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HomeMy WebLinkAboutB16-0892 000-000-000SECTION A5.602 NONRESIDENTIAL OCCUPANCIES APPLICATION CHECKLISTS—continued4 I . Green building measures in this table maybe mandatory if adopted by a city, county, or cityand county as specified in. Section 101.7. 2. Required prerequisite for this Tier. 3. These measures are currently required elsewhere in statute or in regulation. 4. This application checklist is non -regulatory, intended only as an aid to the user and may not contain complete code language. Refer to Chapter 5 and Appendix Chapter A5 for complete code provisions. , VOLUNTARYi CALGneen CALGreen APPLICATION. CHECKLIST FOR BSC MANDATORY Tier 1 Tier 2 5.508.2.1 Refrigerant piping. Piping compliant with the California Mechanical Codeshall 0 be installed to be accessible for leak protection and repairs. Piping runs using threaded pipe, s applicable copper tubing with an outside diameter (OD) less than 1/4 inch, flared tubing connections Continued and short radius elbows shall not be used in refrigerant systems except as noted below. 5.508.2.1.1 Threaded pipe: Threaded connections are permitted at the compressor rack. 5.508.2.1.2 Copper pipe. Copper tubing with an OD less than 1/4 inch.may be used in . systems with a refrigerant charge of. 5 pounds or less. 5.508.2.1.2.1 Anchorage. t/4 inch OD tubing shall be securely clamped to a rigid base to keep vibration levels below 8mils. 5508.2.13 Flared tubing connections. Double -flared tubing connections may be used for pressure controls, valve pilot lines and oil. Exception: Single -flared tubing connections may be used with a multiring seal coated with industrial sealant suitable for use with refrigerants and tightened in accordance with manufacturer's recommendations. 5:508:2.1.4 Elbows. Short radius elbows are only permitted where space limitations prohibit use of long radius elbows. 5508.2.2 Valves. Valves and fittings shall comply with the California Mechanical Code and as follows. 5.508.2.2.1 Pressure relief valves. For vessels containing high -GWP refrigerant, a rupture disc shall be installed between the outlet of the vessel and the inlet of the pressure relief valve. 5508.2.2.1.1 Pressure detection. A pressure gauge, pressure transducer orother device shall be installed in the space between. the rupture disc and the relief valve inlet to indicate a disc rupture or discharge of the relief valve. 5.508.2:2:2 Access valves. Only Schrader access valves with a brass or steel bodyare permitted for use. 5.508.2.2.2.1 Valve caps.. For systems with a refrigerant charge of 5 pounds or more, valve caps shall be brass or steel and not plastic. 5508.2.2.2.2 Seal caps.. if designed for it, the cap shall have a neoprene O-ring in place. 5.508.2.2.2.2.1 Chain tethers. Chain tethers to fit over the stem are required for valves designed to have seal caps. Exception: Valves with seal caps that are not removed from the valve during stem operation. 5508.1.3 Refrigerated service cases. Refrigerated service cases holding food products containing, vinegar and salt shall have evaporator coils of corrosion -resistant material, such as stainless steel; or be coated to prevent corrosion from these substances. 5.508.23.1. Coil coating. Consideration shall be given the heat transfer efficiencyof coil.coating to maximize energy efficiency: 5508.2.4 Refrigerant receivers. Refrigerant receivers with capacities greater than 200 ' pounds shall be fitted with a device that indicates the level of refrigerant in the receiver. 5.508.2.5 Pressure testing. The system shall be pressure tested during.installation prior to evacuation and charging. 5508.2.5.1 Minimum pressure. The system shall be charged with regulated dry nitrogen and appropriate tracer gas to bring system pressure up to 300 psig minimum. 5508.25.2 Leaks. Check the system for leaks, repair any leaks, and retest for pressure using the same gauge. 5.508.2.53 Allowable pressure change. The system shall stand, unaltered, for 24 hours with no more than a +/- one pound pressure change from 300 psig, measured with the same gauge. 5508.2.6 Evacuation. The system shall.be evacuated after pressure testing and priorto charging. 5.508.2.6.1 First vacuum. Pull a system. vacuum down to at least 1000 microns (+/- 50 microns), and hold for 30 minutes. 5.508.2.6.2 Second vacuum. Pull a second system vacuum to a minimum of500 microns' and hold for 30 minutes. 5.508.1.63 Third vacuum. Pull a third vacuum down to a minimum of 300microns, and hold for 24 hours with a maximum drift of 100 microns.over a 24-hour period. I . Green building measures in this table maybe mandatory if adopted by a city, county, or cityand county as specified in. Section 101.7. 2. Required prerequisite for this Tier. 3. These measures are currently required elsewhere in statute or in regulation. 4. This application checklist is non -regulatory, intended only as an aid to the user and may not contain complete code language. Refer to Chapter 5 and Appendix Chapter A5 for complete code provisions. , DATE: 3/24/2016' JOB #: 1084 (1S -B-27393) BY: WJN PAGE: 1 OF 9 W. GILBERT ENGINEERING CIVIL ENGINEERING AND LAND SURVEYING ANCHOR BOLT CALCULATIONS RECEIVED PROJECT: New Metal Building Foundation Design, MAYO 3 gin; j for Ceco Job No. 15-13-27393 TRB AND ASSOCIA-r ES LOCATION: 6306 County Road 24, Orland, CA 95963 yRpfESS C) OWNER: Mr. Monago �`O c� E. C14 q� F zCr JOB NUMBER: 1084 " � W 0° C,�WOQ i DATE: 3/24/2016 z 3 /1 fi * �„ p lvl� )0 Ed LULL ,* RISK CATEGORY: II - Normal�UJ0 50 LOADING CRITERIA BASED ON THE 2013 CALIFORNIA BUILDING CODEv�0 W: WIND EXPOSURE CATEGORY: C BUTTE � U COUNTY m CC ULTIMATE WIND SPEED: 110 mph APR 2 S 2016 REVIEWED a SEISMIC DESIGN CATEGORY: D DEVELOPMENT FOR CODE COMPLIANCE SERVICES 816- 08%1 AUG 0 3 2015 SOIL SITE CLASS: D - STIFF SOIL ' 1 SOIL BEARING:: 1500 psf TRB AND ASSOCIATES s NOTES: *No special inspections are required for engineering elements designed in these calculations. *Anchor bolt calculations are based on the reactions found on page's 20 - 21 of Ceco's calculation package for job number 15-B-27393 W Gilbert Engineering is not responsible for these calculations unless this cover sheet is stamped by Wesley Gilbert and wet signed with Red or Blue ink. Any structural or non-structural items that are not specifically addressed in the following calculations T (including but not limited to metal building reactions and metal building elements) are designed by — others and are not the responsibility of W Gilbert Engineering. 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 DATE: 3/24/2016 JOB #: 1084 (15-B-27393) BY: WJN • PAGE: 2 OF 9 W. GILBERT ENGINEERING CIVIL ENGINEERING AND LAND SURVEYING LOAD COMBINATIONS FOR REACTIONS PER 2013 CBC LOAD AND RESISTANCE FACTOR FOR DESIGN (LRFD) FOR ANCHOR BOLT DESIGN 9.1 1.41) 9.51.2D+1.0E+1.01+0.2S 9.2 1.2D + 1.61- + 0.5(Lr or S or R) 9.6 0.9D + 1.OW 9.3 1.2D + 1.6(Lr or S or R) + (1.01- or 0.5W) 9.7 0.91) +1.OE 9.4 1.2D +1.OW + 1.01- + 0.5(Lr or S or R) REACTIONS BELOW DETERMINED BY METAL BUILDING MFG. COLUMN (S): 1 COLUMN (S): 1 FRAME LINE (S): A FRAME LINE (S): B VERTICAL HORIZONTAL VERTICAL HORIZONTAL (KIPS) (KIPS) (KIPS) (KIPS) D (DEAD) _ L (LIVE) _ Lr (ROOF) _ S (SNOW) _ R (RAIN) W (WIND) _ (-) W (WIND) E (SEISMIC) _ (-) E (SEISMIC= BUTTE. COUNTY BUILDING DIVISION APPROVED I 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 1 DATE: 3/24/2016 JOB #: 1084 (1S -B-27393) BY: WIN PAGE: 3 OF 9 W. GILBERT ENGINEERING CIVIL ENGINEERING AND LAND SURVEYING LOAD COMBINATIONS RESULTS LOAD AND RESISTANCE FACTOR FOR DESIGN (LRFD) FOR ANCHOR BOLT DESIGN COLUMN (S): 1 COLUMN (S): 1 FRAME LINE (S): A FRAME LINE (S): B VERTICAL HORIZONTAL VERTICAL HORIZONTAL (KIPS) (KIPS) (KIPS) (KIPS) 9.1 9.2 -Lr 9.2-S 9.2-R 9.3 -Lr, L 9.3 -Lr, W 9.3 -Lr,( -)W 9.3-S, L 9.3-S, W 9.3 -S,( -)W 9.3-R, L 9.3-R, W 9.3 -R,( -)W 9.4 -Lr 9.4-S 9.4- 9.5 9.5-(-)E 9.6 9.6-(-) 9.7 9.7-(-) MAXIMUM = 2.8 0.0 5.1 2.2 MINIMUM = -1.9 -2.4 -5.6 -2.1 BUTTE COLJNTy BUILDING Divi6°ON APPROVED 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 r E MAXIMUM = 2.8 0.0 5.1 2.2 MINIMUM = -1.9 -2.4 -5.6 -2.1 BUTTE COLJNTy BUILDING Divi6°ON APPROVED 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 r E DATE: 3/24/2016 JOB #: 1084 (15-B-27393) BY: WJN PAGE: 4 OF 9 W. GILBERT ENGINEERING CIVIL ENGINEERING AND LAND SURVEYING LOAD COMBINATIONS FOR REACTIONS PER 2013 CBC LOAD AND RESISTANCE FACTOR FOR DESIGN (LRFD) FOR ANCHOR BOLT DESIGN 9.11.4D 9.51.21)+1.0E+1.01 -+0.2S 9.2 1.2D + 1.61- + 0.5(Lr or S or R) 9.6 0.9D + 1.OW 9.3 1.21) + 1.6(Lr or S or R) + (1.01- or 0.5W) 9.7 0.91) +1.OE 9.4 1.21) +1.OW + 1.OL + 0.5(Lr or S or R) REACTIONS BELOW DETERMINED BY METAL BUILDING MFG. COLUMN (S): 1 COLUMN (S): 2 FRAME LINE (S): C FRAME LINE (S): A & C VERTICAL HORIZONTAL VERTICAL HORIZONTAL (KIPS) (KIPS) (KIPS) (KIPS) D (DEAD) _ L (LIVE) _ Lr (ROOF) _ S (SNOW) _ R (RAIN) _ W (WIND) _ (-) W (WIND) E (SEISMIC) (-) E (SEISMIC = r BUTTE COUNTY BUILDING DIVISION APPROVED 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (S30) 809-1315 Fax: (S30) 517-6020 •.P -�s r BUTTE COUNTY BUILDING DIVISION APPROVED 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (S30) 809-1315 Fax: (S30) 517-6020 •.P DATE: 3/24/20.16 y JOB #: 1084 (15-B-27393) BY: WJN PAGE: 5 OF 9 cjF POP W. GILBERT ENGINEERING CIVIL ENGINEERING AND LAND SURVEYING LOAD COMBINATIONS RESULTS LOAD AND RESISTANCE FACTOR FOR DESIGN (LRFD) FOR ANCHOR BOLT DESIGN COLUMN (S): 1 COLUMN (S): 2 FRAME LINE (S): C FRAME LINE (S): A & C VERTICAL HORIZONTAL VERTICAL HORIZONTAL (KIPS) (KIPS) (KIPS) (KIPS) • 9.1 9.2 -Lr 9.2-5 9.2-R 9.3 -Lr, L 9.3 -Lr, W 9.3 -Lr,( -)W 9.3-5, L 9.3-5, W 9.3-5,(-)W 9.3-R, L 9.3-R, W 9.3 -R,( -)W 9.4 -Lr 9.4-5 9.4-R 9.5 9.5-(-)E 9.6 9.6-(-) 9.7 9.7-(-)E -0.2 W 0.0 -0.5 0.0 -0.1 0.0 -0.1 0.0 -1.4 0.0 0.0 0.4 -2.4. -1.2 -0.1 0.0 1.3 0.4 -1.1 -1.2 -0.1 0.0 1.3 0.4 -1.1 -1.2 2.3 0.8 2.7 0.8 2.7 0.8 0.4 0.3 -0.7 -0.8 2.8 0.8 -2.0 -2.4 0.5 0.3 -0.7 -0.8 1.5 0.6 3.6 1.5 1.3 0.5 1.3 0.5 8.7 3.7 8.7 3.8 3.3 0.9 1:3 0.5 1.3 0.6 -4.0 -2.3 1.3 0.5 1.3 0.6 -4.0 -2.3 3.6 1.6 1.3 0.6 1.3 0.6 1.6 0.9 0.8 0.1 1.0 " 0.5 -9.7 -5.2. 1.3 0.8 0.4 -0.1 ' MAXIMUM = 2.8 0.8 8.7 3.8 ' MINIMUM = -2.4 -2.4 -9.7 -5.2 • BUTTE COUNTY BUILDINGS DtVaSiON 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 t z .: DATE: 3/24/2016 JOB #: 1084 (15-B-27393) BY: WJN PAGE: 6 OF 9 txx ENGINEERING ►, W. G ILBE T R y CIVIL ENGINEERING AND LAND SURVEYING t LOAD COMBINATIONS FOR REACTIONS PER 2013 CBC LOAD AND RESISTANCE FACTOR FOR DESIGN (LRFD) FOR ANCHOR BOLT DESIGN 9.1 1.4D 9.5 1.2D + 1.0E + 1.01- + 0.25 9.2 1.2D + 1.61- + 0.5(Lr or S or R) 9.6 0.91) + 1.OW 9.3 1.2D + 1.6(Lr or S or R) + (1.01- or O.SW) 9.7'0.9D +1.OE 9.4 1.21) +1.0W + 1.01- + 0.5(Lr or S or R) REACTIONS BELOW DETERMINED BY METAL BUILDING MFG. COLUMN (S): 3 COLUMN (S): 3 FRAME LINE (S): A FRAME LINE (S):. B VERTICAL HORIZONTAL VERTICAL HORIZONTAL (KIPS) (KIPS) (KIPS) (KIPS) D (DEAD) _ L (LIVE) _ Lr (ROOF) _ S (SNOW) _ R (RAIN) _ W (WIND) _ (-) W (WIND) E (SEISMIC) _ (-) E (SEISMIC = BUTTE COUNTY BUILDING DIVISION APPROVE® 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315, Fax: (530) 517-6020 a II - BUTTE COUNTY BUILDING DIVISION APPROVE® 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315, Fax: (530) 517-6020 a DATE: 3/24/2016 JOB #: 1084 (15-B-27393) BY: WJN PAGE: 7 OF 9 W. GILBERT ENGINEERING CIVIL ENGINEERING AND LAND SURVEYING LOAD COMBINATIONS RESULTS LOAD AND RESISTANCE FACTOR FOR DESIGN (LRFD) FOR ANCHOR BOLT DESIGN COLUMN (S): 3 COLUMN (S): 3 FRAME LINE (S): A FRAME LINE (S): B VERTICAL HORIZONTAL VERTICAL HORIZONTAL (KIPS) (KIPS) (KIPS) (KIPS) 9.1 9.2 -Lr 9.2-S 9.2-R 9.3 -Lr, L 9.3 -Lr, W 9.3 -Lr,( -)W 9.3-S, L 9.3-S, W 9.3 -S,( -)W 9.3-R, L 9.3-R, W 9.3 -R,( -)W 9.4 -Lr 9.4-S 9.4-R 9.5 9.5-(-) 9. 9.6-(-) 9. 9.7-(-) 1:3 0.0 3.9 0.0 1.1 0.0 1.1 0.0 10.0 0.0 10.0 1.1 4.7 -1.0 1.1 0.0 1.1 1.1 -4.3 -1.0 1.1 0.0 1.1 1.1 -4.3 -1.0 3.9 2.2 1.1 2.2 1.1 2.2 2.1 0.6 0.1 0.0 0.8 2.2 -9.9 -2.1 1.8 0.6 -0.2 0.0 MAXIMUM = 3.7 0.0 10.0 2.2 MINIMUM = -3.3 0.0 -9.9 -2.1 13u� OUNTY N S ON kp-prop- r'1V E® 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 DATE: 3/24/2016 JOB #: 1084 (15-6-27393) BY: WJN PAGE: 8 OF 9 W. GILBERT ENGINEERING CIVIL ENGINEERING AND LAND SURVEYING _ LOAD COMBINATIONS FOR REACTIONS PER 2013 CBC LOAD AND RESISTANCE FACTOR FOR DESIGN (LRFD) FOR ANCHOR BOLT DESIGN 9.1 1.4D 9.S 1.2D + 1.0E + 1.01- + 0.2S 9.2.1.2D + 1.61- + 0.5(Lr or S or R) 9.6 0.9D + 1.OW 9.3 1.21) + 1.6(Lr or S or R) + (1.01- or 0.5W) 9.7 0.91) +1.OE 9.4 1.2D +1.0W + 1.01- + 0.5(Lr or S or R) REACTIONS BELOW DETERMINED BY METAL BUILDING MFG. COLUMN (S): 3 COLUMN (S): Intentionally FRAME LINE (S): C FRAME LINE (S): Left Blank VERTICAL HORIZONTAL VERTICAL HORIZONTAL (KIPS) (KIPS) (KIPS) - (KIPS) D (DEAD) _ L (LIVE) = Lr (ROOF) _ S (SNOW) _ R (RAIN) _ 4 W (WIND) _ (-) W (WIND) E (SEISMIC) = (-) E (SEISMIC = - y BUTTE COUNTY BUILDING DIVISION ' APPROVED 140 Yellowstone Drive, Suite 110 " Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 r� a DATE: 3/24/2016 JOB #: 1084 (15-B-27393) BY: WJN PAGE: 9 OF 9 W. GILBERT ENGINEERING CIVIL ENGINEERING AND LAND SURVEYING LOAD COMBINATIONS RESULTS LOAD AND RESISTANCE FACTOR FOR DESIGN (LRFD) FOR ANCHOR BOLT DESIGN COLUMN (S): 3 COLUMN (S): Intentionally FRAME LINE (S): C FRAME LINE (S): Left Blank VERTICAL HORIZONTAL VERTICAL HORIZONTAL (KIPS) (KIPS) (KIPS) (KIPS) 9.1 9.2 -Lr 9.2-S 9Z -R 9.3 -Lr, L 9.3 -Lr, W 9.3 -Lr,( -)W 9.3-S, L 9.3-S, W 9.3 -S,( -)W 9.3-R, L 9.3-R, W 9.3 -R,( -)W 9.4 -Lr 9.4-S 9.4-R 9.5 9.5-(-)E 9. 9.6-(-) 9. 9.7-(-) -0.3 6 W 7 E 0.0 -1.0 0.0 -0.3 0.0 -0.3 0.0 -2.7 0.0 0.0 0.7 -3.1 0.0 -0.3 0.0 2.4 0.7 -0.7 0.0 -0.3 0.0 2.4 0.7 -0.7 0.0 4.2 1.4 5.0 1.4 S.0 1.4 0.7 ` 0.6 -1.3 0.0 S.1 1.4 -1.0 0.0 0.8 0.6 -1.2 0.0 MAXIMUM = 5.1 1.4 0.0 0.0 MINIMUM = -3.1 0.0 0.0 0.0 BUTTE COUNTY ` BUILDING DIVISION APPROVED 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 DATE: 3/24/2016 JOB #: 1:084` (15-B-27393) BY:I WJ.N PAGE: 1 OF 15 GtIrLB E RT EN G I N=E E K I N G CIVIL ENGINEERING/LAND-SURVEYING FOUNDATION CALCULATIONS RECEIVED LOADING CRITERIA BASED ON THE2013 CALIFORNIA BUILDING CODE MAY 0 3 2013 TRI AND ASSOCIATES PERMIT # . BUTT PROJECT: New Metal Building Foundation Design BUTTE COUNTY NT SERVICES Y EVI ' i ! � ` for Ceco Job No. 15-B-27393 COD CCMF .) FOR1ANL DATE j'j G �� ;LOCATION: 6306 County Road 24, Orland, CA 9.5963 �— OWNER: Mr. Monago JOB NUMBER: .. 1084 � QJ DATE: 3/24/2016 RISK CATEGORY. II - Normal l� WIND EXPOSURE CATEGORY: C BUTTE ULTIMATE WIND SPEED: 110 mph COUNTY APR 2 S 2016 REVIEWED SEISMIC DESIGN CATEGORY: D FOR CODE COMPLIANCE DEVELOPMENT AUG 03 2016 SOIL SITE CLASS:. D - STIFF SOIL SERVICES SOIL BEARING: 1500 psf 'TR13 AND ASSOCIATES NOTES: *No special are inspections.required for engineering elements designed in these calculations. *Foundation Calculations are based or, the reactions found on page 19 of Ceco's calculation package for job number 15-B-27393 W Gilbert. Engineering is not responsible for these,calculations.urilessthis cover sheet is stamped by Wesley Gilbert and wet signed with Red or Bice ink. Any structural..or non:structural items thaf are,not specifically addressed in the following calculations (including but.not limited to metal building reactions and. metal building elements) are designed by others and are not the responsibility of W Gilbert Engineering. 140 Yellowstone Drive, Suite 110 Chico; CA 95973 (530) 809-1315 Fax; (530)517-6020 0 -DATE: 3/24/2016 JOB #: 1084 (1S-13-27393) BY: WJN PAGE: 2 OF 1S W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING COLUMN FOOTING LOCATION: lA - 5WfiTF-. COUNTY ALLOWABLE SOIL BEARING VALUE = 1500 PSF EjUILD(NG DIVISION ` MINIMUM FOOTING AREA /'COVE® 'A, min = 0.80 SF Is A, actual > A, min A, actual =, 1.17 SF , YES , MAXIMUM GRAVITY = 1.20 KIPS MAXIMUM UPLIFT= 1.40 KIPS THICKNESS OF CONCRETE SLAB = AREA OF SLAB USED TO RESIST UPLIFT = CONTINUOUS FTG.? (1=YES, 0=N0) _ DEPTH OF CONTINUOUS FOOTING = WIDTH OF CONTINUOUS FOOTING = LENTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT = • FRICTION RESISTANCE PER CBC TABLE 1804.2 = 4.00 24.00 1 12.00 12.00 8.00 130.00 INCHES SQ. FT. YES INCHES INCHES FEET PSF FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.5'= 0.00 FEET FOOTING AREA USED FOR FRICTION RESISTANCE _ -0.60 SQ. FT. UPLIFT RESISTANCE DUE TO FRICTION (MAX = 1/2 DL) _ -0.08 KIPS MAX UPLIFT RESISTANCE = 1/2 DL, DL = 0.2 1/2 DL = -. 0.10 KIPS FRICTION RESISTANCE USED = -0.08 KIPS TRY THE FOLLOWING FOOTING SIZE: WIDTH = 1.08 FEET LENGTH = 1.08 FEET DEPTH (D) = 1.00 FEET GRAVITY. CAPACITY = 1.67 KIPS O.K. > 1.20 KIPS UPLIFT CAPACITY = 1.47 KIPS O.K. > 1.40 KIPS CONCRETE VOLUME = 0.04 YD USE: 1.08' x 1.08' x 1.00' DEEP WITH 1- #3 (40 ksi) HAIRPIN (4' LONG AT EACH LEG) WITH 2 - #4 REBAR LONGITUDINAL STEEL * ' 2 - #4 REBAR TRANSVERSE STEEL * * MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE AND MAYBE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER' 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (S30) 809-1315 Fax: (530) 517-6020 DATE: 3/24/2016 JOB #: 1084 (15-B-27393) BY: WJN PAGE: 3 OF 15 GILBERT ENGINEERING r . CIVIL ENGINEERING/LAND SURVEYING DETERMINE STEEL REQUIRED IN FOOTINGS COLUMN FOOTING LOCATION: lA Pu = 1.7P = 2.4 KIPS UPWARD PRESSURE = 2040 PSF UNIFORM LOAD PER FOOT OF FOOTING.= 2.04 KIPS/FT. Mu = w (1/2 LENGTH OF FOOTING 2) / 2 = 0.30 . KIP-FT. 4/3 Mu = 0.40 KIP-FT. LONGITUDINAL STEEL TRY: 2 - #4 REBAR f'c = 2,500 PSI fy = 40,000 PSI As = 0.40 IN Z d = 9 IN b = 1.1 FT T = As(fy) = 16.00 KIPS T = C = .85(fc)(b)(a) = 27.5 a KIPS a= 0.58 mMn'= 0.9 * T (d - 0.5 * a) / 12 = 10.45 KIP-FT. > 4/3 Mu % OKAY CHECK ON CENTER SPACING OF STEEL IN FOOTING: FOR: 2 - #4 REBAR SPACING = 3.0 INCHES ON CENTER OKAY PER ACI 10.5.4 SPACING <= 18 INCHES ON CENTER *LONGITUDINAL STEEL IS DESIGNED AS ONE WAY BEAM :. THE TRANSVERSE STEEL WILL BE THE SAME AS THE LONGITUDINAL STEEL, WHICH IS CONSERVATIVE. HAIRPIN CALCULATIONS (Pu FROM ANCHOR BOLT DESIGN) Pu = 2.4 KIPS OUTTE COUNTY.N Fu = 40 KSI - BUILDING DIVIS (i" OVE® Ab = Pu/((.7S)*(J5)*(Fu)) = 0.107 SI REQUIRED BAR DIAMETER (d=((4*Ab)/n)^.5) d = 0.369 in �. Use #3 REBAR 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (S30) 517-6020 y • 1 I DATE: 3/24/2016 JOB #: 1084 (1S -B-27393) BY: WJN PAGE: 4 OF 1S VIPW GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING COLUMN FOOTING LOCATION: 1B ALLOWABLE SOIL BEARING VALUE = 1500 PSF BUTTE COUNTY BUILDING DIVISION MINIMUM FOOTING AREA R POVED A,. min = ,i r P'" 2.20 SF . Is A, actual > A, A, actual = 2.25 SF r YES MAXIMUM GRAVITY = 3.30 KIPS MAXIMUM UPLIFT= 2.00 KIPS THICKNESS OF CONCRETE SLAB = AREA OF SLAB USED TO RESIST UPLIFT = CONTINUOUS FTG.? (1=YES, 0=N0) _ DEPTH OF CONTINUOUS FOOTING = . WIDTH OF CONTINUOUS FOOTING = LENTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT = FRICTION RESISTANCE PER CBC TABLE 1804.2 = 4.00 50.00 1 12.00 12.00 8.00 130.00 INCHES SQ. FT. YES INCHES INCHES ' FEET PSF FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.5'= 0.00 FEET FOOTING AREA USED FOR FRICTION RESISTANCE _ 0.48 SQ. FT. UPLIFT RESISTANCE DUE TO FRICTION (MAX = 1/2 DL) = 0.06 KIPS • MAX UPLIFT RESISTANCE = 1/2 DL, DL = 0.4 1/2 DL = 0.20 KIPS FRICTION RESISTANCE USED = 0.06 KIPS TRY THE FOLLOWING FOOTING SIZE: WIDTH= FEET 1.50 LENGTH = 1.50 FEET DEPTH (D) = 1.00 FEET GRAVITY CAPACITY = 3.44 KIPS O.K. > 3.30 KIPS UPLIFT CAPACITY = 2.49 KIPS O.K. > 2.00 KIPS CONCRETE VOLUME = 0.08 YD3 - USE: 1.50' x 1.50' x 1.00' DEEP WITH 1- #3 (40 ksi) HAIRPIN (4' LONG AT EACH LEG) WITH 2 - #4 REBAR LONGITUDINAL STEEL* 2 - #4 REBAR TRANSVERSE STEEL* * MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE AND MAY BE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 DATE: 3/24/2016 JOB #: 1084 (15-B-27393) BY: WJN PAGE: 5 OF 15 POO W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING DETERMINE STEEL REQUIRED IN FOOTINGS 'COLUMN FOOTING LOCATION: 16 Pu = 1.7P = 3.4 KIPS UPWARD PRESSURE = 1511 PSF UNIFORM LOAD PER FOOT OF FOOTING = a .. 1.51 KIPS/FT. Mu = w (1/2 LENGTH OF FOOTING) / 2 = 0.43 KIP -FT. 4/3 Mu = 0.57 KIP -FT. LONGITUDINAL STEEL TRY: 2 - #4 REBAR f'c = 2,500 PSI fy = 40,000 PSI BUTTS COUNTY As = 0.40 IN BUILDING DIVISION d = 9 IN APPROVED b = 1.5 FT T = As(fy) = 16.00 KIPS T = C = .85(fc)(b)(a) = 38.3 a KIPS a= 0.42 (DMn=0.9*T(d-0.5*a)/12= 10.55 KIP -FT. > 4/3 Mu % OKAY CHECK ON CENTER SPACING OF STEEL IN FOOTING: FOR: 2 - #4 REBAR SPACING = 3.0 INCHES ON CENTER OKAY PER ACI 10.5.4 SPACING <= 18 INCHES ON CENTER *LONGITUDINAL STEEL IS DESIGNED AS ONE WAY BEAM % THE TRANSVERSE STEEL WILL BE THE SAME AS THE LONGITUDINAL STEEL, WHICH IS CONSERVATIVE. HAIRPIN CALCULATIONS (Pu FROM ANCHOR BOLT DESIGN) • Pu = 2.2 KIPS ,Fu = 40 KSI 'Ab = Pu/((.75)*(.75)*(Fu)) = 0.098 SI REQUIRED BAR DIAMETER (d=((4*Ab)/n)^.5) d (min) = 0.353 in Use #3 REBAR 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 DATE: 3/24/2016 JOB #: 1084 (15-B-27393) BY: WJN PAGE: 6'OF 15 W GILBERT ENGINEERING ' CIVIL ENGINEERING/LAND SURVEYING COLUMN FOOTING LOCATION: 1C BUTTE COUNTY • BUILDING DIVISION ALLOWABLE SOIL BEARING VALUE = 1500 PSF APPROVED MINIMUM FOOTING AREA /`1I' �" f� �0 A, min = 1.20 SF Is A, actual > A, min A, actual = 1.37 SF YES MAXIMUM GRAVITY = 1.80 KIPS MAXIMUM UPLIFT= 0.90 KIPS ' THICKNESS OF CONCRETE SLAB = AREA OF SLAB USED TO RESIST UPLIFT = CONTINUOUS FTG.? (1=YES, 0=N0) DEPTH OF CONTINUOUS FOOTING = WIDTH OF CONTINUOUS FOOTING = LENTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT = FRICTION RESISTANCE PER CBC TABLE 1804.2 = 4.00 25.33 1 12.00 12.00 8.00 130.00 INCHES SQ. FT. YES INCHES INCHES FEET PSF FTG. DEPTH USED FOR FRICTION RESISTANCE = DI -1.5'= 0.00 - FEET FOOTING AREA USED FOR FRICTION RESISTANCE _ -0.40 SQ. FT. UPLIFT RESISTANCE DUE TO FRICTION (MAX = 1/2 DL) _ -0.05 KIPS MAX UPLIFT RESISTANCE = 1/2 DL, DL = 0.1 1/2 DL = 0.05 KIPS FRICTION RESISTANCE USED = r -0.05 KIPS TRY THE FOLLOWING FOOTING SIZE: GRAVITY CAPACITY = 2.00 UPLIFT CAPACITY = 1.55 CONCRETE VOLUME = 0.05 WIDTH = 1.17 FEET LENGTH = 11.17 FEET DEPTH (D) = 1.00 FEET KIPS O.K. > 1.80 KIPS KIPS O.K. > 0.90 KIPS YD USE: 1.17' . x 1.17' x 1.00' DEEP WITH 1- #3 (40 ksi) HAIRPIN (4' LONG AT EACH LEG) WITH 2 - #4 REBAR LONGITUDINAL STEEL* 2 - #4 REBAR TRANSVERSE STEEL* * MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE AND MAYBE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER 140 Yellowstone Drive, Suite 110 Chico, CA 95973 •(530) 80971315 Fax: (530) 517-6020 r BATE: 3/24/2016 JOB #: 1084 (1S -B-27393) BY: WJN PAGE: 7 OF 15 ";'N, W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING ' DETERMINE STEEL REQUIRED IN FOOTINGS COLUMN FOOTING LOCATION: 1C BUTTE COUNTY BUILDING DIVISION APPROVED Pu = 1.7P = 1.5 KIPS UPWARD PRESSURE = 1118 PSF UNIFORM LOAD PER FOOT OF FOOTING = 1.12 KIPS/FT. Mu = w (1/2 LENGTH OF FOOTING z) / 2 = 0.19 KIP -FT. 4/3 Mu = 0.26 KIP -FT. LONGITUDINAL STEEL TRY: 2 - #4 REBAR f'c = 2,500 PSI fy = 40,000 PSI As = 0.40 INZ d = 9 IN , b = 1.2 FT ! T = As(fy) = 16.00 KIPS T = C = .85(fc)(b)(a) = 29.8 a KIPS a= 0.54 (DMn=0.9*T(d-0.5*a)/12= 10.48 KIP -FT. > 4/3 Mu' :. OKAY CHECK ON CENTER SPACING OF STEEL IN FOOTING: FOR: 2 - #4 REBAR SPACING = 3.0 INCHES ON CENTER OKAY PER ACI 10.5.4 SPACING <= 18 INCHES ON CENTER *LONGITUDINAL STEEL IS DESIGNED AS ONE WAY BEAM :. THE TRANSVERSE STEEL WILL BE THE - SAME AS THE LONGITUDINAL STEEL, WHICH IS CONSERVATIVE. ' HAIRPIN CALCULATIONS (Pu FROM ANCHOR BOLT DESIGN) , Pu = 2.4 KIPS Fu = 4011<51 Ab = Pu/((.7S)*(.7S)*(Fu)) = 0.107 SI , s REQUIRED BAR DIAMETER (d=((4*Ab)/n)^.S) d = 0.369 in Use #3 REBAR 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 , 0 DATE: 3/24/2016 JOB #: 1084 (15-B-27393) BY: WJN PAGE: 8 OF 15 ® W GILBERT ENGINEERING' CIVIL ENGINEERING/LAND SURVEYING k COLUMN FOOTING LOCATION: ` 2A & 2C BUTTE COUNTY- BUILDING DIVISION �C® ALLOWABLE SOIL BEARING VALUE 1500 PSF AppFt® G MINIMUM FOOTING AREA ' A, min = 3.80 SF Is A, actual > A, min A, actual = 5.06 SF YES MAXIMUM GRAVITY = 5.70 KIPS MAXIMUM UPLIFT= 3.50 KIPS THICKNESS OF CONCRETE SLAB = AREA OF SLAB USED TO RESIST UPLIFT = CONTINUOUS FTG.? (1=YES, 0=N0) _ DEPTH OF CONTINUOUS FOOTING = WIDTH OF CONTINUOUS FOOTING = LENTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT = -FRICTION RESISTANCE PER CBC TABLE 1804.2 = 4.00 59.00 1 12.00 12.00 8.00 130.00 INCHES SQ. FT. YES INCHES INCHES FEET PSF FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.5' = 0.00 FEET FOOTING AREA USED FOR FRICTION RESISTANCE _ 3.30 SQ. FT. UPLIFT RESISTANCE DUE TO FRICTION (MAX = 1/2 DL) _ 0.43 KIPS MAX UPLIFT RESISTANCE = 1/2 DL, DL = 0.9 1/2 DL, 0.45 KIPS FRICTION RESISTANCE USED = 0.43 KIPS • TRY THE FOLLOWING FOOTING SIZE: WIDTH = 2.25 FEET LENGTH = 2.25 FEET DEPTH (D) = 1.33 FEET GRAVITY CAPACITY = 8.02 KIPS O.K. > 5.70 KIPS UPLIFT CAPACITY = 3.52 KIPS O.K. > 3.50 KIPS . CONCRETE VOLUME = 0.25 YD USE: 2.25' x 2.25' x 1.33' DEEP WITH 1- #4 (60 ksi) HAIRPIN (4' LONG AT EACH LEG) WITH 2 - #4 REBAR LONGITUDINAL STEEL 2 - #4 REBAR TRANSVERSE STEEL * * MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE AND MAYBE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) S17-6020 a 11 DATE: 3/24/2016 • ' V IP COLUMN FOOTING LOCATION: JOB #: 1084 (1S -B-27393) BY: WJN W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING DETERMINE STEEL REQUIRED IN FOOTINGS 2A & 2C PAGE: 9 OF 15 BUTTE COUNTY BUILDING DIVISION - A DDIm i Pb = 1.7P = 6.0 KIPS UPWARD PRESSURE = 1175 PSF UNIFORM LOAD PER FOOT OF FOOTING = 1.18 KIPS/FT. Mu = w (1/2 LENGTH OF FOOTING2) /2-- 0.74 KIP -FT. 4/3 Mu = 0.99 KIP -FT. LONGITUDINAL STEEL TRY: 2 - #4 REBAR f'c = 2,500 PSI fy = 40,000 PSI As = 0.40 IN d = 13 IN t b = 2.3 FT ' T= As(fy) = 16.00 KIPS T = C = .85(fc)(b)(a) = 57.4 a` KIPS a= 0.28 (DMn=0.9*T(d-0.5*a)/12= 15.38 KIP -FT. > 4/3 Mu :. OKAY CHECK ON CENTER SPACING OF STEEL IN FOOTING: FOR: 2 - #4 REBAR SPACING = 5.0 INCHES ON CENTER OKAY PER ACI 10.5.4 SPACING <= 18 INCHES ON CENTER *LONGITUDINAL STEEL IS DESIGNED AS ONE WAY BEAM :. THE TRANSVERSE STEEL WILL BE THE SAME AS THE LONGITUDINAL STEEL, WHICH IS CONSERVATIVE. HAIRPIN CALCULATIONS (Pu FROM ANCHOR BOLT DESIGN) Pu = 5.2 KIPS Fu = 60 KSI Ab = Pu/((.7S)*(.7S)*(Fu)) = 0.154 SI REQUIRED BAR DIAMETER (d=((4*Ab)/n)^.S d = 0.443 in Use #4 REBAR 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 A. r DATE: 3/24/2016 JOB #: 1084 (1S -B-27393) BY: WJN PAGE: 10 OF 1S W GILBE TE INEERING � RT NG a CIVIL ENGINEERING/LAND SURVEYING • COLUMN FOOTING LOCATION: 3A BUTTE COUNTY E31,10LpING DIVISION ALLOWABLE SOIL BEARING VALUE = 1500 PSF APPROVED MINIMUM FOOTING AREA A, min = 1.60 SF Is A, actual > A, min A, actual = 1.77 SF YES -� MAXIMUM GRAVITY = 2.40 KIPS MAXIMUM UPLIFT = 1.20 KIPS THICKNESS OF CONCRETE SLAB AREA OF SLAB USED TO RESIST UPLIFT = 41 CONTINUOUS FTG.? (1=YES, 0=N0) _ DEPTH OF CONTINUOUS FOOTING = WIDTH OF CONTINUOUS FOOTING = LENTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT = FRICTION RESISTANCE PER CBC TABLE 1804.2 = 4.00 26.66 1 12.00 12.00 8.00 130.00 INCHES SQ. FT. YES INCHES INCHES FEET PSF FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.5'= 0.00 FEET FOOTING AREA USED FOR FRICTION RESISTANCE = 0.00 SQ. FT. UPLIFT RESISTANCE DUE TO FRICTION (MAX = 1/2 DL) _ . 0.00 KIPS MAX UPLIFT RESISTANCE = 1/2 DL, DL = 0.3 1/2 DL = 0.15 KIPS FRICTION RESISTANCE USED = 0.00 KIPS TRY THE FOLLOWING FOOTING SIZE: WIDTH = 1.33 FEET LENGTH = 1.33 FEET DEPTH (D) = 1.00 FEET GRAVITY CAPACITY = 2.65 KIPS O.K. > 2.40 KIPS UPLIFT CAPACITY = 1.68 KIPS O.K. > 1.20 KIPS CONCRETE VOLUME = 0.07 YD USE: 1.33' x 1.33' x 1.00' DEEP WITH 0 - #4 (40 ksi) NO HAIRPIN NEEDED (NO HORIZONTAL FORCES) WITH 2 - #4 REBAR LONGITUDINAL STEEL 2 - #4 REBAR TRANSVERSE STEEL * MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE AND MAYBE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER 140 Yellowstone Drive, Suite 110 Chico, CA 9S973 (S30) 809-1315 Fax: (S30) S17-6020 n DATE: 3/24/2016 JOB #: 1084 (1S -B-27393) BY: WJN PAGE: 11 OF 15 W GILBERT ENGINEERING. CIVIL ENGINEERING/LAND SURVEYING DETERMINE STEEL REQUIRED IN FOOTINGS COLUMN FOOTING LOCATION:. 3A BUTTE COUNTY BUILDING DIVISION AppROVED Pu = 1.7P = 2.0 KIPS UPWARD PRESSURE _ 1153 PSF UNIFORM LOAD PER FOOT OF FOOTING 1.15 KIPS/FT. Mu = w (1/2 LENGTH OF FOOTING)/ 2 = 0.26 KIP -FT. 4/3 Mu = 0.34 KIP -FT: LONGITUDINAL STEEL TRY: - 2 - #4 REBAR - f'C = 2,500 'PSI fy = 40,000 PSI As = 0.40 IN d = '9 IN b = 1.3 FT , T = As(fy) _ 16.00 KIPS T = C= .85(fc)(b)(a) _ 33.9 a KIPS a= 0.47 (DMn = 0.9 * T (d - 0.5 * a) / 12 = 10.52 KIP -FT. > 4/3 Mu :. OKAY CHECK ON CENTER SPACING OF STEEL IN FOOTING: FOR: 2 - #4 REBAR SPACING = 3.0 INCHES ON CENTER . OKAY PER ACI 10.5.4 SPACING <= 18 INCHES ON CENTER *LONGITUDINAL STEEL IS DESIGNED AS ONE WAY BEAM :. THE TRANSVERSE STEEL WILL BE THE SAME AS THE LONGITUDINAL STEEL, WHICH IS CONSERVATIVE.. HAIRPIN CALCULATIONS (Pu FROM ANCHOR BOLT DESIGN) Pu = 0.0 KIPS Fu = 40 KSI Ab = Pu/((.7S)*(.75)*(Fu)) = 0.000 SI REQUIRED BAR DIAMETER (d=((4*Ab)/n)^.5)r d = 0.000 in Use NO REBAR 140 Yellowstone Drive, Suite 110 Chico, CA 95973 - " (530) 809-1315 Fax: (530) 517-6020 u DATE: 3/24/2016 JOB #: 1084 (15-B-27393) BY: WJN W GILBERT ENGINEERING ` CIVIL ENGINEERING/LAND SURVEYING COLUMN FOOTING LOCATION: 3B ALLOWABLE SOIL BEARING VALUE= 1500 PSF MINIMUM FOOTING AREA PAGE: 12 OF 15 SUTTF COUNTY BUILDING DIVISION APPROVE® A, min = 4.33 SF Is A, actual > A, min : A, actual = 5.43 SF YES MAXIMUM GRAVITY = 6.50 KIPS MAXIMUM UPLIFT = 3.60 KIPS THICKNESS OF CONCRETE SLAB = AREA OF SLAB USED TO RESIST UPLIFT = CONTINUOUS FTG.? (1=YES, 0=N0) _ DEPTH OF CONTINUOUS FOOTING = WIDTH OF CONTINUOUS FOOTING = LENTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT = FRICTION RESISTANCE PER CBC TABLE 1804.2 = 4.00 60.00 1 12.00 12.00 8.00 130.00 INCHES SQ. FT. YES INCHES INCHES FEET PSF FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.5'= 0.00 FEET FOOTING AREA USED FOR FRICTION. RESISTANCE = 3.66 SQ. FT. UPLIFT RESISTANCE DUE TO FRICTION (MAX = 1/2 DL) = 0.48 KIPS MAX UPLIFT RESISTANCE = 1/2 DL, DL = 0.8 1/2 DL = 0.40 KIPS FRICTION RESISTANCE USED = 0.40 KIPS TRY THE FOLLOWING FOOTING SIZE: WIDTH = 2.33 FEET LENGTH = 2.33 FEET DEPTH (D) _. 1.42 FEET GRAVITY CAPACITY = 8.54 KIPS O.K. > 6.50 KIPS UPLIFT CAPACITY = 3.61 KIPS ' O.K. > 3.60 KIPS CONCRETE VOLUME = 0.29 YD USE: 2.33' x 2.33' x 1.42' DEEP WITH 1- #3 (40 ksi) HAIRPIN (4' LONG AT EACH LEG) WITH 2 - #4 REBAR LONGITUDINAL STEEL 2 - #4 REBAR TRANSVERSE STEEL * MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE AND MAYBE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER 140 Yellowstone Drive, Suite 110 Chico, CA 95973. (530) 809-1315 Fax: (S30) 517-6020 .'DATE: 3/24/2016 JOB #: 1084 (15-B-27393) BY: WJN PAGE: 13 OF 15 WOO. W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING DETERMINE STEEL REQUIRED IN FOOTINGS COLUMN FOOTING LOCATION: 36 i3UjjF CO�JNTY gUILDING DNISION Pu = 1.7P = 6.1 KIPS UPWARD PRESSURE = 1127 PSF UNIFORM LOAD PER FOOT OF FOOTING = 1.13 KIPS/FT. Mu = w (1/2 LENGTH OF FOOTING2)/ 2 = 0.77 KIP-FT. 4/3 Mu = 1.02 KIP-FT. LONGITUDINAL STEEL TRY: 2 - #4 REBAR r f'c = 2,500 PSI fy = 40,000 PSI As = 0.40 IN Z d = 14 IN b = 2.3 . FT T = As(fy) = 16.00 KIPS T = C = .8S(fc)(b)(a) = 59.4 a KIPS a= , 0.27 (DMn=0.9*T(d-0.5*a)/12= 16.69 KIP-FT. > 4/3 Mu,:. OKAY CHECK ON CENTER SPACING OF STEEL IN FOOTING: FOR: 2 - #4 REBAR SPACING = 5.5 INCHES ON CENTER OKAY PER ACI 10.5.4 SPACING <= 18 INCHES ON CENTER *LONGITUDINAL STEEL IS DESIGNED AS ONE WAY BEAM :. THE TRANSVERSE STEEL WILL BE THE SAME AS THE LONGITUDINAL STEEL, WHICH IS CONSERVATIVE. HAIRPIN CALCULATIONS (Pu FROM ANCHOR BOLT DESIGN) Pu = 2.2 KIPS Fu = 40 KSI Ab = Pu/((.7S)*(.75)*(Fu)) _ 0.098 SI REQUIRED BAR DIAMETER (d=((4*Ab)/n)^.5) r' d= 0.353 in Use #3 REBAR 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 a DATE: 3/24/2016 JOB #: 1084 (15-B-27393) BY: WJN PAGE: 14 OF 15 W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING " COLUMN FOOTING LOCATION: 3C y SUM COUNTY BUILDING (DIVISION ALLOWABLE SOIL BEARING VALUE = 1500 PSF APPROVED A, min = A, actual = MAXIMUM GRAVITY = MAXIMUM UPLIFT= MINIMUM FOOTING AREA 1.27 SF Is A, actual > A, min 2.25 SF f YES 1.90 KIPS 1.70 KIPS THICKNESS OF CONCRETE SLAB = AREA OF SLAB USED TO RESIST UPLIFT = CONTINUOUS FTG.? (1=YES, 0=N0) _ DEPTH OF CONTINUOUS FOOTING = WIDTH OF CONTINUOUS FOOTING = LENTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT = FRICTION RESISTANCE PER CBC TABLE 1804.2 = 4.00 28.00 1 12.00 12.00 8.00 130.00 INCHES SQ. FT. YES INCHES INCHES FEET PSF FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.5'= 0.00 FEET FOOTING AREA USED FOR FRICTION RESISTANCE = 0.48 SQ. FT. UPLIFT RESISTANCE DUE TO FRICTION (MAX = 1/2 DL) = 0.06 KIPS MAX UPLIFT RESISTANCE = 1/2 DL, DL = 0.1 1/2 DL = 0.05 KIPS FRICTION RESISTANCE USED = 0.05 KIPS TRY THE FOLLOWING FOOTING SIZE: WIDTH = 1.50 FEET LENGTH = 1.50 FEET " DEPTH (D) = 1.00 FEET GRAVITY CAPACITY = 3.43 KIPS O.K. > 1.90 KIPS UPLIFT CAPACITY = 1.81 KIPS 0. K. > 1.70 KIPS CONCRETE VOLUME = 0.08 YD USE: 1.50' x 1.50' x 1.00' DEEP WITH 1- #3 (40 ksi) HAIRPIN (4' LONG AT EACH LEG) WITH 2 - #4 REBAR LONGITUDINAL STEEL 2 - #4 REBAR TRANSVERSE STEEL * * MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE AND MAYBE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 L y DATE: 3/24/2016 JOB #: 1084 (15-B-27393) BY: WJN PAGE: 15 OF 15 LBE W ® GI RT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING DETERMINE STEEL REQUIRED IN FOOTINGS COLUMN FOOTING LOCATION: 3C BUTTE COUNTY . BUILDING 01VISION . . APPROVED Pu = 1.7P = 2.9 KIPS . UPWARD PRESSURE = 1284 PSF 'UNIFORM LOAD PER FOOT OF FOOTING = 1.28 KIPS/FT. Mu = w (1/2 LENGTH OF FOOTING Z) / 2 = 0.36 KIP -FT. 4/3 Mu = 0.48 KIP -FT. LONGITUDINAL STEEL TRY: 2 - #4 REBAR , f'c = 2,500 PSI ' fy = 40,000 PSI' As = 0.40 IN z d= 9 IN' b = 1.5 FT T = As(fy) = 16.00 KIPS T = C = .85(fc)(b)(a) = 38.3 a KIPS a= 0.42 (DMn=0.9*T(d-0.5*a)/12= 10.55 KIP -FT. > 4/3 Mu OKAY CHECK ON CENTER SPACING OF STEEL IN FOOTING: FOR: 2 - #4 REBAR SPACING = 3.0 INCHES ON CENTER OKAY PER ACI 10.5.4 SPACING <= 18 INCHES ON CENTER *LONGITUDINAL STEEL IS DESIGNED AS ONE WAY BEAM :. THE TRANSVERSE STEEL WILL BE THE SAME AS THE LONGITUDINAL STEEL, WHICH IS CONSERVATIVE. HAIRPIN CALCULATIONS (Pu FROM ANCHOR BOLT DESIGN) Pu = 1.4 KIPS , Fu = 40 KSI , Ab = Pu/((.7S)*(.75)*(Fu)) = 0.062 SI REQUIRED BAR DIAMETER (d=((4*Ab)/n)^.5) d = 0.281 in Use #3 REBAR 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 1 Butte County.Fere Department Fire Prevention Bureau 176 Nelson Avenue Oroville, CA 95965 Office (530) 538-7888 Fax (530) 538-2105 www.buttecounty.net/fire . STATEMENT OF INTENDED USE Various process and situations in commercial -and industrial establishments -can create fire and life safety.hazards. In order to provide a reasonable degree of safety to life and property, specific requirements have been established in the Fire, Building, and Life Safety Codes. To help us determine what particular laws apply to your business, .please provide the following information: PART I — Building Information Business Business Number of Buildings:�_Type of Constru PART II — Questionnaire 1. Will your store or handle an aggregate quantity aerosol products in excess of 500 lbs.? 2. Will you install or operate a stationary lead -acid battery system more than 100 gallons? 