: Pages: 6 Re: Coiling Barn CG: ❑ urgent ❑ For Review 0 Please Comment 0 Please Reply D Please Recycle Gary, Attached are the calculations supporting the footing design at the interior truss bearing wall and details showing the shear transfer along the exterior and interior walls. Please give me a call at 503- 668 -6550 ext. 23 if you have any questions. Thanks. Sean Ramstead, P.E. 11/ 05/ 2002 • 1:31 503-668-5239 ASK 4 ENGINEERING PAGE 02 . . . • ■11■11■111. . rl JOB C.C7 6 BA-i'1 ,Il ASK4 Cn9IneerIng, Inc. 3 Proctor Blvd. Suitt, NG" Ell€ET NO P' C " I . JCEI NO. 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Y.. .. .. 19A Stke-D gf is r&F (v.; /7-) 0 it(' g ' . . • • - bio-k fkf 7- e-SF 0°' /t . . . ... : ...... • • • ..... - • ... : 7 25 -41.-1 • . - • . . 7-403 . . . • - . - ... . . . • . . . . • I • ... ToT.A L. .c.u.A 2 70 Pocrrie 6 1 i 79 414 . . • . " • 150a P•Sf . • .. . pc_y 00 0 r+- Lif) .......... vrt I F. a. to■ 1..,gr 6t.,72-a 7 e.) Fc../..• 0---11, 7( u "4 • ... .. . . . . . , . . . • . , . . . . . . . . . : : " ' • : . . . . . . • . . . . . . . . . . . . 11/05/200? ,1 ?:31 503 - 668 -5239 ASK4 ENGINEERING PAGE 03 • ; S K JOB 4. o�.�1Pk U Q. - •ASK4 Engineerins, Inc. 4 , 541084 Proctor Blvd_ Site 'G' SET NO. P L 1 .:e P. A Q 2. - -7 2 II III Sone4 OR cr7055 — !tC (505) 666-6550 CHEMED BY DATE (Pam 666-5234 Joe A DCREES T 1 v& (a. b, a A - . . . , (t c_ . . f0 di' IKG FU R 'T�LSS: Pc; ,•c'T Lc: et' D S . g.c.?o F TguS-S e, 11. o L•... • '.t, tr.e +h 1.-bPrD 5 psA■ ¢D Rr - 180 1 ' .. w , , w k%A, , 7,:o (6. • • 5 $ • ToTAL -1,oAD = )V'..0$11. : : foj] 't & wtOTH tl; IdS F R r c e u Lo ` )b3�df' 1 12 7 • • ) 9 .7 : PO t -T .0AOS t4?-1 ib Fie rl 1-C -- 2oO 1 1.-' ' ' Zs+o ATTc6, 0rd = 16 S(o �1 v tz. gbeai RF Soo , / '('Z') = t, 60va .. Rnt 4 " -3 °/. (IZ') _ 4 1 - z_ . 36 TOTI} L P o)14T Lo fl .D C X 1 2 (49 2 154)0 Pc :r (.1.3 /ii) .. . 11/05/2002 ,12:31 503 - 668 -5239 ASK4 ENGINEERING PAGE 04 • . . . Joe C, DUN G MAN . ASK4 En9IneerIn9, Inc. — 34084 °roc:or Blvd. Suitt) 'c4 stir tro. P �. _ J03 ra. _ A o 2_- 2 (ON scinc 1 j , OR 17055 CALCUl1tT® 81' S ` e- DATE I Z (a..O'S) 6645-165547 p.Ec) BY DATE (Pax) 6.6e,--52.341 , A ®s Ti G A e t, o l2 t;.). •1•J'' /IU �G�KTr�c.a b s4 . . 1,(0..(11 72 ? S f . :2. 7 25S P 09.3 I " \ 432 5 • • }yZ; � ' ( l2 }Z/ 10 = :21.3 �� • • • DR Pi - or = 20" (c.Ur - i\c-Ne y¢ /Z'f' ... d.= 1,9" 3 Z5 - Ib.15 Ac o`r( °.) ..E, o 1 " (z) d'9 40,47. :AdT10 � 0, s..f b......9.. .5:(.3 )C rhR 4 AS f y (4 - 4/Z) - p:, T ‘0A Y6 5. f,2 • 1/ = Zq ,2 Fr. f Qur-4 Poet„..1K l s oKArY ... • • 12'11/2002 „ 1(3 ;54. 