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HomeMy WebLinkAbout047-090-015047-090469n 515 02.3366 GINOCHIO, RONALD & SALLY CANA HWY., CHICO 047-090 004 o t 04-1316 COM: SKILLFUL MEANS GINOCFIINO NEW SINGLE FAMILY (STRAW B LE) 6403 CANA HWY, CIiICO 1 Cont: OWNER /� �w { AG BUILDING 1 /1 111 1 0 9 sAsistance ign Monte Call - 193 Camellia (SJO) 8114712 Office Truss Take -off Design & Sales Dr - Paradise, CA 95969 (530) 811-4132 FAX TRUSS ENGINEERING Ginochio Residence A.C. Houston Lumber Company (916) 388-9655 MiTek Industries, Inc. (916) 676-1900 • m-®®® cco OO cj zo �► BUTTE COUNW DEVELOPMEW SERVICES REVIEWED FOR C D COMPLIANC DA BY ANN i . IE�II ■ I�i� I�11 cco OO cj zo �► BUTTE COUNW DEVELOPMEW SERVICES REVIEWED FOR C D COMPLIANC DA BY Job Truss Truss Type Qty Ply 832144078 GINNOCHIO Al DUAL PITCH 3 1 lJob Reference.fop - it . onal) p3 e, A.C. Houston Lumber Co., Sacramento, CA 95828 r.L9V a Ju11 10 to lu I D:jgXZMXKgmogTPYcG1 yxYjwygOK1-jgXZMXKgmcgTPYcG1 yxYjwG191yPFRNSZhBP8xygOK1 • I >•1 1z I a+ + I +s.o-s i zata+s I 25•a3 I 3t -0-o F 34.0-o I 3-1-1Z sit -s sit -S S1a7 s1a7 Mz•13 3�0 Scalae 1:59.3 018 MII20 US M1120= =4 m-- 4.12 M1W= ..Ma 1011 R F '+•a0 3.1�j 11.0.4 I 1&fa13 I Design valid for use only wilh Mitek connectors. This design is based only upon parameters shown, and is for an Individual bullding component. 26x3 I 31-0.0 I Plate Offsets (X Y)7 1870 -2 -2.0 -1 -9j.11170 -4-0.D-3-01 "for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibiility, of the MiTe .' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, q Unty control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Ls e' Suite +09 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus HelghLa,'CA,'95810 ' LOADING (psi) TCLL 20.0 SPACING 2-0-0 Plates Increase 1.00 CSI TC 0.34 DEFL Vert(LL) in (loc) -0.1511-12 I/deft >999 Ud 360 PLATES GRIP M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.3311-12 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code IBC20061TP12002 (Matrix) Weight: 184 Ib FT = 20% LUMBER TOP CHORD 2 X 6 DF No.2 G BOT CHORD 2 x 4 DF No.1&BV G WEBS 2 x 4 DF Stud/Std G 'Except* 7-9: 2 x 4 DF No. 1&Btr G SERS 2 x 4 DF No.1 &BV G 'Except* 15-16: 2 x 4 DF Stud/Std G REACTIONS (Ib/size) 13=1452/0-5-8 (min. 0-1-9),9=1368/0-5-8 (min. 0-1-8) Max Horz 13=87(LC 7) Max Uplift13=173(LC 8), 9=-185(LC 8) BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1685/389, 4-5=-1751/422, 5-6=-1463/336, 6-7=1465/293, 7-9=1331/427 BOT CHORD 12-13=-181/1511, 12-17=-126/1390,17-18=126/1390,11-18=-126/1390, 10-11=-224/1740 WEBS 2-13=-400/214, 3-13=-1795/433, 4-12=9/315, 4-11=67/541, 5-10=-446/103, 7-10=-240/1516 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 173 Ib uplift at joint 13 and 185 Ib uplift at joint 9. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard 0 �u �4pp�Oo��s N CEO I ® WARMNG - Ve,rfy design pwnn,et ss and READ N0773S ON THIS A11m DVCLUDED 1f =RSFBRSNCB PAGE bff1.7473 r . 20'08 SSFORS WE. Design valid for use only wilh Mitek connectors. This design is based only upon parameters shown, and is for an Individual bullding component. Nil" Applicability of design poramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown `•' 3 "for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibiility, of the MiTe .' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, q Unty control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Ls e' Suite +09 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus HelghLa,'CA,'95810 ' Job Truss Truss Type Qty ply R32144090 GINNOCHIO A2 ] DUAL PITCH I I' lJob Reference (optional) 01 97 2010 Pa e - A.C. Houston Lumber Co., Sacramento, CA 95828 1.44U 5 jull lo Lv 1v lien F. us as. "- -, _. , . ID:UUX?c4dLtHpwvOI4-itPDBygOJe-UUX?r,4dLtHpwvOl4-itPDBpoPqWHr4E7J4kDW_ygOJe 15-0-7 IT _7U 13 1 5-10-14 72;1)-4 Sol.: 3/1611' 6x8 M112D � 3.00112 13 SA M1120 5.8 M1120 W M1120 If 3.81,11120= N4 M1120= LOADING (p S ACING 2-0-0 CS1 TCLL S� 2130 Plates Increase 1.00 TC 0.37 TCDL 11 Lumber Increase 1.25 BC 0.45 BCLI_ 0 �00 Rep Stress Incr NO WB 0.70 BCDL 10.0 Code IBC2006/TPI2002 (Matrix) OUP CHORD 2 X 6 DF No.2 G BOTCHORD 2x4DFNo.I&BtrG WEBS 2 x 4 DF Stud/Std G SLIDER Right 2 x 4 DF No.I&Btr -G 5-8-14 DEFIL in (loc) I/defI Ud Vert(LL) -0.10 11-12 >999 360 Vert(TQ -0.25 11-12 >999 240 Horz(TL) 0.05 9 .. n/a n/a 4A M1120 PLATES GRIP M1120 220/195 Weight: 203 lb FT = 20% BRACING TOPCHORD Structural wood sheathing directly applied or 5-10-13 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS (lb/size) 13=1424/0-5-8 (min. 0-1-8), 9=1867/0-5-8 (min. 0-2-0),8=343/0-5-8 (min. 0-1-8) Max Horz 13=76(LC 6) Max Uplift I 3=-177(LC 8),9=131(LC 8),8=22(LC 8) Max Grav 13=1424(LC 1), 9=1867(LC 1), 8=360(LC 13) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 3-4=1 593/397. 4-5�1 550/384, 5-6=-i 500/371, 6-7=1 607/349, 7-8=371268 BOTCHORD 12-13=-200/1429, 12-14=1 61/1341, 14-15= 161/1341, 111-15�11 61/134 1, 10-11--272/1588 WEBS 2-13=404/212, 3-13=-1 729/405, 4-112=1 7/273, 4-11 �8/374, 5-11 =-256/128, 5-1 0=-366/156, 7-1 O�299/1726, 7-9=1 456/400 4dl 1j?- 7i� C '0 &,14 P1�4041 1//�ZQVV L463 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.6pst, BCDL=4.8pst, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber COL=11.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except at=lb) 13=177,9=131. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=l.l 1 for plates on narrow edge of lumber. LOAD CASE(S) Standard Continued on page 2 is Aoi WARNM - Vet�ftf design paranietevis and READ N07ES ON ME AND LKLUDED W=REFERENCE PAGE JOI-7473 mv. 10.'08 BEFORE USE Design valid for use only with Mlek connectors. This design 6 based only upon parameters shown, and Is for on Individual building component. Applicabillty of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members any. Additional temporary bracing to Insure stobifity during construction Is the responsibillify of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication q a ANSI1TPI1 Quality Criteria, DSB-89 and BCSI BuRcling Component 77T7 Greenback Lane, Suite 109 nto"07 control, storage, delivery, erection and bracing, consult Safety I available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandrio, VA 22314. Citrus Heights, CA:, 95610 Job Truss Truss Type City Ply 832144090 GINNOCHIO A2 DUAL PITCH 1 1 'Job Reference (optional) T..n Cnn n744•n1•Fa-inin on a,, A.C. Houston Lumber Co., Sacramento, CA 95828 i— — -, -'"-- I D:zg5OgQe_ebxn WXbGYPOemPygOJd-zg5OgQe_ebxnWXbGYPOemPLB9DsWLAUGYkUn2QygOJd D CASE(S) Standard Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=62, 4-8=-62,1-14=20,14-115=60, 9-15=20 Trapezoidal Loads (plf) Vert: 9=105(F= -85) -to -8=-85(F=65) • 1pp�CSU �V�16/v • ® [VdRN1JVG Vef% design parameters and RUD MOTES ON TRIS AND INCLUDED 1S'1M REFERENCE PAGE 691-7473 rev. 10-'08 BEFORE USB. ' Design valid for use onty with MTek connectors. This design Is based only upon parameters shown, and rs for an Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillIty, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing consult ANSI/TPII Quality CrBeda, DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informafon available from Truss Plate Institute. 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95810 Job Truss Truss Type City Ply 7 10.4 I 7 t0.8 i11 3 5.7.0 '1-0. -0 PlateOffsets (X y)7 1770-7-4 0-2-3j,H270-0-s 1-7-91,11270-3-2 Edggj F1700-3-8.0-2-01 LOADING (psf) 832144091 GINNOCHIO A3 DUAL PITCH 4 i 1 Job Reference (oRtionall A.C. Houston Lumber Co., Sacramento, CA 95828 r.Zou s uun to cU 1v rvll 1 o 1nUYOr11­, 111 . - . I D:Rsfml mfcPv4e8hAS67wtJcygOJc-Rsfml mfcPv4e8hAS67wtJcuFod4N4yWQmODKasygOJc • I 5214 150.8 I z0-10-13 I 26-x4 I 30 -Se 1 3717.0 1 &2.14 6-9.6 5747 5146 3-11-3 510- Sple: 311811' 4x8 M1121= 6.8 M1121= 8.8 M1120= 5x12 M1120= 3x4 W1120 11 0= 3-0-0 11.0.4 18.10.13 28.9.4 1 I 3.0.0 9-0.4 7 10.4 I 7 t0.8 i11 3 5.7.0 '1-0. -0 PlateOffsets (X y)7 1770-7-4 0-2-3j,H270-0-s 1-7-91,11270-3-2 Edggj F1700-3-8.0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.82 Vert(LL) -0.18 15-16 >999 360 M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.42 15-16 >793 240 BCLL 0.0 • Rep Stress Incr NO WB 0.97 Horz(TL) 0.07 13 n/a n/a BCDL 10.0 Code IBC2006/TP12002 (Matrix) Weight 230 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins. BOT CHORD 2 X 6 DF No.2 G *Except* Except 12-15: 2 x 4 DF No.1 &Btr G 4-0-0 oc bracing: 3-6 WEBS 2 x 4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. DGE WEBS 1 Row at midpt 3-17 t 2 X 4 DF Stud/Std JOINTS 1 Brace at Jt(s): 6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation 'de REACTIONS (Ib/size) 17=1982/0-5-8 (min. 0-2-2),13=1986/0-5-8 (min. 0-2-2),12=28/0-5-8 (min. 0-1-8) Max Horz 17=105(LC 8) Max Uplift17=293(1_C 8), 13=-146(LC 8), 12=20(LC 12) Max Grav 17=1982(LC 1), 13=1986(LC 1), 12=38(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-6=2746/1140, 6-7=2587/896, 7-8=-2239/585, 8-9=-1312/359, 9-10=-1354/344, 10-11=1358/308, 11-12=-218!733 BOT CHORD 17-19=749/2452,16-19=749/2452,16-20=361/1936, 20-21=-361/1933, 21-22=361/1933, 15-22=361/1932, 14-15=382/2111, 13-14=640/234, 12-13=640/234 WEBS 2-17=-402/143, 3-17=2712/1230, 3-16=0/368, 7-16=375/983, 6-14=1038/235, 11-14=-47212114,11-13=-1839/501, 5-6=378/654, 7-15=0/352 iv App �?o NOTES (11) WCO 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12 except at=1b) 17=293,13=146. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI1TPI 1. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 575 Ib down and 86 Ib up at 12-11-14, and 200 Ib down and 30 Ib up at 7-10-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. Q,0AMjU8E ft6fi9ndard • OQ?,pFESS/pN� S T ZQ � C,00433 T ® WARMNG . Versify design paranreMra and READ N07ES ON 77716 dPID INCLUDED MEKREFERENCE PAGE W1.7473 nen. 10'08 BEFORE USE. Design valid for use only with Mfrek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .ow Fiel re,ro.a.• fabrication, quality control, storage, delivery, erection and bracing consult ANSI1TP11 QuaON Criteria, DSB-89 and BCSI Building Component 7777 Greenback Cane, Suite 109 Safety Information available from Truss Plate Institute. 281 N. Lee Seet. Suite 312. Alexandria, VA 22314. Citrus Height4,'CA, 95610 7,2010 Job Truss Truss Type Qty Ply R32144091 GINNOCHIO A3 DUAL PITCH 4 1 Job Reference (Mionall Ir.-ni•ao,3nin ammo, A.C. Houston Lumber Go., Sacramento, GA tiaaza ...�.. ....• .. �., •., ••.• •..•• •••___...__, ..._. . __ _. . --- - - _ ID:Rsfml mfcPv4e8hAS67wtJcygOJc-Rsfml mfcPv4e8hAS67wtJcuFod4N4YWQmODKasygOJc kRek D CASE(S) Standard gular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-18=-62, 6-18=22, 4-7=-62, 7-12=62, 1-21=-20, 21-22=-60, 12-22=20 Concentrated Loads (lb) Vert: 19=-200(F) 20=575(F) • BV �0,ljvvry ASO PP RpV�o N C7 WBRMNG - Verify coign pooh snretesa and READ NOTES ON MIS AND DYCLr/DED MTEK REFERENCE PAGE MI -7473 r . 10.'08 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an individual building component. Appiicabi0ty of design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTe k' erector. Additional permanent bracing of the overall structure Is the responslbi0ty of the building designer. For general guidance regarding fabrication, quofity control storage, delivery, erection and bracing consult ANSI/TPI1 Quapty Criteria, DSB•89 and BCSI BuBding Component 7777 Greenback lane, Suite 109 Safety Intorma ton available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R32144092 GINNOCH10 A3S DUAL PITCH WEBS 2 x 4 DF Stud/Std G *Except* BOTCHORD Lb Refeream (gplional) . ­ ­_ .-I..-.,-- — I_ — — ..­­ OnIn A.C. Houston Lumber Co., Sacramento, CA 95828 1-- ... .... ­­­ ­­--­- - ID:v3D8F6gEACCVmdfgqR6rqygOJb-v3DBF6gEACCVmdfgqR6rqRYPlZVp7PZ?2zt7JygOJb LIN 3.00 h2 1:51.2 34 M1120 ftSMI121)� UX4 M112D If LUMBER BRACING Plate Offsets (X.Y)7 fg-0-0-5-1:>L-91.[9�0-3-2.0-0-01,11270-3-0.0-3-91 LOADING (pso TCLL 20.0 TCDL 11.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2006/TPI2002 CS1 TC 0.32 BC 0.35 WB 0.48 (Matrix) DEFIL in (loc) I/def! Ud Vert(LL) -0.07 11-12 >999 360 Vert(TQ -0.23 11-12 >937 240 Horz(TL) 0.02 2 n/a n/a PLATES GRIP M1120 220/195 Weight: 155 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOTCHORD 2x4DFNo.l&BtrG end verticals. WEBS 2 x 4 DF Stud/Std G *Except* BOTCHORD Rigid ceiling direcilly applied or 6-0-0 oc bracing. 4-13: 2 x 4 DF No. I &Btr G JOINTS 1 Brace at Jt(s): 4 AjKDGE Tek recommends that Stabilizers and required cross bracing Oft 2 X 4 DF Stud/Std Installed during truss erection, in accordance with Stabilizer allation guide. REACTIONS All bearings 0-5-8 except at=length) 13=Mechanical, 2=G-1-8. (lb) - Max Horz 13�204([_C 4) MaxUplift All uplift 100 lbor less atjoint(s) 13,10, 9 except 2�180(!_C 8) MaxGrav All reactions 250 lb or less atjoint(s) 9 except 13=842(LC 1), 10=1119(LC 1). 2=362(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 3-5=-579/139, 5-6=-628/122, 6-7=757/189, 7-8�761/140 BOTCHORD 11-12=-51726 WEBS 3-13=-764/120, 3-12=-1 56/619, 6-12�390/211, 8-11 =99/905, 8-1 0=999/247 NOTES (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf, BCDL=4.8pst, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water poncling. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 34�-O tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 10, 9 except at=lb) 2=180. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 13) Per ANSIrrPI 1-2002, Cq=1.0 for plates on wide face & Cq=l.l I for plates on narrow edge of lumber. LOAD CASE(S) Standard 0 81j7 -7Z co P ?v 99,0FE S1 LLI rn C WARNLNG - V.-ify af�ign pa,�nct�v and READ N07PS ON THIS AND LNCLUDED NM REFERENCE PAGE MI. 74 73 rvp. 10 '08 BEFORE USS. Design valid for use only with MTek connectors. This design 6 based any upon parameters shown, and is foron Individual building component. Applicability of design paramenters and proper Incorporation of component Is responsibility of bulding designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stobility, during construction Is the responsibillity, of the Me! erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricollo qualinty control, storage. delivery, erection and brocin ANSI/TP11 Quality Criteria, DSB-89 and BCS1 Building Component 7777 Greenback Lehi, Suite 109 nf;ina a ,?,. consult Safety I available from Truss Plate Institute. 281 N. Lee S reef, Suite 312, Alexandria, VA 22314. Otrus Heights, CA, 95610 7,2010 Job Truss Truss Type Qty PN 832144093 GINNOCHIO A4 DUAL PITCH 5 1 (oplignal) WEBS 2 x 4 DF Stud/Std G B-14 1 Row at midpt 3-17,8-14 '1•A -e s10 -e i -0•o _ _ Olate Offsets (X)0' 17'0-7-4.0-2-31, Job Reference .,.a.. 1n T„e c— n7 11 •n7•n7 ?n1n Pane, A.C. Houston Lumber Co., Sacramento, CA 95929 I— ' ”"^ "' """ "" """""" ""' ' -- • ID:rRLufohUigSD?9vl nFTawFygOJZ-rRLufohUigSD?9vl nFTawF WMUr92H7_sSMS_BBygOJZ F 31tz { B11 F tt3e 15 -os I - zalota I soeei 37-7-0 21.12 S11•S 2-z•8 5-10.7 &9.11 8.10.6 Scale: 3nB-e t' 17 4aB M1120 = eaB MITA= 4x10 Z120= 1.5-74 MITA It 4xS SWIM= u0 11-0.4 18-tatz TOP CHORD 27-0.0 BOT CHORD 2 X 6 DF No.2 'Except I 30.8-a I 36-7-0 a7a.m I I '�0.0 8.0-a BOT CHORD 7 tae WEBS 2 x 4 DF Stud/Std G B-14 1 Row at midpt 3-17,8-14 '1•A -e s10 -e i -0•o _ _ Olate Offsets (X)0' 17'0-7-4.0-2-31, [1210-3 2 Edge] 11270-0-9.1-7-91 MiTek recommends that Stabilizers and required cross bracing LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2006/TPI2002 CSI TC 0.79 BC 0.79 WB 0.61 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) -0.14 15-16 -0.31 15-16 0.05 12 I/deft >999 >923 n/a Ud 360 240 n/a PLATES GRIP M1120 220/195 Weight: 229 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. Except: BOT CHORD 2 X 6 DF No.2 'Except 4-8-0 oc bracing: 3-6 12-15: 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G WEBS 1 Row at midpt 3-17,8-14 DGE JOINTS 1 Brace at Jt(s): 6 �t: 2 X 4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (Ib/size) 17=1681/0-5-8 (min. 0-1-13),14=195910-5-8 (min. 0-2-1),12=242/0-5-8 (min. 0-1-8) Installation auwde. Max Hoa 17=105(1-C 8) Max Uplift17=271(1-C 8), 14=-148(LC 8),12=12(!-C 8) Max Grav 17=1681(LC 1), 14=1959(LC 1), 12=246(LC 13) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-2127/999, 6-7=1969!756, 7-8=-1348/370,8-9=139/674.9-10=149/594, 10-11=200/665 BOT CHORD 17-19=-628/1922,16-19=-628/1922,16-20=229/1376,20-21=229/1374, 21-22=229/1373,15-22=229/1373,14-15=124/1061 f ' WEBS 2-17=-383/138, 3-17=2144/1102, 3-16=-67/387, 7-16=378/956, 8-14=2077/506, kv��o/ COv 10-14=327/156,11-14=722/202,5-6=-375/653,8-15=57/486 /�P N� O/� fl/� NOTES (11 _/ill �%1, �Y/0 1) Unbalanced roof live loads have been considered for this design. � � O VA�6 /►2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C -C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. koF ESS/� 5) A plate rating reduction of 20% has been applied for the green lumber members. OQ 6) Provide mechanical connection'(by others) of truss to bearing plate capable of withstanding 100 Ibuplift at joint(s) 12 except Qt=1b) �� �R S. 17=271,14=148. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. CO 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. (D Q rr 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 Ib down and 30 Ib up at LU C O 3 7-10.6, and 460 Ib down and 69 Ib up at 12-11-14 on bottom chord. The design/selection of such connection device(s) is the ST responsibility of others. E 1-1 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �F Continued on page 2 ; 0 S_, pfember 7,2010 ® WARNING - V.* d—ign par mcte and READ N07ES ON THIS AND LNCLUDED 8II78RREFERENCE PAGE bIIl 7473 ro . 10'08 BEFORE USE. Design valid for use only with Mrrek connectors. This design B based only upon parameters shown, and is for an Individual building component. Appllcobinty of design poramenters and proper Incorporation of component Is responsibility of building designer- not truss designer. gracing shown Mi is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the C erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding po"..e.a,.o, fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI SuBmng Component 7777 Green= lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job TrussTruss Type Oty Pb 832144083 GINNOCHIO A4 DUAL PITCH 5 1 Lb Refe[e[ice Igpl'onal) .. ca.. M 11 •niwn7 7nin Pon. A.C. Houston Lumber Co., Sacramento, CA 95828 .—v . v.,. , ..._. ID:rRLufohUigSD?9vl nFTowFygOJZ-rRLufohUigSD?9vinFTawFWmUr82H?_sSMS_BBy90JZ CASE(S) Standard egular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-18=62, 6-18=-22, 4-7=-62, 7-12=-62, 1-21=20, 21-22=-60, 12-22=20 Concentrated Loads (lb) Vert: 19=200(F) 20=-460(F) is eU' �iTF cod gppR�v�� � • ® WARNING - Venijy dasign pavameteve and READ H0773S ON 77718 AND UVCLEMED W78R REFEREME PAGE MI7473 mv. 10'08 BEFORE USB. �� Design valid for use only with MTek connectors. This design k based only upon parameters shown, and Is for an Individual building component. Applicability of design paromenters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillIty of the MiTek. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding . fabrication, gUty control, storage, delivery, erection and bracing, consult ANSI/TPI1 QualityCriteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informaiton available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citius Heights, CA, 95610 Job TrussTruss Type Qty ph 832144094 GINNOCHIO A4S DUAL PITCH 1 1 Lb 0 .:r,.1, t..a.,.,.se Inn T... cow n7 11 •n2 -n3 2010 Pane A.C. Houston Lumber Co., bacramento, GA tdoaza --- - - -- - - I D:JevHt7i6T7a3dJ UDLy_pTSyg OJY-JevHt7i6T7a3dJ U D Ly -PT S33tEaP0000hOBYj eygOJY • 1 +s a I t to 1s 1 u to 7 tat I 13ae I 17-9-8 I 24x4 I 2.10.15 1.10-1s 1.11-10 S. 0.7 5-10-8 4-1-0 8-8.12 1 3.00 hz sat. =1:51.2 73 Sze MIR(1= 11 - axe M1120= axe M1120= Sze M1120= 1z1 MII2p 11 LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 DF Stud/Std G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-13: 2 x 4 DF No.1 &Btr G JOINTS 1 Brace at Jt(s): 4 GE MiTek recommends that Stabilizers and required cross bracing t: 2 X 4 DF Stud/Std be installed during truss erection, in accordance with Stabilizer � Installation guide. REACTIONS All bearings 0-5-8 except (jt=length) 13=Mechanical, 2=0-1-8. (lb) - Max Horz 13=204(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 13, 11, 9 except 2=-180(LC 8) Max Grav All reactions 250 Ib or less atjoint(s) except 13=618(LC 1), 11=1190(LC 1), 9=326(LC 1), 2=366(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-5=307/88, 5-6=-355/70, 6-7=26/370, 7-8=-72/353, 8-9=395/81 BOT CHORD 11-12=0/328, 10-11=30/347, 9.10=30/347 WEBS 3-13=-553/80, 3-12=-88/279, 6-11=-798/112, 7-11=-295/137, 8-11=724/209 NOTES (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 13, 11, 9 except at --lb) 2=180. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 11) This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSIlrPI 1. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 13) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard • BV env gppR�V�, N D ® WARAf7NG-Ve+ijJ design paswmetcrsand READ N0786OWTHIS AMLNCLUDBDMTEKREFEREMSPAGE W1.7473rev. 10.'O8B6i'OR8r1S8. Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromentets and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek -l' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding .ow.o,o .�n.a.w• , fabrication, =gty.control storage, delivery, erection and braringg, consult ANSI/1FI1 Quail Criteria, DSB-89 and BCSI Building Component 7777 Greenbedi Lane, Suite 109 Safety Intorma8on available from Truss Plate Institute, 281 N. Lee Sfreef, Suite 312, Alexandria. VA 22314. Citrus Heights, CA,Viio 1 510-0 510 0 13-11.4 8.1 .4 I 17.9.8 3.10-6 I 23.8-4_ X2454 , , 59-12 1 _ Plate Offsets (Y)7 f900-0-7 Edg1270-3-0.0-3-01 LOADING (psf) TCLL 20.0 SPACING 2-0-0 Plates Increase 1.00 CSI TC 0.30 DEFL Vert(LL) in (loc) -0.06 11-12 I/deft >999 Ud . 360 PLATES GRIP M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.18 11-12 >883 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code IBC2006/TP12002 (Matrix) Weight 155 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 DF Stud/Std G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-13: 2 x 4 DF No.1 &Btr G JOINTS 1 Brace at Jt(s): 4 GE MiTek recommends that Stabilizers and required cross bracing t: 2 X 4 DF Stud/Std be installed during truss erection, in accordance with Stabilizer � Installation guide. REACTIONS All bearings 0-5-8 except (jt=length) 13=Mechanical, 2=0-1-8. (lb) - Max Horz 13=204(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 13, 11, 9 except 2=-180(LC 8) Max Grav All reactions 250 Ib or less atjoint(s) except 13=618(LC 1), 11=1190(LC 1), 9=326(LC 1), 2=366(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-5=307/88, 5-6=-355/70, 6-7=26/370, 7-8=-72/353, 8-9=395/81 BOT CHORD 11-12=0/328, 10-11=30/347, 9.10=30/347 WEBS 3-13=-553/80, 3-12=-88/279, 6-11=-798/112, 7-11=-295/137, 8-11=724/209 NOTES (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 13, 11, 9 except at --lb) 2=180. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 11) This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSIlrPI 1. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 13) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard • BV env gppR�V�, N D ® WARAf7NG-Ve+ijJ design paswmetcrsand READ N0786OWTHIS AMLNCLUDBDMTEKREFEREMSPAGE W1.7473rev. 10.'O8B6i'OR8r1S8. Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromentets and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek -l' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding .ow.o,o .�n.a.w• , fabrication, =gty.control storage, delivery, erection and braringg, consult ANSI/1FI1 Quail Criteria, DSB-89 and BCSI Building Component 7777 Greenbedi Lane, Suite 109 Safety Intorma8on available from Truss Plate Institute, 281 N. Lee Sfreef, Suite 312, Alexandria. VA 22314. Citrus Heights, CA,Viio Job Truss russ Type oty Ply R32144095 GINNOCH10 A7 10, UAL PITCH Plates Increase 1.00 Lb (optional) Vert(LL) -0.13 12-13 >999 360 TCDL 11.0 Reference : — 7— -2— n7 11 n? -AA ?010 pane, A.C. Houston Lumber Co., Sacramento, CA 95828 . 7.240Sjun i5ZOW-1-1,10-1.3,111— I--, ID:nqTf4TjkERiwES3QvgV20fygOJX-nqTf4TjkERtwES3QvgV20fbDLevv&JI�wgx5G4ygOJX 20-10-14 29-9.4 3 36-9-7 1 41-7-9 5-11.5 5.10-7 5.10.7 -10-4 5-1-14 Sule: W6`0' SA8 M112D � 3.00112 14 3X8 M112D 30 M1120= 54 M1120 = UID M112D 1.50 M112D 11 I X-4:0— I I'd 8,14 4,11-7 0- - Plate Offsets (X.Y)@ f9mD-1-13.0-10-DJ.1970-0-0.0-1-1 LOADING (p.� SPACING 2-0-0 CS1 DEFL in Qoc) I/defl Ud TCLL 20��o Plates Increase 1.00 TC 0.32 Vert(LL) -0.13 12-13 >999 360 TCDL 11.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.26 12-13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) LUMBER BRACING PLATES GRIP M1120 220/195 Weight: 196 lb FT = 20% TOP CHORD 2 X 6 DF No.2 G TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD 2x4DFNo.I&BtrG BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 x 4 DF Stud/Std G 6-0-0 oc bracing: 1-14. WEDGE WEBS I Row at midpt 3-14,5-11 2 X 4 DF Stud/Stcl MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (IbIsize) 14=1221/0-5-8 (min. 0-1-8), 11=1642/D-5-8 (min. 0-1-12), 9=231/0-5-8 (min. 0-1-8) Max Horz 114�76(1_C 6) Max Upliftl[4�1159(!_C 8), ll=-121(LC 8), 9=17(LC 8) Max Grav 14=1221(LC 1). 11=1642(LC 1), 9=251(LC 13) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 34�1234/306, 4-5=9601272, 5-6=-25/534, 6-7=35/455, 7-8�921537, 8-9=273/56 BOTCHORD 13-14�143/1130,13-15=-68/913.15-16�68/913,12-16=68/913.11-12=72f776 WEBS 2-14=-384/209, 3-14=1 383/346, 4-13=-28/375, 5-12=01320, 5-11 =1 558/302, 7-11 =-378/171, 8-11 =682/193 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reacbons shown; Lumber DOL=11.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except at=lb) 14=159, 11=121. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Per ANSI1TPI 1-2002, Cq=11.0 for plates on wide face & Cq=l.l 1 for plates on narrow edge of lumber. LOAD CASE(S) Standard 0 'et/k/rr co lj/vr�' PP D/ V/S Rd PAI V��6 9?,OFESS/ S. CO 0 UJI IX C 0 4 6 L *\ EXFY3,X�� /* , A& WARNZNG - Vet!ib desiyrtpa�metere andREAD NOINS ONINISAM LINICLUDED OTEKRBFEREME PAGE 111111-7473 rev. 1O.'08BEFORS US& Design valid for use only with Mlek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design peramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Nil Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding ...... I fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quall Criteria, DSB-89 and BCSI Building Component i��;7resnbaa suite iog Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, Vl� 22314. Citrus HeIghti, CA,'95610 7,2010 Job A.C. Houston Lumber Co., Sacramento, CA 95828 7.240 s Jun I o cv r0 Ivn 1 a� „wow 1-0 ter �• • . • -•-- -- - Truss Truss Type Qty Ply 832144096 GINNOCHIO A7A DUAL PITCH 1 1 �Jgb Spference (optional) -i r. -a ce..07 11:12.05.9010 Pana' Pone' I pkN7lgnscecSNOHYtygOJ W -F001 IpkN7lgnscecSNOHYt8N52FrtJOH19KgeoWygOJ W • I 2112 1 911 15-0.6 { 20.10.14 1 28.9-4 I 4-104 5 11144.9-7 ZI-12 &11.5 511.5 5-147 5.10.7 410.4 sal.. 1:60.4 firs MI120 = 3.00 [IL 309 MI120 = 0� I� 409 M1120 = ae -M - .arc m112D I I '1h0 11-0-4 18-10- 27.0.0 1 31-7-9 I 31-9-7 I 1 1110 8-0.4 710.9 I 3-1.11 Plate Offsets (X.Y)• [1370-3-0.0-3-41 LOADING (psf) TCLL 20.0 SPACING 2-0-0 Plates Increase 1.00 CSI TC 0.39 DEFL in Vert(LL) -0.13 (loc) I/defl L/d 13.14 >999 360 PLATES GRIP M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.26 13-14 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.51 Horz(TL) 0.04 12 n/a n/a BCDL 10.0 Code IBC2006/TP12002 (Matrix) Weight: 192 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 DF Stud/Std G 'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 9-10: 2 x 4 DF No.1 &Btr G WEBS 1 Row at midpt 3-15,5-12 MiTek recommends that Stabilizers and required cross bracing • be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS (Ib/size) 15=1184/0-5-8 (min. 0-1-8), 12=1752/0.5-8 (min. 0-1-14),12=1752/0-5-8 (min. 0-1-14) Max Harz 15=83(LC 7) Max Uplift 15=-157(1-C 8), 12=-205(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1162/201, 4-5=-835/120, 5-6=-461/844, 6-7=-471/765, 7-8=533/850 BOT CHORD 14-15=64/1069, 14-16=0/837, 16-17=0/837,13-17=0/837,12-13=0/624 WEBS 2-15=-381/206, 3-15=1317/254, 4-14=51/379,5-13=50/362,5-12=-1736/552, 7-12=-397/191, 8-12=627/484 NOTES (8) ^ 1) Unbalanced roof live loads have been considered for this design. lJ c (� 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (all LD 4 vN� heights) and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & p /�/'Vr MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 14r /1® I 3) This truss has'been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �/�1{ 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �® will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) 15=157,12=205. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.F ESS 8) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. �OQ�� ���/9� S LOADCASE(S) StandardUJI T�NC�F�Z CD Q fr1 IX 46433 T * XP - 1-11 • S, tember 7,2010 A WARNING • V.4jjr design parameters and READ NOTES ON nNS AND INCLt1DBD W"N RBFBREME PAGE MI -7473 rev. 10 'OS BBPORB LW. Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an Individual building component, Applicabigty, of design paramenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MIK, K, , erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding � fabrication, quality control, storage, delivery, erection and bracing consult ANSI/IPIt Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback lane, Suite 109 Safety Into available available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95810 Job Truss[DUAL russ Type Oty Ply 832144097 GINNOCHIO A7B PITCH 1 1 Lb Reference (oDtional) LOADING (pso TCLL 20.0 SPACING 2-0-0 Plates Increase 1.00 CSI TC 0.29 ..w--. 1- T„e co,. 07 11:02:06 9010 Pane' A.C. Houston Lumber Co., Sacramento, CA 95828 r.LMV S JLHi 1� .,1, ,,,-. • -- - - ID:kCaPV9k?m2yeUmDo05YW54ygOJV-kCaPV9k?m2yeUmDoO5YW54haNSbxDsiSN QCKzygOJV 028- 3-19-4 sz- -3 , }1-12 5-11-5 5.11-5 5.10-7 5.147 6'0'7 S.I. - 1:50.8 0x8 M112D !0Z: 12 3.4 M112D = 5x0 M1120= 4xe M1120= 214 M112D II 3x8 M112D = b l 3-0-0 l 11.0.4 ].0.0 t 1&10.12 710.0 l 27-0-0 l 32.9.7 8-1J Plate Offsets (X.Y)7 F1070-3-0.0-3-41 - LOADING (pso TCLL 20.0 SPACING 2-0-0 Plates Increase 1.00 CSI TC 0.29 DEFL in Vert(LL) -0.13 (loc) I/deft L/d 10-11 >999 360 PLATES GRIP M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.26 10-11 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 181 Ib FT = 20% LUMBER TOP CHORD 2 X 6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 x 4 DF No.1 &Btr G end verticals. WEBS 2 x 4 DF Stud/Std G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 7-8: 2 x 4 DF No.1 &Btr G 6-0-0 oc bracing: 1-12. WEBS 1 Row at midpt 3-12,5-9 • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (Ib/size) 12=1232/0-5-8 (min. 0-1-8), 9=1540/0-5-8 (min. 0.1-10), 9=1540/0-5.8 (min. 0-1-10) Installation ou'de. Max Horz 12=95(LC 7) Max Uplift 12=-160(LC 8), 9=150(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=1255/258, 4-5=995/186, 5-6=-209/427, 6-7=277/440 BOT CHORD 11-12=-117/1148,11-13=-33/936,13-14=-33/936,10-14=-331936, 9-10=8/819 WEBS 2-12=-385/210, 3-12=1402/310, 4-11=39/370,5-10=0/288,5-9=-1477/389, 6-9=-427/201.7-9=-460/409 ' NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.Bpsf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0t=1b) 12=160.9=150. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard • B��LoiN���v�,�, AppRoV�� � WARNRNG - Venifg design pararncters and READ N079S ON THIS AND LVCLtWED JfI78HREFERENCE PAGE 591.7473 r . 10'08 BEFORE USE. J IV�• J. . Design valid for use only with Mnek connectors. This design Is based only upon parameters shown, and is for an Individual buldling component. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer •not truss designer. Bracing shown ' is for lateral support of Individual web members only. Additional temporary bracing to Insure stability dipring construction is the responslbillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ...o...: fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety InformaB0 available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA;'95610 Job Truss Truss Type City 11 1ply R32144098 GINNOCHIO AX DUAL PITCH Plate Offsets (X -Y)7 [10,0-3-0.0-3-41 11job Reference (oplignall � nAA 1 4 2 )nl (I M!Tak ind—maq Inc Tua Sao 07 11:02:07 2010 Page ' A.C. Houston Lumber Co., Sacramento, CA lilbBZU ID:CP8nj'Md . XM4V5wo?ao3idlygOJU-CP8njMdXM4V5wo?ao3ldlDk2sx6yJVbCegisPY90JU 30-9,Z I 20-10-14 1 V-11 5-10-7 4-0-3 11-12 It -1 5-10-7 Sal. - 1:53.3 0X8 M1120 ZZ 3x4MI120= 3X6 M1120 = ?0� 3xI0 M1120 = 1.5x4 M1120 It LUMBER TOP CHORD 2 X 6 DF No.2 G BOTCHORD 2x4DFNo.l&BtrG WEBS 2 x 4 DF Stud/Std G *Except* 7-8: 2 x 4 DF No.11 &Btr G BRACING TOPCHORD BOTCHORD WEBS REACTIONS (lb/size) 12=1265/0-5-8 (min. 0-1-8), 9=1343/0-5-8 (min. 0-1-8), 9=1343/0-5-8 (min. 0-1-8) Max Horz 12= 1 07(LC 7) Max Uplift 1 2=1 63(LC 8), 9=-99(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 3-4=1 321/299, 4-5=-1 112/262 BOTCHORD 11-12=-156/1203,11-13=82/1005,13-14=82/1005,10-14=-8211005, 9-10�82/962 WEBS 2-12=-387/212, 3-12=-1462/350, 4-11=28/362,5-10=0/254, 5-9=-1339/308, 6-9=-368/165 Structural wood sheathing directly applied or 6-0-0 oc purfins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-12.5-9 MiTek recommends that Stabilizers and required cross bracing be installed cluiring truss erection, in accordance with Stabilizer Installation nuide. NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf, BCDL=4.8psf, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C -C Extedor(2) zone; cantilever left and fright exposed; end vertical left and right exposed;C-C for members and forces & MWIFIRS for reactions shown; Lumber DOL=1.33 plate gdp DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except Gt=lb) 12=163. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Per ANSIrrPI 1-2002, Cq=1.0 for plates on wide face & Cq=11.1 1 for plates on narrow edge of lumber. LOAD CASE(S) Standard 0 '0jj81jrr C Z (J/Vry 0 �VOFESS/ S. CO G) 0 LU X C 04VV WAWNG - V�,4fy d�ign p�ntef.-a and READ NOTES ON 7XIS AM LNUUDJW N=REFEREME PAGE §91-7472 �. 10-'08 REPORS Uss. Design valid for use only with MrTek connectors. This design 6 based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown N1 11 6 for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding ANSI/TPIl Qual CrIted , DSB-89 and BCSI Bulldlng Component uite 109 fabrlcoflonr�nqgofinty control, storage. delivery, erection and bracing, consult V a 77 nten�.;LZ., S Safety Into available from Truss Plate Institute. 281 N. Lee Street, Suite 312, Alexandria, 22314. Citrus Heights, CA, 95610 7,2010 111-0-4 1 3-4-7 Plate Offsets (X -Y)7 [10,0-3-0.0-3-41 LOADING (psO TCLL 20.0 SPACING Plates Increase 2-0-0 1.00 CS1 TC 0.29 DEFIL Vert(LL) in (loc) -0.113 10-11 I/defi >999 Ud 360 PLATES GRIP M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.26 10ml I >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code IBC2006rrPI2002 (Matrix) Weight 172 lb FT = 20% LUMBER TOP CHORD 2 X 6 DF No.2 G BOTCHORD 2x4DFNo.l&BtrG WEBS 2 x 4 DF Stud/Std G *Except* 7-8: 2 x 4 DF No.11 &Btr G BRACING TOPCHORD BOTCHORD WEBS REACTIONS (lb/size) 12=1265/0-5-8 (min. 0-1-8), 9=1343/0-5-8 (min. 0-1-8), 9=1343/0-5-8 (min. 0-1-8) Max Horz 12= 1 07(LC 7) Max Uplift 1 2=1 63(LC 8), 9=-99(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 3-4=1 321/299, 4-5=-1 112/262 BOTCHORD 11-12=-156/1203,11-13=82/1005,13-14=82/1005,10-14=-8211005, 9-10�82/962 WEBS 2-12=-387/212, 3-12=-1462/350, 4-11=28/362,5-10=0/254, 5-9=-1339/308, 6-9=-368/165 Structural wood sheathing directly applied or 6-0-0 oc purfins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-12.5-9 MiTek recommends that Stabilizers and required cross bracing be installed cluiring truss erection, in accordance with Stabilizer Installation nuide. NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf, BCDL=4.8psf, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C -C Extedor(2) zone; cantilever left and fright exposed; end vertical left and right exposed;C-C for members and forces & MWIFIRS for reactions shown; Lumber DOL=1.33 plate gdp DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except Gt=lb) 12=163. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Per ANSIrrPI 1-2002, Cq=1.0 for plates on wide face & Cq=11.1 1 for plates on narrow edge of lumber. LOAD CASE(S) Standard 0 '0jj81jrr C Z (J/Vry 0 �VOFESS/ S. CO G) 0 LU X C 04VV WAWNG - V�,4fy d�ign p�ntef.-a and READ NOTES ON 7XIS AM LNUUDJW N=REFEREME PAGE §91-7472 �. 10-'08 REPORS Uss. Design valid for use only with MrTek connectors. This design 6 based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown N1 11 6 for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding ANSI/TPIl Qual CrIted , DSB-89 and BCSI Bulldlng Component uite 109 fabrlcoflonr�nqgofinty control, storage. delivery, erection and bracing, consult V a 77 nten�.;LZ., S Safety Into available from Truss Plate Institute. 281 N. Lee Street, Suite 312, Alexandria, 22314. Citrus Heights, CA, 95610 7,2010 Job A.C. Houston Lumber Co., Sacramento, CA 95828 r • v s """"'""""'""' Truss Truss Type City Pty 832144099 GINNOCHIO A713 DUAL PITCH 1 1 AOnn4nxA1Tn4Industrles Inc TueGan0711,02:082010 Page' Inc ' "" - - - 1 D:gb IAwrm FI g CMj4M B8Wa_AVy90JT-gbiAwrmF Ig C Mj4 M BBWa_AVmvm F H Hh mbl rHvJ Pryg OJT • I 1112 { 911 15.0-6 I 191914 26-9-4I 2&:3 3-1-12 5_11-s 5_11.5 5_10.7 1 5_197 2-0.7 etele � 1:87.7 6x8 MIIiO 12 axe MI120= 10 M1120= 5.8 M1120= 0� 3x8M1120= 1.5x4 M112D 11 ane 11 -o -a 191912 I z7.o-g _ 2997 I � 3-0.0 8-0-4 t 7 10-8 91-6 1A7 Plate Offsets (X y)' 110'0 3-0 0-3-41 LOADING (psf). TCLL 20.0 SPACING 2-0-0 Plates Increase 1.00 CSI TC 0.29 DEFL in (loc) I/deft Ud Vert(LL) -0.13 10-11 >999 360 PLATES GRIP M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.2710-11 >999 240 BCLL 0.0 ' BCDL 10.0 Rep Stress Incr NO Code IBC2006/TP12002 WB 0.41 (Matrix) Horz(TL) 0.05 9 n/a n/a Weight: 164 lb FT=20% LUMBER TOP CHORD 2 X 6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 DF Stud/Std G 'Except* BOT CHORD • Rigid ceiling directly applied or 6-0-0 oc bracing. 7-8: 2 x 4 DF No.1 &Btr G WEBS 1 Row at midpt 3-12,5-9 MiTek recommends that Stabilizers and required cross bracing • be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS (Ib/size) 12=1285/0-5-8 (min. 0-1-8),9=1159/0-5-8 (min. 0-1-8),9=1159/0-5-8 (min. 0-1-8) Max Hoa 12=120(LC 7) Max Uplift 12=164(LC 8), 9=83(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-0=1360/323, 4-5=1180/306 BOT CHORD 11-12=181/1236,11-13=-113/1046,13-14=-11311046,10-14=113/1046, 9-10=-139/1045 V WEBS 2-12=-388/213, 3-12=1498/375, 4-11=2.1/358,5-9=1241/252, 6-9=363/150 ����o rl'Cot NOTES (8) •� 1) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.6psf,* ll 2) heights) and C -C Exterior(2) zone; cantilever pe er left and right exposed; ; end vertical eft and right xpo en d;C-C for members and ; Exp C; enclosed; MWFRS forces& RO MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except Qt --lb) 12=164. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.F ESS/0�9� 8) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. �OQR� S. LOAD CASE(S) Standard �T�NC�Fyc Q UJ rn C 04 * EXP • Se to er 7 201 A WARNMID - Verify design po, ntetnw and READ N07ES ON7NISAND LNCLUDED M=REFERBWE PAGE 591.7473 rev. 10'08 BEFORE USE. , Design valid for use only with AN7ek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown > is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity, of the We erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regardingj fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Ouall Crtferlo, DSB•89 and BCSI Building Component 7777 Greenback L.arfe, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610' Job TrussTruss Type Qty Ply R32144100 GINNOCHIO AS DUAL PITCH 1 2 Job Reference (oplignall LOADING (psf) SPACING 2-0-0 CSI DEFL in n,n eelT-1-A „er.:ae e T� In�qan n711'n210 2010 Paae • A.C. Houston Lumber Co., Sacramento, CA 95828 - .- ..... _.....____.__, _._ . _ _ ID:c_gwLXnVpHS4yNWaFwCSFwygOJR-c_gwLXnVpHS4yNWaFwcSFwr6u3uY9XT1lbOPTkygOJR • l N10-11 I 150-5 I zalau z70o 11.12 5.11-s 5.11-5 5.10-7 B•1 2 $Dole: 7/4'e1' W MQDO am 112 11 10.12 MII2e= 658 MIaO = I. MUM= ]-0-a i 11-0.1 Sao eo/ 1&10-12 71ae I 21a I Plate Offsets (KY10 14'0-4-0 0 3 13j. [870.4-0 0-5 8), [100-6-0 0-5-8), [11'0-3 8 0-2_Q) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.89 Vert(LL) -0.16 8-10 >999 360 M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.34 8-10 >845 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2006fTP12002 (Matrix) Weight 380 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins, except BOT CHORD 2 X 8 DF SS G end verticals. WEBS 2 x 4 DF Stud/Std G 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-7: 2 x 4 DF No.1 &Btr G WEBS 1 Row at midpt 3-11,5-7 •CTIONS (Ib/size) 11=6607/0-5-8 (min. 0-3-8), 7=6732/0-5-8 (min. 0-3-9) Max Harz 11=125(LC 7) Max Upliftl 1=-444(LC 8), 7=373(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2815/279, 2-3=2951/383, 3-4=10067/1626, 4-5=-8548/1417, 5-6=-712/186, 6-7=-472/140 BOT CHORD 1-11=-247/2658, 11-12=-1338/8887, 12-13=1338/8887, 10-13=1338/8887, 10-14=1025/7066, 14-15=1025/7066, 9-15=1025!7066, 8-9=1025/7066, 7-8=-1066/7090 WEBS 2-11=-563/220, 3-11=-7165/1224, 3-10=-40/1176, 4-10=-572/4075, 4-8=303/2229, 5-8=299/2840, 5-7=7885/1231 NOTES (11) 1) 2 -ply truss to be connected together with 1 Od (0.148"x3") nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 x 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C -C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt -Ib) 11=444, 7=373. 9) This truss is designed in accordance with the 2008 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2100 Ib down and 314 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. llulll� gpp�O��s Fp �oQ?,pFESS/pN� S. co UJI m w C 0443 M LOAD CASE(S) Standard Continued on page 2 • e' tuber 7,2010 A WARNING Verify design pav ametms and READ N07ES ON THIS AND INCLUDED MTEK RBFERENCE PAGE MI.7473 rev. 10 'O8 EEFORE EASE. Design valid for use only with Mitek connectors. This design B based only upon parameters shown, and is for an Individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not buss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibiility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .a..�..o.ee.o... fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•B9 and SCSI Building Component 7777 Greenbed Une, Suite 109 Safely Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Ciws Heights, CA, 95810 Job Truss Truss Type Qty Ply 832144100 GINNOCHIO AB DUAL PITCH 1 2 Ao mmn RAITnL Inri„efrioc I., Trkp Cpn n7 11,02,10 2010 Paoe ; A.C. Houston Lumber Co., Sacramento, UA 8bti2a ID:c_gwLXnVpHS4yNWaFwcSFwygOJR-c_gwLXnVpHS4yNWaFwcSFwr6u3uY9XT11bOPTkygOJR CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-62, 4-6=-62.1-13=20,13-14=-495(F=-475), 14-15=535(F=475), 7-15=495(F=-475) Concentrated Loads (lb) Vert: 12=2100(F) • �U e��`o/NF CoUN PP; t �6 /OA1 VA�6 • At® WARWNG Verify design pw,ametwr and READ N07ES ON THIS AM UiCLWBD NTSK RUERBNCB PAGE MI 7473 rev. 10'08 BEFORE USB. Design vol d for use only with Mnek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the Me erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII OuailCriteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexondrlo, V11 22314. Citrus Heights, CA, 95610 Job A.C. Houston Lumber Co., Sacramento, CA9552tl"' - Truss Truss Type Qty Pty R32144101 GINNOCHIO A9 DUAL PITCH 5 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in 7 WA a 0 MiTAk Industries. Inc. Tue Sep 07 11:02:112010 Page hm 1a 901 d --' I D:4AOIYto7abaxaX5mpe7ho6ygOJQ-4AOIYto7abaxaX5mpe7ho8000TIzu6LBXF7z?AygOJQ • 15-0-6 o- 11.12 5-11-5 5-11.5 5-10-7 5-9-11 Sale =1:07.5 6.8 M1120� 206 2011 10 3x4 M1120 = Us KIMI 3x9 M1120 = 3.SM1120= 1 11-0.1 18-10-12 I 26.9.12 -i F- un 8-0./ 7.10-8 7-10-0 Plate Offsets (X,)1' [870-3-0.0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.13 8-9 >999 360 M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.27 8-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.40 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 150 Ib FT = 20% LUMBER TOP CHORD 2 X 6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 DF Stud/Std G 'Except' BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing, Except: 6-7: 2 x 4 DF No.1 &Btr G 6-0-0 oc bracing: 1-10. WEBS 1 Row at midpt 3-10,5-7 • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS (Ib/size) 10=1283/0-5-8 (min. 0-1-8),7=992/Mechanical oulde. Max Hoa 10=133(LC 7) Max Uplift 10=-163(LC 8), 7=-71 (LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=1356/325, 4-5=-1175/313 BOT CHORD 9-10=-187/1233, 9-11=-121/1041, 11-12=-121/1041, 8-12=121/1041, 7-8=-152/1040 WEBS 2-10=-388/214, 3.10=-1495/382, 4-9=19/360, 5-7=1225/244 r &IJ NOTES (9) Si /`• ► 1) Unbalanced roof live loads have been considered for this design. / 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. ll; Exp C; enclosed; MWFRS (all CION��®v^/ry heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & e • MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 APO �i��s�® 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.®� /V i 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • / �6 �/ will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) 7 except Qt=1b) 10=163. �OFESS/p 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/rPI 1. V? N,9� 9) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. � ��GR S. Q�C� G1 LOAD CASE(S) Standard ,L (D C 0 131 • eptember 7,2010 �r A WARNING • Verify d®ign parmnete and READ M07ES ON MIS AND DVCLUDBD MIM RSFERSNCS PAGE MR 7473 rev. 10 '08 BEFORE USE. ' l Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and Is for an Individual building component. Appl cabillty of design paromenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stabi0ty, during construction is the responsibillity, of the ViTe erector. Additional permanent bracing of the overall structure is the responsiblOty of the building designer. For general guidance regarding �T/- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII CuaBN Criteria, DSB-89 and BCSI Building Component 7777GreenbaylClarie, 6uite log Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights; CA, 95810 Job Truss Truss Type Qty PIY 832157855 GINNOCHIO A10 DUAL PITCH 1 1 Lb (optional) LOADING (psf) TCLL 20.0 SPACING 2-0-0 Plates Increase 1.00 CSI TC 0.81 DEFL in Vert(LL) -0.29 Reference .. 1_.a T6„ ca,, no 11:42.32 201n Pana 1 A.C. Houston Lumber Co., Sacramento, CA 95828 7.250 5 Sep 1 201 V 1- 1 elf in us as, r -- ...,_.__ __ . • ID:ApQ3b?K6oFa6WFsrzgCguiyfLXb-ApQ3b?K6oFa6WFsrzgCguiOKZ6uSz?FBXhpOSbyfLXb }1 12 I 9.11.4 15-0-8 I 1s$-0 Yt-12 8-&8 5-1-2 35.10 42.12 04-12 21-4 2-0.4 9ple: 1l4'=1' e18 MII20 16 SxOM1120% 5180011120-- 1.554 M112011 214 M1120 11 '�0 �, 410-8 I &11-4 '1.ti0 115-8 u1z I 15-0.0 511.12 I 186-0 '�%Ln I 22$-12 I 25-1-8 I 27-0.0 4212 21-12 1.10.8 Plate Offsets (XY)• [1070-6-4.0-2-41.[1300-8-0.0-3-121-[15-0-3-12.0-2-81 - LOADING (psf) TCLL 20.0 SPACING 2-0-0 Plates Increase 1.00 CSI TC 0.81 DEFL in Vert(LL) -0.29 (loc) I/deft L/d 12-13 >981 360 PLATES GRIP M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.90 12-13 >317 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(TL) 0.64 9 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight 152 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G 'Except* TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purlins, except 4-8:2 X 6 DF SS G end verticals. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BS 2 x 4 DF Stud/Std G 'Except* WEBS 1 Row at midpt 3-15 8-9: 2 x 4 DF No.1 &Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 9=1001/0-5-8 (min. 0-1-8), 9=1001/0-5-8 (min. 0-1-8),16=1689/0-5-8 (min. 0-1-13) Max Hoa 16=131(LC 7) Max Uplift9=-75(LC 8),116=199(1_13 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-148/296, 2-3=-871/118, 3-4=-3577/622, 45=3295/599, 5-6=1897/431,11 / t, 6-7=367/159, 7-8=-531/165, 8-9=934/223 BOT CHORD 1415=-466/2821, 13-14=-470/2838,12-13=-270/1837,11-12=260/1759, 10-11=266/1852�B /� � CO WEBS 2-16=-1678/448, 2-15=-169/1028, 3-15=-2452/511, 413=-180/1312, 3-13=0/667, 1/� NOTES (8) 5-13=-164/1669, 7-10=-57/559, 6-10=-2341/368,6-11=1/357,8-10=-160/803 I� IVi /� �® �///A��� " I1� / 1) Unbalanced roof live loads have been considered for this design. � 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except Qt=1b) �pF ESS/p 16=199. QP Nq� 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. C-0 .5 %NC�F�C LOAD CASE(S) Standard 0 Q Ty71 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 LU C 04 rn Uniform Loads (plf) Vert: 4-8=-62,1-15=20,13-15=-20,10-13=20, 9-10=20 * E - 1 Trapezoidal Loads (plf) Vert: 1= -122 -to -4=-67 gTFOF C • inber 9,2010 A WARWNG Verib design pm• eiere and READ NO7BS ON 7W[S AND INCLUDBD AVTEK RBFBRBNCB PAGB WI.7473 rco. 10'08 BBFORB USB. Design valid for use only with Mfrek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown ��• ' % /� , Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the ITek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingow..- fabrication, quality control, storage, delivery, erection and bracing consult ANSI/17111Quall Criteria, OSB -89 and SCSI Building Component 7777 Greeri6�`r7 n`e, suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Helahts; CX95610 Job A.C. Houston Lumber Co., Sacramento, CA 95828 [.LUV 5 Qep ""'"'"" "" "'"""""" ' "'" ""'"-'-- --'" Truss Truss Type Qty Ply 832157858 GINNOCHIO ACOA DUAL PITCH 1 1 Lb Refereno (9plional) Ts,,, Se" no 11.42.33 2010 Pana 1 Pone XOkvQwyfLXa-e7_RpLLkZZ1z8PR1 XOkvQwYVJWEgiSVKmLYx71 yfLXa • 1=1:12 31.1 9.114 lcna 3 22212 1 2 51-2 191t! z1N 2-04 S.I. - 1:51.5 6,8 M1120 M W. MIIID— 5X5 MIIID �' ` - ...112011 2x4 M112D II 5x4 MUD= 'a_a0 410.9 &11.4 15-0.0 1880 22.8.12 251.8 270-0 28.10.15 , '+s -o I 110.9 I 50.12 I u12 I 'sx0 I 4-212 I 2+12 1.1ae 1.10.15 Plate Offsets (X,Y)' [1270 6-4 D-2-41,[1 5'0 8-0 0 3-121 f 1770-3 12 0 2 81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.81 Vert(LL) -0.29 14-15 >981 360 M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.90 14-15 >317 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(TL) 0.64 11 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 164 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G 'Except TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purlins, except 4-9:2 X 6 DF SS G end verticals. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G 'Except WEBS 1 Row at midpt 3-17 • 9-10: 2 x 4 DF No.1 &Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation cluide. REACTIONS (Ib/size) 18=1690/0-5-8 (min. 0-1-13), 11=1157/0-5.8 (min. 0-1-8), 11=1157/0-5-8 (min. D-1-8) Max Horz 18=119(LC 7) Max Uplift 18=199(LC 8), 11=-87(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=144/296, 2-3=-871/119, 3-4=3582/603, 4-5=3300/581, 5-6=1903/417, 6-7=-374/146, 7-8=537/148 BOT CHORD 16-17=-454/2824,15-16=-457/2841, 14-15=251/1842,13-14=240/1764, 12-13=-250/1858 WEBS 2-18=-1677, 5-11 2-17=166/1029,3-17=-2454/500, 340/36017/234, 4-15=170/1315, �OVNTI- 3-15=0/687, 5-15=160/1668, 7-12=-42/548, 8-12=2340/386, 8-13=3/358, 8-12=-170/834 NOTES (8) �® ///�/z�s/ot 1) Unbalanced roof live loads have been considered for this design. V� 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (all O heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members.F ESS 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11 except Qt=lb) �P�O /ON�� 18=199.�!r 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. S TANG► F'Lc 8) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. C0 CD m LOAD CASE(S) Standard u, C O 3rn 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) 1111r1-11 Vert: 4-9=-62,1-17=20,15-17=-20,12-15=20,10-12=-20 Continued on page 2 N • /, �gtember 9,2010 A WARMNG Ve,% design pmametera and READ NOMS ON TATS AND D1 UMEDW=REFERENCE PAGE W1.7473 neo. 10108 BSFORS E089 f i i�• /' /�/.. Design va0d for use only with Mitek connectors. This design h based only upon parameters shown, and Is for an individual building component. Applicabilityof design ramenters and , g pa proper Incorporation of component Is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the IVek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding .e.1. .,.L. . fabrication, quality control storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSO -89 and BCSI BuBding Component 7777 Greentiadllane, Suite 109 Safety Informatton available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Helaht5: CA. 95810 Job - Truss Truss Type QtY Ply 832157858 GINNOCHIO A10A DUAL PITCH 1 1 �job Reference (optional) .. Sn 09 11-4233 2010 Page 2 Q.... A 9Mn EAITnI1 Indunddes Inc Thu o A.C. Houston Lumber Co., Sacramento, CA 85529 o ��r "" "'-' "" ID:e7_RpLLkZZiz8PRIXOkvQwyfLXa-e7 RpLLkZZiz8PRIXOkvQwYVJWEgiSVKmLYX?lYfLXa OD CASE(S) Standard Trapezoidal Loads (plf) Vert 1= -122 -to -4=-67 • k'D/j� �� o�s o QVFo a 0 A WARNING Verify doign pwi ,et— and READ NO7ES ON MIS AND INCLUDED 87178KREFERBNCE PAGE 8W 7473 neo. 10 '08 BEFORB USE. Design void for use only with Milek connectors. This design b based only upon parameters shown, and Is for an Individual building component. Applicablrity of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the We k' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding '.—W — --Z- fabrication; quofiy control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informa8on available from Truss Piste Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job . Truss Truss Type Qty Ply 832157857 GINNOCHIO A10B DUAL PITCH 1 1 Lb LOADING (psf) SPACING 2-0-0 _ ___._�. Reference _..__ ,__ rte.. n__ nn ....ene nn.n o.,..,, A.C. Houston Lumber Co., Sacramento, CA 95828 7.250 a Sep 1 20 w Ivo I eR Inuustnae, x:N ID:aO5CE1 M75AyhNiaQepmNVLyf-XY-aO5CE1 M75AyhNiaQepmNVLerpKwKAMudDfl23wyFLXY • I zt tz s 11-0 151 A I te-s.o I zff 2z.r 1 31-12 5.9-8 5.1-2 MAO a2-12 0. • Z 2 -ti 1� ,+-,�-, Smle = 1:51.2 8xe M1120 18 5x8 M1120 DN M1120 11 5x8 M112D-' 3x4 M112D= 7.5x1 M112D II '110 I 410.8 { 0.11•d I 'x110 1 70.8 012 15+10 5+12 I 1119 I u0 22Al2 I 251.5 I 27-0-0 I 30.10.15 4212 2+12 1-10.8 3-10.15 Olate Offsets (X Y)7 112d0 -6-4,D-2-41, [1570-8-0 0-3-121 f17a0-4-0 0-2-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.81 Vert(LL) -0.29 14-15 >993 360 M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.89 14-15 >321 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.79 Horz(TL) 0.63 11 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight 173 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G *Except* TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins, except 4-9:2X6 DF SSG end verticals. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G *Except* WEBS 1 Row at midpt 3-17 9-10: 2 x 4 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing • be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS (Ib/size) 18=1671/0-5-8 (min. 0-1-13), 11=1340/0-5-8 (min. 0-1-8), 11=1340/0.5.8 (min. 0-1-8) Max Horz 18=107(LC 7) Max Uplift 18=198(LC 8), 11=-101(LC 8) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=141/297, 2-3=852/110, 3-4=3461/516, 4-5=3184/499, 5-6=1777/333, 7-8=-409!72 BOT CHORD 16-17=-402/2755,15-16=-406/2772,14-15=159/1711,13-14=148/1633, 12-13=159/1728 WEBS 2-18=-1659/430, 2-17=152/1009, 3-17=-2396/457, 8-11=1130/292, 415=120/1243, 3-15=0/618, 5-15=-162/1680,7-12=621597,6-12=2360/375, 6-13=6/362, 8-12=-172/841 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt --Ib) 18=198,11=101. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plo Vert: 4-9=-62, 1-17=-20, 15-17=-20, 12-15=20, 10-12=-20 nttnued on page 2 A WARNING • Ire ijy design parameters and READ NOTES ON THIS AND TNCLUDSD NM RBIF8RENCB PAGE 801.7473 r . 10•'08 BSPORS USS Design valid for use only with Mnek connectors. This design B based only upon parameters shown, and is for an individual building component. Appflcobi6ty of design poromenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction B the responslbillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, q flty control, storage, delivery, erection and bracing consult ANSI/TPIt Quail Criteria, DSB-89 and BCSI Building Component Safely InformaBa, available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. e� F gAp��o RpVFo ti �OQRpFESS/pN� ��Q���R S. Tj�,c�FtiZ UJI C04 3 r * E Cember 9,2010 Fief -;� 7777;-f! 6' e, Suite 109 Citrus Heigh; 95610 Job A.C. Houston Lumber Co., Sacramento, GA 8582ti . a �ap �^ Truss Truss Type Qty Pty 832157857 GINNOCHIO A10B DUAL PITCH 1 1 Reference (optional) Job Mn 11;T— 1 Au—las rnn Thu Sen 0a 11.42.35 2010 Pane 2 Thu -- ' "'-"- - ID:aO5CE1 M?5AyhNiaQepmNVLyfLXY-aO5CE1 M75AyhNiaQepmNVLerpKwKAMudDfl23wyILXY *DP CASE(S) Standard a eezoidal Loads (plf) Vert: 1= -122 -to -4=-67 • eU� ��F CSU AppR�V�� � • A WARNING - Verify design pav�mdens and READ AWNS ON TffiS ®IIID INCLUDED MTEK REFERBNCS PAGE M.7473 nen. 10'08 BEFORE USE. Design vogd for use only with MITek connectors. This design B based only upon parameters shown, and is for an Individual building component. Applicability of design paromenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary tracing to Insure stability during construction is the responsibllOty, of theP'. erecta. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Powe..e.e..o....- fabrlcatlon, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informa8on available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss.[DUAL russ Type ally Ply 832157858 GINNOCHIO A10C PITCH 1 1 lJob Reference (optional) A.C. Houston Lumber Co., Sacramento, CA 95828 7.250 s yep 1 20iO MiTek ex Industries, Inc. I nu Sep ve I 1:42:3v F aee I D:2afaRNNdrT5Y?s9cCWHc2YyfLXX-2afaRNNdrT5Y7s9cCWHc2YA?akGtvpxmSJnbbMyfLXX x4-11.12 3-f 12 9-114 77-08 18•&8 228.12 71;68 I 77-0-0 I 31 .8 �2-fats, ~ 31.12 I BA -8 ~ 51.2 I 3.5-10 I 4-2-12 0.1. 2�— 2-04 4-0-0 1 7 Spb v 1:57.8 ex8 MII2o� 18 11 2x4 MUM II 5x8 M1120 % 5x8 M1120, MOM= 3x4 M1120 11 3.0.6 4-10.9 186 i I a 3 44" 1.2.70142 Olate Offsets (X -Y)7 112*0 6-4 0-2 0] r1570-8-0 0 3-121 11LO-4 0 0-2-41 - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.81 Vert(LL) -0.28 14-15 >999 360 M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.87 14-15 >328 240 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.61 11 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 182 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G 'Except' TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins, except 4-9:2 X 6 DF SS G end verticals. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G 'Except* WEBS 1 Row at midpt 3-17 9-10: 2 x 4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing • be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS (Ib/size) 18=1638/0-5-8 (min. 0-1-12), 11=1537/0-5-8 (min. D-1-10), 11=1537/0-5-8 (min. 0-1-10) Max Hoa 18=94(LC 7) Max Uplift 18=-196(LC 8), 11=-148(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=139/298, 2-3=818/91, 3-4=3252/374, 4-5=-2984/363, 5-6=1560/192, 8-9=255/446 !J BOT CHORD 16-17=319/2637, 15-16=323/2654, 14-15=10/1486, 13-14=10/1406, 12-13=9/1504, v 11-12=-367/307eVi4�TrP' AWEBS 2-18=-1625/407, 2-17=1291975, 3 17=2296/387, 8-11=-1263/357, 9-11= 472/365,`' 4-1 5 37/1118, 3-15= 0/534, 5-15=1 68/1699, 7 12_102/675, 6-12= 2396/394, ��� o/V /� �` 6-13=-13/372, 8-12=168/845 n ° �/ o�I'►}y' NOTES (8) 1) Unbalanced roof live loads have been considered for this design. , III ®' O/�, V V 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. ll; Exp C; enclosed; MWFRS (all V/O� heights) and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. �OFESS/� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) 18=196,11=148.S. �. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. � LOAD CASE(S) Standard � C . 6433 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (pif) *-1 Vert: 4-9=62, 1-17=20, 15-17=-20, 12-15=20, 10-12=20 it Continued on page 2 OF A%L • . ^pterr ber %2010 A WARNING . Verdfy design pwx mete and MAD NOMS OM MIS AM INCLUDBD WnW RBFBREWE PAGE MI -7473 rc . 10-'08 BBPORB USB. � n Design valid for use any with Mrrek connectors. This design is based only upon parameters shown, and Is for an individual bullding component. nt. Appilcabil ty of design paromenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown 1 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsidl0 of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quailfy Criteria, DSB•89 and SCSI Building Component 7777�fl no, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Flelphis: CA, 95610 Job Truss Truss Type Ory Ply 832157858 GINNOCHIO Al OC DUAL PITCH 1 1 Lb Refere nail L I..A....r.:,.n Inn Th.. Qnn no I I •dl•'1 t onlo pane? A.C. Houston Lumber Co., Sacramento, CA 95828 1—. . ..F "" 1 "" — "'""""`�"" "" " --' "'-'"" -- "" ID:2afaRNNdrTSY?s9cCWHc2Yyf-XX-2afaRNNdrTSY?s9cCWHc2YA?akGtvpxmSJnbbMyfLXX 41D CASE(S) Standard Trapezoidal Loads (plf) Vert: 1=122 -to -4=-67 • BU BU/to �G���fllTY ,4ppR�V�� N • A WARNING Verify d®iya pmwrncte and READ N0799 ON 7NI6 AND INCLUDED M17EK REFERENCE PAGE MSI 7473 rcv. 30.08 BEFORE USE. Design valid for use only with MITek connectors. This design k based only upon parameters shown, and Is for on individual building component. Applicability of design paromenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibilrity of the PON' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality, control. storage, delivery, erection and bracing, consult ANSI/TPII GuallCriteria, DSB-89 and BCSI Building Component 77777enback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type City ply R32157859 GINNOCHIO A10D DUAL PITCH 1 1 Lb Reherence4opflonall 4- so 111-2 4XIOM11201; fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/lPI1 Quatil Criteria DSB-89 and I Building Component is 77 �nb ne. Suite 109 6 4X6 M112D 3 : i A iA i Th... c— no 111 -A9-1A gni 0 pnnp 1 A.C. Houston Lumber Co., Sacramento, CA 95828 [.Lou soap 1 . " UQ . . ­ -- - - - -- - ID:?znKs3PtN5LGEAJ_�W47zyfLXV-?znKs3PtN5LGEAJ–Kxj47ZGKXXYqNil3wdGigFyfLXV 21-11-12 1 314-8 -1 U.10.15 42 . 9V 5-1-2 -8-8 -2-7 0 1 ": i - 1, �' W I 1�� 4 3 S.I. - 1:81.4 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 11-2�11 39/301, 2-3=-771/64, 3-4�2956/1180, 4-5=-2700/177, 5-6�11 195/110, 6-7�11252/98, 7-8=-306/397, B-9=-289/236, 9-10=518/868 BOTCHORD 19 -20= -206/2469,18 -19=-209/2486.17-18=0/1165,16-17=0/1085,15-16=0/1184, 14-15=-806/575 WEBS 2-21=-1577/375, 2-20=98/926, 3-20=-2153/291, 9-14�11363/438,110-14�657/459, 4-18=0/941, 3-18=0/414, 5-18=-178/1726, 8-115�97/657, 7-15=2424/405, 7-16=-1 3/373. 9-15=-280/1020 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-05; 85mph; TCDL=6.6psf-, BCDL=4.8psf, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=11.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 21=192.14=203. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. 8) Per ANSI/TP! 1-2002, Cq=11.0 for plates on wide face & Cq=1.1 I for plates on narrow edge of lumber. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate lncrease=1.00 Uniform Loads (plo Vert: 4-11 =-62, 1-20=-20, 18-20=-20, 15-18�20, 12-15=-20 Continued on page 2 0 C 0ji/V Pl��01 lole6 ?10 ESS/ S. co 0 ILU of C 04803 'T, MVW�274�W r 9,2010 WARNING - Vc,-ify design pa�anwtens and RSdD S07ES ON 77FIS AND [NCLUDED JUM REFERENCE PAGE 891- 7473 �. 10.'08 115FORE Erg W M1120 3.00 [IL Design valid for use only with MTek connectors. This design 6 based any upon parameters shown, and Is loran Individual building component. 4 08 M112D Lk! Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the 5 4X6 M1120� 4- so 111-2 4XIOM11201; fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/lPI1 Quatil Criteria DSB-89 and I Building Component is 77 �nb ne. Suite 109 6 4X6 M112D 3 7 20 M1120 11 4x4 M1120 Is 3X4 M112D 3 711201; X8 806 M]120� 17 io 40 MIJZD� 2 Is 1.4mll 10MI12DII 4.5o F2 1.4 M112D I 3X4 M112D 2D is is 12 21 2.4MI12011 56M"2= SX8 M1120 34 MUD= 3X6 MUM= i.5X4 M112D 22 _3-2-1 Plate Offsets X)oi fl570-6-4.0-2-01, [18@0-8-0.0-3-121- [2070-2-12.0-2-41 LOADING (pso SPACING 2-0-0 CS1 DEFIL in (loc) I/clefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.84 Vert(LL) -0.27 17-18 >999 360 M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.68 Vert(TL) 485 17-18 >338 240 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(TQ 0.58 14 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 192 lb FT = 20% LUMBER BRACING TOPCHORD 2 X 6 DF SS G -Except' TOPCHORD Structural wood sheathing directly applied or 3-7-11 oc purling, except 14:2 X 6 DF No.2 G end verticals. BOTCHORD 2 x 4 DF No.1 &Btr G BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G *Except* WEBS I Row at midpt 3-20 11-12: 2 x 4 DF No.1 &Btr G MiTek recommends that Stabilizers and required cross bracing 0 be installed during truss erection, in accordance with Stabilizer 1 1 Installation guide. REACTIONS (lb/size) 21=1592/0-5-8 (min. 0-11-11), 14=1748/0-5-8 (min. 0-1-14),14=1748/D-5-8 (min. 0-1-14) Max Horz 21=82(LC 7) Max Uplift2l=-192(LC 8), 14=-203(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 11-2�11 39/301, 2-3=-771/64, 3-4�2956/1180, 4-5=-2700/177, 5-6�11 195/110, 6-7�11252/98, 7-8=-306/397, B-9=-289/236, 9-10=518/868 BOTCHORD 19 -20= -206/2469,18 -19=-209/2486.17-18=0/1165,16-17=0/1085,15-16=0/1184, 14-15=-806/575 WEBS 2-21=-1577/375, 2-20=98/926, 3-20=-2153/291, 9-14�11363/438,110-14�657/459, 4-18=0/941, 3-18=0/414, 5-18=-178/1726, 8-115�97/657, 7-15=2424/405, 7-16=-1 3/373. 9-15=-280/1020 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-05; 85mph; TCDL=6.6psf-, BCDL=4.8psf, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=11.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 21=192.14=203. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. 8) Per ANSI/TP! 1-2002, Cq=11.0 for plates on wide face & Cq=1.1 I for plates on narrow edge of lumber. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate lncrease=1.00 Uniform Loads (plo Vert: 4-11 =-62, 1-20=-20, 18-20=-20, 15-18�20, 12-15=-20 Continued on page 2 0 C 0ji/V Pl��01 lole6 ?10 ESS/ S. co 0 ILU of C 04803 'T, MVW�274�W r 9,2010 WARNING - Vc,-ify design pa�anwtens and RSdD S07ES ON 77FIS AND [NCLUDED JUM REFERENCE PAGE 891- 7473 �. 10.'08 115FORE Erg /' . Design valid for use only with MTek connectors. This design 6 based any upon parameters shown, and Is loran Individual building component. I ApplIcability of design paromenters and proper incorporation of component Is responsibility of building designer - not truss designer. gracing shown Lk! Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/lPI1 Quatil Criteria DSB-89 and I Building Component is 77 �nb ne. Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, V 2231 VYA 4 . Z% Ights: CA. 95610 Job Truss Truss Type Qty Ply 832157859 GINNOCHIO A10D DUAL PITCH 1 1 Lb Reference (optional) An �n4n De,.e i A.C. Houston Lumber Co., Sacramento, CA 95828 7.250 s aep r 2u w mr r rR FluuSt"65. nic. r u SP a a I D:7zn Ks3PtN5LGEAJ_"47zyfLXV-7zn Ks3PIN5LG EAJ_KxJ47zG KXXyq Ni 13wd Gig Fyf LXV JOrD CASES) Standard apezoidal Loads (plf) Vert: 1= -122 -to -4=-67 • BV�� NGC�UN1y Aprz)no��� N 0 ® WARNING • Verify design paaanctc and READ NOTES ON THIS BIFID INCLUDED NBTBKREFERBNCE PAGE MI -7473 n . 10•'08 BEFORE USE. Me! Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paromenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibil� of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, q fity control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and BCSI Building Component 7777 GreenDeLe dt n., Suite 109 Safety Informaiton available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job 9 2010 Truss Truss Type Qty Ply 832157860 GINNOCHIO AIDE DUAL PITCH 1 1 Lb Rgfeccoce (golonal) P 1 A.C. Houston Lumber Co., Sacramento, CA 95828 7.250 s Sep 12010 MITek Industries, Inc. Thu Sep 09 11.42.3 age • ID:T9Lj3PPV8OT7sKuBtfrJgByfLXU-T9Lj3PPV80T7sKuBtfrJgBoU9xJ369BD8H?FChyfLXU 2112 I 9-11-4 15-x8 I 18.6.0 I 22.149 12x11-12 I 27$0 I 31$8 36-10.15 21.12 8.9-6 5-1.2 Zb10 4�-8 2.1.4 2-0.4 4$8 8.2.7 fiat.: VIVO* &S M112D1 3,00112 4x6 M1120 = 2x4 M1120 11 5e M1120 = 13 5x10 M1120-- 3x8 M1120= 111 +2 4X9 M1120= 1.50 M1120 II 3-0-0 l411-4 15$0 te-B-O Ya$+12 I7-0 I 'Milt 2 1 my 1410.8 { 1 ,s n 1 +ae s4s+z s a+2 sao I 2 212arae a st5 Plate Offsets (X Y)e 111'0-0 0 0 1-81,[1170-1-7 0-11-8L [110-3-8.0-1-81, [1410-7-0 0-2-81, [1700-8-0.0-3-121, [19:0-3-0.0-2-61 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.92 Vert(LL) -0.26 16-17 >999 360 M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.79 16-17 >362 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 Horz(TL) 0.52 13 n/a n/a BCDL 10.0 Code IBC2006/TP12002 (Matrix) Weight 197 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 DF SS G 'Except' TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc purlins. 1-4: 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 5-1-6 oc bracing. BOT CHORD 2 x 4 DF No.1 &Btr G WEBS 1 Row at midpt 3-19 WEBS 2 x 4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing GE be installed during truss erection, in accordance with Stabilizer t 2 X 4 DF Stud/Std � Installation guide. REACTIONS (Ib/size) 11=101/0-5-8 (min. 0-1-8), 20=1493/0-5-8 (min. 0-1-9), 13=2104/0-5-8 (min. 0-2-4) Max Hoa 20=76(LC 6) Max Uplift I i=-166(LC 12), 20=193(LC 8),13=132(]_C 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-132/310, 2-3=670/100, 3-4=-2328/377, 4-5=2099/366, 5-6=542/214, 6-7=599/202, 7-8=-61/1065, 8-9=51/866, 9-10=246/1733, 1D-11=-104/907 BOT CHORD 18-19=310/2114, 17-18=-314/2130, 16-17=15/487, 15-16=5/403, 14-15=-14/507, 13-14=-1651/323, 12-13=-807/120, 11-12=807/120 A �r WEBS 2-20=-1475/408, 2-19=132/822, 3-19=-1852/384, 9-13=-1620/367, 10-13=887/214, 00 4-17=-42/566, 3-17=73/257,5-17=146/1785,8-14=69/683,7-14=-2494/361, 7-15=-1/382, 9-14=238/1311�Q O/1'vn/� NOTES (8) A� ���" 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.Bpsf; h=25ft; B=45ft; L=48ft; eave=611; Cat. 11; Exp C; enclosed; MWFRS (all �® V heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. QFE$$/ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=QR lb) �N 11=166,20=193,13=132. f`"Ci R S. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ������ 8) Per ANSI/TPI 1-2002, Cg=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. Q LOAD CASE(S) Standard Ujm 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 C 433 T Uniform Loads (plf) r Vert: 4-11 =-62, 1-19=-20,17-19=-20, 14-17=20, 11-14=20 Trapezoidal Loads (plf) Vert: 1=122 -to -4=-67 .rAxl�t • '; September 9,2010 A WAWNG Ve Vjf d=ign paxanretmw and READ M07ES ON THIS AND 1NCUMBD ICTEKREFERENCE PAGE MI 7473 rc . 10 '08 BEFORE USE. Design valid for use only with Mitek connectors. This design a based only upon is for Individual 'r i parameters shown, and an building component. Applicability of design paramenters and proper incorporation of corn poneni Is responsibility of building designer -not truss designer. Bracing shown ¢.' � � f • ' Is for lateral support� of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the Mile erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. ,o.•e,,.o, 7777Green>s le Suite 109 Lane, ne, Citrus Heighy ts, CA, Job Truss Truss Typ oty Ply Plates Increase 1.00 TC 0.92 TCDL 11.0 Lumber Increase 1.25 R32157861 GINNOCHIO All DUAL PITCH 7 1 Job Reference (op !anah A.C. Houston Lumber Co.. Sacramento..CA 95828 7.250 s Sep 12010 MiTek Industries, Inc. Thu Sep 09 11:42:412010 Page 1 ID:PYTTU4Rmg0jr5d2Z?3tnlcyfLXS-PYTTU4Rmg0jr5d2Z?3tnlcuqXI?Wa3iWeaUMHayfLXS &8 M1120 � 3.00 [a 4xs m1120= 2D 1. 13 11 2,4MI12011 SxSM1120� WO M1120 Z� 3x8 M1120 1.50 M112D LOADING (pso SPACING 2-0-0 CS1 TCLIL 20.0 Plates Increase 1.00 TC 0.92 TCDL 11.0 Lumber Increase 1.25 BC 0.62 BCLL 0.0 Rep Stress Incr NO WB 0.83 BCDL 10.0 Code IBC2006/TPI2002 (Matrix)_ LUMBER TOP CHORD 2 X 6 DF SS G *Except* 1-4: 2 X 6 DF No.2 G BOTCHORD 2x4DFNo.l&BtrG WEBS 2 x 4 DF Stud/Std G GE t: 2 X 4 DF Stud/Std # 4xe m1120 = DEFIL in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.26 16-17 >999 360 M1120 220/195 Vert(TL) -0.79 16-17 >361 240 Horz(TL) 0.52 13 n/a n/a Weight: 199 Ito FT = 20% BRACING TOPCHORD Structural wood sheathing directly applied or 4-0-12 oc purlins. BOTCHORD Rigid ceiling directly applied or 5-1-12 oc bracing. WEBS I Row at midpt 3-19 Suite 109 MiTek recommends that Stabilizers and required cross bracing Citrus Heights, dA, 95810 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1 1=35/0-5-8 (min. 0-1-8), 20=1496/0-5-8 (min. 0-1-10), 13=2091/0-5-8 (min. 0-24) Max Horz 20�76(1-C 6) Max Uplift 11 =-1 1 9(LC 12), 20=1 92(LC 8),13=-134(LC 8) Max Grav 11 =47(LC 13), 20=1496(LC 1), 13=2091 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2�1 31/309, 2-3=-673/101, 3-4�23461377, 4-5�2116/366, 5-6=560/214, 6-7�618/202, 7-8=-61/1045, 8-9=51/847, 9-1 0=247/1712, 10-11 =-94/859 BOTCHORD 18-19=311/2124, 17-18�314/2140, 16-17=-1 5/506, 15-16=5/423, 14-15=1 4/526, 13-14=1 633/324, 12-13�770/111, 11-12�770/1 11 WEBS 2-20=1 478/408, 2-19=-1 32/825, 3-19=-1 860/383, 9-13=-1 606/363, 10-13=-908/224, 4-17=-42/577,3-17�63/259,5-17=146/1783,8-14�66/675, 7-14�2490/361, 7-15=-1/381, 9-14=-241/1313 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.6psf, BCDL=4.8psf, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 11=119,20=192,13=134. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=l. 11 for plates on narrow edge of lumber. LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate Increase=1.00 Uniform Loads (plo Vert: 4-11 =-62, 1 -1 9=-20, 17-19=20, 14-17=-20, 11-14=20 Continued on page 2 0 11 U7- I&Ijll� rIP, Y/V kcll CO 1 Q 01 1�i8 P)��8 10463 N 9,2010 AwAiltmmG- v­*d—isr-pa�amet—a and READ AIOMS ON 7N1SAAWLNCLUDEDAffMKREFER8NCE PAGE MI -7473 �. 10-108BBIPORE U8,9. Design valid for use only with Mrrek connectors. This design 6 based only upon parameters shown, and Is for an Individual bulldlng component. ApplIcabf[ity, of design paromenters and proper incorporation of component Is responsibility of bulIdIng designer - not truss designer. BrocIng shown Is for Ni lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblinty of the Additional erector. permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricotiongcgonty control. storage, delivery. erection and bracln.�',, consult ANSIfrPIl Quality Criteria, DS8-S9 and SCSI Building Component Safety Into available from Truss Plate Institute, 281 N. Lee S Suite 312, Suite 109 reef. Alexandria, VA 22314. Citrus Heights, dA, 95810 Job Truss Truss Type Qty Ply R32157861 GINNOCHIO All DUAL PITCH 7 1 Job Reference (op *onall A.C. Houston Lumber Co., Sacramento, CA 95828 7.250 s Sep 12010 MiTek Industries, Inc. Thu Sep 09 11:42:41 2010 Page 2 ID:PYTTU4Rmg0jr5d2Z?3tnlcyfLXS-PYTTU4Rmg0jr5d2Z?3tnlcugX17Wa3i WcaUMHayfLXS IWD CASES) Standard rapezoidal Loads (plo Vert: 1= -122 -to -4=67 • BU- - 7 7 4�. C NW& IV 1-jr� Ile O A WARNING Verify design paramete and READ N07ES ON 77115 AND INCLUDED 6 7EK REFERENCE PAGE MI. 7473 rc . 10'08 BEFORE T1SE. Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and Is for an individual building component. Applicability of design paromenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown A Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the I VI iTe erecta. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .o.r,.e.�..o.,,.• fabrication. quality control storage, delivery, erection and bracingp consult ANSI/TPII Qua, N Criteria, DSB•89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informaiton available from Truss Plate Institute, 281 N. Lee S1reef, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply J, CHORD 2 X 6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 3-3-6 oc bracing. WEBS 2 x 4 DF Stud/Std G 'Except* WEBS 1 Row at midpt 3-14.4-12 3-14: 2 X 4 DF No.1 &Btr 2 Rows at 1/3 pts 5-11 SLIDER Right 2 x 4 DF No.1&Btr-G 9-11-5 MiTek recommends that Stabilizers and required cross bracing 832144086 GINNOCHIO A11D DUAL PITCHJob 1 1 Reference (gplionah A.C. Houston Lumber Co., Sacramento, CA 95828 7.246 5 Jull l a LY I Y IYII 1 CR II IYYJY Yc xcr ID:vnhjglTZA_3vDEyNAld7fEygOJs-vnhjglTZA 3vDEyNAld7fEEXkAfrKJe35vLU0oy90JS • I 3.1 12 I 9-1 + I 15-0-6 { }1-+2 5-++•s 5-11.5 0.0..1 4 3+yg 07 5-10.7 04 I 37.7.0 $t91s: 3119'=1' exe M1120 3.00112 WM1120= axe M1120= 500 14I20= ex10 M1120= 1.50 M1120 It 4x0 M1170 = Lso I tt.o-4 I +sto-tz 1 z7�o � 3+-7.9 I 3s -7-o �7-7-0 I 3-0-0 8-0.4 7-10.9 8.1.4 47-9 411-7 1-0-0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2006lrP12002 CSI DEFL in (loc) I/deft Ud TC 0.76 Vert(LL) -0.17 12-13 >999 360 BC 0.78 Vert(TL) -0.29 12-13 >964 240 WB 0.97 Horz(TL) 0.13 9 n/a n/a (Matrix) PLATES GRIP M1120 220/195 M1116 176/121 Weight 210 Ib FT = 20% BER BRACING J, CHORD 2 X 6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 3-3-6 oc bracing. WEBS 2 x 4 DF Stud/Std G 'Except* WEBS 1 Row at midpt 3-14.4-12 3-14: 2 X 4 DF No.1 &Btr 2 Rows at 1/3 pts 5-11 SLIDER Right 2 x 4 DF No.1&Btr-G 9-11-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Auide. REACTIONS (Ib/size) 14=1156/0-5-8 (min. 0-3-1), 9=530/0-5-8 (min. 0-1-8), 11=2322/0-5-8 (min. 0-4-0) Max Horz 14=-138(LC 18) Max Uplift 14=1849(LC 22), 9=299(1-C 23), 11=1587(LC 23) Max Grav 14=2850(LC 13), 9=811(LC 33), 11=3751(LC 12) 8 FORCES (Ib) - Max. 579/655,Comp./Max. 2- Ten. 1719/ l forces 250 (Ib) or less except when shown. TOP CHORD 1-2=579/655, 2-3=1719/1839, 3-4=-2348/1357, 45=1727/1196, 5-6=2078/3102, c OIJ 6-7=-1068/2002, 7-8=-1022/2100, 8-9=1564/1031 BOT CHORD 1 -14=-280/285,13-14 3137/4144,13-15 3832/3803,15-16=-3882/4686,O 16-17=-3882/4686,12-17=-3882/4686,11-12=-2947/3469, 10-11=-982/1565, 9-10=-982/1565 WEBS 2-14=-500/252, 3-14=4299/3144, 3-13=-741/697, 4-13=-658/1061, 4-12=1217!1033, 5-12=-850/1343, 5-11=-4051/2345, 7-11=837/268, 8-11=1785/345 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. ESS/� 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all �QF OQ heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & S. T MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 Nc� �Lc 3) All plates are MT20 plates unless otherwise indicated.GOQ Z 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 rrt 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 348-0 tall by 2-D-0 wide U.1 C 4 3 rn will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1849 Ib uplift at joint 14, 299 Ib uplift at joint 9 and 1587 Ib uplift at joint 11. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. % Continued on page 2 0 AL • 9 ptember 7,2010 ® WARNING - Vaify design pmlamet" and READ M07ES ON77IISAND INCLUDED DD773KREFERENCE PAG8lII1-7473 rep. 10'08 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component Is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the 'MiTek " /•�' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding vr<xrrolxr.: • „� - . fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality CrI edo, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 7777 Greenback Gene, Suite 109 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type City Ply 832144086 GINNOCHIO A11D DUAL PITCH 1 1 Job Reference (optional) r.— ce,.. m 11•n1•d'a 201n Dann' A.C. Houston Lumber Co., Sacramento, CA 95828 r.LYv D Ju111u...-...__.- _u-- ID:vnhjglTZA 3vDEyNAId7fEygOJs-vnhjglTZA 3vDEyNAId7fEEXkAfrKJe35vLU0oygOJs AftEs (10) W3is truss has been designed for a total drag load of 7400 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 3-0-0 to -0-0 for 740.0 plf. 10) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-62, 4-7=-62, 1-16=20, 16-17=60, 9-17=20 Trapezoidal Loads (plf) Vert: 7=156 -to -9=127 • BU 8(jj���F L+DU VA�6 • ® WARMNG - VmYfy design pmvarnetma and READ ArOMS ON MIS AND AIICUMED AOTEKREFBRENCB PAGE W1. 7473 lieu. 10'08 BEFORB USE. Design valid for use only with MITek connectors. This design B based only upon parameters shown, and Is for an individual building component. Applicability of design paromenters and proper Incorporation of component is responsibility of building designer • not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M iTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Informa8on available from Truss Plate Institute, 281 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty ply i'L;N' 1 Va I I R32157862 GINNOCHIO A11E DUAL PITCH 5 1 Job Reference (optional) A.C. Houston Lumber Co., Sacramento. CA 95828 i.zbu a Sep i 20W MiTek industries, inc. Thu Sep 09 i ;A2.43 zu 1w ra9r. 1 ID:LxaDvmSOCdzZLxCy6UvFqlyfLXQ-LxaDvmSOCdzZLxCy6UvFqlzCAYhS2_oo3uzTLSyfLXQ i'L;N' 1 Va I I 3.03 JIL 3.24 [12 I'll M", 6 44 M020 1� 7 b4 M1120 4 a OAS M1120 ftSM112D� 4.6 L4112D ZZ 04"1120� 3 Is 4.4 M112D 806 M1120, 11 Is 3x8 M112D� 17 1.5x4 M1120 11 4.5 M1120 US M1120 20 12 2.62 F 2- IS 15M2 M1120 1.5.4 M1120 1 - 8X8 4.50112 M1120Z'Z SF 9 . 15 14 13 4X6 M112D Sx6 M1120 34MI120� I.SX4 M112D 11 2�5 F�N Plate Offsets (X.Y)7 [170-0-0.0-0-11,11200-0-9.1-7-91. F12d0-3-2.Edgel. [1570-3-0.0-2&]. [2QQ-6-0,0-2-M LOADING (pso SPACING 2-0-0 CS1 DEFIL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.78 Vert(LL) -0.2217-18 >999 360 M1120 2201195 TCDL 11.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.6617-18 >433 240 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.34 14 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 194 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 6 DF SS G 'Except- TOPCHORD Structural wood sheathing directly applied or 4-6-12 oc purfins. 1-5: 2 X 6 OF No.2 G BOTCHORD Rigid ceiling directly applied or 5-8-1 oc bracing. BOTCHORD 2x4DFNo.I&BtrG ek recommends that Stabilizers and required cross bracing T WEBS 2 x 4 DF Stud/Std G Installed during truss erection, in accordance with Stabilizer allation guide. #DGE "t: 2 X 4 DF Stud/Std ACTIONS (lb/size) .12=43/0-5-8 (min. 0-1-8),14=193310-5-8 (min. 0-2-1), 21=1087/0-5-8 (min. 0-1-8) Max Horz 21=65(LC 5) Max Uplift 1 2=-48(LC 12), 14=-1 26(LC 8). 21 =-1 58(LC 8) Max G rav 12= 1 13(LC 13), 14= 1 933(LC 1), 21 = 1 087(LC 1) FORCES (1b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 5-6�1 979/350, 6-7�670/233, 7-8=727/221, 8-9=-422/158, 9-1 0=23/697, 10-11 =-I 92/1397, 11-12=-47/594, 1-2�1 87/294, 2-3�738/87, 3-4�1 955/356, 4-5=-2066/354 BOTCHORD 17-1 8=34/634, 16-17=-27/554, 15-16=680/158, 14-15=-1 320/270,13-1 4=516/66, 12-13=-516/66,20-21=242/252,19-20=0/650, 18-19=-203/1903 WEBS 10-14=1499/346,11-14=-849/215, 5-18=0/338, 6-18�110/1528,2-21=-1011/307, 4-19=-297/139, 9-15=-842/154, 8-16=1 400/253, 9-16=-251/1789, 3-20=620/1 50, 3-19=-247/1234, 2-20�247/1065, 4-18=86/262,10-15=-206/1072 NOTES (e) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf-, BCDL=4.8psf, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except Gt=lb) 14=126, 21=158. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide fare & Cq=11.1 1 for plates on narrow edge of lumber. co PA) 7�6 7V 9?,OFE S1 4�1 CO Cr C.04043- TX LOAD CASE(S) Standard .1 E -11 OF t6mber 9,2010 WARM= Vcify d—ign pw�netv and READ N07ES ON 7916 AND LNCLUDED MTEKREFERENCE PAW W1. 7473 10-'08 RSFORE U89 Design valld for use only with Mrek connectors. This design Is based only upon parameters shown, and Is for an indIvId ual building component. Applicability of design paramenters and proper incorporation of component Is responsiblilty of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblifity, of the M i lk'., erector. Additionol'permonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TFII Quall Criteria, OSS -0 and BCSI BufldIng Component 77;Gree'-n-bZcjc-IAn;, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, Vl� 22314. Citru . 95610 Job Truss Truss Type City Ply 113'0-3-8 Edge) LOADING (psf) SPACING 2-0-0 832144088 GINNOCHIO Al2 DUAL PITCH 10 1 lJob Reference (optional) A.C. Houston Lumber Co., Sacramento, CA 95828 r.cqu 5 dun F I D:J M N rl J VSTvRU4h hyru BgHtyg OJp-J M NrIJVSTvRU4hhyru Bq Hts7 DOd UXgu Vn sa8d7ygOJp • I 6.112 9 { 11 I 15-0.6 1 2410.14 I 30.0.8 5-1.12 3-11•s 5.11.5 Sta7 9.1.10 3-x0 I S.I. - 1:56.9 exa M1120 = 8x8 MII20= 3x4 M112D= 6x10 MIa0= 3x4 M112D= 6x6 M112D= 5-04) I 11-0� I u0 B-0.4 18.10.12 7 10.8 I 26.91 I 30.x8 I 334)-8 I 7 10.9 3 16 34)-0 Plate Offsets (x Y)' 1870-2-2 0-1-Oj, [97Edae 0-3-8j. jl l i0-5-0 Edge) 113'0-3-8 Edge) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.43 Vert(LL) 0.48 10-11 >617 360 M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.26 11-12 >999 240 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) -0.06 9 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 180 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 x 4 OF No.1 &Btr G end verticals. WEBS 2 x 4 OF Stud/Std G `Except* BOT CHORD Rigid ceiling directly applied or 3-3-0 oc bracing. 3-13: 2 X 4 OF No.1&Btr, 7-9: 2 x 4 OF No.1&Btr G WEBS 1 Row at midpt 4-11 ERS 2 x 4 OF No. 1&Btr G 'Except` MiTek recommends that Stabilizers and required cross bracing is 15-16: 2 x 4 OF Stud/Std G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 13=1526/0-5-8 (min. 0-1-10), 9=1216/0-5-8 (min. 0-1-8) Max Horz 13=93(LC 7) Max Uplift 13=-2916(LC 8), 9=-1931(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1102/511, 2-3=-937/468, 3-4=-1060/2017, 4-5=-1344/2710, 5-6=988/2139, 7-9=-345/328 BOT CHORD 1-13=-406/1013,12-13=12131775, 12-17=-1641/1012,17-18=1641/1012, 11-18=-1641/1012, 10-11=-2364/1339-10=-1893/919 �UY4r� WEBS 3-12=-1043/346, 4-11=1343/500.5-11=-265/20.5-10=514/584, 6-10=1246/413, 2-13=-367/385, 3-13=1578/2963, 6-9=1268/2612 /�� Y, ® t j NOTES (g) / 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. ll; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2916 Ib uplift at joint 13 and 1931 Ib uplift pF ESS/ at joint 9. Q� 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ��� ER S. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. 2� 4Q- �� m LOADCASE(S) Standard � C 433 rn 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-62, 4-7=-62, 7-8=62,1-17=20,17-18=60, 9-18=20 * 11 • 49eptember 7,2010 ® WARMNG • Vervfy design panarteters and READ NOTES ON 77DS AHD DYCLUDBD MEK REFERENCE PAGE 11191 7473 r . 10.108 BEFORE USE ` Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design paromenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII CuailCriteria, DSB-89 and BCSI Building Component 7777 Greenback Lerie, Suite 109 Safety Information available from Truss Plate Institute -281 N. Lee Street Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R32144089 GINNOCH10 A13 GABLE 1 1 Job Reference (optionall 07 4 4 04 6851 2010 Pa a A.C. Houston Lumber Co., Sacramento, CA 95828 7.24OsJunl8201OMjieRinuusuies.inc. us ep ID:Y5QFBOc5MgZCf4thtHrx8mygOJg-Y5QFBOc5MgZCf4thtHrx8mjeworg8lzqrMF7R5ygOJg 4 21-9-4 25-0-8 15--j1 0--7 5-10-7 14:1-1 8x12MI1208 3-3-4 sm1e - 1:54.5 b4 M1120 11 4X6 M1120 lz� — 2,4 M1120 11 4.10 r2 4.6 M112D 8XIGM1 2,4101112DII r2o kk 4X8 M112D b4 M112D 11 4.16 M1120 11 W M112D 11 Z14 M112D 11 2,4 M1120 4X8 M112D � �4 M1120 11 4X8 M112D W M1120 W 1122- 'X" 2" M"" :QZj�� W M1120 11 W M11 - M"_ N4 M1120 11 4X`I4 M112D 11 &is M1120 11 - 4X4 M020� 7 26 25 24 23 22 21 20 19 18 17 to Is 14 13 12 11 10 9 Us M1120 11 fts M1120 5x6 M1120= M M112D= 5.12 Mir2o 1.50 W120 LOADING (ps� SPACING 2-0-0 CS1 DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.46 Vert(LL) 0.00 25-26 >999 360 M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.00 8-9 >999 240 BCLL 0.0 Rep Stress Incr � NO WB 0.94 Horz(TL) 0.03 13 n/a n/a BCDL 10.0 Code IBC2006/TP12002 (Matrix) Weight 270 lb FT = 20% LUMBER BRACING TOO CHORD 2 X 6 DF No.2 G TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOTCHORD 2x4DFNo.l&BtrG end verticals. WEBS 2 x 4 DF Stud/Std G *Except* BOTCHORD Rigid ceiling directly applied or 4-1-8 oc bracing. 6-7,1-26: 2 x 4 DF No. 1 &Btr G WEBS 1 Row at midpt 3-21, 3-15, 4-9. 2-26 ERS 2 x 4 DF Stud/Stcl G rMiTek recommends that Stabilizers and required cross bra��n' be installed during truss erection, in accordance with Sta llizer Installation auide. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS All bearings 24-7-0 except Ot--length) 7=0-5-8. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. (lb) - Max Horz 26=1 93(LC 18) MaxUplift All uplift 100 lb or less atjoint(s) 24 except 21=-997(LC 22), 15=-652(LC 23), 7=2007(LC 23), 9=213(LC 22), 26=-1563(LC 22), 25�1144([-C 27), 8=-1 80(LC 26) 'ej &IJ r j MaxGr6v All reactions 250 lb or less atjoint(s) 18,19, 20, 22,23, 24, 25,17, 1 16,14,13,12,11, 10,8 except 21=2193(LC 13),15=2168(LC 12),7=2154(LC j ?A�� C 33), 9=1 1 96(LC 35), 26=1 984(LC 34) kQ//VG 0ji/V PFORCES (lb) - Max. Comp./Max. Ten. � All forces 250 (lb) or less except when shown. 6, TOPCHORD 1-2=1 194/1347, 2-3=1 246/1699, 3-4=-1 323/1384, 4-5=-1 436/1347, 5-6�2394/2356, 6-7=-1 965/1827, 1-26=-360/167 Rci BOTCHORD 25-26=1 591/1863, 24-25=11 591/1863, 23-24=-1 591/1863, 22-23�1 591/1863, 21-22=-1591/1863, 20-21=2685/2951, 19-20=-244212732,18-19�1896/2187, 17 -18= -1351/1641,16 -17=-737/1027,15-16=547/838,14-15=640/900,13-14=307/566, 12-113�852/11111111, 111-12�1 398/1657, 10-11 �11 943/2202, 9-1 0=2554/2881, 8-9=1151/1144 WEBS 2-21 =-1 591/857, 3-21 =-2550/1856, 3-15=2301/1507, 4-115=1 861/935, 4-9=2278/2007, 5-9�950/285, 6-9=2457/2470, 2-26=-2313/2004 OFESS// NOTES (12) S. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf, BCDL=4.8psf, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & 0 LU rn MWFRS for reactions shown; Lumber DOL=11.33 plate grip DOL=1.33 C 04 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1-2002. E 4) All plates are 1x4 M1120 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members. OF Onplate rating reduction of 20% has been applied for the green lumber members. S hiber 7,2010 tinued on page 2 A WARNING - 11--ify cf�iyn pa�a—t� and RrAD N07ES ON 7711S AND LNCLUDAD MEK REFERENCE PAGE A1111- 7473 �. 10-'08 BEFORE E118B. bu Ung component. Design valid for use only with MITek connectors. This design Is based only upon parameters shown. and Is for an individual s designer. Bracing shown Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not trus is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding Pa P - fabricationgauflalinty, control, storage, delivery, erection and brocin ANSI/TPII Quality Crearla, DSB-89 and BCSI Building Component 777-7r.Z'bT8c'k`t,'ane,-81uite 1109 nfo 0 ,i,, consult Safety I available from Truss Plate institute, 281 N. Lee S rest, Suite 312, Alexandria, VA 22314. Citrus Hei6hts. CA, 95610 Job Truss Truss Type Qty Ply 832144089 GINNOCHIO A13 GABLE 1 1 Job Refere ce (optional)a A.C. Houston Lumber Co., Sacramento, CA 95828 r.z4v s JUrr 10 zv rV ivn I un rr —a va. Ii— ,— —F v, , ID:OH_dPkdi6 h3HEStR_MAhygOJf-OH_dPkdj6_h3HEStR_MAh_GpGQAOtCC 4Q1g_YygOJf IWES (12) Ovide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 24 except (jt=lb) 21=997, 15=652, 7=2007, 9=213, 26=1563, 5=144, 8=180. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a total drag load of 8200 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 5-0-0 to 25.0-8 for 409.1 plf. 12) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 7-26=-20 Trapezoidal Loads (plf) Vert: 1=169 -to -3=212, 3=212 -to -6=-172 is 8 eV� O F CO �?d VA66 • A WARMNG • Vcrijy design pa—n-fva and READ N07ES ON 77115 MID 7NCLUDBD bII=RBFBREME PAGE 01.747a rc . 10-'08 BBFORS USB. Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for an Individual•bullding componentPie r Applicabiffty of design paromenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibiility of the k" erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control storage. delivery, erection and bracing, consult ANSI/TPII Quaff ly Criteria, DSB•89 and BCSI Building Component 1777 Gmenbaek lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 832144102 GINNOCHIO B1 MONO CAL HIP . 1 1 i A.,. - 1n. T„e Ce 07 11.07.19 9n1n Page 1 A.C. Houston Lumber Co., Sacramento, CA 95828 hLYV . —1. IIo LV Iv 1.111— „ _. ...__.._ __ . I D:YMxgmCpmLuioChgyNLewKLyIgOJP-YMxgmCpmLuioChgyNLewKLwYXtXHdUVKmvtWYcygOJP • I 11 12 8.3.2 F 11+1 16b1 I 21.8-0 282-12 11-12 11.8 S1.0 S1.0 5-1-0S2 12 Sple • t:48.e ex12 M1120 \\ 4.50 12 3x4 M1120= 2x4 11II20 II 8x8 M1120 = 4110 101I110= 1 4 15 18 5 17 8 18 7 8x8 M11204 2 1 I A 3.4 M1120= 12 19 71 10 1 8 _ 8 13 4.8 M1120= 3.6 M1120 I I 3x4 M1120 11 5xe M1120 = �1p M1Y20= ®IfO MIQO- 3-0-0 8-12 11+1 1651 21•BA I 28-0.12 1 s.g.g I 3az � S1-0 I ti g I 41 o s -z-12 Plate Offsets XY)m f6o0-4 0 04 81,[9,0 3-8 03-0), [100 5-0 0-4-8][11.0 3-8 0 2 01, j12d0 3-8 0-2-8j I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft) Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.50 Vert(LL) 0.20 10-11 >999 360 M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.5910-11 •4791 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.73 Horz(TL) 0.09 8 n/ai n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight 164 Ib FT = 20% LUMBER - BRACING TOP CHORD 2 X 6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc purlins, except BOT CHORD 2 X 6 DF No.2 G end verticalsl. WEBS 2 x 4 OF Stud/Std G 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7-8,2-12,7-9,3-11: 2 X 4 DF No. 1&Btr MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. *ACTIONS (Ib/size) 8=2092/Mechanical, 13=2438/0-5-8 (min. 0-2-10) Max Horz 13=77(LC 5) Max Uplift8=409(1-C 8), 13=529(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3088/740, 3-14=5369/1334,4-14=-5369/i334, 4-15=5619/1390, 15-16=5619/1390, 5-16=-5619/1390, 5-17=5619/1390, 6-17=-5619/1390, 6-18=-3881/968, 7-18=3881/968, 7-8=1936/538 BOT CHORD 12-19=-687/2969,11-19=687/2969, 10-11=1267/5369,10-20=935/3975, 9-20=-935/3975 WEBS 3-12=-571/229, 2-13=2333/676, 2-12=855/3260, 7-9=958/3988, 3-11=651/2628,rt�' 6-9=1405/506, 4-11=786/351, 6-10=-424/1798, 4.10=61/272, 5-10=641/303 /�' NOTES (13) 0/, V�1C/ 1) Unbalanced roof live loads have been considered for this design. l� 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all PP D1 �1Si® o�N� heights) and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces &®e /�/ MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 1/�O / Y 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. �QF ESS/� 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at -lb) ��G �R S. % 8=409,13=529. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. CO 10) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 0 rn 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 570 Ib down and 171 Ib up at ILLI C O 3 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * E 1 11 13) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard Continued on page 2 OF L • pfember 7,2010 j' A 1VARNING Ynrfy design pw�mot.s and READ NOTES ON TRIS AND INCLUDED M17W REFERENCE PAGE W1 7473 r W. 10108 B&PORS r1SB. Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for an Individual building component. 1 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bract shown IVI Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibil� of the 1 M �( erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regardir♦g fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII QuallCriteria, DSB-89 and SCSI Bu9ding Compo nerd 7777 Greenback lane, Suite 109 V Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, A 22314. Citrus Heights, CA, 95610 Job Truss Truss Type City Ply 832144102 GINNOCHIO B1 MONO CAL HIP 1 1 Job Reference foptlonal�.'--rr� ��.n�..o �mn oe�o •. A.C. Houston Lumber Co., Sacramento, GA 9bts2ts . .^ a ID:YMxgmCpmLuioChgyNLewKLygOJP-YMxgmCpmLuloChgyNLewKLwYXtXHdUVKmvtWYcygOJP D CASE(S) Standard egular. Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads. (plf) Vert: 1-3=-62, 3-14=-62, 7-14=132, 1-19=20, 8-19=43(F=23) Concentrated Loads (Ib) Vert: 19=-526(F) • 6U 8(�j�o F �,o �q p�R� SVS • ® WARNING • Vestjy design pa.vrmete and READ N07ES ON 7711S AND UICLUDED JE EK R13FBRBNCE PAGE 1191. 7473 rov. 10'08 BEFORE USE. ' Design valid for use only with Mlek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibililly of the A A iTek' erector. Additional permanent bracing of the overall structure is the responsibifity of the building designer. For general guidance,regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Sulking Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply tj LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud R32144103 GINNOCHIO B2 ' MONO CAL HIP 1 1 Job Reference (oofionall A.C. Houston Lumber Co., Sacramento, CA 95828 7.240 s Jun 18 2010 MiTek Industries, Inc. Tue Sep 07 11:02:13 2010 Page 1 ID:OZV3zYg06CgfprF8w3A9tZygOJO-OZV3zYg06CgfprF8w3A9tZTeAGOaMzTU_Zc443ygOJ0 3-1.12 I B -s10 I 1x41 I zoos I 28•e•1z I 3.1.1z Bila s -a7 647 s -z-3 Bale a 1:47.2 5.8 M1120 \\ 1.4 M1120 II 4.50 R2 /^ I 3.4 M1120= 3.6 M1120= 4x8 MI120 2 I 246-9 I 2848-12 647 6-2-3 ,2 13 U 14 tj LOADING (psf) SPACING 2-0-0 3x4 M112D= 10 11 1.50 M112D 11 3x8 MITA= 5x8 M1120= 3x10 M1120 = 7 3.4 MITA 11 3-0.0 1 8.5-10 I 1441 340 4518 8.0-7 I 246-9 I 2848-12 647 6-2-3 Mate Offsets (X.Y): [8:0-3-8 0-1-8] j_9:0-4-0.0-3-0] [10:0-3-8 0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.83 Vert(LL) -0.07 9 >999 360 M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.22 8-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.03 7 Na n/a BCDL 10.0 Code IBC2006/TP12002 (Matrix). Weight: 132 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G 'Except* TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins, except 3-6: 2 x 4 DF No.1 &Btr G end verticals. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer OCTIONS Installationuide. (Ib/size) 7=944/Mechanical, 11=1236/0-5-8 (min. 0-1-8) Max Horz 11=110(LC 5) Max Uplift7=71(LC 8), 11=163(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1370/235, 3-12=-1816/365, 12-13=1816/365, 4-13=1816/365, 4-5=1816/365, 5.14=-1428/304, 6-14=1428/304, 6-7=877/196 BOT CHORD 9-10=-159/1260, 8-9=208/1428 WEBS 2-11=-1124/362, 2-10=-296/1403, 6-8=273/1526, 3-9=125/673, 5-8=585/186, 4-9=-374/147, 5-9=69/436 NOTES (10) (,//CD//V tj - Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all I� 001VIS heights) and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & /O/v MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) , This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except Qt=lb) 11=163. OQ9,0F ESS/pN� 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. CO��,� �R S. 10) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. lv N LOAD CASE(S) Standard Q < m � C 04 M OFC 7,2010 A WARNING Veri/y design panameters and READ N07ES ON PNIS AND LVCLUDSD JVTBRRSFSRSNCS pAGE 291 7473 rev. 10'08 ERFORE OSS. Design valid for use only with M17ek connectors. This design b based on u Applicability of design 9 N Pon parameters shown, and is for an Individual building component. ry g paramenters and proper incorporation of component Is responsibility of building tlesigner - not truss desigher. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stablilty during construction Is the responsiblllity of the MiTek' erector.. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quaV control storage, delivery, erection and bracing, consult ANSI/tP11 Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type qty Pty GINNOCHIO B3 MONO CAL HIP 1 1 832144104 Job Reference (op lonah • uswn LMRIMer va., Sacramento, GA 956z8 7.240 s Jun 18 2010 MiTek Industries, Inc. Tue Sep 07 11:02:14 2010 Page 1 I D:VI3RBu rOtWy WR7q LUmhO QmygOJ N-VI3 RBu rOt Wy W R1q LUmh 0 Q mOseg Nf5STd DD MdcVygOJ N 3*• o 0 0 o s 26-8-12 3.1.12 2.10 4570% 4-11-2 5.4.7 5.6-3 Scab =1:47.2 5.8 M1120 \\ 1x4 M112D II ^I 3x4 M1120 = 6 3x8 M1120= 7 4.50 112 1 1 3x4 M1120 Z 3 3x8 M1120 2 Z L �4 M1120= C29 t2 11 13 1.5x4 M1120 11 3x8 M1120= 30 M1120= 10 5x8 M1120 = 3x8 M1120 = Sao I 600 1 1a 510 I titRr 1 2129 I 26.8-12 1 '1.+i0 3.0-0 4-116 5J.7 S.Lx 5A1 B 2x4 M112D II LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.04 10 >999 360 M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.14 10.11 >999 240 BCLL 0.0 • Rep Stress Incr NO WB 0.51 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight 143 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G 'Except' TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins, except 4-7: 2 x 4 DF No.1 &Btr G end verticals. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer OTIONS (Ib/size) 8=944/Mechanical, 13=1236/0-5-8 (min. 0-1-8) Installationuide. Max Horz 13=136(LC 5) Max Uplift8=71(LC 8), 13=-163(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-980/147,3-4=-1337/270, 4-14=-1447/321, 14-15=-1447/321,5-15=-1447/321, 5-6=1447/321, 6-16=-1058/253, 7-16=1058/253,7-8=-886/199 BOT CHORD 11-12=123/877, 10-111=165/1242,9-10=135/11058 WEBS 3-12=-432/157, 3-11=79/426, 7-9=229/1252, 4-10=-46/327, 6-9=-627/184, 5-10=-327/130, 6-10=83/478,2-13=-1146/337,2-12=-258/1163 t NOTES (10) Ae, 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.Bpsf, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. Il; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss hes been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. $$ k 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=1b) 13=163. OQROF ESS/pN� 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.4��Q S 10) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. G, LOAD CASE(S) Standard —00 LU C 04 r„ * EXP * % 7,2010 ® WdWJW • Versify design parameters and READ ArDM6 OR 77115 AND LNCLUDBD 871TEK RBPBREMS PAGE bil1.7473'reu. 10'08 BBFORB f15B ' Design valid for use only with MiTek connectors. This design is based any upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown MEW Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction h the responsibilfity of the 1 V IiTe k, erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrlcalion, quality control storage, delivery, erection and bracingp consult ANSI/TPII puaBty CrNeda, DSB-89 and BCSt Building Component Safety Information available from Truss Plate Institute, 281 N. Lee STreef, Suite 312, Alexandria, VA 22314. 7777 Greenbat3i Lade, Suite log Citrus Heights, CA, 95610 Job Truss Truss Type City Ply R32144105 GINNOCHIO 84 MONO CAL HIP 1 7 A.G. Houston Lumber Go., 5acramento, CA 95828 7.240 s Jun 18 2010 MiTek Industries, Inc. Tue Sep 07 11:02:15 2010 Page 1 I D:zxdpOEreep5M39PX2UCdyygOJM-zxdpOEreep5M39PX2UCdy_Yye4g6qu5nSt5A8xygOJM 3.1-12 4-4-4 6.118 5- 5-2-5 6-7-12 SmIe • 1:48.3 5.8 M1120 11 1x4 M112011 3.8 M1120= 4 M1120 = 4.5D r 3x4 M112D 4.6 M1120 1.5.4 M112011 3x8 M1120= 8x8 MI12D= 4x10 M1120 = 3x4 M1120 11 3.0-D 7-6-0 i 14-5.8 20-1-0 28.8-12 Sao 440 - 1 11A I e I .n LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.96 Vert(LL) -0.05 9-10 >999 360 M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.19 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.55 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 150 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G 'Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except 4-6: 2 x 4 DF No.1 &Btr G end verticals. BOT CHORD 2 x 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer OTIONS (Ib/size) 7=944/Mechanical, 11=1236/0-5-8 (min. 0-1-8) Installationuide. Max Horz 11=189(LC 5) Max Uplift7=-73(LC 8), 11=-161(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1243/226, 3-4=-1194/273, 4-5=869/250, 5-12=-869/250, 6-12=869/250, 6-7=-873/216 BOT CHORD 9-10=-173/1122, 8-9=-129/1059 WEBS 3-10=-278/160, 4-9=0/272, 4-8=-265/61, 5-8=400/142, 6-8=207/1072, 2-11=-1142/351, 2-10=-317/1347 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (all /� /��0�� heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & 4 V /� ' {/ MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 I pp Li/V/r 3) Provide adequate drainage to prevent water ponding. �+� // 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. U L/ 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except Qt=1b) oQROF ESS/ONS 11=161. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �_n� 10) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for'plates on narrow edge of lumber. R S. r` LOAD CASE(S) Standard �� Q m IX C 0 433 * E 1-11 T OFC epte ber 7,2010 A WARNING Verify d-ign pammctc and READ S07ES ON IWIS AND LNCLUDSD i7f78KREFSRENCB PACS Bt11.7473 rro. 10•108 SSPORS USS. Design vafid for use only -with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown NOW is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilOfy of theerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality confrol storage, delivery, erection and bracing, consult ANSI/rPi1 Qua BN CrBerlo, DSB-89 and BCSI BuBding Component Safety Informa8on available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greentradi Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type City Ply TC 0.96 TCOL 11.0 Lumber Increase 1.25 BC 0.34 BCLL 0.0 Rep Stress Incr NO R32144106 GINNOCHIO B5 MONO CAL HIP 1 1 �Job Reference (optionall A.C. Houston Lumber Co., Sacramento, CA 95828 7.240 s Jun 1 a zul u mi t ex Industries, Inc. I us Sep Of 11:02; 1620 10 rdiju 1 ID:R8BBbasGP7DDgljcBjsVBygOJL-R8BBbasGP7DDgljcBjsVB570UOLZLLwgXrkhNygOJL 0- 0 2641-12 -7-12 VT 6 SmIe - 1:46.3 .%s M1120 \\ 4.50 F2_ 3X4 M1120 4X6 M112D 1; I ' I.S.4 M1120 it 341 M112D LOADING (psQ SPACING 2-0-0 CS1 TCLL 20.0 Plates Increase 1.00 TC 0.96 TCOL 11.0 Lumber Increase 1.25 BC 0.34 BCLL 0.0 Rep Stress Incr NO WB 0.55 BCDL 10.0 Code IBC200SITP12002 (Matrix) LUMBER TOPCHORD 2 X 6 DF No.2 G *Except* 4-6: 2 x 4 DF No.1 &Btr G BOTCHORD 2 x 4 OF No.1&Btr G WEBS 2 x 4 DF Stud/Std G OCTIONS (lb/size) 7=944/Mechanical, 11=1236/0-5-8 (min. 0-1-8) Max Horz 1 1=1 89(LC 5) Max Uplift7=-73(LC 8), 11 �1 61 (LC 8) M M[12D� U4 M1120 11 4XID M1120 = DEFIL in (loc) Udefi Ud Vert(LL) -0.05 9-10 >999 360 Vert(TL) -0.19 9-10 >999 240 Horz(TL) 0.03 7 n/a n/a 3x8 M1120= 3.4 M1120 PLATES GRIP M1120 220/195 Weight: 150 lb FT = 20% BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed cluring truss erection, in accordance with Stabilizer Installabon nuide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1 243/226, 3-4=1 194/273, 4-5�869/250, 5-12=869/250, 6-12=869/250, 6-7=-873/216 BOTCHORD 9-10=-173/1122, 8-9=-129/1059 WEBS 3-10=-278/160, 4-9=0/272, 4-8=-265/61, 5-8=400/142, 6-8=207/1072, 2-11 =11 1421351, 2-1 0=-317/1347 e U7� NOTES (10) &t.1714�1 / 1) Unbalanced roof live loads have been considered for this design. /�' CO 2) Wind: ASCE 7-05; 85mph; TCDL=6.6psf, BCDL=4.Bpsf, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all U 2 0 N? -y heights) and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and night exposed;C-C for members and forces & Jlp/� MWFRS for reactions shown; Lumber DOL=11.33 plate grip DOL=11.33 3) Provide adequate drainage to prevent water ponding. 7?6 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. IV 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1463 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except at --lb) ,?,oFESS/ 11 =1 61. 9) This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. S. 10) PerANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.111 forplates on narrowedge oflumber. C13 LOAD CASE(S) Standard 0 LU cr_ C 433 run Ll 7,2010 WARNIM - Ves-ify design pervaniedeys and READ N07ES ON 7WIS AND UICLUDSD JUTRKRRIVERENCE PAGE Affl-7473 r-ev. 10-'08 BEFORS USE. Design valid for use only wilh MrTek connectors. This design 6 based only upon parameters shown, and Is for an Individual building component. Nil Applicability of design paromenters and proper Incorporation of component is responsibinly of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, the MiTek' of erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricallon, q rity control, storage, delivery, erection and bracin onsult ANSI/TP11 Quality CrItedo, OSS -89 and BCSI Building Component Safety Into available from Truss Plate Institute. 28) N. Lee e,, ulte 312, Alexandria, VA 22314. rmcgon Sgec 7777 Greenback I.Ane, Suite 109 Citrus HeIghW,'CA, 95610 NNOCHICI A.C. Houston Lumber Co., Sacramento, CA 95828 0 Type Icily I Ply I R32144107 4 1.5x4 M1120 7.240 s Jun IS 2010 MiTek Industries, Inc. Tue Sep 07 11:02:17 2010 Page I ID:vKlZpwtuARL41SYw9uE5iPygOJK-vKlZpwtuARL41SYVVgUE5lPeSeuONlwj3vBaHDqygOJK 3� 10-6 3-10-6 S.I. - 1:25.0 3 3X4 M112D LOADING (pso SPACING 2 -0 CS1 DEFIL in (loc) I/defi Ud TCLL 20 Plates Increass .00 ;1025 TC 0.28 Vert(LL) -o.oi 3-4 >999 360 .0 TCDL 11 0 Lumber I note.:, BC 0.23 Vert(TL) -0.04 3-4 >966 240 . BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) -0.00 3 n/a n/a BCDL 10 . 0 Code IBC2006/TPI2002 (Matrix) LUMBER BRACING TOPCHORD 2x4DFNO.1&BtrG TOP CHORD 60TCHORD 2x4DFNO.1&BtrG WEBS 2 x 4 OF Stud/Stcl G BOTCHORD OCTIONS (lb/size) 4=196/Mechanical, 3=196/Mechanical Max Horz 4= 1 02(LC 7) Max Uplift4=-59(LC 4), 3=59(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP M1120 220/195 Weight: 24 lb FT = 20% Structural wood sheathing directly applied or 3-10-6 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. [MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. NOTES (111) 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf, BCDL=4.8psf, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C -C Extedor(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=11.33 plate grip DOL=11.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 44 lb up at 1-11-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) Per ANSIITPI 1-2002, Cq=1.0 for plates on wide face & Cq=11.1 I for plates on narrow edge of lumber. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate lncrease=1.00 Uniform Loads (plO Vert: 3-4�20, 1-2=-62 Concentrated Loads (lb) Vert: 5=100(F)- llu/�o 'Co1j," �/VG PpSS Mi r �,�,OFE S1 G) CO CD M LU IX Qa6I 4 3 3 m;o 5 WWI M, �A OF. r'nber 7,2010 A WARN71VG - Vet-ify design pa�rnetets and READ AWES ON THIS AND LNCLUDED W= RNERENCE PAGE 591-7473 rep. 1O.'08,13MORE USE. Design valid for use only with Milek connectors. This design 6 based only upon parameters shown, and Is for on Individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown " for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillIty of the MR. erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fobdcotl��MqgUnty control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Buflcfln 77 ack Lane, Suite 109 a Component ;I ee.b'"" Safety In 0 available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Meights, CA, 95610 Job Truss Truss Type Oty Ply R32144110 GINNOCHIO FX FLAT 1 1 Lb Eafe[00100110171011 A.C. Houston Lumber Co., Sacramento, CA 95828 7.240 s Jun 18 2010 MiTek Industries, Inc. Tue Sep 07 11:02:19 2010 Page ,..n e,:utr=.-„o»ti.ormm-LIf:a7ntlAhw4moGMNV301Nr10. • 3-10$ ,,..,�„ ....................... .,..._ „o-- ' 4 3 2x4 MII20 II 4x4 MII2D= LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2006lrP12002 CSI TC 0.67 BC 0.85 WB 0.09 (Matrix) LUMBER TOP CHORD 2 x 4 DF No.1&Btr G BOT CHORD 2 X 6 DF No.2 G WEBS 2 x 4 DF Stud/Std G OCTIONS (Ib/size) 4=569/Mechanical, 3=569/Mechanical Max Horz 4=162(1_10"4) Max Uplift4=153(1_C 4), 3=153(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL in (loc) I/defl Ud Vert(LL) 0.03 3-4 >999 360 Vert(TL) -0.07 3-4 >636 240 Horz(TL) -0.00 3 n/a n/a Sul. =1:37.3 PLATES GRIP M1120 220/195 Weight 34 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-1-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (11) 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf, BCDL=4.8psf, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt --1b) 4=153,3=153. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 845 Ib down and 371 Ib up at 1-11-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 1.1) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 34=20,11-2=62 Concentrated Loads (lb) Vert: 5=845(F) • 6U co Ali R6[s��ON ® WARAW17 - Verify design pmwmetcm and READ'N07ES ON7XIS AND LNCLf1DED 110MKREFERENCE PAGE 114I.7473 leo. 10.98 BEFORE USE. Design valid for use only with Mlek connectors. This design is based only upon parameters shown. and Is for an Individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the We :- . erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding .e....r,....o...- / fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII QuailCriteria, DSB-89 and BCSI Building Component 7777 Greenback Len(, Suito 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 72314. Citrus Heights, CA;'95610 NNOCHIO 11"I A.C. Houston Lumber Co., Sacramento, 0 Type 1QY I Ply I R32144108 95828 1 7.240 s Jun 18 2010 MiTek Industries. Inc. Tue Sep 07 11:02:17 2010 Page I ID:vK[ZpwtuARL41SYwguE5lPygOJK.vKlZpwtuARL41SYwguE5iPeSfuORIV43vBaHDqygOJK 9.14 S.I. - 1:25.0 4 I.SX4 M112D 11 LOADING (p: s� I S ING 2-0-0 TCLL 200 PlpaAteCs Increase 1.00 TCDL 111.0 Lumber increase 1.25 BCLL I Rep Stress Iner NO BCDL 11 Code IBC2006/TPI2002 LUMBER TOPCHORD 2x4DFNO.1&BtrG BOTCHORD 2x4DFNO.I&BtrG WEBS 2 x 4 DF Stud/Std G OCTIONS (lb/size) 4=195/Mechanical, 3=195/Mechanical Max Horz 4=1 02(LC 7) Max Uplift4=59(LC 4),3=-59(LC 5) 3 30 M1120 CS1 DEFIL in (loc) I/defl Ud TC 0 . 28 Vert(LL) -0.01 3-4 >999 360 BC 0.22 Vert(TL) -0.04 3-4 >995 240 WB 0.03 Horz(TL) -0.00 3 n/a n/a (Matrix) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP M1120 220/195 Weight 24 lb FT = 20% BRACING TOPCHORD Structural wood sheathing directly applied or 3-9-14 oc purlins, except end verticals. BOTCHORD Rigid ceiling direcUy applied or 10-0-0 oc bracing. FMiTek recommends that Stabilizers and required cross bracing W be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (11) 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf, BCDL=4.Bpsf,, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all, heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI1TPI 1. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 44 lb up at 1-10-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.1 1 for plates on narrow edge of lumber. LOAD CASE(S) Standard 1) Regular: Lumber lnerease=1.25, Plate lncrease=1.00 Uniform Loads (plo Vert: 3-4=20, 1-2=-62 Concentrated Loads (lb) Vert: 5=-100(F) 0 &Ijr;, Ai� 111j/tol�vocolj/V7, P At 0 VA, �3 9?,OFESS/ S. co rn C Md3- X OF r 7,2010 A WARh7NG - V�-ifyd�ignp—�,.t-� and READ S07ESOM THIS AND LNCLUDEONTEK RSFERRIWE PAGE MU -7473 �. 10-'08 BEFORE USE. Design volld for use only with Mlek connectors. This design is based only upon parameters shown, and is for an Individual building component. Nil' 11 Applicability of design paromenters and proper Incorporation of component is responsibirity, of building designer - not truss designer. Bracing shown Is the the MiTek*... " for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction responsibillity, of erector. Additional permanent bracing offfie overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and SCSI BuRdIng Component - enbick tA!if�. Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA� 95610 Type IDIy Iply I R32144109 A.C. Houston Lumber Co., Sacramento, CA 95828 7.240 s Jun 18 2010 MiTek Industries, Inc. Tue Sep 07 11:02:18 2010 Page 1 ID:N WJyOGuXxkTxwc76jclLatygOJJ-N WJyOGuXxkTxwc76jdLacAddHel l N7D8rKglGygOJJ • 19.14 19.14 Style • 1:25.0 214 M1120 II 40 MII20 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud 360 PLATES GRIP M1120 220/195 TCLL 20.0 Plates Increase 1.00 TC 0.27 Vert(LL) 0.02 3-4 >999 TCDL 11.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.05 3-4 >861 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(TL) -0.00 3 n/a n/a Weight 26 Ib FT = 20% BCDL 10.0 Code IBC2006/TPI2002 (Matrix) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 3 9-14 oc purlins, except TOP CHORD 2 x 4 DF No.1&Btr G BOT CHORD 2 X 6 DF No.2 G BOT CHORD end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide. OCTIONS (Ib/size) 4=457/Mechanical, 3=457/Mechanical Max Horz 4=100(LC 4) Max Uplift4=-75(LC 4), 3=-75(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (11) 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. ll; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & �� MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 T 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide APP ��`®/001 will fit between the bottom chord and any other members. � DIA;, ®/ ^ l 7-�- 5) A plate rating reduction of 20% has been applied for the green lumber members.®V �� 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIIrPI 1. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 625 Ib down and 275 Ib up at 1-10-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOADCASE(S) Standard OQ�OFESS/pN9 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) S Vert: 3-4=-20, 1-2=-62 Concentrated Loads (lb) C- Vert: 5=625(F) C 033 rn IX 4 - .F" ® 19dRMNG VerJj1�designparmnietensandREADNOM ON7AISANDLNCLUDBDMl7ERREFERENCE PAGE 61111.7473 rep. l0-'O8BEFORE EASE. Design valid for use only wtlh Mlek connectors. This design l based only upon parameters shown, and Is for an Individual building component. ApplIcabiiity, of design poramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibllfiry, of the M ITek - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding -. - I -.e- .' f' fabrication, quarity control storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria. DSB•89 and BCSI Building Component 7777 Greenbadi Cape; Suite 109 Safety Informa8on available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA,'95610 7,2010 A.C. Houston Lumber Co., Sacramento, CA 95828 Type ty Ply R32144111 ) -TRUSS IQ 1 -1 1. 7.240 s Jun 18 2010 MiTek Industries, Inc. Tue Sep 07 11:02:19 2010 Page 1 M 4-9-7 54-0 1-1-10 3AS F12 2,4 M1120 11 LOADING (pso SPACING 2-0-0 CS1 DEFIL in TCLL 20.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.01 TCDL 11.0 Lumber increase 1.25 BC 0.35 Vert(TL) -0.03 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) -0.05 BCDL 10.0 Code IBC2006/TPI2002 (Matrix) LUMBER BRACING TOPCHORD 2X6DFNo.2G TOPCHORD BOTCHORD 2x4 OF No-1&BtrG WEBS 2 x 4 DF Stud/Std G BOTCHORD CTIONS (lb) - Smie - 1:43.6 (loc) I/defl Ud PLATES GRIP 8-9 >999 360 M1120 220/195 8-9 >999 240 7 n/a n/a Weight: 73 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 Oc purlins, except end verticals. Rigid ceiling directly applied or 4-7-5 oc bracing. FMiTek re -en Is that Stabilizers and required cross bracing b .t te e in .111collring truss erection, in accordance with Stabilizer r it Il.t Installation guide. All bearings 0-1-8 except at=Iength) 7=Mechanical, 8=Mechanical, 9=0-5-8. Max Horz 9=145(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) 7, 6 except 8=254(LC 6), 9=-128(LC 7), 5=107(LC 7) MaxGrav All reactions 250 lb or less atjoint(s) 7, 8 except 9=1642(LC 1), 5=354(LC 1), 6=310(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-10=-257/1985, 2-10=-243/1993 BOTCHORD 1-9�1866/237, 8-9=-1866/129 WEBS 2-9=-1380/15, 2-8=124/1916 NOTES (13) 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf,, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf. on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 6. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joirl 7, 6 except at=lb) 8=254,9=128.5=107. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 6. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIfrPI 1. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 202 lb down and 38 lb up at 0-0-0, and 202 lb down and 38 lb up at 0-0-0 on top chord, and 66 lb down at 0-0-0, and 66 lb down at 0-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.1 1 for plates on narrow. edge of lumber. LOAD CASE(S) Standard 1) Regular: Lumber Inerease=1.25, Plate lncrease=1.00 Uniform Loads (plQ Vert: 3-7=-62 4 tinued on page 2 807.�' 8tTlit), �� co 7?6 ,�?,OFE S1 LU 29423 mrT. �W WAP-WM - Veryll dcsign pwwn,ctms and READ NOME ON 7XIS AM MCLUDED MMKREFEREMS PAGE MU. 7473 �� 10.'08 BEFORE USE. Design volld for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members onIV. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .89 and BCSI Building Component fabrication olity control, storage. dellvery, erection and bracing, consult ANSI/TPI1 cluall 7 Gre6n As R"ite 109 niar;lq V� Criteria DSB Safety I available from Truss Plate Institute. 281 N. Lee Street, Suite 312, Ale-xondrla, 22314. Citrus Heights, CA�'95610 7,2010 Truss Truss Type IQty IPry HRB MONO TRUSS 1 R32144111 A.C. Houston Lumber Co., Sacramento, CA 95828 7.240 s Jun 18 2010 MiTek Industries, Inc. Tue Sep 07 11:02:19 2010 Page 2 I D: dtKEcu9i2boXmil HJ Ga7gyg OJ I-gtKEcu912boXmil HJGa7gWh2xmeU M NV301 iygOJ I SCASE(S) Standard Concentrated Loads (Ib) Vert: 1=470(F=-235, B=-235) Trapezoidal Loads (plt) Vert: 1=84(F=9, B= -31) -to -10=-20(F=41, B=1), 10=-84(F=9, 131=31) -to -3=3(F=52, B=12), 1=0(F=10, 131=10) -to -9=-68(F=24, B=-24), 9=-4(F=8, B=8) -to -8=-93(F=-36. B=-36) • 8U Co o,Vs ke3 N • A WARNING Vere dot avanre#es s and READ NOTES ONTAIS AND DYCLEMAD AUM REFERENCE PAGE Wj-7473 leo. 10'08 BEFORE USE. �� fy 9n P Design valid for use only with Mnek connectors. This design Is based only upon parameters shown, and is for on individual building component. Applicability of design poramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability, during construction is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and SCSI BuIlding Component 7777 Greenback Lane, Suite 109 Safety Information available from Thus Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 A.C. Houston • Truss ITruss Type js"y I'll I R32144112 Co., Sacramento, CA 95828 7.240 s Jun 18 2010 MiTek Industries, Inc. Tue Sep 07 11:02:20 2010 Page 1 ID:JvQiRxvnTMjlgwHVr1 opfl ygOJH-JvQiRxvnTMjf9wHVrl opf i G 1 CSTVW Huwb9pxg9ygOJH 1-0.7 4.59 r 30 ns1129 = S.I. - 1:9.1 NOTES (8) 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �6 will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. ®/ efer girder(s) for truss CO/e0 ttruss connections. �` !j'� ��11®/ , 6) Providea connection nneon (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint%s) 2. � W ' M/ 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� 8) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1:11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �oQR(0)FESS/O � 'S'CO 0 "� m LLi CO rn 3 _ OFC • eptember 7,2010 ® WARMM Verify design parameters and READ NOTES ON CAIS AMID INCLUDED M4 MK REFERENCE PAGE MI -7473 rev. 10'08 BEFORE USE. Design valid for use only with MITek connectors. This design B based only upon parameters shown, and is for an Individual building component. Applicability of design paromenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responslblllity, of the Fiel erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding y fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 GreenbayKlane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights' CA, 95610 t•60 I OffsetsPlate 0o- -o a -Fl LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud 1 >999 360 PLATES GRIP M1120 220/195 TCLL 20.0 Plates Increase 1.00 TC 0.01 Vert(LL) -0.00 TCDL 11.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 1 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a Weight: 4 Ib FT = 20% BCDL 10.0 Code IBC2006/TPI2002 (Matrix) LUMBER. BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-7 oc purlins. TOP CHORD 2 X 6 DF No.2 G BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. �CTIONS (Ib/size) 1=41/Mechanical, 3=10/Mechanical, 2=31/Mechanical Max Horz 1=15(LC 8) Max Uplift2=12(LC 8) Max Grav 1=41(LC 1), 3=20(LC 2), 2=31(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. NOTES (8) 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �6 will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. ®/ efer girder(s) for truss CO/e0 ttruss connections. �` !j'� ��11®/ , 6) Providea connection nneon (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint%s) 2. � W ' M/ 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� 8) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1:11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �oQR(0)FESS/O � 'S'CO 0 "� m LLi CO rn 3 _ OFC • eptember 7,2010 ® WARMM Verify design parameters and READ NOTES ON CAIS AMID INCLUDED M4 MK REFERENCE PAGE MI -7473 rev. 10'08 BEFORE USE. Design valid for use only with MITek connectors. This design B based only upon parameters shown, and is for an Individual building component. Applicability of design paromenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responslblllity, of the Fiel erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding y fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 GreenbayKlane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights' CA, 95610 A.C. Houston Lumber Co., • Truss ITruss Type I,,", Illy I R32144113 CA 95828 7.240 s Jun 18 2010 MiTek Industries, Inc. Tue Sep 07 11:02:20 2010 Page 1 ID:JvQiRxvnTMjf9wWrl opfl ygOJH-JvQiRxvnTMjf9wHVrl opfl Gy_5RxVGyWb9pxg9ygOJH 3112Sb7 ~ 31-12 I 1-104 0-,k-7 Scale • 1:18.0 1:4 M1120 I I LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 • BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2006/TPI2002 CSI TC 0.34 BC 0.17 WB 0.12 (Matrix) DEFL in Vert(LL) 0.00 Vert(TL) 0.00 Horz(TL) -0.05 (loc) I/deft Ud 4-5 >999 360 4-5 >999 240 3 n/a n/a PLATES GRIP M1120 220/195 Weight: 20 Ib FT = 20% LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 5- 0-7 oc purlins. TOP CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 x 4 DF No.1 &Btr G WEBS 2 x 4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation �CTIONS (Ib/size) 4=-38/Mechanical, 3=-111/Mechanical, 5=556/0-5-8 (min. 0-1-8) .guide. Max Horz 5=58(LC 8) Max Uplift4=38(LC 1), 3=-111(LC 1), 5=-130(LC 8) Max Grav 4=20(LC 8), 3=15(LC 8), 5=556(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-419/326 NOTES (8) 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8pst; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 V� 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CQv 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2-0-0 wide l.i will fit between the bottom chord and any other members. G 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt --lb) o g 3his truss 5=130. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Per ANSVTPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �oQ�koFESS/pN� �R S. G1 0 a a IX C 00643 ©W2a% M 'COFC • Apt tuber 7,2010 - A WARNING Vo ify dcsign p—,arndns and READ NOME ON THIS AM INCLUDED KMK REFERBNCB PAW MI 7473 r m. 10.'08 BEFORE USB. / Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Nil- Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown r, is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek' . erector. Additional permanent bracing of the overall structure Is the responsibility of the buildinyg designer. For general guidance regarding Safety IntormaXa control, from Truss Plate Institute. 281 and bracing, Street, Suite 312,NlAlexandra, VA 2231144 DSB-89 and 9CSl BuOdlnp Component Citrus Heights; CA, 955610uite 109 Type IQIY I ply I R32144114 A.C. Houston Lumber Co., S I acramento, CA 95828 1 . 7,240 s Jun 18 2010 MiTek Industries. Inc. Tue Sep 07 11:02:212010 Page 1 ID:n5�_4fHwPEfA�M4ShOkJ2CFygOJG-n5-4fHWPEfrft4shOkJ2CFo7jVmrEjxfqpZVMbygOJG -0-0 111:12 3A04 6.1. - 1:39.1 U4 M112D 11 LOADING (psQ SPAdING 2-0-0 CS1 DEFIL in (loc) I/defl Ud 360 PLATES GRIP M1120 220/195 TCLL 20.0 Plates Increase 1.00 TC 0.34 Vert(LL) 0.01 6-7 >999 TCDL 11.0' Lumber Increase 1.25 BC 0.19 Vert(TQ 0.01 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(TQ -0.06 3 n/a n/a Weight 41 lb FT = 20% BCDL 10.0 Code IBC20061TPI2002 (Matrix) LUMBER TOP CHORD 2 X 6 DF No.2 G BOTCHORD 2x4DFNo.l&BtrG WEBS 2 x 4 DF Stud/Std G BRACING TOPCHORD BOTCHORD CTIONS All bearings Mechanical except at=Iength) 7=0-5-8, 3=0-1-8, 4=0-1-8. (lb) - Max Horz 7=1 56(LC 8) Max.Uplift All uplift 100 Ito or less atjoint(s) 7, 3 except 4=-121(LC 8) Max Grav All reactions 250 lb or less at joint(s) 6, 6, 3 except 7=517(LC 1). 