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HomeMy WebLinkAboutB16-1037 000-000-000DATE: 7/8/2016 JOB.#: 1.4-B-83.392 BY: WJN PAGE: 1 OF S W. GILBERT ENGINEERING CIVIL ENGINEERING AND LAND SURVEYING BUWE FOUNDATION LOAD CALCULATIONS COUNTY JUL 0 8 2016 PROJECT: LOCATION:: OWNER:: JOB NUMBER. -.- t DATE: RISK CATEGORY: New Metal Building Foundation Design DEVELOPMENT for 'Ga.rco.Job No. 14=B=83392 SERVICES 45105 Dayton West Road, Chico', CA 95.928 Brad &:Jacqueline Hall 14-6-83392 6/1/2Q16• 11. NorMal LOADING CRI.TERIA:BAS.ED ON THE 2013 CALIFORNIA:BU,ILDING .CODE: WIND:•EXPOSURECATEGORY: C. ULTIMATE WIND SPEED: 110', mph SEISMIC DESIGN CATEGORY: D SOIL.SITE CLASS: D. - STIFF SOIL SOIL BEARING.:, 1500 psf PERMIT # 61/,g —10 33 m BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR C DE COMPLIANCE DATE BY____I NOTES: *.No special_inspections are required for engineering elements designed in these calculations. *Anchor bolt.cal.culations are based on the reactions found on page's 19 and 20 of Garco's calculation package for job number 14-B-83392 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. • Y Any structural or non-structural items that 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 C-�'�Y. DATE: 7/8/2016 JOB #: 14-B-83392 BY: WJN PAGE: 2 OF S W. GILBERT ENGINEERING CIVIL ENGINEERING AND LAND SURVEYING ` LOAD COMBINATIONS FOR REACTIONS PER 2013 CBC ALLOWABLE STRESS DESIGN E ASD't EQ'16-8:0 • .D + F ASD -EQ16-9:',' D + H + F + L + T ASD - EQ 16-10: D+H+F+(Lr orS or R) ASD - EQ 16-11: D + H + F + 0.75L + 0.75(Lr orSorR) ASD - EQ 16-12: D+H+F+(0.6WOR0.7E) ASD - EQ 16-13: D + H + F + 0.75(0.6W) + 0.75L.+ 0.75(Lr or S or R) ASD - EQ 16-14: D + H + F + 0.75(0.7E) + 0.7SL + 0.75S ASD - EQ 16-15: 0.6D+0.6W+H ASD - EQ 16-16: 0.6D+0.7E+H REACTIONS BELOW DETERMINED BY METAL BUILDING MFG. COLUMN (S): 1 & 3 COLUMN (S): 1&3 FRAME LINE (S): A FRAME LINE (S): B D (DEAD) = L (LIVE) = Lr (ROOF) = S (SNOW) = R (RAIN) _ W (WIND) _ (-) W (WIND) E (SEISMIC) = (-) E (SEISMIC = F (FLOOD PRES) = Fa (FLOOD) = H (EARTH PRES) = T (SELF -STRAIN) = VERTICAL HORIZONTAL (KIPS) (KIPS) . VERTICAL HORIZONTAL (KIPS) (KIPS) 1 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 ' DATE: 7/8/2016 JOB #: 14-13-83392 BY: WJN PAGE: 3 OF 5. 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 & 3 COLUMN (S): 1&3 FRAME LINE (S): A FRAME LINE (S): B VERTICAL HORIZONTAL VERTICAL HORIZONTAL (KIPS) (KIPS) (KIPS) (KIPS) 16-8 16=9 16-10 - Lr 16-10-S 16-10 - R 16-11 - Lr 16-11-S 16-11 - R 16-12 - W 16-12 - (-)W . 