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HomeMy WebLinkAbout042-010-110Job N55 :7__—uss ype koehnen COMP PSC ROOF TRUSS J'ZY I My 10 1 827515396 Longfellow Lumber Co., Inc-, Chive, Ca. 95928.7434 Job Reference (optional) 6.200 a Jul 13 2005 Mrrek Industries, Inc. Fri Dec 2811:43:51 2007 Page 1 ZW 2 1 0 07-7-7 0-4-9 6.0-0 6-" 0.4-9 7-7-7 1-0-0 axs U4a = 5xe �� 5®le=1:54.7 . = M11 SxB — 3x8 II 4x4 = 1 0 0 7-7-7 14-" 20-4-9 28-0-0 1-0 0 6-7-7 6-4-9 6-4-9 7-7-7 GENERAL REPAIR NOTES: THIS REPAIR IS FOR ADDING CONC LOADS ON BC 900LBS @ 10-0-0 AND 18-0-0 AS SHOWN. ®1. ATTACH 1/2' COX, STR. 1, PLYWOOD GUSSETS TO EACH FACE OF TRUSS WITH 10-D COMMON NAILS (0.148- X 3.0-) 6" O.C., 2 ROWS IN 2X4,3 ROWS IN 2X6 MEMBERS WITH MINIMUM AMOUNT OF NAILS SHOWN CIRCLED PER FACE OF EACH MEMBER. NOTE: 15/32, EXP. 1, 32/16 SPAN RATED O.S.B MAY BE SUBSTITUTED FOR PLYWOOD. p LOADING (psf) SPACING 2-" CSI DEFL in poc) Udefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.13 11-13 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.22 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.02 8 n/a n/a BCDL 7.0 Coda UBC97/ANSI95 (Matrix) Weight 192 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18BtrG'Except' ' TOP CHORD Sheathed or 4-7-7 oc pudins, except 4-7 2 X 6 OF SS G 2-" oc purlins, (6-0-0 max.): 4-7. BOT CHORD 2 X 6 OF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std G WEBS 1 Row at midpt 5-14,6-10 REACTIONS (Ib/size) 8--1497/0-5-8,15--1607/0-5-8 Max Horz 15=191(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2 /37, 2-3=178/0, 3-4=1658/0, 4-5=1090/0, 5-6=1481/0, 6-7=1211/0, 7-8=1870/0, 8-9=0/41 BOT CHORD 2-15=0/180, 14-15=121/263,13-14=0/1481, 12-13=0/1481, 11-12=0/1481, 10-11=0/1481, 8-10=0/1228 WEBS 4-14=0/1015.5-14=1503/0.6-10--1146/0.7-10=0/1011, 5-13=0/828.6-11=0/649,3-15=1423/0,3-14=0/942 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 it by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist , they are exposed to wind. if porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip Increase is 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) Ceiling dead load (7.0 psf) on member(s). 4-5,5-6,6-7; Wall dead load (5.0psf) on member(s).5-13, 6-11 6) Bottom chord live load (40.0 psi) and additional bottom chord dead load (10.0 psf) applied only to room. 11-13 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Design assumes 4x2 (flat orientation) purlins; at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard 60� '� ©,k2a��1� \1 Job Truss Truss Type Qry Pry KOEHNEN COMP P5 -REP ROOF TRUSS 1 1 827515823 Longfellow Lumber Co., Ina, Chico, Co. 95928-7434, Adam Dietz Job Reference o doral 6.200 s Jul 13 2005 MITek Industries, Inc. Fd Dec 28 11:44:512007 Page 1 11-0-01 1-0-0 7-7-7 0-4-9 6-041 6-0-0 0-4-9 7-7-7 1-0-0 5x6 // Scale =1:59.3 3 3x4 = 30 = 5x6 \\ 3x4 = 2x4 II Doo II 3X4 = T-7-7 i BAD 1W 1144-0 1841-0 204A i 7-7-7 2-1-1 0.38 4-0-0 4-0-0 2-0-9 7-7-7 Plate Offsets (X,Y): 72:0-1-9.0-1-81.[7:0-1-9.0-1-81 e Design voild 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. Brocing shown Is for lateral support of tndMduat web members only. Additional temporary bracing to insure stability during construction is the responskb98ty of the Additional LOADING (pSO SPACING 2-U CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.31 Vart(LL) 0.03 2-12 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.04 2-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.02 7 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight 165 lb Lumncn TOP CHORD 2 X 4 OF No.1 G'EXcepY 3-62X6DFSSG BOT CHORD 2 X 6 OF SS G WEBS 2 X 4 OF Std G BRACING TOP CHORD Sheathed or 6-0-0 oc pudins, except. 2-" oc purlins (6-0-0 max.): 36. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS tib/size) 2=360/0-5-8, 11=555/Mechanical, 10=555/Mechenical, 760/0-5.8 Max Horz2=1910oad case 4) Max Upllit2=950oad case 5), 11=58(load case 4), 7=95(load case 3) Max Grav2=360(load case 7), 11=5550oad case 1), 10=5550oad case 1), 7=3600oad case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-0141, 2-3--2631203,3-4=93/158, 4-5--27/165,5-6=931158,6-7=2631183. 7-8=0/41 BOT CHORD 2-12=,35190,11-12=0/0,9-10--010,7-9=0/90 WEBS 3-12--263/92,4-12=1281327,5-9-0/327, 6-9--16210.4-11=586166,5-10=586/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead toad and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If and verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase Is 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) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. 7) Design assumes 4x2 (flet orientation) purlins at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard C 04803.- 28,2007 ® w—mm - Vmo deasm Pwam*t� and READ NOTES oN TB® AND nvcw w BD'!BS REPznzmm PADS MU 7473 BEFORE U9& e Design voild 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. Brocing shown Is for lateral support of tndMduat web members only. Additional temporary bracing to insure stability during construction is the responskb98ty of the Additional M iTek` erector. permanent bracing of the overall structure Is the responsibility Of the building designer. For general guidance regarding fabrication. quaitty control. storage. delivery. erection and bracing. consult ANS 11 Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5B3 D'Onohdo Drive. Madison, wl .a.w...r..nn.. 53719. 7777 Greenback Lane. Sults 109 Citrus "-'-his, CA 95610 L KOEHNEN RESIDENCE R TO OUTSIDE FACE OF N4 OUTSIDE FACE OF 01 GIRDER INLINE WITH OUTSIDE FACE OF EXT. WALL G� G)0 Job Truss Truss Type Qty Ply KO NEN RES. AMP Pt CAL HIP 8 1 R26593165 Job Reference ('Optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434, Adam Dietz 6.200 a Jul 13 2005 MrFek Industries, Inc. Frl Sep 07 13:26:07 2007 Page t 284-0 1-0.0 7-8-6 03-8 6�0 6-0-0 03-6 7$-8 1-0-0 4x6 // Scale = 1:59.5 3 3x0 = 4x6 \\ 3x4 = 3x4 = 1.5x4 II 3X4 = �w 7$$ i 14-n-0 20.3-8 TMn -I 7$$ 63-8 83.8 7$E LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.10 2-11 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.14 2-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.03 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 146 lb y LUMBER TOP CHORD 2 X 4 DF No.1&BtrG BOT CHORD 2 X 4 DF No.1&BtrG WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2--973/0-5-8.6--973/0-5-8 Max Horz2=193(load case 4) Max Upllft2=15(load case 5), 6=15(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38.2-3=1 1 16/68.3-4=687/78,4-5=687!18, 5-0=1116/68, 6.7=0/38 BOT CHORD 2-11=581693,10-11=13/820,9-10=13/820,8-9--13/820.6-8--0/693 WEBS 3-116/408, 4-11=291/89, 4-9=17/180, 4-8=291/89, 5-8=66/408 BRACING TOP CHORD Sheathed or 5-11-3 oc pudins, except 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-11.4-8 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 H end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ® WARND70 - VerW d—fgn Parameters and READ NO288 0177ws AND iNcwDED mrTEa RaFa?mTM s PADS MU --7473 BEFORE ME. Design varrtl for use only with Mrrek connectors. This design is based only upon parameters shown. and is for on Individual building component. Applicability of design incorporation is �� paramenters and proper of component resporuibility of buikfmg designer - not truss designer. Bracing shaven is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the respormbOGty, of the M iTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding roer4 o^fe�Fn fabrication, quality control, storage. delivery, erection and brocirsg, consult ANSI/71`111 Quality Criteria, DSB•87 and BCSII Building Component Safety Information available from Tens Plate Institute, 583 D'Onofno Drive. Madison. wl 53719. 7777 Greenback Lane, Suite 109 Citrus Heights. 95610 Job Truss Truss Type Qty Ply KOEHNEN RES. COMP PIA CAL HIP 1 1 826593166 Lorxsfellrnv Lumber Co. Inc. Chlor. Ca a.S09rt.7e3e ee,m n;eti 7-9 >999 240 Job Reference (optional) ..._ ___ _ . _- A 6 5 Ad i 3 2005 MI I ex Inausmes, Inc. Fri Sep 07 13:26:07 2007 Page 1 3-11-3 3-95 D35 3-10.13 4-2-5 3.10-13 03-8 755 1-0-0 4x6 // 4x6 \\ _ 3x4 = 3x8 = 1.5x4 11 3x8 = 3x4 = 3x4 = 1.5x4 11 3x4 = 3-11-3 75.8 11-10-13 16-1-3 3-8 2aAw 1 3-113 3.9E 4.2-5 4-25 4-2-5 755 Scale = 1:58.8 LOADING (psf) SPACING 2-U CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.11 7-9 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.16 7-9 >999 180 BCLL 0.0 Rep Stress Inor NO WB 0.36 Horz(TL) 0.04 7 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight 175 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.l &BtrG TOP CHORD Sheathed or 4-2-7 oc puffins, except BOT CHORD 2 X 4 DF No.1 &BtrG 2-0-0 oc puffins (5-5-5 max.): 3-6. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WEBS 1 Row at midpt 4-13.5-9 REACTIONS (Ib/size) 1=1858/0-5-8,7=i291/0-5-8 Max Horz1=-201(load case 3) Max Upliftl=2(load case 5), 7=16(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2359/38, 2-3=1923/83, 3-4=1259!71, 4-15=-1440!70, 5-15=1440/70, 5-6=992/80, 6-7=1561/10, 7-8=0/38 BOT CHORD 1-14=95/1492,13-14=95/1492,12-13=-26/1440,11-12=6/1271, 10.11=6/1271, 9-10=-6/1271, 7-9=0/1004 WEBS 2-14=15/191, 2-13=323/60, 3-13=-48/676,4-13=425/63,4-12=213128, 5-12=42/378, 5-10=18/101, 5-9-678/105, 6-9=84706 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanfine, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 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) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=130(F=78), 3-15=130(F=78), 6-15=52, 6-8=52, 1-11=28(F=14), 7-11=14 A WARIFI ND - Fertiil d"fBn 1pw—t� and READ NOTES OR THIS AND O7CLODED ADTES REFERENCE PADS AU -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �1Y�2 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbBGty of the MiTek_ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ��AK fabrication. cluafty control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and SCSII BuBding Component Safety Information available from Truss Plate Institute. 583 D'Onofrlo Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 citrus Hei hts CA 95610 Job Truss Truss Type OF Ply KOEHNEN RES. COMP P2 HIP I9S92a-7dr, 1 1 I . X6593167 Longfellow Lumbar Co. Inc.. Chlor. Ce_ Ad �ie twain N. 3-0-6 311-2 Plate Offsets MY): [3:0-1.4,0-1-81. Job Reference o 5onal _ 3510 3-9-0 038 3-10.13 4-2-5 3-10.13 038 3.95 311-2 1-0-0 4x6 4x4 4x4 = 5x8 = 4 4x8 // 1.5x4 11 3x8 = 5x6 = 3x4 = 1.5x4 II 5x8 = 3x6 11 v.� ` 01� Scale =1:59.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &BtrG TOP CHORD Sheathed or 3-2-3 oc purlins, except BOT CHORD 2 X 4 DF No.18BtrG 2-" oc purlins (4-10-0 max.): 4-7. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 4-0-0 oc bracing. WEDGE WEBS 1 Row at midpt 5-16.5-15.7-12 Right: 2 X 4 DF Std 2 Rows at 1/3 pts 6-15,6-12 SLIDER Left 2 X 6 DF No.2 -G 2-4-5 REACTIONS (Ib/size) 1=565/0-3-10 (input 0-2-5).9=240/22-0-0,16=1072/22-0-0. 15=492/22-0-0, 13=183/22-0-0, 11=232/22-0-0, 12=331/22-0-0 Max Horz1=201(load case 8) Max Uplift1=2835(load case 12), 9=25650oad case 13), 16=731(load case 10), 15=766(load case 10), 11=1524(load case 13), 12=-208(load case 13) Max Grav1=3395(load case 7), 9=2824(load case 6), 16=1799(load case 7), 15=1335(load case 19), 13=227(load case 18), 11=1818(load case 6), 12=596(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4171/3565,2-3=-3237/2808,3-4=2024/2011.4-5=1071/1077. 5.18=1006/1180, 6-18=1873/1839, 6.7=943/954 7$=3083/2907, 8-9=-3791/3585, 9-10=0/35 3-5.10 730 11-5.5 15-7-1119-10-0 12-13=1432/1521, 11-12=970/1058, 9-11=2461/2600 2'x-75 7-6-8 6-12=-2400/2285, 7-12=983/805, 8-11=1749/1579, 8.12=1279/1281 3510 395 4-25 4-2-5 4-2-5 �, Q�y 3-0-6 311-2 Plate Offsets MY): [3:0-1.4,0-1-81. [4:0-2-8.0-2-01. [6:0-4-0 0-2-0t f7:0-1-0 0-2-0t 18'0-1-00-1-121 [9:0-1-1s Edaet f12.0 -4-0 0-2-0t [15'0-3-0 0 2-41 [16'0-1 120-1-0t 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. `P 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) WARNING: Required bearing size at joint(s)1 greater than input bearing sae. 7) This truss has been designed for a total drag load of 8660 Ib. Connect truss to resist drag loads along bottom chord from 5-6-8 to 27-0-8 LOADING (psf) SPACING 240..0 8) Design assumes 42 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. CSI DEFL In (loc) Vdefl L/d PLATES GRIP TCLL 16.0 TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.81 BC 0.66 Vert(LL) Vert(TL) -0.03 16-17 -0.03 16-17 >999 >999 240 180 MT20 220/195 BCLL 0.0 Rep Stress Ina NO WB 0.87 Horz(TL) 0.04 13 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight 191 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &BtrG TOP CHORD Sheathed or 3-2-3 oc purlins, except BOT CHORD 2 X 4 DF No.18BtrG 2-" oc purlins (4-10-0 max.): 4-7. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 4-0-0 oc bracing. WEDGE WEBS 1 Row at midpt 5-16.5-15.7-12 Right: 2 X 4 DF Std 2 Rows at 1/3 pts 6-15,6-12 SLIDER Left 2 X 6 DF No.2 -G 2-4-5 REACTIONS (Ib/size) 1=565/0-3-10 (input 0-2-5).9=240/22-0-0,16=1072/22-0-0. 15=492/22-0-0, 13=183/22-0-0, 11=232/22-0-0, 12=331/22-0-0 Max Horz1=201(load case 8) Max Uplift1=2835(load case 12), 9=25650oad case 13), 16=731(load case 10), 15=766(load case 10), 11=1524(load case 13), 12=-208(load case 13) Max Grav1=3395(load case 7), 9=2824(load case 6), 16=1799(load case 7), 15=1335(load case 19), 13=227(load case 18), 11=1818(load case 6), 12=596(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4171/3565,2-3=-3237/2808,3-4=2024/2011.4-5=1071/1077. 5.18=1006/1180, 6-18=1873/1839, 6.7=943/954 7$=3083/2907, 8-9=-3791/3585, 9-10=0/35 BOT CHORD 1-17=2397/2598, 17-19=2397/2598, 16-19=2397/1075, 15-16=2349/2599, 14-15=1923/2012, 13-14=956/1187, Design valid for use only with Mlek connectors. This design Is based only upon parameters shown, and is for an Individual building component. 12-13=1432/1521, 11-12=970/1058, 9-11=2461/2600 WEBS 3-17=139/223.3-16=773/435.4-16=-665/154. 5-16=1427/1280,5-15=1485/1124,6-15=2260/2257,6-13--159/39, 6-12=-2400/2285, 7-12=983/805, 8-11=1749/1579, 8.12=1279/1281 Is for lateral support of individual web members only. Additionol temporary bracing to Insure stabinty during construction Is the resporuib06ty of the NOTES QVE$s( 1) Unbalanced roof live loads have been considered for this design. �, Q�y 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 bottom chord dead load, 100 mi from hurricane QP �R +S• r/ psi oceanline, on an occupancy category I, condition i enclosed building, of dimensions 7777 Greenback Lane, Suite 109 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist they are exposed to wind. If QQ porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip in is 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. `P 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) WARNING: Required bearing size at joint(s)1 greater than input bearing sae. 7) This truss has been designed for a total drag load of 8660 Ib. Connect truss to resist drag loads along bottom chord from 5-6-8 to 27-0-8 for 393.6 pK. 8) Design assumes 42 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Continued on page 2 Q pt 7� 10,2007 ® WAR1 M - V—Uiy deaden Pamnnat— and READ ROTES ON 7MS AND 1?raXWM All= n V iVMMv PAGE MU 7473 BBPORB DS& 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 pommenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additionol temporary bracing to Insure stabinty during construction Is the resporuib06ty of the M iTek erector. Additional permanent bracing of the overall structure is the p g responsibility of the building designer. For general guidance regardng Fn fabricorion. quality control, storage, delivery, erection and bracing, consult ANSI/IPII Qualfy Criteria, DSB-89 and B0111 Building Component Safety Infomakdfon available from Truss Plate Institute, 583 D'Onofrko Drive, Madison. WI 53719. 7777 Greenback Lane, Suite 109 Ams Heights, CA, 95610 Job Truss truss Type Qty Pty KOEHNEN RES. COMP P2 CAL HIP 1 t 826593197 Job Referen o tional Longfellow Lumber Co., Ina, Chico, Ca. 95928-7434, Adam Dietz - 6.200 s Jul 13 2005 MRek:jshies' Inc. Fri Sep 0713:26:08 2007 Page 2 NOTES 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=130(F=78), 4-18=130(F=78), 7-18=52, 7-110=52,11-14=28(17=114), 9-14=14 ® WAWMW - Vo t/fr design➢asnme4em and READ AOTBB ON TRIS AND BAMUDBD MTBE RBPBRBNCB PAOB AW 7473 BBPORB Us& Design volid for use only with MiTek connectors, This design Is based only upon parameters shown, and Is for an Individual building component. Applicobility of design pammenters and proper incorporation of component is responsilo ft of building designer - not truce designer. Bracing shown Is for lateral support of lWHidual web members only. Additional temporary bracing to Insure stability dudng construction is the responsm06ty of the M iTek` erector. Additional permanent bracing of the overa8 structure Is the respon*Ay of the building guidance regarding designer. For general idance r , fobrication, quality control, storage, dentary, erection and bracirn9. eonwit ANSI/Tell Gua9y Crllerla, DSB-89 and BCSIi Building Component Sa1ey Irdoma8on available from Truss Plate Institute. 583 D'Onofno Drive. Madison, M 53719. 77Tr Greenback Lane, Suite 109 Orin Heights, 95610 Job Truss Truss Type Qty Ply KOEHNEN RES. COMP P3 CAL HIP826593168 1 1 M iTek' Longfellow Lumber Co.. Inc.. Chlor. Ce. 95928.743d- Aeem aab fabrication, quality control, storage, delivery, erection and bracing, consult AN51/RIl QualityCdterta, DSB-89 and SCSII Building Component Safety Intomwfbn available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job Reference o tional d -'---"__ ti. 11—p- --- torr regal 748-9 0-2-7 6-1-1 6-1-1 0-2-7 7.8.8 1.0-0 5x9 = 5x8 = 2 3x8 = Scale =1:59.3 3x4 = 3x4 = 1.5x4 11 30 = J~a 7.9-9 14-M 1 20-3.8 i7H-!Ln 7-8-8 r 63.8 63.9 7-9.8 Plate Offsets (X,1):' [1:0-".0-041. f2:0-4-13,Edgel [4:0-4-13 Edge] [5:04)-0.0-0-41 LOADING (psf) SPACING 2-" CSI DEFL in poc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.12 1-10 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.15 1-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.03 5 rue n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 144 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BtrG TOP CHORD Sheathed or 5.2-6 oc puffins, except BOT CHORD 2 X 4 DF No.1 &Btr G 2-" oc purlins (6-0-0 max.): 2-4. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-10.3-7 REACTIONS (Ib/size) 1=1094/Machanical, 5=1161/0-5-8 Max Horz1=201(load case 3) 'Max Upliftl=55(load case 5), 5=70(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1388/147, 2-11=884/135, 3-11=-884/135, 3-12=873/132, 4-12=873/132, 4-5=1382/145, 5-6--0/38 BOT CHORD 1-10=116/891, 9.10=-87/1074, 8-9=87/1074,741--87/1074. 57=13/881 WEBS 2-10=90/437, 3-10=3861121, 3-8=18/179, 3-7=397/1120,4-7=-90/441 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss hes been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanfine, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase is 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 five loads. 5) A plate rating reduction of 20% hes been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Girder carries tle-in spans of 2-U from front girder and 4-0-0 from back girder. Q � � 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 od nails. 0,. Q� 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 78 Ib down and 23 Ib up at 20-1-12, and 78 Ib down and 23 Ib up at 7-10-4 on top 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). LOAD CASE(S) Standard T1) Regular. Lumber Increase=1.25, Plate Increase=1.25 C 04 Uniform Loads (plf) Vert: 1-2=52,11-12=78(B=26),4-6---52,1-5--14 tx aF Continued on page 2 10,2007 A WARNING - 9er(/jd d—Ign Parumetan and READ NOTES ON TM AND MaVDED MIT= REFERENCE PAGE AU 7473 REPORE USE. Design valid for use only with Mlek connectors. This design is based only upon parameters shown. and is for an individual building component �r 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 responsibility 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 AN51/RIl QualityCdterta, DSB-89 and SCSII Building Component Safety Intomwfbn available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Hel txs CA 95610 Job Truss Truss Type Qly Py �RES.CAMP P3 CAL HIP 1 1R26593166 Longfellow Lumber Co., Ina, Chico, Ce. 9592&7434, Adam Dleh 6.200 a Jul 13 2005 MITek Industries, Inc. Fri Sep 07 1326:09 2007 Page 2 I LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2=78 4=78 Trapezoidal Loads (pif) Vert 2=52 -to -11=78,12=78 -to -4=52 A WARMO - Valyl i d"iBn Pasamefi r and READ NOTES ON TRW AND DPCIADSD WTEK REFERENCE PAGE MU 7473 BEFORE UR& Design valid for use only with Miliek connectors. This design is based only upon parameters shown, and is for an Individual building component. 14FApplicability of design paromenters and proper Incorporation of component is responsibility of building designer • not truss designer. Bracing shown is for lateral support of inclMdual web members only. Additional temporary bracing to Insure stability during construction Is Me r esparsm erector. Additional permanent bracing or me overall structure Is responsibilitye resporiresponsibilityof the building designer. For general guidance regarding the MiTek' , fabrication, quality control, storage, delivery, erection and bracing, consult AN51/TP11 Quality Criteria, DSB•87 and BCSII Building Component A n� Safety Irdormotan available from Truss Plate Institute, 583 D'Onohw Drive. Madison. WI 53719. 7771 Greenback Lane, Suite 109 Citrus Heights, 95610 Job Truss Truss Type Qty Ply K0EHNIEN RES. COMP P4 MONO CAL HIP 826593169 1 i , Job Reference o tional Longfellow Lumber Co., Inc., Chico, Ca. 95928.7434, Adam Dietz 6.200 a Jul 13 2005 MfTek Industries, Inc. Fri Sep 07 13:26:09 2007 Page 1 1.6-0 2-11-3 2-9-6 0-2-7 4-2-11 45.2 4S2 45.2 4-&14 4x6 // 3x4 = 4 3x4 = 3x4 = 3x4 = 3xB = 2x4 11 ^� ii io 10 14 zu 13 12 11 1.5x4 11 3x8 = 3x4 = 30 = 3x4 = 4x4 = 1.5x4 11 4x4 = 2-11-3 2-9-6 45.2 45.2 4S2 4S2 4-6-14 Scale =1:53.3 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.46 Vert(LL) 0.08 15-16 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.14 15-16 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.06 11 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 181 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &BtrG TOP CHORD BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 2 X 4 DF Std G BOT CHORD WEBS JOINTS REACTIONS (Ib/size) 11=1775/Mechanical, 2=1765/0-5-8 Max Horz2=205poad case 4) Max Upl'1ft11=970oad case 4), 2=-64Qoad case 5) Sheathed or 4-5-15 oc purlins, except end verticals, and 2-" oc purlins (4-4-14 max.): 4-10. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 9-11 1 Brace at Jt(s): 10 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38, 2-3=2173/105, 3-4=2023/166, 4-5=1452/133, 55=2039/152, 6-7=2039/152, 7-19=2191/154, 8-19=2191/154, 8-9=1908/138, 9-10=37/52, 10-11=199/40 BOT CHORD 2-18=-187/1411, 17-18=187/1411, 16-17=196/2039, 15-16=183/2191, 14-15=153/1908, 14-20=153/1908, 13-20=153/1908,12-13=105/1193,11-12=105/1193 WEBS 3-18=0/147,3-17=91/143,4-17=0/871, 5-17=987/66, 5-16=0/463.7-16--269/30,7-15--250/87,8-15=50/463. 8-13=-8011/105.9-113=78/111169. 9-12=0/302.9-11=1910/109 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 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) 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) Girder carries hip end with 0-0-0 right side setback, 6-0-0 left side setback, and 6-0-0 end setback. 8) Design assumes 4x2 (flat orientation) purlins; at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 234 Ib down and 88 Ib up at 5-10-4 on top 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). LOAD CASE(S) Standard Continued on page 2 ® WARHDVO - Ver ft dealgn po—met.