4=266(LC 1) Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. r—MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation nuide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2�272175 BOTCH6RD 1-7�25/272 C WEBS 2-7=390/204 ko//�'Q Z)O/ t//�/Vj7), I NOTES (10) pl�wn 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf, BCDL=4.Bpsf, h=25ft; B=45ft; L=48111; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces &. YV MWFRS for reacitions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss ' has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beiring plate at joint(s) 3, 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 3 except Ot=lb) 4=121. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Per ANSI/TPI 1-2002. Cq=1.0 for plates on wide face & Cq=l.l 1 for plates on narrow edge of lumber. _�kOFESS/ LOAD CASE(S) Standard S. CO 0 W rn w C 0 0%, M Ic V, - 12F� ber 7,2010 WARWJVG - Vevip design pavanietms and READ N07ES ON 791S AFM LINICLUDED MTEK RIWEREME PAGE W1 7473 rev. 10-'08 BEFORE US& Design valid for use only with MITek connectors. This design 6 based only upon parameters shown, and Is for an individual building component. MR Applicability of design paromenters and proper Incorporation of component is responsibility. of building designer - not truss designer. Bracing shown is for lateral support of Individual web members any. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricalion lity, control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCS1 Buffeting Component 7777 Greenback U66, Suite 109 safety I an available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. nfor6q Citrus Heights, CA. 95610 Type Ply 1PI1 I R32144115 A.C. Houston Lumber Co., S I acramento, CA 95828 7.240 s Jun 18 2010 MITek Industries, Inc. Tue Sep 07 11:02:22 2010 Page I ID:GHYSsdxl?ZZNODRtYSqHkSygOJF-GHYSsdxl?zzNODRtySqHkSLITV54ZAHp3Tl2ulygOJF '111'2 3-10-4 Smie - 1:41.4 U4 M112D 11 LOADING (pso SPACING 2-0-0 CS1 DEFIL in TCLL 20.0 Plates Increase 1.00 TC 0.34 Vert(LL) 0.01 TCDL 11.0 Lumber Increase 1.25 BC 0.19 Vert(TQ 0.01 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TQ -0.06 BCDL 10.0 Code IBC2006/TPI2002 (Matrix) BRACING LUMBER TOP CHORD 2 X 6 DF No.2 G TOPCHORD BOTCHORD 2 x 4 DF NO-I&Btr G BOTCHORD WEBS * 2 x 4 DF Stud/Std G CTIONS All bearings Mechanical except ot=length) 7=13-5-8, 3=0-1-8, 4=0-1-8. (lb) - Max Harz 7=167(LC 8) MaxUplift All uplift 100 lb or less atjoint(s) 5, 7. 4 except 3=104(LC 8) Max Grav All reactions 250 lb or less at joint(s) 6, 5. 3 except 7=517(LC 1), 4=297(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-3OOf75 BOTCHORD 1-7=-33/301 WEBS 2-7=-390/184 (loc) Ildefi Ud PLATES GRIP 6-7 >999 360 M1120 220/195 6-7 >999 240 5 n/a n/a Weight 46 lb FT = 20% Structural wood sheathing direcUy applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. B(J-r.r r iE� 'RUkOlAi COUAI U D/V/'3/1 r NOTES (10) Josed; MWFRS (all 'APO r-1 /V 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf,, BCDL=4.8psf, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enc 0 heights) and C -C Exterlor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 OV�6 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7, 4 except Ut--lb) 3=104. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Per ANSVTPI 1-2002, Cq=1.0 for plates on wide face & Cq=l.l 1 for plates on narrow edge of lumber. ?,oFESS/ LOAD CASE(S) Standard S. G) C-13 rn LU C DA1643 1 11 7� : OF C8�� mber 7,2010 A WARA17KID - Vc,% d�iqn p—,amet� and READ NOMA ON MS AM LKLUDED PffM RETEREME PAGE MI -7473 rev. 10-'08 BEFORS USE. Design volid for use onlywith Walk connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown "A Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the IMF erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricotiongautolinty control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Offedo, DSB-89 and BCSI Buticling Component 7777 Greenback'L�ne. Suite 109 Safety Info to available from Truss Plate Institute, 281 N. Lee Street, Suite 312, AL-xanddo, VA 22314. Citrus Heights, CA, 95610 Truss ITruss Type I1z`y Illy I R32144116 A.C. Houston Lumber Co., Sacramento, CA 95828 7.240 s Jun 18 2010 MiTek Industries, Inc. Tue Sep 07 11:02:22 2010 Page 1 I D:GHYSsdxl?zzNODRtySgHkSygOJF-GHYSsdx1?zzNODRtySgHkSLJZv61 z72p3T12u 1 ygOJF • 3-1 12 I 6-11-11 —__5 I 31.12 }9.1-1 5 0 Style = 1:21.6 211 M1120 I I 3 0 7 axe Mll20=' 1.4 M1120 II 11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.01 6-7 >999 360 M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.01 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 HOrz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight 35 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide. �CTIONS (Ib/size) 7=904/0-5-8 (min. 0-1-8), 6=138/Mechanical Max Horz 7=79(LC 8) Max Uplift7=132(LC 8), 6=138(LC 1) Max Grav 7=904(LC 1), 6=1 O(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-431/750 A V BOT CHORD 1-7=640/415.6-7=-640/276 ^ WEBS 2-7=-805/442, 2-6=-294/682 ` `'u NOTES (10) 4P 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. ll; Exp C; enclosed; MWFRS (all ! heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 l •^ 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) 7=132,6=138. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 205 Ib down and 75 Ib up at 0-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). SOF ESS/0 10) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. Nq S. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plo CD m Vert: 1-5=-20,1-3= 3-4=-22 Cr C 04 X Concentrated Loads (lb) Vert: 1=205(F) yt E _1 ��C �.- • ep K tuber 7,2010 ® WARMAG Vc,% design pm=ametcm and READ MOM OM MIS 6ND INCLUDED 671781[ RBPBRBNCB PAGE Ml 7473 rev. 10'08 BEFORE USB. Ni Design valid for use only with Well: connectors. This design b based ontV upon parameters shown, and is for an Individual building component. Applicability of design paromenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown N p Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the r V I iTek' erector. Additional permanent bracing of the overall structure Is the responsiblUty, of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI BuIlding Component 7777 Greenbadi lane, suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Type J76 A.C. Houston Lumber Co., Sacramento, CA 95828 • F 110-4 Qty I Ply I R32144117 7.240 s Jun 18 2010 MiTek Industries, Inc. Tue Sep 07 11:02:23 2010 S.I. - 1:29.7 9 1.4 M112D 11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.34 Vert(LL) 0.01 5-6 >999 360 M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.19 Vert(TL) 0.01 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.10 Horz(TL) -0.05 3 n/a n/a Weight: 32 Ib FT = 20% BCDL 10.0 Code IBC2006/TPI2002 (Matrix) LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 110-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. �CTIONS All bearings Mechanical except (jt=length) 6=0-5-8, 3=0-1-8. (lb) - Max Horz 6=101(LC 8) Max Uplift All uplift 100 Ib or less at joints) 4, 6, 3 Max Grav All reactions 250 Ib or less atjoint(s) 5, 4, 3 except 6=525(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-6=399/261 NOTES (10) A 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all Vv heights) and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 / 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0 ®Z CO -0 wide /� /A �9 will fit between the bottom chord and any other members. A 4) A plate rating reduction of 20% has been applied for the green lumber members. / ?� 5) Refer to girder(s) for truss to truss connections. !� 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. ®� �'? jig 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 6, 3. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 9) This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �OQ,1�01FESS/O,v� ER S.CO TjN �Fti a � 2 of C 0#643 X Oip!Rb • er7,2010 A WARM ID Ve -;fdesign pallumetew and READ iY0789 ON 7AIS dND !liCLUD&D 078R RSPBR&NCB PAGE MI7473 r0-+. 10-'08 BEFORE U56. ' C .:'1 ./Design valid for use only with ek connectors. This design is based only upon parameters shown, and is for an Individual building component. M1T Applicability of design paromenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only.. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek' :,.• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding .a++++�.++•o+ { fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 7777 GreenbadcLene• Suite 109 Safety Intorm go available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 7.240 s Jun 18 2010 MiTek Industries, Inc. Tue Sep 07 11:02:23 2010 Page 1 E A.C. Houston Lumber Co., Sacramento, GA 9o828 ID:kU6f3zyfmH5E0NO3t/V9LWHgygOJE-kUBfJzyfmH5E0NO3t/V9LWHguSFI RHidHyH72bRTygOJ - o• 3-t-tz 111 0.6 3-1 t -it Scole • 1:31.0 1X4 MII20 II LOADING (psf) SPACING 2-0-0 CSI 0.34 DEFL Vert(LL) in 0.01 (loc) 5-6 Udefl >999 L/d 360 TCLL 20.0 TCDL 11.0. Plates Increase Lumber Increase 1.00 1.25 TC BC 0.20 Vert(TL) 0.01 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.09 Horz(TL) -0.06 4 n/a n/a BCDL 10.0 Code IBC2006/TP12002 (Matrix) LUMBER TOP CHORD 2 X 6 DF N0.2 G BOT CHORD 2 x 4 DF No.18Btr G WEBS 2 x 4 DF Stud/Std G �CTIONS All bearings Mechanical except at=length) 6=0-5-8, 3=0-1-8. (lb) - Max Horz 6=123(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s) 4, 6, 3 Max Grav All reactions 250 Ib or less at joint(s) 5, 4, 3 except 6=511(LC 1) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-6=383/227 PLATES GRIP M1120 220/195 Weight 37 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES (10) 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C -C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 6, 3. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Per ANSIIrPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard • BU 'Qrpp�G O��S �Y Ro�Fo N �OQ�pFESS �- ER S. 0 LU C 00643 M OF r 7,2010 ® WARMNG - Va-if dcsign pm�amdas and RBAO 1Y0786 ON 7711& 6ND IItCLUDSD Jt97761r 17e!'BRBNC6 PdG61SII1 7473 rev. 10'08 BBPORB fJSe. � �. `!.. �I Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for on Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown - Is for lateral support of individual web members only. Addlional temporary bracing to insure stability during construction Is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quarry control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenbedi'lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 A.C. Houston Lumber Co., Sacramento, CA 95828 • Type R32144119 7.240 s Jun 18 2010 MiTek Industries, Inc. Tue Sep 07 11:02:24 2010 Page 1 ID:CggDHJyHWaD5eXbG4tslptygOJD-CggDHJyH WaD5eXbG4tslptQhCipQR5t5Wnn9zwygOJD 3-47 Sale - 1:13.0 3X4 M112a= maie vaseis u- 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in Vert(LL) -0.00 (loc) Well L/d 1-3 >999 360 PLATES GRIP M1120 220/195 TCLL 20.0 TCDL 11.0 Plates Increase 1.00 Lumber Increase 1.25 TC 0.07 BC 0.07 Vert(TL) -0.01 1-3 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a Weight 12 Ib FT = 20% BCDL 10.0 Code IBC2006/TPI2002 (Matrix) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins. TOP CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 x 4 DF No.1 &Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. *ACTIONS (Ib/size) 1=119/Mechanical, 3=29/Mechanical, 2=90/Mechanical Max Horz 1=36(LC 8) Max Uplift 1=2(LC 8), 2=31 (LC 8) Max Grav 1=119(LC 1), 3=58(LC 2), 2=90(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES (8) 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf, BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all / heights) and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces &1�0�/� / MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 qpl� o�l '/� V 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �,/ V 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ®� S16/t will fit between the bottom chord and any other members. ' V 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 2. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard 0 �o9?,OFESS1 c IX 0433 T MWOO-S-111-Ma—�NE 7,2010 ® WBRNIMG - Ve,% design pananiet r and READ N07ES ON 7ElS AND LNCUMBD JIUTRK RBPERBNCB PAGE b9fl. 7473 rep. 10'08 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design poromenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown" Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek' II, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing consult ANSI/TPI1 QualNv Criteria, DSB-89 and 9C51 Building Component 7777 Gieenbatk Lexie, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Helghts,'CA, 95610 Type 10"y I ply I R32144120 GINNOCHIO M I 1101OL-r V I hob Reference (gpj A.C. Houston Lumber Co., S I acramento, CA 95828 7.240 s Jun 18 2010 MiTek Industries, Inc. Tue Sep 07 11:02:25 2010 Page I ID:gsEbUfzwHuLyGhASdaN–M5ygOJC-gSEbUfzwHuLyGhASdaN–M5zrA69GAXWFIRXIVMY9OJC 34-114 k:Z-0 3-7-14 2-11-2 6.1a - 1:24.8 4.4 M112D 6 4XIO M1120 U4 M112D 3X4 M1120 3X4 M1120�� LOADING (PSO SPACING 2-0-0 CS1 TCLIL 20.0 Plates Increase 1.00 TC 0.19 TCDL 11.0 Lumber Increase 1.25 BC 0.10 BCLL 0.0 Rep Stress Incr NO WB 0.10 BCDIL 10.0 Code IBC20061TPI2002 (Matrix) LUMBER TOP CHORD 2 X 6 DF No.2 G BOTCHORD 2 x 4 DF No.1 &Btr G WEBS 2 x 4 DF Stud/Stcl G OTHERS 2 x 4 DF Stud/Stcl G DEFIL in (loc) I/clefl L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.00 5 n/a n/a BRACING TOPCHORD BOTCHORD OCTIONS (lb/size) 1=24015-7-0 (min. 0-1-8),6=613/5-7-0 (min. 0-1-8),5=190/5-7-0 (min. 0-11-8) Max Horz 1=90(LC 5) Max Upliftl�116(1-C 8), 6=-47(LC 8), 5=18(LC 8) PLATES GRIP M1120 220/195 Weight: 46 lb FT = 20% Structural wood sheathing directly applied or 6-0.0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc.bracing. — MiTek recommends that Stabilizers and required Cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-6�5311/270 NOTES (10) 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf, BCDL=4.8psf, h=25ft; B=45ft; L=48ft; eave=15ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for me I mbers and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Gable studs spaced at 1-4-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -6-0 tall by 2-0-0 wide 40V 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 5. 8) Non Standard bearing condition. Review required.. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. 6l 10) Per ANSIfTPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.1 I for plates on narrow edge of lumber. LOAD CASE(S) Standard ?,()FESS/ 1) Regular: Lumber Inerease=1.25, Plate Increase=1.00 Uniform Loads (plo S. <� Vert: 1-5=-20 6) Trapezoidal Loads (plo —00 Vert: 1=1127 -to -4=157 0 U-1 C 0 643 Sru' QFC , - �pt mber T'201 0 WARNMG - V�,ify d—ign jva�unet� �d READ NOME ON TWIS AND LNCLUDED MM REFERENCE PAGE 1191-7473 rev. 10-'08 BEFORE EFSE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicobillty, of design paromenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown " for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the M WiTe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracin, ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 GreenbeclKane, Suite 109 ,?, consult Safety Information available from Truss Plate Institute, 281 N. Lee S reef, Suite 312, Alexandria, VA 22314. Citrus Heights,'CA, 95610 M2 A.C. Houston Lumber Co., 0 Type My I ply I R32144121 CA 95828 7.240 s Jun 18 2010 MITek Industries, Inc. Tue Sep 07 11:02:25 2010 Page I ID:gsEbUfzwHuLyGhASdaN_M5ygojC-gsEbUfzwHuLyGhASdal4_M5zqO69pAXJFIRXIVMY90JC 4-1-10 1 Z*8 4-1-10—' 3-4-14 6.1. - 1:27A 4.4MI12DII LUMBER BRACING TOPCHORD 2 X 6 DF N0.2 G TOPCHORD BOTCHORD 2 x 4 DF No-1&Btr G WEBS 2 x 4 DF Stud/Std G BOTCHORD OTHERS 2 x 4 DF Stud/Std G *ACTIONS (lb/size) 1=268/6-&8 (min. 0-1-8), 6=723/6-6-8 (min. 0-1-8), 5=226/6-6-8 (min. 0-1-8) Max Horz I =11 02(LC 7) Max Uplift 1 �1 7(LC 8), 6=-58(LC 8), 5=-20(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-6=629/304 PLATES GRIP M1120 2201195 Weight 53 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. rr—m ends that Stabilizers and required cross bracing 'Ttll c1muring truss erection, in accordance with Stabilizer bin, !01� I .11.b Installation guide. NOTES (10) i) Wind: ASCE 7-05; 85mph; TCDL=6.6psf, BCDL=4.8psf, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and tight exposed;C-C for members and forces & MWFRS for reactons shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Gable studs spaced at 1-4-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-13-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 5. 8) Non Standard bearing condition. Review required. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSl1TPI 1. 10) Per ANSI/TPl 1-2002, Cq=1.0 for plates on wide face & Cq=l.l I for plates on narrow edge of lumber. LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate Increase=1.00 Uniform Loads (plo Vert: 1-5=-20 Trapezoidal Loads (plo Vert: 1= -127 -to -4=-162 0 Yj 100, ",IQ 40/ t?6 �Iillo ,6l AV 1?9,OFESS/ -1<' S. CO 0 LLJ Cwt 0 403 3 T A WARWNG - Vm�q� cf�ign pav�etcra and RrAD NOTES ON THIS AND LINICLUDED MTEKREFEREMS PAGE W1. 7473 rv�. JO.'08119FORE USE, ponent. Design valid for use only with MITek connectors. This design 6 based only upon parameters shown, and Is for an Individual building com Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek- erector. Additional permanent bracing of the overall structure Is theresponsibility, of the building designer. For general guidance regarding fabrication qgorj� confroL storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 GreenbackLgne, Suite 109 Safety Inoim available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. CAtrus Heights, CA, 95610 7,2010 4.10 M1120 � 1.4 M112D a�4 M1120= a14 , 3-1 10 34-14 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.00 TC 0.24 Vert(LL) n/a n/a 999 TCDL 11.0 Lumber Increase 1.25 BC 0.13 Vert(TQ n/a n1a 999 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) LUMBER BRACING TOPCHORD 2 X 6 DF N0.2 G TOPCHORD BOTCHORD 2 x 4 DF No-1&Btr G WEBS 2 x 4 DF Stud/Std G BOTCHORD OTHERS 2 x 4 DF Stud/Std G *ACTIONS (lb/size) 1=268/6-&8 (min. 0-1-8), 6=723/6-6-8 (min. 0-1-8), 5=226/6-6-8 (min. 0-1-8) Max Horz I =11 02(LC 7) Max Uplift 1 �1 7(LC 8), 6=-58(LC 8), 5=-20(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-6=629/304 PLATES GRIP M1120 2201195 Weight 53 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. rr—m ends that Stabilizers and required cross bracing 'Ttll c1muring truss erection, in accordance with Stabilizer bin, !01� I .11.b Installation guide. NOTES (10) i) Wind: ASCE 7-05; 85mph; TCDL=6.6psf, BCDL=4.8psf, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and tight exposed;C-C for members and forces & MWFRS for reactons shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Gable studs spaced at 1-4-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-13-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 5. 8) Non Standard bearing condition. Review required. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSl1TPI 1. 10) Per ANSI/TPl 1-2002, Cq=1.0 for plates on wide face & Cq=l.l I for plates on narrow edge of lumber. LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate Increase=1.00 Uniform Loads (plo Vert: 1-5=-20 Trapezoidal Loads (plo Vert: 1= -127 -to -4=-162 0 Yj 100, ",IQ 40/ t?6 �Iillo ,6l AV 1?9,OFESS/ -1<' S. CO 0 LLJ Cwt 0 403 3 T A WARWNG - Vm�q� cf�ign pav�etcra and RrAD NOTES ON THIS AND LINICLUDED MTEKREFEREMS PAGE W1. 7473 rv�. JO.'08119FORE USE, ponent. Design valid for use only with MITek connectors. This design 6 based only upon parameters shown, and Is for an Individual building com Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek- erector. Additional permanent bracing of the overall structure Is theresponsibility, of the building designer. For general guidance regarding fabrication qgorj� confroL storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 GreenbackLgne, Suite 109 Safety Inoim available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. CAtrus Heights, CA, 95610 7,2010 Job Truss Truss Type R32144122 GINNOCHIO M3 MONO TRUSS 2 Lb RefeEence (optionall 1 7.240 s Jun 18 2010 MiTek Industries, A.C. Houston Lumber Co., Sacramento, CA 95628 Inc. Tue Sep 07 11:02:26 2010 Pagel ID:83ozi7_Y2CTptrkeBHvDvlygOJB-83ozi7_Y2CTptrkeBHVDVI W73WUjv_PO_5GG1 oygOJB is se 3.1.12 4-7.12 sale = vn.7 214 M1120 II 3 5 1[4 M112011 30 M1120= NOTES (8) 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (J O 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide /� O will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt-1b)� 5histr )/� /�/ 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. e/ / 1/ 8) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �OQ?,pFESS/p^,� CID S 2 �4 C0A M -1-3K OFC • er (Tiber 7,2010 ® 1VARMNG • Verify design parameters and READ N07ES ON THIS AND DYCLUDED MITER REFERENCE PAGE A91-7473 rev. 10-'08 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, of the Me k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - - fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSS -89 and BCSI Building Component 7777 Greenbadi Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 96610 SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d 360 PLATES GRIP M1120 220/195 LOADING (psf) TCLL 20.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.01 4-5 >999 TCDL 11.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.03 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 Horz(TL) -0.00 4 n/a n/a Weight 40 Ib FT = 20% BCDL 10.0 Code IBC2006/TP12002 (Matrix) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 6 0-0 oC purlins, except TOP CHORD 2 X 6 DF No.2 G end verticals. BOT CHORD 2 x 4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. �CTIONS (Ib/size) 4=94/Mechanical, 5=533/0-5-8 (min. 0-1-8) Max Horz 5=106(LC 5) Max Uplift4=33(LC 5), 5=121(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-431/333 NOTES (8) 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (J O 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide /� O will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt-1b)� 5histr )/� /�/ 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. e/ / 1/ 8) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard �OQ?,pFESS/p^,� CID S 2 �4 C0A M -1-3K OFC • er (Tiber 7,2010 ® 1VARMNG • Verify design parameters and READ N07ES ON THIS AND DYCLUDED MITER REFERENCE PAGE A91-7473 rev. 10-'08 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, of the Me k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - - fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSS -89 and BCSI Building Component 7777 Greenbadi Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 96610 GINNOCHIO JM5 A.C. Houston Lumber Co., Sacramento, • Type MY IPly I R321441 ;A 95828 7.240 s Jun 18 2010 MiTek Industries, Inc. Tue Sep 07 11:02:27 2010 Page 1 ID:cFLLvL?ApVbgV?Jd?QSRWygOJA-cFLLvL?ApVbgV?Jd?QSRW28CwpEeRXYCIOpaFygOJA 3-1-12 3.104 7.11-10 Sole = 1:47.4 7 1s4 M112011 LOADING (psf) SPACING 2-0-0 CSI DEFL in (10C) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.34 Vert(LL) 0.01 6-7 >999 360 M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.19 Vert(TL) 0.01 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.07 Horz(TL) -0.06 5 n/a n/a Weight: 46 Ib FT = 20% BCDL 10.0 Code IBC2006/TP12002 (Matrix) LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 DC bracing. WEBS 2 x 4 DF Stud/Std G rbeinstal recommends that Stabilizers and required cross bracing led during truss erection, in accordance with Stabilizer ationuide. �CTIONS All bearings Mechanical except Ot=length) 7=0-5-8, 3=0-1-8, 4=0-1-8. (lb) - Max Horz 7=167(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s) 5, 7, 4 except 3=104(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 6, 5, 3 except 7=517(LC 1), 4=297(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2 300/75 BOT CHORD 1-7=-33/301 WEBS 2-7=-390/184 NOTES (10) �� ®/ • C��� 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (all 999��v heights) and C -C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & �� MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 ®t 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 7, 4 except Ot=1b) 3=104. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 9) This truss is designed in accordance with the 2006 Intemabonal Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Per ANSIfTPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. OQ9,01FESS/�N Rr LOAD CASE(S) Standard Qk� � S. (D Of C 04 3 E 11 { - c 1*Stember 7,2010 ® WARNING - Verify deign pa.xenretnw and READ MMES ON MIS AND LtULEMBD M713KREFERENCS PAGE 81/1.7473 rc . 10'08 BBPORS USE. � Design valid for use only with MITek connectors. This design b based only upon parameters shown, and Is for on Individual building component.; Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stablllty during construction Is the responsibillity, of the M Tek . erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ` fabrication, quality control storage, delivery, erection and braGnp, consult ANSI/rPll Guafll Criteria, DSB-89 and BCSI Building Component 7777 Greenback bane, Suite 109 Safely Information available from Truss Plate Institute, 281 N. Lee Slreet, Sulte 312, Alexandria, VA 71314. Citrus Heights, CA, 95610 Type Iu`y 111 1 R32144124 A.C. Houston Lumber Co., Sacramento, CA 95828 7.240 s Jun 18 2010 MITek Industries, Inc. Tue Sep 07 11:02:28 2010 Page 1 I D:4R%17h?oapjW78ul Jixh jygOJ9-4Rvj7h?oapj W78u 7 Jixh jbJ9JBbNpohRPlM8hygOJ9 • 12 S.I. = 1:18.9 4x4 M1120= S S 1.5.4 M1120 11 3x4 M1120= 1-9.12 1,112 LOADING (pso SPACING 2-0-0 CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.00 1-2 n/r 180 M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.00 1-2 n/r 80 BCLL 0.0 ' Rep Stress Incr NO WB 0.32 Horz(TL) -0.00 4 n/a n/a Weight 14 Ib FT = 20% BCDL 10.0 Code IBC2006/TPI2002 (Matrix) LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-9-12 oc purlins, except BOT CHORD 2 x 4 DF NoA&Btr G end verticals. WEBS 2 x 4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. SACTIONS (Ib/size) 5=71/1-9-12 (min. 0-1-8), 4=62/1-9-12 (min. 0-1-8) Max Horz 5=-130(LC 15) Max Uplift5=689(LC 14), 4=689(1_C 17) Max Grav 5=711(LC 13), 4=702(LC 18) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-698/699, 2-3=-451/446 BOT CHORD 4-5=-484/476j C, WEBS 2-4=-851/851 (�. `+ NOTES (10) O/�i�� 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.Bpsf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 0� ®®%v 2) Provide adequate drainage to prevent water ponding. �® , f/ 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) 5=689,4=689. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag Q�pF ESS/pit loads along bottom chord from 0-0-0 to 1-9-12 for 310.1 plf. 10) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. ���� ��R S. LOAD CASE(S) Standard (' C o . X13 • eptember 7,2010 ® 1VARNINT; . Vmgy dcsi9n p '.a ­trs and READ NOTES ON 7AIS AND INCLUDED PrIM RSFBRBNCB PAGE D91-7473 neo. 10'08 BEFORE USE. 0- * r� ,Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. i Applicability of design paromenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is the the MiTek'- is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction responsiblllity of erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding � fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quall Criteria, OSB -89 and BCSI Building Component Safety InformaBon available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. 7777 Greenbad,l Ae, Suite 109 Citrus Heights, CA, 95810 7.240 s Jun 18 2010 MiTek lWd—ustijesInc. Tue Sep 07 11:02:28 2010 Page 1 � 1. A.C. Houston Lumber Co., Sacramento, L;A WOULD ID:4Rvj7h?oapjW78UIJixhjygOJ9-4Rvj7h?oapjW78uI JixhjbNOJBzNsYhRriivio.yg 4x4 M112D= S.I. . J:14.1 8 6 1.50 M1120 11 3X4 M1120 = LOADING (p SPACING 2-0-0 CS1 TCLL 21s� a 0 Plates Increase 1.00 TC 0.12 TCDL 11.0 Lumber Increase 1.25 BC 0.03 BCLL 0.0 Rep Stress Incr NO WB 0.15 BCDL 10.0 Code IBC2006fTP12002 (Matrix) LUMBER TOP CHORD 2 X 6 DF No.2 G BOTCHORD 2x4DFNo.I&BtrG WEBS 2 x 4 DF Stud/Std G CTIONS (lb/size) 5=71/1-9-i2 (min. 0-1-8), 4=6211-9-12 (min. 0-1-8) Max Horz 5=79(LC 15) Max Uplift5=-259(LC 14), 4=-259(LC 17) Max Grav 5=308(LC 13), 4=298(LC 12) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-5=288/268, 2-3=263/261 BOTCHORD 4-5=-284/279 WEBS 2-4=390/390 DEFL in (loc) I/defi Ud Vert( LL) -0-00 1 n/r 180 Vert(TL) 0.00 1 n/r 80 Horz(TL) -0.00 4 n/a n/a PLATES GRIP MI12O 220/195 Weight: 11 lb FT = 20% BRACING TOPCHORD Structural wood sheathing directly applied or 1-9-12 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-D-0 oc bracing. FMiTek recommends that Stabilizers and required cross bracing � FIT be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (10) 1) Wind: ASCE 7-05; 85mph; TCDL=6.6pst, BCDL=4.Bpsf-, h=25ft; B=45ft; L=48ft; eave=6ft; Cat..Il; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate gdp DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 5=259,4=259. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. 9) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-12 for 180.0 plf. 10) Per ANS11TPI 1-2002, Cq=11.0 for plates on wide face & Cq=1.1 1 for plates on narrow edge of lumber. LOAD CASE(S) Standard a Yj 7?6 '??,0 ESS/ S. 10 CD LU rn w C 0043 X OF ber 7,2010 WARMAIG - Valify d—ig. pavarnct� and READ MIFFS ON IWIS AND JINCLUDED PVTEK REFERENCE PAGE DO/- 74 72 �. 10-'08 BEFORE USE Design valid for use only with Mrrek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design poramenters and proper Incorporation of component Is responsibirity, of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication quolity, control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB.89 and BCS1 BuIldfing Component 7777 Green6ad'Lari�, !suite 109 Safety lntogai.n available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA. 95610 Truss A.C. Houston Lumber Co., Sacramento, • Type Pty R32144127 95828 7.240 s Jun 18 2010 MiTek Industries, Inc. Tue Sep 07 11:02:30 2010 Page 1 ID:1 q 1 UXM126Q_EMS2QQ7z938ygOJ7-1 ql UXM126Q_EMS2QQ7z938ggQ7t4rki_uJETAZygOJ7 04 141120 = 9 5 1.5x4 M1120 II 14 141120= LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G TOP CHORD BOT CHORD 2 x 4 DF No.1 &Btr G WEBS 2 x 4 DF Stud/Std G BOT CHORD OCTIONS (Ib/size) 5=71/1-9-12 (min. 0-1-8), 4=62/1-9-12 (min. 0-1-8) Max Horz 5=122(1_C 15) Max Uplift5=-603(LC 14), 4=-603(LC 17) Max Grav 5=635(LC 13), 4=625(LC 12) 6w1e + 1:17.4 PLATES GRIP M1120 220/195 Weight 13 Ib FT = 20% Structural wood sheathing directly applied or 1-9-12 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during use erection, in accordance with Stabilizer Installation guide FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-615/613, 2-3=-448/445 BOT CHORD 4-5=-477/470 WEBS 2-4=781I`781/<� NOTES (10) k ��o O '(JA 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.Bpsf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (all & �� / � heights) and C -C Extedor(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces Qi MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 ®B I "�N�f1� 2) Provide adequate drainage to prevent water ponding. � 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) 5=603,4=603. 8) This truss is designed in accordance with the 2006 Intematio6al Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag OQ9,0F ESS/pN C loads along bottom chord from 0-0-0 to 1-9-12 for 310.1 plf. ` 10) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. li 4R S. LOAD CASE(S) Standard Q .L C 04041? • Se tev�l 7,2010 ® WARNING . Ver-ify design paa rete and READ AFOM ON 77116 AND INCLUDED 9U711R REFERBHCS PAGE 101 7473 rev. JO•'08 BEPORE USE. .:. . Design volld for use only with Mrrek connectors. This design Is based only upon parameters shown, and Is for on Individual building component.'• 1.9-12 1!A2 I -M P. k` is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction responsibilOty of erector. Additional permanent bracing of the overall structure is the responslbillty of the building designer. For general guidance regarding !� .v.r+.+.++.v /,• LOADING (psf) SPACING 2-0-0 CSI DEFL Vert(LL) in -0.00 (loc) 1-2 I/deft n/r Ud 180 TCLL 20.0 TCDL 11.0 Plates Increase 1.00 Lumber Increase 1.25 TC 0.28 BC 0.06 Vert(TL) -0.00 1-2 n/r 80 BCLL 0.0 ' Rep Stress Incr NO WB 0.30 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G TOP CHORD BOT CHORD 2 x 4 DF No.1 &Btr G WEBS 2 x 4 DF Stud/Std G BOT CHORD OCTIONS (Ib/size) 5=71/1-9-12 (min. 0-1-8), 4=62/1-9-12 (min. 0-1-8) Max Horz 5=122(1_C 15) Max Uplift5=-603(LC 14), 4=-603(LC 17) Max Grav 5=635(LC 13), 4=625(LC 12) 6w1e + 1:17.4 PLATES GRIP M1120 220/195 Weight 13 Ib FT = 20% Structural wood sheathing directly applied or 1-9-12 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during use erection, in accordance with Stabilizer Installation guide FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-615/613, 2-3=-448/445 BOT CHORD 4-5=-477/470 WEBS 2-4=781I`781/<� NOTES (10) k ��o O '(JA 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.Bpsf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (all & �� / � heights) and C -C Extedor(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces Qi MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 ®B I "�N�f1� 2) Provide adequate drainage to prevent water ponding. � 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) 5=603,4=603. 8) This truss is designed in accordance with the 2006 Intematio6al Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag OQ9,0F ESS/pN C loads along bottom chord from 0-0-0 to 1-9-12 for 310.1 plf. ` 10) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. li 4R S. LOAD CASE(S) Standard Q .L C 04041? • Se tev�l 7,2010 ® WARNING . Ver-ify design paa rete and READ AFOM ON 77116 AND INCLUDED 9U711R REFERBHCS PAGE 101 7473 rev. JO•'08 BEPORE USE. .:. . Design volld for use only with Mrrek connectors. This design Is based only upon parameters shown, and Is for on Individual building component.'• •. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is the the -M P. k` is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction responsibilOty of erector. Additional permanent bracing of the overall structure is the responslbillty of the building designer. For general guidance regarding !� .v.r+.+.++.v /,• fabrication, quality control, storage, derivery, erection and bracing, consult ANSI/TPII Quality CrIterla, DSB-89 and SCSI Building Component 7777 Greenbadi LarSe, Suke 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Oh' Py R32744128 GINNOCHIO SW4 FLAT 25 1 7.240 s Jun 18 2010 MiTek Industries, Inc. Tue Sep 07 11:02:312010 Page 1 A.C. Houston Lumber Co., Sacramento, CA 95828 ID:VObsli2gtk65_cdc rUOcMygOJ6-VObsll2gtk65_cdc_rUOcMDgzXDbaBc77N OjOygOJ6 • ,1 tt t-atz 2 3 II ED 8 9 4 1.9X4 M1120 II 3x4 M1120= 1-9.12 l 1 J2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.36 Vert(LL) -0.00 1-2 n/r 180 M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 1-2 n/r 80 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(TL) -0.00 4 n/a n/a Weight 17 Ib FT = 20% BCDL 10.0 Code IBC2006/TP12002 (Matrix) LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 1-9-12 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. ISCTIONS (Ib/size) 5=71/1-9-12 (min. 0-1-8), 4=62/1-9-12 (min. 0-1-8) Max Horz 5=138(1-C 15) Max Uplift5=596(1-C 14), 4=-597(LC 17) Max Grav 5=615(LC 21), 4=610(LC 18) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-605/606, 2-3=-282/279 k9 BOT CHORD 4-5=-327/316�/a �� C� WEBS 2-4=-673/673 A NOTES (10) / (JN 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all�� heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding.®'V 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) 5=596.4=597. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a total drag load of 180 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag SOF ESS/p loads along bottom chord from 0-0-11 to 1-9-12 for 185.9 pit DQ N-4 10) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. � _A�R S. r�N <� LOAD CASE(S) Standard C To LLI IX C 043 M • eniber 7,2010 ® WARNING Va-ify design panansdere and READ NOTES ON THIS AND INCLEMBD MITER REFERENCE PAGE M 1.7473 leu. 10'08 BEFORE DISE. Design valid for use only with Mnek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design paromenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown "for lateral support of individual web members only. Additional temporary bracing to Insure stobl0y during construction is the responsibillity, of the MiTek' erector. iTek- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding •' - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII QuailCriteria, DSB-89 and BCSI BuIlding Component 7777Greenbad( Lexie, suit. 109 Safety Information available from Truss Plate Institute. 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95810 Job Truss Truss Type Ury Fly R32144130 GINNOCHIO SW5 FLAT 11 1 ljob Reference (optional) 7.240 s Jun 18 2010 MiTek Industries, Inc. A.C. Houston Lumber Co., Sacramento, CA 85828 Tue Sep 07 11:02:32 2010 Page 1 I D:ZD9 Ey22Je2 Eyb mCoYY?d8ZygOJ5-zD9Ey22J e2EybmCoYY?d SZm?AxZXJdoH MOJaF SygOJ5 t 1-9.12 Beale • 1:78.8 4x4 M112D= 7 3 e 5 1.50MII2D I I 3.4M[120= 1-9.12 I �® S/ O/� z LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP 1-2 n/r 180 M1120 220/195 TCLL 20.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.00 Vert(TL) -0.00 1-2 n/r 80 TCDL 11.0 Lumber Increase 1.25 BC 0.06 ' NO WB 0.32 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Rep Stress Incr LOADCASE(S) Standard Weight: 14 Ib FT = 20% BCDL 10.0 Code IBC2006/TPI2002 (Matrix) C-00�a��� Of LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 1-9-12 oc purlins, except TOP CHORD 2 X 6 DF No.2 G end verticals. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. SICTIONS (Ib/size) 5=71/1-9-12 (min. 0-1-8), 4=62/1-9-12 (min. 0-1-8) Max Horz 5=147(LC 15) Max Uplift5=-687(LC 14), 4=688(LC 17) Max Grav 5=709(LC 13), 4=701 (LC 18) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-696/697, 2-3=-451/448 BOT CHORD 4-5=-482/474 WEBS 2-4=-849/849 rr NOTES (10) / 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6f; Cat. II; Exp C; enclosed; MWFRS (all C heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forcesOeV MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 �+ 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. live loads. �® S/ O/� z 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Y lle6 will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) 5=687.4=688. 8) This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSUTPI 1. 9) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist dragESS/pN loads along bottom chord from 0-0-11 to 1-9-12 for 320.2 plf.��F 10) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOADCASE(S) Standard C-00�a��� Of C 0 643 ©W.te%�10 OF • ptAber 7,2010 ® WA MBG - Ve,% design pmwnzct 9 and )WAD MMS ON MIS AND INCLUDED 6O7EK RBFMWE PAGE MI7473 rco. 20 '08 BJWoI B USE' N!l , 'Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component. ,Applicability of design paramenters and proper Incorporation of component Is responsibinty of building designer- not truss designer. Bracing shownis for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the k' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding - •.....r,: ' fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/111`11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenbacle ane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights,, GSA, 95610 Job Truss Truss Type Qty Ply R32144131 GINNOCHIO Sm MONO TRUSS 1 1 A.C. Houston Lumber Co., Sacramento, CA 95828 7.240 s Jun 18 2010 MiTek Industries, Inc. Tue Sep 07 11:02:33 2010 Page 1 ID:RPjcAO3xPLMPDwn__5GXshnygOJ4-RPjcAO3xPLMPDwn 5GXshnlA_Kvh226QbgT7nuygOJ4 • t 10 s —, I-- 4,50 4.50 12 1.5x4 MI12e II 2 0x0 M1120 1 d 43 3.8 M1120 11 ex8 M1120= I 1.10 e Plate Offsets 0-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00. TC 0.32 Vert(LL) n/a n/a 999 M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.45 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 18 Ib FT = 20% LUMBER BRACING TOP CHORD 2 x 4 DF Stud/Std G TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2 x 4 DF No.1 &Btr G end verticals. WEBS 2 x 4 DF Stud/Std G *Except* BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. 14: 2 x 4 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=64/1-10-6 (min. 0-1-8), 3=64/1-10-6 (min. 0-1-8) Max Horz 4=117(LC 16) Max Uplift4=-1184(LC 14), 3=-1046(LC 17) Max Grav 4=1240(LC 21), 3=1042(LC 18) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-523/503,14=1233/1192 BOT CHORD 34=545/514 WEBS 1-3=1150/1173 NOTES (9) 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. ll; Exp C; enclosed; MWFRS (all heights) and C -C Extedor(2) zone; cantilever left and right exposed; end vertical left and right exposed;C C for members and forces &� MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 ®/AQ�0"ljlv 2) Gable requires continuous bottom chord bearing. �� /�ii 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �® I 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2-0-0 wide 0 will fit between the bottom chord and any other members. �® 5) A plate rating reduction of 20% has been applied for the green lumber members. 611 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except at --lb) 4=1184, 3=1046. 7) This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 310.0 plf. 9) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. LOAD CASE(S) Standard • ® tV9RMNG Verifydesignpava wt— and READAIMEEONTHIS&WLKLUDBDW7RKREFERBNCEPAG$Bfr17973rcu.10'08BEFORE USS, Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the M iTQk' erector. Additional permanent bracing of the overall structure Is the responsibility of the bullding designer. For general guidance regarding T fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-69 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Truss A.C. Houston Lumber Co.. Sacramento, CA 0 Type R32144132 TRUSS I'J'y Fy I I 7.240siunl82010MIT,k7n7u;tries,inc. TieSepO7111:02:342010 Pagel ID:vbH?Nk4ZAfUgr3MBfz25D_ygOJ3-vbH?Nk4ZAfUgr3MBf725D–rjPkEunUmapKChJLYgOJ3 l-- �1-1. —` 4,k F12 1.5.4 M1120 11 2 W M112D Rx M1120= 4 3.8 M1120 11 3 LOADING (psQ SPACING 2-0-0 CS1 TCLL 20.0 Plates Increase 1.00 TC 0.47 TCDL 111.0 Lumber Increase 1.25 BC 0.07 BCLL 0.0 Rep Stress Incr NO WB 0.55 BCDL 10.0 Code IBC2006/TP12002 (Matrix) .LUMBER end verticals. BOTCHORD TOPCHORD 2 x 4 DF No.l&Btr G FMiTek recommends that Stabilizers and required cross bracing WF� BOTCHORD 2x4DFNo.l&BtrG WEBS 2 x 4 DF Stud/Std G *Except* 1-4: 2 x 4 DF No.1 &Btr G 0. REACTIONS (lb/size) 4=64/1-10-6 (min. 0-1-8), 3=64/1-10-6 (min. 0-1-8) Max Horz 4=141(LC 16) Max Uplift4=-1469(LC l4),3=-l340(LC 17) Max Grav 4=1534(LC 21). 3=1 330(LC 16) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-533/511 3, 1-4=-1 527/1476 BOTCHORD 3-4=-567/533 WEBS 1-3�1414/1442 S.I. - 1:33.2 DEFIL in (loc) I/defl Ud PLATES GRIP Vert(LL) n/a n/a 999 M1120 220/195 Vert(TL) n/a n/a 999 Horz(TL) - 0.00 3 n/a n/a . Weight 21 lb FT = 20% BRACING TOPCHORD Structural wood sheathing direcUy applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FMiTek recommends that Stabilizers and required cross bracing WF� be installed during truss erection, in accordance with Stabilizer Installation guide NOTES (9) 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf-, BCDL=4.Spsf, h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot--lb) 4=1469,3=1340. 7) This truss is designed in accord . ance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for ajolial drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 310.0 plf. 9) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=l.l 1 for plates on narrow edge of lumber. LOAD CASE(S) Standard co, ESS/ S. CIO G) 0 'L W W- C 04VO rn IM1012Y "291 7,2010 WAWNG - V,�-ijjj design pav�nefem and READ N079S ON TRIS AM LNUMED J1,117TEICREFERENCE PAGE 691. 7473 rev. 10-'08 BEFORE USE. Design valid for use only with MfTek connecfors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design peramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Nil' is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance regarding —;7.. !t.6- 109 fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TP11 Quall Criteria, DSB-89 and BCSI Building Component 77, Safety Informatfon available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, V11 22314. Citrus Heights. CA, 95810 Job Truss Truss TypeOty Ph 832144133 GINNOCHIO SW6B MONO TRUSS IQ 1 1ob Re rg (gal, - nun .. 1— 40 9Mr1 GAITak Incl—trips Inc_ Tue Seo 07 11:02:35 2010 Page' A.C. Houston Lumber Co., Sacramento, L;A tlboLo is I D:Noq Nb45BxzcXSDxN DgZKmCyg OJ2-NogNb45BxzcXS DxN DgZKmC N R M8Z5 Wvoj2,r EsnygOJ2 1-10-6 r 1-10.6 3.8 M1120 11 W MI120= Sale =1:38.2 Olate Offsets (X,Y): j3:Edne 0-3-8) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.65 Vert(LL) n/a n/a 999 M1120 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WS 0.69 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2006/TP12002 (Matrix) Weight: 24 Ib FT = 20% LUMBER BRACING TOP CHORD 2 x 4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 DF Stud/Std G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-4: 2 x 4 DF No.1 &Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. OCTIONS (Ib/size) 4=64/1-10-6 (min. 0-1-8), 3=64/1-10-6 (min. 0-1-8) Max Horz 4=166(LC 16) Max Uplift4=1767(LC 18), 3=-1645(LC 17) Max Grav4=1840(LC 21), 3=1629(LC 18) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=543/522, 1-4=1832/1775 BOT CHORD 34=-589/552 e�/ WEBS 1-3=-1696/1730 ww /n NOTES (9) ` @Yj^ �© 1) Wind: ASCE 7-05; 85mph; 7CDL=6.6psf, BCDL=4.Bpsf; h=25ft; B=45ft; L=48ft; eave=lift; Cat. II; Exp C; enclosed; MWFRS (all (� heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & �� ���'B✓ MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. 114' 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. V 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) 4=1767,3=1645. 7) This truss is designed in accordance with the 2006 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag �QF ESS/p loads along bottom chord from 0-0-0 to 1-10-6 for 310.0 plf. QQ N,9 9) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=1.11 for plates on narrow edge of lumber. �Q� R S. LOAD CASE(S) Standard C1 C 04 3 T E -11r •8� terrtber 7,2010 ® WARMW Vatfydoigape namt—and READ N07ESONINISdND1KCLEMEDWrI&KREFBRSHCBPAGE MI.7473rev. 10'O8B&FOREEFS&. Design valid for use any with MiTek connectors. This design h based any upon parameters shown, and B for an Individual building component. Applicability of design paromenters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibll0fy, of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding ao.e..o.�4.p.M fabrication, quality control storage, delivery, erection and bracing consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenblids lane, Suite 109 Safety Information ovolloble from Truss Plate Institute, 281 N. Lee bracing, Suite 312, Alexandria, VA 72314. Citrus Heights, CA; 95610 SW6C A.C. Houston Lumber Co., Sacrament.. CA 95828 Type ) TRUSS LOADING (psf) SPACING 2-0-0 CS1 TCLL 20.0 Plates Increase 1.00 TC 0.83 TCDIL 11.0 Lumber Increase 1.25 BC 0.07 BCLL 0.0 Rep Stress Incr NO WB 0.97 BCDL 10.0 Code IBC2006/TPI2002 (Matdx) LUMBER TOPCHORD 2 X 6 DF No.2 G BOTCHORD 2 x 4 DF No-I&Btr G WEBS 2 x 4 DF Stud/Std G *Except* 1-4: 2 x 4 DF No.1 &Btr G isREACTIONS (lb/size) 4=64/1-10-6 (min. 0-1-8), 3=64/1-10-6 (min. 0-1-8) Max Horz 4=187(LC 17) Max Uplift4=2038(LC 18). 3=-1 922(LC 17) Max Grav 4=2117(LC 21), 3=1 900(LC 18) ply R32144134 I 7.240 s Jun '18 2010 MiTek Industries, Inc. Tue Sep 07 11:02:36 2010 Page 1 ID:r—OloQ6piGkO4NVZnO4ZJPygOJ1-r—OloQ6piGkO4NVZnO4ZJPWZFYVIFHfsHehnODygOJ1 I kin 4 3 us M1120 ftSM112D= i 1-10-6 FORCES (lb) -Max. Comp.lMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=5521530,14=-210912045 BOTCHORD 3-4=-608/568 WEBS 11-3�11956/1994 DEFIL In (loc) I/defi Ud Vert(LL) n/a n/a 999 Vert(TQ n/a n/a 999 Horz(TQ -0.00 3 n/a n1a 6.1. - 1:43.5 PLATES GRIP M1120 220/195 Weight 28 lb FT = 20% BRACING TOPCHORD Structural wood sheathing directly applied or 6-0.0 oc pudins, except end verticals. BOTCHORD- Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES (9) 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf-, BCDL=4.Bpsf; h=25ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C -C Extedor(2) zone; cantilever left and right exposed ; end verbcal left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=11.33 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonoondurrent With any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 4=2038,3=1922. 7) This truss is designed in accordance with the 2006 lntemafional Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(11.3�) Plate gfrip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 310.0 plf. 9) Per ANSI/TPI 1-2002, Cq=1.0 for plates on wide face & Cq=11.11 I for plates on narrow edge of lumber. LOAD CASE(S) Standard 17 ??,OFESS/ S. G) CO 0 LU C 00f33 mr.n IMW35��FQ�W% 7,2010 A WARWNG - Vcr�fy d�i" pas,antet� and REW NDTFS ON MIS ARD JENCLUDED W=REFEPJWE PAGE MI -7473 rev. J0-'08 BEFORS LASE. Design valld for use only with MITek connectors. This design 6 based only upon parameters shown, and Is for an Individual building component. Applicability of design poramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability cluting construction is the responsibililly of the erector. Additional permanent bracing of the overall structure Is the responsibillty of the bullding designer. For general guidance regarding fabricallon, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quall Criteria. DSB-89 and 8CSl BuDdIng Component 7 reenbadcj:ane. suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, Vl� 22314. Citrus H61ghts, CA. 95610 Job Truss uss Type Qty Ply R321441135 GINNOCHIO SW7 MONO TRUSS 1 1 Job Reference (goligInal) BCDL 110.0 Code IBC2006/TPI2002 LUMBER 3-4 An ! IS 1010 Mffek!ndushrles Ine Tim San 07 11:02:37 2010 Page' A.C. Houston Lumber Co., Sacramento, CA 95U28 0 LOADING (psQ SPACING 2-0-0 TCLL 20.0 Plates Increase 1.00 TCDL 11.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 110.0 Code IBC2006/TPI2002 LUMBER 3-4 TOPCHORD 2x4DFNo.l&BtrG 240 BOTCHORD 2x4DFNo.l&BtrG Horz(TL) WEBS 2 x 4 OF Stud/Std G *Except* 3 1-4: 2 x 4 DF No. I &Btr G n/a 3xG ID:JAy7Om6RTasFiX4mK5bordygOJO-JAy7Om6RTasFiX4mK5bordTuPyFf—saOVIRLwgygOJO 3A0-6 1.5x4 M1120 11 A � ri—, 2 4 3 3x8 M112D 3A M1120 = CS1 DEFIL in (loc) I/defi Ud TC 023 Vert(LL) -0.01 3-4 >999 360 BC 0.13 Vert(TQ -0.02 3-4 >999 240 WB 0.48 Horz(TL) -0.00 3 n/a n/a (Matrix) TIONS (lb/size) 4=146/0-5-8 (min. 0-1-8),3=146/2-0-0 (min. 0-1-8) Max Horz 4=98(LC 20) Max Uplift4�8711 (LC 22), 3=-483(LC 17) Max Grav 4=101 1 (LC 13), 3=596(LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=1 116/1079, 11-4�9761888 BOTCHORD 3-5=983/939 WEBS 1-3=-1234/1261 6.1. - 1:25.6 PLATES GRIP M1120 2201195 Weight: 21 lb FT = 20% BRACING TOPCHORD Structural wood sheathing directly applied or G -D-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6 -D -O oc bracing. F—miTek recommends that Stabilizers and required cross bracing be installed cluring truss erection, in accordance with Stabilizer Installation guide. 'NOTES (8) 1 4-1//Vi 10... 1) Wind: ASCE 7-05; 85mph; TCDL=6.6psf; BCDL=4.8pst, h=25ft; 8=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces MWFRS for reactions shown; Lumber DOL=11.33 plate grip DOL=1.33 116; 6 //-% 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I/ 3j * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 4=871, 3=483. � 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI[TPI 1. 7) This truss has been designed for a total drag load of 310 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 1-10-6 to 3-10-6 for 599.0 plf. 8) Per ANS11TPI 1-2002, Cq=11.0 for plates on wide face & Cq=l. 11 for plates on narrow edge of lumber. ooFESS/ LOAD CASE(S). Standard S. G) CO 0 LU rn of C 04 M NIFITZ"OrdIMA 93 A WARNUNIG - Vcify cf�siqm pw�nief-v ad READ A107FS ON 7WIS AAID LNCLUDEV ffill'TRICREFERENCE PAGE 11191. 7473 nw. 10-'08 BEFORE ME. Design vofld for use only with Mfrek connectors. This design 6 based any upon parameters shown, and is for an Individual building component. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members o0/. Additional temporary bracing to Insure stability during construction Is the responsIbillity of the Mffek'-, erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding --- erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback tene, Suite 109 fabrication, quality control, storage, derivei Safety Information available from Truss Plot Institute, 281 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA. 95610 7,2010 I STANDARD' GABLE END DETAIL I I 12 VARIES MATCH COM. TRUSS LEDGER MINIMUM GRADE = A A CORDS ND STUDS �w PER TRUSS DESIGN. I= (Dx Q COIlINOUS BEARING AS RECUIRED SPAN- TO MATCH CO MON TRUSS 4-10d NAILS MIN.. 8d ® 6" O.C. 2-1Od TYP.PLYWOOD SHEATHI G TO _/_ 2X4 STD. DF—L BLOCK 2' MAX EAVE W/ NO.2 OR BTR 4x2 OUTLOOKERS ® 32" O.C., DO NOT OVER CUT TOP CORD ® OUTLOOKER NOTCHES. SIMPSON A34 OR EQUIVALENT STRONGBACK LEDGER GABLE -END SIMPSON A34 OR EQUIVALENT 2x CONTINOUS BACKING W/ 16d'S ® 24" O.C. MIN. GABLE TRUSS TO BACKING & BACKING TO TOP PLATE. NOTES: 2X4 BLOCK 2X4 STUD OR BTR SPACED ® 5'-0" O.C. SHALL BE PROVIDED AT EACH END OF BRACE. CONN CT AT END W/ 4-10d NILS. MAX LENGTH IS 7'1 0" STANDARD TRUSSES SPACED ® 24" O.C. 1). 2X4 NO.2 OR .BTR FOR LEDGER AND STRONGBAK NAILED TOGETHER W/ 10d N, 2). 2X4 LEDGER NAILED TO EACH .STUD WITH 3-10 NAILS. 3). 2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD W/ 2-10d TOE NAI 4). THE 10d NAILS SPECIFIED FOR LEDGER AND ST ONGBACK ARE 10d BOX NAILS THIS DETAIL IS APPLICABLE TO STRUCTURAL GAB 1). THE HORIZONTAL TIE MEMBER AT THE VERT OP • MPH EXP. C WIND LOADING & 5'-0" FOR 70 MPH 2). MAX MEAN ROOF HEIGHT IS 30'. 3). MAX ROOF LIVE LOAD TO BE 40 POUNDS PER 4): PLEASE CONTACT TRUSS ENGINEER IF THERE 1 lvll �P OF CAL\� ILS @ 6" O.C. 1. .131 "DIAX3.0"LG) .. END IF THE FOLLOWING CONDITIONS ARE MET: NING SHALL BE BRACES BUT '' ' �Id Tib XP. C LOADING D APPROVED � IVIStQ(� QUARE FOOT. P `R OVED E ANY QUESTIONS. T -BRACE AND L -BRACE Nailing Pattern L -Brace size Nal! Size Nail Sped 1x4 or 6 10d (0,148X3") 2x4, 8, or 8 6d(0.162X3 1/2") ell D.C. Note: Nall along entire length of L -Brace or T -Brace (on Two -Plies Nall to Both Plies) Nails SPACING MIIISAC - 23 1 8/27/2004 (PAGE 1' MITek Industries, Inc. Western Division L -Brace or T -Brace Size for One -Ply Truss DIRECT sUBnTUTION. NOT AMICABLE. section Detail Nails Nails W.b_r Web L -Brace T -Brace L -BRACE or T -BRACE MAY 0 6 2009 T -Brace ori -Brace Size for Two -Ply Truss Web Size Specified Continuous 2x3 or 2x4 Rows of Lateral Bracing -2x4 2x8 Web Size 2x6 2x3 or 1x4 2x4 2x6 1x8 2x8 2x8 2x8 DIRECT sUBnTUTION. NOT AMICABLE. section Detail Nails Nails W.b_r Web L -Brace T -Brace L -BRACE or T -BRACE MAY 0 6 2009 T -Brace ori -Brace Size for Two -Ply Truss Web Size Specified Continuous. Rows of Lateral Bracing 1 2 (I -Brace) 2x3 or 2x4 2x4 -2x4 2x8 2x6 2x6 2x8 2x8 2x8 Nails /,, 10d (0A48XTJ Qa 9" D.C. Web 4 I -Brace Nails Section Detail Note: 1. L -Bracing or T -Bracing to be used when continuous lateral bracin is impractical. L -brace must cover 90% of web length.y U*r%'e C 2. L -Brace or T -Brace must be same species grade (or better) as webAmesl af. UNTY 3. The Stabilizer or Eliminator of MiTek Ind: Inc, can replace the ®/V/ 0 bracing members, Please refer to engineering document. ��® `Sd nl provided by MiTek Ind. Inc.��� O WARMNO-Veriflr design pamnsters and READ NOTES ON rras AND tNCLDDED W= RISFUENCe?AOS US7473 BZMRa LOBS. 1711 amenbedr Lane 0 suite Design veld for use a* YAlh Welt connectors, fih design Is based only upon parameter shown, and h For an lndMdual building n�Po^ qWe co enl. allm He e4hls, CA. 6591 App1 cablily of design poromenlan and propor Incorporallon of cornpononl Is respandblily of brdkingg dadgner • not hurt designer,11roctng shown Is lot loleral sv I of Inclrldual web members only. Addlllonal lamporary bracing to Inswe slobgly during construclion b the respontlbll0y of the ISM[ areelor. AddlIonal permanent brocing of the overall tlruclwe b the respondbIly at the burding designer, For generol guidance ragordng `.=s}'�k0 labrkallon, qually control storage, delvery, erection and bracing, consul ANSIf1P11 Iluolly Cdledo, DSe-111 and 11CIII Wilding Component Solely Inlormapon avco ble Ironlmus Plola 1nt15ule, 5113 O'OnefAo OrWa, IAadson, %VI53719, �Qr�© Re: ginnochio It II Greenback Lane swti.109` C1,xs Haig"ts, CA, 95810 Telephone 9i6* 649W. - F= 1.11. 18,182 7 2. - 1, M1 be_tulss_drewinb{sjsEiet�ncefiJSEiowl�av�_beenprepareri.by.iYli—Ai jndusm'e-„A=_llndermy.direct9ii.pervisi-n La__J U6JGU Vit 173E �la{i3rl:elGlJ i)lUY1LLGU Uy f1. _._ IL_ __.._... ___..: J_J L.. • n 1 1... r7UUJluti LUI{tUri '7221i:rilt{t:iitV,�•M. Rws-or_sheets_covered-by.1hisseai. A3.2189372Aftru -3321.89372 \1.. r______ ____..._1 J_._ L'__.L_ _._._ _til_I:t___._ ._ •I___L 1r 1A/1 my HLerJJG renewal dale fur lite state VI %-al1{.Urrila {J tv1a1L11 uworiarit.'Notice: if Yis"iy, li_iumber:Js, used ior_tits_ir1L'3JEJL.ovElP�,by3116SE.�ESignS. ..__ uenrn e�__.r__. r ,—.A r..l_. no nnrnu __e: _ _-_ _c_.._ ..-- see SPIR impo tam 1`{Ut{tie, LFateu July LO, LUrU ticNallucu at www.n111.GUn1) before ise. t,” ek does -not warrant third -party iulnber design values. PERMIT # r3o� —0c? D 2 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR C DE QOMPLIANCL DATE l BY ocytellivur 1004VrU Ti 4-q, r"ilfiilCr f A he seal on these drawings indicate acceptance of professional engineering responsibility solely for the \iruss ct)irli3uiiciii3 silu►Ni1. The suiiaviii8iiu iisc W iilis cvniNViiBiit iur iuiy pariit ui8r vuiiciin i3 the responsibility of the building designer, per AN;l%(( Pi -2001 Chapter z. o 4--1 -oct v -(-) t S F -t L( Cagy Z00 0 vGN3H1 N190H 9ZZ9Zteocs XNd TZ:VT TTOZiZTiTO ,2 POD ITrus, iTruss Type iQly ............. "ll ?JN6C,P,l0 W IMONO CAL RIP sr, D.34 ---- - --- c Q06 -*u -1 11 -R&itntrassinnto �C)L 10.0 LL'MaER A r Hauxbrin I um Eiri rA AMM�04 TI-tal. ?.250 a Sep ! 2010 PtuSnp 10 1IM-14 2010 9--l'. 1 V, T+4vm 44coigow 4s, I!Q�V!IMIWZ-990 1AWFAIMIGA-11" 4CGdaAwdion 2'%n .4 40 F-fatenoBd --nd-pd ANSUM UL) I CHUHU 2 x 4 DF No. I &Sir G 10) Pei ANSVTPi 1-2002. C4-11.0 Iwi, jimizz oft vvi(it ta,;e C. Cq� I.,, w, In -c. ..u. .''u ... . .. IDA Gy9w T9JYwRN?lg0Y0 VVR;s 7 w 4 nF,.;t,,d/.qtf ra _MplenlDer )o,zuiu v" —i AF.Ab W, THRA ilm Twei Ami-, imr.i.iiiiiii; IiK,; V4 i.i "u.. i ii lir, iii;i 0 E. De,an for WeN deslanli Awn. nninwourosilmno . . �106yoOM3-4GySWr9JYWRNrlgDYOJkIDOMMBHOEIIDOmNZ-OdOM3 44 o.wassia team irull riate injulvio. 26i N. Los w=j.4wo iit. Apxunono. va —14. Ow.. Witight., CA. 05610 coo YGNMI NI90H Mez?,coes xvi Tz:tT TTOZ/ZT/10 lNeFQT IVA T r � IN-qFRT 2X4 WEQ ata Mw IN INSER'" gi Ingo 1 (6 TYP Le INSERT 2,". SUMER \ --------- ----------- \ --------- :4 I 14 - NA i 1 77 -Z// I i I q V\11 X\1 I i xlx I 1! 9 T t!tj, it I.W#Al2u It 211�12 ��ENERAL REPAIR NOTES: JHUREPAJRJS-FQR LOWERING THE T -C -PROFILE AS, SHOWN. 4. MI&M I 2A IV u V �3.fNSFRT1217XR-(nF-NO--2C,Iqfi.-IFR.-.-ASSI(O - A. IN T �2j M,j-0E-NO.-2,G j T-:0�-A&AHOWN. �. A i -TACH 112" CDX. STR. 1. PLYWOOD GUSSETS TO EACH FACE Of- I HUSS \,%,A,ftT H I -a 0 NA- L 5 ', 0� " -3 T - MV X 3 - L --, - - w— 5 -a C.- 2 - RM'S -. .3; RO lk'" M 2)( S, 4 R 0"A'S F 0 K 2 XX S. ftT4wffl:Au0uwnF-NAWS-PER V SMOVY14 ClRctm. NOTE: 15/32" THICK EXP. 1 32116 SPAN RATED O.S.B. MAY BE SUBSTITUTED FOR PLYWOOD. LOADING (psao SPACING 2-&0 CS1 \ITF,LL 20.0 Mama Increase l.uu, TIC 4).W TCDL 110 'L, umbe, Intreaw 1.25 sr, D.34 ,LL 0.0 Rep Stress I c Q06 -*u -1 11 !T-�.55 �C)L 10.0 LL'MaER at V,. -.j .1 liluar ;a tii�H-Q p4rila cspab6 1.00. % uv-,- irt axomp" (17=1'.j TI-tal. V, T+4vm 44coigow 4s, I!Q�V!IMIWZ-990 1AWFAIMIGA-11" 4CGdaAwdion 2'%n .4 40 F-fatenoBd --nd-pd ANSUM UL) I CHUHU 2 x 4 DF No. I &Sir G 10) Pei ANSVTPi 1-2002. C4-11.0 Iwi, jimizz oft vvi(it ta,;e C. Cq� I.,, w, In -c. ..u. .''u ... . .. VVR;s 7 w 4 nF,.;t,,d/.qtf ra _MplenlDer )o,zuiu v" —i AF.Ab W, THRA ilm Twei Ami-, imr.i.iiiiiii; IiK,; V4 i.i "u.. i ii lir, iii;i 0 E. De,an for WeN deslanli Awn. nninwourosilmno RE�CUONS (Waizz) 7-WiMfthwniuW, i i=i2364�5-6 (min. C-1-6) Max Harz ll=i69(LC 6) ft* Awx rr---73tLC:w Tt--la gLc -at - DEFL in (Ioc) Udefi Ud P LATES GRIP 'Vert(LL) -0.6i &.is) p9iii; 3W milwo 2zui i fis VellITO -DIS WID -:-M -24D Horz(TL) 0.03 7 rVa A/a 'VVuigZL SO i1i FT, a 20% TOP MORn qrur-ftwnl—mf idstia-th " dismesiv anssfW, fif XM ac�nsvrfiffa arnwil -,end wrow 801 CHUND Higid ceiling dirsid?y applied or 6-0-0 oc br". r - criDsa o'w"C'r"rdl3`n ftimlim Installation Quids FORCES (11.) Tan. - Al", lorwa 7.10 %':.') z,- te3a zxr--Pl whan, zluw.-. iTOPCun-RO ?-A=4lA4!27--3,4-S-NM1S0j S-12=8891250, 6-12=46212K -&7=-e73121,6 S --8---400M47: &8-207/1072: -t) u beletwed -ftmhlb M4 u 2) !Mnd. ASCE 7-06; 65rnph; TCi)L-6J5P;;f, SCCL-4.8;sui, h-26fi, 6-45A, L-46ii, Cui. ;;. Estp C, -clusaied, MWFRS (a- (eft Wve0calloltirad ftrmottritfore k1f*104%) and[C-C Exftftr(2J-zofw-csffUlew -and r1ahte"osed., riaht-waged.C-C and form & 101XIGIA 331 Provllds a4aquaa cwa�r,46 zo OF-avera wetw poniVig. This hwhaeboeirdnlo iedbre c Q06 -*u -1 11 wiii fii bciwvcn ihe buftris enold und any oUle; rnsitritbe-I-J. e) Apk= ratma / & - N\ )�r I?r X/ at V,. -.j .1 liluar ;a tii�H-Q p4rila cspab6 1.00. % uv-,- irt axomp" (17=1'.j TI-tal. V, T+4vm 44coigow 4s, I!Q�V!IMIWZ-990 1AWFAIMIGA-11" 4CGdaAwdion 2'%n .4 40 F-fatenoBd --nd-pd ANSUM .1" 10) Pei ANSVTPi 1-2002. C4-11.0 Iwi, jimizz oft vvi(it ta,;e C. Cq� I.,, w, In -c. ..u. .''u ... . .. l'-NA0t;A8IEA staalclaw _MplenlDer )o,zuiu v" —i AF.Ab W, THRA ilm Twei Ami-, imr.i.iiiiiii; IiK,; V4 i.i "u.. i ii lir, iii;i 0 E. De,an for WeN deslanli Awn. nninwourosilmno vots! vie anVvAll?i connecl�-lhb based an)v upon, acrartifilsin OnTsUlti, componarol. Agioicabibty of datilg7fwomsintan and propitrincorporallon of component ismipansi6gtv of buNdifto 0600twer- not frvl3 designer. bracing AddillgRal faMPOMMY bVC(ftg 101MUMIlklIblytir UW6V COfintfUCOaft it the relponfURty G(IA a en"e- I UlTek o.wassia team irull riate injulvio. 26i N. Los w=j.4wo iit. Apxunono. va —14. Ow.. Witight., CA. 05610 coo YGNMI NI90H Mez?,coes xvi Tz:tT TTOZ/ZT/10 FLOE WCAMON P.Nb PIRIENTA710til DnI er plat e on joint unlefs x, y lise'li c3re inqfcole irnen'$k)nt �rry in flriri--sWqe!nIhs. �ppN Plates to bct� sides of tniss, ncl lully en*e!cl leeih. Fc -r 4 x 2 odeplUticn, locate p- qoM dge pt lruss' This syrpbol indica',es the 7* MWirelid di:riBCt.-on qhlot.s i.r) �cinne�torploles. Plate IccatWi d0gils crvqlablE hi Mffglc 2Cl/p 0 I-o0howpie w ljl)oh to ue PLArl: $11E The f Tst dirr emicri ip I he p lote vvidth r pedsurc,d p§rpeiidiculor 4 4 fo*ti,:SecQnd ditens400p'is We lk�qgih 13� oft Ila slots. "TEFAL BOACIN9 Lcx:�noM ��CsO4"3 Indicalp:1 by pmt,ql! ho-wr anidjc( ext'ir the-prcci6g section of the c�j tpkd. Use T, I or Eriminc lot btci�jng 4EARING Iridicalp; l6co.t:on Y�t)ere t�eoriiiqs oo"%> J�suppofl!-)bcrur. c'p'is-qr�,b.Ld: roxvop sec.*,l 'ihdjcat'E!s-jciinI b ej whero bea!�- gs :)ccur. 7- Indusl Stmoardt: rf �NSI/I'Ril: " tionqJ :)eiiqn Spepificgrijoi-for Mellcil e C:Qnne(,IeiJ "'clod 7%�s ConstwSpri. q5134i19: ;11Fee`;ign $tandq*rd for pfacin I I BCSI: 84cling (;ompc?nenJ, 4afetjf�lonrnpi;Eon, 47�t)ide tq Goo($ 11raclice for Flandkig, p1librig' 4. B'rW' ing �f ?Aelq I'latel :fifneosiass shown in fl-ir�sbrteqn Ihs (C rqwing; mc t to stpcile� 2 TC)P rHr)F?n!; 11N 7 7' WI:BS 4 0 u 00000 1�0 epucly CHORD5 6 5 JCOWSAJtEC-;ENI:4kALtYNWAMRIP/I.O'F EDCk0CK1M5I:. A1i1qUND TIE 1VUSfS1AIt1j14G ATTH E 10�1117 FARTHEST Y4p YHEtEFT. CIIQRDS.P,Wtk "EBS ARE: IpINTIllfg. BY EVI> Xojr MtIA"EIt9j(VTE*:k PltQDUC-T COCIE &PPIRVAUS ICC -ES Reports - E!