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HomeMy WebLinkAbout062-340-0152-34-15 John Jones JONES, John Jr._ 665-678 ! E/SSugar Pine Dr. , a p. 4 m' /Of'� Rock Rd . , Berry Cr�ne '����� � 1168-67P� •.� _ Permit #3698-78BpEpr vat(etd'etached 559-67E , garage) - F Lot 75, Ponderosa -Pines Sub. , Berry reek' CONTR: Mtn. Development Co., Star Rt: Box 244, O 062=340-0157 05-3007 (new sin4e _family) Berry Creek' — MILLER/EDWARDS, TOM/ ROSELLA o -i . &8 -( 9 t 82 SUGAR PINE DR, B • RRY CREEK Cont: OWNER GAS HVAC y�q"a 062-340-015 06-0573 MILLER, TOM 82 SUGAR PINE DR, BERRY CREEK CONT: OWNER ADDITION -GARAGE S i I • I i II S TR.UCTURAL r C A L C U L A T I O N S ?Sol n F o a Q� CMU CANTILEVER RETAINING WALLS ADDENDUM - A GARAGE ADDITION ITY TM MILLRi 82 SUGOAR PINEEDRIVE ULDING ��'06'` BERRY CREEK, CA PPq(-'.E'P� owner: i-L;L r, .. _ REVISION: BP# 06 0573 APN• 661- 340 -DK Date. I� 0� FILE COPY FLT ENGINEERING 5790 CLARK ROAD PARADISE, CA 95969 (530) 872-0254 SUBJECT: CMU CANTILEVERED RETAINING WALLS BY: FLT DATE: 08/06 JOB NO: 6056 - A PROJECT: TOM MILLER GARAGE 82 SUGAR PINE DRIVE, BERRY CREEK, CA FLT EGINEERING 5790 CLARK ROAD PARADISE, CA SHEET 1 OF 8 DESIGN CRITERIA: STUD WALL AND ROOF ARE SUPPORTED BY CONCRETE MASONRY CANTILEVERED RETAINING WALL WITH CONCRETE FOUNDATIONS. CODE 2001 CBC SUPERIMPOSED LOADS: R C E 32434 QROFESS/pNq Reg. Expires �`�� �� E• TyG l F2 12 - 31 - 2006 m C /: -T. 3� m MIN. DL = .010 x (2 + 4) =.06 k/1 �'�F MAX. LL = .030x 12+.010x(12-2)+.010x4=.50k/l MAX LL. - ROOF SNOW LOAD + ADD'L ROOF DL + ADD'L WALL DL SURCHARGE - ADD HALF FOOT TO PROVIDE FOR WIND LOAD @ TOP OF THE WALL. LOADING PER ABOVE IS CRITICAL FOR BOTH - BEARING ( INCLUDING DL + LL) AND SLIDING RESISTANCE ( MIN. DL ONLY) CALC'S PROVIDED FOR: A.1 4'- 1" TO 6'- 0" HIGH WALL - SHEETS 2, 3 & 4 A.2 6' - 1" TO 8'- 0" HIGH WALL - SHEETS 5, 6 & 7 CONSTRUCTION DETAIL - SHEET 8 MATERIALS: CONCRETE - ULTIMATE COMPRESSIVE STRENGTH - f c = 2500 PSI @ 28 DAYS CMU -- ULTIMATE COMPRESSIVE STRENGTH --fm = 1500 PSI GROUTED SOLID, NO INSPECTION REQUIRED REINFORCING - ASTM A615, GRADE 40 ALLOWABLE SOIL BEARING PRESSURE - 1500 PSF ALLOWABLE LATERAL BEARING PRESSURE - 200 PSF FRICTION COEFFICIENT OF .35 Q PROJECT TOM MILLER GARAGE JOB NO. 6056-A DATE 8/2006 CALCIS BY FLT FLT ENGINEERING 5790 CLARK ROAD PARADISE, ' CA (916) 872-0254 SHEET Z OF p SUBJECT: CONC. MASONRY CANTILEVER RETAINING WALL --------------------------------------- WALL DESIGN: ------------ -ALL CALCULATIONS ARE IN UNITS/LN. FT. GRADE SLOPE RATIO: SOIL EQUIVALENT FLUID PRESSURE (PSF): SURCHARGE (PSF): WIND LOAD YIELD STRENGTH OF REINF. - Fy (KSI): ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE (PSI): ULTIMATE COMPRESSIVE STRENGTH OF CMU (PSI): SPECIAL INSPECTION REQUIRED: ALLOW. COMPRESSIVE STRESS OF CMU - Fm (PSI): GRAVITY LOAD - DEAD LOAD (KIP): - LIVE LOAD (KIP) OVERALL HEIGHT OF THE WALL - H (FEET): OVERALL HEIGHT OF THE SOIL - Hr (FEET): THICKNESS OF WALL - TOP (INCHES): - BOTTOM (INCHES): GROUTED SOLID - WEIGHT OF GROUT (PCF): AVERAGE WEIGHT OF WALL (PSF): TOTAL EARTH PRESSURE - Fw (KIP): MOMENT - Mw (FT -KIP): AREA REINF. (IN^2) ---------------------------------------------=-- Idl(IN) SIZE & SPA (IN) 0.138 5.35 ##4 @ 17.4 MIN. VERTICAL REINF. - .12 % (IN"2): MIN. HORIZONTAL REINF. - .08 % (IN -2): DESIGN REINF. - VERTICAL: ##4 @ 8 - HORIZONTAL: ##4 @ 32 COMBINED STRESSES @ WALL: EFFECTIVE RATIO OF REINF. - p: MODULAR RATIO - n: COEFFICIENT - k: ACTUAL RATIO OF DISTANCE - j: COEFFICIENT - 2/kj: ACTUAL COMPRESSIVE STRESS OF CMU - fm (PSI): ACTUAL TENSIONAL STRESS OF REINF. - fs (KSI): COMBINED STRESSES @ WALL: LEVEL 30 .5 40 2500 1500 NO 250.00 .06 .5 6 6 7.6 7.6 135 84 0.54 1.08 0.109 0.073 1.02 < 1.0 0.0047 25.8 0.385 0.872 5.960 224.90 < 250.00 9.26 < 20.00 1.02 .— 0 FLT ENGINEERING PROJECT TOM MILLER GARAGE 5790 CLARK ROAD JOB NO. 6056-A PARADISE, CA DATE 8/2006 (916) 872-0254 CALC'S BY : FLT SHEET 3 OF oP HEIGHT FROM TOP OF THE WALL - H2'(FEET): 4.5 HEIGHT FROM TOP OF THE SOIL - Hr2 (FEET): 4.5 THICKNESS OF WALL - BOTTOM2 (INCHES): 7.6 GROUTED SOLID - WEIGHT OF GROUT (PCF): 135 AVERAGE WEIGHT OF WALL (PSF): 84 TOTAL EARTH PRESSURE - Fw2 (KIP): 0.30 MOMENT @ Hw2 - Mw2 (FT -KIP): 0.46 AREA REINF. (IN -2) 'd'(IN) SIZE & SPA (IN) ------------------------------------------------ 0.058 5.35 #4 @ 41.3 DESIGN REINF. - VERTICAL: #4 @ 16 FOOTING DESIGN: --------------- DENSITY OF SOIL (PCF): 100 DENSITY OF CONCERTE (PCF): 150 OVERTURNING RATIO - MIN: 1.5 - MAX: 2.5 ALLOW. SOIL BEARING PRESSURE (PSF): 1500 ALLOW. LATERAL BEARING PRESSURE (PSF): 200 FRICTION COEFFICIENT - Fc: 0.35 PROJECT TOM MILLER GARAGE JOB NO. 6056-A DATE 8/2006 CALCIS BY FLT FLT ENGINEERING 5790 CLARK ROAD PARADISE, CA (916) 872-0254 SHEET ¢ OF d FOOTING DEPTH (INCHES): 12 FOOTING WIDTH - HEEL (INCHES): 12 - TOE (INCHES): 16 FOOTING KEY - WIDTH (INCHES): 12 FOOTING KEY - DEPTH (INCHES): 12 - BACK TO BACK OF.FOOTING (INCHES): 12 TOTAL WIDTH OF FOOTING (INCHES): 36 OVERTURNING FORCE - Fo (KIP): 0.74 OVERTURNING MOMENT - Mo (FT -KIP): 1.72 TOTAL RESISTING WEIGHT - W (KIP): 2.01 RESISTING MOMENT - Mr (FT -KIP): 3.79 OVERTURNING RATIO - SF 2.21 NET MOMENT - Mn (FT -KIP): ECCENTRICITY - e (FEET): ECCENTRIC MOMENT - Me (FT -KIP): FOOTING AREA - Af (FT"2): SECTION MODULUS - S (FT -3): SOIL PRESSURES - DL ONLY - SPt (PSF): . - SPh (PSF): SOIL PRESSURES - ADDED LL - SPt' (PSF): - SPh' (PSF) : SLIDING RESISTING FORCE - Fr (KIP): 2.08 0.47 0.94 3.00 1.50 1293.71'< 1500 . 45.62 > 0 1410.38 < 1500 262.29 > 0 1.10 im 0.74 X 1.5 = 1.10 FOOTING - TOE: EARTH PRESSURE @ TOE - Fv (KIP): 1.69 MAX. MOMENT @ TOE - Mt (FT -KIP): 1.28 AREA REINF. (IN"2) 'd'(IN) SIZE & SPA (IN) ------------------------------------------------ 0.100 8.75 #4 @ 24 DESIGN TOE REINF : #4 @ 8 PROJECT : TOM MILLER GARAGE JOB NO. : 6056-A DATE : 8/2006 CALC'S BY : FLT SUBJECT: CONC. MASONRY CANTILEVER RETAINING WALL --------------------------------------- WALL DESIGN: ALL CALCULATIONS ARE IN UNITS/LN. FT. GRADE SLOPE RATIO: SOIL EQUIVALENT FLUID PRESSURE (PSF): SURCHARGE (PSF): WIND LOAD YIELD STRENGTH OF REINF. - Fy (KSI): ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE (PSI): ULTIMATE COMPRESSIVE STRENGTH OF CMU (PSI): SPECIAL INSPECTION REQUIRED: ALLOW. COMPRESSIVE STRESS OF CMU - Fm (PSI): GRAVITY LOAD - DEAD LOAD (KIP): - LIVE LOAD (KIP): OVERALL HEIGHT OF THE -WALL - H (FEET): OVERALL HEIGHT OF THE SOIL - Hr (FEET): THICKNESS OF WALL - TOP (INCHES): - BOTTOM (INCHES): GROUTED SOLID - WEIGHT OF GROUT (PCF): AVERAGE WEIGHT OF WALL (PSF): TOTAL EARTH PRESSURE - Fw (KIP): MOMENT - Mw (FT -KIP): . AREA REINF. (IN -2) 'd'(IN) SIZE & SPA (IN) ------------------------------------------------ 0.187 9.35 #4 @ 12.8 MIN. VERTICAL REINF. - .12 0 (IN^2): MIN. HORIZONTAL REINF. - .08 0 (IN^2): DESIGN REINF. - VERTICAL: #4 @ 8 - HORIZONTAL: #4 @ 16 COMBINED STRESSES @ WALL: EFFECTIVE RATIO OF REINF. - p: MODULAR RATIO - n: COEFFICIENT - k: ACTUAL RATIO OF DISTANCE - j: COEFFICIENT - 2/kj: ACTUAL COMPRESSIVE STRESS OF CMU - fm (PSI): ACTUAL TENSIONAL STRESS OF REINF. - fs (KSI): COMBINED STRESSES @ WALL: FLT ENGINEERING 5790 CLARK ROAD PARADISE, CA (916) 872-0254 SHEET r OF f LEVEL 30 .5 40 2500 1500 NO 250.00 8 . �f 8 7.6 11.6 135 133 0.96 2.56 0.167 0.111 0.93 < 1.0 0.0027 25.8 0.309 0.897 7.222 - 211.48 < 250.00 12.21 < 20.00 0.93 PROJECT : TOM MILLER GARAGE JOB NO. : 6056-A DATE : 8/2006 CALL'S BY : FLT HEIGHT FROM TOP OF THE WALL - H2 (FEET): HEIGHT FROM TOP OF THE SOIL - Hr2 (FEET): THICKNESS OF WALL - BOTTOM2 (INCHES): `GROUTED SOLID - WEIGHT OF GROUT (PCF): AVERAGE WEIGHT OF WALL (PSF): TOTAL EARTH PRESSURE - Fw2 (KIP): MOMENT @ Hw2 - Mw2 (FT -KIP): AREA REINF. (IN -2) 'd'(IN) SIZE & SPA (IN) ------------------------------------------------ 0.138 5.35 ##4 @ 17.4 DESIGN REINF. - VERTICAL: ##4 @ 16 FOOTING DESIGN: --------------- DENSITY OF SOIL (PCF): DENSITY OF CONCERTE (PCF): OVERTURNING RATIO - MIN: - MAX: ALLOW. SOIL BEARING PRESSURE (PSF): ALLOW. LATERAL BEARING PRESSURE (PSF): FRICTION COEFFICIENT - Fc: 6 6 7.6 135 84 0.54 1.08 100 150 1.5 2.5 1500 200 0.35 FLT ENGINEERING 5790 CLARK ROAD PARADISE, CA (916) 872-0254 SHEET 6 OF p PROJECT TOM MILLER GARAGE JOB NO. 6056-A DATE 8/2006 CALC'S BY : FLT FLT ENGINEERING. 5790 CLARK ROAD PARADISE, CA (916) 872-0254 SHEET 7 OF FOOTING DEPTH (INCHES): 12 FOOTING WIDTH - HEEL (INCHES): 12 - TOE (INCHES): 24 FOOTING KEY - WIDTH (INCHES): 12 .FOOTING KEY - DEPTH (INCHES): 22 - BACK TO BACK OF FOOTING (INCHES): 12 TOTAL WIDTH OF FOOTING (INCHES): 48 OVERTURNING FORCE - Fo (KIP): 1.22 OVERTURNING MOMENT - Mo (FT -KIP): 3.65 TOTAL RESISTING WEIGHT - W (KIP): 3.11 RESISTING MOMENT - Mr (FT -KIP): 8.33 OVERTURNING RATIO - SF 2.29 NET MOMENT - Mn (FT -KIP): ECCENTRICITY - e (FEET): ECCENTRIC MOMENT - Me (FT -KIP): FOOTING AREA - Af (FT -2): SECTION MODULUS - S (FT -3): SOIL PRESSURES - DL ONLY - SPt (PSF): - SPh (PSF): SOIL PRESSURES - ADDED LL - SPt' (PSF): - SPh' (PSF) : SLIDING RESISTING FORCE - Fr (KIP): FOOTING - TOE: EARTH PRESSURE @ TOE - Fv (KIP): MAX. MOMENT @ TOE - Mt (FT -KIP): AREA REINF. (IN -2) 'd'(IN) SIZE & SPA (IN) ------------------------------------------------ 0.218 8.75 #4 @ 11 DESIGN TOE REINF.: ##4 @ 8 4.69 0.49 1.53 4.00 2.67 1352.38 < 1500 .202.62 > 0 1386.75 < 1500 418.25 > 0 1.89 > 1.22 X 1.5 = 1.82 2.44 2.79 BY..........! T_-DATEI1...Ob.. SUBJECT ._C,,4/v TICeYeC C M U•-----_ SHEET NO..__I _.CF.._. ..._. CHKO.BY.... ............ DATE .--.................. )LoerAINIXIS `A41- COVS. .T6=7,414 -_...__.-....._____...._........._.._._...._......... JOB 04 T s -61e Pwrle54ffzp �FJ� S fIFET / ~2 �-,Br4RS R C E 32434 , Aires b _ . . Reg. Ex °"44ZS 12-31-2006 NT/ N /� Q�pEESS/ONq ; _ Bv4CCl�/LL �y� u , 324 *2 nes c /c.0 c. Jl9� CIV% CONT. F Of CA1.%E� � r l W NAMM4L. CRXDE ' O,e c"c. SLAB f t_j BARS Ci CONT, CONC. ,CEYk% y ,V (OvHL-,efAl ,UDTE : DEPTH OF �EYWif °1 COvG� Aol c8wa. 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F L 7 C�I�aDMEENDMa - 0,1=770V ,44 60C4r/ONS. 5790 CLARK RD., PARADISE, CA. 95969 (916).872-.0254 STRUCTURAL C A L C U L A T I O N S 11 F 0 R 00 CMU CANTILEVER RETAINING WALLS ADDENDUM - B ( LAVA CAP ) GARAGE ADDITION TOM MILLER 82 SUGAR PINE DRIVE BERRY CREEK, CA FLT ENGINEERING 5790 CLARK ROAD PARADISE, CA 95969 (530) 872-0254 A'` ct-) Owner: I 1 fgA- REVISION: BP# O,, - 573 APN•• 062.310. plf Date 9 06 FILE COPY SUBJECT: CMU CANTILEVERED RETAINING WALLS FLT EGINEERING 5790 CLARK ROAD BY: FLT DATE: 08/06 JOB NO: 6056 - B PARADISE, CA PROJECT: TOM MILLER GARAGE SHEET 1 OF 8 82 SUGAR PINE DRIVE, BERRY CREEK, CA DESIGN CRITERIA: STUD WALL AND ROOF ARE SUPPORTED BY CONCRETE MASONRY CANTILEVERED RETAINING WALL WITH CONCRETE FOUNDATIONS ON ( SOLID ROCK) LAVA CAP. CODE 2001 CBC SUPERIMPOSED LOADS: R C E 32434 Reg. Expires 12-31-2006 MIN. DL = .010 x (2 + 4) =.06 k/1 MAX. LL = .030 x 12 +.010 x (12 - 2) +.010 x 4 =.50k/1 MAX LL. - ROOF SNOW LOAD + ADD'L ROOF DL + ADD'L WALL DL Q�pf ESS/I rn rn Jl,� CIVIL �FOF CAll�p SURCHARGE - ADD HALF FOOT TO PROVIDE FOR WIND LOAD @ TOP OF THE WALL. LOADING PER ABOVE IS CRITICAL FOR BOTH - BEARING ( INCLUDING DL + LL) AND SLIDING RESISTANCE ( MIN. DL ONLY) CALC'S PROVIDED FOR: B.1 4' - 1" TO 6'- 0" HIGH WALL - SHEETS 2, 3 & 4 B.2 6' - 1" TO 8'- 0" HIGH WALL - SHEETS 5, 6 & 7 CONSTRUCTION DETAIL - SHEET 8 MATERIALS: CONCRETE - ULTIMATE COMPRESSIVE STRENGTH - f c = 2500 PSI @ 28 DAYS CMU -- ULTIMATE COMPRESSIVE STRENGTH --fm = 1500 PSI GROUTED SOLID, NO INSPECTION REQUIRED REINFORCING - ASTM A615, GRADE 40 ALLOWABLE SOIL BEARING PRESSURE - 2500 PSF - LAVA CAP MINIMUM ALLOWABLE LATERAL BEARING PRESSURE - 400 PSF - MINIMUM FRICTION COEFFICIENT OF .40 - MINIMUM DOWELS INTO LAVA CAP: USE #4 REBARS (=- 1/2" DIA. ROD) IN SIMPSON STRONG -TIE EPDXY TIE ET ADHESIVE, INSTALL PER ICBO REPORT NO. ER -494-5 ( COPY ATTACHED.). SPECIAL INSPECTION PER SECTION 1701 CBC IS NOT REQUIRED - USING ADDITIONAL 1.5 SAFETY FACTOR FOR SLIDING, SHEAR & EMBEDMENT. SHEAR - Fv = 2.24 / 1.5 = 1.49 k EMBEDMENT - De = 4.25 x 1.5 = 6.4 - 6.5" PROJECT : TOM MILLER GARAGE JOB NO. : 6056-A DATE : 8/2006 CALL'S BY : FLT SUBJECT: CONC. MASONRY CANTILEVER RETAINING WALL --------------------------------------- WALL DESIGN: ------------ ALL CALCULATIONS ARE IN UNITS/LN. FT. GRADE SLOPE RATIO: SOIL EQUIVALENT FLUID PRESSURE (PSF): SURCHARGE (PSF): WIND LOAD YIELD STRENGTH OF REINF. - Fy (KSI): ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE (PSI): ULTIMATE COMPRESSIVE STRENGTH OF CMU (PSI): SPECIAL INSPECTION REQUIRED: ALLOW. COMPRESSIVE STRESS OF CMU - Fm (PSI): GRAVITY LOAD - DEAD LOAD (KIP): - LIVE LOAD (KIP) : OVERALL HEIGHT OF THE WALL - H (FEET): OVERALL HEIGHT OF THE SOIL - Hr (FEET): THICKNESS OF WALL - TOP (INCHES): - BOTTOM (INCHES): GROUTED'SOLID - WEIGHT OF GROUT (PCF): AVERAGE WEIGHT OF WALL (PSF): TOTAL EARTH PRESSURE - Fw (KIP): MOMENT - Mw (FT -KIP): AREA REINF. (IN^2) 'd'(IN) SIZE & SPA (IN) ------------------------------------------------ 0.138 5.35 #4 @ 17.4 MIN. VERTICAL REINF. - .12 0 (IN -2): MIN. HORIZONTAL REINF. - .08 0 (IN^2): DESIGN REINF. - VERTICAL: #4 @ 8 - HORIZONTAL: #4 @ 32 COMBINED STRESSES @ WALL: EFFECTIVE RATIO OF REINF. - p: MODULAR RATIO - n: COEFFICIENT - k: ACTUAL RATIO OF DISTANCE - j: COEFFICIENT - 2/kj: ACTUAL COMPRESSIVE STRESS OF CMU - fm (PSI): ACTUAL TENSIONAL STRESS OF REINF. - fs (KSI): COMBINED STRESSES @ WALL: FLT ENGINEERING 5790 CLARK ROAD PARADISE, CA (916) 872-0254 SHEET Z OF e LEVEL 30 .5 40 2500 1500 NO 250.00 .06 .5 6 6 7.6 7.6 135 84 0.54 1.08 0.109 0.073 1.02 < 1.0 0.0047 25.8 0.385 0.872 5.960 224.90 < 250.00 9.26 < 20.00 1.02 PROJECT : TOM MILLER GARAGE JOB NO. : 6056-A DATE : 8/2006 CALC'S BY : FLT HEIGHT FROM TOP OF THE WALL - H2 (FEET): 4.5 HEIGHT FROM TOP OF THE SOIL - Hr2 (FEET): 4.5 THICKNESS OF WALL - BOTTOM2 (INCHES): 7.6 GROUTED SOLID - WEIGHT OF GROUT (PCF): 135 AVERAGE WEIGHT OF WALL (PSF): 84 TOTAL EARTH PRESSURE - Fw2 (KIP): 0.30 MOMENT @ Hw2 - Mw2 (FT -KIP): 0.46 AREA REINF. (IN -2) 'd,(IN) SIZE & SPA (IN) ------------------------------------------------ 0.058 5.35 ##4 @ 41.3 DESIGN REINF. - VERTICAL: ##4 @ 16 FOOTING DESIGN: --------------- DENSITY OF SOIL (PCF): 100 DENSITY OF CONCERTE (PCF): 150 OVERTURNING RATIO - MIN: 1.5 - MAX: 2.5 ALLOW. SOIL BEARING PRESSURE (PSF): 2500 ALLOW. LATERAL BEARING PRESSURE (PSF): 400 FRICTION COEFFICIENT - Fc: 1 0.40 FLT ENGINEERING 5790 CLARK ROAD PARADISE, CA (916) 872-0254 SHEET 3 OF I? PROJECT TOM MILLER GARAGE JOB NO. 6056-A DATE 8/2006 CALC'S BY : FLT FOOTING DEPTH (INCHES): 8 FOOTING WIDTH - HEEL (INCHES): 8 @ 13.5 - TOE (INCHES): 18 FOOTING KEY - WIDTH (,INCHES): 0 FOOTING KEY - DEPTH (INCHES): 0 - BACK TO BACK OF FOOTING (INCHES): 0 TOTAL WIDTH OF FOOTING (INCHES): 34 OVERTURNING FORCE - Fo (KIP): OVERTURNING MOMENT - Mo (FT -KIP): TOTAL RESISTING WEIGHT - W (KIP): RESISTING MOMENT - Mr (FT -KIP): OVERTURNING RATIO - SF NET MOMENT - Mn (FT -KIP): ECCENTRICITY - e (FEET): ECCENTRIC MOMENT - Me (FT -KIP): FOOTING AREA - Af (FT^2): SECTION MODULUS - S (FT -3): SOIL PRESSURES - DL ONLY - SPt (PSF): - SPh (PSF-): SOIL PRESSURES - ADDED LL - SPt' (PSF): - SPh' (PSF) : SLIDING RESISTING FORCE - Fr (KIP): FOOTING - TOE: EARTH PRESSURE @ TOE - Fv (KIP): MAX. MOMENT @ TOE - Mt (FT -KIP): AREA REINF. (IN"2) 'd'(IN) SIZE & SPA (IN) ------------------------------------------------ 0.178 4.75 #4 @ 13.5 DESIGN TOE REINF.: #4 @ 8 FLT ENGINEERING 5790 CLARK ROAD PARADISE, CA (916) 872-0254 SHEET OF 0.67 1.48 1.47 �.¢�i�/,�=.�f•� 2.89 1.95 1.41 0.46 0.68 2.83 1.34 1024.38 < 2500 12.96 > 0 1051.37 < 2500 338.91 > 0 X6'8' > 0.67 X 1.5 = 1.00 1.40 1.24 PROJECT : TOM MILLER GARAGE JOB NO. : 6056-A DATE : 8/2006 CALC'S BY : FLT SUBJECT: CONC. MASONRY CANTILEVER RETAINING WALL --------------------------------------- WALL DESIGN: ------------ •ALL CALCULATIONS ARE IN UNITS/LN. FT. GRADE SLOPE RATIO: SOIL EQUIVALENT FLUID PRESSURE (PSF): SURCHARGE (PSF): WIND LOAD YIELD STRENGTH OF REINF. - Fy (KSI): ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE (PSI): ULTIMATE COMPRESSIVE STRENGTH OF CMU (PSI): SPECIAL INSPECTION REQUIRED: ALLOW. COMPRESSIVE STRESS OF CMU - Fm (PSI): GRAVITY LOAD - DEAD LOAD (KIP): - LIVE LOAD (KIP) : OVERALL HEIGHT OF THE WALL - H (FEET): OVERALL HEIGHT OF THE SOIL - Hr (FEET): THICKNESS OF WALL - TOP (INCHES): - BOTTOM (INCHES): GROUTED SOLID - WEIGHT OF GROUT (PCF): AVERAGE WEIGHT OF WALL (PSF): TOTAL EARTH PRESSURE - Fw (KIP): MOMENT - Mw (FT -KIP): AREA REINF. (IN^2) 'd'(IN) SIZE =----------- & SPA (IN) ------------------------------------ 0.187 9.35 #4 @ 12.8 MIN. VERTICAL REINF. - .12 % (IN"2): MIN. HORIZONTAL REINF. - .08 0 (IN -2): DESIGN REINF. - VERTICAL: #4 @ 8 - HORIZONTAL: #4 @ 16 COMBINED STRESSES @ WALL: EFFECTIVE RATIO OF REINF. - p: MODULAR RATIO - n: COEFFICIENT - k: ACTUAL RATIO OF DISTANCE -.j: COEFFICIENT - 2/kj: ACTUAL COMPRESSIVE STRESS OF CMU - fm (PSI): ACTUAL TENSIONAL STRESS OF REINF. - fs (KSI): COMBINED STRESSES @ WALL: FLT ENGINEERING 5790 CLARK ROAD PARADISE, CA (916) 872-0254 SHEET I- OF p LEVEL 30 .5 40 2500 1500 NO 250.00 s 8'2 7.6 11.6 135 133 0.96 2.56 0.167 0.111 0.93 < 1.0 0.0027 25.8 0.309 0.897 7.222 211.48 < 250.00 12.21 < 20.00 0.93 FLT ENGINEERING PROJECT : TOM MILLER GARAGE 5790 CLARK ROAD JOB NO. : 6056-A PARADISE, CA DATE : 8/2006 (916) 872-0254 CALCIS BY : FLT SHEET 6 OF HEIGHT FROM TOP OF THE WALL - H2 (FEET): 6 HEIGHT FROM TOP OF THE SOIL - Hr2 (FEET): 6 THICKNESS OF WALL - BOTTOM2 (INCHES): 7.6 GROUTED SOLID —WEIGHT OF GROUT (PCF): 135 AVERAGE WEIGHT OF WALL (PSF): 84 TOTAL EARTH PRESSURE - Fw2 (KIP): 0.54 MOMENT @ Hw2 - Mw2 (FT -KIP): 1.08 AREA REINF. (IN^2) Idl(IN) SIZE & SPA (IN) -----------------------------------------=------ 0.138 5.35 #4 @ 17.4 DESIGN REINF. - VERTICAL: #4 @ 16 FOOTING DESIGN: --------------- DENSITY OF SOIL (PCF): 100 DENSITY OF CONCERTE (PCF): 150 OVERTURNING RATIO - MIN: 1.5 - MAX: 2.5 ALLOW. SOIL BEARING PRESSURE (PSF): 2500 ALLOW. LATERAL BEARING PRESSURE (PSF): 400 FRICTION COEFFICIENT - Fc: 0.40 PROJECT : TOM MILLER GARAGE JOB NO. : 6056-A DATE : 8/2006 CALCIS BY : FLT FOOTING DEPTH (INCHES): FOOTING WIDTH - HEEL (INCHES): - TOE (INCHES): FOOTING KEY - WIDTH (INCHES): FOOTING KEY - DEPTH (INCHES): - BACK TO BACK OF FOOTING TOTAL WIDTH OF FOOTING (INCHES): OVERTURNING FORCE - Fo (KIP): OVERTURNING MOMENT - Mo (FT -KIP): TOTAL RESISTING WEIGHT - W (KIP): RESISTING MOMENT - Mr (FT -KIP): OVERTURNING RATIO - SF NET MOMENT - Mn (FT -KIP): ECCENTRICITY - e (FEET): ECCENTRIC MOMENT - Me (FT -KIP): FOOTING AREA - Af (FT"2): SECTION MODULUS - S (FT -3): SOIL PRESSURES - DL ONLY - SPt (PSF): - SPh (PSF) : SOIL PRESSURES - ADDED LL - SPt' (PSF): - SPh' (PSF) : SLIDING RESISTING FORCE - Fr (KIP): FOOTING - TOE: EARTH PRESSURE @ TOE - Fv (KIP): MAX. MOMENT @ TOE - Mt (FT -KIP): 8 14 20 0 0 (INCHES): 0 46 AREA REINF. (IN"2) Idl(IN) SIZE & SPA (IN) ------------------------------------------------ 0.290 4.75 #4 @ 8.3 DESIGN TOE REINF.: #4 @ 8 FOOTING - HEEL: UNIFORM LOAD @ HEEL - Wv (PLF): PRESS. @ TIP DUE TO GRADE SLOPE - SPg (PSF): PRESS. @ FACE OF WALL - SPf (PSF): MAX. MOMENT @ HEEL - Mh (FT -KIP): AREA REINF. (IN -2) 'd'(IN) SIZE & SPA (IN) ------------------------------------------------ 0.052 5.75 ##4 @ 45.7 DESIGN HEEL REINF.: #4 @ 16 FLT ENGINEERING 5790 CLARK ROAD PARADISE, CA (916) 872-0254 SHEET 7 OF 1.13 3.25 2.72,,-, lr-lo//, 6.86 2.11 3.60 0.59 1.62 3.83 2.45 1369.68 < 2500 50.61 > 0 1452.48 < 2500 228.68 > 0 > 1.13 X 1.5 = 1.69 1�9-, 23 -,-77-' 2.13 2.02 4 /y, 849.39 0.00 458.81 0:44 #¢ DA/GS . e /c v . c . d� D . ' ,tom ...GATE SUBJEC C�T/Y %�L �VL�J� C / / U SHEST NO. 70F O -6U��`•g PATE---_ )'ET/¢/N141S NA 4 4-lWS_T._Pe7,411- JOB T A//t-LEX 45 1f�r/r4'E 82 R C E 32434 �1-a r2�-,B�,es Reg. Expires 12 = 31 - 2006 , °b t,8.4,-S Q�pfESSI'n 2 C4 CA'e CO�P.fCT�D G O SCG E,4� ice/ r pLf-'' . �TglF '.