- and READ AOM aA THE AHD INCLUMM MnSK REVEREW3 PAGE alfa -7473 RKPORK USIL i Design valid for use only with Mffek 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 more stability tluring cornfruction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the r p u1g responsibility of the building designer. For general guidance regarding q�L9 �PLe�F� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Cdtedo, DSB-119 and BCSII Building Component Safety Information available from Truss Plate Institute, 5113 D'OnofrFo Drive, Madison, WI 7777 53719. Greenbadc Lane, Suite 109 Citrus Heights, CA 95610 Job [U:���� lQtYJPIY KOEHNEN RES. COMP HIP 1 1 826593169 Job Reference (optional) Longfellow Lumber Co., Ina, Chico, Ca. 95928.7434, Adam Diet 6.200 s Ad 13 2005 MITek Indusbfes, Inc. Fri Sep 07 1326:09 2007 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pff) Vert: 1-4=52, 4-10=100, 2-11=-27(F=13) Concentrated Loads (lb) Vert: 4=234 ® WARMG - Ve U• design pa-te and READ N07PS ON 7B7a AND D9Q,UDED ADTEE REFERSNGE PAGE ffib7473 BEFORE USE. Design valid for use any with MfTek connectors. This design Is based Only upon parameters shown, and is for on individual building component. Applicability of design pommenters and proper Incorporation of component k responsibility of building designer - not truss designer. Bracing shown IS for lateral support of Individual web members only. Additional temporary tracing to Insure stability during construction is the responsibility of the iTe k" erector. Additional permanent bracing of the overall structure is the responsibilily of the building designer. For general guidance regardingM A eK fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/Tell Quality Criteria, DSB-89 and Ball Building Component Safely IrdormaBon available from Truss Plate Institute, 583 D'Onofrfo Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply KOEHNEN RES. COMP PS ROOF TRUSS4 MT20 220/195 1 R26593170 Longfellow Lumber Co.. Inc.. Chico. Ce. 95928-7434_ Adam olatr FORCES (lb) - Maximum Compression/Maximum Tension BOLL 0.0 Rep Stress Incr YES Job Reference o bona/ --w- ra:co:rutwr regal 1-0-0 7-7-7 049 6-0-0 6-0-0 0-4-9 7-7-7 5.6 // 4x4 =5x6 \\ 4x4 = 4x4 = 3x6 II 5x8 = 3x6 It 4x4 [6 Scale =1:59.2 I 7-7.7 14-0-0 2042 i 7-7-7 649 64-9 7.7_7 Plate Offsets (X,Y): [2:0-1-13,0-1-131, [3:0-2-12,0-2-81, [4:0-1-8,0-1-12], [5:0-1-8,0-1-12], [6:0-2-12,0-2-8], [7:0-1-13,0-1-131, [9:0-1-12,0-1-12], [10:0-4-4,0-1-8], [12:0-4-4,0.1.8], r4 o.n 4 4n n 4 4n, LOADING (psf) SPACING 2-M CSI DEFL in (Ioc) Udefl Lid PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.29 10-12 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.37 10-12 >885 180 FORCES (lb) - Maximum Compression/Maximum Tension BOLL 0.0 Rep Stress Incr YES WB 0.84 Horz(rL) 0.04 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 182 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G *Except* TOP CHORD Sheathed or 3-9-14 oc purlins, except 3-6 2 X 6 DF SS G 2-" oc purlins (5-6-9 max.): 3-6. BOT CHORD 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G ' WEBS 1 Row at midpt 4-13.5-9 REACTIONS (Ib/size) 2=200610-5-8.7=2006/0-5-8 ,a „ Max Horz2=191(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/41, 2-3=2584/0, 3-4=11707/0.4-5=22119/0, 5-6=-1707/0, 6-7=2584/0,7-8=0/41 Citrus Heights, CA, 95610 BOT CHORD 2-13=0/1734, 12-13=0/2219, 11-12=0/2219,10-11=0/2219, 9-10=0/2219, 7-9=0/1734 WEBS 3-13=0/1540, 4-13=1998/0, 5.9=1998/0, 6-9=0/1540, 4-12/1412, 5-10=0/1412 j Q NOTES 1) Unbalanced roof live loads have been considered for this design. Design valid for use only with Mitek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Apprcobility, design incorporotion 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. if erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 1.33 ,a „ 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) Ceiling dead load (7.0 psf) on member(s). 3-4,4-5,5-6; Wall dead load (5.Opsf) on member(s).4-12, 510 Citrus Heights, CA, 95610 6) Bottom chord live load (95.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 10-12 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Design assumes 4x2 (flat orientation) at oc spacing indicated, fastened to truss TC 2-1 Od j Q purlins w/ nails. LOAD CASE(S) Standard _C Oq . ep ber 10,2007 ® WAMMO - Ver" design parameters aid READ NOTSB OF 7= AND rNCWDED Mt7'SS REFERENCE PADS MU 7473 BEFORE VS& Design valid for use only with Mitek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Apprcobility, design incorporotion of poromenters and proper 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 responsbllfity, of the M iTe k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,a „ fabrication, quarry control, storage, delivery. erection and bract consult ANSI//RryIl Quality Criteria, DSB-89 and BCS11 Building Component SafetyInfonnaBan ovoilable from Truss Plate Institute, 583 D'Onofrro Drive. Madison. VA 53719. 7777 Greenback Lane, Sults 109 Citrus Heights, CA, 95610 Job Truss CSI y y NNI_N RES. COMP PSC OType RUSS 10 1 826593171 LonofeVow Lumber Co.. Inc.. Chirp. Ce. 9S92B-7i94 Art— nior, 1 Row at midpt 5-14,6-10 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) 6.200 a Jul 13 2005 MITek Industries, Inc. Fri Sep 07 13:26:10 2007 Page 1 11�tp 7-7-7 itlLQ 14.0.0 2660 "s, 29-0.0 24M 14-0 7-7-7 0.4-9 6-0-0 6-0-0 0.4-9 7-7-7 11.0-0 5x6 // 06 = 4x4 = 5x6 \\ 3x4 = 4x8 = 3x8 II 5x8 = 3x6 II 4x4 = 2x4 11 0-0-011 7-7.7 14-0-0 20-4-9 28.0.0 1-0-0 6-7-7 6.4-9 6.4-9 7-7-7 LOADING (psf) SPACING 2-" CSI DEFL in (loc) Udeft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.29 11-13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.94 Vert( L) -0.37 11-13 >866 180 1 Row at midpt 5-14,6-10 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.03 8 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight 1921b LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G *Except* TOP CHORD Sheathed or 3-8-7 oc purlins, except 4-7 2 X 6 DF SS G 2-" oc puffins (5.6.13 max.): 4-7. BOT CHORD 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 9-1-14 oc bracing. WEBS 2 X 4 DF Std G WEBS 1 Row at midpt 5-14,6-10 REACTIONS (Ib/size) 8=1937/0-5-8,15--2079/0-5-8 Max Harz 15=191(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=0/37,2-3=24810, 3.4=2224/0, 4-5=1491/0, 56=2094/0, 6-7=1641/0, 7-8=2488/0, 8-9--0/41 BOT CHORD 2-15=0/224, 14-15=121/263, 13-14/2094, 12-13=0/2094, 11-12=0/2094, 10-11=0/2094, 8-10=0/1666 WEBS 4-14=0/1402, 5-14=2255/0, 6-10=1793/0, 7-10=0/1406, 513=0/1547, 6-11=011316,3-15--1826/0.3-14=0/1311 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane aceantins, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 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) Ceiling dead load (7.0 psf) on member(s). 4-5, 56, 6-7; Wall dead load (5.Opsf) on member(s).513, 511 6) Bottom chord live load (95.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 11-13 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Scale = 1:63.2 A WARNM - V- t! d -Ig. rwromax— and READ A0788 OR 7M AND JNCWDED Mr7'EE REPEREI9CE PAGE MV 7473 BEPQRE DBE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an Individual building component. Appticobiliy, 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 responsibVVty, of the M iTe k' erector. AdQfional 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. consu8 ANSI/ry11 Quality Criteria. OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onohto Drive. Madison. wl 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Inc., . ' yw lury YryI KOEHNEN RES. 1 HIP 826593172 4310 4.0.7 0.310 4-2-11 4-6-5 4-2-11 0310 4-0.7 4-3-10 1-1-0 5x8 /i 3x8 = 4x6 = 4x8 \\ IV zz 24 I I 4x8 = 2x8 11 8x6 = 5x6 = 2x6 11 6x6 = 4310 B-4-1 12-1 " 17.410 21-10.15 25.11$ 0.3.0 4310 4-0-7 4-6-5 4-6.5 435 4-0.7 4310 Scale = 1:64.7 LOADING (psf) SPACING 2-M CSI DEFL in (loc) i/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.60 Vert(LL) 0.16 12-14 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.32 12-14 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(rL) 0.07 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 237 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BtrG TOP CHORD BOT CHORD 2 X 8 DF SS G WEBS 2 X 4 DF Std G *Except* BOT CHORD 3-15 2 X 4 DF No.1 G, 6-112 X 4 DF No.1 G WEBS WEDGE Left 2 X 4 SYP No.3 REACTIONS (Ib/size) 1=4277/0-5-8, 8=3381/0-5.8 Max Harz 1=1960oad case 3) Max Upllftl=6(load case 5), 8=20Qoad case 5) Sheathed or 2-4-14 oc purlins, except 2-" oc purlins (2-11-1 max.): 3-6. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-12 2 Rows at 1/3 pts 4-15,5-11 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=5739/44, 23=5064/84, 3-4=3563173, 4-17= 4442t72, 5-17= 4442/72, 5-6=3184/71, 6-7=-4359/82, 7-8=-4549/34, 8-9/43 BOT CHORD 1-16=-84/3935, 15-16=-84/3935, 14-15=18/4600, 14-18=18/4600, 18-19=18/4600, 13-19=18/4600, 12-13=18/4600, 12-20=0/4442, 20-21=0/4442, 11-21=0/4442, 10-11-0/3231, 10-22=0/3231, B-22=0/3231 WEBS 2-16=16/160, 2-15=-461/55, 3-15=45/2221, 6.11=-44/2588, 7-11=80/96, 7-10=11/145, 4-14=14/1146, 4-15=2070/62, 5-11=2499161, 5-12=55/1861, 4-12=349/51 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 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) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 650 Ib down and 1 Ib up at 15-1-8, 650 Ib down and 1 Ib up at 15-1-8, 432 Ib down and 1 Ib up at 16-1-9, 255 Ib down and 0 Ib up at 21-4, 91 Ib down and 0 Ib up at 26-7-0, 432 Ib down and 1 Ib up at 15-7-11, and 270 Ib down and 0 Ib up at 20-10-0, and 108 Ib down and 0 Ib up at 26-1-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 ® WARRDrD - 9'erft dexlgn Parameters and READ X0764 OR 7199 ARD 111ra,UDED Mn= REPERRIPCB PADS 11lff 7473 BEFORE USB. Design valid for use only with Mgek connectors. This design Is based orily upon parameters shown, and Is for on Individual building component. �e Applicability of design paromenters and proper incorporation of component Is responsblity of building designer - not truss designer. Bracing shown Is for lateral support or Individual web members only. Additional temporary bracing to inane stability during conshuction Is the responsb lfity of the M iTe k' erector. Additional permanent brochsg of the overall structure B the responsibility of the building designer. For general guidance regarding fabricator, quafAy conhol, storage, deMery. erectbn and bradng, consue i, ANSI/IPII Quality Criteria, DSB-89 and BCSII Building Component Safety Irnfonnotbn available from Trus Plate Institute, 583 D'Onofr,o Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply KOEHNEN RES, COMP PG CAL HIP 1 1 826593172 Job Reference o ffonal Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434, Adam Dietz 6.200 a Jul 13 2005 MRak industries, Inc. Fri Sep 07 13:26:11201)? Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=208(F=156), 3-17=208(F=156), 6-17=-52,6-9=52,1-18=-42(F=-28). 8-18=14 Concentrated Loads (lb) Vert: 113=432(l 10=108(B) 18--1300(l B= -650)19=-432(B) 20=270(B) 21=255(F) 22=91(11`) ® WARNNG - 7asV)j d—ll pa --h— a.d READ NOTES ON TZIM AND INCLIl dOTEB REFERENCE FdOE AW -7473 BEFORE FSB. �� i Design valid for use only with Mil 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 4 the responsibility of the MiTek` erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding ro�s9 m��p�pN fabrication, quality control, storage, deMery, erection and bracing, consul ANSI/iPlI Quality Criteria, DSB-89 and BCSII Building Component Safety irdomwftn available from Truss Plate Institute, 563 D'Onofra, Drive, Madison, WI 53719. 7777 Greenbadc Lane, Sulte 109 Cfbuv Hei his 95610 Job Truss Truss Type Qty Ply RES.COMP (loc) SI ROOF TRUSS 4 1ob rKOEHNEN 826593173 Longfellow Lumber Co.. Inc.. Chlor. Ca. 95926.7434. Adam ninr, Vert(LL) 0.11 7-8 _ ___ Reference o Lionel -L-0-a 6-11-8 i 13.111 1-0-0 6-11.8 6.11-12 4x4 6 se nnF.