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11530 SW 92ND AVENUE 1� 1 ADDRESS: SW qm2 Av�rc� i:\recOrdslmicrOf lm\targets\building.doc t LFGil3ILiTY STRIP ` ITO 2 3 4 5 E 8 9 10 1I 2 13 14 16 17 1 F 19 20 21 22 23 24 25 26 27 26 29 30 Oma., z l I I 01 8s.; MONI 0 1OZ ul 11�1�1� 1�la Lt1�1.u1�.�11,�4IaJ1 1l�La.hLl�l.�1>1�1.�1�1.�a L1�i li l�.L�L ��h h 1 l��a. lil >hJ, tla 111x1a�i1��J��J .> I�.�f�Li.IJ.LI�.Ii oz 25X 1�0 IM '. : -. .. ..••M��f+ gMK,YVw'4W'k;.parr.+M�AMryWP!W!�!/1M2M1M1@il�,V�IPR.••` .. ,., _ .. - �« M a .rr -•. ,.... mti- .. ,.�*-• s - -.,.,. ..,_..:. .......... .. .. .,.. ......._�.._�...,..._ _-...�.,,_...�........,w-..-...F..,.-.,...n,,:. .cw,.r..�...wrnn+:•;.'.wm•R:Wv� w.u.,w.w,--v ...ww,. q.,�r•;.. �rtin.,.,� 'IPA, Sil � TYP. FOUNDATION NOTES 1 6 ® -S S-3— O1 ALL EXTERIOR FOOTINGS TO BEAR ON FIRM, UNDISTURBED / / // -e / SOIL AT 18" MIN, BELOW LOWEST ADJACENT GRADE. — — O SEE SHEAR WALL SHEDULE FOR SIZE AND SPACING OF SILL ANCHORS AT SHEAR WALLS. 8 I IND3 SILL AT EXTERIOR WALLS TO BE 20 GAGE TRACK j 5 O WITH #14 SELF DRILLING SCREWS AT 12" O.C. TO i HD j I S-3 WOOD PLATE AND 5/8"0 ANCHOR BOLTS AT P3 6' O.C. PLATE TO CONCRETE, 2 S�3 — O SLOPE EXTERIOR SLABS AWAY FROM BUILDING ® 1/8" PER FOOT MINIMUM. HD --- - -- - - - - - - SOOEJ16 AT 24" O.C. TYPICAL FLOOR JOIST I — — All WITH STIFFENERS AT BEARING POINTS 41L — 2 4 3501C18 STUDS AT 24" O.C. TYPICAL PONY WALL ® 9 D j I INSTALL #12 SCREWS ® 12" O.C. RIM TRACK TO I I 2 j TOP TRACK AND 0.138"0 POWDER ACTUATED J I j I I FASTENERS AT 12" O.C. BOTTOM TRACK TO CONC. -HD O SIMPSON ABU44 POST BASE AT EXTERIOR POST. 7 HD SILL ON FLOOR JOIST TO BE 20 GAUGE TRACK P3 _ F3 _ ' I I I I I ( I I I F2 3 I WITH 10FSR MEWS SELF DRILLING SCREWS TO TOP 4 6 6 / RACK. TIE BOTTOM FLANGE OF r— — — ( I ® I I 2 -3 S-3 8 I j RIM TRACK TO STEM WALL WITH 0.138' POWDER F2 I I I j HD ACTUATED FASTENERS WITH 1 ' MIN. EMBED @ 12" O.C. 5 HD II O9 WHERE WOOD PLATE OCCURS UNDER SHEAR WALL 6 I I 4 I I I I I INSTALL 5/8"0 ANCHOR BOLTS AT 36" O.C. FROM ® I I PLATE TO STEM WALL. � S _ IF2 2111,- HI — 44-- 11rP. i I I 3 S33 I I H I ND <0> RF�F,V6, I I I i NOV 1 ��M 51999 UNITY pEV f H TYP. I I I I 5 S-3 I I F3 9 6 I I 6 I— — — — — — s-3 POST SCHEDULE � - 13 HD -- — — — — — — — — — — — — — — — — — — — — — — — — — — — P3 Pi (2) 5501C 18 F1 ® 2 s-3 4 7 P2 (2) 550XC 18 (2) 3501C18 FOOTING SCHEDULE \ MARK SIZE THICKNESS REINFORCING AT BOTTOM �[ F1 1 '-4" CONT. 12" 2 #4 BARS CONT, F2 1 '-0" CONT. 10" 2 #4 BARS CONT. (AASI a� vJ 3S S A 8" TURN-DOWN 12" 2 #4 BARS CONT. , , 5w a I��30 rl jrgf a4 SHEAR WALL SCHEDULE MARK SHEATHING SILL PLATE (TO STEEL) SILL PLATE (TO CONC.) �; - --- — REV. DATE REVISION DESCRIPTION 0. 138 � FSNRS 7/16" C—D PLYWOOD ONE SIDE W ol,,ly �g " W/ 0. 10 FASTENERS AT 6/12 N/A 8" 0.C. STEEL FRAMES INC. — MOLALLA, OR ® # 14 7/16" C—D PLYWOOD ONE SIDE # 14 SELF—DRILLING 0. 1 38"0 FSNRS @ 2�� 1 .�� 3 O W OR[ ON 0. 10 FASTENERS AT 4/12 SCREWS @ 8 O.C. 8 O.C. — � 7/16" C— D PLYWOOD ONE SIDE # 14 SELF— DRILLING HOLDOWN SCHEDULE 0 PROGRESSIVE Q <-�,�,s�► lA % �,P ® N/A 00 CONSULTANTS, � S. HO W/ 0. 10 FASTENERS AT 3/12 SCREWS @ 6" O.C. L O CATI O N O F S I M P S 0 N FAX 1902 S.E. MORRISON STREET, PLA i (503) 230-0227 FAX buil FOR TYPICAL ROOF DIAPHRAGM, SEE 1 /S-4 S/HTT14 HOLDOWN DRAWN BY: DSW CHECKED BY: JSH PLOT DATE: 11/15/99 9:06 AM SCALE: AS NOTED ---- _ FILE NAME: SOI-FP-9965.dwg PRINT DATE: ^TITLE: FOUNDATION PLAN EXTENDED FAMILY 11 -2 TIGARD, OR I I t10 S%k'42'"AVLN1 It: he i I ..r 5 ----__ AI.LPROHRS RIVEECO CONSULTANTS, INC. PROJECT NO. 9965 SHENO.ET S— Cm illlllllllllill�Ill�jl'll�jljllllil!Il��lllll��lllill� ' � "'��IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIiIIIIjII�IIIIIIIIIIIIII�IIIiIllillhllll'��Ii�llll��lllll��'llllll IIIIIIIIIIIIIIIIII 'llllllll IIIIIIIII _LEGIBILITY STRIP o o 2 3 4 5 6 Ji 8 !3 10 11 12 13 14 Ig 17 le 19 20 21 22 23 214 2'5 2 1 e 217 28 29 310 - Im��I - z I I I 01 y NONI • 108 �.► lll�l� �U1!l I I.LIJa.i �Ja I�J 11a 1a �tl L�_I�IJ I!1.1 f� X11 Ja ��.0 l�l��.>l�la �Ja lel 1 l��a.l IBJ�111.►.I t�ili lel�1a 1�J IJP I �.l 1�1a��l la1 i l�11�1.�1 I.1 IJ 1 1 ltl 111 l> 1 i11 °& ^q, .,.....�..._.......�,y��n,c�+}OIIwoMWxM+c�sis�N.?nN..g, ...... �.. _ .. _..._ _ ._-.....__..-._..^..,. ,.-..-,� .-, ..,_..•+.. .. •-. xw:+ten.. ..... -. - Ips, .. ., ^"" �"i^ PI!IA1 .w.., ... ....r...».n... ..... .... I,x�wIVYMr.wl•b. ... .,� :. .�YMn :.,.N..., ., - ... ..... All ,r:,I iq I I� 3 TMp. 1 TYP. TYP. T - 6 STYP. FRAMING NOTES O -�: O1 PROVIDE A DOUBLE 80OXC18 HEADER OVER ALL OPENINGS IN ALL EXTERIOR AND BEARING WALLS UNLESS NOTED OTHERWISE. OPROVIDE A DOUBLE STUD POST UNDER ALL BEAMS, "D_ Hl HEADERS, AND GIRDER TRUSSES UNLESS NOTED OTHERWISE. . 8 ND HD �_ O (TYPIC A EXTERIORWALL , BEARING, O.C. SHEAR WALLS) -- - - - - - -- - -- TYP. _ 9 MANUFACTURED LIGHT GAGE TRUSSES ® 24" O.C. S-3 _ S�-3 2 --= H1 i P3 O TYPICAL H1 j!L • ® ' S-3 O 7/16" CDX PLYWOOD W/ 0.10 FSNRS ® 6/12 (TYP. HD 40i - O6 800EJ18 OVERFRAMING AT 24" O.C. ND _ g I SILL AT EXTERIOR WALLS TO BE 20 GAGE TRACK 7 H1 , ND i I HDP3 I 4 S-3 WITH ' POWDERACTUATED 1V MIN. EMBED 0 C TFASTENERS WITH PICA - 5❑ — I UNLESS NOTED OTHERWISE HD 2 HD Hp H� 1 iD 8 'ON uS'16 STRAP FROM HORIZONTAL MULLION 10 ® O TO ADJACENT TOP TRACK P3 ® i I S-3 S-3 ND H1 'I I 4 }Ip 5 i H1 HD — H1 I HD "� --I B H, ® J HD ® ® P2 -� P2 HD - _- - 77777, - --- - _ _ s83 1np. H� ii "� "� HEADER SCHEDULE ® (2) 800XC 18 8 8 Hz (2) 800EJ 16 H1 --- POST SCHEDULE ❑ HD (2) 550IC 18 I — I P2 � I H1 P3 P1 _ �O iCD Ht H1 H1 P2 (2) 550XC 18 T N --- — _ I A, - - P3 2 (2) 3501C 18 8 Typ' S-3 HOLDOWN SCHEDULE jND LOCATION OF SIMPSON S/HTT 1 4 HOEDOWN SHEAR WALL SCHEDULE 0 --- - - - MARK SHEATHING — _ SILL PLATE (TO �>TEEL) SILL PLATE (TO CONC.) REV. DATE REVISION DESCRIPTION 7/ 1 6" C—D PLYWOOD ONE SIDE 0. 138"0 FSNRS @ STEEL FRAMES INC. ® W/ 0. 10 FASTENERS AT 6/ 1 -2 2 N/A �" MOLALLA, OR / O.C. LEGEND � USG � i 7 16 ' C—D PLYWOOD ONE SIDE " ® / � 14 SELF—DRILLING 0, 138 � FSNRS @ _ — BEAM OR I-�E�`�,rlf F� �% � W/ 0. 10 FASTENERS AT 4/12 SCREWS @ 8 O.C. 8 O.C. 0 PROGRESSIVE �, �i�� 14 o P 00 CONSULTANTS INC. S. �' ® 7/ 16" C—D PLYWOOD ONE SIDE # 14 SELF—DRILLING -- — — TRUSS OR JOIST 1902 S.E. MORRIsON ,IRLL1, PHRIIANur OR 97214 �* . Co..3ac,I N/A (503) 230-0227 FAX (503) 230-0389 W/ 0. 10 FASTENERS AT 3/12 SCREWS @ 6" O.C. o — POST BELOW DRAWN BY: DSW CHECKED BY: JSH PLOT DATE: 11/1 /99 8:22 AM FOR TYPICAL ROOF DIAPHRAGM, SEE 1 /S-4 SCALE: AS N01EDFILE NAME: SO2-RF-9965.dwq PRIKIt DAII — BEARING WALL TITLE: — NON --BEARING WALL ROOF FRAMING PLAN EXTENDED FAMILY 11 -2 — SHEAR WALL TIGARD, OR C) PROGRESSIVE CONSULTANTS, INC, SHEET ALL RIGHTS RESERVEC PROJECT NO. 9965 tic) S-2 1 Cxr •. , LEGIBILITY STRIP „� 2 3 a 5 6 7 8 9 10 I 1 12 13 la i'6 17 13 19 20 21 22 23 24 25 2'6 27 28 2'9 30 ZI II O1 Q yI • IOZ T lal�,l W 111 I.J �1.Ll.l,l!NONlJ l�.l l oa TF r 2 4V I f qrp . i .q, i. t, • CUNT. SILL PLATE SHEAR WALL PER PLANS SHEAR WALL BOTTOM TRACK SHEAR WALL SEE PLAN FOR SIZE FLOOR DIAPHRAGM PER PLANS FASTENERS PER PER PLANS—� � AND FASTENERS SHEAR WALL CONT, SILL PLATE PER PLANS ! ( FLOOR DIAPHRAGQ FASTENERS SEE PLAN FOR SIZE l SHEAR WALL SCHEDULE 1 PER SCHEDULE AND FASTENERS FLOOR FOR SIZE SEE HOLDOWN PER PLANS i PER PLANS CUNT. RIM TRACK. SHEAR WALL PLANS FLOOR DIAPHRAGM I I CONT. AT. -. WITH 10 FASTENERS I , O AND SPACING AT WALL ENDS i t PER SCHEDULE 2X P.T. SILL PLATE RIM TRACK SCREWS 0 18•' PER PLANS FLOOR DIAPHRAGM W/ ANCHOR BOLTS O.C. STAGGERED i I PER PLANS CONT. RIM TRACK PER PLANS AL I II FASTENERS 6 MIN. -- -_ ------------ -- — PER PLANS I —� ----- —I I GRADE 6" MIN. r Li iI r,RAF;F #4 DOWELS ® PONY WALL - SEE ii 24" O.C. W/ FLOOR JOIST - SEE '�PLANS FOR STUDS PONY WALL - SEE ALT. BENDS PLANS FOR SIZE U AND TOP AND BOTTOM FLOOR 'JOIST - SEE 0 PLANS FOR STUDS FLOOR JOIST - SEE it PONY WALL - SEE AND SPACING Z I - U TRACK FASTENERS AND TOP AND BOTTOM PLANS FOR STUDS 4" A" � -- #4 DOWELS ® PLANS FOR SIZE TRACK FASTENERS PLANS FOR SIZE -2 AND TOP AND BOTTOM 24" O.C. W/ AND SPACING AND SPACING i ANCHOR BOLT —� r TRACK FASTENERS ALT. BENDS -- — I COUPLER AS REQUIRED o (2) #4 CONT. (2 #`T CONT. -' (2) #4 CONT.—� o i 13 ANT -•-. ----- CLR. . . CLR lL _� - -_- ;•, CLR, r- ' ------ - - k 4" ' G 1,-0' 8F. 1� CLR 1'-4" I _ V-6, I_ i EXTERIOR BEARING WALL r7""'N E X T E R 10R PONY WA 'j SCALE: I „ _ 1 ,-��„ - _ „ -- LL 3 INTERIOR PONY WALL Ir4-"'VNTERl0R SHEAR WALL S SCALE: 1 = 1 —0 ✓-3 SCALE. 1 -- —0 S-3 SCALE: 1 #12 SCREWS naCONT. TOP TRACK GAUGE 1 -1/2” O.C. FULL /--TO MATCH WALL STUDS i DIAPHRAGM EDGE 20 GA "MT" MIN. DEPTH OF HEADER ' / HEADER FSNRS. - SEE PLA /1---PER FOR SIZE AND SPACING / PLANS ° 0 0 0 o SEE PLANS 10 SCREWS 0 ,--AOR STUD o 18" 1/2" PLYW'D. SHTN'G. ///—FOR SIZE �' ° .,EE PLAN FOR SLAB ° — 20 GA SOLID BLKG BETWEEN (HI KN SS AND REINF. L6j L-1 T'L TRUSSES W/ #12 SCREWS CUT TRACK: O (2) #8 SCREWS ® 6" O.C. TO CONT. TOP TRACK EO (2) #8 FLANGE ° CT RIPPLE ACH STUD GRADE SCREWS AND BEND ° STUDS TO TRACK i E,, , #8 SCREWS ® 18 O.C. 0 18" O.C. #8 SCREWS ® 18" O.C. ° i AT 20 GA & AT 20 GA & #10 SCREWS @ 16" O.0 #10 SCREWS 13 16" O.C. (2) #8 SCREWS_ ° 20 GAUGE AT 18 GA AT 18 GA EACH SIDE TRACK ,C,UNT. TOP TRACK WALL OPENING - LT GAUGE MT' TRUSSES­/ / \ "AUGE TO MATCH STUDS LEINFORCE F TRUSSES __T SEE NOTES FOR ELEVATION VIEW HEADED, SECTION VIEW / SEE PLANS DO NOT ALLIGN w/ v t ANEL-TO-PANEL STUDS BELOW STU ��•, CONNECTION 8" l) #4 TOP AND BOTTOM "SIMPSON" H2.5 EA TRUSS W/ TRACK TO MATCH #10 TEKS TO TRUSS & TRACK STUD PER PLAN & SCHED CONT. 1 GAUGE OF STUD � �� / I 10 SCREWS ® �W/ (2) #12 SCREWS #10 SCREWS 0 18" 1,8 O.C. TO CONT. TOP TRACK O.C. STAGGERED, HEADER WHERE OCCURS 0 SEE PLANS CORNER FULL HEIGHT\� TRIMMER STUD POST �`�� _- STUD POST PLAN VIEW _5 TURN - DOWN SLABKT'�TYPICAL_ POSTS 7 TYPICAL HEADER CONNECTION 8 TRUSSES AT BEARING WALL SCALE: 1 - 1 /2 = 1 —�� S—.� SCALE: 1 — — 1 , - - - -� ..ALE: 1 " _ 1 ,-0„ �&SCALE: _ �, „ 1 1 —0 BRACE TO BLKN'G - (5) #10 SCREWS 20 GA x 3 1/2" METAL SIMPSON" DTZ CLIP w/ #12 LT CA TRUSS 4 24" G.C. STUD OUTRIGGERS 0 24" O.0 \SHEATHING TO BLKG TEK SCREWS TO TRACK APER PLANS (6) #10 SCREWS d/ "SIMPSON" A34 TO FASCIA METAL TRUSS 1 �2" CLR FSNRS. EDGE RS. — SEE PLAN CONT. TOP TRACK _ _ - \-2x FASCIA FOR SIZE AND SPACING GAUGE TO MATCH STUDS 20 GA x6" ST'L STUD SEE ARCH. - 20 GA CONT TRACK W/ (2) #12 SCREWS BRCG ® 48" O.C. W/ O ROOF DIAPHRAM—� TO EACH STUD "SIMPSON" A35 20 GA ST'L 20 GAUGE X 3 1/2" STUD Q TO TRACk TUD BLKG - - --- - - STUDS PER PLANS -"` — ® BRACE BLKG W/ FSNRS AS REO'D OR DIAPHRAGM EDGE. REV. DATE REVISION DESCRIPTIUN METAL TRUSSES INSTALL IN BOTH TOP AND PER PLANSBOTTOM FLANGELT GA STEEL FRAMES INC. PER PLANS TRUSS C� 24 O.C. MFD MT SEERUSSES PLANS / LOWER GABLE TRUSS W MOLALLA, OR �� v•• e5 •.� -•/` —HEEL TO ALLOW FOR 4 x 20 GA0 OUTRIGGERS "SIMPSON- A35 W/ LOCKING 0 s �. (2) NS TEKS TBL 'G 48 " O.C. 1 "SIMPSON" A35F (J PROGRESSIVE ��� ��oRj4o9 & ® 24" O.C. NARROW OC> CONSULTANTS, INC. /& S. HO p, SIDE VERT W/ #8 SCREWS 1902 S.E. MORRISON ;THEFT. PORI JD, OR 97214 1 `�� CLR-" SHFAR WALL TO TRACK & TRUSS (50.3) 230-0227 FAX (503) 230-0389 0- "SIMPSON" DTZ CLIP W/ PER PLAN DRAWN BY: USW CHECKED BY. JSH 12 TEk SCREWS TO CONT. TOP TRACK PLOT DATE: 11/13/99 7:09 PM GAUGE TO MATCH STUD O SCALE: AS NOTED STUDS PER PLANS—"",, 20 GA CONT TRACK n TRACK: & METAL TRUSS - SEE PLANS FILE NAME: S03-DE-9965.dwg PRINT DATE- TITLE: --- — TITLE: WALL STUDS — SEE G.S.N. FRAMING DETAILS & PLANS FOR SIZE, GAUGE SPACING EXTENDED FAMILY 11 -2 PARTITION WALL @ TRUSS 10 SHEAR WALL PARAI TO TRUSSES 1 1 GABLE END FRAMING TIGARD, OR ` -3 SCALE: 1 " = 1 '-0' 1 - 1 /2" - - �_tl_ALE: Q PROGRESSIVE CONSULTANTS, INC. PROJECT N0 �ncC SHEET ALL RIGHTS RESERVED . 965 N0. S-3 CfT LEGIBILITY STRIP c m0�l.ro i 2 3 4 5 6 7 8 9 10 1 1 12 13 14 16 17 18 19 20 21 22 23 24 25 26 27 28 29 3C -ON I • 10E °L • 1. i a 1P ell— PLYWOOD EDGESTRUCTtIRAL DIAPHRAGM BOUNDARY GENERAL ,GNAILING NAILIN CONTINUOUS - --- - - DIAPHRAGM '- -PANEL JOINT �BOUNDARI / '1 �( LIGHT GAUGE STEEL FRAMING \ _ 1) STRUCTURAL FRAMING STUD, JOIST AND TRACK SHALL SIZES ARE CALLED OUT USING _ ( THE MSMA DESIGNATIONS. EQUIVALENT PROPERTIES SHALL BE DETERMINED BY PUBLISHED DIMENSIONAL AND STRUCTURAL PROPERTIES INCLUDING, BUT NOT LIMITED TO, MEMBER DEPTH, FLANGE SIZE, LIP SIZE, DESIGN STEEL. THICKNESS, AREA, 0-1 4 EFFECTIVE Ix, AND EFFECTIVE Sx. SEE PLAN _+_FOR t:AILINC. 2) THE COLD-FORMED STRUCUTRAL FRAMING SHALL BE MANUFACTURED FROM STRUCUTRAL QUALITY STEEL HAVING MINIMUM YIELD STRENGTH OF 33 KSI (230 MPa), FOR 18 GA (-43) AND LIGHTER MATERIAL AND 50 KSI (345 MPa) FOR 16 GA (-54) AND HEAVIER MATERIAL AND HAVE MINIMUM PROTECTIVE COATING EQUAL TO G-60 FIELD \ GALVANIZED FINISH, THE STEEL SHALL CONFORM TO ONE OF THE FOLLOWING ASTM NAILINGf'—__ STANDARDS: ASTM A653, A875, A792 OR A463. 3) STRUCTURAL FRAMING MEMBERS SHALL CONFORM TO ASTM C955 AND SHALL HAVE DIAPHRAGM ENGINEERING PROPERTIES CALCULATED IN CONFORMANCE WITH THE AISI BOUNDARY \ "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS". \ 4) ALL STRUCTURAL FRAMING ACCESSORIES SHALL BE FORMED FROM STRUCTURAL I I QUALITY STEEL WITH MINIMUM YIELD STRENGTH OF 33 KSI (230 MPa) AND HAVE MINIMUM PROTECT!VE COATING EQUAL TO G-60 GALVANIZED FINISH. BLOCKING: CUT AND FITTED 5) STRUCTURAL FRAMING MEMBERS SHALL BE PROPERLY SPACED, PLUMBED, LEVELED, BETWEEN FRAMING MEMBERS SQUARED, FIT PROPERLY AGAINST ABUTTING MEMBERS AND HELD SECURELY IN NAILING ALONG AT PANEL EDGES AS REQUIRED PLACE UNTIL PERMANENTLY FASTENED. WIRE TYING OF STRUCTURAL FRAMING ('ONTINUOUS PANEL JOINT BY PLANS MEMBERS IS NOT PERMITTED. SEE PLANS FOR NAILING 6) FASTENING OF STRUCTURAL FRAMING MEMBERS SHALL BE ACCOMPLISHED BY SCREWS, POWER ACTUATED FASTNERS, WELDING, OR A COMBINATION OF METHODS. *NOTE: NAILING PER PLANS NOTED AS: BOUNDARY NAILING/PLYWOOD EDGE NAILING/FIELD NAILIN(:, THE TYPE, SIZE, AND SPACING OF THE FASTNERS SHALL BE AS REQUIRED BY THE PLANS AND CONNECTION DETAILS. l7)HORIZONTAL DIAPHRAGM 7) STRUCTURAL FRAMING MEMBERS HAVING PROTECTIVE COATING REMOVED BY WELDING SHALL HAVE THE COATING REPAIREDM AT THE WELDS, BY PAINTING WITH A J—4 `)-CALF: 1/411 = 11-011 ZINC RICH PRIMER. 8) COLD-FORMED STRUCTURAL FRAMING MEMBERS MAY BE SHOP OR FIELD FABRICATED INTO WALL ASSEMBLIES, PRIOR TO ERECTION, OR STICK BUILT IN THE FIELD. 9) THE FRAMING MEMBERS SHALL HAVE ENDS SQUARELY CUT BY SHEARING OR SAWING, BE INSTALLED PLUMB, SQUARE, TRUE TO LINE AND SECURELY FASTENED PER THE CONTRACT DOCUMENTS OR APPROVED CONNECTION DETAILS. 10) FABRICATION , HANDLING, AND ERECTION OF WALL FRAMING MEMBERS AND ASSEMBLIES SHALL BE DONE IN A MANNER TO PREVENT ANY DAMAGE OR DISTORTION OF THE FRAMING. 1 1) COLD-FORMED TRACKS, WHEN SET TO ADJACENT STRUCTURES, SHALL HAVE WEB CONTACT WITH A UNIFORM AND LEVEL BEARING SURFACE AND BE SECURELY ANCHORED WITH FASTNERS, SIZED AND SPACED PER THE PLANS AND CONNECTION DETAILS. 12) BRACING OF WALL FRAMING RESISTING WIND (TRAVERSE) LOADING ONLY, (NON- AXIAL LOADED), CAN BE ACCOMPLISHED BY THE ATTACHMENT OF WALL SHEATHING TO EXTERIOR OF THE STUDS IS SHEATHED, A MINIMUM 2" WIDE STEEL STRAP, RUN HORIZONTALLY ON THE INTERIOR FLANGES, ATTACHED TO EACH STUD AND SPACED AT A MAXIMUM OF 6'-0" THROUGHOUT THE HEIGHT OF THE WALL IS RECOMMENDED TO BRACE THE WALL DURING CONSTRUCTION. 13) BRACING OF AXIAL LOADED WALL FRAMING SHALL BE ACCOMPLISHED BY EITHER COLD ROLLED CHANNEL, RUN HORIZONTALLY THROUGH THE STUD PUNCHOUTS AND ATTACHED AT EACH STUD, OR BY MINIMUM 2" WIDE STEEL STRAPS RUN HORIZONTALLY, ON BOTH SIDES OF THE STUDS, AND ATTACHED AT EACH STUD. VERTICAL SPACING OF THE BRACING IS LIMITED TO A MXIMUM OF 4'-0" THROUGHOUT THE HEIGHT OF THE WALL. 14) TEMPORARY RP,AC!NG OF THE WALL FRAMING SHALL BE PROVIDED AS REQUIRED AND REMOVED ONLY AFTER THE FRAMING HAS BEEN SECURED WITH PERMANENT SUPPORT. 15) STRUCTURAL "C" PnEMBERS ARE NOT PERMITTED TO HAVE SPLICES OR CUTOUTS IN THE FLANGES. 16) FRAMING OF THE WALL OPENINGS SHALL INCLUDE JACK STUDS, HEADERS, CRIPPLES, SILL PLATES AND JAMB STUDS AS PER THE PLANS AND CONNECTION DETAILS. 17) FOR WALL FRAMING ASSEMBLIES THAT WILL FORM VOIDS WHICH WILL NOT BE ACCESSIBLE TO THE INSULATION CONTRACTOR THE FRAMING CONTRACTOR SHALL BE RESPONSIBLE FOR FILLING THESE VOIDS, WITH SUITABLE INSULATION, PRIOR TO ASSEMBLY, nn 18 STRUCTURAL FRAMING JOISTS SHALL HAVE A MINIMUM 1 -1/2" BEARING SUPPORT - -- -- --AND A MINIMUM 12" OF UNPUNCHED WEB FROM ANY BEARING SUPPORT. 19) PROVIDE ADDITIONAL SUPPORT UNDER BEARING AND SHEAR WALLS THAT RUN PARALLEL TO THE JOISTS . RFV DATE REVISION DESCRIPTION 11 •IS,`�1. 20) PROVIDE ADDITIONAL SUPPORT AROUND OPENINGS WHICH EXCEED THE NORMAL STEEL FRAMES INC. SPACING OF JOISTS. MOLALLA, OR 20) PROVIDE END BLOCKING WHERE JOIST ENDS ARE NOT RE''_TRAINED AGAINST ROTATION. 21) STRUCTURAL FRAMING TRUSSES MAY BE SHOP OR FIELD FABRICATED INTO ASSEMBLIES, PRIOR TO ERECTION, OR STICK BUILT IN THE FIELD. 0 'PROGRESSIVE �G ��,,� No",P r 22) STRUCTURAL FRAMING TRUSSES & RAFTERS SHALL BE LINED UP DIRECTLY OVER 0OONSULTANTS INC. VERTICAL SUPPORTS OR BE SUPPORTED BY A LOAD DISTRIBUTION MEMBERS. 1902 S.E, MORRISON STREET, PORTLAND, OR 97214 (503) 230-0227 FAX (503) 230-0389 23) STRUCTURAL FRAMING TRUSSES & RAFTERS SHALL BE LATERALLY SUPPORTED AND ORAWN li( V,w CHECKED BY: JSH PLOT DATE: 11/13/99 7:56 PM BRACED DURING INSTALLATION PER THE APPROVED SHOP DRAWINGS. SCALL:: AS NOTED — FILE NAML: SO4-DE-9965.dwg PRINT DAZE: TITLE: DETAILS AND NOTES EXTENDED FAMILY 11 -2 � TIGARD, OR 42"1AVI'NIfC� i 11(i 4 of SSHE ALLPMIGRESRIVEFCRONISIILIANIS, INC'. PRO,IE�T Nfl 9965 NO. S_ _ CITI I��!' li�l! iil IIIIIIIII Illilllll ILII Ilii IIII•I111Tliii ILII ILII Illi II{il li•i ,liill,ii !ili"pili viii iiiiiti� II11'lil� i!II Ilii li""11 Ilii ilii iiiitli iii -LE_G..IB._.ILITY STRIP 0 i 4lomm. tm I I 8I I I I I �0 I�I 1�2 1�3 I 1�4 i II le 117 1 iIleIlg :l 210 1 21 I2 2l 3 1 2i 41 2,,1i 51 Il illi 1 --------�•.--_.-----------___._._�.�.._,...... -_._ 28 I 27 28 29 30 Z1 1 1 0104 IJJ.11�1111111111 25X NONI • 30Q ti ' ! J 11a.1.�.�111 X111 I,�1h111� 4z a. .., 11, iNFrtt.•n�:',^'+.fes. _:,. °..: - ..,.-•u��Sn��4.7i1.R'1bi11C. - 9!f!1'�/}!!�R!!4'1MMAA!.._ �11pt1'1�y1rIY4 M�+ haM __ - NAMRY��MMMMM'MD••,IIIMM�MIIIIRMMMMMN.A'PYIRMlt..111�I�fM+�WNii'Y.ei!.w WWenNM1,NJl.^W'!wMt!b.W -,. . _ _ .. .. .. M....t,.-.,-.... .-sr.fiN,A'IRMWNk�XI(mRIN�HM(MR!1F•MIMMIptP.M.hM4N... ... _,.. fANRIMMXF.:. . ..'� • h t 1 '. • tiI 'r 1:Vr. x •II 1 ` 1 w I Q ! /-SEE_ATII O I O1 I _ TI-C PIPIN�f_SECTION � r - MAXIMUM HEAD SPACING IS 18' BE ,WEFN144 HEADS OR 9 FROM WALLS. l ALL CONCEALED PIPING SHALL BE 3!4" CPVC PIPING IN ATTIC, ! CPVC UNLESS NOTED OTHERWISE, PIPING SEE ATTIC PIPING SECTION — _ _ j SHALL BE INSTALLED AND HUNG PER s I ! NEPA & MANUF, RECOMMENDATIONS. j Q � I I i I I N i = I I ' I I FITTER TO INSTALL VISOUEEN OVER TME PIPING CFNTRAL 1' RISER MANIFOLD PRESSURE GAUGE TO PREVENT INSULATION FROM GETTING • - C!rr m';;!, �J - , --- - ----- THE PIPING AND THE CEILING. OWNER IS I 1 RESPONSIBLE FOR THE INSTALLATION OF THE f 1 Jar INSULATION OVER THE PIPING TO PREVENT ,� ! fLUW SWITCH WIRED TO OUTSIDE ELEC. FREEZING. -• r'' - -- BELL, ALL WIRING BY OTHERS - 3/4' DRAIN & TEST VALVE AAAl - - -- PIPED TO OUTSIDE ' URAWN BY. Jason Barker- o CONTRACT NO: 99-62 1' CONBRACO DCVA W/ 1' DIELECTRIC UNION ' � � DATE: 1t-16-99 { — — VALVES LOCKED OPEN i r - - - - --- DATE: 1SYSTEM TYPE: WET -- - - _ HAi W rAHJ:TIGARD BLDG DEPT z I ' - - ---- 1 rTIC P � h � � h S� C I � �� REVISIONS-- I ` - _ I c 1' METER, 1;'2'0 :1! wA ',, STT- - /5?? rHVt `,'RAF N''1 CPVC STRAP p51c CPVC STRAP ;I a Or�R� ;' .. !!=�!IJ�Y U SCALE - --- -- - --- -- ._. - N Y SUPPLY, BY 0TH' _ J11 I _ "NU_BIOCIt' CPVC_HANGER rn I ^ __ ' NOT T SOT _7 a �; _=1I!_h;I�1==1Ii�lI! IiT �• �1— ;17=- ', I -� t !_/:"o SUPPLY, BY OTHERS �� TTTi—TTTt-7 --T-{ ----- --_ - -- —, I C= Z !I hI I I—tTl I I;� T 1 • I U Ivo �-} SCALE �. v I C� I SCALE I/I6'=1'-0' NORTH v� Z r. u li FI k MAY UTILIZE ANY OF THE ABOVE NEPA-APPROVED 4 C HANGERS FOR CPVC PIPING IF INSTALLED PER NFPA k MANUFACTERER'S RECOMMENDATIONS. - j DRAWING NUMBEk Pt.,RI)0Y BEDROOM BFDRUOM OF � l SPFCTIGW.OWG I u I � - C G -t 4' �� - - 34 34 3 3mjmW 4 4 4 -_ ._ . - - - — --, NO A.S. J I < o BEDROOM --- PORCH I I 1 1 l r CLOSE T I I I l Imo.-. �- iriw.�� I 1 1 1 _y"J� N lit I I I II 1 SEE RISER DETAIL LU LiJ w I NO A.S. NO A.S. I►— ILD aw CORRIDOR Ct OSF T PORCH J .a �{ LIVING NORCH ( NO A.S. ROOM • 0 r a C 'J o1 in t NO A.S. - -- I IiFN HA if1RCKNJ -� . I � � MECH. J/ --- ------------------------- 4 -- ---------------------- F--------- -----------------------•-------- S3D_S K/ OR ---I t ----------- I 33 T f} 1' 65 i r -� F 1. ,. ♦♦ 1 �r "� J O it I 34 •, s4 11 -} � � r •> �� z L w -c I 1 Of TIG A" ) CITY . •� 1�-� A o d tion ally ^PILO' •`• •�' ;; I For only 'SRMIT No T to'. 1 , I • See tette Attach............. . 3o Sul I1IZ!l�'� I Job Address: (t5 - - BIRCH I ll_I I1---------------'------- ------- I � .. .tea t'�l. I- 44 1 �I v 94'-4 1/2' 4 ��--••--���� \ ( Z - / Q !, PIPING PLAN < < SCALE: 1/4'e 1'-O* _ LI7 1- Cm Irl!III•.III!II I:IIIIIIIIIIIIIII I IIIIIIIII II,IIIIII IIIIIIIII IIIIIIIII II11!IIII IIIIIIIII IIIIIIIII III VIII ILII IIIIIIIII IIIIIIIII II If ILII ILII ILII ILII ILII II!I ILII IIIIII II III! Il�li�l !Inl � nl lull II 1 1 ��I r I"� , I � v j II I ! I I I I (IIIIIIIII I!!Illl�l��,� l,i` LEGIBILITY STRIP O I 2 3 4 5 b� 7 e 9 10 11 12 13 la Ib 17 le 19 20 21 22 213 24 25 28 27 29 29 30 IOmm■I�m 1 1 f >! Z I I I 01 b HONI Y 108 iltla. u�.l�.l>-1.L.Lt1�l I .�J.Ll.1,L h>_LtI.L�.I_I,►.Ll.IjlI,IJ.11.�.L�.11 iJ.�.LLI��a l�>.Ll�!►(I I I LT I T I I I I I!I i I i!!la l I I I i!Li�.l.l 1.1.E f x.11�ILLI Ll.l f l.�i 1.a.l_�l.Llt�►1�.l.tl�a.L�tl��J�1•I,►�rl � oa ON4. . N� ;•�,?w�:.,..,..,,.•,.Ms "�'M�x1�«In�+mMr*�melrMr•. -� m . i4• rM� f. MW<MYrMV � ..-._. ....r... ... ._.. ............... ..... .i:... .,...... :..�.nw..v..r.Ywn._...e . :,n �...w n ...• � +Y. F Y r .._ - ".ralYVi.,Y,' .. M:.�i.�,•-.r.L•3x.,.,..r _..�. ,,...._.-. .,: ai"e,i.�.rw.5pi".w.ttk.....i -r.!'+.b,- - ..; .�:.y__... .v.Y!:.rd.a. - �. •r�.n.i^- r._.-: : �IIYr,. d .N 41f. yl. ADDRESS: �7aO SW 95T#fAv ,:.. isVecordsknicroflm%targetslbuilding.doc . r LEGIBILITY STRIP 0 3 a �mms •� 9 10 11 12 13 14 18 1'7 I'e 1'9 20 21 22 23 24 25 26 27 28 29 30 O1 I NONI n l03 z1.1.L1.iJ.�11.1.111�1.U.l.l 1 1�1�l�� .iJ yld L b SLI 1)1 il11 111 I.,�.li.l.i.11 l�.l�1111�.I i_I�1�11.1tl.1.t1,dJ ll.