�F� \P #2 T/E a /Go. C. OF CAI H2 10 COJ�/C. SL A8 /OTE3 .V N N •o. o%: _ • 6. 0' T Q�(�J C - BA'zS e a ,MIV 0 L// p !i2 4 N� O ^ r W/ M r a� ♦ r i� n Ne A /s F 6. (O %O` V y �� f0/Z 8y /�N S/•8p 2L/an�eJ6" ��32N¢L� dN CG-L¢TC24N 2-#� 3•Z 80 3Zp N /2" a ii 14"20 ii 3'/0p NoTc`S : /. �EsiG�v cei rF,ei.4 P�/e c,� � cv� A Tio�vs sHFrr � . 2, GAP f/Ore/Z, �eE/,�/FO�eC/,uG 2g Cie 40 4148 0/.4. Ifiv, 3. PF�eFoe�o j,C4/N P/PE IF Mr EIIVMUVISIsmoma 5790 CLARK RD., PARADISE, CA. 95969 (916) 872-0254 ION llrtlrOlW 3F ICBO Evaluation Service, Inc. ,P y, � O BUILDING ' CODE; 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 ',905 n A subsidiary corporation of the International Conference of Building Officials .1 EVALUATION REPORT ` `� - 1 ¢1`/oma ER -4945 Copyright © 1998 ICBG Evaluation Service, Inc. Reissued December 1, 1998 Filing Category: FASTENERS—Concrete and Masonry Anchors (066) SIMPSON STRONG -TIE EPDXY TIE ANCHORING SYSTEMS SIMPSON STRONG -TIE COMPANY, INC. 4637 CHABOT DRIVE, SUITE 200 PLEASANTON, CALIFORNIA 94588 1.0 SUBJECT Simpson Strong -Tie Epoxy Tie Anchoring Systems with Epoxy Tie ET, ETF and ETR Anchoring Adhesives. 2.0 DESCRIPTION 2.1 General: Simpson Strong -Tie Epoxy Tie anchoring systems described in this evaluation report are stud -type adhesive anchors. Sys- tems using Epoxy Tie ET and ETF adhesives are for use as anchors installed in concrete substrates. Systems using Epoxy Tie ET and ETR adhesives are for use as anchors installed in unreinforced brick walls. For installation in concrete, the anchoring systems each consist of a two-part epoxy adhesive and a threaded steel rod. Deformed reinforcement steel bars can also be installed in concrete with Epoxy Tie ET adhesive. For installations in unreinforced brick walls, the systems each consist of the adhesive, threaded steel rods, screen tubes, steel sleeves, and steel plates. 2.2 Materials: 2.2.1 Adhesives: Epoxy Tie ET, ETF and ETR are two -com- ponent (resin and hardener) epoxy adhesives, supplied in dual, side-by-side cartridges with a 1:1 volume ratio. The car- tridges are used with a manual or pneumatically activated tool to dispense the adhesives through an 18 -element static mix- ing nozzle, supplied by Simpson Strong -Tie Company, Inc., attached to the dual cartridges. The adhesives have a two-year shelf life when stored in a dry environment at temperatures ranging from 45°F (7.2`C) to 90°F (32.2DC). 2.2.2 Threaded Rods: All -threaded rods must be manufac- tured either from steel conforming to ASTM A 307 or ASTM A 193 Grade B7, or from stainless steel. Stainless steel threaded rods shall comply with ASTM F 593 Grade A304. 2.2.3 Rebar: Deformed steel bar must comply with ASTM A 615 Grade 60. 2.2.4 Concrete: Concrete must be normal -weight, stone - aggregate concrete having a minimum 2,000 psi (13.78 MPa) compressive strength at the time of anchor installation. 2.3 Concrete Anchors: 2.3.1 General: Allowable tension and shear loads for vari- ous sizes of threaded steel rod installed in concrete with Epoxy Te ET adhesive are in Tables 3 and 4. The allowable tension and shear loads in Tables 3 and 4 are permitted for long-term loads. The allowable tension loads in Table 3 are also permitted for short-term loads due to wind or seismic forces, and may be increased by one-third in accordance with Section 1612.3.3 of the code. The allowable shear loads of Table 4 must be adjusted by a multiplication factor of 91 per- cent (0.91 x allowable shear values) for anchors resisting short-term loads due to wind or seismic forces (the load dura- tion factors in Section 1612.3.3 of the code are not permitted). Allowable tension loads for various sizes of rebar installed in concrete with Epoxy Tie ET adhesive are in Table 7. The allowable tension loads in Table 7 are permitted for long-term loads, or short-term loads due to wind forces. The allowable loads are not permitted to be increased by one-third for short- term loads. Use of Epoxy Tie ET with rebar for seismic forces is beyond the scope of this report. Allowable tension and shear loads for various sizes of threaded steel rod installed in concrete with Epoxy Tie ETF adhesive are in Tables 8 and 9. The allowable tension loads in Table 8 are limited to short-term loads due to wind or seis- mic forces, and may be increased by one-third, in accordance with Section 1612.3.3 of the code. The allowable shear loads of Table 9, adjusted by a multiplication factor of 91 percent (0.91 x allowable shear value), are permitted for anchors re- sisting short-term loads due to wind or seismic forces (the load duration factors in Section 1612.3.3 of the code are not permitted). Long-term loads on Epoxy Tie ETF anchors are beyond the scope of this evaluation report. . Allowable loads for anchors subjected to combined shear and tension forces are determined by the following equation: Ps + VS <_ 1 Pr Vr where: Ps = Applied service tension load. Pt = Service tension load. Vs = Applied service shear load. V = Service shear load. 2.3.2 Installation: The anchor is installed in a hole pre- drilled in the concrete with drill bits complying with ANSI 8212.15-1994. The hole must be cleaned with oil -free com- pressed air and a nylon brush. For anchors installed with Epoxy Tie ET adhesive, the hole diameter, anchor embed- ment, spacing and concrete edge distance must comply with Tables 3, 4, 5 and 7. For anchors installed with Epoxy Tie ETF adhesive, the hole diameter, anchor embedment, spacing and concrete edge distance must comply with Tables 8 and 9. Before the adhesive is injected into the hole, the adhesive must be dispensed through the static mixing nozzle, off to the side, to ensure proper mixing. The mixed adhesive must then be injected into the hole until the hole is approximately one - Evaluation reports of lCBO Evaluation Service, inc., are issued solely to provide information to Class A members ofICBO, utilizing the code upon which the report is baser. Evaluation reports are not to he construed as representing aesthetics oranti• odler attribudes not specifically addressed nUr us un endocsenient or reconauen- dation,%r use gJ'the subject report. This report is bused upon independent tests or other technical data submitted by the applicant. The lCBO Evaluation Service, Inc, technical staff has revielved the test results undlor other data, bur does not possess test facilities to make an independent verification. There is no warrant), by lCBO Evaluation Service, Inc., ecrpress or implied, as to any "Finding °or other natter in the report or as to any product corercd bl'the report. This disclaimer includes, but is not limited to, merchantability. Page 1 of 7 Page 2 of 7 half full. A threaded rod free of oil, scale and rust must be pushed to the bottom of the hole and twisted clockwise to en- sure coverage of the anchor surface with adhesive. The adhesive must be level with the concrete surface after inser- tion of the anchor. The anchor must be installed and cured in accordance with the temperature and curing times specified in Tables 1 and 2. 2.3.3 Temperature Limitations: Adhesive anchor perfor- mance is temperature -sensitive. The allowable loads of anchors installed with Epoxy Tie ET must be adjusted in accordance with Figure 1 where the concrete temperature exceeds 70°F (21.1°C). The allowable loads for anchors installed with Epoxy Tie ETF must be adjusted in accordance with Figure 2 where the concrete temperature exceeds 77°F (25°C). 2.3.4 Special Considerations: The anchors may be used within fire -resistive construction, provided the anchors only resist wind or seismic forces. 2.4 Unreinforced Brick Wall Anchors: 2.4.1 General: Anchors installed with Epoxy Tie ET or Epoxy Tie ETR Renovation Formula adhesives in existing unrein- forced brick walls are designed to resist seismic and wind loads only. The existing unreinforced brick walls must have a minimum thickness of 13 inches (330 mm). The anchor is rec- ognized for installation in the three configurations shown in Ficure 2. The adhesive, threaded rod and screen tube are used in all anchor installations. Configuration A has a straight threaded rod embedded 8 inches (203 mm) into the wall. Configuration B has a threaded rod bent and installed 13 inch- es (330 mm) into the wall at a 22.5 -degree angle. Configura- tio'1 C uses a through -bolt, a steel sleeve and steel plate. The threaded rod for Configurations A and B is a 3/4 -inch - diameter (19.1 mm), ASTM A 307 rod. A 5/8 -inch -diameter (15.9 mm) ASTM A 307 threaded rod is used in Configura- tion C. The screen tube consists of steel screen formed into a tube having a 31/32 -inch (24.6 mm) outside diameter and a length of either 8 or 13 inches (203 or 330 mm). The 8 -inch -long (203 mm) screen tube is used in Configurations A and C. The 13 -inch -long (330 mm) screen tube is used in Configura- tion B. An 8 -inch -long (203 mm) sleeve formed from C1010 steel, used in the through -bolted connection of Configuration C, has an outside and inside diameter of 13/16 inch and 11/16 inch (20.6 mm and 17.5 mm), respectively. The steel sleeve has a plastic plug in one end. A 6 -inch -by -6 -inch -by -3/8 -inch -thick (152 mm by 152 mm by 9.5 mm) ASTM A 36 steel plate is lo- cated on the back face of the wall, at the end of the threaded rod of the through -bolted connection. The allowable shear value for Configurations A and B is 1,000 pounds (4450 N). The allowable tension value for Con- figuration C is 1,200 pounds (5338 N). Allowable values are for short-term wind and seismic loads, and cannot be increased for short-term loads. The adhesive for the installed anchors must be protected from directweath- er exposure. 2.4.2 Installation: The anchors are installed in 1 -inch -diam- eter (25 mm) holes that are drilled using rotary drill bits de- signed for use in concrete or masonry and a rotary drill or a rotary hammer drill used in the "rotation only" mode. The hole is drilled perpendicular to the wall face, to a depth of 8 inches (203 mm), for Configurations A and C. The hole forthe Config- uration B anchor is at the angle and embedment described in Section 2.4.1, and is drilled using a guide that is handheld or attached to the drill. The holes are cleaned with oil -free com- pressed air and a nylon brush. The mixed adhesive is injected into the screen tube until the tube is completely full. The tube is then placed into the drilled hole. The threaded rod of either Configuration A or B, or the ER -4945 steel sleeve of Configuration C, is slowly pushed into the screen tube, forcing the adhesive through the screen and into the hole. Before installation of the Configuration C anchor can continue, the adhesive must be cured at the temperatures and for the time periods noted in Table 1. After the adhesive on Configuration C anchors has cured, a 5/8 -inch -diameter (15.9 mm) standard rotary drill bit is used to drill a hole through the plastic plug in the end of the steel sleeve and completely through the wall. The 5/8 -inch -diameter (15.9 mm) threaded rod is inserted through the hole, and is attached to the other side of the wall using the metal plate and a nut. 2.4.3 Miscellaneous: Anchor installations require the fol- lowing: 1. Use of the anchors must be approved by the project engi- neer. 2. The anchors must be installed under special inspection in accordance with Section 1701 of the code and Section 2.5 of this report. 3. Edge distances and spacings of anchors shall comply with Table 10, 4. Only wind and seismic loads are imposed on the anchors. 5. Allowable tension and shear loads are applicable only where in-place shear tests conducted in accordance with UBC Standard 21-6 indicate a minimum average net ulti- mate shear strength of 50 psi (345 kPa). 6. One-fourth (25 percent) of the anchors must be tested by a special inspector using a calibrated torque wrench set at a minimum torque of 60 foot-pounds (81 N -m). Steel sleeves for anchors in Configuration C are tested prior to installation of threaded rod, using an expansion bolt in- serted into the sleeve. 7. Five percent of the tension -resisting anchors must be tested, with a minimum oftwo tests being required. Where the wall thickness varies, at least one test must be per- formed on an anchor that has the least embedment. Tests must indicate that bolts can sustain a tension load of 3,000 pounds (13 344 N) for a five-minute period with an allowable deviation of 10 percent. 8. For each job, the project engineer or contractor must sub- mit a test report to the local building department, verifying that the requirements of Sections 2.4.3.5, 2.4.3.6 and 2.4.3.7 of this report have been met. Tests must be con- ducted under the supervision ofthe project engineer or an approved independent testing laboratory. At a minimum, the test report must include: a. Test location(s). b. Brick/mortar condition. c. Bolt move ment/eIongation. d. Embedment depth. e. Applied load. 2.5 Special Inspection: Adhesive anchor installations require special inspection in accordance with Section 1701 of the code. The special in- spector must record product description (including product name), adhesive expiration date, anchor diameter and steel grade, compliance of drill bit with this report, hole diameter, cleanliness of hole and anchor, adhesive application, anchor embedment, and verification that anchor installation is in accordance with both the manufacturer's published installa- tion instructions and this report. 2.6 Identification: The packaging for the adhesives bears the product designa- tion; name and address of Simpson Strong -Tie Company, Inc.; expiration date; evaluation report number (ICBO ES ER -4945); and installation instructions. Steel specifications for threaded rods are identified on attached labels. Screen tubes and steel sleeves are identified by container labels bearing the name and address of Simpson Strong -Tie Com- pany, Inc., and the size and quantity. Page 3 of 7 3.0 EVIDENCE SUBMITTED Data in accordance with the ICBO ES Acceptance Criteria for Adhesive Anchors in Concrete and Masonry Elements (AC58), dated January 1998 (Epoxy Tie ET and Epoxy Tie ETF), including seismic (Epoxy Tie ET and Epoxy Tie ETF), freeze -thaw (Epoxy Tie ET) and creep (Epoxy Tie ET) inves- tigations; and with the ICBG ES Acceptance Criteria for Unre- inforced Masonry Anchors (AC60), dated January 1995 (Epoxy Tie ET and Epoxy Tie ETR). 4.0 FINDINGS That the Simpson Strong -Tie Epoxy Tie Anchoring Sys- tems described in this report comply with the 1997 Uni- form Building CodeT", subject to the following conditions: 4.1 The anchors are installed in accordance with the manufacturer's instructions and this report. 4.2 Maximum allowable shear and tension loads for an- chors installed in concrete substrates comply with Section 2.3.1. Allowable loads are adjusted for tem- perature in accordance with Section 2.3.3. 4.3 Anchors installed in concrete with Epoxy Tie ET are permitted for long-term or short-term loads as noted in Section 2.3.1. 4.4 Anchors installed in concrete with Epoxy Tie ETF are limited to short-term loads due to wind or seis- mic forces as noted in Section 2.3.1. 4.5 Anchors installed in unreinforced brick walls are limited to resisting wind or seismic forces that do not exceed the allowable loads noted in Section 2.4.1. 4.6 Special inspection is provided in accordance with Sections 2.4.3 and 2.5 for all anchor installations. ER -4945 4.7 Calculations and details showing compliance with this report are submitted to the local building offi- cial for approval. 