* 1311, C;R- I V2, ER -5243. ?604E;, 95-91. 06-� I. 9647A NE*487, VER -!4I 95 111), 6442,96,67. ER13907,9432jk 1) 2(Ok Moe�(!D A] Fights Feseived N 11 01 MiTe� I:nqirW(?r[rv:j.Refer, ..e Shjeet. Mil -747.) Terv. 13-109 Peneirpil ldfop,hr Nqile� Failure to F:ollqvv Cguld C-CUle Pl-qpedy Damage or Flqfsor�cil Injvry I - Additionol SlaiblRy brocinp. lor tW sysfi!�T, e.g. ,qDnal qrX-broong. N o1way.; coquired, See designed hy -an ()noneer. for 4 brOdnEl Mrst Pe e ftus WO014. inc"031 tot*ul brage.i thcr�rves rigy rewi(v brocipE� (x ollefnamye I ' 1. 01 Efirnkiclic,f tg"!ih.otj1d Oq cored". 3. Ple%for emped the design loodil shown and nepmr S!CLCJ: matT11015 an ; lriack� 9 U'31etfjT!Qctd !njsy,-,S. '1. Ffrde c:Cj0eS C4 IMS Intmi desl;ln'to IN: louild'ing C; �iner,qf(!Ciic;nstjpei-�scr.g)iop(4ty-D,4�(riBrcinO cjj�ot her In,feres1eq parbel- I S. C41 inenit?cm to tWor fica", aga�v OtN-r' 6. f 19 c1b pk:IIFS on epch face of tyLJ;S -:110:30 i4)iH and qmbecl Pumv. KnqA arvJ yA).ne ol jDint W10750"; cr! regiLdoted bv ANSI 1. fr Clesk;n ozVnej frVsnes Nvj tm siAlably p)tqN?ctc!d Worn Ono envkohrvemi in mcorp,,vith �p6tflm 1. it. L. n S d hijovise npled, mvaskze 1:oMent of iwnit)er S111 not *eed; 191% ot We (if foDricoji;n. L n M.S ev 4-.iW iVed. tN5 aftlyj is nai qpplct:jt�je� for LS(!,wAih ;-etorclaill. gmtse"cfi�e tiewpcl. or green hj"xv. 0. cArrtek .5 0 nGcwK1nffiL1urqI cory 'Ofic;n and i; tro? '�Sv'xmbf�y at tnAs "albripatol. r.1berut pn3Ct4:q �, to c,Ornbef f(f deod!cad d�flechoq. I I . F!,q1e: typej 0,ze.,mel"Ildlicin and 16catibn dirnerls of's iincficoted pre rhir1rmwn plo'ling r�qLrir*mWinls. I 2. Lurmber snpd sNill j>e of 1he speicie'; and 5b.e. c1nd1 ei*�cl td op better Inon tN0 3. 7op 0* p shoatled cir pUrtiris AfcrAdecj al SID96no on delign. 4. E alfam c�jqfds require k3lpr-ol bipaong cri 10 ft. --4�ocing. ca tmis. 4 no cxiiii-q c in� oped. tin" OflhjrMS6 npf,E!O. 5. cciorwt rqn; nw s�wywh we th� r0:)ofisitWy Of otiters. 6. Dq not cr Ole( fIVS3 member or PkVle �ffhatA p4or lj;f on unoineec' 7. Wool ordicad -w-qo.cdiiy tjrw%s indlcdled cAher"e. 0. Use 411 gmeer. or iieoted DLImber rna� pcsf unc, I k:qej:;tab1e I!r,Aarvnwnl at, fielo(Rh or X ornrianCO 1". IcInpull wil� !ct er�ginee?"IOM' 45C. 9. F*M-W C1m'p'wtic'% (if ffiNdegio, InX". back. voqch e. F?e ng pi -tures at E! ci�d pictwic!) bef1m us, h; r?O1 suffiqieni. 20. c)(W-13n cjssprnes rr)pnL4acjufe in q-consomm vvilh j--t-4-C-cmmerce-C iun;*.5 Chi -CA -95928- - - - me: -6- 42=826 1 FAX 1530) 342..82,67- -C- & - -AM 42-8267-Cad--AM Sli zV267 tl - r,j t l �-- 1--��- ..Z=M e m ! TOM-lff -- y--�-CMENOW NEM - r� gi►; Di'►il� r-Ir��n4 _.. - __ �-:. _ __ iinlriw- Trer..Jn —. v etiveve OwO./n � C . C7 f\iQ 3 O urgimt .O Rol RYYIOW O Please 6emment - O Plows -Reply O P.letllse Recycle je Comments: i Philo, 1 11al lKJ 1 Vr tr►C tai H -R .tuM druur_iu yv4l 7 uay- . j jurqui xnai we .had -a held -MPP -OT One OF I the trusses, and 1 forgot to bring the engineering with me yesterday. I'm enclosinq it in { I'thisfit: if`vlOU'ccdd ionk it--flver and pive-your amnrfw--viamR-,n mn7p%tpnjthinn -ehprrlrc I nl141 onri1111 —fl- Gr... ✓ r_`J_.. 1 vasal, u4 4%A 0 1GU 1m 11. W99 LV 1 %l%,V l l u 1144A J11, 1 11 Call 101 cm loinjuCtiOn On R ifidy -Me -ics�-if-ttlere env �robtems. ®CSC, I-RObin Trenda TOO VaNa l N190H 9ZZ MOCS Xv3 CS:ST TTOZ/ZT/10 May 23, 2003 County of.Butte-,FINAL REVIEW Jurisdiction Appl. No.: 02-3366 LP2A Job No. 203015-001 Mr. Michael Vieira County of Butte 7 County Center Drive Oroville,,CA 95965-3397 Phone: (530) 538-7541 Fax: (530) 538-2140 Re: Plan Review: Ginochio Cottage', .Address: Cana Highway Dear Mr. Vieira: Linhart Petersen Powers Associates . (LP2A) has completed a final review of the following documents: 1. Plans: One (1) revised copy plan sheets Al through A4, E/M1 dated April 21, 2003 by Babette Jee, AIA; S-1 through S-3 dated April 21, 2003, and S4 dated March 21, 2003 by Toft, De Nevers & Lee. 2. Structural. Calculations: Two (2) copies dated November 12, 2002 by Toft, De Nevers & Lee (returned with previous review). One (1) copy of supplemental calculations affixed to response letter dated 3-14-03 (returned with previous review). One (1) copy of supplemental calculations affixed to response letter dated 4-21-03., 3. Title 24 Energy Compliance Documentation (all returned. with previous reviews): Two (2) copies dated October 30, 2002 by Gabel Associates, LLC. 4. Geotechnical Report (all returned with previous reviews): One (1) copy of geotechnical report dated 9-28-01 by Applied Testing Consultants (ATC). One (1) copy of geotechnical review letter dated 3- 11-03 by ATC. One (1) copy of pad certification dated 12-20-02 by ATC.' 5. Other (all returned with previous reviews): One (1) copy of an undergraduate senior project entitled, "Straw Bale Shear Wall Lateral Load Test' by Jason Nichols and Stan Raap. One (1) copy of a preliminary out -of -plane test report. Note: Floodplain Mitigation Measures and/or comments will be reviewed by Butte County. These documents were reviewed only for their conformance to the 2001 California Building, Plumbing, Mechanical, and Electrical Codes. We have no further comments. Enclosed, please find the above -noted documents bearing LP2A approval stamps on the appropriate sheets. Please do not hesitate to contact us with any further questions. Sincerely, LINI(;;l E S POWERS -ASSOCIATES l V1Aliam T. (Bill) R dgers, SE Mike Bayless Structural Engine r Plans Examiner IILP2A_SERVER11Plan ReviewlButte County 0151Butte County 20031203015-001-PC3orF.doc LINHAR PETERSEN POWERS ASSOCIATES LP2A Bin No. 96 7610 Auburn Boulevard - Citrus Heights, CA 95610 (916) 725-4200 - FAX (916) 725-8242.- Toll Free (877) 235-0653 Ginochino Cottage r • • Coun of Butte - First Check Cana Highway 00"A Job No.: 2030015-001 February 4, 2003 Page 2 of 7.. Re: Occupancy Group(s): R-3 Type of Construction: V -N Stories: Two Building Area (sq. ft.): 1177 A. The. following plan review documents are based on the County of , Butte Building Regulations. . For your convenience, the following comments are referred to the 1998 'California Building Code (i.e., 1997 CBC, et al, as amended by the State of California) unless otherwise noted.- B. oted:B. Please respond in writing to each comment" by marking the attached comment ,list. or - creating a response letter. Indicate which detail, specification, or calculation shows the requested information. Your complete and clear responses will expedite the re_ -check and hopefully, approval of this project. Thank you for your assistance. - C. For clarity, specify on cover sheet that the 2001 ,CBC, UMC, UPC, and 1996 NEC, as amended by State of California and local jurisdiction are applicable to this project. D. Please be sure to include on the. resubmittal the architect's/engineer's "wet" stamp, signature, registration number and expiration date on all sheets of plans [all sheets of plans, depicting structural designed elements] and cover sheets of specifications. and .calculations. CBC 106.3.2 'ARCHITECTURAL COMMENTS: Al. Show the location of address numberson building elevations/site plan which are clearly visible* from the adjacent access street or road. Sheet A1, A3,-CBC.502 A2: Specify , a 173/8 inch minimum solid core 'or 20 -minute rated door with self -closure at separation wall between garage and residence.- Sheet A2, CBC 302.4 Ex. 3' A3. *If necessary* Specify that all air ducts penetrating the separation wall or ceiling between the garage and.living area shall be a minimum of 26 GA.. Sheet A2, CBC 302.4 Ex. 3 A4. Amend •the plans for shower and- tub/showerwalls to specify a smooth, hard, . .nonabsorbent surface (e'.g., ceramic tile) over a moisture resistant underlayment (e.g., w.r. gyp) to a.height of 70 inches above the -drain inlet. Sheet A2, CBC 807.1.3 A5. Specify an 18 inch minimum clearance from -the earth to the.bottoms of the floor joists. Specify a 12 inch ..minimum clearance from the earth to the bottoms of the girders. Sheet A2; CBC 2306.3 A& Locate an 18 inch x 24 inch crawl space access on the floor and%or foundation plan. Sheet S-1, A2, CBC 2306.3 A7. Specify the types, -sizes and locations for crawl space' cross -ventilation on the foundation plan and/or elevations. Sheet A2, S-1; CBC 2306.7' .A8. Specify the types, sizes, and locations of ventilation for the enclosed rafter spaces. Sheet' S-1, S-2, CBC 1505.3 Ginochino Cottage • • Coun ' of Butte - First Check Cana Highway LPA Job No.: -2030015-001 February 4, 2003 ' Page 3 of 7 . A9.. , Amend the floor plans to show a minimum 36 inch deep landing outside all exterior doors (not more than 8 inches lower than threshold for. in -swinging doors, and not more than 1 , inch lower than threshold for out -swinging doors): Sheet A2, CBC 1003.3.1.7 'A10. Specify the make, model number,,. -and I.C.B.O. evaluation report number (or other approved listing) of the metal fireplace on the plans.: Sheet A2, CBC 3102.5.1 . A1.1. Provide minimum 26ga. galvanized weep screed at foundation plate line at least 4" above grade (or 2 inches above concrete or,paving). Sheet A3, S-1, CBC.2506.5 Al2. If the swimming- pool is part of "this submittal, the following criteria (below) must be specified, if it is not part of the. submittal, this must be plainly specified on the plans, or all reference to the pool should be removed. r Out door swimming pools shall be provided with a barrier that shall be installed, inspected and approved prior to plastering or fillingwith water. CBC Appendix Chapter 4, Division 1 Y The barrier shall comply with the following: a. The top of the barrier shall be.at least 48 -inches above grade measured.on the side of the - barrier that faces away from the swimming'pool. b. The maximum vertical clearance between the bottom of the barrier and -the ground shall ' not exceed 2 -inches to the earth or 4 -inches to concrete, C. Any and all horizontal, members of the barrier shall be placed on the poolside of the barrier. d. Openings. in the barrier shall not allow passage of a 1 3/< inch diameter sphere. Chain link fences used shall not be less that 11 gage. e. Access gates shall comply with items a through d, shall be self-closing and self -latching. r Where the'release mechanism is located less than 54 -inches from the bottom of the gate, " it shall be located on the poolside at lease 3 -inches from the top of the -gate. There shall - be no openings in the barrier or the gate within 18 -inches of the latch. f. 'When approved by the Building Official the wall of the residence may serve as part of the barrier providing: 1. All doors shall be equipped with self-closing and self -latching devices located 54- a_ inches above the floor or: 2. ' An alarm shall be installed+on all doors with direct access to the pool. The alarm shall sound continuously for a minimum of 30 seconds within seven seconds after the door is opened and shall provide a sound pressure level of not less than 85 dBA at 10 -feet:' The alarm shall, automatically reset under all conditions. Contact the Building Division for additional needed information. MECHANICAL. PLUMBING AND ELECTRICAL" COMMENTS: A13. Please specify the location of the HVAC on the plans., Provide any associated information that may be necessary — outlet, lighting, clearance, combustion air etc. Sheets •UMC 306, 307 .. February 4 2003 Y z Count of Butte- FIRST CHECK w Jurisdiction Appl. No.: 02-3366 LP2A Job No. 203015-001 Mr. Michael Vieira County of Butte . 7 County Center Drive, Oroville, CA 95965-3397 Phone: (530) 538-7541 Fax: (530) 538-2140 Re: Plan Review: Ginochio Cottage Address: Cana Highway - r Dear Mr. Vieira Linhart Petersen Powers Associates (LP2A) has completed a first review of the following documents: 1. Plans: One- (1) copy plan sheets Al through A4, E/Ml dated August 13, 2002 by Babette Jee, AIA; S-1 through S-3 dated October 23, 2002-by Toft, De Nevers & Lee. . 2.- Structural Calculations: Two (2) copies dated November 12, 2002 by Toff, De Nevers & Lee. 3. Title 24 Energy Compliance Documentation: Two (2) copies dated October 30, 2002 by Gabel Associates, LLC. 4. Geotechnical Report: None Provided Note: Floodplain Mitigation Measures and/or comments will be reviewed by Butte County. These documents were reviewed only for their conformance to the 2001 California Building, Plumbing, Mechanical, and Electrical Codes. Our comments follow on the attached list. Please submit an itemized response letter and two (2) sets of complete and revised documents with all revisions clouded. - f Sincerely, LINH T R N POWERS ASSOCIATES - i liam T. (Bill) odgers, SE Mi ce B I Structural Engi Per Plans Examiner MB:kb enclosures cc: Applicant IILP2A_SERVER11Plan. ReviewlButte County 0150utte County 20031203015-001-PC1.doc LINHART PETERSEN POWERS ASSOCIATES 'LPA Bib No. ss 7610 Auburn Boulevard • Citrus Heights, CA 95610 ' (916) 725-4200 FAX (916) 725-8242 Toll Free (877) 235-0653 O Ginochino Cottage • •Counttyv of Butte - First Check Cana Highway - LP'A Job No.: 2030015-001 February 4, 2003 Page 5 of 7 STRUCTURAL COMMENTS: y S1. Structural Observation, defined in CBC 220 and performed'in accordance with CBC 1702, is required for this project per CBC 1702, Item 5..'Amend the notes on Sheet Al to include a list identifyingthose stages of construction that are to be observed by the Engineer -of - Record (EOR). Reference CBC 106.3.5. S2. Special Inspections are required for the following items on this project: A. Shotcrete (or Sprayed Soil -Cement) per CBC 1701.5.12: B. Foundation '.excavations and fills per CBC 1701.5.13 (performed by the Geotechnical Engineer). . C. Moisture and dry -density, testing of the straw bales per CBC 1701.5.15. D. Vertical joint testing of the straw bale walls per CBC 1701.5.15. 1' Provide a list identifying all required Special Inspections on Sheet Al of the drawings. The list must also include the name of the firm, agency or, individual responsible for performing each listed inspection. S3. Provide two copies of the'geotechnical report listed on Sheet S3 for review. In addition, provide a letter from the geotechnical engineer stating that the drawings (i.e. —the foundation plan, the grading plan,' and all pertinent details) have beer, reviewed, and that the geotechnical report's recommendations are properly incorporated. Any exceptions noted by the geotechnical engineer are to be addressed prior to resubmittaf. S4. Straw Bale Walls: A. 'Provide detailing 'showing the construction of -the straw bale wall. assemblies. Specifically, the detailing and notes on Sheet S3 mustxreflect• the following information, found in the County of Butte's .straw bale wall specifications:* (The Items referred to below are those found in Butte's policy). 1. Bales shall be laid flat, and be approximately 23" -wide x 1'5'/2' -tall x 46% long in dimension. Item 2b. 2. Fastening of the bales to the,foundation. A minimum two #4 dowels per bale embedded 7" ' minimum into the ; foundation and extend vertically halfway. into the second course of bales, resulting in a 23'/4" projection. Item 2i. 3. Fastening of the bales to the wood framed portion of the main floor that is equivalent to that described above. 4. Detail the installation of staples formed of #3x1'-6 bars, with 6" legs, at the f corners. Item 21. 5. Detail the pinning of subsequent bale courses, required to be a minimum of two #4 bars per bale, approximately' 9" from the joints, centered on the, bale, and penetrating through 2%2 courses. Item 2j. '6.' Detail a continuous horizontal bar (#4 min.) at mid -height of the bale .wall between courses. Item 2k. 7. Provide detailing showing the connection of perpendicular wood walls to the straw bale walls. Item 2m. 8. Provide details showing lintels over openings in -the straw bale walls. 9. How are the rake walls to be formed? Provide detailing and specifications. " • Ginochino Cottage CounV,of Butte. - First Check - ' Cana Highway L A Job No.: 2030015-001 February 4, 2003 _ Page'6 of 7 S5. - Sheet S2, High -Roof Framing Plan: A. Provide a section detail, through the clerestory's,rake walls. l '.,B. Specify, the posts supporting the'4x8 header over the Type F window.on,the south: elevation:' - S6. 'Sheet S2, Low Roof Framing, Plan: A. Presumably, Sections L and,M also apply to the ridge beam at the west elevation. 4 , Clarify. B. Section. N:. Amend this section to show the .5.25x11.875 LVL dormer header -bearing fully on the.5.25x9.5 LVL,rafters. t . Alternatively, .provide a detailed analysis of the partial be connection, showing how ,the eccentricity in the bearing connectionis. resolved..' ' C _ Roof framing over the Screened Porch: 1. Provide a, section detail through the ledger supporting, this* roof at the west exterior wall .of the Bedroom. Show, shear transfer, requirements. CBC 1633.2.3. 2. How is this roof laterally restrained? Indicate and detail all, necessary chord and collector'ties. 'CBC 1633.2.3, 1633.2.5, 1633.2.6, and 2315:5.2. D. � • Indicate diaphragm chord ties at -the ends of the 5.25x11.875 LVL supporting the shed roof. CBC 2315.5.2..E E. Specifydiaphragm edge /boundary nailing at those elements serving as chords. S7. :.Sheet S1,,Second floor. Framing Plan: A. , ,. Specify hangers for •the;4x10's in the east wall, supported from the 4x1 0's 'in the north and. south walls.' To provide a complete vertical. load path below these 4x10's; at least one additional post in each' -of the. building's east corners is _ required•to'support the inboard 4x1.0's:. B. Presumably, Detail H is also applicable, in the south wall.of the house.. Please clarify. C. 'Provide sheaf transfer- details through the tops of the interior shear walls. CBC ` 1633.2.3. D. Provide section- detailing through 'the base of .the discontinuous upper-level straw bale / PISE shear wall on the west elevation. Ginochino Cottage " . - : Coun of Butte!. First Check Cana Highway L A Job No.: '2030015-001 February 4, 2003 Page 7 of 7 S8. Sheet S1; Foundation Plan A. Provide section detailing showing how the framing at the south=east corner (at elevation +18") of the building is supported. B.' Provide detailing showing how the fireplace is installed in the east wall: C., Provide section detailing at the bases of all'interior, .wood -framed shear walls. CBC 1633.2.3:., S9. Calculation 9' .East Shear Wall: How is 36' of shear panel obtained from this wall? Clarify, and amend as -required to coordinate with the First Floor Plan on.Sheet A2. If "you have any questions regarding the above comments,, please. contact Bill Rodgers, SE (Structural) and/or Mike Bayless -(Non-structural) -at 916-725-4200 between 9:00 A.M. and 4:00 P.M., M=F. , [END] IL 0 -LNt ��) - 0), -�-,> i TOFT, DE NEVERS & LEE STRUCTURAL ENGINEERS SAN FRANCISCO, CALIF. SUBJECT JOB NO. 5853 SH. 0 NO. 1 Of 5 BY KED DATE 3-14-03 RESPONSE TO FIRST STRUCTURAL PLAN REVIEW AND ADDITIONAL STRUCTURAL CALCULATIONS FOR k I've lo Man CHICO, CALIFORNIA TOFT, DE NEVERS & LEE C INQcNfo COTT (r -E CONSULTING STRUCTURAL ENGINEERS I I I MAIDEN LANE, SUITE 500 ,p SAN FRANCISCO, CA 94108-5329 RE SPntiJ',E TO FjYZ(l RST f LAO E✓iEw S1. REFER TO SHEET Al FOR STRUCTURAL OBSERVATION REQUIREMENTS. S2. REFER TO SHEET Al FOR SPECIAL INSPECTION REQUIREMENTS. JOB NO. 5-853 SH. NO. -2- OF C5 BY KEIT DATE '3-1'1'-A3 S3. TWO COPIES OF THE GEOTECHNICAL REPORT AND A LETTER BY APPLIED TESTING CONSULTANTS OF CHICO, CALIFORNIA ARE INCLUDED IN THIS PACKAGE. S4. STRAW BALE WALLS: 1. NOTE VI.C.4.a. (FORMERLY VI.C.5.a ON S3 HAS BEEN AMENDED TO CONFORM WITH THIS PROVISION. DETAIL B ON S1 REFERENCES THIS NOTE. 2. AS AN ALTERNATIVE TO BALE PINNING, ANCHORAGE OF THE WALL ASSEMBLY TO THE FOUNDATION IS ACHIEVED BY REINFORCING THE PISE SKIN WITH A 2x2xl4GA WWF MESH, STAPLING THE MESH TO THE 4x4 SILL WITH 16GA STAPLES AT FOUR INCH SPACING AND ANCHORING THE SILL TO THE FOUNDATION WITH 5/8 INCH BY TWELVE INCH ANCHOR BOLTS AT FOUR FOOT SPACING. REFER TO PAGES NINE AND TWELVE OF THE SUBMITTED STRUCTURAL CALCULATIONS AND DETAIL B ON SHEET S1. ATTACHED IS A REPORT FROM CALIFORNIA POLYTECHNIC STATE. UNIVERSITY, SAN LUIS OBISPO BY JASON NICHOLS AND STAN RAPP DEMONSTRATING THE LATERAL STRENGTH OF STUCCOED STRAW -BALE WALLS AND A REPORT ON THE OUT -OF -PLANE STRENGTH OF NON -PINNED STRAW -BALE WALLS WITH PISE PLASTER PRESENTED BY DAVID ARKIN AND KEVIN DONAHUE TO THE FIRST INTERNATIONAL CONFERENCE ON ECOLOGICAL BUILDING STRUCTURE IN SAN RAFAEL, JULY, 2001. NOTE: ALTHOUGH THE CAL POLY WALL INCLUDES FOUNDATION PINS TO THE FIRST STRAW -BALE COURSE IT CONTAINS NO ADDITIONAL INTERIOR PINNING, AND THE PAPER MAKES CLEAR THAT THE SHEAR TRANSFER MECHANISM OCCURS FROM THE STUCCO MESH TO THE ANCHORED SILL. THE OUT -OF -PLANE PISE TEST WALL ALSO CONTAINS PINS TO ONLY THE BOTTOM COURSE, AND WAS ABLE TO CARRY TEN TIMES SERVICE LOAD (ONE HUNDRED FIFTY POUNDS PER SQUARE FEET) BEFORE FAILURE. 3. IN ALL INSTANCES THE GROUND FLOOR BALES ARE ANCHORED TO THE GROUND FLOOR FOUNDATION AND NOT THE WOOD FRAMED FLOOR. REFER TO DETAIL P ON SHEET S4. 4. AS AN ALTERNATIVE TO CORNER STAPLING, BALE PINNING AND LADDER REINFORCING, WALL ASSEMBLIES ARE HELD SECURELY TOGETHER WITH A MID -HEIGHT TWENTY FOUR INCH BOX BEAM SURROUNDED BY PISE PLASTER AND A 2x2xl4GA WWF MESH STAPLED BOTH SIDES TO THE BOX BEAM WITH 16GA STAPLES AT FOUR INCH SPACING. REFER TO PAGE ELEVEN OF THE SUBMITTED STRUCTURAL CALCULATIONS AND DETAIL E ON SHEET S2. 5. SEE RESPONSE TO 54.4. DIRECTLY ABOVE AND RESPONSE TO 54.2. 6. SEE RESPONSE TO S4.4. ABOVE. 7. SEE VI.C.2.b. (FORMERLY VI.C.3.b. AND DETAIL R ON S4. 8. PLEASE NOTE THAT ALL ROOF AND FLOOR LOADS ARE CARRIED BY THE 4x10 BEAMS IN THE PLYWOOD BOX BEAMS AT THE ROOF AND FLOOR. LINTELS OVER DOORS AND WINDOWS CARRY ONLY THE WEIGHT OF THE STRAW -BALE WALLS ABOVE THE LINTELS AND BELOW THE BOX BEAMS. REFER TO STRUCTURAL CALCULATION FOR 4x4 HEADER ON THE NEXT PAGE AND THE ARCHITECTURAL DETAILS. 9. WITH THE ROOF FRAMING IN PLACE, BALES ARE SET AS HIGH AS POSSIBLE INSIDE THE TWO RAKE RAFTERS SPACED TWO FEET CLEAR TO RECEIVE THE BALES. SEE DETAIL M ON S3. TOFT, DE NEVERS & LEE GI WQCH 10 COTTAGE CONSULTING STRUCTURAL ENGINEERS 11I MAIIDEN CISCO, CA 94TE 500 -53 �S5PnN5F To FIr'L5-F PLAN REVIEW SAN FRANCISCO, CA 94108-5329 54, Hdr at V` i,,,40w Bv,L., Z DF JOB NO. J O S SH. NO. OF S BY ILEI) DATE Hdr Svrtla-�s Sffaw- &IP I/vnll,, p Mi., 13 u^ �C�Echt 8360 M w= 60 ��E C �'� = bo Z -7F cIZ� M= 6� C6� /g - z�o F6' his— ' 453 p"� < 1315 ISO T T ISO V= 1�()IV -�" = 1.5 0?0)/3.SZ = Z -z hs 95, S S. A, SEE DETA)L X ON 54 5F -r S+. 13, Oxy- P0575 SVPPORT THE +>IB Hl=ADER IN GiV>;ST)ON. SEE FRAMING PLANS ON 52. ANo DI:TAIL5 V AND W ON SHEET 54. 56, A. 5Ec710N5 L ANO M ttPPL`( FoR RIOGE BEAM SOPPOMT /VT BnTFt THE �tST AN1) V/✓ ST RAKE \,vAL1,5 , THF- EXI5TING PLAN N()TE "SEE NDTE5 AI:T RIGItT FOR RAKE" AT THE w65,T VVAL-L INCORPnnA-T6S ThE CkST wP�LL PLAN No—ft-z5 T() T kE W65T WALL. 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NO. S OF BY 1XE1) DATE S-7. A. (PLEM NOTE THAT AOR TH): go)< RIS M5 T-AA7 TILE RooF ANr) F -L 12 /-Vein I -WF- 4x10 R19SA,M5 LSETS tm'rnETItE OVTEZY�i� zFl� FSPOF S TWE DEr/� IL 5 R, F, H A -to K A -Nr) TltF_ FRAm iNG- PLA RE 014L -L(' EXcF_0 )nN 5 TCl 1 ►fis fZVL-C A(,-F=A(,-F=THF- Pa -5T5 54o ->j 'FhF GRo✓N� Fi-nnri /4NO F00NnATio>4 P L-A l -i 0)-j 5 H E F_ T -51. F(1R THE. flo>( BEAMS nN TkE F�P1sT Sl))E IN TftE %Z EGIn►v w/(� TItF— LOFT FL -00r</ THE OVTP-K 4x10 IN -t)+F_ 130x 13EAM5 TA i--- S TRE CrRA-,TY L-OAr)5 A, -j9 rv+E 13n><, f3FA-5 /k5 A v\/14OLr 5-F&Lcr_ Tt i'E nvT- oF- P/Lp NF W ► ub L_nA n s , Kc17E IN '1)ETA)L A wttEzL- TWE 19RE.CgMPRE55ED f367wECN TWF- Goo — BEAMS AND SILLS. g. OtTRIL i- 15 A?PLICN'gLE (iN ?N-� 5qV 1 ff WALL . A 1.r()TF_ ttfi5 R>F-E N )O'rr)1) E0 TO 7RE PL/4N s AfJn p ET- 4. D. SEE nI:TA►L F oN slr1=FT Sl S-0. A , SES OE- AIL PA ON SHS -c -, T '51 C, SFE DETPIL Q qN SIfEF_?' S4 ANr) 15ETPrIL C ON -5M ET 51 REV,57-- CAL.CULNTION Oki P q1or CA-L-cs 10' . 10'. -Ar -7 1 Pi f ExFcr hl nF rr!_.� nor flnr 1� F>{f"ori 7�jc1F't��n.•� �+ I T -I [ I �ci�� .Lh'1:Pr1cr� s of IJnn-e / V -r = Z+501� Z= 45nB /Z�' = 1 b-7 If c I'int/ICP.IS1=' See IZ) PV0t 400 -9 # Ccs+Y, 1 Z/3 PpL = 6 O C5� -2 3) t <« / , n� 54�n C•7) 3 = 4� �t o � 410$ � P„ L = 60 C") 1'r(3) = 50 4t 0 �� �'0 W-, ox< Ginochino Cottage . • Counttyv of Butte - First Check Cana Highway L102A Job, No.: 2030015-001 February 4, 2003 Page 4 of 7 A14. Specify the seismic anchorage of the water heater to include anchors or straps at points within the upper and lower one-third of its' vehical dimension, the lower anchor/strap located to maintain a minimum distance of 4 inches above the controls. Sheet A2, UPC 510.5 , A15. Specify a smooth metal duct for the dryer exhaust which extends outside with a backdraft damper. Sheet A2, UMC 504 and 908 A16. Specify a pressure relief valve with a drain to outside at the water heater. Sheet A2, UPC 608 A17. Amend the plans to specify that shower and tub -shower combinations shall be provided with individual control valves of the pressure balance or the thermostatic mixing valve type. ,Sheet A2, UPC SECTION 420.0 A18. Amend the plans to specify a dedicated 20 amp circuit to serve the required bathroom outlets. This circuit cannot supply any other receptacles, lights, fans, etc.. Sheet E/M-1, NEC SECTION -210-52 T-24 ENERGY COMPLIANCE COMMENTS: Al 9. Specify the required insulation on the plans in building sections, wall sections, details, etc.). Sheet S-1, S-2 A20.` Amend the plans to specify fluorescent lighting in the kitchen and in bathrooms per Title 24 energy requirements, mandatory measures. Sheet E/M-1, California Energy Code Section 150(k) 1 and 2 Amend the plans with regard to lighting as follows: A. General lighting in kitchens must provide sufficient light for basic tasks and provide a uniform pattern of illumination. A light in the corner of the kitchen, whether efficient or not, will no longer meet the requirement. The control for the general kitchen lighting must be on a readily accessible switch at one of the entrances to the kitchen. -B. Bathroom" lighting requirements require a high -efficiency light -source in each room with a shower or bathtub. A_Ngh-efficiency fixture in the toilet room alone no longer satisfies this requirement. NOTE: An alternative to the bathroom lighting is to install both of. the following: (1) a high -efficiency lamp in a utility room, laundry room or garage and (b) all lights permanently mounted to the exterior of the residence for outdoor lighting must,have either high -efficiency lamps or equipped with a motion sensor. S ENCROACHMENT PERMIT County of Butte Department of Public Works 7 Count Center Drive Oroville, CA 95965 Phone (530) 538-7157 Ext. 2016 Fax: (530) 538-4356 Download Forms: www.buttecounty.net/publicworks/fomis.html &pTp 02 - 33(010 P)ru, UArU--J NOTIFY COUNTY 24 HOURS BEFORE WORK IS TO BE DONE Phone 530 538-7157 Ext. 2016 103003 Permit Number o E Distric JC APPLICATION I / WE, the undersigned, hereby apply to the County of Butte for an encroachment permit to do the following work under or over the County roads and highways, all in accordance with County ordinances and general laws. All information except signature must be typed or legibly rinted. 1. Applicant's Name: i O r7 C� o. t:-�� J G fi 5a ll 1 a. mpany Name: . t�ivtoC0rU . 2. Address: 1 l�� �(< ('� S Q Ci k 1 Ci Pid C 4 , f' 4 (G I D 3. Phone:[ 13Je(, 4. Assessors-Parcel-Number: 10-477t---0 —.•� 5. Location Location of Work to be Done 2/�Wa` SC—<5 6. Applicant's Signature -,( (— 7. Date: j;Z• I 0'2, CONTRACTOR'S INFORMATION 8. Contractor's Name C.1<t I I fo 1 M e a v1 S o �q nu) e-' 6t4, l 42e' e V1 o ✓ gfe 1!(' Vi 7-0 Cl o (rD V , 9. Address d� D . 1.3 0 K -1 -. J 0 4 G t -1 O V7 Ct .f < C -A . 63 (o O 4- 3j 10. Phone: a �� 3 _ (� �'� C1 V (5 3 i ' Z S' � 11. Fax: 12. Contractor's License Number: _A 77 5 , 13. Certificate of Insurance: Yes ❑ No: ❑ 14. Contractor's Signature: 14a. Date Signed: 15. Authorized Agent: TYPE OF WORK TO BE DONE 16. Please Check: Curb: ❑ Gutter: ❑ Sidewalk: ❑ 17. Driveway (List Type):! •l �er ro0e,W e0 t3 8. Qc: 1CiXth(eS t7 dl D ✓-a4 Calvo ✓UC( C� . PERMIT GRANTED In compliance with the above request, and subject to all terms, conditions (including those on page 2 of this pemvt form) and special conditions written below, permission is hereby granted. 19. Conditions Undet ound Service Alert .S.A. must be notified two working days prior to any excavation. 800-227-2600 20. Cff Allwork shall conform to accompanying: Detail K Plans O Special Conditions 21. Date Issued / O OS 22. Expiration Date: O 7 O 23 Surety: CS Mike Crump, Director of Public Works By: ** Note: If permits are faxed to any number besides (530) 5384356, they can be delayed up to oneweek. Page 1 of 2 General Conditions — See Page 2 1 t'• vl,<e I d 1 -t 6,)u tte, fed 5 tS,A1,re,5s l5D4 Fifes S�' 1 � y April 22, 2003 Babette Jee Archi--t-ect - -- --- - --------------------- Mr. Michael Vieira County of Butte 7 CountyCenter Drive Oroville, CA 95965-3397 Response to Comments- SECOND CHECK Jurisdiction Appl. No.: 02-3366 LP2A Job No. 203015-001 Re: Plan Review �GirnochioCottage Address: Cana -Highway Parcel No: 047-090-009-000 Code Area: 062-024 Dear Mr. Vieira, Here are the responses to the Second Check Comments from LP2A: ARCHITECTURAL COMMENTS: AT As per conversation with Mike Bayless, crawl space ventilation is not needed as it is a platform structure in a conditioned room. A8. Insulation in enclosed rafter spaces is changed to formaldehyde free, fiberglass, batt, R-19. See S-1, S-2. A13. As per conversation with Michael Vieira, acceptable fireplace must be CEC approved. See Title 24, Sheet A-4,CF-1R, Part 2 of 2, HVAC System: The furnace shall be 657o efficiency AFUE. See Horizon gas Fireplace by Valor, specification sheet with a 7270 AFUE efficiency ratings. This or equal shall be installed. STRUCTURAL COMMENTS: S4, S7, S8 and S9. See attached "Res onse to Second Structural Plan Review and Additional Structural Calculations or Ginochio C_o ge, Chico, California' by Toft De Nevers and Lee, dated April 21, 2003. Please feel free to call if I can be of any further assistance. Sincerely, Babette Jee cc: Ron and Sally Ginochio Skillful Means, (1) Steven Todorov and John. Swearingen Toft De Nevers and Lee, Kevin Donahue 1504 Fifth Street, Berkeley, CA. 94710 tel. & fax 510/ 527.2968 L i r f• a f.{ r= f • - a t t t i' {do ' s L e JA Stand of Lkw Acte" Toa View Model 534 Zero Clearance Direct Vent (Rf Cope w d of rt.W" •� � foal.. 14' O Standard Front Standard Front w/ Optional 3 -Sided Trim r VNc u Outlet Option) Aug 00 1 (revised) i�________ --ui ::a I❑ ,nunm, n■ u n Inulnul, .0 uuuuu. ./. ,./,....111 NO � 11UtU?rf';iliSil:'�t/IItIP'-J�tltOlt nunr.• �,cr, . nliuu•-..,iiall, nunlnuliuunn-..lit.uul.uuu, nuuuunnu.-..uuwnununnu 'uun.uun.-nnunnnnnnunnn 11,It It11111'd1 •� 11U/IU1 ....•....:11..11 ,1,,,.1111 .....,...,,.I..,,I.t111t11111111111111.11 .11111111111..1,,,/ ..................1.1. ../1.......1..,.,1......1...1..1.1.../... 1.11.11..1/11.11.1 .............1.1...1.1. 1 1 1 11 � 11 1 Up & Out Thru Wall 14"mas min. canbuet.wall 26" max. naleombu.t. wan 8818" die. terminal 21-1/8• 14" max eomtxlat. waw Corner Dimensions Straight Out 4'-6' max °"8et 2" min Waw Finish clearance to combustible .Lasktmat6dals tound i —►I ' to Header 817 VAK 1 V* min. (atr out 1�, o 201/2" Iw & out wain 28 S/a• min Cast Iron Front w/ 28-W (thN" ..� Optional 4 -Sided Trim Framing Dimensions Thru Roof ®NQS www.valorflame.com industries Ltd. email:'tech@valorflame.com 40 ft. max 12 it min (10 ft min w/o offset) M h Zero Clearance version. V 9 u UpplieS To rreeaianaing version at model DJU, Add IRS" to this height when using the raisect plinth wit I" ";�rne dimensions are approximate only. Check individual spec sheets for more specific informati I on. NOTE: FINISH OPTIONS CLEARAKES Black Polished Black GAS SPECIFICATIONS To side Rear CONTROLS Powder Highlights Porcelain VENTING OPTIONS manle mantle I VENTING CAPABILITIES (DIRECT VENT) 4,' Ilip to I" (up to 0" to rear' Freestanding 531 CSB. 513?ESB� 533ESB 10" depth d e f President Zero Clearance 5$6CFi3. a c 4" (up to 7' depth 0" (up to 8." depth) n/a Windsor kch V 539AFP 0" (up to 6'di�pth THROUGH ROOF n/a tonteinportiry 10" (up to 3" n/ I a 601 SFB 5" depth 3" Cost Iron 3! (up to 3� 602CFBI 1 5" depth 1 3" Optional Trims (compatible Wdh cost or contemporary front) #603 FSK - 3 sided contoured black #604 FSK - 3 sided contoured etched champagne #605 FSK - 4 sided 'picture frame' cQntQured black #006 FSK - 4 sided "picture frame' contoured champagne is t4 cij� S) 75 —M,;je- cm Le ig x C7 -2 :9 = c, A 0 I Cs w zip I . I >c =:2 =E— g!A LE =E r I Max Fixed Max Max Min Max Max Min Max Maxj Min 530EAN NG Log 20,500 6,000 14,500 V V 26" *21 * %" 4'6" *107' *37" 4'6' 110" *4'0" 4'6" 27' 10' 530EAP LP Log 19,000 10,200 13,490 / 26" *215/8" 4'6" *1 O'T' *37' 4'6" 11'0" *4'0" 4'6" 27' 10' 530ECN NG Coal 20,500 6,000 14,500 26" *21 -Y8" 4'6" *107" *37' 4'6- 11'0- *4'0- 4'6- 27' 10' 530ECP LP Coal 19,000 10,200 13,490 26" *21%" 4'6" *10,7" *37' 4'6" 11'0" *4'0" 4'-6" 27' "10' 534EAN NG Log 24,000 6,500 17,280 n/a n/o 26" 231/8" 10' 9'31/2" 4'31h" 10' 9'11/2" 371/2" 4'6" 42' 12' 534EAP LP Log 24,000 13,000 17,280 V V / n/a n/a 26" 231/8" 10' 9'31/2" 4'3 1Y 10' 9'111/2" 3,71/2" 4'6" 42' 12' 535EAN NG Log 30,000 6,500 21,600 V / n/a n/a n/o n/c n/a n/a n/a n/o 16' 9'11/2" 3'71h" 4'6" 42' 12' 535EAP LP Lbg 28,000 14,500 20,160 of n/a n/a n/a n/o n/o n/a n/a n/a 16' 9'11/2" 371/2" 4'6" 42' 12' h Zero Clearance version. V 9 u UpplieS To rreeaianaing version at model DJU, Add IRS" to this height when using the raisect plinth wit I" ";�rne dimensions are approximate only. Check individual spec sheets for more specific informati I on. NOTE: Certified to ANSI/Z21.88 CAN 2,33 1997 Vented gas fireplace heater standard CAN 1-2.17 Gas fired appliance for use at high attitude. 1.0alor Raffiant Gas Fireplaces Visit our web site at www.volorfireplaces.com ftted in Cmida 08/02 AUTHORIZED DEALER: VENTING CAPABILITIES & I roof termination For reference only. Please see your Valor dealer for complete installation details Minimum Framing Zero Clearance Model 530 Cavity Dimensions Corner Dimensions Freestanding Corner Quality and excellence is at the heart of every Valor fire. The Portrait & Horizon are certified products. N1 (WAM A6 Moies Ltd. 2DO2. ?"ts Peoft FINISH OPTIONS CLEARAKES Black Polished Black Green To to To side Rear Powder Highlights Porcelain Porcelain manle mantle Imident V V, 4,' Ilip to I" (up to 0" to rear' Freestanding 531 CSB. 513?ESB� 533ESB 10" depth a." depth) spacer President Zero Clearance 5$6CFi3. 4" (up to 7' depth 0" (up to 8." depth) n/a Windsor kch V 539AFP 0" (up to 6'di�pth 0" (up to 8' depth) n/a tonteinportiry 10" (up to 3" n/ I a 601 SFB 5" depth 3" Cost Iron TFW� (up to 3� 602CFBI 1 5" depth 1 3" Optional Trims (compatible Wdh cost or contemporary front) #603 FSK - 3 sided contoured black #604 FSK - 3 sided contoured etched champagne #605 FSK - 4 sided 'picture frame' cQntQured black #006 FSK - 4 sided "picture frame' contoured champagne Certified to ANSI/Z21.88 CAN 2,33 1997 Vented gas fireplace heater standard CAN 1-2.17 Gas fired appliance for use at high attitude. 1.0alor Raffiant Gas Fireplaces Visit our web site at www.volorfireplaces.com ftted in Cmida 08/02 AUTHORIZED DEALER: VENTING CAPABILITIES & I roof termination For reference only. Please see your Valor dealer for complete installation details Minimum Framing Zero Clearance Model 530 Cavity Dimensions Corner Dimensions Freestanding Corner Quality and excellence is at the heart of every Valor fire. The Portrait & Horizon are certified products. N1 (WAM A6 Moies Ltd. 2DO2. ?"ts Peoft TM, DE NEVERS & LEE STRUCTURAL ENGINEERS SAN FRANCISCO, CALIF. SUBJECT JOB NO. 5853 SH., 0 NO. of 2 BY KED DATE 4-21 —03 RESPONSE TO SECOND STRUCTURAL PLAN REVIEW ADDITIONAL STRUCTURAL CALCULATIONS FOR GINOCHIO COTTAGE CHICO,. CALIFORNIA s. TOFT, DE N EVERS & LEE G I N Q C H I Q C07 I A (5- TZ JOB N0. 7�T13 ` SH ^t'` CONSULTING STRUCTURAL ENGINEERS NO. Z . OF I I I MAIDEN LANE, SUITE 500 SAN FRANCISCO, CA 94108`5329 RE5PON6E T� SEcow) PIAN RE VIF_YV BY Vl:Ii DATE 9 'ZI-n3 a 54 STR/-.w _9ALE REFER To r)ETAILS A,R, E ANb K Own SPEC)FIC TInW5 5TRAw 13^1.E WALI,s" OW 53 5EE DETAIL 0/v A4 -o-lo P2Evlrni5, 9E-SPnN5E ANu) CAL-CVLATIIIN Fo M 4x'r I -IN TEL , TRE PF rAii- 15 7 fP)ICAL FOn ALL 1NINDnw A -r) onoR nP1=NINES. 57 Pt T1+E (3o -A BEAM SvPPgtZTS -T4E fZoaF THE SELF-WF1(r*7 OF 74E STRAW- BALE5 IS TAkEN r3'% TItE STIKAw - i3/r1.E WA'LLs CTKC- GAL-65 AF -E PPS- CQMPftFSSfin) . 5EE PP.Evinvs FlESPCtNst. ALL R(,(F LOAn5 ARE TAKF-14 AT THE R146 -E ANY) SAVE. NC)N1: PYP -F- TArcEN ALaNCr (KAKI;. 5EE Rnor- FRarllnlcr PI.AN. TME INTi:RRvP7er) OVT3aAaP Zt-'IO /Vr THE EAe--r =PIKE TA)«s NO RnnF L.OAO, f)NL r WALL SELF -WT- TO THE GAIss i3Et,I/w. C�Icrk L1790 fctr �v;yvto.7 wrtll Inn.A - 1r('clvwacw.t �QSi,�H w = 3O(z--)5 = 6nn L -s90 1-f. 6,70 > 5S THE PREvInt/s RESPe)"SE SNt)VLD HAVE (ZITEp OF Oft/5). 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PIsr- SWEA-(L -/A",,, N() W'L-00--s ARE REa vl)ZK_h - hL HOL05 Dnwn+ WiaLLS — rz F F F_ R 'r c) CA Lx- Is B 5EE AZ ANo LIvIN(,- rzonM INTERInr, 5tF-VA-TInN APPLIED TESTING CONSULTANTS MATERIALS ENGINEERING TESTING AND INSPECTION December 20, 2002 County of Butte Building Division 7 County Center Drive Oroville, Ca 95965 Re: Ginochio Residence Building Pad Certification Oroville, Ca Gentlemen: We have completed compaction testing on the building pad for the Ginochio Residence located on Cana Hwy at Pine Creek Road in Chico, Ca. Prior to any fill' placement the pad was excavated approximately foijEJ et down to firm native undisturbed ground per the geotechnical report. The unsuitable material was removed from the. site. The building pad was constructed out of import material with approximately four feet of fill. The pad was monitored and tested at approximately one foot intervals up to finished pad grade. The nuclear density test data sheets and moisture density curve per ASTM 1557 are attached. Based on the test data compiled on this project and witnessing the earthwork operations,. we certify per Article 3, sections 6735.5 and 6735.6a of the Business and professions Code that the pad was properly . moisture conditioned and compacted in accordance with chapters 18 and 33 of the 1997 Uniform Building Code and the Geotechnical Report dated 9/28/02 by ATC. Applied Testing Consultants is not a licensed surveyor. We do not verify or certify grades or elevations. Test elevations are derived from information provided by the contractor and/or the client. Applied Testing Consultants is not the foundation design engineer for this project: Designs for consolidation,. differential settlement and bearing ori fill materials are. by others. Please call if you have any questions regarding our seg F-POW4001hove. Very truly yours, rad F rsythe Char s Vice President Staff Engineer Director of Operations 3060 Thorntree Drive, Ste. 10 • Chico, CA 95973 Telephone: (530) 891-6625 - Facsimile: (530) 891-4243 APPLIED TESTING CONSULTANTS MATERIALS ENGINEERING TESTING AND INSPECTION March 11, 2003 Babette Jee, Architect 1504• Fifth Street Berkeley, CA 94710 Re: Review. of Gino-ehio. Cottage Foundation. Plans &. Design Criteria Dear Babette, We have reviewed your foundation plans, and design: criteria specified by Toft, De Nevers & Lee -Consulting Structural Engineers. . The fill procedures (see attached compaction report) ,used at the site and the foundation design are.compatible-and in substantial conformance with the intent of our. Geotechnical Investigation. Applied Testing Consultants is not a licensed surveyor. We do not verify or certify grades or elevations. 'Test elevations are derived from information provided by the contractor and/or the client. Applied Testing Consultants is not the foundation design engineer for this project. Designs for consolidation, differential settlement and bearing on fill materials are by others. Thank you for using ATC to provide this service for you. Please call if you have any questions regarding our services;dKeeseribed above. Very trul yo C-038692 Exp. 3/31/05 Staff Engineer 306Gthornt-ree Drive, Ste. 10 • Chico, CA 95973 • Telephone: (530) 891-6625 • Facsimile: (530) 891-4243 1 1 APPLIED TESTING CONSULTANTS v =t •.+_.,. : ..t' -•�t Yom.+-.6-"'_.� .� � • GEOTECHNICAL REPORT of the- -._. Ginochio Residence, -� I -A Mu f'AAR 3 1 [JU.3 or e e lee ' September 28, 2001 GEOTECHNICAL REPORT For Ginochio Residence Cana Highway Chico, California September 28, 2001 _ ATCAPPLIED TESTING CONSULTANTS 3060 Thorntree Drive, Suite #10 Chico, CA 95973 Ginochio Residence TABLE OF CONTENTS 28 September 2001 1.0 INTRODUCTION.............................................................................................................. 1 1.1 General.........................................................................................................................1 1.2 Scope........................................................................................................................... 1 1.3 Attachments................................................................................................................. 1 2.0 FINDINGS......................................................................................................................... 1 2.1 Site Description........................................................................... ............................... 1 2.2 Subsurface Soil Conditions......................................................................................... 1 2.3 Ground Water............................................................................................................... 2 3.0 CONCLUSIONS AND RECOMMENDATIONS............................................................ 2 3.1 Site Clearing................................................................................................................ 2 3.2 Site Preparation............................................................................................................ 2 3.3 Soil Expansion Potential.............................................................................................. 3 3.4 Foundation Design....................................................................................................... 3 3.5 Slab-on-Grade..............................................................................................................4 4.0 LIMITATIONS.................................................................................................................. 4 Figures: Figure 1: Site Location Figure 2: Test Pit Location Plan Figure 3: Unified Soil Classification System Appendix A — Field Investigation Description & Logs Appendix B — Laboratory Test Data C:\Work\2001\063-Ginochio\Report Text.doc page 1 Ginochio Residence 28 September 2001 1.0 INTRODUCTION 1.1 General We have completed a geotechnical engineering investigation of the site for the proposed Ginochio Residence, located on Cana Highway, Chico, California. The purpose of our investigation was to explore the site, investigate subsurface soil conditions, and to provide design recommendations for the preparation of the proposed development. This report represents the results of our work. "— 1.2 Scope The scope of our work included: a field exploration consisting of two test pits; testing and ' analysis of soil samples obtained from the two test holes; and the preparation of a report of our findings and recommendations. 1.3 Attachments This report contains Site and Test Pit Location Plans, Profile Logs for Test Pits 1 and 2, and — our Laboratory Test Data Sheets (including Expansion Index Tests, Atterburg Limits, and Gradations). See Figures and Appendices. 2.0 FINDINGS 2.1 Site Description The irregular shaped site is located along the south side of Cana Highway between Cana Pine Creek Road and the Pacific Railroad tracks, and is approximately one acre in size. The site is bordered to the north by Cana Highway and to the south, west and east by orchard. On the date of our visit, 28 August 2001, previous site grading was apparent. The site previously had a structure and rubble from that structure can be found throughout the top three feet of soil at the west end of the site. The site appeared to be relatively flat. 2.2 Subsurface Soil Conditions With a backhoe, two excavations were made to depths of 6 to 8 feet as seen in Boring Logs 1-2. No major change was seen in layers of soil- found in the test pits and it was determined — that the test pits were of sufficient depth to represent the soil profile of the site. The two excavations revealed relatively consistent subsurface soil for the site. The soils are predominately Lean to Fat Clay. In both of the excavations non-native materials were found with in the top layer of soil. These soils need to be removed as noted in section 3.2. C:\Work\2001\063-Ginochio\Report Text.doc page 1 Ginochio Residence 28 September 2001 e T — y 2.3 Ground Water Ground water was not discovered in test pits 1 or 2 at the time of our exploration. No perched water was encountered. 3.0 CONCLUSIONS AND RECOMMENDATIONS At the time that this report is being prepared, it is our understanding, that the proposed construction at this site consists of two story, residential housing with a slab -on -grade i foundation. The recommendations contained in this report are based upon these assumptions. 3.1 Site Clearing ' Prior to site grading, all surface weeds and organics shall be removed from the construction 0 -- areas. .This material can either be removed or stockpiled for later use in landscape areas. '. After clearing has been completed, a representative of our office should inspect the site to verify that all vegetation and loose debris have been removed prior to the commencement of I— construction. The extent of soil removal. may vary depending upon the findings of this subsequent inspection. Previous use of this site is unknown, but appears to have been a building site at one time. 3.2 Site Preparation — It is our opinion that the site once had a structure on it and now various debris from this . previous structure are mixed with in the top layer of soil. The extent is not known as to how much debri exist below ground level. The site shall be scraped to four feet below finished pad elevations. In scraping off the top four feet of soil, any "hidden" stumps, loose soils or dumpsites may be revealed. In areas where non-native or loose materials are found the materials need to be completely removed and replaced with engineered fill (see below for fill placement). Where materials are required to be removed a qualified representative from our office should be present to verify that all non-native materials have been removed prior to placement of engineered fill. Prior to placement of engineered fill within the pad and street areas, the, exposed subgades should be moisture conditioned and compacted to a minimum of 90% relative compaction, based on test method ASTM D1557. (Lime treatment may be required in order to reach required compaction due to the high plastic limit of the soil.) Engineered fill or clay that has been lime or cement treated should be placed in 8" loose lifts, moisture conditioned and also compacted to 90% relative compaction. Compaction control and testing should be performed by a qualified testing agency to insure the recommendations of this report are followed. Depending on the amount of rock encountered in the on-site or import soils. We recommend that compaction testing be performed using Sand Cone methods (per ASTM D1556), or Nuclear Density methods (per ASTM D2922). — .At the time this report was prepared, it was uncertain if enough on-site soils could be generated to complete construction of the building pads to the proposed finish grades. If on site or imported off-site materials are required to construct the pads, it must be approved by a representative from our office and meet the following minimum criteria. Fill material must C:\Work\2001\063-Ginochio\Report Text.doc page 2 Ginochio Residence 28 September 2001 have a plasticity index of less than 4; be non -expansive (EI<20); have 100% passing the 3" sieve; 30% to 60% passing the #4 sieve; and no more than 20% passing the #200 sieve. 3.3 Soil Expansion Potential The surface and near surface soils encountered at the site were found to contain a certain amount of clay, which has potential for volumetric changes. Two Expansion Index tests were performed per UBC Standard 18-2 on samples, which in our judgment contained the most expansive potential clay, (see Attachment 2). The test results indicated E.I.'s of 77 and 96, which is considered Medium to High expansion potential, per UBC Table 18 -I -B. However this does not imply that expansive soils with a higher expansion potential do not — exist on the site in areas not involved in our investigation. A qualified representative from our office should inspect the rough foundation excavations in — order to determine if the following expansive soil recommendations are required. There are several solutions that will eliminate or reduce the potentially deleterious effects of expansive soils. Slabs on grade and pavements are particularly sensitive to swell and shrinkage of the — soils subgrade. A list of options is provided below: 3.3.1 Remove all expansive materials to a depth of four feet below finish grade and replace with non -expansive fills meeting requirements as noted in 3.2. 3.3.2 Modify the existing soils with a chemical treatment to a depth of four feet below finish grade, (lime, gypsum concrete, etc.). 3.3.3 Change to a well ventilated raised floor foundation and use deepened stem -walls engineered as grade beams capable of spanning 4'-0" voids or swells, a minimum height of 4'-0" from bottom of footing to top of stem wall is recommended. 3.3.4 Design Slabs to resist movements ie., (post -tension slab or waffle slabs). The four options listed above are not intended to exclude other engineered solutions. The completed engineering may include more than one of the several options. Options one and two are intended to eliminate soil expansion. Options three and four are _ intended to resist the effects of the soil expansion. The best solutions are obviously one and two, but they may not be feasible from an economic standpoint. Options three and four, have been provided as options to reduce but not eliminate damage to structures. However, even _ under ideal conditions the risks for damage to structures due to the swelling and shrinking of soils are not completely eliminated. 3.4 Foundation Design Our field investigation and laboratory test results indicate that the existing native soils, at the proposed site, are adequate for support of two story, lightly loaded structures. The residential buildings proposed for this site may be supported upon conventional spread footings and continuous perimeter footings. Based on results of our laboratory testing performed on _ samples of the two predominant soil types encountered, foundations should be designed in accordance with the Uniform Building Code for Class 5 materials. All continuous spread footings should extend to a depth of 18" below finish pad subgrade. For this project, finish C:\Work\2001\063-Ginochio\Report Text.doc page 3 Ginochio Residence 28 September 2001 pad subgrade shall be defined as, "the surface on which the capillary break/moisture barrier materials are placed." Widths of footings should also be 16", unless greater widths are required for bearing. Foundations may be sized for vertical compression loads, utilizing maximum allowable soil pressures of 1,000 pounds per square foot (psf) for dead and live loads, and 1,500 psf for all loads including wind or seismic forces. Lateral sliding resistance should be calculated using a passive pressure of 130 pcf. In no case, shall the lateral sliding resistance exceed one fourth, (µ = 0.25) of the dead load. Allowable foundation pressures may be increased in areas reviewed by our office. Contact our office if the foundation design requires pressure greater than described above. Plasticity index testing, along with gradation analysis, was performed on one sample that is representative of the subsurface soil type encountered. The result of this test is included in the attachments. Although the structural engineer should make the final determination of foundation reinforcement, we recommend, as a minimum, that foundations contain a single #4 bar placed at the top and bottom of all foundations. It is further recommended, that foundation reinforcement should be consistent. 3.5 Slab -on -Grade Interior slab -on -grade floors should be underlain with a 4" layer of free -draining gravel. The gravel should be graded, such that, 100% passes the 1" sieve, and not more than 2% passes the #4 sieve. Over the gravel, should be a durable vapor barrier of visqueen, which is 10 ml. or thicker, covered by 2" of moist, clean sand. These will both serve as a capillary moisture deterrent, as well as, to promote uniform curing of the slab concrete. For slab -on -grades, we recommend use of reinforcing bars or welded wire fabric. This reinforcing will minimize cracking, if minor differential settlement occurs beneath the slab. It is important that the slab reinforcing be located in the middle of the slab, and be held in place during concrete placement. Contraction joints should be installed at intervals, not to exceed, twenty feet in any one direction. Such joints may be formed by deep (3/4") wet grooving while the concrete is still plastic, or by the installation of Zip Strips. 4.0 LIMITATIONS — Our recommendations are based upon the information provided regarding the proposed construction, combined with our analysis of site conditions revealed by the field exploration and laboratory testing programs. We have used our best engineering judgment, based upon the information provided and the data generated from our investigation. Our test pits were dug in locations determined to be representative of the site. However, if the proposed construction is modified or re-sited, or if it is discovered during construction that subsurface conditions differ from those encountered at the boring locations, we should be afforded the opportunity to review the new information or changed conditions, to determine if our C:\Work\2001\063-Ginochio\Report Text.doc page 4 Ginochio Residence 28 September 2001 — conclusions and recommendations must be modified. We do not claim that our recommendations are suitable for discovery items or other site changes other than the conditions and testing specifically discussed in this report. Furthermore we cannot be held responsible for discovery items or other site changes. If there is a substantial lapse of time between the submission of our reportand the start of construction at the site, or if the conditions have changed due to natural causes or construction operations at, or adjacent to the site, we urge that this report be reviewed to determine the applicability of the conclusions and recommendations considering the changed conditions and time lapse. This report should not be used after 3 years. We would appreciate the opportunity to review the final plans and specifications. to determine if the intent of our recommendations has been implemented in those documents. Applied Testing Consultants is not the foundation design engineer for this project. Design " for consolidation, differential settlement and bearing on fill materials are by others. Applied Testing Consultants is not an environmental consulting firm. ' If any adverse environmental conditions exist on the site an appropriate environmental consultant should be engaged. We emphasize .that Applied Testing Consultants does not ,represent that these test results and/or .recommendations are suitable, whether or not modified, for any other site or development on this site, other than the one for which they were specifically prepared., Applied Testing Consultants disclaims responsibility for these test results and/or recommendations if they are used whole or in part at any other site or type of development on this site. Applied Testing Consultants (ATC) Brad Forsythe Vice President Director of Operations Charles Roberts,. PE, MS C-038692 Exp. 3/31/05 Staff Engineer CAWork\2001\063-Ginochio\ReponText.doc page 5 Ginochio Residence 28 September 2001 Figures a SITE APPLIED TESTING CONSULTANTS T )N Figure 1 NO SCALE 3060 Thorntree Drive, Suite #10 - Chico, CA 95973 - Telephone: (530) 891-6625 - Facsimile: (530) 891-4243 LANA PINE GREEK ROAD 1 1% V N -P APPLIED TESTING CONSULTANTS 3060 Thorntree Drive, Suite #10 - Chico, CA 95973 - Telephone: (530) 891-6625 - Facsimile: (530) 891-4243 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS SYMBOLS CODE TYPICAL NAMES Grain Size <3 Very Loose GW "•�'' ' Well graded gravels or gravel - sand mixtures, little or no fines Above 12" Above 305 GP Poorly graded gravels or gravel - sand mixtures, little of no fines GRAVEL GRAVELS H d (More than of coarse 3" to 3/4" 1 fine ( f) 3/4" to No. 4 19.1 to 4.76 SAND O Z fraction > No. 4 sieve size) GM No. 4 to No. 10 Silty gravels, gravel - sand - silt mixtures - A r d No. 10 to No. 40 2.00 to 0.420 fine ( f) No. 40 to No. 200 7 w SILT & CLAY GC Below 0.074 Clayey gravels, gravel - sand -clay mixtures 0 aa� -1N d 0 c SW d 4: . Well graded sands or gravely sands, little or no fines $p' Poorly graded sands of gravely sands, little or now fines c SANDS 0 (More than. of coarse U fraction < No. 4 sieve size) SM Silty sands, sand silt mixtures Sc Clayey sands, sand - clay mixtures Inorganic silts and very fine sands, rock , silty or clayey fine ML sands or clayey silts with slight plasticity rn d Z SILTS & CLAYS Inorganic clays of low to medium plasticity, gravely clays, sandy O V CL clays, silty clays, lean clays w w 'y LL < 50 OL Organic silts and organic silty clays of low plasticity o �N > I I I I I Inorganic silts, micaceous of diatomaceous fine sandy or silty c MH 1 1 1 1 1 1 1 1 1 1 coils, elastic silts C7 SILTS & CLAYS 0 CH Inorganic clays of high plasticity, fat clays U. LL > 50 ♦ Organic clays of medium to high plasticity, organic silty clays, OH organic silts HIGHLY ORGANIC SOILS PT—_ _ = Peat and other highly organic soils OTHER SYMBOLS = Drive Sample: 2-1/2" O.D. California sampler = Drive Sample: no recovery = Initial Water Level �f = Final Water Level — — — = Estimated or gradational material change line = Observed material change line Laboratory Tests P1= Plasticity Index EI = Expansion Index UCC = Unconfined Compression Test TR = Triaxial Compression Test GR = Gradation Analysis (Sieve) CON = Consolidation Test ' APPTIFn TFRT11Vr CnN.'U11.TANT,4 (iKAIN JlLt ULA661rlt-A 11UIN CLASSIFICATION RANGE OF GRAIN SIZE Below/ ft. Description U.S. Standard Grain Size <3 Very Loose sieve size in Millimeters BOULDERS Above 12" Above 305 COBBLES 12" to 3" 305 to 76.2 GRAVEL 3" to No. 4 76.2 to 4.76 coarse\se (c) 3" to 3/4" 76.2 to 19.1 fine ( f) 3/4" to No. 4 19.1 to 4.76 SAND No. 4 to No. 200 4.76 to 0.074 coarse ( c) No. 4 to No. 10 4.76 to 2.00 medium (m) No. 10 to No. 40 2.00 to 0.420 fine ( f) No. 40 to No. 200 0.420 to 0.074 SILT & CLAY i Below No. 200 Below 0.074 CONSISTENCY CLASSIFICATION COHESIVE SOILS GRANULAR SOILS Description Below/ ft. Description Below/ ft. Very Soft <3 Very Loose < 5 Soft 3-5 Loose 5-15 Medium ( firm) 6-10 Medium Dense 1640 Stiff I1-20 Dense 41-65 Very Stiff 21-40 Very Dense > 65 Hard > 40 Figure 3 3060 Thorntree Drive, Suite #10 - Chico, CA 95973 - Telephone: (530) 891-6625 - Facsimile: (530) 891-4243 Ginochio Residence 28 September 2001 Appendix A Profile Log for Test Pit # 1 vinocnio, mica, Depth t -H Log Soil Description Rubble 1 2 3 01 Brown Lean Clay 4 Sample 01-S 1 @ 4-0" 5 6 7 8 Terminated @ -8'4". 9 10• Attachment (1) APPLIED TESTING CONSULTANTS 3060 Thomtree Drive, Suite #10 - Chico, CA 95973 - Telephone: (530) 891-6625 - Facsimile: (530) 891-4243 Profile Log for Test Pit # 2 utnocnio, unico, Depth ui Log Soil Description Loose Import 1 -Black 2 Fat Clay 3 Sample 01-53 @ -3'-3" 4 Sample 01-S2 @ 4-6" 5 6 Cemented Sandy Silt 7 8 9 10 Attachment (2) APPLIED TESTING CONSULTANTS 3060 Thomtree Drive, Suite #10 - Chico, CA 95973 - Telephone: (530) 891-6625 - Facsimile: (530) 891-4243 Ginochio Residence 28 September 2001 Appendix B r ')ieve Analysis - Combined Client: Babette Gee Address: 1504 5th Street City, State, zip: Berkely, CA 94710 Attn.: Babette Gee Project: Ginochio Residence Sample source: Sampled by ATC Sample Description: CL, Lean Clay Sample location: Test Pit # 1 Sample depth: -4811 100.0% 1 1/2 0.0 g Start Wt, Course: 7,632.8 g 1 Start Wt. fine: 1 480.9 g Sample No: 01-S1 Date: 30 -Aug -01 Tech: B. Carter Sieve Size Weight Retained Percent retained Cumulative Percent Specified Retained Passing 3 100.0% 21/2 100.0% 2 100.0% 1 1/2 0.0 g 100.0% 1 0.0 g 100.0% 3/4 17.9 g 0.2% 0.2% 99.8% 1/2 12.3 g 0.2% 0.4% 99.6% 3/8 5.2 g 0.1% 0.5% 99.5% #4 37.5 g 0.5% 1.0% 99.0% #8 1.6 g 0.3% 1.3% 98.7% #16 1.2 g 0.2% 1.5% 98.5% #30 1.8 g 0.4% 1.9% 98.1% #50 4.4 g 0.9% 2.8% 97.2% #100 14.0 g 2.9% 5.7% 94.3% #200 39.0 g 8.1% 13.8% 86.2% Remarks: l This test was performed according to Cal Trans Test 202 Reviewed by: sieve Analysis - Combined Client: Babette Gee Address: 1504 5th Street City, State, zip: Berkely, CA 94710 Attn.: Babette Gee Project: Ginochio Residence Sample source: Sampled by ATC Sample Description: CL, Lean Clay Sample location: Test Pit # 1 Sample depth: -48° Sample No: 01-S1 Date: 30 -Aug -01 Tech: B. Carter GRADATION CURVE U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS 10 1 0.1 0.01 GRAIN SIZE IN MILLIMETERS 0.001- 1 100.0% 90.0% C9 M 80.0% - 70.0% - m 60.0% w 50.0% z 40.0% z 30.0% V 20.0% W 10.0% a 100 Sample No: 01-S1 Date: 30 -Aug -01 Tech: B. Carter GRADATION CURVE U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS 10 1 0.1 0.01 GRAIN SIZE IN MILLIMETERS 0.001- 1 Plasticity, Index Project: Ginochio Residence Sample No: 01-51 Client: Babette Gee Date: 29 -Aug -01 Address 1504 5th Street Technician: S. Hill City, State, Zip: Berkely, CA 94710 Attention: Babette Gee Source: Test Pit # 1, at -48" Material Description: CL, Lean Clay Liquid Limit: Trial Number: Tin Label: Wet Weight + Tare: Dry Weight + Tare: Weight of Water: Weight of Tare: Weight of Dry Soil: Moisture Content: Number of Blows: 1 2 3 4 5 6 3 6 4 49.11 47.66 46.87 39.48 38.38 37.47 9.63 1 9.28 9.40 15.38 15.38 15.3 24.1 23 22.17 39.96% 40.35% 42.40% 31 25 r 18 WLPI JWP 41 22 19 Plastic Limit: Trial Number: Tin Label: Wet Weight + Tare: Dry Weight + Tare: Weight of Water: Weight of Tare: Weight of dry soil: Moisture Content: 43.00% '\r 42.50% a; 42.00% o 41.50% aui 41.00% 40.50% c 40.00% � 39.50% 10 100 number of blows Y = -0.0016x + 0.4055 Expansion Index Test Sample No: 01-S1 Date: 30 -Aug -01 Client: Babette Gee Tech: B. Carter - Project: Ginochio Residence Contact: Babette Gee Soil description: CL, Lean Clay Sample location: Test Pit # 1 Sample taken by: Sampled by ATC -' Depth of sample: -4811 Moisture determination Time Reading - Gross wet wt: 377.0 Start: 7:40 0.0000 Gross dry wt: 337.2 2 7:50 0.0093 Pan wt: 88.3 3 8:00 0.0173 - Net dry wt: 248.9 4 8:10 0.0280 Moisture loss: 1 39.8 5 8:15 0.0312 Moisture content: 16.0% 08/24/01 6 8:20 0.0415 - Density determination 7 8:35 0.0456 Wt of soil & ring: 541.3 8 8:45 0.0521 Tare of ring: 199.1 9 9:00 0.0538 _ Net compacted soil wt: 342.2 10 9:25 0.0661 Dry Density, pcf: 89.5 11 10:00 0.0685 Saturation determination 12 11:00 0.0695 _ Volume of solids: 0.530 13 11:30 0.0705 Volume of water: 0.229 14 12:30 0.0712 Volume of air: 0.241 15 13:30 0.0718 _ Degree of saturation: 48.8% 16 14:15 0.0722 17 6:00 0.0773 Gross final wet wt: 483.1 18 7:00 0.0773 Gross final dry wt: 286.9 19 8:00 0.0773 Final moisture loss: 196.2 20 . Final net dry wt: 198.6 Final: I 6:00 0.0773 Final moisture content: 98.8% Expansion Index: 77 This test was performed per ASTM D-4829-88 Reviewed by: Sieve Analvsis - Fine Sample No: 01-S2 Client: Babette Gee Date: 29 -Aug -01 Address: 1504 5th Street Tech: S. HILL City, State, zip: Berkely, CA 94710 Attn.: Babette Gee Project: Ginochio Residence Sample source: Sampled by ATC Sample Description: CH, Fat Clay Sample location: Test Pit.