� .LI.���. L i.>.Wila l I�.►��I�,I .I 111�1��,�1�1 1�.I.1.1 x.1.1�11i J�a L� oa 251( n ,., ,, ... _ ., .. ;^•�iKMkr�:x.•.griww�++rw:�.�,+c,.i*�«y.J+w.....,:.w........,�....,,m.............�.N..�..'.,..wn,+�+.w.+�Yik+�waw.es•a.vr�:.+rw..�...k:w�MF+�itieM±yei w4r+�lww�row«y+nwwMFw+w,Ln+MMr«n�Mw:1.•.,.,,..,..w.s. M ,� I'N rt �rl ;a r • ^^�- � --- -�---- SURVEY NOTES EROSION CONTROL TROL NOTES GENERAL NOTES 1. BASIS OF DATUM IS O.S.H.D. BRASS DISK W671 ON THE JOE SUPERINTENDENT SHALL BE RESPONSIBLE FOR THE INSTALLATION CONCRETE OVERPASS ABUTTMF..NT ON U.S. HIGHWAY N0. 217 THESE DESIGN DRAWINGS PRESENT THE CIVIL CONCEPTS OF THIS PROJECT ANO ARE CORK HALL BE PERFORMED IN ACCORDANCE NTH AND MAINTENANCE OF ALL EROSION AND SEDIMENT CONTROL PRACTICES. r CHAPTER 70 OF THE UNIFORM BUILDING CODE AS - - AND GREENBURG ROAD (SIE. CORNER) ELEVATION = ?00.03 FEET. NOT INTENDED TO SERVE AS CONTRACTOR'S SHOP DRAWINGS. CERTAIN ITEMS MAY GRAVE, `:ON 0'L MC ION 1 EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE INSTALLED NOT BE COMPLETELY DETAILED 'i THESE DRAWINGS. SUCH ITEMS SHALL BE FO Ow'S. ODOT1 „ SOIL M.N. 2. FIELD SURVEY WAS PERFORMED IN FEBRUARY 1989 AND A PORTION PRIOR TO PLACEMENT OF ANY FILL. PERMANENT OR TEMPORARY SOIL CONSTRUCTED TO THE CODES A D STANDARDS AS INDICATED. A. EROSION CONTROL AND GRADING OPERATIONS ODUT /2" MINUS OF THE SITE WAS RESURVEYED IN NOVEMBER OF 1989 TO CORRECTLY CRUSNEC AGGREGATE DEPICT THE ADDITIONAL FILL PLACED ON THE SITE STABILIZATION MUST BE APPLIED TO DENUDED AREAS WITHIN 15 DAYS CONTRACTOR SHALL PROTECT A � MAINTAIN OPERATION OF ALL EXISTING U" TIES 1,PRIOR TO THE PLACEMENT OF ANY FILL OR AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. SOIL WITHIN THE CONSTRUCTION AREAL THROUGHOUT THE CONSTRUCTION PROCESS 4,ND COMMENCEMENT OF GRADING WORK, ALL REQUIRED r` 3. THE LIMIT OF FILL LINE WAS PLOTTED BY SCALING EXIBIT II ON STABILIZATION MUST ALSO BE APPLIED WITHIN 15 DAYS TO DENUDED AREAS •,I SHALL BE RESPONSIBLE FOR REO.-AGEMENT OF ALL EX STING UTILITIES WHICH ARE EROSION CONTROL MEASURES SHALL BE IN PLACE, DIVISION OF STATE LANDS PERMIT NUMBER 4570 AND DAVID EVANS WHICH MAY NOT BE AT FINAL GRADE OUT WILL REMAIN DORMANT (UNDISTURBED) DISTURBED "IN KIND" AS PART Qf' THE CONTRACT. CONTRACTOR SHALL COORDINATE INCLUDING: I do ASSOCIATES "GRADING & LANDSCAPING PLANS" SHEETS 1 THRU 3 OF 8 FOR LONGER THAN 60 DAYS. ALL WORK ON UTILITIES WITH THE VARIOUS OWNERS THEREOF. A DIRECTED INSTALLATION OF A GRAVEL DRIVEWAY, CLEANED BY CLIENT. 2 ALL PORTLAND CONCRETE CEMENT AND BITUMINOUS CONCRETE NEW CONSTRUCTION AND REPLACED AS NEEDED TO KEEP CLEAR OF DIRT; f . , AREAS SHALL BE STABILIZED IMMEDIATELY AFTER GRADING. LOCATIONS OF PROPERTY LINES IND EXISTING STRUCTURES, SITE FEATURES, A!vD w I UNDERGROUND UTILITIES ARE DRAWN FROM BEST AVAILABLE AS-BUILT DATA. INSTALLATION OF SILT BARRIERS, WHICH SHALL 3. CONSTRUCTION SHOULD BE SEQUENCED SO THAT GRADING OPERATIONS THIS DOES NOT GUARANTEE LOCA-IONS, ELEVATIONS ARE EXACT OR COMPLETE. REMAIN IN PLACE UNTIL THE GRADED AREA HAS BEEN LEGEND CAN BEGIN AND END AS QUICKLY AS POSSIBLE PROVIDED WITH A PERMANENT GROUND COVER (I.E. Q REFER TO COOT EROSION CONTROL SPECIFICATIONS 4. SEDIMENT BARRIERS AND OTHER MEASURES INTENDED i0 TRAP SEDIMENT ON-SITE MUST CONTRACTOR SHALL VERIFY LOCA-ION AND INVERT ELEVATIONS OF ALL EXISTING BARK DUST, GRASS, OR OTHER LANDSCAPING); THE BE CONSTRUCTED AS A FIRST STEP IN GRADING AND BE MADE FUNCTIONAL BEFORE UTILITIES AND FEATURES IN THE 1REA AFFECTED BY PROJECT WORK, NCTIFY SILT BARRIER MUST BE COUNTERSUNK INTO THE � 1 — — —--- EXISTING PROPERTYLI UPSLOPE LAND DISTURBANCE TAKES PLACE. EARTHEN STRUCTURES SUCH AS DAMS, DIKES, ENGINEER IF LOCATION OR ELEVA"ON IS OTHER THAN NOICATED ON PANS• GROUND. -�-- NE AND DIVERSIONS MUST BE SEEDED AND MULCHED WITHIN 15 DAYS OF INSTALLATION. PIPE LENGTHS SHOWN ARE CSTIM.'+TED, FINAL LENGTHS DETERMINED BY F•ELD 2STREETS SHALL BE KEPT C'-EAR OF DIRT AND 0 INLET PROTECTION 5, T-EMPORARY STABILIZATION MEASURES SHALL FOLLOW IMMEDIATELY CONDITIONS, ;;E-:�R S AT ALL 7'MES: . CONTRACTOR SHALL REQUEST LU' ATES OF ALL T _ 7 -O O— SEDIMENT FENCE �! 0 � Af TER GRAD NGUS AAST 1 UR IN DIRT STALL BE R--MOVET D FROM IE STREET - EXISTING FENCE F AREAS WHICH ARE NOT TO BE DISTURBED SHALL BE CLEARLY MARKED ADVANCE PRIOR TO COMMENCING -xCAVAT10N, INC_JD NG TH;: FOLLOWING: IMMEDIATELY AFTER IT IS SPILLED AND STREETS BY FLAGS, SIGNS, ETC. SHALL EF SWEPT AS NECESSARY TO KEEP THEM PUBLIC WORKS DEPARTMEN' CLEAN. STREETS SHALL NOT BE WASHED UNLESS j — I EXISTING GRADE 7. THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL BE SUBJECT ELECTRICAL UTILITY THE STORM DRAIN IN-ETS ARE PROTECTED WITH A 165PROPOSED GRADING TO THE FOLLOWING CRITERIA: GAS UTILITY CNE-CALL UTILITY NOTFCA-ION FITTER SYSTEM. -- A. NO MORE THAN 500 FEET OF TRENCH ARE TO BE OPENED AT ONE TIME, FIRE DEPARTMENT CENTER 246--6699 3 GRAVEIN:. RAMPS THE P!L9_C R,G:,• OF WAY TO I WATER NE COM AN I ,;'UMP" C'LR9S ARE NOT A_�O'NED. PERMITS TO B. WIaERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS, EXCAVATED r._FPHONE COMPANY I CREATE NEW ACCESS tiALL BE CETq�NED FROM THE SPECIAL INSPECTIONS MATERIAL IS TO BE PLACED ON THE UPHILL SIDE OF TRENCHES. CABLE COMPANY I CITY ENGINEERING SS S-iMENT. 1 UNDERGROUND PIPING PRIOR TO TRENCH BACKFILL COMPACTION OF SUBGRA 8. WHEREVER CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED PUBLIC ROADS, DOWNTIME FOR UTILITIES SHALL 9= HELD TO A :' ', :'_',� I,,*' ,"= i ADDRESSm Lw 5--3 9j N)> YA i (Y J C� C' U1 I:VecordSVIlicroflm\fargets\building.doc _ _b O N CO O O = N roL o ca O 7� 7 q, j V -0 7 = O N ro CU t7 o5 cN >aomE E � Cl) o r z o3 ° d �°� m ri Y,,. C N v Cu'>, c m .5 E c N N LCN v ° �� � A?'�roo p ;� ° ro NSE = gc No roQro p c c =oZ p_ = 3 T O a"' f0 ro C N (U d,) ro N y = p N N N 41 tJ Y 0 C O f_'.C L b Qjl X O > Q� ro � E v ro , ro C?,L N C. O N Cl- 0 0 0-C m O N I/, N 3 N C N 3 O. 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Ul jp h h = a �0 0 a _d m _ C= Ln c�4 v a d o. c LL cl) LL O N 0 co o g a a a a a a a CITY OF TIGARD BUILDING INSPECTION DIVISION omsT cloy_ C�O3c�� 24-Hour Inspection Line. 639-4175 Business Line: 639-4171 / / BUP _ Date Requested �- ` t-/&O AM PM BLD Location 11� �_�� �1�4'k / Suite MEC(/L. Contact Person 6(o), /Yl.zt� h 61P�IL�D !JO -0004�� Contractor Ph SWR Tenant/Owner ELC Retaining Wall ELR Footing Access: Foundation FPS — Ftg Drain SGN Crawl Drain Inspection Notes: _ Slab SIT Post& Beam IntSheath/Shear Sheath/Shear ar -- Int Sheath/Shear Framing — Insulation Drywall Nailing Firewall -- Fire Sprinkler _--.__-- Fire Alarm Susp'd Ceiling - Roof in S PART FAIL_ -------- -- -- — - - L BI Post& Beam -- Under Slab TopOut [ - -----_......�---------------_.------- ------------ — Water Service Sanitary Sewer A1-in- AS PART FAIL _ _ HANICA Rough In Gas Line - - - - --- - _ .-. -- - --- --- - - -- --- Smoke Dampers FT—na - _. ---- - - ---- ---------- AS PART FAIL EMTRICAL Service Rough In UG/Slab - - —--- -- --- -t-ow Voltage Fire Alarm ------- -- -- -- -- - ---------- Final-,/ PASS PART FAIL - 31TE _ J Backfill/Grading Sanitary Sewer Storm Drain I J Re'nspection fee of$ required before next inspection Pay at City Hall, 13125 SW Hall Blvd Catch Basin i ] Please call for reinspection RE — [ ] Unable to inspect-no access Fire Supply Line — ----- ADA //\\ \ �C Approach/Sidewalk Date 2* V Inspector—` 1�A �'r� Ext ?I Other -- ------Final PASS PART FAIL DO NOT REMOVE this inspection record from the job site. CITYOF T I G A R D PLUMBING PERMIT DEVELOPMENT SERVICES R'GdPERMIT#: PLM2000-00045 13125 SW Hall Blvd.,Tigard, OR 97223 (503) 639-4171 AIALTE ISSUED: 2/17/00 SITE ADDRESS: 11530 SW 92ND AVE PARCEL: 1S135DC-08700 SUBDIVISION: MLP97-0010 DOWNING ZONING: R-4.5 BLOCK: LOT: 003 JURISDICTION: TIG CLASS OF WORK: OTR GARBAGE DISPOSALS: MOBILE HOME SPACES: TYPE OF USE: SF WASHING MACH- BACKFLOW PREVNTRS: 1 OCCUPANCY GRP: R3 FLOOR DRAINS; TRAPS: STORIES: WATER HEATERS: CATCH BASINS: FIXTURES LAUNDRY TRAYS: SF RAIN DRAINS: SINKS: URINALS: GREASE TRAPS: LAVATORIES: OTHER FIXTURES. TUB/SHOWERS: SEWER LINE: ft WATER CLOSETS: WATER LINE: ft DISHWASHERS: RAIN DRAIN: ft Remarks: Installation of backflow prevention device. FEES Owner: -- Type By Date Amount Receipt SPECIALIZED HOUSING INC 5319 SW WESTGATE DR #124 PRti1T DEB 2/17/00 $25.00 00-371748 PORTLAND, OR 97221 5PCT DEB 2/17/00 $2.00 00-321748 Total $27.00 Phone 1: 292-5066 Contractor: WESTCOAST GARDENS 2567 SE EAGLE GRESHAM, OR 97080 REQUIRED INSPECTIONS Phone 1: 663-5167 RP/Backflow Preventer Reg #: LIC 6847 Final Inspection I his permit is issued subject to the regulations contained in the Tigard Municipal Code, State of OR. Specialty Codes and all other applicable laws. All work will be done in accordance with approved plans. This permit will expire if work is not started within 180 days of issuance, or if work is suspended for more than 180 days. ATTENTION- Oregon yaw requires you to follow rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952-0001-0010 through OAR 952-0001-0080. You may obtain copies of these rules or direct questions to OUNC by caJli 503) 246-1987. Issued By: �� Permittee Signatur Call (503)839-4175 by 7:00 P.M. for an Inspection needed the no bu ess day CITY OF TIGARD Plumbing Permit Application Plan Che 13125.SVV`HALL BLVD. Commercial and Residential Recd By = TIGARD, OR 97223 Date Recd (503) 639-4171 Datc to P.E. - Print or Type Dale to DST Incornplcte or illegible applications will not be accepted Permit# r�7ayS Related SWR# Called Name of DevelopmentLproject FIXTURES (individual) QTY PRICE AMT Job -S eG"i G�i 2 cam! /7�Z eJ i Sink ��-�- 11.50 Address treet Address q Suite Lava's, 11 50 //X30 S I't• / Tub or Tub/Shower Comb. 11.50 Bldg# City/State ZipShower Only 11.50 Water Closet 11.50 Name - �;-,,, ' . { ���,,,Xf, �F�, Urinal 11 50 Owner Mailing Address Suite Dishwasher 11.50 Garbage Disposal � 11.50 city/Slate Zip Phone L. 1 . 77�ip/ Ata- J�Q, ,. Laundry Tray 11.50 Name Washing Machine 11.50 Floor Drain/Floor Sink 2" 11.50 Occupant Mailing Address suite 3" 11.50 4" 11.50 City/State Zip Phone - Water Heater O conversion O like kind 11.50 Gas piping requires a separate mechanical permit. Name MFG Home New Water Service 32.00 Contractor Maili Addres Suite MFG Home New San/Storm Sewer 32.00 Hose Bibs 11.50 Prior to permit -City/Stale Zip G D /�Ph//one _f / Roof Uralns 11.50 issuance,a copy (J y',Y-�yr. Q/- / )O tl Y/G 3"J l -7 Drinking Fountain 11.50 of all licenses are Oregon Const Cont Board Lic.# 4Exp ate - / 30 � Other Fixtures(Specify) 15.00 required if Z139 expired In COT 1'rjurijbing Uc.# Exp. U e, database // Name Architect G?rA't;. ����' Sewer-1st 100' 3800 Or Malling fA, Ores Sulte Sewer-each additional 100' 32.00 ra��' m/A � Water Service-1 st 100' 38.00 Engineertate /� Zip Phone C.�� / 3iL?_ 2L,fB Water Service-each additional 200' 32.00 Describe work to be ne: �� Storm&Rain Drain-1st 100' 38.00 New O Repair O Replace with like kind: Yea O No O Storm&Rain Drain-each additional 100' 32.00 Residential O Commercial O Additional description of work Commerci,,l Back Flow Prevention Device 32.00 Residential Backflow Prevention Device- 10.00 _ Catch Basin 11.50 Are you capping, moving or replacing any fixtures? Insp of Existing Plumbing or Specially Requested 50.00 Yes O No O Inspectionsper/hr If yes, see back of form to indicate work performed by Rain Drain,single family dwelling 45.00 fixture. FAILURE TO ACCURATELY REPORT FIXTURE Grease Traps 11.50 WORK COULD RESULT IN INCREASED SEWER FEES. QUANTITY TOTAL I hereby acknowledge that I have read this application,that the Information Isometnc or riser diagram Is required If Quantity Tolal Is >9 f';11verrlj&,ae"ettt1I1 I am the owner or authorized agent of the owner,and t la s m ed in li ce with Oregon State Laws. 'SUBTOTAL 9tgnst r( ---- pats /o 9%SURCHARGE tact raon bMme Phonsi "PLAN REVIEW 26°h OF SUBTOTAL Required only If fixture qty Iota[Is>9 _ 1 BATH HOUSE$178.00 TOTAL 2 BATH HOUSE$250.00 �7�0 3 BATH HOUSE$285.00 (This fee Includes all plumbing fixtures In the dwelling and the first MIrllmum permit fee Is$50♦8%surcharge,except Residential Backflow Prevention 100 feet of sanitary sewer storm sewer and water service) Device.which 14$25♦8%surcharge All New Commercial Buildings require plans with Isometric or riser diagram and plan review I%dsl°lform°tplumapp doc 12117199 1 PLEASE COMPLETE: Fixture Type Quantity by Work Performed New Moved Replaced Removed/Capped Sink Lavatory Tub or Tub/Shower Combination Shower Only Water Closet Urinal — Dishwasher Garbage Disposal Laundry Room Tray Washing Machine Floor Drain/Floor Sink 2" — 3" Water Heater Other Fixtures (Specify) COMMENTS REGARDING ABOVE: 11•191fi rnn(IimA('(`hN 1:1 "" f. f • • Y CITY OF. T I Sr-IRP RECEIPT OF PAYMENT RE:C'E I PT NO. :00--321 74t) CHC C.K AMOUZVT s 140. 00 CC�tI_:DIT CAR a 0. elN CHANGE c 0. 00 NAMC GLEN/MAR f],ONST DUCT I ON INC CASH AMOUN'r 0. Ola ADt',P1.79S .14844 CE" 01. ISDN CT PAYMENT DATE s 02/1 t,/,-'0 ON 111_AC'KAMAf, QR SUP DIVISION s �^ 970t5 PURPOSF. OF PAti'MC"N'1 AMQUN'r m I C) PURPOSE OF PAYMENT AMOUNT PAID F�IIII .DINfy t=EFthiC'r !;Cl. lift► SUI1_DING PERMIT 00 GJ C_J �1 J MST 1 X399- 00;355, 11530 SW 92ND AV>~, T 11JARD, OR Wr',R 3 CHECK 001:39 REI NSC, C'EE: 1& TEMP C; OF 0 TOTAL AMOUNT PAID _> 140. 00 City of Tigard FILE Washington County Oregon copy Voluntary Compliance Agreement To: Glen Brown, Glen Mar Const., Inc. 14486 SE Alison Ct. Clackamas, OR 97015 Re: Conditional Certificate of Occupancy I, Glen Brown, as responsible person for Tax Map 1 S135DC, Tax Lot 08700, agree to the following conditions: A Certificate of Occupancy will be issued on a conditional basis for a period not to exceed ten clays from this date, by which time the following conditions must have been met and approved by the City of Tigard: Permit MST1999-00355 and BUP1999-00499 must be completed and approved, including all outstanding corrections, ancillary permits and fees. The irrigation system must be fully permitted before final approval. I understand the City will withhold action until February 25, 2000. Upon compliance with all above conditions, this case will be closed and the Certificate of Occupancy will become permanent. I further understand that if these conditions are not complied with fully, I may be served with a Summons and Complaint without further notice for violation of requirements set forth in the Oregon Structural Specialty Code (Final i spection approval required prior to occupancy). Signed: Date: 1 � Signed: l�, f���C1 �tO (Witn CITY OF TIGARD BUILDING INSPECTION DIVISION Ms I 1 -cc ..S SS 24-Hour Inspection Line: 639-4175 Business Line: 639-4171 BUP Date Requested -;t-1161CO AM PM BLD - 7 Location I 1 ? ��-� t L Suite MEC _ Contact Person Ph `I6,j " �%.r PLM Contractor Ph SWR _ UILDING Tenant/Owner ELC Retaining Wall ELR _ Footing Access: IsAo+-e : t?.-, ��2,c r•r s 4-f' s FoundationFPS Ftg Drain -- Crawl Drain Inspection Notes: SGN _ Slab SIT Post&Beam Ext Sheath/Shear Int Sheath/Shear Framing Insulation Drywall Nailing Firewall - 1 Fire SprinklerS�_�y� Fire Alarm ` � ` � Susp'd Ceiling �_ �— Roof Mist: ASS PART FAI T �-- BIN > f Post& Beam Under Slab lkL k C _Le Top Out — Water Service Sanitary Sewer -- Ra' rains -�- ART FAIL --- MECHANICAL_,) (' Rough In Gas Line Smoke Dampers PASSPAR' FAIL �� �- n Z-- ELECTRICAL �_�1 Service `_�_L1 d ►°C- Rough In cn UG/Slab Low Voltage J Fire Alarm co Final 0o PASS PART FAIL -- -- --- -- - U `- - - W d (1. 1 c IA- - w IT JCD 'I n Backfill/Grading Y' -S-- --w Sanitary Sewer 0� Storm Drain I p reinspection fee of$S�A� required before next inspection Pay at City Hall, 13125 SW Hall Blvd Catch Basin � ((.1\Y Fire Supply Line V [ J Please call for reinspection RE: [ J Unable to inspect-no access ADA A eInspector oath/Sidewalk Date U�'� �� Ext3 the f0�( _ ----- --- Ass PART FAIL 00 NOT REMOVE this inspection record from the job site. CITY OF TIGARD BUILDING INSPECTION DIVISION (iv 1��99�DD SSS 24-Hour Inspection Line: 639-4175 Business Line: 639-4171 BUP Date Requested 6� AM PM BLD Location S %(p P'?' Suite ^� MEC Contact Person k:04 Ph `y(!e, -39 2 / PLM — Contractor Ph SWR _ BUILDING Tenant/Owner ELC Retaining Wall ELR Footing Access: � ` Foundation �) �% C O V (� FPS Ftg Drain SGN Crawl Drain Inspection Notes: Slab SIT Post&Beam Ext Sheath/Shear Int Sheath/Shear Framing — Insulation Drywall Nailing _ ---- - — Firewall Fire Sprinkler ----- Fire Alarm Susp'd Ceiling - Roof Misc: — -- - --- - -- --- Final PASS PART FAIL -- - -- ---- PLUMBING -- -— _-- --- Post& Beam Under Slab - - - -- _ ---- ----- -- -- - Top Out Water Service Sanitary Sewer Rain Drains ---_ - --- - - -- --- -- -- -.-- --_ Final PASS PART FAIL. MECHANICAL Post&team Rough In Gas Line - _.� --- -- - --- - Smoke Dampers Final ----- ------------- _--- _---- PASS PART FAIL ---- o. .� ServicerX -- -- ---- --- Rough In N UG/Slab - Low Voltage Fire Alarm ----- _ .... — -- - ---- - - - - PART FAIL - ca Backfill/Grading - - Sanitary Sewer Storm Drain [ J Reinspection fee of$ _ --required before next inspection. Pay at City Hall, 13125 SW Hall Blvd Catch Basin [ J Please call for reinspection RE [ J Unable to inspect-no access Fire Supply Line --- ADA Approach/Sidewalk Date ?- q- Inspector Ext Other - Final PASS PART FAIL 00 NOT REMOVE this inspection record from the job site. OF CITYOF TIGARD CERTIFICATE PERMTM MST119 9-03355Y L- k DEVELOPMENT SERVICES DATE ISSUED: 11/04/1999 13125 SW Hall Blvd., Tigard, OR 97223 (503)639-4171 PARCEL: 1 S135DC-08700 ZONING: R-4.5 JURISDICTION: TIG SITE ADDRESS: 11530 SW 92ND AVE FILE COPY SUBDIVISION: MLP97-0010 [,OWNING BLOCK: LOT:003 CLASS OF WORK: NEW TYPE OF USE: SF TYPE OF CONSTR: 5N OCCUPANCY GRP: R3 TENANT NAME: REMARKS: Assisted living facility - Final Building Inspection and Certificate of Occupancy Approved 2/24/00 by Rick Bolen, Building Inspector Owner: SPECIALIZED HOUSING INC 5319 SW WESTGATE DR #124 PORTLAND, OR 97221 Phone: 503-292-5066 Contractor: GLEN MAIL CONSTRUCTION INC 14844 SE ALISON CT CLACKAMAS, OR 97015 Phone: 503-698-7602 Reg#: LIC 49433 This Certificate grants occupancy of the above referenced building or portion thereof and confirms that the building has been inspected for compliance with the State of Oregon Specialty Cod s for the group, occupancy, and use under which the referenced permit was issued. BUILDING INSPECTOR BUI—LD I KGAO FICIAL POST IN CONSPICUOUS PLACE December 15, 1999 ti CITY OF TIGARD Gerald Stolp, Housing Coordinator OREGON Office of Developmental Disability Services 2575 Bittesen Street, NE Salem, OR 97310-0520 Dear Mr. Stolp: We received your rational regarding the request to add a second stove to the residential home currently under construction at 11530 SW 92nd Avenue in Tigard. The Tigard Community Development Code defines dwelling units as "a structure or portion thereof that is used for human habitation including permanent provisions for living, sleeping, eating, cooking and sanitation". Housing units with two full sets of the provisions listed above are considered to be duplexes. You indicated the desire to have two kitchens to serve five mentally or physically disabled residents since it is necessary to teach basic skills in small groups. Also, it was pointed-out that the property will carry a 60-year covenant restriction with the State of Oregon on the use of the property as a group home for disabled individuals. In addition, there is only one address, one water, gas, phone and electrical service, no separate garage, one fire detection system, and one hot water system. The plans submitted show an internal connection between areas of the residence and that the laundry facility is located in only one of the two living areas. Based on the above findings, we do not consider the residential unit to be a duplex and a second stove may be added. There are not complete independent facilities for two separate dwelling units. Considerable modification of the structure would be required for this unit to serve as a duplex. Conversion to a duplex would require additional building permits and prior land use approval. If you have any questions regarding the contents of this letter, please feel free to call me at (503) 639-4171 . Sincerely, Ricand H. Bewersdorff Planning Manager i1curp1n\dick\1etters\sto1p.doc c: Jim Hendryx 1999 Planning Correspondence File MLP97-0010 Land Use File Building Permit File 13125 SW Hall Blvd., Tigard, OR 97223 (503)639-4171 TDD (503)684-2772 - — A►RD MASTER PERMIT CITY OF TIG PERMIT#: MST1999-00355 DEVELOPMENT SERVICES DATE ISSUED: 11/04/1999 13125 SW Hall Blvd.,Tigard, OR 97223 (503) 639-4171 SITE ADDRESS: 11530 SW 92ND AVE PARCEL: 1S135DC-08700 SUBDIVISION: MLP97-0010 DOWNING ZONING: R-4.5 BLOCK: LOT:003 JURISDICTION: TIG REMARKS: Assisted living facility-A 13D Sprinkler system is required. Separate plans and application required BUILDING REISSUE: STORIES: 1 FLOOR AREAS REQUIRED SETBACKS REQUIRED CLASS OF WORK: NEW HEIGHT: 18 FIRST: 2.578 at BASEMENT: of LEFT: 5 SMOKE DETECTORS: Y rYPE OF USE: SF FLOOR LOAD: 40 SECOND: of GARAGE: of FRONT: 20 PARKING SPACES TYPE OF CONST: 5N DWELLING UNITS: t FINBSMENT: of RIGHT: 5 VALUE: $310,000.00 OCCUPANCY GRP: P.3 BDRM: 5 BATH: 2 TOTAL: at REAR: 15 PLUMBING SINKS: 2 WATER CLOSETS: WASHING MACH: 1 LAUNDRY TRAYS: I RAIN DRAIN: 175 TRAPS: LAVATORIES: - DISHWASHERS: 2 FLOOR DRAINS: SEWER LINES: 175 SF RAIN DRAINS: 3 CATCH BASINS: TLB/SHOVYFRS: 2 GARBAGE DISP: 2 WATER HEATERS: 1 WATER LINES: 175 BCKFLW PREVNTR: GREASE TRAPS: OTHER FIXTURES: MECHANICAL FUEL TYPES FURN<100K: 2 BOIL/CMP<AHP: VENT FANS: 3 CLOTHES DRYER: 1 -1S FURN»1100K: UNIT HEATERS: HOODS: OTHER UNITS: 2 MAX INP: btu FLOOR FURNANCES: VENTS: WOODSTOVES: FAS OUTLETS: 1 ELECTRICAL _RESIDENTIAL UNIT SERVICE FEEDER TEMP SRVCIFEEDERS BRANCH CIRCUITS MISCELLANEOUS ADD'L INSPECTIONS 1000 SF OR LESS: 1 0 200 amp: 0 - 200 amp: W/SVC OR FDR: 3 PUMP/IRRIGATION: PER INSPECTION: EA ADD'L 500SF: 4 201 400 amp: 201 400 amp: tat W/O SVCIFDR: 75 SIGNIOUT LIN LT: PER HOUR: LIMITED ENERGY: 401 800 amp: 401 800 amp: EA ADDL BR CIR: SIGNAL/PANEL: IN PLANT: MANU HMISVC/FDR: 001 - 1000 amp: 801-ampo•1000v: MINOR LABEL: 1000.amp/volt PLAN REVIEW SECTION Reconnect only: >-4 RES UNITS: SVCIFDR>=225 A.: >800 V NOMINAL: CLS AREA/SPC OCC: ELECTRICAL-RESTRICTED ENERGY A.SF RESIDENTIAL B.COMMERCIAL AUDIO&STEREO: VACUUM SYSTEM: AUDIO&STEREO: FIRE ALARM: INTERCOM/PAGING: OUTDOOR LNDSC LT: BURGLAR ALARM: OTH: BOILER: HVAC: LANDSCAPE/IRRIG: PROI ECTIVE SIGNL: GARAGE OPENER: CLOCK: INSTRUMENTATION: MEDICAL: OTHR: HVAC: X DATAITELE COMM: NURSE CALLS: TOTAL N SYSTEMS: Owner: Contractor: TOTAL FEES: $ 7,039.03 This permit is subject to the regulations contained in the SPECIALIZED HOUSING INC GLEN MAR CONSTRUCTION INC Tigard Municipal Code,State of OR Specialty Codes and 5319 SW WESTGATE DR#124 14844 SE ALISON CT all ether applicable laws All work will be done in PORTLAND,OR 97221 CLACKAMAS,OR 97015 accordance with approved plans This permit will expire if work is not started within 180 days of issuance,of if the work is suspended for more than 180 days ATTENTION ._ Phone: ORIGINAL Pnone: Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center. Those rules are set Rep a 1 u 1`411 forth in OAR 952-001-0010 through 952-001-0080 You may obtain copies of these rules or direct questions to OUNC by calling(503)246-1987. REQUIRED INSPECTIONS Erosion 844 8444 Plm/undslab 11' Framing Insp Iain drain Insp Mechanical Final J Sewer Inspection Mechanical Insp Exterior Sheathing Insl Water Line Insp Plumb Final Footing Insp Plumb Top Out Gas Line Insp Watel Service Insp Final inspection Slab Insp Electrical Service Insulation Insp Appr/Sdwlk Insp Underfloor insulation Electrical Rough In Gyp Board Insp Electrical Final Issued 13y : �- _ Permittee Signature : , .