—,- _ 3x4 I/ 8 7 1.5x4 II 4x6 = 6-11-8 11114 6-11-8 6-11-12 Scale = 1:91.1 LOADING (psf) SPACING 2-" CSI DEFL In (loc) Vdeil Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.11 7-8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.33 Vert(TL) 0.09 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(fL) -0.01 7 We n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight 88 Ib LUMBER TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 4 DF No.18BtrG WEBS 2 X 4 DF Std G BRACING TOP CHORD Sheathed or 6-0-0 oa purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-U oc bracing. WEBS 1 Row at midpt 3-7 2 Rows at 1/3 pts 5-7 REACTIONS (Ib/size) 7=446/Mechanical, 2=510/0-5-8 Max Horz2=455(load case 4) Max Upltl17=218(load case 4), 2=12(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2 /38, 2-3=-480/115, 3-4=232/80, 4-5=150/156, 5-6=-4/0, 5-7=151/103 BOT CHORD 2-8=165/256, 7-8=165/256 WEBS 3-8=83/271, 3-7=-359/106 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase Is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard If ® WARIMM - gar% dsWn Pammetars and READ NOrffi ON rM AND MCLUDED M=K REFEREIPCB PAOB MU -9473 BEFORE USB. n R Design Yard 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 respomibrrty of the MiTek' erector. Additional permanent bracing of the overall structure is the resporuibilly of the building designer. For general guidance regarding - fabrication• quality control, storage, delivery. erection and bracing, consult ANSI/1pll Quality C78edo, DSO -89 and BCS11 Building component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Db TNSS TNSS Type =Q�IplyKOEHNEN RES. OMP S2 MONO TRUSS 82659317 Job Reference o fional .ongfellow Lumber Co., Inc., Chico, Ca. 95928-7434, Adam Diet, 5.200 a JW 13 2005 MRek Industries, Inc. Fri Sep 07 13:26:12 2007 Page 1 -1-04 &9--q P 13-M 1 1-0.0 6-9-3 613 2x8 II 6 conn f - 4x4 8 7 2X4 11 4x6 = 1 6.9-3 1 6-0 6-9-3 6$-13 Scale = 1:88.4 mateLrrTseISlA,yl: Iz:u-z-U,U-1-131.13:0-1-4,0-1-B1 A'0-2-80-1-121 LOADING (psf) SPACING 2-" CSI DEFL in (IDC) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.88 Vert(LL) 0.03 7-8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.15. Vert(TL) 0.03 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz( L) -0.00 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matra) Weight: 96lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 6-" oc pudins, except end verticafs. ` BOT CHORD 2 X 6 DF SS G BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G WEBS 1 Row at midpt 3-7 2 Rows at 1/3 pts 5-7 REACTIONS (Ib/size) 2=494/0-3-8, 7=435/Mechanical Max Horz2=442(load case 4) Max Uplift2=11(load case 5), 7=207(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-0/39, 2-3=-474/109, 34=220!12, 4-5--145/145,5-6=-4/0, 5-7=145/98 BOT CHORD 2-8=154/251, 7-8=154/251 WEBS 3-8=93/275, 3-7=352/114 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If and verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S). Standard ber 10,2007 ® WARNING - V'-YW men Parameters and BUD NOTES ON THIS AND JNC1.f7MM hI FZK REFERENCE PAGE MU 7473 BEFORE UsE. Design va0d for use only with Mnek connectors. This design is'based only upon parameters shown, and Is for an indMtlual building component. e Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not tans 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 iTe 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 brocinp. consult ANSI Il Quality Criteria, DS8-89 and BCSII Building Component r'z Safety Information available from 7Nss Plate Institute. 583 D'Onofro Drive. Madison. WI 53719. reenback Lane, Suite 109 Job Truss Truss Type Qty Ply KOEHNEN RES. :OMP S3 MONO TRUSS 2 1 826593175 Job Reference o fional Longfellow Lumber Co., Inc., Chico, Ce. 95928-7434, Adam Dletr 6.200 s Jul 13 2005 MITek Industries, Inc. Fri Sep 0713:-212 2007 Page 1 11-0.01 4..7.3 BAt 1-0-0 433 44-14 Scale = 1:58.8 nco — 6 3x4 = 8.8-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.23 2-6 >432 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.39 2-6 >254 1B0 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) -0.00 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 50 Ib LUMBER TOP CHORD 2 X 4 DF No.1 G BOT CHORD 2 X 4 DF No.1 G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=336/0-3-8, 6=274/Mechanical Max Horz2=293(load case 4) Max Uplift2=11(load case 5), 6=135(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37,2-3=244/60.3-4=162/112,4-5=-4/0.4-6--115183 BOT CHORD 2-0=97/133 WEBS 3-0=175/58 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at mid pt 4-6 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip Increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ® WAMUNG - Fert V derrfgn Parumzt� and MUD ROM OA 7DH AND WCUMED AU= RZFERE)WX PAGE RU 7473 BEFORE DEE. 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 buikimg designer - not truss designer. &acing shown Is for lateral support of indMdual web members only. Additional temporary bracing to Insure stability during construction is the resporabBGty of the M iTe 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 11 Quality criteria, OSB -89 and BCSII Building Componerd .o.r. ro..w�nh- Safey Information available from Truss Plate Institute, 583 D'Onofrfo Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Hel hb CA 95610 ----] Ob Truss Truss Type Qty Pty KOEHNEN RES. .OMP S4 MONO TRUSS 2 1 826593171 Job Reference o clonal -ongfellow Lumber Co., Inc.. Chico, Ce. 95928.7434, Adam Dietz 6.200 s Jul 13 2005 MITek Induslrles, Inc. FA Sap 07 13:26:12 2007 Page 1 1 1.50 )I 1.0-0 3-1 D-2 4 3-,a2 3-10-2 Scale: 1rz•=1' f LOADING (psi) SPACING 2-U CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.13 Vert(LL) 0.01 2-5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.01 2-5 >999 180 BCLL • 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 5 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 20 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.t&BtrG TOP CHORD Sheathed or 3-10-2 oc pudIns, except end verticals. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=182/0.3-8, 5=109/Mechanical Max Hort2=145(load case 4) Max Upl'If12=14(load case 5), 5=57(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-3=109/71, 3-4=4/0, 3-5=-87/53 BOT CHORD 2-5=24/32 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psi bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girders) for truss to truss connections. LOAD CASE(S) Standard A WARNOG - Var yl# d�4" PammeWn, and READ ROTES ON THIS AND D7CWDED AME8 REFERE11CS PAGE BW 7473 BEFORE US& Design voild for use only with Mffek 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 h respormb�Tity, of buldng designer - not truss designer. Bracing shown T Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction's the responsibility of the MOW k-. erector. Additional permanent broking of the overall structure is the responsibility, of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and tracing consuti ANSI 11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison. wl 53719. TM Greenback Lane. Suite log Job Truss Truss Type Qty Ply KOEHNEN RES. COMP TI FIAT 1 1 R26593177 Job Reference (optional Longfellow Lumber Co., Inc., Chico, Ca. 95928.7434, Adam Dietz 6.200 s Jul 13 2005 mrtek Industries, Inc. Fri Sep 07 13:26:13 2007 Page 1 7-9.8 5-7-0 2-9-8 2-9.8 1.5x4 I I 3x8 = 1.5x4 II 4x4 = 2x4 II 4x4 = Scale = 1:24.5 2-9-8 5-7-0 1 2-9.8 2-9-8 LOADING (psi) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.15 Vert(LL) 0.01 5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(rL) 0.00 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 44 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD 2-" oc purlins: 1-3, except end verticals. BOT CHORD 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 3 REACTIONS (Ib/size) 6=605/Mechanical, 4=656/0-3-8 Max Horc6=97(load case 3) Max Upiift6=-34(load case 3), 4=-49(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=56/0,1-2=24/32.2-3=24/32,3-4=56/0 BOT CHORD 6-7=56/320, 5-7=56/320, 5-8=56/320, 4-8=56/320 WEBS 2-5=29/714, 2.6=543/42, 2-4=543/54 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceenline, on an occupancy category 1, condition ('enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 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) 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) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 456 Ib down and 15 Ib up at 1-11.4, and 456 Ib down and 15 Ib up at 3-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). .9 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) ff1 Vert 4-6=114,1-3=52 UJ UJ C Concentrated Loads (lb) Vert 7=456(F) 8=-456(F) - .. .Q�..... 10,2007 ® WAMING - V -ft d -l" Paarnft- and READ BOTM ON THIS Arm NCWnBD MTER REFRIZENM PADS Am 7473 BEPORS Das. : Design valid for use only with Mlrek 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 responsibility of the MiTek- erecfor. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding A.�4 �.�,..a... fabrication, quality control, storage. delivery, erection and bracing, consultANSI/TpII Quality Criteria, DSB-89 and BCSII Building Component Safety information available from Truss Plate Institute. 5B3 D'Onofno Drive. Madison. WI 53719. 7717 Greenback Lane, State 109 Citrus Heights, CA, 95610 lob Truss Truss Type Qty Ply KOEHNEN RES. ;OMP T2 FLAT R2659317E 1 1 Job Reference o tional Longfellow Lumber Co., Inc., Chico, Ca. 9592E-7434, Adam Dietz 6.200 a Jul 13 2005 MFrnk Industries, Inc. Fri Sep 07 13:26:13 2007 Page 1 2-10-0 5.A7 2-104 2-10-0 1.5x4 I I 3x8 = 1.50 II 4x4 = 21K4 II 4x4 = 2-10-4 i 5.8.7 Scale = 124.5 LOADING (psf) SPACING 2-" CSI DEFL In (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.15 Vart(LL) 0.01 5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.18 VertR) -0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.00 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 44 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18BtrG TOP CHORD 2-" oc purlins: 1-3, except end verticals. BOT CHORD 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 3 REACTIONS (Ib/size) 6--599/0-3-8,4=670/Mechanical Max Horz6=97(load case 3) Max Uplift6=-33(load case 3), 4=-49(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-6=5710,11-2=24/32,2-3=24/32, 3.4=57/0 BOT CHORD 6-7=56/332,5-7=56/332. 5-8-56/332,4-8=56/332 WEBS 2-5=30/722, 2-0=555/41, 2-4=555/54 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip increase is 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) 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) Design assumes 412 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 456 Ib down and 15 Ib up at 2-0-12, and 456 Ib down and 15 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 4-6=14,113=52 Concentrated Loads (lb) Vert: 7=456(8) 8=-456(8) C A lir 10,2007 ® WARMG - Ver{ y design Parameters and READ ADTW ON TM AND IRCKXnW M TEH RRMUM Cur PAGE 11117 7473 HSYORS USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an tndividuol bulldmg component. �' Apprrcabifity 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 dudng corutraction Is the responsma9ly of the MiTek' erec for. Additional permanent bracing of the overall structure Is the responvbifiy, of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSIT Building Component Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type CSI Ply KOEHNEN RES. COMP V1 HOWE �Ql 1 TC 0.41 826593179 L enalellnur 1 umMr r`n Inc Chi m Cn ayM0.]d'!d AA—rue., TCDL 10.0 Lumber Increase 2 Jab Reference o tional ti. —oupur is:m:razwr Pagel 4-2-11 B-0-0 i 11-9-5 16-0-0 4-2-11 3.9-5 4X6 II 3.9-5 4-2-11 Scale = 1:54.6 6x8 8 7 6 6x8 3x8 I I 8x8 = 3x8 11 4-2-11 8-0-0 11-9-5 16-0-0 4-2.11 3-9-5 3-9.5 4-2-11 it LOADING (pso SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.07 6.7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.14 6-7 >999 180 Citrin Heights, CA 95610 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.04 5 n/a n/a BCDL 7.0 Code UBC971ANS195 (Matrix) Weight: 205 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.18Btr G TOP CHORD Sheathed or 4-64 cc pudins. BOT CHORD 2 X 6 OF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 OF Std G *Except* 3-72X40FNo.1G WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 REACTIONS (Ib/size) 1=8051/0-5-8, 5=8051/0-5-8 Max Horz 1=1790oad case 3) Max Uplift1=13(load case 5), 5=13(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=8642/53, 2-3=-5806/92, 3-4=5806/92, 4-5=-8642153 BOT CHORD 1-8=75/5927, 748=75/5927, 6-7=0/5927, 5-6=0/5927 WEBS 2-8=25/4035, 3-7=102/7887, 4-0=25/4035, 2-7=2790/72, 4-7=2790/73 NOTES 1) 2 -ply truss to be connected together with 0.131 X3' Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 cc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 cc. 