4.8 Anchors are not used in conjunction with fire -re- sistive construction, except as noted in Section 2.3.4. 4.9 Anchors are not used to resist tension forces in ceiling or wall installations unless special consid- era4ion is given to fire -exposure conditions. 4.10 Anchors are not subjected to vibratory or shock loads, such as those encountered by supports for reciprocating engines or crane rails. 4.11 Anchors in concrete are limited to installation in uncracked concrete [which is defined as concrete subjected to maximum 170 psi (1172 kPa) tensile stress induced by external loads or deformations]. 4.12 The anchors are limited to interior use, except that installations are permitted in concrete in moderate or negligible exterior weathering locations, in accordance with Figure 21-1-1 of UBC Standard 21-1, when stainless steel threaded rods are used; Epoxy Tie ET anchors may also be installed in con- crete in severe exterior weathering locations when stainless steel threaded rods are used. 4.13 During installation, the hole and surrounding loca- tion must be dry. 4.14 The adhesives are manufactured by Simpson Strong -Tie Company, Inc., in Addison, Illinois, un- der a quality control program with inspections by Professional Service Industries (NER-QA231). This report is subject to re-examination in two years. TABLE 1—MANUFACTURER'S RECOMMENDED CURE TIME FOR EPDXY TIE ETI TEMPERATURE ff) INITIAL SET2 (hours) INITIAL CURES (hours) 100 4 12 90 4 16 30 4 24 70 5 24 65 6 '_4 For SI: t'F = 4/5 t'C + 32. 1 Anchors installed and cured at substrate temperatures colder than 65'F are beyond the scope of this report. '-Anchors arc to be undisturbed during the initial sct time. -"Application of allowable (design) tensile or shear loads shall occur after the initial cure time. TABLE 2—MANUFACTURER'S RECOMMENDED CURE TIME FOR EPDXY TIE ETF1 TEMPERATURE ff) INITIAL SETZ INITIAL CURET (hours) 100 20 minutes 1 90 20 minutes I 80 30 minutes I 70 30 minutes I 65 1 hour 2 For SI: t'F = y/5 t'C + 32. I Anchors installed and cured at substrate temperatures colder than 657 arc beyond the scope of this report. 2Anchors arc to be undisturbed during the initial set time. ?Application of allowable (design) tensile or shear loads shall occur after the initial cure time. Page 4 of 7 TABLE 3—EPDXY TIE ET ADHESIVE ALLOWABLE TENSION LOAD FOR THREADED ROD INSTALLED IN NORMAL -WEIGHT CONCRETE, f,'>_ 2,000 psi (pounds)1,2,3A,5 ER -4945 STUD DIAMETER DRILL BIT DIAMETER MINIMUM EMBEDMENT (E) SPACING (scr) EDGE DISTANCE ALLOWABLE BASED ON STEEL STRENGTH A 307 A 193 Grade B7 F 593 (inch) (inches) (inches) (inches) (cc,) (inches) BONDS (SAE 1018) (SAE 4140) (A304 SS) 1.905 i 555 7/16 31h 61,'s 51/4 2,194 2,080 4,580 1,670 Ih 4/It, 414 7th 6.1/s 3,842 3,730 8,210 2,990 5/s 314. 5 83/a 71!, 5,719 5,870 12,910 4,700 3/4 ?•'8 63/4 12li)ti8 6.000 8.865 8.490 18,680 6,790 '/e 1 73/4 135,s IIS/8 10,899 12,000 26,400 9.500 I 11/s9 I>3'4 131/2 11,833 1 15,700 34,500 12,500 For SI: I inch = 25.4 mm. I Ibf = 4.45 N, I psi = 6.89 kPa. I Allowable load must be the Icsser of bond and steel strength. '-Allowable loads may be increased by 331!.1 percent for short-term loading due to wind or seismic forces. 3Thc tabulated values arc for anchors installed at the specified concrete edge (c•) distances. Sec Table 5. Edge distances may be reduced in accordance with Tables 5 and 6. Linear interpolation may be used for intermediate distances. 4Thc tabulated allowable tension loads are for individual anchurs or anchors spacud at a minimum of four times the anchor cmbcdmcnt. A multiplication factor of 0.71 must be applied to the allowable tension loads for anchors spaced at less than four times the anchor cmbcdmcnt and spaced at (cast the distances noted in the table. SThc tabulated values arc for anchors installed in concrete having the designated compressive strength at the time of anchor installation. "The allocable loads listed under allowable bond in the table arc based on a safety factor of 4.0. TABLE 4—EPDXY TIE ET ADHESIVE ALLOWABLE SHEAR LOADS FOR THREADED ROD INSTALLED IN NORMAL -WEIGHT AGGREGATE CONCRETE, ic—e 2,000 psi (pounds)1,2 STUD DIAMETER DRILL BIT DIAMETER MINIMUM EMBEDMENT (E)A BASED ON CONCRETE EDGE DISTANCES3.4•5 BASED ON STEEL STRENGTH Minimum (c, ;n) 307 A 193 Grade B7 F 593 (inch) (inches) (inches) ccr I cn'in (SAE 1018) (SAE 4140) (A304 SS) _ 3 v 7/16 31h 1.905 i 555 1.040 1,905 1,040 1r, 9/16 41/4 r 2.-555 1.870 2,820 1,870 13/4 3'4 5 4.700 1 645 2,940 4.890 2,940 3/4 '/s 63'4 6.925 I 930 4.250 6.925 4,250 '!g I 73/4 (1.925 j 930. 6,000 9,820 6.000 I 11'8 9 I 12.550 1 1.050 7.820 13,490 7.820 For SI: I inch =_5.4 mm, I Ibf = 4.45 N, I psi = 6.89 kPa. Allowablc load must he the lesser of concrete and steel strength. Sec Section 2.?. I for use of the anchor to resist wind or seismic firrcc,. 3.,111i;cc.able loads Im- anchors loaded in shear with edge distances bctwccn critical and minimum may obtained by linear interpolation . - 'The tabulated values are for anchors installed in concrete having the designated compressive su•cngth at the time of anchor installation. '.Rctercncc Table 5 for c.•, and c„d,,. TABLE 5—EPDXY TIE ET ADHESIVE SPACING AND EDGE DISTANCE REQUIREMENTS (inches) STUD SIZE EMBEDMENT DEPTH (E) j EDGE DISTANCE ANCHOR SPACING Critical (ccr) Minimum (c, ;n) Critical (s ,) c5hear (inch) (inches) Tension and Shear Tension and Shear Tension and 3/s 31 /z 51/4 1314 6 t /8 t /z 41 /4 63i, 13/4 7th 54 5 711, 13/4 83%4 3%a 63.!4 101.78 13/4 12 -;8 73/4 115,1 13/4 135/8 I 9 131'2 13/4 153/4 For SI: I inch=>1_5.4 mm. TABLE 6—EPDXY TIE ET ADHESIVE ALLOWABLE LOAD REDUCTION FACTORS1,2,3 TENSION l SHEAR4 Spacing Edge Distance Spacing I Edge Distance scr I ccr cmin scr 4r C nM I.UU 1.00 1 0.50 1.00 ).00 See Footnote 5 I Applicable to allowable loads in Tables 3 and 4. -'Load reduction factors arc cumulative. 31-incar interpolation is allowed for cdec distances that fall between c,.,. and "Applies to loads directed either toward or away from an cdec. 'For reduction factors, sec Table 4. Page 5 of 7 TABLE 7-EPDXY TIE ET ADHESIVE ALLOWABLE TENSION LOAD FOR REINFORCING BAR INSTALLED IN NORMAL -WEIGHT CONCRETE, fc' ? 2,000 psi (pounds)1,2,3,4,5 ER -4945 REBAR DIAMETER DRILL BIT DIAMETER (inches) MINIMUM EMBEDMENT (E) (inches) MINIMUM SPACING (inches) MINIMUM EDGE DISTANCE (inches) ALLOWABLE BOND STRENGTH BASED ON STEEL STRENGTH #4 5%8. 41/4 17 63/8 2.650 4,705 #5 3/4 5 20 71/, 6,050 7,370 #6 7/8 63/4 27 10178 5,500 10,610 47 l 73/4 31' 5/8 7,855 14,425 #8 II/8 9 36 131/2 8,840 18.840 #10 11/, III!4 45 167/8 17,670 30,410 #11 I5 /y 123/8 491!2 19,605 185/8 9,795 36,480 #14 2 153/4 63 235/8 22,880 54,025 For SI: I inch = 25.4 mm, I Ibf= 4.45 N, I psi = 6.89 kPa. I Allowable load must be the lesser of bond and steel strength. '-Allowablc loads must not be increased for short-term loads. 3Thc tabulated allowable tension loads arc for anchors installed at the specified anchor spacing and concrete edge distance. 'The tabulated values arc for anchors installed in concrete having the designated compressive strength at the time of anchor installation. 5Thc al lowablc loads listed under allowable bond in the table arc based on a safety factor of 4.0. TABLE 8-EPDXY TIE ETF ADHESIVE ALLOWABLE TENSION LOADS FOR THREADED ROD INSTALLED IN NORMAL -WEIGHT CONCRETE, f.' >t 2,000 psi (pounds)1,2,3,4,5 STUD DIAMETER DRILL BIT DIAMETER MINIMUM EMBEDMENT (E) MINIMUM SPACING MINIMUM EDGE DISTANCE ALLOWABLE BASED ON STEEL STRENGTH A 307 A 193 Grade B7 F 593 (inch) (inches) (inches) (inches) (inches) BONDS (SAE 1018) (SAE 4140) (A304 SS) 3!8 7/1t, `)1;16 316 61 A, 51/4 ( 2.090 2,080 4,580 1,670 1/7 71i, 41/44 71/2 6318 3.535 3,730 8,210 2,990 '!8 3/4 5 83/4 71, 4.815 5,870 12,910 4,700 /y 7/8 63 4 12 10118 7.835 8.490 18.680 6,790 :8 I 73/4 13 �,•'.r 115,•'s 9,795 12,000 26,400 9,500 3.1-65 I1le 9153/4 16,680 131/ II,190 15,700 34,500 12,500 For SI: I inch 25.4 nun. I Ibf = 4.45 N, I psi = 6.89 kPa. I AI lowablc load must be the Icsscr of bond and steel strength. Allowable loads may be increased by 331/3 percent for short-term loading duc to wind or seismic forces. 'Thc talndated values arc for anchors installed at the specified concrete edge distances. Edge distances may not be reduced. 4Thc tabulated allowable tension loads arc for individual anchors or anchors spaced at a minimum of four times the anchor embedment. A multiplication factor of U6 must be applied to the allowable tension loads for anchors spaced at less than four times the anchor embedment and spaced at (cast the distances noted in the table. SThc tabulated values arc for anchors installed in concrete having the designated compressive strength at the time of anchor installation. "The allowable loads listed under allowable bond arc based on a safety factor of 5.33. TABLE 9-EPDXY TIE ETF ADHESIVES ALLOWABLE SHEAR LOAD FOR THREADED ROD INSTALLED IN NORMAL -WEIGHT AGGREGATE CONCRETE fc' >_ 2,000 psi (pounds)1,2 STUD DIAMETER DRILL BIT DIAMETER MINIMUM EMBEDMENT (E) MINIMUM SPACING MINIMUM EDGE DISTANCEA BASED ON CONCRETE EDGE DISTANCE BASED ON STEEL STRENGTH (inches) A18 307 A 193 Grade B7 F 593 (inch) (inches) (inches) (inches) (inches) Critical Minimum IS1018) (SAE 4140) (A304 SS) 5/k 3/4 5 8!'4 71i, I 3.265 600 3,025 6,520 4,435 3!4 7,8 7/8 63;'4 12 1011s 3.265 600 4,360 9,400 7,515 I 73/4 135!e II5!� 3,'_65 ( 600 5,925 12,770 10.215 I II/g 9 153%4 131/ 3.1-65 600 7,740 16,680 13.345 For til: I inch = 25.4 mm. I Ibf = 4.45 N, I psi = 6.89 kPa. Allowable load most be the lesser of concrete and steel strength. -The tabulated loads arc for anchors installed in concrete having the designated compressive strength at the time of anchor installation. `Allowablc shear loads for anchors with concrete edge distances between critical and minimum may be obtained by linear interpolation. TABLE 10 -MINIMUM SPACING AND EDGE DISTANCES FOR ANCHORS INSTALLED IN UNREINFORCED MASONRY For SI: I inch = 25.4 mm. MINIMUM VERTICAL SPACING MINIMUM HORIZONTAL MINIMUM EDGE DISTANCE ANCHOR CONFIGURATION (inches) SPACING (inches) (inches) A18 18 24 B I8 24 16 C 18 18 24 For SI: I inch = 25.4 mm. Page 6 of 7 ER -4945 O Q O J 100% Lu J Q 80% 3 OJ 60% J Q O 40% I— W 20% V Lu 0% CL L40 `ro 0 0 0 00 `on 'o CONCRETE TEMPERATURE (°F) FIGURE 1-EPDXY TIE ET ADHESIVE IN-SERVICE TEMPERATURE SENSITIVITY GRAPH D Q OJ 100% W m 80% Q p 60% J J Q . 40% LL O 1- 20% Z W no 0% I 100% at 77°F 74% at 100°F 51 % at 1270 30% at 158°F 60.8% at 170°F W a '0 `�0 `90 ,00 ,s o j"o po js �s CONCRETE TEMPERATURE (°P) FIGURE 2-EPDXY TIE ETF ADHESIVE IN-SERVICE TEMPERATURE SENSITIVITY GRAPH I Page 7 of 7 m m mmlw - mmm 1 MAX. CONFIGURATION B FIGURE 3 mmm mmm TIM mmm mmm CONFIGURATION C ER -4945 STRUCTURAL C A L C U L A T I O N S oP� CMU CANTILEVER RETAINING WALLS GARAGE ADDITION TOM MILLER 82 SUGAR PINE DRIVE BERRY CREEK, CA F L T ENGINEERING 5790 CLARK ROAD PARADISE, CA 95969 (530) 872-0254 U�4 � y Owner: U/� REVISION: BP# 8� - APN: Q - o cif f Date 06 FILE CO Y SUBJECT: CMU CANTILEVERED RETAINING WALLS BY: FLT DATE: 03/06 JOB NO: 6026 PROJECT: TOM MILLER GARAGE 82 SUGAR PINE DRIVE, BERRY CREEK, CA FLT EGINEERING 5790 CLARK ROAD PARADISE, CA SHEET 1 OF 6 DESIGN CRITERIA: STUD WALL AND ROOF ARE SUPPORTED BY CONCRETE MASONRY CANTILEVERED RETAINING WALL WITH CONCRETE FOUNDATIONS. CODE 2001 CBC SUPERIMPOSED LOADS: 'R C E 32434 Reg. Expires 12-31-2006 Q�pFESS/p q y � O 324 MIN. DL = .010x(2 +4)= .06 k/1 \`A- CIVIL MAX. LL = .030x 12+.010x(12-2)+.010x4=.50k/1 MAX LL. - ROOF SNOW LOAD + ADD'L ROOF DL + ADD'L WALL DL SURCHARGE - ADD ONE FOOT TO. PROVIDE FOR WIND LOAD @ TOP OF THE WALL. LOADING PER ABOVE IS CRITICAL FOR BOTH - BEARING ( INCLUDING DL + LL ) AND SLIDING RESISTANCE ( MIN. DL ONLY) CALC'S PROVIDED FOR: A.1 P - 4" TO 2'- 8" HIGH WALL - SHEETS 2 & 3 A.2 2' - 9" TO 4'- 0" HIGH WALL - SHEETS 4 & 5 CONSTRUCTION DETAIL - SHEET 6 MATERIALS: CONCRETE - ULTIMATE COMPRESSIVE STRENGTH - fc = 2500 PSI @ 28 DAYS, CMU -- ULTIMATE COMPRESSIVE STRENGTH --fm = 1500 PSI, GROUTED SOLID, NO INSPECTION REQUIRED, REINFORCING - ASTM A615, GRADE 40, ALLOWABLE SOIL BEARING PRESSURE - 1500 PSF, ALLOWABLE LATERAL BEARING PRESSURE - 200 PSF, PROJECT : TOM MILLER GARAGE JOB NO. : 6026 DATE : 3/2006 CALC'S BY : FLT FLT ENGINEERING 5790 CLARK ROAD PARADISE, CA 872=0254 SHEET Z OF jg' SUBJECT: CONC. MASONRY CANTILEVER RETAINING WALL --------------------------------------- WALL DESIGN: ------------ 'ALL CALCULATIONS ARE IN UNITS/LN. FT. GRADE SLOPE RATIO: SOIL EQUIVALENT FLUID PRESSURE (PSF): SURCHARGE (PSF): WIND LOAD YIELD STRENGTH OF REINF. - Fy (KSI): ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE (PSI): ULTIMATE COMPRESSIVE STRENGTH OF CMU (PSI): SPECIAL INSPECTION REQUIRED: ALLOW. COMPRESSIVE STRESS OF CMU - Fm (PSI): GRAVITY LOAD - DEAD LOAD (KIP): - LIVE LOAD (KIP): OVERALL HEIGHT OF THE WALL - H (FEET): OVERALL HEIGHT OF THE SOIL - Hr (FEET): THICKNESS OF WALL - TOP (INCHES): - BOTTOM (INCHES): GROUTED SOLID - WEIGHT OF GROUT (PCF): AVERAGE WEIGHT OF WALL (PSF): TOTAL EARTH PRESSURE - Fw (KIP): MOMENT - Mw (FT -KIP): AREA REINF. (IN^2) 'd'(IN) SIZE & SPA (IN) ------------------------------------------------ 0.020 5.35 #4 @ 118.1 MIN. VERTICAL REINF. - .12 % (IN^2): MIN. HORIZONTAL REINF. - .08 % (IN^2): DESIGN REINF. - VERTICAL: #4 @ 16 - HORIZONTAL: #4 @ 32 COMBINED STRESSES @ WALL: EFFECTIVE RATIO OF REINF. - p: MODULAR RATIO - n: COEFFICIENT - k: ACTUAL RATIO OF DISTANCE - j: COEFFICIENT - 2/kj: ACTUAL COMPRESSIVE STRESS OF CMU - fm (PSI): ACTUAL TENSIONAL STRESS OF REINF. - fs (KSI): COMBINED STRESSES @ WALL: LEVEL 30 1 40 2500 1500 NO 250.00 .06 .5 2.67 3.17 7.6 7.6 135 84 0.15 0.16 0.109 0.073 0.29 < 1.0 0.0023 25.8 0.292 0.903 7.587 42.22 < 250.00 2.64 < 20.00 0.29 "4, PROJECT TOM MILLER GARAGE JOB NO. 6026 DATE 3/2006 CALC'S BY : FLT FOOTING DESIGN: --------------- DENSITY OF SOIL (PCF): DENSITY OF CONCERTE (PCF): OVERTURNING RATIO - MIN: -MAX: ALLOW. SOIL BEARING PRESSURE (PSF): ALLOW. LATERAL BEARING PRESSURE (PSF): FRICTION COEFFICIENT - Fc: FLT ENGINEERING 5790 CLARK ROAD PARADISE, CA 872-0254 SHEET 3 'OF 0; 100 150 1.5 2.5 1500 200 0.35 FOOTING DEPTH (INCHES): 12 FOOTING WIDTH - HEEL (INCHES): 8 DESIGN TOE REINF.: #4 - TOE (INCHES): 8 FOOTING KEY - WIDTH (INCHES): 0 FOOTING KEY - DEPTH (INCHES): 0 - BACK TO BACK OF FOOTING (INCHES): 0 TOTAL WIDTH OF FOOTING (INCHES): 24 OVERTURNING FORCE - Fo (KIP): OVERTURNING MOMENT - Mo (FT -KIP): TOTAL RESISTING WEIGHT - W (KIP): RESISTING MOMENT - Mr (FT -KIP): OVERTURNING RATIO - SF NET MOMENT - Mn (FT -KIP): ECCENTRICITY - e (FEET): ECCENTRIC MOMENT - Me (FT -KIP): FOOTING AREA - Af (FT -2): SECTION MODULUS - S (FT"3): SOIL PRESSURES - DL ONLY - SPt (PSF): - SPh (PSF): SOIL PRESSURES - ADDED LL - SPt' (PSF): - SPh' (PSF) : SLIDING RESISTING FORCE - Fr (KIP): FOOTING - TOE: EARTH PRESSURE @ TOE - Fv (KIP): MAX. MOMENT @ TOE - Mt (FT -KIP): AREA REINF. (IN^2) 'd'(IN) SIZE & SPA (IN) ------------------------------------------------ 0.020 8.75 #4 @ 117.2 DESIGN TOE REINF.: #4 @ 16 0.26 0.36 0.85 0.98 2.71 0.62 0.27 0.23 2.00 0.67 767.33 < 1500 81.89 > 0 1029.83 < 1500 319.39 > 0 0.40 > 0.26 X 1.5 = 0.39 0.73 0.26 PROJECT : TOM MILLER GARAGE JOB NO. : 6026 DATE : 3/2006 CALC'S BY : FLT FLT ENGINEERING 5790 CLARK ROAD PARADISE, CA 872-0254 SHEET ¢ OF 9 SUBJECT: CONC. MASONRY CANTILEVER RETAINING WALL --------------------------------------- WALL DESIGN: ------------ ALL CALCULATIONS ARE IN UNITS/LN. FT. GRADE SLOPE RATIO: SOIL EQUIVALENT FLUID PRESSURE (PSF): SURCHARGE (PSF): WIND LOAD YIELD STRENGTH OF REINF. - Fy (KSI): ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE (PSI): ULTIMATE COMPRESSIVE STRENGTH OF CMU (PSI): SPECIAL INSPECTION REQUIRED: ALLOW. COMPRESSIVE STRESS OF CMU - Fm (PSI): GRAVITY LOAD - DEAD LOAD (KIP): - LIVE LOAD (KIP) : OVERALL HEIGHT OF THE WALL - H (FEET): OVERALL HEIGHT OF THE SOIL - Hr (FEET): THICKNESS OF WALL - TOP (INCHES): - BOTTOM (INCHES): GROUTED SOLID - WEIGHT OF GROUT (PCF): AVERAGE WEIGHT OF WALL (PSF): TOTAL EARTH PRESSURE - Fw (KIP): MOMENT - Mw (FT -KIP): AREA REINF. (IN"2) 'd'(IN) SIZE & SPA (IN) ------------------------------------------------ 0.058 5.35 #4 @ 41.3 MIN. VERTICAL REINF. - .12 0 (IN -2): MIN. HORIZONTAL REINF. - .08 o (IN -2): DESIGN REINF. - VERTICAL: #4 @ 16 - HORIZONTAL: #4 @ 32 COMBINED STRESSES @ WALL: EFFECTIVE RATIO OF REINF. - p: MODULAR RATIO - n: COEFFICIENT - k: ACTUAL RATIO OF DISTANCE - j: COEFFICIENT - 2/kj: ACTUAL COMPRESSIVE STRESS OF CMU - fm (PSI): ACTUAL TENSIONAL STRESS OF REINF. - fs (KSI): COMBINED STRESSES @ WALL: LEVEL 30 1 40 2500 1500 NO 250.00 .06 .5 4 4.5 7.6 7.6 135 84 0.30 0.46 0.109 0.073 0.61 < 1.0 0.0023 25.8 0.292 0.903 7.587. 120.78 < 250.00 7.55 < 20.00 0.61 AZ PROJECT TOM MILLER GARAGE JOB NO. 6026 DATE 3/2006 CALC'S BY : FLT FOOTING DESIGN: --------------- DENSITY OF SOIL (PCF): DENSITY OF CONCERTE (PCF): OVERTURNING RATIO - MIN: -MAX: ALLOW. SOIL BEARING PRESSURE (PSF): ALLOW. LATERAL BEARING PRESSURE (PSF): FRICTION COEFFICIENT - Fc: FLT ENGINEERING 5790 CLARK ROAD PARADISE, CA 872=0254 SHEET tF OF 9 100 150 1.5 2.5- 1500 200 0.35 FOOTING DEPTH (INCHES): 12 FOOTING WIDTH - HEEL (INCHES): 8 - TOE (INCHES): 12 FOOTING KEY - WIDTH (INCHES): 8 FOOTING KEY - DEPTH (INCHES): 8 - BACK TO BACK OF FOOTING (INCHES): 8 TOTAL WIDTH OF FOOTING (INCHES): 28 OVERTURNING FORCE - Fo (KIP): OVERTURNING MOMENT - Mo (FT -KIP): TOTAL RESISTING WEIGHT - W (KIP): RESISTING MOMENT - Mr (FT -KIP): OVERTURNING RATIO - SF NET MOMENT - Mn (FT-K.IP): ECCENTRICITY - e (FEET): ECCENTRIC MOMENT - Me (FT -KIP): FOOTING AREA - Af (FT^2): SECTION MODULUS - S (FT -3): • SOIL PRESSURES - DL ONLY - SPt (PSF): • - SPh (PSF): SOIL PRESSURES - ADDED LL - SPt' (PSF): - SPh' (PSF) : SLIDING RESISTING FORCE - Fr (KIP): FOOTING - TOE: EARTH PRESSURE @ TOE - Fv (KIP): MAX. MOMENT @ TOE - Mt (FT -KIP): AREA REINF. (IN -2) 'd'(IN) SIZE & SPA (IN) ------------------------------------------------ 0.050 8.75 #4 @ 47.6 DESIGN TOE REINF.: #4 @ 16 0.45 0.83 1.23 1.79 2.15 0.96 0.39 0.48 2.33 0.91 1053.56 < 1500 1.23 > 0 1185.19 < 1500 298.17 > 0 0.71 > 0.45 X 1.5 = 0.68 1.12 0.65 FL4 CONSTRUCTION D E T A I L CIVIL - STRUCTURAL By. �` DATE: SHEET No. A50 OF (530) 872-0254 FAX (530) 872-9331 6O 5790 CLARK ROAD, PARADISE. CALIFORNIA 95969 CHECKED BY: DATE: JOB No. covsT;v co.