-- Call (503) 6394175 by 7:00 p.m. for an inspection needed the next business day Pla CITY OF^TIGARD Resic&tial Building Permit Applic*n Recd Beok# 13125 SW HALL BLVD. Additions or Alterations Recd Date Ree cd 10 � � TIGARD, OR 97223 Single Family Detached or Attached (Duplex) Date to P.E. -- V 503-639-4171 Date to DST It 3 f k F 503-684-7297 Permit#^ I� j-09 65- Print SPrint or Type Called U �3� Incomplete or illegible applications will not be accepted Name of Project Name Cyt'�2�t r"1o`t C- Job T) Architect ArChlteCt Mailing Address cc� Address site Address 444 lk(ru.uhhentc. d`•• / 1530 5, 9 Z p AVC. City/State Zip I Phone S-41 Name 5UCg. - 7 v t 34:1-3 std--UALI"7k�) l0 LJS L, r Name N Owner Mailing Address -t� A ti& r� 531 S.r.r�, 1, 1"-�� tG �^� 1Z4 Engineer MailingAd,'ress City/State Zip Phone $ti3 S tTG R>/trt-A tJt� 1 LL► 2-92-S�c.>b City/Stato Zip Phone General Name /� Contractor T �,-D 1] �e - ,1( escribe work New fO Addition O Al erationtO- I I�Repair O to be done A;cs'lm G N 1 1 /aQY'U1� I V l V`�l Mail' ddres / Prior to permit L C. (�f Additional Description of Work'-- , ork: issuance,a copy oy J/ 1 of all licenses i 1(� (I-"f,) Fh " /[��/ 1�•01�C• are required if Oregon Const.Cont.Board Exp.Dat/70& PROJECT expired in COT Lic.# I 3 3 I - VALUATION $ -3-310 ,0®� _ database Mechanical Name NEW CONSTRUCTION ONLY: Sub- Sq.F t1 Sq. Ft. House: Sq. Ft. araye Contractor Mailing Address L57� ��� Indicate the restricted energy installation by the electrical Prior to permit subcontractor in the followin9 areas issuance,a copy City/State Zip Phone Restricted Audio/Stereo of all licenses are required if Oregon Const Cont. Board Exp. Date Energy _ System Alarms expired in COT Lic.# Installations Vacuum Irrigation System System database Plumbing Name n (check all that Other Sub- D/' , ��• bta� -� apply) Mailing Address Corner Lot YES NO Flag Lot Y NO Contractor (check one) 7 (check one) Has the Subdivision Plat recorded. N/4 YES NO Prior to permitIty/staJ,a Zl Ph e _ X issuance,a copy (..,.Q r d '6 of all licenses are Oregon Const Cont Board Exp.Date required it Lic# f � I hearby acknowledge that I have d this application,that the expired in COT information given i rrect,t I am the owner or authorized agent database Plumbing Lic # Exp.Date / ,,/�p 2 rte owner t>'n h t plan ub fled are in compliance with �C� t t �'"'f re o e I s Name Si u of r r Dat —( l� _ i0 123 c ) Electrical D Cont@ct Per ame Phone# Sub- Mailing Address 1 ( ( /� )L _ 279,Z-SbG6 Contractor _ City/Slate Zip Phone J Prior to permit Issuance,a copy FOR OFFICE USE ONLY: _ of all licenses are Oregon Const.Cont.Board Exp.Date P t : MaprrL#: required if Llc.# /�/p,l�Z L/_�•-�7 Y�' ,' -0�� 1 1 ` - 000 expired in COT t 1 `I database Electrical�a � Exp'_Mateo etb ks:I Zone: / Solar - Elec ri I su eprisor Lic.# Ex .D to Engineering Appro v I: Planning Approval: TIF: c� K. v A ---v0 F�', ��•7 �•� � - -�I t�� tart �- /�'p, � _ kV11 16 tSF s slfor�mslyl ddalt.doc 9/8/99 %Ace �,nittr� bio Qat toJAl,»;, tA7 hl�����``tK�l I " ° PPS Fed Cvy\5't1 RY1 LD- v vert) (J .r CITYOF TIGARD SEWER CONNECTION PERMIT DEVELOPMENT SERVICES PERMIT#: SWR1999-00233 13125 SW Hall Blvd., Tigard, OR 97223 (503) 639-4171 DATE ISSUED: 11/04/1999 SITE ADDRESS; 11530 SW 92ND AVE PARCEL: 1S135DC-08700 SUBDIVISION: MLP97-0010 DOWNING ZONING: R-4.5 BLOCK: LOT: 003 JURISDICTION: TIG TENANT NAME: SPECIALIZED HOUSING INC USA NO: FIXTURE UNITS: CLASS OF WORK: NEW DWELLING UNITS: 1 TYPE OF USE: SF NO. OF BUILDINGS: 1 INSTALL TYPE: LTPSWR IMPERV SURFACE: Remarks: Sewer connection permit Owner: _ FEES SPECIALIZED HOUSING INC Type By Date Amount Receipt 5319 SW WESTGATE DR #124 PORTLAND, OR 97221 PRMT BON 11/04/199E $2,300.00 99-319555 INSP BON 11/04/199 $35.00 99-319555 Phone: Total $2,335.00 Contractor: Phone: Reg M Required Inspections _ Sewer Inspection � ORIGINAL This Applicqnt agrees to comply with all the rules and regulations of the Li-fled Sewage Agency. The permit expires 180 days from the date issued. The total amorint paid will be forfeited if the permit expires. The Agency does not guarantee the accuracy of the side sewer laterals If the sewer is not located at the measurement given,the installer shall prospect 3 feet in all directions from the distance given. If not so Iccated, the installer shall purchase a "Tap and Side Sewer" Permit and the Agency will install a lateral. ATTENTION: Oregon law requires yo r to follow rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952-001-0010 thro.igh OAR 952-001-0080 You may obtain Copies of these rules or direct questions to OUNC by calling (503) 246-1 JBi. j -7 Issued by: CnIA i �� l._ Permittee Signature: Call (503) 639-4175 by 7:00 P.M. for an inspection needed the next business day SPECIALIZED HOUSING, INCORPORATED 5319 SW Westgate Drive •Suite 124• Portland, Oregon 97221 Paul J. Lasner Executive Director RECEIVED NOV p 2 1999 COMMUNITY UEVIbi- , Specialized Housing, hereby certifies that the conditions of the Halstead report (attached letter) of October 14, 1999 will be fulfilled. The arborist will provide the City of Tigard with a report indicating compliance. Paul J.L�n' er Executive Director C (503)292-5066 (.U_A �t� o FAX(503)292-5219 HALSTEAD'S ARBORICULTURE "Specialists in the care and CONSULTANTS preservation of trees" David Halstead. Consultant B S PO Box 1182,Tualat n.OR 97062 K Phone 15031 245-1383 Mr. Rick Levak October 14, 1999 Specialized Housing, Inc. 5319 SW Westgate Drive, Suite 124 Portland, OR 97221 Reference: Addendum to report dated 9/5/97 Location: 11530 SW 92nd Avenue, Tigard, OR Subject: Care and Preservation I visited the site today for the purpose of inspecting trees numbered JK90373 and JK 90368. 1 found them to be in similar condition as mentioned in our report dated 9/5/99, (enclosed). It appears now however that excavation will encroach within the 15 feet of root zone preservation recommended in the ' previous report. This will be possible from a preservation standpoint providing the following precautions are taken. w 1. A qualified Certified Arborist shall be on site during excavation within the limb spread(drip line) of these trees. 2. Any roots discovered during excavation are cared for per the resident I! arborist direction. 3. Therapeutic root stimulants consisting of beneficial Mycorrhizal-fungi spores, Soil conditioning bacteria, N-P-K complete fertilizer and root hormones shall Md, be applied as needed after excavation is completed. I 4. The trees will require a Class II pruning to reduce the wind sail as directed by the resident arborist. 5. As soon as possible after excavation is completed an orange barrier protection fence shall be erected under the guidance of the resident arborist to allow the trees as much protection as needed. If I can be of further assistance or if more technical information is needed please call me immediately. ' 1 i Since Phillip Whi comb Certified Arborist DE".e r v I l.-e s Fax:1-503-986-5432 Oct 15 '99 13:19 P.02/02, Department of Human R r( ne artmen esources � .-.;�.,.... Mental ;qcalth and DevE°lnprrrt,11tal .�� ..� John A.KI;,,naDcr.M.n..t..)�c�r�Ji Disability Serz7iccs Dit)isioli 2575 Bittern Street NE Salem OR 97310-0320 October 15, 1.999 (503) 945-9499 FAX 378-3706 MEMORANDUM TTY 945-9836 TO: Robert Roskin, Senior Plans Examiner City of Tigard 1312.5 SNV Hall Blvd Tigard, Oreggn 97223 FROM, David . t', Housing Specialist Office evelopmental Disability Services SUBJECT: Resident Evacuation Capability REFERENCF: 11530 SW 92"d Ave., Tigard The residents of the group home referenced above should be consiclered slow evacuator's (SR 2.3) according to the SR classification of the 1,Inifoin Building; Code. The home will be licensed to sense 5 or fewer individuals by the Office of Developmental Disability Services ,according to rules for programs that provide 24 hour residential support (OAR 309-049-0035 through 309-049-0215). If you require additional information, please contact me at (503) 986-5304. N F U' 11! ' A�5i5fing re0t)IC to Become Independod, Healthy and Sak, An Equal Opportunity Employer SETFING THE STANDARD FOR SERVICE EXCELLENCE Facsimile To: Company: J LOA Phone: Fax: From: Bonnie Mulhearn Company: City of Tigard Phone: 639-4171 ext. 383 Fax: 598-1960 Date: —►c� -�� Pages including this page: ` Y4 COMMENTS: K(— , ---J2A Its J 'S ' 5 hOd f 2 -V-) V c1Y 1 Q - Vel r oy C, f�C DL4 ��Q �.��A C�� �{r.��.n�v�:-ice a�Icer� ���- ►�`� pro � •-��I� `( rl� -40 '" PLEASE DELIVER THIS FAX IMMEDIATELY " / '[f/1RINLl ��' II � v RLUDC Ilft!lNct ►L►v, LL/•11 - t L b ISf'N Wloctuv.ltL1' II• e 141414 I rEupt t I I r -.. __ -._. _ �' N [0' ♦r' Be*It 00 NIDI t it y,}_�.^.�._.._... '. ._..._.....-___�...._.__...._.__ _••-e+-••---^+^- At1A►RMY I* - ..� •ice.... �u _`__- t _..______., .-. .-.� a►i►[{W6s CIM 9LaV. LN'•I• -� '� ___ J' I 1I'M N000 milt's ► jrr : : j r•t` Yf. t A ... .»..R..y,»... ~ ... _'ts"'•S'-- ...L..• ••....» %'.Io' 11r f W t L. :wr.� G. ' • 111?lr to 1TIrr► S D )f LaVl LLO'•u - • .. 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AL {A/a/•111+• R1 ALL1W / \ •` 1J••I •0• rep DCAIVAit FRIM L►O_ID' _ w '' �-�/ \ _ Al RIt:NIU,'u71Llt♦ iN+/&I/L ILIV POINT IN &IT4 '0• A` i AV 1111.11 &Dom Irf/llll ILICL, V F• I;LIV -LI%'-0 , �•� q, 07 tlr•lLTID tt I61uL ►LAY RIA•/vt CuIt INI WIlL i91:Gt 0 LAII fie YC. %L-bb) LJ.1 % Iti •I ...`\�.� tl/ bll FOYN'.Aft N r J t J 14 UT4 EObf OF PRlffl_•t -`.IIL "• ►. '� • .�. 11 t r1uNDAfllu rLAI. 'r`IOD ItAutl +� '..` Itl f10F 01AW11Yb rLIW I L51 110F TtU1b p1A1•IAN;, Sr A;A FLAN DLIAII( A6lAEVIAfI0Al5_ _ 6E►JEAAL uOTES ) "9119ILAL FLAN It f'.-ATI Aft &love FIYISr ILII& ---INR IA-It'll AIIte1HLN1 "OAT ♦ KISS 00 AL:10 ALUM14 Uy LAV 1.01411&! T►R LIT♦ (11101 z•' "c. IIYA6 ►LAM !L LIAR` NIDI u1DwAUILA. LOT tOv1AA►1 s No fLum 1116 /LAN /LDL l..6DIY! A111. MINIMUM LLI tCOAR Wrl •'II/A6 rl-1/t AItA t.4 16 b. Pitt Glt!.-!AO••. L/01t toYttttt DE /Y tWT1l 1..1+ II !11 bt east I'r 1-.E% L )' •' �r firvim 1 YIV. till LIu1 :I A111u Jou! I/1. It't u•IC Dt1►ur HAtD GIVltA6L 11.It �tl r Ilv-RD T It, 1114% t- L•till 1/ Cl"10{ AAI/ Lau�YL L/•� , t1. Dt_►.t Ow Dvl INAYI I GIw•.1FI'r+ ILTWD rLt W1►D !!•It O•.:O 1 N D ..wafgR I. /LAI[ iii of /CI/LIIR sLtV. Ltl'•Y I\..�,� !6 s►to FT rAleSutt 1/6AtI1) %!ADI' as 1`99IM9TIL SIT'•/• SI TE PLAN 9691 till/91.1u !Io 9960&IT 11191iAtL1 Int L +r+'YLMit optw,wq - - - - !1!'• (OvwaNl.ut b 1 IsaYAR► /.I 01940111N ��•►• lr,irr I//LIAL'llD AIJ!'LIb LIT FOIE it IIfT.t11414 F1- AIA! et' rO.1NsI IAIWIt 101/ It o•/lr PI[L %111►RL{R evil►M (,1� ✓I� t&r[NDRD rA'AILV 1'.( •61 •[ t Ott Ottal 1r/ 7Vr1LAL ALL list% ♦lowu A/s 99'11'010 � t!r ',� IUI[i\I'„IN ML►Ilt•Illi DµN41 .Il •; rD IIR�t_Q CAF'1. 1'�•L ,1 1'110 fi W 11.ND ►VI 10:4T FRiihI:HHLSTENG5 RRBO Cot4S �E13-898-'ir�? Tib:9c'S a521`+ P. 00a'l OE HALSTEAD'S ARBORICULTURE •SpeciaLsts in thocare and r' CONSULTANTS prf:servatvon of trees- 03v o HJ!gteaa Ccns�pfanf F S F O Box 1 192 n,OR 97os2 a 0h9ri.:003 145-1393 P:"r. Rick Levak p,tober 14, 1999 Specialized Housing, Inc 5319 SW Westgate Dnve, Suite 124 ` Portland, OR 97221 Reference: Addendum to roporl dated 9,15/917 y Location' 11530 SW 92nD Avenue, Tigard, OR Subjelct Care and Preservation I visited the site today for the purpose of inspect,'ng trees nurr?bered JK90373 and JK 90368 /found them to be in similar ccnd;tion as mentioned in our report dated 5/5ra9, (enclosed) It appears novr lic. ever that excavation wi'1 encroach within the 15 feet of root zone preservation recommended in the y /),-evious report Y This will be possible from a preservation standvo;r;t providing the ,';�llowin; precautions are taken ` i A qualified Cerd+fred Aril 6V shall be on site during etcajvation I.vi`hr.n the limb spread(drip line) of these trees. 2 Any roots discovered during excavation are cored for per the resident !� arborist direction 3 Therapeutic root stimulants_consisting of bene,cia!Mycorrhiza?-fungi spores, Soil conditioning bacteria, N-P-K complete Pert.-Ver and root hoMmones shall he applied as needed after excavation is competed 4. The trees will require a Class !!pruning to reduce the wind sail as directed by the INsident arborist. 1" 5, As soon as possible after excavation ComplEted an orange barrier protection fence shall be erected under thN gu.dance of the resident arborist to allow the trees as much protection as needed. if I can be of further assistance or if more technical information is needed please call Me Immediately. 1 Sincer Phillip Whi comb Page 7 of 9 Finish Hardware Schedule: Section 08710 EXTENDED FAMILY II DOOR HARDWARE SCHEDULE ManufacturelS, B - Baldwin P - Pemco I - Ives SCH - Schlage ST - Stanley GROUP 1 - EXTERIOR ENTRY DOORS 102-1, 106-2, 110-1, 113-1, 116-2 1 each Lockset SCH. - D53PD x Rhodes lever x 26D 3 each Hinges ST-Butts FBB 179 4-1/2"x4-1/2" 26D 1 each Stop I - 407 - 1/2S32D 1 each Weatherstrip P- S-88D 1 each Door Sweep P- 315CN 1 each Threshold P- 2748A 1 each 1 way viewer I - 700 GROUP 2 - UTILITY, STORAGE, SPRINKLER & MECHANICAL 102-2, 104-1, 106-1, 115-1, 116-1, 117-1, 117-2, 1 each Lockset SCH AL80PD SAT 26D 3 each Hinges ST Butts WRRD 741 3-1/2"x3-1/2"26D � each Door stop I 407 - 1/2S32D 1 each Kickplate Outside of door, (clear scratch resistant plexiglass) GROUP 3 - BEDROOMS 107-1, 108-1, 109-1, 116-1 1 each Lockset SCH - AL53PD SAT 26D a 3 each Hinges ST-Butts WRRD 741 3-1/2"x3-1/2"26D 1 each Door stop I - 407 - 1/2S32D 2 each Kickplate Both sides (clear scratch resistant plexiglass) J c] LL GROUP 4 - BATHROOMS 105-1, 119-1 -' 1 each Lockset SCH - AL40S SAT 26D 3 each Hinges ST- Butts WRRD 741 31/2"x31/2"26D 1 each Door stop I - 407 - 1/2S32D 2 each Kickplate Both sides (clear scratch resistant plexiglass) Page 8 of 9 GROUP 5 - OFFICE 110-2 1 each Lockset B - 8590 Sliding door lock 1 each Pocket frame kit ST - PDF250-00 2 each 'Kickplate Both sides (clear scratch resistant plexigass) GROUP 6 - KITCHEN, OUTDOOR STORAGE . 103-1, 114-1, 111-1 1 each Lockset SCH - AL80PD SAT -- 26D 3 each Hinges ST-Butts WRRD741 31/2"x31/2" 26D 1 each Kickplates One side (clear scratch resistant plexiglass) Verify that door frames and hardware are correct type, accurately located and sized, square, plumb, true, and otherwise properly prepared. 1. Kick Plates * Height: 24 inches • Width: 2 inches less than door width * Material: Clear scratch resistant plexiglass. t 2. Finish * Unless otherwise indicated elsewhere, supply finish hardware in the following finishes: * Kickplates: clear * All other: US 26D (Satin Chrome) 3. Installation * Accurately locate, fit, and install square, plumb, and secure in accordance with manufacturer's instructions and templates. * Mount hardware at height shown on the plans. 4. Adjustments * At time of project substantial completion and during warranty period, test, adjust, and where necessary, using fine powdered graphite, lubricate locks, latches, and other moving parts including lock keyways, for smooth and easy operation. 5. Product Cleaning 6 Repairing: * Including work of other trades, clean, repair and touch-up, or replace when directed, products which hace been soiled, discolored, or damaged by work of this section. * Remove debris from project site upon work completion, or sooner if directed. w October 20, 1999 CITY OF TIGARID Specialized Housing, Inc. OREGON SW Westgate Dr#124 Portland, OR 97221 RE: SR 2.3 Residence Master Plan Review 11630 SW 92nd Ave PC#: 10-31 r MST#: 99-00356 Submittal documents for the above referenced project have been reviewed for conformance with the applicable 1998 Oregon Specialty Codes and other applicable codes and standards. The following comments are noted: SR REQUIREMENTS 1. Provide in writing the anticipated evacuation capabilities of the residents. OSSC, Section 312A.2.2.1 and 312A.2.2.2. 2. Provide details showing latching doors located in door frames with jambs. OSSC, Table 3-1-2. 3. An NEPA 13D sprinkler system will be required. A separate permit and application will be required. ONE AND TWO FAMILY CODE `a �„p ENERGY CODE Energy code shall comply with Path 1, Table E401.1 a. Provide confirmation. PLUMBING Provide details on what form of fuel you intend using for your hotwater tank, If gas, show how you will develop combustion air. FIRE CODE 1. SINGLE FAMILY DWELLINGS - FIRE HYDRANTS: Fire hydrants for single family dwellings and duplexes shall be placed at each intersection. Intermediate fire hydrants are required if any portion of a structure exceeds 500 feet from a hydrant as measured in an approved manner around the outside of the structure and along approved fire apparatus access roadways. Placement of additional fire hydrants shall be as approved by the building official. (UFC Sec. 903.4.2.2) 2. SINGLE FAMILY DWELINGS - REQUIRED FIRE FLOW: The minimum available fire flow for single family dwellings and duplexes shall be 1,000 gallons per minute. If the structure(s) is(are) 3,600 square feet or larger, the required fire flow shall lie 13125 SW Hall Blvd., Tigard, OR 97223(503)639-4171 TDD(503)684-2772 SR 2.3 Residence Master Plan Review PC#: 10-31r BUP#: 99-00355 Page#2 determined according to UFC Appendix Table A-1110-A-1. (UFC Appendix 111-A, Sec. 5) 3. FIRE HYDRANT/FIRE DEPARTMENT CONNECTION: A fire hydrant shall be located within 70 feet of a fire department connection (FDC). Fire hydrants and FDC's shall be located on the same side of the fire apparatus access roadway. (UFC Sec. 903.4.2.5) FDC locations shall be approved by the building official. (1996 Oregon Structural Specialty Code, Sec. 904.1.1) 4. _ACCESS AND FIRE FIGHTING WATER SUPPLY DURING CONSTRUCTION: Approved fire apparatus access roadways and fire fighting water supplies shall be installed and operational prior to any other construction on the site or subdivision. (UFC Sec. 8704) 5. DEAD END ROADS: Dead end fire apparatus access roads in excess of 150 feet in length shall be provided with an approved turnaround. Diagrams of approved turnarounds area available from the fire district. (UFC Sec. 902.2.2.4) 6. SURFACE AND LOAD CAPACITIES: Fire apparatus access roads shall be of an all- weather surface that is easily distinguishable from the surrounding area and is capable of supporting not less than 12,500 pounds point load (wheel load) and 50,000 pounds live load (gross vehicle weight). You may need to provide documentation from a registered engineer that the design will be capable of supporting such loading. Documentation from a registered engineer that the finished construction is in accordance with the approved plans or the requirements of the Fire Code may be requested. (Design criteria on back) (UFC Sec. 902.2.2) 7. _UFC (TVFR)Appendix 1111—A building survey and plans shall be provided to the fire department. Forward the attached survey when completed to include a site plan and one set of architectural drawings to: Plans Examiner, City of Tigard, 13125 SW Hall Blvd., Tigard, OR 97223. SMOKE DETECTION Smoke detectors shall be installed in each sleeping room, and shall be interconnected such that one alarm will activate all alarms. OR 1 & 2 Family Dwelling Code, Section 316. 1 Provide details. Please submit four copies of revised submittal documents and a letter indicating your i response to the above comments for review. Please call me at (503) 639-4171 if you have any questions. Sincerely, �i010— Ro ert Poskin. CBO SENIOR PLANS EXAMINER i Wdp\prmsy9\me199955 dm O PROGRESSIVE 00 CONSULTANTS, INC. 1902 SE Morrison Street,Portland,OR 97214 (503)230-0227 FAX(503)230-0389 Calculations For Extended Family 11-2 Tigard, OR Progressive Consultants Inc. Job No: 9965 Client: Steel Frames Inc. Index to Calculations Item Sheet Design Criteria and Loads ................................................... DI —D6 WallFraming ................................................... 1 - 10 Floor FramingI.,........................I........................ 1 1 - 13 Foundations ..............................I.................... 14- 15 LateralAnalysis ................................................... 16- 19 Appendix: ICBG Reports and Product Data RECEIVED LL ER-5280 Self-Drilling Screws NOv ER-4144 Pneumatic FastenersUn 1 5 199 Metal Stud Manufacturer's Association Handbook (Bound Separately) QOMMUNIry pE VFLOPMCNT Clark Steel Framing Systems Product Technical Data&Tables(Bound Separately) 9665 f LS S. HO Cover•9965.doc 11/12J919 O PROGRESSIVE Q Q CONSULTANTS, INC. 1902 SE Morrison Street,Portland,OR 97214 (503)230-0227 FAX(503)230-0389 DESIGN CRITERIA Project Name: Extended Family 11-B Job Number: 9965 Code Compliance with the 1997 Uniform Building Code with City of Tigard Amendments. Compliance with the AIS1-ASD Specification for the Design of Cold-Formed Steel Structural Members, Allowable Stress Design, 1996 Edition Compliance with the NDS-91 National Design Specification for Wood Construction Compliance with the ACI 318-95 Building Code Requirements for Structural Concrete Loadings Live Loads Roof. (UBC Table 16C) psf Snow Loed- reducible for pitch 25 Floor: (UBC Table 16A, 16B) psf Residential ............................ 