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) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip Increase is 1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20°% has been applied for the green lumber members. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 In ® WARRII70 - Ver ft deslen Parameter. and READ AOTEB ON TRIS AND DPCWDED 119TEE REPERBACE PAGE MU 7473 BEFORE vaE. 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. Brodng shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the i e.ve.. erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding ro+r4 fabrication, quality control, storage. delivery, erection and bracing. consull ANSI/TPIT Quality Criteria, DSB-89 and SCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrro Drive, Madison, WI 53719. 7777 Greenback Lena, Suite 109 Citrin Heights, CA 95610 Job Truss Truss Type Qty Ply —] KOEHNEN RES. COMP V7 HOWE 1 826593179 fabrication; quarry control, storage, delivery, erection and bracing, corau0 ANSVTPIl Quality Caeca, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 563 D'OnofrF0 Drive, Madison. WI 53719. 7777 Greenback Lane, Suite 109 Citrus Hai his CA 95610 Longfellow Lumber Co.. Inc.. Chico. Ce. 9S92B-7a3d. Adam nlnn � Jab Reference (optional) _ ___ ... _ ____ _ ._ .. _ LOAD CASE(S) Standard Uniform Loads (plf) Vert: 11-5=984(1`=970),1-3=52, 3-5=52 A WARNM - Varf Jy dedgn pa—a an and READ NOTES ON TSJB AND BVCWDW W= R&PEREWX PAGE AIN 7473 B8YOR8 Us& Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and is for an Individual building component. a 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 responsmOGty 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, corau0 ANSVTPIl Quality Caeca, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 563 D'OnofrF0 Drive, Madison. WI 53719. 7777 Greenback Lane, Suite 109 Citrus Hai his CA 95610 Job Truss Truss Type Qty in KOEHNEN RES. COMP V2 FIOWE 1 :1721job Plates Increase 1.25 826593180 Lonafellow Lumber Co.. Inr_. Chico Ce. 9S929.7&U Ad— ni.ti 7-8 >999 240 Reference o banal d 6.200 a Jul 13 2005 MITek Industries, Inc. Fri Sep 07 13:26:14 2DD7 Page 1 4-2-11 84-0 i 11.9-5 16.0.0 17.0.0 I 4-2-11 3.95 3-9-5 4-2-11 1-0-0 t 4x4 11 Scale = 1:56.5 axe II 6xe = 3x6 II Jµ i 4-2-11 84).0 11.9-5 160-0 I 4-2-11 3.9-5 3A5 4-2-11 16 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.05 7-8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.10 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.02 5 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 207 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 5-6-2 oc puffins. BOT CHORD 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS '2 X 4 DF Std G *Except* 3-8 2 X 4 DF No.1 G REACTIONS (Ib/size) 1=5566/0-5-8,5--3369/0-5-8 Max Horz 1=210(load case 3) Max Upliftl=8(load case 5), 5=20(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=6222/47,2-3=3764/87, 3-4=3741/87, 4-5=-4552/39,5-6--0/41 BOT CHORD 1-10=-64/4263, 9-10=-64/4263, 9-11=64/4263, 8-11=64/4263, 8-12-0/3067, 7-12=0/3067, 5-7=0/3067 WEBS 2-9=24/3478, 3.8=95/4998, 4-7=13/966, 2-8=2470/71, 4-8=-678/63 NOTES 1) 2 -ply truss to be connected togethsr with 0.131'x3' Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) 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) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. H porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase Is 1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1095 Ib down and 2 Ib up at 6-0-0, 1095 lb down and 2 Ib up at 8-0-0, 1775 lb down and 3 Ib up at 10.0-0, and 1940 Ib down and 3111 up at 4-0-0, and 1940 Ib down and 3 Ib up at 24)-0 on bottom chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 ® WARNING - Ve ft design Parameters and BRAD NOTES 019 THIS AND INCLUDED AT= PAGE X8-7473 REPORE US& Design valid for use only with Mi7ek connectors. This design is 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. Bracing shown Nil Is for lateral support of Individual web members only. Additional temporary bracing to Insure stablliy, dudng construction is the responsibOGy of the M iTek' erector. Additional permanent bracing of the overall structure is the responsibly of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Critedo, DSB-89 and BCSIT Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. 7777 Greenback Lane. Suite 109 Citrus Heights, 95610 Job Truss Truss Type f]ty Ply KOEHNEN RES. COMP V2HOWE i 826593180 Z Job Reference o tional Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434, Adam Dleh - 6.200 a. 13 2005 MRek Indusbies, Inc. Fri Sep 07 132614 2007 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-5=14, 1-3=52, 3-6=52 Concentrated Loads (lb) Vert: 9=-1940(F) 8=1095(F)10=1940(F)11=1095(F)12=1775(F) ® WARNING - Very); deafen Pnrnmdd� and READ MGM ON 7887 AND II MMFD MYMr REPEREPcs PADS AM 7473 BSVORE Dalt Design valid for use only with Mflek 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 iupport of individual web members only. Additional temporary bracing to Insure stability dudng construction 6 the respormbilfiy of the M---- erector. Additional permanent brae of the overall structure is the re p ung responsibility of the building designer. For general guidance regarding .o. ,,,o ra..o.� fabrk:ation, quality control. storage, delivery, erection and bracing. consult ANSI/TP11 Quality Criteria, DSB-89 and Ball Building Component Soley Irdorma8on from Plate available Truss InstihAe. 583 O'Onofno Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 Job TNSS Truss Type ary Pry �KEHNE�NRES KINGPOST2 826593181 Longfellow Lumber Co., Inc, Chico, Ca.9592&7434Adam Dietz onal 6.200 a Jul 13 2005 MtTek IndusMea, Inc Fri Sep 0713:26:14 2007 Page 1 11.O -n, 8.0.0 i 16-00 17-0-D, 1-0.0 8-0-0 5x6 = B40-0 1-0-0 Scale =1:59.7 2x8 115 CONN. OF GABLE STUDS BY OTHERS. 2x8 I I 4x4 \\ NO TOP CHORD NOTCHING IS ALLOWED a 54x4 // . WITHIN 24" OF THE HEEL JOINTS. 40 \\ 12.00 12 04 2x8 11 2x8 II 30 /i 3x4 \\ 3 7 2 89 1 US =15 14 13 12 11 10 4x6 = 1.5x4 11 1.5x4 11 1.5x4 11 1.50 11 B-0-0 16-0-0 8-0-0 8-40 Plate Offsets MY): 03:0-7-8.0-0-41, 04:0-7-8.0-0-41 [6:0-7-8.0-0-41. f7'0-7-8 0 -O -4t LOADING (psf) SPACING 2-" CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.02 13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.03 12-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.01 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 152 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 &Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-M oc; bracing. OTHERS 2 X 4 DF Std G REACTIONS (Ib/size) 2=825/2-10-8, 8=825/2-10-8, 10=125/2-10-8, 11=683/2-10-8, 15=-125/2-10-8, 14=683/2-10-8 Max Horz2=197(load case 4) Max Uplift10=132(load case 7), 11=99(load case 3), 15=132Qoad case 6), 14=106(load case 4) Max Grav2=825(load case 1), 8=8250oad case 1), 10=46(load case 3), 11=705(load case 7), 15=50(load case 4), 14=705(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-30=0/59, 2-00=0//9, 2-3=783/69, 3-4=993/20, 4-5=535/38, 5-0=535/38, 6-7=993/20, 748=783/64, 8-31=0/79, 9-31=0/59 BOT CHORD 2-15=17/514, 14-15=17/514, 13-14=17/514, 12-13=17/514, 11-12=17/514, 10-11=17/514, 8-10=17/514 WEBS 7-11=593/85, 6.12=28/101, 3-14=593/89, 4-13=28/101 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip Increase is 1.33 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 ANSI/rPI 1-2002. 4) Gable studs spaced at 1.4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.¢ 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). t� LOAD CASE(S) Standard _ /+ �1,^t 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 M �+ V �F Uniform Loads (plf) Vert: 2-8=14,11-30=1104(F=52), 9-31=104(F=52) Continued on page 2 10,2007 ® WAIUMM - t7-Yly design parr ft- and READ XOTSB ON THER AM MaXnBD Mr= RSYSRMWZ PADS AIV 7473 BSYOAS OB& e Design valid for use only vAh Milek 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 responsbSdy of bu ing designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability dudng construction is the responsib06y, of the M iTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ro.sn,e.sn.on.a fabrication, quality control, storage, delivery, erection and bracing, consult ANSI 11 Qualify Crfferla, DSB-87 and BCSII BuIlding Component Safety Irdormalton available from Truss Plate Institute, 583 D'Onofrw Drive. Madison, col 53719. 7777 Greenback Lane, Suite 109 Citrus Hel his 95610 Job Truss TrU53 Type MY Ply KOEHNEN RES. COMP VGE KINGPOST2 826593181 1 Job Reference o 6onal Longfellow Lumber Co., Inc., Chico, Ce. 9592&7434, Adam Dish 6.200 s Jul 13 2005 MRek Induatrles. Irx. Ff Sep 07 13:26:14 2007 Page 2 LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: 30=104(F=52}to-5=189(F=137), 5=189(F=-137}to-31=104(F=-52) ® WARNWO - Vert& de+tBn Pominaa and READ NOTES ON TMO AND DVaXDSD dI MK REVERENCE PADS MU -7473 BEPORS USB. Design valid for use only with Mlfek connectors. This design B based only upon parameters shown, and Is for an individual building component. Applicability of design poramenters and proper incorporation of component B responsibility of builifmg 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 responsibBBy, of the M iTe k_ erector. Additional permanent bracing g of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI11 QualityCriteria, DSB-89 and BCSII Building Component Safety Information ovallable from Truss Plate Institute, 583 D'Onotrto Drive. WI .0.�4.o...�nR..- Madison, 53719. 7777 Greenback Lane, Suite 109 Citrus Hal hts 95610 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 4773 WELDING WAY Owner: Permit No: B07-2286 APN: 042-010-110 KOEHNEN, MICHAEL Issued Date: 11/7/2007 By GLB Permit type: MISCELLANEOUS 875 WESTGATE CT Subtype: Private Pool CHICO, CA 95926 Expiration Date: 11/6/2008 Description: MASTER POOL #01-506 (530) 891-5525 Occupancy: Zoning: Contractor Applicant: Square Footage: ROBERT T HILL & ASSOCIATES ROBERT T HILL & ASSOCIA' Building Garage Remdl/Addn 199 EAST SHASTA AVE 199 EAST SHASTA AVE CHICO, CA 95926 CHICO, CA 95926 Other Porch/Patio Total (530) 891-4280 (530) 891-4280 FEE INFORMATION DBEH Building Review Fee $75.70 DBMSC Swim Poo[ -Master Plan Co $496.42 Total Charged: $572.12 Fees Paid: $572.12 Balance Due: $0.00 Receipt No: B5230 LICENSED CONTRACTOR'S DECLARATION OWNER / BUILDER DECLARATION Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractors License ROBERT T HILL 8r ASSOCIATE 377409 / B C53 / 6/30/2008 Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed 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 pursuant to the provisions of the Contractors License Law (Chapter 9 (commencing with Section 7000) is in fuAPT and effect. of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects X 11/7/2007 the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: Contractor's Signature Date ❑ 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 WORKERS' COMPENSATION DECLARATION OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of the property, who builds or improves thereon, and who does I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: the work himself or herself or through his or her own employees, provided that such improvements I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR are notintended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. improve for the purpose of sale.). I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by ❑ I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. The Contractors License Law dows not apply to an owner of the property who builds or improves My Workers' Compensation insurance carrier and policy number are; thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the 2720000-564 10/1/2007 Carrier: State Fund Policy Number: Exp. Date: Contractors License Law.). (This section need not be completed if the permit is for one hum red dollars ($100) or less. ❑ I AM EXEMPT under Section B. & P.C. for this reason: ❑I 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 the Workers' Compensation laws of California, and agree that if I should become subject to the workers' X 11/7/2007 compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those Owners Signature Date provl ions. X 11/7/2007 I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building Signature Date WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE injury, including death, and property damage caused by, arising out of, or in any way connected with HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte ATTORNEY'S FEES. County to enter the above mentioned property for inspection purposes. I hereby certify that I am the property owner or am authorized to act on the property owners behalf. CONSTRUCTION LENDING AGENCY 11/7/2007 1 HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for Name of Permittee [SIGN] Print Date the performance of the work for which this permit is issued. (3097 civ. code) Owner ❑ Contractor OR E]Agent for Owner 11Agent for Contractor FILE COPY Lenders Address City State Zip BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OF APPLICATION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" OWNER Name Vow;- AUL & k dr, Last Name' rust KC 1604 Address 073 IWl�b ZZ City 6tkCD Stale' C4Zip t q5r-t7 3 Phone Fax , gq,4-- 033 E-mail E-mail CONTRACTOR Name Vow;- AUL & k dr, Address 1aq .254A61—Pr City C&cO State CA Zip 9159.73 Phone Fax Bq( -01` 4— E-mailLic. # (? 