3. Will you produce dust or loose combustible fibers in excess of 100 cubic feet? 4. Will you be storing more than 2500 cubic feet of combustible materials (boxes, rubber)? 5. Will you store, handle or use compressed -gases? (Table 105.6.8) 6. Will you produce, store or handle cryogens? (Table 105.6.10) Square footage: f ego 7. Will you engage in the business of dry cleaning? 8. Will you conduct an operation which produces combustible dusts (i.e. flour, magnesium) 9. Will you have any explosives or blasting agents? 10. Will you store, handle, use or dispense flammable or combustible liquids? 11. Will you store, transport on site, dispense, use or handle hazardous materials? (Table 105.6.20) 12. Will you have over 500 square feet of high -piled combustible storage? (>12 feet) 13. Will you store, handle or use liquefied petroleum gases? (LPG) , 14. Will you melt, cast, heat treat or grind more than 10 lbs. of magnesium? 1 15. Will you have a motor vehicle fuel -dispensing station? 1 of 3 Yes , No YES NOo 16. Will you manufacture more than 1 gallon of organic coating per day? 17. Will you operate an industrial baking or drying oven? [ ] 18. Will you operate a place of assembly (Drinking, Dining, Gathering) for more than 50 people? [ ] 19. Will you store or handle radioactive materials? [ ] 20. Will you have a refrigeration system with >220 lbs. Group Al or >30 pounds of any other refrigerant? 21. Will you operate a repair garage for servicing or repairing automobiles? 22. Will you be conducting hot work? (welding, cutting or use flame producing devices or torches) [ ] x\ 23. Will you apply flammable or combustible liquids? (Spray booth, Dip tank, Powder Coating, Rolling) [ ] [ 24. Will you store over 1000 cubic feet -of tires in an outside area? [ ] 1>6 25. Will you store, lumber, wood chips, hogged material or plywood in excessof 200 cubic feet? 26. Is your building equipped with automatic fire sprinklers? If YES then: [ j a) Calculated sprinkler system GPM/SgFt Design Area (i.e. .3/3000) (Density and certification information can usually be found labels on the main sprinlder system riser for each system) b) Pipe Schedule (non -calculated) sprinkler system, Date system installed c) Early Suppression Fast -Response (ESFR) sprinkler system PSI d) Other type Sprinkler System —list type and location: e) Date of last sprinkler system 5 year certification (Title 19 CCR): f) Fire sprinkler alarm monitoring company: 27. Is your building equipped with automatic fire detection? (smoke detector, heat detector, manual pull) [ j yj a) .Date of last alarm system certification: b) Alarm monitoring company: 28. Number of employees: 29. Hours of operations: 1S d`[A To S S 30. In a few brief sentences describe how the building will be used and what processes or operations will'take place inside (i.e. Storage of chemicals with some filling of containers for use, moderate to heavy welding with assembling and fabrication of metal parts, powder coating and painting, etc.) 2of3 PART III — Fire Extinguisher Requirements [ J Light Hazard occupancy (office, classrooms, medical offices, etc.)"Provide;a minimum of (1).2A10BC rated fire extinguisher mounted in an accessible conspicuous area. One extinguisher is required for every 6000 square feet and the travel distance to a fire extinguisher shall not exceed 75 feet from any point. `[`J Ordinary Hazard occupancy (mercantile storage, dining areas, and display, warehouses, light manufacturing) Provide a minimum of (1) 2A20BC rated fire extinguisher mounted in an accessible conspicuous area. One extinguisher is required for every 3000 square feet and the travel distance to a fire, extinguisher shall not exceed 75 feet from any point. (] Extra Hazard Occupancy (Hazardous Materials, flammable liquid, vehicle repair, cooking. areas, woodworking .uses) Provide,a minimum of (1) 2A40BC rated fire extinguisher mounted in an accessible conspicuous area. One extinguisher is required for every 2000 square feet -and the travel distance to a fire extinguisher shall not exceed 50 feet from any point. , [ j Kitchen Hood System — One 40B,fire extinguisher (no "A or C" rating shall be mounted near kitchen hood system) {ABC multi-purpose fire extinguishers may compromise the m fixed kitchen hood systems) 1�g016 NOTE:These are typical minimum requirements. More fire .extinguishers may be required due to special operations or processes being used. For example: .spray booths, special electrical hazards, exotic metals, and other situations will require increased protection. PART IV — High Piled Combustible Storage In Chapter 32 of the California Fire Code, high piled combustible storage is defined as: Storage of combustible materials. [product and/or packaging] in closely packed piles (floor storage) or combustible materials on pallets, in racks, or on shelves where the top of storage is greater than 12 feet in height. High piledcombustible storage also includes certain high hazard commodities, such as rubber tires, group A plastics, flammable liquids, idle pallets, and similar commodities, where the top of the storage is greater than 6 feet in height. It is very important to contact the Fire Department prior to consideration of storing high -piled combustible storage. Many of the permit requirements must be built into your building. If your building isnot approved for high -piled combustible storage it may be cost prohibitive. For example if you have a pipe schedule sprinkler system — no high piled storage is permitted until the system is calculated. Securing a design professional is recommended to assist you with the code requirements L) THIS BUILDING WILL NOT BE USED FOR HIGH -PILED COMBUSTIBLE STORAGE. f 1 THIS BUILDING WILL BE USED FOR HIGH -PILED COMBUSTIBLE STORAGE. THIS BUILDING IS A SPECULATION BUILDING WITHOUT A TENANT AT THIS TIME. *TO OBTAIN FIRE DEPARTMENT APPROVAL YOU MUST SUBMIT THIS COMPLETED FORM WITH THE BUILDING PERMIT APPLICATION Name:' Sig 3of3 Date: BUTTE COUNTY PHYLLIS L. MURDOCK, DIRECTOR ® MARK A. LUNDBERG, M.D., M.P.H., HEALTH OFFICER / - WWW.BUTTECOUNTY.NET/PUBLICHEALTH ENVIRONMENTAL HEALTH DIVISION PUBLIC HEALTH HAZARDOUS MATERIALS AND EMISSIONS QUESTIONNAIRE (A BUILDING PERMIT CANNOT BE APPROVED WITHOUT THIS COMPLETED FORM) PROJECT ADDRESS L A.P. # FIRM NAME APPLICANTS ADDRESS g Z2— ,�� CITY, STATE, ZIP e��Ile�60 NATURE OF BUSINESS CONTACT PERSON PHONE NUMBER2MN TRAKIT NUMBER (for official use only) 1. Does your business or that of your tenants handle, store, or transport hazardous materials? NO YES NOTE: Hazardous materials are defined as any material that, because of its quantity, concentration, or physical or chemical characteristics, poses a significant present or potential hazard to human health and safety or to the environment if released into the workplace or the environment.. "HAZ- ARDOUS MATERIALS" include, but are not limited to: hazardous chemicals, hazardous waste,. paints, oils, lubricants, fuels, flammables, combustibles, corrosives, gases, and any material which a handler or the administering agency has a reasonable basis for believing to be injurious to the health and.safety of persons or harmful to the environment if released. 2. Do you or will your future tenants handle, store, or transport 55 gallons, 500 you s, r 200 cubic feet (at standard temperature or pressure), of formulation containing hazardous materials? NO (� YES ( ) or Do you or will your prospective tenants plan to handle hazardous chemicals classified as Regulated Substances above threshold quantities identified in California Code of Regulations. Title 19, Ch. 4.5, sec. 2770.5, Tables 1-3? If you answer YES to 1 or 2, contact Butte County Division of Environmental Health at (530) 538-7281 for a review of the project. 3. Is the busi ss/facility/operation to be located within 1,000 feet of the outer boundary of a school or a school site? NO (� YES ( ) IF YES, name of school: 4. Does the business/facility/op r tion have the potential to emit any air pollutants: e.g. dust, soot, odors, fumes, vapors, or other volatile compounds? NO YES IF YES, contact the Butte County Air Quality Management distric 2882 for permit requirements. Owner or Authorized Company Representativ Date�, 41 Z BCEHlY BCAQMD (lure) F7F-1 The applicant has met or is meeting the applicable requirements of Section 25505, 25533 and 25534 of the Health and Safety code and the requirements for a permit from the Butte County Air Quality Management District. The above regulations DO NOT apply to this facility. BCEHD Signature Date BCAQMD Signature Date WHITE — Building Dept YELLOW — Environmental Health PINK — BCAOMD GOLDENROD - Fire Dept 05/09 TEL- 530.538.7281 202 MIRA LOMA DRIVE FAX- 530.538.5339 OROVILLE, CA 95965 OUR MISSION IS TO PROTECT THE PUBLIC THROUGH PROMOTING INDIVIDUAL,.COMMuNITY AND ENVIRONMENTAL HEALTH DESIGN PACKAGE BUILDER: VISE COMPANY CUSTOMER: MONAGO JOB NUMBER: 15-B-27393 BUTTE COUNTY TABLE OF CONTENTS APR 2 S 2016 r Original Design Completed thru Change Order # 0 Revision History DEVELOPMENT SERVICES 1816- 0SQ&-� RECEIVED f MAY 0 3 2013 TRB AND ASSOCIATES REVIEWED FOR CODE COMPLIANCE AUG 0 3 2016 TRB AND ASSOCIATES Update Date Rev # Reactions Reason for Revision Pages Revised Revised Eng. Project Engineer: Srikanth Sikha (Fairview) Checking Engineer_ Edupaganti Srineela Signing Engineer: Rick F. Williamson, P.E. PERMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE qOMPLIANCE DATE Page Design Criteria 1-3 Building Sketch 4 Design Summa 5-11 Design loads and reactions 12-21 Seismic design 21-23 r Original Design Completed thru Change Order # 0 Revision History DEVELOPMENT SERVICES 1816- 0SQ&-� RECEIVED f MAY 0 3 2013 TRB AND ASSOCIATES REVIEWED FOR CODE COMPLIANCE AUG 0 3 2016 TRB AND ASSOCIATES Update Date Rev # Reactions Reason for Revision Pages Revised Revised Eng. Project Engineer: Srikanth Sikha (Fairview) Checking Engineer_ Edupaganti Srineela Signing Engineer: Rick F. Williamson, P.E. PERMIT BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE qOMPLIANCE DATE March 15, 2016 VISE COMPANY 6306 County Road 24, Orland, California 95963 15-B-27393 MONAGO 6306 County Road 24, Orland, California 95963 30'-0" x 30'-0" x 10'-0" To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Ceco Building Systems. The attached design criteria information is to remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of Ceco Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Ceco Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially, Ceco Buildin Systems Materialsr)Metal Buildings An NCI Co Xpan Rick Williamson -Mar 17 2016 9:4 =� BUTTE COUNTY �,r ilia, son, P. E. Q�j® BUILDING DIVISION ager f Engineering �<� � � ��j, (�� APPROVE® 15-B-27393 Page 1 of 2 305 North Iris Street, P.O. Box 72, Mt. Pleasant, IA 52641-3118 Building Code ....................... CBC 13 Risk Category ........................ II - Normal Roof Dead Load Superimposed .................... 2.000 psf Collateral ...................... 0.500 psf Roof Live Load ....................... 15/20.00 psf Snow Ground Snow Load (Pg).......... 7 0.0000 psf Snow Load Importance Factor (Is) 1.0000 Flat Roof Snow Load (Pf)........ 0.0000 psf Snow Exposure Factor (Ce)....... 1.00 Thermal Factor (Ct)............. 1.00 Wind area. ACCREDITED 'AC.472 Phone: (319) 217-4000 Fax: (319) 217-4178 Ultimate Wind Speed ................ 110 mph Nominal Wind Speed (Vasd).......... 85 mph (IBC Section 1609.3.1) Wind Exposure Category ......... C Internal Pressure Coef (GCpi) 0.18/-0.18 Loads for components not provided by building manufacturer Corner Areas 24.171 psf pressure -32.167 psf suction Other Areas 24.171 psf pressure -26.185 psf suction These values are the maximum values required based on a 10 sq ft Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category......... D Soil Site Class ................. D Stiff Soil Ss........ ........ .......... 0.5920 g Sds ..... 0.5235 g S1 ............................. 0.2597 g Shc ..... 0.3250 g Analysis Procedure .............. Equivalent Lateral Force Column Line All All(Front) All(Back) Basic Force Resisting System C4 B3 B3 Response Modification Coefficient (R) 3.25 3.25 3.25 System Over -Strength Factor (Omega) 3.0000 2.0000 2.0000 Seismic Response Coefficient (Cs) 0.161 0.161 0.161 Design Base Shear in kips (V) Transverse 1.00 Longitudinal 0.85 Basic Structural System (from ASCE 7-10 Table 12.2-1) H - Steel System not Specifically Detailed for Seismic Resistance C'4 - Steel Ordinary Moment Frames B3 - Steel Ordinary Concentric Braced Frames G2 - Cantilevered Column System guTTEBIjILOING pNIgION APPR ED 15-B-27393 Page 2 of 2 J 0 0 Z G) oho rn - A in 15-B-27393 Framing Layout 3/15/16 15-B-27393 FRAMING SUMMARY: Roof 3/15/16 3:51am PURLIN LAYOUT: ' -------------- Surface Purlin Surf Ext Stub-Purlin Total Peak-Set_Space- Id Type Left Right Left RightRows Space Space- Row _. 2 ZB 0.00 0.00 N N 3 1.33 4.57 3 3 ZB 0.00 0.00 N N 3 1.33 4.57 3 PURLIN LOCATION: ---------------- Surface Purlin Surf Id Id Offset Space- 2 1 4.57 4.57 2 9.15 4.57 3 13.72 4.57 15.05 1.33 3 1 1.33 1.33 2 5.91 4.57 3 10.48 4.57 15.05 4.57 PURLIN & EAVE STRUT: -------------------- Surface Bay -Purlin Lap- IS Flg' Eave Id Id Part Left Right Strap Strut ------- ----------- 2 1 8X25Z16 ------ ------ ------ 1.33 0 -------- 8ES11,14 2 8X25Z16 1.33 0 8ES11,14 3 1 8X25Z16 1.33 0 8ES1L14 2 8X25216 1.33 0 8ES11,14 ROOF BRACING: ------------- Bay Attach Locate ,Id Start End Type Part Dia 1 0.00 15.00 Cable WC4 0.250 15.00 30.00 Cable WC4 0.250 BOLT AT EAVE STRUT: ------------------- Wall Frame _Line Lap ------- Bolt -Size ------ Id Id Type Plat e. No. Type Dia Washer 2 1 EW - 2 A325 0.500 0 2 2' RF N 2 3 EW - 2 A325 2 A325 0.500 0 0.500 0 • BUTTE COUNTY 4 1 EW - 2 A325 0.500 0 BUILDING 01VISION 4 2 RF N 2 A325 0.500 0 E® 4 3 EW - 2 A325 0:500 0 Ap p R®V PURLIN ANTI -ROLL: --------------- Surf Line Ds ARoll No. t Id Id AntiRoll Type Id Purlin Purlin Id 2 L_EW Clip w/gusset @001 1 3 2 RF Clip w/gusset @004 1 3 2 R_EW Clip w/gusset @001 1 3 3 L_EW Clip w/gusset @001 1 1 3 RF Clip w/gusset @004 1 1 3 R_EW Clip w/gusset @001 1 1 15-B-27393 FRAMING SUMMARY: Left Endwall 3/15/16 3:51am -------------------=-------------------------------=---------------------------- RAFTER: Surf Id Id Part Length ------ ------------ ------ r Rafl 2 8F25C13 15.05 Raf2 3 8F25C13 15.05 RAFTER SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt --- Top --- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -- ------ ---- ----- ----- ----- ----- ----- --------- --- ----- 3 0.00 M 3.50 0.375 A325 0.625 0.00 2 4.00 2 4.00• COLUMN: Grid Base Id Offset "•Line Part Length Elev Coll 0.67 C 8F25C14 8.70 0.00 Co12 6.00 B 8F25C16 9.14 0.00 Co13 29.33 A 8F25C14 8.70 0.00 BASE PLATE: ----------Plate-------- -- Anchor Bolt----- Base_Clip_Bolts Id Type Width Length Thick -Type Dia Gage Row No. Type Dia ------ ---- ----- ------ ----- ----- ----- ----- --- --- ----- ----- Coll EB 7.00 8.00 0.250 GR36 0.625 3.00 1 0 Co12 EB 7.00 8.00 0.250 GR36 '0.625 3.00 1 0 Co13 EB 7.00 8.00 0.250 GR36 0.625 .3.00 1 0 CAP PLATE: ---------- i -----Bolts----- BUTTE �iQUNiY Id No. Type Dia ------ --- ----- ----- BUILDING DIVISION Coll 4 A325 0.500 APPROVED Co12 9 A325 0.500 ,j'� Co13 4 A325 0.500 GIRT LAYOUT: ------------ Bay Bay -Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot 1 3.75 ZF 8X25Z16 0.00 6.00 Col Col 0.00' 0.00 D 7.50 ZF 8X25Z16 0.00 6.00 Col Col 0.00 0.00 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 2 7.50 ZF 8X25Z13 0.00 24.00 Col Col 0.00 0.00 D GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1 2 0 0 s WALL'BRACING: ------------- Bay Brace Height IdBot Top Type Part Dia _. 1 0.00 3.75 Cable WC4 0.250 3.75 9.14 Cable WC4 0.250 15-B-27393 FRAMING SUMMARY: Right Endwall 3/15/16 3:51am ----------------------------------------------------------------------=--------- -------------------------------------------------------------------------------- RAFTER: Surf Id Id Part Length Rafl 2 10F35C12 15.05 Raft 3 10F35C12 15.05 RAFTER SPLICE: -------------- -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- �.-•..Id.Locat�e Type Width Thick Type Dia Sage Row Space Row Space -- ------ ---- ----- ----- ----- ----- ----- --- ----- --- ----- 3 0.00 M 3.50 0.375 A325 0.625 0.00 2 4.00 2 4.00 COLUMN: Grid Base Id Offset Line Part Length Elev Coll 0.67 A '8F25C14 8.53 0.00 Co12 24.00 B 8F25C16 8.97 0.00 Co13 29.33 C 8F25C19 8.53 0.00 BASE PLATE:., ----------Plate-------- -----Anchor—Bolt --- Base_Clip_Bolts Id Type Width Length Thick Type Dia Gage Row No. Type Dia --=--- ---- ----- ------ ----- ----- ----- ----- --- --- ----- ----- Coll EB 7.00 8.00 0.250 GR36 0.625 3.00 1 0, Co12 EB 7.00 8.00 0.250 GR36 0.625 3.00 1 0 Co13 EB 7.00 8.00 0.250 GR36 0.625 3'.00 1 0 CAP PLATE: ---------- -----Bolts---- BUTTE COUNTY-- .Id No. Type Dia BUILDING DIVISION Coll 4 A325 .0 500 APPROVE Co12 4 A325 0.500 Co13 4 A325 0.500 GIRT LAYOUT:' -'---------- J Bay Bay_Offset --Support- ----Lap=--- Flg Id Locate Type .,Part Start End Left Right Left Right Rot 1 7.50 ZF 8X25Z13 0.00 24.00 Col Col- 0.00 0.00 D 2 3.75 ZF 8X25Z16 0.00 6.00 .Col Col 0.00 0.00 D 7.50 ZF 8X25Z16 0.00 6.00 Col Col 0.00 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 0 0 WALL BRACING: ' ------------- -Bay Brace Height , Id Bot Top Type Part Dia -2 0.00 3.75 Cable WC4 0.250 3.75 8.97 Cable WC4 0.250 15-B-27393 FRAMING SUMMARY: Front Sidewall -------------------- 3/15/16 3:51am 1 GIRT LAYOUT: i Bay Bay Offset --Support- .----Lap---- Flg Id Locate Type Part Start End Left.Right Left Right Rot 1 7.50 ZB 8X25Z16 0.00 10.00 Col Col 0.00 1.33 D 2 7.50 ZB 8X25Z16 0.00 20.00 Col Col 1.33 0.00 D GIRT INSIDE FLANGE BRACE: -------------------- No._Brace/Bay 1 2 WALL ------------- BRACING: 'Bay Brace Height Id Bot Top Type Part Dia 1 0.00 10.00 Cable WC4 0.250' -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 15-B-27393 FRAMING SUMMARY: Back Sidewall 3/15/16 3:51am GIRT ------------ LAYOUT: Bay Bay Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot --- 1 ------ 7.50 ------------ ZB 8X25Z16 ----- ----- 0.00 20.00 Col Col 0.00 1.33 D BUTTE COUNTY --- ------ ------------ ----- ----- BUILDING D`V'S10 2 7.50 ZB 8X25Z16 0.00 10.00 Col Col 1.33 '0.00 D VED GIRT INSIDE FLANGE BRACE: hppR 0 ------------------------- No. Brace/Bay 1_ 2 0 0 WALL BRACING: Bay Brace Height Id Bot Top Type Part Dia 2 0.00 10.00 Cable WC4 0.250 15-B-27393 FRAMING SUMMARY: Rigid Frame 1 3/15/16 3:51am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LAYOUT: Type RF No. Line 1 Frame Line Id 2 Grid Line Id 2 l MEMBER: Surf Mem Seg Flange Flange-Web_Depth- -Plate-Thickness- Id Id Id Part Length Width Start End web 0-flg I-flg 1 1 1 9.35 5.00 9.00 12.00 0.134 0.250 0.250 2 2 2 8.39 5.00 8.00 8.00 0.134 0.250 0.250 2 2 3 5.00 5.00 8.00 8.00 0.134 0.250 0.250 3 3 4 5.00 5.00 8.00 8.00 0.134.0.250 0.250 3 3 5 8.39 5.00 8.00 8.00 0.134 0.250 0.250 4 4 6 9.35 5.00 12.00 ,9.00 0.134 0.250 0.250 SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- Bottom - Id Locate Type width Thick Type Dia Gage Row Space Row Space 2 '0.00 VEE.; 6.00 0.375 A325 0.750 3.00 2 4.00 2 4:00 3 0.00 -EE 6.00 0.375 A325 0.750 3.00 2 4.00 2 4.00 4 0.00 VEE 6.00 0.375 A325 0.750 3.00 2 4.00 2 4.00 BASE PLATE: ---Plate--------------Bolt---------- Base Locate Type Width Thick Type Dia Gage Row Elev Lt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 Rt Column P 6.00 0.375 GR36 -0.750 4.00 2 .,0.00 FLANGE BRACE: ------------- Surf No. Id 'Locate Side. Part Clip ---- ------ ------------ ------ v 2 1 1 L2X2X14G 2 3 1 L2X2X14G 3 1 1 L2X2X14G 3 3 1 L2X2X14G BEARING STIFFENER: F BUTTE COUNTY BUILDING DIvISION ------------------ •Locate Width Thick Lt Column 2.50 0.250 Rt Column 2.50 0.250 kmq I0100 I ® Z I I I. +_ A C RIGID FRAME ELEVATION: FRAME UNE 2 GENERAL NOTES- WE ME m sp= a ono m ,. 1141, amaa,xw , to to = mum I m m olfiff por 7r�n(er A018°mtua a° , Wm a 1iMOD0yggE� 11rE 1nL9AI aAlliol can a o1Br 111801 aiillDl, m 1fE ARIIO IOi1LT Nm Wma FW=ffiIWm ° l n yrt.�°D mmm vE cam awe mom pLf"p'1 A�jpf'�p'�Slj�t www aeras. Z AIL MD 07161Oa d' ==W MW Wu a: W= WIN OM aRA 00 1 Dam aafe Ril1E Wale O A N� affr awl a mm wL "a alm a =a Nm wv a mm am &W,1 ►tR 1 � 16-EH27�3 E6 f -------------- 15-B-27393 Design Loads For Building Components: 3/15/16 3:51am- FRONT SIDEWALL: --------------- BASIC LOADS: ----- Edge _Strip _Ratio ----- Basic - Wind_ Load_ Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 22.4 1.00 0.60 3.00 1.06 1.23 1.06 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 19.5 -21.4• Girt/Header 24.2 -26.2 Panel 19.5 -21.4 Jamb 33.6 -22.4 Parapet BACK SIDEWALL: --------------- BASIC LOADS: -----Edge Strip Ratio----- Basic Wind_ Load_ Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 22.4 0.43 •0.60 3.00 1.06 1.23 1.06 , WIND PRESSURE/SUCTION: Wind Wind Wind ' Press Suct- Long 19.5 -21.4 Girt/Header 24.2 -26.2 Panel 19.5 -21.4 Jamb 33.6 -22.4 Parapet LEFT ENDWALL: -------------- BASIC LOADS: ----Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind_ Load_ Ratio Zone Col/ Load Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 2.0 0.5 20.0 0.0 0.0 22.4 0.43 0.60 3.00 1.06 1.23 1.06 BASIC LOADS AT EAVE: S'eis Seis Seis --- Torsion--- -Dead Girt Load Wind Seismic 2.00 0.21 0.23 0.00 0.00, WIND PRESSURE/SUCTION: " Wind Wind Press 'Suct 19.5 -21.4 Column 19.5 -21.4 Girt/Header �T BV ` 1 FE ('^'�uNc w1 tales VVISIO v a V� 19.5 -21.4 Jamb ��® 24.2 -26.2 .. Panel � - O V 33.6 -22.4 Parapet 33.6 -22.4 .. Transverse bracing, Facia/Parapet WIND•COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind -1 Wind _2 Wind -2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.40 -0.59 0.76 -0.23 0.40 -0.59 -0.66 0.00 2 -1.19 -0.68 -0.83 -0.32 -1.19 -0.68 -1.19 0.00 3 -0.68 -1.19 -0.32 -0.83 -0.68 -1.19 -0.68 0.00 4 -0.59 0.40 -0.23 0.76 -0.59 0.40 -0.66 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live-----Add_Snow- Wind 1 Wind 2 Long_Wind Column wind Long No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis 37 -1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 l 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 8 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 9 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 10 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 l 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 t 12 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 13 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 c 14 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 t 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 t 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10.00 0.00 0.00 0.00 0.00 0.60 0.00' 0.60 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 t 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 t 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 22 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -( 24 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 l 25 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -c 26 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 27 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -( 28 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t 29 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -( 30 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 t 31 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 l 32 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 33 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 t 34 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 35 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0153 36 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 37 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 RAFTER DESIGN LOADS: Load --Add Snow- Wind 1 Wind 2 Long Aux -Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coef 16 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00• 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 Osum COUNTY BUILDING DIVISION APPROVED 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- ,No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI - 2 2 15.00 1.00 15.05 0.58 WINDRI - 3 2 0.05 0.58 15.05 1.00 WINDL2 R 2 2 15.00 1.00 15.05 0.39 WINDR2 R 3 2 0.05 0.39 15.05 1.00 WINDL2 C 2 2 15.00 1.00 15.05 0.58 WINDR2 C 3 2 _0.05 0.58 15.05 1.00 RIGHT ENDWALL: -------------- BASIC LOADS: ---- Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind_ Load_ Ratio Zone Col/ Load Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 2.0 0.5 20.0 0.0 0.0 22.4 0.43 0.60 3.00' 1.06 1.23 1.0.6 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 2.00 0.21 0.40 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct ti 19.5 -21.4 Column 19.5 -21.4 Girt/Header 19.5 -21.4 Jamb 24.2 -26.2 Panel 33.6 -22.4 Parapet 33.6 -22.4 Transverse bracing, Facia/Parapet WIND COEFFICIENTS: 13U 1 ' E e(5UNTY Column/Rafter Rafter Column/Brace BUILDING C)IvISION Surf Wind 1 Wind -2 Wind -2 ' Long SurfaceA® ®V E® Id Left Right Left Right Left Right Wind Friction � 1 0.33 -0.54 0.69 -0.18 0.34 -0.57 -0.65 0.00 ` 2 -1.06 -0.63 -0.70 -0.27 -1.06 -0.63 -1.06 0.00 3 -0.63 -1.06 -0.27 -0.70 -0.63 -1.06 -0.63 0.00 4 -0.54 0.33 -0.18 0.69 -0.57 0.34 -0.65 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live--- '--Add-Snow- Wind -1 Wind -2 Long_Wind Column -Wind. Long No. Id Dead Coll,Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis 29 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '0.00 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 1.00 0.00 0.00 1.00 1.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 ' 0.00 0.00 0.00 0.00 0.45 0.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 8 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 9 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.'45 0.00 0.00 0.00 0.00 0.45 0.00 10 1.00'1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00. 0.45 0.00 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 t 12 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.-00 0.45 0.00 0.00 0.00 0.45 0.00 t 13 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 t 14 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 t .18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 t 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 t 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 l 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 t 22 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -c 24 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -t 26 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t 27 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -( 28 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 29 0.53 0.00-0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -( RAFTER DESIGN LOADS: Load--Add Snow- Wind 1 Wind 2 Long Aux-Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coef 16 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0,.00 0.00 0.00 0.00 0.00 0.00 ,0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '0.00 0.00 0.00 -0.70 0 0.00 STEPPED LOAD COEFFICIENTS: Basic Location No.----------------------------------- 7--- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI - 2 2 15.00 1.00 15.05 0.59 WINDRI - 3 2 0.05 0.59 15.05 1.00 WINDL2 R 2 2 15.00 1.00 15.05 0.39 WINDR2 R 3 2 0.05 0.39 15.05 1.00 BUTTE COUNTY WINDL2 C 2 2 15.00 1.00 15.05 0.59 WINDR2 C 3 2 0.05 0.59 15.05. 1.00 BUILDING DIVISION ROOFDES: APPROVED BASIC LOADS: Dead Coll Live Snow Rain Basic Wind_ Load_ Ratio Surface Seis % Load Load Load Load Load Wind Deflect Factor Friction Factor Snow 2.0 0.5 20.0 0.0 0.0 22.4 0.43 0.60 0.00 1.000 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct_Roof 16.0 -24.2 Purlins 0.0 -37.4 Gable Extensions 16.0 -26.4 Panels . 13.0 -2.5 -15.4 Long Bracing, Building 17.7 -5.6 Long Bracing, Wall Edge Zone 33.6 -22.4 17.9 Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone --Purlin--- ---Panel--- Id., Id Zone Id Width 'Length Press •Suct Press Suct 1' 2 6 1 0.00 0.00 1.00 1.00 1.00 1.00 -3 0.00 3.00 1.00 1.18 1.00 1.68 4 3.00 0.00 1.00 1.18 1.00 1.68 5 0.00 3.00 1.00 1.18 1.00 1.68 7 3.00 3.00 1.00 1.18' 1.00 2.53 8 3.00 3.00 1.00 1.18 1.00 2.53 3 6 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 3.00 1.00 1.18 1.00 1.68 5 0.00 3.00 1.00 1.18 1.00 1.68. 6 3.00 0.00 1.00 1.18 1.00 1.68 9 3.00 3.00 1.00 1.18 1.00 2.53 10 3.00 3.00 1.00 1.18 1.00 2.53 2 2 1 1 0.00 0.00 1.00 1.00 1.00 1.00 3 1 1i 0.00 0.00 . 1.00 1.00 1.00 1.00 EDGE & CORNER,ZONE WIND: LONGITUDINAL Wind Surf No. Zone Purlin Id Id Zone Id Width Length Suct 1 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 2 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: I Surf --Load---Add_Snow- Wind Wind Aux -Load Id No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Id Coef 2 9 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00, 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 7 11.00 1.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0 0.00 9 0.60 0.00 0.00.0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 3 9 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00. 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 10.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00' 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 7 .1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0 0:00 8 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 BRACING DESIGN LOADS: --Load---Add Snow- Wind Wind Seis Aux Load No. Id Dead Coll Live Snow Drift Slide Rain Press Suct .Load Id Coef 14 1 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 .1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.60 0.00 0 0.00 4 1.00 1.00- 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00. 1.00 0.00 1.00 0.00 1.00 0:00 0.00 0.60 0.00 0 0.00 6 1.00 1.00 0.00 1.00 0.00 1.00 0.00•' 0.00 0:00 0.00 0 0.00 7 0.60. 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.60 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.7.0 0 0.00 BUTTE COUNTY BUILDING DIVISION APPROVED 10 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 11 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 12 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 13 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 14 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 RIGID FRAME # 1: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 2.0 0.5 15.0' 0.0 0.0 22.4 0.43 0 BASIC LOADS AT EAVE: Seismic Weak_Axis L Weak_Axis R --Torsion----EW-Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 0.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf--Wind_1-----Wind-2--- LongWind Surface BUTTE COUNTY _ Id Left Right Left Right 1 2 Friction BUILDING DIVISION 1 0.25 -0.54 0.67 -0.13 -0.63 -0.63 0.00 2 -0.87 -0.55 -0.51 -0.19 -0.87 -0.55 0.00 APPROVED 3 -0.55 -0.87 -0.19 -0.51 -0.55 -0.87 0.00 4 -0.54 0.25 -0.13 0.67 -0.63 -0.63 0.00 DESIGN LOADS: -Load- ---Live-----Add Snow- --Wind 1- --Wind 2- Long Wind --Seismic- Au: No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Tran Temp Id 68 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00.1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 4 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 5 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 6 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 7 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 8 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 9 1.00 1.00 0.00 0:00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 10 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 15 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 16 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 17 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 18 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 19 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 20 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 21 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00: 0.00 0 22 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 23 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 24 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 25 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 26 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 27 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 28 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 34 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 35 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.450.