��s PES S NEST / , /VifTlJ,�L CP•.A�� 2 �CLR. U417 d�,eu •o dD2 ° L - - J comm. C014/c. fODTlitlC C'0A/7: CONC. eEYWA y (K/ReRc,2arQ;o) aG ° oQ�AfESS10NglF RCE 32434 �c, E• TY�� Reg. Expires Q 12 - 31 - 2006 W 0.324 CI fq j F OF Cp�•��`° `1.4e- 41HII oRe Ar1110/r *10eAM oB� aC� vG a °aM v fja .�C� N A'•, / Z�8' Z¢r 8v �2v ._. 8" — — 2'-D°. �f�/6 432 ��32 Z-�¢ A2 1410 " . rr rr a $' �� 8° 2� ¢„ y 3- #¢ 7 T- NOTES: 1. DESIGN CRITERIA PER CALCULATIONS SHEET 1, 2. LAP HORIZONTAL REINFORCING 24" OR 40 BAR DIAMETER MINIMUM. 3. PERFORATED DRAIN PIPE TO DAYLIGHT IN 2 CU. FT. OF DRAIN ROCK PER LN. FT. MINIMUM — OPTIONAL LOCATIONS. 4. WHERE 4" CONCRETE SLAB IS INSTALLED AT OR ABOVE FOOTING, THE DEPTH OF CONCRETE KEYWAY COULD BE REDUCED BY 8". 4 STRUCTURAL C A L C U L A T I O N S F O R c -03 CMU CANTILEVER RETAINING WALLS GARAGE ADDITION TOM MILLER 82 SUGAR PINE DRIVE BERRY CREEK, CA F L T ENGINEERING 5790 CLARK ROAD PARADISE, CA 95969 (530) 872-0254 BUTTE COUNTY BUILDING- DIVISION APPROVED 6 SUBJECT: CMU CANTILEVERED RETAINING WALLS FLT EGINEERING 5790 CLARK ROAD BY: FLT DATE: 03/06 JOB NO: 6026 PARADISE, CA PROJECT: TOM MILLER GARAGE SHEET 1 OF 6 82 SUGAR PINE DRIVE, BERRY CREEK, CA DESIGN CRITERIA: STUD WALL AND ROOF ARE SUPPORTED BY CONCRETE MASONRY CANTILEVERED RETAINING WALL WITH CONCRETE FOUNDATIONS. CODE 2001 CBC SUPERIMPOSED LOADS: MIN. DL = .010 x (2 + 4) =.06 k/l MAX. LL = .030x 12+.010x(12-2)+.010x4=.50k/I MAX LL. - ROOF SNOW LOAD + ADD'L ROOF DL + ADD'L WALL DL SURCHARGE - ADD ONE FOOT TO PROVIDE FOR WIND LOAD @ TOP OF THE WALL. LOADING PER ABOVE IS CRITICAL FOR BOTH - BEARING ( INCLUDING DL + LL) AND SLIDING RESISTANCE ( MIN. DL ONLY) CALC'S PROVIDED FOR: A.1 V- 4" TO 2'- 8" HIGH WALL - SHEETS 2 & 3 A.2 2'- 9" TO 4'- 0" HIGH WALL - SHEETS 4 & 5 CONSTRUCTION DETAIL - SHEET 6 MATERIALS: CONCRETE - ULTIMATE COMPRESSIVE STRENGTH - f c = 2500 PSI @ 28 DAYS, CMU -- ULTIMATE COMPRESSIVE STRENGTH --fm m = 1500 PSI, GROUTED SOLID, NO INSPECTION REQUIRED, REINFORCING - ASTM A615, GRADE 40, oQROFESSIpNq� ALLOWABLE SOIL BEARING PRESSURE - 1500 PSF, h �Q' . SON r ALLOWABLE LATERAL BEARING PRESSURE - 200 PSF, cc 2 T � QC R C E 3243.4 CiV%%\. Reg. Expires F OF CAUE� 12-31-2006 3�2yD� PROJECT TOM MILLER GARAGE JOB NO. 6026 DATE :.3/2006 CALC'S BY : FLT SUBJECT: CONC. MASONRY CANTILEVER RETAINING WALL -------------------------------- - ------ WALL DESIGN: ------------ ALL CALCULATIONS ARE IN UNITS/LN. FT. GRADE SLOPE RATIO: SOIL EQUIVALENT FLUID PRESSURE (PSF): SURCHARGE (PSF): WIND LOAD YIELD STRENGTH OF REINF. - Fy (KSI): ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE (PSI): ULTIMATE COMPRESSIVE STRENGTH OF CMU (PSI): SPECIAL INSPECTION REQUIRED: ALLOW. COMPRESSIVE STRESS OF CMU - Fm (PSI): GRAVITY LOAD - DEAD LOAD (KIP): - LIVE LOAD (KIP) : OVERALL HEIGHT OF THE WALL - H (FEET): OVERALL HEIGHT OF THE SOIL - Hr (FEET): THICKNESS OF WALL - TOP (INCHES): - BOTTOM (INCHES): GROUTED SOLID - WEIGHT OF GROUT (PCF): AVERAGE WEIGHT OF WALL (PSF): TOTAL EARTH PRESSURE - Fw (KIP): MOMENT - Mw (FT -KIP): AREA REINF. (IN^2) 'd'(IN) SIZE & SPA (IN) ------------------------------------------------ 0.020 5.35 #4 @ 118.1 MIN. VERTICAL REINF. - .12 % (IN^2): MIN. HORIZONTAL REINF. - .08 % (IN^2): DESIGN REINF. - VERTICAL: #4 @ 16 - HORIZONTAL: #4 @ 32 COMBINED STRESSES @ WALL: EFFECTIVE RATIO OF REINF. - p: MODULAR RATIO - n: COEFFICIENT - k: ACTUAL RATIO OF DISTANCE - j: COEFFICIENT - 2/kj: ACTUAL COMPRESSIVE STRESS OF CMU - fm (PSI): ACTUAL TENSIONAL STRESS OF REINF. - fs (KSI): COMBINED STRESSES @ WALL: LEVEL 30 1 40 2500 1500 NO 250.00 .06 .5 2.67 3.17 7.6 7.6 135 84 0.15 0.16 0.109 0.073 FLT ENGINEERING 5790 CLARK ROAD PARADISE, CA 872-0254 SHEET Z OF 4' 0.29 < 1.0 0.0023 25.8 0.292 0.903- 7.587 .9037.587 42.22 < 250.00 2.64 < 20.00 0.29 0 PROJECT TOM MILLER GARAGE JOB NO. 6026 DATE 3/2006 CALL'S BY :. FLT FOOTING DESIGN: DENSITY OF SOIL (PCF): DENSITY OF CONCERTE (PCF): OVERTURNING RATIO - MIN: - MAX: ALLOW. SOIL BEARING PRESSURE (PSF): ALLOW. LATERAL BEARING PRESSURE (PSF): FRICTION COEFFICIENT - Fc: FOOTING DEPTH (INCHES): FOOTING WIDTH - HEEL (INCHES): - TOE (INCHES): FOOTING KEY - WIDTH (INCHES): FOOTING KEY - DEPTH (INCHES): - BACK TO BACK OF FOOTING TOTAL WIDTH OF FOOTING (INCHES): OVERTURNING FORCE - Fo (KIP): OVERTURNING MOMENT - Mo (FT -KIP): TOTAL RESISTING WEIGHT'- W (KIP): RESISTING MOMENT - Mr (FT -KIP): OVERTURNING RATIO - SF NET MOMENT - Mn (FT -KIP): ECCENTRICITY - e (FEET): ECCENTRIC MOMENT - Me (FT -KIP): FOOTING AREA - Af (FT -2): SECTION MODULUS - S (FT"3): (INCHES): SOIL PRESSURES - DL ONLY - SPt (PSF): - SPh (PSF) : SOIL PRESSURES - ADDED LL - SPt' (PSF): - SPh' (PSF) : SLIDING RESISTING FORCE - Fr (KIP): FOOTING - TOE: EARTH PRESSURE @ TOE - Fv (KIP): MAX. MOMENT @ TOE - Mt (FT -KIP): AREA REINF. (IN^2) 'd'(IN) SIZE & SPA (IN) ------------------------------------------------ 0.020 8.75 #4 @ 117.2 DESIGN TOE REINF.: #4 @ 16 FLT ENGINEERING 5790 CLARK ROAD PARADISE, CA 872-0254 SHEET 3 OF ',/- 100 150 1.5 2.5 1500 200 0.35 12 8 8 0 0 0 24 0.26 0.36 0.85 0.98 2.71 0.62 0.27 0.23 2.00 0.67 767.33 < 1500 81.89 > 0 1029.83 < 1500 319.39 > 0 0.40 > 0.26 X 1.5 = 0.39 0.73 0.26 PROJECT TOM MILLER GARAGE JOB NO. 6026 DATE :.3/2006 CALL'S BY : FLT SUBJECT: CONC. MASONRY CANTILEVER RETAINING WALL --------------------------------------- WALL DESIGN: ------------ ALL CALCULATIONS ARE IN UNITS/LN. FT. GRADE SLOPE RATIO: SOIL EQUIVALENT FLUID PRESSURE (PSF): SURCHARGE (PSF): WIND LOAD YIELD STRENGTH OF REINF. - Fy (KSI): ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE (PSI): ULTIMATE COMPRESSIVE STRENGTH OF CMU (PSI): SPECIAL INSPECTION REQUIRED: ALLOW. COMPRESSIVE STRESS OF CMU - Fm (PSI): GRAVITY LOAD - DEAD LOAD (KIP): - LIVE LOAD (KIP) : OVERALL HEIGHT OF THE WALL - H (FEET): OVERALL HEIGHT OF THE SOIL - Hr (FEET): THICKNESS OF WALL - TOP (INCHES): - BOTTOM (INCHES): GROUTED SOLID - WEIGHT OF GROUT (PCF): AVERAGE WEIGHT OF WALL (PSF): TOTAL EARTH PRESSURE - Fw (KIP): MOMENT - Mw (FT -KIP): AREA REINF. (IN^2) 'd'(IN) SIZE & SPA (IN) ------------------------------------------------ 0.058 5.35 #4 @ 41.3 MIN. VERTICAL REINF. - .12 % (IN^2): MIN. HORIZONTAL REINF. - .08 % (IN -2): DESIGN REINF. - VERTICAL: #4 @ 16 HORIZONTAL: #4 @ 32 COMBINED STRESSES @ WALL: EFFECTIVE RATIO OF REINF. - p: MODULAR RATIO - n: COEFFICIENT - k: ACTUAL RATIO OF DISTANCE - j: COEFFICIENT - 2/kj: ACTUAL COMPRESSIVE STRESS OF CMU - fm (PSI): ACTUAL TENSIONAL STRESS OF REINF. - fs (KSI): COMBINED STRESSES @ WALL: FLT ENGINEERING 5790 CLARK ROAD PARADISE, CA 872-0254 SHEET ¢ , OF LEVEL 30 1 40 2500 1500 NO 250.00 4.5 7.6 7.6 135 84 0.30 0.46 0.109 0.073 0.61 < 1.0 0.0023 25.8 0.292 0.903 7.587 120.78 < 250.00 7.55 < 20..00 0.61 FLT ENGINEERING PROJECT TOM MILLER GARAGE 5790 CLARK ROAD JOB NO. 6026 PARADISE, CA DATE :.3/2°006 872-0254 CALCIS BY : FLT SHEET t- OF 4 FOOTING DESIGN: DENSITY OF SOIL (PCF): 100 DENSITY OF CONCERTE (PCF): 150 OVERTURNING RATIO - MIN: 1.5 - MAX: 2.5 ALLOW. SOIL BEARING PRESSURE (PSF): 1500 ALLOW. LATERAL BEARING PRESSURE (PSF): 200 FRICTION COEFFICIENT - Fc: 0.35 FOOTING DEPTH (INCHES): 12 FOOTING WIDTH - HEEL (INCHES): 8 - TOE (INCHES): 12 FOOTING KEY - WIDTH (INCHES): 8 FOOTING KEY - DEPTH (INCHES): 8 - BACK TO BACK OF FOOTING (INCHES): 8 TOTAL WIDTH OF FOOTING (INCHES): 28 OVERTURNING FORCE - Fo (KIP): 0.45 OVERTURNING MOMENT - Mo (FT -KIP): 0.83 TOTAL RESISTING WEIGHT - W (KIP): 1.23 RESISTING MOMENT - Mr (FT -KIP): 1.79 OVERTURNING RATIO - SF 2.15 NET MOMENT - Mn (FT -KIP): 0.96 ECCENTRICITY - e (FEET): 0.39 ECCENTRIC MOMENT - Me (FT -KIP): 0.48 FOOTING AREA - Af (FT"2): 2.33 SECTION MODULUS - S (FT -3): 0.91 SOIL PRESSURES - DL ONLY - SPt (PSF): 1053.56 < 1500 - SPh (PSF): 1.23 > 0 SOIL PRESSURES - ADDED LL - SPt' (PSF): 1185.19 < 1500 = SPh' (PSF): 298.17 > 0 SLIDING RESISTING FORCE - Fr (KIP): 0.71 > 0.45 X 1.5 = 0.68 FOOTING - TOE: EARTH PRESSURE @ TOE - Fv (KIP): 1.12 MAX. MOMENT @ TOE - Mt (FT -KIP): 0.65 AREA REINF. (IN^2) 'd'(IN) SIZE & SPA (IN) ------------------------------------------------ 0.050 8.75 #4 @ 47.6 DESIGN TOE REINF.: #4 @ 16 IFLY CONSTRUCTION- D ETA I L CIVIL - STRUCTURAL )=L% ,6' L3 06 / BY: ''DATE: SHEET No. OF � (530) 872-0254 FAX (530) 872-9331 6D2� 5790 CLARK ROAD, PARADISE, CALIFORNIA 95969 CHECKED BY: DATE: JOB No. covsT;v �o.�� s - PE,e s NEST / :/� 7 CO/9P.4C7eAV X'0'rc�e. rr COf✓T CO.tIC. L - - � fo©T�,vc, covr, covc. ,��yw� y R C E 32434 VESS/,Ov uG r Q'w Reg. Expires E T YO lF� 12-31-2006 �o. 2 cl 3P�o� qlF of ca�.�F°� K�/4CG �a aH2 '`T r r/�%/� yD2" A,v oBr rG,a uG a ra N ,ybA, A10 r �„ •�, / 2=8" Zg° 8y 12u . _ 8p -- — Z� O°. ��l6` 432 ��3Z 2-�¢ NOTES: 1. DESIGN CRITERIA PER CALCULATIONS SHEET 1, 2. LAP HORIZONTAL REINFORCING 24" OR 40 BAR DIAMETER MINIMUM. 3. PERFORATED DRAIN PIPE TO DAYLIGHT IN 2 CU. FT. OF DRAIN ROCK PER LN. FT. MINIMUM — OPTIONAL LOCATIONS. 4. WHERE 4" CONCRETE SLAB IS INSTALLED AT OR ABOVE FOOTING, THE DEPTH OF CONCRETE KEYWAY COULD BE REDUCED BY 8', JOB: Miller Tom M19 LOCATION: Butte Co. M i Veke TRUSS ENGINEERING MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, Ca.95610 Phone:(916)676-1900 Fax:(916)676-1909 ► LUMBER ► HARDWARE ► STOCK PLANS ► CUSTOM DRAFTING ► TRUSS ENGINEERING ► TRUSSES ► PRE FRAMED WALLS 655 Cal Oak Rd. P.O. Box 1947 Oroville, Ca.95965 Phone: (530)534-0300 Fax: (530)534-5269 WARNING: DO NOT CUT OR ALTER TRUSSES IN ANY WAY. WARNING: DO NOT STORE TRUSSES ON UNEVEN GROUND. TRUSSES REQUIRE EXTREME CARE IN HANDLING BUTTE COUMTy BUILDING DIVISION APPROVED TIMBER PRODUCTS ® INSPECTION 105 S.E. 124th AVE. Vancouver, Wa. 98684 Phone:(360)449-3840 Fax:(360)449-3953 MiTek TRUSS SCHEDULE Tails Project: MILLER TOM County: BUTTE Contractor: Endeavor Homes Date: March 6, 2006 Roof: COMP Plan: Snow: 20# Drawn By: Mw ITail Cut: Plumb Description GIRDER 2 PLY.a Project: MILLER TOM County: BUTTE Contractor: Endeavor Homes Date: March 6, 2006 Roof: COMP Plan: Snow: 20# Drawn By: Mw ITail Cut: Plumb MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: Miller—Tom Fax 916/676-1909 00 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: R20429532 thru R20429536 My license renewal date for.the state of California is September 30, 2006. Q�OF ESS/pN\ ONr; yG �Zc C4A9 � *\ EXP. PY730/06 /* dX March 9,2006 Yu, Ray The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. Job russ Truss Type Qty Plyloo (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 820429532 MILLER -TOM A COMMON 14 1 MT20 220/195 (Roof Snow --20.0) Lumber Increase 1.15 BC 0.30 Vert(TL) -0.14 Job Reference (optional) cnoeawr nomas, urovnie, tee. o.zuu s Jm i a ZUU7 Mi i ex mousumes, mc, r nu mar ue 1q:aq:oa zuuo raga i 5.4-14 10-0-0 i 14-7-2 I 20-0-0 22-0-0 2.0.0 5.414 4.7-2 4-7-2 5-414 2-0-0 Scale =1:38.9' 04 = 4 3x5 = - - 3x5 = 5x5 = 3x4 = 6.114 6.1-8 6.114 N I� LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.39 Vert(LL) -0.07 8.9 >999 240 MT20 220/195 (Roof Snow --20.0) Lumber Increase 1.15 BC 0.30 Vert(TL) -0.14 8-9 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.04 6 n/a n/a BCLL 0.0 Code UBC/ANSI95 (Matrix) Weight: 79 Ib BCDL 10.0 LUMBER TOP CHORD 2 X 4 DF No.1&Btr BOT CHORD 2 X 4 DF No.1&Btr WEBS 2 X 4 DF Std REACTIONS (Ib/size) 2=917/0-3-8,6=917/0-3-8 Max Horz2=64(load case 7) Max Uplift2=-111(load case 5), 6=-111(load case 6) Max Grav2=988(load case 2), 6=988(load case 3) BRACING TOP CHORD Sheathed or 4-10-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/61, 2-3=-1780/73, 3-4=-1566/50, 4-5=1566/50, 5-6=1780/73, 6-7=0/61 BOT CHORD 2-9=-50/1633,8-9=0/1137,6-8=-1/1633 WEBS 3-9=-337/103, 4-9=0/501, 4-8=0/501, 5-8=337/104 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard OQ�OFESS/pN� ONG yG F2c y IX C4419 r L ® WARNING - Ver(fy design pammeten and JWAD NOTES ON THIS AND INCLUDED WTEN REFERENCS PAGE MU -7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with MNTek connectors. This design's based only upon parameters shown, and is for an individual building component. Sure 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95810 is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibil6ty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 191 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component e�m Plat Safety Information available from Truss e Institute, 583 D'Onofrio Drive, Madison, WI 53719. „ Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. 1/e't ♦- cz o c, JS O �, 3 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. M: �,� O U = 4. Unless otherwise noted, locate chord splices �5 C " U OCLO at 14 panel length (± 6" from adjacent joint.) •For 4 x 2 orientation, locate ca BOTTOM CHORDS ce 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBG 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTekO 15. Care should be exercised in handling, IRS erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTokO Holdings, Inc. Job russ Truss Type Qty Ply 00 I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 820429533 MILLER Al COMMON 6 1 MT20 220/195 -TOM Lumber Increase 1.15 BC 0.40 Vert(TL) -0.15 Job Reference (optional) Endeavor Homes, Oroville, Co. 6.200 s Jul 13 2005 Wok Industries, Inc. Thu Mar 0914:34:40 2006 Page 1 5.4-14 10.0-0 14-7-2 20-0-0 22-M 5-4-14 4-7-2 4-7-2 5-414 2-0-0 Scale = 1:35.7 4x4 = 3x5 = - 3x5 = 5x5 = 6.1-8 3x4 = 6.11-4 I� LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.39 Vert(LL) -0.07 7-8 >999 240 MT20 220/195 (Roof Snow --20.0) Lumber Increase 1.15 BC 0.40 Vert(TL) -0.15 1-8 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.04 5 n/a n/a BCLL 0.0 wens inn Code UBC/ANSI95 (Matri x) Weight: 77 lb LUMBER TOP CHORD 2 X 4 DF No.t&Btr BOT CHORD 2 X 4 DF No.1&Btr WEBS 2 X 4 DF Std REACTIONS (Ib/size) 1=785/Mechanical, 5=927/0-3-8 Max Horz 1 =72(load case 8) Max Upliftl=-40(load case 5), 5=-112(load case 6) Max Gravl=785(load case 1), 5=992(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1861/112, 2-3=-1642/83, 3-4=-1596/52, 4-5=-1810f75'5-6=0161 BOT CHORD 1-8=-91/1728, 7-8=-2/1168, 5-7=-2/1661 WEBS 2-8=-389/119, 3-8=-15/589, 3-7=0/499, 4-7=337/104 BRACING TOP CHORD Sheathed or 4-8-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ® WARNING - 7erUy design Parameter; and READ NOTES ON TIDS AND INCLUDED AUTEE REFERENCE PAGE AM -7473 BEFORE USS. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and 6 for an individual building component. Sure 109 Appliaabirdy of design paromenters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component�/ m Safety Information available from Truss Plate Institute, 583 D'Onof io Drive, Madison, WI 53719. M i 1en Symbols Numbering System A, General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 1 3/4' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 1�8 TOP CHORDS other. 1/e c2 c3 J5 3. Place plates on each face of truss at each Q c, joint and embed fully. Avoid knots and wane �, 0 at O , ; joint locations. O = " 114 4. Unless otherwise noted, locate chord splices CL U O at panel length (± 6" from adjacent joint.) •For 4 x 2 orientation, locate O CB c� c6 �- BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBG 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job fuss Truss Type Qty y 0 0 PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.34 820429534 MILLER 1,-IGE COMMON 1 1 BC 0.14 -TOM 16 n/r 120 TCDL 10.0 Rep Stress Incr Job Reference (optional) enaeavor Homes, orovine, oa. b.Luu s JUI 13 zuuo MI I ex maustnes, mC. I nu Mar ue 14:34:47 Laub rage 1 10-0-0 i 20-0-0 22-0-0 10-0-0 3x4 = to-" 2-D-0 Scale = 1:35.7 3X4 3x4 = 20-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.34 Vert(LL) 0.00 16 n/r 120 MT20 220/195 (Roof Snow --20.0) Lumber Increase 1.15 BC 0.14 Vert(TL) -0.01 16 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 15 n/a n/a BCLL 0.0 Code UBC/ANSI95 (Matrix) Weight: 88 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.l&Btr TOP CHORD Sheathed or 6-0-0 oc puriins. BOT CHORD 2 X 4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Std REACTIONS (Ib/size) 1=89/20-0-0, 15=270/20-0-0, 23=109/20-0-0, 22=109/20.0-0, 29=217/20-0-0, 28=61/20-0-0, 27=117/20-0-0, 26=105/20-0-0, 24=102/20-0-0, 21=101/20-0-0, 20=108/20-0-0,19=106/20-G-0, 18=108/20-0-0,17=118/20-0-0 Max Horz 1 =-72(load case 8) Max Upliftl=-3(load case 6), 15=-101(load case 6), 29=-28(load case 7), 28=8(load case 7), 27=-15(load case 7), 26=-13(load case 7), 24=-17(load case 5), 21=-19(load case 8), 20=15(load case 6), 19=8(load case 8), 18=-37(load case 8) Max Gravl=100(load case 2), 15=400(load case 3), 23=114(load case 2), 22=114(load case 3), 29=244(load case 2), 28=68(load case 2), 27=132(load case 2), 26=118(load case 2), 24=117(load case 2), 21=116(load case 3), 20=123(load case 3), 19=113(load case 3), 18=148(load case 3), 17=130(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-46/34, 2-3=-29/44,3-4=-19/51, 4-5=-21/60.5-6=20/68, 6-7=-20!77, 7-8=21/76, 8-9=-21f75,9-10=-19172, 10-11=20/57, 11-12=20/43, 12-13=20/29, 13-14=21/15, 14-15=-49/12, 15-16=0/61 BOT CHORD 1-29=0/54, 28.29=0/54, 27-28=0/54, 26-27=0/54, 25-26=0/54, 24-25=0/54, 23-24=0/54, 22-23=0/54, 21-22=0/54, 20-21=0/54 ,19-20=0/54,18-19=0/54,17-18=0/54,15-17=0/54 WEBS 7-23=-86/8, 9-22=86/0, 2-29=-174/51, 3-28=-62/22, 4-27=-100/31, 5-26=-93/29, 6-24=-91/32,10-21=-91/34.11-20=-94/30, 12-19=92/29,13-18=98/35,14-17=103/23 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and FESS/ right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable �ONG End Details as applicable, or consult qualified building designer as per ANSI/fPl 1-2002. 