4&�uwsr. 3?7 Class -E. APPLICANT SIGNATURE X.— For office use o I : ARCHITECT/ENGINEER Name 'SAME— h� a V&kzdR Address SRA City I No State Zip Phone gq,4-- 033 Fax E-mail Planner State License Number APPLICANT SIGNATURE X.— For office use o I : APPLICANT NAME Name 'SAME— h� a V&kzdR Address SRA City I No State Zip Phone Book Fax E-mail Planner APPLICANT SIGNATURE X.— For office use o I : Zoning Property Address 4173 wrcLo(N`b W Flood Zone Cross Street V9,04 , v 0 j W 44 SRA Yes I No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS PERMIT NO. oZ io BPO I BIN # LOCATION AP# I 9V o4Z—©ccs-110 Property Address 4173 wrcLo(N`b W City Crkco Cross Street V9,04 , v 0 j W 44 WORKER'S COMPENSATION Policy Number 212--0 I Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address .Description or Scope of Work: W Mot, 4 & A, Sq. Footage ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be required. REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Received by: Amount: Bldg SRA Receipt #: Sheriff SMIP Date: Other Total K:\FORMS\BUILDING FORMS\BldgApplSubRgmts.doc Page 1 of 2 REV 7-27-04 a c SUBMITTAL & PERMIT REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND /N INK ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss details and layouts in duplicate (if required). No faxes! ❑ 4. Energy compliance design and supporting documentation in duplicate. (Note: Not required for additions to mobile or modular homes.) ❑ 5. Statement of Intent for Non -heated and AIC for Non -Residential Buildings. ❑ 6. Manufactured homes: (A) Data sheets and installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 7. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). ❑ 9. Site plan and business license approval from the City of Biggs. ❑ 10. Letter of intent for non-residential buildings. ❑ 11. Detached Accessory Building Form filled out by the owner (if required). ❑ 12. Hazardous Material Form (for Commercial Buildings only). ❑ 13. Sanitation and site plan approval from the Environmental Health Department. Remaining items needed to issue the permit. Additional items may be required after Plan Check and Planning review (May require additional plan review upon receipt of the following items.) ❑ 1. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office (if required). ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7. Workers Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner (for 433A's). If you have questions or would like additional information regarding this process, contact a Permit Application Assistant at (530)538.7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION K1FORMS\BUILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 7-27-04 ' i TMzkJT ��Tr 01�_ Department of Public Works �1� !l�i� c o n n t y o f B u t t e I C y o 0 —�.� ° I. -Michael Crump. Director Lrm\XlakND VELOPMENT;Progra 1 S;cry Water Management Pro;ram 7 County Center ;rive Cp V N-(� Oroville, CA 95905 A5 (530) 538.7200 —LIC %AJ (FAX) 538-7171 National Poll�ctant Discharge Elimination System (NPDES) Phase 11 Construction Storm Water Permit and 'Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement [LESS THA/U ACRE1 Project Description: SPA. Project Location and/or Parcel Number:AOfl'�_2 — OyD —J(O By siding below, I, the project owner/owner's agent, certify that this project �YII,L NOT DISTURB 1 acre or more of land and that I, therefore, do not need to apply for a Cons`L uction Storm Water Permit from the State of California Regional Water Quality Control Board.. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project. that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law. Sided: Title: Date: = �0�! Lis than 1 Acr: h'PUES & SW?P? Cornpliane4 Ce"rti6cation f I 1\ - - - - - —GG.O.r.V NOo2 TW — — — — — G35.G I' ' 0 0 0 0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 (D- 0 0 -a 0 0 C) 0 0 0 0 E) (D (D 0 0 0 E) E) E) 0 7(OZ) 0 0 09 0 0 0 0 0 0 0 0 0 0 0 E) 0 0 0 0 0 0 0 0 -0- -G- 0 0 0 0 04 "o 0 0 0 0 0 01)0 0 0 0 0/'0 ---CL- Q— 0-40 -.Q � O o o 0 0 0 o /0 0 E) 0 \, Ai 0 0 0 E) C) 0 o 0 0 0 0 0 If ED E) 0 Dap o o o o o o o o pg ELr.CTPJC J 0commu 111 C o o 10 o o o 0. 0 10 0 0 0 0 0 0 0 0 0 10 0 0 0 0 P0 0 0 0 0 0 0 0 z I z E) (D 0 b o 0 0 0 0 0 0 0 0 all .b.p W j z (A W0 0 7 E) 0 0 to 0 0 E). E) 10 0 0 10 0 0 0 0 �z o o o 0 0 0 0 0 q- 0 0. o 4- 6-0 --- 4 —C) -(9 (D- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (alo 0- -0- 0 0 E) 0 0 JE) 0 0 0 E) O 0 E) 0 '70-- C) cU-- CT—O -0 (D 7'E) 0 0 0 0 0 01 if . — op E) 0 0 0 0 C�_; -q0 0 0 0 0 0 0 0 0 0 0 0 o o z 000 o o o o o o o o o o o 0 o o o o o o 010 o o o o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 — L35. 4�1 (;ZO-844. N 0*25 5. FA, BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION FORM 0 FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) Assessor Parcel Nuinber (s) Building Pen -nit Number & V- 6q yn Property Owner (s)__hl?l�i'1. Project Location /Address j Subdivision Name 6Assessable Sq. Ftge Type of Residential Development (check one) New Development Single Family -Detached Single Family -Attached Alteration/Addition(s) Non -Residential to Residential Multi -Family Dwelling Mobile home Mobile home replacement verified by Assessor Department Demo Permit (dat issued ) verified by Building Department . Comments:—,fi Building Department Representative Date 0 FRRPD OCARD., ❑ PRPD ❑ DRPD certifies that: hnn lc_l otkne.n ,pplicant Name Phone 1 amber Mailing Address a City State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of. nn Dwelling Units @ $ per unit for a total of ®o Square Feet @ $ per sq foot for a total of $ Remarks: Pairs by ash: Recreation 0 I. RUTTE" (�HICO AREA RECREATION AND PARK DISTRICT (CARD) COUNTY 0 PARADISE RECREATION AND PARK DISTRICT (PRPD) JUL - 2 2007 0 DURHAM RECREATION AND PARK DISTRICT (DRPD) DEVELOPMENT SERVICES Assessor Parcel Nuinber (s) Building Pen -nit Number & V- 6q yn Property Owner (s)__hl?l�i'1. Project Location /Address j Subdivision Name 6Assessable Sq. Ftge Type of Residential Development (check one) New Development Single Family -Detached Single Family -Attached Alteration/Addition(s) Non -Residential to Residential Multi -Family Dwelling Mobile home Mobile home replacement verified by Assessor Department Demo Permit (dat issued ) verified by Building Department . Comments:—,fi Building Department Representative Date 0 FRRPD OCARD., ❑ PRPD ❑ DRPD certifies that: hnn lc_l otkne.n ,pplicant Name Phone 1 amber Mailing Address a City State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of. nn Dwelling Units @ $ per unit for a total of ®o Square Feet @ $ per sq foot for a total of $ Remarks: Pairs by ash: Recreation 0 r BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION F®@ Y D FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) JUL _ 2 2007 E<HICO AREA RECREATION AND PARK DISTRICT (CARD) DEVELOPMENT 0 PARADISE RECREATION AND PARK DISTRICT (PRPD) SERVICES ❑ DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s) Property Owner (sI , Project Location /Address Subdivision Name New Development 0"1All E Alteration/Addition(s) Mobile home Building Permit Number I > c)- 'CA 7 V Assessable Sq. Ftged�- Type of Residential Development (check one) `� Single Family -Detached Single Family -Attached Demo Permit (date issued Comments: Non -Residential to Residential Multi -Family Dwelling Mobile home replacement verified by Assessor Department verified by Building Department 0 FRRPD tA CARD D P D❑ DRPD certifies that: Do Ct6 U Applicant Name Phone Number 04zt--- Ok(a c;- GH r c v C4- '76273 Mailing Address city State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: Dwelling Units @ $ per unit for a total of Square Feet @ $ per sq foot for a total of $ Remarks: BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds Site Address: 4773 WELDING WAY APN: 042-010-110 Permit type: RESIDENTIAL Subtype: SFD-Custom/Model Description: NSF (4943) GAR (2181 FAUGHN CONSTRUCTION PO BOX 926 WILLOWS, CA 95988 (530)934-7711 PROJECT INFORMATION Owner: KOEHNEN, MICHAEL & LORI 875 WESTGATE CT CHICO, CA 95926 COV (1651) (530) 891-5525 KOEHNEN, MICHAEL & LOF 875 WESTGATE CT CHICO, CA 95926 (530)891-5525 FEE INFORMATION Ag Com Building Permit Clearan $32.50 CWIF SF $2,411.06 CWIF SF $2,132.89 CWIFAUD Impact Processing Audi $50.00 CWIFDDS Impact Processing Fee $50.00 DB R3 Dwelling -Custom, Model $2,901.84 DB R3 Dwelling -Custom, Model $1,934.56 DBEH Building Review Fee $75.70 LICENSED CONTRACTOR'S DECLARATION Contractor (Name) State Contractors License No. / Class / Expires FAUGHN CONSTRUCTION 495515 / B / 07/31/2008 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. X 06/29/2007 Contractor's Signature Date 1_ _ ,WORKERS' COMPENSATION DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: ❑I 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 performance of the work for which this permit is issued. ❑I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My Workers' Compensation insurance carrier and policy number are; Carrier: Policy Number: Exp. Date: _ (This section nee not be completed if the permit is for one hundred dollars ($100) or DBSMIP Residential Permit No: B07-0980 Issued Date: 06/29/2007 By KEJ Expiration Date: 06/28/2008 Occupancy: R-3 Zoning: A-10 Square Footage: Building Garage Remdl/Addn 4,943 2,181 Other Porch/Patio Total 1 651 8,775 $40.01 Total Charged: $9,628.56 Fees Paid: $9,628.56 Balance Due: $0.00 Receipt No: B3724 OWNER / BUILDER DECLARATION. - r I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractors License Law [Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: ❑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 (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of the property, who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proof that he or she did not build or improve for the purpose of safe.). I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: The Contractors License Law dows not apply to an owner of the property who builds or improves thereon, and who contracts for the projects with a oontractor(s) licensed pursuant to the Contractors License Law.). ❑ I AM EXEMPT under Section B. & P.C. for this reason: I 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 the Workers' Compensation laws of California, and agree that if I should become subject to the workers' X compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Owner's Signature X k. U r 1 b &&, k ►� n 06/29/2007 Signature Date WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for the performance of the work for which this permit is issued. (3097 civ. code) Lender's Address City State Zip 06/29/2007 Date I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal injury, including death, and property damage caused by, arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte County to enter the above mentioned property for inspection purposes. I hereby certify that I am the property owner or am authorized to act on the property owners behalf 'P [ Owner Contractor OR ElAgent for Owner ❑Agent for Contractor FILE COPY BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WILL BE REQUIRED AT TIME OFAPPLICATION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" OWNER INFORMATION La k n e- Firs Firs Name OYbftlickAf Ma"dd ess City ck�I 'C� Ste Zip 45 4 66 Phone r, 5 Fax E-mail 0 C. i A CONTRACTOR Name Address �V City State ✓/ Phon L ' Fax E-mail Lic. # ��� •�^ Class APPI;ICANT INFORMATION ARCHITECT/ENGINEER Name ~4J 'Address City�) '' vcr�'9'1 S e Zip Phone , ,S .