16-12 - E 16-12 - (-)E 16-13 - W, LR 16-13 - (-)W, LR '16-13-W,S 16-13 - (-)W, S ,16-13-W,R 16-13 - (-)W, R_ 16-14 - E 16-14 - (-)E 16-15 - W 16-15 - (-)W 16-16 - E .16-16 - (-)E 2.0 0.0 2.0 0.0 6.7 0.0 2.0 0.0 2.0 0.0 5.5 0.0 2.0 0.0 2.0 0.0 2.0 2.0 -3.3 -1.9 3.1 0.6 0.8 0.0 5.5 1.5 1.6 -1.4 2.0 1.5 -2.0 -1.4 2.0 1.5 -2.0 -1.4 2.8 0.5 1.2 -0.5 1.2 2.0 1.2 -2.0 2.3 0.6 0.2 -0.6 MAXIMUM = 2.6 0.0 6.7 2.0 MINIMUM = -0.6 0.0 -3.3 -2.0 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 ' Fax: (530) 517-6020 1 D (DEAD) _ L (LIVE) _ Lr (ROOF) _ S (SNOW) _ R (RAIN) _ W (WIND) _ (-) W (WIND) E (SEISMIC) _ (-) E (SEISMIC = F (FLOOD PRES) _ Fa (FLOOD) H (EARTH PRES) _ T (SELF -STRAIN) 3.8 0.7 DATE: 7/8/2016 JOB #: 14-8-83392 BY: WJN PAGE: 4 OF 5 W. GILBERT ENGINEERING 1.2 CIVIL ENGINEERING AND LAND SURVEYING 0 LOAD COMBINATIONS FOR REACTIONS PER 2013 CBC 0 ALLOWABLE STRESS DESIGN' ASD - EQ 16-8: D + F ASD - EQ 16-9: D + H + F + L + T ASD - EQ 16-10: D+H+F+(Lr orS or R) ASD - EQ 16-11: D+H+F+0.75L+0.75(Lr orSorR) ASD - EQ 16-12:1 D + H + F + (0.6W OR 0.7E) ASD - EQ 16-13: D + H + F + 0.75(0.6W) + 0.75L + 0.75(Lr or S or R) ASD - EQ 16-14: D + H + F + 0.75(0.7E) + 0.75L + 0.7SS ASD - EQ 16 -IS: 0.61D + 0.6W + H ASD - EQ 16-16: 0.6D+0.7E+H ' REACTIONS BELOW DETERMINED BY METAL BUILDING MFG. COLUMN (S): 1 & 3 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 = F (FLOOD PRES) _ Fa (FLOOD) H (EARTH PRES) _ T (SELF -STRAIN) 3.8 0.7 0 0 5.6 1.2 0 0 0 0 0 4.5 12.1 7.7 1.2 `1 1.2 1 0 0 0 0 0 0 0 0 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 (530) 809-1315 Fax:.(530) 517-6020 DATE: 7/8/2016 JOB #: 14-B-83392 BY: WJN PAGE: 5 OF 5 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 & 3 COLUMN (S): 2 FRAME LINE (S): C FRAME LINE (S): A & C VERTICAL HORIZONTAL VERTICAL HORIZONTAL (KIPS) (KIPS) . (KIPS) (KIPS) 16-8 16-9 16-10 - Lr 16-10-S 16-10 - R 16-11 - Lr 16-11-S 16-11- R 16-12 - W 16-12 - (-)W 16-12 - E 16-12 - (-)E 16-13 - W, LR 16-13 - (-)W, LR 16-13-W,S 16-13 - (-)W, S 16-13 - W, R 16-13 - (-)W, R 16-14 - E 16-14 - (-)E 16-15 - W 16-15 - (-)W 16-16 - E 16-16 - (-)E 0.5 0.0 0.5 0.0 1.6 0.0 0.5 0.0 0.5 0.0 1.3 0.0 0.5 0.0 0.5 0.0 2.4 1.4 -2.7 0.0 1.7 0.6 -0.6 0.0 2.8 1.1 -1.1 0.0 1.9 1.1 -1.9 0.0 1.9 1.1 -1.9 0.0 1.4 0.5 -0.4 -O.S 2.2 1.4 -1.6 -1.4 1.5 0.6 -0.9 -0.6 3.8 0.7 3.8 0.7 9.4 1.9 3.8 0.7 3.8 0.7 8.0 1.6 3.8 0.7 3.8 0.7 3.8 3.4 -3.5 -3.9 4.6 1.4 3.0 0.0 8.0 3.6 2.6 -1.9 3.8 2.7 -1.6 -2.8 3.8 2.7 -1.6 -2.8 4.4 1.2 3.2 0.2 2.3 3.1 2.3 -2.3 3.1 1.1 1.4 -0.3 MAXIMUM = 2.8 1.4 9.4 3.6 MINIMUM = -2.7 -1.4 -3.5 -3.9 140 Yellowstone Drive, Suite 110 Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 DATE: 7/8/2016 JOB #: 14'B-83392 ' BY: NUN PAGE: 1OF10 W GUBERT ENGINEERING F|V|| EN��|����|N��i&�[l�U�V�`N�[� ~..�_.,~...��,...`�/.�`.'.° ^".^"._."..