5133-668-5239 ASK4 ENGINEERING PAGE 02 r' Ibd ® 4" O.G. ROOF SHEATHING PANEL EDGE NAILING INTO FLOOR SHEATHING \ 2X BLOCKING PER PLAN I � INTERIOR , STUD WALL ��� \ S HEAR WALL PANEL EDGE NW ` p \ NAILING, SEE PLAN AND O 1 , lk /• \a' SCHEDULE FOR REQUIREMENTS III Ilik FYTENC SHEATHING UP PONY `� L »_ WALL WITH PANEL EDGE NAILING ;' IAITO RIM BOAR PER ri._, TYr. 4' -0" C %rei cif- IFARWALL, SEE PLAf.t A *ND 2X4 HORIZ. ® 4' -O" O.G. SCHEDULE FOR SHEATHING AND ATTACH TO 5TUD5 Hi (5) Ibd NAILING REGtUIfKEMENTS SHEARWALL CLIPS PER DETAIL SPI AND 5P2 /r- 5EE D _MATIO A/ GALGS' FO R / INFOPN 1 OT SNG'WN ill in SHEAR TRANSFER !TA I L ,11/05/2002 „1,2:31 503-668-5239 ASK4 ENGINEERING PAGE 05� i f PC 9 I 6 ® 4 " SHEAR/NALL CLIPS PER DETAIL 5PI AND SP2 FLOOR SHEATHING ROOF SHEATHING ■-.. PANEL EDGE NAILING PER PLAN INTO 2x BLOCKING 14 1 TYP PP SHEARINALL, SEE PLAN AND SCHEDULE FOR SHEATHING AND NAILING REQUIREMENTS SEE DETAIL A / 'GALLS' FOR INFORMATION NOT SHOWN ti L SHEAR TRANSFER DETAIL ` SCALE: I" = I -O" Ah(ce.,4 ,11/05/2002 ,12:31 503- 668 -5239 ASK4 ENGINEERING PAGE 06 ROOF SHEATHING • Pc-5) PANEL EDGE NAILING PER •I6 3" O.G. TO 27BLo KING �C 3q�� 8 d iI TYP. b"6L n O°:0 (% PANEL E / . DGE N6PER P LOWER ROOF _SEE PLAN PLAN AND SHEARWALL FOR_SHEATI II NfNp SCHEDULE AI LING REQUI REMENTS \ 8d � b" O.G. INTO OCKI - ti fiL1NG PER` EARWALL .1E17 AND DETAIL A SP � SHED RAFTER NOT SHOWN 11 FLOOR SHEATHING FOR GLARI TY BEARS ON DBL TOP PL WITH STUD z = BELOW EACH RAFTER mug a PANEL EDGE NAILING PER PLAN AND SHEARWALL _�— SCHEDULE SEE DETAIL G /'GALLS' FOR INFORMATION NOT SHOWN SSMEAR TRANSFER ETA I L - -- 'CA SCALE: I" = I' -O" r /�5T - 0 - 02 - p0 3 7z Job ;% T , Truss Type Oty Ply KURT JACKSON mm/ss .1 IrI .. '' • �' JACKSON2 Al -A GAMBREL ATTIC 12 3 •, +I ,, (optional) PRECISION ROOF TRUSSES, CLACKAMAS,OR 97015 4.201 SR1 6 Nov 16 2000 MiTok Industries, Inc Mon Aug 19 11'48'03 2002 Page 1 f - 1 2 -0 -? 8 -6 -15 20-0-0 31-5-1 I 40 -0 -0 . 12 -0 -p 2 -0 -0 8 -6 -15 11 -5 -1 11 -5 -1 8 -6 -15 2 -0 -0 Scale = 1 94.7 10.60 12 5x6 = 4 6x6 % 4x51; 4x5 1 6x6 3 5 2 6 . A 1 1 7 0 6x8 /i 12 10 13 9 14 8 15 6x8 \\ 8x8 = 10x10 = 8x8 = • - -0 -9 8 -6 -15 I 40 -0 -0 42 -0 -p 2 -0 -0 8 -6 -15 31 -5 -1 2 -0 -0 Plate Offsets (X,Y): 11:0- 7- 8,0-0-81, [2 0 -3-8,0 -3 -41,14 0- 3 -0,0-2 -121, (6 0.3- 8,0 -33), [7 0 -7-8,0 -0-8], [8 3-8,0- 5-12], [10:0-3-8,0-5-121,111:0-1-4,0-2-41 . LOADING (psf) SPACING 6 -0-0 CSI DEFL in (loc) Udell PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0 51 Vert(LL) -0.36 8 -10 >999 MI120 220/195 TCDL 5.0 Lumber Increase 1.15 BC 0 83 Vert(TL) -0 42 8-10 >999 . BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.04 7 n/a BCDL 1.0 Code UBC/ANSI95 (Matrix) 1st LC LL Min Udefl = 180 Weight 1098 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 -G TOP CHORD 2-0-0 oc puffins (6-0-0 max.) 1 BOT CHORD 2 X 12 DF SS-G (Switched from sheeted' Spacing > 2-0-0). WEBS 2 X 4 DF Std-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Stud -G 'Except' WEBS 1 Row at midpt 3-5 O22X6DFNo.2 -G REACTIONS (lb /size) 1= 8922/0 -5-8, 7= 8904/0 -5-8 Max Horz 1= 953(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 2 -3= -9719, 3-4= -4020, 4- 5=-4021, 5.6= -9714, 1 -2 =- 12040, 6 -7= -12037 BOT CHORD 1 -12 =7950, 10-12=7950, 10 -13= 9073, 9-13= 9073, 9-14 =9073, 8 -14 =9073, 8 -15 =7948. 