# 2 Sample depth: -41-611 Dio = n/a CC = n/a Dso = n/a CU = n/a Dso = n/a GRADATION CURVE U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS 100.0% 90.0% W 80.0% 70.0% ' m 60.0% w 50.0% - Z LL 40.0% z 30.0% - — V . 20.0% w 10.0% a 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS Sieve Analysis - Fine Client: Babette Gee Address: 1504 5th Street City, State, zip: Berkely, CA 94710 Attn.: Babette Gee Project: Ginochio Residence Sample source: Sampled by ATC Sample Description: CH, Fat Clay Sample location: Test Pit # 2 Sample depth:. -4'-6" 100.0% 1 1/2 Start Wt, Course: 100.0% Start Wt. fine: 501.0 g Sample No: 01-S2 Date: 29 -Aug -01 Tech: S. HILL Sieve Size Weight Retained Percent retained Cumulative Percent Specified Retained Passing 3 ( 100.0% 21/2 100.0% 2 100.0% 1 1/2 100.0% 1 100.0% 3/4 100.0% 1/2 100.0% 3/8 100.0% #4 100.0% #8 2.9 g 0.6% 0.6% 99.4% #16 3.2 g 0.6% 1.2% 98.8% #30 3.0 g 0.6% 1.8% 98.2% #50 3.4 g 0.7% 2.5% 97.5% #100 8.2 g 1.6% 4.1% 95.9% #200 18.2 g 3.6% 7.8% 92.2% I Remarks: This test was performed according to Cal Trans Test 202 Reviewed by: I Plasticity Index Project: Ginochio Residence Sample No: 01-S2 Client: Babette Gee Date: 30 -Aug -01 Address 1504 5th Street Technician: S. Hill City, State, Zip: Berkely, CA 947.10 Attention: Babette Gee Source: Test Pit # 2, at -4'-6" Material Description: CH, Fat Clay Liquid Limit: Trial Number: Tin Label Wet Weight + Tare: Dry Weight +Tare: Weight of Water: Weight of Tare: Weight of Dry. Soil: Moisture Content: Number of Blows: 1 2 3 4 5 6 8 7 5 47.59 45.73 47.56 36.15 34.64 35.62 11.44 11.09 11.94 15.33 15.52 15.48 20.82 19.12 20.14 54.95% 58.00% 59.29% 33 23 18 WL WP PI 67 1 20 1 37 Plastic Limit: Trial Number: Tin Label: .. Wet Weight + Tare: Dry Weight + Tare: Weight of Water: Weight of Tare:. Weight of dry soil: 0 60.00% 59.00% c 58.00% v 57.00% m 56.00% c 55.00% 54.00% Liquid Limit 10 100 number of blows Y = -0.0016x +0.4055 Expansion Index Test Sample No: 01-52 Client: Babette Gee Project: Ginochio Residence Contact: Babette Gee Soil description: CH, Fat Clay Sample location: Test Pit # 2 Sample taken by: Sampled by ATC Depth of sample: -3'-3" Moisture determination 0.0710 Gross wet wt: 345.5 11:00 Gross dry wt: 307.2 0.0880 Pan wt: 89.5 5:30 Net.dry wt: 217.7 0.0955 Moisture Loss: 38.3 Moisture content: Density determination Wt of soil & ring: 544.8 Tare of ring: 200.1 0.0955 Net compacted soil wt: 344.7 Dry Density, pcf: 88.9 Saturation determination Volume of solids: 0.527 Volume of water: 0.251 Volume of air: 0.223 Degree of saturation: 53.0% Gross final wet wt: 459.8 Gross final dry wt: 379.5 Final moisture loss: 80.3 Final net dry wt: 290 Final moisture content: 27.7% This test was performed per ASTM D-4829-88 Reviewed by: Start: 2 3 4 5 6 7 8 9 10 11 10/13/01 12 13 14 15 16 17 18 19 20 Final: Date: 12 -Oct -01 Tech: B. Carter Time Reading 7:10 0.0000 7:20 0.0115 7:45 0.0239 8:15 0.0322 8:45 0.0415 9:10 0.0510 9:35 0.0612 10:05 0.0710 10:30 0.0802 11:00 0.0812 11:30 0.0880 4:00 0.0908 5:30 0.0955 6:30 0.0955 7:30 0.0955 5:30 0.0955 Expansion Index: 96 all r mCD a �� � � i•itl �itrrrrirrrririrr�r U'uu E9 -i gall H- FO$ s o R R � �Ii Say �� z � IV m 'T�g g 4 P an. U.S. GreenFiber - Contractors - How to Install Coco -ups/ sup Cellulose Insulation - Insulating Cathedra] Ceilings 10/ 19/ 02 3:02 PM �� ,� <-6sulatlon6ontradtors New Construction Insulating Cathedral Ceilings e"flbef , GreenFiber recommends for all cathedral ceiling applications that Cocoon® insulation be installed in accordance with the following guidelines. 1. It should be installed at a density of 2.56 lbs. per cubic foot or higher. 2.. Application should be "dense -packed" without ventilation. A 2x8 cavity would be completely filled with 7.5" of insulation. 3. A 2x8 application of Cocoon2 tm installed according to these guidelines will yield the following total R -value. Inside Air Film .68 W drywall .45 Cocoon 28.50 dense -packed W" plywood .62 Outside Air 17 Film Total R -Value 30.42 Shingles and felt roofing materials would add to the total ithod A ;�i]'117�T�1Col'cfi] .ocal Sales Reo Order Comparlson of Iogulations Coyerane Charts Lifetime Warranty Find a Qualified In2taller,in Your Area Technical Questions iT i°L C.�I'IaliwlRZ My Are Builders Using QQcoon System Deslan Sound and Fire Assembiies Product Information Product Specifications How W Install Cocoon Installation Eauipment Product Information Product Specifications How to Install Cocoon .ttp,/-/www.greenstone.com/CathedraLasp?T.ype--C Fuge 1 of 2 i 6000TRXI/6000TR1 i Your family deserves the best in,beauty, quality and efficiency. Heat-N-Glo's Intensity' .Models 6000TRXI and 6600TRI provide + everything you can desire in a fireplacex and more. The patented_Flame=Out-Of Log technology"recreates the natural glowof a traditional fire. The Intensity models also feature'i .Heat-N-Glo's patented Mystifire Burner that ; is completely concealed to i 'further enhance the authentic look. The large, ~beefy logs add realism, as does the standard brick refractory on the base and sides. Also available"i are a variety of new fronts to give your fireplace fi its own unique style. Both Intensity models feature. Heat-NN-Glo's " ! patented top or rear venting Direct.Vent, i Technology that eliminates the need for a conventional chimney and gives homeowners the flexibility to design a variety of installations almost anywhere in the home' Both intensity models feature an adjustable valve to alter -the flame height. Additionally, the . 600oTRXI has an A.M.E. (Arinual Fuel Utilization Efficiency) rating"that provides furnace rated heat. It also offers the ultimate Climate Control Package with a standard Climate Control Damper to release unwanted heat, a standard fan to circulate heat and optional Heat -Zone and Heat -Duct kits (see diagrams on page 3). All fireplaces in the 6000 Series. have earned the Good ",,,wa *rolontl��f Housekeeping Seal Good HOUsekeepiiy f pp Promises o A royal. t(Nry0116EF9X7ivo� Since 1902, The Good Housekeeping Seal has been communicating trust and �. confidence by maintaining a unique: � consumer protection policy. i The Good Housekeeping Seal is a two-year limited' warranty. If any product bearing the Seal proves to be defective within 2 years of purchase, Good Housekeeping will replace the product or refund the purchase price. Good. Housekeeping is not`responsible for installation: 60005ERIES SPECIFICATIONS SERIES HIGHLIGHTS 6000 SERIES LINE DRAWINGS 0 Good Housekeeping Seal of Approval C I F I C A T 1 0 N S 9- Adjustable valve to adjust flame height and heat output 0 A multitude of decorative fronts to MODEL ctual Framing create your own look Z;o Standard base refractory P�:d*use Optional remote controls for the ultimate in convenience Optional fan to circulate heat 1 42 281/2 1 42 21 In Heater rated 36 x 24 ar4 On/Off rocker switch 11 AM 297 INDIVIDUAL 6000 SERIES FEATURES 6000TRX'1/6000TRI TR Venting Technology allows installation flexibility Patented Flame -Out -Of -Log Technology Patented Mystifire Burner 20,000 - 40,000 BTU Input/Hr.- NG (6000TRXI) 20,000 - 30,000 BTU InputAir. (6000TRI) Optional Heat -Zone and Heat -Duct kits Standard base, sides and rek refractory and customer control panel 0 Intellifire models available (6000 TRI only) 6000TRXI ONLY: • A.FU.E. Rated. Approved as a wall furnace for supplemental heat and can be used with a thermostat (included) • Standard Climate Control Package offers climate control damper, fan kit and wall thermostat Standard Mesh Kit 6000CAMP 0 TR Venting Technology allows installation flexibility 0 24,000 - 35,000 kU Input/Hr. 0 A.EU.E. Rated*. Approved as a wall furnace for supplemental heat and can be used with a thermostat 0 Standard climate control damper 0 Standard Mesh Kit 0 Optional Heat -Zone and Heat -Duct kits * Optional Refractory Kit 6000TR-OAK Five realistic -fiber logs TR Venting Technology allows installation flexibility Patented Mystifire Burner 20,000 - 30,000 BTU Input/Hr. Brick pattern on the refractory hearth Optional Heat -Zone and Heat -Duct kits Optional Brick Refractory Intellifire models available 6000TV-OAK 0 18,000 - 27,000 BTU input/hr. input 0 Five realistic fiber logs 0. Optional realistic firebox refractory is8 0' Brick pattern on the refractory hearth nngov i • Patented Mystifire Burner • Optional Brick Refractory Model 6000TR-OAKITRUTRXUCAMP - Corner View Corner View Side View Top View Front View Side View Sore 3 M� .11-14'.. 1101 C I F I C A T 1 0 N S 20 " (524—H 17 114 1437.. FRONTWIDTH BACKWIDTH DEPTH. MODEL ctual Framing Actual 14 7. 2 2 4 '1,4.1 I� 2, 1219 -MM) 1 (965k. 34m 265M 9-1 2( 168 us %iTR I r��3 41APA 36 1. '411M (13' : As 1 42 281/2 1 42 21 In 3 M 36 x 24 ar4 1 16 is I 11 AM 297 W AMI Model 6000TV-Oak Corner View Side View Front View Top View Side View 60 718 *111129IM" 40[iol"w 20 SM [52QIAM, I M, IS ?,a 1478m ill %Rn 14 im RfAl 1362 M1 28 In WF' S [724mm) T-1 —7 7 > 11828. 5M. 2 IP2 44 W Iml I S 5MM [a M1 All I I YM s vis T I VEW ;r _L�' - M 1/8 6* & (152m 31/2 36 (914.M) 1174MM A&M 41 lie [1044MM) 1112938 M)'(90 f2 [165MMI 6000 SERIES DIMENSIONS S P E C I F I C A T 1 0 N S HEIGHT FRONTWIDTH BACKWIDTH DEPTH. MODEL ctual Framing Actual Framing Actual Framing Actual Framing GLASS SIZE 6000 Series 38 1/8 1 38112 41 1 42 281/2 1 42 21 In 1 22 36 x 24 ar4 Refer to installation manual for detailed specifications on Installing this product. HEAT-N-GLO resem the right to update units periodically. The flame and ember appearanoe may vary baW on the type of fuel burned and the venung conAguration usd Healthy Hearth A healthy home begins with a healthy hearth. Direct vent fireplaces will not alter the quality of your room air in any way. Each direct vent fireplace ufili.zes a sealed combustion chamber that dram combustion air from outsi de your home and discards all by-products of combustion back outside. intellffire Intellifire - Heat-N-Glo's exclusive "Intellifire" technology includes a stale -of -the -art ignition system that provides a pilot flame only when needed to save on your gas bill. It also saves on the constant �ear of thermogenerators through overuse! And most importantly, it has a battery badk-up system that allows the fireplace to run during power outage situations. BEAT-N-GLO, a division of Hearth Technologies Inc. 20802 Kensington Boulevard, Lakeville, MN 55044 HEAT=NmdL17 (952) 985-6000 Fax (952) 985-600l No one buflds a better fire Email us at* info@heattioo.com ft product Is opered by aw or � paunted ts� 0 Intellifire models available Visit our Web site at: heawdox'om or fireWaces.com B -6 -SERIES REV. 0 2/02 Eternal flame Warranty The strongest in the industry, Heat-N-Glo's Eternal Flame Warranty offers full protection for all gas units, and includes a Iffetime warranty on the most important aspects of the fireplace:� fiber logs, stainless steel burner, firebox and heat exchanger. Healthy Hearth A healthy home begins with a healthy hearth. Direct vent fireplaces will not alter the quality of your room air in any way. Each direct vent fireplace ufili.zes a sealed combustion chamber that dram combustion air from outsi de your home and discards all by-products of combustion back outside. intellffire Intellifire - Heat-N-Glo's exclusive "Intellifire" technology includes a stale -of -the -art ignition system that provides a pilot flame only when needed to save on your gas bill. It also saves on the constant �ear of thermogenerators through overuse! And most importantly, it has a battery badk-up system that allows the fireplace to run during power outage situations. BEAT-N-GLO, a division of Hearth Technologies Inc. 20802 Kensington Boulevard, Lakeville, MN 55044 HEAT=NmdL17 (952) 985-6000 Fax (952) 985-600l No one buflds a better fire Email us at* info@heattioo.com ft product Is opered by aw or � paunted ts� 0 Intellifire models available Visit our Web site at: heawdox'om or fireWaces.com B -6 -SERIES REV. 0 2/02 6000TRXI 3 6" TOP/REAR VENTED DIRECT VENT GAS FIREPLACE 50 7/8 [1293MM] 50 718 ]1293MM] 4011014MM] .40 [1014MM] -•� 20 5/8 [524MM] -� 20 5/8 [524MrA 171/4[437MM] 171/4[437MM] IJVV O ZI/2113MM] 721182$MM] Z1/2113MMI 36 [914MM] 36 [914MM] GAS LINE ACCESS 6 7/8 ]174MM] 38196WM] 345/8[87 1 9MMI 361181916MMI 411/8[10--"M] 2 1/8 [55MM] 31/2 [90MM] 281/2 [724AAMj 12 314 (323MIA 1 14114 [362MMj -� 1 21 121548MMI —T _f 8 5/81218MMJ r 11 518 [297MM] SPECIFICATIONS Madel b0001RXI Height Front Wdffi Back WiM Depth Criss s� BN Imut ActM38 Actual Ftamg Actual Frame Actual Frazrm�g Tnahes 341 1/8 42 28 112 42 21 112 22 36 tt 24 314 20=90,400 Reference dimersi ms only. We reconmvM nrasumV stallation 38112 8 5/8 (219MM] 28 7/e [T�2MMj L 22 [559MMj 5/01 HEAT N-GLO • (952) 985-6000 • www.heatnglo.com A4 C: FIJI -XAT 006 . — �•-- �rnt.�S�Jv� Dt; E �•—•- (h"'. ; i2? me ., . • i t �•-•-•(FZ'r+.CF.Aj P:r f t 1 !r-- (h'!;'ti, n � rL� • � . ] vrtIZ; [ trr r7s, J K] Lie 8 lA AAS '.SD3j3 82;:�0A -- }— - i mec-TI A'C �r j•�A9A5i]31r ES -- i (aar�st ] s� rr W& P,2_:?L A 1-•-- (,tl�+i�C[� Ali 2Y101T.' �f31�3�2 �--�--•---•-- T etiM nal i "isiT e�'•R'^ T � Sttb;: 6Vtty.T•i �i 1u ^z':'•.rsV•.F. {ftt ^ (+tr7 :A � •-iiiern :h .•r.� ' a �:r'7m „�-.� •r.C: hnktnccm s:' {•T� _. n -rr.:a r .;r...SI ttti;,lv�mi:9[l.�rrr:� • Ctt�•a-?.e�CT(S}.'.'] � O_i7-`c-T�3[[ � i(1'�s The Ecological building Network Presents Tke First International Conference on Ecological P)uilcling Structure This CD contains the following (click on line to go. Conference roster Biographical information about registrants Papers indexed by author RECEIVED Papers indexed by subject matter MAR 3 12003 "rwrli" ass About this CD / Disclaimer: This is the compilation of papers submitted for the First International Conference on Ecological Building Structure, held July 5-9, 2001 in San Rafael, California. The Ecological Building Network has reproduced these papers exactly as they were submitted; very few have ever had professional peer review. Use of any of the information contained in these papers for the design of actual structures must only be done by building professionals capable both of understanding the context from which the information came, and how it may or may not be applicable to any particular building project. The Ecological Building Network makes no claim as to the accuracy or veracity of the information included herein. NOTE: Papers contributed after the imprinting of this CD can be found and downloaded from www.ecobuildnetwork.org/conferencepapers using the password EBNet2001 About the Ecological E5ui1di,ng Network: The Ecological Building Network is a 501(c)3 non-profit organization as a project of the Tides Center in San Francisco. We are an international association of builders, engineers, architects, academics and developers committed to promoting the intelligent use of building , materials for a sustainable future. The Ecological Building Network fills the crucial gap between those who are developing new technologies and materials in the area of ecological design, and those in the field of design and construction, to help bring sustainable building into the mainstream. The Ecological Building Network maintains a web site as a public resource, sponsors seminars and conferences, designs and promotes research, and publishes design guides. We invite your participation and contributions. Ecological Building Network a project of the Titles Center 249 Caledonia Street Sausalito, California Tel. 415/ 331-7630 Fax. 415/ 332-4072 www.ecobuildnetwork.org On April 11, a superimposed load of water in a 6.75'x6.75' wood frame was applied to the panel, and corresponding deflections were measured. The results of both phases of the test are indicated on the accompanying graph with se- lected data points shown. It should be noted that .25" of creep (time dependant movement) occurred be- tween the two test dates, and this .25" has been subtracted from the water load results from April 11. Psi ..................... .................... .................... .................... .................... .................... .................... c � 02 - I- �- u: M z �- itc ,c r .0 ➢- 19 LL. ul Lo I x C ,. 3 z� u N N V1 lI „ C511 c o i' H 11. 11 U • d J N li K w � l,1 J u . � 121 r 4 it I C H Q LU V w c d Mss. !� ¢ 0 d u G ^' J' c um , 1p ,1 v a ,► w r Iu � J Q 3 s i7 3 n� _ A VS _Ld �- • . U �i � 1.f.1 Z II w I U-1 < ui c � - I- �- u: M z �- ,c .0 ➢- 19 LL. ul Lo I x C ,. 3 z� u N lI ill N 0 -o � Q � s� ci N oil c^ 3 M 3 '49 3 v J AND WHEN RIkORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 'I n 7 COUNTY CENTER DRIVE �j�' OROVILLE, CA 95965 /� va Recorded Official Records County TE f CANDACE J. GRUBBS Recorder ROSEMARY DICKSON Assistant 12:25PM 03 -Jan -2003 REC FEE 13.00 CONFORM 1.00 Cheryl Page 1 of 3 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: SE'e 2 Cd1E'� �Xi'1►bc�-�/n .-vr Pqwce I Date_T� ®Z PROPERTY OWNERS: J / ►s • �L:WI a & I State of California County of San?(z�,c,SLu On aQ a,(Z L before personally appeared (,0,,41a S. C-;, �,`.o c') SF\\.. persetmily kTrm i o m proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that •heEshe/they executed the same in hi&4w/their authorized capacity(ies), and that by hisAwer/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. i � i . � . A A 1 . 1 A A . Signator Seal: CNERUBINA NEVA PELLEGRINI lC coh M # 1284344 r�o �tiauc-cAurowxu► ? - bA.P. # 0ib_ 009 Nmoctl�11i EXHIBIT "A" MERGER DESCRIPTION FOR RONALD AND SALLY GINOCHIO PARCEL 1 All that certain real property situate in the County of Butte, State of California described as follows: Being Lots 1, 2, 3, 4, 5, "E" and the east one-half of Lot "D", measured at one-half distance along the north and south lines of said Lot "D", as shown on that certain map filed for record February 22, 1875 in Map Book 1 at page 14 in the Butte County Recorder's Office and a portion of Section 20, Township 23 North, Range 1 West, Mount Diablo Meridian being more particularly described as follows: Commencing at the northeast corner of said Section 20, said comer being located on the centerline of Cana Highway; Thence, along the easterly line of said Section 20, South 01°15'00" East, 30.00 feet to a point in the southerly line of said Cana Highway, said point being the TRUE POINT OF BEGINNING for the herein described parcel; Thence, continuing along the easterly line of said Section 20, South 01015'00" East, 208.71 feet to the southeasterly corner of that certain Parcel II as described in that certain deed filed for record February 19, 1999 under Butte County Serial Number 1999- 0007187 in the Butte County Recorder's Office; Thence, along the southerly line of said Parcel II, South 85°20'03" West, 316.06 feet, more or less, to the most easterly corner of Lot "H" as shown on said Map, said point being the southwesterly comer of said Parcel H.- Thence ;Thence North 26°30'00" West, 129.00 feet along the northeasterly line of Lots "H", "G" and "F" as shown on said Map to the most northerly corner of said Lot "F"; Thence, along the northwesterly line of said Lot "F" and the southeasterly line of said Lot "D", South 6801 V5 1 " West, 86.78 feet to the north -south centerline of said Lot "D" established by measuring one-half the total distance along the north and south lines of said Lot "D"; Thence, along the north -south centerline of said Lot "D" as established above, North 01°1.5'00" West, 141.33 feet to the southerly line of said Cana Highway; Thence, along the southerly line of said Cana Highway and the northerly line of Lots "D", "E", 5, 4, 3, 2 and 1, North 88045'00" East, 451.79 feet to the point of beginning. Page 1 of 2 Containing 2.0 acres more or less. The herein above described parcels are to be merged into one parcel and cannot be sold separately. * tEXP. 9/30/021* .ml iiginan;o2i Page 2 of 2 JAN 14 2003 A �WR G A B E L ASSOCIATES, LLC BUILDING ENERGY ANALYSIS & ENERGY CODE -COMPLIANCE p: 510.428.0803 f 510.428.0324 w: www.gabelenl�rg com TITLE, 24 REPORT Title 24 Report for: r Ginochio Residence, Cottage A. P.N. 047-090-008-000 Chico, CA Project Designer: Babette Jee, Architect 1504 Fifth Street Berkeley, CA 94710 (510) 527-2968 Report Prepared By: Jay Dakof Gabel Associates, LLC 1818 Harmon St. Berkeley, CA 94703 (510) 428-0803 Job Number: 02597 -JD Date: 10/30/2002 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC (415) 883-5900. EnergyPro 3.1 By EnergySoft Job Number: 02597 -JD User Number: 1002 I TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form MF -1R Mandatory Measures Checklist 6 Form C -2R Computer Method Summary 8 Form ENV -3 Proposed Construction Assembly 12 HVAC System Heating and Cooling Loads Summary 13 Room Heating Peak Loads 14 Room Cooling Peak Loads 15 EnergyPro 3.1 By EnergySoft Job Number: 02597 -JD User Number: 1002 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R Ginochio Residence, Cottage 10/30/2002 Project Title Date A.P.N. 047-090-008-000 Chico Project Address Building Permit # Gabel Associates, LLC (510) 428-0803 Plan Check I Date Documentation Author Telephone Computer Performance 11 Field Check I Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 1.177f? Average Ceiling Height: 12.0 ft Total Conditioned Slab Area: 768 ft2 Building Type: (check one or more) X❑ Single Family Detached ❑ Addition ❑ Single Family Attached ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: (North) 0 deg Floor Construction Type: ® Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 2 ❑ Raised Floor Component Type Frame Type 28" Straw Bale Wall Wood R-13 Wall Wood Solid Wood Door None Slab On Grade n/a Slab On Grade n/a R-30 Roof Wood FENESTRATION Const. Assembly Location/Comments U -Value (attic, garage, typical, E 0.022 Exterior Wall 0.088 Exterior Wall 0.387 Exterior Door 0.756 Covered Slab w/R-0.0 Perimeter Insulation 0.756 Exoosed Slab w/R-0.0 Perimeter Insulation 0.035 Exterior Roof Shading Devices Type Orientation Area Fenestration Exterior Overhang Side Fins SF U -Factor SHGC Shading Yes / No Yes / No Front (North) 93.5 0.66 0.45 Bug Screen ❑ x❑ ❑ x❑ Left (East) 41.1 0.66 0.45 Bug Screen ❑ x❑ ❑ x❑ Left (East) 7.3 0.60 0.45 Bug Screen❑ X❑ ❑ x❑ Rear (South) 122.9 0.66 0.45 Bug Screen ❑ x❑ ❑ X❑ Right (West) 26.0 0.66 0.45 Bug Screen ❑ Q ❑ X❑ x ❑ ❑ ❑ ❑ — El 1:1 ❑❑ E] El El El El El EJ Run Initiation Time: 10/30/02 14:26:21 Run Code: 1036016781 Ener Pro 3.1 By Ener Soft User Number: 1002 Job Number: 02597 -JD Pa e:3 of 15 Certificate of Compliance: Residential (Part 2 of 2) CF -1 R Ginochio Residence, Coftage 10/3012002 Project Title Date HVAC SYSTEMS Note: Input Hydronic or Combined Hydronic data under Water Heating Systems, except Design Heating Load. Distribution Heating Equipment Minimum Type and Duct or Type (Turnace, heat Efficiency Location Piping Thermostat Location pump, etc.) (AFUE/HSPF) (ducts, attic, etc.) R -Value Type Comments Fan Type Wall Furnar., 65%AFUE— Ductless /with Fan n/a Setback Cottage Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location heat pump, evap. cooling) (SEER) (attic, etc.) R -Value Type Comments No Cooling 10.0 SEER Ducts in Attic 4-2 Rpthark rnttagA WATER HEATING SYSTEMS Rated 1 Tank Energy Fact! 1 External Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby Tank Insul. System Name Type Type Syst. Btu/hr (gal) Efficiency Loss R -Value TAKAGI T -K2 or equal Instant Gas Standard 1 185000 0 0-85 1 n/a For small gas storage (rated inputs of less than or equal to 75,000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input and Recovery Efficiency. REMARKS —Proposed window U -factors: awning -0.66, casement -0.66, fixed -0.60, swinging glass doors -0.66, transoms -0.60. COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. The undersigned recognize that compliance using duct sealing and TXVs requires installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Documentation Author Name: Title/Firm: Address: Babette Jee, Architect 1504 Fifth Street Berkeley, CA 94710 Telephone: (510) 527-2968 Lic. #: (signature) Enforcement Agency Name: Title/Firm: Address: Telenhone: (date) Name: Jav Dakof Title/Firm: Gabel Associates, LLC Address: 1618 Harmon St Berkeley, CA 94703 Telephone: _L510) 428-0803 10/30/02 (signature) (date) (signature/stamp) (date) Run Initiation Time: 10/30/02 14:26:21 Run Code: 1036016781 EnergyPro 3.1 By EnergySoft User Number: 1002 Job Number: 02597 -JD PageA of 15 Certificate of Compliance: Residential (Addendum) CF -1 R Ginochio Residence, Cottage 10/30/2002 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies )ased on the adequacy of the special justification and documentation submitted. Plan I Field HIGH MASS Design(see C -2R) - Verify Thermal Mass: 31 sqft Tile in Mortar Interior Mass, 1.00" thick at Cottage HIGH MASS Design(see C -2R) - Verify Thermal Mass: 451 sqft Covered Slab Floor, 4.00" thick at Cottage HIGH MASS Design(see C -2R) - Verify Thermal Mass: 317. sqft Exposed Slab Floor, 4.00" thick at Cottage HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -6R. plan Field EnergyPro 3.1 By EnergySoft User Number: 1002 Job Number: 02597 -JD Page:5 of 15 1 Mandatory Measures Checklist: Residential (Page 1 of 2) MF -1 R . NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes or enter N/A if not applicable. DESIGNER ENFORCEMENT Building Envelope Measures "§150(,): Minimum R-19 ceiling insulation. § 150(b): Loose fill insulation manufacturer's labeled R -Value. Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does ❑"§150(c): X not apply to exterior mass walls). [K"§150(d): Minimum R-13 raised floor insulation in framed floors or equivalent. E] § 150(1): Slab edge insulation - water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perminch. §118: Insulation specified or installed meets insulation quality standards. Indicate type and form. ® §116.17: Fenestration Products, Exterior Doors and Infiltration/Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. §150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. §150(f): Special infiltration barrier installed to comply with Section 151 meets Commission quality standards. ❑X §150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures a§ 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. ® § 150(h): Heating and/or cooling loads calculated in accordance with ASH RAE, SMACNA or ACCA. § 150(i): Setback thermostat on all applicable heating and/or cooling systems. §1500): Pipe and Tank Insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R4 or greater) 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external Insulation or R-16 combined Internal/external Insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55 degrees F. insulated. 6. Piping insulating between heating source and indirect hot water tank. EnergyPro 3.1 By EnergySoft User Number: 1002 Job Number: 02597 -JD Page:6 of 15 Mandatory Measures Checklist: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (•) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes or enter N/A If not applicable. DESIGNER ENFORCEMENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) FX]`§ 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the 1998 CMC Sections 601, 603, 604 and Standard 6-3; ducts insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or other duct -closure system that meets the applicable requirements of UL181, UL181A, or UL181B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities shall not be used for conveying conditioned air. Joints and se?ms of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and drawbands. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts: 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such a tape is used in combination with mastic and drawbands. 4. Exhaust fan systems have back draft or automatic clampers. . 5. Gravity ventilation systems serving conditioned space have eitherautomatic or readily accessible, manually operated dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not limited to the following: Insulation exposed to weather shall be suitable for outdoor service e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. ❑ § 114: Pool and Spa Heating Systems and Equipment 1. Certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance healing, and no pilot. 2. System is installed with at least 36" of pipe between filter and heater for future solar, cover for outdoor pools or spas. a. At least 36" of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. R§115: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) ❑ §118 (f): Cool Roof material meet specified criteria Lighting Measures ® §150(k)l: Luminaires for general lighting in kitchens shall have lamps with an efficacy 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. FX] §150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternative to this requirement allowed in Section 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. 3.1 By EnergySoft User Number: 1002 Job Number: 02597 -JD Page:7 of 15 Computer Method Summary (Part 1 of 3) C -2R Ginocrio Residence, CottascP Project Title 10/30/2002 Date A P N 047-090-008-000 Chico Project Address Building Permit # Gahel Associates, LLC; (510) 428-0803 Documentation Author Telephone plan Check/Date Computer Performance Compliance Method (Package or Computer) 11 Climate Zone Field Check/Date Source Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 19.15 20.51 -1.36 Space Cooling 14.07 18.29 -4.22 Domestic Hot Water 18.76 10.41 8.35 ' Totals 51.98 49.21 2.77 than Standard: Total Conditioned Floor Area: 1,177 ft2 Building Type: Single Fam Detached Building Front Orientation: (North) 0 deg Number of Dwelling Units: 1.00 Number of Stories: 2 BUILDING ZONE INFORMATION Zone Name 5.3% Floor Construction Type: ❑ Raised Floor ❑X Slab Floor Total Fenestration Area: 24.7% Total Conditioned Volume: 14,124 ft 3 Total Conditioned Slab Area: 768 ft 2 # of Thermostat Vent Floor Area Volume Units Zone Type Type Hgt. Area 1 L _ 1412 int) Conditioned sethack g n/a OPAQUE SURFACES Solar Act. Gains Type Area U -Fac. AZm. Tilt Y / N Wall 434 0.022 0 90 Wall 339 0.022 —9.0_ _9.0 Wall 35 0.088 —9.0 �90_ Wall 453 0.022 180 90 Wall 50 0.088 180 90 Wall 198 0.022 270 90 WA11210 0.088 270 90 Dnnr 20 0.387 270 90 Roof 859 0.035 _0_ _a Form 3 Reference Location / Comments Cottage Cntta9g Cottage Cottage (_nttage rottage Cnttagp rntt.q6p Cottage Run Initiation Time: 1013010214:26:21 Run Code: 1036016781 EnergyPro 3.1 By Energysoft User Number: 1002 Job Number: 02597 -JD Page:8 of 15 Computer Method Summary (Part 2 of 3) C -2R Ginochio Residence, Cottage 10/30/2002 Project Title Date FENESTRATION SURFACES U- Act. Glazing Type Location/ # Twe Area Factor SHGC Azm. Tilt Comments _L_ Window Front (North) 58.5 0.660 0.45 0_ 90 Milgard Low -E2 (Metal) Cottage 2 Window Front (North) 35.0 0.660 0.45 0 90 Milgard Low -E2 (Metal) Cottage 3 Window Left (East) 30.0 0.660 0.45 90 90 Milgard Low -E2 (Metal) Cottage 4 Window Left (East) 7.3 0.600 0.45 90 90 Milgard Low -E2 (Metal) Cottage 5 Window Left (East) 11.1 0.660 0.45 90 90 Milgard Low -E2 (Metal) Cottage 6 Window Rear (South) 67.4 0.660 0.45 180 90 Milgard Low -E2 (Metal) Cottage L Window Rear (Soul) 55.5 0.660 0.45 180 90 M 'Igard Low -E2 (Meta) Cottage 8 Window Right (West) 19.5 0.660 0.45 270 90 Milqard Low -E2 (Metal) Cottage P11 INTERIOR AND EXTERIOR SHADING # Exterior Shade Type SHGC 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 Window Overhang Left Fin Hgt. Wd. Len. Hgt. LExt. REA Dist. Len. H _ Right Fin t. Dist. Len. Hgt. Run Initiation Time: 10/30/02 14.26.21 Run Code: 1036016781 EnergyPro 3.1 By EnergySoft User Number: 1002 Job Number: 02597 -JD Page:9 of 15 Computer Method Summary (Part 3 of 3) C-2R Ginochio Residence, Cottage 10/30/2002 Project Title Date THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Location Type (sf) (in.) Cap. Cond. Form 3 Reference R-Val. Comments Tile in Mortar 31 JM 24 0 67 n/a _Q Cottage /Interior Mass Concrete, Heavyweight 451 4.00 28 0_98 n/a 2 Cottage / Slab on Grade Concrete. Heavyweight 317 4.00 28 0.98 n/a 0 Cottage / Slab on Grade PERIMETER LOSSES F2 Insulation Type Length Factor R -Val. Depth Location / Comments Slab Perimeter 112 0.76 0.0 0 Cottage HVAC SYSTEMS Heating Equipment Minimum Distribution Type Type (furnace, heat Efficiency and Location Duct Thermostat Location / pump, etc.) (AFUE/HSPF)(ducts/attic, etc.) R -Value Type Comments Fan Type Wall Furnace 65%AFUE Ductless / with Fan n/a Setback Cottage Pipe Pipe Hydronic Piping Insul. System Name Length Diameter Thick. Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc) R -Value Type Comments No Cooling 10.0 SEER Ducts in Attic 4.2 Setback Cottage WATER HEATING SYSTEMS Ratedl Tank Energy Fact? 1 Tank Insul. Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby R -Value System Name Type Type Syst. (Btu/hr) (gal) Efficiency Loss (%) Ext. TAKAGI T -K2 or equal instant Gas Standard 1 185.000 0 0.85 1 n/a 1 For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. REMARKS "Proposed window U -factors: awning -0.66, casement -0.66, fixed -0.60, swinging glass doors -0.66, transoms -0.60. Run Initiation Time: 10/30/0214:26:21 Run Code: 1036016781 EnergyPro 3.1 By EnergySoft User Number: 1002 Job Number: 02597 -JD Page: 10 of 15 - Computer Method Summary (Addendum) C -2R Ginochio Residence, Cottage 10/30/2002 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies )ased on the adequacy of the special justification and documentation submitted. Plan Field HIGH MASS Design(see C -2R) - Verify Thermal Mass: 31 sgft Tile in Mortar Interior Mass, 1.00" thick at Cottage HIGH MASS Design(see C -2R) - Verify Thermal Mass: 451 sqft Covered Slab Floor, 4.00" thick at Cottage HIGH MASS Design(see C -2R) - Verify Thermal Mass: 317 sgft Exposed Slab Floor, 4.00" thick at Cottage HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -6R. plan Field t Run Initiation Time: 10/30/02 14:26:21 Run Code: 1036016781 EnergyPro 3.1 By EnergySoft User Number: 1002 Job Number: 02597 -JD Page: 11 of 15 PROPOSED CONSTRUCTION ASSEMBLY ENV -3 PROJECT NAME DATE Ginochio Residence, Cottage 10/30/2002 COMPONENT DESCRIPTION DESCRIPTION FRAMING OUTSIDE SURFACE AIR FILM 1 Rammed Earth 2 24" Straw Bale 3 Rammed Earth 4 0.32 5 ASSEMBLY NAME 28" Straw Bale Wall 3.96 7 ASSEMBLY U -VALUE 8 ASSEMBLY Floor INSIDE SURFACE AIR FILM 0.680 46.491 TYPE (check one) XWall p W Ceiling / Roof 55.7 FRAMING MATERIAL Wood N p FRAMING % 15 %o Framing /e 15% (16" o.c. Wall) 12% (24" o.c. Wall) 10% (16" o.c. Floor/Ceil.) SKETCH OF ASSEMBLY 7% (24" o.c. Floor/Ceil.) SUBTOTAI R -VALUE DESCRIPTION FRAMING OUTSIDE SURFACE AIR FILM 1 Rammed Earth 2 24" Straw Bale 3 Rammed Earth 4 0.32 5 20.83 6 3.96 7 ASSEMBLY U -VALUE 8 9 INSIDE SURFACE AIR FILM SUBTOTAI R -VALUE THICK- NESS (in.) FRAMING ❑ ❑ ❑ El El El El 0.170 2.000 4.000 2.000 45.000 0.320 0.320 0.32 4.48 20.83 0.19 SUBTOTAI R -VALUE CAVITY R -VALUE (Rc) WOOD FRAME R -VALUE 0.170 0.170 0.3201 0.320 45.000 45.000 0.320 0.320 0.32 4.48 20.83 0.19 3.96 Fr°/a / 100 ASSEMBLY U -VALUE 0.680 0.680 46.491 46.49 KC KT 0�E 'HEAT CAPACITY (Optional) WALL WEIGHT (lbslsf) SPECIFIC HEAT (Btu/F-Ib) HC (A X B) (Btu/F-so [ 0.0215 X 0.85 ] 20.83 0.19 3.96 14.00 0.32 4.48 20.83 0.19 3.96 Fr°/a / 100 ASSEMBLY U -VALUE 55.7 TOTAL HC 12.4 "NOTE: Weight and Specific Heat values for materials penetrated by wood framing include the effects of the framing members. [ 0.0215 X 0.85 ] + [ 0.02151 X 0.15 1 1 / Rc 1 - (Fr% / 100) 11 Rf Fr°/a / 100 ASSEMBLY U -VALUE I EneravPro 3.1 By EneravSoft User Number: 1002 Job Number: 02597 -JD Paae:12 of 15 1 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Ginochio Residence, Cottage 10/30/2002 SYSTEM NAME FLOOR AREA Cottage 1,177 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 Heating System Output per System 27,964 Total Output (Btuh) 27,964 Output (Btuh/sgft) 23.8 Cooling System Output per System 0 Total Output (Btuh) 0 Total Output (Tons) 0.0 Total Output (Btuh/sgft) 0.0 Total Output (sgft/Ton) 0.0 Air System CFM per System 0 Airflow (cfm) 0 Airflow (cfm/sgft) 0.00 Airflow (cfm/Ton) 0.0 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions 22.0 of Outside Air 0 cfm 70.0 of OOLING SYSTEM 00.9 / 70.4 of Outside Air 0 cfm 78.0/62.10F Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM I Sen iblel Latent CFM I Sensible 695 17,130 9 583 24,982 0 1,713 0 0 0 0 0 0 0 0 0 0 1,713 0 20 557 9 24 982 VERMONT CASTINGS or equal 0 0 27,964 Total Adjusted System Output 0 0 27,964 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am 70.0 of I 110.0 of Heating Coil h Return Air Ducts 11 78.0/62.10F 0 55.0/53.60F Cooling Coil h Return Air Ducts 'I Supply Air Ducts 110.0 of ROOMS 70.0 of Supply Air Ducts 55.0 / 53.6 of 40.8% R.H. ROOMS 78.0/62.1OF EnergyPro 3.1 By EnergySoft User Number: 1002 Job Number: 02597 -JD Page:13 of 15 ROOM HEATING PEAK LOADS Project Title Date Ginochio Residence, Cottage 110/30/2002 Room Information Desi n Conditions Room Name Cottage Time of Peak Jan 12 am Floor Area 1,177 Outdoor Dry Bulb Temperature 22OF Indoor Dry Bulb Temperature 70 OF Conduction Area U -Value AT OF Btu/hr 1 1423.2 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 0.0215 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 48.0 = = = = = = = = = = = = = = = = 1,469 283.5 0.6600 48.0 8,980 7.3 0.6000 48.0 210 295.6 0.0885 48.0 1,255 20.0 0.3872 48.0 372 perimeter= 112.0 46.5 5,208 858.6 0.0347 48.0 1,431 Mems shown with an asterisk (-) denote conduction through an interior surface to another room. Page Total: 18,926 Infiltration: r 1.001 X 1.072 X 1 177 X 12.00 X 6] X 48 = 6 056 `schedule Air Sensible Area Coiling Height ACH AT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 7 24,982 EnergyPro 3.1 By EnergySoft User Number: 1002 Job Number: 02597 -JD Page: 14 of 15 RESIDENTIAL ROOM COOLING LOAD SUMMARY Ginochio Residence. Cottage 10/30/2002 Project Title Date Room Name Cottage Design Indoor Dry Bulb Temperature: 7800F Design Outdoor Dry Bulb Temperature: 102 F Design Temperature Difference: 240F Conduction Area U -Value X 0.021 X X X X X X DETD 1 = = = = = = Btu/hr 19.1 585 24.0 4,490 24.0 105 19.1 500 19.1 148 39.5 1.178 X X X 1. Design Equivalent Temperature Difference (DETD) Page Total 7,005 Items shown with an asterisk (') denote conduction through an interior surface to another room. Shaded Unshaded Solar Gain Orientation Area SGF Area SGF SC Btu/hr Casement (North) French Dnar (North) French Door (East) Transoms (East) Awning (East) Casement (South) Awning (South) French Door Awning (West) (West) 30.0 73 ( 0.0 X1 x X x X X x x x x + 1 + 1 + 1 + 1 + 1 + 1 + 1 + 1 + + 58.5 X X X X X x X X X x 15 ) x ) X ) X X X x X X X )x 0.50 = = = = = = = = __ = 440 ( 0.0 35.0 15 0.50 263 ( 0.0 30.0 73 0.50 1 097 ( 0.0 7.3 73) 0.50 267 ( 0.0 11. 73) 0.50 406 ( 0.0 67.4 32) 0.50 1,080 ( 0.0 55.5 32) 0.50 890 ( 0.0 19.5 73) 0.50 713 ( 0.0 6.5 7) 0.50 238 ( Sched. Page Total 5 393 Internal Gain Frac. Area Heat Gain Btu/hr Lights 1.00 x 1,177 x 0.20 Watts/sgft x 3.41 Btuh/Watt = 803 Occupants 1.00 X 1.177 X 255 Btuh/occ. / 333 sgft/occ. = 901 Receptacle 1.00 x 1,177 x 0.000 Watts/sqft x 3.413 Btuh/Watt = 0 Process 1.00 x 1,177 x 0.00 Watts/sqft x 3.413 B�tuhfWatt = 00 Infiltration: �=� X E�-J-o x t7] x x / 60] L 24J = 3.-oo Schedule Air Sensible Area Ceiling Height ACH nsT Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 17130 Sched. Latent Gain Frac. Area Heat Gain Btu/hr Occupants 1.00 x 1 177 x 225 Btuh/OCC. / 333 sgft/occ. 795 Receptacle 1.00 x 1 177 x 0.000 Watts/sqft X 3.41 Btuh/Watt = 0 Process 1.00 x 1 177 x 0.000 Watts/sgft X 3.41 3 Btuh/Watt = 0 Infiltration: 1.00 x 4 806 X 1 17 X Heigh X 60] -0.00124 = -704 chedule Air Latent Area Coiling Height ACH DW Fraction TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 91 EnergyPro 3.1 By EnergySoft User Number: 1002 Job Number: 02597 -JD Page: 15 of 15 CALIFORNIA HEALTH AND SAFETY CODE Page 1 of 7 CALIFORNIA HEALTH AND SAFETY CODE 0 Guidelines for Straw -bale Construction CASBA Home Page. Straw Building in 18944.30. (a) The Legislature finds and declares all of the following: California and Beyond. (1) There is an urgent need for low-cost, energy-efficient housing in California. Technical Information. (2) The cost of conventional lumber -framed housing has risen due to a shortage of construction -grade lumber. Contact CASBA. (3) Rice straw is an annually renewable source of cellulose that can be used as an energy-efficient substitute for stud -framed wall construction. (4) The state has mandated that the burning of rice straw be prohibited as specified in statute by the year 2000 in an annual phased reduction. (5) As a result of the mandated burning reduction, growers are experimenting with alternative straw management practices. Various methods of straw incorporation into the soil are the most widely used alternatives. The two most common methods are nonflood incorporation and winter flood incorporation. Economically viable off -farm uses for rice straw are not yet available. • (6) Winter flooding of rice fields encourages the natural decomposition of rice straw and provides valuable waterfowl habitat. According to the Central Valley Habitat Joint Venture component of the North American Waterfowl Management Plan, in California's Central Valley, over 400,000 acres of enhanced agricultural lands are needed to restore the depleted migratory waterfowl populations of the Pacific flyway. Flooded rice fields are a key and integral part of the successful restoration of historic waterfowl and shorebird populations. (7) Winter flooding of rice fields provides significant waterfowl habitat benefits and should be especially encouraged in areas where there is minimal potential to impact salmon as a result of surface water diversions. (8) An economically viable market for rice straw bales could result from the use of rice straw bales in housing construction. (9) Existing regulatory requirements are costly and severely restrict the development of straw -bale housing. (10) Statutory guidelines for the use of straw -bale housing would significantly benefit low-cost housing, agriculture, and fisheries in California. (b) It is therefore the intent of the Legislature to adopt safety guidelines for the construction of structures including, but not limited to, single-family dwellings that use baled rice straw as a loadbearing or nonloadbearing material, provided that these • guidelines shall not be effective within any city or county unless and until the legislative body of the city or county makes an express finding that the application of these guidelines within the city or county is reasonably necessary because of local conditions. http://www.strawbuilding.org/tech/code/cahnscode.html 8/26/02 CALIFORNIA HEALTH AND SAFETY CODE Page 2 of 7 18944.31.(a) Notwithstanding any other provision of law, the guidelines established by this chapter shall not become operative within any city or county unless and until the legislative body of the city or county makes an express finding that the application of • these guidelines within the city or county is reasonably necessary because of local conditions and the city or county files a copy of that finding with the department. (b) In adopting ordinances or regulations, a city or county may make any changes or modifications in the guidelines contained in this chapter as it determines are reasonably necessary because of local conditions, provided the city or county files a copy of the changes or modifications and the express findings for the changes or modifications with the department. No change or modification of that type shall become effective or operative for any purpose until the finding and the change or modification has been filed with the department. 18944.32. Nothing in this chapter shall be construed as an exemption from Chapter 3 (commencing with Section 5500) of, or Chapter 7 (commencing with Section 6700) of, Division 3 of the Business and Professions Code relative to preparation of plans, drawings, specifications, or calculations under the direct supervision of a licensed architect or civil engineer, for the construction of structures that deviate from the conventional framing requirements for wood -frame construction. 18944.33. For the purposes of this chapter, the following terms are defined as follows: (a) 'Bales" means rectangular compressed blocks of rice straw, bound by strings or • wire. (b) "Department" means the Department of Housing and Community Development. (c) "Flakes" means slabs of straw removed from an untied bale. Flakes are used to fill small gaps between the ends of stacked bales. (d) "Laid flat' refers to stacking bales so that the sides with the largest cross-sectional area are horizontal and the longest dimension of this area is parallel with the wall plane. (e) "Laid on -edge" refers to stacking bales so that the sides with the largest cross- sectional area are vertical and the longest dimension of this area is horizontal and parallel with the wall plane. (f) "Straw" means the dry stems of cereal grains left after the seed heads have been removed. 18944.34.(a) Subject to the availability of funds, on or before January 1, 2002, the California Building Standards Commission shall transmit, to the department and to the Legislature, a report regarding the implementation of this chapter. (b) The implementation report shall describe which cities and counties have utilized this chapter, and the number and type of structures that have been built pursuant to local ordinances. The implementation report may include recommendations to amend the guidelines established by this chapter, or any other related matters. (c) The California Building Standards Commission may accept and use any funds provided or donated for the purposes of this section. 18944.35. http://www.strawbuilding.org/tech/code/cahnscode.html 8/26/02 CALIFORNIA HEALTH AND SAFETY CODE (a) Bales shall be rectangular in shape. Page 3 of 7 • (b) Bales used within a continuous wall shall be of consistent height and width to ensure even distribution of loads within wall systems. • (c) Bales shall be bound with ties of either polypropylene string or baling wire. Bales with broken or loose ties shall not be used unless the broken or loose ties are replaced with ties which restore the original degree of compaction of the bale. (d) The moisture content of bales, at the time of installation, shall not exceed 20 percent of the total weight of the bale. Moisture content of bales shall be determined through the use of a suitable moisture meter, designed for use with baled rice straw or hay, equipped with a probe of sufficient length to reach the center of the bale, and used to determine the average moisture content of five bales randomly selected from the bales to be used. (e) Bales in loadbearing walls shall have a minimum calculated dry density of 7.0 pounds per cubic foot. The calculated dry density shall be determined after reducing the actual bale weight by the weight of the moisture content. (f) Where custom-made partial bales are used, they shall be of the same density, same string or wire tension, and, where possible, use the same number of ties as the standard size bales. (g) Bales of various types of straw, including wheat, rice, rye, barley, oats, and similar plants, as determined by the building official, shall be acceptable if they meet the minimum requirements of this chapter for density, shape, moisture content, and ties. 18944.40. (a) Straw -bale walls, when covered with plaster, drywall, or stucco, shall be deemed to have the equivalent fire resistive rating as wood -frame construction with the same wall -finishing system. (b) Minimum bale wall thickness shall be 13 inches. (c) Buildings with loadbearing bale walls shall not exceed one story in height, and the bale portion of the loadbearing walls shall not exceed a height -to -width ratio of 5.6:1 (for example, the maximum height for a wall that is 23 inches thick would be 10 feet 8 inches). (d) The ratio of unsupported wall length to thickness, for loadbearing walls, shall not exceed 15.7:1 (for example, for a wall that is 23 inches thick, the maximum unsupported length allowed is 30 feet). (e) The allowable vertical load (live and dead load) on top of loadbearing bale walls shall not exceed 400 pounds per square foot, and the resultant load shall act at the center of the wall. Straw -bale structures shall be designed to withstand all vertical and horizontal loads as specified in the latest edition of the Uniform Building Code. (f) Foundations shall be sized to accommodate the thickness of the bale wall and the load created by the wall and roof live and dead loads. Foundation or stem walls which support bale walls shall extend to an elevation of not less than 6 inches above • adjacent ground at all points. The minimum width of the footing shall be the width of the bale it supports, except that the bales may overhang the exterior edge of the foundation by not more than 3 inches to accommodate rigid perimeter insulation. Footings shall extend a minimum of 12 inches below natural, undisturbed soil, or to the frost line, whichever is lower. http://www.strawbuilding.org/tech/code/cahnscode.html 8/26/02 CALIFORNIA HEALTH AND SAFETY CODE Page 4 of 7 (g) (1) Vertical reinforcing bars with a minimum diameter of 1/2 inch shall be embedded in the foundation to a minimum depth of 7 inches, and shall extend above the foundation by a minimum of 12 inches. These vertical bars shall be located along • the center line of the bale wall, spaced not more than 2 feet apart. A vertical bar shall also be located within 1 foot of any opening or corner, except at locations occupied by anchor bolts. (2) Nonbale walls abutting bale walls shall be attached by means of one or more of the following methods or by means of an acceptable equivalent: (A) Wooden dowels of 5/8 inch minimum diameter and of sufficient length to provide 12 inches of penetration into the bale, driven through holes bored in the abutting wall stud, and spaced to provide one dowel connection per bale. (B) Pointed wooden stakes, a minimum of 12 inches in length and 11/2 inches by 31/2 inches at the exposed end, fully driven into each course of bales, as anchorage points. (C) Bolted or threaded rod connection of the abutting wall, through the bale wall, to a steel nut and steel or plywood plate washer, a minimum of 6 inches square and a minimum thickness of 3/16 of an inch for steel and 1/2 inch for plywood, in a minimum of three locations. (3) (A) Loadbearing bale walls shall be anchored to the foundation at intervals of 6 feet or less. There shall be embedded in the foundation a minimum of 21/2 inch diameter steel anchor bolts per wall, with one bolt located within 36 inches of each end of each wall. Sections of 1/2 inch diameter threaded rod shall be connected to the anchor bolts, and to each other, by means of threaded • coupling nuts, and shall extend through the roof bearing assembly and be fastened with a steel washer and nut. (B) Bale walls and roof bearing assemblies may be anchored to the foundation by means of other methods which are adequate to resist uplift forces resulting from the design wind load. There shall be a minimum of two points of anchorage per wall, spaced not more than 6 feet apart, with one located within 36 inches of each end of each wall. (C) With loadbearing bale walls, the dead load of the roof and ceiling systems will produce vertical compression of the walls. Regardless of the anchoring system used to attach the roof bearing assembly to the foundation, prior to installation of wall finish materials, the nuts, straps, or cables shall be retightened to compensate for this compression. (h)(1) A moisture barrier shall be used between the top of the foundation and the bottom of the bale wall to prevent moisture from migrating through the foundation so as to come into contact with the bottom course of bales. This barrier shall consist of one of the following: (A) Cementitious waterproof coating. (B) Type 30 asphalt felt over an asphalt emulsion. (C) Sheet metal flashing, sealed at joints. • (D) Another building moisture barrier, as approved by the building official. (2) All penetrations through the moisture barrier, as well as all joints in the barrier, shall be sealed with asphalt, caulking, or an approved http://www.strawbuilding.org/tech/code/cahnscode.html 8/26/02 CALIFORNIA HEALTH AND SAFETY CODE Page 5 of 7 sealant. (i) (1) For nonloadbearing walls, bales may be laid either flat or on -edge. Bales in loadbearing bale walls shall be laid flat and be stacked in a running bond, where possible, with each bale overlapping the two bales beneath it. Overlaps shall be a minimum of 12 inches. Gaps between the ends of bales which are less than 6 inches in width may be filled by an untied flake inserted snugly into the gap. (2) The first course of bales shall be laid by impaling the bales on the rebar verticals and threaded rods, if any, extending from the foundation. When the fourth course has been laid, vertical #4 rebar pins, or an acceptable equivalent, long enough to extend through all four courses, shall be driven down through the bales, two in each bale, located so that they do not pass through the space between the ends of any two bales. The layout of these rebar pins shall approximate the layout of the rebar pins extending from the foundation. As each subsequent course is laid, two pins, long enough to extend through that course and the three courses immediately below it, shall be driven down through each bale. This pinning method shall be continued to the top of the wall. In walls seven or eight courses high, pinning at the fifth course may be eliminated. (3) Alternative pinning method: when the third course has been laid, vertical #4 rebar pins, or an acceptable equivalent, long enough to extend through all three courses, shall be driven down through the bales, two in each bale, located so that they do not pass through the space between the ends of any two bales. The layout of these rebar pins shall approximate the layout of the rebar pins extending from the foundation. As each subsequent course is laid, two pins, long enough to extend through that course and the two courses immediately below it, shall be driven down through each bale. This pinning method shall be continued to the top of the wall. is (4) Only full-length bales shall be used at corners of loadbearing bale -walls. (5) Vertical #4 rebar pins, or an acceptable alternative, shall be located within one foot of all corners or door openings. (6) Staples, made of #3 or larger rebar formed into a "U" shape, a minimum of 18 inches long with two 6 -inch legs, shall be used at all corners of every course, driven with one leg into the top of each abutting corner bale. 0) (1) All loadbearing bale walls shall have a roof bearing assembly at the top of the walls to bear the roof load and to provide the means of connecting the roof structure to the foundation. The roof bearing assembly shall be continuous along the tops of loadbearing bale walls. (2) An acceptable roof bearing assembly option consists of two double 2 -inch by 6 -inch, or larger, horizontal top plates, one located at the inner edge of the wall and the other at the outer edge. Connecting the two doubled top plates, and located horizontally and perpendicular to the length of the wall, shall be 2 - inch by 6 -inch cross members, spaced no more than 72 inches center to center, and as required to align with the threaded rods extending from the anchor bolts in the foundation. The double 2 -inch by 6 -inch top plates shall be face -nailed with 16d nails staggered at 16 -inch o.c., with laps and intersections face -nailed with four 16d nails. The cross members shall be face -nailed to the top plates with four 16d nails at each end. Corner connections shall include overlaps nailed as above or an acceptable equivalent, such as plywood gussets or metal • plates. Alternatives to this roof bearing assembly option shall provide equal or greater vertical rigidity and provide horizontal rigidity equivalent to a continuous double 2 by 4 top plate. (3) The connection of roof framing members to the roof plate shall comply with the appropriate sections of the California Building Code. http://www.strawbuilding.org/tech/code/cahnscode.html 8/26/02 CALIFORNIA HEALTH AND SAFETY CODE • Page 6 of 7 (k) All openings in loadbearing bale walls shall be a minimum of one full bale length from any outside corner, unless exceptions are approved by an engineer or architect licensed by the state to practice. Wall or roof load present above any opening shall be carried, or transferred, to the bales below by one of the following: 1) A frame, such as a structural window or door frame. 2) A lintel, such as an angle -iron cradle, wooden beam, or wooden box beam. Lintels shall be at least twice as long as the opening is wide and extend a minimum of 24 inches beyond either side of the opening. Lintels shall be centered over openings. 3) A roof bearing assembly designed to act as a rigid beam over the opening. (1) (1) All weather -exposed bale walls shall be protected from water damage. However, nonbreathing moisture barriers shall not be used on the upper two-thirds of vertical exterior surfaces of bale walls in order to allow natural transpiration of moisture from the bales. (2) Bale walls shall have special moisture protection provided at all window sills. Unless protected by a roof, the tops of walls shall also be protected. This moisture protection shall consist of a waterproof membrane, such as asphalt - impregnated felt paper, polyethylene sheeting, or other moisture barrier, as approved by the building official, installed in a manner that will prevent water from entering the wall system at windowsills or at the tops of walls. (m)(1) Interior and exterior surfaces of bale walls shall be protected from mechanical damage, flame, animals, and prolonged exposure to water. Bale walls adjacent to bath and shower enclosures shall be protected by a moisture barrier. (2) Cement stucco shall be reinforced with galvanized woven wire stucco netting or an equivalent, as approved by the building official. The reinforcement shall be secured by attachment through the wall at a maximum spacing of 24 inches horizontally and 16 inches vertically. (3) Where bales abut other materials, the plaster or stucco shall be reinforced with galvanized expanded metal lath, or an acceptable equivalent, extending a minimum of 6 inches onto the bales. (4) Earthen and lime -based plasters may be applied directly onto bale walls without reinforcement, except where applied over materials other than straw. (n) (1) All wiring within or on bale walls shall meet all provisions of the California Electrical Code. Type "NM" or "UF" cable may be used, or wiring may be run in metallic or nonmetallic conduit systems. (2) Electrical boxes shall be securely attached to wooden stakes driven a minimum of 12 inches into the bales, or an acceptable equivalent. (o) Water or gas pipes within bale walls shall be encased in a continuous pipe sleeve to prevent leakage within the wall. Where pipes are mounted on bale walls, they shall be isolated from the bales by a moisture barrier. http://www.leginfo.ca.gov http://www.strawbuilding.org/tech/code/cahnscode.html 8/26/02 r 22 02 12:32p p.2 kv� Department of Development Services Building Division 7 County Center Drive Orovihe, CA 95965 (530) 538-7541 (530) 538-2140 FAX Residential Construction Requirements IMPORTANT This set of plans and specifications MUST be kept on the Job site at all times and it is unlawful to make any changes or alterations on same without written permission from the Building Division, County of Butte. All materials and workmanship shall be in accordance with recognized good practices and of a quality prescribed for the specific use in the 1998 California Building Code (1997 U.B. C.), 1999 California Plumbing Code (1997 U.P.C.), 1998 California Mechanical Code (1997 U.M.C.), and the 1998 California Electrical Code ('1996 N:E.C.) The following items are separated into two categories (general and specific). The "general" items are for your reference and are not specifically called out on the plans by the plans examiner. These items MUST be complied with, if applicable, and it is the builder's responsibility to comply. The "specific" items have been keyed to the plans. If an item is inadvertently left out or missed, it doe's not relieve the builder of any responsibility for code requirements, general or specific. GENERAL REQUIREMENTS Guest rooms and habitable rooms shal I have n atural light equal'to 10% of the floor area and <�VZnatural ventilation equal to 5% of the floor area (Sec. 1203, U.B.C'.) vide required room dimension . s and ceiling height. (Sec. 310.6, U.B.C.) • Provide lights, switches, and 'receptacles for maintenance of mechanical equipment.' (Sec.306, U.M.C.) • Approved vent and adequate combustion air for gas water heater and/or furnace. (Ch. 7& Ch. 8, U.M.C.) • Provide minimum one 3'-0" exterior door. (See. 1003.3.1.3,U.B.C.) 00�0 Provide adequate clearance and type A flue for firep] ace/wood stove. 11 stairways to comply with U.B.C. section 1003.3, for rise, "'run, headroom, width, landings and handrails. Hallways to. be minimum 36" wide (U.B.C. 1004.3.3.2). Underfloor access and ventilation per Sec,2306.3 & 2306.7, U.B.C. Attic access and. ventilation (UBC section 1505). Provide approved flashing at all exterior openings. Provide 18" platform f6r appliances/equipment'in garage capable of producing a flame, spark or glow. -,Provide protection of appliances in garage from vehicular damage. Closet lights per N.E.C. Article 410-8. Page I of 3 Owners Name: Building Pernuit Number: Plans Examiner- Tinda Simp.son 22 02 12:32p 0 Provide certificates of conformance for all glu-lam beams. • Provide approved spark arrester at all cWmneyshype "A" flues. • Provide V2"x 10" anchor bolts @ 6' o.c.'max. and within 12" of all joints. Provide 2"x 2"x 3/16" steel plate washer @ each bolt. (Sec. 1806.6, U.B.C.) Foundations with stemwalls shall be provided with a minimum of one number 4 bar at the top of the wall and one number 4 bar at the bottom of the footing. (Sec. 1806.7, 1, U.B.C.) Slabs -on -ground with turned -down footings- shall have a minimum of one number 4 bar at the top and bottom (Section 1806-.7.2, U.B.C.) Guardrails to have Minimum 36" high top rail, with intermediate rails spaced that a 4" sphere cannot pass through (Sec. 509, U.B.C.) 0 eneer p Ch. 14, U.B. C. xterior plaster -�z weep screeds (U.B.C. section 2506.5). -:ESkIlylights per Sec. 2409 & 2603.7, U.B.C. • Protect plastic foam insulation per Sec.'2602.4, U.B.C. • Ground fault protection shall be required in all bathrooms, garage, kitchen, wet bar, and exterior receptacles (NE C 2 10). • Electrical,. mechanical, and plumbing construction (not plan reviewcd) shall comply with the current editions of the National Electrical Code, Uniform Mechanical Code and Uniform Plumbing Code. • Minimum water closet clearances of 15" from its center to sidewall and 24" front clearance (U.P.C. 408.6). • Minimum shower compartment size of 1024 sq. in. & 30" circle (U.P.C. 412.7). • Provide l5lumbing fixtures, water closet clearances and shower sizes per URC. SPECIFIC REQUIREMENTS 1. Provide safety glazing in all hazardous locations (U.B . C. section 2406). 