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 36 1.00 1_.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 37 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 38 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 39 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 40 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.000:00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 41 1.00 1.00 0.00 0.00 0._75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 42 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 43 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 44 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 45 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0:00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 46 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00, 0 47 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 48 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 53 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 54 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 55 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 56 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 57 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0 58 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0 59 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0 60 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0 61 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 62 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:53 0.00 0.00 0 63 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 64 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 65 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 66 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 67 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 68 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 STEPPED LOAD COEFFICIENTS: Basic Surf No. ------------- ------------- ------------- No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDLI 2 2 15.00 1.00 15.05 0.63 WINDRI 3 2 0.05 0.63 15.05 1.00 WINDL2 2 2 15.00 1.00 15.05 0.37 WINDR2 3 2 0.05 0.37 15.05 1.00 BUTTE COUNTYL BUILD ING D V S ON APPR0VE� 15-B-27393 Reactions, Anchor Bolts, & Base Plates: 3/15/16 3:51am ----r Foundation Loads(k )----- --------- ------=----------, Frame Col Max_Pos_Val Max_Neg_Val Anc. Bolt Base Plate Line Line Id' Horz Vert Id Horz Vert No. Diam Width Len ----- Thick ----- 1 ------ C -- ----- 6 0.0 ----- -0.9 -- ----- 7 -0.9 ----- -0.3 --- 2 -=--- 0.625 ----- 7.00 '8.00 ----- 0.250 81 0.0 1.8 9 -0.3 -0.9 1 B 8 0.8 -2.0 7 -0.8 -1.6 2 0.625 7.00 8.00 0.250 1 0.0 3.3 8 0.8 -2.0 1 A 1 0.0 1.2 10 -0.9 -1.4 2 0.625 7.00 8.00 0.250 3 A .11 0.0 -1.2 11 0.0 -1.2 2 0.625 7.00 8.00 0.250 1 0.0 '2.4 3 B 12 0.8 -3.6 10 -0.8 -2.9 2 0.62.5 7.00 8.00 0.250 1 0.0 6.5 12 0.8 -3.6 3 '- C 13 0.0 -1.7 13 0.0 -1.7 2 0..625 7.00 8.00 0.250, 12 0.0 1.9 - 2 C 1 2.4 5.7 2 -1.9 -3.1 4 0.750 6.00 9.50-0.375 3 -0.2 -3.4 2 A 4 1.9 -3.1 1 -2.4 5.7 4 0.750 6.00 9.50 0.375 1 -2.4 5.7 5 0.2 -3.5 LOAD COMBINATIONS: ------------------ Id Combination 1 Dead+Collateral+Live 2 0.6Dead+0.6Wind_Leftl 3 0.6Dead+0.6Wind_Longl 4 0.6Dead+0.6Wind_Rightl 5 0.6Dead+0.6Wind Long2 6 1.05Dead+1.05Collateral+0.75Live+0.53Seismic Left 7 0.6Dead+0.6Wind_Pressure+0'.6Wind_Longl 8 0.6Dead+0.6Wind_Right2+0.6Wind_Suction 9 1.05Dead+1.05Collateral+0.75Live+0.53Seismic_Long 10 0.6Dead,+0.6Wind Pressure+0.6Wind_Long2 11 0.6Dead+0.6Wind Suction+0.6Wind_Longl 12 0.6Dead+0.6Wind Left2+0.6Wind Suction 13 1.05Dead+1.05Collateral+0.75Live+0.53Seismic Right ----------- ----------- 15-B-27393 Bracing Reactions Report: 3/15/16 3:51am BUILDING BRACING REACTIONS: --------------------------- ------Reactions(k )------- ---Wall-- Col _--Wind ---- --Seismic--- Panel_Shear(lb/ft) Loc Line Line Horz Vert Horz Vert Wind Seismic - Notes ---- ----------- ----- ----- ----- ----- ------------- ----- BUTTN� OUNTY D V1S1�3N BUIL© APPROVE® 1 L EW 1 C ,B 0.50 0.86 0.18 0.31 ''F -SW A 1 ,2 1.50 1.22 0.43 0.35 . R EW 3 B ,C 0.91 1.54 0.31 Oi52 B SW C 2 ,1 1.45 1.19 0.43 0.35 Reaction values shown are unfactored. Maximum load combination factors are: ;Wind : 0.60 Seismic: 0.70 r - 15-B-27393 Additional Reactions Report: 3/15/16 3:51am --------------=-- -------------------------------------------------------------- Rigid Frame Column Reactions(k ) -------------------------------- Frame Col ----Dead--- Collateral ----Live--- Wind_Leftl Wind_Rightl Line Line Horz Vert Horz Vert Horz. Vert Horz Vert Horz Vert 2 C 0.3 0.9 0.1 0.2 2.0 4.6 -3.5 -6.1 -0.1' -3.7 2 A --0.3 0.9 -0.1 0.2 -2.0 4.6 0.1 -3.7 3.5 -6.1 - Frame Col Wind_Left2 Wind_Right2 Wind_Longl Wind_Long2-Seis_Left- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz +Vert 2 C -3.4 -3.6 0.1 -1.2 -0.6 -6.6 -0.8 -5.6 -0.3 `0.2 2 A -0.1 -1.2 3.4 -3.6 0.8 -5.6 0.6 -6.7 -0.3 0.2 Frame Col-Seis_Right-Seis_Long- Line Line Horz Vert Horz Vert 2 C 0.3 0.2 -0.0 -0.4 2 A 0.3 -0.2 0.0 -0.4 i ----------------------------------------------------------------- BUTTE COUNTY SUILDING DIVISION Endwall Column Reactions(k ). Mp P R®VED ----------------------------- Frame Col Dead Collat Live Wind_Leftl Wind Rightl Wind Left2 Line Line Vert Vert Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 C -0.1 •-0.02 -0.8 0.5 -0.3 0.0 1.8 0.5 -0.3 J1 B 0.4 0.1 2.8 0.0 -2.1 0.5 -3.8 0.0 -2.1 1 A 0.2 0.03 1.0 0.0 -0.8 0.0 -1.3 0.0 -0.8 Frame Col Wind_Right2 Wind_Pressure Wind_Suction Wind_Longl Line Line Horz Vert Horz Vert Horz Vert Horz Vert 1 C 0.0 1.8 -1.5 -1.2 0.0 1.2 0.0 0.8 1 B 0.5 -3.8 -1.3 0.0 1.4 0.0 0.1 -3.2 1. A 0.0 -1.3 -1.5 -1.2 0.0 1.2 0.0 -0.8 Frame Col Wind_Long2 Seismic Left Seismic -Right Seismic -Long Line Line Horz Vert Horz Vert Horz Vert Horz Vert 1 C 0.1 0.8 0.2 -0.4 0.0 0.4 -0.6 -0.4 1 B 0.0 -2.7 0.0 0.4 0.2 -0.4 0.0 0.0 1 ------------------------------------------------------------------------------ A 0.0 -1.3 0.0 0.0 0.0 0.0 -0.6 -0.4 Frame Col Dead Collat Live Wind_Leftl Wind_Rightl Wind_Left2 Line Line Vert Vert Vert Horz Vert Horz Vert Horz Vert ----- 3 ---- A ----- ----- 0.3 0.1 ----- ----- ----- ----- 2.0 0.0 -2.3 0.0 ----- ----- -1.5- 0.0 ----- -2.3 3 B 0.8 0.1 5.6 0.9 -6.6 0.0 -3.8 0.9 -6.7 3 C -0.2 -0.04 -1.5 0.0 3.2 0.9 -0.4 0.0 3.3 Wind Wind Frame' Col Wind_Right2 Press Suct Wind_Longl Wind_Long2 Line Line Horz Vert Horz Horz Horz Vert Horz Vert ----- 3 ---- A ----- ----- 0.0 -1.5 ----- ----- ----- ----- 0.0 0.0 0.0 -2.3 ----- ----- 0.0 -1.5 , 3 B 0.0 -3.8 -1.3 1.4 0.0 -4.9 0.1 -5.6 3 C 0.9 -0.5 0.0 0.0 0.1 1.4 0.0 1.3 Frame Col Seismic Left Seismic'Right Line Line Horz Vert Horz Vert 3 A 0.0 0.0 0.0 0.0 3 B 0.4 -0.7 0.0 0.7 3 C 0.0 0.7 0.4 -0.7 ------------------------------------------------------------------------=-------- ------------------------------------------------------------------------------- 15-B-27393 Seismic Design Report: 3/15/16 3:51am Building Data ------------- Code =IBC 12 Length = 30.00 Width = 30.00 Left Eave Height = 10.00 Right Eave Height = 10.00 J Seismic - _ Formula a _ C BUTTE OUNN DNISION w1 __ Base Shear, V = 0.667*Ie*Fa*Ss*W/R BUILDING ®- ■F® \ii1 ' Vmin = 0.049*Sds*Ie*W - AV '. Vmax = Shc*Ie*W/(T*R) T(Moment_Frame) _ .0.177 T(Braced Frame) = 0.112 Shear Force, E = Rho*V (Rigid frame, endwall frame, wind bent, wind column & base reactions) , Shear Force, Em = Omega*V (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa*Ss = 0.785 Zone/Design Category= D Ie = 1.000 3.25, Rho= 1.30 S1 _• 0.260 0.1611 Shc = 0.325 4.69 (k ) Sds _ 0.524 0.76 (k ) Seismic Dead Load, W E = 0.98 (k ) Sidewall -------------------- Roof Dead+Collateral= 2.50 (psf ) Front Frame Dead = 2.00 (psf ) Omega= 2.00 Roof Total = 4.50 (psf ) Weight= 4.05 (k ) L_EW Dead = 2.00 (psf ) Weight= 0.32 (k j F_SW Dead = 2.00 (psf ) Weight= 0.30 (k ) R_EW Dead = 2.00 (psf ) Weight= 0.32 (k ) B SW Dead = 2.00 (psf, ) Weight= 0.30 (k ) . R = 3.25, Rho= 1.30, Total = 5.29 (k )' Seismic Forces 0.1611 -------------- Roof Bracing R = 3.25, Rho= 1.30 Cs =- 0.1611 W = 4.69 (k ) Force, V = 0.76 (k ) Force, E = 0.98 (k ) Sidewall Bracing Front R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1611 W. _ 2.64 (k ) Force, V = 0.43 (k ) Force, Em = 0.85 (k ) Force, E = 0.55 (k ) Back R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1611 W = 2.64 (k ). Force, V = 0.43 (k ). Force, Em = 0.85 (k ) Force, E = 0.55 (k ) Endwall Bracing ' Left R = 3.25, Rho-- 1.30, Omega= 2.00 Cs = 0.1611 W = 1.12 (k ) Force, V ' = 0.18 (k ) Force, Em = 0.36 (k Force, E = 0.23 (k ) Right R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1611 W = 1.92 (k ) Force, V = 0.31 (k ) Force, Em = 0.62 (k ) Force, E = 0.40 (k ) Rigid Frames R = 3.25, Rho= 1.30 Cs = 0.1611 Frame 1 W = 3.15 (k ) Force, V = 0.51 (k ) Force, E = 0.66 (k ) End Plates a BUTTE COUNTY BUILDING DIVISION pppROVED Frame R = 3.25, Omega= 3.00 f� Total Base Shear Longitudinal Force, V = 0.85 (k ) Transverse Force, V 1.00 (k ) t BUTTE COUNTY BUILDING DIVISION APPROVED • r - FIT M• Anchor DesignerTM Softwar _ KIECEIVE® oo� Version 2. x,5673.201 ' MAY 0 3 . . , .. , • 2015 Company: W Gilbert Engineering I Date: 3/24/2016 . Engineer: Wes Gilbert Page: 1/5 Project: 15-B-27393 Address: • , Phone: (530)809-1315 ' I wes@wgilbertengineering.com i + , • ,� tee. � - F �! • . i, . , • ' • • r - FIT M• Anchor DesignerTM Softwar _ KIECEIVE® oo� Version 2. x,5673.201 ' MAY 0 3 . . , .. , • 2015 Company: W Gilbert Engineering I Date: 3/24/2016 . Engineer: Wes Gilbert Page: 1/5 Project: 15-B-27393 Address: • 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: I wes@wgilbertengineering.com 1.Proiect information TSS , Customer company: Mr. Monago Project description: Anchor Bolts and Base Plate Testing for Column Customer contact name: Dan Hays Footing at 1A Customer e-mail: dan@haysassociates.com Location: 6306 County Road 24; Orland,CA95963 , Comment: Fastening description: 2. Input Data & Anchor Parameters , General Base Material Design method:ACI 318-11 Concrete: Normal -weight Units: Imperial units Concrete thickness; h (inch): 12.00 ` State: Untracked Anchor Information: Compressive strength, fc (psi): 2500 ► Anchor type: Cast -in-place 4)c,v: 1.4 Material: F1554 Grade 36 Reinforcement condition: B tension, B shear Diameter (inch): 0.625 Supplemental reinforcement: No Effective Embedment depth, her (inch): 7.000 Reinforcement provided at corners: No Anchor category: - Do not evaluate concrete breakout in tension: No + Anchor ductility: Yes Do not evaluate concrete breakout in shear: No hmin (inch): 8.38 Ignore Edo requirement: Yes, Cmin (inch): 1.11' Build-up grout pad: No - Smin (Inch): 2.50 Base Plate Load and Geometry Length x Width'x Thickne'ss'(Inch): 8.00 x 7.00 x 0.25 Load factor source: ACI 318 Section 9.2 s Load combination: not set Seismic design: No + Anchors subjected to sustained tension: Not applicable BUTTE . Apply entire shear load at front row: No ,COUNTY Anchors only resisting wind and/or seismic loads: Yes , Z' APR 2 S 2016, <Figure 1> ig6o Ib DEVELOPMENT CS) M1 SERVIIC/7/(E, AS(��j 'lin `c•� \1\0 0Wt� Cyt 0 L24001lb cc 24 0. 0 ft -lb 'd�p�� � ��. y� ;+¢ { �'fx�,'�P3{ sem, - • � � E • . 0 Input data and results must be checked for agreement with the existing circumstances; the standards and guidelines must be checked for plausibility.T ` Sin-ipson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588, Phone: 925.560.9000'Fax: 925.847.3871 www.strongtie.com E-71►�ii�-Z•�c■ Anchor DesignerT" Software Version 2.4.5673.201 <Figure 2> Company: W Gilbert Engineering I Date: 3/24/20.16 Engineer: Wes Gilbert I Page: 2/5 Project: 15-B-27393 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertengineering.com Recommended Anchor Anchor Name: Heavy Hex Bolt - 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 �®v%N VJT�BOOWAG AORO\Jso Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com V_%j i'', 0. �i ig. 0 o - O U') 3.00 Recommended Anchor Anchor Name: Heavy Hex Bolt - 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 �®v%N VJT�BOOWAG AORO\Jso Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor DesignerT"' e Software Version 2.4.5673.201 Company: W Gilbert Engineering Date: 3/24/2016 Engineer: Wes Gilbert Page: 3/5 Project: 15-B-27393 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertengineering.com Maximum concrete compression strain (%e): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 1900 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'W (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension(Sec. D.5.1) Nse (lb) 0 ONsa (Ib) 13100 0.75 9825 4 OU"I COUNTY' RUII mi -A 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 `' [�IVI01V / `® ►P1 ROVED Nb = kwMfchet1'5 (Eq. D-6) kc Aa f c (psi) het (in) Nb (Ib) 3. Resulting Anchor Forces ONcbg =0 (ANCI ANCo)Y'ec.N'Ped,NWC.NY'cp,NNb (Sec. DA.1 & Eq. D-4) Anchor Tension load, Shear load x, Shear load y, Shear load combined, 1.000 .10825 0.70 8816 N.a (lb) VWX (lb) Way (lb) J(Vuax)'+(Vuay)Z (lb) 1 950.0 " t 1200.0 1200.0 1697.1 2 950.0 Jt ''t 12 00.0 1200.0 1697.1 Sum 1900.0 2400.0 2400.0 3394.1 Maximum concrete compression strain (%e): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 1900 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'W (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension(Sec. D.5.1) Nse (lb) 0 ONsa (Ib) 13100 0.75 9825 4 OU"I COUNTY' RUII mi -A 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 `' [�IVI01V / `® ►P1 ROVED Nb = kwMfchet1'5 (Eq. D-6) kc Aa f c (psi) het (in) Nb (Ib) 24.0 1.00 2500 4.333 10825 ONcbg =0 (ANCI ANCo)Y'ec.N'Ped,NWC.NY'cp,NNb (Sec. DA.1 & Eq. D-4) - ANC (In') ANco (In Z) Tec.N %dN WC, Tep,N Nb (lb) 1 0 ONcbg (lb) 169.00 169.00 1.000 0.931 1.25 1.000 .10825 0.70 8816 6. Pullout Strength of Anchor in Tension (Sec. D.5.31 ^6 = O'Pc,PNP = 0T..P8Ab,gfc (Sec. DA. 1, Eq. D-13 & D-14) KP Ab,g (int) fc (psi) 0 ONP„ (lb) 1.4 0.67 2500 0.70 13152 f J � Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor Designer TM A A I�0 . Software Version 2.4.5673.201 8. Steel Strength of Anchor in Shear (Sec. D.6.11 Company: W Gilbert Engineering Date: 3/24/2016 Engineer: Wes Gilbert Page: 4/5, Project: 15-B-27393 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com Vsa (lb) ogmur 0 Og-woVsa (Ib) BUTTE COUNTY 7865 1.0 0.65 5112 BUILDING DIVISION 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.2) APPROVED Shear perpendicular to edge in y -direction: Vby = minj7(le/ da)02gdaiiaJfcca,' 5; 9Aa4f ccal"51 (Eq. D-33 & Eq. D-34) /B (in) de (in) .te fc (psi) ca, (in) Vby (Ib) 5.00 0.63 1.00 2500 5.00 4689 !6V cby =0 (Avc/Avco)Y1ed.vV-'c,0Vh,vVby (Sec. D.4.1 & Eq. D-30) , .Avc (int) Avco (int) IF.d,v yc,v `Ph.v Vby (Ib) 0 OVcby (lb) 97.50 112.50 0.960 1.400 1.000 4689 0.70 3823 Shear perpendicular to edge in x -direction: Vbx = min 17(le/da)024dexta4fcce,' S; 9ile4fcca,'•5j (Eq. D-33 & Eq. D-34) le (in) da (in) Aa fc. (psi) ca, (in) Vb. (Ib) 5.00. 0.63 1.00 2500 6.50 6950 OVcbgx = 0 (Avc/Avco)Pec,v9ed,vPc.vPh,vVbx.(Sec. D.4.1 & Eq. D-31) Avc (in 2) Avice (in 2), yec,v Ped,V ye,V Ph, v VbX (Ib) 0 Ovcbgx (Ib) 126.75 190.13. 1.000 0.854 1.400 1.000 6950 0.70 3877 Shear parallel to edge In x -direction: Vby = min 17(le/da)024d.Aagfcce,'•5; 9A4fcca,''j (Eq. D-33 & Eq. D-34) , le (in) da (in) AB fc (psi) ca, (in), Vby (Ib) 5.00 0.63 1.00 2500 5.00 4689 OVcbx =0 (2)(Avc/Avco)Ved.vPc.vy'h.vVby (Sec. D.4.1 & Eq. D-30) Avc (int) Avco (int) Ped,v PC,v Ph,v Vby (lb) 0 OVcbx (lb) 97.50 112.50 1.000 1.400 1.000 4689 0.70 7965 Shear parallel to edge in y -direction: Vex = min 17(le/da)024d.A.4fcca,' S; 9ila4fcca1"'j (Eq. D-33 & Eq. D-34) /e (in) da (in) ,ta fc (psi) cp, (in) Vbx (Ib) 5.00 0.63 1.00 2500 6.50 6950 OVcbgy= 0 (2)(Avc/Avco)Pec,vPed,vVc,vPh,VVbx (Sec. D.4.1 & Eq. D-31) - AVc (in 2) Avco (int) %,V Ted.V V'c.V y'h,V Vbx (Ib) (!j OVcbgy (Ib) 126.75 190.13 1.000 1.000 1.400 1.000 6950 0.70 9082 10. Concrete Pryout Strength of Anchor in Shear (Sec. D.6.3) 0Vcpg = OIkpNcbg = Okcp(ANc / ANco) y ec. N Wed,N V c,N'% cp.NNb (Eq. D-41) kcp ANc (in2) AN. (int) Wec,N yed,N PC,N VPcp,N Nb (Ib) 0 OVcpg (Ib) 2.0 169.00 169.00 1.000 0.931 1.250 1.000 10825 0.70 17632 11. Results Interaction of Tensile and Shear Forces (Sec. D.7) Tension Factored Load, Nua (lb) Design Strength, eN� (Ib) Ratio Status Steel 950 9825 0.10 Pass Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor DesignerT"' a , Software Version 2.4.5673.201 Company: W Gilbert Engineering Date: 3/24/2016 Engineer: Wes Gilbert Page- 5/5 Project: 15-13-27393 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: I wes@wgilbertengineering.com 771 Concrete breakout 1900 8816 0.22 Pass (Governs) Pullout 950 13152 0.07 Pass Shear Factored Load, V„a (lb) Design Strength, oVn (lb) Ratio Status Steel 1697 5112 0.33 Pass T Concrete breakout y+ 2400 3823 0.63 Pass T Concrete breakout x+ 2400 3877 0.62 Pass II Concrete breakout y- 1200 7965 0.15 Pass II Concrete breakout x- 2400 9082 0.26 Pass Concrete breakout, - - 0.88 Pass (Governs) combined Pryout 3394 17632 0.19 Pass Interaction check NualoNn Vua/oyn Combined Ratio Permissible Status Sec. D.7.3 0.22 0.88 109.7% 1.2 Pass 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 with hef = 7.000 inch meets the selected design criteria.. 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast -in-place anchor is waived per designer option. Designer must exercise own judgement to determine if this design is suitable. BUTTE COUNTY BUILDING DIVISION f APPROVE® 9 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com w •T Anchor pesigner"" e, Software Version "2.4.5673.202 Company:' W Gilbert Engineering Date: 3/24/2016 Engineer: Wes Gilbert Page:- 1/5 Project: 15-B-27393 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.'com 1.Proiectinformation Customer company: Mr. Monago Project description: Anchor Bolts and Base Plate Testing for Column ' Customer contact name: Dan Hays Footing at 19 Customer, e-mail: dan@haysassociates.com Location:'6306 County Road 24, Orland,CA95963 Comment: Fastening description:'._ 2. Input Data & Anchor Parameters General Base Material Design method:ACl.318 11 Concrete: Normal -weight Units: Imperial units Concrete thickness, h (inch): 12.00 Stater Uncracked .: Anchor Information: Compressive strength, f� (psi): 2500 Anchor type: Cast -in-place 4Wc,v: 1:4 Material: 17.1554 Grade 36 Reinforcement condition:,B tension, B shear Diameter (inch): 0.625 Supplemental reinforcement: No Effective Embedment.depth, her (inch): 7.000 Reinforcement provided at corners: No Anchor category: - Do not evaluate concrete breakout in tension:, No Anchor ductility:. Yes. Do not evaluate concrete breakout in shear:,No hmin (inch): 8.38 Ignore 6do requirement: Yes Cmin (inch): 1.11: Build-up grout•pad: No ' Smin (Inch): 2.50 Base.Plate Load .and Geometry Length,x Width x Thickness (inch): 8.00 x 7.00 x 0.2.5. Load factor source: ACI 318, Section 9.2' Load combination: not set Seismic design: No " Anchors subjected to.sustained tension: Not applicable 6UTTE Apply entire shear load at front row: No COUNTY Anchors only resisting wind and/or seismic loads: Yes 13UILDIN Z DIVISION <Figure 1> ,J S600'Ib I y 2200 Ib' i 0 Mill I � � Input data and results must,be checked for agreement with the existing circumstances,,the standards and guidelines must be checked for plausibility. Simpson Sirong-Tie Corr;any Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588' Phone: 925:560:9000 Fax: 925. 847.3871 www.strongtie:com • Anchors Designer TM a Software Version 2.4.5673.202 Company:. W Gilbert Engineering Date: 3/24/2016, Engineer: Wes Gilbert Page: 2/5 Project: 15-B-27393 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315• E-mail: wes@wgilbertengineering.com kFigure 2> 1 ' ' '� .fir":. � �:.w � �' • �an �yy • '` � ' , � h'4j.. � r 'dWra t �a •..v " �x3 . B R t �� # a',✓700 BUTTE COUNTY BUILDING DIVISION 'APPROVE® C) a 4 � 100 M a; .a #.,, .}- ♦ 7.50 ,�... 7.50 r ` G r Recommended Anchor , Anchor Name: Heavy Hex Bolt - 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 ' r: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. F Sin-ipson Strong -Tie Cornpany Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588. Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor DesignerT"^ a o , Software Version 2.4.5673.202 Company:. W Gilbert Engineering • Date: 3/24/2016 'Engineer: Wes Gilbert I Page: 1315 Project: 15-B-27393 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: Wes@wgilbertengineering.com 3. Resultina Anchor Forces Anchor Tension load, Shear load x, • Shear load y, Shear load combined, ; Nu. (lb) V.uaz (lb) V.., (lb) q(V... )'+(Vuay)Z (lb) 1 2800.0 1100.0 1100.0 1555.6 2 2800.0 1100.0 1100.0 1555.6 Sum 5600.0 2200.0 2200.0 3111.3 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 5600 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension(Sec. D.5.1) Nye (Ib) (lb) 13100 0.75 9825 COUNTY BUILDING S. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 r)IVlwft 191i�► ��A Nb = k,A.Wched" (Eq. D-6) �"1�� ®� ® kc fc (psi) her (in) Nb (lb) b ,ie 24.0 1.00 2500 6.000 17636 okbg =0 (ANcI ANco)Wec,NVed,N'Yc,N'Ycp,NNb (Sec. DAA & Eq. D74) ANc (m') ANco (m2) V'ec,N Wed,N Tc,N Tcp,N Nb, (Ib) 0 - 'ONcbg (lb) 324.00 324.00 1.000 0.950 1.25 1.000 :17636 0.70 14660. 6. Pullout Strength of Anchor in Tension (Sec. D.5.31 �Np = OP,,aNp = 0Pc,p8Ab19fc (Sec. D.4.1, Eq. 0-13 & D-14) wc:p Ab g (int) fc (psi) 0 ONp„ (lb) 1.4 0.67 2500 0.70 13152 Input data and results must be checked for agreement"with the existing circumstances; the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company,lnc. 5956 W. Las PositasBoulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer TM Software . Version 2.4.5673.202 8. Steel Strength of Anchor in Shear (Sec. D.6.11 Vse (lb) (pgrouf 0 Og-utgfVsa (lb) 7865 1.0 0.65 5112 Company: W Gilbert Engineering Date: 3/24/2016 Engineer: Wes Gilbert Page: 4/5 - Project: 15-13-27393 ' Address: 140 Yellowstone Drive,' Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.2) �UTTS C®UN le (in) do (in) Aa fc (psi) ca, (in) f T EJUILDIN(3 Shear perpendicular to edge in y -direction: ��V'�'� Vby = minj7(le/de)02�de�e�f'ccDIVISION9A.4f ccat''51 (Eq. D-33 & Eq. D-34) ®® APPV 4 (in) de (in) A8 fc (psi) ce, fin) Vby (lb) j'�� ® 5.00 0.63 1.00 2500 7.50 8614 Vby (Ib) OV cby =0 (Avc/Avco)'Ped,v'Pc.v'yh,vVby (Sec. D.4.1 &'Eq. D-30) 0Vcbx (Ib) 202.50 253.13 1.000 1.400 1.000'r ; ' + Avc (int) Avco (int) 'Ped.y 'Pc,v 'Ph,v Vby (Ib) 0 OVcby (Ib) 202.50 253.13 0.940 1.400 1.000 8614 0.70 6348 Shear perpendicular to edge in x -direction: Vbx = min 17(le/da)°'24deMf'cca,t 5; 9aa AXa,' 51 (Eq. D-33 & Eq. D-34) Vbx = minj7(le/de)02gdeAegfcce,' 5; 9A.4fcce,151 (Eq. D-33 & Eq. D-34) le (in) do (in) A8 fc (psi) co, (in) le (in) de (in) Aa Pc (psi) cer(in) Vbx (lb) 5.00 0.63 1.00 2500 8.00 9490 OVcbgx = to (Avc/Avco)' Pec,v'Ped,v'Pc,v'PtyVbx (Sec. D.4.1 & Eq. D-31) OVcbgy = 0 (2)(Avc/Awo)'Pec.v'PedyV Pcy%,vVbx (Sec. D.4.1 & Eq. D-31) Avc (in 2) Alco (in 2) 9ec,y 'Ped,V 'PC,V 'Ph,v Vbx (Ib) 0 0Vcbgx (Ib) 216.00 288.00. 1.000 0.888 1.400 1.000 9490 0.70 6190 Shear parallel to edge in x -direction: Vby = minj7(/e/da)02Jd8Aagf1cca11 5; 97.agf'cc81' 51 (Eq. D-33 & Eq. D-34) le (in) do (in) Aa fc (psi) ca, (in) Vby (Ib) 5.00 0.63 1.00 2500 7.50 8614 OV cox =0 (2)(Avc/Avco)' Yed.v'Pc.vVJt,.vVby (Sec. D.4.1 & Eq. D-30) Avc (int) Avco (int) 'Ped,v vjc,v 'Ph,v y { t Vby (Ib) .ca 0 0Vcbx (Ib) 202.50 253.13 1.000 1.400 1.000'r ; ' + 8614 0.70 13507 Shear parallel to edge in y -direction: " Vbx = min 17(le/da)°'24deMf'cca,t 5; 9aa AXa,' 51 (Eq. D-33 & Eq. D-34) le (in) do (in) A8 fc (psi) co, (in) Vbx (lb) 5.00 0.63 1.00 2500 8.00 9490 OVcbgy = 0 (2)(Avc/Awo)'Pec.v'PedyV Pcy%,vVbx (Sec. D.4.1 & Eq. D-31) Ave (int) Avco (int) 'Pec.v Wed,v 'fc,v 'Ph,v Vbx (Ib) 0,OVcbgy (Ib) 216.00 288.00 1.000 1.000' ,1.400 1.000 9490 0.70 13950 10. Concrete Prvout Strength of Anchor in Shear (Sec D 6 3) OVcpg = ok pNcbg = okcp(ANcI A Nco)WeC.N'fed.N'PC.N'Pcp.NNb (Eq. D-41) kcp ANc (In2) AN. (In2) V'ec,N 'Ped,N PC.N 'Pcp,N Nb (Ib) 0 OVcpg (Ib) 2.0 324.00 324.00 1.000 0.950 1.250 1.000 17636 0.70 29320 11. Results Interaction of Tensile and Shear Forces (Sec. D.7) Tension Factored Load, Nue (lb) Design Strength, oNe (lb) Ratio Status Steel 2800 9825 0.28 Pass Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility Siinpson Strong -Tie Cornoany Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • � Anchor Designer TM Software o Version 2.4.5673.202 Company: W Gilbert Engineering Date: - •3/24/2016 Engineer: Wes Gilbert Page: 5/5 Project: 15-13-27393 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbeitengiheering.com Concrete breakout 5600 14660 0.38 Pass (Governs) Pullout 2800 13152 0.21 .•Pass Shear Factored Load, Vua (lb) Design Strength, eVn (lb) Ratio Status Steel 1556. 5112 0.30 Pass T Concrete breakout y+° 2200' 6348 0.35 Pass T Concrete breakout x+, • 2200 6190 0.36, Pass 11 Concrete breakout y- 1100 13507 0.08 Pass 11 -Concrete breakout.x- '2200 13950 0.16 Pass Concrete breakout, - - 0.50 Pass (Governs) combined Pryout 3111 29320 0:1 i Pass Interaction check N.aI^ Vua/Ovn Combined Ratio Permissible Status Sec. D.7.3 0.38 0.50 87.8% 1.2 Pass 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 with hef = 7.000 inch meets the selected design criteria. y 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast -in-place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. TY BUILDING DIVISION AP f V ® Input.aata.ana results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for. plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton; CA.94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor Designer TM Software Version 2.4.5673.203 f Company: ' W Gilbert Engineering Date: 3/24/2016 ' Engineer: Wes Gilbert I Page: 1/5 Project: 15-B-27393 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertenginee�ing.com Y c 1.Proiect information F , Customer company: Mr. Monago Project description: Anchor Bolts and Base Plate Testing for Column Customer contact name: Dan Hays Footing at 1C Customer e-mail: dan@haysassociates.com Location: 6306 County Road 24, Orland,CA95963 Comment: Fastening description:' ' 2. Input Data & Anchor Parameters 4 BUTTE CC)LJNT General Base Material BUILDING DIVISION Design method:ACI 318-11 Concrete: Normal -weight e ���®��® Units: Imperial units Concrete thickness, h (inch): 12.00 A State: Untracked Anchor Information: Compressive strength, f (psi): 2500 Anchor type: Cast -in-place 4Wo,v: 1.4 - Material: F1554 Grade 36 Reinforcement condition: B tension, B shear Diameter (inch): 0.625 Supplemental reinforcement: No Effective Embedment depth, ha (inch): 7.000 Reinforcement provided at corners: No Anchor category: - Do not evaluate concrete breakout in tension: No Y Anchor ductility: Yes'- Do not evaluate concrete breakout in shear: No , II (inch): 8.38 Ignore 6do requirement: Yes C.in (inch): 1.11 Build-up grout pad: No r.! cSmin (inch): 2.50 ' • ` , - , ' . ` Base Plate ' Load and Geometry Length x Width x Thickness (inch): 8.00 x 7.00 x 0.25 Load factor source: ACI 318 Section 9.2 Load combination: not set , Seismic design: No Y Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No , Anchors only resisting wind and/or seismic loads: Yes Z <Figure 1> '. 2400 lb • - „,� .C.,. i yam„* a. - 2400 Ib ra Y 1' .€ Oft -Ib ,....t_ .r ti O'ftAb ...... _.__------ ___.__-.._._._..__..._---._._.._.._..._._..__--___._.__�__..__.._...____.-._....__..........._.____..._...._.�.._. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. `- Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588' Phone: 925.560.9000 Fwz. 925.847.3871 www.strongtie.com + MIM • Anchor DesignerTM Software Version 2.4.5673.203 . Company: ` W Gilbert Engineering Date: - 3/24/2016 Engineer: Wes Gilbert I Page:.' 2/5 Project: 15=13-27393 - Address:.. 140 Yellowstone. Drive,'Suite '110 Phone: = •' (530) 809-1315 ' E-mail: +. wes@wgilbertengineering.com <Figure 2> b • Anchor Designer T11 0 0 , Software Version 2.4.5673.203 Company: W Gilbert Engineering Date: 3/24/2016 Engineer: Wes Gilbert Page: 3/5 Project: 15-B-27393 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail' I wes@wgilbertengineering.com 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) Vu.. (lb) Vu., (lb) J(VuazY•f•( -0, (lb) 1 1200:0,• ' 1200.0 1200.0 1697.1 2 1200.0 1200.0 1200.0 1697.1 Sum .2400.0 2400.0 2400.0 3394.1 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 2400 ' Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'NX (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 i Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.002 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 UTTE COUNTY X B BUILDING DIVISION 4. Steel Strength of Anchor in Tension(Sec. D.5,11 APPROVED E® Ns. (lb) 0 ONsa (Ib) 13100 0.75 9825 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Nb = k.A.4fchert 5 (Eq. D-6) kc Ae fc (psi) he (in) Nb (Ib) t 24.0 1.00 2500 4.667 12097 ONcbg =0 (ANcI ANco)WBc,N%d.NV'c,NYJcp,NNb (Sec. D.4.1 & Eq. D-4) ANc (in 2) ANco (In Z) - Tec,N V'ed,N V'c,N Tcp,N Nb (lb)' 0 ONcbg (lb) 196.00 196.00 1.000 0.936 1.25 1.000 12097 0.70 9905 6. Pullout Strength of Anchor in Tension (Sec. D.5.31 ' ONpe = O4c,PNp = 0'Yc,P8Ab gfc (Sec. D.4.1, Eq. D-13 & D-14) 'Yc.P Abrg (int) fc (psi) 0 (lb) 1.4 0.67 2500 0.70 13152 >.ik .` .e.... -..•......_ ...... _.__..-........•��.-.._.....-.._.._............_.........___..._-.__.....-.....-.._..--- —._..--.-.-.-.--T•.-•...».. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. &rnp§an Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com t�l►vl�.z��c■ Anchor Designer TM s , Software Version 2.4.5673.203 8. Steel Strength of Anchor in Shear (Sec. D.6.11 Company: W Gilbert Engineering Date: 3/24/2016 Engineer: Wes Gilbert Page: 4/5 Project: 15-B-27393 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: I wes@wgilbertengineering.com Vse (Ib) (grout 0 OgmwOVse (lb) Vby.(Ib)... BUTTE COUNTY7865 1.0 0.65 5112 115.50 136.13 1.000 1.400.. 1.000 BUILDING OMSION 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.2) 8996 APPROVED Shear perpendicular to edge in y -direction: Vby = min 17(/e/ da)0•14daAa*'cca,'•5; 9Aa4f'cca,' S1 (Eq. D-33 & Eq. D-34) le (in) de (in) Aa f'c (psi) ca, (in) Vby (Ib) Vbx (lb) 5.00 0.63 1.00 2500 5.50 5410 5.00 0.63 1.00 2500 7.00 oV cby =0 (Avc/Avco)'Yed,v'Yc.0Vh,vVby (Sec. D.4.1 & Eq. D-30) Avc (int) Avco (in 2) V's d,v 'Pc,V `Ph,V Vby (lb) 0 OVcby (Ib) 115.50 136.13 0.955 1.400 1.000 5410 0.70 4294. . Shear perpendicular to edge in x -direction: Vbx=minj7(le/de)02gdaAeJfcce,15;9AaJfcca,isl(Eq+,D33&'Eq.D-34)` ` le (in) de (in) Aa f'c (psi)__.. ce, (in) Vbx (lb) 5.00 0.63 1.00 2500 7.00 7767 OVcbgx = 0 (Avc/Avco)'Pecv'PedvVc,v'Ph,vVbx (Sec. D.4.1 & Eq. D-31) Avc (in 2) Avco (int) 'Pec,y Ped V 'Pc,v ,v Vbx (lb) 0 16Vcbgx (Ib) 147.00 220.50 1.000 0.857 1.400 1.000 7767 0.70 4350 Shear parallel to edge in x -direction: Vby = minj7(le/ da)° zgdaAagf'cce,'.5; 9AaJf1cce1' 5j (Eq. D-33 & Eq. D-34) le (in) de (in) Aa f'c, (psi) ca, (in) Vby (Ib) 5.00 0.63 1.00 2500 5.50 5410 ,,6V cbx =0 (2)(Avc/Avco)' Ped.vPc,vPh,vVby (Sec. D.4.1 & Eq. D-30) Avc (in 2) Avco (in 2) V'ad,v `Yc,v 9'h,v Vby.(Ib)... 0 OVcbx (lb) 115.50 136.13 1.000 1.400.. 1.000 5410 '.'0.70 8996 Shear parallel to edge in y -direction: Vex = minj7(1e/ da)° zJdeAagf cce,' 5; 9Aagf cca,' 5j (Eq. D-33 & Eq. D-34) ' le (in) da (in) Ae f'c (psi) ce, (in) Vbx (lb) 5.00 0.63 1.00 2500 7.00 7767 OVcbgy = 0 (2)(Avc/Avco)' Pec,v'Ped,v'Pc.vPh,vVbx (Sec. D.4.1 & Eq. D-31) Avc (in 2) Avco (in 2) tPec,V 'Ped,V PC,v 'Ph,V Vbx (lb) 0 OVcbgy (Ib) 147.00 220.50 1.000 1.000 1.400 1.000 7767 0.70 10149 10. Concrete Ply ut Strength of Anchor in Shear (Sec. D.6.31 OVcpg = OkcpNcbg = Okcp(ANC/ANco)'Pec.N Ved,N'Pc,N'Pcp.NNb(Eq. D-41) k, ANc (int) AN. (in 2) Tac,N 'Ped,N Pc,N Pcp,N Nb (Ib) 0 OVcpg (Ib) 2.0 196.00 196.00 1.000 0.936 1.250 1.000 12097 0.70 19809 11. Results Interaction of Tensile and Shear forces (Sec. D.7) Tension Factored Load, Nua (lb) Design Strength, oN„ (lb) Ratio Status Steel 1200 , 9825 0.12 Pass Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Serong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com IF M • Anchor DesignerT"' e , Software Version 2.4.5673.203 Company: W Gilbert Engineering Date: 3/24/2016 Engineer: Wes Gilbert Page: 5/5 Project: 15-B-27393. Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com Concrete breakout 2400 9905 0.24 Pass (Governs) Pullout 1200 13152 0.09 Pass Shear Factored Load, Vua (lb) Design Strength, oW (lb) Ratio Status Steel 1697 5112 0.33 Pass T Concrete breakout y+ 2400 4294 0.56 Pass T Concrete breakout x+ 2400 4350 0.55 Pass II Concrete breakout y- 1200 8996 0.13 Pass II Concrete breakout x- 2400 10149 0.24 Pass Concrete breakout, - - '0.79 Pass (Governs) combined Pryout 3394 .19809 0.17 Pass Interaction check Nu.I^ V -/0V„ Combined Ratio Permissible Status Sec. D.7.3 0.24 0.79 102.8% 1.2 Pass 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 with hef = 7.000 inch meets the selected design criteria. 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast -in-place anchor is waived per designer option. - Designer must exercise own judgement- to' determine if this design is suitable. BUTTE COUNTY , BUILDING DIVISION APIF-ft*VOVED ......... __..__......_.._...._.. _. ............ _m._...-..._.................._.............._._........-..._.._......_.........._....................... Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor DesignerTM Software, - 5 t P 1 - Versiori 2.4.5673.204 Company:. W Gilbert Engineering Date:; • 3/24%20'16 Engineer: Wes Gilbert Page: 1/5 - Project: 15-B-27393 Address.. 140 Yellowstone' Drive, Suite 110 . Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com' " " 1.Proje6t information Customer company: Mr. Monago ' Projectdescription: Anchor Bolts.and Base: Plate Testing for Column Customer contact name: Dan Hays Footing at 2A & 2C ` Customer e-mail: dan@haysassociates.com - Location: 6306 County Road 24; Orland,CA95963 Comment: Fastening description: 2. Input Data & Anchor Parameters _ - General Base Material Design method:ACl 318-11.; Concrete: Normal -weight " Units: Imperial units Concrete thickness, h (inch): 16.00 State: Untracked.. Anchor Information: Compressive strength, (psi):.2500 Anchor type: Cast -in-place 4W.,v: 1.9 Material: F1554 Grade -36 Remforc6m'pht�condition:'B tension, B shear ' Diameter (inch): 0.750 Supplemental reinforcement: No Effective Embedment depth, her (inch): 7.000 z it;ya Reinforcement provided at corners: No Anchor category: Do not;evaluate concrete' breakout in tension: No... Anchor ductility: Yes Do not edaluate concrete breakout in shear: No hmn (inch): 8.50 - Ignore 6do'requirement: Yes Cmin (inch): 1.22 Build-up grout pad: No Smn.(inch):3.00 Base Plate Load and Geometry Length z Width x Thickness(inch): 9.50'jx 6:00 x 0.38 Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: -No.:.' , COUNTY. Anchors subjected to sustained tension: Not applicable .�UE Apply entire shear, load at front row: No BUILLDING DIVISION Anchors, only resisting wind and)or seismic loads: Yes ' `' APRRO 9700Ib': _ 5200.10 5200 Ib 0 to b a - '�� �y{lra i• 3 � .. - !}i Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.' Simpson S rung Tie,Company Inc.. "'5956 W. Las Positas Boulevard .P.Ieasanton;CA'94588 Phone: 925.560.9000,Fax:'925.847.3871 www.strongtie.com. �7 i►�i i 1.7•� c ■ Anchor Designer T11 �,. Software Version 2.4.5673.204 <Figure 2>, • � n a�,3�' a `"'�, ' � � 5 . ' Company: W Gilbert Engineering Date: 3/24/2016 Engineer: Wes Gilbert Page: 2/5 Project: 15-B-27393 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertengineering.com CD UtT eUNTY WILDING DIVISION APPROVED Recommended Anchor Anchor Name: Heavy Hex Bolt - 3/4"0 Heavy Hex Bolt, F1554 Gr. 36 4 7 .. _.._.__...........____..._.._...._......._..-......__._.__................. ...... _........ .................. ...w.._ ............ _..__.......... .,....._.......... ... ......... _.,........... ..... _......... .� Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com t , 4 E-71►�il�Z•�►■ Anchor DesignerT"' s , Software Version 2.4.5673.204 Company: W Gilbert Engineering Date: 3/24/2016 Engineer: Wes Gilbert Page: 3/5 Project: 15-13-27393 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertengineering.com 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nue (lb) Vuax (lb) Vuay (lb) 4(Vuax)2+(Vuay)2 (lb) 1 2425.0 1300.0 1300.0 1838.5 2 2425.0 1300.0 1300.0 1838.5 3 . , 2425.0 1300.0 1300.0 • 1838.5 4 2425.0 , 1300.0 1300.0 1838.5 Sum 9700.0 5200.0 5200.0 7353.9 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 9700 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): Eccentricity Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0. �J f� TY Eccentricity of resultant shear forces in y-axis, e'vy (inchOUR-DING DIVISION' PFIOVED 4. Steel Strength of Anchor in Tension(Sec. D.5.11. N- (Ib) 0 ON58 (lb) 19370 0.75 14528 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Nb = kc 90cher' 5 (Eq. D-6) kc Ao Fc (psi) her (in) Nb (Ib) 24.0 1.00 2500 7.000 22224 ONcbg =0 (ANcI ANCe)Y'ec,NPed,NY%,N'Fcp,NNb (Sec. D.4.1 & Eq. D-4) AN, (int) ANco (int) V'ec,N Ted,N PC, Tcp,N Nb (lb) ONcbg (lb) 625.00 441.00 1.000 1.000 1.25 1.000 22224 0.70 27560 6. Pullout Strength of Anchor in Tension (Sec. D.5.3) ^N = 0Pc,PNp = 0Vcp8Abgfc (Sec. IDA. 1, Eq. D-13 & 0-14) Tc,p Ab,g (int) fc (psi) 0 (lb) 1.4 0.91 2500 0.70 17856 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com t�l►ll -Z•�c■ Anchor Designer TM m , Software Version 2.4.5673.204 8. Steel Strength of Anchor in Shear (Sec. D.6.1 Company: W Gilbert Engineering Date: 3/24/2016 Engineer: Wes Gilbert Page: 4/5 Project: 15-13-27393 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com Vse (lb) Ogrour 0 OgmuroVsa (lb) 11625 1.0 0.65 7556 OU 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.2)[ ����'�� OUN Shear perpendicular to edge in y -direction: q �DI� ®t, Vby = minJ7(le/da)0•ZJdaA. Wcca,1-5; 9Aa4fcca,l 5l (Eq. D-33 & Eq. D-34) A ®Vp® le (in) de (in) A8 fc (psi) co, (in) Vey (Ib) 6.00 0.75 1.00 2500 10.67 15677 Vby = minJ7(4/da)0Nda,1a4fcca,1 5; 9Al 4fcce,' S1 (Eq. D-33 & Eq. D-34) 15677 • OVcbgy = 0 (Avc/Avco)Yec,vV'ed,vPc,vPh,vVby (Sec. D.4.1 & Eq. D-31) . /.(in) da (in) da fc (psi) ca, (in) Vby (Ib) 6.00 0.75 1.00 2500 10.67 Avc (int) Avco (int) P., V 'f'ed,V `Yc,V 9'h:v Vby (Ib) 0 0Vcbgy (Ib) 448.00 512.00 1.000 0.925 1.400 1:000 15677 0.70 12435 15677 * 0.70 26886 kcp ANc (InZ) ANco (InZ) Tec,N Ted, IV 'f'c,N Vcp,N Nb (lb) 0 OVcpg (Ib) 2.0 625.00 441.00 1.000 1.000 Shear perpendicular to edge in x -direction: 55120 Vbx = minl7(le/ da)02gdaxia4fcce,1•5; 9A.4fcca,' SJ (Eq. D-33 & Eq. D-34) r le (in) de (in) Aa f'c (psi) cw (in) Vbx (Ib) 6.00- 0.75 1.00 2500 10.67 15677 OVcbgx = 0 (Avc/Avco)'f'ec,vP6d,vPc,vPh,vVbx (Sec. D.4.1 & Eq. D-31) ' '• Avc (int) _ Avco (int) 1P.B ,v Pod,V PC,v Th.V Vbx (lb) 0 OVcbgx (Ib) 448.00 512.00 1.000 0.925 1.400 1.000 15677 0.70 12435 Shear parallel to edge in x -direction: Vbx (lb) Vby = minJ7(4/da)0Nda,1a4fcca,1 5; 9Al 4fcce,' S1 (Eq. D-33 & Eq. D-34) 15677 • ' . /.(in) da (in) da fc (psi) ca, (in) Vby (Ib) 6.00 0.75 1.00 2500 10.67 15677 OVcbgx = 0 (2)(Avc/Avco)9'ec:vTed.VPc.vWh.vVby (Sec. D.4.1 & Eq. D-31) ti. 26886 Avc (in Avco (in') rf'ec,V `Ped,v tYc,v '/'h,V '.- , Vby (lb) !� 1pVcbgx (Ib). 448.00 512.00 1.000 1.000 1.400 1.000 , 15677 * 0.70 26886 Shear parallel to edge in y -direction: Vox = min 17(/e/ da)02gdaita4f1bCei' 5; 9xla*cCa11-51 (Eq. D-33 & Eq. D-34) le (in) da (in) Aa fc (psi) cat (in) Vbx (lb) 6.00 0.75 1.00 2500 10.67 15677 • OVcbgy = 0 (2)(Avc/Avco)'%'ec,v%d,VYo,VPh, vVbx (Sec. D.4.1 & Eq. D-31) Avc (in') AVM (InZ) 'Yeo.V Ted.V WC,V Th,V Vbx (lb) 0 OVcbgy (Ib) 448.00 512.00 1.000 1.000 1.400 1.000, -15677 0.70 26886 10. Concrete Pryout Strength of Anchor in Shear (Sec. D.6.3) OVcpg=okcpNcbg=Okcp(ANc/ANco)WOOVV-ed.N'fo.Ny'cp.NNb(Eq.D-41) * r kcp ANc (InZ) ANco (InZ) Tec,N Ted, IV 'f'c,N Vcp,N Nb (lb) 0 OVcpg (Ib) 2.0 625.00 441.00 1.000 1.000 1.250 1.000. 22224 0.70 55120 11. Results Interaction of Tensile and Shear Forces (Sec. D.71 Tension Factored Load, %a (lb) Design Strength, oNn (lb) Ratio Status • Steel 2425 14528 0.17 Pass Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com. t7i►�/I�-7•�c� Anchor DesignerT'" a , Software Version 2.4.5673.204 Concrete breakout 9700 Pullout 2425 Company: W Gilbert Engineering I Date: 3/24/2016 Engineer: Wes Gilbert I Page: 5/5 Project: 15-B-27393 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com 27560 0.35 Pass (Governs) 17856 0.14 Pass Shear Factored Load, Vva (lb) Design Strength, oVn (lb) Ratio Status Steel 1838 7556 0.24 Pass T Concrete breakout y+ 5200 12435 0.42 Pass T Concrete breakout x+ 5200 12435 0.42 Pass II Concrete breakout y- 2600 26886 0.10 Pass II Concrete breakout x- 2600 26886 0.10 Pass Concrete breakout, - - 0.59 Pass (Governs) combined Pryout 7354 55120 0.13 Pass Interaction check N„a/¢Na V„./OV. Combined Ratio Permissible Status Sec. D.7.3 0.35 0.59 94.3% 1.2 Pass 3/4"0 Heavy Hex Bolt, F1554 Gr. 36 with hef = 7.000 inch meets the selected design criteria. 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast -in-place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. BUILDING- DIVISION I®VE® Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • kt Anchor Designer TM` ' Software Version 2.4.5673.205 Company: W Gilbert Engineering Date: 3/24/2016 Engineer:. Wes Gilbert Page: 1/4 Project: .• 15-B-27393 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertengineering.com 1.Project information Customer company: Mr. Monago Project description: Anchor Bolts and Base Plate Testing for Column Customer contact name: Dan Hays Footing at 3A Customer e-mail: dan@haysassociates.com Location: 6306 County Road 24, Orland,CA95963 Comment: _ Fastening description: 2. Inlout Data & Anchor Parameters �• General Base Material Design method:ACI 318-11 Concrete: Normal -weight Units: Imperial units ,' Concrete thickness, h (inch): 12.00 State: Uncracked Anchor Information: Compressive strength, fc' (psi): 2500 t Anchor type: Cast -in-place ' 4Wo,v: 1.0 Material: F1554 Grade 36 , Reinforcement condition: B tension, B shear , Diameter (inch): 0.625 Supplemental reinforcement: No • y , Effective Embedment depth, hef (inch): 7.000 Reinforcement provided at corners- No Anchor category: - Do not evaluate concrete breakout in tension: No Anchor ductility: Yes Do not evaluate concrete breakout in shear: No hmin (inch): 8.38 Ignore 6do requirement: Yes , Cmin (inch): 1.11 Build-up grout pad: No y+� Smin (Inch): 2.50 ,Base Plate Load and Geometry Length x Width x Thickness (inch): 8.00 x 7.00 x 0.25 �• �y i j:�?�, Load factor source: ACI 318 Section 9.2 i , .y r T •Load combination: not set • � '•' � ' ,l Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No e Anchors only resisting wind and/or seismic loads: Yes Z <Figure 1> • E 3300 Ib SUM- COUNTY OUIIM..INO DIVISION APP OVED +'a 0,b 01 t i 1 t 0 ft -lb t - . 0 'ft J . i.. xy+�, eve. � $ i�,s b . • t .._._..___.__..__.___.._..__.._._.._.__....___..... __......... ____.._....___._.__....__...._.._._.....__.._._...__. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -'Fie Company Inc. ' 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com ' • Anchor DesignerT"^ a Software ' Version 2.4.5673.205 Company:, W Gilbert Engineering Date: 3/24/2016 Engineer:.. " ' Wes Gilbert Page:. 2/4 . Project 15-13-27393 Address:, 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315. E-mail: wes@wgilbeftengineering.com. • Anchor DesignerTM o Software - Version 2.4.5673.205 Company: W Gilbert Engineering I Date: 3/24/2016 Engineer: Wes Gilbert I Page: 3/4 Project: 15-B-27393 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertengineering.com 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y,• Shear load combined, Nue (lb) Vua. (lb) Vu., (lb) q(Vuax)'+(Vuay)2 (lb) 1 1650.0 0.0 0.0 0.0 2 1650.0 , 0.0 0.0 0.0 Sum 3300.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 3300 Resultant compression force (Ib): 0 Eccentricity of resultant tension forces in x-axis, e'N: (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension(Sec. D.5.1) Nye (lb) 0 ONsa (lb) 13100 0.75 9825 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.2) Nb = kcAaVfcher1'S (Eq. D-6) kc Aa fc (psi) he/ (in) Nb (lb) 24.0 1.00 2500 5.333 14780 oNcbg =0 (AN.IANco) VJec.NYFed,09'c,NV-'cP,NNb (Sec. D.4.1 & Eq. D-4) ANc (m2) ANco (in Z) Y'ec,N V'ad,N Vc.N 0.0 <Figure 3> BUTTE COUNTY BUILDING DIVISION p,N Nb (Ib) /► 256.00 256.00 1.000 0.944 1.25 1.000 14780 0. M 5 6. Pullout Strength of Anchor in Tension (Sec. D.5.3) ' ONp„ _ OVJc,PNp = 0VJc,P8Abgfc (Sec. D.4.1, Eq. D-13 & D-14) V'c,P Amy (int) fc (psi) 0 ONpn (lb) 1.4 0.67 2500 0.70 13152 ._._--------- -.___�_ � _ �.__ _._..__ __.___..... ____�_:..___..___..__..__._. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000. Fax: 925.847.3871 www.strongtie.com 14LZ�M Anchor DesignerT"" o a , Software Version 2.4.5673.205 Company: W Gilbert Engineering Date: 3/24/_2016 Engineer: Wes Gilbert Page: . 4/4 Project: 15-B-27393 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com 11. Results Interaction of Tensile and Shear Forces (Sec. D.71 Tension Factored Load, N„e (lb) Design Strength, eNn (lb) Ratio Status Steel 1650 9825 0.17 Pass Concrete breakout 3300 12205 0.27 Pass (Governs) Pullout 1650 13152 0.13 Pass 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 with hef = 7.000 inch meets the selected design criteria. 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast -in-place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. BUILDING DIVISION APPROVED Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Cornpany Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor DesignerT°" Software - �P Version 2.4.5673.206 Company: W Gilbert Engineering Date: 3/24/2016 Engineer: Wes Gilbert Page: 1/5 Project: 15-B-27393 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertengineering.com 1.Project information Customer company: Mr. Monago Project description: Anchor Bolts and Base Plate Testing for Column Customer contact name: Dan Hays Footing at 36 Customer e-mail: dan@haysassociates.com Location: 6306 County Road 24, Orland,CA95963 Comment: Fastening description: 2. Input Data & Anchor Parameters General ' Base Material Design method:ACI 318-11 Concrete: Normal -weight Units: Imperial units Concrete thickness, h (inch): 17.00 State: Uncracked Anchor Information: Compressive strength, fc (psi): 2500 Anchor type: Cast -in-place , . 4Jc,v: 1.4 , Material: F1554 Grade 36 Reinforcement condition: B tension, B shear Diameter (inch): 0.625 Supplemental reinforcement: No Effective Embedment depth, her (inch): 7.000 Reinforcement provided at corners: No �t . I . J ; Anchor category: - ` r • Do not evaluate concrete breakout in tension: No 1 Anchor ductility: Yes. Do not evaluate concrete breakout in shear: No i' t hmin (inch): 8.38 1 Ignore 6do requirement: Yes - Cmin (Inch): 1.11 r Build-up grout pad: No , $min (inch): 2.50 ' Base Plate Load and Geometry Length x Width x Thickness (inch): 8.00 x 7.00 x 0.25 Load factor source: ACI 318 Section 9.2 ' Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable , Apply entire shear load at front row: No ' Anchors only resisting wind and/or seismic loads: Yes ; <Figure 1> 9900 Ib BUTTE COUNTY BUILDING DIVISION APPROVED &>r" {� *x} Ode ' :,k,uK say �� � {*a} i e. �•`i i t 'p ;y 2200 lb • t E � 5 3 � • i<i?1 t 2200 ib T y 0 ft -Ib I Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. _ �y Simpson Strong=rie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor DegigherTM Software - Version. 2 4.5673.206 t Company:' W'Gilbert Engineering _ .= Date: 3/24/2016 ` Engineer: Wes Gilbert. I Page: 2/5 - Project: 15 -B -27393 - Address: 140 Yellowstone_ Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertengineering.com � T • � i Engineer: FMIM-• Anchor DesignerT1 o Software Version 2.4.5673.206 Company: W Gilbert Engineering Date: 3/24/2016. Engineer: Wes Gilbert Page: 3/5 Project: 15-B-27393 Address: 140 Yellowstone Drive, Suite 110 Phone:. (530)809-1315 E-mail: wes@wgilbertengineering.com _........................ _._._.._ S. Resulting ..... ... ..__._:._._..__.__...._._.._.__.___.___._____:.____ Anchor Forcest- _._.. _...._.__._...__._._____. .__....._..... _... _._.._____.._......_.._...._.__....___._.... ._..__..._•__._.__.._.._...._.._.__.___._............_ Anchor Tension load,' Shear load x, Shear load y, Shear load combined, No = kciaJfchar,s (Eq. D-6) Nu. (lb) Vuax (lb) Vuay (lb) AVuax)'+(Vuay)2 (Ib) 1 •4950.0- , 1100.0 1100.0 1555.6 2 4950.0 1100.0 .1100.0 1555.6 Sum 9900.0 2200.0 . .2200.0. 3111.3 Maximum concrete compression strain (%.): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 9900 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 i 4. Steel Strength of Anchor in Tension(Sec. D.5.1) Nsa (lb) 0 (lb) 13100 0.75 9825 '- BUTTE COUNTY 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 i BUILDING DIVISION No = kciaJfchar,s (Eq. D-6) � APPROVED,- �®��® ' kc de fc (psi) her (in) Ne (Ib) 24.0 1.00 2500 7.000 22224- ' ON09 =0 (ANcI ANco)V'ac,NWed.NVJC.N'Yca.NNb (Sec. D.4.1 & Eq. D-4) ANc (in') AN6e (in 2) Vec.N y'ed,N 9¢N :op,N Nb (Ib) 0 ONcbg (Ib) 504.00 441.00 1.000 1.000 1.25 1.000 22224 0.70 22224 6. Pullout Strength of Anchor in Tension (Sec. D.5.3) ONpa = 0yc,PNp = 0V6,P8Abrgfc (Sec. DA. 1, Eq. D-13 & D-14) PC'P Abg (int) fc (psi) 0 014a. (lb) 1.4 0.67 2500 0.70 13152 , s , Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. S ITipson Strong-'rie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor Designer TM Software Version 2.4.5673.206 Company: W Gilbert Engineering Date: 3/24/2016 Engineer: Wes Gilbert Page: 4/5 Project: 15-13-27393 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertengineering.com OVcby =0 (Avc/A Vco)VYed,V'Yc,VY'h,VVby (Sec. D.4.1 & Eq. D-30) .Avc (int) Avco (inZ) Ped,v PC,v `>'h.V Vey (Ib) 0 OVcby (Ib) 476.00 578.00 0.947 1.400 1.000 16002 0.70 12231 Shear perpendicular to edge in x -direction: Vbx = minj7(1e/de)02qdexlaqf.ca,15; 9ii.e4Pcce1' SI (Eq. D-33 & Eq. D-34) le (in) de (in) ,t8 f, (psi) cel (in) Vbx (lb) 5.00 0.63 1.00 2500 11.33 16002 OVcbgx = 0 (Avc/Avco) Pec,vPed,vPc,vPh,vVbx (Sec. D.4.1 & Eq. D-31) Avc (in 2)' ,Avco (int) Y'ec,v 9'ed.v `Po,v 9'h,v Vbx (Ib) 0 OVcbgx (Ib) 476.00 578.00 „ .1.000 0.921 1.400 1.000 16002 0.70 11889 Shear parallel to edge in x -direction: Vby = minj7(le/ da)b 24d.A.4fccet'•5; 9A.*cce+' Sj (Eq. D-33 & Eq. D-34) le (in) de (in) Aa Pc (psi) cei (in) Vey (lb) 5.00 0.63 1.00 2500 11.33 16002 oV cbx =0(2)(Avc/Avco)1Fed,v'Yc.v'Yh,vVby (Sec. D.4.1 & Eq. D-30) Avc (int) Avco (in 2) Ped,v 9'c.v Ph,v Vby (Ib) 0 oVcbx (lb) 476.00 578.00 1.000 1.400 1.000 16002 0.70 25828 Shear parallel to edge in y -direction: Vbx = min 17(le/da)°•2Jdaaagf'cca,'.5; 9Aa4f'ccal' 51 (Eq. D-33 & Eq. D-34) le (in) da (in) A8 PC (psi) c.1(in) Vbx (Ib) 5.00 0.63 1.00 2500 11.33 16002 OVcbgy = 0 (2)(AVc/AVco)P.c,v'Yad,vPc,vTh,vVbx (Sec. D.4.1 & Eq. D-31) Avc (in 2) AVco (in 2) 'Pe c,V Pod,V 4'c,v `/'h,v Vbx (lb) 0 oVcbgy (Ib) 476.00 578.00 1.000 1.000 1.400 1.000 16002 0.70 25828 10. Concrete Pryout Strength of Anchor in Shear (Sec. D.6.3) 0Vcpg=OkpNcbg=Okcp(ANc/ A Nco) Vec,N'Yed,N%.N Tcp;NNb(Eq. D-41) kcp Aw (m2) AN. (In2) 'YBo,N '7xed,N PC. V'cp,N Nb (Ib) 0 41Vcpg (Ib) 2.0 504.00 441.00 1.000 1.000 1.250 1.000 22224 0.70 44449 11. Results Interaction of Tensile and Shear Forces (Sec. D.7) Tension Factored Load, Nua (lb) Design Strength, eNn (lb) Ratio Status Steel 4950 9825 0.50 Pass (Governs) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com BUTTE COUNTY 8. Steel Strength of Anchor in Shear (Sec. D.6:11 BUILDING DIVISION Vee 0 r�1V8a (Ib) APPROVED 78655 1.0 1.0 0.65 5112 5112 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.2) Shear perpendicular to edge in y -direction: Vby = minj7(1e/ da)°•2Jdaa.a4f'cca1' S; 9Aa4fcce+'•51 (Eq. D-33 & Eq. D-34) 4 (in) de (in) A8 f'c (psi) cal (in) Vby (Ib) 5.00 0.63 1.00 2500 11.33 16002 OVcby =0 (Avc/A Vco)VYed,V'Yc,VY'h,VVby (Sec. D.4.1 & Eq. D-30) .Avc (int) Avco (inZ) Ped,v PC,v `>'h.V Vey (Ib) 0 OVcby (Ib) 476.00 578.00 0.947 1.400 1.000 16002 0.70 12231 Shear perpendicular to edge in x -direction: Vbx = minj7(1e/de)02qdexlaqf.ca,15; 9ii.e4Pcce1' SI (Eq. D-33 & Eq. D-34) le (in) de (in) ,t8 f, (psi) cel (in) Vbx (lb) 5.00 0.63 1.00 2500 11.33 16002 OVcbgx = 0 (Avc/Avco) Pec,vPed,vPc,vPh,vVbx (Sec. D.4.1 & Eq. D-31) Avc (in 2)' ,Avco (int) Y'ec,v 9'ed.v `Po,v 9'h,v Vbx (Ib) 0 OVcbgx (Ib) 476.00 578.00 „ .1.000 0.921 1.400 1.000 16002 0.70 11889 Shear parallel to edge in x -direction: Vby = minj7(le/ da)b 24d.A.4fccet'•5; 9A.*cce+' Sj (Eq. D-33 & Eq. D-34) le (in) de (in) Aa Pc (psi) cei (in) Vey (lb) 5.00 0.63 1.00 2500 11.33 16002 oV cbx =0(2)(Avc/Avco)1Fed,v'Yc.v'Yh,vVby (Sec. D.4.1 & Eq. D-30) Avc (int) Avco (in 2) Ped,v 9'c.v Ph,v Vby (Ib) 0 oVcbx (lb) 476.00 578.00 1.000 1.400 1.000 16002 0.70 25828 Shear parallel to edge in y -direction: Vbx = min 17(le/da)°•2Jdaaagf'cca,'.5; 9Aa4f'ccal' 51 (Eq. D-33 & Eq. D-34) le (in) da (in) A8 PC (psi) c.1(in) Vbx (Ib) 5.00 0.63 1.00 2500 11.33 16002 OVcbgy = 0 (2)(AVc/AVco)P.c,v'Yad,vPc,vTh,vVbx (Sec. D.4.1 & Eq. D-31) Avc (in 2) AVco (in 2) 'Pe c,V Pod,V 4'c,v `/'h,v Vbx (lb) 0 oVcbgy (Ib) 476.00 578.00 1.000 1.000 1.400 1.000 16002 0.70 25828 10. Concrete Pryout Strength of Anchor in Shear (Sec. D.6.3) 0Vcpg=OkpNcbg=Okcp(ANc/ A Nco) Vec,N'Yed,N%.N Tcp;NNb(Eq. D-41) kcp Aw (m2) AN. (In2) 'YBo,N '7xed,N PC. V'cp,N Nb (Ib) 0 41Vcpg (Ib) 2.0 504.00 441.00 1.000 1.000 1.250 1.000 22224 0.70 44449 11. Results Interaction of Tensile and Shear Forces (Sec. D.7) Tension Factored Load, Nua (lb) Design Strength, eNn (lb) Ratio Status Steel 4950 9825 0.50 Pass (Governs) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor Designer TM Software Version 2.4.5673.206 Company: W Gilbert Engineering Date: 3/24/2016 Engineer: Wes Gilbert Page: 5/5 Project: 15-8-27393 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com Concrete breakout 9900 22224 0.45 Pass Pullout 4950 13152 0.38 Pass Shear Factored Load, Vua (lb) Design Strength, OVA (lb) Ratio Status Steel 1556 5112 0.30 Pass (Governs) T Concrete breakout y+ 2200 12231 0.18 Pass + T Concrete breakout x+ 2200 11889 0.19 Pass II Concrete breakout y- 1100 25828 0.04 Pass II Concrete breakout x- 2200 25828 0.09 Pass Concrete breakout, - - 0.26 Pass combined Pryout 3111 44449 0.07 Pass Interaction check N„./^ Vua/0Vd Combined Ratio Permissible Status Sec. D.7.3 0.50 0.30 80.8% 1.2 Pass 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 with hef = 7.000 inch meets the selected design criteria. 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast -in-place anchor is waived per - designer option. - Designer must exercise own judgement to determine if this design is suitable. ti ' BUTTE COUNTY BUILDING DIVISION ' APPmo 19 PO .._........ _ ... - _ ..__.__.._..._....._..__................. ...... ._.__... _._....... _.._._._............ __................. _.... _..... _....... _...... _..,....m...... ...... _ Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong•'rie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor DesignerTML 1 Software. - Version 2.4.5673.207 Company: W Gilbert Engineering Date: 3/24/2016 " Engineer: Wes Gilbert :: Page: 1/5 Project: 15-13-27393 Address: 140 Yellowstone Drive, Suite 11'6 Phone: (530) 809-1315 E-mail: .' wes@wgilbertengineering.com .1.Project information , Customer.company:• Mr. Monago # Project description: Anchor Bolts and Base Plate Testing for Column Customer contact name: Dan Hays Footing at.3C Customer e-mail: dan@haysassociates.com Location: 6306 County Road 24, Orland,CA95963 Comment: ` Fastening description: - 2. Input Data & Anchor Parameters General Base Material Design method:ACt 318-11 Concrete:: Normal -weight Units: Imperial units Concrete thickness, h (inch): 12.00 State: Uncracked Anchor Information. ` Compressive strength, f (psi): 2500 Anchor type: Cast -in-place Wo,v: 1.4 - Material: F1554 Grade 36 ' Reinforcement condition: B tension, B shear Diameter (inch): 0.625 Supplemental reinforcement: No Effective_ Embedment depth,.her(inch): 7.000 Reinforcement provided at corners: No Anchor category: Do not evaluate concrete breakout in tension: No Anchor ductility: Yes Do not evaluate concrete breakout in shear: No hmin (inch); 8.38Ignore w Edo requirement: YesCmin.(inch): 1.11 Build-up grout pad: No Smin (Inch): 2.50 Base Plate Load.and Geometry Length x Width x Thickness, (inch): 8.00 x 7.00 x0.25 Load factor source: ACI 318 Section 9.2; ' Load combination: not set, Seismic design: -No Anchors subjected to sustained tension: Not applicable - Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Z , <Figure 1> 3100 Ib BUTTE COUNTY k. :3UILDING DIVISION " APPROVED" • . 1400 Ib 0 ft -Ib" ` , Input data and results-must:be, checked for agreement with the existing circumstances', the standards and guidelines must be checked,for plausibility Simpson Strong Tie Companylnc. - 5956 W. Las Positas Boulevard Pleasanton', CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor Designer TM Software Version 2.4.5673.207 Company:.- W Gilbert Engineering Date: 3/24/2016 ' Wes Gilbert Page: 2/5 t` 15-B-27393 • Anchor Designer TM Software Version 2.4.5673.207 Company:.- W Gilbert Engineering Date: 3/24/2016 Engineer: Wes Gilbert Page: 2/5 Project: 15-B-27393 Address: 140 Yellowstone Drive, Suite 110 - Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com <Figure 2> a. ,tee 0 ti !�4 � a '♦ r .q. h' A O a -00 44 i 1 4 ai'!�' € '•5tkfid 1 .VPW • 4 +x M ya y 1'h "� i A O —41 Yet 7.50 7.50 Recommended AnchorBUTT Anchor Name: Heavy Hex Bolt= 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 4t BOUNTY BUILDING (WISI®N APPROVED 77t f Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strorig.'fie Company inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone:* 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor DesignerT°" o , Software Version 2.4.5673.207 Company: W Gilbert Engineering I Date: 1 3/24/2016 Engineer: Wes Gilbert I Page: 3/5 Project: 15-13-27393 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: I wes@wgilbertengineering.com 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nue (lb) Vu.. (lb) Vua, (lb) q(Vuax)2+(Vuay)2 (Ib) 1 1550.0 700.0 700.0 989.9 2 1550.0 700.0 700.0 989.9 Sum 3100.0 1400.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 3100 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'NY (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension(Sec. D.5.11 Nse (lb) 0 ^. (lb) 13100 0.75 9825 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Nb = k,A.*cher'•' (Eq. D-6) kc A8 N (psi) her (in) Nb (Ib) 24.0 1.00 2500 6.000 17636 1400.0 <Figure 3> 1979.9 BUTTE COUNTY :PASION UVE® r6Ncbg =0(ANc/ANco)'Yec,N'YedNPC.NPCP,NNb (Sec. D.4.1 & Eq. D-4) , ANc (in 2) ANco (int) Tec,N %d,N 'PC,N 'WCP.N Nb (lb) 0 ONcbg (Ib) 324.00 324.00 1.000 0.950 1.25 1.000 17636 0.70 14660 6. Pullout Strength of Anchor in Tension (Sec. D.5.3) ONPe = O'PcPNp.= OV'c,PBAbrgfc (Sec. D.4.1, Eq. D-13 & D-14) y%,P Ab,g (int) fc (psi) 0 ONpe (lb) 1.4 0.67 2500 0.70 13152 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com E Anchor DesignerT"' Company: W Gilbert Engineering Date: 3/24/2016 Engineer: Wes Gilbert Page: 4/5 Software Project: 15-B-27393 Version 2.4.5673.207 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertengineering.com 8. Steel Strength of Anchor in Shear (Sec. D.6.11 Vsa (lb) Ogout 0 OgmutoVsa (lb) 7865 1.0 0.65 5112 RUM COUNW BUILDING ®ivig, 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.2) ® w1v Shear perpendicular to edge in y -direction: (� 0 VF:® Vby = minJ7(/a/da)02Jdaxia*cca,'•5; 9aa*cca,' SJ (Eq. D-33 & Eq. D-34) le (in) da (in) Aa f'c (psi) ca, (in) Vby (Ib) 5.00 0.63 1.00 2500 7.50 8614 OV cby =0 (Avc/Avco)Wed,VYxc,VYyh,vVby (Sec. D.4.1 & Eq. D-30) Avc (int) Avco (inz) Ped,V Yo,v Wh,v Vby (lb) 0 OVcby (lb) 202.50 253.13 0.940 1.400 1.000 8614 0.70 6348 Shear perpendicular to edge in x -direction: Vbx = minJ7(la/da)02Jdatagrcca,' 5; 9da*cca,' SJ (Eq. D-33 &'Eq. D-34) i la (in) da (in) As Pc (psi) ca, (in) Vbx (Ib) 5.00 0.63 1.00 2500 8.00 9490 A QlVcbgx = I/1 (AVc/Avco)Wec,vTod,vVo,vPh,vVbx (Sec. DA.1 & Eq. D-31) Ave (in')' Avco (in') %'c,V Yxed,V Yo,v Vh,v Vbx (Ib) 0 OVcbgx (Ib) 216.00 288..00.. 1.000 0.888 1.400 1.000 9490 0.70 6190 Shear parallel to edge in'x-direction: Vby = minJ7(/a/ da)02Jda iaJrcca,' 5; 9 4*,ca,' S1 (Eq. D-33 & Eq. 0-34) la (in) da (in) AS Pc (psi) ca, (in) Vby (Ib) 5.00 0.63 1.00 2500 • 7.50 8614 oVcbx =0 (2)(Avc/Avco)Wed,0Vc.VVxh.VVby (Sec. D.4.1 & Eq. D-30) Avc (in 2) Avco (in 2) %d,V Yo,V Ph,V Vby.(Ib) ; 0 3 OVcbx (lb) 202.50 253.13 1.000 1.400 1.000 8614 0.70 13507 Shear parallel to edge in y -direction: Vbx = minJ7(1a/da)024data4rcca,'•5; 9.1a*cca,''1J (Eq. D-33 & Eq. D-34) le (in) da (in) As rc (psi) ca, (in) Vbx (lb) 5.00 0.63 1.00 2500 8.00 9490 OVcbgy = 0 (2)(Avc/Avco)PacyPacty Pc, PhyVbx (Sec. D.4.1 & Eq. D-31) - Ave (in 2) Avco (in 2) Vxec.V Vxed,V Yxc,V Vxh,V Vbx (Ib) 0 0Vcbgy (Ib) 216.00 288.00 1.000 1.000 .1.400 1.000 9490 0.70 13950 10. Concrete Prvout Stre_n_q_th of Anchor in Shear (Sec. D.6.3 OVcpg = Ok,^bg = Okop(ANc / ANco) Vxec.N Yxed,N V o.N V cp.NNb (Eq. D-41) ` kcp ANc (In2) AN. (In2) Vxec,N Ped,N VaN Vap,N Nb (lb) QJ 0VcPg (Ib) 2.0 324.00 324.00 1.000 0.950 1.250 1.000 17636 0.70 29320 11. Results Interaction of Tensile and Shear Forces (Sec. D.7) Tension Factored Load, Nua (lb) Design Strength, oNa (lb) Ratio Status Steel 1550 9825 0.16 Pass Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -'fie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Mr -T• Anchor DesignerT"^ to ,' Software Version 2.4.5673.207. Company: W Gilbert Engineering Date: 3/24/2016 Engineer: � s 15-B-27393 Mr -T• Anchor DesignerT"^ to ,' Software Version 2.4.5673.207. Company: W Gilbert Engineering Date: 3/24/2016 Engineer: Wes Gilbert Page: 5/5 - Project: 15-B-27393 Address:. 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com Concrete breakout 3100 14660 0.21 Pass (Governs) Pullout 1550 13152 0.12 Pass Shear Factored Load, Vua (lb) Design Strength, eV„ (lb) Ratio Status Steel 990 , 5112 0.19 Pass T Concrete breakout y+ 1400 6348 0.22 Pass T Concrete breakout x+ .1400 619.0 0.23 Pass II Concrete breakout y- 700 13507 0.05 Pass II Concrete breakout x- 1400 13950 0.10 Pass Concrete breakout, - - 0.32 Pass (Governs) combined Pryout 1980 29320 0.07 Pass Interaction check N„./^ V../Ova Combined Ratio Permissible Status Sec. D.7.3 0.21 0.32 52.7% 1.2 Pass 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 with hef = 7.000 inch meets the selected 'design criteria. 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast -in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. BUTTE 0, 0ONTY BUILDING ;D,VISION APP RIO ® Input data and results must be checked for agreement with the existing circumstances; the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasantoh, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871, www.strorigtie.com . • • �1� ' ; _ -RECEIVED � p'$�• ' to Imo- - COQ JUL 2 8 2G, TRB AND ASSOCIATES ►JUL 252016, SECTION A5.602 DEVELOPMENT i •NONRESIDENTIAL OCCUPANCIES APPLICATION CHECKLIST& ' Jul 1, 2015 SUPPLEMENT sERvrcEs • ffective July 1,,2015 9 ' VOLUNTARY, CALGreen CALGreen , • APPLICATION CHECKLIST FOR BSC MANDATORY Tier 1 Tier 2 R uirements , Project meets all of the requirements of Divisions 5.1 through 5.5. " Planning and Design r .- '' '• Site Selection A5.103.1 Community connectivity. Locate project on a previously developed site within a 1/2- , mile radius of at least ten basic services, listed in Section A5.103.1. A5.103.2 Brownfield or greyfield site redevelopment or infill area development. Select for development a brownfield in accordance with Section A5.103.2.1 or on agreyfield or infill site as ' defined in Section A5.106.3.2 A5.103.2.1 Brownfield redevelopment. Develop a site documented as contaminated and: fully rcmediated or on a site defined as abrownfield. Site Preservation A5.104.1.1 Local, zoning requirement in place. Exceed the zoning's open space requirement for ti vegetated open sace on the site by 25 percent. A5.104.1.2 No local zoning requirement in place. Provide vegetated open space area adjacent to the building equal to the building footprintarea. ` A5.104.13 No open space required in zoning ordinance. Provide vegetated open space equal ' to 20 percent of the total project site area. Deconstruction and Reuse of Existing Structures A5..105.1.1 Existing building structure. Maintain at least 75 percent of existing building + ' structure (including structural floor and roof decking) and envelope (exterior skin and framing) based on surface area. r Exceptions: . , 1. Window assemblies and nonstructural roofing material 2. Hazardous materials that are remediated as a part of the project. 3. A project with an addition of more than two times the square footage of the existing building. A5.105.1.2 Existing nonstructural elements. Reuse existing interior nonstructural elements (interior walls, doors, floor coverings and ceiling systems) in at least 50 percent of the area ofthe completed building (including additions). Exception: A project with an addition of more than two times the square footage of the .' existing building. ' I, A5.105.1.3 Salvage. Salvage additional items in good condition such as light fixtures, plumbing fixtures and doors for reuse on this project in an onsite storage area or for salvage in dedicated • - collection bins. Document the weight or number of the items salvaged. . Site Development 5.106.1 Storm water pollution prevention. Newly constructed projects and. additions which ' disturb less than one acre of land shall prevent the pollution of stormwater runoff from the ' construction activities through local ordinance in Section 5.106.1.1 - OR or -• y Best management practices (BMP) in Section 5.106.1.2. A5.106.2 Storm water design. Design storm water runoff rate and quantity in conformance with Section A5.106.2.1 and storm water runoff quality by Section A5.106.2.2 or by local ' requirements, whichever are stricter. A5.106.2.1 Storm water runoff rate and quantity. Implement a storm water management plan resulting in no net increase in. rate and quantity of storm water runoff from existing to . developed conditions. , Exception: If the site is already greater than 50 percent impervious, implement a storm water management plan resulting in a 25 -percent decrease in rate and quantity. A5.106.2.2 Storm water runoff. quality. Use post construction.treatment control best management practices (BMPs) to mitigate (infiltrate, filter or treat) storm water runofffrom " the 85th percentile 24-hour runoff event (for volume -based BMPs) or the runoff produced by a rain event equal to two times the 85th percentile hourly intensity (for flow -based BMPs).. _ A5.1063 Low impact development (LID). Reduce peak runoff in compliance withSection 5.106. L Employ at least two of the following methods or other best management practices to F allow rainwater to soak into the ground, evaporate into the air or collect in storage receptaclesfor irrigation or other beneficial uses. LID strategies include, but are not limited to those listed in Section A5.106.3. '- + , SECTION A5.602 NONRESIDENTIAL OCCUPANCIES APPLICATION CHECKLISTS—continued4 VOLUNTARYi CALGreen CALGreen APPLICATION CHECKLIST FOR BSC MANDATORY Tier 1 Tier 2 5.106.4 Bicycle parking. For buildings within the authority of Califomia Building Standards N/A Commission as specified in Section 103, comply with Section 5.106.4.1. For buildings within the No new parking authority of the Division of the State Architect pursuant to Section 105, comply with Section 5.106.4.2. 