^" . ^ ' LOADING. CRITERIA B4SED,\JNTHE 2O13CALFORN|A8U|L0|mG'COoE pRO]E[T: NevvK4etalBuilding Foundat�nDedQn �-- �� J01� for Gar��Job No. 14-�O3392 JUL°"� �� ^~'` �tA�N� 450SDa�nWe�R�d'C��09��SDEVELOPMENT�` ICES ' — FR: Brad8�Jacqueline Hall ' JOB NUMBER:, 39I DATE;' 7/8/7816' RISK CATEGORY` U'Normal ' , °^ VV|NDEXPOSURECATEGORYr [ ' ULTiMATEMIND.SPEEOi 110 mph - 'SEISMIC UES|GNCATEGORY: D pEnm// BUTTE COUNTY DEVELOPMENT SERVICESREVIEWE,? FOR` 'SCAL5[rECWS: - D^STIFF SOIL CODE COM 1ANCE GOiL864AUN6: 1500 psf ' NOTES: *No special are inspections required for engineering elements designed in these calculations. *Foundation Calculations are based on the reactions found on page's 19 -and 20 of Garcocalculation package for job number. 14�8-83]9} ' . 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 (including but not limited tometal building reactions and metal building elements) are designed by others and are not the responsibility of W Gilbert Engineering. z4nYellowstone Drive, svxroo Chico, cx9Sn7» ' (530) 809-131S ' Fax: (530) 517-6020 . . ' . n DATE: 7/8/2016 JOB #: 14-B-83392 . BY: WJN PAGE: 2 OF 10 r , v` W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING FOUNDATION REINFORCMENT CALCULATIONS THICKNESS OF CONCRETE SLAB = LENGTH OF FOUNDATION (TRANSVERSE STEEL) _ WIDTH OF FOUNDATION (LONGITUDINAL STEEL) _ CONCRETE VOLUME = MIN. AREA OF TRANSVERSE STEEL 5.00 INCHES 50 FEET .30.00= FEET 23.15 YD MIN. AREA OF LONGITUDINAL STEEL REQUIRED AREA GRADE 40 GRADE 60 REQUIRED AREA GRADE 40 GRADE 60 OF STEEL (SI) _ .6.000 5.400 OF STEEL (SI) = 3.600 3.240 MIN. # OF BARS PER FOOTING , MIN. # OF BARS PER FOOTING BAR SIZE GRADE 40 GRADE 60 BAR SIZE GRADE 40 GRADE 60 #3 54.55 49.09 #3 32.73 29.45 - , - #4 30.00 27:00 #4 18.00 16.20 #S 19.35 17.42 #5 11.61 10.45 .#6 13.64 12.27 #6 # 8.18 7.36 TRY 55 - #3 REBAR TRY 33 - #3 REBAR TRANSVERSE STEEL SPACEING = 10.8 LONGITUDINAL STEEL SPACEING = 10.7 USE 55 - #3 (GRADE 40) BARS @ 10.8 OO.C. USE 33 - #3 (GRADE 40) BARS @ 10.7" O.C. OKAY PER ACI 10.5.4 SPACING <= 18 INCHES ON CENTER 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 - (530) 809-1315 Fax: (530) 517-6020 DATE: 7/8/2016 JOB #: 14-B-83392 BY: WJN PAGE: 3 OF 10 W GILBERT ENGINEERING CIVIL,ENGINEERING/LAND SURVEYING COLUMN FOOTING LOCATION: 1A & 3A ALLOWABLE SOIL'BEARING VALUE`-- 1500 PSF MINIMUM FOOTING AREA A, min = 1.73 SF Is A, actual > A, min - A, actual 1.77 SF YES MAXIMUM GRAVITY—' 2.60 KIPS MAXIMUM UPLIFT= 0.60 KIPS THICKNESS OF CONCRETE SLAB = 5.00 INCHES AREA OF SLAB USED TO RESIST UPLIFT = 26.66 SQ. FT. CONTINUOUS FTG.? (1=YES, 0=N0) = 1 YES 'DEPTH OF CONTINUOUS FOOTING = 12.00 INCHES WIDTH OF CONTINUOUS FOOTING = 12.00 INCHES LENTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT = 8.00 FEET FRICTION RESISTANCE PER CBC TABLE 1806.2 = 130.00 PSF' FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.5'= -0.50 FEET FOOTING AREA USED FOR FRICTION RESISTANCE _ -2.00 SQ. FT. UPLIFT RESISTANCE DUE TO FRICTION (MAX = 1/2 DL) _ -0.26 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. > 2.60 KIPS UPLIFT CAPACITY = 1.88 KIPS O.K. > 0.60. KIPS CONCRETE VOLUME = 0.07 YD3 USE:. 