40 Residential Storage ............................. 40 Wind Loads P=Ce•Cq•gs•lw (UBC 1615 - 1625) City of Tigard: Exposure B, Basic wind speed 80 mph Ce = (UBC Table 16-G) Exposure B - 0-15 ft 0.62 Cq = (Projected area method) (UBC Table 16-H) -Primary Frames- On vertical projected areas: Structures 40 ft or less 1.3 horizontal On horizontal projected areas: Enclosed& unenclosed structures 0.7 upward Job# 9965 11,12/99 Page D 1 DESIGN CRITF,RIA-9965.doc/REv 10.99 O PROGRESSIVE _0 0 CONSULTANTS, INC. 1902 SF Morrison Street,Portland,OR 97214 (503)230-0227 FAX(503)230-0389 Cq = -Wall Elements- (UBC Table 16-H) Enclosed&unenclosed structures 1.2 inward&outward qs = (UBC Table 16-F) Basic wind speed 80 mph 16.4 (UBC Table 16-K) Standard occupancy 1.00 (Resisting Moment designed to be no less than 1.5 times the Overturning Moment) (UBC 1619.1) Ce Cn qs I P= 0.62 1.3 16.4 1.0 13.2 Primary Frame U.62 1.2 16.4 1.0 12.2 1"Floor Walls Seismic Loads Design Assumptions: Location: City of Tigard: Zone 3,7_=0.30 Soil Profile: (UBC Table 16-J) SE, Soft Soil Occupancy Category: (UBC Table 16-K) Standard Occupancy, 1=1.0 Structural System: (UBC Table 16-N) An) bearing walls with shear panels, R=4.5,0,,=2.8 Structural System(Elements, Components& Equipment): (UBC'rable 16-0) Exterior walls,aP=1.0, RP=3.0, 52„=2.0 Interior bearing and non-bearing walls,aP=1.0, RP=3.0, Q,,=2.0 Building ground floor area, including overhangs and projections: An=2500 fl' Building height: h,,= 12ft Base Shcar for Primary Frames (UBC 1639.2.1) •1 V= C'--W (Design Base Shear, UBC 30-4) R•T 2.5•C 1 V = R C. W (Maximum Required Base Shear, UBC 30-5) V =0.1 1•C° •I•W (Minimum Required Base Shear, UBC 30-6) Where: C.= Z=0.3,SE ....................... 0.36 (UAC 16-Q) C,= Z=0.3,SE ....................... 0.84 (UBC 16-R) W = Total dead load (UBC 1630.1.1) T = Ct.hn3i4 ...................... 0.13 (UBC 30-8) Ct = All other buildings 0.020 (UBC 1630.2.2) Job# 9965 11/12/99 Page D 2 DESIGN CRITERIA-9965.doc/REv to-9s 0 O PROGRESSIVE CONSULTANTS, INC. 1902 SE Morrison Street,Portland,OR 97214 (503)230-0227 FAX(503)230-0389 V=(0.84.1.0/4.5-0.13)•W = 1.44•W (Design Base Shear) V=(2.5-0.36-1.0/4.5).W = 0.20-W (Max. Base Shear) <F Governs V=(0.11.0.36.1.0)•W = 0.04•W (Min. Base Shear) For Elements of Structures Equipment and Nonstructural Components (UBC 1632) FP = a R a IP 1+3 hx )Wp (Design Lateral Force) (32-2) P r But not less than: FP = 0.7C.IP WP (Min. Req'd. Lateral Force) (32-3) And need not exceed: FP =4C,IPWP (Max. Req'd. Lateral Force) (32-1) Where: CA= Z=0.3, Se ....................... 0.36 (UBC 16-Q) IP = Standard occupancy ....... 1 lit) . ..................... hx= Component attachment elevation above grade ........... 0 ft. lir= Structure roof elevation above grade ........................ 9 ft. ��P = Total dead load including any operating contents Fp=(1.0.0.36.1.0/3.0•(1))•WP = 0.12•Wp Fp=(0.70.0.36.1.0)•WP = 0.25.WP <=Minimum -Governs Fp=(4.0.0.36.1.0)•WP = 1.44•Wp <= Maximum Minimum Loads - Interior walls(UBC 1611.5) .......................................... 5 psf ..................... Load Combinations: E= p-Eh +E, (UBC 30-1) Em = Q,, -Eh (UBC 30-2) Where: p -- 20 2- --- - 1.0<=p <- 1.5 (UBC 30-3) 11111X N IFI Job 9 9965 11/12/99 Page D 3 DESIGN CRITERIA-9965.docrnEv 10.98 O PROGRESSIVE QQ CONSULTANTS, INC. 1902 SE Morrison Street,Portland,OR 97214 (50.3)230-0227 FAX(503)230-0389 For shear walls: Vw w,101 r,,,- = --- (Maximum element-story shear ratio) VT Where: V., = Wall shear force of wall with highest shear stress(lb.) 1;2 VT= -otal story shear force(lb.) 1 1 = Length of wall with highest shear stress(ft.).. 14 rmax = (1/2.10/14)/l ...................... 0.36 P = 2-(20/0.36.2500) 0.89(Use 1.0) Eh= VorFp E,,= For Allowable Stress Design ....................... 0.0 E.= Total Seismic Effect Desi n for: Vo=E/1.4=,aE1,11.4=pV/1.4 = 1.0.0.2•W/1.4 =-0.143•W (Primary Frame) VD=E/1.4=,aEif t.4=pl"W1.4= 1.0.0.25•W/1.4 =0.179•W (Wall Elements) Dead Loads Note: Dead Loads do not include the weight of mechanical units or other equipment unless specifically noted here and/or on the structural drawings. Shingle Roof. psf Asphalt shingle system ............................. 4.4 5/8 in.O.S.B. 18 R-30 insulation ............................. 3.0 Mfg. light gauge trusses at 24 in. o.c. 1.5 1/2 in. gyp board ceiling 2.2 Mechanical,electrical,and plumbing ] 1 Miscellaneous allowance 1.0 Total Roof Dead Load 15.0 Framed Floor: psf Carpet and pad 2.0 1-1/8 in.plywood sheathing 3.4 Light gauge joists at 24 in. o.c. 2.5 R-30 insulation ............................. 3.0 Mechanical,electrical,and plumbing ............................. 1.1 Miscellaneous allowance 1.0 Total Floor Dead Load 13.0 Job$$ 9965 11/12/99 Page D 4 DESIGN CRITERIA-9965.doc/REV 10.98 O PROGRESSIVE 00 CONSULTANTS INC. 1902 SE Morrison Street,Portland,OR 97214 (503)230-0227 FAX(503)230-0389 Walls: Framed w/wood siding psf Wood siding systerr, 5.0 5/8"gyp board sheet ............... 3.0 .................... 5.5"Light gauge studs @ 16"o.c. ............................. 0.7 Insulation, 1" rigid ........ 0.3 ..................... Miscellaneous allowance 1.0 Total Wall Dead Load ---- 10.0 Walls: Interior Bearing psf (2)5/8"gyp board sheets ............................. 6.0 4"Light gauge studs @ 16"o.c. Mechanical,electrical,and plumbing 2.0 Miscellaneous allowance 1.3 Total Wall Dead Load ---- 10.0 Concrete ............................. 150 pcf Steel ........ 490 pcf ..................... Load Combinations (UBC 1612.3.2) Dead+Floor Live +(Roof Live or Snow) Dead+ Floor Live+(Wind or Seismic) Dead + Floor Live+ %,Snow+ Wind Dead+ Floor Live+Snow+ /2 Wind Dead+ Floor Live+Snow+Seismic Note: Seismic Load-E/1.4. The 1.4 factor is included in the Seismic Load calculation in the Seismic Load section. Soils Information City of Tigard Frost Depth 12 in Assumed Minimum Soil Properties(Cl.): Allowable Foundation Pressure Soil Density 1500 psf ..... 115 pcf ... ................... Coefficient of Friction with Concrete(µ) 0.27 Job fl 9965 11/12/99 Page D S DESIGN CRITERIA-9965.doc/Rr.v 10-9a O PROGRESSIVE CONSULTANTS, INC. 1902 SE Morrison Strcet,Portland,OR 97214 (503)230-0227 FAX(503)230-0389 Material Strengths Concrete: fc, psi Foundations,slabs 2500 Plywood APA C-D Rated,per PS-1-83 Steel: Fy psi Fu psi Bolts and Anchors: A307,Gr. A 35,000 60,000 A307, Jr. A,Zinc Plated 35,000 60,000 Rebar: ASTM A615,Grade 60 60,000 Structural Plates A36 36,000 58,000 Lt. Ga. 12,14& 16 Ga. ASTM A570 Grade50 50,000 65,000 Lt.Ga. 18&20 Ga. ASTM A570 Grade 33 33,000 52,000 I Job# 9965 11/12/99 Page D 6 DESIGN CRITERIA-9965.doc/REv to-98 CS, LC\ ---ol, Ll I I } II I I I i I I I I I I I I ----------------- 17� ;]FF -'-- I I------- - -- -i 1 - --4 I c� LD IL - - -- - - - - � ML ti . ..T........ C5 -Zm-- CL 4 a TIN 16- PROGRESSIVE } CONSULTANTS, INC . 1902 SE Morrison, Portland, OR 97214 (503)230-0227 FAX (503) 230-0389 Framing Schedule Shear Walls Shedule Mark Plywood _ Gypboard Plywood Nailing Gypboard Nailing Capacity(plf) 3/8 in Any 0.10 Dia. @ bin. - 145 _ 3/8 in Any 0.10 Dia. (M 41n. -� -- 215 3/8 in Any 0.10 Dia. (rD 31n. - _ 285 -- 3/8 in _ Any 0.10 Dia. 2in. 3F5 S1 _7/16 in Any _ 0.10 Dia. Q 61n. - 185 _ 52 _ 7/16 in Any i 0.10 Dia._q 4in. 53 7/16 in Any _ 0.10 Dia. 31n. - 375_ 7/16 in Any 0.10 Dia. @ 2in. - 475 15/32 in T Any 0.10 Dia. P. 6in. - _ 215 15/32 in Any 0.10 Dia. 4in. - 320 15/32 In Any 0.10 Dia. QSin. - 425_ —5/321n Any _ 0.10 Dla. CD_21n. Values are for 18 Gage steel framing at 24"o.c, and C-D grade sheathing per ICBG ER#_4144 Table 9 Increase taken for wind and earthquake. Noted nailing Is at all panel edges. T_ Field nailing to be at 6 in,-To—r3/8 in +nd 7/16 in. plywood, and 12 in.for 15/32 in. plywood. �T Diaphragms Shedule Mark _Plywood _NailsP'nl Edge Nailing B'ndary Nailing Capacity (plf) Unblocked Diahragm 3/8 in_ 0.10 Dia. -6-in O.C. 6in O.C. 100 NP. 7/16 in _ _-6._1 0 ia.D __ 8 in O.C. _61n O.C. _—_ 110 _ i D1 7/16 in (Case 1) 0.10 Dia. 8 in O.C. 8 In O.C. 150 Blocked Diaphragm 3/8 in —0.10 Dia. 6 in O.C. 6 In O.C. 150 _ _ 3/8 in 0.10 Dia. 8 In O.C. 4 in O.C. 200 7/16 in 0.10 Dia. 6 in O.C. _8 in O.0 _. 170 7/18 in 0.10 Dia. 6 In O.C. 4 in O.C. 225 Values are for 20 Gage steel framing at 24"ox. and G-D grade sheathing per ICBG ER#4144 Table 13 _ Minimum 1-1/2"framing. Increase taken for wind and earthquake. Field nailing at 12 in. Job#A00 Framing-9965AWREV 1-98 Page of PROGRESSIVE 0 CONSULTANTS, INC. 1902 SE Morrison, Portland, OR 97214 (503) 230-0227 FAX(503) 230-0389 Framing Schedule Hold Downs Shedule Mark _ Description Anchor Bolts Min. Embed Capacity(lb) Simpson S/HTT14 5/8" Bolts 9" 5260 ___ Simon S/HD8 v 7/8" Bolts 12" 7920 _ ` Simpson S/HD10 7/8" Bolts 16" 9900 Values increased for short term loading. Double stud min. at holdown. Straps Shedule Mark _ Description Screws_ End Length Capacity(Ib) Simpson CS20 — _(8)#10� - 1005 Simpson CS16 (12)#10 - _ 1650 Simpson CMST14 (42)#10 - 6795 Sill Plates Shedule Mark Plate Size Bolt or Pin Spacing Capacity (pif) 20 Gage i 0.138" Dia. Pin 12" O. C. _ 173 20 Gage 0.138" Dia. Pin 6"O. C. 346 20 Gage 0.138"Dia. Pin 4"O. C._ 519 20 Gage _ 0.138" Dia. Pin_ 3" O. C. 692 20 Gage 5/8" Dia. Bolt 48" O. C. 337 _ — 20 Gage 5/8" Dia. Bolt 36" O. C. _ 449___ 20 Gage 5/8" Dia. Bolt 24"O. C. _ 673 20 Gage 5/8" Dia. Bolt 12"O. C. 1346 J Pins must have a 1 in. minimum embedment in concrete. Values increased for short term loading. _ res,, I ► . i s. �� ;Gi � ?; OR[GON Q Job# Framing-9965.)WR v �GlY 14, XC% � Page_1, I of S S. Ho F�Ia'• G 3� o e MFOMICBG Evaluation Service, Inc. 0 ..MING 5360 WORKMAN MILL ROAD III, WHITTIER, CALIFORNIA 90601-2299 .logs ,Y A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT Report No. 4144 Copyright©1995 ICBG Evaluation Service,Inc. Reissued December 1, 1995 Filing Category:ROOF,WALL AND FLOOR PANELS--Wood (216) PLYWOOD DECK DIAPHRAGMS AND SHEAR WALLS ATTACHED WITH maximum shear wall height-width ratio is 31/2:1.Shear wall deflections may be ET&F PNEUMATIC FASTENERS computed using the equation in Section 23.223 of U.B.C.Standard 23-2.For ET&F FASTENING SYSTEMS,INC. determination of en in that equation,see Table 14. 29019 SOLON ROAD D.Wocd and Plywood Attached to Steel:ET&F fasteners may be used to SOLON,OHIO 44139 Yw y fasten wood and plywood to steel framing members. Fastener information, I.Subject:Plywood Deck Diaphragms and Shear Walls Attached with ET&F attachment dimensions,required penetrations,and allowable loads are set forth Pneumatic Fasteners. in Tables 3 through 7. II.Description:A.General:Plywood deck diaphragms and plywood shear E. Identification: The ET&F pneumatic fasteners are identified by the walls are attached to steel framing with ET&F pneumatic fasteners.The fasten- manufacturer's name and catalog number on the cartons and one of the follow- ers are manufactured from AISI 1060 or AISI 1566 steel and are heat treated to ing logos or symbols on the head of each fastener: a hardness of Rc 52 to 54.The fasteners are electrozinc plated with a chromate finish.They are produced in 0.190-inch,0.144-inch and 0.100-inch diameters which have 318-inch-,5i16-inch-and 1i4-inch-diameter heads,respectively.Steel framing members noted as gages in this report refer to the following thicknesses: ® O n No.14 gage:0.0710 inch; V (01 (W No.16 gage:0.0553 inch; No.18 gage:0.0428 inch; No.20 gage:0.0333 inch; Ili.Evidence Submitted:Full-scale horizontal diaphragm and shear wall load No.22 gage:0.0275 inch. tests,small-scale fastener tests,descriptive details and structural calculations B.Plywood Deck Diaphragms:ET&F pneumatic fasteners may be used to have been submitted. fasten code-complying plywood decks to steel framing members. Allowable Findings for plywood diaphragms attached with the 0.144-inch-diameter fasteners is shown in Table 1. IV. Findings: That the Plywood Deck Diaphragms and Shear Wells Allowable shear for plywood diaphragms attached with the 0.100-inch-diam- attached with ET&F Pneumatic Fasteners comply with the 1994 Uniform eter fasteners is indicated in Tables 12 and 13.Panels noted in Tables 1,12 and Building Code"",subject to the following conditions: 13 must be capable of supporting vertical loads based on the panel span ratings 1. The allowable shear values for the plywood horizontal diaphragms indicated in Table 23.1-S-1 of the code.If diaphragm blocking is required,it must and plywood shear walls can not exceed values noted In Tables 1, be provided as indicated in the code.The maximum diaphragm span-width ratio is 4:1. 2,and 8 through 13. Diaphragm deflections may be computed using equation in Section 23.222 of 2. Individual fastener attachment allowable values can not exceed U.B.C.Standard 23.2..For determination of en in that equation,see Table 14. those set forth In Tables 3 through 7. C.Plywood Shear Walls:ET&F fasteners may be used to fasten structural 3. Limitations based on deflections of horizontal diaphragms and use panels to steel framing members. The allowable shear and pertinent shear walls must be considered In design. construction requirements are indicated in Table 2 and Tables 8 through 11.The This report Is subject to re-examination In two years. Fra/ration reports of ICBO Eraluation Srn•ire,Inc.,are issued solely to provide information to Class A members of IC'BO,utilising the rode upon which the report kbased.Evaluation reports are notto he construedas representing nesdietit s orany otherattributes not.specifically addressed nor as an endorsement orrernmmen- dation for use of the subject report. This report is hared upon independent rusts or other technical data.submitted bys.the applicant.The ICBO Eraluation Seri-ire,Inc.,fechniral.staf has reriewed the test results and/or otherdata,but does not possess fes:facilitirs to make an independent verification.There is no warranty by ICBG Eraluation.Sen-ice,Inc.,express or implied,as to any"Finding"or other matter in the report oras to any product covered by the report This disclaimer includes,but is not/indeed to,merchantability. Page 1 of 6 Page 2 of 6 Report No. 4144 TABLE 1—ALLOWABLE SHEAR VALUES IN POUNDS PER FOOT FOR HORIZONTAL PLYWOOD DIAPHRAGMS WITH STEEL FRAMING AND ET&F 0.144 INCH-DIAMETER FASTEN ERS3,2,T,8 BLOCKED DIAPHRAGMS—FASTENER SPACINGS UNBLOCKED DIAP---HRAGMSS,6 MINIMUM PANEL FRAMING WIDTHS a 2 Case Case PANEL THICKNESS(Inches) (Inches) 6 S 4 3 1 2.8 3/ 11/2 315 420 630 840 280 210 a 21/2 355 470 710 945 315 235 STRUCTURALI _ _ IS/32 I�/2 395 525 790 1,055 350 265 2 /2 445 590 890 1,185 395 295 3 11/2 285 380 565 755 250 190 /a 21/2 320 425 635 845 285 210 I5/12 11/1 355 475 710 905 315 235 21/2 400 535 800 905 355 265 II/ 385 515 775 970 345 260 RATED SHF,A'fHING 19/32 2'/2 435 580 870 970 385 290 23/32 11/2 385 515 775 1,030 345 260 2 /2 435 580 870 1,160 385 290 21/3�q II/2 400 530 800 1.065 355 265 21/2 450 600 1 895 1,195 400 300 IThese values arc for short-time loads due to wind or earthquake and must he reduced 25 percent for nonnal loading. ''rhe pin must be long enough to penetrate through the thickness of the support a minimum of 1/4 inch. 'All framing is minimum No. 14 gage steel,except as noted in Footnote 4. 1(hese values arc for diaphragms with minimum No. I I gage framing. 5For fattener spicing and case description see U.B.C.Table 23.1.1.1. 6Maximum fastener spacing at 6 inches on center. 7Spacing of fasteners along intermediate framing members is 12 inches on center. RThe minimum panel edge distance is 3i8 inch. TABLE 2—ALLOWABLE SHEAR VALUES IN POUNDS PER FOOT FOR PLYWOOD SHEAR WALLS WITH STEEL FRAMING AND ET&F 0.144-INCH-DIAMETER FASTENERSI,2,3,4,5 MINIMUM PANEL _ FASTENER SPACING(Inches on center) THICKNL�^_ FRAMING SPACING PANEL (Inches).,`__ (Inches on center) S 4 3 2 3/36 24 230 345 460 585 3/8 16 280 420 560 715 APA STRUCfURAI_1 7/16 24 300 445 595 760 7/16 16 330 490 655 835 15/32 16 or 24 350 525 705 1195 1/2 16 or 24 375 560 745 950 3/8624 205 310 415 525 3/8 16 250 380 505 645 APA-RATED SHEATHING 7/16 24 270 400 535 685 AND SIDING /16 16 295 440 590 750 15/12 16 or 24 315 475 630 805 1/2 16 or 24 335 505 670 855 19/12 16 or 24 345 515 690 875 IThese values are for short-time loads due to wind or c.uthquake and must be reduced 25 percent for nonnal loading. 2The pin must be long enough to penetrate through the thickness of the support a minimum of 1/4 inch. 0 3Steel framing must be minimum No. 14 gage with minimum flange width of 11/2 inches. C.L 4Spacing of fasteners along imerrmedinte framing members is 12 inches on center. F-- 5The minimum panel edge distance is 3/g inch. N 6Spacing of these fasteners along intermediate framing members is 6 inches on center. H— .j TABLE 3—ALLOWABLE LATERAL VALUES IN POUNDS PER FASTENER DUE TO WIND OR SEISMIC LOADS FOR WOODS OR PLYWOOD SHEATHING2,4 ATTACHED TO STEEL FRAMING WITH ET&F FASTENERS3 MINIMUM MINIMUM THICKNESS OF LUMBER AND/OR STRUCTURAL PANELS W CATALOG SHANK STEEL J NUMBER _ SHANK TYPE DIAMETER THICKNESS 3/, r/le- �S/7j "/32- AKN s/3jAKN Knurled 0.144 14 gage 155 185 195 215 215 215 215 ASM Smooth .0144 I1 ga a 155 185 195 215 220 220 220 ASM Smooth 0.!44 3/16 155 185 195 215 220 240 240 ASM Smooth 0.144 1/4" 155 185 195 215 220 245 245 ASD Step Down 0.190 3/16 — — 260 330 375 390 390 %V(xx1 mull have specific gravity of 0.51 or greater. -- =Ply\kood sheathing must he Structural I rated sheathing;for rated sheathing values must be reduced 10 percent. 'These values are for loads due to wind or earthquake and must be reduced by 25 percent for other applications. 4Minimum panel edge distance is 3/8 inch. J Page-3 of 6 Repor#No. 4144 TABLE 4—ALLOWABLE LATERAL VALUES IN POUNDS PER FASTENER DUE TO WIND OR SEISMIC LOADS FOP:WOOD1 OR PLYWOOD SHEATHING2.4 ATTACHED TO STEEL FRAMING WITH ET&F FASTENERS3 MINIMUM MINIMUM THICKNESS OF LUMBER AND/OR STRUCTURAL PANELS CATALOG SHANK STEEL -- NUMBER SHANK TYPE_ DIAMETER THICKNESS 3/e" r/1e� 1S/gyp 1e 2]/22, �• 11/e- AKN Knurled 0.144 14 gage 110 130 13.5 175 185 185 185 ASM Smooth 0.144 11 gage 110 130 135 175 185 190 190 ASM Smooth 0.144 '/16110 130 135 175 185 190 195 ASD Step Down 0.190 /16" — 180 230 280 320 320 I Values in this table are limited to lumber with specific gravity in the range of 0.42 and 0.50. 2Plywood sheathing must be Structural I-sheathing;for rated sheathing,slues must be reduced 10 percent. !These values are for loads due to wind or earthquake and must be reduced by 25 percent for other applications. 4Minimum panel edge distance is 1/8 inch. TABLE 5--ALLOWABLE WITHDRAWAL VALUES IN POUNDS PER FASTENER DUE TO WIND OR SEISMIC LOADSI SHANK MINIMUM - MINIMUM THICKNESS OF LUMBER AND/OR STRUCTURAL PANELS CATALOG — NUMBER SHANK TYPE DIAMETER THICKNESS 2/e' __ '/is' 1'/32- 1e/32" 22/2j j11/2.11/ 4 23z 4 +2x4 AKN Knurled 0.144] I4 gage 55 85 90 95 100 120 ASM Smooth 0.1443 11 gage 55 85 90 95 100 120 — — ASD Step Down 0.1904 14 gage -- — — — — 140 140 140 14gapASD Step Down 0.1904 11 ga -- — -- — 195 195 195 195 ASD Step Down 0.1905 3/16 — `— — — — 230 250 285 310 Il hLSe values are for loads due to wind or earthquake and must be reduced by 25 percent for other applications. 'Values are for Structural 1 panels;for rated sheathing panels,reduce loads 10 percent. lFastener loads are governed by the lumber and/or panel thickness. 'Fastener loads are governed by the metal framing thickness. 51-'astener loads are governed by the lumber and/or panel thickness. /'Specific gravity of lumber must be greater than 0.51. 1Minimum pane',edge distance is s/g inch. TABLE 6—ALLOWABLE WITHDRAWAL VALUES FOR STRUCTURAL I PANELS ATTACHED TO STEEL FRAMING IN POUNDS PER FASTENER DUE TO WIND OR SEISMIC LOADS1.2.3 _FASTENER — MINIMUM THICKNESS OF STRUCTURAL PANEL(Inchon) S snk iometer MINIMUM STEEL Catalogue Number Shenk Type (Inrhes) FRAMING THICKNESS e/s 711e 1e/32 16 ga 70 90 95 AKN Knurled 0.100 18 get 65 65 65 20 ga 35 35 35 22 go 20 20 20 Values are for loads imposed by wind or earthquake and must be reduced by 25 percent for normal londing. 2For rated sheathing panels,loads must be reduced by 10 percent. 3The minimum panel edge distance is 3/g inch. TABLE 7—ALLOWABLE LATERAL VALUES IN POUNDS PER FASTENER FOR STRUCTURAL I PANELS ATTACHED TO STEEL FRAMING1.2,3 FASTENER MINIMUM THICKNESS OF STRUCTURAL PANELS(Inch) an emery MINIMUM STEEL Cstelogue Number Type —(Inches) FRAMING THICKNESS e/e r/1e 19/22 1/2 19/f2 16 ga 110 130 135 145 165 AKN Knurled 0.100 18 ga 110 130 135 135 135 20 ga 100 100 100 100 100 22 go 85 85 85 85 85 I V,,Jues must be reduced 10 percent for rated sheathing. '-Values are for loads imposed by wind or earthquake and must be reduced by 25 percent for normal loading. lllu minimum panel edge distance is 1/g inch. Page,4 of 6 Report No. 4144 TABLE 8—ALLOWABLE SHEAR VALUES IN POUNDS PER FOOT FOR PLYWOOD SHEAR WALLS WITH MINIMUM NO.16 GAGE STEEL FRAMING AND ET&F 0.100-INCH-DIAMETER FASTENERSt,2,3,4 MINIMUM PANEL FRAMING SPACING FASTENER SPACING(Inches on cantor) PANEL _ THICKNESS(Inch) (inches on center) 8� 4 3 2 3/85 24 160 240 32U 405 3/8 16 195 290 390 495 STRUCTURAL I 7/165 24 20.5 310 415 530 T/16 16 230 340 455 580 15/32 16 or 24 240 365 485 615 1/2 16 or 24 260 390 515 660 3/85 24 145 215 285 365 3/8 16 175 265 350 445 RATED SHEATHING 7/165 24 185 280 375 475 AND SIDING 16 205 310 410 525 �'/16 5/32 16 or 24 220 325 435 555 1/2 l6 or 24 235 350 465 595 9/32 16 or 24 265 400 535 680 Values arc for loads imposed by wind or earthquake and must be reduced 25 percent for normal loading. '-The pin must be long enough to penetrate through the mete)framing a minimum of 1/4 inch. 3Thc minimum panel edge distance is 3/8 inch. 4Spacing of fasteners along intermediate framing members is 12 inches on center except as noted. 