3) Unbalanced snow loads have been considered for this design. tD Z 4) Overhang has been design for 2.00 times live load + dead load. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WQ, C 9 A 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. k EXP. /30/06 8) Gable studs spaced at 1-4-0 oc. LOAD CASE(S) Standard S%A- A WARNING - Verth design Parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE AM -7473 BEFORE USE. 7777 Greenback Lane - m 09 Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite He AppficabiW of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95810 1 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualfly CAteaa, DSB-89 and BCSII Building Component�ekm Safety Information available from Truss Plate Institute, 593 D'Onofrio Drive, Madison, WI 53719. " Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/4' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. cz ca o c, JS u �,Z 3 0 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. U 4. Unless otherwise noted, locate chord splices �h U U O CL at 1A panel length (± 6" from adjacent joint.) •For 4 x 2 orientation, locate 1 C8 C7 cs O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MITekO Holdings, Inc. Job russ Truss Typety DEFL y o0 I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 R20429535 MILLER TOM AG COMMON 1 240 Job Reference (optional) Endeavor Homes, Oroville, Ca. 6.200 s Jul 13 2005 MiTek Industries, Inc, Thu Mar 0914:34:42 2006 Page 1 -2-" 5.7-14 10-M 14-4-2 20.0-0 2.0.0 5.7-14 44-2 4-4-2 5-7-14, Scale =1:36.1 4x4 = sxu = 3X6 II 6x9 = 3x6 II 5-7-14 10-0-0 14-4-2 I 20-" 5.7-14 4-42 4.4-2 5.7-14 N Ib LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.13 8-9 >999 240 MT20 220/195 (Roof Snow --20.0) Lumber Increase 1.15 BC 0.81 Vert(TL) -0.26 8-9 >895 180 8-0-12, and 765 Ib down and 52 Ib up at 10-0-12, and 765 Ib down and 52 Ib up at 11-11-4 on bottom chord. The design/selection of TCDL 10.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.06 6 n/a n/a p��i 1n'n Code UBC/ANS195 (Matrix) Weight: 188 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Sheathed or 4-2-9 oc purlins. BOT CHORD 2 X 6 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std REACTIONS (Ib/size) 6=2384/0-3-8,2=4161/0-3-8 Max Horz2=75(load case 7) Max Uplift6=-150(load case 6), 2=-332(load case 5) Max Grav6=2384(load case 1), 2=4227(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68, 2-3=-9219/557, 3-4=-6092/395, 4-5=-6083/390, 5-6=-6838/432 BOT CHORD 2-10=522/8713, 10-11=-522/8713, 9-11=522/8713, 9.12=-522/8713, 12-13=522/8713, 8-13=-522/8713, 8-14=-371/6434, 7-14=-371/6434, 6-7=371/6434 WEBS 3-9=-68/1958, 3-8=-3284/238.4-8=-1 84/3523, 5-8=-851/100, 5-7=0/316 NOTES 1) 2 -ply truss to be connected together with 0.1 31 "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 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at G-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 4) Unbalanced loads have been for this design. �OFESS/� snow considered 5) Overhang has been design for 2.00 times live load +dead load. 6) This truss has been designed for a 10.0 bottom chord live load nonconcurrent any other live loads. �ONG YG 2 psf with D 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 252 Ib down and 15 Ib up at 0-1-12, 765 Ib down and 52 Ib up at 2-0-12, 765 Ib down and 52 Ib up at 4-0-12, 765 Ib down and 52 Ib up at 6-0-12, 765 Ib down and 52 Ib up 2 8-0-12, and 765 Ib down and 52 Ib up at 10-0-12, and 765 Ib down and 52 Ib up at 11-11-4 on bottom chord. The design/selection of t:� � C 419 m such ccnnection device(s) is the responsibility of others. LOAD CASE(S) Standard V *\ EXP. 99/30/06 J* Continued on page 2 March A WARNING - Ve ft design pawmeters and READ NOTES ON TMS AND INCLUDED MTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane m on Suite 109 ights, CA, 95810 Deign valid for use only with sMiTek connectors. This design is based g N upon parameters shown. sod's for an individual building component. Citrus He ApMobiliity of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erecta. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding � fabricotion, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS"9 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotdo Drive, Madison, WI 53719. „ Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 14, TOP CHORDS other. / �� 14, C2 C3 JS 3. Place plates on each face of truss at each o c, joint and embed fully. Avoid knots and wane � , 0 at Oz & Z; joint locations. O U �h U 4. Unless otherwise noted, locate chord splices 0- CL at '/4 panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate � O ca BOTTOM CHORDS ce 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge 11 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. •This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and' x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBG 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. Mil kO 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 0 1993 MiTok® Holdings, Inc. Job russ Truss Type Qty Ply D o R20429535 MILLER TOM AG COMMON 1 2 Job Reference (optional) cnaeawr nomas, umv—, vu. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-6=-60, 2-6=20 Concentrated Loads (Ib) Vert: 2=-252(F) 8=-765(F) 10=-765(F) 11=-765(F) 12=765(F) 13=-765(F) 14=765(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND DICLUDED WTER REFERENCE PAGE AID -7473 DEPORE USE. Suite anbaek Lane m Design va0d for use only with M7ek connectors. This design is based only upon parameters shown, and B for an Individual building component. Citrus Heights, CA, 9561 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 resregarding 0 ponsibil[ity of the erecta. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance fabrication, quality control storage, delivery, erection and bracing, consul ANSI/rPII Quality Criteria, DSB-89 and BCSII Building Component �m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MiTek n Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury .♦ ,�� 3�4' "Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 1�8 TOP CHORDS other. ��g ♦ ♦ cz c3 J5 3. Place plates on each face of truss at each o co joint and embed fully. Avoid knots and wane " at joint locations. _ Z O U �y U 4. Unless otherwise noted, locate chord splices U O at VA panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate �- O C8 BOTTOM CHORDS C6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /B" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. "This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT B. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints atS 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTeWD 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MITok® Holdings, Inc. Job rus3 Truss Typety DEFL y 00 I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 R20429536 MILLER -TOM AGE COMMON IQ 1 1 MT20 220/195 (Roof Snow --20.0) Lumber Increase 1.15 BC 0.14 Vert(TL) -0.01 Job Reference (optional) Endeavor Homes, Oroville, Ce. 6.200 a Jul 13 2005 MiTek Industries, Inc. Thu Mar 09 14:34:43 2006 Page 1 10-0-0 , 20-0-0 22.0.0 , 2.0.0 10.0.0 to-" 2-0.0 Scale = 1:38.9 3x4 = 1n 3x4 = oxr - 3x4 = =21 N Id LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.34 Vert(LL) 0.00 17 n/r 120 MT20 220/195 (Roof Snow --20.0) Lumber Increase 1.15 BC 0.14 Vert(TL) -0.01 17 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 16 n/a n/a BCLL 0.0 Code UBC/ANSI95 (Matrix) Weight: 90 lb BCDL 10.0 LUMBER TOP CHORD 2 X 4 DF No.1&Btr BOT CHORD 2 X 4 DF No.1&Btr OTHERS 2 X 4 DF Std BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=270/20-0.0, 16=270/20-0-0, 24=109/20-0-0, 23=109/20-0-0, 30=118/20-0-0, 29=108/20-0-0, 28=106/20-0-0, 27=108/20-0-0, 25=101/20-0-0, 22=101/20.0-0, 21=108/20-0-0, 20=106/20-0-0, 19=108/20-0-0, 18=118/20-0-0 Max Horz2=64(load case 7) Max Uplift2=-94(load case 5), 16=-101(load case 6), 29=-37(load case 7), 28=-8(load case 7), 27=15(load case 7), 25=-17(load case 5), 22=-19(load case 8), 21=-15(load case 6), 20=8(load case 8), 19=-37(load case 8) Max Grav2=400(load case 2), 16=400(load case 3), 24=114(load case 2), 23=114(load case 3), 30=130(load case 4), 29=148(load case 2), 28=113(load case 2), 27=123(load case 2), 25=116(load case 2), 22=116(load case 3), 21=123(load case 3), 20=113(load case 3), 19=148(load case 3), 18=130(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/61, 2-3=-48/34, 3-4=23/44,4-5=-20/51, 5-6=19/60, 6-7=-20/68, 7-8=19/77, 8-9=-20!76, 9-10=-20175, 10-11=-19f72, 11-12=20/57, 12-13=19/43, 13-14=20/29, 14-15=21/15, 15-16=-48/12, 16-17=0/61 BOT CHORD 2-30=0/54, 29.30=0/54, 28-29=0/54, 27-28=0/54, 26-27=0/54, 25-26=0/54, 24-25=0/54, 23-24=0/54, 22-23=0/54, 21-22=0/54 , 20-21=0154,19-20=0/54,18-19=0/54,16-18=0/54 WEBS B-24=-86/8,10-23=-86/0, 3-30=103/23, 4-29=98/35, 5-28=-92/29, 6-27=-94/30, 7-25=-91132,11-22=-91/34,12-21=-94/30, 13-20=92/29,14-19=98/35,15-18=103/23 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designei as per ANSI/TPI 1-2002. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. LOAD CASE(S) Standard Q�OFESS/p ONG yEyc Z W C 48119 T A WARNING - Ver(fl/ design Parameters and RSAD NOTES ON TWS AND WCUMED WTEN P"ZRENCE PADS AW -7473 SEPORE USE. 7777 Greenback Lane m Design valid for use only with tv4Tek connectors. This design 6 based only upon parameters shown, and is for on individual building component. Sure 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery. erection and bracing, consult ANSIfrPll Quality Cdteda, DSB-89 and BCSII Building Component ®�m Safety Information available from Truss Plate Institute, 583 D'Onof io Drive, Madison. WI 53719. " _I .a Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury ♦ ,�� 34' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 14 TOP CHORDS other. cz cs 3. Place laces on each face of truss at each pjoint o and embed fully. Avoid knots and wane DcJ5 U��O at joint locations. U U 4. Unless otherwise noted, locate chord splices p U at '/4 panel length (± 6" from adjacent joint.) CL ~I 0 For 4 x 2 orientation, locate ce c7 ce BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. M iTekO ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTekO Holdings, Inc. California Department of Forestry and Fire Protection Butte County Fire Department Fire Safe Requirements Permit!# Under authority of Public Resources Code Section 4290, the following checked items are required by CDFButte County Fire Department and made part of this permit These requirements are minimums and may be superseded by Butte County local regulations, which equals or exceeds these standards. Butte County Building Inspectors will make compliance inspections. 1272.00 Maintenance of Defensible Space Measures [X] To ensure continued maintenance of properties in conformance with these standards and measures and to assure continued availability, access, and utilization of the defensible space provided for these standards during a wildfire, provisions for annual maintenance shall be included in the development plans and/or shall be provided as a condition of the permit, parcel or map approval. Public Resources Code 4291 T information will be provided when the final inspection is completed. 1 1273.10 Driveways [X] (a) All new driveway construction or an extension of an existing driveway shall comply with Public Resources Code 4290 roadway requirements. [X] (b) All driveways shall provide a minimum 10 foot traffic lane and unobstructed vertical clearance of 15 feet along its entire length Pq (c) Driveways exceeding 150 feet in length, but less than 800 feet in length, shall provide a turnout near the Midpoint of the driveway. Where the driveway exceeds 800 feet, turnouts shall be provided no more than D 400 feet apart R [X] (d) A turnaround shall be provided to all building sites on driveways over 300 feet in length, and shall be within 50 feet of the building. 1273.02 Roadway Surface n [X] The surface shall provide unobstructed access to conventional drive vehicles, including sedans and fire engines. Surfaces should be established in conformance with local ordinances, and be capable of supporting a 40,000 pound load. 4" of class 2 aggregate base shall be required for all driveways, turnouts, and T T turnarounds. v 1273.03 Roadway Grades I [X] The grade for all driveways shall not exceed 15 percent Grades above 15% shall have 4" of class 2 1 aggregate base and 2" of asphalt concrete. No driveways allowed in excess of 20%. R 1273.04 Roadway Radius 1 [X] (a) No roadway shall have a horizontal inside radius of curvature of less than 50 feet and additional surface width of 4 feet shall be added to curves of 50-100 feet radius; 2 feet to those from 100-200 feet. [X] (b) The length of vertical curves in roadways, exclusive of gutters, ditches, and drainage structures designed to hold or divert water, shall be not less than 100 feet. /( 1273.05 Roadway Turnarounds [X] Turnarounds are required on driveways and dead-end roads as specified in this article. The minimum turning radius for a turnaround shall be 40 feet from the center line of the road. If a hammerhead -T is.used, the top of the "'I" shall be a minimum of 60 feet in length- ength1273.06 1273-06Roadway Turnouts [X] Turnouts shall be a minimum of 10 feet wide and 30 feet long with a minimum 25 foot taper on each end. T 0 Revised 02/28/06 1273.07 Roadway Structures [X] (a) All driveway, road, street, and private lane roadway structures (Bridges, culverts, and other appurtenant structures which supplement the roadway bed or shoulders) shall be constructed to cant' at least the maximum load and provide the minimum vertical clearance as required by Vehicle Code Sections 35550, 35750 and 35250. [X] (b) Appropriate signing, including but not limited to weight or vertical clearance limitations, one-way road or single lane conditions, shall reflect the capability of each bridge. [X] (c) A bridge with only one traffic lane may be authorized by the local jurisdiction; however, it shall provide for unobstructed visibility from one end to the other and turnouts at both ends. 1273.11 Gate Entrance [X] (a) Gate entrances shall be at least two feet wider on both ends then the width of the traffic lane(s) serving that gate. [X] (b) All gates providing access from a road to a driveway shall be located at least 30 feet from the roadway and shall open to allow a vehicle to stop without obstructing traffic on that road. [X] (c) Where a one-way road with a single traffic lane provides access to a gated entrance, a 40 foot turning radius shall be used. 1274.08 Addresses for Buildings [X] All buildings shall be issued an address by the local jurisdiction which conforms to that jurisdictiods overall address system. Accessory buildings will not be required to have a separate address; however, each dwelling unit within a building shall be separately identified. 1274.09 Size of Letters. Numbers and Symbols for Addresses [X] Size of letters, numbers and symbols for addresses shall be a minimum 3" letter height, 3/8" stroke, reflectorized, contrasting with the background color of the sign. 1274.10 Installation. Location and Visibility of Addresses [X] (a) All buildings shall have a permanently posted address, which shall be placed at each driveway entrance and visible from both directions of travel along the road. In all cases, the address shall be posted at the beginning of construction and shall be maintained thereafter, and the address shall be visible and legible from the road on which the address is located. [X] (b) Address signs along one-way roads shall be visible from both the intended direction of travel and the opposite direction [X] (c) Where multiple addresses are required at a single driveway, they shall be mounted on a single post. [X] (d) Where a roadway provides access solely to a single commercial or industrial business, the address sign shall be placed at the nearest road intersection providing access to that site. 1276.01 Setback for Structure Defensible Space [ ] (a) All parcels 1 acre and larger shall provide a minimum 30 foot setback for buildings and accessory buildings from all property lines and/or the center of the road- Your oadYour parcel is larger then 1 acre but your minimum setback for buildings and accessory buildings is less then 30 feet from all property lines and/or the center of the road. You are required to meet the same practical effects requirements fisted on page three. (b) For parcels less than 1 acre, the local jurisdiction shall provide for the same practical effect. See page three for same practical effect requirements. Revised 02/28/06 2 z ' If the Building Setback is less then 30 Feet from all property lines and/or the center of the road, the following shall be required; • Class A roof • Fully enclosed eaves on entire structure • Fire rated metal doors on side toward property line with insufficient setback • Siding from the following list: (a) Stucco -3 coat (b) Non combustible Hardi-Board, Plank or similar siding (c) Masonry (d) Metal (e) Other Butte County Fire Department approved materials 1276.02 Disposal of Flammable Vegetation and Fuels Pq Disposal, including chipping, burning or removal to a landfill site approved by the local jurisdiction, of flammable vegetation and fuels caused by site development and construction, road and driveway construction, and fuel modification shall be completed prior to completion of road construction or final inspection of a building permit Other Requirements- Installation of Residential Fire Sprinklers Pq If your property was part of a parcel split after January 1, 1991, you are required to install residential fire sprinklers. It is your responsibility to inspect the official parcel map to confirm if sprinklers are required.. 