1.33' x 1.33' x 1.00' DEEP WITH NO HAIRPIN (NO HORIZONTAL FORCES) WITH' 1 - #4 REBAR EACH WAY @ 10" O.C., TOP & BOTTOM * 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 J It DATE: 7/8/2016 JOB #: 14-B-83392 BY: WJN PAGE: 4 OF 10 W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING DETERMINE STEEL REQUIRED IN FOOTINGS COLUMN FOOTING LOCATION: 1A & 3A 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 KIPS Fu = 40 KSI REQUIRED AREA OF BAR 0.000 SI MIN. AREA OF STEEL PER "FOOTING GRADE 40 GRADE 60 SI / FOOTING 0.383 0.345 MIN. # OF BARS PER FOOTING BAR SIZE GRADE 40 GRADE 60 #3 3.48 #4 1.92 REQUIRED BAR DIAMETER -#5 1.24 1.11 0.000 in Use 0- #5 GRADE 60 BAR USE 2 - #4 GRADE 40 BARS 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 - Fax: (530) 517-6020 Pu = 1.7P = 1.0 KIPS UPWARD PRESSURE = 577 PSF UNIFORM LOAD PER FOOT OF FOOTING = 0.58 _ KIPS/FT. Mu = w (1/2 LENGTH OF FOOTING)/ 2 = 0.13 KIP -FT. 4/3 Mu = 0.17 KIP -FT. LONGITUDINAL STEEL TRY: 1 - #4 REBAR f'c = 2,500 PSI fy = 40,000 PSI As = 0.20 INZ d = 9 IN b = 1.3 FT T = As(fy) = 8.00 KIPS T = C = .8S(fc)(b)(a) = 33.9 a KIPS a= 0.24 (DMn=0.9*T(d-0.5*a)/12= 5.33 KIP -FT. > 4/3 Mu % . OKAY . CHECK ON CENTER SPACING OF STEEL IN FOOTING: FOR: 1- #4 REBAR SPACING = 1 10.0 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 KIPS Fu = 40 KSI REQUIRED AREA OF BAR 0.000 SI MIN. AREA OF STEEL PER "FOOTING GRADE 40 GRADE 60 SI / FOOTING 0.383 0.345 MIN. # OF BARS PER FOOTING BAR SIZE GRADE 40 GRADE 60 #3 3.48 #4 1.92 REQUIRED BAR DIAMETER -#5 1.24 1.11 0.000 in Use 0- #5 GRADE 60 BAR USE 2 - #4 GRADE 40 BARS 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 - Fax: (530) 517-6020 DATE: 7/8/2016 JOB #: 14-B-83392 BY: WJN W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING COLUMN FOOTING LOCATION: 1B & 3B ALLOWABLE SOIL BEARING VALUE = 1500 PSF PAGE: S OF 10 MINIMUM FOOTING AREA A, min =. 4.47 SF Is A, actual > A, min A, actual = 4.71 SF YES MAXIMUM GRAVITY = 6.70 KIPS MAXIMUM UPLIFT= 3.30 KIPS THICKNESS OF CONCRETE SLAB = INCHES AREA OF SLAB USED TO RESIST UPLIFT = SQ. FT. CONTINUOUS FTG.? (1=YES, 0=N0) = YES DEPTH OF CONTINUOUS FOOTING = INCHES WIDTH OF CONTINUOUS FOOTING = INCHES LENTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT = FEET FRICTION RESISTANCE PER CBC TABLE 1806.2 = PSF FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.S' = 0.00 FEET FOOTING AREA USED FOR FRICTION