5.106.4.1 Bicycle parking. [BSC] Comply with Sections 5.106.4.1.1 and 5.106.4.1.2; or meet the applicable local ordinance, whichever is stricter. 5..106.4.1.1 Short-term bicycle parking. [BSCJ if the new project or addition or alteration is WA anticipated.to generate visitor traffic, provide permanently anchored bicycle racks within 200 No new parking feet ofthe visitors' entrance, readily visible to passers-by, for 5 percentof new visitor motorized vehicle parking spaces being added, with a minimum of one two -bike capacity rack. Exception: Additions or alterations which add nine or fewer visitor vehicular parking spaces. 5.106.4.1.2 Long-term bicycle parking. For buildings with over 10 tenant -occupants or for additions or alterations that add 10 or more tenant vehicular parking spaces, provide secure bicycle parking for 5 percent of tenant -occupied motorized vehicle parking spaces being N/A added, with a minimum of one space. Acceptable parking facilities shall. be convenient from No new parking the street and shall meet one of the following: , 1. Covered, lockable enclosures with permanently anchored racks for bicycles; 2. Lockable bicycle rooms with permanently anchored racks; or 3. Lockable, permanently anchored bicycle lockers. Note: Additional information on recommended bicycle accommodations may be obtained from Sacramento Area Bicycle Advocates. A5.106.4.3 Changing rooms. For buildings with over 10 tenant -occupants, provide changing/shower facilities in accordance with Table A5.106.4.3 or document arrangements with nearby changing/shower facilities. A5.106.5.1 Designated parking for fuel-efficient vehicles. Provide designated parking for any combination of low -emitting, fuel-efficient and carpool/van pool vehicles as shown in: A5.106.5.1.1. Tier 1 10% of total spaces per Table A5.106.5.1.1. A5.106.5.1.2. Tier 2 12% of total spaces per Table A5.106.5:1.2. 5.106.5.2 Designated parking. In new projects or additions or alterations that add 10 or more N/A vehicular parking spaces, provide designated parking for any combination of low -emitting, No new parking fuel-efficient and carpool/van pool vehicles as shown in Table 5.106.5.2. 5.106.5.2.1 Parking stall marking. Paint, in the paint used for stall striping, the following characters such that the lower edge of the last word aligns with the end of the stall striping and is visible beneath a parked vehicle: CLEAN AIR/ _ N/A VANPOOL/EV No new parking Note: Vehicles bearing Clean Air Vehicle stickers from expired HOV lane programs may be considered eligible for designated parking spaces. 5.106.5.3 Electric vehicle (EV) charging. [N[ Construction shall comply with Section 5.106.5.3.1 N/A - or Section 5.106.5.3.2 to facilitate future installation of electric vehicle supply equipment(EVSE).. No new parking 5.106.5.3.1 Single charging space requirements. [NJ 5.106.5.3.2 Multiple charging spaces requirements. [N] 5.106.5.3.3 EV charging space calculation. [N] per Table 5.106.5.3.3 (approx. 3%) N/A 5.106.5.3.4 [N[ Identification. No new parking 5.106.5.3.5 [N[ EV spaces count as designated parking. A5.106.5.3.1 Tier 1. per Table A5.106.5.3.1 (approx. 4%) , A5.106.5.3.2 Tier 2. per Table A5.106.5.3.2 (approx. 6%) A5.106.6 Parking capacity. Design parking capacity to meet but not exceed minimum local zoning requirements. A5.106.6.1 Reduce parking capacity. With the approval ofthe enforcement authority, employ strategies to reduce on-site parking area by 1. Use of on street parking or compact spaces, illustrated on the site plan or 2. Implementation and documentation of programs that encourage occupants tocarpool, ride share or use alternate transportation. A5.106.7 Exterior walls. Meet requirements in the current edition of the California Energy Code and comply with either Section A5.I06.7.1 or A5.106.7.2 for wall surfaces: A5.106.7.1 Fenestration. Provide vegetative or man-made shading devices for all fenestration on east-, south- and west -facing walls. A5.106.7.1.1 East and west walls. Shading devices shall have 30% coverage to a height of 20 feet or to the top of the exterior wall, whichever isless. A5.106.7.1.2 South walls. Shading devices shall have 60% coverage to a height of 20 feetor to the top of the exterior wall, whichever is less. A5.106.7.2 Opaque wall areas. Use wall surfacing with SRI 25 (aged), for 75% of opaque wall areas. n SECTION A5.602 NONRESIDENTIAL OCCUPANCIES APPLICATION CHECKLISTS—continued4 voLUNTARY, CALGreen CALGreen • APPLICATION CHECKLIST FOR BSC MANDATORY Tler 1 Tier 2 5.106.8 Light pollution reduction. IN] Outdoor lighting systems shall be designed and installed to comply with the following: 1. The minimum requirements iti the California Energy Code for Lighting Zones 1-4 as defined in Chapter 10 of the California Administrative Code; and 2. Backlight, Uplight and Glare (BUG) ratings as defined in.iESNA TM -15-1 l; and 3. Allowable BUG ratings not exceeding those shown in. Table 5.106.8, or or Comply with a local ordinance lawfully enacted.pursuant to Section 101.7, whichever is more stringent • Exceptions: 1N] 1. Luminaires that qualify as exceptions in Section 140.7 of tlme California Energy Code 2. Emergency lighting Note: [NJ See also California Building Code, Chapter 12, Section.1205.6 for collegecampus li tinr, requirements for parking facilities andwalkwa s. 5.106.10 Grading and. paving. Construction plans shall indicate how site grading or a drainage 0 system will manage all surface water flows to keep water from entering buildings. Examples of methods to manage surface water include those shown in Items 1-5. See exception for additionsor alterations. A5..106.11 Heat island effect. Reduce nonroof heat islands and roof heat islands asfollows: A5.106.11.1 Hardscape alternatives. Use one or a combination of strategies I through 2 for 50 percent of site hardscape or put 50 percent of parking underground. t. Use light colored materials with an initial solar reflectance value of at least .30 as s determined in accordance with ASTM Standards E 1918 or C 1549. 2. Use open -grid pavement system or pervious or permeable pavement system. A5406.11..2 Cool roof for reduction of beat island effect. Use roofing materials having ' minimum aged solar reflectance, thermal emittance complying with Sections A5.106.1 L2.2 and A5.106.11.23 or a minimum aged or Solar Reflectance Index (SRT)3 equal to or greater thanthe values shown in: Table AS. 106.11.2.2 — Tier 1' or Table A5.106.11.23 — Tier 2 Exceptions: 1. Roof constructions that have a thermal mass over the roof membrane, including areas of vegetated (green) roofs, weighing at least 25 Ib/sf. 2. Roof area covered by building integrated solar photovoltaic and building integrated solar thermal panels. SECTION A5.602 NONRESIDENTIAL OCCUPANCIES APPLICATION CHECKLISTS—centinuecfa YOLUNTARYr CALGreen CALGreen ' APPLICATION CHECKLIST FOR BSC ` MANDATORY Tier 1 Tier 2 Energy Efficiency Performance Re uirements 5.201.1 Scope. Building meets or exceeds the requirements of the California Building Energy X2 X2 Efficiency Standards.3 • A5.203.1 Energy efficiency. Nonresidential, high-rise residential and hotellmotel buildings that , include lighting and/or mechanical systems shall comply with Sections A5.203.1.1 and either ' A5.203.1.2.1, or A5.203.1.2.2. Newly constructed buildings, as well as additions and alterations, are included in the scope of these sections. Buildings permitted without lighting or mechanical systems shall comply with Section A5.203.1.I but are not required to comply with Sections A5.203.1.1.2 or , A5.203.1.2. A5Z03.1.1..1 Outdoor lighting. Newly installed outdoor lighting power is no greater than 90 X2 X2. percent of the Title 24, Part 6 calculated value of allowed outdoor lighting ower. A5.203.1.1.2 Service water heating in restaurants. Newly constructed restaurants 8,000 square , feet or greater and with service water heaters rated 75,000 Btu/h or greater installed a solar . X2 X 2 water -heating s stem with a minimum solar savings fraction of 0. l5 or meet one of the exceptions. ' A5.203.1.13 Functional areas where compliance with residential lighting standards is required. For newly constructed high-rise residential dwelling units and hotel and motel guest rooms, indoor lighting complies with the applicable requirements in Appendix A4 Residential '. . Voluntary Measures, Division A4.2 — Energy Efficiency, Section A4.203.1.1.3. For additions and X2 X2 alterations to high-rise residential dwelling units and hotel and motel guest rooms, indoor lighting - » complies with the applicable requirements in Appendix A4 Residential Voluntary Measures, Division A4.2 — Energy Efficiency, Section A4.204.1.1.1. A5.203.1.2.1 Tier 1. For building projects that include indoor lighting or mechanical systems, but not both, the Energy Budget is no greater than 95 percent of the Title 24, Part 6, Energy Budget for the.Proposed Design Building. For building projects that include indoor lighting and mechanical. t X 2 systems, the Energy Budget is no greater than 90 percent of the Title 24, Part 6, Energy Budget for the Proposed Design Building. A5.203.1.2.2 Tier 2. For building projects that include indoor lighting or mechanical systems, but • not both, the Energy Budget is no greater than 90 percent of the Title 24, Part 6, Energy Budget for the Proposed Design Building. For building projects that include indoor lighting and mechanical X2 systems, the Energy Budget is no greater than 85 percent of the Title 24, Part 6, Energy Budget for the Proposed Design Building. Renewable Energy A5.211.1 On-site renewable energy. Use on-site renewable energy for at least 1 percent of the electrical service overcurrent protection device rating calculated in accordance with the 2013 California Electrical Code or IKW, whichever is greater, in addition to the electrical demand required to meet 1 percent of natural gas and propane use calculated in accordance with the 2013 California Plumbing Code. > A5.211.1.1 Documentation. Calculate renewable on-site system to meet the requirements of - - Section A5.211.1. Factor in net -metering, if offered by local utility, on an annual basis. A5.2113 Green power. Participate in the local utility's renewable energy portfolio program that provides a minimum of 50 -percent electrical power from renewable sources. Maintain �. documentation through utility billings. Elevators Escalators and Other Equipment A5.212.1 Elevators and escalators. In buildings with more than one elevator or two escalators; " .. • ' provide systems and controls to reduce the energy demand of elevators and escalators as follows: ' Document systems operation and controls in the project specifications and commissioning plan. A5.21.2.1.1 Elevators. Traction elevators shall have a regenerative drive system that feeds electrical power back into the building grid when the elevator is in motion_ , A5.212.1.1.1 Car lights and fan. A parked elevator shall turn offits car lights andfan automatically until the elevator is called for use. A5.212.1.2 Escalators. An escalator shall have a variable voltage variable frequency (VVVF) motor drive system that is fully regenerative when the escalator is inmotion. A5.212.1.4 Controls. Controls that reduce energy demand shall meet requirements ofCCR,' Title 8, Chapter 4, Subchapter 6 and shall not interrupt emergency operations for elevators ; required in CCR, Title 24, Part 2, California BuildingCode. ' r� SECTION A5.602 • ' NONRESIDENTIAL OCCUPANCIES APPLICATION CHECKLISTS—continued4 . i d ' .ti 4 •; - VOLUNTARYi CALGreen CALGreenTier + - � APPUCATiON CHECKLIST FOR BSC MANDATORY 1 Tier 2 Energy Efficient Steel Framing A5:213.1 Steel framing, Design for and employ techniques to avoid thermal bridging. Water Efficiency and Conservation Indoor Water Use 5303.1: Meters. Separate meters shall be installed for the uses described in Sections 5.303.1.1 and 5.303.12. 5303.1.1 New buildings or additions in. excess of 50,000 square feet_. Separate submeters shall be N/A _ installed as follows: <50,000 SF 1. For each. individual leased, rented or other tenant space within the building projected to " s ! . consume more than 100 gal/day, including, but not limited to, spaces used for laundry or cleaners, restaurant oc food service, medical or dental. office, laboratory, or beauty salon or barber shop. r 2. Where separate submeters for individual building tenants are unfeasible, for water supplied to the following subsystems: a. Makeup water for cooling towers where flow through. is greater than 500 gpm (30 L/s) b. Makeup water for evaporative coolers greater than 6 gpm. (0.04 L/s)' ` c. Steam and hot-water boilers with energy input more than 500,000 Btu/h (147 kW) 5.303.1.2 Excess consumption. A separate submeter or metering device shall be provided for any ,tenant within a new building or an addition that is projected to consume more than 1,000 gal/day 3800 L/da A5.303.2.3.1 Tier 1 -12 -percent savings. A schedule of plumbing fixtures and fixture fittingsthat will reduce the overall use of potable water within the building by 12 percent shall be provided. • �A5.303.2.3.2 Tier 2 — 20 -percent savings. A schedule of plumbing fixtures and fixture fittings that will reduce the overall use of potable water within the building by 20 percent shall be provided ` rr • A5.303.2.3.3 25 -percent savings. A schedule ofplumbing fixtures and fixture fittings that will ` reduce the overall use of potable water within the building by 25 percent shall be provided. (Calculate savings by Water Use Worksheets) ;. A5.303.2.3.4 Noupotable water systems for indoor use. Utilizing nonpotable water systems (such as captured rainwater, treated graywater, and recycled water) intended to supply water . closets, urinals, and other allowed uses, may be used in the calculations demonstrating the 12-,20 + or 25-per6ent reduction. The nonpotable water systems shall comply with the current edition_ of the California Plumbing Code. i 5.303.3 Water conserving plumbing fixtures and fittings. Plumbing fixtures (water closets andurinals) _ • and fittings (faucets and showerheads) shall comply with the following: a - 530331 Water closets. The effective flush volume of all water closets shall not exceed 1.28 gallons per flush. Tank -type water closets shall be certified to the performance criteria of the U.S. EPA I+ - WaterSense Specification for Tank -Type Toilets. • rr . Note: The effective flush volume of dual flush toilets is defined as the composite, average flush _ volume of two reduced flushes and one full flush. , • , 5303.3.2 Urinals. The effective flush volume of -urinals shall not exceed 0.5 gallons perflush. • , r a. 5.3033.3 Showerheads. , • 5.303.33.1 Single showerhead. Showerheads shall have a maximum flow rate of not more than • ` '4 2.0 gallons per minute at 80 psi. Showerheads shall be certified to the performance criteria ofthe U.S. EPA WaterSense Specification. forShowerheads. ; 530333.2 Multiple showerheads serving one shower. When a�shower is served. by more than one showerhead, the combined flow rate of all showerheads and/or other showeroutlets, • ; controlled by a single valve shall not exceed 2.0 gallons per minute at 80 psi; or the shower, , shall be designed to allow only one shower outlet to be in operation at a time. Note: A hand-held shower shall be considered.ashowerhead. A53033 Appliances and fixture commercial application. Appliances and fixtures shall meet the following: . 1. Clothes washers shall have a maximum Water Factor (WF) that will reduce the use of. water by 10 -' percent below the California Energy Commissions' WF standards for commercial clothes washers located in Title 20 of the California Code oJRegulations. ' - 2. Dishwashers shall meet the criteria in Section A5.303.3(2)(a) and (b), . ' 3. Ice makers shall be air cooled. 4. Food steamers shall be connectionless or boderless. 5. ( BSC] The use and installation of water softeners that discharge to the community sewersystem maybe limited or prohibited by local agencies if certain conditions are met. ' 6. Combination ovens shall not consume more than 10 gph (38 L/h) in the full operational mode. 7. Commercial prc-rinse spray valves manufactured on or after January l,'2006 shall function at equal `J to or less than 1.6 gpm (0.10 L/s) at 60 psi (414 kPa) and a Be capable of cleaning 60 plates in an average time of not more than 30 seconds per plate . + b. Be equipped with an integral automatic shutoff c. Operate at static pressure of at least 30 psi: (207 kPa) when designed for a flow rate of . 1'.3 gpm (0.08 L/s)'or less SECTION A5.602 NONRESIDENTIAL OCCUPANCIES APPLICATION CHECKLISTS—continued4 VOLUNTARYr CALGreen CALGreen APPUCATION CHECKUST FOR BSC MANDATORY Tier 1 Tier 2 5.303.3.4 Faucets and Fountains 5.303.3.4.1 Nonresidential Lavatory faucets. Lavatory faucets shall have a maximum flow rate ofnot more than 0.5 gallons per minute at 60 psi. • 5.303.3.4.2 Kitchen faucets. Kitchen faucets shall have a maximum flow rate of not more than 1.8 • gallons per minute at 60 psi. Kitchen faucets may temporarily increase the flow above the maximum rate, but not to exceed 2.2 gallons per minute at 60 psi, and must default to a maximum flow rate of 1.8 gallons per minute at 60 psi. 5303.3.4.3 Wash fountains. Wash fountains shall have a maximum flow rate of not more than 1.8 gallons per minute/20 Crim space (inches) at 60 psi]. - 5.3033.4.4 Metering faucets. Metering faucets shall not deliver more than 0.20 gallons per cycle. - 5.303.3.4.5 Metering faucets for wash fountains. Metering faucets forwash fountains shall. have a maximum flow rate ofnot more than 0.20 gallons per minute/20 Crim space (inches) at 60 psi]. • Note: Where complying faucets are unavailable, aerators or other means may be used to achieve reduction. 5.303.4 Areas of additions or alteration. For those occupancies within the authority of the California Building Standards Commission as specified in Section 103, the provisions of Section 5.303.3 shall applyto • new fixtures in additions or areas of alterations to thebuildin . A5.303.5 Dual plumbing. New buildings and facilities shall be dual plumbed for potable and recycled water stems for toilet flushing when recycled water is available as determined by the enforcement authority. 5.303.6 Standards for plumbing fixtures and fittings. Plumbing fixtures and .fittings shall be installed in As applicable accordance with the California Plumbing Code, and shall. meet the applicable standards referenced in Table 1401.1 of the California Plumbing Code and in Chapter 6 of this code. • Outdoor Water Use 5304.1 Water budget. A water budget shall be developed for landscape irrigation use.3 Applies to additions or alterations. • 5304.2 Outdoor potable water use. For new water service, separate meters or submeters shall be installed for • indoor and outdoor potable water use for landscaped areas of at least 1,000 square feet but not more than 5,000 square feet, separate submeters shall be installed for outdoor potable water use. Applies to additions or alterations. A5304.2.1 Outdoor potable water use. For new water service not subject to the provisions of Water Code Section 535, separate meters or submeters shall be installed for outdoor potable water use for landscaped areas of at least 500 square feet but not more than 1,000 square feet (the level at which Section 5.304.2 applies). 5:3043 irrigation design. In new nonresidential projects with at least 1,000 square feet butnot more than • 2,500 square feet of landscaped area (the level at which the MLO applies), install irrigation controllers and sensors which include the following criteria and meet manufacturer's recommendations. Applies to additions or alterations. 5.304.3.1 Irrigation controllers. Automatic irrigation system controllers installed at the time offinal inspection shall comply with the following: ' I. Controllers shall. be weather- or soil moisture -based controllers that automatically As applicable adjust irrigation in response to changes in plants' needs as weather conditions change. 2. Weather -based controllers without integral rain sensors or communication systems that account for • local rainfall shall have a separate wired or wireless rain sensor which connects or communicates with the controller(s). Soil moisture -based controllers are not required to have rain sensor input: A5.304.4 Potable water reduction. Provide water -efficient landscape irrigation design that reduces the use of potable water beyond the initial requirements for plant installation and establishment in accordance with Section A5.304.4.1. or A5.304.4.2. Calculations for the reduction shall be based on the water budget developed pursuant to Section 5.304.1. A5.304.4.1 Tier 1— Reduce the use ofpotable water to a quantity that does not exceed 60 percent of ETo • times the landscape area. A5.304.4.2 Tier 2 —Reduce the use of potable water to a quantity that does not exceed 55 percent of ETo • times the landscape area. Note: Methods used to accomplish the requirements of this section shall include, butnot be limited' to, the items listed in A5.304.4. A5.304.4.3 Verification of compliance. A calculation demonstrating the applicable potable water use reduction required by this section shall be provided. • • A5.304.5 Potable water elimination. Provide a water efficient landscape irrigation design that eliminates the use of potable water beyond the initial requirements for plant installation and establishment. Methods used to accomplish the requirements of this section shall include, butnot be limited to, the items listed in Section A5.304.5. ti.ti « } ' SECTION A5.602 NONRESIDENTIAL OCCUPANCIES APPLICATION CHECKLISTS—continued4 VOLUNTARYi CA rI CALGreen APPLICATION CHECKLIST FOR SSC MANDATORY Tie Tier 1 Tier 2 A5.304.6 Restoration of areas disturbed by construction. Restore all areas disturbed during construction by plantingwith local native and/or noninvasive vegetation. A5.304.7 Previously developed sites. On previously developcd`or graded sites, restore or protect at least 50 percent of the site area with native and/or noninvasive vegetation. A5.304.8 Graywater irrigation system. Install graywater collection system for onsite subsurface 4 irrigation using graywater collected from bathtubs, showers, bathroom wash basins andlaundry water. See Cali ornia Plumbing Code. ' Water. Reuse A5.305.1 Nonpotable water systems. Nonpotable water systems for indoor and outdoor use shall comply with the current edition of the California Plumbing Code. y « A5.305.2 Irrigation systems: Irrigation systems regulated by a local water efficient landscape ordinance or by the California Department of Water Resources Model Water Efficient Landscape Ordinance LO shall use rec cledwater. Material Conservation and Resource Efficiency. , Efficient Framing Systems A5.404.1. Wood framing. Employ advanced wood framing techniques or OVE, as permitted by the ` enforcing agency. F Material Sources A5.405.1 Regional materials. Select building materials or products for permanent installation on - the project that have been harvested or manufactured in California or within 500 miles of the project site meeting the criteria listed in Section A5.405.1. A5.405.2 Bio -based materials. Select bio -based building materials per Section A5.405.2.1 or • ` A5.405.2.2. A5.405.2.1 Certified wood products. Certified wood is an important component ofgreen building strategies and the California Building StandardsCommission will continue to develop a standard through the next code cycle. , s A5.405.2.2 Rapidly renewable materials. Use materials made from plants harvested within ten-year cycle for at least 2.5 percent of total materials value based on estimated cost. A5.405.3 Reused materials. Use salvaged, refurbished, refinished or reused materials for at least . '•-, ; . ,• ; percent of the total value based on estimated cost of materials on the project. « A5.405A Recycled content. Use materials, equivalent in performance to virgin materials, with total (combined) recycled content value (RCV)of: Tier 1. The RCV shall not be less than 10 percent of the total material cost of the project.' Tier 2. The RCV shall -not be less than. 1.5 percent of the total. material cost of the project.. ' Note: Use the equations in the subsections for calculating total materials cost, recycled ; content, RCV of materials and assemblies, and total RCV. A5.405.5 Cement and concrete. Use cement and concrete made with ecycled products and complying with. the following sections: A5.4055.1 Cement. Cement shall comply with one of the following standards: 1. Portland cement shall meet ASTM C 150.- 2. Blended hydraulic cement shall meet ASTM C 595. r 3. Other Hydraulic Cements shall meet ASTM C 1157. ' A5.405.5.2 Concrete. Unless otherwise directed by the Engineer of Record, use concrete ; manufactured with cementitious materials in accordance with Sections A5.405.5.2.1 and A5.405.5.2.1.1, as approved by the enforcing agency: A5.405.5.2.1 Supplementary cementitious materials (SCMs). Use concrete made with one or more of the SCMs listed in Section A5.405.5.2.1. . A5.405.5.2.1.1 Mix design equation. Use any combination of one or more SCMs, satisfying Equation A4.5-14. Exception: Minimums in mix designs approved by the Engineer. of Record may be lower where high early strength is needed _ ► . A5.405.5.3 Additional. means of. comptlance. Any of the following measure shallbe permitted to be employed for the production of cement or concrete, depending on their," availability and suitability, in conjunction. with SectionA5.405.5.2. - - S A5.405.53.1 Cement. The following measures may be used in the manufacture ofcement. ti A5.405.53.1.1 Alternative fuels. Where permitted by state or local airquality' 4 t , standards. i 1 { A5.405.5.3.1.2 Alternative power. Alternate electric power generated at the cement plant and/or green power purchased from the utility meeting the requirements of Section A5.2I' 1. - SECTION A5.602 NONRESIDENTIAL OCCUPANCIES APPLICATION CHECKLIST-S•_r_nntimrarie - VOLUNTARYr CALGreen CALGreen + APPLICATION CHECKLIST FOR BSC MANDATORY Tier 1 Tier 2 A5.40533.2 Concrete. The following measures may used in the manufacture of concrete, 05 A5.4.53.2.1 Alternative energy. Renewable or alternative energy meetingthe requirements of Section A5.21 t L A5.405.5.3:2.2 Recycled aggregates. Concrete made with.one or more'ofthe materials listed in Section A5.405.5.3.2.2. A5A05.5.3.23 Mixing water. Water recycled.by the local water purveyor or water . ' reclaimed from manufacturing processes and conforming to ASTM C 1.602. A5.405.5.3.2A High strength concrete. Concrete elements designed to reduce their total size compared to standard 3,000 psi concrete; as approved by the Engineer of + Record. r Enhanced Durability and Reduced Maintenance t. A5.406.1.I Service life. Select materials for longevity and minimal deterioration under conditions of use. . A5:406.1.2 Reduced maintenance. Select materials that require little, if any, finishing. A5.406.1.3 Recyclability. Select materials that can be re -used or recycled at the end of their service life: ' Weather Resistance and Moisture Management - { 5.407.1 Weather protection. Provide a weather -resistant exterior wall and foundation envelope as required by California Building Code, Section 1403.2 and California Energy Code; Section • 150 manufacturer's installation instructions or local ordinance whichever is more strin ent.3 5.407.2 Moisture control. Employ moisture control measures by the following methods; S 5.407.2.1 Sprinklers. Design and maintain landscape irrigation systems to prevent irrigation • '' splay on structures. 5A07.1.2 Entries and openings. Design exterior entries and openings to prevent water - intrusion into buildings as follows. „ 5.407.2.2.1 Exterior door protection. Primary exterior entries shall be covered to prevent water intrusion by using nonabsorbent floor and wall finishes within at least 2 feet around and perpendicular to such openings plus at least one of the following: 1. An installed awning at least 4 feet in.depth. • " r, 2. The door is protected by a roof overhang at least 4 feet in depth. • ' 3. The door is recessed at least 4 feet. 4.Othec methods which provide equivalent protection. ' 5.407.2.2.2 Flashing. Install .flasbin s integrated with a drainage planc. + Construction Waste Reduction Disposal and Recycling 5.408.1 Construction waste management. Recycle and/or salvage for reuse a minimum of50% + • rf of the non- hazardous construction waste in accordance with Section 5.408.1.1, 5.408..2 or or 5.408.1.3; or meet a local construction and demolition waste management ordinance; whichever is more stringent. 5.40&1.1 Construction waste management plan. Where a local jurisdiction does not have a- , •'' , construction and demolition waste management ordinance that is more stringent, submit a - . construction waste management plan that complies with Items 1 through 4 of this section z ; 5.408.1.2 Waste management company. Utilize a waste management company that can . . provide verifiable documentation that the percentage of construction waste material diverted from the ' landfillcomplies with this section- ectionExceptions Exceptionsto Sections 5.408.1.1 and, 5A08.1.2: 1. Excavated soil and land -clearing debris 2. Alternate waste reduction methods developed by working with local agencies if ,,diversion i „ or recycle facilities capable of compliance with this item do not exist. y 3. Demolition waste meeting local ordinance or calculated in consideration of local + recycling facilities and markets 5.408.1.4 Documentation. Provide documentation of the waste management plan that meets the requirements listed in Sections 5.408.1.1 through 5.408.1.3, and the plan is accessible. to the enforcement authority. 5.408.1.3 Waste stream reduction alternative. The combined weight of new construction S disposal that does not exceed two pounds per square foot of building area may be deemed to _ • t ' „ meet the 50 percent ' mini mum requirement as approved by the enforcing agency. , 5.408.3 Excavated soil and land clearing debris. 100 percent of trees, stumps, rocks and associated vegetation and soils resulting primarily from land clearing shall be reused or recycled., • .' '� r; Exception: Reuse, either on -or off. -site, of vegetation or soil contaminated by disease or pest • �' ' . r r infestation. a., SECTION A5.602 s NONRESIDENTIAL OCCUPANCIES APPLICATION CHECKLISTS-continueda 5 YOUXTARYi CALGreen CALGreen APPLICATION CHECKLIST FOR BSC ' MANDATORY Tier 1 Tier 2 A5.4083.1.Enhanced construction waste reduction—Tier 1 [BSCJ. Divert to recycle or salvage at least 65% of • nonhazardous construction and demolition waste generated at the site. A5.4083.1.1 Enhanced construction waste reduction—Tier 2 [BSC[. Divert to recycle or salvage at least- east80% 80%of nonhazardous construction waste generated at the site. • A5.4083:1.2 Verification of compliance. A copy ofthe completed waste management report or documentation 1 of certification of the waste management company utilized shall be provided. • • Exceptions: 1. Excavated soil and land -clearing debris _ 2. Alternate waste reduction methods developed by working with local agencies if diversion or recycle facilities capable of comphance with this item do not exist • 3: Demolition waste meeting local ordinance or calculated inconsideration of local, recycling facilities and markets. ' Life Cycle Assessment A5A09.1 General.. Life cycle assessment shall be ISO 14044 compliant. The service life_ of the building and � materials assemblies shall not be less than 60 years. A5.409.2 Whole building fife cycle assessment. Conduct a whole building life assessment, including operating energy, showing that the building project achieves at least a 10 -percent improvement for at least three of the impacts , listed in Section A5.409.2.2, one of which shall be climate change, compared to a reference building. A5.4093 Materials and system assemblies. if whole building analysis of the project is not elected, select a S minimum of 50% of materials or assemblies based on life cycle assessment of at least three for the impacts listed in Section A5.409.2.2, one of which shall be climate change. I . A5.409.4 Substitution for prescriptive standards. Performance of a life cycle assessment completed in accordance with. Section A5.409.2 may be substituted for other prescriptive provisions of Division A5.4, including those made mandatory through local adoption of Tier 1 or Tier 2 in Division A5.6. A5A09.5 Verification of compliance. Documentation of compliance shall be provided as follows: 1. The assessment is performed in accordance with. ISO 14044- 2. The project meets the requirements of other parts of Title 24. 3. A copy of the analysis shall be made available to the enforcement authority. 4. A copy of the analysis and any maintenance or training recommendations shall be included in the operation and maintenance manual. See notes for available tools. Building Maintenance and Operation 5.410.1 Recycling by occupants. Provide readily accessible areas that serve the entire building and are identified_ ,for the depositing, storage and collection of nonhazardous materials for recycling -3 5.410.1.1 Additions. [A] All additions conducted within a 12 -month period under single or multiple permits, , • resulting in an increase of 30 percent or more in floor area, shall provide recyling areas onsite. Exception: Additions within a tenants ace resulting in less than a 30 -percent increase in the tenants ace floor area. l SA10.2 Commissioning. [N] For new buildings 10,000 square feet and over, building commissioning for all building • systems covered by Title 24, Part 6, process systems and renewable energy systems shall be included in the design and ' construction processes of the building project Commissioning requirements shall include items listed in Section 5.4102.. r Exceptions: 1. Unconditioned warehouses of any size 2. Areas less than 10,000 square feet used for offices or other conditioned accessory spaces within unconditioned warehouses 3. Tenant improvements less than 10,000 square feet as described in Section 303.1.1. 