2. Garage firewall separation -7required on garage side, including supporting walls and posts (U.B.C. section 302.4 exception #3). 3. Install smoke detector's as per the requirements of U.B.C. section 310.9. L 4. Special roof covering required, class B minimum. 5. Provide 2 separate exits from the third story (U.B.C. section 1004.2.3.2 exception #4)-. 6. Every bedroom shall have at least one operable,window -or door. Windows shall have a minimum net clear openable area of 5.7 square feet. Additionally, the window shall have a minimum net clear openableheight of 24" and a minimum net clear openable width of 20". - The window sill height shall not be more than 44" above the floor (U.B.C. 310.4). COLOR CODE USED ON PLANS' Blue ' = Engineering Pink = Firewall Green = Braced wall panels Yellow = Important Page 2 of 3 Owners Name': Building Permit Number - Plans Examiner: Linda Simpson P. 3 22 02 12:32p• COMPLY WITH ITEMS INDICATED BELOW ❑Your parcel lies within a designated 100 -year flood plain. Finish floor, electrical, H.V.A.C. equipment and services shall be a minimum of one foot above the elevation shown on the attached Flood Elevation Certificate. A Post Flood Elevation Certificate will also be required Note: We will normally accept the following as compliance with the flood elevation requirements: I . Building is anchored to concrete stemwall system with conventional anchor bolts. 2. Building plate on top of stemwall to be one foot or more above the 100 -year flood elevation. (Plate height less than 24" above grade, or engineered design required). 3. Electrical, heating, ventilation, plumbing and air conditioning equipment and facilities located above the plate. 4. At least 2 openings in exterior walls, located on opposite or adjacent walls with a total net area of not less than 1 square inch for every square foot of enclosed area. 5. The bottom of the openings shall be no higher than 1 foot above grade. 6. The openings may be screened or covered with other devices that will permit automatic entry and exit of floodwater. ❑ Fire sprinklers are required in this structure. ❑ This parcel is located within the California Department of Forestry and Fire Protection area. Compliance with the attached CDF fire safe requirements will be necessary. ■ All structures and equipment including overhangs shall be clear of all easements. A setback of _' from the side and 'from the rear property lines and 20 feet (25 feet if Federal Aid Route) from the edge 'of the right of way shall be clear of structures and equipment except for a 2 foot overhang. . Expansive soil may be encountered on this site. This condition may require the foundation to be designed by a California registered engineer or licensed architect. Page 3 of 3 Owners Name: Building Permit Number.- Plans umber:Plans Examiner: Linda Simpson p.4 DESCRIPTION PLAN REVIEW ROUTER HOURS JOB NO: 203015.001 JURISDICTION NO: 02-3366 DESCRIPTION: Ginochlo Cottage ADDRESS: Cana Highway JURSIDICTION: Butte County LP2A FEE: LP2A EST: $0-00 DUE DATE: 1/28/2003 FEE TYPE: T&M HOURS Est: 0 CHECK PHASE: First DESCRIPTION REVIEWER DATE HOURS Architectural Structural �r�05 Plumbing / Mechanical Electrical Energy Compliance Disabled Access INSTRUCTIONS COMMENTS SECONDSPECIAL TRACKING FIRST -. FOURTH DATE IN: 1/14/2003 , DATE OUT: 1/28/2003 SHIPMENT METHOD: DATE SHIPPED: BIN NO - 96 P� LPZA PLAN CHECK SUBMITTAL INTAKE FORM PROJECT NAME: to - ADDRESS: CITY/JURISDICTION: CITY PERMIT/LP2A JOB #: ' YY • APPLICANT APPLICANT ADDRESS / FAX & PRONE: SCOPE -OF -WORK--------------------- ------ ❑b FULL REVIEW FI]l STRUCTURAL ONLY �❑ DEFERRED REVISION EARTHQUAKE COPIES DOCUMENTS/ENCLOSURES PT ANC / CTiTi`VTC -f rivnLA V a❑ ARCHITECTURAL fEll STRUCTURAL rE M/P/E CALCULATIONS - a❑ TRUSS STRUCTURAL FE OTHER no SOILS REPORT and/or n LETTER TITLE 24 - ENERGY COMPLIANCE _ SPECIAL INSPECTION FORMS FIRE SUPPRESSIONSYSTEM I n /� RESPONSE LETTERS `' LP2A's FEE: APPLIED TESTING CONSULTANTS MATERIALS ENGINEERING TESTING AND INSPECTION December 20, 2002 County of Butte Building Division 7 County Center Drive Oroville, Ca 95965 Re: Ginochio Residence Building Pad Certification- Oroville, Ca Gentlemen: We have completed compaction testing on the building ,pad for the Ginochio Residence located on Cana Hwy at Pine Creek Road in Chico, Ca. Prior to any fill placement the pad was excavated approximately four feet down to firm native undisturbed ground per the geotechnical report. The unsuitable material was .removed from the. site. The building pad was constructed out of import material with approximately four feet of fill. The pad was monitored and tested at approximately one foot intervals up to finished pad grade. The nuclear density test data sheets and moisture density curve per ASTM 1557 are attached. Based on the test data compiled on this project and witnessing the earthwork operations,. we certify per Article 3, sections 6735.5 and 6735.6a of the Business and professions Code that the pad was properly . moisture conditioned and compacted in accordance with chapters 18 and 33 of the 1997 Uniform Building Code and the Geotechnical Report dated 9/28/02 by ATC. Applied Testing Consultants is not a licensed surveyor. We do not verify or certify grades or elevations. Test elevations are derived from information provided by the contractor and/or the client. Applied Testing Consultants is not the foundation design engineer for this project: Designs for consolidation,. differential settlement and bearing on fill materials are. by others. Please call if you have any questions regarding our se> ove. Very truly yours, y`'� � 3•?I a � rad F rsythe Char s Vice President Staff Engineer Director of Operations 3060 Thorntree Drive, Ste. 10 • Chico, CA 95973 • Telephone: (530) 891-6625 • Facsimile: (530) 891-4243 The Ecological Building Network Presents The First International Conference on Ecological building Structure This CD contains the following (click on line to gol: Conference roster Biographical information about registrants Papers indexed by author Papers indexed by subject matter About this CD / Disclaimer: This is the compilation of papers submitted for the First International Conference on Ecological Building Structure, held July 5-9, 2001 in San Rafael, California. The Ecological Building Network has reproduced these papers exactly as they were submitted; very few have ever had professional peer review. Use of any 'of the information contained in these papers for the design of actual structures must only be done by building professionals capable both of understanding the context from which the information came, and how it may or may not be applicable to any particular building project. The Ecological Building Network makes no claim as to the accuracy or veracity of the information included herein. NOTE: Papers contributed after the imprinting of this CD can be found and downloaded from www.ecobuildnetwork.org/conferencepapers using the password EBNet200l About the Ecological Building Network: The Ecological Building Network is a 501(c)3 non-profit organization as a project of the Tides Center in San Francisco. We are an international association of builders, engineers, architects, academics and developers committed to promoting the intelligent use of building materials for a sustainable future. The Ecological Building Network fills the crucial gap between those who are developing new technologies and materials in the area of ecological design, and those in the field of design and construction, to help bring sustainable building into the mainstream. The Ecological Building Network maintains a web site as a public resource, sponsors seminars and conferences, designs and promotes research, and publishes design guides. We invite your participation and contributions. Ecological Building Network a project of the Tides Center 209 Caledonia Street Sausalito, California Tel. 415/ 331-7630 Fax. 415/ 332-4072 www.ecobuildnetwork.org On April 11, a superimposed load of water in a 6.75'x6.75' wood frame was applied to the panel, and corresponding deflections were measured. The results of both phases of the test are indicated on the accompanying graph with se- lected data points shown. 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It should be installed at a density of 2.56 lbs. per cubic foot or higher. 2. Application should be "dense -packed" without ventilation. A 2x8 cavity would be completely filled with 7.5" of insulation. 3. A 2x8 application of Cocoon2 tm installed according to these guidelines will yield the following total R -value. Inside Air Film .68 W" drywall .45 Cocoon .28,50 dense -packed W plywood .62 Outside Air 17 Film Total R -Value 30.42 Shingles and felt roofing materials would add to the total .tttV././www.gremAom.com/Cathe&al.asp?Type=C ithod A .QOt Fina Your Local Sales Rearesentative sr& Comparison of Insulations Coverage Chads Lifefime Warranty Find a Qualified Install in Your Area Technical Questions My Are Builders Using Cocoon System Design Sound and Fire Assemblies Product Information Produot Specifications How to In,Stall Cocoon tnstll Ul on_ Equipment :l.tla;YllYPAIRI Product Information Product Specifications How to Install Cocoon Page 1 of 2 t Babette Jee Architect March 24, 2003 Mr. Michael Vieira County of Butte 7 CountyCenter Drive Oroville, CA 95965-3397 Response to Comments- FIRST CHECK Jurisdiction Appl. No.: 02-3366 LP2A Job No. 203015-001 Re: Plan Review Ginochio Cottage Address: Cana Highway Parcel No: 047-090-009-000 Code Area: 062-024 Dear Mr. Vieira, Here are the responses to the First Check Comments from LP2A: GENERAL COMMENTS: General note on Al claifies applicable code. ARCHITECTURAL COMMENTS: Al. Address numbers will be located on the Mailboxes on the side of the road and on the Cottage fence and the future Main House fence. See Sheet A-1 Site Plan for location. A2. Note for Self -Closing Hardware at Door #3 is added to Door Schedule. See Sheet A-2. A3. See General Note 1 regarding 26 gauge minimum air ducts penetrating the separation wall or ceiling berween the garage and living area on Sheet A-2. A4. Note added regarding construction and height of tub/ shower walls. See Sheet A-2, General Note 2. A5. There is no earth to wood floor joist exposure. The wood platform is framed over a concrete slab. A6. See response to A5. This is not needed. AT See reponse to A5. This is not needed. 1504 Fifth Street, Berkeley, CA. 94710 tel. & fax 510/527.2968 Y Response to First Check Ginochio Cottage/ Cana Highway page 2 A8. Insulation for rafter spaces is a cellulose product called Cocoon and is installed without a ventilation space. See attached product literature. Framed walls to receive R-13 Batts and Box Beams in Straw Bale walls to receive R-30 Batts. See S-1, A. A9. The plans have been revised to provide a 36 inch deep landing on the outside of Door #2. Both sides of Door #1 and #2 are level with the threshold. See A-2, First Floor Plan. A10. The metal fireplace is a direct vent heater unit by Heat-N-Glo, Model No. 6000TRM, U.L. 3970B. AX.U.E. rated. Approved as a wall furnace. See Sheet A2, First Floor Plan and General Note 3 and EM -1, First Floor Plan. Product literature is also submitted. A11. Weep screed, 26 G is added to Details on Sheet S-1 / B and S -4/P. Al2. Pool is omitted. See Sheet A-1. MECHANICAL, PLUMBING AND ELECTRICAL COMMENTS: A13. Heating is provided by the furnace rated Metal Fireplace. The unit is directly vented in the back to the exterior where the unit's combustion air is obtained. See attached product sheet and response to A10. Air conditioning is not a part of this project. The straw bale building, already well insulated is designed to be cooled with ceiling fans and cross through ventilation at windows. A14. The water heater is tankless, by Takagi. It is wall mounted and installed with metal brackets. See attached product literature. See Sheet EM -1, Mechanical Schedule, Sheet A-2, General Note 4 and product literature. A15. A note regarding a smooth metal duct for the dryer exhaust, installed with a backdraft damper is added to Sheet A-2, General Note 5. A16. A pressure relief valve and drain to outside is indicated on Sheet A-2. General Note 4. A17. See sheet A-2, General Note 2. A18. A dedicated 20 amp circuit for each Bathrooms' outlets is indicated on Sheet EM -1, both floor plans. T-24 ENERGY COMPLIANCE DOCUMENTS: A19. See reponse to A8. Response to First Check Ginochio Cottage/ Cana Highway page 3 A20. A. Additional overhead fluorescent light is added for general illumination of the Kitchen. See EM -1. B. General Light Fixture changed to Fluorescent in First Floor Bathroom and Garage. Structural Comments: S1 thru S9. See attached "Response to First Structural Plan Review and Additional Structural Calculations for Ginochio Cottage, Chico, California" by Toft De Nevers and Lee, dated March 14, 2003. DOCUMENTS SUBMIT IED: Two sets of the following Documents are submitted for your review: Drawings, A-1 thru A-4, and S-1 thru S-4., revised March 21, 2003 Applied Testing Consultants: Geotechnical Report dated September 28, 2001 Review Letter dated March 11, 2003 Pad Certification, December 20, 2002 "Response to First Structural Plan Review and Additional Structural Calculations for Ginochio Cottage, Chico, California" by Toft De Nevers and Lee, dated March 14, 2003. "Straw Bale Shear Wall Lateral Load Test," by Jason Nichols and Stan Raap, California Polytechnic State University, San Luis Obispo Architectural Engineering Dept. December, 2000. "Preliminary Report on Out of Plan Testing of an 8' x 8' Straw Bale /PISE Wall Panel," Ecological Building Network, July. 2001. I hope this meets with your approval. Please feel free to call if you have any questions. Sincerely, Babette Jee cc: Ron and Sally Ginochio Skillful Means, (1) Steven Todorov and john Swearingen Toft De Nevers and Lee, Kevin Donahue SITE PLAN REVIEW APPLICATION Date: 2-' S— 0 2 AP# ow)_ 0 9 c)— o 0 _) Permit Number (if applicable) APPLICANT INFORMATION Parcel Size: A � Owners Name: &I x10 CIN 1 p rZOA.) A Lid ALL.lj Owners Address:. 3"7? 8 FeeW-N S ST- 0A1<L(-kNyD CA qH b 1 D Telephone No.: 5) C) — (gG) Situs Address: C_ )34j A ~� Proposed Use: Residential ® New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other ❑ Septic ❑ Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): ❑ Single Family Remodel ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) ❑ Approved ❑ Conditionally Approved ❑ Site Plan Stamped Approved Date Page 1 of 5 ❑ Resolve Problems Prior to Approval ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) ❑ SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) • Flood Zone: Y • Flood Panel No.: 03 2; L Index Date: 6— g' ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ------------------------------------------------------------------------------------------------------------------- ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front L rJ L Side Side Street Rear Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Ili Applicable Development Fees: Standard Fees Amount Formula ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area - Road ❑ Thermalito Drainage Area ❑ Thermalito Urban Area ❑ Other Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. Parcel Created By Deeds: Date of Creation: 12 8- oo i Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Decd Creation:❑ No ❑.Yes Comments: Y r-, S 2 GC—IZ_ 2-0-b I- D 0 to 0)-�) 2 ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger' ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 II Subdivision Map/Parcel Map: Map Date of Recording: Lot: Book: Page: ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: Parcel Map/Subdivision Map/Use Permit Conditions ❑ Comply with the following Conditions of Approval: ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for road maintenance, and stop sign inaintenance. FE I Page 4 of 5 0 ❑■ u Summary of Specific Requirements: This information provided in this summary is based on the application information and on the best available data at the time of review. CAMy Documents\Building Permit Site Plan Reviewl.doc Page 5 of 5 Ronald and Sally Ginochio 378 Perkins Street Oakland, California 94610 510.893.2685 phone/fax To Whom it May Concern: This authorizes Babette Jee to apply for a building permit in our name, for our property on Cana Highway in Butte County, California. Sally G ochio December 3, 2002 otrio3onirO bns bisnoq les -.i2 2nijjoq 8 i E C alhe sirs toff iso ,bns;�sQ xst\enodq 888S.E08 0 i a nsonoO ysP.4 ti mo; VV oY 7uo 7ofi ,ernsn quo ni timieq gnibiiud s 7ofi ylggs of eeL eJtedb8 2esnoritus aidT .sin.oblsO .utnuoZ) etlA ni yswrtpiH snsa no 1t7sgoiq oidoonia �ils2 SODS ,E isdmeo9Ci 1 p ., ,•aP �a �' �'�'�£+J �� �.'.QiA. tf,�u.v aw,�,,8� "��"�' � .�.g4i6w� '�e ,�a�,,, 0 u .�r�� ; .r.•�ya:'p �yugb "� 6�,p►i3ia ° u eg ai+ °s�.,�', Y. �"" '� � h ° °°.,�1' fi•. �p a� .. ° �. .a<� m .. .¢� aw ,—�i��a.�ns� , a o . `e0d, :�"" - -'�,• - :F e' a �'��w: +' �; ct .,;.e opr •,,p C`°aa� Qi Ors o�,4 v r.a P, vt+ ygC .e„ �.' s'y �!WF m� g'le. dl• a �.. P .�� • r.�; �' N ��+� p - o _u "a � b " o 'p � :� v n _ ,. ii nk ��.y y4i•=,.,-po .. .. a •� O mRQ h.+v P[, ] a T'.A .,¢ a a• " O � � :mer?.:. .-•.°�`e sef.^x:.7n$'•�:art'�:-"at � '` ° u fiF .. 9. o �pTr�R• ?``e��`t�p�•zi6. ""'fir 4afo g e aG o• � ' P o •ta , V A erAGI L�:U*C7S+.1�ne Fii Sff = ® ' � .1 °^ .r Y , a •p .. . 0 -c-� v . •kms � ��.c�nm �-,--�-- a �� e � o ° p o WATER HEATER"" �t fi 0 -c-� v . •kms � ��.c�nm �-,--�-- a �� FLASH WATER HEATER"" 0 -c-� v . •kms � ��.c�nm �-,--�-- a �� C• r FLASH WATER HEATER-- MODEL T -K2-;:- TECHNICAL SPECIFICATIONS GAS TYPE NATURAL GAS OR LIQUID PROPANE INPUT BTU RATE NG MIN 20,000 - MAX 185,000 LP MIN 19,000 - MAX 175,000 THERMAL EFFICIENCY NG MAX 85% LP MAX 86 ENERGY FACTOR NO .84- LP .85 FIRST.HOUR RATING (DOE) 240 GPH DIMENSIONS 24 IN. (H) 16.5 IN. (W) 8 IN. (D) NET WEIGHT 60 LBS. WATER CONNECTION 3/4 IN. NPT GAS CONNECTION 3/4 IN. NPT GAS PRESSURE NG MIN 5.0 WC - MAX 10.5 WC I LP MIN 11 WC - MAX 14 WC ELECTRICAL SUPPLY 120V. 0.8 A WATER FLOW RATE MIN 0.75 GPM, MAX FLOW 6.9 GPM VENT 4 IN. ROUND POWER VENT INSTALLATION INDOOR OR OUTDOOR (WITH OPTIONAL OUTSIDE VENT CAP) SPECIFICATIONS MAY CHANGE WITHOUT PRIOR NOTICE � 4 J L6 IZ W Q 3 3 0 X 2 HOT WATER OUTPUT GPM (MAX / 6.9 GPM) VS. HOT WATER OUTPUT TEMPERATURE WITH VARIOUS GROUND WATER TEMPERATURE --0- 40F t SOF -- 60F -0-70F, O 95 100 105 110 11.5 120 125 130 135 140 150 160 165 170 175 18 HOT WATER OUT FLOW TEMPERATURE Takagi Industrial Co. USA, Inc. 6 Goddard, Irvine CA 92618 TOLL FREE: (888) 882-5244 (949) 453-8388 TAKAGI fax (949) 453-8498 www.takagi-usa.com • 3629 Taraval �4rs9t $an 5rancisdo, CkO.5116 __mil: (418).661.68T1 www.oxypowor.com fox: ($16) 9111.6911 9fegaoxypower.com Toll, (IWO}49•sowt Model 6000TRXI shown with BDM-6-Bk and custom surround - Model 6000TRI shown with DF -6000 front and custom surround 6000TRX1/6000TR1 s Your family deserves the best in,beauty, quality and efficiency. Heat-N-Glo's Intensity' .1 Models 6000TRXI and 6000 Till provide everything you can desire in a fireplace and , more. The patented.Flame-Out-Of _ Log technology recreates the natural glow of a ` traditional fire. The Intensity models also feature Heat-N-Glo's patented Nystifire is completely concealed. to . . . -.1 further enhance the authentic look. The large, beefy logs add,fealisrn, as does the standard brick' refractory on the base and sides. Also available I are a variety of new fronts to give your fireplace its own unique style. Both Intensity models feature Heat-N-Glo's patented top or rear venting Direct.Vent Technology that eliminates the need'for a` conventional chimney and gives homeowners the flexibility to design a variety of,installations almost anywhere in the home' Both intensity models feature an adjustable valve to alter the flame height. Additionally, the i 6000TPXI has an A.R.E. (Annual Fuel Utilization Efficiency) rating that provides " furnace rated heat. It also offers the ultimate Climate Control Package with a standard Climate Control Damper to release unwanted heat, a standard fan to circulate heat and optional Heat -Zone and -Heat -Duct kits (see diagrams on page 3). All fireplaces in the 6000 Series have earned the Good Housekeeping Seal of Approval. M Since 1902, The Good Housekeeping Seal has been communicating trust and l confidence by maintaining a unique r consumer protection policy. The Good Housekeeping Seal is a two-year limited E warranty. If any product bearing the Seal proves to be defective within 2 years of purchase, Good Housekeeping will replace the product or refund the purchase price. ' Good. Housekeeping is not responsible for installation. 600O.SERIES SPECIFICATIONS 4 6000 SERIES HIGHLIGHTS 6000 SERIES LINE DRAWINGS 0 Good Housekeeping Sea[ of Approval HEIGHT FRONTWIDTH BACKWIDTH DEPTH f Adjustable valve to adjust flame height and heat output • A multitude of decorative fronts to a create your own look o;; • Standard base refractory pjoqse;�ping frig's • Optional remote controls for the ultirn . ate in convenience • Optional fan to circulate heat • Heater rated * ' On/Off rocker switch INDIVIDUAL 6000 SERIES FEATURES 6000TRX'1/6000TRI TR Venting Technology allows installation flexibility Patented Flame -Out -Of -Log Technology Patented Mystifire Burner 20,000 - 40,000 BTU 14put/Hr.- NG (6000TRXI) 20,000 - 30,000 BTU Input/Hr. (6000TRI) Optional Heat -Zone and Heat -Duct kits Standard base, sides and rear refractory and customer control panel 0 Intellifire models available (6000 TRI only) 6000TRXI ONLY: A.EU.E. Rated. Approved as a wall furnace for supplemental heat and can be used with a thermostat (included) Standard Climate Control Package offers climate control damper, fan kit and wall thermostat Standard Mesh Kit 6000CAM P 0 TR Venting Technology allows installation flexibility 0 24,000 - 35,000 BTU Input/Hr. 0 A.EU.E. Rated. Approved as a wall furnace for supplemental heat and can be used with a thermostat * Standard climate control damper 0 Standard Mesh Kit 0 Optional Heat -Zone and Heat -Duct kits 0 Optional Refractory Kit 6000TR-OAK Five realistic -fiber logs TR Venting Technology allows installation flexibility Patented Mystifire Burner 20,000 - 30,000 BTU Input/Hr. Brick pattern on the refractory hearth sk Optional Heat -Zone and Heat -Duct kits • Optional Brick Refractory • Intellifire models available 6000TV-OAK 0 18,000 - 27,000 BTU input/hr. input 0 Five realistic fiber logs . , �s""',- 0. Optional realistic firebox refractory Brick pattern on the refractory hearth nngov, Patented Mystifire Burner Optional Brick Refractory Model 6000TR-0AKfTRYTRXl/CAMP Corner View Corner View Side View Top View Front View Side View Model 6000TV-Oak Corner View Side View Front View Top View Side View 50 718 11293mmr-1. 40 [10141 - MM' 20 SM (524.10 18 va *1478-1- 0 13 1 , 4 '14 ELECTRICAL 52y., 28 In ACCESS 72 I. . ] 2 in I YM2 lie smkil (9 5MM [A.M.) WAI MM , '4 —1 T; 4 M , tz - 3�2 67/8 T 'm 6* a.VEWr J I 52m 9 go Mij 41 IM [1044MM) 11123B 6112 36191 MM 1174mm famm [165..) 6000 SERIES DIMENSIONS S P E C I F I C A T 1 0 N S HEIGHT FRONTWIDTH BACKWIDTH DEPTH 2I)MI52.4 H 17114 [437L I GASUNE 14114 GLASS SIZE P .1 ACCESS 1362-1 -1 T N 38 loss— MI: Y 3381 114� \\/ (9 __ 67M "T 3taz 74— 1297"11 (911 I IT�; Vm. L 1 ffifI044 1 36 x 24 W4 Model 6000TV-Oak Corner View Side View Front View Top View Side View 50 718 11293mmr-1. 40 [10141 - MM' 20 SM (524.10 18 va *1478-1- 0 13 1 , 4 '14 ELECTRICAL 52y., 28 In ACCESS 72 I. . ] 2 in I YM2 lie smkil (9 5MM [A.M.) WAI MM , '4 —1 T; 4 M , tz - 3�2 67/8 T 'm 6* a.VEWr J I 52m 9 go Mij 41 IM [1044MM) 11123B 6112 36191 MM 1174mm famm [165..) 6000 SERIES DIMENSIONS S P E C I F I C A T 1 0 N S HEIGHT FRONTWIDTH BACKWIDTH DEPTH -) TI Fly MODEL GLASS SIZE Actual Framing Actual Framing tuall F mIng Actallftming UHway. 6000 Series 381/8 1 381/2 41 42 281/21 42 21 In 1 22 36 x 24 W4 Refer to Installation manual for detailed specifications on instalfing ft prDducL HEAT -N -GLI) resem the Tight to update units periodically The name and ember appearance may vary based on the type of fuel burned and the venUng Configuration used. -) TI Fly Eternal Flatne Warranty The strongest in the industry, Heat-N-Glo's Eternal Flame Warranty offers full protection for all gas units, and UHway. includes a lifetime warranty on the most important aspects of the fireplace: - fiber logs, stainless steel burner, firebox and heat exchanger. 001) Healthy Heardi -) TI Fly A healthy home begins with a healthy hearth. Direct vent - fireplaces will not alter the quality of your room air in any UHway. Each direct vent fireplace utilizes a sealed combustion chamber that draws combustion air from outside your home and discards all by-products of combustion back outside. Intellifire intellifire - Heat-N-Glo's exclusive "Intellffire" technology includes a sta e -art ignition syste m that provides a pilot flame only when needed to save on your gas bill. It also saves on the constant 'e -o" wear of thermogenerators through overuse! And most importantly, it has a battery ba& -up system that allows the fireplace to run during power outage situations. HW-N-GLO, . I a division of Hearth Technologies Inc. 20802 Kensington Boulevard, Lakeville, MN 55044 HEAT=N=dW' (952) 985-6000 Fax (952) 985-600l No one bufids a better fire Email us at info@heatnoo.com Thb produa is omral by = or = p2sated W±wdogim 0 Intellifire models available Visit our Web site at: heatulo.com or fir6blacesxom 8 -6 -SERIES REV. 0 2102 3 01 a 6000TRXI 36" .TOP/REAR VENTED DIRECT VENT GAS FIREPLACE 50 7/811293MMI 4011014Mr4 20 5/8 [524MMI 17 1/4 [437MM] GAS LINE ACCESS 6 7/8 1174M M] 50 71811293MM] 40 [1014MM] 20 6518 [524MPA 17 1/41437MM) U W 7211enMK 1/2 [13MM]. 36 [914MMI I, /-- A--\. r—A f 381965MM] 34 518 [879MM] 361/81916MIM] I I 41118 (1044MM] ELECTRICAL ACCESS '21/8155MM) 3 1/2 ISDMM) T' 17" - 12 3/4 P23M 1 '79 4 n 177A Rfi RM hm � 141/4[362MMI F 21 1/2 [548MM] 6 -5.fB 12 19 M k4j 115/8 [297MM] SPECIFICATIONS Model 6000TR7CI He*d Front vmfl . I Back vMh I)epldhi Gm Si2c BTU IMul Actual Fran+g Actual Actual A rFiarnig Actual Frarming lwbBs 39 381)2 411/8 42 28 lt2 1 42 2 �11 t2 22 36x243/4. 20-40,000 381/2 Reference dinwamns o* We recomnencl mmsuring individual urm at ratallamon 5/01 HEAT N-GLO - (952) 985-6000 • www.heatnglo.com a 8 5/8 [21 9MMI ---T 2e WS j882MMI 22 [5WMM] A4 PROJECT PROCESSING REUUKv APPLICA : OWNER: •. PERMIT #: A. P. WORK DESCRIPTION: DES CRIPTI N OF STEP_ I April 8,-2003 _ County of Butte- SECOND REVIEW W. Jurisdiction Appl. No.: 02-3366 LPzA Job No. 203015-001 Mr. Michael Vieira County of Butte J 7 County Center Drive < Oroville, CA 95965-3397 _ _- Phone: (530) 538-7541 Fax: (530) 538-2140 _ Re:_ Plan Review: Ginochio Cottage.-. Address: Cana Highway Dear Mr. Vieira: Linhart Petersen. Powers Associates (LP2A) has completed a second review "of the following documents: 1. Plans: One,(1) revised copy plan sheets Al through A4, E/M1 dated March 21, 2003 by Babette Jee, AIA; S-1 through S-3 dated October 23, 2002, and S4 dated March 21, 2003 by Toft,. De Nevers & Lee. J 2. Structural Calculations: Two (2) copies-dated`November 12, 2002 by Toft,,De Nevers..& Lee. One (1) copy of supplemental calculations affixed to -response letter dated -3-14-03. 3. Title 24 Energy Compliance Documentation: Two_(2) copies. dated October 30, 2002 by Gabel Associates, LLC. . 4:Geotechnical, Report: One (1)�copy- of geotechnical report dated - 9=28-01 by. Applied Testing - - Consultants (ATC).. One (1) copy of geotechnical review letter dated 3-11-03 by ATC. One (1) copy of pad certification dated 12-20-02 by ATC: 5. _ Other: One (1) copy of an undergraduate 'senior project entitled, "Straw Bale Shear -Wall Lateral Load Test' by Jason, Nichols and.. Stan Raap. One (1) copy of a preliminary out -of -plane test report. Note: Floodplain Mitigation Measures and/or comments will: be reviewed by Butte`County: _These documents were reviewed only for their conformance- to the 2001 California' Building, Plumbing, Mechanical, and Electrical Codes. Our comments follow on the attached list. 'Please submit an itemized response letter and two (2) sets of complete and"revised documents = with all revisions clouded. - - Sincerely5enclosures - - R N POWERS ASSOCIATES - V06 V06 odgers, SE " M' e B ess . eer - Pans Examiner IILP2A_SERVER11Plan ReviewlBUtte County'0150utte County 20031203015-001-PC2.doc LINHART PETERSEN POWERS ASSOCIATES LPA Bin No. 96 7610 Auburn Boulevard • Citrus Heights, CA -95610 .(916) 725-4200 FAX (916) 725-8242 Toll Free (877) 235-0653' LJ Ginochino Cottage County of Butte- Second Review Cana Highway LP2A Job No.: 2030015-001 - April 8, 2003 Page.2_of 4 Re: Occupancy_Group(s): R-3 Type of Construction: V -N - :.. Stories:. Two - Building Area (sq: ft.): 1177 A. The following plan review documents are based on the County of Butte' Building Regulations. For your convenience, the,following comments are referred to the 1998 California Building Code (i.e., 1997 CBC, et al, as amended by the State of California) - unless otherwise noted. B. Please. respond -.in writing to each comment by marking the attached .comment list or - creating a response letter. .Indicate which. detail; specification, or calculation _shows the requested information. Your complete and clear responses will expedite the re -check and hopefully, approval of this project'. Thank you for your assistance. = t _ C. For clarity, specify on cover sheet that the 2001 CBC, UMC, UPC, and 1.996 NEC, as - amended. by State of California and local jurisdiction are applicable to this project. D. Please be sure to include on the resubmittal the, architect's/engineer's "wet',' stamp, signature, registration, number and expiration date on all sheets of plans [all sheets of plans depicting structural 'designed elements] and cover sheets of specifications and' calculations:. CBC 106.3.2 " ARCHITECTURAL COMMENTS: - A7. Specify the types, sizes and locations :for crawl space cross -ventilation .on the. foundation plan and/or elevations. Sheet A2, S-1, CBC 2306.7 PC2 The code does ' not specify ..that ventilation .is only; needed in `earth -exposed' situations. Crawlspace ventilation -is still needed. A8. Specify -the types, sizes, and locations of ventilation for,the enclosed'rafter spaces. Sheet S-1, S-2, CBC 1505.3 PC2 I contacted Mike Vieira at the Butte County Building Department and he expressed concern over this application with the lack of ventilation. He suggested that this be resolved by contacting the Building Department. MECHANICAL, PLUMBING AND ELECTRICAL COMMENTS: . J Al 3. Please specify the location of the -HVAC on the plans. Provide any associated information that may be necessary - .outlet, lighting, clearance, combustion air etc. Sheets UMC 306,307 PC2 The Heat-N-Glo fireplace appliance that is being used as a furnace. may be acceptable but should be approved by the Butte County Building Department per Mike'Vieira. Ginochino Cottage • County of Butte - Second Review Cana Highway _ LPA Job No.: 2030015-001 April 8, 2003 Page 3 of 4 STRUCTURAL COMMENTS: S4.. Straw Bale Walls: - A. Provide, detailing showing the .construction of the straw bale wall assemblies. Specifically, the detailing and notes on- Sheet S3• must reflect the following information, found in the County of Butte's straw bale wall specifications: (The Items referred to below are those found in Butte's policy). - PC2: Variations from Butte's policy can only be approved by the Building Official. LPA will not recommend approval of an alternate means and methods request that deviates from Buttes policy and from Ca. Health.and Safety Code Sections 18944.30 through 18944.41. Fastening of the bales to the foundation. A minimum two #4 dowels per. bale embedded 7" minimum into the foundation and extend vertically halfway into the second course of .bales, resulting in aM'/4' projection. - Item 2i. _ 3 .' Fastening of the bales to the wood framed. portion -of the main floorthat is equivalent to that described above. 4. Detail the installation of staples formed of #3x1'-6 bars, with 6" legs, at the corners. Item 21. 5.- Detail the pinning of subsequent bale courses,_required-to be a minimum of two`#4 bars per bale, approximately 9" from the joints, centered on the bale, and penetrating through 2%2 courses. Item 2j. 6: Detail a continuous horizontal bar (#4 min.) at mid -height of the bale wall between courses. Item 2k. 8. Provide details showing lintels over openings in the straw bale walls. PC2: The head_ detail on sheet A4 does not show where the lintels occur. - .. S7. Sheet S1, Second.Floor Framing Plan: A. Specify hangers for the 4x10's in the east wall, supported from -the 4x10's in the north : and south walls. To provide a complete vertical load path below these 410's, at least one additional post in each of the building's east corners is required to support the inboard 4x10's. PC2: The outer 4x10's in the east wall are broken by the inboard 4x10's at the, north and south walls. Posts are required at these two locations to support the weight of the straw bales above the box beam. Ginochino Cottage ;County of Butte Second Review Cana Highway LP'A Job No.: 2030015-001 April 8, 2003 Page 4 of 4. S8. Sheet S1 'Foundation Plan: A. Provide section detailing showing how the framing at: the south-east corner (at elevation +18") of the building is supported. PC2: Additional footings below this raised floor appear to, be necessary, especially under the wall. at the Storage room supporting- upper-level floor joists. B:. Provide detailing'showing how the fireplace is installed in the east wall. PC2: Provide an elevation of and a section. through the fireplace opening . showing and specifying, header elements supporting the straw bale walls. Additional posts on the . inside' face -of the ..wall supporting the header appears to be required. 'Amend Detail 1/A2 accordingly. 89: Calculation 9,• East Shear Wall: How is 36' of shear panel obtained from this wa_ ll? , Clarify., and amend. as required to coordinate with the First Floor Plan on. Sheet A2. PC2: Amend the plans to show and specify vertical boundary elements at the assumed ends of the PISE.shear panels, including -the inside -face of wall. If you have any questions regarding the above .comments, .please contact -Bill Rodgers, SE (Structural) and/or. Mike Bayless -(Non=structural) at'916=725-4200 between 9:00 A.M. and, 4:00 P:M., M -F. - , [END] - ' i" NOTES RESIDENTIAL 00-090-009 02-3366 PERMIT NO. O, SALLY 6 iGANARONALD tCO�OCHI HICO SKILLFUL MEANS NEW SINGLE FAMILY (STRAW BALE) e ° 7/ �,ot s r=�s npv c- x T�2 OFFICApi C� Cyn Address— . � GAS .Meter By-----L—Date - M teCBRIC /L IJ ' Date�I�3 - SPECIAL CONDITIONS A. CHECKED BY SRA FLOOD CERTIFICATE REQ. _ FIRE SPRINKLERS..REQ. SPECIAL INSPECTION ITEMS r-VERIFY —'USE PERMIT CONDITIONS - SUB -STANDARD HOUSING LETTER +_ DETACH FOR SERVING -UTILITY Meter. y /� Dat ELECTRIC v I Meter By Date I `-JOB FINALED (Date a' Signature J=OK 0 = Not OK . = NplReadyable MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 3. 1. Zoning Requirements-Setbacks-Easements 4. 2. Soils; Special MH Support Sketch 5. 3. Sewer; Location-Test-Fall-C/0-Concrete 6. 4. Water; Location-Test-Easement Needed (Sketch) 7. 5. Electricity; Location-Clearances-Grnd-/ /Amp-Concrete 8. 6. Gas; Location-Test-Wrap;-/ /" L 'ft. / P Nat. or/ /" L "ft./ P LPG 9. 7. Well Clearance & Disconnect 10. Roof; Shthg-Roofing 8. Utility Clearance Ext.; Steps -Doors -Landings 12. Braced Wall Panels 6. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. to Main Conduit 1. Zoning Requirements-Setbacks-Easements 9. 2. Footings; Size-Spacing-Marriage Line 3. Gas; MH Test-Demand-Valve-Connector Plumb.; Cir. Test -Water Supply Test 4. Electricity; MH Test-Crossovers-Breakers-Clearances 11. Light Niche 5. Drain; MH Test-Fall-Flex Connector 12. 6. Water; MH Test-Regulator-Connector 7. Water and Sewer Connected-C/O to Grade-HD Approval 8. Gas and Electricity Tagged 9. Tie Downs-Type-Installation Cert. Date 10. Exits; Insp.-Sketch Card B-1 Date Card B-1 11. Cert. of Occupancy Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements-Setbacks-Easements 2. Footings; Size-Spacing-Marriage Line 3. Blocking 4. Gas; MH Test-Demand-Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams- Rftrs-Con nectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 4 = OK 0 = Not OK - = NotApplicable RESIDENTIAL . = Not Ready Date UNDgRfLWR (Plans) OK except #s .�.-zpeg-Setbacks-Easements-Flood-Slope 2t-,,rtg., Main; Soils-Elec. Gmd.-YjP' Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ P' Ftg. Depth 4. Ftq., Pqr6hes & Decks; Soils -Steel-/ P' Fto. DeDth 5. Ste�*alls, Main; Steel- Blockouts-Wrapped 6. Xemwa0d"Garage; Steel- Blockouts-Wrapped @:f HoldoKowns and Sr)e6ial Anchors Fall -Fitting -Test -2 Way C/UoAeLlhstc=:�� US It, 'U r_1P2UF, Gas Pipe; Size Anchor S—� s.-Ygr-d Gas Pipin� 11. Water Pipe; Test-Anchors-Re-g-uFat-or-Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance- Material -Su pport-I ns. - 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation Date /-7- 0- 5 Card B-1 j�a ,a,!!fAate Card B-1 Date -7- Card B4 "'AW," / Date Card B-1 Date . PLUMIITING (Permit) (* exceDt #'s W Vater Htr.; Vent -Access -Combustion Air Baffle WD.W.V.; Test Fittings & Anchor -Nail Protection -90- Shower Pan; Test, First Floor -Tub Access 12-1- Kt Tub & Shower, Second Floor -Tub Access 22..*4Gas Pipe; Sixe & Anchors -e& Fire Sprinkler; Test Date/ Card B- 1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELEqfRICAL (Permit) OK except #s 2e Fi0dre & ransformer Clearance -Ins. Protection N422- Rec ptacles Spacing -Lights & Switches�at Doors Lk� Boxes & No. of Conductors Stapled I 5%2/Rnmpx Installed Close to Edge of Studs & C.j. 8. Equip. G und made up w/Mech Fasteners -Bond Gas & Water it- 2 Appliance Circuits in Kitchen & Conductor Size GFI -?&104Y6feed Wire Size/ /ga. Cu or Al-A.C. Wire Size/ /ga Cu or Al %VRange Circle/ /ga Cu or Al -Oven Circ. / /ga Cu or Al Insulated Neutral ID Yes Q No Service -Riser Conductors & Ground Main Disconnect 32"." IF40p. Clearances Panels-Motors-Mech. Equip. 34ogothes Closet Light -Shower Light -Spa Light -IT"'Smoke Detector Dat� 0 Card B-1 dZ -Z7- Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #s �.C.Ducts Insulation & Support (TP vent Fan, Exhaust above insulation -@0- Condensate Drain & Overflow, Size & Grade -09- Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 1*- Attic Access & JR9orm if Furnace in Attic bate[Ij Card B-lr4� Date Card B-1 Date Card B-1 Date Card B-1 Date FRA" (Permit) OK except #s .440"�� Proper Materials & Anch�rs 42-."Wgs- Studs -N ailing Spacing & Braces -Plates -Sound ring Walls over Girders & Floor Na:iling Draft Stop in Walls (rat proof) Dre Stops, Furred Ceilings -Stairs -Chasers -Tubs 4VHi--.qrfprs A Reams -Size & Bearing (Single & Duplex) Date FRAMINT(Continued), _47o1"Hpfrq-ers- Post Caps -Anchors -Connectors 4&�Cling. Joist-Rftr. Ties-Purlin-Roff Brac.-Truss-Shting.-Rtng. -4tir.-Fireplace Ties or Type A Flue -Fireplace Throat Clearance Atlie-Access; Size & Romex Protection -Draft Stop -ins. Baffles !�Frn. Windows or Exiting Doors -Sill Ht. & Dimensions §91-i rage Fire rotection Framing -RC Channel K3�ooOPr perty Line Firewall & Openings %A," -F-* r' - -One X -Check Garage 3rd Story, 2 Exits ?�_tairs; Width- Headroom -Rise -Ru n -Landing- Fire Protection W.- Pjw#vood on Roof Overhang -Attic Vents -Rafter Outri ers -Nailing Veneer T i��co Mesh -Drip Screed -Fd. Vents-Underfir. Access _X_ Rt".lazinq Area -Glass Protection-'Skviiahts-Plastic 61. jrrace Interior/Exterior Wall Panels �!VjploW 2K. Insulation -Walls -Ceilings 63. Infiltration-Walls-Winclows Date C) Card B -1(Z .(j Date Card B-1 2Lte' Card Date Card B-1 FINA�f lans) K except #s 64 -'Ext. Steps -Door & Sidelight Protection- Landings 6§,Amoke Detector -Eira- Furnace Vents -clearance -Comb, Air-Connector- ln,Garaqe; Above Floor-Ducts-Mech. Protection bliko' ,X.Fl. & Bath Fixtures & Tub Access -Spa c. Trim & Subpanel, Breaker Sizes & Labels Xairs & Rails �kplace or Stove, Clearance- Hearth 1- . I - , at Wood Panel. Int. & Ext. 74e1W, Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance leyec. Outlets & Receptacles at Kit. Counter /V.')Garage Fire Door; Swing -Landing -Closure Duct in Garage -Damper 74-*'Wtr. Htr.; Vents -Clearance -Comb. Air Connector-RR.V. ,�,Wdarage; Above Floor-Mech. Protection (7�W*O'P�b.; Elec. & Mech. Equip. Listed for Location 'E&�-'El . Receptacles in Garage (F.Fl.)-Romex Protection 80,11nsulation-Foam- Look 44- Guard Rails & Deck Construction -Post Caps 4W--Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked uncler­r�i 0 Yes i ft!2 M. fid<ing in ld./Drive Cl Yes 0 No/Walks 11 Yes 0 No/Planters El Yes 0 No (LZN10_111.?WV&K Stucco Brown -Finish 46- A.q. Unit Disconnect, Electrical- Plumbing e Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings �� Later Well, Disconnect, Electrical, Plumbing 2L,01�terior Elec. Trim, G.Fl. Receptacle -Underground R90'1f­+b+'­ TI-roughout House ga,-dass Protection rrections from Previous Inspections P�I.OQZQ;as Test -Meters Tagged, Gas -Electric 9V W -C/O to Gracle-HD Approval ,ater & Sewer Connected �.Zrgy Compliance Certificate -Other Certificates 65 -.*"Address Posted _. j _96.f Fire Sprin*r, /— DaEL?J0#t)!PardB-16L,-V,, Date Card B-1 Data,36 .!�q'Carcl B-1 IL A Date Card B-1 Dat6 Card B-1 Date Card B-1 Comments at Final: COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 53 -75413� RMIT NO. ,(Rev.12/96) APPLICATION AND PERMIT 3-- ASSESSOR PARCEL NUMBER 047-090-009 ZONING BUILDING PERMIT OWNER Ginochi 510-893-2685 TELEPHONE SO. FT, OCC. BUILDING VALUATION OW MAILING ADREBS 179 Perkins Street Oakland CA 893-2685 221 Coy 2r871.00 CONTRACTOR'S NAME Skil - TELEPHONE 261 11 4,734-00 CONTRACT WS MAILING ADDRESS PO Box 2007 Jiluri-i-nn City CA 96048 CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 904-50 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan CheckingFee $ 329-93 B Lo s Cana Hwy Chico Energy Plan Checking Fee $ 23-00 PERMIT FEE $ LAT NO. SUBDIVISION'S NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap7.00 Solar or heat um water heater 23.00 Water piping 15.00 15,00 —Each gas water heater or vent 15.00 15.0 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: new straw bale sf/w att )garage new site Gas piping system 1 - 5 outlets 15.00119.00 Building sewer 15.00 1 9_00 Mobile Home I S I G W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 800VOR LESS Main Service 20 DA OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the Xperformance of the work for which this permit is issued. I have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' insurance carrier and policy number are: Carrier W Policy Number 0004;5 n C00 -7 (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall orth ' comply with those provisions. X Date 4 0 _ igna e f Appr❑ Owner Contractor ❑Agent A SHA permit isd for exc tions over 5'0" eep and demolition or construction of structures over 3 stories in height. Main Service 200A To L000A 46.00 NEW CONST. DWELLING OCCUP, OR ADONS. ( a ACC. BLDS. SO 3.50'T. NON.RESID. T.MULTI.OUTLET @7,50 POWER APPARATUS 8 SINGLE OUTLET CIR. 20 @ 1.00 Ex. Occup. olm>Er OR FIXTURES, BAL o .So FIXI Ex. Occup. OUTLETS(RES D °EA 5.00 Temporary Service 23.00 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 +� PERMIT FEE $ 115.42 MECHANICAL PERMIT Filing Fee 20.00 Heating wall furnace 15.00 Cooling Hood 6.50 Ventilation PERMIT FEP_ $ 50, 50 Mobile Home Installation Fee $ Energy Inspection Fee $ occ R3 CONST. TYPE TOTAL FEE $11 73.35 HAz. D r�Es IM -PARCEL PD su is permit is hereb Issued under the of tte Coun Code and/or nd' =ted f r hich fees have y PERMIT EXPIRES ON applicable provisions Resolutions to do work been paid. r(� [U Date / J 44 Receipt No.3 3 1( WHITE-D.D.S.-B.D. CANARY -ASSESSOR PIN -INSP CTOR GOL E OD -APPLICANT INVOICE 16287 LINHART PETERSEN POWERS ASSOCIATES 6088 Sunol Boulevard - Suite 100 Pleasanton, CA 94566 (800) 340-4644 - (925) 266-1320 FAX (925) 226-1970 - ACCT FAX (925) 226-1973 TO: County of Butte DATE: June 2, 2003 Dept. of Development Services Michael Vieira BUTTE COUNTY 7 County Center Drive JUN O 5 2003 Oroville,CA 95965-3397 DEVELOPMENT Joe No: 203015.001 P.O. NO: SERVICES APPLICATION NO: 02-3366 PROJECT: Ginochio Cottage- Straw Bale ADDRESS: Cana Highway CONTRACT TERMS: Time and Materials The fee for the plan review of the above referenced project is as follows: 15.5 hours at $75.00 per hour TOTAL FEE: $1,162.50 Please Indicate LP2A Job Number on Remittee A California Corporation - Federal Tax ID 94-3170545 Thank You! 83Z_s� 7 APPLIED TESTING CONSULTANTS 4 March 11, 2003 MATERIALS ENGINEERING TESTING AND ]Babette Jee, Architect 1504 Fifth Street Berkeley, CA 94710 Re: Review of Ginochio Cottage Foundation. Plans & Design Criteria Dear Babette, We have reviewed your foundation plans and design criteria specified by Toft, De Nevers & Lee Consulting Structural Engineers. The fill procedures (see attached compaction report) used at the site and the foundation design are compatible and in substantial conformance with the intent of our Geotechnical Investigation. Applied Testing Consultants is not a licensed surveyor. We do not verify or certify grades or elevations. Test elevations are derived from information provided by the contractor and/or the client. Applied Testing Consultants is not the foundation design engineer for this project. Designs for consolidation, differential settlement and bearing on fill materials are by others. Thank you for using ATC to provide this service for you. Please call if you have any questions regarding our services ibed above. Very trul yo $- i harles J. Roberts C-038692 Exp. 03/31/05 Staff Engineer 3060 Thomtree Drive, Ste. 10 • Chico, CA 95973 • Telephone: (530) 891-6625 • Facsimile: (530) 891-4243 arr°�rs """' - ..fit .ir r rv.+-�: ....w. e�aww-N�+�---- r+ww.s•arww..ww. r �.w•.. � r Jw.1 A�r1 �1 . � !G���yR"�•�'k'•s i-��;"�1�r�9cpp� ?�`'yt�y •l- aN �A _.~.-� _. �� .:w.,.,+ .....,--..,r- Tw � �.,.-,...,T.... _.... -..-_ . �i.i.. ...._-,.:...:�J�`��'",'� "` '°'�� • _ _ ,,,,_.._,.... ..,. 1. �:'iaaGii�? �3Y►F: 7,14: S yi K) .yt. - A7..;,9 + "1 � 5K, till ,f)OT Yd Wfl i:1:3q;t rh33i1a gSajb bas "afilfi iIJ1SbI?iI)JU� ilifr �' €'I'•1W'�JV.�'i II' °�i `T �J Y � fiwlz lt1 n' sit brut 3,)i2 Oj 'i3 h3JU kJYs^. q;l tiniluajn).? !s:3t�2!'{S�p�_ ) 3lfG !► )awfli 'A fUlw 3Jt anfilllo.t j6!l,'lf-4-ju Ri b(M Z);Q, atyncri Yin qt'-., 4':671;j `� Tl �7 �f) V f1`.1'i' tUfl G'1) : ! °10�! iti°"tL � 2C' )?l� fi '')ii r R�' ;f �sJ :nL? `i�°j' : i i•"}f� (�f ZLIi.fmiln lit bsl+foaq fibilfafl?')4l,fii moil b'3471d, -o-in;f4Cilsv lc1 qtl )S -A—) 1 il''• .tli; + :�f)zi� ::l 3 �o`� .runs ittF,�fi�i) C!oiitfltll)US At )aft i Oji-w.fc-jttoo gjjz. ,.j t) ;Iqq r j .^ Yi5l7�i;yf i �+i ro �Llflt �� fjCrfi i[!93i 3l"t)d %1jL?Intla"'Af �i- )f'.{`fiC:na 7 161 ?'lof±io tfLu )`el f{ L,)-1 Ii lit, �,t69iq .uwt vile 337-rm Pd! ib v nq DI .)TA -!?iew nA tiff{ Y-vil .;;YGCJ:; q:)Cil'-:l`�,rw3:1fY'13%'l:tt! �ijlb"��i 2ff•z,l?`;.Sf't.! .47ijur ;LTj k?5V � v ` aG : t\GU Ct A Fgf)gf-O- m.'gti8 ima .FAS.^- sr?8 (qi:c) :e!Imdr..�Es� • c.:'ft��-tR$ (Q£�} ;c."nofiq;,Fa�7 • Et"F8& AJ ,G� f1� ' pt .�'L :�v�t3 6o;)T �arCl' �cC^ ud ua a 4Us n APPLIED TESTING CONSULTANTS 790M AM MMTMN December 20, 2002 C.ounly of Butte Building Division 7 County Center skive Oroville. Ca 95965 Rc: Ginochio Residence Building Pad Certification- Orovillc, Ca Gentlemen: We have completed compaction testing on the building pad for the Ginochio Residence located on Can Hwy at Pinc Creek Road in Chico. Ca. Prior to any fill placement the pad. wag excavated approximately four feet down to firm native undisturbed ground pa the geotechnical report. The unsuitable material was removed from tate site. The building pad was constructed out of import material with approximately four feet of f ll. The pad was monitored and tested at approximately one foot intervals up to finished pad grade• The nuclear density test data shoets and moisture density curve per ASTM 1557 ase attached. Based on the test data compiled on this project and witnessing the earthwOfk operatiom we certify per Article 3, dons 6735.5 and 6735.6a of the Busirecss an8 professions Colo that the pad was prOOMY moistture conditioned and compacted in accordance with chapters 18 and 33 of the 1997 Uniform Building Code and the Geotechnical Report dated 9128/02 by ATC. Applied Testing Consultants is not a lie,ansed surveyor. We do not verify or certify grades or elevations. Test elevations are derived 4om infbrmadun provided by the contractor and/or the client. Applied Testing Consultants is not the foundation design engineer for this project. Designs for consolidation, differential settlement and bearing on fill materials are by others. J1r,M1 ftp pie= call if you have any questions regarding Very train yaws, Vice President Director of Operations Staff Engineer 3060 Thw*ee Drive, Ste. 10 • Chico. CA98973 • Telephone: (530) 891-6626 - FecainaW: (530) 891-4243 OCT. 7.2009 5:5581 TOFT DE NEVERS & LEE 415 4212966 N0.925 P•1 CALVIN C. Lot ODUOI,AS A 1 "Att RosBRT J. Tarr C. VINCeNT = NMM2 October 7, 2003 SkMU Mom Des*nlConstruadon P.O. Box 207 Junction City, CA 96048 TOFTO DE NEVERS & LEE CONEULTINO STRUCTURAL SNGINCERS 111 #A^tCMN LANK, SUITE NOW SAN FRANCISCO, CA 94tdWSM 41111-411,14379 1 MAX 410.4ilt.2986 stmj CT: Gnodit Cottage, Moo This is to cwtify that in accordance whh Secdon 1702 oftbe 2001 Califbrnis Buiiding Code, we crave provided struaw l observsdon of the fbllowing items: 3 . - R60r *steal and embedded mors In concrete, 2. Wood Raumbgj, inchuil roof and floor dlaphnWn, shear wags and hold-downs, 3. Attaeim ent of plaster mesh bdom coag of somm-bales. This observedon waa perb=W by pwowel under the geewil saparviaion of the undereiipned Registet+ed Structural Bngb w in the Stm of Calftvia. Basad upon. observation pfd it is our pcohrional judgpaeaat that the work requlft oboe vation was substanfl* in oafrawoe with the approved plans and specdiicadons and the applicable workmanship praivisions of this code. Very truly yours, Calvin C. Im 16s+% UA -,f;j R aqf3v7'- 3a �T AM" V!:c2lA.d It t f q on 060S T Mot mdan't) &VV,4 'YV 'qhulw'. tnjtCC_ OIJ .'Tv ,o F"llung Zb-,La;:O foot oftlo Zvi skwe aq ImML-mm); tdift �Nmo of bi tin - L Rx� v!��.l 'rit"d4alb .1-nrilm lo -n tli4u!wZ. 'nabw?, bmw, zid-mr, 10 S*m aldtA 4t.w vcdqYo Im.:wOnsurt b=b-ob= di �o nul Jvuqw J==;� aL rhwj fmt,*%oq yd h=Jtwo m.7 wl'.frpv di:t zef" COWWdkW lu'*WZAr3 CM7 aG!,bYr-ldC VWUPM!i�l C& "n '-f loeu�lma.-'=Icnq wo rt(a lo gw*trmq q&mom sf It 7 bre cal bm rxlq bo, js:Rj 41 t,'-vq LAO COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street - Chico, CA - (530) 891-2751 7 County Center Drive - Oroville, CA - (530) 53877541 CORRECTION NOTICE (,�:21 V1\ 0 C OWNER PERMIT NO. o. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is ' compl ed. If you have any questions pertaining to this matter, or need additional explanation, plea contact this office immediately. i*//CODl.J I AL �i Date L Inspector REV 10192 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE s'2 (o k OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above addrgss and should be corrected. Please notice this office when correction of work is complete If you have any questions pertaining to this matter, or need additional explanation, `lease tact tis office immediately. , Date / 0 v Inspector ` REV 10/92 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street - Chico, CA - (530) 891-2751 7 County Center Drive - Oroville, CA - (530) 538-7541 CORRECTION NOTICE 0c4,0,2 OWNER PERMIT NO. x A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately'. N Y. Date "f 1 ' ' h Inspector REV 10/92 , COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES �- 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 I` r CORRECTION NOTICE I ✓1 OG OWNER PERMIT NO. k A routine inspection indicates that the following violations of butte county Ordinances exist at the abovea ress and should be corrected. Please notice this office when correction of work is comp) ed. If you have any questions pertaining to this matter, or need additional explanation, plea contact this office immediately. f / _ D r � �"n/1 r ✓L r � i� YV k y� Z I A,s14 AIN /L Pi Z� 03 Date ' V Inspector REV 10/92 COUNTY OF BUTTE 91JILDING DIVISION .... . . . . .. . . . .....: , DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 , CORRECTION NOTICE I OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If yot�ave any questions pertaining to this matter, or need additional explanation, please contacLthis office immediately. COUNTY OF BUTTE -DEPARTMENT OF bEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2.140 1 1 PERMIT APPLICATION DATA SHEET ASSESSOR PARCEL NUMBER (� 117 11 -6 _ry)-!� OWNER: - 0 6 0- A Sin I. Proposed Building Use: cian: 71CD Date: Cp 4 1/1 Counter Techni e__ Items required in order to app"ly for a pe�mftJ All boxes MUST be checked Ok marked NA in order to apply. Plot plans, 3 or 4 sets, signed,�y the preparer of the plans�. Complete plans, 3 or 4 sets, signed by the preparer of the 'Plans. xl_ 13. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No faxes! �5. Energ' compliance design and supporting documentation in duplicate. P_ I y 0 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. 0 7. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The.permit will be indexed and returned to the plan review line-up when required items are received. Date Received By 0 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ 0 9. Plot plan and business license approval from the City of Biggs .................................... 0 10. Letter of intent for non-residential buildings ............................................................ 0 11. Detached Accessory Building Form filled out by the owner ..................................... 0 11 Hazardous Material Form ............................................................................... 0 13. �Other .... Remaining items needed to issue the permit. (May require additional plan review upon receipt of the followinj items.) 14*. Fees as shown on the attached Schedule of Fees Due Sheet ....................................... Statement of Intent for Non -heated and A/C Buildings .............................. :,%.� ......... I .... 6. Sanitation and plot plan approval from the Environmental Health Department in'r h ir's-) 0 17. City of Chico Plumbing permit ......................................................................... 0 18. California Department of Forestry plan approval 0 paid. Sent. by: ...................... 0 19. Planning approval for (A) Use: 0 K, (B)Parking: (C) Parcel Check: \0 ZO. Contact Land Development about 0 Improvements, 0 Drainage ............................... 21. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy).:�4:87 rp-75 �,t 0 2;. Pre -Inspection for required ................ V2�. Contractor's license information. (Number, Name Style, Classification) ...................... T44. Worker's Compensation Carrier and Policy Number. .......................................... 25. Owner -Builder Verification (0 Given to owner-MUNN"i'l6l to owner) ..................... 2 Letter of Signature authorization ................... ... Recorded copy of Agricultural Acknowledgm6fit Statement .................................... I I-,)/ UD 28. Manufactured home utility cl6arance ............................................................... 0 29. Existing violations and/or expired permits ......................................................... 0 30. 0 Grant Deed, 0 M.H. Title/Statement of Facts, 0 Letter from Legal Owner, 0 Check to H.C.D. $ 0 3 1. Other: Wheq issued Telephone 4ZA-4- �0 1110741 I li�ve been informed of _d!7h�� love-, and Pold for pickup. 46�r P wn cia-ZZ ) - - 15 - e) Z / 7V tp 7.4 jeq&eKJ Ilialo 3 above items and requirements for obtaining a 6uilding permit. Applicant: 1.? ,--­,Dat'e: I Z 1 5 10 1. Index permit application for the abov��items num'Y 1 20, 2 T6, Plan Check Letter 2. Additional items required Contractor, designer, owner, was advised cf the aboves�y 0 phone, 'D mail, 0'tarnter, by Date: Contractor, designer, owner, was advised of the above data by 0 phone, 0 mail, 0 counter, by Date: Plans reviewed by: —Date: Plans approved by: Date: Structural reviewed by: Date: Structural approved by: Z IU 2,4, Date: Note transfer by: _ T —Date: `5 71 _5 Yellow: Building Division TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance E.14. USE ONLY Flat Flan Attechad Floas Flan Atte d Sent la ®.O. 66�1145�1 17 -o7O --66P Owner Loc ion AP# Plan Approved for: Sewage Disposal >4 Water Supply: Public Private Well /-7-% Clearance for-dwel•1ing. Other ��v 01v-1 �� �1 6alr n1 Hold final for: Final clearance O.K. for: NOTE: ora e isrzfet"" Z-2 QZ . Environmental Health Specialist Date 8/96 COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 SCHEDULE OF FEES DUE / / OWNER A.P. # D `f VI "44W -0591 PROPOSED B` G USE i h DATE �d j S� tees a� Z94 1'2✓Y'e"J RECEIPT # DATE REC. 1. II; G PERMIT FEES Bal ue ........ $ 63 0 Additional Fees Due ................. $ Additional Fees Due ................. $ L?2 A Revised Plan Checking Fee .............$ 2. SCHOOL DISTRICT FEES Ch l P_ 0011,1 D ti� C //� (paid at District Office) (Available after Plan Check) /' 8 U� 0 l 3. SHERIFF FEES (paid at Building Division) v �/ Residential...................... Units Commercial (sq. ft.) ............... x $0.03 = $ Sq. ft. 4. URBAN AREA FEES (paid at Building Division) Residential ................... -x-=$ # Units Amt. Commercial (sq. ft.) ............ -x-=$ Sq. ft. Amt. .. �✓'I�t 5. RECREATIONAL DISTRICT FEES > (paid at District Office) (Available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) NO -0-07 SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. APPLICANT DATE L 2 5 I O2 . Pursuant to Government Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Buiding Div. 2nd Copy - Applicant 3rd Copy - Owner ' (Rev. 6100) BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM A � `V ' (One form per Building) i School Districts Building Department No. 3 A.P. Number U l V 00 q Jurisdiction: City County Property Owner rDiW Property Location/Address U Subdivision Lot No. ................................................................................................................... Residential Development Sq. Footage No of Living Mobile Home Addition/ 'Supplemental to (Group R) Units Installation Conversion Permit # *(No foundation inspection;; ................................................................................................................... Commercial/Industrial ''R *. . •. _ ' i y 1 ^ -� .,`• =+= t�.«. "Sq'. Footage New Addition Building Department (Floor Plans reviewed by School District Personnel District Identification No. 6307 8 uSn School District certifies that (Including Exterior Roofed Areas) Date 6SLQ J6 rt 6cL (Applicant) .8073- ;*S5 - (Street Address) (Phone Number) � ��I ��� L;d C � X6/0 (City) has complied with the requirements of Resolution No. representing C square feet. n School District Representative Paid by Check # Remarks: (State) (Zip Code) © '67 by payment of $ a AB 2926 $ FULL MITIGATION $ 64� 03 Date Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Enviionmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.xls 00/98)dmm .,r BITl'1'E.COUN PARKS DEVELOPMENT FSS CERTIFICATION FORM 4' "'""" CHICO AREA RECREATION AND -PARK DISTRICT i -q Assessor Parcel Number (s ) 04 7 --090— 00 t Property Owner G! I1 O 'CP ll 1 p yi u 1A r , Project Location/8d8ress ccknct 11W Subdivision Lot Number(s) Residential*Development: (check one) New Development _Alteration/Addition _Mobilehome(s) _Non -Residential to Residential Total :�t;14 Dwell Number of g Units Comment: Building Department Representative Date Chico Area Recreation and Park District(CARD) certifies that (Applicant Name) (Phone Number Street Address) V (w-4 C A Y.,.�) - - -- � _ _. _ T 4' + '.q�..;Y?� ..�... ..":r v :: -s. •, �• . ♦•. .,'�'t`�,�'t• �,'�. =.f .r. +sa .R , r .. e.lf' �..... _...,4.. �. r �(State,) (Cityo w , has complied with the requirements of Butte Co. Resolution No. 90-140 by payment for dwelling units @ $1,189 for total payment of $ �4'iu- &V. - CARD Representative PAID BY, CHECK NO. :� — REMARKS: BANK NO.- PAID O. PAID BY CASH RECEIPT NO. Distribution: White --Applicant Pink --CARD t park.fec (form revised 11%90) Lo � 5 �03 Date 06/05/0: #6847 9:20AM ;RXTOTriL $1189.00 Yellow --Butte Co. Building Dept. Goldenrod --City of Chico Building Dept. TOR, DE NEVBS & LEE STRUCTURAL ENGINEERS SAN FRANCISCO, CALIF. SUBJECT JOB No. 5853 SH.. 0' NO. 1 of 2 BY KED DATE 4-21 —03 RESPONSE TO SECOND STRUCTURAL PLAN REVIEW AND ADDITIONAL STRUCTURAL CALCULATIONS FOR GINOCHIO COTTAGE PLAN REVIEW APPROVAL CHICO, CALIFORNIA MAY 2 3 2003 UNHART PETERSEN POWERS ASSOCIATES /'— �_ No. 2153 D(P. 12-31-05 �sr, sjRUcI r TOFT, DE NEVERS & LEE CONSULTING STRUCTURAL ENGINEERS I I 1 MAIDEN LANE, SUITE 500 SAN FRANCISCO, CA 94108-5329 G► N o c H l o 17077,GrF- JOB NO. 77153 SH.1. NO. 1 OF RE511ON6E 10 6E(0"r) PLAN PEV)ErJ BY VED DATE -7j-n3 5+ 57Rhw RALE LS REFER To DETR1L,S A,rS, E ANa K Pwlb 6PEc)FKATION5 M "5TRA w LE wAl.Ls " OSI 6-5 5EE T)FTAIL onr A4 i°c1,4O PtZEVIOV5 RFSPnN5F- ANI!) CAL-CVLAT1nN FO M Z+x IT L -)N TEL , TItE BE TA►- 15 7`fP1cAL Fon ALL. vvit4onw A -r) onnR nPENINCfs. 57 T1+E (3o -A 13EAM SVPPoIZT5 14E rtOOF THE SEI-F-WF1Cr*7 OF TILE STRAW -BALES IS To,IcEN 13`; T1tE 5TAAw - i3/�•bE WALLS (THE 13it(,E5 Af E Plkrz- C'0mPRF5SEn) . 5r. -E. I7RFvinv5- RE5Po"sE. Al,L Rnni- I-OA05 /ARE TA►cEr4 Pr -r THE 8106-E Awy) EAVE. NONE JjP-F_ TAKEN ALONCr AAkF . 5EE Rnnr- FRAMl,./cT PLRN. THE (NTI_RRVP?Er) OVT►30ARP 4-0 A -r THE CPtST ►ZAKE TAI«S NO annF L -0A0, ()N6 -r WALL SELF -WT' TO THE GALbs 13ELow. CHc/5K I;SgO 'Co., tr�bvtr.� wall lof"k - Y-MvnrlC4,t Jes 600 _ 1_C, 6-70 > 6(i17 579 THE PR1;v1Ms RFSPrnv5E SNtlVLO HAVE CITED P/5+11.4STEA-n OF DA/Sl. A T04P �Ipnr I� .1 t1+rr St..b i ,tri S!t' r� Slab Sv69vAke IJ. Z00 rsf - sPc IPttc• Crnv, Ar1,1',r4 y rP 7 P31/. �pL. )7 = so C4, 2.5 = Z.1z p= Z►Z/(z3.s101 c 2110 Z" 5 A Nn n If„ (TR AvEL. to = to t 31/7- + In ' 23'/z Uprer Ltvrl Clw,c-t Over Sic -'fir S I nom, W=6-9 nn N1 &Y (5-5 �(1Z°1>FI �,= ((1Z°1C1zL�/Z1.3°1= S7�r;1�110Ao; RcAwv .�r.l IJf si l.� 1 ak<e N -E Clt-rt Pol--F "A k flab P= A,A-\ Po, -F Ln".A M 18 1 r = ZS I /(Z3.3/17Z. = P\rnr Ln -A r1 = 1(1 °I - 73 % 3 rs f c Z 1,32- 0, (- c un 59 60vNIlArrY Ft,EroE,.,Ts Aa F- 54nWN FOIL ALL P1sr- SWEAR w�LLs kn HOLD()`l/NS RRE RF -Q vIlzt=1) - CjL- He)LD5 Dnwn. w/�lLts - RF t=F_(L 'fO CAL_c S F3 5EE AZ ANO LIvI,JCr RnnM INTERIOM BLEVA-TION THE PR - F1 vS CHOICE. �,�.