5Spacing of fasteners along in,ennediate framing members is 6 inches on center. TABLE 9—ALLOWABLE SHEAR VALUES IN POUNDS PER FOOT FOR PLYWOOD SHEAR WALLS WITH MINIMUM NO.18 GAGE STEEL FRAMING AND ET&F 0.100-INCH-DIAMETER FASTENERS3.2,3,4 MINIMUM PANEL FRAMING SPACING FASTENER SPACING(Inches on center) — _ PANEL THICKNESS(Inch) (Inches on center) 8 1 3 2 3/85 24160 240 320 405 3/8 16 195 290 390 495 STRUCTURAL I 7/165 24 205 310 415 530 7/16 16 230 340 455 580 15/92 16 or 24 235 355 475 605 3/85 24 145 215 285 365 RATED SIIEATHING 3/8 16 175 265 350 445 AND SIDING 7/165 24 185 280 375 475 7/16 16 205 310 410 525 15/32 _ 16 or 24 215 320 1425 545 Values are for loads imposed by wind or earthquake and must be reduced 25 percent for normal loading. '-The pin must be long enough to penetrate through the metal framing a minimum of 1/4 inch. 3The minimum panel edge distance is 3/8 inch. 4Spacing of fasteners along intermediate framing members is 12 inches on center except as noted. 5Spacing of fasteners along intermediate framing members is 6 inches on center. TABLE 10—ALLOWABLE SHEAR VALUES IN POUNDS PER FOOT FOR PLYWOOD SHEAR WALLS WITH MINIMUM NO.20 GAGE STEEL FRAMING AND ET&F 0.100-INCH-DIAMETER FASTENER S1,2,3,4 MINIMUM PANEL FRAMING SPACING FASTENER SPACING(Inches on center) PANEL THICKNESS(Inch) Inches on center 6 4 3 2 3/85 24 —- 145 220 290 370 STRUCTURAL 13/8 16 180 265 355 455 '/165 24 160 245 325 415 7/16 16 180 265 355 455 .1185 24 130 195 265 335 RATED SHEATHING 3/8 16 160 240 320 410 AND SIDING 7165 24 145 220 290 310 N /16 16 160 240 320 410 1 Values are for loads imposed by wind or earthquake and must be reduced 25 percent for normal loading. 21'he pin must be long enough to penetrate through the metal framing a minimum of 1/4 inch. _—I 'The minimum panel edge distance is 3/e inch. r. 4Spacing of fasteners along intermediate framing members is 12 inches on center except as noted. 5Spacing of fasteners along intermediate framing members is 6 inches on center. 11 J Page.5 of 6 Report No. 4144 TABLE 11—ALLOWA13LE SHEAR VALUES IN POUNDS PER FOOT FOR PLYWOOD SHEAR WALLS WITH MINIMUM NO.22 GAGE STEEL FRAMING AND ET&F 0.100-INCH-DIAMETER FASTENER S1,2,3,4 MINIMUM PANEL FRAMING SPACING FASTENER SPACING(Inches on center) —1 PANEL __THICKNESS(Inch) (Inches on center) 0 4 3 —' 2 /tt5 24 125 185 245 315 STRUCTURAL 1 '3/85 16 150 225 300 380 /16 24 135 205 270 345 7/16 16 150 225 300 380 RATED SHEATHING /85 24 110 165 220 280 3/8 16135 200 270 345 L AND SIDING 7/165 24 120 185 245 310 x/16 16 135 200 7.70 345 I Values are for loads imposed by wind or earthquake and must be reduced 25 percent for nomral loading. 2The pin must be long enough to penetrate through the metal framing a minimum of 1/4 inch. 3The minimum panel edge distance is 3/8 inch. 4Sparing of fasteners along intermediate framing members is 12 inches on center except as noted. 5Spacing of fasteners along intermediate framing members is 6 inches on center. TABLE 12—ALLOWABLE SHEAR VALUES IN POUNDS PER FOOT FOR HORIZONTAL PLYWOOD DIAPHRAGMS WITH NO.16 GAGE OR NO.18 GAGE STEEL FRAMING AND ET&F 0.100-INCH-DIAMETER FASTENERS1.2,3 BLOCKED DIAPHRAGMS FASTENER SPACING UNBLOCKED DIAPHRAGMS MINIMUM PANEL 6 4 21/2 2 _PANEL _ _ THICKNESS(Inch) FRAMINO_WIDTH(Inches) e e 4 a Case t Cese 2•6 3/x 11/2 220 290 440 585 195 145 21/2 245 330 490 655 220 165 �r 11/2 255 340 515 685 230 170 16 21/2 290 385 575 770 255 190 STRUCTURAL II/2 265 355 535 710 235 180 32 21/2 300 400 600 800 265 200 15/326 1�/2 270 365 545 725 240 180 2/2 305 410 610 815 270 205 19 -- 335 445 670 890 295 225 /126 21/2 375 500 750 1000 335 250 3/ 11/2 195 265 395 525 175 130 e 21/2 220 295 445 590 191 150 7/ 11/2 230 310 460 615 205 155 16 21/2 260 345 520 690 230 175 RATED SHEATHINGIs/ II/2 240 320 480 640 215 160 32 21/2 270 360 540 720 240 180 15/ 6 11/2 245 325 490 655 220 165 _ 32 2t/1 275 365 550 735 245 185 19/126 11/2 300 400 600 800 265 200 21/2 340 450 675 900 300 225 I Values are for loads imposed by wind or earthquake and must be reduced 25 percent for normal loading. 2The pin must he long enough to penetrate through the metal framing a minimum of 1/4 inch. 3The minimum panel edge distance is 3/8 inch. 4For fastener spacing and case description see U.B.C.Table 23.1-J-2. 5Spacing of fasteners along imcnnedime framing members is 12 inches on center. 6To obtain the allowable shear values for these thicknesses requires a minimum No. 16 gage framing member. J 7 J Page 6 of 6 Report No. 4144 TABLE 13—ALLOWABLE SHEAR VALUES IN POUNDS PER FOOT FOR HORIZONTAL PLYWOOD DIAPHRAGMS WITH MINIMUM NO.20 GAGE STEEL FRAMING AND ET&F 0.100-INCH-DIAMETER PINS FASTENERSt,2,3,6 BLOCKED DIAPHRAGMS FASTENER SPACING4.3 UNBLOCKED DIAPHRAGMS4,11 e a 21/2 _ 2 PANEL _ THICKNESS SS(nch)NIMUM PANEL FRA(inches MING WIDTH a 6 4 7 —_ ) _ Case 1 Case 2-8 _ STRUCTURAL 1 3/ 11/2 170 225 335 450 150 110 R 21/2 190 250 380 505 170 125 3/ 1�/2 150 200 305 405 135 100 a 21/2 170 225 340 455 150 115 RATED SHEATHING 7/ 1112 17(1 225 335 450 150 110 16 21/2 190 250 380 505 170 125 Values arc for loads imposed by wind or earthquake and must be reduced 25 percent for normal loading. 2The pin must be long enough to penetrate through the metal framing a minimum of 1/4 inch. -IThe minimum panel edge distance is-1/g inch. 4For fastener spacing and case descriptions sec U.B.C.'Table 23-1-1-1. 5Spacing of fasteners along intermediate framing mr.mbcrs is 12 inches on center. 'Shear capacities in this table are limited by steel thickness.Use of thicker panels does not increase the allowable shear values. TABLE 14—KVALUES FOR e„DETERMINATION 1,2 GAGE OF STUD STUD THICKNESS(Inch) MAXIMUM LOAD(pounds per K 143 0.0710 215 730 16 0.0553 165 525 IB 0.0428 — 135 430 20 _ 0.0333 100 _ 310 22 A _ 0.0275 185 v 203 K values for use in formula: a (Load per fastener\ e„ = K I For application of e„see Sections 23.222 and 23.223 of U.B.C.Standard 23.2. 'All values are based on 0.100-inch-diameter fastener except as noted far No. 14 gage stud. 'Maximum loads per fastener must not be exceeded.Lower loads may be used with the K values noted above. 11-astener loads already include short term wind and seismic increases.Values for fastener arc determined from tables in this report by dividing the loads per foot by fastener spacing. 'K alue for No. 14 gage stud is valid only if El;iF 0.144-inch-diameter fast,:ners are used.No K value for this gage is available for the 0.100-inch-diameter fasteners. I C13O Evaluation Service, Inc. O 11AMING `°GE 5360 WORKMAN MILL ROAD a WHITTIER, CALIFORNIA 90601-2299 A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT ER-5280 Copyright n 1997 ICBO Evaluation Service,Inc. Reissued October 1, 1997 Filing Category: FASTENERS—Screws (066) GRABBER SELF-DRILLING SCREWS, STREAKER STEEL the purpose of attachment to a self-feeding,screw-gun sys- SCREWS, GRABBER COARSE THREAD SCREWS, AND tem,typically used to attach plywood and other rated sheath- GRABBER PLYWOOD SCREWS ing to structural wood framing. JOHN WAGNER ASSOCIATES, INC., 2 GRABBER DIVISION .2 Connections: 205 MASON CIRCLE 2.2.1 Metal-to-metal Connections: Allowable shear and CONCORD,CALIFORNIA 94520 tension(pullout)values are listed in Table 1 of this report.The 1.0 SUBJECT shear values are for a single shear connection,consisting of two sheets of the same material type and thickness. Allow- Grabber Self-drilling Screws, Streaker Steel Screws, Grab- able. tension values are for pullout of a screw from a single ber Coarse Thread Screws, and Grabber Plywood Screws. sheet of steel. For the values listed, steel sheets must con- 2.0 DESCRIPTION form with ASTM A 653,Grade 33,with a minimum 33,000 psi 2.1 General: (228 MPa)yield strength for steel sheet gage Nos.25 to 18; and with ASTM A 653 Grade 50 with 50,000 psi (345 MPa) All Grabber brand and Streaker screws are manufactured minimum yield strength for steel sheet gage Nos, 16, 14,and from heat-treated steel wire, conforming to ASTM A 548, 12. Grade 1013 to 1022. All screws used in interior applications 2.2.2 Attachment of Wood Structural Panels and Parti- will have a coating consisting of grey or black Phosphate,or cleboard: For the attachment of wood structural panels and white or yellow chromaled zinc. Screws used in exposed ex- particleboard,the use of No.8 Grabber plywood screws shall terior or corrosion environments have the Grabbergard coat- comply with this report and Chapter 23 of the code.The screw ing. length and spacing shall be as shown in Table 2 and Figure 2.1.1 Streaker Steel Screws: Streaker screws are self- 1 of this report. piercing, self-tapping steel screws with a special hardened 2.2.3 Wood Connections:Lateral design loads shall be cJe point that allows direct penetration of metal and are for con- termined in accordance with Chapter 23,Division III,Section nections to metal up to No. 20 gage in thickness. Streaker 2339, of the code, using a bend yield stress of 187,400 psi Steel screws shall comply with SAE J78 and ASTM C 1002. (1292 MPa)for the No.8 Grabber coarse thread or Grabber Streaker screws are available in gage Nos. 6, 7, 8, and 10, plywood screws.Withdrawal design loads shall be in accord- with flat bugle,pan,hex,trim,or wafer heads. These screws ance with Chapter 23,Division III,Section 2339,of the code. are typically used to connect light-gage, cold-formed steel members or structural elements complying with Section No. Wood Structural Panel Shear Connections: Use 8 Grabber plywood or coarse thread screws for the aof t 1- 2230,Division V,of the code,and to connect lath-to-wood,as No. stated in Section 2.2.6 of this report, tachment of structural plywood and other rated panels to structural wood framing shall comply with this report and 2.1.2 Grabber Self-drilling Scre,vs: Grabber self-drilling Chapter 2.3 of the code.The allowable shear values in Table screws are self-drilling,self-tapping screws for use in connec- 3 may be used for the design of horizontal diaphragms. The tions to metal of thicknesses from 20 to 12 gage.Grabber self- allowable shear values in Table 4 may be used for the design drilling screws are manufactured in gage Nos.6,7,8, 10, 12, of shear walls. and 14,with bugle,pan,hex,trim,and wafer heads.Grabber self-drilling screws shall comply with SAE J78 and ASTM C 2.2.5 Attachment of Gypsum Wallboard to Wood or Met- 954. These screws are typically used to connect light-gage, at Framing:Attachment of gypsum wallboard to wood fram- -� cold-formed steel members or structural elements complying ing shall be done with Grabber coarse thread screws.Attach- with Section 2?_30, Division V, of the code. ment of gypsum wallboard to maximum No. 20 gage thick i metal framing shall be done with Streaker steel screws.Grab- 2.1.3 Grabber Coarse Thread Screws: Grabber coarse ber self-drilling screws shall be used for metal thicknesses of thread screws are for use in wood-to-wood connections.The No. 20 gage to No. 12 gage. screws are manufactured in gage Nos. 6, 7, 8, and 10, with flat or wafer heads.The Grabber coarse thread screws shall 2.2.6 Attachment of Lath-to-wood or Lath-to-metal c, comply with ANSI/ASME B 18.6.1. Framing: Attachment of lath-to-wood framing shall be done with Streaker steel screws.Attachment of lath-to-metal fram- e 2.1.4 Grabber Plywood Screws:Grabber plywood screws ing shall be done with Streaker steel screws,to maximum No. are for use in wood-to-wood and plywood-to-wood connec- 20 gage metal thickness, and with Grabber self-drilling _J tions. The screws are manufactured in No. 8 gage, with flat screws for metal thicknesses of No.20 gage to No. 12 gage. heads, and shall comply with ANSUASME B 18.6.1. The Screw length and spacing shall comply with Table 25-C of the screws have a short threaded length near the screw head for code.All screws used to connect lath shall have wafer heads. rraluation reports of ICAO Evaluation Seri-ire,Inc.,are issurd solely to provide information to Class A members of ICRO,utilizing the code upon which the report is based.Evaluation reports are not to he constrard as representing aesthetics or any othrr attributes not.sprcirhral(y addressed nor as an endorsement or recommen- dation for use of the rubjert report. This report k based upon indrnrndrnt tests or other technical data submined by the applicant.The ICBO Evaluation Sen-ire,Inc.,technical staff Ins reviessvd the test results and/or other data,but does notpossess test facilities to make an independent verification.There is no warranty by ICBO Evaluation Service,Inc.,express or implied,as to any"Finding"or other matter in the report or as to any product covered by the report.This disclaimer includes,but is not limited to,merchantability. Pepe t of 5 --Page 2 of 5 ER-5280 2.3 Installation: 4.0 FINDINGS Self-drilling and Streaker screw fasteners are self-tapping That the Grabber Self-drilling, Streaker Steel, Grabber and installed without pre-drilling holes in the receiving pieces Coarse Thread,and Grabber Plywood Screws described of the connection. Grabber self-drilling screws are recom- In this report comply with the 1994 Uniform Building mended to be installed with a variable speed screw gun set Code ,subject to the following conditions: not to exceed 2,500 rpm.Streaker steel screws and Grabber 4.1 Fasteners are installed in accordance with the coarse thread and plywood screws are recommended to be installed with a single or variable speed screw gun set not to manufacturer's instructions and this report. exceed 4,000 rpm. All drills must incorporate a depth-sensi- 4.2 Allowable loads may be increased due to duration tive or torque-limiting nose piece. of load,such as wind or earthquake forces,except For metal-to-metal or connections to metal, the installed those in Table 3 and Table 4. fasteners must protrude through and beyond the metal mem 4.3 e shear and tension values for metal con- center a minimum of three full threads. The distance from the Allowable shall comply with Table 1. center of a fastener to the end or edge of a steel member or P y element shall not be less than three times the screw diameter. 4.4 Allowable shear and pullout capacities for wood The minimum edge and end distance for connections sub- connections shall be as determined In accordance jected to shear force in one direction only may be reduced to with Chapter 23, Division III,of the code. 1.5 times the screw diameter in the direction perpendicular to 4.5 Attachment of structural panels and particleboard the force. P For wood-to-wood connections, including plywood and shall be in accordance with Table 2. rated sheathing,installation of the fasteners shall comply with 4.6 Use of Grabber screws for the attachment of lath- Figure 1 of this report and Chapter 23, Division III, Section to-wood or lath-to-metal framing shall be In accord- 2339 of the code. ance with*his report,and shall comply with Table 2.4 Identification: 25-C of the code. Fastener containers are identified by the designation"GRAB- 4.7 Use of Grabber screws for the attachment of gyp- BER"; description of the type of fasteners (Self-Drilling, sum wallboard to wood or metal framing shall be in Streaker, Coarse Thread, or Plywood), coating, length; and accordance with this report,and shall comply with evaluation report number(ICBG ES ER-5280),on the pack- Tables 25-G and 25-H of the code. aging.Additionally,the head of each fastener is stamped as 4.8 Allowable shear values for horizontal plywood dia- shown in Figure 2. phragms shall comply with Table 3. 3.0 EVIDENCE SUBMITTED 4.9 Allowable shear values for plywood shear walls Calculations and test repo is in accordance with the ICBO ES shall comply with Table 4. Auccp+ance Criteria for Tapping Screw Fasteners (AC118), 1996 Accumulative Supplement: This report is unaffected by dated July 1996, and the ICBO ES Acceptance Criteria for the supplement. Wood Scre NS(AC 120),dated July 1997(effective October 1, 1997). This report Is subject to re-examination In two years. Page 3 of 5 ER-5280 TABLE 1—METAL-TO-METAL CONNECTIONS,ALLOWABLE SCREW LOADS FOR TENSION AND SINGLE SHEAR GAGE OF MATERIAL NOT IN CONTACT WITH SCREW HEAD GAGE OF MATERIAL IN CONTACT WITH SCREW HEAD I i GAGE 25 25 20 20 18 18 18 16 14 14 12 12 Thickness(inch) .018@ .0188 .0346 .0346 .0451 .451 .0566 .0588 .0713 .0713 .1017 .1017 Fy-ks 18 1@ 33 33 43 43 54 54 68 68 97 97 33 33 33 33 33 33 50 60 60 60 So 5o Nominal Screw Allowable Din. Tension Tension Tension Tension Tension Tension Loads (Inch) Sheer (pullout) Sheer (pullout) Shear (pullout) Ehesr (pullout) Shear (pullout) Shear (pullout) 07 Streaker .151 98 40 327 89 — — — — — — — — #8 Streaker .164 130 58 314 137 — — — — — — — — #6 Scif-drill .138 — -- 223 66 319 115 317 — — — — — #8 Self-drill .164 — — 272 106 418 136 382 177 405 180 — — #IOScIf-drill .19 — — 271 147 245 166 533 217 558 263 569 433 #12 Self-drill .216 — — 268 140 435 160 551 160 731 231 814 390 #14 Scif-drill .250 -- — 299 96 451 184 594 1 224 798 241 65-5 386 I V=shear T=tenslon Notes: T 1. V = Single shear capacity in 3 Screw 1 -- 3 Screw pounds for two plecas of Diameters t''-` Diameters same-gage steel in close sir contact. V 2T F V - -� - . = Tension(pullout)of screw _ through one piece of steel. 3 full threads minimum 9 3 full threads minimum 3. Steel sheets conform to ASTM A 653,SO Grade 33 or SO Grade Detail at shear Detail at tension 50. For SI:I inch=25.4 nun, I Ibf=4.45 N, I psi=6.89 M. TABLE 2—ATTACHMENT OF WOOD STRUCTURAL PANELS AND PARTICLEBOARD1,2,3 PANEL THICKNESS `— SCREW DESCRIPTION ROOF ASUBF'D WALL _ 1/2 inch and less No.8 by 1-/4-inch Grabber coarse thread or plywood screw SHEATHING TO 19/32 inch-'14;rich No.8 by 2-inch Grabber coarse thread or plywood screw FRAMING 7/8 inch- I inch No.8 by 21/2-inch Grabber coarse thread screw 11/8 inches- 11/4 inches No.8 by 21/2-inch Grabber coarse thread screw COMBINATION —�%q'rich and less No.8 by 2-inch Grabber coarse thread or plywood screw SUBFLOOR- /8 inch- I inch No.8 by 21/2-inch Grabber coarse thread screw UNDERLAYMENT _ TO FRAMING Ills inches- 11/4 inches No.8 by 21/2-inch Grabber coarse thread screw For SI: I inch=25.4 nIm. IInstallation is in accordance with Figure I of this repnii and Chapter 23,Division 111,of the code. 2Screws are spaced 6 inches(152 mm)on center at edges,and 12 inches(305 mm)on center at intermediate supports:where spans are 48 inches(1219 mm)on center or more,spacing is 6 inches(152 mm)on center at all supports. !Refer to Table 3 and 4 for diaphrngms and shear walls. Page 4 of 5 ER-5280 TABLE 3—NO.8 GAGE BY 1'/ INCH-LONG GRABBER PLYWOOD SCREWS, ALLOWABLE SHEAR IN POUNDS PER%OT FOR HORIZONTAL WOOD STRUCTURAL PANEL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE1 BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS Screw spncing(In.)at diaphragm boundaries(all uses)at con. Screw@ spaced 4lnche@(162 tinuous panel edges parallel to load(('cess 3 and 4)and at all mm)maximum at supported panel edges(Case@ 6 and 6) edges x 25.4 for mm — MINIMUMCaee 1(no MINIMUM MINIMUM NOMINAL 8�-- 4 21111 22 unblocked SCREW PEN- NOMINAL WIDTH OF edges or con- All other con- ETRATION IN PANEL FRAMING x 25.4 for mmtlnuou@ joints figurations FRAMING THICKNESS MEMBER _ GRABBER (Inches) (Inch) 6 5 1 parallel to (Cases 2, 1, (inches)PANEL PLYWOOD ) 3 load) 6,and 6)) GRADE SCREW SIZE x 25.4 for mm x 0.0145 for Wmm 5/16 2 185 250 375 420 165 125 3 210 280 420 475 185 140 Structural I No.8 x 11/4 I1/,t 3/8 2 270 360 530 600 240 180 3 300 400 600 675 265 200 15/12 2 320 425 640 730 285 +215 360 480 720 820 320 240 C-D,C-C, 5/16 2 170 225 335 380 150 110 — 3 190 250 380 430 170 125 sheathing, and other 5/ 2 240 320 480 545 215 160 grades cov- No 8 x t�/ 5 3 270 360 540 610 240 180 ercdin ^ 1I/4 2 255 340 505 575 230 170 UBC Stand- T/16 3 285 380 570 645 255 190 and 23-2 or _ 23-3 15/72 2 290 385 575 655 255 190 3 325 430 650 735 290 215 1'1'hese values are for short-term loads due to wind or earthquake,and must be reduced 25 percent for normal loading.Space screws 12 inches(305 mm)on center along intermediate framing members.Allowa,lc shear valu,s for screws in framing members of other species set forth in Table 23-I11-FF of Division III of the code shall he calculated for all other grades by mu;tiplying the shear capacitit..for screws in Structural I by the following factors:0.82 for species with specific gravity greater than or equal to 0.42 but less than 0.49,a-id 0.65 for species with a specific gravity less than 0.42. Screws must he installed in accordance with Chapter 23,Division III,of the code and Figure I of this report. TABLE 4—N0.8 SAGE BY 13/4-INCH-LONG GRABBER PLYWOOD SCREWS, ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES IN POUNDS PER FOOT FOR WOOD STRUCTURAL PANEL SHEAR WAILS WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE1,2,3,4 PANELS APPLIED DIRECTLY TO FRAMING MINIMUM NOMINAL MINIMUM SCREW Screw spacing at panel edges(Inches) PANEL THICKNESS PENETRATION IN — (Inch) FRAMING(inches) 4 3 _ PANEL GRADE x 25.4 for mm x 0.0140 for Wms.. 3/5 230 —� 3604 4604 61 Structural I /16 11/4 2554 395 ;—0-- —t—,7_04— _ --7- 12 340 510 665 670 C-D,C-C,shcathin ,plywood /a 220 32pd-- 4104 5304 panel siding and of mer grades /16 2404 350T 4504 5854 covered in UBC Standard 11/4 _ _ 23.2 or 23-3 15/12 F 310 460 600 77_0 1All panel edges backed with nominal 2-inch(51 mm)or wider framing.Panels installed either horizontally or vertical) .Space nails at 6 inches(152 mm)on center along intermediate framing members for 3/5-inch-thick,(9.5 ram)panel on center and 12 inches(305 min)on center for other conditions and panel thicknesses.These values are for short-term loads due to wind or earthquake,and must be reduced 25 percent for normal loading.Allowable shear values for screws in framing members of other species set forth in Table 23-Ill-FF,Division III of the code shall be calculated for all other grades by multiplying the shcar capacities for screws in Structural I by the following factors:0.82 for species with a specific gravity greater than or equal to 0.42 but less than 0.49,and 0.65 for spc.ies with a specific gravity less than 0.42. 