4. Commissioning requirements for energy systems covered by the California Energy Code. 5.. Open parking garages of any size, or open parking garage areas of any size, within a structure. 5.410.2.1 Owner's Project Requirements (OPR). [NJ Documented before the design phase of the projectbegins the OPR shall include items listed in Section 5.41.0.2.1. 5.410.2.2 Basis of Design (BOD). [NJ A written explanation of how the design of the building systems meets the • OPR shall be completed at the design phase of. the building project to cover the systems listed in Section 5.410.2-2: 5.410.2.3 Commissioning plan. [NJ A commissioning plan describing how the project will be commissioned • shall include items listed in. Section 5.410.2.3. 5.410.2.4 [NJ Functional performance testing shall demonstrate the correct installation and operation of each ' • component, system and system -to -system interface in accordance with the approved plans and specifications. 5.410.2.5 Documentation and training. [NJ A Systems manual and systems operations training are required. 5.410.2.5.1 Systems manual. [NJ The systems manual shall be delivered to the building owner or representative and facilities operator and shall include the items listed in Section 5.410.2.5.1. '5.410.2.5.2 Systems operations training. [NJ A program for training of the appropriate maintenance staff -for each equipment type and/or system shall be developed and shall include items listed in Section 5.410.2.5.2. 5.410.2.6 Commissioning report. [NJ A report of commissioning process activities undertaken through the design • and constructionphases of the building project shall be completed and provided to the owner or representative. - 5 SECTION A5.602 • `'" NONRESIDENTIAL OCCUPANCIES APPLICATION.CHECKLISTS—continueda - - VOLUNTARYt •_ t ' CALGreen CALGreen, %{ APPLICATION CHECKLIST FOR BSC, . MANDATORY Tier 1 Tier 2 5A10.4 Testing and adjusting. Testing and adjusting of systems shall be required for buildings less than 10,000 square feet. Applies to new systems serving additions or alterations. , , • 5.410.4.2 Systems. Develop a written plan of procedures for testing and adjusting systems. Systems to be ' included for testing and adjusting shall include, as applicable to the project, the systems listed in Section • 5.410.4.2. 5.410A3 Procedures. Perform testing and adjusting procedures in accordance with applicablestandards r ' r on each system as determined by the enforcing agency. ' 5.410.43.1 HVAC balancing. Before a new space -conditioning system serving a building or space is • operated for normal use, balance in accordance with the procedures defined by national standards listed in .. `• ' Section 5:410.4.3.1 or as approved by the enforcing agency - gency.5.410AA 5.410 AAReporting After completion of testing; adjusting and balancing, provide a final report of testing signed by the, individual responsible for performing these services.. Ir 5.410:4.5 Operation and maintenance manual. Provide the building owner with detailed operating and maintenance instructions and copies of guaranties/warranties for each system prior to final inspection. - • r 5AIOA.5.1 Inspections and reports. Include a copy of all inspection verifications and reports required ` by the enforcing agency.. y ' • f Environmental Quality t.. ` Fire laces 5503.1 Install only a direct -vent sealed -combustion gas or sealed wood -burning fireplace or a sealed woodstove and refer to residential requirements in the California Energy Code, Title 24, Part 6, Subcbapter 7, Section 150. As applicable • 5.503.1.1 Woodstoves. Woodstoves shall comply with US EPA Phase II emission limits where applicable. • Pollutant Control ." A5:504.1 Indoor aii quafity (IAQ) during construction. Maintain TAQ as provided in Sections A5.504.1.1 , ►a , and A5.504.1.2 .. s 1 A5.504.1.1 Temporary ventilation. Provide temporary ventilation during construction in accordance with Section 121 of the California Energy Code, CCR Title 24, Part 6 and Chapter 4 of CCR, Title 8 and as listed in Items l and 2 in Section A5.504.1.1. - A5.504.1.2 Additional IAQ measures. Employ additional measures as listed in Items 1 through 5 in °' •.� ' Section A5.504.1.2.` 1 5.504.13 Temporary ventilation. If the HVAC system is used during construction, use return air filters _ • r'} With a MERV of 8, based on ASHRAE 52.2-1999, or an average efficiency of 30% based on ASHRAE t, , 52.1-1992. Replace all filters immediately prior to occupancy. Applies to additions or alterations. . r A5.504.2 IAQ postconstruction. Flush out the building per Section A5.504.2 prior to occupancy or if the . building is occupied: . f w ' A5.504.2.1 IAQ Testing. A testing alternative maybe employed after all, interior finishes have been U.S.. installed, using testing protocols recognized by the United State Environmental Protection Agency (U.S...,.' r. EPA) and in accordance with Section A5.504.2.1.2. Retest as required in Section A5.504.2.1:3i � A5.504.2.1.1 Maximum levels of contaminants. Allowable levels of contaminant concentrations ' measured by testing shall not exceed the following: 1. Carbon Monoxide (CO): 9 parts million, not to excced outdoor levels by 2 million; '•+ • Asappl.icable Asapplicable per parts per 2. Formaldehyde: 27 parts per billion; , - 3. Particulates (PMIO): 50 micrograms per cubic meter, 4; 4-Phenylcyclohexene (4 -PCH): 6.5 micrograms per cubic meter; and 5. Total Volatile Organic Compounds (TVOC): 300 micrograms per cubic meter., . r A5:504.2:1.2 Test protocols. Testing of indoor air quality should include the. elements listed'in Items 1 , r through 4. A5504.2.1.3 Noncomplying building areas For each sampling area ofthe building exceeding the „ maximum concentrations specified in Section A5.504.2.1.1, flush out with outside air and retest samples ` • ' . `' taken from the same area. Repeat the procedures until testing demonstrates compliance.,' ' t. 55043 Covering of duct openings and protection of mechanical equipment daring construction. At the time, of rough installation and during storage on the construction site and until. final.startup of the heating, cooling and ventilating equipment; all duct and other related air distribution component openings shall be covered with tape, , plastic, sheetmetal or other methods acceptable to the enforcing agency to reduce the amount ofdust, water and debris which may enter the system. '. w � ' ' Y ,,• ,,. _ �'. e1 �� yri ,l `t , � f• ,� ,r y.+.. el,, SECTION A5.602 NONRESIDENTIAL OCCUPANCIES APPLICATION CHECKLISTS---continued4 VOLUNTARYi CALGreen CALGreen APPUCATION CHECKUST FOR BSC MANDATORY Tier 1 Tier 5504A Finish material pollutant control. Finish. materials shall comply with Sections 5.504.4.1 through 5504.4.6. 5.504.4.1 Adhesives, sealants, caulks. Adhesives and sealants used on the project shall meet the requirements of the following standards. 1. Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers and caulks shall comply with local or regional air pollution control or air quality management district rules where applicable • or SCAQMD Rule 1168 VOC limits, as shown in Tables 5.504.4.1 and 5.504.4.2. 2. Aerosol adhesives and smaller unit sizes of adhesives and sealant or caulking compounds (in units of product, less packaging, which do not weigh more than one pound and do not consist of more than .16 fluid ounces shall comply with statewide VOC standards and other requirements, including p y eq g prohibitions on use ° of certain toxic compounds, of California Code of Regulations, Title 17, commencing with Section 94507. 5504.4.3 Paints and coatings. Architectural paints and coatings shall comply with Table 5.504.4.3 unless more stringent local limits apply. • 5:504.43.1 Aerosol paints and coatings. Aerosol paints and coatings shall meet the Product- Weighted MIR Limits for ROC in Section 94522(a)(3) and other requirements, including prohibitions on use of certain toxic compounds and ozone depleting substances (CCR, Title 17, Section 94520, et seq.). • 5.504.43.2 Verification. Verification of compliance with this section shall be provided at the request ofthe enforcing, agency. 5.504.4.4 Carpet systems. All carpet installed in the building interior shall meet the testing andproduct • requirements of one of the standards listed in Section 5.504.4.4. 5504.4.4.1. Carpet cushion. All carpet cushion installed in the building interior shall meet the requirements of the Carpet and Rug Institute's Green Label program. • 5504.4.4.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 5.504.4.1. 5.504.4.5 Composite wood products. Hardwood plywood, particleboard and medium density fiberboard • composite wood products used on the interior or exterior of the building shall meet the requirements for formaldehyde as specified in Table 5.504.4.5. A5.504.4.5.1 No added formaldehyde, Tier 1. Use composite wood products approved by the ARB as • no -added formaldehyde (NAF) based resins or ultra-low emitting formaldehyde (ULEF) resins. ° 5.504.4.53 Documentation. Verification of compliance with this section shall be provided as requested by ° the enforcing agency. Documentation shall include at least one of the following: 1. Product certifications and specifications. 2. Chain of custody certifications. • 3. Product labeled and invoiced asmeeting the Composite Wood.Products regulation (see. CCR, Title 17, Section 93120, et seq.). • 4. Exterior grade products marked as meeting the PS -1 or PS -2 standards of the Engineered As applicable Wood Association, the Australian AS/NZS 2269 or European 636 3S standards. 5. Other methods acceptable to the enforcing agency. ° 5504.4.6 Resilient flooring systems. For 80 percent of floor area receiving resilient flooring, install resilient _ flooring which meets one of the following: 1. Certified under the Resilient Floor Covering Institute (RFCI) FloorScore program; 2. Compliant with. the VOC-emission limits and testing requirements specified in theCalifomia Department of Public Health's 2010 Standard Method for the Testing and Evaluation Chambers, Version. 1. 1, February 2010; 3. Compliant with the Collaborative for High Performance Schools California (CA-CHPS) Criteria Interpretation for EQ 7.0 and 7.1 (formerly EQ. 2.2) dated July 2012 and listed in the CHPS High Performance Product Database; or 4. Products certified under UL GREENGUARD Gold (formerly the Greenguard Children's & Schools Program). A5.504.4.6.1 Verification of compliance. Documentation shall be provided verifying that resilient flooring • materials meet the pollutant emission limits. A5.504.4.7 Resilient flooring systems, Tier l [BSC). For 90 percent of.floor area receiving resilient.flooring, • installed resilient flooring shall meet at least one of the following: 1. Certified under the Resilient Floor Covering Institute (RFCI) FloorScore program; 2. Compliant with the VOC-emission limits and testing requirements specified in the California Department of. Public Health's 2010 Standard Method for the Testing and Evaluation Chambers, Version 1. 1, February 2010; 3. Compliant with the Collaborative for High Performance Schools California (CA-CHPS) Criteria Interpretation for EQ 7.0 and 7.1 (formerly EQ. 2.2) dated July 2012 and listed in the CHPS High Performance Product Database;, or 4. Products certified under UL GREENGUARD Gold (fbmicrly the Greenguard Children's & Schools Pro SECTION A5.602 NONRFSIDFNTIAL ACC[IPANCIFS APPI ICAT[AN CFiFCKI LCTC,cnntinuoriA VOLUNTARYi CALGreen CALGreen • - APPLICATION CHECKLIST FOR BSC MANDATORY Tier 1 Tier 2 A5.504.4.7.1 Resilient flooring systems, Tier 2 [BSC]. For 1.00 percent of floor area receiving resilient flooring, install resilient flooring that meets at least one of the following: • ',1. Certified' under the Resilient Floor Covering Institute (RFCI) F1oorScore program; 2. Compliant with the VOC-emission limits and testing requirements specified in the California . Departmenfof Public Health's 2010 Standard Method for the Testing and Evaluation Chambers, i Version 1.1, February 2010; ` . • 3.' Compliant with'the Collaborative for High Performance Schools California (CA-CHPS) Criteria Interpretation for EQ 7.0 and 7.1 (formerly EQ. 2.2) dated July 2012 and listed in the CUPS High Performance Product Database; or . ` - 4. Products certified under UL GREENGUARD Gold (formerly the Greenguard Children's & Schools Program). A5.504.4.7.2 Verification of compliance. Documentation shall be provided verifying that resilient flooring • materials meet the pollutant emission limits. A5.504.4.8 Thermal insulation, Tier 1 [BSC]. Comply with the standards listed in Items 1 through 3. • A5.504.4.8..1 Thermal insulation, Tier 2 [BSC] Thermal insulation, No -added Formaldehyde. Install thermal insulation which complies with Tier 1 plus does not contain any added formaldehyde. A5.504.4.8.2 Verification of compliance. Documentation shall be provided verifying that thermal. • • insulation materials meet the pollutant emission limits. A5.504.4.9 Acoustical ceilings and wall panels. Comply with Chapter 8 in Title 24, Part 2 and with the VOC- emission limits defined in the 2009 CHPS criteria and listed on its High Performance Products Database. A5.504.4.9.1 Verification of compliance. Documentation shall be provided verifying that acoustical finish materials meet the pollutant emission limits. _ Note: Products compliant with CHPS criteria certified under the Greenguard Children & Schools , program may also be used. A5.504.5 Hazardous particulates and chemical pollutants. Minimize and control pollutant entry into buildings and cross -contamination of regularly occupied areas. A5.504.5.1 Entryway systems. Install permanent entryway systems measuring at least six feet in the primary ' direction of travel to capture dirt and particulates at entryways directly connected to the outdoors as listed in. '. Items 1 through 3 in Section A5.504.5.1. t A5.504.5.2 Isolation of pollutant sources. In rooms where activities produce hazardous fumes or chemicals, exhaust them and.isolate them from their adjacent rooms as listed in Items 1 through 3 in Section A5.504.5.2. 5.5045.3 Filters. In mechanically ventilated buildings, provide regularly occupied areas of the building with air filtration media for outside and return air that provides at least a MERV of 8. MERV 8 filters shall be r •"• • installed prior to occupancy, and recommendations for maintenance with filters of the same value shall be included in the operation and maintenance manual. Exceptions: i • I. An ASHRAE 10 -percent to 15 -percent efficiency filter shall be permitted for an HVAC unitmeeting the 2013 California Energy Code having 60,000 Btu/h or less capacity per fan coil, ifthe energy useof the air delivery system is 0.4 W/cfm or less at design air flow.' 2. Existing mechanical equipment. 5.504.53.1 Labeling. Installed filters shall be clearly labeled by the manufacturer indicating the MERV rating. • A5.504.53.1 Filters, Tier I. In mechanically ventitlated buildings, provide regularly occupied areas of the building with air infiltration media for outside and return air prior to ocupancy that provides at least a MERV of 11. A5.504.5.3.1.1 Filters, Tier 2. In mechanically ventilated buildings, provide regularly occupied areas ofthe building with air filtration media for outside and return air prior to occupancy that provides at least a Minimum Efficiency Reporting Value MER of 13.. 5.504.7 Environmental tobacco smoke (ETS) control. Prohibit smoking within 25 feet of buildingentries, outdoor air intakes and operable windows where outdoor. areas are provided for smoking and within thebuilding as already prohibited by other laws or regulations; or as enforced by ordinances, regulations or policies of any city, county, city and county, Califomia.Community College, campus of the California State University or campusof the Uni versitv of California whichever are More stringent. Indoor Moisture and Radon Control 5.505.1 Indoor moisture control. Buildings shall. meet or exceed the provisions of California Building Code, CCR, Title 24 Part 2 Sections 1203 and Chapter 14.1. • ' Air Quality and Exhaust 5.506.1 Outside air delivery. For mechanically or naturally ventilated spaces in buildings, meet the minimum. requirements of Section 120:1 of the California Energy Code and Chapter 4 of CCR, Title 8 or the applicable local • , code whichever is more stein ent.3 5.506.2 Carbon dioxide (CO2) monitoring. For buildings or additions equipped with demand control ventilation, - CO2 sensors and ventilation controls shall be specified and installed in accordance with the requirements o£the • ' California Energy Code CCRSection 120(c)(4).3 SECTION A5.602 NONRESIDENTIAL OCCUPANCIES APPLICATION CHECKLISTS—continued4 VOLUNTARYr CALGreen CALGreen I APPLICATION CHECKLIST FOR BSC MANDATORY Tier l Tier 2 Environmental. Comfort A5507.1 Lighting and. thermal comfort controls. Provide controls in, the workplace as described in Sections A5.507.1.1 and A5.507.1_2. A5.507.1.1 Single -occupant spaces. Provide individual controls that meet energy use requirementsin the California.Energy Code by Sections A5.507.1.1.1 and A5.507.1.1.2. A5.507.1.1.1 Lighting: Provide individual task Lighting and/or daylighting controls for at least 90 percent of the building occupants. A5.507.11.2 Thermal comfort. Provide individual thermal comfort controls for at least 50 percent ofthe building occupants by Items I and.2 in Section A5.507.1.1.2. A5.507.1.2 Multi -occupant spaces. Provide lighting and thermal comfort system controls for all shared ' multi -occupant saces... A5.507.2 Daylight. Provide daylit spaces as required for toplighting and sidelighting in the California Energy Code. In constructing a design, consider Items 1 through 4 in Section A5.507.3. A5.507.3 Views. Achieve direct line of sight to the outdoor environment via vision glazing between 2'6" and 7'6" • , above finish floor for building occupants in 90 percent of all regularly occupied areas. A5.507.3.1 Interior office spaces. Entire areas of interior office spaces may be included in the calculation if at least 75 percent of each area has direct line of sight to perimeter vision glazing. A55073.2. Multi -occupant spaces. Include in the calculation the square footage with direct line of sight to perimeter vision glazing. 5.507.4 Acoustical control. Employ building assemblies and components with STC values determinedin - accordance with ASTM E 90 and ASTM E 413 or OITC determined in accordance with ASTM E 1332, using either the prescriptive or performance method in Section 5.507.4.1 or 5.507.4.2. ' 5507.4.1 Exterior noise transmission, prescriptive method. Wall and floor -ceiling assemblies exposed to the • ` noise source making up the building envelope shall have exterior wall and roof ceiling assemblies meeting a composite STC rating of at least 50 or a composite OITC rating of no less than.40 with exterior windows of a , minimum STC of 40 or OITC of 30 in the locations described in Items 1 and 2. Also applies to addition envelope or altered envelope. 5507A.1.1 Noise exposure where noise contours are not readily available. Buildings exposed to a noise level • • •+ of 65 dB Lar I Hr during any hour of operation shall have exterior wall and roof -ceiling assemblies exposed to the or noise source meeting a composite STC rating of at least 45 (or 01TC 35), with exterior windows of a minimum STC of 40 (or OITC 30). Also applies to addition or alteration exterior wall. 5507.4.2 Performance method. For buildings located as defined in Sections A5.507.4.1 or A5.507.4.1.1, wall • and roof -ceiling assemblies making up the building envelope shall be constructed to provide an interior noise environment attributable to exterior sources that does not exceed an hourly equivalent noise level (L�q-1 Hr) of ' 50 dBA in occupied areas during any hour of operation. Also applies to addition envelope or altered envelope. 5.507:4.2.1 Site features. Exterior features such as. sound walls or earth berms may utilizedas • appropriate to the project to mitigate sound migration to the interior. Also applies to addition envelope or altered envelope. 5.507.4.2.1 Documentation of compliance. An acoustical analysis documenting complying interior sound • levels shall be prepared by personnel approved by the architect or engineer of record. - 5507.4.3 Interior sound transmission. Wall and floor -ceiling assemblies separating tenant spaces and tenant • spaces and public places shall have an STC of at least 40. Outdoor Air Quality 5.5081 Ozone depletion and global warming reductions. Installations of HVAC, refrigeration and fire • • suppression equipment shall comply with Sections 5.508.1.1 and 5.508.1.2. - As appycable 5.508.1.1 CFCs. Install HVAC and refrigeration equipment that does not contain CFCs + 5:508.1.2 Halons. Install fire suppression equipment that does not contain Halons. i A5.508.13 Hydrochlorolluorocarbons (HCFCs). Install HVAC and refrigeration equipment that does not contain.HCFCs. A5:508.1.4 Hydrolluorocarbons (HFCs). Install HVAC complying with either of the following: 1. Install, HVAC, refrigeration and fire suppression equipment that do not contain HFCs or that do not contain HFCs with a global warming potential greater than 1.50. 2. Install HVAC and refiigeration.equipment that limit the use of HFC refrigerant through the use of a ' secondary heat transfer fluid with a global warming potential no greater than 1. ' 5508.2 Supermarket refrigerant leak reduction. New commercial refrigeration systems shall comply with the • ' provisions of this section when installed in retail food stores 8,000 square feet or more conditioned area, and that As applicable , utilize either refrigerated display cases, or walk-in coolers or freezers connected to remote compressor,units or condensing units. The leak reduction measures apply to refrigeration systems containing high -global- warning potential (high -GWP) refrigerants with a GWP of 150 or greater. New refrigeration systems include both new l - facilities and the replacement of existing refrigeration systems in existingfacilities. . t Exception: Refrigeration systems containing low -global warming potential (10'w -GWP) refrigerant with a GWP value less than 150 are not subject to this section. Low -GWP refrigerants are nonozone-depleting refrigerants that include ammonia carbon dioxide CO2 and potentially other refrigerants. REVISIONS: ELEV. F ' 220' 926 +/_ E FLOW LINE TO POND-- 219' may N orm 218' STORM 217' WATER SCALE: 1' = 20'-0° PAVED AREA STORM WATER FLOW POND � IS DETAINED IN (E) STORM WATER POND m Lu SPHALT DRAINAGEJ Z 8 WS g ;^ SWALE O C) a .r< PACTED `. OO ; W w , ..:-....3�a;..As. « (E) SWALE Q - (E) 0 SEE DRAWING LEGEND 4 EP TO LEFT (E) SWALE �� (E) = EXISTING DIAGRAM �l,Q OO ► `v HC = ADA STALL µ (E) 4'X 4' 4„ 820 SF - STORAGE 20' • ' • @ + 80 SF - FILE OFFICE ABOVE (E) 4X 4PCC GRADE SID WALK TO • ..:.:..�E�.LpNDSC REAR DOO O • -L ATH m (E) - - - - - - -B z PAVED PATH OF J. DRIVEWAY TRAVEL O (E) ACCESSIBILITY NOTES: U EP z 1) THE (E) PATH OF TRAVEL DOES NOT EXCEED 5% SLOPE IN ITS PATH LENGTH AND ITS CROSS -SLOPE DOES NOT EXCEED 2% MAXIMUM. 2) THE (E) PARKING STALL AND (E) ACCESSIBILITY AREA DOES NOT EXCEED 0 j m FA 4FA HAYS & ASSOCIATES DESIGN -DEVELOPMENT 1351 MANGROVE AVE -STEA CHICO• CALIFORNIA &5928 OFFICE (SM) 8245777 DAN®HATSASSOCIATES•COM ADA PARKING & LANDSCAPE PLAN DRAWN MMI CHECK® Z70 SLOPE MAXIMUM IN ANY DIRECTION. ,8l6 -09412 MAY2016 BUTTE COUNTY DEVELOPMENT SERVICES 1°-20.0^ REVIEWED FOR REVIEWED CODE COMPLIANCE FOR CODE COMPLIANT1 SHEET NO. DA TE AUG 0 3 2016 SD -1.1 TRE AND ASSOCIATES PARKING PCC RAMP S = STANDARD STALL RISING @ . 1/12 SLOPE - (E) LANDSCAPE NO CROSS SLOPE • .. �E) , 4' X 4' PCC LANDING & EP • ( SEE SIDEWALK. FLUSH WITH, r r r :�(E)� (E) FENCE 1,2&9 I )' BLDG SLAB S=-TORM HC -1 V, 4' SIDEWALK r r r W TER (E) PROPERTY LINE E 30' �E HC NEWPON 900 SF •,� ,� r ' Q ( ) .' S -/i GATE () BUILDING PROPOSED 900 SF BUILDING 4„ 820 SF - STORAGE 20' • ' • @ + 80 SF - FILE OFFICE ABOVE (E) 4X 4PCC GRADE SID WALK TO • ..:.:..�E�.LpNDSC REAR DOO O • -L ATH m (E) - - - - - - -B z PAVED PATH OF J. DRIVEWAY TRAVEL O (E) ACCESSIBILITY NOTES: U EP z 1) THE (E) PATH OF TRAVEL DOES NOT EXCEED 5% SLOPE IN ITS PATH LENGTH AND ITS CROSS -SLOPE DOES NOT EXCEED 2% MAXIMUM. 2) THE (E) PARKING STALL AND (E) ACCESSIBILITY AREA DOES NOT EXCEED 0 j m FA 4FA HAYS & ASSOCIATES DESIGN -DEVELOPMENT 1351 MANGROVE AVE -STEA CHICO• CALIFORNIA &5928 OFFICE (SM) 8245777 DAN®HATSASSOCIATES•COM ADA PARKING & LANDSCAPE PLAN DRAWN MMI CHECK® Z70 SLOPE MAXIMUM IN ANY DIRECTION. ,8l6 -09412 MAY2016 BUTTE COUNTY DEVELOPMENT SERVICES 1°-20.0^ REVIEWED FOR REVIEWED CODE COMPLIANCE FOR CODE COMPLIANT1 SHEET NO. DA TE AUG 0 3 2016 SD -1.1 TRE AND ASSOCIATES -,F-Rm r # A BUILDING DESIGNED FOR: RON MONAGO LAKE OROVILLE .LANDSCAPE CENTER MAILING & PROPERTY ADDRESS: 5929 Lincoln Blvd Oroville, CA 95965 ASSESSOR'S NO: 078-100-044 1351 MANGROVEAVE-STEA CHICO, CALIFORNIAM M OFFICE (530) 624-5777 DAN@HAYSASSOCIATEs.COM ADA DETAILS DRAWN MMI CHECKED DH MARCH 2016 ASSHOWN SHEET NO. HC -1 BUTTE COUNTY EVELOPMENT S€PVICES RI'VIE ED FOR . . f r CODEC MPLI�,N E' MEN'S, :tSTAIRS EXTERIOR SIGNAGE 1. For exterior stairs the upper approach and all treads of each stair shall 1. Each parking space reserved for persons with physical disabilities shall be by of clearly contrasting color least 2 inches UNAUTHORIZED VEHICLES PARKING IN DESIGNATED ACCESSIBLE" - ' DATE WOMEN'S BY , R OR UNISEX marked a strip at wide be identified by a reflectorized sign permanently posted immediately (4 inches maximum) placed parallel to and not more than 1 inch from adjacent to and visible from each stall or space, consisting of a profile SPACES NOT DISPLAYING ~ ' the nose of the step or landing to alert the visually impaired. For interior view of a wheelchair wfth occupant in white on dark blue background. stairs, the strip shall be placed on the upper approach and lower tread The shall not be smaller than 70 square inches in area DISTINGUISHING PLACARDS OR - 6" HIGH RAISED , sign and when of each stair. The strip shall be of material that is alleast as slip in path of travel, shall be posted at a minimum height of 8(" from ' LICENSE PLATES ISSUED FOR ' WHEELCHAIR LOGO resistant as the other treads of the stair. Painted stripe shall be bottom of sign to the adjacent walking surface. Sign may also be PERSONS WITH DISABILITIES 6„ acceptable. mounted on wall at the Interior end of parking apace at a min. height of MAYBE TOWED AWAY AT - J 2. All tread surfaces shall be slip -resistant Treads shall have smooth, W. Sign mounted at Van -Accessible spaces' shall have additional rounded or chamfered exposed edges and no abrupt edges at the sign with Nan -Accessible" mounted below symbol of accessibility. OWNERS EXPENSE. TOWED • ` 1"RAISED LETTERS REST ROOM noising power front edge). Paint "NO PARKING" at access isle in 12" high letters. Refer to 2MC-1' VEHICLES MAY BE ACCESSIBLE GRADE o 2 BRAILLE 3. Nosing shall not project more than 1-1/2 inch past the face of the riser r_ a below • 2. In addition, each accessible paling space surface shall provide RECLAIMED AT ; 6" 4. Open risers are not permitted. identification by one of the following: 'NAME OF JURISDICTION' .6" 5. Stair treads to be a minimum of 11 inches, risers to be a maximum of 7 a. A 36 In, x 36 in. blue background with a white International BY CALLING inches Symbol of accessibility painted on the parking surface .OR ` z visible to traffic enforcement officers when vehicles are 'TELEPHONE NUMBER° property parked in the space. •blue - NOTE: - RAMPS b. The parkin$ space shall be outlined or painted with MOUNT SIGN ON WALL AT EXTERIOR ADJACENT TO ACCESSIBLE NOTE: the International Symbol of Accessibility outlined in white orY DOOR. CENTER SIGN AT +60" ABOVE FLOOR, MOUNT SIGN ON WALL ADJACENT TO TOILE T ROOM DOOR AT +60'. 1. Ramps used as exits shall be minimum 48"wide (clear). Any path of Other suitable contrasting color. , REFER TO PLANS FOR SIGN TO BE USED. travel shall be considered a ramp if slope exceeds 1-ft.rfse in 20 -ft. 3. A sign shall be posted in a conspicuous place at each entrance to Off- `Street _ ALL SIGNS SHALL HAVE RAISED LETTERING AND BRAILLE. flim facllltiea or immediate adjacent to and visible from each ,.. horizontal fun. Maximum slope of ramps that serves any exit ay. pa IY Pr_ access for the disabled or is a path of travel, shall be 1 ft. rise space. The sign shall be not less than 1 i x 22" in sae with lettering ' ' NOTE: SIGN SHALL - t' BE MINIMUM 17"W x 22" H. - - _ REFER TO TYPICAL NOTES ON SHEET HCA. in 12 ft. horizontal run maximum. not less than 1" In height, which clearly and cons�Icuously States: MINIMUM 1"HIGH LETTERS. 2. . Handrails are required on ramps that provide access if slope exceeds "UNAUTHORIZED VEHICLES PARKING IN DESIGNATED ACCESSIBLE SPACES NOT DISPLAYING DISTINGUISHING 14. vertical to 20-ft.horizontal. Handrails shall be placed on each side of ramp, shall be continuous full length of ramp, shall be 34" to 38" PLACARDS OR LICENSE PLATES ISSUED FOR PERSONS WITH 9 PARKING SIGN - AT ENTRANCE s ACCESSIBILITY SIGN - EXTERIOR DOOR 3 ROOM IDENTIFICATION SIGN -RESTROOM above the ramp surface and shall extend 1'-0" beyond the top and DISABILITIES MAY BE TOWED AWAY AT OWNER'S EXPENSE. HC 1 r HCA HCA bottom of the ramp with ends returned. TOWED VEHICLES MAY BE RECLAMIED AT CHICO POLICE _ 1 3. Landing shall be provide at top and bottom of each ramp, intermediate DEPARTMENT OR BY TELEPHONING 895-4981 landing shall be provide at intervals not exceeding 30 inches of vertical 4. Install at each building entrance accessible to and usable by the - . -. _ WALL SURFACE rise and at each change of direction. Landing shall not be considered disabled, at least one standard 'International Symbol of Accessibility . ALTERNATEWHEREAPPLICABLE 11 12 ' in determining the maximum horizontal distance of each ramp. with directional sign, as required to be visible to persons along + SIGN LOCATION , C- approaching pedestrian wiz 4. Required ramps shall have curb at least 2 inches high or a wheel PF g � �' 5 GRAB BAR - 1 1R" guide rail 2 to 4 inches high on each side of the ramp (ending that has a r DOORS 1 NOMINAL DIAMETER RAMP -1 1 2 SLOPE vertical drop exceeding 4 inches and is not bound by a fence or wall _ SIGN LOCATION S 1:12 5.. Ramp surface shall be roughened or shall be of slip -resistant materials.GROVE 1. All floor doors have 112" / AT • APART entrances and ground exit shall maximum threshold; change In elevation in excess of 114" shall be beveled with a t ' ! BLOCKING 36" IN. FOR 12" FRO SLOPED E slope no greater than 1:2. SIDEWALKS 2. All hand activated doors in the path oltravel to have hardware centered' - between 30" & 44" above the floor. Hand operated hardware shall be 1.` Walkways and sidewalks along accessible paths of travel shall be operable by a single effort of a lever, push-pull bar, panic bar or other continuously accessible. hardware designed not to require a of the hardware to open, look 1 _ 12° ° ' - • 1 -1/2' µ _ B. TYPICAL GRAB BAR SECTION t10 . MI cuRe PE _ grasp 2. Maximum elevation Chan gge shall be no more than 12°. • or latch the door. Q 1 3. Minimum width shall be 48". 3. Maximum effort to operate doors shall not exceeds 8-112 lbs. for exterior - " 12" HIGH LETTERS 4. Where slope sidewalk or walkway exceeds 1:20, design as a ramp. doors and 5 lbs. for Interior doors. When fire doors are required, the = 'HANDICAP PARKING maximum effort to operate the door may be increased to the minimum - 2° � ' ; r SIAL L ' allowable by the administrative authority (not to exceed 15 pounds). .... --- ..... - 1/2 RADIUS 4. The bottom 10" of all doors (including doors w/glazing) except sliding S NOTE: 1 '• ' L 2 x 6 BLOCKING IN WALL- REFLECTORIZED SIGN BLUE and automatic doors shall have a smooth uninterrupted surface. GENERALSIGNAGE - f REFER TO DRAWINGS FOR LOCATION OF - "� :-' .BACKING FOR GRAB BAR. CONSTRUCTED OF PORCELAIN WHITE • - 5. All accessible doors shall be at least 36 Inches wide by 80 inches high - .