RESISTANCE = , 2.94 SQ. FT. UPLIFT RESISTANCE DUE TO FRICTION (MAX = 1/2 DL) = 0.38 KIPS MAX UPLIFT RESISTANCE = 1/2 DL, DL = 0,8 1/2 DL = 0.40 KIPS FRICTION RESISTANCE USED = 0.00 KIPS TRY THE FOLLOWING FOOTING SIZE: WIDTH = 217 FEET 5.00 58.00 1 12.00 12.00 8.00 130.00 LENGTH = 2.17 FEET DEPTH (D) = 1.50 FEET GRAVITY CAPACITY = 7.06 'KIPS O.K. > 6.70 KIPS UPLIFT CAPACITY = 3.53 KIPS O.K. > 3.30 KIPS CONCRETE VOLUME = 0.26 YD USE: 2.17' x 2.17' x 1.50' DEEP WITH 1 - #3 (GRADE 40) HAIRPIN (4' LONG AT EACH LEG) WITH 3 - #4 REBAR EACH WAY @ 6.7" O.C., TOP & BOTTOM * 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 DATE: 7/8/2016 JOB #: 14-B-83392 BY: WJN PAGE: 6 OF 10 W'GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING DETERMINE STEEL REQUIRED IN FOOTINGS COLUMN FOOTING LOCATION: 1B & 3B Pu = 1.7P = 5.6 KIPS UPWARD PRESSURE = 1191 PSF UNIFORM LOAD PER FOOT OF FOOTING = 1.19 KIPS/FT. Mu = w (1/2 LENGTH OF FOOTING 2) /.2 = 0.70 KIP -FT. , 4/3 Mu = 0.94 KIP -FT. LONGITUDINAL STEEL TRY: 3 - #4 REBAR f'c = - 2,500 PSI , fy = 40,000 PSI As = 0.60 IN - d = 15 IN b = 2.2 FT T = As(fy) = 24.00 KIPS T = C = .85(fc)(b)(a) = 55.3 a KIPS a= 0.43 (DMn = 0.9 * T (d . 0.5 * a) / 12 = 26.61 KIP -FT. > 4/3 Mu % OKAY CHECK ON CENTER SPACING OF STEEL IN FOOTING: FOR: 3 - #4 REBAR SPACING = 6.7 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- 'MIN. AREA OF STEEL PER FOOTING (Pu FROM ANCHOR BOLT DESIGN) GRADE 40 GRADE 60 SI / FOOTING 0.937 0.844 Pu = 2 KIPS Fu = 40 KSI MIN. # OF BARS PER FOOTING BAR SIZE GRADE 40 GRADE 60 REQUIRED AREA OF BAR 0.089 SI - #3 8.52 - #4 4.69 REQUIRED BAR DIAMETER #5 3.02 2.72 0.336 in Use j- #3 GRADE 40 BAR USE 6 - #4 GRADE 40 BARS 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 - Fax: (530) 517-6020 I DATE: 7/8/2016 JOB #: 14-B-83392 BY: WJN PAGE: 7 OF 10 W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING COLUMN FOOTING LOCATION: 1C & 3C ALLOWABLE SOIL BEARING VALUE = 1500 PSF MINIMUM FOOTING AREA A, min = 1.87 SF Is A, actual > A; min A, actual = 5.43 SF YES MAXIMUM GRAVITY = 2.80 KIPS MAXIMUM UPLIFT = ' , 2.70 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 1806.2 = 5.00 34.64 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.S' = ' 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 = 0.2 1/2 DL = 0.10 KIPS FRICTION RESISTANCE USED = 0.00 KIPS TRY THE FOLLOWING FOOTING SIZE: WIDTH = 2.33 FEET LENGTH = 2:33 FEET DEPTH (D) = 1.50 FEET GRAVITY CAPACITY = 8.14 KIPS' O.K. > 2.80 KIPS UPLIFT CAPACITY = 2.75 KIPS O.K. > 2.70 KIPS CONCRETE VOLUME = 0.30 YD USE: 2.33' x 2.33' x 1.50' DEEP WITH 1 - #3 (GRADE 40) HAIRPIN (4' LONG AT EACH LEG) WITH 3 - #4 REBAR EACH WAY @ 7.3" O.C., TOP & BOTTOM * 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 