03/22/2006 Date Revised 02/28/06 3 Darren Read Fire Protection Planning . BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class :. License Number: Date: Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the 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 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 Contractor's State 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 penally of not more than rive hundred dollars ($500).): d 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 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 sale. If however, the building or improvements are sold within one 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 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, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ❑ 1 am Exempt under Article 3 of the Business and Professions Code Date: u—/� —F" Owner: 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. ❑ I have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of the work for whii;h thls permit is Issued. My workers' compensation insurance carrier and policy number are: Carrier: Policy 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 1 should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: '4l •1 '�k 06. Applicant: 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 I hereby affirm that there is a construction lending agency for the performance of the work for which this permit Is issued (Sec 3097 Civ.) Address: PERMIT NO. BP060573 Issued Date: 04/12/2006 APN: 062-340-015-000 Site Address: 82 SUGAR PINE DR BCK Map Index: Description: garage / shop addition (740) Owner: MILLER TOM ETAL EDWARDS ROSELLA 82 SUGAR PINE DR. BERRY CREEK, CA. 95916 530-589-4739 Applicant: GXSP A K# 8E DR GltA�BK, CA Contractor: License #: Architect: Engineer: Total Square Ft: 740 S.F. Valuation: $17,760.00 This Census Code: to do By: v_ PERMIT EXPIRES �i/ pp ca provisions of the Butte County Code and/or for ich fees have been paid. 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. EI 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 repr¢se�nlatives of Butte County to enter upon the above mentioned property for inspection purposes. Print Name_ ` �L t L— Signature: Date: 44"-1.14— e6 ,/Owner ❑ Contractor ❑ Agent for Owner ❑ Agent for Contractor o. li. DuuunRv rmnm v I- , V" Fu I BUTTE COUNTY ' i DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND. SUBMITTAL REQUIREMENTS 24 HOUR INSPECTIONC OROVILLE: (530) 538-7636 - CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OFAPPLICA TION Website: www.buttecounty.net/dds **PLEASE PRINT CLEARLY" OWNER INFORMATION Last Name •/ I�� Firsl Name Address Cit �J� e e 11 Nh� State City . No Fax E-mail APPLICANT SIGNATURE X 7f11�, 67,tz* For office use o ly: CONTRACTOR Name Flood Zone Address SRA City . No State Zip Phone- Book Fax E-mail Planner Lic. # Class APPLICANT SIGNATURE X 7f11�, 67,tz* For office use o ly: ARCHITECT/ENGINEER Name Flood Zone Address SRA City No State Zip Phone Book Fax E-mail Planner State License Number APPLICANT SIGNATURE X 7f11�, 67,tz* For office use o ly: APPLICANT INFORMATION Name Flood Zone Address SRA City No State Zip Phone Book Fax E-mail Planner APPLICANT SIGNATURE X 7f11�, 67,tz* For office use o ly: Zoning U Flood Zone Cross Street Ma rno in e SRA Yes No Occ. Type Const. Subdivision Name Map Book I Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS PERMIT NO. BP0.6o BIN ft LOCATION ,27]-�jPROJECT t�//�� AP# 00, V IO�015 ''��}} Property Address=41 l��l h� !, — !� Cross Street Ma rno in e WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must he shown at the time of permit issuance. LENDING AGENCY Name Address Description or Scope of Work: FT- L' mg Garage Open Cov ❑ 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 2 SRA Receipt #: Sheriff SMIP i A " Other Date: 77 � `7 1 Z r j Total r� 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 IN 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. ❑ 5. Statement of Intent for Non -heated and AIC for Non -Residential Buildings. ❑ 6. Manufactured homes: (A) Installation manual, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate ❑ 7. Metal bidgs: (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. Building Permit Application Without Required Clearances Form . ❑ .12. Hazardous Material Form (for Commercial Buildings only). 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. Worker's 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. ❑ Legal description from current recorded grant deed, ❑ Copy of M.H. Title, Title transfer, or MCO. ❑ 12. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, please contact a Permit 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 UFORMSMILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 8-12-05 • COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA .95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: %M I L C ASSESSOR PARCEL NUMBER O 13 L/0- 491 , ,ten Proposed Building Use: ,t ll / Permit Technician: G'-= -45 Date:- 3 L/-06 Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. i N 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. W 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. i N 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No faxesl ❑ 5. Letter from Engineer or Architect for truss design review. ❑ 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 9. 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. ❑10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. E3 11. Hazardous Material Form lsj 12. Acknowledgement of building permit application without required clearances. ❑ 13. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) rAf 14. Sanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable ❑ 15. Fire Sprinklers............................................................................................ ❑ 16. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 17. Soils Report and/or Engineered Foundation required ........................................... ❑ 1-0 Erosion Control Plan Required........................................................................ 9. Fees as shown on the attached Schedule of Fees Due Sheet ............................:. ❑ City of Chico Plumbing permit........................................................................ \ ❑ 21. Site plan and business license approval from the City of Bigg,$.-- y�:.....; 22. California Department of Forestry plan approval p�Sent by: .......:.. 3 23. Planning approval for (A) Use: (B) Parking: (C) Parcel Check: .... ❑ 24. Contact Land Development about _ Improvements, _ Drainage ........................ \O 25. Fire Marshall Review (commercial projects only). Sent by: ...................... 26. NPDES Form............................................................................................. ❑ 27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Contractor's license information. (Number, Name Style, Classification) ................... ❑ .29. Worker's Compensation Carrier and Policy Number .......................................... 30. Owner -Builder Verification ( -Given to owner, _Mailed to owner) ..................... El31. Letter of Signature authorization.................................................................... ❑ .32. Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 33. Existing violations and/or expired permits......................................................... ❑ 34. Deed Restriction.......................................................................................... ❑ 35. ❑ Legal description, ❑ M.H. Title, title search, registration or MCO ......................... ❑ 36. Other: ❑ 37. Other: When issued Telephone ! e ro �a / and hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. Applicant: (brh IT VVY-A44 �! Date: 3 - / y " U 6 1. Index permit application for the above items numbered: Plan Check Letter 2. Additional items requi Contractor, design@�ias advised of the above data by phone, ❑ mail, ❑ counter, by Date: - - Contractor, designer, er, was advised of the above data by 0 phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Plans reviewed by: Date: I Z Z Plans approved by: Date: 4 4 144 141, Structural reviewed by/Date: Structural approved by: ZZ2 Date: Note transfer by: Date: Yellow: Building Division K/Building/Plan Check/Data Sheets/data sheet page 2 9.27.05 Wei FROM: • f 0 Building Division — Development Services Environmental Health SUBJECT: Sanitation Clearance E.H. S Y Plot Plan Attached Floor Plan Attached Sent to BD/DS LI 642-3(10 0/57 Owner Locatio AP# Plan Approved for: Sewage Disposal: "74 Water Supplv: Public Private Well s Hold final for: Final clearance O.K. for: NOTE: Environmental Health Specialist Building Clearance 9/2005 Date BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 wWw.buttecounty.net/dds PHONE (530) 538-7541 FAX 538-2140 RECEIPT OF FEES SCHEDULE - RESIDENTIAL Owner miller, tom Application Date 3/14/2006 APN No: 062-340-015 Permit No: BP 06-0573 Permit Type: garage addition 1 BUILDING PERMIT FEES ESTIMATED AT APPLICATION $549.90 Plan Check portion of Permit Fee 9.96 $329.94 Balance of Building Permit Fee 2 FEMA RxYes Flood Elevation Review $109.98 SRA* Yes Fire Plan Check - Non -Refundable $95.00 03 $95.00 (State Responsibility Areal Building Inspection $109.98 $109.98 1 Z $ 04.98 NON-REFUNDABLE portion of fees due at application $314.96 RECEIPT DATE Tech/Asst FEES DUE AND PAYABLE AT TIME OF PERMIT APPLICATIONC $424.94 FEES (BELOW) DUE PRIOR TO ISSUANCE OF PERMIT $331.72 ]NNW46L/ q_I2.-6b Cg-;, At the time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed during the plan checking process. /�"Applicant: Date: Pursuant to Government code Section 66020, you are hereby notified those Items followed by an "* may have been imposed on your project. You have 90 days from the date of approval of the porject or from the impostion of the above referenced items during which you may protest. The requirements for a protest are specified in Goverment Code Section 66020(a). K:/Building/Forms/Schedule of Receipt Fees Residential 121205 Butte CountyDepartlnent of -Development Services eOTr�0 7 County Center Drive 0 Oroville, CA 95965 (530) 538-7601 Telephone r..o (530) 538-7785 Facsimile BUILDING PERMIT APPLICATION WITHOUT REQUIRED CLEARANCES I request and authorize the Building Division to process this building permit application through the plans examination process WITHOUT first obtaining all necessary, related permits and clearances from other regulatory entities, including but not limited to, Planning, Environmental Health, Land. Development, County Fire, and Agriculture. I hereby acknowledge: I need to submit applications for septic and/or well to Butte County Environmental Health immediately. I am required to bring the approved Environmental Health site plan and approved sanitation clearance to the Building Division as soon as clearance is obtained. e I am responsible for notifying Development Services, in writing, to stop processing of the application and to arrange for disposition of plans The Building Division will process the application through the plans . 'examination process, as submitted, without input from other regulatory entities that could prohibit issuance of the building permit or require submission of amended building plans to the Building Division. Once the plans examination process begins, there will be no refund of plans examination fees Any changes requiring submission of amended plans to the Building Division will incur additional fees. Within one year from the date of application for a building permit, all other required permits and clearances from other entities must be obtained for the permit to be issued. Failure to obtain these permits/clearances will void the application. Typically other required permits/clearances include, but are not .limited to, verification the parcel was legally created, adherence. to. all mitigations and conditions imposed on the parcel at time of creation, as well as zoning requirements, legal access, and applicable set -backs and environmental issues (fire, agriculture buffer zones, and habitat/species). Please print: Applicant Name: Q Gh M APN: Building site address: �Ag et- rp- rh'-p Permit No.: 6A2S/Ay e� epkI(? I have read, understood and accept the terms and conditions as expressed herein as submission of the above -referenced building permit application and my signature below: SIGI\'ATURE OF APPLICANT `3 , / 4 -,e96 DATE Copy to Appticant/EH/File K:Forms/BldePermiiwithoutClearances 020705 indicated by my O�Q . "WE,% O0 Department of Public. Works �UTT� O ��'"'� " C o u n t o f B u t t e /�" f^, s C 1, 7 1i ' vt� Ii i1 G O J. Michael Crump, LAND DEVELOPMENT DIVISION � o o r Storm Water Management Program � co y ��' Director 7 County Center Drive UNI Oroville, CA 95965 A�@tic wpP(530) 538-7266 (FAX) 538-7171 National 'Pollutant Discharge Elimination' System (NPDES) Phase II Construction Storm Water Permit .and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement [LESS THAN 1 ACRE] Project Description: Project Location and/or Parcel Number: C90 /J - 3 V6-) —49 / S By signing below, I, the project owner/owner's 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 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. Signed:9 Title: 0� Date: 1� r t 4 .d 6 Less than 1 Acre NPDES & SWPPP Compliance Certification Butte County Storm Water Management Program Revised 5/24/04 OWNER -BUILDER VERIFICATION Attention Property Owner - An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit. No building permit will be issued until this verification is received.. 1. I personally plan to provide the major labor and material for construction of this proposed property improvement: YES .[ `IC ] NO [ ]. 2. I HAVE [ `1a HANE NOT [ ] signed an application for a building permit for the proposed work. 3. I have -contracted with the following person (firm) to provide the proposed construction: NAME: _ ADDRESS: PHONE: CONTRACTOR'S LICENSE NO: 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise, and provide the major work: NAME: _ ADDRESS: PHONE: CONTRACTOR'S LICENSE NO: 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE- TYPE OF WORK SIGNED: PROPERTY OWNER: DATE: ,� — / 9 —d 6 NOTE: This Owner -Builder verification is required by Section 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the permit. Butte County Department of Development Services �13T ADMINISTRATION' BUILDING t GIS ° PLANNING ° 1I 11 ° o o 7 County Center Drive 0_� ` Oroville, CA 95965 0 .... o (530) 538-7541 Telephone CUU (530) 538-2140 Facsimile OWNER -BUILDER INFORMATION Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified. For your protection you should be aware that as "owner -builder" you are the responsible party of record on such a pernut. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. . Contractors are required by law to be licensed and bonded by the State of -California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that your plan to subcontract, you should be aware of the following information for your benefit and protection: o If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $200 or more for the entire project and such persons are not licensed as contractors or subcontractors, then you may be an employer. o If you are an employer, you must register with the state and federal government as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, workers' compensation insurance, disability insurance costs, and unemployment compensation contributions. o There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to workers' compensation insurance. o For more specific information about your obligations under federal law, contact the Internal Revenue Service (and,. if you wish, the U.S. Small Business Administration). For more specific information about your obligations under state law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally orthrough their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractor is to secure an "owner builder" building permit erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contacting the Contractors' State License Board in your community or at 1020 N Street, Sacramento, California 95814. Please complete and return the enclosed owner -builder verification from so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. Sincerely, Scott Rutherford Chief Building Inspector NOTE: This Owner -Builder Information is required by Section 19830 of the California Health and Safety Code. dc ". , 1-14 EXTERIOR SIDING PER PLAN OVER. 2x4 STUDS AT 180 00. V2* DIAMETER ANCHOR DOLT OWS EDGE NAILED TO PRESSURE SPACED AT 2',OZ. TREATED SILL PLATE AT 60 O.C. SHEET METAL FLASHING OR OTHER PROVIDE MORTAR LEVELING DEP. SUFFICIENT MEANS OFtWATERPROFFING UNLESS TOP OF WALL 15 EVEN TO PROVIDE UNIFORM DEARING HORIZONTAL #4 REDAR CONTINUOUS CRUSHED STONE OR GRAVEL NO FINE$am MIN. (OR 12 -DAR .DIAMETER LAP SPLICE LINTEL BLOCK 09 BOND BEAM AT PROVIDE FOR WALL DAMPPROFFING TOP FOR HORIZONTAL' USING BITUMINOUS MATERJALo'' REINFORCING ACRYLIC MOPIFEP CEMENT DA5Z COATING. OR ANY MATERIAL sexa"Xiso. CMU BLOCKS. GROUTING PERMITTED FOR WATeRPROFFING. REQUIRED WHERE CELLS HAVE REINFORCING' 46 PERFORATED PIPE CONTINUOUS #4 VERTICAL (PERFORATIONS DOWN) SLOPED REINFORCING SPACED AT 820 OC. AT MINIMUM V** PER FOOT TO 'OUTFALL. MINIMUM 3* GRAVEL - SURROUNDING PIPE. COVER ENDS %a fb WITH SLOTTED CAP. 0- A `144 REDAR IN F ING FOOTING AND SLAB PER DETAIL 2 V4mx5o MASONRY SKEW AT a- OC. EDGE NAIL 848 AT 60 04. FIELD NAIL AT 124 OC. .3 -COAT STUCCO OVER 3/80 APA RATED SHEATING PER FLAN BITUMINOUS OR ACRYLIC ANCHOR DOLTS 12oWATERPROOFING MEMDKANE MAX FROM ENDS. . -/O'BELOW GRADE. HARDI LAP 6- MIN 2 PER PLATE MIN. ABOVE. FILL 0 0 TOP PLATE PREDRILL THRU PRESSURE TREATED END STUD. INTO MASORY AT 30 O.C. USING 5/16 BIT TO 1-1120 EMBEDMENT. INSTALL U40 DtAM DY 30 MASONRY SCREW STUDS AT iS" OZ. DETAIL '3' SIDING PER ELEVATIONS --� 2x ' MUDSILL W// 5/8" - AS W/ 2x2x3/16" WASHERO 6' O.C. EMBEDDED MIN 7" #4 REBAR CONT. 3" FROM TOP. AND BOTTOM A STUDS 0 16" O.C. R - BATT INSUL. 