^ _ GROOVED BORDER. -WHERE REQUIRED - •': ••-� 42 ATTACH BLOCKS WITH 2-16d NAILS AT ONE END AND STEEL WITH BEADED TEXT �FOFOR AREA OF SIGN TO BE 1. Raised and Brailled characters and ICtefla) symbol tans: Letters and and allow a dear opening of 32' when the door is in the open position. P p > ` / • �/ A34 CLIP AT OTHER END. OR EQUAL RUOrAIM MINIMUM 70 SQ. INCHES The doorway opening width shall be determined with the door at a 90 numerals shall be raised 1/32' in upper case sans serif or simple serif degree angle from the closed position. ttyyppe� and shall be accompanied with 2 Braille. Raised characters 1 t TOILET "VAN ACCESSIBLE" SIGN vnx,ttMssel>: 80"MIN. FOR FREE STANDING SIGNS LOCATED grade 6. For double leaf doors, at least one leaf shall have a clear o nln Width be least 518 high but higher than 2 Pictograms be opening WALL WHERE APPROPRIATE IN PEDESTRIAN WALKWAY 4. , . shall at -in. no -in. shall of 32 inches when the leaf is placed 90 degrees from the closed accompanied by the equivalent verbal description placed ll ectiv below Th �-I position. " the a border dimension of the shall be n. ! � - _ 36" MIN. FOR WALL SIGNAGE TO BE CENTERED MOUNTED SIGNS AT THE INTERIOR END pictogram. pictogram 7, Door hardware at all exit doors shall allow the door to be opened from r minimum in height. -- - A.. BACKING FOR GRAB BARS TO TOP OF W G OF PARKING SPACE SURFACE the inside without the use of a key, special knowledge or effort 2.: Finish and contrast The characters and background of signs shall be < - ' V'E eggshell, matte, or other non -glare finish. Characters and symbols ahall 6 `GROOVED BORDER DETAIL l 5 GRAB BAR AT TOILET 2 PARKING SPACE SIGNA ODE contrast with their background - either light characters on a dark TOILET ROOMS HC 1 HC 1 HC 1 background, or dark characters on a light background. ' 3. `Mounting location and height: Where permanent identification is 1. Provide access to lava as noted on drawings. Accessible lays to have a provided for rooms and spaces, signs shall be installed on the wall 30 inch x 48 inch clear floor space in front that allows a forward - - AUG O 3 adjacent to the strike side of the door. Where there is no wall space to approach, adjoins or overlaps an accessible route, and extends no MOUNi ON TOILET ROOM DOOR AT the latch side of the door, including at double -leaf doors, signs shall be more than 19 inches below the lavatory. The lavatory bowl shall extend placed on the nearest adjacent wall. Mounting height shall be 60 in. a minimum of 17 inches out from the rear wall. Except for prot1ection of 4 1 +60" ABOVE FLOOR above the finish floor to the centeriine of the sign. Mounting location for bowl and waste piping, provide a clear unobstructed space 30" wide, such signage shall be so that a person may approach within 3 in. of 29" high, and 1 T deep clear under lays. Wrap all exposed piping and - DOOR MOUNTED SIGN AND AS signage without encountering protruding objects or standing within the drain lines.AT TOILET ROOMS swing of the door. 2. Grab bars be 42" long - "� - r ¢" ' ` ----- ---- ---- ------- mounted alongside water closets shall minimum 4. ' Symbols of accessibility. Facilities and elements reouired to be - - with the front end positioned 54" from rear wall. Grab bar mounted W MEN . identified as accessible shall use the International Symbol of behind the water closet shall be not less than 36" long within 12" of _- Accessibility. sidewall. Grab bars shall be mounted at 33" above the floor with solid backing in wall to attach to. Grab bars to be 1-114" to 1-112" in diameter RESTROOM SIGNS with 1-12' clear between bar and wall. Provide blocking in walls for bar C. e WOMENS TOILET ROOM MENS TTOILETROOM .. grab mountng. 3. Water closets shall be so that they are centered 18' dear 1Y DIA. CIRCLE ERAL TRIANGLE- SIZE 1. Doorways leadingto men's sanity facilities shall be identified by an positioned ry from one sidewall, with 28" dear from fixtures on the opposite side, or equilateral triangle 1/4 inch thick which will fit within a 12 inches opt ............\\ "........."i ' = TO FIT WITHIN 12"DIA. CIRCLE diameter circle vertex intin u rd. Women's sanity facilities 32' clear from op sidewalks. PD sanitary 4 The toilet tissue dispensers shall be located on the wall within 12' of the shall be identified by a cude,114 inch thick and 12 inches in diameter. Pe AT TOILET ROOMS ROOMS - PERMANENT ROOM _ y MOUNT ON TOILET ROOM DOOR AT +60" ABOVE FLOOR SYMBOL PROPORTIONS ' Unisex sanitary facilities shall be identified by a circle 1/4 inch thick in fronted of the water closet bowl. diameter 7/4 inch thick triangle on the 5• Wer Beset seals shall be located between 1 T and 19° above the IDENTIFICATION SIGN t1 OL LEVER HAN o ' ' ` rC' " "" """""' Vom SLUE ME" with equilateral superimposed floor. Toilet bowls shall be elongated with n fronts. Toilet seats shall dicta and within the 12 -inch diameter. These geometric symbols shall 9 °� 3 ort L HC -- + be centered on the door and along wall at strike side of door, at a height not automatically return the up position. -1 L , - ESTROOM al of 60 inches. Sign colors shall contrast and be distinctly different from 6. Flush centro) devices shall be automatic or hand -operated, shall be no WALL - ' the color and contrast of the door and/or wall. higher than 44 inches above finish floor, and shall be located on the FINISH FLOOR p - .2.. On wall adjacent to strike side of sanitary facilities door and within 6' of \vide -side' of the toilet. doorjamb, mount a permanent room identification sign displayingthe 7 Mirrors shall be mounted with the bottom edge no higher than 40' 9 ~ �` UNISEX TOILET ROOM EDERATRIANGLE xPe Universal Accessibility Symbol with raised letters and Braille. above the floor. Top edge of mirors shall be minimum of 74"above SUPERIMPOSED OVER tYDIA. - finish floor. / CIRCLE OF CONTRASTING COLOR- • 8. Towels, Sanitary Napkins, Waste Receptacles and other similar NOTE: dispensing and disposal fixtures when supplied shall be located with the parts, Including coin slots, within 40" from finish floor. REFER TO TYPICAL NOTES DISPLAY CONDITIONS 7 SIGN MOUNTING LOCATIONS a DOOR MOUNTED SIGN AT RESTR&O-MM INTERNATIONAL ACCESSIBILITY SYMBOL _operating - HG1 HC- HC -1 A BUILDING DESIGNED FOR: RON MONAGO LAKE OROVILLE .LANDSCAPE CENTER MAILING & PROPERTY ADDRESS: 5929 Lincoln Blvd Oroville, CA 95965 ASSESSOR'S NO: 078-100-044 1351 MANGROVEAVE-STEA CHICO, CALIFORNIAM M OFFICE (530) 624-5777 DAN@HAYSASSOCIATEs.COM ADA DETAILS DRAWN MMI CHECKED DH MARCH 2016 ASSHOWN SHEET NO. HC -1 A BUILDING DESIGNED FOR: RON MONAGO LAKE OROVILLE LANDSCAPE CENTER MAILING & PROPERTY ADDRESS: 5929 Unwin Blvd Oroville, CA 95965 ASSESSOR'S NO: 078-100-044 m NA HAYS & ASSOCIATES DESIGN "DEVELOPMENT 1351 MANGROVEAVE-STEA CHICO.CAUF0RNIAe5M ' OFFICE (53D) 624-5777 e. DAN@HAYSASSOCIATES.00M ADA DETAILS DRAWN MMI CHECKED ON MARCH 2016 AS SHOWN SHEET NO. HC -2 GENERAL NOTES EXTERIOR STAIRS: 5 THE UPPER APPROACH A D ALL TREADS HANDRAIL HC 1 SHALL BE MARKED WITH STRIP OF CLEARLY • PROFILE CONTRASTING COLOR. TYp PROVIDE SOLID BLOCKING BETWEEN WALL STUDS FOR INTERIOR STAIRS: THE UPPER APPROACH AND HE LOWER TREAD 1 0 36 GRAB &4R GRAB BAR MOUNTING OF ALL INTERIOR STAIRS SHALL BE MARKED WITH HC -2 AND LAV MOUNTING STRIP OF CLEARLY CONTRASTING COLOR. 12. C FIXTURE 1g° 4TGRAB BAR CONTRASTING STRIPS SHALL BE AT LEAST MIN. 12• MIN. FACE OF 8• FACE OF FINISH FINISH 1r 111X• --•-. LAV. :• .: . 42" GRAB BAR 36 X48 Tr'usP' ^ 36'GRABBAW / - / o 1 1" 1 1' TVP. TVP. 4• MIN. �////// 4' MIN. j T MAX. AS SUP RESISTANT AS THE TREADS. STRIPIWID H 1 1 • `9 CLR. SPACE T MAX. R)�Id.OF�tOM D TREAD �17YvAtAIL RADRIS1/1'MAX RADIUS 'i!: z ' WIDTH LR., EDGED NC T6 60°DIA. / /� SLOPEDRISERS WARNING UPPER STRIP APPROACH Typ z EgcEo, uy,: _ CLR. CIRCLE- v/ _.- 3G" x qA° : - CLRkS,- 1P11M g A"_a1 ,� WDERSIDEO E�T� ANGLEDNO LOWER TREAD /J / f;•,i- N f 1 OF ED DEDREESFROYMORQ. LANDING .: i...o.i ; /�,. /• 'ii// 4 AALiL DIS.PEENSSEER OPERABLE PARTSPERMANENT HANDRAIL-BASEOF STAIRS HANDRAIL -TOP OF STAIRS ROOM IDENTIFICATION CLR. MIN. SIGN HG1 A. ANGLED RISER B. VERTICAL RISER 1 HANDRAIL - FREE-STANDING 2 SINGLE OCCUP. TOILET ROOM 3 SIDE ELEVATION - TOILET STALL 4 RISER DETAILS 5 WARNING STRIP HC -2 HC -2 HC -2 C-2 G2 GENERAL NOTES HANDRAILS ATTACHED TO WALL WITH APPROVED 112 . MOUNTING BRACKETS LR 11/2 • MIN.• _ HEIGHT: URINALS SHALL BE STALL -TYPE OR WALL -HUNG W1�SAHANDRAIL TO 7�• THRESHOLD 3 3D" x 48" 1r MIN. KNEE CLR. CLR. SPACE 8"MIN _ 1 BOTTOM O WRAP DRAIN AND HOT MIRROR WATER PIPING WITH j I WITH AN ELONGATED RIM AT A MAXIMUM OF 17 IN (430 MM) ABOVE THE FINISH FLOOR. CLEAR SPACE: A CLEAR FLOOR SPACE 30 IN BY 48 IN _ 24" X 36' MIRROR (IF INSTALLED) COMPRESSED CARPET 1/4° MAX BELCW THRESHOLD HANDRAIL- PROFILES INSULATION WRAP (760 MM BY 1220 MM) SHALL BE PROVIDED IN / FRONT OF URINALS TO ALLOW FORWARD APPROACH. HIS 1r Qi CLEAR SPACE SHALL ADJOIN OR OVERLAP AN ACCESSIBLE MIN. l_) i ROUTE AND SHALL COMPLY WITH 4.2.4. URINAL SHIELDS "//// //�/////////// / //////// HANDRA L — T „ 6"MAX, d Z THAT DO NOT EXTEND BEYOND THE FRONT EDGE OF THE URINAL RIM MAY BE PROVIDED WITH 291N (735 MM) ` �c 12, I MIN. 17"MIN CLEARANCE BETWEEN THEM. • 1 OPAL DEPTH SLOPE 1:2 MAX 11• _ FLUSH CONTROLS: FLUSH CONTROLS SHALL BE HAND - TREAD i OPERATED OR AUTOMATIC, AND SHALL COMPLY WITH _ 4(r WIDTH SECTION PLAN 4.27.4, AND SHALL BE MOUNTED NO MORE THAN 44 IN (1120 MM) ABOVE THE FINISH FLOOR. MAX///// /// //�////////�/����� 11• 11' TYP TYP FINISH FLOOR ' • HANDRAIL -BASE OF STAIRS HANDRAIL -TOP OF STAIRS B ACCESSIBLE LAVS 7 URINALS (WHEN SHOWN) 8 RESTROOM MIRROR DETAIL 9 DOOR THRESHOLD 1 0 HANDRAIL -ATTACHED AND PROFILE HC -2 HC -2 HC -2 C-2 HC -2 WALL OR OTHER OBSTRUCTION yeti g r nn q�, PERMIT# 12 G2 i dl BUTTE COUNTY 9EVE6®PMj�N76ERVICES VIEWED FOR 12"GROOVED COD C MPLIANOE BORDER 8. DOORS AT ADJACENT WALLS DOORS OPEN OUT _ DATE12•MINIMUM S OPE M�y1_8M76 314"TYP. 14'TYP. 48" MIN.=,-418r"CLR. MIN. REVIEWED FOR CODE COMPLIANCE 48• RAIN./4' TVP.NOTE: AUG 0 3 2016 CROSS SLOPE OF LANDING AREA ISEQUMIN. IF DOORWI IS EQUIPPED WITH SHALL NOT EXCEED 2% IN ANY NOTE: m AND DIRECTION. 8�� OTHERWISE q RB AND ASSOCIATES GROOVED BORDER SHALL BE ON REFER TO OF GROOVED WINGS FOR LOCATION DOORS AT OPPOSITE WALLS DooRS IN SERIES 1 LEVEL SURFACE AT TOP OF RAMP. • NOTE: - SERVING OTHER THAN REQUIRED EXIT STAIRWAY 1 1 CURB RAMP 1 2 GROOVED WALKWAY BORDER DETAIL 13 VESTIBULES - 2 DOORS IN SERIES 1 4-), NO DETAIL SHOWN HC -2 HC -2 HG2 HC -2 A BUILDING DESIGNED FOR: RON MONAGO LAKE OROVILLE LANDSCAPE CENTER MAILING & PROPERTY ADDRESS: 5929 Unwin Blvd Oroville, CA 95965 ASSESSOR'S NO: 078-100-044 m NA HAYS & ASSOCIATES DESIGN "DEVELOPMENT 1351 MANGROVEAVE-STEA CHICO.CAUF0RNIAe5M ' OFFICE (53D) 624-5777 e. DAN@HAYSASSOCIATES.00M ADA DETAILS DRAWN MMI CHECKED ON MARCH 2016 AS SHOWN SHEET NO. HC -2 ' _ - r - _ . . s' •, a Sf. - j S - r . - v. - 4 T -- ' _ - - .. ' REVISIONS: _ t Aa }w ll SCALE: 1" = 50'-0" e` +' - - - UJ 7 .� -=CPO=. _ W Z - .. - - , } .. _ •• R i . . �' - i _ - 1 �� , it •. ,,• - I . � - 1-` ' - .. - _ J .. ` - . � - . •. - y � r= - • - .. a �• , .�< e . �� M a • � • `' PERMIT#°- ��C�-alga ---- 1 y 1 - -a • BUTTE COUNTY iDEVEL:1�'F �niT �3Es;`t,. I Typ -f WATTLE r .0 r �J .w = �•' I BUILDING NSURROUNDING FOOTINGS" - 4 EXCAVATIONS . � ..,, '� •: _ - • • � _ � • _ � ,� 9T�R.OA -- - - {• a -, O I MATER m G (E) • — _ , O PAVED REVIEWED, . V DRIVEWAY ' - z - FOR CODE COMPLIANCE` - HAYS & ASSOCIATES DESIGN • DEVELOPMENT 1351 MANGROVE AVE -STEA CHICO, CAUFORNw SSM OFFICE ISM) 62aW7 DANCHAYSASSOCIATES.COM STORM WATER CONTROL PLAN MI DRA' MWN - - ,•-w-(r AUG 0 3 2016 t• • Y - - FJOB - . .. - • IN. a - 7 SHEET NO. Y Y s TRB AND ASSOCIATES SWC -1 REVIEWED FOR- '- 2 CODE COMPLIANCE - . ,. - s r :y ,. • DATE *'_ `• _ wr. - ,. • .. LEGEND _ t - } 4 EXISTING FENCE _ _ WITHIN THE FENCED AREA 3 /� OF THE PROPERTY, THERE, r , - . s ; , y t i IS AN ALL-WEATHER ,._ (E) PROPERTY LINE . + VEHICLE SURFACE e ; .• ?• g PROPOSED _ t -t c. -' Y1 . • ACCESSORY - S f` it - r BUILDING io ' ' FENCE «-. ,, • i .T Typ -f WATTLE r .0 r �J .w = �•' I BUILDING NSURROUNDING FOOTINGS" - 4 EXCAVATIONS . � ..,, '� •: _ - • • � _ � • _ � ,� 9T�R.OA -- - - {• a -, O I MATER m G (E) • — _ , O PAVED REVIEWED, . V DRIVEWAY ' - z - FOR CODE COMPLIANCE` - HAYS & ASSOCIATES DESIGN • DEVELOPMENT 1351 MANGROVE AVE -STEA CHICO, CAUFORNw SSM OFFICE ISM) 62aW7 DANCHAYSASSOCIATES.COM STORM WATER CONTROL PLAN MI DRA' MWN - - ,•-w-(r AUG 0 3 2016 t• • Y - - FJOB - . .. - • IN. a - 7 SHEET NO. Y Y s TRB AND ASSOCIATES SWC -1 - . ♦,:i 1. _ ' .. _ - , 4" ADA NTRY LANDING & SIDEWALK - FLUSH TO BLDG SLAB 2 -0 31-01' I7 -0 6 -0 21 -0 , 6'X3' XO WINDOW ' SEE t• _ 4 4 4' G HE VIN 3,x7, - r s OR TO IN LA S PE HC- — — — RI — TI — PA TS �' T ...t�ERM1T#b + t BUTTE COUNTY DEVELOPMENT SERVICES E 12'-0" Y. • REVIEWED FOR d DATEc SEI 18'-66, FLOOR PLAN•FO900'SF @RA?•`DETI _ a 820SF STORAGE = ° .80 SF, ---.FILE STORAGE 30' -On _ _ 6'-0,.2 GABLE p - w X Eo a 3'xT - 6-0" _ -811 3'X3' XO 31-011. SEE WINDOW 48" FFF - 3,as&� 2,3�s TO ET \ `8'-0" -. I '-0'I FILE 8'-01. - HCA HC -2 \ RO M STORAGE Thi ALL— — I ROOM ADA_ . COMPLIANT. 41-011',, �, ��/ X1-411 B LDI G I I } TOILET ROOM �'` - O F E TE r - - - - 10'-0" - - �• 7 1 12 11 ' - 30'-0" Y ♦` '- EAVE A BUILDING • DESIGNED FOR RON i x. 1 HOUR FIRE MONAGO - RATED WALL h SEE • - . } LAKE j OROVILLE ` 6 �7- �. LANDSCAPE -2 " * CENTER �. MAILING & PROPERTY ' t ' y ADDRESS: '♦ r 5929 Lincoln Blvd - Oroville, CA 95965 ASSESSOR'S NO: 078-100.044 SEE SD -1.1 A-1 } _ FOR LANDING ' REVIEWED ' OR CODE COMPLIANCE EMA F,.� BAYS & ASSOCIATES DESIGN• DEVELOPMENT 1351 MANGROVEAVE-STEA CHICO, CAUFORN IA 95926 OFFICE (530)624577= DANCHAYSASSOCV+TES.00M DIMENSIONED FLOOR PLAN DRAWN MMI CHWG ECKED MAY 2016 AUG -0.3.1016 14•-' -V \ SHEET NO. • ' TRB AND ASSOCIATES A-1 Id _ REVISIONS: r RECEIVED •2 •vii - V 4 t TRB AND ASSOCIATES ' a , _ w P I co LL, i3i3g ww . . 4' HIGH SHELVING ' FOR STOCKING LANDSCAPE IRRIGATION PARTS - TYP A BUILDING • DESIGNED FOR RON i x. 1 HOUR FIRE MONAGO - RATED WALL h SEE • - . } LAKE j OROVILLE ` 6 �7- �. LANDSCAPE -2 " * CENTER �. MAILING & PROPERTY ' t ' y ADDRESS: '♦ r 5929 Lincoln Blvd - Oroville, CA 95965 ASSESSOR'S NO: 078-100.044 SEE SD -1.1 A-1 } _ FOR LANDING ' REVIEWED ' OR CODE COMPLIANCE EMA F,.� BAYS & ASSOCIATES DESIGN• DEVELOPMENT 1351 MANGROVEAVE-STEA CHICO, CAUFORN IA 95926 OFFICE (530)624577= DANCHAYSASSOCV+TES.00M DIMENSIONED FLOOR PLAN DRAWN MMI CHWG ECKED MAY 2016 AUG -0.3.1016 14•-' -V \ SHEET NO. • ' TRB AND ASSOCIATES A-1 Id _ REVISIONS: ~kOJECTANALYSIS—ACCESSORY•BUILDING -.GENERAL CODES: 2013 CALIFORNIA BUILDING CODE ' ..r PROJECT TITLE: - OFFICE BUILDING ' OWNER:RON MONAGO ' l 5929 LINCOLN BLVD, OROVILLE, CA 95965 CURRENT LAND USE: COMMERGAUMANUFACTURING CURRENTZONING: MU -1 GP DESIGNATION: MU -JURISDICTION: COUNTY OF BUTTE 7 COUNTY CENTER DRIVE, OROVILLE, CA: 96985 " + < + •r o BUILDING SITE DATA: V-1 ROAD AREA '' % OF TOTAL• i c `- 1� ` ti�O + - • . W c y GROSS SITE AREA: ss 92,348 SQ. FT. +I-_- • 100.00% Y . i ,* a �� �rL� r�0` �� J Z o $ EXISTING OFFICE �1 �\ i . �1' `l �1 t ' SCALE: 1" = 50.-0. - 0 y. z g $ -' BUILDING TO BE REMOVED: ?. < 218 SQ. FT.> ' < 0.00240/0> 7 � ' r ��B _ � - '. x - U) w `� i� �r� PROPOSED NEW BUILDING COVERAGE: 900 SQ. FT.'. - - s 0.0097% r - r ' �J 'Op +, , c t i � 3 i REMAININGAREA: 91,448 SQ. FT. 99.003% `{ " ' I s + e x ' r * s o +, I 3 (E) RAV�L'+RAFE.�EA NEW BUILDING ANALYSIS CONCRETE? _ > �. _ - 10. T «x , USE: OFFICEIAGRI STORAGE i` I - STORAGE s OCCUPANCY GROUP: B @ 80 SF I S-2 @ 820 SF AREA CONSTRUCTION TYPE: II -B FLOOR AREA ALLOWED: - - . . �� 64 � •t . - e I • - � ' ";,,; � � ' BASIC= 8,500 SQ. FT. J �• — -- — — i / m PROPOSED FLOOR AREA 4M=' OFFICE OCCUPANCY: - 80 SQ. FT. -OCCUPANT LOAD -1 + rF�S' I r ' � a STORAGE OCCUPANCY: 820 SQ. FT. - OCCUPANT LOAD -1 NOTES: ; » ;'p: I SO LS 171 1) THE EXISTING 218 SF OFFICE BUILDING IS TO BE REMOVED » t EP p o - -`�C� 2) WATER PROVIDED BY SOUTH FEATHER RIVER & POWER (?' _ LOCATION MAP •3) A SPECIAL INSPECTION OF THE BOLT TENSIONING WILL BE' _ REQUIRED AND WILL BE PERFORMED BY APPLIED TESTING - _ I E 3' DIA. k STO GE„ ;� a - OFCHICO,CA- ANAPPROVEDINSPECTOR.•'��%op'a VERTICAL - - E - Z 1t , l LEACH ♦ f V , - i - - Y . - F O' O_; PIT LEGEND FENCES w •,� z E •aY�_.+, X5'!5 .Ire Protects®aa ®8� ' Q • TYP _ t I ♦ 1 Y - . r . , ' - •. -` m -'' - . • , s Myers Street I m {�!`1 :+4 ' .•' . (E) = EXISTING s A g� J w I - v L. r c - i 596 6Stg '. I SEE i ,_ w _ �., r I ``} (E) M 1 OFFICE TO SHEET AND PLAN INDEX - - m Z SHEET NO. 'SHEET DESCRIPTION SD -1 SITE DEVELOPMENT PLAN SD -1.1 ADA PARKING & PATH OF TRAVEL PLAN SWC -1 STORM WATER CONTROL PLAN A-1 DIMENSIONED FLOOR PLAN A-2 ELEVATIONS ' PEA PLUMBING & ELECTRICAL PLAN HC -1 ADA DESIGN CRITERIA HC -2 ADA DESIGN CRITERIA S-1 STRUCTURAL NOTES S-2 STRUCTURAL DETAILS BE REMOVED g (E) FENCE (E) I \ 21(8 SF . G s I OFFICE TO � (E) PROPERTY LINE _(E) 1 \BE REMOVED y 'SEPTIC i TANK j / ' :(E)�; PROPOSED 900 SF BUILDING 2� I — NORM 225 SF OFFICE WATER ��` ~' 675 SF AGRI STORAGE (E) 30' (E) (E) NEW D (E) NURSERY AREA ; GATE S j"900 •_,=... �O BU DING 12"X12" FRENCH D I III 2" DRA (E) , \� _ ROCK - FLOW TO (E) SW POND _ PAVED DRIVEWAY _ ' NOTE: NO INCREASE IN PEAK FLOW RUNOFF EP A BUILDING .DESIGNED FOR `:RON °- MONAGO LAKE OROVILLE LANDSCAPE CENTER MAILING & PROPERTY ADDRESS: 5929 Lincoln Blvd Oroville, CA 95965 ASSESSOR'S NO: 078.100.044 HAYS & ASMCIATM DESIGN• DEVELOPMENT 1351MANGROVEAVE-STEA CHICO. CALIFORNIA 9592° OFFICE (SM)624-SM DAN®NAYSASSOCIATES.COM SITE DEVELOPMENT PLAN DRAWN MMI CHECKED 3 W� MARCH 2016 1-= W -V JOB NO. SHEET NO. SD -1 REVISIONS: PROJECT ANALYSIS =ACCESSORY BUILDINGTy~' �t 1,' r r' �• ''» , - - ' ' GENERAL CODES: 2013 CALIFORNIA BUILDING CODE • '' r y r ' t - PROJECT TITLE: OFFICE BUILDING OWNER: s y RON MONAGO -; • . * ; t` 5929 LINCOLN BLVD, OROVILLE, CA 95966 CURRENT LAND USE: ' COMMERCIALIMANUFACTURING — — — — — — — — — — ' _ CURRENTZONING: MU -1 t •' GP DESIGNATION: MU R JURISDICTION: ! COUNTY OF BUTTE 7 COUNTY CENTER DRIVE, OROVILLE, CA. 95965 ca _ BUILDING SITE DATA: ' _ =1V—.1 'ROAD AREA % OF TOTAL 10Z, 'OO n 4-0 �O tip . y +• - r lb lb. �.��, = R, F ��• r • . Y `. A GROSS SITE AREA: 92,348 SQ. FT. +/- 100.00% \ ., EXISTING OFFICE f . ^ �' I �' , • . �\ SCALE: 1" = 50'-0" z BUILDING TO BE REMOVED: ^. <218SQ. FT.> < 0.0024%>. ��28 ' •• PROPOSED NEW BUILDING COVERAGE: 900 SQ. FT. - 0.0097% ' •.•*+,,. "' . ,�% 'Op • � .•� 1 -REMAINING AREA::' 91,448 SQ. FT.99.003% I » r I (E) RAV L S OR E EA _ + • NEW BUILDING ANALYSIS ''' 4_ ^ _Y t CONCRETE I _ _ �O -- r J p '. r 4 p STORAGE �_'t — �6 M e USE: OFFlCE/AGRI STORAGE AREA I �• _ \ OCCUPANCY GROUP: B @ 80 SF I S-2@ 820 SF 4 r _ CONSTRUCTION TYPE: II -B - FLOOR AREA ALLOWED: BASIC = 8,500 SQ. FT. m PROPOSED FLOOR AREA i.. ti > r OFFICE OCCUPANCY: _ 80 SQ. FT. —OCCUPANT LOAD - 1 ,• a' /F?spO I - }IZ a STORAGE OCCUPANCY: j820 SQ. FT. — OCCUPANT LOAD -1 NOTES: • > LA , ' - c7 OL S r `, y , �07 ' STO m THE EXISTING 218 SF OFFICE BUILDING IS TO BE REMOVED . ' EP) F O I q ` - r D - ' 2) WATER PROVIDED BY SOUTH FEATHER RIVER & POWER - I. • . ` + y00 _ O .. -.� { ��� LOCATION MAP BUTTE w I '(E) 3' DIA. '� Y . ti STO GE 'COUNTY x. 10 �i pp I VERTICAL. I LEACH * -- APR 2 2016` . = (E) O' I PIT 1 k FENCE I w' �K o LEGEND Q TYP zo DEVELOPMENT. ; •r r } r c W I I r �' 4-w A h�\ .'rY (E) = EXISTING ERVICES A _ y` • _ J - . w I I ~.OFFICE TO SEE 7 7 (E) x , : 'F SD -1.1 m BE REMOVED 722 -SHEETo A,ND PLAN INDEX 00 � (E)FENCE z- ---- I'I. �5 -el, - SHEET NO. SHEET DESCRIPTION } SD -1 SITE DEVELOPMENT PLAN •SDA A ADA PARKING & PATH OF TRAVEL PLAN SWC -1 STORM WATER CONTROL PLAN A-1 �• DIMENSIONED FLOOR PLAN A-2 PEA ELEVATIONS - PLUMBING & ELECTRICAL PLAN HCA__ 'ADA DESIGN CRITERIA HC -2 S-1 ADA DESIGN CRITERIA STRUCTURAL NOTES S-2 STRUCTURAL DETAILS E I `� . \ = 218 SF O , ppm' G , I OFFICE TO D (� (E) j • BE REMOVED D (E) PROP LINE, + z SEPTIC I \ J - I TANK 1 i _ ' c(E)_: h y_ PROPOSED 900 SF BUILDING — NORM 225 SF OFFICE WATER(E) NURSERY AREA '�� - 675 SF AGRI STORAGE (E) 30' (E) (EC'V NEW POND `{Y�\ ; GATE S H I 900 SF ry��o0 f 1 BUILDING (E)\• — �\ PAVED .DRIVEWAY A BUILDING DESIGNED FOR RON .a,"f MONAGO LAKE OROVILLE LANDSCAPE CENTER MAULING & PROPERTY ADDRESS: 5929 Lincoln Blvd Oroville, CA 95965 ASSESSOR'S NO: •078-100.044 Ra , I HAYS 8 ASSOCIATES DESIGN• DEVELOPMENT 1351MANGROVEAVE-STEA CH ICO• CAUFORN IA 85926 OFFICE (530) 624-5777 DANCHAYSASSOCINTES.COM SITE DEVELOPMENT PLAN DRAWN MMI e CHECKED WG �, - \• ` '/F ��O % { /F 18,0 - rF �� O i� p ' - ' MARCH 2016 r # z 1"= 50.0• - (E) . �- f , • .• r JOB NO. - - EP ± SHEET NO. '' • _ Y - ' SD-� SEE HC -1 (E) EP � .•Y•Y . WY(E� 1 f 1 I i i SCALE: T' = 20'-0" LEGEND (E) = EXISTING HC = ADA STALL S = STANDARD STALL -(E) LANDSCAPE r 0 (E) FENCE (E) PROPERTY LINE PAVED L-5' PROPOSED 900 SF BUILDING DRIVEWAY: ,� 820 SF STORAGE 80 SF OFFICE PATH OF s TRAVEL ACCESSIBILITY NOTES: 1) THE EXISTING PATH OF TRAVEL DOES NOT EXCEED 5% SLOPE IN ITS PATH LENGTH AND ITS CROSS -SLOPE DOES NOT EXCEED 2% MAXIMUM. 2) THE PARKING STALL AND ACCESSIBILITY AREA DOES NOT EXCEED 2% SLOPE MAXIMUM IN ANY DIRECTION. A BUILDING DESIGNED FOR RON MONAGO LAKE OROVILLE LANDSCAPE CENTER MAILING & PROPERTY ADDRESS: 5929 Lincoln Blvd Oroville, CA 95965 ASSESSOR'S NO: 078.100-044 ' ::A_� RAYS & ASSOPAATEB DESIGN• DEVELOPMENT 1351 MANGROVE AVE-STEA CHICO. CALIFORNIA 35M OFFICE ISM) 62x5M OANCHAYSASSOCIATES.COM ADA PARKING & LANDSCAPE PLAN DRAWN MMI CHECKED WG APRIL 2016 V = 2d -T m3 NO. SHEET NO. SD -1.1 REVISIONS: o a� LU N = H W m W @ z g 0 (!) 'V-1 ROAD • _ SCALE: 1" = 50,_0„ I W � . I LEGEND. EXISTING FENCE LU I 1 t (E) PROPERTY LINE I m u I i PROPOSED ACCESSORY J i BUILDING 0 I U 32.00' 3 IJ • 1 FE CE PROPOSED WATTLE + P PERIMETER 1 1 SURROUNDING • I BUILDING FOOTINGS I ` 4 1 ` EXCAVATIONS I I PROPOSED 1 30'X30' 1 I BUILDING WITH I WATTLES INSTALLED I AROUND FOOTING 1 (E) 30' EXCAVATION AREA I GATE I CONCRETE WASHOUT pft0FES$/ I AREA WITHIN WATTLE Y E. 1 PERIMETER I (E) `yam IPAVED DRIVEWAY - - 31 I• P 1 .31/16 • CIVIL P iOF CALIFO� REVISIONS: A BUILDING DESIGNED FOR RON MONAGO LAKE OROVILLE LANDSCAPE CENTER MAILING & PROPERTY ADDRESS: 5929 Lincoln Blvd Oroville, CA 95965 ASSESSOR'S NO: 078-100-044 d-)— HAYS & ASSOCIATES DESIGN -DEVELOPMENT 1351 MANGROVEAVE -STE A CH ICO, CAUFORN 1A 95825 OFFICE (530) 8245777 DANQHAYSASSOCWTES.COM STORM WATER CONTROL PLAN DRAWN MMI CHECKED WG MARCH 2016 1•=50-0 roe NO. SHEET NO. SWC -1 o a� LU N = H W m W @ z g 0 (!) (n W W 3m A BUILDING DESIGNED FOR RON MONAGO LAKE OROVILLE LANDSCAPE CENTER MAILING & PROPERTY ADDRESS: 5929 Lincoln Blvd Oroville, CA 95965 ASSESSOR'S NO: 078-100-044 d-)— HAYS & ASSOCIATES DESIGN -DEVELOPMENT 1351 MANGROVEAVE -STE A CH ICO, CAUFORN 1A 95825 OFFICE (530) 8245777 DANQHAYSASSOCWTES.COM STORM WATER CONTROL PLAN DRAWN MMI CHECKED WG MARCH 2016 1•=50-0 roe NO. SHEET NO. SWC -1 5,-�„ ADA 3'xT I 31-011 COMPLIANT - g" 3'-0" TOILET ROOM OFFICE ` WALLS ARE 3/4 HR. 1 HOUR RATED 6'-4" — 3'X3' XO RATED DOOR WIN OW 3'-0" i 3'-0" 48" FF 81-011 81-011 SEE S-2 OFFICE 9 _ 41-011 �- to S-2 T-1" 12'-11" 10'-0" 30'-0" EAVE go �REMSIONS: �1f Ix ma 0 - 900SF@1 mW w Z 80 SF OFFICE J ,L Z 30'-0" 6,_0„ § 820 SF STORAGE GABLE Z h U% w p Lu C7 U 3 X _ c� 1 � SEE A 4 3,4,587 2,386 ! HC -1 HC -2 y 5,-�„ ADA 3'xT I 31-011 COMPLIANT - g" 3'-0" TOILET ROOM OFFICE ` WALLS ARE 3/4 HR. 1 HOUR RATED 6'-4" — 3'X3' XO RATED DOOR WIN OW 3'-0" i 3'-0" 48" FF 81-011 81-011 SEE S-2 OFFICE 9 _ 41-011 �- to S-2 T-1" 12'-11" 10'-0" 30'-0" EAVE go �REMSIONS: �1f A BUILDING DESIGNED FOR RON MONAGO LAKE OROVILLE LANDSCAPE CENTER MAILING & PROPERTY ADDRESS: 5929 Lincoln Blvd Oroville, CA 95965 ASSESSOR'S NO: 076-100-044 ARM HAYS a assoraaus DESIGN -DEVELOPMENT 1351 MANGROVEAVE-STEA CHICO. CAUFORNLAS59M OFFICE (5W) .1,5771 DAN@HAYSASSOCIATES.COM DIMENSIONED FLOOR PLAN DRAWN MMI CHECKED WG MARCH 2016 1/4- =1'-0" SHEET NO. A-1 Ix ma mW w J ,L Z .m. w` gg Z h U% w �� Lu C7 U 3 r A BUILDING DESIGNED FOR RON MONAGO LAKE OROVILLE LANDSCAPE CENTER MAILING & PROPERTY ADDRESS: 5929 Lincoln Blvd Oroville, CA 95965 ASSESSOR'S NO: 076-100-044 ARM HAYS a assoraaus DESIGN -DEVELOPMENT 1351 MANGROVEAVE-STEA CHICO. CAUFORNLAS59M OFFICE (5W) .1,5771 DAN@HAYSASSOCIATES.COM DIMENSIONED FLOOR PLAN DRAWN MMI CHECKED WG MARCH 2016 1/4- =1'-0" SHEET NO. A-1 .. o 10'-0" m 6-0" 3'4" 14'5" 3'-0" 3'-7" 30' O" I_�lllIlllfi{IIICI�il�lifllli�l o 63'-0" H20- 12'-0" 6'-0 7'-0" t Y EAST ELEVATION NORTH ELEVATION _ Y) 9 XP. 12/31/16 • civit- CALIf REVISIONS: A BUILDING DESIGNED FOR RON MONAGO LAKE OROVILLE LANDSCAPE CENTER MAILING 8 PROPERTY ADDRESS: 5929 Lincoln Blvd Oroville. CA 95965 ASSESSOR'S NO: 078-100-044 m FA rwn - I HAYS & ASSOCIATES DESIGN • DEVELOPMENT 1351 MANGROVE AVE-STEA CHICO. CALIFORNIA 95926 - OFFICE (530) 624 -SM OANCHAYSASSOCIATES.COM ELEVATIONS DRAWN MMI CHECKED DH MARCH 2016 1/4' = 1'-T SHEET NO. A-2 o m' Wco W J LU C7 z �o$ W W 3� } d A BUILDING DESIGNED FOR RON MONAGO LAKE OROVILLE LANDSCAPE CENTER MAILING 8 PROPERTY ADDRESS: 5929 Lincoln Blvd Oroville. CA 95965 ASSESSOR'S NO: 078-100-044 m FA rwn - I HAYS & ASSOCIATES DESIGN • DEVELOPMENT 1351 MANGROVE AVE-STEA CHICO. CALIFORNIA 95926 - OFFICE (530) 624 -SM OANCHAYSASSOCIATES.COM ELEVATIONS DRAWN MMI CHECKED DH MARCH 2016 1/4' = 1'-T SHEET NO. A-2 s MAIN AND METERS NOO.4 120/240 V, 1 PHASE TO 200 AMP PANEL UTILITY UG / OH CONNECTION COMPANY 1/0 PER CODE SERVICE CU GAS & GROUND WATER PIPE s!I GROUND 120/240 V METAL III _ UFER SUB PANEL BLDG -GROUND GROUND SUB PANEL 100 A -1 PHASE LIGHTS o LIGHTS LIGHTS o LIGHTS OUTLETS o OUTLETS OUTLETS o OUTLETS OUTLETS o OUTLETS WATER HEATER 40A ° FUTURE o FUTURE 'FUTURE' WILL BE INSTALLED BY SEPARATE PERMIT NOTE: 1) ALL WIRING AND HOOKUPS PER NEC 2) "FUTURE" WILL BE BY SEPARATE PERMIT 3) ALL CEILING FAN BLADES ARE TO BE AT 9'-6" FFF TO EXISTING SEPTIC l TANK WP GFI Ti *3 *3 3'xT \ I yAil I � co AB //, \\ Y \\_ AB I ! \ 'W� ` AB WP GFI \ 3'xT r \ � ou C/O =&GFCI 1 1/2" VTR ADA PLUMBING FIXTURE SCHEDULE MARK MANUFACTURER MODEL # DESCRIPTION HOT WATER COLD WATER WASTE MISCELLANEOUS OPROFLO PF1503WH ADA TOILET — 3/4"o 3".0 OL PROFLO PF5414WH ADA WALL HUNG LAVATORY 112"p 1/2"p7 1-1/2"o DELTA 520 (FAUCET) CONTROLLED1 ON -DEMAND 112".wi/2„pr 1691 ENERGY CORP WATER HEATER NOTES: 1) ALL PLUMBING DISTRIBUTION LINES SHALL BE IN ACCORDANCE WITH THE 2013 CPC & 2010 CES. 2) ALL MECHANICAL DISTRIBUTION SHALL BE IN ACCORDANCE WITH THE 2013 CMC AND CGBS. A BUILDING DESIGNED FOR RON MONAGO LAKE OROVILLE LANDSCAPE CENTER MAILING & PROPERTY ADDRESS: 5929 Lincoln Blvd Oroville, CA 95965 ASSESSOR'S NO: 078-100.044 m NA 901 HAYS & ASSOCIATES DESIGN• DEVELOPMENT 1751 MANGROVEAVE- STE A CHICO, CALIFORNIA95928 OFFICE (530) 624-5777 DANQHAYSASSOCIATESOOM PLUMBING & ELECTRICAL PLAN DRAWN MMI CHECKED WG MARCH 2016 1!4' =1'-0” SHEET NO. PE -1 II ACCESSIBLE , 6" NOTE: MOUNT SIGN ON WALL AT EXTERIOR ADJACENT TO ACCESSIBLE • • _ DOOR. CENTER SIGN AT +60" ABOVE FLOOR. travel shall be considered a ramp if slope exceeds 1-fLdse in 20 -ft. , 3. A sign shall be posted In a conspicuous place at each entrance to off- _ • i horizontal run. Maximum slope of ramps that serves any exitway. street parking facilities or immediately adjacent to and visible from each NOTE: ; provides access for the disabled or is a path of travel, shall be 1 R rise space. The sign shall be not less than 17' x 22' in size with lettering i SIGN SHALL BE MINIMUM 17"W x 22H. ` In 12 ft. horizontal run maximum. not less than 1° in height, which clearrryry and conspicuously states: MINIMUM 1" HIGH LETTERS. 2. Handrails are required on ramps that provide access if slope exceeds 'UNAUTHORIZED VEHICLES PARKMG IN DESIGNATED ' 1-R. vertical to 20-ft.horizontal. Handrails shall be placed on each side ACCESSIBLE SPACES NOT DISPLAYING DISTINGUISHING of ramp, shall be continuous full length of ramp, shall be 34° to 38' PLACARDS OR LICENSE PLATES ISSUED FOR PERSONS WITH s PARKING SIGN - AT ENTRANCE 6 _ ACCESSIBILITY SIGN - EXTERIOR DOOR above the ramp surface and shall extend V-17 beyond the top and DISABILITIES MAY BE TOWED AWAY AT OWNER'S EXPENSE. HC -1 HC -1 bottom of the ramp with ends returned. TOWED VEHICLES MAY BE RECLAMIED AT CHICO POLICE 3. ativ uo Landing shall be provide at top and bottom of each ramp, intermediate DEPARTMENT OR BY TELEPHONING 895.4981 STAIRS EXTERIOR SIGNAGE 1. For exterior stairsthe upper approach and all treads of each stair shall be marked by a strip of clearly contrasting color at least 2 inches wide 1. Each parking space reserved for persons with physical disabilities shall be identified by a reflectorized sign permanently posted immediately CONSTRUCTED OF PORCELAIN (4 inches maximum) placed parallel to and not more than 1 inch from the nose of the step or landing to alert the visually impaired. For interior stairs, the strip shall be on the upper approach and lower tread adjacent to and visible from each stall or space, consisting of a profile view of a wheelchair with occupant in white on dark blue background. disabled, at least one standard'Intemational Symbol of Accessibility - MINIMUM 70 SO. INCHES placed of each stair. The strip shall be of material that is atleast as slip The sign shall not be smaller than 70 square inches in area and when in path of travel, shall be posted at a minimum height of 80° from WHERE APPROPRIATE in determining the maximum horizontal distance of each ramp. resistant as the other treads of the stair. Painted stripe shall be acceptable. bottom of sign to the adjacent walking surface. Sign may also be ' _ 2. All tread surfaces shall be slip -resistant Treads shall have smooth, rounded or chamfered exposed edges and no abrupt edges at the. mounted on wall at the Interior end of parking space at a min. height of W. Sign mounted at Van -Accessible spaces' shall have additional - sign with °Van -Accessible° mounted below symbol of accessibility. approaching pedestrian ways. 3. noising Qower front edge). Nosing shall not project more than 1-1/2 inch past the face of the riser Paint "NO PARKING' at access isle in 12' high letters. Refer to 21HC-1 AT THE INTERIOR END guide rail 2 to 4 inches high on each side of the ramp landing that has a• below. - 2. In addition, each accessible parting space surface shall provide 4. Open risers are not permitted. identification by one of the following: °' 5. Stair treads to be a minimum of 11 inches, risers to be a maximum of 7 a. A 36 in. x 36 in. blue background with a white Intemational 5• Ramp surface shall be roughened or shall be of slip -resistant materials. inches. Symbol of accessibility painted on the parking surface to traffic + visible enforcement officers when vehicles are property parked in the space. „ RAMPS ; " b. The parking space shall be outlined or painted blue with - - the International Symbol of Accessibility outlined in white or threshold; change In elevation in excess of 114' shall be beveled with a 1. Ramps used as exits shall be minimum 48' wide (clear). Any path of other suitable contrasting color. ACCESSIBLE , 6" NOTE: MOUNT SIGN ON WALL AT EXTERIOR ADJACENT TO ACCESSIBLE • • _ DOOR. CENTER SIGN AT +60" ABOVE FLOOR. travel shall be considered a ramp if slope exceeds 1-fLdse in 20 -ft. , 3. A sign shall be posted In a conspicuous place at each entrance to off- _ • i horizontal run. Maximum slope of ramps that serves any exitway. street parking facilities or immediately adjacent to and visible from each NOTE: ; provides access for the disabled or is a path of travel, shall be 1 R rise space. The sign shall be not less than 17' x 22' in size with lettering i SIGN SHALL BE MINIMUM 17"W x 22H. ` In 12 ft. horizontal run maximum. not less than 1° in height, which clearrryry and conspicuously states: MINIMUM 1" HIGH LETTERS. 2. Handrails are required on ramps that provide access if slope exceeds 'UNAUTHORIZED VEHICLES PARKMG IN DESIGNATED ' 1-R. vertical to 20-ft.horizontal. Handrails shall be placed on each side ACCESSIBLE SPACES NOT DISPLAYING DISTINGUISHING of ramp, shall be continuous full length of ramp, shall be 34° to 38' PLACARDS OR LICENSE PLATES ISSUED FOR PERSONS WITH s PARKING SIGN - AT ENTRANCE 6 _ ACCESSIBILITY SIGN - EXTERIOR DOOR above the ramp surface and shall extend V-17 beyond the top and DISABILITIES MAY BE TOWED AWAY AT OWNER'S EXPENSE. HC -1 HC -1 bottom of the ramp with ends returned. TOWED VEHICLES MAY BE RECLAMIED AT CHICO POLICE 3. ativ uo Landing shall be provide at top and bottom of each ramp, intermediate DEPARTMENT OR BY TELEPHONING 895.4981 1/2" RADIUS landing shall be provide at intervals not exceeding 30 inches of vertical 4. Install at each building entrance accessible to and usable by the WHITE CONSTRUCTED OF PORCELAIN STEEL H BEADED TEXTFOR rise and at each change of direction. Landing shall not be considered disabled, at least one standard'Intemational Symbol of Accessibility - MINIMUM 70 SO. INCHES 'VAN ACCESSIBLE• SIGN YMACCEaSIME 80• MIN. FOR FREE ' WHERE APPROPRIATE in determining the maximum horizontal distance of each ramp. with directional sign, as required to be visible to persons along IN PEDESTRIAN WALKWAY 4. Rwired ramps shall have curb at least 2 inches high, or a wheel eeqq P 9 approaching pedestrian ways. •" GRAB BAR - 1 1/2" AT THE INTERIOR END guide rail 2 to 4 inches high on each side of the ramp landing that has a• DOORS OF PARKING SPACE NOMINAL DIAMETER z PARKING SPACE SIGNAGE vertical drop exceeding 4 inches and is not bound by a fence or wall °' �~ 5• Ramp surface shall be roughened or shall be of slip -resistant materials. + 1. All entrances and ground floor exit doors shall have maximum 112' - threshold; change In elevation in excess of 114' shall be beveled with a " SIDEWALKS slope no greater than 1:2. 2. All hand activated doors in the path of travel to have hardware centered , - y , 1 -1R- 1. 1. Walkways and sidewalks along I ccessible paths of travel shall be between 30° & 44" above the floor. Hand operated hardware shall be operable by a single effort of a lever, push-pull bar, panic bar or other 2• 12"- - 2. continuously accessible. hardware designed not to require a grasp of the hardware to open, lock , B. TYPICAL GRAB BAR SFCTION Maximum elevation charge shall be no more than 1/2'. Minimum be 48°. or latch the door. 3. width shall 3. Maximum effort to operate doors shall not exceeds 8.112 lbs. for exterior . . 4. Where slopesidewalk or walkway exceeds 1:20, design as a ramp. y 9 P doors and 51bs. for interior doors. When fire doors are required, the . - • ` maximum effort to operate the door may be increased to the minimum -A 49 d II til b the d ' ' trta t t 12 _ - a owa e y a mrnrs ea orlty (no ex poun sl. __--- -- 4. The bottom 10' of all doors (including doors w/glazing) except sliding + NOTE; L 2 x 6 BLOCKING IN WALL - GENERAL SIGNAGE and automatic doors shall have a smooth uninterrupted surface. REFER TO DRAWINGS FOR LOCATION OF BACKING FOR GRAB BAR. 5. All accessible doors shall be at least 36 inches wide by 80 inches high GROOVED BORDER. -WHERE REQUIRED f :.