DATE: 7/8/2016 JOB #: 14-B-83392 BY: WJN ® W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING DETERMINE STEEL REQUIRED IN FOOTINGS COLUMN FOOTING LOCATION: 11 iC & 3C PAGE: 8 OF 10 Pu = 1.7P = 4.6 KIPS UPWARD PRESSURE = 845 PSF UNIFORM LOAD PER FOOT OF FOOTING = 0.85 KIPS/FT. Mu = w (1/2 LENGTH OF FOOTING) / 2 = 0.57 KIP -FT. 4/3 Mu = 0.77 KIP -FT. LONGITUDINAL STEEL TRY: 3 - #4 REBAR f'c = 2,500 PSI fy = 40,000 PSI As = 0.60 INZ d = 15 IN b= 2.3 FT T= As(fy) = 24.00 KIPS T = C = .8S(fc)(b)(a) _, 59.4 a KIPS a= 0.40 mMn = 0.9 * T (d - 0.5 * a) / 12 = 26.64 KIP -FT. > 4/3 Mu % OKAY CHECK ON CENTER SPACING OF STEEL IN FOOTING: FOR: 3 - #4 REBAR SPACING = 7.3 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 MIN. AREA OF STEEL PER FOOTING (Pu FROM ANCHOR BOLT DESIGN) GRADE 40 . GRADE 60 SI / FOOTING 1.007 0.906 Pu = -1.4 KIPS Fu = 40 KSI MIN. # OF BARS PER FOOTING BAR SIZE GRADE 40 GRADE 60 REQUIRED AREA OF. BAR 0.062 SI #3 9.15 #4 5.03 REQUIRED BAR DIAMETER #5 3.25 2.92 0.281 in Use 1- #3 GRADE 40 BAR USE 6 - #4 GRADE 40 BARS 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 DATE: 7/8/2016 COLUMN FOOTING LOCATION JOB #: 14-B-83392 BY: WJN PAGE: 9 OF 10 W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING 2A & 2C ALLOWABLE SOIL BEARING VALUE = 1500 PSF MINIMUM FOOTING AREA A, min = 6.27 SF Is A, actual > A, min A, actual = 10.05 SF YES MAXIMUM GRAVITY = 9.40 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 1806.2 = 5.00 62.00 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 = 8.28 SQ. FT. UPLIFT RESISTANCE DUE TO FRICTION (MAX = 1/2 DL) = 1.08 KIPS MAX UPLIFT RESISTANCE = 1/2 DL, DL = 1.4 1/2 DL = 0.70 KIPS FRICTION RESISTANCE USED = 0.00 KIPS TRY THE FOLLOWING FOOTING SIZE: WIDTH = 3.17 FEET LENGTH = 3.17 FEET DEPTH (D) = 1.50 FEET GRAVITY CAPACITY = 15.07 KIPS O.K. > 9.40 KIPS UPLIFT CAPACITY = 4.40 KIPS O.K. > 3.50 KIPS CONCRETEMOLUME = 0.56 YD USE: 3.17' x 3.17' x 1.50' DEEP WITH 1 - #4 (GRADE 40) HAIRPIN (4' LONG AT EACH LEG) WITH 4 - #4 REBAR EACH WAY @ 8" O.C., TOP & BOTTOM * 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 ' F DATE: 7/8/2016 JOB #: 14-B-83392 BY:.WJN PAGE: 10 OF 10 W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING DETERMINE STEEL REQUIRED IN FOOTINGS COLUMN FOOTING LOCATION: 2A & 2C Pu = 1.7P = 6.0 KIPS UPWARD PRESSURE = 592 PSF UNIFORM LOAD PER FOOT OF FOOTING = 0.59 KIPS/FT. Mu = w (1/2 LENGTH OF FOOTING2)/ 2 = 0.74. KIP -FT. 4/3 Mu = 0.99 KIP -FT. LONGITUDINAL STEEL TRY: 4 - #4 REBAR f'c = 2,500 PSI fy = 40,000 PSI As = 0.80 IN d = 15 IN. b = 3.2 FT T = As(fy) = 32.00 KIPS T = C = .85(fc)(b)(a) = 80.8 a KIPS a= "0.40 mMn = 0.9 * T (d - 0.5 * a) / 12 = 35.52 KIP=FT. > 4/3 Mu :. OKAY CHECK ON CENTER SPACING OF STEEL IN FOOTING: FOR: 4 - #4 REBAR SPACING = F 8.0 INCHES ON CENTER OKAY PER ACI, 10.S.