1/2" GYP BO SEAL FOUNDATION 0 MUDSILL 4* CONC. SLAB 6x6 10/10 W.W.M. 4' GRAVEL FILL i N I 11" 2 EXTERIOR FOOTING SLAB FLOOR Butte County Department of Development Services. ,e� Tie,• ARFA N ® T E S 7 County Center Drive, Oroville, CA 95965 530 538-7601 °OUNtt ( ) vnv�,v.buttecounty neUdds RES,ID'ENTIAL APN: Permit No. - . 062-340-015 I 05-3007 Owner. MILLER/EDWARDS, TOM/ ROSELLA_ 82 SUGAR PINE DR, BERRY CREEK Site Address: Cont: OWNER GAS HVAC Contractor. ! Type of Permit: I • 1 J SPECIAL CONDITIONS CHECKED BY • ❑SRA ❑ FLOOD CERTIFICATE EQUIRED ❑ FIRE SPRINKLERS REQUIRED ❑ SPECIAL INSPECTION ITEMS ❑ vERIFY {] y U USE PERMIT CONDITIONS ❑ SUBSTANDARD HOUSING LETTER ❑ ENCROACHMENT PERMIT fi y ❑ REINSPECTION FEE PAID % ❑ ENV HLTH CLEARANCE EJ L t DATEJOB`FINALED: I Z1 or SIGNATURE: �o✓"' Ci� IV . = OK 0 = Not OK MANUFACTURED HOMES �J PERMANENT FOUNDATION LTJ SOFT -SET 1 Zoning -Setbacks -Easements 2 Soils; Special MH Support Sketch 3 Sewer; Loctn-Test; FalUC/O-Concrete 4 Wtr; Loctn-Test-Easement Needed -Regulator 5 Elec Loctn-Clrncs-Grnd Amp -Concrete 6 Yard Gas; Loctn-Test-Wrap Nat ❑ or LP❑ Inch Sz Ft Lngth 7 Blckng; Sz-Spacing-Marriage Line 8 Gas; MH Test-Demand-Valve-Cnnctr 9 Elec MH Cntnty Test-Crossovers -Brea kers-Cirncs 10 Drain; MH Test -Fall -Flex Cnnctr 11 Wtr & Sewer Connected -C/O to Grade 12 Gas and Electricity Tagged 13 Tie Downs ❑ Foundation ❑ 14 Exits 15 Cert of Occupancy 16 HUD Label/Insignia Numbers Serial Numbers MISCELLANEOUS DECKS'C0VERS`CARP0RTS`GARAGES 1 Zoning -Setbacks -Easements 2 Ftg§; Soils-Sz-DpthSpacing-Cnnctrs-Steel 3 Decks, Girders/Joists-Dcking-Brcing Stairs-Guard/Handrails 4 Wood Awn; Posts-Beams-Rftrs-Cnnctrs-Shthg Frmg-Brcng 5 Alum Awn; Columns-CnnctnsSplice-Decal-Enclsrs 6 Carports; Wndws-Doors 7 Electric 8 Frmg; Sills-Anchrs-Studs-Rftrs-Trusses 9 Siding; Nailing -Veneer -Stucco -Lath 10 Roof; Shthg-Roofing 11 Ext; Steps -Doors -Landings 12 Braced Will pnls 1 Setbacks -Easements 2 Soils; CompactionStructure Stability 3 Pool Structure; Steel-Cnnctns-Thickness Dead Men -Lining 4 Elec Rcptcls/Lting; Distance-GFI 5 Elec Pool Lting; 15 volts-GFI 6 Elec Enclsrs; Conduit Entries -Terminals -Listed 7 Elec Bonding; Metal w/5'-Crcltng Eqp-Htr 8 Elec Grndng; Eqp w/5' Crcltng Eqp-Pool Ightg Bokes-Enclsrs=pnlboards-Insultn to Main Conduit 9 Health Dept Apprvl 10 Plmb; Cir Test-Wtr Supply Test 11 Lt Niche 12 Encisr; Fencing -Alarms 13 Bonding, Diving board or Slide Pool Drawing = OK 0 = Not OK RESIDENTIAL (Single & Duplex) DATE ILINDERFLOOR I DATE IPLUMBING 1 Zoning -Setbacks -Easements -Flood -Slope 2 Ftg Main; Soils-Elec Grnd Ftg Dpth 3 Ftg Garage; Soils-Steel-Elec Grnd Ftg Dpth. 4 Ftg Porches/Decks; Soils -Steel Ftg Dpth 5 Stemwalls Main; Steel-Blockouts-Wrapped 6 Stemwalls Garage; Steel-Blockouts-Wrapped 6a Hold Downs and Special Anchrs 7 Slab, Steel Wrapped 8 Piers-Frpic Ftg-Steel 9 DWV; Fall -Fitting -Test -2 -way C/OSewer Test 10 UF, Gas Pipe; Sz Anchrs-Sz Test 1l Wtr Pipe; Test-Anchrs-Rgltr-Service Test 12 Elec Undrgmd 13 Plenums & Ducts; Clrnc-MaterialSupport-Insultn 14 Girders-Sills-Anchr Bolts Joists-Vnts-Cripples 15 Acc & Vntltn 16 Insulation mac` mac` Qi' O DATE IFRAMING 17 Sills Proper Materials & Anchrs 18 Walls Studs -Nailing Spacing & Braces -Plates -Sound 19 Bearing Walls over Girders & fir Nailing 20 Draft Stop in Walls (rat proof) 21 Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 22 Headers & Beams-Sz & Bearing 23 Hangers -Post Caps-Anchrs-Cnnctns 24 Ceiling Joist-Rftr Ties-Purlin-Roof Brac-TrussShthg 25 Frplc Ties or Type A Flue-Frplc Throat Clmc 26 Attic Acc; Sz & Rmx Prtctn-Draft Stop -Ins Baffles 27 Bdrm Wndws or Exiting Doors -Sill Ht & Dimensions 28 Garage Fire Prtctn Framing -RC Channel 29 Prprty Line Firewall & Opngs 30 Ext Doors -One T -Check Garage 3rd Story, 2 Exits 31 Stairs; Width-Hdrm-Rise-Run -Landing -Fire Prtctn 32 Plywd on Roof Ovrhng-Attic Vnts-Rftr Outrgrs 33 Siding -Nailing Veneer 34 Stucco Lath -Weep Screed-Fndtn Vnts-Undrflr Acc 35 Glazing Area -Glass Prtctn-SkyLts-Plastic 36 Shear Walls; Nailing -Bolts 37 Brace Int/Ext Wall pnls 38 Insulin -Walls -Ceilings 39 Infiltration -Walls -W ndws DATE JELECTRICAL 40 Fxtr & Tmsfrmr Clmc4ns Prtctn 41 Elec Rcptcls Spacing-Lts & Switches at Doors 42 Sz Boxes & No Of Cndctrs Stapled 43 Romex Installed Close to Edge of Studs & CJ 44 Eqp Gmd made up w/Mech Fstnrs 45 Grndng Electrode Bond Gas & Wtr 46 2 Appinc Cires in Ktchn & Cndctr Sz GFI 47 Subfeed Wire Sz ea ❑ CU or ❑AL AC Wire Sz 9 ❑CUor❑AL 48 Range Circ ga ❑CU or ❑AL Oven Circ , ❑ CU or ❑AL Insulated Neutral ❑ Yes ❑ No 49 Service -Riser Cndctrs & Grnd Main Dscnnct 50 Eqp Clrncs pnls-Motors-Mech Eqp 51 Clothes Closet Lt-Shwr Lt -Spa Lt 52 Smoke Detector 53 Wtr Htr; Vent-Acc-Cmbstn Air Baffle 54 Wtr Pipe; Test & Apchr-Nail Prtctn 55 DWV; Test Fittings & Anchr Nail Prtctn 56 Shwr Pan; Test, First flr-Tub Acc 57 Test Tub & Shwr, 2nd flr - Tub•Acc 58 Gas Pipe; Sz & Anchrs 59 Fire Sprinkler-, Test 60 Yard Gas Piping DATE IMECHANICAL 61 AC Ducts Insultn & Support 62 Vent Fan, Exhaust abv Insultn 63 Condensate Drain & Ovrflw, Sz & Grade 64 Furnace -Vent Acc-Comb Air RtrnIVent 115 Outlet 65 Attic Acc & Pltfrm if Furnace in attic �< O' mac` 0� 0� DATE IFINAL I 66 Ext Steps -Door & SideLt Prtctn-Landings 67 Smoke Detector 68 Furnace Vnts-Clrnc-Comb, Air-Cnnctr In Garage; abv-flr-Ducts-Mech Prtctn 69 Bedroom Exiting 70 GFI & Bath Fxtrs & Tub Acc-Spa 71 GFI Arc Fault 72 Elec Trim & Subpnl, Breaker Szs & Labels 73 Stairs, Guard/Handrails 74 Frplc or Stove, Clmc-Hearth 75 Elec Outlets at Wood Pn1, Int & Ext 76 Ktchn, Fxtr & Appinc; Grnd-Air-Gap-Cooking Clmc 77 Elec Outlets & Rcptcls at Ktchn Counter 78 Garage Fire Door; Swing -Landing -Closure 79 AC Duct in Garage -Damper 80 Wtr Htr; Vnts-Clmc-Com Air Cnnctr-PRV; abv fir Mech Prtctn; LPG Appince Undr House 3" drain 81 Plmb; Elec & Mech Eqp Listed for Loctn 82 Elec Rcptcls in Garage (GFI) Romex Prtctn 83 Insultn-Foam-Looked in Attic 84 Guard Rails & Deck Cnstrctn-Post Caps 85 Fndn Vnts & Crawl Hole Door Drnge & Wood -Earth 86 Clrnc Drnge Planters ❑ Yes ❑ No 87 Stucco Brown -Finish 88 AC Unit Dscnnct, Elec-Plmb 89 Vnts abv Roof, Plmb-Appinc-Frplc-CImc to Opngs 90 Wtr Well, Dscnnc% Elec, Plmb 91 Ext Elec Trim, GFI Rcptcl-Undrgrnd 92 Vntltn thru House 93 Glass Prtctn 94 Corrections from previous Inspctns 95 Gas Test -Meters Tagged, Gas-Elec 96 Wtr & Sewer Cnnctd-CIO to grade -HD Apprvl 97 Energy Cmpinc Cert -Other Certs 98 Address Posted 99 Fire Sprinkler oma. �t I s. 4 o' 0` INSTALLATION CERTIFICATE Site Address I Permit INSTALLER COMPLIANCE STATEMENT FOR DUCT LEAKAGE Conies to: Builder. HERS Rater, Building Owner at Occuuancy and Building Department t INSTALLER COMPLIANCE STATEMENT r 13 Tested at Rough -in The building was: V OTested at Final CF -6R INSTALLER VISUAL INSPECTION AT FINAL CONSTRUCTION STAGE: \- IDRemove at least one supply and one•retum register. and verify that the spaces between the register boot and the interior finishing wall are properly sealed. fP If the house rough -in duct leakage test was oondueted without an air handler installed, inspect the connection points between the air handla.and *c supply and rett*n plenums to verify &d the connection points are pivperly Wded- hoped an joints to enstm that no cloth backed rubber adhesive duct tape is used r ❑ DUCT LEAKAGE REDUCTION Nocedtrre+s or bon d nosrlc r o air dit�ibslhax srerhs are ovalrabk in RAGA! Append& RC4.3 PILW e-WrialKV%laAU11%: Measured Duct Pressurization Teat Results (CFM @.) 25 Pa) Values f 1 Enter Tested Leakage Flow in CFM: Fan Flow: Calculated (Nominal: V D Cooling V 5 Heating) or V El Measured 2 If Fan Flow is Calculated ser 400 cfmtton x number of tons or as 21.7 cW(kBtu/hr) x Beating 121 S" J Capacity in Thousands of Btu/ltr enter total calculated or measured fan flow in CFM here: Paas if Leakage PercestageS 60/6 for Final or S 49/6 at Rough -in: D pass D Fail 3 100 x Line p 1 / Lime # 2)11 ALTERA'170NS: Duct S stem su&or HVAC tq meat Chant 4 Eater Tested Leakage Flow in CFM from Pro -Test of Existing Duct System Prior to Duct 1 c1(7 System Alteration andlor Equipment Change -Out. Entex Tested Leakage Flow in CFM 8ouf /Anal Test of New Duct System or Altered Duct 5 System for Duct S stem Alteration and/or Eeipment Cbaa t• I S Enter Reduction in Leakage for Altered Duct System 6 ' e # 4 Minus # 5 – if A livable 7 Enter Tested Leakage Flow in CFM to Outside (Only if Applicable) Entfre New Duct System • Pass if Leakage Percentage:f, 60/6 far Final or:r. 4% at Rough -in D P9w D Fail S IOOx—(Line N5 / Line #2 TEST OR VERIFICATION STANDARDS: For Altered Duct System and/or RVAC Equipment Change. ,/ f Out Use one of the following four Test or Verification Standards for compliance: Pass if Leakage Percentage S l S% (l oo x' (t 1 t S' -(1 = # S) / (Line # 2)I1 l 15' u pass O Fail 9 Pecs if Leakage to Outside Parentage s 10% (100 x f —(Line.# 7) / (Line # 2)11 D Pecs D Fail 10 Pass if Leakage: Reduction Percentage z 600/6 (100 x (-_ (Line # 6) / (Line # 4))] O Pass D Fail I 1 and Verification b Smoke ?est and Visual tion 12 Pols if Seahn of all Amssible Leaks and Verification by Smoke Test and Visual ban O Pass D Fail psstrff One.of Linea 0 9 through 0 12 ass D Pass D Fail �/ 0 . . 1, the undersign4 verify that the above dmpostic rest re=ts and the wort: I pwformod associated with the tests) is in conformance with the requirements for, comPlimme credit.1, the undersigned, also certify that the newly installed or retrofit Air Distribution System_Ducts, l icuums and Fans comply with. in Date I H 1 ---CIT 50 (m) of Installing Subcontractor (Co. Name) OR General Contractor�lYa` 1 ;R NlV S z a Residential Compliance Forms January 2005 INSTALLATION CERTIFICATE (page 3 of 12) CF -6R Site Address Permit Number An installation certificate is requited to be posted at the building site or made avai able for all appropriate inspections. (rhe information pmvided on this form is required) After completion of final inspection, a copy must be provided to the budding department (upon request) and de building owner at occupancy, per Section 10.103(a). HVAC SYSTEMS: Heating Egeipmetlt tt ,. B lute Type . beat CSC Cerdw Mfr. Num sed Model Nnaber 0 of ideaded S 8ffineney t (AFl1S, em) 291Rveffi Duce Loeetioa . as Duca or Piping R-vable Heating Load mthr Heating Cntpacity ) %•�.� 91 o C>� �o oe� Cookng Pgtdptnent Equip Tyles k . beat CSC Catafted W. Nam end Hodel Number M of mmawt S Efficiacy t Omar SSR) ZCF 1 R value Duet Loevion wk atc. Duct R-vahte Cooling Load Cooling Cady m/br 1. Z symbol reads greater than or equal to what is indicated on the CF -IR value: Include both SEER and EER if compliance credit for high EER air conditioner is claimed. I, the undersigned, verify that equipment listed above is: 1) is the -actual equipment installed. 2) equivalent to or more efficient 9= that specified in the certificate of compliance (Porn CF -IR) submr=W fol compliance with the Energy Effl%ierncy Sinindards for residential buildings, and 3) equipment that mcets or exceeds the appropriate requirements for manufactured devices (6rom the Applionce Efficiency Regulations or Part 6), when applicable. Signature, DatT Installing Subcontractor (Co. Name) OR General Contractor (Co. Name) OR Owner COPY TO: Building Department HERS Rater (if applicable) Building Owner at Occupancy Residential Compliance Fomes January 200S ad1 •,._�,sc;yru %ungolgqu fig 103 :1�lt�:r vx al�alu i� otia bl:,6itud ,ns,h b r •.; �d ,st i�►iuts I -_* stb�%ti zea uoatsHrt. �s r�a� �aibItLA -ub ut utIm 'trip -4 t. ,aobtur v '=a Io aoi2!igm-,-,4 t,,ftA ti.s,.:trg:n ti m6l &D m Ix— i'J" a!IL nloltei I o4 ,Yjucyvr.0 4-.6 tAl brB ua'dcan j ' �! �x► UMAi y vx-:•$a 4 �.t 'lii.�t r, /w1JGi 1 r >Sr�4d hrwr :n acct qj%T qiu�`:'"- --� V. S. 1 PA t MT gsx,p3 1 z,Ar,q 3:11 u it -616 .d'�a:,�•, .E .bmniab zi -w, ioibikvo-^ iin R3:+ c;gid So'i 71b•:.a ;r.mtlq soo 3i A.,3'3 btm A322 dtod !.."Awa o:�,m •� vI imn'ti iupo (t i CERTIFICATE OF FIELD_ VERIFICATION & DIAGNOSTIC TESTING Page i of 8) CF -4R 7o ^71w)e Project g Builder N�tne T�� M 010r - Builder Contact Telephone plan Number 11 lji,.Ll.�L7 _ J.7� - oar— 0 OM2 Rater Telephone Sample Group Number 21to N //- //— 4y— Certifywg Signature Date Sample House Number Finn: . ro%t f>• KERS Provider. ,^,aa Street Address: �G? Oat yd 1 city/State/zip:6A/e& Ifi x a 7 Copies to: Builder, HERS Provider and Badding Department HERS RATER COMYI,IANCB STATEMENT The house was: / ErTested */ O Approved as part of sample testing, but was not tested As the KERS rater providing diagnostic testing and field verification, I certify that the house identified on this form complies with the diagnostic nested carr ivase requirements as checked f on this foam. The HERS rater must check and verify that the new distribution system is ducted end correct tape is used before a CF -4R may be released on every budding. The IMS rater must not release s CFVR until a properly completed and signed CF -6R has been received for the sample and tested buildings. e7he installer has provided a copy of CF -6R (Installation Certificate). E' Now Distribution system is fully ducted (i.e., does not use building cavities as plenum or platform returns in lieu of ,ducu). New systems where clout backed, rubber adhesive duct tape is installed, mastic and draw bands are used in combination with cloth backed, rubber adhesive duct tape to seal leaks at duct connections. O MINIMUM REQUIREMENTS FOR DUCT LEAKAGE REDUCTION COMPLIANCE CREDIT Frecedures for freld verificadon and diagnostic testing ofair dbvfbutton sxrrenrt are available m RACM. Appendirc RC4 J. Duct Diagnostic Leakage Testing Results t our ,r 0. prlf' rfnW- - -- -- -- - Measured Dau pressurization Test Resuft (CFM (a 25 yt a) Enter Tested Leakage Flow in CFM:. -. Vahms / 2 / J� ✓ `� I 2 Fan Flow: Calculated (Nominal: 0' O Cooling we eating) or,/ O Measured Enter Total Fan Flow in CENi 3 Pans if Le&kage Percentage 5 6•A [ 100 x r _(Line # 1 }./ (Line # 2)11 17 Psss O Fail ALTERATIONS: Docs System and/or HVAC meat Cbsnge-Oot Enter Tested Leakage Flow in CFM from CF4R: Pro -Test of Existing Duct System Prior to 4 Duct Systm Alteration and/or BgWpmml Chang&.Out. ! 9 D Eater Tested Leakage Flow m CFM: Fj3*j Test of Neo► Dart System or Altered Duct System L S for Duct System Alteration and/or Chea a -Out. Enmr Reduction in Leakage for Altered Duct System 6 [,..._(Line # 4). Minus _aim # 5)) — (Only if Applicable). Euter Tested Leakage Flow in CFM to Outside (Only if Applicable) ✓ ✓ 7 Entire New Duct System - Paso if Leakage Perce�ge S 6% O Pan O Fai 8 100 x ins # 5 1 Line # 2 TEST OR VERMCATION STANDARDS: For Aheied Duct System and/or BVAC Equipment Change -Out ✓ r/ Use one of the @!kwjq& four Test or Verification Standards [or con lisnce: 9 Pass if Leakage Percentage S i s%. (100 x 2� � t (Lina t! 5)1:1.�L (Line # 2)]j 2 � O Fai 10 raw if LeaiaW to Outside Perccnuw S 100,4 1100 x r_(Lino # 7) / (Limo 0-:411 O pass O Fai Pass if Leakage Reduction Percentage k 60% [100 x L_____(Line # 6) / (Lna # 4)1] O Pass O Fai 11 and Verification by Smoke Test and Visual kM=tiOn 12 Pass if Sealift of all Aec"srble Leaks and Verification by Smoke Test and Visual Inspection 0 Pass 17 Fat Pass If One Of UEM 0 9 thr000 # 12 pass O Pass O Fai Residential Compliance Forms March 2005 �: � � . . '-• •� ,- ._- ��_ �. N _ �� .. >_.. .. .. j:F � _ _ _ 11/07/05 08:28 FAX 111y, s"" Berm Creel:. CA 95916 fhdrr Na 00224775-001 Parcel Nn. 062-340-015 BTEC OROVILLE. U002/003 2005--0067168 Recorded I FIC FE 19,88 Official Records I TWX 2139.88 C ttyeof i PC -MINIM 25.00 coo J.tt GM County Clerk-Recorderl I' I so BOMA Mov-+M I Page i of 2 —SPA(.' AW)VF THIS LINE. FOR GRANT DEED 'min r-oitm FURNISHL'f) BY BIDWELL 11TLE & ESCROW COMPANY US1: F R. 'Ire 111demircd Granlor(o I)oelart. A Documcnlary Transfer Tax is $209.00 0 Cityffown of Jd computed on full value of interest or property conveyed, eta Unincorporated Arra d Pini value less vowe orliens or encumbrances remaining at the time ortvle O Monument Fee ofslo.o0 FOR A VALUABLE CONSIDERATION. receipt of which is hereby ock:nott•lalged. Leah M. Gilmore Richins zulitt(dyAdministrator of the Estate of Linda R. Gilmore Deceased, with full authority to act under the independant administrationie* hcreby GRANT(s) to Thomas D. Miller, an unmarried man and Rosella A. Edwards, an unmarried woman the following real property in the O City or County of Butte, State of California: )( Unincorporated Arca SEE EXHIBITA A7TACHEU HERETO ArD MADE A PART HEREON **of the estates act, Butte County Probate Case No. PR -37304 atalte of Linda R_ l -More Dn,L h A - fi. L M. Gilmore Richille.11EXecator Document Date: October 27, 2005 Chwo of OMitea tdllp 81v>seew►1 NOT RML On 480 R & T tmdol Seat to mollltj tsdQleea m doatnwre. State orcalifomia county kir tdubcL SS. On L' a!pe-ice' 2710 , be(bte me. the undersigned. a . toiary Public in and for said County and Stoic. personally :+ppeamd Leah M Gilmore Ric ns Executor rsonaliv known to ntc (or proved to nit on the basis of satisractory FOR NOTARY SEAL OR S'fA,\1P cvideneei to w I e -pm. whose named► ite/Wl• subscribed to the within instrument and acknowledged In me that 44/shcld" executed the s:ut to hWherAheir outhorrial copacityXaL'st. and that by hitdltcrhlletir signaturk1s► on the instrument the persontA, or the entity 111111MFPAVJL upon bel(alf of which the pcnoit(;?'aetcd. executed the instrument. Cdf!' MINI10f1 / 1016M Naha► Pahk . caaw o WITN6S my hand and ofricirl seal. TWO 09u* MI►Conalt�llMlttP9l.