•': 3 ATTACH BLOCKS WITH 2-16d 1. Raised and Brailled characters and P Symbol pictorial Sy bol plans: Letters and and allow a clear opening of 32• when the door is in the open position. ^ 42 NAILS ATONE END AND The doorway opening width shall be determined with the door at a 90-' ' A34 CLIP AT OTHER END. - numerals shall be raised 1132" in upper case sans serif or simple serif degree angle from the closed position. • + ` type and shall be accompanied with grade 2 Braille. Raised characters _ 6. For double leaf doors, at least one leaf shall have a clear o ni width : - TOILET shalI be at least 5/8 -in. high but no higher than 2 -in. Pictograms shall be n9 WALL , accompanied b the equivalent verbal description placed directly below of 32 inches when the leaf is placed 90 degrees from the closed ' y the pictogram. The border dimension of the pictogram shall be 6An. position. 'minimum in height. 7. Door hardware at all exit doors shall allow the door to be opened from � _ � � A.. BACKING FOR GRAB BARS 2. Finish and contrast The characters and background of signs shall be the inside without the use of a key, special knowledge or effort h eggshell, matte, or other non -glare finish. Characters and symbols ahall 8 GROOVED BORDER DETAIL 5 GRAB BAR AT TOILET contrast with their background - either light characters on a dark TOILET ROOMS background, or dark characters on a light background. HC -t HC 1 3. Mounting location and height: Where permanent identification is 1. Provide access to lava as noted on drawings. Accessible lays to have a provided for rooms and spaces, signs shall be installed on the wall 30 inch x 48 inch clear floor space in front that allows a forward MOUNT ON TOILET adjacent to the strike side DF the door. Where there is no wall space t0 approach, adjoins or overlaps an accessible route, and extends no ROOM DOOR AT the latch side of the door, including at double4eaf doors, signs shall be more than 19 inches below the lavatory. The lavatory bowl shall extend4 T -W' ABOVE FLOOR placed on the nearest adjacent wall. Mounfing height shall be 60 in. a minimum of 17 inches out from the rear wall. Except for projection of HC 1 above the finish floor to the centerline of the sign. Mounting location for bowl and wastepiping, provide a clear unobstructed space 30° wide, } such signage shall be so that a person may approach within 3 in. of 29' high, and 1 deep clear under lava. Wrap all exposed piping and DOOR MOUNTED SIGN signage without encountering protruding objects or standing within the drain Imes. AT TOILET ROOMS swin ofthedoor. -------------- ----- -- -- -- ..... 2. •Grab bars mounted alongside water closets shall be minimum 42° long '- ' ' --- '-" -' 4. Sym Is of accessib'Llity. Facilities and elements required to be with the frontend positioned 54" from rear wall. Grab bar mounted WO MEN identified as accessible shall use the International Symbol of behind the water closet shall be not less than 36" long within 12' of Accessibility. sidewall. Grab bars shall be mounted at 33' above the floor with solid y backing in wall to attach to. Grab bars to be 1-114° to 1-112° in diameter RESTROOM SIGNS with 1-1/2" clear between bar and wall. Provide blocking in walls for _ ��B. - rsb bar mounflng. 12 DIA CIRCLE ROOM MENS TOILET ROOM Water g WOMENSTOILET 3 Water closets shall be positioned so that they are centered 18" clear EQUILATERAL TRIANGLE -SIZE 1. Doorways leadingto men's sanity facilities shall be identified by an TO FIT WITHIN 12"DIA CIRCLE ry from one sidewall, with 28' dear from fixtures on the opposite side, or """' ' .... -""` . equilateral triangle 114 inch thick which will rd within a 12 inches PPS diameter circle vertex intin u rd. Women's sanity facilities 32• clear from opposite sidewalls. - U) MOUNT ON TOILET Po sanitary 4 The toilet tissue dispensers shall be located on the wag within 12' of the • AT TOILET ROOMS - (7 ROOM DOOR AT shall be identified by a circle, /inch thick and 12 inches in diameter. Pe PERMANENT ROOM rn 60• ABOVE FLOOR Unisex sancta lacifrties shall be identified by a circle 1/4 -inch thick in front ed?e of the water closet bowl. IDENTIFICATION SIGN LL R ry 9 Pe Posed 5. Water c oset seats shall be located between 17° and 19' above the LEVER RAN O ... '--' "rC diameter with 1/Inch thick uilateral trian le su rim on the 3 OR PUSH/P1 circle and within the 12 -inch diameter. These geometric symbols shall " , floor. Toilet bowls shall be elongated with open fronts. Toilet seats shall HC -1 be centered on the door and along wall at strike side of door, at a height not automatically return to the up position. L Z ESTROO of 60 inches. Sign colors shall contrast and be distinctly different from 6. Flush control devices shall be automatic or hand -operated, shall be no WALL the color and contrast of the door and/or wall. higher than 44 inches above finish floor, and shall be located on the FINISH FLOOR 106 2. On wall adjacent to strike side of sanitary facilities door and within 6' of \vide -side' of the toilet ? A.. ---- doorjamb, mount a permanent room identification sign displaying the 7 Mirrors shall be mounted with the bottom edge no higher than 40° EQUILAUNISEXTERAL TOILET ROOM above the floor. To EQUILATERAL TRIANGLE Universal Accessibility Symbol with raised letters and Braille. p edge of mirrors shall be minimum of 74' above - CIRCLE OF CON OVERRAST N DIA t finish floor. CIRCLEOFCONTRASTINGCOLOR 8. Towels, Sanitary Napkins, Waste Receptacles and other similar NOTE: dispensing and disposal fixtures, when supplied shall be located with the REFER TO TYPICAL NOTES ' operating parts, including coin slots, within 40' from finish floor. • 7 SIGN MOUNTING LOCATIONS4 DOOR MOUNTED SIGN AT RESTROOM MEN'S, WOMEN'S OR UNISEX • r 6" HIGH RAISED WHEELCHAIR LOGO6k� 6° V RAISED LETTERS REST ROOM GRADE it 2 BRAILLE NOTE: MOUNT SIGN ON WALL ADJACENT TO TOILET ROOM DOOR AT +60°. REFER TO PLANS FOR SIGN TO BE USED. ALL SIGNS SHALL HAVE RAISED LETTERING AND BRAILLE. • REFER TO TYPICAL NOTES ON SHEET HCA. , 3 ROOM IDENTIFICATION SIGN -RESTROOM HC -1 WALLSURFACE- ALTERNATE WHEREAPPLICABLE 11 12 SIGN LOCATION C- HC -2 SIGN LOCATION RAMP -112 SLOPE 0 S1:12 GROVE AT fA FOR FROAkAPART 36" IN. 7 , A `- CURB SYMBOL PROPORTIONS W 11" wMTE BLUE BWE INTERNATIONAL ACCESSIBILITY SYMBOL �. 12/31/16 • A BUILDING DESIGNED FOR: RON MONAGO LAKE OROVILLE _LANDSCAPE CENTER MAILING & PROPERTY ADDRESS: 5929 Lincoln Blvd Oroville, CA 95965 ASSESSOR'S NO: 078-100-044 M VIA e/7�4/1t_ HAYS & ASSOCIATES DESIGN' DEVELOPMENT 1351 MANGROVE AVE -STEA CHICO. CAUFORNIA95M OFFICE (530) 624_5777 DANQHAYSASSOCLATESOOM ADA DETAILS DRAWN MMI CHECKED DH MARCH 2016 AS SHOWN • - SHEET NO. HC -1 J -J' 12" HIGH LETTERS • HANDICAP PARKING STALL 1/2" RADIUS BLUE REFLECTORIZEDSIGN WHITE CONSTRUCTED OF PORCELAIN STEEL H BEADED TEXTFOR AREA OF SIGN TO BE OR EQUAL MINIMUM 70 SO. INCHES 'VAN ACCESSIBLE• SIGN YMACCEaSIME 80• MIN. FOR FREE ' WHERE APPROPRIATE STANDING SIGNS LOCATED. IN PEDESTRIAN WALKWAY MIN. FOR WALL SIGNAGE TO BE CENTERED MOUNTED SIGNS M AT THE INTERIOR END TO TOPWALKING OF PARKING SPACE , SURFACE z PARKING SPACE SIGNAGE SYMBOL PROPORTIONS W 11" wMTE BLUE BWE INTERNATIONAL ACCESSIBILITY SYMBOL �. 12/31/16 • A BUILDING DESIGNED FOR: RON MONAGO LAKE OROVILLE _LANDSCAPE CENTER MAILING & PROPERTY ADDRESS: 5929 Lincoln Blvd Oroville, CA 95965 ASSESSOR'S NO: 078-100-044 M VIA e/7�4/1t_ HAYS & ASSOCIATES DESIGN' DEVELOPMENT 1351 MANGROVE AVE -STEA CHICO. CAUFORNIA95M OFFICE (530) 624_5777 DANQHAYSASSOCLATESOOM ADA DETAILS DRAWN MMI CHECKED DH MARCH 2016 AS SHOWN • - SHEET NO. HC -1 I REVISIONS: I 0 uj o_ 'n GENERALNOTES Wn LU EXTERIOR STAIRS: 5 THE UPPER APPROACH AND ALL TREADS HANDRAIL HC -1 SHALL BE MARKED WITH STRIP OF CLEARLY PROFILE S CONTRASTING COLOR. TYP, PROVIDE SOLID BLOCKING INTERIOR STAIRS: 1 BETWEEN WALL STUDS FOR 36 THE UPPER APPROACH AND THE LOWER TREAD 0 GRAB BAR GRAB BAR MOUNTING OF ALL INTERIOR STAIRS SHALL BE MARKED WITH HC -2 AND LAV MOUNTING STRIP OF CLEARLY CONTRASTING COLOR. 12" 9 FIXTURE 1g• 42'GRAS BAR CONTRASTING STRIPS SHALL BE AT LEAST MIN.FACE 12" MIN. g 11" OF 8" FACE OF FINISH FINISH 12" AX. LAV. 42"GRAB BAR .. -, '• 36"X48" ':� CUR. SPACE TpgsP 3MRABBAR / o 1 1• 1 1• TYP. TYP. ' 4' MIN. /'//'�//l 4" MIN.f T MAX. / T MAX.'S' / ! AS SUP RESISTANT AS THE TREADS. 2 -MINIMUM 1' 1 . pom STRIP WIDTH OF TREAD z LR. i 1. y, 3 / ;t�= lrr IaMwcRADnis MAILMDIUS TEpGE EAD • WIDTH g . ' EDGE WC Tri 60" DIA. 'R(-0 i SLOPED 0.1SER9 WARNING UPPER STRIP APPROACH ////iir r. �� ///////• // ///// TYP a Z LAV% CLR. CIRCLE a; p" r UNDEfi51DEOFNO5ING19 •/r: !/ N ANGLEDNOTLESSTHAN 80DEGREESFROMHORV- LOWER TREAD /// /f/ �� .: /lira/j/"'�%- / - 4 � I M F ALL MAX DISPENSER ALL DISPENSER ALL OPERABLE PARTS LANDING �! � 7 - HANDRAIL -BASE OF STAIRS HANDRAIL -TOP OF STAIRS - PERMANENT ROOM IDSNTIFICATION CLR. MIN. SIGN a HG1 - A. ANGLED RISER B. VERTICAL RISER 1 HANDRAIL - FREE-STANDING 2 SINGLE OCCUP. TOILET ROOM 3 SIDE ELEVATION - TOILET STALL 4 RISER DETAILS 5 WARNING STRIP HC -2 HC -2 HC -2 C-2 C-2 - GENERAL NOTES HANDRAILS ATTACHED TO WALL WITH APPROVED 1/2 MOUNTING BRACKETS LR ' 11/2 MIN. HEIGHT: URINALS SHALL BE STALL -TYPE OR WALL -HUNG RETURN HANDRAIL TO � III , 7" MIN. WITH AN ELONGATED RIM AT A MAXIMUM OF 171N THRESHOLD WALLS AT ENDS 43• AX KNEE CUR. 30" x 48" . CLR. SPACE 8"MIN. 1' BOTTOM O WRAPDRAINANDHOT MIRROR WATER PIPING WITH j INSULATION WRAP (430 MR ABOVE THE FINISH FLOOR. CLEAR SPACE: A CLEAR FLOOR SPACE 301N BY 481N Q60 MM BY 1220 M SHALL BE PROVIDED IN M) - 24'X 36• 1 MIRROR (IF INSTALLED) - COMPRESSED CARPET 1/4"MAX. BELOW - - THRESHOLD HANDRAIL- PROFILES """" ---I / FRONT OF URINALS TO ALLOW FORWARD APPROACH. THIS CLEAR SPACE SHALL ADJOIN OR OVERLAP AN ACCESSIBLE 12" 1 r MIN. ROUTE AND SHALL COMPLY WITH 4.2.4. URINAL SHIELDS/,!/,/, ,///////� 1 ............ on 2�1 ""' "' 6"MAX d g i THAT THAT DO NOT EXTEND BEYOND THE FRONT EDGE OF THE URINAL RIM MAY BE PROVIDED WITH 291N (735 MM) CLEARANCE BETWEEN THEM. 12" IN.' 17"MIN RAIL DEPTH FLUSH CONTROLS: FLUSH CONTROLS SHALL BE HAND SLOPE 1:2 MAX. 11" ' OPERATED OR AUTOMATIC, AND SHALL COMPLY WITH TH SECTION PLAN 427.4, AND SHALL BE MOUNTED NO MORE THAN 44 IN (1120 MM) ABOVE THE FINISH FLOOR. 40" MAX ITREAD TYP FINISH FLOOR • HANDRAIL -BASE OF STAIRS HANDRAIL -TOP OF STAIRS ,"6'SI ACCESSIBLE LAVS 7 URINALS (WHEN SHOWN) 8 RESTROOM MIRROR DETAIL 9 DOOR THRESHOLD 1 O HANDRAIL - ATTACHED AND PROFILE HC -2 HC -2C-3) C-2 HC3 WALL OR OTHER OBSTRUCTION 12 G2 �5 � 51 d� , 17' GROOVED t BORDER 8.33% LOPE 1 8.33% ~ ~MAX �I�- -12' 314" TUM I 3/4' TYP. /4• TYP. DOORS AT ADJACENT WALLS DOORS OPEN OUT 48" MIN. 48" CLR. MIN. G9 PROFESS/p l" fGv E. G/(e V' 4E• Mw. /a"TVP• P. 2131/16 0 NOTE: C f V iv- CROSS SLOPE OF LANDING AREA i g 12"MIN.IFDOORIS �OF CAS-1��� SHALL NOT EXCEED 246 IN ANY NOTE: EQUIPPED WITH m CLOSER AND LATCH DIRECTION. 18• MIN.OTHERWISE GROOVED BORDER SHALL BE ON REFER TO DRAWINGS FOR LOCATION OF GROOVED BORDER DOORS AT OPPOSITE WALLS 3f 80 LEVEL SURFACE AT TOP OF RAMP. DOORS IN SERIES NOTE: SERVING OTHER THAN REQUIRED EXIT STAIRWAY URB RAMP LH11C-?) 1 2 GROOVED WALKWAY BORDER DETAIL 13 VESTIBULES - 2 DOORS IN SERIES 1 4 NO DETAIL SHOWN HC -2 HG2 ,H C-3) I REVISIONS: I A BUILDING DESIGNED FOR: RON MONAGO -LAKE OROVIUE LANDSCAPE CENTER MAILING 8 PROPERTY ADDRESS: 5929 Lincoln Blvd Oroville, CA 95965 ASSESSOR'S NO: 078-100044 A7_ NAYS & ASSOCIATES DESIGN• DEVELOPMENT 7351 MANGROVEAVE-STEA: .; CHKX), dWFORN1A95928 ' OFFICE (5W) 624.5777 "HAYSASSOCIATES.DOM ADA DETAILS DRAWN MMI CHECKED DH MARCH 2016 AS SHOWN SHEET NO, HC -21 0 uj o_ 'n dor Wn LU 9 'V^ vJ W N S A BUILDING DESIGNED FOR: RON MONAGO -LAKE OROVIUE LANDSCAPE CENTER MAILING 8 PROPERTY ADDRESS: 5929 Lincoln Blvd Oroville, CA 95965 ASSESSOR'S NO: 078-100044 A7_ NAYS & ASSOCIATES DESIGN• DEVELOPMENT 7351 MANGROVEAVE-STEA: .; CHKX), dWFORN1A95928 ' OFFICE (5W) 624.5777 "HAYSASSOCIATES.DOM ADA DETAILS DRAWN MMI CHECKED DH MARCH 2016 AS SHOWN SHEET NO, HC -21 F I STA LAT O N INFORMATION • - GENERAL NOTES REINFORCING STEEL GLUED LA M INA TED BEAMS REVISIONS: ' • 1. ALL WORK ON THIS PROJECT SHALL' CONFORM TO THE ADOPTED 1. REINFORCING STEEL TO CONFORM TO ASTM A615, INCLUDING 1. MATERIALS, MANUFACTURE AND' QUALITY CONTROL O F GLUED - " _ r OF THE UBC, UMC, NEC AND ANY OTHER SUPPLEMENT S1. ALL BARS SHALL BE INTERMEDIATE GRADE DEFORMED LAMINATED BEAMS SHALL BE IN ACCORDANCE WITH ANSI/AIT C A 1 9 0.1 . - ` - EDITIONS APPLICABLE COUNTY , - BARS -TYPE N, GRADE 40, TYPICAL UNLESS OTHERWISE NOTED. BARS TO 2. LAMINATING COMBINATIONS SHALL MEET TM E R E Q U IR E M E N T S OF ' _ _ �. - 4 d « AND/OR CITY CODES AND ORDINANCES. ' BE WELDED SHALL BE ASTM 615 GRADE 40 OR ASTM A706. A NSE /A ITC A 1 9 D SHALL PROVIDE THE DESIGN VALUES - EQUAL T O OR 16D 76" O.C. . r .. - a 3... 2. ARCHITECT SHALL APPROVE 'ALL. ADJUSTMENTS TO THESE PLANS 2. DETAILS FOR REINFORCING SHALL CONFORM TO CHAPTER 7 OF ACI 318-95. .1'AND E x C E E 0 IN G THE VALUES NOTED IN TABLE 23-1-C-1. 1997 UNIFORM ' ' •1 J' ;,- • RELATED TO THE DRAWINGS. 3. WELDED STEEL WIRE MESH SHALL BE 6" X 6"W 1.4X W 1.4 VWVM AND SHALLrBUILDINo CODE -FOR THE APPROPRIATE COMBINATION NOTED ON THE 16D @ 16" O.C. ALONG EACH EDGE • `•' ` 3. WRITTEN DIMENSIONS ARE TO J BE USED; DO NOT SCALE THESE .. CONFORM TO THE REQUIREMENTS OF ASTM A185_.• SPLICE LAPS IN MESH s H n L LS .B a 24 FEV 4 D F D F R W IS E NOTED BEAMS U B E D FOR THIS PROJECT. CEILING JOISTS LAPS OVER PARTITIONS FACE -NAIL ' - - - DRAWINGS., REINFORCING SHALL BE NOT LESS THAN 8". , 3. GLUED LAMINATED MEMBERS SHALL BEAR A QUALITY MARK AND A • - + 4. SPECIFIC INFORMATION ON THE DRAWINGS DIFFERING FROM THESE 4, BAR SPLICES ' CONCRETE - UNLESS NOTED OTHERWISE, REINFORCEMENT CERTIFICATE O F CONFORMANCE MUST B E, PROVIDED T o INDICATE WIDER THAN 1" X 8" SHEATHING TO EACH BEARING FACE -NAIL - + NOTES SHALL APPLY. - ' BARS TO BE LAPPED MINIMUM 40 BAR DIAMETERS. MASONRY -UNLESS CONFORMANCE WITH AN 91/B ITC A180.1. THIS CERTIFICATE TOF C O NFO RMA NCE S H A L L 6 E SUBMITTED r o FIELD INSPECTOR PRIOR T o O 20D @ 37' O.C. AT TOP AND BOTTOM AND STAGGERED 2-200 AT ENDS AND AT EACH SPLICE. n • - 5. THE CONTRACTOR SHALL VERIFY SITE CONDITIONS, AND THEIR NOTED OTHERWISE, REINFORCEMENT BARS TO BE LAPPED MINIMUM 40 C O M P L E T 10 N O F THE F R A M IN O INSPECTION. - • r - t• CORRELATION WITH THE DRAWINGS, AND SHALL NOTIFY THE ARCHITECT BAR DIAMETERS, BUT IN NO CASE LESS THAN 24". HORIZONTAL LAPS IN 4. GLUED -LAM INATED ME M B F RS USED IN EXTERIOR A P P L IC A T 1L N B A N D N O T BE SUBJECT TO THE APPROVAL OF THE ARCHITECT. - OF ANY INCONSISTENCIES OR DISCREPANCIES PRIOR TO BEGINNING OF ADJACENT BARS SHALL BE STAGGERED 60"MINIMUM. PROTECTED FROM MOISTURE SHALL BE ALASKA YELLOW CEDAR. . c o M B IN A T to N : 2 D F -v 1 x A C /A C . FB • 2000 PSI, FV 190 PSI. Moe S. GALVANIZED SINKERS UNLESS OTHERWISE SPECIFIED ON DRAWINGS. - r -- • - CONSTRUCTION. 1 5. BENDS IN REINFORCEMENT SHALL BE IN ACCORDANCE WITH ACI 31895. 1.500,000 PSI, F C (PERP) • 500 PSI. . DEPTH AND SHALL NOT BE LOCATED IN THE MIDDLE THIRD OF THE JOIST r _ • - J .6. IN THE EVENT CERTAIN FEATURES OF TILE CONSTRUCTION ARE NOT 6. WALLS, PILASTERS AND COLUMNS SHALL BE DOWELED TO THEIR DIE SUBSTITUTED PLYWOOD. - • - - FULLY SHOWN ON THE DRAWINGS OR CALLED FOR IN THE SUPPORTING FOOTINGS WITH VERTICAL DOWELS OF THE SAME SIZE AND M A N U F A C T U R E D FLOOR JOISTS. o ' - - SPECIFICATIONS THEN THEIR CONSTRUCTION SHALL BE OF THE SAME SPACING AS THE VERTICAL REINFORCING, UNLESS OTHERWISE NOTED ON -• OF THE UBC WITH NOMENCLATURE DEFINED AS FOLLOWS: m - CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN OR CALLED THE PLANS. WHERE POSSIBLE, VERTICAL BARS SHALL BE ONE-PIECE, FULL 1 . MANUFACTURED FLOOR JOISTS FOR THIS PROJECT SHALL BE T J IO PRE. ' - FOR AND SHALL BE APPROVED BY THE ARCHITECT - HEIGHT. FABRICATED JOISTS OR OPEN -WEB TRUSSES AS MANUFACTURED BY IJ,J - 7. THE DRAWINGS REPRESENT THE FINISHED STRUCTURE. UNLESS 7. FOR CONCRETE OR MASONRY CONSTRUCTION, VERTICAL REINFORCING TRUS-JOIST MACMILLAN. REFER TO PLANS FOR DEPTH AND SERIES. W aj A _ ' OTHERWISE INDICATED THEY DO NOT INDICATE THE METHOD OF BARS SHALL BE ACCURATELY LOCATED IN WALLS AS N ED ON PLAN 2. C O N T R A C T O R SHALL REFER TO THE INSTALLATION GUIDE PUBLISHED B Y 5 I J W - TRUS-JOIST MACMILLAN OR ADDITIONAL N L 1 CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES DETAILS. °- 3. TJIO JOISTS ARE MANUFACTURED TO MEET APA -PRI -400 STANDARDS. INFORMATION ADDITIONAL 4 FOR ADD PFC-435IL . C + • NECESSARY TO PROTECT THE STRUCTURE, WORKMEN AND OTHER B. ALL REINFORCING SHALL' BE SECURELY TIED IN PLACE PRIOR TO PLACING d. REFER TO C7 zo $ , PERSONS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, CONCRETE OR GROUT.' CO UJ B N u • _ - - BUT NOT BE LIMITED TO; BRACING, SHORING FOR CONSTRUCTION 9. WHERE REQUIRED, BAR SUPPORTS SHALL BE PROVIDED AS SPECIFIED IN . PLYWOOD NOTES • - - - EQUIPMENT, SHORING FOR THE BUILDING, FORMS, AND SCAFFOLDING.: THE "MANUAL OF STANDARD PRACTICE" PUBLISHED BY THE CONCRETE W 3 ' • - 8.. ALL SITE -WORK AND GRADING SHALL BE DONE IN COMPLIANCE WITH THE REINFORCING STEEL INSTITUTE /CRSI). 1. GENERAL PROVISIONS S • y 4 DRAWINGS. WHERE SHOWN ON DRAWINGS, ELEVATIONS, LOCATIONS OF 10. ALL DIMENSIONS SHOWN FOR LOCATIONS OF REINFORCING STEEL ARE TO A IDENTIFICATION REQUIREMENTS - EACH PANEL SHALL BE IDENTIFIED _ STEPS IN FOUNDATION, AND HEIGHTS OF FOUNDATION WALLS SHALL BE CENTER OF BAR UNLESS NOTED AS "G -R" DIMENSIONS ARE TO FACE OF WITH VIE APPROPRIATE TRADEMARK OF THE AMERICAN PLYWOOD • - _ _ VERIFIED TO SUIT ACTUAL PROPOSED AND EXISTING CONDITIONS. BAR AND DENOTE CLEAR COVERAGE. UNLESS SPECIFICALLY NOTED - ASSOCIATION, AND SHALL MEET THE REQUIREMENTS OF TIRE LATEST 9. FINISH GRADE AND FINISH FLOOR ELEVATIONS TO BE PER SITE PLAN. OTHERWISE, CONCRETE COVERAGE SHALL BE 3" WHERE CONCRETE IS EDITION OF U.S. PRODUCT STANDARD PS -1 OR ONE OF APA'S { 10. DRAINAGE AROUND ALL STRUCTURES IS TO BE AWAY FROM BUILDINGS AT `PLACED DIRECTLY AGAINST EARTH AND T WHERE CONCRETE IS PERFORMANCE STANDARDS. 114" PER FOOT SLOPE FOR MINIMUM 4'-0". SWALE AS REQUIRED. EXPOSED TO EARTH BUT IS AGAINST FORMS. SLABS ON GRADE SHALL B. PANEL THICKNESS, GRADE AND GROUP NUMBER OR SPAN RANG \\\ 11. DIMENSIONS NOTED "CLEAR" OR •• "CLR" ARE MINIMUM REQUIRED HAVE REINFORCING AT MID -DEPTH UNLESS OTHERWISE NOTED. } \\ L ' • SHALL BE AT LEAST EQUAL TO THAT SHOWN ON THE DRAWINGS. - DIMENSIONS AND MUST BE ACCURATELY MAINTAINED. • , 11. WELDING OF CROSSING BARS AND TACK WELDING OF REINFORCING APPLICATION SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS ' • 12. ALL DIMENSIONS ARE TO FACE OF STUD, FACE OF CONCRETE, OR FACE SHALL NOT BE PERMITTED. - OF (LIE AMERICAN PLYWOOD ASSOCIATION. , - OF MASONRY, UNLESS OTHERWISE NOTED. ROUGH CARPENTRY C. NAILS AT PLYWOOD PANELS SHALL HAVE 318" EDGE DISTANCE AND _ 13. CONSTRUCTION SHOWN ON THESE DRAWINGS SHALL IN NO CASE - NAIL HEADS SHALL NOT PENETRATE FACE PLY. DEVIATE FROM THE DESIGN SHOWN WITHOUT EXPRESS WRITTEN •1. IN ADDITION TO FRAMING OPERATIONS NORMAL TO THE FABRICATION AND D. PLYWOOD PANELS SHALL BUTT AT CENTERLINE OF SINGLE - „ - PERMISSION OF THE ARCHITECT AND/OR THE LOCAL BUILDING OFFICIAL. ERECTION INDICATED ON THE DRAWINGS, INSTALL WOOD BLOCKING AND SUPPORTING MEMBER WITH EDGE NAILING FROM EACH PANEL INTO BACKING REQUIRED FOR THE WORK OF OTHER TRADES. THAT MEMBER. FOUNDATION NOTES - • E NO PIECE OF PLYWOOD FLOOR OR WALL SHEATHING SHALL BE LESS - CONNECTION • - OR CONCRETE SHALL BE BOLTED WITH 1/2• DIAMETER X 10" ANCHOR 2. INSTALL BLOCKING AS REQUIRED TO SUPPORT FINISH HARDWARE, SUCH, AS TOWEL BARS, MEDICINE CABINETS, LIGHTS, ETC. INSTALL FIRE THAN 17' IN (EAST DIMENSION. 39D •.. - 1. SOIL DESIGN INFORMATION: • , STOPPING TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH F. PROVISIONS FOR PENETRATIONS IN STRUCTURAL PLYWOOD PANELS " �• •' ALLOWABLE SOIL DESIGN PRESSURES: .; VERTICAL AND HORIZONTAL), AND TO FORM AN EFFECTIVE BARRIER - SHALL BE AS FOLLOWS: - - '• • 4 4 CONTINUOUS FOOTINGS. - 1200 PSF '•y r • BETWEEN STORIES AND BETWEEN TOP STORY AND ROOF SPACE. IT 1. UP TO A 4" DIAMETER HOLE MAY BE DRILLED ANYWHERE IN THE , STUD TO SOLE PLATE , _ _ �. - 4 d « GRADE BEAMS - - ' 1200 PSF SHALL BE USED IN SPECIFIC LOCATIONS, AS FOLLOWS: PANELS. IF MORE THAN ONE HOLE IS TO. BE DRILLED AT A 16D 76" O.C. • - _ w ' - r ',r - PAD FOOTINGS�1200 PSF ,) • , IN EXTERIOR OR INTERIOR STUD WALLS, AT CEILING AND FLOOR , - SPECIFIC LOCATION, THE HOLES SHALL BE SPACED NO LESS ' .. •_ •� RETAINING WALLS: ` • „ y LEVELS. - -+ . "THAN 2X THE DIAMETER OF THE DRILLED HOLE. IN SHEAR 16D @ 16" O.C. ALONG EACH EDGE • •• ACTIVE PRESSURE (CONSTRAINED) 55 PSF i IN ALL STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES, - PANELS, IT WILL BE CONSIDERED PREFERABLE TO LOCATE CEILING JOISTS LAPS OVER PARTITIONS FACE -NAIL 7 - ACTIVE PRESSURE (CANTILEVERED) '30 PSF + SO PLACED THAT THE MAXIMUM DISTANCE OF ANY CONCEALED MULTIPLE DRILLED HOLES IN A VERTICAL ORIENTATION RELATIVE • • -2. • THE FINISH EXCAVATION FOR FOUNDATIONS SHALL BE NEAT AND TRUE TO LINE WITH ALL LOOSE MATERIAL AND STANDING WATER REMOVED POOR SPACE IS NOT OVER 10'-0". AROUND TOP, BOTTOM, SIDES AND ENDS OF SLIDING DOOR POCKETS TO ONE ANOTHER. �- 2. NOTIFY ARCHITECT OF RECORD WHEN CONSIDERING ANY NEW WIDER THAN 1" X 8" SHEATHING TO EACH BEARING FACE -NAIL - wIN TO CONCRETE PLACEMENT. - -SPACES BETWEEN CHIMNEYS AND WOOD FRAMING, LOOSE PENETRATIONS OTHER THAN NORMAL PIPING, CONDUITS, OR 20D @ 37' O.C. AT TOP AND BOTTOM AND STAGGERED 2-200 AT ENDS AND AT EACH SPLICE. 7' PLANKS ., 3. COMPACTION REPORTS, WHERE REQUIRED, SHALL BE COMPLETED PRIOR - NONCOMBUSTIBLE SUPPORTS, OR A METAL COLLAR TIGHTLY FITTED _ WIRING, ETC. AND ANY NON -NOTED PENETRATION LARGER THAN - ' TO REQUESTING FOUNDATION INSPECTION. TO THE CHIMNEY AND NAILED TO THE WOOD FRAMING SHALL BE 4"DIAMETER. - BE SUBJECT TO THE APPROVAL OF THE ARCHITECT. NAILING OR MANUFACTURED CONNECTOR INSTALLATION SHALL 4. ALL LOOSE SOIL AND FILL DIRT,' INCLUDING BACKFILL BEHIND RETAINING USED.. • ANY OTHER LOCATIONS NOT SPECIFICALLY MENTIONED ABOVE, SUCH G. OSB MAY BE SUBSTITUTED FOR PLYWOOD AS LONG AS IT BEARS A S. GALVANIZED SINKERS UNLESS OTHERWISE SPECIFIED ON DRAWINGS. •' z t WALLS SHALL BE COMPACTED TO 90 PERCENT RELATIVE COMPACTION. AS HOLES FOR PIPES, SHAFTING, BEHIND FURRING STRIPS AND - STAMP INDICATING THE SAME APA APPROVAL AND DESIGNATION AS - . DEPTH AND SHALL NOT BE LOCATED IN THE MIDDLE THIRD OF THE JOIST _ ' 5. BACKFILL FOR ALL RETAINING WALLS SHALL BE GRANULAR, FREE DRAINING - SIMILAR PLACES WHICH COULD AFFORD A PASSAGE FOR FLAMES. DIE SUBSTITUTED PLYWOOD. - - + - '• MATERIAL, AND SHALL NOT BE PLACED UNTIL MASONRY OR CONCRETE 3. STRUCTURAL FRAMING SHALL BE OF THE GRADE AND SPECIES INDICATED H. DIAPHRAGM NAILING SHALL CONFORM TO TABLES 23-W-1 AND 23-1-K EXCEEDING 400 SF IN AREA, PROVIDE CONSTRUCTION, CONTRACTION OR _ - MATERIALS HAVE BEEN IN PLACE A MINIMUM OF' 14 DAYS OR TESTS OR BETTER (WWPA GRADING RULES). SEE PLANS FOR MORE SPECIFIC -• OF THE UBC WITH NOMENCLATURE DEFINED AS FOLLOWS: FRAMED WITH SOLID BLOCKING, OR BRACED WITH 3/8" PLYWOOD - - • INDICATE THAT THE MATERIAL HAS ATTAINED 75% OF ITS SPECIFIED INFORMATION: a BN • BOUNDARY NAILING AT DIAPHRAGM BOUNDARIES, • _ DESIGN STRENGTH. - '' A) 2 X JOISTS AND RAFTERS OF NO. 2 CONTINUOUS PANEL EDGES AND AT EDGES OF , - 6. FOR RETAINING WALLS DESIGNATED AS'5UPPORTEO" AT THE TOP OF THE B) POSTS IN WALL FRAMING MATCH WALL FRAMING OPENINGS. • `' ., ` WALL, PROVIDE TEMPORARY SHORING OF THE WALL WHICH IS TO REMAIN C) 4 X HEADERS OF NO. 2 EN = EDGE NAILING AT PLYWOOD PANEL EDGES. . - IN PLACE UNTIL SUPPORTING STRUCTURE IS IN PLACE. WHERE A D) 6 X HEADERS OF NO. 1 ' FN' = FIELD NAILING AT INTERMEDIATE SUPPORTS. - - CONCRETE SLAB IS USED TO PROVIDE SUPPORT, THIS SHALL BE A MINIMUM E) STUDS, SILLS AND PLATES SEE PLANS 2. ROOF SHEATHING 'i _ _ - + OF 7 DAYS AFTER PLACEMENT OF CONCRETE. - F) BLOCKING AND FURRING, EXCEPT SW HF STD AND BTR. A. PANEL ROOF SHEATHING SHALL BE 1/1", 5/8" OR 3/4" APA SHEATHING NAILING SCHEDULE z - -+ G) SILLS ON CONCRETE PTDF EXP 1. 'REFER TO PLANS FOR THICKNESS AND PANEL INDEX. INSTALL .. • - ) H) MISC. FRAMING NOT NOTED 'DF NO.2 WITH THE LONG DIMENSION OF THE PANEL ACROSS SUPPORTS, CONNECTION NAILING OR CONCRETE SHALL BE BOLTED WITH 1/2• DIAMETER X 10" ANCHOR AT PANEL EDGES. NAIL WITH 8D COMMON WIRE NAILS AT 6", 12" ON JOIST TO SILL OR GIRDER TOE -NAIL 39D BRIDGING TO JOINS TOE -NAIL EACH END _ 2-00 1" X 6' SUBFLOOR OR LESS TO EACH JOIST FACE -NAIL 2.8D WIDER THAN 1" X 6" SUBFLOOR TO EACH JOIST FACE -NAIL - - 3-8D 7' SUBFLOOR TO JOIST OR GIRDER BLIND AND FACE -NAIL 2.160 SOLE PLATE TO JOIST OR BLOCKING TYPICAL FACE -NAIL 16D 16" O.C. SOLE PLATE TO JOIST OR BLOCKING AT TYPICAL BRACED WALL PANELS 3-16D PER 16" TOP PLATE TO STUD END -NAIL - 2-160 STUD TO SOLE PLATE , 4.8D TOE -NAIL, OR 2-16D END -NAIL DOUBLE STUDS FACE -NAIL 16D AT 24" O.C. DOUBLE TOP PLATES TYPICAL FACE -NAIL 16D 76" O.C. DOUBLE TOP PLATES TYPICAL LAP SPLICE 8-16D BLOCKING BETWEEN JOISTS OR RAFTERS OR RAFTERS TO TOP PLATE TOE -NAIL 39D RIM JOIST TO TOP PLATE TOE -NAIL 8D 0 6" O.C. TOP PLATES LAPS AND INTERSECTIONS FACE -NAIL 2.16D CONTINUOUS HEADER, TWO PIECES 16D @ 16" O.C. ALONG EACH EDGE CEILING JOISTS TO TOP RATE TOE -NAIL 3.8D CEILING JOISTS TO PARALLEL RAFTERS FACE -NAIL 3-16D CEILING JOISTS LAPS OVER PARTITIONS FACE -NAIL 3-16D CONTINUOUS HEADER TO STUD TOE -NAIL - - 4AD = RAFTER TO PLATE TOE -NAIL 3-8D 1" BRACE TO EACH STUD AND PLATE FACE -NAIL 2.8D t"X8" SHEATHING OR LESS TO EACH BEARING FACE -NAIL 2.8D WIDER THAN 1" X 8" SHEATHING TO EACH BEARING FACE -NAIL - 3$D BUILT-UP CORNER STUDS 16D 0. 24" O.C. BUILT-UP GIRDER AND BEAMS • _ • • • • - ' 20D @ 37' O.C. AT TOP AND BOTTOM AND STAGGERED 2-200 AT ENDS AND AT EACH SPLICE. 7' PLANKS ., 2-16D AT EACH BEARING CONCRETE NOTES I) BLOCKING AT SW DFL EXCEPT WHERE NOTED, AND WITH PANEL CONTINUOUS OVER TWO OR 4 WOOD SILLS FORBEARING AND SHEATHED WALLS BEARING ON MASONRY MORE SPANS ALLOW 1/8" SPACING AT PANEL ENDS AND 1/4" SPACING HAYS 8 ASSOgATES ]ESIGN • DEVELOPMENT 1351 MANGROVE AVE -STEA CHICO, CALIFORNLA 95526 OFFICE (539) 6246777 DANQHAYSASSOCIATES.COM STRUCTURAL NOTES DRAWN MMI CHECKED DH • 1. A. THE MINIMUM 28 DAY COMPRESSIVE STRENGTH OF CONCRETE SHALL OR CONCRETE SHALL BE BOLTED WITH 1/2• DIAMETER X 10" ANCHOR AT PANEL EDGES. NAIL WITH 8D COMMON WIRE NAILS AT 6", 12" ON • BE: BOLTS AT 6-a' ON CENTER, MAXIMUM SPACING AND WITHIN 12" OF END OF CENTER. - FOUNOATIONS/PAD FOOTINGS 2500 PSI;, EACH PIECE. EACH SILL SHALL RECEIVE AT LEAST TWO BOLTS. THIS 3. SHEARWALLS • SLABS ON GRADE 2500 PSI INFORMATION WILL GOVERN UNLESS MORE STRINGENT CRITERIA ARE A. PANEL WALL SHEATHING SHALL BE 3/8" OR 1/Y' APA RATED SHEATHING 10. ALL EXPOSED COMERS SHALL BE CHAMFERED '/•' UNLESS NOTED WALLS AND COLUMNS, 2500 PSI - - INDICATED ON PLANS. ALL FOUNDATION ANCHOR BOLTS SHALL HAVE EXP 1 (SEE PLANS). NAIL PER PLANS. B. THE MAXIMUM SLUMP SHALL BE 4 INCHES. 2•X2'X3/16- PLATE WASHERS. ' C. MINIMUM CEMENT CONTENT SHALL BE 500 LBS / CUBIC YARD. 'I 5. BOLT HOLES IN WOOD OR STEEL SHALL BE 1/16" LARGER THAN BOLTS. 6. ALL NUTS SHALL BE TIGHTENED WHEN PLACED AND RE -TIGHTENED PRIOR _ NOTCHING / BORING IN WOOD MEMBERS - 2. PORTLAND CEMENT SHALL CONFORM TO ASTM C150, TYPE I OR 11. 3. ADMIXTURES USED TO INCREASE THE WORKABILITY OF THE CONCRETE TO APPLICATION OF FINISH OR AT COMPLETION OF JOB. IF APPLICABLE, SHALL HAVE A MINIMUM CONCRETE COVER OF W CLEAR TO EARTH. OR BRANDED BY THE PROPER APPROVED AGENCY. NOTE THAT THE USE SHALL NOT BE CONSIDERED TO REDUCE THE SPECIFIED MINIMUM SEE'SPECIAL INSPECTION' NOTES ON PLANS. 1. BORED HOLES IN BEARING WALL SPUDS SHALL NOT EXCEED 40% OF THE " 12. BOTTOMS OF ALL FOOTINGS SHALL REST ON FIRM, UNDISTURBED SOIL:' CEMENT CONTENT. 7. STANDARD CUT WASHERS SHALL BE PROVIDED UNDER THE HEADS AND STUD WIDTH. HOLES IN NON BEARING WALL STUDS SHALL NOT EXCEED 4. READY MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. 8. FRAMING HARDWARE SHALL BE SIMPSON STRONG TIE OR APPROVED 60% OF THE STUD WIDTH. IN NO CASE SHALL THE EDGE OF A BORED HOLE C WITH ASTM C-94. 1 EQUAL, WITH CONNECTORS AS SPECIFIED IN CATALOG NO.0-99. INSTALL BE NEARER THAN 3/8" TO THE EDGE OF A STUD. HOLES SHALL NOT BE - 5. CONSTRUCTION JOINTS SHALL BE PREPARED TO EXPOSE CLEAN, SOLIDLY CONNECTORS WITH NAILS AND/OR BOLLS AS INDICATED THE CATALOG. LOCATED IN ANY STUD AT A SECTION W TTH A CUT` OR NOTCH. PERMITTED ONLY AS SHOWN ON THE DRAWINGS OR AS OTHERWISE EMBEDDED AGGREGATE OVER THE ENTIRE JOINT INTERFACE. INE. END JOINTS 9. WALL PLATES SHALL HAVE JOINTS ATA STUD CENTERLINE. 2. NOTCHES ON THE ENDS OF JOISTS SHALL NOT EXCEED ONE-FOURTH OF - CONSTRUCTION JOINTS SHALL - BE ADEQUATELY KEYED. THEIR IN DOUBLE BOP PLATES SHALL BE OFFSET NO LESS THAN THE JOIST DEPTH. HOLES BORED IN JOISTS SHALL NOT BE WITHIN 7' OF LOCATIONS AND DETAILS, WHEN NOT SHOWN ON THE DRAWINGS SHALL 10. NAILS USED FOR STRUCTURAL CONNECTIONS OTHER THAN PLYWOOD THE TOP OR BOTTOM OF THE JOIST, AND THE DIAMETER OF ANY HOLE • BE SUBJECT TO THE APPROVAL OF THE ARCHITECT. NAILING OR MANUFACTURED CONNECTOR INSTALLATION SHALL SHALL NOT EXCEED ONE-THIRD THE DEPTH OF THE JOIST. NOTCHES IN 6.. CONCRETE PLACEMENT SHALL BE CONTINUOUS BETWEEN S. GALVANIZED SINKERS UNLESS OTHERWISE SPECIFIED ON DRAWINGS. SDR THE TOP OR BOTTOM OF A JOIST SHALL NOT EXCEED ONEH THE CONSTRUCTION JOINTS. ac PLYWOOD NAILING SHALL BE COMMON WIRE NAILS, SIZE AS SPECIFIED. . DEPTH AND SHALL NOT BE LOCATED IN THE MIDDLE THIRD OF THE JOIST 7. UNLESS OTHERWISE SHOWN ON THE DRAWINGS, CONCRETE SLABS 11. NAIL HOLES SHALL HAVE A PILOT HOLE WHERE NECESSARY TO PREVENT SPAN. SHALL BE CAST IN SQUARE OR RECTANGULAR PATTERNS NOT SPLITTING OF THE WOOD. 3.' NOTCHING IN EXTERIOR WALLS AND BEARING PARTITIONS SHALL NOT EXCEEDING 400 SF IN AREA, PROVIDE CONSTRUCTION, CONTRACTION OR 12 CRIPPLE WALLS WHICH HAVE A STUD LENGTH OF LESS THAN 14" SHALL BE EXCEED 25% OF THE STUD WIDTH. CUTTING OR NOTCHING OF STUDS IN - WEAKENED PLANE JOINTS AT INTERVALS NOT EXCEEDING 20 FEET IN ANY FRAMED WITH SOLID BLOCKING, OR BRACED WITH 3/8" PLYWOOD NON BEARING PARTITIONS SHALL NOT EXCEED 40% OF THE STUD WIDTH. _ - DIRECTION. SHEATHING NAILED TO THE TOP PLATE, STUDS AND SILL. • 8. SLEEVES, PIPES AND CONDUITS SHALL NOT BE PLACED THROUGH 13. INTERIOR NON-BEARING WALLS ON SLABS SHALL BE ATTACHED WITH -, -� •e CONTINUOUS OR SPREAD FOOTINGS, GRADE BEAMS OR TIE BEAMS UNLESS SPECIFIED AND DETAILED ON PLANS - APPROVED POWDER -DRIVEN FASTENERS THROUGH THE SILL PLATE AT 37' ' 9. CONDUIT SHALL NOT BE PLACED IN ANY SLAB LESS THAN 3-1/7' THICK IF ON CENTER, UNLESS OTHERWISE NOTED. 14. MINIMUM CLEARANCE BETWEEN BOTTOM OF FLOOR JOISTS AND EARTH _ - CONDUIT IS PLACED IN A CONCRETE SLAB, ITS OUTSIDE DIAMETER SHALL NOT BE GREATER THAN 1/3 THE SLAB THICKNESS. THE MINIMUM CLEAR SHALL BE 18". MINIMUM CLEARANCE BETWEEN BOTTOM OF GIRDERS AND EARTH SHALL BE 17'. 1B" = 1'-0" 7-1 DISTANCE BETWEEN CONDUITS SHALL BE 6 INCHES. 15. ALL FOUNDATION PLATES, SILLS AND SLEEPERS ON CONCRETE OR 10. ALL EXPOSED COMERS SHALL BE CHAMFERED '/•' UNLESS NOTED MASONRY WHICH IS IN DIRECT CONTACT WITH EARTH, AND SILLS WHICH -_ APRIL 2016 ' OTHERWISE. • ' REST DIRECTLY ON CONCRETE AND MASONRY FOUNDATIONS, SHALL BE ' 11. STRUCTURAL STEEL SHAPES, TUBES AND PIPES EMBEDDED IN CONCRETE PRESSURE TREATED WOOD OR FOUNDATION GRADE REDWOOD, MARKED _ SHEET NO. SHALL HAVE A MINIMUM CONCRETE COVER OF W CLEAR TO EARTH. OR BRANDED BY THE PROPER APPROVED AGENCY. NOTE THAT THE USE 12. BOTTOMS OF ALL FOOTINGS SHALL REST ON FIRM, UNDISTURBED SOIL:' OF FG REDWOOD MAY BE PROHIBITED IN CERTAIN ENGINEERED MINIMUM DEPTH IS NOTED ON DRAWINGS CONSTRUCTION. C 16. CUTTING, DRILLING, OR NOTCHING OF BEAMS, JOISTS OR POSTS SHALL BE - J - PERMITTED ONLY AS SHOWN ON THE DRAWINGS OR AS OTHERWISE , - INDICATED IN WRITING BY THE ARCHITECT OF RECORD. - , '' r ti s - •. REVISIONS: .2X4 DF#2. - - TOP PLATE M r TYP 2X4 DF#2 y r + e ' t !F 2X4 0F#2 y TOP PLATE IN LA N TOP PLATE 4- . r - y a ` + ' s• _ _ a 2X4 CRIPPLES • qS EQU ED •� M 3 5/8"X GYPSUM II I S 1 516' XGYPSUM • TYP I II II II %5+_ f • i }.a. TYP •+ , �I II i f r '• 6r . 5/8° X GYPS !.' II II UM I I - 51W X GYPSUM y ' r TYP .. 1 I •! rTYP II II % r II II _ , 2X4 DF#2 • • 2X BLOCKING �I II ON EDGE _t f� �j. 2X BLOCKING. it II �� , • • . v I . IF REQUIRED �I �I 2X4 DF#2 GE ♦ ' r IF REQUIRED ' 2X4 DF#2 STUDS — IF— I - j TRIMMER 2X4 DF#2 STUDS IF ($ 24' O.C. - TYP I I� I� 1 t t { . f . @ 24° D.C.'- TYP !pill INSULATION 2X4 DF#2 ILAI I a wAS REQUIRED II II- KING STUD} AS REQUIRED II {i m U-1 ^ • II II II II II J W a� g HILTI DS 62 P10 II II II ` "+ y HILTI DS 62 P10 it II II .r a wj v i t t 2X4 PTDF TO CONCRETE II II II 2X6 PTDF TO CONCRETE II II II �, • Z +` * :`' FLOOR 24' O.C. II II II 2X6 PTDF PLATE .. w , FLOOR @ 24° O.C. I I I I I I " (/1 W +I (9 1 v o E •r - _ — 1 J� 1 i! � i W ;� . - •_ � ✓' . R - ,j. t`r • ,a ten. WOOD STUD FRAMING . ' s WOOD STUD FRAMING ' :4 : - > -r WOOD STUD FRAMING ASSEMBLY - 1 HR RATED ` - NAILED W/1613 SINKERS F _ - NAILED W/1613 SINKERS _ r NAILED VV/16D SINKERS ' r TYP TYP TVP �t 3. t INTERIOR OCCUPANCY SEPARATION WALL 2 INTERIOR DOOR FRAMING DETAIL r37 INTERIOR OCCUPANCY SEPARATION WALL r4 ° '^ S 2 1 HOUR FIREWALL-- SEE DETAIL 9/S-2 S -2S 2 - S-2 _ � s ol 9 2X4 FRAMED GA FILE WALL ASSEMBLY RATING 10 10 L22 S A BUILDING DESIGNED FOR:. RON ,MONACO ' LAKE OROVILLE LANDSCAPE CENTER, MAILING 8 PROPERTY ADDRESS: 5929 Lincoln Blvd'• Oroville, CA 95965 ASSESSOR'S NO: ' 078-100-044 BAYS & ASSOCIATES DESIGN• DEVELOPMENT 1351 MANGROVE AVE -STEA CHICO, CALIFORNIA 95926 OFFICE(530) 6245777 \' DANGKAYSASSOCLATES.COM STRUCTURAL DETAILS DRAWN MMI CHECKED DH NO SCALE APRIL 2016 +° SHEET NO. ` S-2 , ti' 6 ._ � s ol 9 2X4 FRAMED GA FILE WALL ASSEMBLY RATING 10 10 L22 S A BUILDING DESIGNED FOR:. RON ,MONACO ' LAKE OROVILLE LANDSCAPE CENTER, MAILING 8 PROPERTY ADDRESS: 5929 Lincoln Blvd'• Oroville, CA 95965 ASSESSOR'S NO: ' 078-100-044 BAYS & ASSOCIATES DESIGN• DEVELOPMENT 1351 MANGROVE AVE -STEA CHICO, CALIFORNIA 95926 OFFICE(530) 6245777 \' DANGKAYSASSOCLATES.COM STRUCTURAL DETAILS DRAWN MMI CHECKED DH NO SCALE APRIL 2016 +° SHEET NO. ` S-2 , ti'