'Where panels are applied on both faces of a wall and screw spacing is less than 6 inches(152 min)on center on either side,panel joints shall be offset to fall on different LL framing members,or frarning shall be nominal 3-inch(76 mm)or thicker and screws on each side shall he staggered. jL 'Framing at adjoining panel edges shall;c nom;nal 3-inch(76 mm)or wider,and screws shall be spaced 2 inches(31 mm)on center. V) The values for 3/5-inch-thick(9.5 mm)and T/16-inch-thick(I I nim)panels appli.d direct] to framing may he increased to values shown for 1-5/32-inch-thick(12 min) panels,provided studs are spaced a nm. mum of 16 inches(406 mm)on center,or panels are arp]ied with long dimension across studs. r J ill J Pages of 5 ER-5280 3/8"MIN.TYP. MAXIMUM PLYWOOD THICKNESS: t max=1/2"FOR#8 x 13/q"SCREW t max=3/4"FOR N8 x 2"SCREW S max=11/4"FOR N8 x 21/2"SCREW Al f /III -�' — —7--DIAMETERS MIN.PENETRATION=11/4"FOR 08 SCREW IF REQUIRED TO PREVENT SPLITTING, PREDRILL IN ACCORDANCE WITH CHAPTER 23, DIVISION III OF THF.1994 UBC For SL 1 inch=25.4 mm. FIGURE 1 IV 1•j1 ".,1 *The lrofeulonall Cholnl" r GRAB�R' CONBTRUCTION SCREWS FII GM101KswcM Or Ire�rilM �� /i�. ftihafn!'b4nn/w Www 11_1 CC��77 wy *.�nl.l�,....yw�n•rwr....a��[.JJ n: F-- V1 F— W J FIGURE 2—BOX AND FASTENER HEAD STAMP IDENTIFICATION i r C) 0 0 0 0 0 0 (D r r 0 0 0 0 0 0 0 0 0 0 O O 0 O — 1010 0 0 0 0 00 — <•- 0 0 0 0 0 0 C) O O O Cn O O O O d o ro C.) o00 IL M I r o 0 0 0 0 0 0 o r r o 0 0 0 0 0 0 N 000 M O y " 0 0 0 0 0 0 0 O r r O O O O O O O 000 ci 00O O O LL N r O O O O O O O O r — 0 0 0 0 0 0 0 O 0 0 0 O M N + O O Cl N �+) lL W i r 0 C:) 0 0 0 0 0 0 x 0 0 0 0 0 0 0 O O O CV O x O N to to 0 0 0 0 O r r 0 0 CC O O to (� CO U7 CO N 0 N Cl) N U) 0 U) h N M N r- U) CL M r N M (D ro O n coO = O 1- N 10 0 0 0 O � r r N (D 0)� p�j O N O CF) N M Cp a' i N N h c) M r r N rn r O � 2U) (nN � C000N � — Nto 0) -cl) u) 00000 000 � m 0MN `nrrni (D � (n J L7 = ioNLo to OCD r OONto Orn V N � Cp N r M U) (D (D .- ( ((D 000 O O O LL N LO L tf w (1) U) 00000 to LO CDOrn 0 2 tD N to 0 0 0 O Q r r c� N O t0D r- III to O a a �-•• r r N d .0 N C O U 0 0 0 r �- r Y a) TZ N 0 0 O O M r r Q (0 0 N N O N ` D a' r r CV r N 0 C.) 0 U7 U7 00 rn M to Lo U) N h N L0 '- f� O U m = N 0 0 0 O N r r N 1� (D O () � � W _ 2' v N y Z T rn (O r r fti > E 04._ r m = IT Cis- N - 0000 to to N r r N ti to to N Ov O fD n �n N LL [L' �7NM (Ar (Or 000 A _ � cnrn CU V� .'�, 1 1 Z a U) C r 1� 1n to O lA 0 0 In O C A O iJ Q O O a1 Z N r N r O O O O N r N I- N r- O LO O O O � rLyi � C � a V N 'Vt N f- N M LO J m LO 'R V 4= �i< /'1 (n a O c CL a c c v V cv ZC ` `" O O O N ! F�O O v O O a 0 7 J � - C v �r ��N �� a�of -u C C ,O C �. C) O -11)0o ac) � aa� aa� C) � � € € — .oU � Evicn � _ _ U M a) Ow 7 0 U J J J Q J J O a) Eo O N U) Z a a) 3 J O > O a 7 7 � 0 O O O a7 C C C C C C C C > = O O J J O J O a) a) Q' a' � r /^l Progressive Consultants, Inc. 1996 AISI Specification Project: Extended Family 11-B #9965 Typical Header Date: 11/11/99 Page 1/1 90. Unif Ld R1 --- -- - R2 6.00 ft Section :80OXC18 (2) Boxed Maxo= 3514.3 Ft-Lb Moment of Inertia,I= 8.92 in14 Va= 2028.2 Ib Wind or Earthquake Factor Included 7 No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Max Unbr Deflection Span Ft-Lb Maxo Ft-Lb (in) Length(in) (in) Ratio Left Cantilever 0.0 0.000 00 Full 249.9 0.000 UO Center Span 3105.0 0.884 3105.0 Full 249.9 0.076 U942 Right Cantilever 0.0 0.000 0.0 Full 249.9 0.000 UO Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd 7 R1 2070.0 1.; 534.7 0.0 4.65 YES R2 2070.0 .1.5 534.7 0.0 4.65 YES Combined Bending and Shear Reaction or Vmax Mmax. Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 2070.0 0.0 0.79 1.29 0.00 1.65 NA R2 2070.0 0.0 0.79 1.29 0.00 1.65 NA Progressive Consultants, Inc. 1996 AISI Specification Project: Extended Family 11-B #9965 BM1 Date: 11/11/99 Page 1/1 P1 W Unif Ld Ib/ft r - R1 R2 4.00 ft Point Loads P1 Load(lb) 2380.0 X-Dist.(ft) 2.0 Section:800EJ16 (2) Boxed Maxo= 7379.6 Ft-Lb Moment of Inertia,I = 13.12 in14 Va= 4020.9 Ib Wind or Earthquake Factor Included 7 No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Max Unbr Deflection Span Ft-Lb Maxo Ft-Lb (in) Length(in) (in) Ratio Left Cantilever 0.0 0.000 0.0 Full 203.0 0.000 UO Center Span 3780.0 0.512 3780.0 Full 203.0 0.025 U1952 Right Cantilever 0.1 0.000 0.1 Full 203.0 0.000 UO Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd ? R1 2590.0 1.5 1232.1 0.0 2.52 YES R2 2590.0 1.5 1232.1 0.1 2.52 YES P1 2380.0 4.0 2985.8 3780.0 1.47 No Combined Bonding and Shear Reaction or Vmax Mmax Va Intr. intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen P,1 2590.0 0.0 1.00 0.64 0.00 0.41 NA R2 2590.0 0.1 1.00 0.64 0.00 0.41 NA P1 1192.8 3780.0 1.00 0.30 0.51 0.35 NA -f Progressive Consultants, Inc. 1996 AISI Specification Project: Extended Family 11-B #9965 BM2 Date: 11/11/99 Pagr 1/1 P1 W I Unif Ld __..._..........__..._.w. Wit R2 3.60 R Point Loads P1 Load(ib) 940.0 X-Dlst.(ft) 1.8 Section :80OXC18 (2)Boxed Maxo= 3514.3 Ft-Lb Moment of Inertia, I= 8.91 in14 Va= 2028.2 Ib Wind or Earthquake Factor Included? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Max Unbr Deflection Span Ft-Lb Maxo Ft-Lb (in) Length(in) (in) Ratio Left Cantilever 0.0 0.000 0.0 Full 249.9 0.000 UO Center Span 853.1 0.243 853.1 Full 249.9 0.006 U7282 Right Cantilever 0.0 0.000 0.0 Full 249.9 0.000 UO Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd 7 R1 505.0 1.5 556.5 0.0 1.09 No R2 505.0 1.5 556.5 0.0 1.09 No 131 940.0 1.5 1042.9 853.1 1.32 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 505.0 0.0 1.00 0.25 0.00 0.06 NA R2 505.0 0.0 1.00 0.25 C.UO 0.06 NA P1 470.1 853.1 1.00 0.23 0.24 0.11 NA W J Progressive Consultants, Inc:. 1996 AISI Specification Project: Extended Family 11-B #9965 Typical Wall Stud Date: 11/11/99 Page 1/1 4.0 Unif Ld _.__...___._...._..........__ __..___.____...._._ Ib/ft R1 R2 8.00 ft Section :5501C18 Sing;o Maxo= 1058.1 Ft-Lb Moment of Inertia, I= 1.56 in14 Va= 1499.6 Ib Wind or Earthquake Factor Included 7 YES Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 0.0 0.000 0.0 Full 1058.1 0.000 0.000 UO Center Span 192.0 0.136 192.0 Full 1058.1 0.136 0.048 U1995 Right Cantilever 0.0 0.000 0.0 Full 1058.1 0.000 0.000 1.10 Combined Bendln_ aq rid yyeb Crippling Reaction o; Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd 7 R1 96.0 1.5 319.8 0.0 0.27 No P2 96.0 1.5 319.8 0.0 0.27 No Combined Bending and Shear Reaction Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma Unstiffen Stiffen R1 96.0 0.0 1.00 0.05 0.00 0.00 NA P.2 96.0 0.0 1.00 0.05 0.00 0.00 NA Combined Bending and Axial Load Axial Ld Bracing(In) Allow Ld Intr. Span (lb) KyLy KtLt (lb) P/Pa Value Left Cantilever 0.0(t) None None 6122.5(0 0.00 0.00 Center Span 1360.0(c) Sheathed Sheathed 3383.7(c) 0.40 0.44 Right Cantilever 0.0(t) None None 6122.5 (t) 0.00 0.00 n. r-- N F- .J W J tV �r Progressive Consultants, Inc. 1996 AISI Specification Project: Extended Family 11-B #9965 Typical Post Date: 11/11/99 Page 1/1 O Unif Ld Ib/ft R1 R2 8.00 ft Section :550IC18 (2)Back-to-Back Maxo= 2116.1 Ft-Lb Moment of Inertia, I= 3.12 lig^4 Va= 2999.1 Ib Wind or Earthquake Factor Included? YES Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) hipos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (In) Ratio Left Cantilever 0.0 0.000 0.0 Full 2116.1 0.000 0.000 UO Center Span 296.0 0.105 296.0 Full 2116.1 0.105 0.037 U2588 Right Cantilever 0.0 0.000 0.0 Full 2116.1 0.000 0.000 UO Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stif`en Pt Load P(ib) (in) (lb) (Ft-Lb) Value Req'd ? R1 148.0 1.5 1333.4 0.0 0.09 No R2 148.0 1.5 1333.4 0.0 0.09 No Combined Bendinq and Shear Reaction or Vmax Mmax Va Intr. intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffeii Stiffen R1 148.0 0.0 1.00 0.04 0.00 0.00 NA R2 148.0 0.0 1.00 0.04 0.00 0.00 NA Combined Sending and Axial Load Axial Ld Bracing (in) Allow Ld Intr. Span (lb) KyLy KtLt (lb) P/Pa Value Left Cantilever 0.0(t) None None 12244.9(t) 0.00 0.00 Center Span 3780.0(c) Sheathed Sheathed 4501.3(c) 0.84 0.74 Right Cantilever 0.0(t) None None 12244.9(t) 0.00 0.00 Progressive Consultants, Inc. 1996 AISI Specification Project: Extended Family 11-B #9965 Post at Porch Date: 11/11/99 Page 1/1 5 Unif Ld Ib/ft T-L----------------- R1 - - _ R2 8.00 ft Section :3501C18 (2) Boxed Maxo= 1128 4 Ft-Lb Moment of Inertia,I = 1.06 in^4 Va= 3554.6 Ib Wind or Earthquake Factor included 7 YES Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Max Unbr Deflection Span Ft-Lb Maxo Ft-I-b (in) Length(in) (in) Ratio Left Cantilever 0.0 0.000 0.0 Full 192.2 0.000 UO Center Span 40.0 0.027 40.0 None 192.2 0.015 U6498 Right Cantilever 0.0 0.000 0.0 Full 192.2 0.000 UO Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd 7 R1 20.0 1.5 706.0 0.0 0.03 No R2 20.0 1.5 706.0 0.0 0.03 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor Viva M/Ma Unstiffen Stiffen R1 20.0 0.0 1.00 0.00 0.00 0.00 NA R2 20.0 0.0 1.00 0.00 0.00 0.00 NA Combined Bending and Axial Load Axial Ld "Bracing(In) Allow Ld Intr. Span (lb) KyLy KtLt (lb) P/Pa Value Left Cantilever 0.0(t) None None 11353.7(t) 0.00 0.00 Center Span 2070.0(c) None None 5995.9(c) 0.35 0.29 i Right Cantilever 0.0(t) None None 11353.7(t) 0.00 0.00 z F Progressive Consultants, Inc. 1996 AISI Specification Project: Extended Family 11-13 #9965 Mullion at Dormer Date: 11/i-i.99 Page 1/1 1.0 Unif Ld Ib/ft R1 R2 11.00 ft Section :55OXC18 '-ingle Maxo= 1037.7 Ft-Lb Moment of Inertia, I = 1.81 in^4 Va= 1499.6 Ib Wind or Earthquake Factor Included ? YES Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 0.0 0.000 0.0 1 ull 1037.7 0.000 0.000 UO Center Span 922.6 0.667 922.6 Third-Pt 1010.9 0.685 0.3'6 U351 Right Cantilever 0.0 0.000 0.0 Full 1037.7 0.000 0.000 UO Cornbir.ed Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd ? R1 335.5 1.5 319.8 0.0 0.94 No R2 335.5 1.5 319.8 0.0 0.94 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load %I;'u- (Ft-Lb) Factor V/Va M/Ma Unstiffen Stiffen R1 335.5 00 1.00 0.17 0.00 003 NA R2 335.5 0.0 1.00 0.17 0.00 0.03 NA Combined Bend in and Axial Load Ardal Ld Bracing (in) Allow Ld Intr. Span !Ib) KyLy KtLt (lb) P/Pa Value Left Cantilever 0.0(t) None None 6790.9(t) 0.00 0.00 Center Span 11Oe.0(nl 1 hird-pt Third-Pt 3271.9(c) 0.34 0.97 Right Cantilever 0.0(t) None None 6790.9(t) 0.00 0.00 i- v'. J Progressive Consultants, Inc. 1996 AISI Specification Project: Extended Family 11-B #9965 Post At Dormer Date: 11/11/99 Page 1/1 !301 Unif Ld Ib/ft R1 R2 8.00 ft Section :550XC18 (2)Back-lo-Back Maxo= 2075.4 Ft-Lb Moment of Inertia, I= 3.62 in^4 Va= 2999.1 Ib Wind or Earthquake Factor Included 7 YES Flexural and Deflection Check Mmix Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 0.0 0.000 0.0 Full 2075.4 0.000 0.000 UO Center Span 344.0 0.124 344.0 Full 2075.4 0.124 0.037 U2586 Right Cantilever 0.0 0.000 0.0 Full 2075.4 0.000 0.000 UO Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax intr. Stiffen Pt Load P(ib) (in) (Ib) (Ft-Lb) Value Req'd ? R1 172.0 1.5 1333.4 0.0 0,11 No R2 172.0 1.5 1333.4 0.0 0.11 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr, Intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 172.0 0.0 1.00 0.04 0.00 0.00 NA R2 17?.0 0.0 1.00 0.04 0.00 0.00 NA Combined Bending and Axial Load Axial Ld Bracing(in) Allow Ld intr. Span (lb) KyLy KtLt (lb) P/Pa Value Left Cantilever 0.0(t) None None 13581.7 (t) 0.00 0.00 Center Span 4870.0(c) Sheathed Sheathed 5308.4(c) 0.92 0.82 Right Cantilever 0.0(t) None None 13581.7(t) 0.00 0.00 10 Progressive Consultants, Inc. 1996 AISI Specification Project: Extended Family 11-B #9965 Typical Floor Joist Date: 11/11/99 Page 1/1 108 Unif Ld R1 R2 15.00 ft Section :800EJ16 Single Maxo= 3689.8 Ft-Lb Moment of Inertia,I= 6.56 in^4 Va= 2010.5 lb Wind or Earthquake Factor Included 7 No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (In) Ft-:.b Ma(Brc) (in) Ratio Left Cantilever 0.0 0.000 0.0 Full 3689.8 0.000 0.000 UO Center Span 2981.2 0.808 2981.2 Full 3689.8 0.808 0.624 U288 Right Cantilever 0.1 0.000 0.1 Full 3689.8 0.000 0.000 UO Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd 7 R1 795.0 1.5 616.0 0.0 1.55 YES R2 795.0 1.5 616.0 0.1 1.55 YES Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma UnstiNen Stiffen R1 795.0 0.0 1.00 0.40 0.00 0.16 NA R2 795.0 0.1 1.00 0.40 0.00 0.16 NA R' F- H t-. J G] C:J W J } f 1996 AISI Specification DATE: 11/11/99 Progressive Consultants, Inc. SECTION DESIGNATION: 800EJ16 Single C Stud INPUT PROPERTIES: Web Height= 8.0000 in Steel Thickness = 0.0566 in Top Flange= 2.0000 in Inside Corner Radius= 0.0938 in Bottom Flange = 2.0000 in Yield Stress, Fy= 50.0 ksi Stiffening Lip= 0.6250 in Fy With Cold-Work, Fya = 50.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber(Ycg) 4.1601 in Moment of Inertia for Deflection (ixx) 6.5587 in14 Section Modulus (Sxx) 1.4789 in^ 3 Allowable Bending Moment(Ma) 3689.82 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber(Ycg) 4.0000 in Moment of Inertia (Ixx) 6.5587 1n14 Cross Sectional Area (A) 0.7253 in^2 Radius of Gyration (Rx) 3.0072 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.4881 in Gross Moment of Inertia (lyy) 0.3558 in^4 Radius of Gyration (Ry) 0.7004 in Other Section Property Data Member Weight per Foot of Length 2.4680 Ib/ft Allowable Shear Force In Web (Unpunched) 2010.45 Ib Pao for use in Interaction Equation C5-2 10466 ib Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -1.2873 in St. Venant torsion Constant(J x 1000) 0.7745 in14 Warping Constant(Cw) 4.6075 in16 Radii of Gyration (Ro) 3.3453 in Torsional Flexural Constant(Beta) 0.8519 � 3 Progressive Consultants Inc. Typical Exterior Footing 1902 SE Morrison, Portland, OR 97214 Job A 9965 (503) 230-0227 Extended Family 1.1-2 FAX (503) 230-0389 Building Code: ACI 318-95 f'c-2500 psi Allow. Soil Bearing-1500 psf fy=60000 psi Concrete Wt.=145 pcf % Min. Steela0.0018 FL 0.8 ki.p/ft D 0.4 kip/ft 4" 8" 12.1 3 1/2" Serv. Bearing LC DL + FLL + RLL 1045 psf M 1045 psf Service SoilBearinq_ Load Case _ Left Right Allow -- - ( sf) ( sf) (psf) DL + FLL + RLL 1045 1045 1500 DL + FLL + SNL 1045 1045 1500 DL + FLL + WL 1045 1045 2000 DL + FLL + SEL 1045 1045 2000 DL + FLL + WL 4 1/2 SNL 1045 1045 2000 DL + FLL + SNL + 1/2 WL 1045 1045 2000 ,DL_ + FLL +_SNL + SEL 1045 1045 2000 Factored Soil Bearing _ Load Case Left Right 1.4DL + 1.7FLL + 1.7RLL + 1.7SNL (643 (1643 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.7WL) 1232 1232 0.9DL + 1.3WL 401 401 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.87SEL) 1232 1232 0.9DL + 1.43SEL 401 401 Shear Design Load Case --- vu vc ( si) (Psi) 1.01, + 1.7FLL + 1.7RLL + 1.7SNL ~_ 0 100 0.75(1.4DL + 1.7FLL + 1.7RLI, + 1.7SNL + 1.7WL) 0 lou 0.9DL + 1.3WL 0 100 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.87SEL) 0 100 Un 0.9DL + 1.43SEL 01 100 - Moment Design _ Load Case Mu Ru As w _(psi) (in^2/ft) i- 1.4DL + 1.7FLL + 1.7RLL + 1.7SNL 0.1 1 0.184` 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.7WL) 0.1 1 0.184• 0.9DL + 1.3WL 0.0 0 0.184• 0.75(1.4DL + 1.7FLL i 1.7RLL + 1.7SNL + 1.87SEL) 0.1 1 0.184• 0.9DL + 1.43SEL 0.0 0 0.194` ` Min Steel Controls, + Bendina Controls J �- Progressive Consultants Inc. Typical Interior Looting 1902 SE Morrison, Portland, OR 97214 Job # 9965 (503) 230-0227 Extended Family 11-2 FAX (503) 230-0389 Building Code: ACI 318-95 f'c=2500 psi. A11ow. Soil Bearing=1500 psf fy=600)0 psi Concrete Wt.=3.45 pcf 8 Min. Steel=0.0019 FL J.6 kip/ft D 0.2 kip/ft 4 1/4" 3 1/2" 10" 3 1/2" 11-011 Serv. Bearing LC DL + FLL + RLL 921 psf 0 92.1 psf Service Soil Bearing_ Load Case Left Right Allow ( sf) (Ps f! ( sf) DL + FLL + RLL 921 921 1500 DL + FLL + SNL 921 921 1500 DL + FLL + WL 921 921 2000 DL + FLL + SEL 921 921 2000 DL + FLL + WL + 1/2 SNL 921 921 2000 DL + FLL + SNL + 1/2 WL 921 921 2000 DL + FLL + SNL + SEL 921 921 2000 Factored Soil Bearing Load Case Left Right I (psf) (psf) 1.4DL + 1.7FLL + 1.7RLL + 1.7SNL 1469 1469 0.75(1.40L + 1.7FLL + 1.7RLL + 1.7SNL + 1.7WL) 1102 1102 0.9DL + 1.3WL 289 289 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.87SEL) 1102 1102 0.9DL + 1.43SEL 289 289 r I; Shear Design Load Case vu vc _jpsi) �P.'qi) 1.4DL + 1.7FLL + 1.7RLL + 1.7SNL 0 100 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.7WL) 0 100 0.9DL + 1.3WL 0 100 n' 0.75(3 ,4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.87SEL) 01 100 0.9DL +_1.43SEL 0 _ 100 F- Moment Design J _ Load Case Mu Ru As (kip-ft/ft) (psi) (in^2/ft) 1.4DL + 1.7FLL + 1.7RLL + 1.7SNL 0.1 2 0.140• 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.7WL) 0.1 2 0.140• 0.9DL 4. 1.3WL 0.0 0 0.140• 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.87SEL) 0.1 2 0.140• 0.9DL + 1.43SEL 0.0 0 0.140• • Min Steel Controls, + Bending Controls I �w s .- ,- 00000000000 — oo0 o a o0000 000 ,- rn 0 0 M a 0 0 0 0 U O O O O M N � Q1 M � O 0000 d X� � .- r- c� 0000000000r- 00000 � ooa u N r r- O O O o o o o o o o a - 0 0 0 0 0 0 0 0 0 0000 N O O Cl) O O O Cl N '-- - O O O O 0 0 0 0 0 0 0 " U O 00 U 6660 r) a N N i ,-- t- O O O O 0 O (DO O O O - a O o o olD 0 0 0 (b L U) Q p cY (D 00 U O O O O O O O N 4 M M � N r (D - O -�- (C �t N (V in O N r i�j M M (O �t , _ .- h O CO (D _ LO y N 00 0 0 0 0 0 0 0 - N to N N (O ` �- LL LO h v 17 > d N 00 0 0 0 0 0 0 0 N LO QM) N pNp N M M (D w 4-- N r N X �1 tn �+ ?� - (v w0 0 0 0 0 0 0 N �t N vcD N N v O 6) 5- U) C) E C 12 Q U. r 0 0 0 0 0 0 0 0 0 0 0 .- 0 0 0 0 0 0 0 0 0 L O O O O LO (- r- Ln Rr O O r L � 00 N 0 0 0 0 0 0 It M (D (D N V-j O cD co \Sl O (n M N N M r 4— �) 1 fT1 M - (n U') N Cl) O (D moi' N if) O O (D .M- N ((O O �` r (V N w U y e� Z h. wwrr - m N O M aD r -4000000 O O M co 00 N 00 U.) (p � V1 N L MO � N M '- (') - 2 Q cu Z wn n _ 0 cl Ln in J tn (� O Ln 4) S M a0 N d' O a O 0 0 a 0 (O.) M M a 6 pp M (? U GO t�7) l Q iAe.wa Cn ' co ✓ o 0 Z c o t �C:r � m 0. a0DM ami Eve a(oi m d) d. w Q N �' �(V ° O h a J o d v E E � U O E U) L L N C C ON CJ _ 0 0 ( m L E n `� _ > ami o w o io m c c J c o a E In 2 p cn o (n Z j T .r .� L J J J J J J O O p O _J .� C O O L v Z p 07 LL N 13 w ro c0 c .� O D cav (C Q O O O O C q) It: C r. C b 10 'Q '0 .0 m > � -i ❑ Q � � WT ►— r- 1- ►- Q < < Qa 00w0r� Qa � 17 �Y OF T I�,�A R D — BUILDING PERMIT PERMIT#: BUP1999-00499 DEVELOPMENT SERVICES DATE ISSUED: 12/06/1999 13125 SW Hall Blvd.,Tiqard, OR 97223 (503) 639-4171 PARCEL: 1S135DC-08700 SITE ADDRESS: 11530 SW 92ND AVE SUBDIVISION: MLP97-0010 DOWNING ZONING: R-4.5 BLOCK: LOT: 003 JURISDICTION: TIG REISSUE: FLOOR AREAS E'.TERIOR WALL CONSTRUCTION CLASS OF VVURK: 1-1•15 FIRST: 2.578 sf N: S: E: W: TYPE OF USE: SF SECOND: sf PROJECT OPENINGS? TYPE OF CONST: 5N sf N: S: E: W OCCUPANCY GRP: R3 TOTAL AREA: sf ROOF CONST: FIRE RET? OCCUPANCY LOAD: BASEMENT: sf AREA SEP. RAPED: STOR: 1 HT: ft GARAGE: sf OCCU SEP. RATED: BSMT?: MEZZ?: REQD SETBACKS REQUIRED FLOOR LOAD: psf LEFT: ft RGHT: ft FIR SPKL: Y SMOK DET: DWELLING UNITS: FRNT: ft REAR: ft FIR ALRM : HNDICP ACC: BEDRMS: BATHS: IMP SURFACE: PRO CORR: PARKING: VALLIS: $ 4,32'.00 Remarks: C(-,- ,piete NFDA 13D sprinkler system, underground piping not included. Owner: Contractor: SPECIALIZED HOUSING INC DISCOUNT FIRE SYSTEMS INC 5319 SW WESTGATE DR #124 7402 SE JOHNSON CREEK BLVD PORTLAND, OR 97221 PORTLAND, OR 97206 Phone: Phone: 777-5030 Reg #: LIC 00045441 _ FEES REQUIRED INSPECTIONS Type By Date Amount Receipt Sprinkler Rough-In PRMT GEO 11/23/199E _ $50.50 99-320000 Sprinkler Final 5PCT GEO 11/23/199 $3.54 99-320000 FIRE. GEO 11/23/199E $20.20 99-32000, Total $74.24 — ORIGINAL E This permit is issued subject to the regulations contained in the Tigard Municipal Code, State of OR. NSpecialty Codes and all other applicable law. All work will be done in accordance with approved plans. This permit will e spire if work is not started within 180 days of issuance, or if work is suspended for more than 180 days. ATTENTION: Oregon law requires you to follow the rules adopted by the Oregon Utility Notification Center. Those rules are set f,)lth in OAR 952-001-0010 through CAR 952-001-1987. You may obtain a copy of these rules or direct aestions to OUNC by calling (503) 246-1987. LL) .J Permitee Signature: Issued By: Call 639-4175 by 7 p.m. for an inspection the next business day 12 '19 '96 14:27 U511)3 684 7297 CITY OF TIGARD 00021,003 Fire Protection Permit Application Plan Chem %-Z,: CITY OF TIGARD Commercial or Residential 13125 SW HALL. BLVD. : .�. _.:. ... � Rec'dBy /G ?1GARD, OR 97223 _c'; �µ DateRec'd — Pdnt or Type ` ' Date to P.E. - '�/ (503) 939-4171 Ext. 304 Incomplete or illegible applications will not be accepted Date to DST -2z - - Permit s P Called Nan of Developrtll111/Pro eCt �__ ' Job !t" Typn of System (Complete A or© as applicable) _Address A4ressi ' A.j Sprinkler _ Wet pry ❑ Named —" Standpipes Owner Mailii Address i Additional Hazard Group l _1 a �I wlJc cr G � ity( tatei �Z p Phone Lr ' ; Information Density O t. c + Name Of-,sign Area Occupant Mailing Address i M Factor 0 Ciryrslale —zIn FMon e Sprinkler Project Valuation $ j i rry CUT Buzinr_5s Rix or MClry ty Imp. Qate 13•) Fire Alarm ' _ _ / 11 Contractor Nauru Sut)rnittzll Shall Include oanr�ry Uckulatlnns YES❑ (Sprinklor or Matli z'Y Ind;MUal Componnrr YES❑ Alarm tv ,5E J0W4SCut sheets Contp2nyj City/State FORTLM 4 4 Phone `-� Fire Alarm Project Valuation $ AttacohfCopy St9 a joust,Cont Board lici! Ftp.Date t -- Project Valuation Subtotal(A or B) $ I _ 4 I Curmni COT Busin s Tax or Metro 0 E�x pate Pemlit feu based on valuation $ Licenses ��Z +z ,�_ (eco short on back) -'Ramo -7 ft.Surcharge $ 3 /Architect MailingAddrP / ( -I• — FL $ S Plan Review 40% of Subtotal • 2 ilyrStat2 .Zip Phon TOTAL L ^-- — Describe work A.)Kewp AddOinn O Alteration O Re air o FLANS MUST 8E sJ)JLMr7Eu.aro vwo ann n "a��` p mriTut mixur-o prior In in5tollabon to be done: Threw"of p6ina am s1M Non tans v[ynity,nap)r"q,ured,rtl,ch xlrag locsoon of B.) Aasement U Hood/Vent O Spray 80^lh O Complele ID Partial O Exitwa O 1 h"Dy"�"01"I""Qo trial I havr few thn appl=tlon that tt,e,ntmnahal given Is y o7rM that I am the owra4 tx aultwucd agent of the owner,and that plans suhmitted are in rY.wnpilanc"wirn Oregon State lays. A a dc�itionQal1D 1cliptio of Wf � 5y -- ofr�wnoNAgnntNro DOAP , blAAr `n A.)In Existing Building C3 New Building C at Pemonn Name` phone ►'- Building `n`��, ClrF.Pi1` - jG� 1 7-JUj0 ~–' nBtD B.