��- � FLASH WATER HEATER'S -Ce ;� EM 37 NO MR- -may-._ FLASH WATER HEATER-- • •SPECIFICATIONS GAS TYPE NATURAL GAS OR LIQUID PROPANE INPUT BTU RATE NG MIN 20,000 - MAX 185,000 LP MIN 19,000 - MAX 175,000 THERMAL EFFICIENCY NG MAX 85% LP MAX 86 ENERGY FACTOR NG .84- LP .85 FIRST HOUR RATING (DOE) 240 GPH DIMENSIONS 24 IN. (H) 16.5 IN. (W) 8 IN. (D) NET WEIGHT 60 LBS. WATER CONNECTION 3/4 IN. NPT GAS CONNECTION 3/4 IN. NPT GAS PRESSURE NG MIN 5.0 WC - MAX 10.5 WC LP MIN 11. WC - MAX 14 WC ELECTRICAL SUPPLY 120V, 0.8 A WATER FLOW RATE MIN 0.75 GPM, MAX FLOW 6.9 GPM ' VENT 4 IN. ROUND POWER VENT INSTALLATION INDOOR OR OUTDOOR (WITH OPTIONAL OUTSIDE VENT CAP) SPECIFICATIONS MAY CHANGE WITHOUT PRIOR NOTICE 8 7 6 a t7 W 5 Q 3 4 0 J LL cc W Q 3 3 0 x 2 1 HOT WATER OUTPUT GPM (MAX / 6.9 GPM) VS. HOT WATER OUTPUT TEMPERATURE WITH VARIOUS GROUND WATER TEMPERATURE t 40F f SOF -*- 6OF f 70F 90 95 100 105 110 115 120 125 130 135 140 150 160 165 170 175 180 HOT WATER OUT FLOW TEMPERATURE Takagi Industrial Co. USA, Inc. 6 Goddard, Irvine CA 92618 TOLL FREE: (888) 882-5244 (949) 453-8388 fax (949) 453-8498 TAKAGI www.takagi-usa.com \1 KENNEDY. 3629 Tar street $an Praneisdo, 0*04116 .;;fill: (416).881=8851 www_axypower bm Fax: (415) ®81.8911 gfeg0oxypower.com Toil: (000}49-sawi 1 90 95 100 105 110 115 120 125 130 135 140 150 160 165 170 175 180 HOT WATER OUT FLOW TEMPERATURE Takagi Industrial Co. USA, Inc. 6 Goddard, Irvine CA 92618 TOLL FREE: (888) 882-5244 (949) 453-8388 fax (949) 453-8498 TAKAGI www.takagi-usa.com \1 KENNEDY. 3629 Tar street $an Praneisdo, 0*04116 .;;fill: (416).881=8851 www_axypower bm Fax: (415) ®81.8911 gfeg0oxypower.com Toil: (000}49-sawi TOFF, DE NEVERS & LEE STRUCTURAL ENGINEERS SAN FRANCISCO, CALIF. SUBJECT JOB NO. 5853 SH. 0 NO. 1 of 5 By KED DATE 3-14-03 RESPONSE TO FIRST STRUCTURAL PLAN REVIEW AND ADDDTIONAL. STRUCTURAL CALCULATIONS FOR Hill I o MIJ-111 I ID CHICO, CALIFORNIA 1tECEIV' MAR 3 1 2003 ummrRAMtN � ll an POWERS �x C No. 2153 EXP. 12-31-05 TOFT DE NEVERS & LEE C INQcHlo CQTT^CrF JOB NO. 5-S53 SH. CONSULTING STRUCTURAL ENGINEERS NO. Z OF I I I MAIDEN LANE, SUITE 500 -2 Z SAN FRANCISCO, CA 94108-5329 RE T 5pn.,1sE I o FIR5T PLAO REVIEW By KF o DATE S1. REFER TO SHEET Al FOR STRUCTURAL OBSERVATION REQUIREMENTS. S2. REFER TO SHEET Al FOR SPECIAL INSPECTION REQUIREMENTS. S3. TWO COPIES OF THE GEOTECHNICAL REPORT AND A LETTER BY APPLIED TESTING CONSULTANTS OF CHICO, CALIFORNIA ARE INCLUDED IN THIS PACKAGE. S4. STRAW BALE WALLS: 1. NOTE VI.C.4.a. (FORMERLY VI.C.5.a ON S3 HAS BEEN AMENDED TO CONFORM WITH THIS PROVISION. DETAIL B ON S1 REFERENCES THIS NOTE. 2. AS AN ALTERNATIVE TO BALE PINNING, ANCHORAGE OF THE WALL ASSEMBLY TO THE FOUNDATION IS ACHIEVED BY REINFORCING THE PISE SKIN WITH A 2x2xl4GA WWF MESH, STAPLING THE MESH TO THE 4x4 SILL WITH 16GA STAPLES AT FOUR INCH SPACING AND ANCHORING THE SILL TO THE FOUNDATION WITH 5/8 INCH BY TWELVE INCH ANCHOR BOLTS AT FOUR FOOT SPACING. REFER TO PAGES NINE AND TWELVE OF THE SUBMITTED STRUCTURAL CALCULATIONS AND DETAIL B ON SHEET S1. ATTACHED IS A REPORT FROM CALIFORNIA POLYTECHNIC STATE UNIVERSITY, SAN LUIS OBISPO BY JASON NICHOLS AND STAN RAPP DEMONSTRATING THE LATERAL STRENGTH OF STUCCOED STRAW -BALE WALLS AND A REPORT ON THE OUT -OF -PLANE STRENGTH OF NON -PINNED STRAW -BALE WALLS WITH PISE PLASTER PRESENTED BY DAVID ARKIN AND KEVIN DONAHUE TO THE FIRST INTERNATIONAL CONFERENCE ON ECOLOGICAL BUILDING STRUCTURE IN SAN RAFAEL, JULY, 2001. NOTE: ALTHOUGH THE CAL POLY WALL INCLUDES FOUNDATION PINS TO THE FIRST STRAW -BALE COURSE IT CONTAINS NO ADDITIONAL INTERIOR PINNING, AND THE PAPER MAKES CLEAR THAT THE SHEAR TRANSFER MECHANISM OCCURS FROM THE STUCCO MESH TO THE ANCHORED SILL. THE OUT -OF -PLANE PISE TEST WALL ALSO CONTAINS PINS TO ONLY THE BOTTOM COURSE, AND WAS ABLE TO CARRY TEN TIMES SERVICE LOAD (ONE HUNDRED FIFTY POUNDS PER SQUARE FEET) BEFORE FAILURE. 3. IN ALL INSTANCES THE GROUND FLOOR BALES ARE ANCHORED TO THE GROUND FLOOR FOUNDATION AND NOT THE WOOD FRAMED FLOOR. REFER TO DETAIL P ON SHEET S4. 4. AS AN ALTERNATIVE TO CORNER STAPLING, BALE PINNING AND LADDER REINFORCING, WALL ASSEMBLIES ARE HELD SECURELY TOGETHER WITH A MID -HEIGHT TWENTY FOUR INCH BOX BEAM SURROUNDED BY PISE PLASTER AND A 2x2xl4GA WWF MESH STAPLED BOTH SIDES TO THE BOX BEAM WITH 16GA STAPLES AT FOUR INCH SPACING. REFER TO PAGE ELEVEN OF THE SUBMITTED STRUCTURAL CALCULATIONS AND DETAIL E ON SHEET S2. 5. SEE RESPONSE TO 54.4. DIRECTLY ABOVE AND RESPONSE TO S4.2. 6. SEE RESPONSE TO 54.4. ABOVE. .0? SEE VI.C.2.b. (FORMERLY VI.C.3.b. AND DETAIL R ON S4. 8. PLEASE NOTE THAT ALL ROOF AND FLOOR LOADS ARE CARRIED BY THE 4x10 BEAMS IN THE PLYWOOD BOX BEAMS AT THE ROOF AND FLOOR. LINTELS OVER DOORS AND WINDOWS CARRY ONLY THE WEIGHT OF THE STRAW -BALE WALLS ABOVE THE LINTELS AND BELOW THE BOX BEAMS. REFER TO STRUCTURAL CALCULATION FOR 4x4 HEADER ON THE NEXT PAGE AND THE ARCHITECTURAL DETAILS. 9. WITH THE ROOF FRAMING IN PLACE, BALES ARE SET AS HIGH AS POSSIBLE INSIDE THE TWO RAKE RAFTERS SPACED TWO FEET CLEAR TO RECEIVE THE BALES. SEE DETAIL M ON S3. TOFT, DE NEVERS &. LEE CONSULTING STRUCTURAL ENGINEERS I I 1 MAIDEN LANE, SUITE 500 SAN FRANCISCO, CA 94108-5329 5+ Gl W OcH I0 COTTAGE P65PnN5F To FIrL5'r PLAN REVIEW JOB NO. 755 SH. NO. 3 OF S BY ICED DATE g, 9X41' Hdv- ct wi„jow r3v,Lc BIZ DF iidr Svreb-fs s}raw- 9-ir 015E vv,, ll bPfwrr RP" P Mir 13 �^ LCi f cH�� p360� MI Gi1VcY, S t Z%1, _Q 'I- 6' M= 6a(6)1,3= z-» -F6= -I.Is _ 453 rs; < 1315 ISO T T ISo V= 15 n#Clan)/3.SZ= ZZ N5 - 95 S5. A. SEE DETAIL X ON 5+5F_T S+. 9, crxi- P05 -r5 SVVFORT THE +xB HFADEri IN 4V>;ST10N. SEE FRAMING PLANS QN 52 AND DETA IL5 V AND W ON S>tEET 54. 56, A. 5EC710N5 L AWO M f PPLT FOR RIOGE BEAM SVPPOrl-T A -T BnTlt TH1_ i=Pk5T ANb \,/r, -ST RAKE V\/ALL-5 . TNF_ EX15TING PLAN NnTE "SFE N07F_5 \T RI6,4T FOR RAKE" AT THE wE57 WAL.L INcoRPnrnAT;S 'TWP- CPcST VV^L_L PLAN Nil T I;5 To TftE WEST WALL, TWE WE5T SVPPOGLT p1FEER S 11.1 THAT THE ei->cio ,� Nth 31/Zx II -1/5 SUPPnrzT 5 SPAN -+'-n" IN THE WEST /ALL.. 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CONSULTING STRUCTURAL ENGINEERS NO. J OF J I 1 I MAIDEN LANE, SUITE 500 SAN FRANCISCO, CA 94108.5329 RE5QoN5E TO FIPZ`ir pLAN REVIEW By LCEp DATE �-I`r'-�3 ST A, PLEASE NOTE THAT "12 THE Box RMS A- TItF- KnoF A-Nrn r -wog, L E:vSL- s ALL. 6-TZP V`1T- ARE T -A -I -tom N f3 Ir TItF 4+xIt- PA '> T.5 / Nn 'rWF- 411 BERMS 5BT /�tM T-►tE OVTErt 31/-L 14cvtF-g OF T►t E 'p;A LS V%/Ar LLL S S6E 0E1-/'� I L S P�, F, H ^-(o k A-h/r) Tft F FRAMiN6G PLA --J5. TRE ONLY EXcEDTIn,-./5 Tr) T�fls /IvL-[- A(4-1= THF- PCIsT5 64()-N Ort THE GRn✓Nb FL-nO2 ArJO Fnf/#,jn ATIAN Pl-A�-' oN SHEF_T SI. 1`4R Tv+E riox r3 F -p m 6 oN TkE FPrsT 510E IN TtfE REGInN wlo T►tF_ Ln FT FLno rZ , T►tE OVTEK 4x -V) IN 7?+E 130x, GEA -M TAXG s THP- G-PAv'�TY L-OAns ANo Tr+E 13ny, f3 EA "^5 /'r5 14 vvi-fOL,r 5 TA'L<r_ '"-E nvT- c)l=- P1LANr w1p)) L_OA n s. KQ7F- IK OE7A)L A WttErzT TWE PRE.(-omrpr55ED I�iE-fl^�FbN T*F Gox—BEAMS A -N0 SILLS . $. OF-- AIL ►k Is AtPPL}CAr3t-fi Qu 77M -T- 5QVT F} WALl- . 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A SEF 0r--T/'IL PA ON SFt�FT 51 &0-cx 17Y--cTU9AL 0ETPr1L 5�"-- C, SSE DF_T/'fL (� pN SVfEET S'i' ANO b&-TicrIL C Qu S11F--T 51 sa. t�Ev15E cA�-c���-Tlow c,>v r' 9 c,� ca-�cs Io' + ►0' + -7 P sE' cis l Zh�PY'ICr � (1T {J fl�ly� VT = 4 50.$ moi= 450'9 /2--7' = 16_7 x1 e Ian PIS�'/ ,See Ceh�rnl �/3 PPL 1>0 C5� Z-0 \ 3 + �Iq / 1 n� 540) C•7) 3 - �� to4c10 O CnYnCY `f z/3 Pr) L = 6n °�� l `fi 3 _�j (1 �(1 `ate OK Straw Bale Shear Wall Lateral Load 'fest California Polytechnic State University San Luis Obispo Architectural Engineering Dept., December, 2000 By Jason Nichols & Stan Raap RECEjyED, MAR 31 2003 Abstract In response to the growing interest in sustainable building systems and the recent developments in straw bale construction throughout the world, this test was performed in order to explore new ideas for creating stronger lateral load resisting elements while making use of the extraordinary characteristics of baled straw as a natural building material. This report contains the results of an in -plane lateral monotonic load test of a plastered straw bale wall. The specimen was constructed and tested at California Polytechnic State University, San Luis Obispo, as an undergraduate senior project. The primary purpose was to investigate the effectiveness of using lag screws in the boundary elements to transfer the lateral load to the stucco, with the intention of increasing the shear capacity of the bale wall. Acknowledgements We would like to thank the following people who contributed significantly to the success of this project: Jake Feldman—Thanks for all your advice, patience, and mostly for your optimism throughout the entire project. Thank you also for spurring us on ... I was beginning to think the beast was never going to break! More thanks than we can express to Ray Ward—you're a life saver; to Bruce King— for your recommendations and overall contributions to the world of straw bale construction, which remain invaluable; to Turko Semmes & Greg McMillan—Thanks for the bales and the tremendous amount of input, Ted Muller—For taking time out of your busy schedule to show two amateurs how to plaster; to James Singh & Home Depot—huge amount of thanks from two poor college students for the material donations; to Joe Stigman & Hansen Aggregates—for all of our concrete, generously donated, mixed, delivered, and poured ... too nice!; to Paul Fratessa, Abe Lynn, and Vicki May for your many helpful suggestions, references, and patience; and of course Kay Riedel—how could any Cal "Poly ARCE student survive without you? We would also like to thank all those students who expressed a sincere interest in this project and everyone, young and old, who will further the work of this ongoing effort. Jake deserves all the credit for the lag screws concept... we'll parry when ICBO publishes "The Feldman Connection." Introduction The use of straw bale construction in the United States has grown steadily in the past decade. As a building material, baled straw has many beneficial characteristics that make it useful for several types of structures. While many are aware of the aesthetic appeal, sustainability, low cost, and ease of construction that characterize bale buildings, others may be surprised at their ability to resist fires, their incredible thermal efficiency, and even the structural integrity of a well-designed, carefully -built bale structure. Among all sustainable materials, straw is one of the most abundant. However, only twenty-five percent of the 140 million tons of straw that are available each year is baled and utilized2. Because straw is produced so rapidly in farming communities every day, there is usually too much of it left over for farmers to use or store. In California alone, "almost a million tons of rice straw are burned each fall," producing "more carbon monoxide and particulate than all of the electric -power -generating plants in the state combined."' By using the straw as a building material, the problems caused by burning it are lessened or avoided altogether. The thermal efficiency of straw bale buildings far surpasses structures made of any conventional building material. Because straw itself, when bundled into tightly compressed bales, acts as an excellent insulator, there is no need for additional insulation in the walls of the structure. With an R -value that ranges from R-30 to R40, bale walls are two times more efficient than most well -insulated wood -framed walls.' Since the load-bearing material itself acts as the insulation, and because it requires little or no skill to stack, erection of straw bale walls is much faster and less expensive than walls built of standard materials. As mentioned, bale structures are also exceptionally resistant to fire damage. Although loose straw burns easily, densely -packed bales limit the amount of oxygen needed for combustion, allowing plastered walls to delay fire penetration for more than two hours.' In.his Report to the Construction Industries Commission of New Mexico, Manuel Fernandez states, "The result of these tests have proven that a straw bale in -fill wall assembly is a far greater fire resistive assembly than a wood frame wall assembly using the same fmishes.s' These impressive qualities of bale structures make straw bale construction a highly practical means of building a suitable home or office. Structural Testing History In 1993, University of Arizona graduate student, Ghailene Bou -Ali performed vertical compression tests, and a series of in -plane and out -of -plane lateral load tests on three separate wall panels. The results of the compression tests showed that 3 -string bales laid flat (24" wide, 16" high) have a compressive resistance of 10,000 psf, while bales laid on edge have a resistance of 2,770 psf. The in -plane and out -of plane lateral load tests were performed on three unplastered wall panels 12 feet long by 8 feet high. The out -of -plane tests resulted in a maximum wall deflection of one inch or less while simulating a wind load of one hundred miles per hour. The in -plane tests resulted in an average deflection of four inches at the top of the wall with 2,13 S pounds applied at the mid -height of the wall. The results proved that straw bales alone absorb a significant amount of energy, however the addition of any type of wall finish would greatly enhance the performance of the walls laterally loaded in -plane.' . In response to the need to further explore the interaction between plaster and straw bales, in 1997, Cal Poly undergraduate students Nathan White and Clint Iwanicha performed an in - plane lateral load test of an 8 foot long by 6 foot high stucco -covered bale wall. The wall was loaded at the top, modeling the typical transfer of seismic load from the roof to a top plate, or box beam, and down through the lateral load -resisting material, and finally into the foundation through a sill plate. The lateral load was transferred from a TJI ("TJI" is a widely used term denoting fabricated wood I joists) top member into a chicken wire mesh that was stapled to the TJI and a 11/2" stucco coat that was applied over the mesh. The results of the test showed the wire mesh failing at 12,300 lbs (720 plo with a deflection of 1.15". The Iall continued to resist significant loads after the mesh failed until one of the posts failed, at which a deflection of 7.4" was recorded. It was concluded that since the stucco remains interlocked with the straw, even after the shear transfer at the top fails, the bales "will most certainly absorb a significant amount of energy, and resist substantial forces.i4 Purpose The previous bale wall test (described above) exhibited the ability of plaster to transfer the lateral shear. However, because of the inadequacy of common "chicken wire" mesh to carry the same load, we were unable to see the full amount of resistance the plaster would provide. Since the mesh failure occurred before the plaster skin itself had chance to crack, this suggests that a better shear transfer configuration is necessary to make use of the plaster's full shear strength. Jake Feldman, the project advisor, suggested using lag screws that would protrude out of the boundary elements and provide some bearing area to assist in transferring the shear into the plaster skin. We also felt that using a stronger wire mesh, similar to what is currently specified in the field, would improve the capacity in combination with the lag screws (see King, 128). Since the plaster used in the previous test had a fairly low compressive strength (253 psi), another goal was to obtain a stronger plaster mix. Because one of the main advantages of straw bale homes is that they can be owner -built and do not require highly skilled labor to construct, we decided to use an inexpensive store-bought stucco mix that one would typically find at any home improvement store. This mix would be readily available to any homeowner and would A SECTION A—A 'HEIGHTS ARE APPROXIMATE DIMENSIONS PRIOR TO SETTLEMENT 3 -STRING STRAW BALES KDSA AT EACH POST W1 Uj- CEMENT STUCCO COAT & I j- LOADING JACK APPLIED AT TOP PLATE ---- )5' OSB NAILED TO EACH 4X6 BOX BEAM BOUNDARY 7 ELEMENTS WITH -%")LAG SCREWS 0 12"m SIDE OF 4x6 POSTS W/o. I. 4 IT 16d 0 310c STAGGERED (TYPICAL EACH BOX BEAM) FACE OF4 6 AND BALES T -: (AVERAGE THICICNESS) = BEYOND (PIASTER NOT SHOWN) ( 7-4 , 0 36'- INTO STRONG FLOOR 4� 16 -GAUGE 2*x2' WELDED WIRE Z q LATH (OVER ENTIRE WALL)' VERT. LATH STRIPS LAPPED 6 t AJ -T 14 REBAR PINS .-oLAG SCREWS 0 4-0c (4 TOTAL) (AT EACH STUCCO BOUNDARY) W1 HEADS -Y,- OUT OF MEMBER 4- 2-04 UONGIMIUDLNAL. RELNF. -4- Ack 1/2"0.9 ANCHOR BOLTS WASHER EQUALLY Ly SPACED i # J' STEEL PLATE WELDED TO TOP -OF BOLT HD10A AT EACH POST W/ POST 1"-5.5 STEEL PLATE FASTENED AT AT BOTTOM OF BOLT 13 STIRRUPS FOR . REBAR CAGEO EACH END) - 7 TEA • 2'-0* 4x6 BOX BEAM (TOP PLATE) SIMPSON *1212L' STRAP TIE AT EACH TOP CORNER (4 TOTAL) 3 -STRING STRAW BALES KDSA AT EACH POST W1 Uj- CEMENT STUCCO COAT & I j- 16 -GAGE WELDED WIRE LATH 4X6 BOX BEAM BOUNDARY 7 ELEMENTS WITH -%")LAG SCREWS 0 12"m SECTION B—B ro I lo'—o" FIGURE 1 -- WALL CONSTRUCTION CONCRETE 'STRONG FLOOR- 4x6 BOX BEAM (TOP PLATE) SIMPSON *1212L' STRAP TIE AT EACH TOP CORNER (4 TOTAL) KDSA AT EACH POST W1 4.6 BOX BEAM EACH END I j- (BOUNDARY ELEMENT) 1"-5-5 STEEL PLATE FASTENED 7 AT BOTTOM OF BOLT I. 4 IT 1 STUCC il 0 COAT (AVERAGE THICICNESS) 4 4,�,J. 0 36'- INTO STRONG FLOOR 4� + -T 14 REBAR PINS 4.8 SILL PLATE EACH SIDE (4 TOTAL) 4- 2-04 UONGIMIUDLNAL. RELNF. -4- lo'—o" FIGURE 1 -- WALL CONSTRUCTION CONCRETE 'STRONG FLOOR- KDSA AT EACH POST W1 1"-5-5 STEEL PLATE FASTENED AT BOTTOM OF BOLT th'd ALL -THREAD BOLTS 0 36'- INTO STRONG FLOOR 4.8 SILL PLATE EACH SIDE 2-04 UONGIMIUDLNAL. RELNF. 3-04 LONGINTUDIN& REINF. lo'—o" FIGURE 1 -- WALL CONSTRUCTION CONCRETE 'STRONG FLOOR- Figure 2 — Side view of poured footing Figure 3 — Front perspective Wood Frame Construction - Three box beams were assembled, one 8'-0" long member for each end of the wall and one 10'-0" long member for the top plate, which would extend beyond the loaded end of the wall to receive the load actuator. 15/32" OSB was nailed with 16d @ 2'/2"oc to each side of two 4x6 members. The holes for the holdown bolts were drilled at the bottom of the two end box beams, and '/8" holes for the lag screws were pre -drilled into the 4x6 and 4x8 side members. '116"0 x 3" lag screws were then drilled into the members at 4"oc. Wall Assembly - Two bales were inserted over the rebar pins and placed on the footing. A total of twelve 3 -string rice straw bales (24"x16"x48" ), six courses high, were used for the wall. Once the bales were stacked, they were allowed to settle for several days under their. own weight.' The wall was measured at T-7" tall (from the top of the footing to the top of the bales) after settlement occurred, and the box beams were cut to match that height. The T -T' box beams were then bolted to the holdowns at each end (see Fig. 4), and the 10'-0" long box beam was placed Note: In a typical straw bale wall, the bales are stacked in a "running bond" pattern. Because of time constraints, a "stack bond" pattern was used for this wall to avoid having to make half -bales, but should not be used when on top of the wall (see Fig. 7). Simpson "1212L" strap ties were installed at each upper corner of the wall (4 total) to connect the top plate to the posts. 16 -gauge galvanized welded wire 2"x2" mesh (Jaenson Wire Company's was placed on each side of the wall in 28" wide vertical strips. Each strip of wire lath was overlapped 6" (3 squares) with the adjacent strips. Because a staple gun was not readily available, 8d nails at 6"oc were used to attach the lath to the wood members, hammering the nails in half -way and bending the nail over the lath to secure it to the member.' It was agreed that this would be adequate for testing purposes since the lag screws would provide the primary shear transfer from the boundary elements to the plaster skins. Using a bale needier (made from a 30" long bent piece of #3 rebar), 16 -gauge wire was tied through each bale to the wire mesh at approximately 16"oc, vertically and horizontally, to tighten the lath against the surface of the bales for ease of plastering (see Figs. 5 & 6). Figure 4 — Front holdowns Figure 5 — Mesh over bales constructing a straw bale structure. The bales would also be pre -compressed in a typical. structure, but this was deemed unnecessary for the purposes of the test. 2 See 1997 U.B.C. Chapter 25, Table 25-C, code requirements for proper attachment of lath. Figure 6 — Needling wire through bales Figure 7 — Unplastered wall elevation Plastering - The fust coat of plaster was applied on November 8 only to the bales (see Fig. 8). However, for testing and construction purposes, it is recommended that the scratch coat also be applied over the boundary members in a bale structure or in future tests to ensure continuity between the plastered bales and the shear connection at the wood members. Since the goal of the test was to form diagonal tension cracks in the center of the plaster skins, an additional 6" -wide strip of wire mesh was attached at the boundary members before applying the second coat, as shown in Figure 9. It was believed that a second layer of reinforcement at the locations of shear transfer would prevent premature cracking of the plaster at an undesirable location during testing. The second coat was applied six days after the scratch coat (11/14), covering both the boundary members and the first layer of plaster. Three plaster cylinders were poured for the scratch coat, and two cylinders were poured for the second coat for testing at each 7 -day interval and determination of the strength at the time of testing. It should also be noted that the cured scratch coat was not as rough as needed for standard construction purposes. Therefore, a wetter mix was used for the brown coat to provide sufficient adhesion between the two coats. As a result, the second coat had a significantly lower compressive strength than the scratch coat. After applying the second coat, the wall was covered with a plastic tarp to prevent the stucco from drying too quickly. After completion of the testing procedures, samples of the stucco were removed from the wall and measured for thickness. An average plaster thickness of 11/8" over the straw bales was calculated for the left side of the wall (if one were facing the wall from the loading mechanism), with and average of at the boundary members; and the right side of the wall was found to have an average thickness of V/4" over the bales, with 1" of stucco at the boundary members. Figure 8 — Partial scratch coat applied Figure 9 — Partial brown coat applied Test Setup A 5/," steel plate, with two'/," steel plates welded to its ends, was attached to the top box beam with six 5/16" lag screws (3 each side). Two small pieces of L2x2x'/8, with 1" holes drilled in them, were welded to the center of the steel plate for attachment of the loading mechanism. The base of the load cell was bolted to the flange of the steel column, and the loading end of the ram was bolted to the angles welded to the steel plate. As a safety measure, the loading mechanism was also strapped to the overhead frame to keep the device from falling in case of failure at the connections to the wall or steel column, which happened to occur at the end of the first test. The deflection was measured at the top of the wall. The load cell and deflection apparatus were connected to their respective gages, one reading the load applied to the nearest ten pounds and the other reading the deflection to the nearest'/,00 of an inch. A hydraulic jack was also connected to the ram for applying pressure to the wall (see Fig 10). Wall Properties The bales had an average moisture content of 9.04%, varying from 8.6% to 10.0%, and weighed an average of 68.7 pounds per bale, varying from 66 lbs to 71 lbs. At the final day of testing, the plaster scratch coat had reached its full strength, and the second coat had cured for 23 days. However, because the need for multiple tests were not anticipated, no cylinders were prepared for compression tests to determine the strength of the plaster at the time of the second and third wall tests. Based on the results of the initial plaster compression tests shown below, one may reasonably conclude that the scratch coat had a minimum strength of 4500 psi, and the second coat had reached at least 1400 psi on the final testing date. Day ompressi_veStrength (12si) Scratch Coat 7 3572 13 4138 Brown Coat 7 1061' 14 1220 Testing Procedure & Data Because of time limitations, the wall would initially be tested before the stucco could reach its full 28 -day strength. On November 28, the day of the first test, the scratch coat had reached an approximated 20 -day strength of 4400 psi (based on a 13 -day strength of 4138 psi), and the second coat had a 14 -day strength of 1220 psi. The wall was loaded in increments based on changes in deflection. At each slight change in deflection, the loading was halted to take readings of the applied load and its respective deflection, after which the loading would continue until the next change in deflection. Because the right face of the wall had a thicker plaster skin than the left face, the left face was the first to form cracks during the testing procedure. Figure 10 — Wall loaded during first test The first noticeable crack in the stucco occurred on the left face at 21,450 pounds. No significant drop in the load was observed. Significant cracks in the plaster over the bales were also observed at 25,548 pounds, and at the plaster over the boundary elements around 26,000 pounds (see Fig. 11). The test was halted when two bolts at the connection of the load cell to the steel frame sheared, and the load cell separated from the wall at 26,480 pounds, with a total wall deflection of 3.03". The connection failure was determined to be a result of the column flange displacing since the load cell was not concentrically connected to the column (the device was not centered on the column in order to ensure that the load was applied directly perpendicular to the wall and thereby preventing torsion in the wall). See the results on the next page. 0 KM Deflection (in.) Load (lbs.) 0.00 0 0.05 2,110 0.09 2,510 0.12 3,150 0.13 4,120 0.15 5,250 0.17 5,950 0.17 6,500 ,.0.26 7,720 0.23 8,380 0.26 9,450 0.30 10,630 0.32 11,580 0.34 12,370 0.38 14,440 0.40 15,160 0.40 15,600 0.41 16,010 0.42 16,630 0.43 16,790 0.43 17,200 0.45 19,230 0.46 19,980 0.50 20,810 0.51 .21 630 0.53 22,440 0.58 23,040 0.61 24,110 0.62 24,420 0.65 24,880 0.67 25 528 0.65 24,880 0.67 25,530 0.72 25,528 0.72 26 480 Lc 25,000 MMI .Q 15,000 0 J racks appear 10,000 5,000 1 1 11 Test #1 -11128100 ad device connection failure 0.20 0.40 0.60 0.80 Deflection in. The wall was tested a second time two days later. Stiffener plates were installed between the column flanges to prevent the same failure from occurring. The wall was loaded in the same manner as in the previous test. At 25,050 pounds, however, the bolt connecting the load cell to j FJ rl� the ram buckled, causing failure of the loading device itself (see test #2 results below). The wall deflected 0.81" during the second test. No additional cracks in the plaster were observed., Deflection (in.) Load (lbs.) 0.00 0 0.01 1,410 0.04 2,180 0.07 2,540 0.13 2,840 0.17 3,400 0.21 3,94 0 0.25 4,690 0.29 5,200 0.31 5,660 0.32 6,000 0.37 6,940 0.43 7,990 0.47 9,150 0.49 9,720 0.53 10,990 0.57 12,430 0.59 13,630 0.62 14,710 0.63 15,480 0.66 16,920 0.67 17,540 0.67 17,850 0.69 18,520 0.72 20 100 0.74 21,320 0.76 22,400 0.77 22,700 0.77 23,030 0.79 23,600 0.80 24,470 0.81 25,050 F� Test #2 - 1 1130100 iilure of testing apparatus i A Lk t y +�i f '"....'zc``a .��.ttyyyyy99999.�����q V5 t�yyrtk' t y J The final test was conducted on December 7. A 60,000 -pound capacity loading device was installed for the third test (Fig. 12). The wall was loaded in a similar manner as the first two tests. Additional large cracks began to form in the wall at 28,000 pounds. The plaster skin on the right face began to show cracks at 31,370 pounds, at which there occurred a slight drop in the load. Shortly after the cracks formed in the right face, the wire lath on the left side began to break in tension at the center of the wall (Fig. 13) and spalling of the plaster occurred near the upper -front corner of the wall just before ultimate failure (Fig. 14). The spalling was attributed to the scratch coat being too smooth upon curing, and therefore can most likely be prevented by using the proper tool to scratch the wet surface. Finally, at 36,840 pounds ultimate failure of the plaster skins occurred and the wall stopped taking any further load. Figure 13 — Large shear crack in Ieft face -CEN LATH r,�^!i; it{t { e 1 �l—i+t� r10 �e .�,� k',a:i�r 1 f f la �... Yi"SrT 'q° `;aUy7G.Jr �"ty iisJ`t`!1'rl' `Sq"rr., �rp!r 1F',A�tit Jrlq 4 �f � 4 � ��✓ RL ° � jr AMA 0.51 22 765 0.52 23,945 0.53 24,625 0.54 25,085 0.56 26,885 0.58 27,885 0.59 28,035 0.60 29,035 0.64 30,445 0.67 31,365 0.73 32,545 0.75 33,695 0.78 34,035 0.80 34,955 0.83 35,465 0.84 35,585 .0.85 35,955 0.87 35,935 0.88 36,015 0.89 36,835 0.93 35,195 0.97 35,035 1.01 34,935 1.07 34,435 1.28 34,525 1.11 34,885 1.15 34,885 1.19 27,915 1.22 27,035 1.26 27,735 1.28 34,635 The deflection for the final test was 0.89" at the point of failure. The wall continued to resist load up to 34,640 pounds and the test was ended shortly thereafter (see test #3 results above). It was not possible to accurately determine the total deflection, of the wall since it is not known how much deflection the wall sustained after the fust two tests. Although the wall did not rd turn to its original position after the first and second tests, the deflection sustained after the first two tests was small enough to conclude that the total cumulative deflection from all three I m Conclusion The remarkable ability of plaster to resist high in -plane loads was demonstrated during the testing, as was the ability of this material to resist these loads multiple times.. The nature of wind and earthquakes is such that repeated demands are placed on the structure throughout its serviceable life. The ability of the wall to continue to resist significant loads after ultimate failure shows how a plastered wall can also prove to be a significant energy absorber in seismic events where sizeable aftershocks continue to threaten further damage to a building. Assigning a factor of safety of 3 results in an allowable working stress of approximately 770 plf for each plaster skin, thus the wall compares favorably with even the strongest UBC wood shear wall. The results clearly show that a plastered straw bale wall may be designed to meet even the most severe demands determined for residential and light commercial construction. Where wood walls have been substituted to resist high lateral forces in the past, we can now, with confidence, use bale walls to ensure aesthetic and thermal continuity throughout our structures. Although it would not be practical to use this type of wall design for each shearwall in a structure, it would certainly be sensible to use this wall where high lateral forces are calculated within the structure while using a more common configuration for most of the walls where normal loads occur. As straw bale design research continues, it is evident that bale structures can hold their own in the world of residential and light commercial construction. Works Cited I. King, Bruce. Buildings of Earth and Straw. Sausalito, CA: Ecological Design Press, 1996. 2. Myhram, Matts, and S. O. MacDonald. Build it with Bales: A Step -by -Step Guide to Straw -Bale Construction. Tucson, AZ: Out On Bale, 1997. 3. Steen, Athena S., and Bill Steen. The Straw Bale House. White River Junction, VT: Chelsea Green Publishing Company, 1994. 4. White, Nathan and Clint Iwanicha. "Lateral Testing of a Stucco -Covered Straw -Bale Wall." Senior Project: Architectural Engineering Department, California Polytechnic State University, San Luis Obispo, 1997. S. Wilson, Alex. "Straw: The Next Great Building Material?" Environmental Building News Volume 4, No. 3 May/June 1995: 17 May, 2000 <httn://www.bstraw/straw html>. Straw Bale Shear Wall Lateral Load 'fest California Polytechnic State University San Luis Obispo . Architectural Engineering Dept. December, 2000 By Jason Nichols & Stan Raap Abstract In response to the growing interest in sustainable building systems and the recent developments in straw bale construction throughout the world, this test was performed in order to explore new ideas for creating stronger lateral load resisting elements while making use of the extraordinary characteristics of baled straw as a natural building material. This report contains the results of an in -plane lateral monotonic load test of a plastered straw bale wall. The specimen was constructed and tested at California Polytechnic State University, San Luis Obispo, as an undergraduate senior project. The primary purpose was to investigate the effectiveness of using lag screws in the boundary elements to transfer the lateral load to the stucco, with the intention of increasing the shear capacity of the bale wall. Acknowledgements We would like to thank the following people who contributed significantly to the success of this project: Jake Feldman—Thanks for all your advice, patience, and mostly for your optimism throughout the entire project. Thank you also for spurring us on ... I was beginning to think the beast was never going to break! More thanks than we can express to Ray Ward—you're a life saver; to Bruce King— for your recommendations and overall contributions to the world of straw bale construction, which remain invaluable; to Turko Semmes & Greg McMillan—Thanks for the bales and the tremendous amount of input, Ted Muller—For taking time out of your busy schedule to show two amateurs how to plaster; to James Singh & Home Depot—huge amount of thanks from two poor college students for the material donations; to Joe Stigman & Hansen Aggregates—for all of our concrete, generously donated, mixed, delivered, and poured ... too nice!; to Paul Fratessa, Abe Lynn, and Vicki May for your many helpful suggestions, references, and patience; and of course Kay Riedel—how could any Cal Poly ARCE student survive without you? We would also like to thank all those students who expressed a sincere interest in this project and everyone, young and old, who will further the work of this ongoing effort. Jake deserves all the credit for the lag screws concept... we'll party when ICBO publishes "The Feldman Connection." Introduction The use of straw bale construction in the United States has grown steadily in the past decade. As a building material, baled straw has many beneficial characteristics that make it useful for several types of structures. While many are aware of the aesthetic appeal, sustainability, low cost, and ease of construction that characterize bale buildings, others may be surprised at their ability to resist fires, their incredible thermal efficiency, and even the structural integrity of a well-designed, carefully -built bale structure. Among all sustainable materials, straw is one of the most abundant. However, only twenty-five percent of the 140 million tons of straw that are available each year is baled and utilized'. Because straw is produced so rapidly in farming communities every day, there is usually too much of it left over for farmers to use or store. In California alone, "almost a million tons of rice straw are burned each fall," producing "more carbon monoxide and particulate than all of the electric -power -generating plants in the state combined."' By using the straw as a building material, the problems caused by burning it are lessened or avoided altogether. The thermal efficiency of straw bale buildings far surpasses structures made of any conventional building material. Because straw itself, when bundled into tightly compressed bales, acts as an excellent insulator, there is no need for additional insulation in the walls of the structure. With an R -value that ranges from R-30 to R40, bale walls are two times more efficient than most well -insulated wood -framed walls.' Since the load-bearing material itself acts as the insulation, and because it requires little or no skill to stack, erection of straw bale walls is much faster and less expensive than walls built of standard materials. As mentioned, bale structures are also exceptionally resistant to fire damage. Although loose straw burns easily, densely -packed bales limit the amount of oxygen needed for combustion, allowing plastered walls to delay fire penetration for more than two hours.' In his Report to the Construction Industries Commission of New Mexico, Manuel Fernandez states, "The result of these tests have proven that a straw bale in -fill wall assembly is a far greater fire resistive assembly than a wood frame wall assembly using the same finishes."' These'impressive qualities of bale structures make straw bale construction a highly practical means of building a suitable home or office. Structural Testing History In 1993, University of Arizona graduate student, Ghailene Bou -Ali performed vertical compression tests, and a series of in -plane and out -of -plane lateral load tests on three separate wall panels. The results of the compression tests showed that 3 -string bales laid flat (24" wide, 16" high) have a compressive resistance of 10,000 psf, while bales laid on edge have a resistance of 2,770 psf. The in -plane and out -of plane lateral load tests were performed on three unplastered wall panels 12 feet long by 8 feet high. The out -of -plane tests resulted in a maximum wall deflection of one inch or less while simulating a wind load of one hundred miles per hour. The in -plane tests resulted in an average deflection of four inches at the top of the wall with 2,135 pounds applied at the mid -height of the wall. The results proved that straw bales alone absorb a significant amount of energy, however the addition of any type of wall finish would greatly enhance the performance of the walls laterally loaded in -plane.' In response to the need to finther explore the interaction between plaster and straw bales, in 1997, Cal Poly undergraduate students Nathan White and Clint Iwanicha performed an in - plane lateral load test of an 8 foot long by 6 foot high stucco -covered bale wall. The wall was loaded at the top, modeling the typical transfer of seismic load from the roof to a top plate, of box beam, and down through the lateral load -resisting material, and finally into the foundation through a sill plate. The lateral load was transferred from a TJI ("TJI" is a widely used term denoting fabricated wood I joists) top member into a chicken wire mesh that was stapled to the TJI and a 11/2" stucco coat that was applied over the mesh. The results of the test showed the wire mesh failing at 12,300lbs (720 plf) with a deflection of 1.15". The wall continued to resist significant loads after the mesh failed until one of the posts failed, at which a deflection of 7.4" was recorded. It was concluded that since the stucco remains interlocked with the straw, even after the shear transfer at the top fails, the bales "will most certainly absorb a significant amount of energy, and resist substantial forces." Purpose The previous bale wall test (described above) exhibited the ability of plaster to transfer the lateral shear. However, because of the inadequacy of common "chicken wire" mesh to carry the same load, we were unable to see the full amount of resistance the plaster would provide. Since the mesh failure occurred before the plaster skin itself had chance to crack, this suggests that a better shear transfer configuration is necessary to make use of the plaster's full shear strength. Jake Feldman, the project advisor, suggested using lag screws that would protrude out of the boundary elements and provide some bearing area to assist in transferring the shear into the plaster skin. We also felt that using a stronger wire mesh, similar to what is currently specified in the field, would improve the capacity in combination with the lag screws (see King, 128). Since the plaster used in the previous test had a fairly low compressive strength (253 psi), another goal was to obtain a stronger plaster mix. Because one of the main advantages of straw bale homes is that they can be owner -built and do not require highly skilled labor to construct, we decided to use an inexpensive store-bought stucco mix'that one would typically find at any home improvement store. This mix would be readily available to any homeowner and would SECTION A -A *HEIGHTS ARE APPROXIMATE / DIMENSIONS PRIOR TO SETTLEMENT _ ti.._!;... '4; 4_ T 'Y' �'rt-L'S ._ _ .7 L .. • ... iot LOADING ,ACK APPLIED B -B AT TOP PLATE _ _ i i h' OSB NAILED TO EACH.. ..;_ _.._..... 1 1 HD10A AT EACH POST W/ J'.5.5 STEEL PLATE FASTENED AT BOTTOM OF BOLT SIDE OF 4x6 POSTS W/ 16E O 3"oc STAGGERED o. .. { ?. i _1.. _ 1.�;. L M1..1 f. . f ' I- .. .: . ' ' =---1..: b• i-' 11,0 ALL -THREAD BOLTS ®36'oc INTO STRONG ROOF (TYPICAL EACH {^.�;'..j... r• � _ .. .. 03 STIRRUPS FOR REBAR -. T i- _, �_-1 FACE OF 4x6 AND BALES . _r •.�t 1- 1 BEYOND (PLASTER NOT SHOWN) +�.:-' '- -{- 1' T. 1 _-1-FT" .• 16 -GAUGE 2'x2" WELDED WIRE ._ o ---�- ; i. Al :_}.�-)-- .-1-.._.. ... . _ LATH (OVER ENTIRE WALL). VERT. LATH STRIPS LAPPED 6' -i -T� ' - _ 2-04 LONGINTUONAL REINF. 3-04 LONGNTUDWAL RENF. 9isl UG SCREWS 8 d"oc (AT EACH STUCCO BOUNDARY) .'_.i.. ..,i_�.:��� _�.•.�.�..I �_f ~�_._ ..� .:.y _ 14: N. .q. _i 4:N. 1_ J.. '•... •• . CONCRETE STRONG FLOOR" L W/ HEADS �" OUT OF MEMBER �_ - • _ 1 �5) _rte: 1/2'0x9' ANCHOR ..L J7-• 'T'. 1 ! BOLTS PLATE WASHER FOCALLY SPACEDy _ � ( IRIS 4.6 BOX BEAM (TOP PLATE) SIMPSON '1212L' STRAP TIE AT EACH TOP CORNER (4 TOTAL) 4.6 BOX BEAM EACH END (BOUNDARY ELEMENT) 1J" STUCCO COAT (AVERAGE THICKNESS) 04 REBAR PINS (4 TOTAL) 3 -STRING STRAW BALES / STEEL PLATE WELDED _ ti.._!;... '4; 4_ T 'Y' �'rt-L'S ._ _ .7 L .. • ... iot H05A AT EACH POST W / B -B TO TOP BOLI _ _ i i i"x5x5 STEEL PLATE FASTENED AT BOTTOM OF BOLT 1 I HD10A AT EACH POST W/ J'.5.5 STEEL PLATE FASTENED AT BOTTOM OF BOLT _I. J_ I '. 1 ;' _:. c' '-' T. -T T-�- yi-- i ;-•r '• .I- - `;j' ''r .. .: . ' ' =---1..: b• i-' 11,0 ALL -THREAD BOLTS ®36'oc INTO STRONG ROOF 03 STIRRUPS FOR REBAR -. T i- _, �_-1 . _r •.�t 1- CAGE (3 EACH END) 4.8 SILL PLATE EACH SIDE _ .. .. i 2-04 LONGINTUONAL REINF. 3-04 LONGNTUDWAL RENF. CONCRETE STRONG FLOOR" L 10'-O' 3 -STRING STRAW BALES Ili' CEMENT STUCCO COAT T k LATH Y SCREWS ® 12"mSECTION B -B I6 -GAGE WELDED WIRE 4x6 BOX BEAM BOUNDAR ELEMENTS WITH i6" LAG FIGURE 1 -- WALL CONSTRUCTION d Figure 2 — Side view of poured footing 'Figure 3 — Front perspective Wood Frame Construction - Three box beams were assembled, one 8'-0" long member for each end of the wall and one 10'-0" long member for the top plate, which would extend beyond the loaded end of the wall to receive the load actuator. 15/32" OSB was nailed with 16d @ 2'/2"oc to 7. each side of two 4x6 members. The holes for the holdown bolts were drilled at the bottom of the two end box beams, and '/g" holes for the lag screws were pre -drilled into the 4x6 and 4x8 side members. 5/16"� x 3" lag screws were then drilled into the members at 4"oc. Wall Assembly - Two bales were inserted over the rebar pins and placed on the footing. A total of twelve 3 -string rice straw bales (24"x16"x48"), six courses high, were used for the wall. Once the bales were stacked, they were allowed to settle for several days under their. own weight.' The wall was measured at T-7" tall (from the top of the footing to the top of the bales) after settlement occurred, and the box beams were cut to match that height. The T -T' box beams were then bolted to the holdowns at each end (see Fig. 4), and the 10'-0" long box beam was placed 1 Note: In a typical straw bale wall, the bales are stacked in a "running bond" pattern. Because of time constraints, a "stack bond" pattern was used for this wall to avoid having to make half -bales, but should not be used when on top of the wall (see Fig. 7). Simpson "1212L" strap ties were installed at each upper comer of the wall (4 total) to connect the top plate to the posts. 16 -gauge galvanized welded wire 2"x2" mesh (Jaenson Wire Company) was placed on each side of the wall in 28" wide vertical strips. Each strip of wire lath was overlapped 6" (3 squares) with the adjacent strips. Because a staple gun was not readily available, 8d nails at 6"oc were used to attach the lath to the wood members, hammering the nails in half -way and bending the nail over the lath to secure it to the member.' It was agreed that this would be adequate for testing purposes since the lag screws would provide the primary'shear transfer from the boundary elements to the plaster skins. Using a bale needler (made from a 30" long bent piece of #3 rebar), 16 -gauge wire was tied through each bale to the wire mesh at approximately 16"oc, vertically and horizontally, to tighten the lath against the surface of the bales for ease of plastering (see Figs. 5 & 6). Figure 4 — Front holdowns Figure 5 — Mesh over bales constructing a straw bale structure. The bales would also be pre -compressed in a typical. structure, but this was deemed unnecessary for the purposes of the test. 2 See 1997 U.B.C. Chapter 25, Table 25-C, code requirements for proper attachment of lath. Figure 6 — Needling wire through bales Figure 7 — Unplastered wall elevation Plastering - The first coat of plaster was applied on November 8 only to the bales (see Fig. 8). However, for testing and construction purposes, it is recommended that the scratch coat also be applied over the boundary members in a bale structure or in future tests to ensure continuity 1 between the plastered bales and the shear connection at the wood members. Since the goal of the test was to form diagonal tension cracks in the center of the plaster skins, an additional 6" -wide strip of wire mesh was attached at the boundary members before applying the second coat, as shown in Figure 9. It was believed that a second layer of reinforcement at the locations of shear transfer would prevent premature cracking of the plaster at an undesirable location during testing. The second coat was applied six days after the scratch coat (11/14), covering both the boundary members and the first layer of plaster. Three plaster cylinders were poured for the scratch coat, and two cylinders were poured for the second coat for testing at each 7 -day interval and determination of the strength at the time of testing. It should also be noted that the cured scratch coat was not as rough as needed for standard construction purposes. Therefore, a wetter mix was used for the brown coat to provide sufficient adhesion between the two coats. As a result, the second coat had a significantly lower compressive strength than the scratch coat. After applying the second coat, the wall was covered with a plastic tarp to prevent the stucco from drying too quickly. After completion of the testing procedures, samples of the stucco were removed from the wall and measured for thickness. An average plaster thickness of V/8" over the straw bales was calculated for the left side of the wall (if one were facing the wall from the loading mechanism), with and average of at the boundary members; and the right side of the wall was found to have an average thickness of V/," over the bales, with 1" of stucco at the boundary members. 0 Figure 8 — Partial scratch coat applied Figure 9 — Partial brown coat applied Test Setup A %" steel plate, with two'/8" steel plates welded to its ends, was attached to the top box beam with six 5/16" lag screws (3 each side). Two small pieces of L2x2x'/g, with 1" holes drilled in them, were welded to the center of the steel plate for attachment of the loading mechanism. The base of the load cell was bolted to the flange of the steel column, and the loading end of the ram was bolted to the angles welded to the steel plate. As a safety measure, the loading mechanism was also strapped to the overhead frame to keep the device from falling in case of failure at the connections to the wall or steel column, which happened to occur at the end of the first test. The deflection was measured'at the top of the wall. The load cell and deflection apparatus were connected to their respective gages, one reading the load applied to the nearest ten pounds and the other reading the deflection to the nearest 1/10o of an inch. A hydraulic jack was also connected to the ram for applying pressure to the wall (see Fig 10). Wall Properties The bales.had an average moisture content of 9.04%, varying from 8.6% to 10.0%, and weighed an average of 68.7 pounds per bale, varying from 66 lbs to 71 lbs. At the final day of testing, the plaster scratch coat had reached its full strength, and the second coat had cured for 23 days. However, because the need for multiple tests were not anticipated, no cylinders were prepared for compression tests to. determine the strength of the plaster at the time of the second and third wall tests. Based on the results of the initial plaster compression tests shown below, one may reasonably conclude that the scratch coat had a minimum strength of 4500 psi, and the second coat had reached at least 1400 psi on the final testing date. DU Compressive Streng#j (12ci) Scratch Coat 7 3572' 13 4138 Brown Coat 7 1061 14 1220 Testing Procedure & Data Because of time limitations, the wall would initially be tested before the stucco could reach its full 28 -day strength. On November 28, the day of the first test, the scratch coat had reached an approximated 20 -day strength of 4400 psi (based on a 13 -day strength of 4138 psi), and the second coat had a 14 -day strength of 1220 psi. The wall was loaded in increments based on changes in deflection. At each slight change in deflection, the loading was halted to take readings of the applied load and its respective deflection, after which the loading would continue until the next change in deflection. Because the right face of the wall had a thicker plaster skin than the left face, the left face was the first to form cracks during the testing procedure. Figure 10 — Wall loaded during first test The first noticeable crack in the stucco occurred on the left face at 21,450 pounds. No significant drop in the load was observed. Significant cracks in the plaster over the bales were also observed at 25,548 pounds, and at the plaster over the boundary elements around 26,000 pounds (see Fig. 11). The test was halted when two bolts at the connection of the load cell to the steel frame sheared, and the load cell separated from the wall at 26,480 pounds, with a total wall deflection of 3.03". The connection failure was determined to be a result of the column flange displacing since the load cell was not concentrically connected to the column (the device was not centered on the column in order to ensure that the load was applied directly perpendicular to the wall and thereby preventing torsion in the wall). See the results on the next page. Deflection (in.) Load 0.00 0 0.05 2,110 0.09 2,510 0.12 3,150 0.13 4,120 0.15 5,250 0.17' 5,9 50 0.17 6,500 .0.20 7,720 0.23 8,380 0.26 9,450 0.30 . 10,630 0.32 11,580 0.34 12,370 0.38 0.40 _14,440 15,160 0.40 15,600 0.41 16,010 0.42 16,630 0.43 16,790 0.43 17,200 0.45 19,230 0.46 19,980 0.50 20 810 0.51 .21 630 0.53 22,440 0.58 23,040 0.61 24,110 0.62 24,420 0.65 24,880 0.67 25,528 0.65 24,880 0 .67 25,530 0.72 0.72 25,528 26.490 Lo Test #1 -11128100 racks appear ad device connection failure The wall was tested a second time two days later. Stiffener plates were installed between the column flanges to prevent the same failure from occurring. The wall was loaded in the same manner as in the previous test. At 25,050 pounds, however, the bolt connecting the load cell to the ram buckled, causing failure of the loading device itself (see test #2 results below). The wall deflected 0.81" during the second test. No additional cracks in the plaster were observed. Deflection (In.) Load (lbs.) 0.00 0 0.01 1,410 0.04 2,180 0.07 2,540 0.1-3 2,840 0.17 3,400 0.21 3,940 0.25 4,690 0.29 5,200 0.31 5,660 0.32 6,000 0.37 6,940 0.43 7,990 0.47 9,150 0.49 9,720 0.53 10,990 0.57 12,430 0.59 13,630 0.62 14 710 0.63 15,480 0.66 16,920 0.67 17,540 0.67 17,850 0.69 18,510 0.72 20,100 0.74 21,320 0.76 22,400 0.77 22,700 0.77 23,030 0.79 23,600 0.80 24,470 0.81 '25,050 R Test #2 -11!30/00 ilure of testing apparatus 1lr., to ...... 7 - r. r up 9 .. 7i..y>♦'h" i� -.YEA 7 . � 4 The inial test was conducted on December 7. A 60,000 -pound capacity loading device was installed for the third test (Fig. 12). The wall was loaded in a similar manner as the first two. tests. Additional large cracks began to form in the wall at 28,000 pounds. The plaster skin on the right face began to show cracks at 31,370 pounds, at which there occurred a slight drop in the load. Shortly after the cracks formed in the right face, the wire lath on the left side began to break in tension at the center of the wall (Fig. 13) and spalling of the plaster occurred near the upper -front corner of the wall just before ultimate failure (Fig. 14). The spalling was attributed to the scratch coat being too smooth upon curing, and therefore can most' likely be prevented by using the proper tool to scratch the wet surface. Finally, at 36,840 pounds ultimate failure of the plaster skins occurred and the wall stopped taking any further load. Figure:13 - Large shear crack in left face CEN LATH t i a a }i k U.}�.f ���N7i �lt ria }'J a«e�i tits tJr iF atit rt Y 0.51 22 765 0.52 23,945 0.53 24,625 0.54 25,085 0.56 26,885 0.58 27,885 0.59 28,035 '0.60 29,035 0.64 30,445 0.67 31,365 0.73 32,545 0.75 33,695 0.78. 34,035 0.80 34,955 0.83 35,465 0.84 35,585 .0.85 35,955 0.87 35,935 0.88 36,015 0.89 36,835 0.93 35,195 0.97 35,035 1.01 34,935 1.07 34,435 1.28 34,525 1.09 34,495 1.11 34,885 1.15 34,885 1.19 27,915 1.22 27,035 1.26 27,735 1.28 34.635 The deflection for the final test was 0.89" at the point of failure. The wall continued to resist load up to 34,640 pounds and the test was ended shortly thereafter (see test #3 results above). It was not possible to accurately determine the total deflection, of the wall since it is not known how much deflection the wall sustained after the fust two tests. Although the wall did not return to its original position after the first and second tests, the deflection sustained after the first two tests was small enough to conclude that the total cumulative deflection from, all three F4 � anq{Sp.�: �� 1�.• � S5 ` � M 4 Y�(1�N1� liLsS 1 J� . N r1x}i`'S^'1',j 1 tpr�` ru' Sia; � ,, � � < • _ }�-• 1 �� .> v�'i,'t�l��� 1A �,j�.l a � u , ? ... • s,x� F7 ve N � yah fit+ u. Yyi r . j 9.. ha4lo�x+��r� F l T�ry�r�p��.d,,1�[ld yiDLlt�'lr ' a' Ly 1.,L�y4 at I y ss I s7 � Gp�.y'� 1, y ' �i.Ctj'%,t' f �,q• ! . -�� M.i s y v }Yd lr �r}t 1.+ <C" 4 �'�•ilM :.. n' i.,. .: tt'.�4•'i --K .iFigure 15a — Right face cracks �..,. .. during 1 1 c s• > >1 a l r V } J a er r f r 1' 1 1 yF ` �+ tI� � � 1 r� " 44PI Oi tl}'7;rt9lr�2•oFl r S ` i (� �.f�'x5 w41r �x�•�� �s1, (, a��yt�c � .e7ij in'4'� "F'st✓,�^x.1 � 1 t, �, o k k 3 A .. • �nY t� 9r� 7 s�`' �,.�. c13�'M1��iTi�"t ��t�, �� 'ly—�•I 'R>' °rt�^� tyq SMk ' r ,, ,.•.tI..1, 5ca J! 7; it k�^�!} p rKlc= �•rsr rt + F• t " zgv'e cty-';a 7i. Yy j[T'41,•r r y Mu ai?x.7 ...... "d . J.. Conclusion The remarkable ability of plaster to resist high in -plane loads was demonstrated during the testing, as was the ability of this material to resist these loads multiple times.. The nature of wind and earthquakes is such that repeated demands are placed on the structure throughout its serviceable life. The ability of the wall to continue to resist significant loads after ultimate failure shows how a plastered wall can also prove to be a significant energy absorber in seismic events where sizeable aftershocks continue to threaten further damage to a building. Assigning a factor of safety of 3 results in an allowable working stress of approximately 770 plf for each plaster skin, thus the wall compares favorably with even the strongest UBC wood shear wall. The results clearly show that a plastered straw bale wall may be designed to meet even the most severe demands determined for residential and light commercial construction. Where wood walls have been substituted to resist high lateral forces in the past, we can now, with confidence, use bale walls to ensure aesthetic and thermal continuity throughout our structures. Although it would not be practical to use this type of wall design for each shearwall in a structure, it would certainly be sensible to use this wall where high lateral forces are calculated within the structure while using a more common configuration for most of the walls where normal loads occur. As straw bale design research continues, it is evident that bale structures can hold their own in the world of residential and light commercial construction. Works Cited I. King, Bruce. Buildings of Earth and Straw. Sausalito, CA: Ecological Design Press, 1996. 2. Myhram, Matts, and S. O. MacDonald. ' Build it with Bales: A Step -by -Step Guide to Straw -Bale Construction. Tucson, AZ: Out On Bale, 1997. 3. Steen, Athena S., and Bill Steen. The Straw Bale House. White River Junction, VT: Chelsea Green Publishing Company, 1994. 4. White, Nathan and'Clint Iwanicha.. "Lateral Testing of a Stucco -Covered Straw -Bale Wall." Senior Project: Architectural Engineering Department, California Polytechnic State University, San Luis Obispo, 1997. S. Wilson, Alex. "Straw: The Next Great Building Material?" Environmental Building News Volume 4, No. 3 May/June 1995: 17 May, 2000 <httn://www.buildingP_reen com/features/straw/straw html>. n TOFF, DE NEVERS & LEE STRUCTURAL ENGINEERS SAN FRANCISCO, CALIF. SUBJECT J013 N0. 5853 SH. 0 No. 1 of 12 BY KED DATE 11-12-02 STRUCTURAL CALCULATIONS FOR CHICO, CALIFORNIA ., - •f �+. �w 1 1 •' ,.i. _ .i.. .. • - .. •. .. .yy �. tl `' ;i .-J• � .._.. ..x •t •ti -. r�`� �. ~TOFT, DE NEVERS &LEE GI•NOCH1 n CQZ TA'Cr� roe Noy S$+53 SH: - CONSULTINGSTRUCTURALENGINEERS NO. I I I MAIDEN LANE, SUITE 500 SAN FRANCISCO, CA 94108-5329 BY �EQ DATE IA-Zz'(1Z Its '/L.'. P W -i I.-7 �yf ��• d -Lx10 ? 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NO. D OF I �' BY IK F= DATE ID-�2 -01 pl= I�tC3) �.5t it( --)IQ = 595 PL- 109-# P3 = 1030# P,t = I'tc3) -s + (L, W, = I+Qo) = 140 W's 14 C4) = '56 /I `^i3= Ik(G•5) = 133A/' Rn4 = ( 5 233" L" p.4 10 't d 6 q -F_ Z75 Z33 �. 1.1-15 > 1ncil z- ►•^ 34(in -- Ztizs- VFry = C��, qz 6 / 3 �, G� 6 � 6 i = Z 6 6 by Vti,,, = ��CIz� X1.5 I�rc�i� 5.z5 Ilk (6-) 1333 � �— ,; I d- Z6b6 �Y .I �✓�,„� = 6 6�i6 = I i 1 VJ„ ��a >^.i Ina 6 1 61)>>If M 5TA36 ,)_4. l cl�5 �I ►� J 14 cIA-53 3.5 = 5�5� ti = Spy/ -V = Z5 I Iq0 > zS ,� a ..ti"ri i .. f ��"` �.r,� ..l :t • 1..- 19913 h moi` ., ' TOFT",.DE':NEVE-RS & LEE JOB N0. CONSULTING STRUCTURAL ENGINEERS NO. OF'-!' 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P A I� of Z 1000 r,. 7-i1� C/n�ZI� 'TIni,.r, n I��.� T�rit, I /(�`1 Op . ovr w,,Il s5ff 411 (� r G() k 6oti, hr �) 5 f` / Zo 4 ;l owl h 1 APPLIED TESTING CONSULTANTS _ GEOTECHNICAL REPORT of the Ginochio Residence T - SC:.a'1'"' . i R prepared for Babette Zee September 28, 2001 GEOTECHNICAL REPORT For Ginochio Residence Cana Highway Chico, California September 28, 2001 _ APPLIED TESTING CONSULTANTS 3060 Thorntree Drive, Suite #10 AM M AkWaAw"Alt"AT&WIC Chico, CA 95973 Ginochio Residence 28 September 2001 TABLE OF CONTENTS 1.0 INTRODUCTION............................................................................................................. 1 1.1 General.........................................................................................................................1 — 1.2 Scope........................................................................................................................... 1 1.3 Attachments................................................................................................................. 1 2.0 FINDINGS......................................................................................................................... 1 2.1 Site Description........................................................................................................... 1 2.2 Subsurface Soil Conditions......................................................................................... 1 2.3 Ground Water............................................................................................................... 2 3.0 CONCLUSIONS AND RECOMMENDATIONS............................................................ 2 3.1 Site Clearing................................................................................................................ 2 3.2 Site Preparation............................................................................................................ 2 3.3 Soil Expansion Potential.............................................................................................. 3 3.4 Foundation Design....................................................................................................... 3 3.5 Slab-on-Grade..............................................................................................................4 — 4.0 LIMITATIONS..................................................................................................................4 _ Figures: Figure 1: Site Location Figure 2: Test Pit Location Plan Figure 3: Unified Soil Classification System Appendix A — Field Investigation Description & Logs Appendix B — Laboratory Test Data C:\Work\2001\063-Ginochio\ReportText.doc page 1 Ginochio Residence 28 September 2001 1.0 INTRODUCTION 1.1 General We have completed a geotechnical engineering investigation of the site for the proposed Ginochio Residence, located on Cana Highway, Chico, California. The purpose of our investigation was to explore the site, investigate subsurface soil conditions, and to provide design recommendations for the preparation of the proposed development. This report represents the results of our work. 1.2 Scope The scope of our work included: a field exploration consisting of two test pits; testing and analysis of soil samples obtained from the two test holes; and the preparation of a report of our findings and recommendations. 1.3 Attachments This report contains Site and Test Pit Location Plans, Profile Logs for Test Pits 1 and 2, and our Laboratory Test Data Sheets (including Expansion Index Tests, Atterburg Limits, and Gradations). See Figures and Appendices. 2.0 FINDINGS 2.1 Site Description The irregular shaped site is located along the south side of Cana Highway between Cana Pine Creek Road and the Pacific Railroad tracks, and is approximately one acre in size. The site is bordered to the north by Cana Highway and to the south, west and east by orchard. On the date of our visit, 28 August 2001, previous site grading was apparent. The site previously had a structure and rubble from that structure can be found throughout the top three feet of soil at the west end of the site. The site appeared to be relatively flat. 2.2 Subsurface Soil Conditions With a backhoe, two excavations were made to depths of 6 to 8 feet as seen in Boring Logs 1-2. No major change was seen in layers of soil- found in the test pits and it was determined — that the test pits were of sufficient depth to represent the soil profile of the site. The two excavations revealed relatively consistent subsurface soil for the site. The soils are predominately Lean to Fat Clay. In both of the excavations non-native materials were found with in the top layer of soil. These soils need to be removed as noted in section 3.2. C:\Work\2001\063-Ginochio\ReportText.doc page I • Ginochio Residence 28 September 2001 2.3 Ground Water Ground water was not discovered in test pits 1 or 2 at the time of our exploration. No perched water was encountered. 