7 -15 =7948 WEBS 3 -10= 598,5 -8= 581,3 -11=- 5476,5 -11=- 5476,4 -11= 576,2 -10= 4201,6 -8 =4214 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 1 0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category IV, condition II partially enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7 -93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The • lumber DOL increase is 1 33, and the plate grip increase is 1 33 3) The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional load to be added to the bottom chord. 4) Ceiling dead load (5.0 psf) on member(s) 3- 11.5 -11 5) Bottom chord live load (40.0 psf) and additional bottom chord dead load (7.0 psf) applied only to room. 8 -10 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed with ANSI/TPI 1 -1995 criteria. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) 3 -ply truss to be connected together with 10d Common(.148'x3') Nails as follows. Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 12 - 2 rows at 0-6-0 oc. Webs connected as follows 2 X 4 • 1 row at 0 -9-0 oc. LOAD CASE(S) 1) Regular. Lumber Increase =1.15, Plate Increase =l 15 Uniform Loads (plf) Vert: 2-4= -180 0, 4.6 =- 180.0, 1- 12 = -6.0, 10- 12=- 246.0, 10-13= -528 0, 13.14 =- 288.0, 8- 14=- 528.0, 8 -15= -246 0, 7- 15 = -6.0, 3 -5= -30.0, 1- 2=- 180.0, 6- 7= -180.0 Drag: 3 -10 =- 60.0, 5-8 =-60.0 2) Wind Left: Lumber Increase =1.33, Plate Increase =1 33 Continued on page 2 it .. V 9� I. 1 i - t - 79 , 261 rl L - Job • • 'Truss Truss Type Qty Ply KURT JACKSON mnVss ,) } JACKSON2 Al -A GAMBREL ATTIC 12 3 ` (optional) • • PRECISION ROOF TRUSSES, Ct.ACKAMAS,OR 97015 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc Mon Aug 19 11 48 04 2002 Page 2 LOAD CASE(S) Uniform Loads (p8) Vert: 2-4= 116.0, 4- 6= 104.9, 1.12 =-6 0, 12.13 =246 0, 13 -14= -6 0, 14- 15 = -246 0, 7- 15 = -6.0, 3 -5= -30.0, 1- 2 = -9.0, 6-7 =104 9 Horz: 23= 146.0, 4_6x134 9, 1 -2 =- 21.0, 6-7 =134.9 Drag: 3.10=- 60.0, 5- 8 =-60.0 3) Wind Right. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pit) Vert: 2-4= 104.9, 4-6= 116.0, 1- 12 =-6.0, 12 -13 =- 246.0, 13- 14 =-6.0, 14 -15 =- 246.0, 7- 15 =-6.0, 3 -5 = -30 0, 1 -2 =104 9, 6 -7 = -9 0 Horz: 2-4=- 134.9, 4-6 =146 0, 1 -2 =- 134.9, 6-7 =21 0 Drag: 3.10 =- 60.0, 5-8 =-60.0 4) 1st Wind Parallel: Lumber Increase =1 33, Plate Increase =1.33 Uniform Loads (plf) Vert: 2-4= 104.9, 4-6= 104.9, 1- 12 = -6.0, 12 -13= -246 0, 13 -14 =-6 0, 14 -15= -246 0, 7 -15 =-6 0, 3 -5= -30.0, 1 -2 =104 9, 6-7 =104 9 Horz: 2.4= 134.9, 4-6 =134 9, 1 -2 =- 134 9, 6-7 =134.9 Drag: 3-10 =- 60.0, 5.8 = -60.0 5) Floor Lumber Increase =1 00, Plate Increase =1 00 Uniform Loads (pit) Vert 2 -4 = -30 0, 4-6-30 0, 1- 12 =-6.0, 10-12= -246 