► Ctxnmemael 0testdentlal A � FOR OFFICE USE ONLY: _ ... LL No.of stories: Plat# MaWTL#- - _y. Sq.FL Notes t.. .yg Occupancy Close' Type Cc netluCtlonY" ,slfiresupr(Inc — --- SPECIALIZED HOUSING-TIGARD Drawinq Date: 11/16/99 14:45 HYDRAULIC DESIGN INFORMATION SHEET Job Name: SPECIALIZED HOUSING-TIGARD Location: 11530 SW 92nd AVE TIGARD, OR Drawing Date: Remote Area Number: 1 Contractor: Discount Fire Systems, Inc. Telephone:503 777-5030 7402 SE JOHNSON CR BLVD PORTLAND, OR 972.06 Designer: Jason Barker Calculated By:SprinkCALC CSC Systems & Design Construction: WOOD Occupancy:RESIDENTIAI, Reviewing Authorities: SYSTEM DESIGN Code:NFPA 13D Hazard:LIGHT System Type:WET Area of Sprinkler Operation 324 sq ftj Sprinkler or Nozzle Density (gpm/sq ft) 0.056 1 Make:CENTRAL Model:LF Area per Sprinkler 324 sq ftj Size:1/2" K-Factor: 3.00 Hose Allowance Inside 0 qpm Temperature Ratinq: 15.5 Hose Allowance Outside 0 gpm CALCULATION SUMMARY 1 Flowing Outlets gpm Required: 18.0 psi Required: 66.7 @ Source WATER SUPPLY Water Flow Test Pump Data I Tank or Reservoir Date of Test 4-21-97 Rated Capacity 0 gpm ► Capacity 0 gal Static- Pressure 90.0 psi Rated Pressure 0. 0 psi I Elevation 0 Residual Pres 79.0 psi Elevation 0 1 At a Flow of 990 gpm Make: I ~� Well Elevation 0" Model: J Proof Flow 0 gpm Location: HYDRANT @ 11390 SW 92nd Ave Source of Information: FLOYD @ T.V. WATER DEPT. SYSTEM VOLUME B Gallons - n N Notes: - J CJ r. C� LL7 J SPECIALIZED 110bSING-TIGARD Drawing Date: 11/16/99 14:45 REMOTE AREA #1 PAGE 1 FLOW # OF LENGTH PRESSURE BRANCH LINE (GPM) PIPE FITS FEET SUMMARY TO HEAD HYD REF OUTLET SIZE 90 45 PIPE VELOCITY Pt Pt Pn ELEV ID T LT FITTINGS LOSS PSI/FT Pf Pv Pdrop PIPE K FACTOR PIPE C TYPE OTHER TOTAL ELEVATION "e Pn Phead FITS PATH 1 FROM HYDRAULIC REFERENCE 1 TO W (PRIMARY PATH) HEAD 1 18 . 0 W" 3 0 83' 0" 9. 5 fps 36. 1 36. 1 36. 1 -1 " 0.06 gpm/sq ft 0.884" 2 0 1.812" 0. 163 16.5 0.0 0.2 12" K= 3.00 18 . 0 150 PV 0 101' 2" 0" 0.0 36. 1 35 . 9 36" REF W 18.0 gpm PATH 1 K= 2.48 52.6 psi�� SFECIALIZED HOGSING-TIGARD Drawing Date: 11/16/99 14: 45 HYDRAULIC CALCULATION DETAILS HYDRAULIC FLOW LOSS QTY DESCRIPTION LENGTH C ID gpm psi TOTALS Hydr Ref W Required at Hyd Area 1 18 52.6 psi 1 Pipe 1" DTx21 America 10' 120 1 .087 18 0. 9 1 1" Thrd Back Flow Valve CONBRAC "XL CHART LOSS 18 4 . 0 Elevation Change 10' 0" 4 .3 Total Loss for RISER 9.2 psi Hydr Ref R1 Required at BASE OF RISER 18 _61.8 psi 4 1411 CPVC 90 Ell 4 ' 120 1 . 610 18 0.3 1 Pipe Ili" PVx15 CSC 210' 150 1.602 18 1.9 1 1" Thrd Other Valve "METER" CHART LOSS 18 1.3 1 Pipe 1" Lx20 Copper Underground 10' 150 1.025 18 0.8 1 1" Sweatd Tee 5' 120 3. .049 18 0.7 Total Loss for UNDERGROUND 4 .9 psi Hydr Ref R2 Required at Source 18 66.7 psi Water Source 90.0 psi static, 79.0 psi residual @ 990 gpm 18 gpm 90.0 psi SAFETY PRESSURE 23.2 psi i Available Pressure of. 90.0 psi Exceeds Required Pressure of 66.7 psi This is a safety margin of 23.2 psi or 26 % of Supply Maximum Water Velocity is 9.5 fps J :A lJ a, C) C) m � �[ I c r' _ v aLO u' [] to U i I E E uQi m D. C. v U cm CD moo 3 O I Q 6 d a' - Q N s _= O E •- I o av�io `n _ - - o et (� 00 N ((OWN i N 7 - - N _ w rn W OL - - M 3 v � LL E �- �' n C Z 000 � ci m - — -- — - - o } co z CD ro � a o U D C9 a i Z tU O Q LO = V r 0 C LL1 N -- N � C Q Uoa o Q01 E C) g IL V 0 W Q 75 W > Com) 0 Material Submittal for SPECIALIZED HOUSING-TIGARD 99-62 at 11530 SW 92nd AVE TIGARD OR by DISCOUNT FIRE SYSTEMS, INC. PORTLAND, OR 97206 Table of Contents Description Deviates from Manufacturer Specification Page # Specification Section Pendent, LF, 155 F/68 C, 3/8", White N Central 1 1 ", Residential Thrd F x F Riser Manifold N Central 5 3 He .c2 Cabinet N Central 11 VSR "� 1" -2" (w/retard) Flow Switch N Potter Electric 13 1" Imported Ball Va. N Central 15 1" DCVA N Conbraco 17 i ELINTRAL LF (Pendent) 1 -98 Model Low Flow Residential Fast Response Pendent and Recessed pendent Glass BulbAutomatic Sprinklers for Smooth, Flat, Horizontal &Sloped Ceilings = yT Manulactured by: Central Sprinkler Company 451 North Cannon Avenue, Lansdale,Pennsylvania 19446 _--- Product are Model LF Automatic Sprinklers e intended for residential applications in accordance with 3/8�����5/��J Description current NFPA 13, NFPA 13D and NFPA 13R Standards and Central's The Central Model LF Residential Residential Installation Guide. Orifice Pendent and Recessed Pendent Operation: The glass bulb Sprinklers have the ability to cover capsule operating mechanism I Automatic iarge areas with very low flow and contains a heat-sensitive liquid that pressure requirements. This, expands upon application of heat. combined with the aesthetics of the Upon reaching the rated Sprinkler recessed glass bulb design, provide a temperature, the frangible capsule sprinkler that is attractive andcost ruptures thereby releasing the orifice effective. The Model LF is U.L. Listed seal. The s,_ mkler then discharges for use In sloped ceilings with pitches water in a pre-designed spray pattern up to 8:12. Refer to the Sprinkler to control or extinguish the fire. Standard Finishes: Design Requirements Table on Page 3 for specific flows and pressures for Technical Sprinkler. brass, chrome plated, sloped ceilings,and Page 2 of this Data Wand off-white Sheet for further sloped ceiling design painted guidelines. Data The Model LF is Listed for both Escutcheon: brass plated, chrome 155"F/68"C and 175"F/79 C. The plated, white and oft 175'F/79°C Listing can accommodate Model: LF white painted ambient temperatures up to 150°F/ Style: Pendent arid Recessed 681 . This is an advantage in areas Pendent where high ambient temperature is Length: 2'/A" (53.9mm,) expeu'ed. Escutcheon: Model GB Res./QR Width' T;',N" (30.2 mm) The Model LF is Listed for up to 8" Wrench: GR-20(Part#1125) Weight: 2V (70 grams) (203.2 nim)below the ceiling which can Orifice Size: "R" (to mm) provide a significant advantage when encountering ceiling obstructions. K-Factor: 3.0 (43.3melric) Please note the flow changes Thread Size: '/" N.P.T. (15 mm) V) slightly for installations over 4"(101.6 > mm)up to 8' (203.2 mm)below the Temp. Ratings: 155e ceiling and for the 175"F/79"C 175 F(79 C ,may temperature. Approvals- U.L.,cUL cc The Central Model LF Automatic LD w Sprinklers incorporate the latest in Maximum Working Pressure: 175 psi -� glass bulb technology, which results in (12.1 bar) a much smaller more attractive Factory Hydro Test 100%at 500 psi sprinkler The operating mechanism (34.5 bar) consists of a liquid-filled quick response frangible capsule that is only 20 r^m in length No.4.1.0 Page 1 of 17 LF Sloped Ceiling Design Guidelines a b M' h \ a Pendents Located Along_Multiple.Slopes a • Spacing is measured along the slope. \ a • Maximum number of sprinklers located in a \ • compartment is umlirnited. \ • r multiple slf,,pes within a compartment, ° (1alculate the most demanding two sprinklers along one slope only. • See notes below if loft condition exists. • a: minimum: 4"(101.6 mm) maximum: one-half the maximum calculated spacing D = MAXIMUM SLOPE_ . b: minimum: 8'.0" (24mnt) 8:12 (33.7°) maximum: 20'-0" (64mm) NOTES: • The above design guidelines are based on actual testing performed at U.L. for slopes up to and including 8:12 pitch (33.7°). For slopes greater than 8:12 pitch, refer to Central Sprinkler Company's "Residential Installation Guide"for proper placement and spacing criteria. • One row of sprinklers shown on the sloping ceiling for clarity. Actual number of sprinklers within a compartment is unlimited. • It a loft adjoins the sloped ceiling compartment, a minimum 8"deep lintel is requited. • For ceilings with lofts, calculate the two most demanding sloped ceiling sprinklers plus one sprinkler at the loft ceiling for a total of 3 sprinklers. Installation must be protected from freezing. escutcheon plate to hold the unit in Upon completion of installation, the position. The sprinkler will only rA system must be tested per function properly when anchored to All Central Model LF Automatic recognized standards. In the event of the building structure. Sprinklers must be installed according a thread leak, remove the unit, apply to current NFPA 13, NFPA 13D and new pipe joint compound or tape, and NFPA 13R requirements and Central's reinstall. GB-20 Sprinkler Wrench Residential Installation Guide. (Part#1125) Deviations from these requirements Installation Sequence and standards or any alteration to the sprinkler itself will void any warranty Step 1. The unit must he installed in made by Central Sprinkler Company. the Pendent position. In addition, installation must also meet Step 2. Use only a non-hardening local government provisions, codes, pipe joint compound or Teflon' tape. and standards as applicable. Apply only to male threads. The system piping must be properly • tenon is a trademark of the DuPont corp sized to ensure the minimum required flow rale at the sprinkler. Step 3. Install the sprinkler Check for the proper model, style, according to the dimensions shown in orifice size, and temperature rating the installation diagrams on page two. 16 t prior to installation. Install sprinklers Install the escutcheon sk!rt onto the after thein is in i lace to avoid P P 9 P sprinkler prior t) its engagement into WV mechanical damage; replace any the reducing fitting. For recessed damaged units. Wet pipe systems applications, do not use the push-on 2 Page 2 of 17 Figure 1 Figure 2 Model LF Recessed Pendent Model LF Pendent (bottom view) ' 1xnFn�in 0«Y�r I � "--7TiF rlr.tnml A�nu aluWr rA"00 IrM Fav of a,v�E2odIA121� Retl�2lnp r•.wafl.alafq i t _--_..._._ canna i - IVi , � 1e• 2 IN' inns• II (54 mm1 21T F1r m IN- K mm) I I Ifw and RM. I 11 II e I�19na'MA Inn) (xx"aler Note: Central's Model 65 or 401 escutcheons may be used. When using Note:Only the Model GB Rea./OR Recessed Escutcheon may be used. Central's Model 65 ceiling escutcheon,the lace of the reducing cavpling Substitution of ather'recessed'escutcheons may Impair the operating should be It: ''tu'below ceiling line. sensitivity and distribution pattern. LF Its" Residential Pendent and Recessed Pendent Sprinkler Design Requirements 155°F Figure 3 Model LF Extended Pendent Minimum Deal n Flow a IR Iro1i Mae. .-- _.--- 21/Vor 2mml Min. - Coveregs Two or More Area One Sprinkler Sprinklers --- 17;17 10 GPM(11.1 Pei) 8 BPM(7.1 pal) (3T237h1) 37'swMeber) 303pmM8bsr) ---�[ (mom a 8111W C&*90 __ L 14'x 14' 10 GPM(11.1 poo a GPM(7.1 psi) t (43x4.3") 3r.0trim,(O8ter) X31iivn(O5bar) I` / (Itbv22d1YlU2allysJ ___ _ � 14'it 14' 12 GPM(18.0 psi)- a GPM(7.1 poo / (Ajx4s" - -48.5On(I.Ibar) 3434tv"(049bar) Flns Line tna iR 11 1B T - 10 GPM(It.I psij a GPM(7.1ppaq (4.ex4.0m) 979tam/Oetler) 3a3pnfUSdw/ (Mxfm2MNLYMP) . 1C 2fr 122 GP 1M(116.0 W a GPM(7.1 psi) tis.. 149)r4.Am 48..5On(r.FON) 303 pnlOSAsr) / 3341",vniMln (Mbload Cefts) 1e'x12r 1413PM(2tapsQ - tosGPM1123p�1 (15x5.31") 53.1 pm(r.Sbfr/ S0.eQm(Qef22rj EsnrMfleofl (2brt"I LtiMhpr) 1E'ttir Iab0W-(3ape0 1sOPb1(ta.apNl.__ f-- ���� Face of (1SxQSm) eA1IN"(A5bod 49.313m(r.361r) �� P gaducltlp (akwwca rosI col tfnA. - 2C x 23 1e avM(2e.i put 13.8 bi+ (263 psi) Stage 1287 (it rxafm) eo.e4fx11(29aerl sr.?pm(24t)w) Chrome 1288 (rersionfi2rCev").. White 1288 1 tt a 70'K46-7- 20 GPM("A psQ 18 GPM(28.4 psi) errerml a.e(om0fberf s176On(P.0bw) Off-White 1290 1e2lni°' Aped Co*Vs) --- - DnNecror dwitance from recessed Ip to 4'(FO 1 a mm.)Mtxtw cerrrrtg "T -t LF Its" Residential Pendent and Recessed Pendent Sprinkler LF Ret/°" Residential Extended Pendent SpNnkler Design Requirements 155'F and 175°F Design Requirements 175-F Re Minimum Deal n Flow )Minimum Design Flow co"rove Two or More Arm Ons Sprinkler T Sprinklers Arm One Sprinkler Sprinklers 12'x 12 10 GPM(11.1 psi) 8 GPM(7.1 psi) 12'x 12' 11 GPM(13.4 pet) 8 GPM(7 1 psi) (372371") 379Rm(tt.eesh 303Jam(0.9bar) (Irrl t) 41.7firif( star) 3034xn(a3bsr) 14'x 14' 12 GPM(18.0 pet) 8.5 GPM(8.0 psi) 14'x 14' 12 GPM(18.0 pet) 9 GPM(9.0 pet) (43x43"/ 4580"(r.►aef/ 3frYpm(tieaary f43x431N 41e5Ae"(f.►Nsy 34l(am(net>.y 18'x 18' 12 GPM(16 0 pet) 8.5 GPM(8.0 psi) 18'x 18' 14 GPM(21.8 psi) 10.5 QPM(12.3 pal) P p9x4e1") 45sp1rr/r rtw) 3?�'pmft7eMr) f49x49m/ R4ion(r.5psy s�2"fQ9dxr/ 18'x 18' 18 GPM(25.0 pet) 12 GPM(12.3 psi) 18'x PM 18' 14 G (21p .8 et) 12 PM G (18.0 eq (Iffsa a) Aa(940m(f.7boo I3/eRx"(O.etxr) fasts") ersf+x"(18 tsr) 455em(r.?W 20'x 20' 18 QPM(28.4 pal) 13.5 QPM(20.3 pal) 20'x 20' '•GPM(28.4 psi) 15 GPM(25.0 psl) (Rlxe/m/ daie4xrr(P.O beq Sl.7bm(rfibwa (s.ixa rm) 'T.elpm(POear) so9Own(f.rhr) OsA wilor chills a nom nxvo ed W b 4'0016111111111 tA&w ctiM►p. Gelerrtibr dMebrta exMltdiM I'b e'bebw c esMg a Page 3 of 17 Step 4. Hand tighten the sprinkler minimum maintenance requirements. only the special sprinkler wrench. Be into the fitting. Then use a Central Furthermore, the local Authority certain to match model, style, orifice, GB-20 Wrench to tighten the unit Having Jurisdiction may have addi and temperature rating. intothe filling. A leak-light joint tional regulations and requirements A fire protection system that has requires only 7 to 14 ft.-lbs.(9.5 to 19.0 for maintenance, testing, and inspec- been shut off after an activation Nm)of torque;a tangential force of 14 tion that must be obeyed. should be returned to service to 28 Ibs.(62.3 to 124.5 N)delivered It is recommends j that sprinkler immediately. Inspect the entire through a 6'(150 mm)handle will systems be inspected regularly by a system for damage and replace or deliver adequate torque. Torque qualified inspection service. Length repair as necessary. Sprinklers that levels over 21 ft.-Ibs.(28.6 Nn))may of time between such inspections can did not operate but were subjected to distort the orifice seal, resulting in vary due to accessibility, ambient corrosive elements of combustion or leakage. atmosphere,water supply, and site excessive temperatures should be activity. inspected, and replaced if need be. Caution: Special care must be Do not attempt to reassemble or The Authority Having Jurisdiction will taken when installing sprinklers with a otherwise reuse a sprinkler that has detail minimum replacement CPVC system. Sprinklers must be operated. Replace any sprinkler requirements and regulations. installed alter the manufacturer's exhibiting corrosion or damage; recommended setting time for the always use new sprinklers of the Guarantee: Central Sprinkler primEr and cement to ensure that same type and temperature rating as Company will repair and/or replace neither accumulate within the replacements. any products found to be defective in sprinkler. Because the discharge pattern is material or workmanship within a Special care muet be taken when critical to protection of life and period of one year from the date of installing with a copper systemproperty, nothing should be hung or shipment. Pleas( refer to the current Sprinklers must be installed only after attached to the sprinkler unit that Price List for further details of the the inside of the sprinkler drop and would disrupt the pattern. Such warranty. associated fittings have been wire obstructions must be removed. In the ordering brushed to remove any flux. Residual event that construction has altered flux can rause corrosion and in the original configuration, additional information extreme cases can impair proper sprinklers may need to be installed to rl sprinkler operation. maintain the protection level. Ordering Information: When Do not attempt to replace sprinklers placing an order, indicate the full Care & without first removing the fire product name. Please specify the protection system from service. Be quantity, model, style,orifice size, Maintenance certain to secure permission from all temperature rating, type of finish or Authorities Having Jurisdiction, and coaling, and sprinkler wrench. notify all personnel who may be Sprinklers must be handled care- affected during system shutdown. fully. They must not be transported A fire fch during maintenance Availability and Service: Central sprinklers, valves, accessories, and or stored where ambient temperature periou� z)a recommended ma exceed 100°F/38°1;. For best other products are available through- may precaution. out the U.S. and Canada,and results, store them in a cool, dry To remove the system from service location in the original shipping mode, first refer to the system internationally, Through a ion cenetwork r package. operating guide and valve instruction. Central Sprinkler distribution centers. Do not install sprinklers that have Drain water and relieve pressure in You may write directly to Central 62- been dropped or visibly damageo. the pipes. Remove the existing unit Sprinkler Company, or call (215) Sprinklers should never be painted, and install the replacement, using 0 for the distributor nearest you- Sprinklers coaled, plated, or altered in any other way from manufactured condition or Patents: Patents are pending. they may not function properly. Any sprinklers altered in such manner inch 5.40sion Table: must be replaced. 1 inch =25A00 mm the owner is responsible for the -- 1 foot=0.3048 M proper operating condition of all fire 1 pound =0.4536 kg protection devices and accessories. CENTRAS 1 loot pound = 1.36 Nm The NFPA standard 2.5 entitled, 1 psi =6.895 kpa "Inspection, Testing and Maintenance ter, =0.0689 bar o/Water-Based Fire Protection =0.0703 kg/cm' Central Sprinkler Company 1 U.S. gallon =3.785 dm' Systems; contains guidelines and 451 North Cannon Avomin.Lansdale.PA 19446 -- 3.785 liters 1511996 Central Sprinkler Company PHONE(215)362.0100 FAX(215)362-5365 Conversions are approximate. Printed in U S A LF PEND 2 Page 4 of 17 Riser Manifold rr: • Commercial w NFPA 13 Systems ;�� ' • Floor Control - High Rises • Residential a NFPA 13D/13R Systems Manulactured by: Central Spnnkler Company 451 North Cannon Avenue, Lansdale,Pennsylvania 19446 12 Product The Riser Manifold is approved for ` installation in either the horizontal or Description the vertical position. The optional relief valve assembly is The Central Riser Manifold provides available for the required locations all of the accessory equipment lora such as NFPA 13 Section 3.1.2 which ,a riser in a single assembly. The avail- requires relief valves an gridded systems. ability of the Riser Manifold in different configurations allows cost-effective riser installation in commercial (NFPA 13)systems, high rises requiring floor Technical control assemblies, and residential systems(NFPA 13R/13D). Data The threaded ends of the 1" and 1'b" bodies and the grooved ends of the Models: 13 (commercial) -- -----------— - -- 2" through 6"bodies allow for an easy 13D 'residerltiai or transition to either check or control 13 13 (residential) "IF � 7/ �� ��� valves. Styles: Threaded Grooved �/2 The exclusive and dedicated flow Sizes: 1'/', 2", 21/,,', 3', 4' 8 6" �I VI IV�IV �IV switch designed for the manifolds has Approvals: U.L.,U.L.C., F.M. /2 been tested and Listed for use in this 'M.E.A. (142-94-E) specific configuration by Underwriters • 1" Version is Not MEA Approved. �I 1 Ffisiff Laboratories Maximum Working Pressure: 175 psi The Manifold bodies are painted fire Standard Finish: Fire Protection Red protection red. Lettering clearly iden- with While Lettering ��■Q tikes flow direction as well as the test I.P.S.Cut Groove Specs.: AWWA C-606 ---- — --- and drain outlet, thus providing the required sign. Take-oul Dimensions: See Figures a r The Model F202 inspectors'test valve Shipping Weight: See Figures and the Model F101 trim valve are Mfgr. Source: Domestic both U.L. Listed and make the best Optional Accessories: Pressure J use of special thread combinations, Relief Valve Kil, see page 5 eliminating the use of pipe nipples and • • the resufting potential for leakage. c� LL1 J Installation is simplified with one con- venient take-out for the threaded ver- sions as well as one take-out for all grooved sizes, 2"through 6". No. ze-t.o Page 5 of 17 Figure 1 1" Threaded Residential Trim—Model 13D Figure 1-Bill of Ma!erlal 1�-- - 1"Threaded Residential Trim uu — e Detail 140.No. Description Req'd _PartM 1e 1 Manifold Body F x F 1 971-064-00 2 Potter Watrxflow Switch#VSR-SF 1 2448 3or l•' 3 /"Gauge,Water 1 2343 4 '/."90'Street Elbow 1 611-800-24 5 %"x Close Nipple 1 131-50-000 6 Bell ValVe 1 41303 FLOW jj 7 Tamper Switch N.L.C.Only) 1 2649 ere n B Label(U.L.C.Only) 1 917-111-00 1E= Approximate Trimmed Weight -7.5 Ibs. Note: Items 7& 8 used on Manifolds for use in YC• —10 W4 Canada Only. Figure 2 11/2" Threaded Residential Trim — Model 13D/13R Reference Fig.2&3 B///of Materials(Pg.3) tt• � q• _ e. -- -51e' 12 +-------.—_-.— -- Male x Male Body Option -- — -- 15 1 i T '11 1/4• 18 _) N 113 ` (A (2% .9 Va. 10• 'End of Pia•b and or Pipe. V ��• © Fit I Approximate Trimmed Weight -9.0 Ibs. LL! T2. The width of the Riser Manifold is approximately 3'h•. 'Approximate thread engagement Note: Items 16 & 17 used on Manifolds for use in Canada Only. 2 Page 6 of 17 Figure 3 11/4" Threaded Commercial Trim —Model 13 /For optional pressure retie/valve.see Figure 6) • 6 1/4 .. —8'-- -- •� 7A 5 1/4' • Male x Male Body Oplbn_-_- .am 16 12 t O 'it 1/4' 'End al pp"to rmn of rw (� 14 31B' �� a (1� \� 10' J s ya• g �e 14 U (�)(9; 1 —'\ 1 6 I Approximate Trimmed Weight - 11.5 lbs. 1" Note: Items 16& 17 used on Manifolds •�• for use in Canada Only. 'Appmxlmatn thread ongagoment. Figure 2&3-Bill of Material 1'/2" Residential and Commercial Riser Manifolds (/orre lacement arts Detail No.Req'd Part Detail No.Req'd Part No. Description f11 des. Number No. DeacA n R e!. Number 1 Manifold Body M x I- 1 1 971-075-00 10 h"x 21h"Nipple 1 0 131-20-000 2 Potter Wateftw Switch#VSR-SF 1 1 971-096-00 11 1"x'h"x 1"California Tee 0 1 42000 3 1"Ball Valve F101 0 1 41304 12 'h"Pipe Plug 1 1 9010.12-00 4 1"x'/,"x 1"Reducing Too 1 0 611-822.12 13 1"x Close Nipple 0 1 131-65-000 5 1"Insp.l est&Drain Valve F202 1 0 911-079-00 14 1"Ball Valve F101 1 0 971-082-00 6 Sight Glass M x F 1 0 2567 7 'A"Water Pressure Gauge 0 1 2343 15 11/7'Close Nipple MxM 1 1 131-65-003 7A 'A"Water Pressure Guage 1 0 2585 16 Tamper Switrh(U.LC.Only) 1 1 2649 8 'h"Plug 1 0 916-12-0W 17 Label(U.L C Only) 1 1 971-111-00 9 'A"3-Way Valve 1 0 41320 Figure 4 2" Grooved Residential Trim —Model 13D/13R (For optional pressurr.'retie/valve,sae Figura 6) - It 3/4' -41/2'�� 61/4' — O 10 7'Melo z(3meve Holy Option Fes, F'OW '13' 17 End of p"to erxf d pie. LO 1e Approximate Trimmed Weight- 11.5 lbs. Note Items 17& t S used on Manifolds 21/4• '2 119' for use in Canada Only. 