� d 7 T Fax E-mail State License Number APPI;ICANT INFORMATION Name 1 F��� Address City State Zip Phone Fax E-mail APPLICANT SIGNATURE PERMIT NO. -00 o BIN # PROJECT LOCATION AP# —dLQ— I1V Property Address ® nw, , e_1 _O i LO k Lj City l !ice WORKER'S COMPENSATION Policy Number, ,1 _I Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORK: Sq FT- Living Garage Open Cov ❑ Structure Built withoutrmits ❑ Proposed Change of cy (Note previous use): Occ av For office use only: Zoning F��� Flood Zone SRA I Yes o Occ. Type Const. p l� UD BUTTE COUNTY FEE SUMMARY 7 County Center Drive Oroville, CA 95965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Permit Number: B07-0980 Job Address: 4773 WELDING WAY Contractor: FAUGHN CONSTRUCTION PO BOX 926 WILLOWS, CA 95988 Printed: 06/29/2007 1:01 pm Fee Description Account Number Fee Amount Paid Date Pmt Amt Ag Com Building Permit Clearan 00104600014612200-1010 $32.50 CWIF SF CWIFPV/RDS SF 1831-0-280-1011001 $1,337.55 CWIFFIREF SF 1851-0-280-1011852 $366.35 CWIFFIREVE SF 1851-0-280-1011853 $707.16 DB R3 Dwelling -Custom, Model DBF DWLNG CSTM/MDL N Plan Rvv 00104400014210500-1010 $1,934.56 05/04/2007 $1,934.56 DBF DWLNG CSTM/MDL N Permit F( 0010-440001-4210500-1010 $2,901.84 DBEH Building Review Fee 0021-540013-4614901-1010 $75.70 05/04/2007 $75.70 CWIFAUD Impact Processing Audi 0010-050-4617998-101001 $50.00 CWIFDDS Impact Processing Fee 0010-440001-4617999-1010 $50.00 CWIF SF CWIFLBRYF SF 1825-0-280-1011826 $240.89 CWIFSHERFJL SF 1800-0-280-1011811 $288.00 CWIFLBRYM SF 1825-0-280-1011827 $162.04 CWIFLBRYV SF 1825-0-280-1011828 $4.83 CWIFGGF SF 1808-0-280-101001 $664.81 CWIFSHERFF SF 1840-0-280-1011841 $312:99 CWIFGGVE SF 1810-0-280-101001 $306.61 CWIFSHERFVE SF 1840-0-280-1011842 $152.72 DBSMIP Residential 1001-0-280-1011298 $40.01 Printed By: Tammie Powell 99628.56 $29010.26 Balance Due: $7,618.30 At the time of permit application, I was advised the above fees are required prior to issuance of the permit. These fees may change during the plan checking process. Signature: Date: 06/29/2007 Pursuant to Government code Section 66020, you are hereby notified those items listed above may have been imposed on your project. You have 90 days from the date of approval of the project or from the impostion of the above referenced items during which you may request a protest. The requirments for a protest are specified in Government Code Section 66020(a). BUTTE COUNTY FEE SUMMARY 7 County Center Drive Oroville, CA 95965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Permit Number: B07-0980 Job Address: WELDING WAY Contractor: FAUGHN CONSTRUCTION Fee Description CWIF SF PO BOX 926 WILLOWS, CA 95988 Printed: 05/04/2007 4:04 pm Account Number Fee Amount Paid Date Pmt Amt CWIFFIREF SF 1851-0-280-1011852 $366.35 CWIFFIREVE SF 1851-0-280-1011853 $707.16 CWIFPWRDS SF 1831-0-280-1011001 $1,337.55 - DB R3 Dwelling -Custom, Model 1825-0-280-1011826 $240.89 DBF DWLNG CSTM/MDL N Permit F( 0010-440001-4210500-1010 $2,901.84 DBF DWLNG CSTM/MDL N Plan Rvv 0010-4400014210500-1010 $1,934.56 05/04/2007 $1,934.55 DBEH Building Review Fee 1808-0-280-101001 $664.81 CWIFSHERFVE SF 0021-540013-4614901-1010 $75.70 05/04/2007 $75.70 CWIFAUD Impact Processing Audi 0010-0504617998-101001 $50.00 CWIFDDS Impact Processing Fee 0010-440001-4617999-1010 $50.00 CWIF SF CWIFGGVE SF 1810-0-280-101001 $306.61 CWIFLBRYV SF 1825-0-280-1011828 $4.83 CWIFLBRYM SF 1825-0-280-1011827 $162.04 CWIFLBRYF SF 1825-0-280-1011826 $240.89 CWIFSHERFF SF 1840-0-280-1011841 $312.99 CWIFSHERFJL SF 1800-0-280-1011811 $288.00 CWIFGGF SF 1808-0-280-101001 $664.81 CWIFSHERFVE SF 1840-0-280-1011842 $152.72 DBSMIP Residential 1001-0-280-1011298 $40.01 99596.06 $29010.26 Printed By: Karen Jones Balance Due: $7,585.80 At the time of permit application, I was advised the above fees are required prior to issuance of the permit. These fees may change during the plan checking process. Signature•A_4L .,AQ Date: 05/04/2007 Pursuant to Government code Section 66020, you are hereby notified those items listed above may have been imposed on your project. You have 90 days from the date of approval of the project or from the impostion of the above referenced items during which you may request a protest. The requirments for a protest are specified in Government Code Section 66020(a). Recorder's Office Count of Butte CANDACE J. GRURBS County Clerk -Recorder 2007-0031571 06/29/2007 12:41PM REC FEE 10.00 CONFORMED COPY 1.00 ---------------------------------------- TOTAL 11.E CHECK 5011 11.00 ------------------------ ---------------- CHANGE 0.00 06/29/2007 12:42PM 2007062900115 ARG ECR-REC03 Thank You Have a Nice Day! --------------------------- Requested By: Public t - A AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 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, agricuitural_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: Ski_, a_�40 C_� Vy%1Kd_ Date �o l �•-7 101. PROP RTY OWNERS: State of California ) County of ) before personally appeared H iC -4Sia ntA Lnk.t Kor-4tJE 3yersonauy known to me (or 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 he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the persons) acted, executed the instrument. WITNESS m. hand and official seal. HEATHER NORTH Signator Comm. # 1698477 Seal: ;� NOTARY MC-CAUMUSBUTTE > N Ih Com, EACOUNTY OCT 22,1010 r A.P. # Order Number: 0401-1916810 Page Number: 5 LEGAL DESCRIPTION Real property in the unincorporated area_of the County of Butte, State of California, described as follows: PARCEL I: BEING LOT 22, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CHICO PRUNE ORCHARDS", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 3, 1913, IN BOOK 7 OF MAPS, AT PAGE(S) 27. RESERVING THEREFROM A NON-EXCLUSIVE EASEMENT FOR INGRESS AND EGRESS AND FOR PUBLIC UTILITIES OVER THAT PORTION OF LOT A LYING WESTERLY OF THE CENTERLINE OF MUD CREEK, AS SHOWN ON SAID MAP. PARCEL II: A NON-EXCLUSIVE EASEMENT FOR INGRESS AND EGRESS AND FOR PUBLIC UTILITIES OVER THAT PORTION OF LOT A LYING WESTERLY OF THE CENTERLINE OF MUD CREEK, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CHICO PRUNE ORCHARDS", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 3, 1913, IN BOOK 7 OF MAPS, AT PAGE(S) 27. APN: 042-010-110-000 Mid Valley Title & Escrow Company BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District //��%/�(�� Building Department No. �,/��j�-� Tax Rate Area No. A.P. Number ��Ln/� ���� Jurisdiction: City 'County Property Owner Property Location/Address J Subdivision Lot No. Residential Development 0 No of Living Mobile Home Units Installation Commercial/Industrial Q New Addition 1 Building Department ................................. ................................................................ Sq. Footage Addition/ *Supplemental to (Group R) Conversion Permit # Cr. Demo - ' *(No foundation inspection) existing sq. ft. see attached ........................................................ Net total sq. ft. Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) District Identification No. OZSJ ,�3rl�z ( 1 S96 School District certifies that Address) (City) (State) Sq. Footage (Including Exterior Roofed Areas) -;2 V -K) Date /R /l I w / (Payor) has complied with the requirements of Resolution No. representing 3 square feet. B 2926 � r% Representative Paid by Check # 9Remarks:' (Zip Code) by payment of $ FULL MITIGATION $ Dat 7-U// :� (Phone Number) r, 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 Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (school district), Yellow (building department), Pink (applicant) a feeform.xls (12/06)dmm r., BUTTE COUNTY ]DEVELOPMENT FEE CERTIFICATION FORM ❑ FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) EKCHICO AREA RECREATION AND PARK DISTRICT (CARD) ❑ PARADISE RECREATION AND PARK DISTRICT (PRPD) ❑ DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s) 0&-,1316-116 Building Permit Number /?Q 7~ 6 . Property Owner (s) . Project Location /Address Subdivision Name k"" New Development Alteration/Addition(s) Mobile home Demo Permit ( Comments: U Assessable Sq. Ftge Type of Residential Development (check one) Single Family -Detached Single Family -Attached Non -Residential to Residential Multi -Family Dwelling Mobile home replacement verified by Assessor Department issued , ) , /-'\ I verified by Building Department ❑ FRRPD OCARD, ❑ PRPD ❑ DRPD certifies that: 1c� o���e►� S�� -Fr I -SSSS pplicant Name Phone T41iimber yl Ch 1L S9' Mailing Address City State Zip Has complied with requirements of the Butte County Board of Supervisors. Resolution No. by Payment of: nn Dwelling Units @ $ per unit for a total of Ix) Square Feet @ $ per sq foot for a total of $ Remarks: i 017704/27. 86/29/07 -Check Paid -by Check No: F-)r)A Paid by ash: Receipt No: Recreation ad D' trtt Representati Butte County Department of Public Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive Oroville, CA 95965 (530) 538-7266 Telephone (530) 538-7171 Fax www.buttecounty.net/dds O O O O 4 y zic � National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACRE 1 Reference Number: B07-0980 Date: 05/04/2007 Location: WELDING WAY By: KEJ _ Parcel Number: 042-010-110 Sub Type: SFD-Custom/Model Owner Name: KOEHNEN, MICHAEL & LORI Phone: (530) 891-5525 - Description: NSF (4943) GAR (2181) COV (1651) By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the state of California Regional Water Quality Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water. Permit from the State of California Regional Water Quality Control Board for this project that disturbes one acre or more of land may result in revocation of grading and/or other permits or other santions provided by law. J 1 I_' I �� Title: 6V FILE Date: 05/04/2007 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds NOTICE TO BUILDERS Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: 0 Make sure your application is complete. D Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit. A permit may be renewed (for a fee) prior to expiration an indefinite number of times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications (not yet issued) must be requested within two years from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge of $54.99 to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at hitp:Hmunicipalcodes.lexisnexis.com/codes/butteco/ Reference Number: B07-0980 Date: 05/04/2007 Location: WELDING WAY Parcel Number: 042-010-110 Owner Name: KOEHNEN, MICHAEL & LORI - Phone: (530) 891-5525 Description: NSF (4943) GAR (2181) COV (1651) Signature of Property Owner: KCS L Y\.0, Date: 05/04/2007 FILE i AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE. CA 95965 COPY of Document Recorded 29 -Jun -2007 2007-0031571 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: a-A--�Cl' Ck vey��— Date • G 1 JO 1 U State of California County of before PROP RTY OWNERS: Kok personally appeared lul i(' +1i4FC_ n,nnl L—r)kj Kne:40EAl personally known to me (or 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 he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS m hand and official seal. * -------�-- HEATHER NORTH Signator Seal: ;� eoTM�y KWC 1$98477ec M N oum Cowin MY Cow. UP. Oct 22, 2010 A.P. # Order Number. 0401-1916810 Page Number. 