3.0 CONCLUSIONS AND RECOMMENDATIONS I At the time that this report is being prepared, it is our understanding, that the proposed construction at this site consists of two story, residential housing with a slab -on -grade foundation. The recommendations contained in this report are based upon these assumptions. 3.1 Site Clearing Prior to site grading, all surface weeds and organics shall be removed from the construction areas. .This material can either be removed or stockpiled for later use in landscape areas. After clearing has been completed, a representative of our office should inspect the site to verify that all vegetation and loose debris have been removed prior to the commencement of construction. The extent of soil removal may vary depending upon the findings of this subsequent inspection. Previous use of this site is unknown, but appears to have been a building site at one time. 3.2 Site Preparation It is our opinion that the. site once had a structure on it and now various debris from this previous structure are mixed with in the top layer of soil. The extent is not known as to how much debri exist below ground level. The site shall be scraped to four feet below finished — pad elevations. In scraping off the top four feet of soil, any "hidden" stumps, loose soils or dumpsites may be revealed. In areas where non-native or loose materials are found the materials need to be completely removed and replaced with engineered fill (see below for fill placement). Where materials are required to be removed a qualified representative from our office should be present to verify that all non-native materials have been removed prior to placement of engineered fill. Prior to placement of engineered fill within the pad and street areas, the exposed subgades should be moisture conditioned and compacted to a minimum of 90% relative compaction, based on test method ASTM D1557. (Lime treatment may be required in order to reach required compaction due to the high plastic limit of the soil.) Engineered fill or clay that has been lime or cement treated should be placed in 8" loose lifts, moisture conditioned and also compacted to 90% relative compaction. Compaction control and testing should be performed by a qualified .testing agency to insure the recommendations of this report are followed. Depending on the amount of rock encountered in the on-site or import soils. We recommend that compaction testing be performed using Sand Cone methods (per ASTM D1556), or Nuclear Density methods (per ASTM D2922). At the time this report was prepared, it was uncertain if enough on-site soils could be generated to complete construction of the building pads to the proposed finish grades. If on site or imported off-site materials are required to construct the pads, it must be approved by a — representative from our office and meet the following minimum criteria. Fill material must C:\Work\2001\063-Ginochio\Report Text.doc page 2 Ginochio Residence 28 September 2001 have a plasticity index of less than 4; be non -expansive (EI<20); have 100% passing the 3" sieve; 30% to 60% passing the #4 sieve; and no more than 20% passing the #200 sieve. 3.3 Soil Expansion Potential The surface and near surface soils encountered at the site were found to contain a certain amount of clay, which has potential for volumetric changes. Two Expansion Index tests were performed per UBC Standard 18-2 on samples, which in our judgment contained the most expansive potential clay, (see Attachment 2). The test results indicated E.I.'s of 77 and 96, which is considered "Medium to High expansion potential, per UBC Table 18 -I -B. However this does not imply that expansive soils with a higher expansion potential do not — exist on the site in areas not involved in our investigation. A qualified representative from our office should inspect the rough foundation excavations in order to determine if the following expansive soil recommendations are required. There are several solutions that will eliminate or reduce the potentially deleterious effects of expansive soils. Slabs on grade and pavements are particularly sensitive to swell and shrinkage of the soils subgrade. A list of options is provided below: 3.3.1 Remove all expansive materials to a depth of four feet below finish grade and replace with non -expansive fills meeting requirements as noted in 3.2. 3.3.2 Modify the existing soils with a chemical treatment to a depth of four feet below _ finish grade, (lime, gypsum concrete, etc.). 3.3.3 Change to a well ventilated raised floor foundation and use deepened stem -walls engineered as grade beams capable of spanning 4'-0" voids or swells, a minimum height of 4'-0" from bottom of footing to top of stem wall is recommended. 3.3.4 Design Slabs to resist movements ie., (post -tension slab or waffle slabs). The four options listed above are not intended to exclude other engineered solutions. The completed engineering may include more than one of the several options. Options one and two are intended to eliminate soil expansion. Options three and four are intended to resist the effects of the soil expansion. The best solutions are obviously one and two, but they may not be feasible from an economic standpoint. Options three and four, have been provided as options to reduce but not eliminate damage to structures. However, even under ideal conditions the risks for damage to structures due to the swelling and shrinking of soils are not completely eliminated. 3.4 Foundation Design Our field investigation and laboratory test results indicate that the existing native soils, at the _ proposed site, are adequate for support of two story, lightly loaded structures. The residential buildings proposed for this site may be supported upon conventional spread footings and continuous perimeter footings. Based on results of our laboratory testing performed on _ samples of the two predominant soil types encountered, foundations should be designed. in accordance with the Uniform Building Code for Class 5 materials. All continuous spread footings should extend to a depth of 18" below finish pad subgrade. For this project, finish C:\Work\2001\063-Ginochio\Report Text.doc page 3 Ginochio Residence 28 September 2001 • pad subgrade shall be defined as, "the surface on which the capillary break/moisture barrier materials are placed." Widths of footings should also be 16", unless greater widths are -- required for bearing. Foundations may be sized for vertical compression loads, utilizing maximum allowable soil pressures of 1,000 pounds per square foot (psf) for dead and live loads, and 1,500 psf for all loads including wind or seismic forces. Lateral sliding resistance should be calculated using a passive pressure of 130 pcf. In no case, shall the lateral sliding resistance exceed one fourth, — (µ = 0.25) of the dead load. Allowable foundation pressures may be increased in areas reviewed by our office. Contact our office if the foundation design requires pressure greater than described above. Plasticity index testing, along with gradation analysis, was performed on one sample that is -- representative of the subsurface soil type encountered. The result of this test is included in the attachments. Although the structural engineer should make the final determination of foundation reinforcement, we recommend, as a minimum, that foundations contain a single #4 bar placed at the top and bottom of all foundations. It is further recommended, that foundation — reinforcement should be consistent. 3.5 Slab -on -Grade Interior slab -on -grade floors should be underlain with. a 4" layer of free -draining gravel. The gravel should be graded, such that, 100% passes the 1" sieve, and not more than 2% passes the #4 sieve. Over the gravel, should be a durable vapor barrier of visqueen, which is 10 ml. or thicker, covered by 2" of moist, clean sand. These will both serve as a capillary moisture deterrent, as well as, to promote uniform curing of the slab concrete. For slab -on -grades, we recommend use of reinforcing bars or welded wire fabric. This reinforcing will minimize cracking, if minor differential settlement occurs beneath the slab. It is important that the slab reinforcing be located in the middle of the slab, and be held in place during concrete placement. Contraction joints should be installed at intervals, not to exceed, twenty feet in any one direction. Such joints may be formed by deep -(3/4") wet grooving while the concrete is still plastic, or by the installation of Zip Strips. 4.0 LIMITATIONS Our recommendations are based upon the information provided regarding the proposed construction, combined with our analysis of site conditions revealed by the field exploration and laboratory testing programs. We have used our best engineering judgment, based upon the information provided and the data generated from our investigation. Our test pits were dug in locations determined to be representative of the site. However, if the proposed construction is modified or re-sited, or if it is discovered during construction that subsurface — conditions differ from those encountered at the boring locations, we should be afforded the opportunity to review the new information or changed conditions, to determine if our C:\Work\2001\063-Ginochio\Report Text.doc page 4 .. Ginochio Residence 28 September 2001 conclusions and recommendations must be modified. We do not claim that our recommendations are suitable for discovery items or other site changes other than the conditions and testing specifically discussed in this report. Furthermore we cannot be held responsible for discovery items or other site changes. If there is a substantial lapse of time between the submission of our report and the start of construction at the site, or if the conditions have changed due to natural causes or construction operations at, or adjacent to the site, we urge that this report be reviewed to determine the applicability of the conclusions and recommendations considering the changed . conditions and time lapse. This report should not be used after 3 years. We would appreciate the opportunity to review the final plans and specifications. to determine if the intent of our recommendations has been implemented in those documents. Applied'Testing Consultants is not the foundation design engineer for this project. Design - for consolidation, differential settlement and bearing on fill materials are by others. Applied Testing Consultants is not an environmental consulting firm. If any adverse environmental conditions exist on the site an appropriate environmental consultant should be engaged. We emphasize _that Applied Testing Consultants does not represent that these test results and/or .recommendations are suitable, whether or not modified, for any other site or development on this site, other than the one for which they were specifically prepared.. "— :Applied Testing Consultants disclaims responsibility for these test results and/or recommendations if they are used whole or in part at any other site or type of development on this site. Applied Testing Consultants (ATC) Brad Forsythe Vice President Director of Operations Charles Roberts,. PE, MS C-038692 Exp. 3/31/05 Staff Engineer CAWork\2001\063-Ginochio\Report Teat.doc page 5 Ginochio Residence 28 September 2001 Figures SITE T )N Figure 1 NO SCALE APPLIED TESTING CONSULTANTS 3060 Thorntree Drive, Suite #10 - Chico, CA 95973 - Telephone: (530) 891-6625 - Facsimile: (530) 891-4243 LANA PINE GREEK ROAD S APPLIED TESTING CONSULTANTS 3060 Thorntree Drive, Suite #10 - Chico, CA 95973 - Telephone: (530) 891-6625 - Facsimile: (530) 891-4243 i UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS SYMBOLS CODE TYPICAL NAMES Grain Size Below/ ft. GW OC: "•' '• ' ' Well graded gravels or gravel - sand mixtures, little or no fines Above 12" Above 305 COBBLES 12" to 3" 305 to 76.2 GP Q'000 Poorly graded gravels or gravel - sand mixtures, little of no fines N GRAVELS d 6 (More than � of coarse 3/4" to No. 4 o SAND No. 4 to No. 200 4.76 to 0.074 coarse ( c) No. 4 to No. 10 fraction > No. 4 sieve size) GM No. 10 to No. 40 Silty gravels, gravel - sand - silt mixtures AZ No. 40 to No. 200 0.420 to 0.074 SILT & CLAY Below No. 200 Below 0.074 GCClayey gravels, gravel - sand - clay mixtures O ru . . oSW ! , Well graded sands or gravely sands, little or no fines W Yo $p Poorly graded sands of gravely sands, little or now fines `" 2 `' SANDS Oi? (More than # of coarse U fraction < No. 4 sieve size) SM Silty sands, sand - silt mixtures SC Clayey sands, sand - clay mixtures Inorganic silts and very fine sands, rock , silty or clayey fine ML sands or clayey silts with slight plasticity cA d d Z SILTS & CLAYS Inorganic clays of low to medium plasticity, gravely clays, sandy O V .. CL clays, silty clays, lean clays LL<50 o OL Organic silts and organic silty clays of low plasticity > °>' I I I I I Inorganic silts, micaceous of diatomaceous fine sandy or silty I I I I I I I I I I coils, elastic silts cMH SILTS & CLAYS . 4�1 0 N 0 CH Inorganic clays of high plasticity, fat clays w LL > 50OH ";;;;; Organic clays of medium to high plasticity, organic silty clays, organic silts HIGHLY ORGANIC SOILS PT _ = Peat and other highly organic soils OTHER SYMBOLS = Drive Sample: 2-1/2" O.D. California sampler = Drive Sample: no recovery = Initial Water Level Mf = Final Water Level — — — = Estimated or gradational material change line = Observed material change line Laboratory Tests PI = Plasticity Index EI = Expansion Index UCC = Unconfined Compression Test TR = Triaxial Compression Test GR = Gradation Analysis (Sieve) CON = Consolidation Test GRAIN SIZE C;LASSIMC;A I IUN CLASSIFICATION RANGE OF GRAIN SIZE Description U.S. Standard Grain Size Below/ ft. sieve size in Millimeters BOULDERS Above 12" Above 305 COBBLES 12" to 3" 305 to 76.2 GRAVEL 3" to No. 4 76.2 to 4.76 coarse\se (c) 3" to 3/4" 76.2 to 19.1 fine ( f) 3/4" to No. 4 19.1 to 4.76 SAND No. 4 to No. 200 4.76 to 0.074 coarse ( c) No. 4 to No. 10 4.76 to 2.00 medium ( in No. 10 to No. 40 2.00 to 0.420 fine ( f) No. 40 to No. 200 0.420 to 0.074 SILT & CLAY Below No. 200 Below 0.074 CONSISTENCY CLASSIFICATION COHESIVE SOILS GRANULAR SOILS Description Below/ ft. Description Below/ ft. Very Soft <•3 Very Loose < 5 Soft 3-5 Loose 5-15 Medium ( firm) 6-10 Medium Dense 16-40 Stiff I1-20 Dense 41-65 Very Stiff 21-40 Very Dense > 65 Hard > 40 Figure 3 — APPLIED TESTING CONSULTANTS 3060 Thorntree Drive, Suite #10 - Chico, CA 95973 - Telephone: (530) 891-6625 - Facsimile: (530) 891-4243 Ginochio residence 28 September 2001 i f ` Appendix A Profile Log for Test Pit # 1 vinocmo, un,co, Depth ter, Log Soil Description Rubble 1. 2 3 -H H I - Brown Lean Clay 4 Sample 01-S 1 @ -4'-0" 5 6 7 8 Terminated @ -8'-0" . 9 10 Attachment (1) APPLIED TESTING CONSULTANTS 3060 Thorntree Drive, Suite #10 - Chico, CA 95973 - Telephone: (530) 891-6625 - Facsimile: (530) 891-4243 Profile Log for Test Pit # 2 vinocnio, unicu, Depth %,n Log Soil Description Loose Import 1 Black 2 Fat Clay 3 Sample 01-S3 @ -3'-3" 4 Sample 01-S2 @-4'-6" 5 6 Cemented Sandy Silt 7 8 9 10 Attachment (2) APPLIED TESTING CONSULTANTS 3060 Thorntree Drive, Suite #10 - Chico, CA 95973 - Telephone: (530) 891-6625 - Facsimile: (530) 891-4243 1 Ginochio Residence 28 September 2001 Appendix B Sieve Analysis - Combined Client: Babette Gee Address: 1504 5th Street City, State, zip: Berkely, CA 94710 Attn.: Babette Gee Project: Ginochio Residence Sample source: Sampled by ATC Sample Description: CL, Lean Clay Sample location: Test Pit # 1 Sample depth: -4811 7,632.8 g 100.0% Start Wt, Course: 1 1/2. Start Wt. fine: 480.9 g 100.0% Sample No: 01-S I Date: 30 -Aug -01 Tech: B. Carter Sieve Size Weight Retained Percent retained Cumulative Percent Retained Passing Specified 3 100.0% 21/2 100.0% 2 ; 100.0% 1 1/2. 0.0 g 100.0% 1 1 0.0 g 100.0% 3/4 17.9 g 0.2% 0.2% 99.8% 1/2 12.3 g 0.2% 0.4% 99.6% 3/8 5.2 g 0.1% 0.5% 99.5% #4 37.5 g 0.5% 1.0% 99.0% #8 1.6 g 0.3% 1.3% 98.7% #16 1.2 g 0.2% 1.5% 98.5% #30 1.8 g 0.4% 1.9% 98.1% #50 4.4 g 0.9% 2.8% 97.2% #100 14.0 g 2.9% 5.7% 94.3%, #200 39.0 g 8.1% 13.8% 86.2% Remarks: I This test was performed according to Cal Trans Test 202 Reviewed by: Sieve Analysis -Combined Sample No: 01-S1 Client: Babette Gee Date: 30 -Aug -01 Address: 1504 5th Street Tech: B. Carter City, State, zip: Berkely, CA 94710 Attn.: Babette Gee Project: Ginochio Residence Sample source: Sampled by ATC Sample Description: CL, Lean Clay Sample location: Test Pit # 1 Sample depth: -48" Dio = n/a Cc = n/a D30 = n/a CU = n/a D60 = n/a GRADATION CURVE U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS 100.0% 90.0% w 80.0% 70.0% - m 60.0% w 50.0% Z u, 40.0% z 30.0% V 20.0% w10.0% a 1100 10 1 0.1 0.01 0.001 E i I GRAIN SIZE IN MILLIMETERS Plasticity Index Project: Ginochio Residence Sample No: 01-S1 Client: Babette Gee Date: 29 -Aug -01 __. Address 1504 5th Street Technician:, S. Hill City, State, Zip: Berkely, CA 94710 Attention: Babette Gee _ Source: Test Pit # 1, at -48" Material Description: CL, Lean Clay Liquid Limit: Trial Number: Tin Label: Wet Weight + Tare: Dry Weight + Tare: Weight of Water: Weight of Tare: Weight of Dry Soil: Moisture Content: Number of Blows: 1 2 3 4 5 6 3 6 4 49.11 47.66 46.87 39.48 38.38 37.47 9.63 9.28 9.40 15.38 15.38 15.3 24.1 23 22.17 39.96% 40.35% 42.40% 31 25 18 WL WP PI 41 .22 19 Plastic Limit: Trial Number: Tin Label:, Wet Weight + Tare: — Dry Weight + Tare: Weight, of Water: Weight of Tare: - Weight of dry soil: Moisture Content: Liquid Limit ° 43.00% 42.50% . 42.00% c41.50% y 41.00% 40.50% —?.k p 40.00% 39.50% 10 100 number of blows C Y = -0.0016x + 0.4055 Expansion Index Test Sample No: 01-S1 Client: Babette Gee - Project: Ginochio Residence Contact: Babette Gee Soil description: CL, Lean Clay Sample location: Test Pit # 1 Sample taken by: Sampled by ATC _ Depth of sample: -4811 Moisture determination 9:00 - Gross wet wt: 377.0 Gross dry wt: 337.2 Pan wt: 88.3 - Net dry wt: 248.9 Moisture Loss: 39.8 Moisture content: 13:30 - Density determination 14:15 Wt of soil & ring: 541.3 Tare of ring: 199.1 - Net compacted soil wt: 342.2 Dry Density, pcf: 89.5 Saturation determination 6:001 _ Volume of solids: 0.530 Volume of water: 0.229 Volume of air: 0.241 Degree of saturation: 48.8% Gross final wet wt: 483.1 Gross final dry wt: 286.9 Final moisture loss: 196.2 Final net dry wt: 198.6 Final moisture content: 98.8% This test was performed per ASTM D-4829-88 Reviewed by: Start: 2 3 4 5 08/24/01 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Final: Date: 30 -Aug -01 Tech: B. Carter Time Reading 7:40 0.0000 7:50 0.0093 8:00 0.0173 8:10 0.0280 8:15 0.0312 8:20 0.0415 8:35 0.0456 8:45 0.0521 9:00 0.0538 9:25 0.0661 10:00 0.0685 11:00 0.0695 11:30 0.0705 12:30 0.0712 13:30 0.0718 14:15 0.0722 6:00 0.0773 7:00 0.0773 8:00 0.0773 6:001 0.0773 Expansion Index: 77 Sieve Analysis - Fine Sample No: 01-S2 Client: Babette Gee Date: 29 -Aug -01 Address: 1504 5th Street Tech: S. HILL City, State, zip: Berkely, CA 94710 Attn.: Babette Gee Project: Ginochio Residence Sample source: Sampled by ATC Sample Description: CH, Fat Clay Sample location: Test Pit # 2 Sample depth: -4'-6" Dio = n/a CC = n/a Dao = n/a CU = n/a Dso = n/a GRADATION CURVE U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS 100.0% H 90.0% W 80.0% 70.0% m 60.0% W 50.0% - Z LL 40.0% Z 30.0% — V . 20.0% T I- LU 10.0% a 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS neve Analysis - Fine Client: Babette Gee Address: 1504 5th Street City, State, zip: Berkely, CA 94710 Attn.: Babette Gee Project: Ginochio Residence Sample source: Sampled by ATC Sample Description: CH, Fat Clay Sample location: Test Pit # 2 Sample depth: -4'-611 100.0% Start Wt, Course: 1 1/2 Start Wt. fine: 1 501.0 g 100.0% Sample No: 01-$2 Date:' 29 -Aug -01 Tech: S. HILL Sieve Size Weight Retained Percent retained j Cumulative Percent Retained Passing Specified 3 100.0% 21/2 100.0% 2 100.0% 1 1/2 100.0% 1 100.0% 3/4 100.0% 1/2 100.0% 3/8 100.0% #4 100.0% #8 2.9 g 0.6% 0.6% 99.4% #16 3.2 g 0.6% 1.2% 98.8% #30 3.0 g 0.6% 1.8% 98.2% #50 3.4 g 0.7% 2.5% 97.5% #100 8.2 g 1.6% 4.1% 95.9% #200 18.2 g 3.6% 7.8% 92.2% I Remarks: This test was performed according to Cal Trans Test 202 Reviewed by: i Plasticity Index Project: Ginochio Residence Sample No: 01-S2 Client: Babette Gee Date: 30 -Aug -01 Address 1504 5th Street Technician: S. Hill City, State, Zip: Berkely, CA 94710 Attention: Babette Gee Source: Test Pit.# 2, at 4-6" Material Description: CH, Fat Clay Liquid Limit: Trial Number: Tin Label: Wet. Weight + Tare: Dry Weight + Tare: Weight of Water: Weight of Tare: Weight of Dry Soil: Moisture Content: Number of Blows: 1 2 3 4 5 6 8 7 5 47.59 45.73 47.56 36.15 34.64 35.62 11.44 11.09 11.94 15.33 15.52 15.48 20.82 19.12 20.14 54.95% 58.00% 59.29% 33 7 - 23 18 WLWP PI 57J 20 37 Plastic Limit: Trial Number: Tin Label: Wet Weight + Tare: Dry Weight + Tare: Weight of Water: Weight of Tare: Weight of dry soil: 0 60.00% .r 59.00% c c 58.00% u 57.00% m 56.00% M c 55.00% � 54.00% Liquid Limit 10 100 number of blows Y = -0.0016x + 0.4055 Expansion Index Test Sample No: 01-S2 Date: 12 -Oct -01. Client: Babette Gee Tech: B. Carter Project: Ginochio Residence Contact: Babette Gee Soil description: CH, Fat Clay Sample location: Test Pit # 2 Sample taken by: Sampled by ATC Depth of sample: -3'-3" Moisture determination Time Reading Gross wet wt: 345.5 Start: 7:10 0.0000 Gross dry wt: 307.2 2 7:20 0.0115 Pan wt: 89.5 3 7:45 0.0239 Net dry wt: 217.7 4 8:15 0.0322 Moisture toss: 38.3 5 8:45 0.0415 Moisture content: 17.6% 6 9:10 0.0510 Density determination 7 9:35 0.0612 Wt of soil & ring: 544.8 8 10:05 0.0710 Tare of ring: 200.1 9 10:30 0.0802 Net compacted soil wt: 344.7 10 11:00 0.0812 Dry Density, pcf: 88.9 11 11:30 0.0880 Saturation determination 10/13/01 12 4:00 0.0908 Volume of solids: 0.527 13 5:30 0.0955 Volume of water: 0.251 14 6:30 0.0955 Volume of air: 0.223 15 7:30 0.0955 Degree of saturation: 53.0% 16 17 Gross final wet wt: 459.8 18 Gross final dry wt: 379.5 19 Final moisture loss: 80.3 201 1 Final net dry wt: 290 Final: 1 5:301 0.0955 Final moisture content: 127.7% Expansion Index: 96 This test was performed per ASTM D-4829-88 Reviewed by: NTCAPPLIED TESTING CONSULTANTS MATERIALS ENGINEERING TES AND INSPECTION March 11, 2003 Babette Jee; Architect 1504,Tifth-Street . Berkeley,, CA 94710 . Re: Review of Gin6iMo•Cottage Foundation,Plans & Design Criteria. Dear Babette, We have reviewed your foundation plans and design criteria specified by Toft, De Nevers & Lee Consulting Structural Engineers. The fill procedures (see attached compaction report) used at the site and the foundation design are compatible and in substantial conformance with the intent of our .Geotechnical Investigation. Applied Testing Consultants is not a licensed surveyor. We do not verify or certify grades or elevations. 'Test elevations are derived from information provided by the contractor and/or the client. Applied Testing Consultants is not the ' foundation design engineer for this ' project. Designs for consolidation, differential settlement -and bearing on fill materials are by others. Thank you for using ATC to' provide this service. for you. Please call if you have any questions regarding our services des. ribed above. Very trul yo Maw Charles J. Roberts C-038692 Exp. 03/31/05 Staff Engineer R 3060 Thornt'ree Drive, Ste.. 10 • Chico, CA 95973 • Telephone: (530) 891-6625 - Facsimile: (530) 891-4243 I wr' ! 1 1 � �1 1 GA B E L ASSOCIATES, LLC BUILDING ENERGY ANALYSIS & ENERGY CODE:COMPLIANCE p: 510.428.08030.428.0324 w: www.gabelenergy.com TITLE 24 REPORT Title 24 Report for: Ginochio Residence, Cottage A. P.N. 047-090-008-000 Chico, CA Project Designer: Babette Jee, Architect 1504 Fifth Street Berkeley, CA 94710 (510) 527-2968 Report Prepared By: Jay Dakof Gabel Associates, LLC 1818 Harmon St. Berkeley, CA 94703 (510) 428-0803 Job Number: 02597-JD Date: 10/30/2002 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC (415) 883-5900. EnergyPro 3.1 By EnergySoft Job Number: 02597-ib User Number: 1002 TABLE OF CONTENTS Cover Page Table of Contents Form CF -1 R Certificate of Compliance Form MF -1 R Mandatory Measures Checklist Form C -2R Computer Method Summary Form ENV -3 Proposed Construction Assembly HVAC System Heating and Cooling Loads Summary Room Heating Peak Loads Room Cooling Peak Loads 1 2 3 6 8 12 13 14 15 I_ EnergyPro 3.1 By EnergySoft Job Number: 02587 -JD User Number: 1002 Certificate of Comoliance: Residential (Part 1 of 2) CF -1 R Ginochio Residence, Cottage 10/30/2002 Project Title Date A.P.N. 047-090-008-000 Chico Project Address Building Permit # Gabel Associates, LLC (510) 428-0803 Plan Check I Date Documentation Author Telephone Computer Performance 11 Field Check I Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 1,177f? Average Ceiling Height: 12.0 ft Total Conditioned Slab Area: 768 ft2 Building Type: (check one or more) K Single Family Detached ❑ Addition ❑ Single Family Attached ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: (North) 0 deg Floor Construction Type: ® Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 2 ❑ Raised Floor Component Const. Frame Assembly 28" Straw Bale Wall _Wood 0.022 R-13 Wall Wood 0.088 Solid Wood Door None 0.387 Slab On Grade n/a 0.756 Slab On Grade n/a 0.756 R-30 Roof Wood 0.035 FENESTRATION Location/Comments attic, garage, typical, etc.) Exterior Wall Exterior Wall Exterior Door Covered Slab w/R-0.0 Perimeter Insulation Exposed Slab w/R-0.0 Perimeter Insulation Exterior Roof Shading Devices Type Orientation Area Fenestration Exterior Overhang Side Fins SF U -Factor SHGC Shading Yes / No Yes / No Front (North) 93.5 0.66 0.45 Bug Screen ❑ 0 ❑ Q Left (East) 41.1 0.66 0.45 Bug Screen ❑ Q ❑ Left (East) 7.3 0.60 0.45 Bug Screen ❑ Q ❑ Q Rear (South) 122.9 0.66 0.45 Bug Screen ❑ Q ❑ 0 Right (West) 26.0 0.66 0.45 Bug Screen ❑ Q ❑ Q ❑ ❑ ❑ ❑ 1 r ❑ ❑ ❑ ❑ 1-1 EJ 11 F1 ❑ ❑ ❑ ❑ El 1:1 El F] El El -E] F] ❑ ❑ ❑ ❑ Run Initiation Time: 10/30/02 14:26:21 Run Code: 1036016781 Ener Pro 3.1 By Ener Soft User Number: 1002 Job Number: 02597 -JD Pa e:3 of 15 Certificate of Compliance: Residential (Part 2 of 2) CF -1 R Ginochio Residence, Coftage 10130/2002 Project Title Date HVAC SYSTEMS Note: Input Hydronic or Combined Hydronic data under Water Heating Systems, except Design Heating Load. Distribution Heating Equipment Minimum Type and Duct or Type (furnace, heat Efficiency Location Piping Thermostat Location pump, etc.) (AFUE/HSPF) (ducts, attic, etc.) R -Value Type Comments Fan Jype Wall Furnarp 65% AFUE Ductless L with Fan n/a Setback — Cottage Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location heat pump, evap. cooling) (SEER) (attic, etc.) R -Value Type Comments No Cooling 10.0 SEER Ducts in Attic 42 Rpthark Cnttaga WATER HEATING SYSTEMS Rated 1 Tank Energy FacO 1 External Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby Tank Insul. System Name Type Type Syst. Btu/hr (gal) Efficiency Loss R -Value TAKAGI T -K2 or equal Instant Gas Standard 1 185,000 0 0.85 1 n1a For small gas storage (rated inputs of less than or equal to 75,000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input of greater than 75,000 Btulhr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input and Recovery Efficiency. REMARKS —Proposed window U -factors: awning -0.66, casement -0.66, fixed -0.60, swinging glass doors -0.66, transoms -0.60. COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. The undersigned recognize that compliance using duct sealing and TXVs requires installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Documentation Author Name: Name: Jay Dakof Title/Firm: Babette Jee, Architect Title/Firm: Gabel Associates, LLC Address: 1504 Fifth Street Address: 1818 Harmon St. Berkeley, CA 94710 Berkeley, CA 94703 Telephone: (510) 527-2968 Telephone: (510) 428-0803 Lic. #: /02 (signature) (date) Fsig—nature) U q (date) Enforcement Agency Name: Title/Firm: Address: Telephone: Certificate of Compliance: Residential (Addendum) CF -1 R Ginochio Residence, Cottage 10/30/2002 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies )ased on the adequacy of the special justification and documentation submitted. Plan I Field HIGH MASS Design(see C -2R) - Verify Thermal Mass: 31 sqft Tile in Mortar Interior Mass, 1.00" thick at Cottage HIGH MASS Design(see C -2R) - Verify Thermal Mass: 451 sqft Covered Slab Floor, 4.00" thick at Cottage HIGH MASS Design(see C -2R) - Verify Thermal Mass: 317 sqft Exposed Slab Floor, 4.00" thick at Cottage HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -61R. Plan Field Run Initiation Time: 10/30/02 14:26:21 Run Code: 1036016781 EnergyPro 3.1 By EnergySoft User Number: 1002 Job Number: 02597 -JD Page:5 of 15 Mandatory Measures Checklist: Residential (Page 1 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (•) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION instructions: Check or initial applicable boxes or enter NIA if not applicable. DESIGNER ENFORCEMENT Building Envelope Measures ❑X "§150(,): Minimum R-19 ceiling insulation. ❑ §150(b): Loose fill insulation manufacturer's labeled R -Value. 1150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does not appy to exterior mass walls). a'§ 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent. ❑§150(l): Slab edge insulation -water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perm/inch. ❑X §118: Insulation specified or installed meets insulation quality standards. Indicate type and iurm. ® §116-17: Fenestration Products, Exterior Doors and Infiltration/Exflltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. §150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. §150(f): Special infiltration barrier installed to comply with Section 151 meets Commission quality standards. ❑X § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures ❑X §110.13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. §150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. § 150(i): Setback thermostat on all applicable heating and/or cooling systems. a§1500): Pipe and Tank Insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R-4 or greater) 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined internal/external insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55 degrees F. insulated. 6. Piping insulating between heating source and indirect hot water tank. EnergyPro 3.1 By EnergySoft User Number: 1002 Job Number: 02597 -JD Page:6 of 15 Mandatory Measures Checklist: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION instructions: Check or Initial applicable boxes or enter N/A if not applicable. DESIGNER ENFORCEMENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) X] '§ 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the 1998 CMC Sections 601, 603, 604 and Standard 6-3; ducts insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or other duct -closure system that meets the applicable requirements of UL181, UL181A, or UL181 B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities shall not be used for conveying conditioned air. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and drawbands. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such a tape is used in combination with mastic and drawbands. 4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilation systems serving conditioned space have eitherautomatic or readily accessible, manually operated dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not limited to the following: Insulation exposed to weather shall be suitable for outdoor service e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. ❑ § 114: Pool and Spa Heating Systems and Equipment 1. Certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating, and no pilot 2. System is installed with at least 36" of pipe between filter and heater for future solar, cover for outdoor pools or spas. a. At least 36" of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. §115: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) ❑ §118 (f): Cool Roof material meet specified criteria Lighting Measures ® §150(k)1: Luminaires for general lighting in kitchens shall have lamps with an efficacy 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. FRI§150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance tc the room or one of the alternative to this requirement allowed in Section 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. 3.1 By EnergySoft User Number: 1002 Job Number: 02597 -JD Page:7 of 15 Computer Method Summary (Part 1 of 3) C -2R GinochioResidence, Cottage Project Title 10/30/2002 Date A P N 047-090-008-000 Chico Project Address Building Permit # Sabel Associates, LLC (510) 428-0803 Documentation Author Telephone plan Check/Date Computer Performance Compliance Method (Package or Computer) 11 Climate Zone Field Check/Date Source Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 19.15 20.51 -1.36 Space Cooling 14.07 18.29 -4.22 Domestic Hot Water 18.76 10.41 8.35 Totals 51.98 49.21 2.77 Percent better than Standard: 5.3% BUILDING COMPLIES Total Conditioned Floor Area: 1,177 ft2 Floor Construction Type: ❑ Raised Floor ❑X Slab Floor Building Type: Single Fam Detached Building Front Orientation: (North) 0 deg Total Fenestration Area: 24.7% Number of Dwelling Units: 1.00 Total Conditioned Volume: 14,124 ft s Number of Stories: 2 Total Conditioned Slab Area: 768 ft 2 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area rnttage 1 177 1412 100 C:anditinned Setback /a Solar OPAQUE SURFACES Act. Gains Type Area U -Fac. Azm. Tilt Y / N Form 3 Reference Location / Comments Computer Method Summary (Part 2 of 3) C -2R Ginochio Residence, Cottage 10/30/2002 Project Title Date FENESTRATION SURFACES # Type Area U- Factor SHGC Act. Azm, Glazing Type Tilt Location/ Comments _1_ Window Front (North) 58.5 0.660 0.45 0_ _9Q M4laard Low -E2 (Metal) Cottage 2 Window Front (North) 35.0 0.660 0.45 0 90 Milgard Low -E2 (Metal) Cottage 3 Window Left (East) 30.0 0.660 0.45 90 90 Milgard Low -E2 (Metal) Cottage 4 Window Left (East) 7.3 0.600 0.45 90 90 Milgard Low -E2 (Metal) Cottage 5 Window Left (East) 11.1 0.660 0.45 90 90 Milgard Low -E2 (Metal) Cottage 6 Window Rear (South) 67.4 0.660 0.45 180 90 Milgard Low -E2 (Metal) Cottage Z Window Rear (South) 55.5 0.660 0.45 180 90 Milgard Low -E2 (Metal) Cottage 8 Window Right (West) 19.5 0.660 0.45 270 90 Milqard Low -E2 (Metal) Cottage INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. RExt. Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Buq Screen 0.76 Run Initiation Time: 10/30102 14:26:21 Run Code: 1036016781 EnergyPro 3.1 By EnergySoft User Number: 1002 Job Number: 02597 -JD Page:9 of 15 Computer Method Summary (Part 3 of 3) C -2R Ginochio Residence, Cottage 10/30/2002 Project Title Date THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Location Type (so (in.) Cap. Cond. Form 3 Reference R -Val. Comments Tile in Mortar 3 1.00 24 -0-6Z n/a a Cottage / Interior Mass Concrete, Heavyweight 451 4.00 28 0_98 n/a 2 Cottage / Slab on Grade Concrete, Heavyweight 317 4.00 28 0_98 n/a 0 Cottage / Slab on Grade PERIMETER LOSSES F2 Insulation Type Length Factor R -Val. Depth Location / Comments Slab Perimeter 112 0.76 0.0 0 Cottage HVAC SYSTEMS Heating Equipment Minimum Distribution Type Type (furnace, heat Efficiency and Location Duct Thermostat Location / pump, etc.) (AFUE/HSPF)(ducts/attic, etc.) R -Value Type Comments Fan Type Wall Furnace 65% AFUE Ductless / with Fan n/a Setback Cottage Pipe Insul. Hydronic Piping Pipe System Name Length Diameter Thick. Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc) R -Value Type Comments No Cooling 10.0 SEER Ducts in Attic 4.2 Setback Cottage WATER HEATING SYSTEMS Ratedl Tank Energy Fact! 1 Tank Insul. Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby R -Value System Name Type Type Syst. (Btu/hr) (gal) Efficiency Loss (%) Ext. TAKAGI T -K2 or equal Instant Gas Standard 1 185.000 0 0.85 1 n/a 1 For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. REMARKS "Proposed window U -factors: awning -0.66, casement -0.66, fixed -0.60, swinging glass doors -0.66, transoms -0.60. Run Initiation Time: 10/30/02 14:26:21 Run Code: 1036016781 EnergyPro 3.1 By EnergySoft User Numbe-: 1002 Job Number: 02597 -JD Page: 10 of 15 Computer Method Summary (Addendum) C -2R Ginochio Residence, Cottage 10/30/2002 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies 3ased on the adequacy of the special justification and documentation submitted. Plan Field HIGH MASS Design(see C -2R) - Verify Thermal Mass: 31 sqft Tile in Mortar Interior Mass, 1.00" thick at Cottage HIGH MASS Design(see C -2R) - Verify Thermal Mass: 451 sqft Covered Slab Floor, 4.00" thick at Cottage HIGH MASS Design(see C -2R) - Verify Thermal Mass: 317 sqft Exposed Slab Floor, 4.00" thick at Cottage HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form GF -6R. plan Field Run Initiation Time: 10/30/0214:26:21 Run Code: 1036016781 EnergyPro 3.1 By EnergySoft User Number: 1002 Job Number: 02597 -JD Page: 11 of 15 PROPOSED CONSTRUCTION ASSEMBLY ENV - PROJECT NAME -7DATE Ginochio Residence, Cottage 10/30/2002 COMPONENT DESCRIPTION DESCRIPTION OUTSIDE SURFACE AIR FILM 1 Rammed Earth 2 24" Straw Bale 3 Rammed Earth 4 0.320 5 4.48 ASSEMBLY NAME 26" Straw Bale Wall 7 Fr/6 / 100 8 9 ASSEMBLY Floor INSIDE SURFACE AIR FILM 0,6801 0.680 46.49 TYPE (check one) Wall p W Ceiling I Roof 2 FRAMING MATERIAL Wood p ? FRAMING % 15% Framing % 15% (16" o.c. Wall) 12% (24" o.c. Wall) 10% (16" o.c. Floor/Cell.) SKETCH OF ASSEMBLY 7% (24" o.c. Floor/Ceil.) THICK- NESS kMING (in.) ❑ 2.000 ❑ 24.000 ❑ 2.000 El El El SUBTOTAI R -VALUE DESCRIPTION OUTSIDE SURFACE AIR FILM 1 Rammed Earth 2 24" Straw Bale 3 Rammed Earth 4 0.320 5 4.48 6 0.19 7 Fr/6 / 100 8 9 INSIDE SURFACE AIR FILM THICK- NESS kMING (in.) ❑ 2.000 ❑ 24.000 ❑ 2.000 El El El SUBTOTAI R -VALUE CAVITY R -VALUE (Rc) WOOD FRAME R -VALUE 0.170 0.170 0.3201 0.320 45.000 45.000 0.320 0.320 0.32 4.48 20.83 0.19 3.96 Fr/6 / 100 ASSEMBLY U -VALUE 0,6801 0.680 46.49 46.49 RG M *HEAT CAPACITY (Optional) WALL WEIGHT (Ibslsf) SPECIFIC HEAT (Btu/F-Ib) HC (A X B) (Btu/F-so [ 0.0215 x 0.85 ] 20.831 0.19 3.96 14.00 0.32 4.48 20.83 0.19 3.96 Fr/6 / 100 ASSEMBLY U -VALUE 55.71 TOTAL HC 12.4 *NOTE: Weight and Specific Heat values for materials penetrated by wood framing include the effects of the framing members. [ 0.0215 x 0.85 ] + [ 0.0215 x 0.15 11 Rc 1 - (Fr% / 100) 1 / Rf Fr/6 / 100 ASSEMBLY U -VALUE EnergyPro 3.1 By EnergySoft User Number: 1002 Job Number: 02597 -JD Page: 12 of 15 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY 71 PROJECT NAME DATE Ginochio Residence, Cottage 10/30/2002 SYSTEM NAME FLOOR AREA Cottage 1,177 Number of Systems 1 Heating System Output per System 27,964 Total Output (Btuh) 27,964 Output(Btuh/sgft) 23.8 Cooling System Output per System 0 Total Output (Btuh) 0 Total Output (Tons) 0.0 Total Output (Btuh/sgft) 0.0 Total Output (sgft/Ton) 0.0 Air System CFM per System 0 Airflow (cfm) 0 Airflow (cfm/sgft) 0.00 Airflow (cfm/Ton) 0.0 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions 22.0 of Outside Air 0 cfm 70.0 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM I Sensible Latent CFM I Sensible 695 17,130 9 1 583 24,982 0 1,713 0 0 0 0 0 0 0 0 0 0 1,713 0 20,5571 9 24 982 VERMONT CASTINGS or equal 0 0 27,964 Total Adjusted System Output 101 01 1 27,9641 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK F Aug 2 pm Jan 12 am 70.0 of 110.0 of Heating Coil :DOLING SYSTEM PSYCHROMETRICS 00.9 / 70.4 of Outside Air 0 cfm 78.0/62.10F Pea Supply Air Ducts 110.0 of ROOMS 70.0 of Return Air Ducts I ,irstream Temperatures at Time of 78.0/62.10F0 8.0 / 62.1 of. 55.0 / 53.6 of % Cooling Coil )% Return Air Ducts `i Supply Air Ducts 55.0 / 53.6 of 40.8% R.H. ROOMS 78.0 / 62.1 of EnergyPro 3.1 By EnergySoft User Number: 1002 Job Number: 02597 -JD Pagel3 of 15 1 ROOM HEATING PEAK LOADS Project Title Date Ginochio Residence Cottage 110/30/2002 Room Information Desicin Conditions Room Name Cottage Time of Peak Jan 12 am Floor Area 1,177 Outdoor Dry Bulb Temperature 22OF Indoor Dry Bulb Temperature 70 OF Conduction Area U -Value AT of Btu/hr R-13 Wall 1423.2 X X X X X X X x X X x X X X X X X X X X X X X x X X X X X X X X X X X X X X X 0.0215 X X X X X X X x X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 48.0 = = = = = = = = = = = = = = = = = = = = = = = = = = 1,469 283.5 0.6600 48.0 8,980 7.3 0.6000 48.0 210 295.6 0.0885 48.0 1,255 20.0 0.3872 48.0 372 perimeter= 112.0 46.5 5,208 858.6 0.0347 48.0 1,431 Items shown with an astensK (') aenote conaucuon through an interior surface to another room. Page Total: 18,926 Infiltration: 1.. 01 X 1.072 X 1 177 X 12.00 X 6] X 48 = 6 056 chedule Air Sensible Area Ceiling Height ACri AT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 24,982 EnergyPro 3.1 By EnergySoft User Number: 1002 Job Number: 02597 -JD Page:14 of 15 RESIDENTIAL ROOM COOLING LOAD SUMMARY Ginochio Residence. Cottage 10/30/2002 Project Title Date Room Name Design Indoor Dry Bulb Temperature: Design Outdoor Dry Bulb Temperature: Design Temperature Difference: Cottage 780F 102°F 240E Conduction Area U -Value DETD 1 Btu/hr 1. Design Equivalent Temperature Difference (DETD) Items shown with an asterisk (') denote conduction through an interior surface to another room. X X X X X X 19.1 = = = = = = 585 24.0 4,490 24.0 105 19.1 500 19.1 148 39.5 1 178 X X X Page Total 1 7.005 Shaded Unshaded Solar Gain Orientation Area SGF Area SGF SC Btu/hr Casement(North) French Door French Door (North) East Transoms (East) Awning (East) Casement (South) Awning (South) French Door (West) Awning (West) ( 0.0 x X x x x X x X x X 1 + 1 + 1 + 1 + 1 + 1 + 1 + 1 + 1 + + 58.5 X X X X X x X) X) x X[J)X 15 )x ) x ) X x X X ) x X X 0.50 = = = = = = = = _ 440 ( 0.0 35.0 15 0.50 263 ( 0.0 30.0 73 0.50 1,097 ( 0.0 7.3 73) 0.50 267 ( 0.0 ( 0.0 11.1 73) 0.50 406 67.4 32) 0.50 1,080 ( 0.0 55.5 0.50 890 ( 0.0 19.5 0.50 713 ( 0.0 6.5 0.50 238 ( Sched. Page Total 5 393 Internal Gain Frac. Area Heat Gain Btu/hr Lights 1.00 X 1,177 x 0.200 Watts/sqft x 3.41 Btuh/Watt = 803 Occupants 1.00 X 1,177 X 255 Btuh/OCC. / 333 sgft/OCc. = 901 Receptacle 1.00 x 1,177 x 0.000 Watts/sqft X 3.413 BtuhlWatt = 0 Process 1.00 x 1,177 x 0.000 Watts/sgft x 3.412 Btuh/Watt = 0 Infiltration: 1.0o x 1.072 x x 12.0o x X59 / 60] Schedule Air Sensible Area Ceiling Height ACH ZST Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 17130 Sched. Latent Gain Frac. Area Heat Gain Btu/hr Occupants 1.00 X 1 177 X 225 Btuh/OCC. / 333 sgft/occ. = 795 Receptacle 1.00 x 1 177 X 0.000 Watts/sqft x 3.41 Btuh/Watt = 0 Process 1.00 x 1 177 x 0.000 Watts/sgft x1 3.41 Btuh/Watt = 0 Infiltration: 1.00 X L 4,8061 X 1 17 x 12.00 x 0.50 / 60] -0.00124 = 704 chedule Alr Latent Area Ceiling Height ACH OW Fraction TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 91 EnergyPro 3.1 By EnergySoft User Number: 1002 Job Number: 02597 -JD Page: 15 of 15 TOFF, DE NEVERS & LEE STRUCTURAL ENGINEERS SAN FRANCISCO, CALIF. SUBJECT _ JOB NO. 5853 SH. 0 No. 1 of 12 BY KED DATE 11-12-02 STRUCTURAL CALCULATIONS CHICO, CALIFORNIA RECEIVED JAN 1.4 2003 SACRAMENTO IINHART P OE Ne yyERS �orl+00 F Innr P-4 ZxlO a 14 S/2" Gyp, M;,c nL Strew— 13 -le — P15>— Vyc11s II 0"f Z STA' z" pl!, 4D. C) r,f 1W, rz; �� Strnw G3 le 2-0.0 p 54 DL 6 0 p s -f L- L `f- Q n 5 -f 7L c;_1 C5 -F' TOFT, DE NEVER$ &'LEE' �1NOCH►0 COTTAGE' JOB No. S�S3 SH. • CONSULTING STRUCTURAL ENGINEERS P= Cccl9, r = I - 0 � CZ -6 16.E _ �t5p5f NO. 2--, `'�'�OF IZ� 1 1 I MAIDEN LANE, SUITE 500 SAN FRANCISCO, CA 94108-5329 45 - 5= 9.0 r>f 0 + PLIr= 4-t7�a�L-` 3Z 5 { BY KEO DATE In=22-OZ -3Z rW-1 V(D prc el al � "3A �� F vi ZS in Sfrr„ rz f2oof vpllkkt Po.t = I.(1 6 I,'" 16,4- Z3 pf _.A7�l,�la- S1..�1c5 3.0 r>f ---i - - -�---�-�--1 L I Zn In 14" R., Ckv!. 1 . q rsF T�s„1� E•,�� I.w- r5f IZ ry{ 1)L 12-(13.IZ = 13.z{-� LL 11 rsf TL 30 ROOT- 4=12- Scc Atnovr DL IZ. P.,f\ti 65 9' 12,65 DL- IZ ( , Iz. 6 s- 12 13 , r,f LLI� r>f TL Z�► r,f Gar�yP Rom f Nn Cc,1;-� /S�s L()FT PLoorZ f7L-In LL -In TL -3o �orl+00 F Innr P-4 ZxlO a 14 S/2" Gyp, M;,c nL Strew— 13 -le — P15>— Vyc11s II 0"f Z STA' z" pl!, 4D. C) r,f 1W, rz; �� Strnw G3 le 2-0.0 p 54 DL 6 0 p s -f L- L `f- Q n 5 -f 7L c;_1 C5 -F' jo r RooF QverhaR s - w,..4 Vp\;Lt—):xnOsvrP C Cc= 1-01 cl Z, b Olt lb -4 - P1 -( P= Cccl9, r = I - 0 � CZ -6 16.E _ �t5p5f - Nrf VpI,cF 45 - 5= 9.0 r>f 0 + PLIr= 4-t7�a�L-` 3Z 5 { "30 ( 1.15") -3Z rW-1 V(D prc el al � "3A �� F vi ZS in Sfrr„ f2oof vpllkkt Po.t = I.(1 6 I,'" 16,4- Z3 pf Nrf. v�l�ft = Z3 - ly �� 4� = I I �,y{ O t P,� = II C13 4z��' �I p5f� s"y lo�sf TOFT, DE NEVERS& LEE t. .JOB NO.`- 1'SH. CONSULTING STRUCTURAL ENGINEERS NO. --3' pF 12. 1 1 1 MAIDEN LANE, SUITE 500 •' - SANFRANCISCO,CA 94108-5329 BY DATE II)"Zz'nZ 14 IiZ" pw.+ —Seo„'�t,tiM9 lvq -5Z:'�:F. 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Ir4s°^n�r� ���- 36c) Cl_5�' Z 4o �, 6z5 r,. n 0• UPI{ P�� = 3��Z�3�Izz i = Zn3� N_-{• 6(\n > zo3 �kC �ntnNPcl,or5 — F��n�f-i — Ca.,� crf•��_ In Ovt�;��,,, i 2',-l�P IF 3” Toe ScreN+/i TOFT, DE NEVERS & LEE JOB NO S'5 SH. 3 CONSULTING STRUCTURAL ENGINEERS t NO: y •OF �•. i z I I I MAIDEN LANE, SUITE 500 t - SAN FRANCISCO, CA 94108-5329 BY KEr) DATE ,In—ZZ —nZ Z.7,R'✓+3i'� L�' w = `3n C9 �_..Z�..� �/� M = 170 V= 12= (10 Cln)= Z•%,M�1,S�2�oo�/�t1_S6= 9� � Z�o,o� •_ S -2"70 ( in )'4 I. -7 'L _ 0L/1$(� '51"x, t?/iS, I oO - lln- V Z x1 O a Z' No►+r p � f 0 w D ►'q R- 9 :F, 6 l,S 1 3n (�o„ IZ\ 5p4v% S= SZ.65�" II/?- V -L Zinn , I�4�6 < ZBPn(1.1s) Iv; T Iz T 13So l,S QI-v50 3.ZS = 61 = Zclr) 113 c GZ�,r-c �1 Vel P= I-5,0 \iso 1 b 1969 ZS � r—_7 --- ,T I'S 'i- T Q-13 16i3 1^•:c 5�' 1 M = 2193# Iz,3 ''11 5 4t 1n Si 1 ;; A,, P= 20 t' 3nc3)�.s= Z37q "-N-, Nt,, Y'—, �9C �%VIV,�.r r•,"I� ZOO �c,�t L c'\lcl 5 f/ P = Iq 5 $ M 6 .o V 4t = 4017 pvev;,„5 + 10 (7--) It 1338 t133h 4>—A Posts # z OF Ci Li= C)-�. 5���'1" 3091 QrnCt1 L-,, \,,-r GaY•�c 2�^� Z�6 z n1= a Z' �/(1m,, 1�.tis' Cl - I^� rYr—;r,,,, M= 3�1 Gor,9g Ron4' Sr4Po.-t gr, 3x-� fPZ nt= r7rn,�� %,51 *,Ii e1 1111 (Iz) S. < 10(3n �L2S) W= 30 (zs�153 = MIS Vr = �C-7_S�/� = III I -Fb= 21_� = 6ncl O k H r • •TOFT, DE.,NEVERS & LEE JOB NO "SH', CONSULTING STRUCTURAL ENGINEERS '`•-�r��.� NO. �` OF MAIDEN LANE, SUITE 500 wb r- •, - _ SAN FRANCISCO, CA 94108-5329 BY kEI-) DATE In�ZZ'O L L c, L, W= ti = 2.1.3°1 -6�� �,•, _r _� V= 6 I-S (40 1) / 13.87 - `tit -15 ii/r s 53 i Ii) 4 1,-1 'Z'3 n n u WL= S3 LCL 3a� leen (omci3� .16 1b R- 91/Z I Iv��.. 7�1n`^S I�, �� 7�.1% sf rfo . 3Bz5 C�z� W= 51PC6) _ -506 M= 3ot (la-)Li$ = 3192,5 -Fb = -7 V= 306 (5) = 1 S3O �,= 1.5 C1ill ci - 4t6 210 rs; w, = 4tnc 6j7 11-tn L, S.zSZ^ 2= 61( b1=uz10 �. II I �" > /t0$ P�Y��. T 1f! Y zK 3 # ► I� i a 16'' S�,ar,s 10' w= 6 $Mir M= 6 3 c 1 0)2/-:3 = 3s� �Iz) _ X50 -Fb : I ),Ir-t �� 6 1 -L (In r„ Vt 61 c5)= 3 �-O" {, = 1.5 C3z-n] / In-SS = 4-1 ri5 w?'= 53 (NL ' 3�'F 16on C 4-�t) •161, < 1-/qj0-Z7 J Ib'A �? 4'• )_f- 105C3) = 315 A•' 1 ( 5)= 155 "" � r-� P—= _Li J 1'Ly -3 L� 0 U16 Z-In Cc'.",\(-- I2,= 34tn M- 34-o(i.5>` 51n Z�In C0'v�I;1rN nk <"ovI,,.• 5•�17r-4� p01I,. f2r,,t cb13-65 us Z— 2,x I 0 , hforfY S (v;r $16� Ltn- / VU P It Ly -L T #, 14.37(12) 6S' 3A6 i`1- I4-3Z �,= zCz1_ztil 403 p; 9 Lk t Z b / Z t- 3 ern = 2, 6 Zee 15 5 T161-7 -L It (,IA 161- Z4hn t1z1 201 M= Z4�n �= �3.g - �tn5 rs; �= I.S 3a_q 'Inn c tiSC1-i5) 23 �- n n �xt.a 1�r1r � 4 1'n�� -9"0 61.2 5 's lya"t, NO S VrpdY II%P1' ccrt-;0.s W' 51 C -7 35� vim= -3 C3.s�7/� S't� #r {y - iF1- Z) °_q ,et I0 N.1r W= 30(10') + 51 CS)= S55 M= 55sC3)'-/8 F,= 6z�C1z)/5n= 15c1�,; �,= I.5 C833�/32•'t = 3�1,;; ,"� TOFT, DE NEVERS & LEE Joe NO '[S$ 53 SH: ' CONSULTING STRUCTURAL ENGINEERS NO. ,_`�'•' -OF' I I I MAIDEN LANE, SUITE 500 - _ — SAN FRANCISCO, CA 94106-5329 BY K S DATE Aver OF -31b" w= 6'5 S,zs�`/$ = Z3�#� �ti= 134 Ql)/ -)-'i6= 3-72-' �„� V= llo �.I W= 711 6n (15 = II �� aE• ��LCP W= 3n C2c, + '750 + + 1�itz 1�4z � � 5► c Iv) bn c�� _ �+_ -L. - GZI � Inn r,c n- Fl, P= IS -30' = 153n/►.33Z -861 lnrn r, F�,t 17j�F.vrn» \A/ ( °I) = `t 5'1 r = lr:;9/1-3-s = A-tk rrr) r-,- WctiE (rte lr W= -30(S) -i- ICTO> )= T)S' r = 3-)S/1.3-1= ��Z�Irrn P= (i) 30 CZn)�1Z1` �b�n "56rn � �'36cn ligon w= 60(Q))= !�.C---r—L in o et 1 b�� �4rcIf"0 M= C1,6I—IJIS) 4-/2= 4tb M = 1-S (1+--3)-- T� 1+ 'T Ty 13 A, rrn$ CI,=Zy-7 TOFT, DE NEVERS &LEE JOB NO.',�'�S'3 �{SHS'- CONSULTING STRUCTURAL ENGINEERS NO. •''��^',�' OFt"�'*a' MAIDEN LANE, SUITE 500 •.. ,, SAN FRANCISCO, CA 94108-5329 BY �Eb DATE 1n=iz-nL I Ecr�y�...ltia Fnrf(' -r-s C •3b� _ �' . 3 Sn; 1 5, c^ .3 6 R 1 S C; st jT, I F = 14- -7 6o + 6oZ+ Io Cn)z.Z _. 13, b* -+ 10, -1 + 6, 4$0 + Z, it -Lo = 33, 61 b wFLrn� = II C -LO') + 60 C3) -60. fi G0 0-S)2`t r 6nOr-3 y 0 S5oo + Mplt)o + ►z�z�rn t °I, 6rn#= 1$.1 {y-0# VV = 33, 31, 140, _ -71/1161w V = ,14 (71, 3Z6)= IO,�S6 1t W xpo 5.,• e , '30 �, 1- Go,Ew, �w P= CcC19, = 6'S 16 `f = 13.q s„7 14f pyo N -S P= 14- 't + ILlr 7zS+1 5)7Lz+ 1405) ! _3Z + Z 6`)S + ZZnj + 4bZc1 1 ►�,n t �Iy = IZ� ZS�� G-ovc—> NS >✓-w 1524 110 = S 41�� FCS Gr�r It7, 1156* Ew 9, Cbnb,34� g4�1, n$ J ll1 nS6 = b3$s Cln �s6� = 64Z► 9 9'tq 60$� In n 56 = 3 61 5 C In 0 56 = 3 6 35 10 ,056 z w 33, G�3b(IS) 40C9) = 6 0 6 1 Ws 3 `r 3, z 6 n= 9 L4 N -S - Ro,f PVn vw, = I`f (3��5 t 1+M10t I+(-7)14.5 + 315+ l)u) t I'kzI r ZclLtc1 + 665 * 315 = 6- �-7 Gc,Vf Clnc,L- M OF I7j,-P Z0' '7v— kkl9 4 y wc% T T 10 3 0 s}� S370 Cls - M° li sss = 11`84p..; ... L,. a �i _ � b.�4 f+,,,,•ft ntt. .:s: r� J :. t:3 ��� .•�_ , s,:� TOFT, DE NEVERS & LEE S_. 15,3: srH r ` JOB N - c Q r CONSULTING STRUCTURAL ENGINEERSF 111 MAIDEN LANE, SUITE 500 +-.•',-+ •: - - ~z SAN FRANCISCO, CA 94108-5329 BY + DATEI��ZZ-"�� �— .� 3 ti L PL= toll P3 = 1 030 3) -7_5 -+- 19 c i, 1"S WINS FRnr^ SovTk ➢ %�X`\ a til vv''z 1+(10) = 140 fv, /1�1 qL — —?1 I�� W -v= '56A/I /�,��.r 2 M� / 595 I �In9$ te3ol T531 W3 - 1 L� (G•5) = 133 ail 30 /1A = 3 I, 6' z0' 1 4' c Zt 1 n uc ; _ _ 11/1 IJ LJ �O1RPH CZ�IZ7—�757 %I » = 2_33 $40 1Z0 532 M 5 T^ 36 _ f. I °I 01,5 > I A ci 4, -ziz V = Gi3, °I3b/ 33,6�6� 6t�1 = Z666r �5c�r� Fri � V",- i1fiCI?)�.S 14C11)'T 5 Ick 6-)-2-SZt31'* i 1 1/2 p a �,i Ina ? 6' (°tn >lt I 66,E 60 46' s{r^ry 66-7 M 5TA36 ,4. l `I A5 J P—A, (Z"J,, Vr2.t•,•E ; I4 cta_5) 515¢ �. = Sty/ 21 = ZSOf/I y"' P__j Io -k -, 6,. �_ f I 61 > ZS �,, TOFT, DE NEVERS & LEE CONSULTING STRUCTURAL ENGINEERS I 1 1 MAIDEN LANE, SUITE 500 SAN FRANCISCO, CA 94108-5329 JOB NO SH " f BY.• lDATE1�iIZZOZ' FQSt- Stier V/011 L= 3r,' _' Va 6-►� 6 /2 = 33�� - vcr,-- ItiC1�)�= IIZn# __ VT= �tSn$ i/= "Cjo's /-36 = IZSaf/I c I80#/C P15�' Scr P1Z' 1% -_ Pomp 2- 30110 p = 6 Q S) Z n � ) t I y'�3 n) 5 4tc,0 C,S) 3 = 4rnn + $ `C� _ e+l `t0 3N(,PL O�c z Com-. v� _ 6 3 Pp (�) I (3) = S n �t 3 000 , atm Ce.t.'A N<s 9.5' ►mss«-sns3 V = I(Io) 3 -* I t C -I) -7,5 A 55 # `t -ns 1� 5 -7/=1S55i I -s 9/' °= � a 7 MST 43 to 31/i P,,i q -F - 'A" P-4 A , G' 9-(. 31In > I VR In.5 3.5 = 33-1 �3 + 51 CIA PISS' ti= �'I ciz / 3b1 = In$#�<cr I�3 n #/I ( P'yF, , Scr P lZ V,SY Fkrc,. = 31 -7) -r.,— + I''r( s. -ZS) $ 399 SZZSit -S Zqq' . I kA" Pwa wi ( 0 a ., f , 3 141 C��= 19gZ# PH DZ �_f. �ib10 > �g9Z,o' WeSk G -c ,r V - I - S$ ss L= -L -2/- SBZ/z1 C heck Uti 5 4`301 t 19 5 5 + ';115 + 51 S = I Z / 1-760 - I Z./ 1S'7 / A,< 6Inew- I Yah 9 its — 1\ Wo11 S 144 11/1 44fl/1 - 2� � �i 16� a �„ f � IZ 1k�1 _ I�SC 3)l b )� a )= 175 I�-t�r iSn it ",> 1 � 4 t- S_g SII Zx4t wi 5/ 3 "'er a 4' J. II Lt cl 7. 1 n Pw-1 In/,R 5111 -l/, zx ,, ���" ar > z'-�" �_F, C,5ZIP a• F TOFT, DE NEVERS &rLEE"j Joe No Y'S�5' SH. CONSULTING STRUCTURAL ENGINEERS NO .1 ^;` I•;OF 122 1 1 1 MAIDEN LANE, SUITE 500 SAN FRANCISCO, CA 94108.5329 4r - BY V>:17 DATE I0-:17- Narlti. Wnl l — (/ �r 6k' VR.= 6 4Z1 /Z = 3z1O P15E' v= 321(1 /pt = S11 i1 13oa.1 - L���. ,,-,r . V; of 11-1,.. I/3 i�i.n Cnw h'..1 �..��.,�.. wc.l► Ib" T-35. Nc"u rq-Q.ne Wolf L = I n U1 # = C3zlo 3 3 63s] .5= Zzll ti= zz„� In= zzl#�I loj .. 6" 9_f. 310 > zz 1 , c ')-(_ 4•Ltbo > ZZ I► p -r, : � Z I C —7� - I S Lt �" (7 +t n z �. f. 3 b i n> I S 4 -7 No's P1.5 -E- L = 1-7 ` V= Z11) Z= ZZ II/11 = 130 7n �Y�IyF,' � Srr n IZ s P, _ 16 o Cz.s 1 °I t b o c 6) 6] 3 = Z3 `-o' Pin 4r, 0011p�{•r. - �� ��,•, �" I n �rt �►�Z " � �/z �c-� I�.•._ ,�/ Z - S/�,� ,� •pj„ Ln -Ic -7 - 3576 - ZZ�► #� nu 1 �ZIZ 7O2��1 Vi" In -k ? 6" E- IZ►�rt �/n�itrw CIZ1Z / 14- �_S= K3 i�'n` 5clo* Wr�1►. L- = 3b# VR.= 64'zl /z= 3z10 VF,t+rrt = 3 3635 = 1ZI Z VT = 4+zzI Z = Zt4tT7- / 36 = I7-3 P. = IZ3 Cz� q = zzl't4 3 pp` _ bn cq� 15 + I'+�°I) ] 3 666 > ��Cr4 VFw + IzII } It Z'k- Z= I0,056 ,nom TOFT, DE NEVERS & LEE CONSULTING STRUCTURAL ENGINEERS I I I MAIDEN LANE, SUITE 500 SAN FRANCISCO, CA 94108-5329 X, R 7,..9, w �an.�• 4, . JOB NO S 3Y -`SH:" OF BY KEY) DATE - e IN•n w, "4 14C7.5>Szs.ri -._ v= 13Cx 15("- GY-t IQa � 4"-STAGrr ?-F—D 10.2.5 (240' _ 1.2s cIn)s 1-2. w 4X10 # Li) F = I i Bol - 1 -7 = Fc) 4y� q i- r5; -- 6 3 5(1,'3) _ a 4� r,, col "e ��t �r1� C3C 2321.i' / 7, 1-r 1 = ZC 33.n5 rt 31-3S 00.7.5)L� CI -L)/ 6li0 �()� S 1'e-- Woo, V= I O sn1� 2= 10;3n/7- _ 5 Z 5 #/1 Vc P� 9 —,/ In .1 0_C. Z( `t6n) /5 CL -A I „ 4< x 1'� V L � Wr C = va, / s = Ins0 CIva's� 3t.3s / 6 3-70 60 q f/I IiZ" Pwa 13� . 5,�„ �i Ing �+ of Zc 4t6 - 012-0 - Gnh Rig c\- N ST 41 K5T37 �_(. ZC 3�►S�= -76-;n tA5n��� T/7--3 '/-L Po,- akk— Bost M = 1575 Fb = 15 5 CIZ)i 7.1; < Z �t� � �1.�3): 31ti2 Iti-( -7.1)-7 X35 � 6• t 36c6 k-- -7 0%--- 7 ole,�r T,V -2 -A -3 4 r).f . 3o '3 V3, n- TW; -T new Ol�= (?i 6`3 �,�,�rr 16•-TJS/P�, 5�'r` S��a s I � I . = 1581 �190¢�I ,�K w = 14(- C -7 `I ail IV\ zz I6" TJ -r/ 9_f_ I I, o �� � 44--2-z V = I 1�� �_�. 14rn - 931 R= °13I Z��t >3 Ike ;� wry f3o� moi', liy wi L'I() Bots, ij, 13 go °I31 d- co,I�nK TOFT, DE NEVE'RS `&.LEE JOB NO ' J 53 SH CONSULTING STRUCTURAL ENGINEERS NO.�IIZ • �r;1 •.Z OF 111 MAIDEN LANE, SUITE 500 SAN FRANCISCO, CA 94108-5329 BY - DATE Ti Ver: Strl_3.r,-fn•�_ •Zf`T Inns ps" PSS TE 0J(.- lin UA C_ 151 , . 1 -� Tc,S IP Z� - Z - !/8 " �� � /' _ -• Des -17r, Ovr SPISE- 51YOw N-ke Wall to 6e siyo,)(r �Inc�• .1 S t\)«O_C.� Str"V — gn le I�.fa.l1 I. �c� tr-I af _ C" 1 �'cl,' pc)l� {C V1m-1- SQ� t/�v• 5 012l-'rc 1 ;.IV A �re%Cnlf l gyp. yyy i 7TI !lf �C � L 'f C'v11 Poo N, f'1 &11�14) �t"C•IC• 115 Vv.�l �n � 11iOMi —13nlr `flu's \VVC CMN II Tt1; y I I/,t (�,r• Sieh i S tvccn Wn I1 i3YnCc{ ►�, St lfrlw - �., IC S f —761 1C l fly v^^`7 s s be % `t"7 cy I .aCY St,e 1 N of fAq 5f Vccrl r 1'lor zS3 rs; 5+ -c -r, 1"l -r F Z zs3 c„ (I -Z-" ) (1_'15"-) = 4, -7 +/1 Tie C.p-' f-7 n( t\.r {,QS tr-1 Wnil w<,� Ine e er- Jvc to inC-ft ,CASfYfl)t-• nG fir Stvccncr/F{trhP %A �fsf c7vAIry por t••(',n a}1n.r etf t -1-c S+rory - loclle, Cn LLhr Ih-�11e, •.P �vnll Styr, ) I1rr,) t -In T<'f "I -o--1 F'I'i"" (1`r- Felt (nd - ��- s_re i7 7 Er, to V,I✓f ci_a h,r c1eS11, Q, 1-�oHf, l S -761/IJP _ '+.3 Noie _ frfcv- tri APA P -wort 1511 f^n- W(,rA jv✓riveI I', -r) 5 1n(" we11S� lonrl-(�\ric., 'er" hese skr ' w^1`5 -l`1 9lgn.t Y 4 3 �e r Cl P Si dccn — 5}v-nl., h- Icy IMn- C n-(' cv.. F;_ e II A���,4;s o ovr 1000 r1i X411 -.ill tC)tC.{ 1"I5F�' 7tv, P, le will 5►nti..s a StrP��(� of 'Z I(1n(� �l, i � li•)C(n�Z')$C�tlil 1 T�l':s 9jfC5 n ICtn.i frrfr. I�I�/1�`I �.�3 tn. nvr W.,11 S SIPS 20 4¢i 1 �E ally,. ►, lr sl�e� . f,r y fru {.. hr PI 5 r Zo 4 (Sn oK Babette J.e,e Architect PROJECT: &(1/1 pCAA � p CO-46tl e . ARCHITECT'S . (name, address) J PROJECT NO: . Cavia {-�t�l�way.�C�t�cotGR• APP• I-io : d'Z"�J3<oCo . DATE: d'l"— Sol 2003 . 00VV+l o• T3vtt� TO: � If enclosures are not as noted, please Covv�+y CeKtev. lova Ve• inform us immediately. 0 rol v < < Pi c CA . c? 5q (;,.5 -53, -1 . It checked below,. please: ATTN: ( ) Acknowledge receipt of enclosures L J ( ) Return enclosures to us. WE TRANSMIT: (X) herewith ( ) under separate cover via ( ) in accordance with your request FOR YOUR: approval. ( ) distribution to parties ( ) information ( ) review & comment ( ) record.. ( ) use THE FOLLOWING: - V) Drawings ( ) Shop Drawing Prints ( ) Samples ( ) Specifications ( : p Shop. Drawing Reproducibles ( ) Product Literature ( ) Change Order ( ) COPIES 'DATE REV. NO. DESCRIPTION ACTION CODE Sate. Plot Play, : . 2 •03 • Le fhev of Tfrati 5 W t"i�a 1 -t v . Pv b l i c. Nea l+k . M-11ViN on item transmtttea D. For signature and forwarding as noted below under REMARKS CODE B. No action required t. See REMARKS below C. For signature and return to this office REMARKS Gov a�. 'mac S SaiYssh`2S o vy pevaf- COPIES TO:. M. l Toc�on`v• (with enclosures) 1504 Fifth Street, Berkeley, CA. 94710 Fax. & Tel. (510) 527-2968 . B a b e t t e j e e February 6, 2003 Butte CountyDepartment of Public Health Division of Environmental Health P.O. Box 5364 Chico, Calif. 95927 A r c h i t e c t Re: Ginochio Cottage AP No. 047-090-009 (previously approved as AP No. 047-090-008) Dear Sir, We currently have an application in the building department to construct the Ginochio Cottage - Phase I. One of the remaining items needed to issue the permit is an approved plan from the Environmental Health Department in Chico. A Sewage Disposal Permit for the entire residence was issued 2-26-02 and that work has been completed. When I called to ask about notifying the Building Department, you requested an updated plot plan. A revised Site Map/Plot Plan, revised 2/5/03, is submitted for your records. The revised property subdivision is larger than originally assumed. If you have any questions, please feel free to call me. Sincerely, Babette Jee cc w/encl.: Ron & Sally Ginochio Skillful Means Construction - Steven Todorov 1504 Fifth Street, Berkeley,CA.94710 tel & fax 510.527.2968 email 9 bjee@earthlink.net BUILDING DIVISION COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE — OROVILLE, CALIFORNIA 95965 — TELEPHONE: (530) 538-7541 AGRICULTURAL BUILDING EXEMPTION PERMIT PERMIT NO. Q ,51 1P Agricultural building is defined as follows: Agricultural building is a structure designed and constructed to house farm implements, hay, grain, poultry, livestock, or other horticultural products. This structure shall not be a place of human habitation or a place of employment where agricultural products are processed, treated, or packaged, nor shall it be a place used by the public. ASSESSOR PARCEL NO. ®/� —10 q 0 1�0ZONING OWNER R n ,\ f L /' / ' PHONE NO. OWNER'S ADDRESS LOCATION OF BUILDING �d C� g W. 9 3 USE OF B ILDING s SIZE OF STRUCTURE x SQ. FT. TYPE OF CONSTRUCTION: WOOD FRAME STEEL CONCRETE OTHER (Specify) TYPE OF SI NG ROOF CO ERVG FLOOR TYPE c. r- %STIM D COST OF CONSTRUCTION AG Buildings shall comply with the minimum front, side, and rear yard setback requirements of the applicable County Ordinances as follows: SS177114" FRONT SIDES REAR,'— AG Buildings shall be a minimum of five (5) feet from any septic tank or leach fields. AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet from a residence, 10 feet from a mobilehome, and 23 feet from a commercial building. AG Buildings greater than 1000 sq. ft. in floor area shall be located a minimum of 23 feet from a residence and a mobilehome, and 40 feet from a commercial building. I declare under penalty of perjury that the building will be used as stated about, and the purposed use confirms with the AG Building definition. If any change in use or occupancy of the building is made, I will contact the Building Division and obtain any necessary permits, inspections, and approvals to comply with the requirements in effect at that time and before occupancy. Date 0 'Vignature of Owner Permit Fee - $064a 109"o The above described AG Building is exempt from a buo Ing perm' �/�%/��� LO rL .D RO FI ISSUE Receipt o. `�l� Manager Building Division By Date--��/ White —DPW, Yellow — Assessor, Pink — B. I., Goldenrod — Applicant J N 0 AND WHEN RECORDED MAIL TO:. BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA' 95965 COPY of Document Recorded 03-Jan72003 - 2003-0000505 Has not been compared 'vith original BUTTE COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described'herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and -odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Date Z' �- PROPERTY OWNERS: State of California ) County of Sanger;&sco ) On �o�er,,�/-ef A,GQa before me, S;allw Ni oc h personally appeared 1�UrgNa S. G; irJ 'z-A\\H is) G norG% o persenmlly knUWff-f67m--V(Urproved tome on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to methat heA a/they executed the same in hi0usr/their authorized capacity(ies), and that by i iMier/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Signator Seat: CHFAUBINA NEVA PELLEGRINI O�►12843Q4CPUSLIC-CAUFORMmNOR A.P. # EXHIBIT "A" MERGER DESCRIPTION FOR RONALD AND SALLY GINOCHIO PARCEL 1 All that certain real property situate in the County of Butte, State of California described as follows: Being Lots 1, 2, 3, 4, 5, "E" and the east one-half of Lot "D", measured at one-half distance along the north and south lines of said Lot "D", as shown on that certain map filed for record February 22, 1875 in Map Book 1 at page 14 in the Butte County Recorder's Office and a portion of Section 20, Township 23 North, Range 1 West, Mount Diablo Meridian being more particularly described as follows: Commencing at the northeast comer of said Section 20, said.corner being located on the centerline of Cana Highway; Thence, along the easterly line of said Section 20, South 01°15'00" East, 30.00 feet to a point in the southerly line of said Cana Highway, said point being the TRUE POINT OF BEGINNING for the herein described parcel; Thence, continuing along the easterly line of said Section 20, South 01015'00" East, 208.71 feet to the southeasterly corner of that certain Parcel II as described in that certain deed filed for record February 19, 1999 under Butte County Serial Number 1999- 0007187 in the Butte County Recorder's Office; Thence, along the southerly line of said Parcel H, South 85°20'03" West, 316.06 feet, more or less, to the most easterly comer of Lot "H" as shown on said Map, said point being the southwesterly comer of said Parcel U- Thence North 26°30'00" West, 129.00 feet along the northeasterly line of Lots "H", "G" and "F" as shown on said Map to the most northerly comer of said Lot 'T"; Thence, along the northwesterly line of said Lot "F" and the southeasterly line of said Lot "D", South 68°11'51" West, 86.78 feet to the north -south centerline of said Lot "D" established by measuring one-half the total distance along the north and south lines of said Lot "D"; Thence, along the north -south centerline of said Lot "D" as established above, North 01 ° 1.5' 00" West, 141.3 3 feet to the southerly line of said Cana Highway; Thence, along the southerly line of said Cana Highway and the northerly line of Lots "D", "E", 5, 4, 3, 2 and 1, North 88°45'00" East, 451.79 feet to the point of beginning. Page 1 of 2 Containing 2.0 acres more or less. The' herein. above described parcels are to be merged into one parcel and cannot be sold separately. * tEXP. 9/30/021* �—m��w -vet.,-e-a�'t' )hl l/gmoduo21 Page 2 of 2