0, 10- 13=- 528.0, 13 -14 =- 288.0, 8 -14 =- 528.0, 8 -15 =- 246.0, 7- 15 =-6.0, 3 -5 = -30 0, 1 -2 = -30 0, 6 -7 = -30 0 Drag: 3- 10 =-60 0, 5-8=40 0 6) 1st unbalanced Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert. 2-4 =-180 0, 4-6= -30.0, 1.12= -6.0, 10 -12 =- 246.0, 10-13= -528 0, 13- 14 = -288 0, 8 -14= -528 0, 8-15= -246 0, 7 -15 =-6 0, 3 -5 = -30 0, 1 -2= -180 0, 6 -7 = -30 0 Drag: 3-10= -60.0, 5-8 =-60.0 7) 2nd unbalanced Regular Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert 2 -4= -30 0, 4-6= -180 0, 1 -12 =-6 0, 10-12=-246 0, 10-13= -528 0, 13.14 = - 288.0, 8 -14 =- 528.0, 8 -15= -246 0, 7- 15 =-6.0, 3 -5 = -30 0, 1 -2= -30.0, 6 -7= -180 0 Drag: 3 -10= -60.0, 5-8 =-60.0 • O8/19/O2 . MON 12:26 FAX TRUS JOIST MACMI . IA 002 1 V , . bAVE StIluBbli ili 6 T 002 — 00372_ • lechnicol Representative 10/4/7. - 8285 Southwest Nimbus, Suite 105 0 Beaverton, Oregon 97008 ANYkyerhaeuser Busuless Phone 503.520.5025 • Fox 503.526.1937 --------- 1 I 1 1 . - - 1 - I 1 I I I I 1 1 I I 1 I I I I 1 I -, 1 1 ' 1 1 1 i ; . ; rolos $riArt b Jr..‘ 1 I 1 .! 1 .._ 1 i . 1 ; 1 i , i 1 i ; 1 : 1 . i ____.1_ , ----- I ! I 1 1 i I ' ; . • 1 I I a • Vogl Fook , , : i -1 . - -- :- .-1- I , , -I- . r t7:=. 177,:* . . I . , - i - , ,. , 1 1 I I I I I I — . ■.- 1' 1 1 1 4 46 1.1 4 _,L 4- 1D . _ _ ( ii-f l 1 44--- - ' ------- 1 - 7 --- 7 ---------73 ; I — • - 1.--1-- -r-- i • . I ' . I I 1 I . I . . I - • " I' / • F " r- ' I I ' !- -- 1 1 4- eivAer 1, -T1 ' 1 • : i .•7' 1- - i I I 1 i • . I I . _ . _ _ i 1 ! i I • i 1 i 1 ' . I . 5i 7 V , Header 67 0 CS! 9. J -- " --- 4 A 84.1 Oktt- ■ to I --1- —X--- 4...4 . 741 , c4. -- --- i • ' _. .... . / .?K.. 1 . 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Sheet of Technical Representative By D/ Date 414102 1 08/19(02 MON 12:27 FAX TRUS JOIST MACMI 1J003 r �l C J•a Shed Roof TJ-ae M)6.02 Senal► . ° 0 28" TJL Open Web Truss @.32" o/c • 12.7 Page User: Engin e V PM • THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pape t Engine Ver9tefY. CONTROLS FOR THE APPLICATION AND LOADS LISTED /i Member Slope: 1.75/12 Roof Slope1.75M2 — J T I I r A . `I T. TATice- r. 1 VA T 35' All dimensions are horizontaL Product Diagram is ConceptuaL LOADS: Analysis is for a Joist Member. Primary Load Group - Snow. (psf): 25.0 Live at 115 % duration. 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment ' Tapered(psf) Snow(1.16) 0.0 To 50.0 0.0 To 0.0 26' To 38' Adds To SUPPORTS: Input Vertical Reactions (Ibs) Detail Other Width Live/Dead/Uplift/Total 1 Stud wall 5.50" 1257 / 728 / 0 / 1984 Bottom Chord Clip Steel X- Bracing 2 Glulam or solid sawn lumber beam 5.50' 1810 / 728 / 0 / 2537 Beam None -Left Support Bottom -All, Approx. dip height 0, Approx. dip width: 8 1/2 ", Mowed choice(s): BOTTOM (U -CLIP) -Right Support Top -All, Approx. clip height: 1 5/8 ", Approx. dip width: 7 3/18 ", Allowed dwice(s): TOP (NO- NOTCH),TOP (U -CLIP) DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ms) 2458 2432 2432 Passed (100%) Rt, end Span 1 under Snow loading Moment (Ft -Lbe) 17872 17183 18257 Passed (94%) MID Span 1 under Snow loading Live Load Deft (in) 0.809 1.785 Passed (L/530) MID Span 1 under Snow loading Total Load Defl (in) 1.250 2.380 Passed (U343) MID Span 1 under Snow loading _ - Deflection Criteria: Spedfled(LL :U240,TL1/180). - Bracing(Lu): All compression edges (top and bottom) must be braced at 5' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - 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. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. _ -The open web truss analysis presented is approximate. Al open web trusses are custom designed to carry the specific design loads for each — project. Actual truss capacity when fabricated is limited to that required to resist the specified loads. Do not use this analysis to verify the capacity of existing trusses. -Pricing Load (pif) =128 (A deeper depth truss or another series may provide greater value) PROJECT INFORMATION: OPERATOR INFORMATION: Dave Schubert • Trus Joist 8285 SW Nimbus, #105 Beaverton, OR 07008 Phone : 503 -520 -7108 Fax : 503-528-1937 schubed @trusjoist.com Copyright " 7001 by True Joist, a Weyerhaeuser Business TJB",TJL".TJIN",TJLx ",TJB" and TJW" are trademarks of True Joist. 08/19/04 MON 12:28 FAX TRUS JOIST ifACM VII 004 , r 11 • e; 1 • ° '^ ,lu 48" TJS Open Web Truss @ 16" o/c n .. T }eeam(TM) 8.02 SeAal :7002077714 P User 3 6/113/02 Engine Page 1 EnpMe Version• 1.2.1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED • rX IA►T`r`r `r. Ti►T tur Product Diagram is ConceptuaL )TOADS: Analysis is for a Joist Member. Primary Load Group - Storage - Light (psf): 125.0 Live at 100 % duration, 13.0 Dead SUPPORTS: Input Vertical Reactions (Ibs) Detail Other Width Live /Dead/Uplift/Total 1 Stud wall 5.50" 3333 / 347 / 0 / 3680 Wall 2x_ Blocking 2 Stud wall 5.50" 3333 / 347 / 0 / 3680 Wall 2x Blocking -Left Support Top -All, Approx. dip height: 3 1/2 ", Approx. dip width: 5 ", Allowed choice(s): TOP (STANDARD) -Right Support Top-Afl, Approx. dip height: 3 1/2", Approx. dip width: 5 ", Mowed choloe(s): TOP (STANDARD) DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 3619 3619 3619 Passed (100 %) Lt. end Span 1 under Floor loading Moment (Ft -Lbs) 35930 35219 49191 Passed (72 %) MID Span 1 under Floor loading Live Load Defl (in) 0.704 1.311 Passed (U670) MID Span 1 under Floor loading Total Load Defl (In) 0.777 1.967 Passed (U607) MID Span 1 under Floor loading TJPro 42 40 Passed Span 1 - Deflection Criteria: Specified(LL:U360,TL:U240). - Allowable moment was increased for repetitive member usage. - - Deflection analysis is based on composite action with single layer of 23/32 ° , 3/4" Weyco Edge Gold (24° Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 4° o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Concentrated load requirements for standard non - residential floors have been considered. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance Information and is based on a GLUED & NAILED 23/32 ", 3/4" Weyco Edge Gold (24" Span Rating) decking. The controlling span Is supported by walls. Additional considerations for this rating Include: Ceiling - None, Use Bridging or Blocking (8' o.c. max). A structural analysis of the deck has not been performed by the program. PROJECT INFORMATION: OPERATOR INFORMATION: Dave Schubert Trus Joist 8285 SW Nimbus, #105 Beaverton, OR 97008 Phone : 503 -520 -7106 Fax : 503-526-1937 schubed@trusjoist.com Copyright ° 3001 by True Joist, a Weyerhaeuser auainees TJR', TJL', TJIM ". TJLX ",TJS and TJW' are trademarks of True Joiat. /14,5 :2,cro 2— 6 K . 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I 1 RS ( fI / Cs ..."4 *lb I . 1 0 ,, -„.. ..... ,- ......L...........,........ . „(3LVD ... _ . 1 r • • •• T One & Two - Family Dwelling � 1 ':_i i i \ Plan Check Fees W City of Tigard PERMIT INFORMATION: Permit #: M5 7I- -vo37L Plan #: Date: $'2Z -0 z— Site Address: / 3 fl. if" .5 hie.. /1 8 - Parcel #: ,25/..o - vu j e-a Subdivision: 6 d uv d Lot #: G Zoning: / 4 -y Jurisdiction: T y Setbacks: Front: 1�U Rear: Left: c( v Right: S' ) -- Class of Work: c; ` cd Stories: 'L First Floor: Type of Use: S F Height: Second Floor: Construction: .5' / f Floor Load: SG Third Floor: Occupancy Group: r'_ 3 Dwelling Units: Fourth Floor: Valuation: /G 7 83 Z Bedrooms: Total Floors: i Bathrooms: — Basement: Decks: Cc, .'ri) t AS y Z Garage: - 2 Porches: f Other: FEES: Description: Fee Amount: Amount Paid: Balance Due: Plan Check: Building: ..SG .7y 09.13 o? (/ 7. Co ) Extra Set: Permit: Building: /009', So /e>0. ) Tax: Pe) r 7 L rb 76 Mechanical: Tax: R Plumbing: 7 Z . .5v 7L • ,-) fle,m1 Tax: ,� Yu 5 $' Electrical: 5/ c-/Y; 7s 4 VS" • 7 1 Tax: 35 •6G 3 .s - -6 6 2J bevy Voltage: 6 50 fia . 3 O Tax: (a‘42- te ,u SDC: CDC Bldg. Rev.: �. 0, w CDC Ping. Rev.: v' 7 '1! Parks: TIF Res.: TIF MT: Erosion Permit: at/, , 6,c/ Erosion CWS: 2v • kV ., - d'+' Erosion COT: . 6 ?.• - kv Water Quality: Water Quantity: SUB- TOTAL: 02 5 3 5 q") y o 1. I 3 ez 1 9, 3 (/ Sewer: Permit: Inspection: SUB - TOTAL: TOTAL: i:l dsts\forms\ResPlanCheckFees.doc 2/4/02 P age 1 WI/ 1 r 1 & 2 FAMILY PLUMBING FEES: 1 & 2 FAMILY MECHANICAL FEES: • _ PRICE TOTAL DESCRIPTION:. - - Price Total FIXTURES (individual) QTY (ea) AMOUNT 'Cable IA Mechanical Code Qty (Ea) Amt Sink 16.60 I) Furnace to 100,000 BTU Lavatory 16.60 including ducts & vents 14.00 Tub or Tub /Shower Comb. 16.60 2) Furnace 100,000 BTU+ including ducts & vents 17.40 Shower Only 16.60 3) Floor Furnace Water Closet 16.60 including vent 14.00 Urinal 16.60 4) Suspended heater, wall heater or floor mounted heater 14.00 Dishwasher . 