5 LEGAL DESCRIPTION Real property in the unincorporated area, of the County of Butte, State of California, described as follows: PARCEL. I: BEING LOT 22, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CNICO PRUNE ORCHARDS", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 3, 1913, IN BOOK 7 OF MAPS, AT PAGE(S) 27. RESERVING THEREFROM A NON-EXCLUSIVE EASEMENT FOR INGRESS AND EGRESS AND FOR PUBLIC UTILITIES OVER THAT PORTION OF LOT A LYING WESTERLY OF THE CENTERLINE OF MUD CREEK, AS SHOWN ON SAID MAP. ' PAROL II: A NON-EXCLUSIVE EASEMENT FOR INGRESS AND EGRESS AND FOR PUBLIC UTILITIES OVER THAT PORTION OF LOT A LYING WESTERLY OF THE CENTERLINE OF MUD CREEK, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "C HICO PRUNE ORCHARDS, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 3, 1913, IN BOOK 7 OF MAPS, AT PAGE(S) 27. APN: 042-010-110-000 Mid Valley Title & Escmw Company BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. BP061744 ....5 PERMITS BECOME NULL AND VOID 1 YEAR FROM THE DATE OF ISSUANCE, OR IF WORK IS DONE IN VIOLATION OF ANY COUNTY OR STATE LAWS. LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under Issued Date: 07/20/2006 APN: 042-010-110-000 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. i � Site Address: � elcl'yw, �L}Ct'y; ��llC'U c/D Zl5y3yS License Class : License Number: �i �GLCGi72/ `J Map Index: Date: -1 Contractor: leo 6 Description: ELECTRICAL TO SERVICE WELL & FUTURE OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the LOT DEVELOPMENT Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior Owner: MICHAEL &LORI KOEHEN to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of 875 WEST GATE CT the Contractor's State License Law (Chapter 9 commencing with Section CHICO CA 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any 95926 violation of Section 7031.5 by any applicant for a permit subjects the (530) 891-5216 office (530) 521-6901 cell applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ 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 (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an Applicant: CHICO ELECTRIC owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for 36 WEST EATON ROAD sale. If however, the building or improvements are sold within one CHICO, CA 95973 year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of (530) 891-1933 sale.). O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, Contractor: CHICO ELECTRIC and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). �0' 1 am Exempt under Article 3 of the Business and Professions Code 36 WEST EATON ROAD OFFICE COP Date: Owner: Address License WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for IVkj workers' compensation, as provided for by Section 3700 of the + Labor Code, for the performance of the work for which this permit GAS is issued. Architecl Meter_ By Date ❑ I have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of Engineer ELECTRIC /Z Meter By () Dated a�-o0 the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: G E/f%///� /!f/S(Jr?fi/✓C'C� (� e© lv ? � Z8 r � O 1 Total Square Ft: 0 S. F. Pavy #: Valuation: $0.00 O 1 certify that in the performance of the work for which this permit is Census Code: issued, I shall not employ any person in any manner so as to become subject to the 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 forthwith comply with those provisions. Date: ©/� �P i Applicant: Cy�ffCO /�Lcc�Ci72/L U WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor interest, fees. code, and attorney's Aman CONSTRUCTION LENDING AGENCY he applicable provisions of th)e Butte`County Code and/or This permit is . ereby issued u2edove I hereby affirm that there is a construction lending agency For the Resol tion do work indic tfor which fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) By: U Date: Name: ✓ Address: PERMIT EXPIRES ON: / -2a-107 Date ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official form or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purposes. Print Name: Signature: Date: 2Z c, ❑ owner ❑ Contractor ❑ Agent for Owner Agent for Contractor B. C. Building Permit 01-16-04 pg 1 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) . OFFICE #: (530) 538-7541 PERMIT NO. BP061744 PERMITS BECOME NULL AND VOID 1 YEAR FROM THE DATE OF ISSUANCE, OR IF WORK IS DONE IN VIOLATION OF,ANY COUNTY OR STATE LAWS. LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under Issued Date: 07/20/2006 APN: 042-010-110-000 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. Site 103 �,(�o ('0 eb License Class Cl License Number: S L13 e15 Address: , l : Date: Contractor: a/--o�4.-Cerrzi a Map`J Map Index: _�, Description: ELECTRICAL TO SERVICE WELL & FUTURE OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the LOT DEVELOPMENT Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior Owner: MICHAEL & LORI KOEHEN to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of 875 WEST GATE CT the Contractor's State License Law (Chapter 9 commencing with Section CHICO CA 7000) of Division 3 of the Business and Professions Code) or that he or 95926 she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the (530) 891-5216 office (530) 521-6901 cell applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ 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 (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an Applicant: CHICO ELECTRIC owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for 36 WEST EATON ROAD sale. If however, the building or improvements are sold within one CHICO, CA 95973 year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of (530) 891-1933 sale.). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, Contractor: CHICO ELECTRIC and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ' I am Exempt under Article 3 of the Business and Professions Code 36 WEST EATON ROAD CHICO, CA 95973 ' Date: owner: (530) 891-1933 License #: 454345 WORKERS' COMPENSATION DECLARATION I 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 performance of the work for which this permit is issued. Architect: ❑ I have and will maintain workers' compensation insurance, as Engineer: required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: ZE/1%//ir{ /V>(&r?fi/lCLc eo #: G7©� r27 Z �i'7 0 f Total Square Ft: 0 S. F. Policy Valuation: $0.00 ❑ 1 certify that in the performance of the work for which this permit is Census Code: issued, I shall not employ any person in any manner so as to become subject to the 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 forthwith comply with those provisions. Date: ? � © /y Applicant: C mno 15&:rml e WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCY This permit is ereby issued under he applicable provisions of the Butte County Code and/or I hereby affirm that there is a construction lending agency for the Resol tion do work Indic ted ove for which fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) / 7— ���6 BY r/ Date: Name: t� /� I PERMIT EXPIRES ON: / v 2 -07 .Address: Date ❑ I hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this, application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official form or document of Butte County. I hereby authorize representatives of Butte Co^_1unty to enter upon the above mentioned property for inspection purposes. Print Name: <y/2E� �1�1�1ti?�'L'i Signature: Date: x) �o ❑ Owner ❑ Contractor ❑ Agent for Owner )<Agent for Contractor B. C. Building Permit 01-16-04 pg 1 t j ` a� 4 BEDROOM RESIDENCE FOR: MICHAEL & LORI KOEHNEN GREGORY A. P.E I T Z ARCHITECT' g „ N 9 �' T �D�Z CHICO PRUNE ORCHARDS, LOT # 22 l �� CHICO, - CALIFORNIA M3 Rio Undo Ave. cmro,CA. 95926 (530)894. 6719 z �0 • Q MATCH LINE - 5EE 5HEET # 5 Al . � e u _ �� a � 8N A Q \ rn \ / 4 BEDROOM RESIDENCE FOR: MICHAEL & LORI KOEHNEN GREGORY A. P E I T Z ( �US Jx lita R� lilax R� R� R� •� m �xa " b ° CHICO, CALIFORNIA 30lUoWdoAv& Chico CA. %926 (530)894. 5719 z �0 • Q MATCH LINE - 5EE 5HEET # 5 Al . � e u _ �� a � 8N A Q \ rn \ / 4 BEDROOM RESIDENCE FOR: MICHAEL & LORI KOEHNEN GREGORY A. P E I T Z �? CHICO PRUNE ORCHARDS, LOT # 22 ARCHITECT " b ° CHICO, CALIFORNIA 30lUoWdoAv& Chico CA. %926 (530)894. 5719 ` ` W-4- (2) 9040 PIX U 9N. 4 BEDROOM RESIDENCE FOR: MICHAEL & LORI KOEHNEN ' GREGORY A. P E I T Z 6 4CD9060 A2i- 9N. r {fib O U� P 1 9 •If b� � I '�(j`� A r I A 2040 9 P 1 9 CHICO, CALIFORNIA 383 Rio LInd6Ave- Chico, CA.*95926 (SM) 894. 5719 O r 2 yyp D P49 y •R rn x• al ° � �'10 N �8 u �a p '1 o - u u tA a ` Elio-- 4 ry �21 47 \' P 4 F/ I' C °ON - O i Iia . LL I I o _-r-r.^.4-._I. _ - _ _ _ •�+�++r'ry _ -.+.. y-+e+.+.'--`s+r_...�w iir . • — — 9046 911.— _ O 1 60• AFGI I ,Ciel+ A I.�Ip 1 TN4A _ u PrP- A° II �o gI x A %C m �I •. Z t x� t y + 9046 9N. z m� } 0� r ST q UP `� .-Il°'q ➢y r IqA n I p ere z AD 2 a D o 1!1 OR 1i u� ( ArA � �5� Ax{x ox d x $ m k <y 17-1 ' u C N q • 16 ' MATCH LINE - SEE SHEET # 2 + b ` ` e 4 BEDROOM RESIDENCE FOR: MICHAEL & LORI KOEHNEN ' GREGORY A. P E I T Z 6 ARCHITECT CHICO PRUNE ORCHARDS, LOT # 22 CHICO, CALIFORNIA 383 Rio LInd6Ave- Chico, CA.*95926 (SM) 894. 5719 r Deka irr ent" of i 7 County Center Drive, Oroville CA 95965 e (530) www buttecounty.net/dds' rV ces/,BuiEdi-nJ Divisior Telephone © (530) 538-2140,R www buttegeneralplan.rr 1. The pool shah pe isoiarea rrom d1 --:o a. Any access gates through the enclosure open away from the swimming pool, and am self-closing with a self -latching device placed no lower than 60 inches above the grognd. `. b. ' A minimum height of 60 inches. c, A maximum vertical clearance from the ground to the bottom of the enclosure of 2 inches d. Gaps or voids, if any, do not allow the passage of a sphere equal to or greater than 4 inches in diameter, e. An outside surface free of protrusions, cavities, or other physical characteristics that would serve as handholds or footholds that could enable a child below the age of 5 years to climb over. 2.The pool shall incorporate removable mesh pool fencing that meets American Society for Testing and Materials (ASTM) Specification F2286 standards in conjunction with agate that is self-closing and self -latching and can accommodate a key lockable device. 3. 1 The pool shall be equipped with an approved safety pool cover that meets all the requirements of the ASTM Specification F1346. 4 ..,The residence'shall be equipped with an exit alarri on those doors providing direct access to the pool. 5. ` ;All doors providing direct access from the home to the swimming pool shall be equipped with a self-closing, self latching device with a release mechanism' placed no lower than 54 inches above the floor. 6.' Swimming pool alarms that, when placed in pools, will sound upon detection of accidental or unauthorized entrance into the water. These pool alarms shall meet and be independently, certified to the ASTM Standard F2203 "Standard Specification for Pool Alarms" which includes surface motion, pressure, sonar, laser and infrared type alarms. for purposes of this article, "swimming pool alarms" shall not include swimming protection alarmdevices for individual use, uch a5 attached to a child that sounds when the child exceeds a certain distance or becomes submerged in water.,,., 7." Other means of protection, if the degree of protection afforded is equal to or greater than that afforded by any of . the devices set forth above, and have been independently verified by an approved testing laboratory as meeting standards for those established by the ASTM or the American Society of Mechanical Engineers (ASME) Prior to issuance of any final approval for the completion of permitted construction or remodeling work, the local building code official shall inspect the drowning safety prevention devices required by this act and if no violations are found, shall give final approval. ,Whenever a building permit is issued for the construction of a new swimming pool or spa, the pool or spa shall meet all of the Fnlinulinn rarn�irPmPnfS[ .. T r. t 7 7 .7 Z.Z�V�, -/-Z 14 fi vERIfy,!,WFW' LOCATIONrw Of. CONDENSING- UNI NTM 77 -