�b Signatu>'c Su e,�e r&K) t— MAIL TAX STATBMIsNTS T : SartleasAbjue KFU)R)Nair. KF.VUBSTF.0 BY Bidwell Title & Escrow C434111184 ,SNDWIIEN RFCOKUF.II.MAILTO �..» . Thomas 1). Miller 83 Sugar Pine Drive oda..,. 111y, s"" Berm Creel:. CA 95916 fhdrr Na 00224775-001 Parcel Nn. 062-340-015 BTEC OROVILLE. U002/003 2005--0067168 Recorded I FIC FE 19,88 Official Records I TWX 2139.88 C ttyeof i PC -MINIM 25.00 coo J.tt GM County Clerk-Recorderl I' I so BOMA Mov-+M I Page i of 2 —SPA(.' AW)VF THIS LINE. FOR GRANT DEED 'min r-oitm FURNISHL'f) BY BIDWELL 11TLE & ESCROW COMPANY US1: F R. 'Ire 111demircd Granlor(o I)oelart. A Documcnlary Transfer Tax is $209.00 0 Cityffown of Jd computed on full value of interest or property conveyed, eta Unincorporated Arra d Pini value less vowe orliens or encumbrances remaining at the time ortvle O Monument Fee ofslo.o0 FOR A VALUABLE CONSIDERATION. receipt of which is hereby ock:nott•lalged. Leah M. Gilmore Richins zulitt(dyAdministrator of the Estate of Linda R. Gilmore Deceased, with full authority to act under the independant administrationie* hcreby GRANT(s) to Thomas D. Miller, an unmarried man and Rosella A. Edwards, an unmarried woman the following real property in the O City or County of Butte, State of California: )( Unincorporated Arca SEE EXHIBITA A7TACHEU HERETO ArD MADE A PART HEREON **of the estates act, Butte County Probate Case No. PR -37304 atalte of Linda R_ l -More Dn,L h A - fi. L M. Gilmore Richille.11EXecator Document Date: October 27, 2005 Chwo of OMitea tdllp 81v>seew►1 NOT RML On 480 R & T tmdol Seat to mollltj tsdQleea m doatnwre. State orcalifomia county kir tdubcL SS. On L' a!pe-ice' 2710 , be(bte me. the undersigned. a . toiary Public in and for said County and Stoic. personally :+ppeamd Leah M Gilmore Ric ns Executor rsonaliv known to ntc (or proved to nit on the basis of satisractory FOR NOTARY SEAL OR S'fA,\1P cvideneei to w I e -pm. whose named► ite/Wl• subscribed to the within instrument and acknowledged In me that 44/shcld" executed the s:ut to hWherAheir outhorrial copacityXaL'st. and that by hitdltcrhlletir signaturk1s► on the instrument the persontA, or the entity 111111MFPAVJL upon bel(alf of which the pcnoit(;?'aetcd. executed the instrument. Cdf!' MINI10f1 / 1016M Naha► Pahk . caaw o WITN6S my hand and ofricirl seal. TWO 09u* MI►Conalt�llMlttP9l.�b Signatu>'c Su e,�e r&K) t— MAIL TAX STATBMIsNTS T : SartleasAbjue 11/07/05 09:29 FAX BTEC OROVILLE 0003/003 Order Nu. 00224775.001 EXHIBIT A THE LAND REFERRED TO HEREIN IS DESCRIBED AS FOLLOWS: ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE COUNTY OF BUTTE, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: LOT 75, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "PONDEROSA PINES SUBDIVISION", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON MARCH 4,1963, IN BOOK 30 OF MAPS, AT PAGE(S) 1, 2 AND 3. AP NO. 062-340-015 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. BPO53007 - B. C. Building Permit 01-16-04 pg 1 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of Issued Date: 11/07/2005 APN: 062-340-015-000 the Business and Professions Code, and my license Is in full force and effect. License Class : License Number: Site Address: 82 SUGAR PINE DR BCK Date: Contractor: Map Index: Description: REPLACE EX GAS HVAC OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: TOM MILLER AND ROSELLA EDWARDS 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 $2 SUGARPINE DR the Contractor's State License Law (Chapter 9 commehcing with Section 7000) of Division 3 of the Business and Professions Code) or that he or BERRY CREEK, CA she is exempt therefrom -and the basis for the alleged exemption. Any 95916-9737 violation of Section 7031.5 by any applicant for a permit subjects the 530-589-5614 applicant to a civil penally 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: TOM MILLER AND ROSELLA EDWARDS pp 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 82 SUGARPINE DR sale. It however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of BERRY CREEK, CA proving that he or she did not build or improve for the purpose of 95916-9737 sale.). - • 530-589-5614 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, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). Contractor: ALVIS HEATING & AIR CONDITIONING INC ❑ 1 am Exempt under Article 3 of the Business and Professions Code �` Dater owner: PO BOX 5127 OROVILLE, CA 95966-5127 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: 530-534-8491 ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the License #: 779257 Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation Architect: insurance carrier and policy number are: Engineer: Carrier: Policy #: I certify that in the performance of the work for which this permit is Total Square Ft: 0 S. F. issued, I shall not employ any person in any manner so as to Valuation: $0.00 become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' Census Code: compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. l/ 7—&S Date: .. Applicant: 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., 1 __ CONSTRUCTION LENDING AGENCY This permit is hereby Issued under the applicable provisions of the Butte Coun y Cod and/or I hereby affirm that there is a construction lending agency for the Resolutions to Indicated above for which fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) l b� Name: By: Date: d Address: PERMIT EXPIRES 0 . (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 County to enter upon the above mentioned property for inspection purpose . n% Print Name: 7'�D1�11 a S ll Mt %��� Signature: W 9hff-e7 Date: .. f��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 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 OFAPPLICATION "PLEASE PRINT CLEARLY" OWNER Last Name I / (e � First Name Address �+,� S� Ph folM 70 Ph City r ` State� ZipQ S—/% Phone Fax,ff E-mail CONTRACTOR Name ;9— //,,% Address V v _6 ` al City U► NC) & t Ff P State(l,�%_ Zips -7z4 Phone 5-3 y_ .g 4_1 q y Fax E-mail Lic. # Class APPLICANT NAME ARCHITECT/ENGINEER Name City Address Zip City Fax State Zip Phone Map Book Fax E-mail Planner State License Num APPLICANT NAME Name D 2 Address City State Zip Phone Fax E-mail APPLICANT SIGNATURE X /J 4 For office use only: Zoning Property Address �1 Flood Zone Cross Street SRA I Yes I No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: PERMIT 0� BP BIN # LOCATION AP# 30--0 /`7' Property Address �1 y Cross Street WORKER'S COMPENSATION Policy Number 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 Sq. OVER FOR SUBMITTAL REQUIREMENTS L, K:\FORMS\BUILDING FORMS\BldgApplSubRgmts.doc Page 1 of 2 Description or ❑ 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 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: Receipt #: Wo Date: t 1. -� 6 Amount: 5 1`5_ Bldg SRA Sheriff SMIP Other Total REV 6-16-04 SUBMITTAL REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply fora permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK. Residential, New, Remodels, Additions, and Accessory Structures: ❑ 1. 3 Site Plans, signed by the preparer: NO GRAPH PAPER! ❑ 2. 3 Complete sets of plans, signed by the preparer. NO GRAPH PAPER! OR 3 Sets Engineered plans (if required) with wet signature on plans AND 2 sets of stamped and signed ❑ 3. calculations. ❑ 3. 2 Engineered truss details and layouts (if required) (NO FAXES!). ❑ 4. Letter from Engineer or Architect for truss design review. ❑ 5. 2 Energy compliance design and supporting documentation. (Note: Not required for additions to ❑ 7. mobile or modular homes.) ❑ 6. 2 Flood Elevation Certificate, wet -stamped and signed (if required). ❑ 7. Detached Accessory Building Form, filled out by the property owner (if required). ❑ 8. Sanitation and site plan approval from the Environmental Health Department. ❑ 9. Metal Buildings: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in ❑ 11. triplicate, (D) Floor plans in triplicate, All of these must be stamped and wet -signed b the engineer. Mobile, Manufactured, or Modular Homes: ❑ 1. 3 Site Plans, signed by the preparer. NO GRAPH PAPER! ❑ 2. 2 Data sheets and installation instruction manual. ❑ 3. 2 Marriage line information. ❑ 4. 2 Floor plans. ❑ 5. 2 Engineered Tie Downs or Foundation plans. ❑ 6. Sanitation and site plan approval from the Environmental Health Department. ❑ 7. 2 Flood Elevation Certificate, wet -stamped and signed (if required). Commercial, New, Additions and Remodels: ❑ 1. 4 Site Plans, signed by the preparer. NO GRAPH PAPER! ❑ 2. 4 Engineered plans with wet signature on plans AND 2 sets of stamped and signed calculations, with code analysis. ❑ 3. 2 Engineered truss details and layouts (if required) (NO FAXES!). ❑ 4. Letter from Engineer or Architect for truss design review. ❑ 5. 2 Energy compliance design and supporting documentation (if required). ❑ 6. 2 Flood Elevation Certificate, wet -stamped and signed (if required). ❑ 7. Statement of Intent for Non -heated and A/C (if required). ❑ 8. Metal Buildings: (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. ❑ 9. Letter of intent. ❑ 10. Hazardous Material Form. ❑ 11. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, contact a Permit Application Assistant at (530) 538-7541. OVER FOR BUILDING PERMIT APPLICATION KAFORMSMILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 6-16-04 v PERMIT NO. 3698-7$B,E PERMIT EXPIRES OWNER John Jones CONTR. owner 62-34-15 LOCATION (A.P. ) E/S Sugar Pine Dr., app.4 mi.N.of Bald Rock Rd., Berry.Creek , I Temp. Power Pole Called PG&E Temp. Elec. Serv. Called PG&E Temp. Gas Serv. Called PG&E JOB FINALED 7 16 (Date). .(Signature) COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WORKS BUILDING INSPECTION RECORD BUILDIN BUILDING (Cont'd) PLUMBING Setback %7 7 Firewall Soil Piping Forms Parapets 1st Flo Main Bldg. Restroom Finish 2nd FI r Footings Windows 3rd Floc StemwaII Siding To out Slab Roof Sheathin Water Piping Piers Roofing Sewer Garage Fdn. Vents Fixtures Footings Stemwal I Garage Vents Insulation Water Htr. Heaters Slab Carport Footings Prov. for ph sically handica e.1 Conformance of ex. structure Appliances Gas Pip ng est Temp. Ga Slab Final Sanitati Patio FIREPLACE Final Footings Footing ELECTRICAL Masonry Walls Throat Rough Relnf. Steel Final Fixtures Bond Beam _ FIRE SPRINKLERS Motors Framing U 1 'G r / ylv �­ Test Water Htr. Stucco Final Subpanels Mesh MECHA ICAL Grd. Fault Prot. Scratch Heating Service Brown Cooling Temp. Pole Finish Ducts Underground Interior Lath Ventilation Permanent Door Closer Final Final a MOBILEHOME UTILITIES Elec. Service Elec. Pedestal Water Piping Sewer Gas Piping OB16EHQME INSTALLATION - - - - - - - - - - - - - - Support Elec. Continuity Water Piping Drainage Gas Piping DATE REMARKS OR CORRECTIONS (NOTE: An entry must be made on this form each time you visit the job site.) COUNTY OF BUTTE — DEPARTMe-NT OF PUBLIC WORKS 7 Cpunty Center Drive - Oroville, California 95965 Telephone: 534-4541 &/,.,t�?_ %7 APPLICATION AND PERMIT -A auinonze representatives oT the vouniy or tsutte to enter upon the above-mentioned property for inspection purposes. X / Date 7r S' nature of Permit a or Agent Receipt No. I i 0 L White-D.P.W. - Yellow -Assessor - Pink -Inspector - Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR 01!RPUBLIC WORKS ByDate_ 7 -7 - 7F wilding permit expires Date 7-3-71 BUILDING 7V I Owner SQ. FT. OCC. BUILDING VALUATION � ' O Mai I i ng Address S� ; art �r Telephone No. Contractor w h p �- Mailing Address Fireplace Total Valuation Telephone No. Permit Fee Building Address Su Q A,r Vi h Q r Plan Checking Fee&/or Penalty Permit Fee 20 U PLUMBING No.1 @ FEE t PERMIT FILING FEE J$3.00 Each Trap 1.50 r- Repair drainage or vent piping 1.50 IF A. P. No. - Zoning &Planning Water piping 1.50 Each gas water heater or vent 1.50 F Ue S ion Fire Dept. Fire Zone Use Permit Gas piping system 1 -5 outlets 1.50 EQA Parking Plans Parcel Declaration parcel Ma p 60' R/W Improvements I Each additional outlet .30 Building sewer 5.00 Bldg. P s Recd Parcel A royal Plans Ap royal Lawn sprinkler system 2.00 NEW 03"- ADDITION ❑ UTILITIES ❑ OTHER ❑ Permit Fee $ $ ELECTRICAL No. @ FEE PERMIT FILING FEE $3.00 R L Main service 100 AMP ORSLESS 5.00 Single Family ❑ Duplex ❑ Mobil Home ❑ Others Main service EA. ADD'L too AMP 2.50 Main service 100 A MP e00vOR LESS 25.00 100 A Main service// EA. ADD'L 1100 AMP 1.00 NEW OR ADDNST l ACC. I GQy. P- �) 2�sgft , CONTRACTORS LICENSE LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name le of: style NEW CONSTRESID. BRANCH CIRCUITS) NON .RESI D. � BRANCH CIRCUITS) 2.50ea NEW CONSTR. POWER APPARATUS 8 NON.RESID. SINGLE OUTLET CIR. 50 Ex. Occuv(OUTLETS OR FIXTHRES BA 0L0 100 Ex. QCCU FIXED APPLNS. OR Occup. (RESID.) EA) 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 License No. Classification Misc. Wiring 6.25 I am exempt from the Contractors License Laws of the State of California. Permit Fee $ 1. DO$it MECHANICAL No @ FEE COMPENSATION INSURANCE 1 am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability for Workmen's Compensation. ❑I have placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. 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 Workmen's Compensation Laws of California. PERMIT FILING FEE J$3.00 Heating Cooling Ventilation Hood 2.00 Permit Fee $ $ I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby Land Development Fee $ TOTAL PERMIT FEE �L auinonze representatives oT the vouniy or tsutte to enter upon the above-mentioned property for inspection purposes. X / Date 7r S' nature of Permit a or Agent Receipt No. I i 0 L White-D.P.W. - Yellow -Assessor - Pink -Inspector - Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR 01!RPUBLIC WORKS ByDate_ 7 -7 - 7F wilding permit expires Date 7-3-71 UVISI N: BP# 04a05 -i3 Date 9 y o6 CBC SECTION 1701 SPECIAL INSPECTION REQUIRED Adhesive (epoxy) ` anchor installation A STUDS 0 16" O.C. R- BATT INSUL. 1/2" GYP 80 FOUNDATION 0 MUDSILL 4" CONC. SLAB- 6x6 10/10 W.W.M. 4" GRAVEL FILL i4 •vim i i I—HI - I r r- 615, a Owner: -Alf f/A 'REVISION: BP# 06.01 73 AM 061--_ 310,01f Pate 'FILE COPY �r •Y Owner: -Alf f/A 'REVISION: BP# 06.01 73 AM 061--_ 310,01f Pate 'FILE COPY FLY C H80HEEROHCM CIVIL - STRUCTURAL (530) 872-0254 FAX (530) 872-9331 5790 CLARK ROAD. PARADISE. CALIFORNIA 95969 covs�-;v cotes s PES S,YEE7' / CONSTRUCTION- D ETA I L BY: �L T DATE: /O6 SHEET No. 16' OF CHECKED BY: DATE: JOB No. 6D2,9 A( 477[/.e L, CAADC iYOTE -g 3Cl- e:Xle ,=o©T/itic - 8/fC.�/�ILL 2 "CLQ. 1,40 - 'c/orE *3 uG r //G a I _ yB.• we A' BUTTE COU APPROVED i�ql N COA177, CONC. ,r XWA y (&Re ec 'F --(5r4 0 ) R C E 32434 QROF SSE IONq Reg. Expires p ! 12-31 -2006 /����� t' TrG� C o CAA/ 7'/L ek''O C M ��T,�/,�t//.t /G �t/.d L LQv -0.,,3 2 F1CAL�F���� NOTES: 1. DESIGN CRITERIA PER CALCULATIONS SHEET 1, 2. LAP HORIZONTAL REINFORCING 24" OR 40 BAR DIAMETER MINIMUM. 3. PERFORATED DRAIN PIPE TO DAYLIGHT IN 2 CU. FT. OF DRAIN ROCK PER LN. FT. MINIMUM — OPTIONAL LOCATIONS. 4. WHERE 4" CONCRETE SLAB IS INSTALLED AT OR ABOVE FOOTING, THE DEPTH OF CONCRETE KEYWAY COULD BE REDUCED BY 8'. �4 g�32` 2-¢ NOTES: 1. DESIGN CRITERIA PER CALCULATIONS SHEET 1, 2. LAP HORIZONTAL REINFORCING 24" OR 40 BAR DIAMETER MINIMUM. 3. PERFORATED DRAIN PIPE TO DAYLIGHT IN 2 CU. FT. OF DRAIN ROCK PER LN. FT. MINIMUM — OPTIONAL LOCATIONS. 4. WHERE 4" CONCRETE SLAB IS INSTALLED AT OR ABOVE FOOTING, THE DEPTH OF CONCRETE KEYWAY COULD BE REDUCED BY 8'. 11/2" COX PLY. 2x4 EAVE BLOCK PROVIDED SCREENED EAVE VENT W'/ INSULATION BAFFI..FS Ci EVERY 4TH BLOCK E 1/2" CCX PLY. (5) EAVES 1x4 TRIM ---j `—SIMPSON HI TIE AT EACH `— 2x6 FASCIA SIDING -- SEE Pi.AN --- GUTTER PROVIDE ONLY i WHERE NO SNOW LOAD 26 EAVE DETAIL rI�V JJ a.n� v.-•rr tet_•. vv••�•vv�..r ...� 28 BARGE TIES/ OUTRIGGERS Roof Framin • Do not cut, alter • See exterior elei 2x RIDGE 2x BASE PLATE Roof design. o Roof tr o Plywoo o l5# fell o Compo o Snow 11 PLYWOOD OR O.S.B. SHEETING o Roof pi CONT. AT LOW ROOF • Provide sway bn 2x RAFTERS 0 16" OR 24" • Provide screener • Provide at exteri EXISTING TRUSS 251 CALIFORNIA FILL FRAMING GABLE EI A35 0 48 29 TYPICAL CABLE END 10 2xl/ PT hIL °�IL N O a .0 u W In 1 s u 9 8 V a 0 STOCKDRAFTINO FORM NO. 101.91 4x 12 vF'� NPi� E7VVEEN OUTR! GGER TRIM SHEAR PLY/W 6/12 7-RAMING SIDING PER ELEVATIONS 2% STUDS 0 16" O.C. R- 2x MUDSILL W/.5/8" BATT INSUL. 1/2" GYP 80 A8 W/ W0/116 " WASHERO 6' O.C. EMBEDDED MIN 7" #4 REBAR CONT. 3" FROM SEAL FOUNDATION 0 MUDSILL TOP AND BOTTOM 4" CONC. SLAB 6x6 10/10 W.W.M. 4• GRAVEL FILL Iq` 00 )0 0 00i i 12• 2 EXTERIOR FOOTING SLAB FLOOR REVISION$. I 1Y DATE SCALE DRAWgj roe SHEET f OF 2,SHEETS J PLANNING DIVISION - BUILDI APPROVAI Use:. 4 "e- c Date: 0 Parking: Landscaping: Other, Signature: j t (Ili 2O� piJ f d 8 8 z o . 910CKDRAFTINO /ORM NO. 101 99 RC �Ea� ViE�,I BUTTE COUNTY BUILDING DIVISION APPROVED �OPI AW N CMECKMO OATS SCALIF JOE NO. M tc.L.-et!— •MttT Op •Mt/TE