16.60 5) Vent not included in appliance permit Garbage Disposal 16.60 6.80 6) Repair units Laundry Tray 16.60 p 12.15 Washing Machine 16.60 Check all that apply: Boiler Heat Air Floor Drain /Floor Sink 2" 16.60 For items 7 -11, see or Pump Cond .footnotes below. Com p' 3 " 16.60 7) <31-P; absorb unit to 4 " 16.60 100K BTU 14.00 Water Heater 0 conversion 0 like kind 16.60 8) 3 -15 HP; absorb unit Gas piping requires a separate mechanical 100k to 500k BTU 25.60 permit. 9) 15 -30 HP; absorb MFG Home New Water Service 46.40 unit .5 -1 mil BTU 35.00 MFG Home New San/Storm Sewer 46.40 10) 30 -50 HP; absorb unit 1 -1.75 mil BTU 52.20 Hose Bibs 16.60 1 1) >50HP; absorb unit Roof Drains 16.60 >1.75 mil BTU 87.20 Drinking Fountain 16.60 12) Air handling unit to 10,000 CFM 10.00 Other Fixtures (Specify) 16.60 13) Air handling unit 10,000 CFM+ 17.20 14) Non - portable evaporate cooler 10.00 15) Vent fan connected to a single duct Sewer - 1st 100' 55.00 6.80 Sewer - each additional 100' 46.40 16) Ventilation system not included in appliance permit 10.00 Water Service - 1st 100' 55.00 17) Hood served by mechanical exhaust Water Service - each additional 200' 46.40 10.00 Storm & Rain Drain - 1st 100' 55.00 18) Domestic incinerators 17.40 Storm & Rain Drain - each additional 100' 46.40 19) Commercial or industrial type incinerator Commercial Back Flow Prevention Device 46.40 69.95 Residential Backflow Prevention Device* 27.55 20) Other units, including wood stoves 10.00 Catch Basin 16.60 21) Gas piping one to four outlets Inspection of Existing Plumbing or Specially 62.50 5.40 Requested Inspections per/hr 22) More than 4 -per outlet (each) Rain Drain, single family dwelling / 65.25 100 Grease Traps 16.60 Minimum Permit Fee $72.50 SUBTOTAL: $ QUANTITY TOTAL 8% State Surcharge Isometric or riser diagram is required if $ Quantity Total is > 9 , , *SUBTOTAL TOTAL RESIDENTIAL $ / ` PERMIT FEE: • 8% STATE SURCHARGE (; �.I r•i Other Inspections and Fees: I. Inspections outside of normal business hours (minimum charge -two hours) * *PLAN REVIEW 25% OF $62.50 per hour. SUBTOTAL: . . 2. Inspections for which no fee is specifically indicated (minimum charge -half hour) Required only if fixture qty. total is> 9 $62.50 per hour $ 3. Additional plan review required by changes, additions or revisions to plans (minimum TOTAL PERMIT FEE: charge-one-half hour) $62.50 per hour * State Contractor Boiler Certification required for units >200k BTU. * * Residential A/C requires site plan showing placement of unit. * Minimum permit fee is $72.50 + 8% state surcharge, except Residential Backflow Prevention Device, which is $36.25 + 8% state surcharge. All New Commercial Buildings require 2 sets of plans. * * All New Commercial Buildings require 2 sets of plans with isometric or riser diagram for plan review. i:■dsts\forms \ResPlanCheckFees.doc 2/4/02 Page 2