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 = 3.9 KIPS Fu = 40 KSI REQUIRED AREA OF BAR 0.173 SI REQUIRED BAR DIAMETER 0.470 in Use 1- #4 GRADE 40 BAR MIN. AREA OF STEEL PER FOOTING GRADE 40 GRADE 60 SI / FOOTING 1.369 1.232 MIN. # OF. BARS PER FOOTING BAR SIZE GRADE 40 GRADE 60 #3 12.45 #4 6.85 #5 4.42 3.98 USE 8 - #4 GRADE 40 BARS 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 DATE: 6/1/2016 JOB #: 14-B-83392 BY: WJN PAGE: 1 OF 10 W GILBERT ENGINEERING ' CIVIL ENGINEERING/LAND SURVEYING FOUNDATION & FOOTING CALCULATIONS LOADING CRITERIA BASED ON THE 2013 CALIFORNIA BUILDING CODE PROJECT: New Metal Building Foundation Design for Garco Job No. 14-B-83392 LOCATION:' 4505 Dayton West Road, Chico, CA 95928 OWNER: Brad & Jacqueline Hall FESS/0, JOB NUMBER: 14-B-83392 ��� ���� E ''4eF.. c v w r+ DATE: 6/1/2016 1 8 " E 12 31/16 RISK CATEGORY: II - Normal CAL +V l�P WIND EXPOSURE CATEGORY: C BUTTE ULTIMATE WIND SPEED: 110 mph COUNTY SEISMIC DESIGN CATEGORY: D JUN 0 3 2016 DEVELOPMENT SOIL SITE CLASS: D - STIFF SOIL SERVICES SOIL BEARING: 1500 psf 316-KD317 6�C heves NOTES: *No special are inspections required for engineering elements designed in these calculations. *Foundation Calculations are based on the reactions found on page's 19 and 20 of Garco calculation package for job number 14-B-83392 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 ornon-structuralitems that 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 DATE: 6/1/2016 y JOB #: 14-B-83392 BY: WJN PAGE: 2 OF 10 W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING FOUNDATION REINFORCMENT CALCULATIONS THICKNESS OF CONCRETE SLAB = 5.00 INCHES LENGTH OF FOUNDATION (TRANSVERSE STEEL) = 50 FEET WIDTH OF FOUNDATION (LONGITUDINAL STEEL) = 1 30.00 FEET CONCRETE VOLUME = 3333.33 YD MIN. AREA OF TRANSVERSE STEEL MIN. AREA OF LONGITUDINAL STEEL REQUIRED AREA -GRADE 40 GRADE 60 REQUIRED AREA GRADE 40 GRADE 60 OF STEEL (SI) _ 6.000 5.400 OF STEEL (SI) = 3.600 3.240 MIN. # OF BARS PER FOOTING MIN. # OF BARS PER FOOTING BAR SIZE GRADE 40 GRADE 60 BAR SIZE GRADE 40 GRADE 60 #3 54.55 49.09 #3 32.73 29.45 #4 30.00 27.00 #4 18.00 16.20 #5 19.35 17.42 #5 11.61 10.45 f -, #6 13.64 12.27 #6 8.18 7.36 TRY 55 - #3 REBAR TRY 33 - #3 REBAR TRANSVERSE STEEL SPACEING = 10.8 LONGITUDINAL STEEL SPACEING = 10.7 USE 55 - #3 (GRADE 40) BARS @ 10.8" O.C. USE 33 - #3 (GRADE 40) BARS @ 10.7" O.C. OKAY PER ACI 10.5.4 SPACING <= 18 INCHES ON CENTER 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 DATE: 6/1/2016 COLUMN FOOTING LOCATION: JOB #: 14-B-83392 BY: WJ N W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING ALLOWABLE SOIL BEARING VALUE = 1A & 3A 1500 PSF - PAGE: 3 OF 10 MINIMUM FOOTING AREA A, min = 1.73 SF Is A, actual > A, min � A, actual = 1.77 SF YES MAXIMUM GRAVITY= t}" L� = 2.60Ic't/ 2. 