'Approximate thread engagemortt 3 Page 7 of 17 Figure 5 211, 21/2", 311, 4" & 6" Grooved Commercial Trim —Model 13 (For optional pressure relief valve,see Figure 6)- - -- — C ----- 0 —i 6�0) �'J �� ill➢�)� ��' �p� c� mr, 161/4" * 1311 3 A � 9 � C4) ® FAW i Ul B -� Approximate Weights&Dimensions of Trimmed 2",2'/2",3",4"&6" Grooved Commercial Riser Manifold Size A B C D (Ibs.) .-- - -- - '5/8 D-- 2" 14" %" 131/2' 51h" 14.0 Approximate thread engagement. + 81/a" 20.0 13"is the take-out for all sizes 2"through 9" 2 14'/2" /x" 14s/s 3" 14'h" " 151/2 61h' 23.0 Note: Items 17& 18 used on Manifolds for use 4" 181/2" 4'/a" 181/2" 83/4" 39.0 In Canada Only. 6" 18"+" 5'/x" 201/2 93h' 55.0 Figure 4 8r 5-Bill of Material Residential and Commercial Riser Manhold /wreplaceme84 nt Its Detail No. Part Detail Na. Pert No. Description Req'd Number No. Description Roq'd/1Number 1 2"Manifold Body Groove x Groove 1 971-011-01 6 ' "Water Gauge 1 2585 1 21h"Manifold Body Groove x Groove 1 971-077.02 7 'iT Plug 1 816-12.000 1 3"Manifold Body Groove x Groove 1 911-077-03 8 '/"3-Way Globe Valve 1 41320 G 1 4"Manifold Body Groove x Groove 1 911-071-04 9 ' "x 2"Nipple 1 131-19-000 1 6"Manifold Body Grove x Groove 1 971-077-05 10 1"Plug 1 611.800-60 1a 2"Manifold Body Male x Groove 1 971-017-06 11 1"x'h"x 1"Tee 1 611-822-12 2 Potter Waterflnw Switch aVSC 1 911-097-00 15;"x'h"x 1'/,"Tea 1 611-822-13 r-- 3 1"Ball Valve(2"body)F101 1 971-082-00 2"x'h"x 2"Tee 1 611-822-14 3 1 bs"Ball Valve (2V,"8 3"body)F101 1 971-083.00 12 1/2"Pipe Plug 1 8010-12-00 F 3 2"Ball Valve (4"&6"body)F101 1 971-0 -00 13 1"x'/"x 1"California Tee 1 42000 J 4 1"Inspectors Test 8 Drain(2"body)F202 1 971-079-00 14 1"x Close Nipple 1 131.65-000 4 1'h "Inspectors Test&Drain 1 971-080-00 1 ti I"Ball Valva F101 1 41304 (21h"R 3"bndy)F202 16 2"Paddle 1 971-095-00 4 2"Inspectors (x1 Test 8 Drain 1 971-081• 16 21h"Paddle 1 971-086-00 --� (4"&B"body)F202 16 3"Peddle 1 971.100-00 5 1"Sight Glass(2"Hyl 1 2567 18 4"Paddle 1 971-107-00 5 1'/."Sigh,Glass(21h"8 3"body) 1 2568 16 6"Paddle / 971-106-00 5 2"Sight Glass(4"&8"body) 1 2589 17 Tamper Switch(U L C.Only) 1 2649 1B Label(U.L.C.Only) 1 971-111-00 4 Paye 8 of 17 Figure 6 Optional Pressure Relief Valve Grooved Commercial Trim—Model 13 2 11000 Optional Pressure Relief Valve Accessory Kit 4 (Order Part 04W) _ 3 Detail — �— No. Part No. Description Beq'd Number y 0 1 90"Compression Fitting - 2� 198-068-02 2 1/2"Watts Pressure Relief Valve 1 198-066-00 t Model FP53L(U.L.,F.M.) r o 9 11'Reinforced''/a"Tubing 1 198-143-00 a 1 x'/z Reducing Bushing 1 611-800-49 Normally „ In Drain ® Above kit can be installed on all sizes of grooved bodies Posltbn - --. Valve is factory set at 175 psi(non-adjustable. FAW I �___ Note: If optional pressure relief is desired for Figures 2 and 3,outlet on user must be provided. Normally Closed Figure 7 Potter Waterflow, Switch Terminal Connections SWITCH TERMINAL CONNECTIONS Caution. An uninsulaled section of a single conductor Is not permilled to be Imped CIA INn PIATFrERMiNAI. around the terminal end serves as two separate connections. The were must be severed to serve as two separate connections.thereby providing supervision of the connection in the event that the wire becomes dislodged from the terminal. A lY� - -------- – Figure $ Potter Waterflow Switch Typical Electrical Connections (OCAL BELL STYLE e/CLASSa TRAtISFORMER OR (ENO OF LINE RESISTOR) BATTERY POWERED CKT IEEE NOTE) OPEN ON CL(NiE ON OPEN ON ALARM CLOSE ON A7= ENDO' /1 t ALARM LINE RESISTOR SIONALINO DEVICE SUPFRVISFD I IK)P SEE NOTE TYPICAL SWRCH ACTION FR(Mt OPEN I I LOSC 1 TO ADV- CONTROL ALARM ALARM DEVICES OPEN(NI CLOSE ON A OR RETURN ALARM ALARM PANEL ,` —�R)CONTTIOL r NOW..* Fnr supervised circuits,see"Switch Terminal Connections- and caution note(above) The Model VSR-SF has two switches,one can he used to operate a I'- central station,pmpnetary or remove signalling unB,while the other contact is used to operate a local audible or visual annunciator. (fi Testing The frequency of testing for the Model VSR-SF and Its associated protective monitoring system should be In accordance with applicable NEPA Standards andl or the Authority Having Jurisdiction,but under no circumstances leas then himonthly Figure 9 Potter Waterflow Switch Typical Electrical Connections -J CONTAC IS.S.P.D.T.(Form C) N.C. CONTACTS SHOWN WITH CONTACT RATING:5A® 125V AC COVER IN PLACE 2.5A®30V DC INSTALLATION FOR MODELS VSR-F,VSR-CF,AND VSF-SF Remove the one retard assembly mounting scrPw Piece Ihr switch assembly nver th« r slard assembly mounting tab Replare the screw 5 Page 9 of 17 Availability and Service: Central InstallationOrdering sprinklers,valves, accessories,and Information other products are available through- out the U.S., and Canada,and internationally,through a network of The Riser Manifold is approved for When placing an order, indicate the Central Sprinkler sales and distribu- installalion in either the horizontal or full product name. Please specify the tion centers. You may write directly the vertical position. quantity, model, style, and size. io Central Sprinkler Company. or call Mechanical-grooved couplings (215)362-0700 for the distributor Inmlatfon uenFe must be ordered separately. nearest you. Guarantee: Central Sprinkler Step 1. Install the manifold body with Part Company will mpair and/or replace the flow arrow poirling in the Size Model Number any products found_.)be defective in downstream position using threaded _ material or workmanship within a connections and/or Listed mechanical 1" 13D, F x F 4067 period of one year from the date of grooved couplings. 1'r1" 13, M x F 1 4055 shipment. Please refer to the current price list for further details of the Step 2. Connect the drain line. 1'/a 13, M x M 4056 warranty. Ensare the Trim Valve is in the closed 1' ' 13D/13R M x F 4057 Patents: Patents are pending. /z position and where appropriate,the Inspectors'Test Valve is in the"drain" 11/," 13D/13R, M x M 4058 Conversion fable: position. 2" 13D/13R, G x G 4059 1 inch =25.4mm 1 foot=0.3040M 2' 13, r3 x G 4060 1 pound=0.4536kg Step 3. Place the system in service and secure all supply valves open. 2" 13D/13R, M x G 4064 1 foot pound = 1.356Nm 21r20 13,G x G 4061 1 p.s.i. =6.895Kpa NOTE: When installing threaded -0.0689bar bodies,use a non-hardening pipe 3" 13, G x G 4062 =0.0703kg/cm' Joint compound. 4" i 13, G x G 4065 1 U.S. gallon= 3.785 dm' = 3.785 liters Care & 6• i ,3,G x G 4066For Pressure Relief Accessory Kit Conversions are approximate. n Use Part Number 4063. The Riser Manifold and accessories should be inspected as outlined in NFPA 25 to ensure reliable and trouble-h ee operation. The owner is responsible for the proper operating condition of all fire protection devices and accessories. The NFPA Standard 25 entitled, "Inspection, Testing and Maintenance of Water- Based Fire Pmtertion Sysfems'; contains guidelines and minimum maintenance requirements. Furthermore., the Authority Having Jurisdiction may have additional regulations and requirements for maintenance,testing, and inspection that must be obek,id. EENTRAL lownsomp— Central Sprinkler Company 451 Noah Canixm Avenue.Lannd W. PA 19448 01997 Central Sprinkler Company PHONE(215)382-0700 Printed in U S A FAX(?i5)392-5,385 13b/30/R 8RK Page 10 of 17 Sprinkler Head C Central Sprinkler Company 451 North Cannon Avenue, Lansdale, Pennsylvania 16446 Product Technicai 3, 6 & 12 Description II Data Head Central Sprinkler Head Cabinets Model: Sprinkler Head Cabinet Sprinkler are constructed of a metal enclosure Style: 3,6 or 12 head with a hinged cover designed to Head provide on-site storage of an Standard Finish: Red enamel emergency supply of sprinkler heads Mfgr. Source: Non-domestic and a sprinkler head wrench. Capacity: 3 sprinkler heads Cabinet NFPA 13 requires a representative 6 sprinkler heads number of each type of sprinkler 12 sprinkle-heads head used in a sprinkler system to be Dimensions: stored in a cabinet on-site to allow for immediate removal and replacement 3 head-5'high x 71h"long x 2'h.'deep of sprinklers which may have 6 head-5'high x 14'long x 31/4.deep operated or become damaged. 12 head-5'high x 14/+ long x 5"deep Central Sprinkler Head Cabinets Weight: 3 head- 1.5 lbs. are manufactured of heavy gauge 6 head -2.3 lbs. steel with knock-outs to 12 head -4 lbs. accommodate eitheOv'or 1/4' N.P.T. threaded sprinkler heads and are painted an attractive red enamel. They are available in three (3), six (6) or twelve (12) head capacity. J Cil C7 111 J No. 2a-e.0 Page 11 o1 117 13 InstallationCare & Ordering Maintenance n information Central's Sprinkler Head Cabinet is The Cabinet,wrench,and stock of When placing an order, indicate the designed with two,'/,d"diameter holes spare sprinklers should be inspected full product name. Please specify the for wall mounting or direct attachment at least quarterly The following items quantity, model, style,capacity, and to the system riser with a strap-type should be checked: size. hanger. The Cabinet should be Sprinklers, wrenches,and hard- installed at or near the system control ?. The Cabinet should be readily ware for hanging are not supplied valve and must be stocked with an accessible, and not exposed to with the Cabinet. They must be adequate supply of spare sprinklers a corrosive atmosphere or ordered separately. and a sprinkler wrench. temperatures in excess of The stock of spare sprinklers 100°F/3811C. Availability and Service: Central should include sprinklers of each type sprinklers, accessories,and other and temperature rating as are 2. The stock of spare sprinklers products are available throughout the installed in the sprinkler system, in should include an adequate U.S. and Canada, and internationally the following quantities: number of each type and through a network of Central temperature rating. Sprinkler distribution centers. You Sprinklers Spare Sprinklers may write directly to Central Sprinkler In System Required 3. The stock of sprinklers must be Company, or call (215)362-0700 for - — - in good condition. the distributor nearest you. under 300 6 300-1000 12 4. A sprinkler wrench of the Guarantee: Central Sprinkler over 1000 24 appropriate type must be Company will repair and/or replace included in the Cabinet. any products found to be defective in The Cabinets are designed to material or workmanship within a accept both 'f!and'/,"N.P.T. period of one year from date of threaded sprinklers. For 1V N.P.T. shipment. Please refer to the current sprinklers, leave the removable Price List for further details of the knockout in the hole. For Y,"N.P.T. warranty. sprinklers, insert A screwdriver blade Irom the front lop of the shelf and Conversion Table: under the near bottom part of the 1 inch =25.400 mm knockout annular ring. Press the 1 loot=0.3048 M screwdriver handle down to remove 1 pound =0.4536 kg the knockout ring. The hole, with the knockout ring removed,will accept a Conversions are approximate. '/;'N.P.T. sprinkler. i CENTRAL Central SFrinkler Company 451 North Cannon Avenue.Lansdale,PA 19446 91994 Central Sprinkler Company Phone(215)362-0700 Printed in U S A FAX (215)362-5365 Hd Cab 2 Page 12 of 17 VSR-SF POITER FOR SMALL PIPE VANE TYPE WATERFLOW ALARM SWITCH WI'i H RETARD Potter Electric Signal Company Potter Electric Signal&Mfg.,LTD. 2081 Craig Road•St.Louis,MO 63146-4161 55 Glen Cameron Road (314)878-4321 -(800)325-3936 Thornhill,Ontario,Canada L3T 1 P2 www.pottersignal.com (905)882-1833 UL,ULC,CSFM LISTED and NYMEA ACCEPTED Service Pressure: Up to 250 PSI Minimum Flow Rate for Alarm: 10 GPM Maximum Surge: 18 FPS Enclosure: Die-cast, red enamel finish Cover held in place with tamper resistant screws Contact Ratings: Two sets of SPDT(Form C) 15.0 Amps at 125/250 VAC 2.0 Amps at 30 VDC tPi Conduit Entrances: Two knockouts provided for 1/2'conduit. a? ' Usage: Listed plastic,copper and schedule 40 iron pipe. Fits pipe sizes- 1", 1 1/4", 1 1/2"and 2" Note: 10 paddles are furnished with each unit,one for each pipe size of threaded and sweat TEE,one for 1' CPVC and one for 1 1/2'polybutylene. (CTS-Copper tubing size) Environmental Specifications: lop -Suitable for indoor or outdoor use with factory installed gasket and die-cast housing. -NEMA 4/IP55 rated enclosure - use with appropriate conduit fitting. -Temperature range:40"F to 120"F(4.5"C to 40"C) Caution: This device is not intended for applications in explosive environments. Service Use: Automatic Sprinkler NFPA-13 Stock No. 1113000 One or two family dwelling NFPA-13D U.S. PAT. NO. 3921989, CANADIAN PAT. NO. 1009680 Residential occupancy up to four stories NFPA-13R OTHER PATENTS PENDING. National Fire Alarm Code NFPA-72 Optional: Cover Tamper Switch Kit,order Stock No.0090018 The Model VSR-SF is a vane type waterflow switch for use on must be taken to properly orient the device for the direction of wet sprinkler systems that use 1', 1 1/4", 1 1/2"or 2'pipe waterflow. size.The unit may also be used as a sectional waterflow The vane must not rub the inside of the TEE or bind in any detector on large systems. way. The stem should move freely when operated by hand. The unit contains two single pole double throw snap action The device can also be used in copper or plastic pipe installa- switches and an adjustable,instantly recycling pneumatic tions with the proper adapters so that the specified TEE fitting retard.The switches are actuated when a flow of 10 gallons may be installed on the pipe run. per minute or more occurs downstream of the device.The flow condition must exist for a period of time necessary to INSPECTION AND TESTING: Check the operation of the unit overcome the selected retard period. by opening the inspector's lest valve at the end of the INSTALLATION- These devices may be mounted in horizon- sprinkler line or the drain and test connection, if an inspector's tal or vertical pipe. On horizontal pipe they should be in- test valve is not provided. stalled on the top side of the pipe where they will be acces- If there are no provisions for testing the operation of the flow Bible. The units should not be installed within 6"of a valve, detection device on the system,application of the VSR-SF is drain or fitting which changes the direction of the waterflow. not recommended or advisable The unit has a 1'NPT bushing for threading into a non The frequency of the inspection and teshny �- 1 its associated corrosive TEE. See Fig. 2 for proper TEE size,type and protective monitoring system should be in ac..,)rdance with installation. the applicable NEPA Codes and Siandards and;or authority Screw the device into the TEE fitting as shown in Fig.2. Care having jurisdiction (manufacturer recommends quarterly or mora iroauantIvI _ PRINTED IN USA MKT.00800003-REV M PAGE 1 OF 2 MFG.#5400002 2/97 Page 13 of 17 VSR-SAF PO ER FOR SMALL PIPE VANE TYPE WATERFLOW a� ALARM SWITCH WITH RETARD FlG.I DO NOT LEAVE COVER FIG.2 OFF FOR EXTENDED '�, ' PERIOD Or TIME e® Retard Adjustment: FLOW Af=FkiJh To change time,turn knob(either —� 1 11/16" direction)for desired time delay 0 _ Use the minimum amount of retard necessary to prevent false alarms. MOUNT so A"B"setting is usually adequate for ARROW ON this. Factory set at"E1". Pyr BUSHPONTISGIN DIRECTION ('r WATERFLOW I \ DEPTH / 1' NPT u THREADED DIRECTION Dr FITTING ON WATE���R•••FLOW ALL SIZES , PUN OP THI� Y HE _____ THREADEU —• SWEAT TYPE DWG #735-33 C�FCCTIC4J OF \ DWO WATERrLOW Important: ;` DWC. /002-30 Screw the device into the TEE fitting as shown. Care must be There are 10 paddles furnished takon to properly onent the device for the direction of the with each unit. One for each watedlow. size of threaded,sweat or Important-The depth to the inside bottom of the TEE should plastic TEE as described In CAUTION: — Fig.2. These padoles have TO PREVENT LEAKAGE APPLY TEFLON TAPE a thrj� XIMAT DEPTH REQUIREMENT raised lettering that shows the SEALANT TO MALE THREADS ONLY. DO NOT USE ANY _ OTHER TYPE OF LUBRICANT OR SEALANT. pipe size and type of TEE that TEE SIZE THREADED SWEAT CTS,POLYBUTYLENE CPUC they are to be used with. The -- - proper paddle must be used. APPROX.RE-TARO SETTINGS ON SEC.) t'x 1•x 1 2 1116' 1314' WA 2 7nb' The paddle must be properly O A a C D E 1114'x 1 114'x 1' 2 7116' 2 7/16' WA WA attached(see drawing)and the 0 10.26 20-40 36-55 5070 W90 1112'x 1 112'x I' 211M6' 2 1/4' 2 1,12' NIA screw that holds the paddle 2'x 2'x1' 33116' 23'4' N'.A NA must be securely tighlenod. SWITCH TERMINAL CONNECTIONS CLAMPING PLATE TERMINAL FIG. 3 mar' CAUTION: An uninsulated section of a single conductor should not be looped around the terminal and serve as Iwo separate connections. The wire must be severed, thereby providing supervision of the connection in the event that the wire e,r becomes dislodged from under the terminal. dl'J' DWI 0023-3 FIG.4 TYPICAL ELECTRICAL CONNECTIONS I,'AL BELL TRANSFORMER CLAb' I ' ,I I ,. �I-UNE RESISTOR CkT CR BATTERY PCWEREC ISLLNOIE) OPEN ON ALARM CLOSE ON OPEN ON CLOSE ON EOL ALAOM ALARM ALARM RESISTOR —�� - NOTE. FOR SUPERVISED CInCUT S SEE SIGNALING DEVICE `SWITCH TERMINAL CONNECTIONS"DRAWING SUFTRVISI D I OOP (SEE NOTE) AND CAUTION NOTE(FIG.31. CLOSE ON TO ADD I. TrPICAL SWITCH ACTION FROM r 1. r ALARM DEVICES OPEN 011 .��.I OSE ON PANOR RETURN ALAPM N ARM PANEELL TO CONTROL d/ . ra DWG iJSt-t! NOTE: The Model VSR-SF has two switches,one can be used to operate a central station,proprietary or remote signaling unit, while the other is used to operate a local audible or visual annunciator. TESTING:The frequency of inspection and testing lot-the model VSR-SF and its associated protective monitoring system should be in accordance with applicable NFPA Codes and Standards and/or the authority having jurisdiction(manufacturer recommends quarterly or more frequently). PRINTED IN USA MKT.08000003-REV M PAGE 2 OF 2 MFG.05400802-2197 Page 14 of 17 UTNTRAL F19 1 -92 all V Standard Port 150 PSI Saturated Steam ; 400 W.O.G. Central Sprinkler Company 451 North Cannon Avenue, Lansdale, Pennsylvania 19446 Product The Central Model F19 Ball Valves are constructed of forged brass which ensures that there are no pin holes Description which may occur in alternateproBall A large port size ensures good flow The Central Model F19 Ball Valves characteristics. Teflon'seats ensure are recommended primarily for shut- smooth operation under normal Valves off service or throttling flow where operating conditions. desired. Central Ball Valves are of Each Ball Valve is tested twice with high-quality construction and are air under water to assure consistent rated at 150 psi with saturated steam, quality. 400 psi with water, oil or gas, non- Central Ball Valves include a vinyl L shock, well in excess of normal - _ - covered handle for a comfortable, operating requirements in fire smooth grip. (Mfg. Source: Non- protection service. Domestic) • _-- - _-- C _. -_.._ -_-_ _.IDimensions (inches) _ Bore Nom. Size) / Size � A B C (D) I 1/4" 1.65 1.50 3.31 0.320 B 'A' 1.90 1.80 3.31 0.396 '/4" 2.20 1.70 3.31 0.591 " 2.64 2.01 1 4.65 0.787 D — — 1'/ 3.00 2.17 4.65 1.050 t UL .60 5.28 1.260 3.82 2.80 5.28 1.500 cD A - LL1 J Teflon is a trademark of the DuPont Corp No. 27•A.O Csn W Sprfnk No.4.8.0 Page 15 of 17 r 2 I O 0 Q3 rn a { 90° Q � O U m z lJ ® 10 Bili of Materials No. Description Material —Specification 1 Nut Brass ASTM B-16-1036000 2 Handle Steel ASTM A-283-D 3 Stem Gland Screw Brass ASTM B-16-10_36000 4 Stem Packing Teflon* PTFE 5 Thrust Packing _ Teflon' PTFE 6 Stem Brass ASTM B-16-C36000 7 Body v Forged Brass ASTM B-124-C37700 8 Ball Disc Packing Teflon' PTFE 9 Ball Disc Brass ASTM B-16-1038000 10 j End PlUg I Forged Brass AS fM 13-124-037700 Tallon is a trademark of the DuPont Corp d H rr Y I— F-. J W LL CENTRAL 114MENW, Central Sprinkler Company 451 N.Cannon Avenue,Lansdale,PA 19446 O 1992 Central Sprinkler Company Phone(215)362-0700 Printed in U.S.A FAX (215)362-5385 Bulletin F 19 1 Pape 16 of 17 ' I SERIES40=1 00 , i DESCRIPTION I TOP ENTRY 99T DOUBLE CHECK VALVE ASSEMBLY i The Conbraco Series 40-100 Top Entry 99T Double Check SIZES 3/4"-1"-1-1/4r•-1-1/2••-2'r Valve Assembly is designed to protect against backflow from a cross-connection of non-health hazard pollutant.Within the assembly are two mechanically independent, spring-loaded poppet type check valves set in an integral cast bronze body. ~ Both check valves are designed at an inclined angle upward from horizontal centerline of the assembly,and all test cocks are mounted at the to to assure easy access during repair ou p and maintenance when unit is installed in a pit or tight places. OPERATION ���± `�' During normal flow conditions,the two check valves are held _ i off their seats, supplying water downstream. Each check FLOW CURVES (•)Rated flow ea determined by USC's FCCC&HR valve is designed to maintain a minimum of 1 PSI across the FLOW C 1111Y and ASSE design performance standards valve during normal operation. Should the downstream ,o ,�.• - pressure Increase to within 1 PSI of supply pressure, both s ,• 'I Iji I` check valves will close to prevent a backflow condition. PRESSE 6 LOSS 4 (PSI) FEATURES 30 40 es •� ;' •Top access for testing,repair and maintenance id.4' A+t" •Corrosion resistant RATE oF FLOW W" •Low head loss 12 1 1,4• d '' •Interchangeable poppets and springs 10 1 siP• •Replaceahlo seats PRESSURE a a' •Comes standaru with"Apollo"full port ball valves (PSr) •Maximum working pressure 175 PSI 2 — 4=7 •Temperature range 33•F-180•F o .o so 100 Iso 140 leo � 1.0 APPROVALS RATE OF FLOW (GW) fhe Series 40-100 Top Entry 99T is approved under DIMENSIONS OW--WEIGHTS (LBS-) ASSE 1015,AWWA C-510,CSA B64,5,and USC's FCCC&HR. SP® A 13 14-1/4 20-3/4 21-3/e 23-1/6 g 7-1/47.1/4 12-3/6 i2-a/6 12-3/6 C 4 4 6 6 6 G contact local water authorities tot. D 1-6/6 1.7/e 2-3/to 2•e% 3 Instasatlon/servlce requirements. E 2.7/18 2-1/18 3-13/16 3-i3/16 3-13/16 MATERIALS F 5-1/16 5-7/16 6-3/6 8.3/6 6-3/6 Body and covers Bronze G 13/16 13/18 1-3/8 1-31H Springs Stainless Steel Test Cocks 1/ex1/4NPT 1/ex1G1NPT 1/40/41NIPT 1/4x1/4NPT 1/4.1/4NPT 1— Poppets Glass filled CelCon Net weight 8-7/6 9-1/2 23-1/1 25-3/4 31-1/2 _ Seat discs Silicone rubber Shipping Weight 10-1/e 11 24-3/4 27-1// 33.1/2 �- Replaceable seats Glass-filled Noryl Fasteners Stainless Steel Ij ORDERING NUMBER 40.1 XX-99T 1 0-Standard 1 -w/Y-strainer 5 1" y (shipped loose) 6 1-1/4" ( �J 7 - 1-1/2" .��ewearr+ IMaw��a air�a w e!w• !I►AAi?