0 KIPS PLIFT MAXIMUM = 1.50 KIPS >�AN ��b-13 ... - THICKNESS OF CONCRETE SLAB = '—" 5.00 INCHES. AREA OF SLAB USED TO RESIST UPLIFT = 26.66 SQ. FT. CONTINUOUS FTG.? (1=YES, 0=N0) = 1 YES DEPTH OF CONTINUOUS FOOTING = 12.00 INCHES WIDTH OF CONTINUOUS FOOTING = 12.00 INCHES LENTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT = 8.00 FEET FRICTION RESISTANCE PER CBC TABLE 1806.2 = 130.00 PSF FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.5'= -0.50 FEET FOOTING AREA USED FOR FRICTION RESISTANCE _ -2.00 SQ. FT. UPLIFT RESISTANCE DUE TO FRICTION (MAX = 1/2 DL) _ -0.26 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 = 1.33FEET LENGTH = 1.33 FEET DEPTH (D) = 1.00 FEET GRAVITY CAPACITY = 2.65 KIPS O.K. > 2.60 KIPS UPLIFT CAPACITY = 1.88 KIPS O.K. > 1.50 KIPS CONCRETE VOLUME = 0.07 YD USE: 1.33' x 1.33' x 1.00' DEEP WITH NO HAIRPIN (NO HORIZONTAL FORCES) WITH 2 - #4 (GRADE 40) REBAR LONGITUDINAL STEEL * 5" O.C. 2 - #4 (GRADE 40) REBAR TRANSVERSE STEEL * 5" O.C. * 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 r-1 DATE: 6/1/2016 JOB #: 14-B-83392 BY: WJN PAGE: 4 OF 10 W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING DETERMINE STEEL REQUIRED IN FOOTINGS COLUMN FOOTING LOCATION: lA & 3A Pu = 1.7P = 2.6 KIPS UPWARD PRESSURE = 1442 PSF UNIFORM LOAD PER FOOT OF FOOTING = 1.44 KIPS/FT. Mu = w (1/2 LENGTH OF FOOTING2)/ 2 = 0.32 KIP-FT. 4/3 Mu = 0.43 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 mMn=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 = 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 MIN. AREA OF STEEL PER FOOTING (Pu FROM ANCHOR BOLT DESIGN) GRADE 40 GRADE 60 SI / FOOTING 0.383 0.345 Pu = 0 KIPS ' Fu = 40 KSI MIN. # OF BARS PER FOOTING BAR SIZE GRADE 40 GRADE 60 REQUIRED AREA OF BAR #4 1.92 1.72 0.000 SI #5 1.24 1.11 ' #6 0.87 0.78 REQUIRED BAR DIAMETER #7 0.64 0.57 0.000 in #8 0.48 0.48 I Use 0- #5 GRADE 60 BAR USE 2_#4 GRADE 40 BARS 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 ;DATE: 6/1/2016 JOB #: 14-B-83392 BY: WJN PAGE: 5 OF 10 � %0,0 . W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING COLUMN FOOTING LOCATION: 1B & 3B ALLOWABLE SOIL BEARING VALUE = 1500 PSF ' MINIMUM FOOTING AREA A, min = 4.47 SF Is A, actual > A, min A, actual = 12.82 SF YES MAXIMUM GRAVITY = 6.70 KIPS MAXIMUM UPLIFT= 6.80 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 1806.2 = 5.00 75.00 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' = 1.00 FEET FOOTING AREA USED FOR FRICTION RESISTANCE = 15.05 SQ. FT. UPLIFT RESISTANCE DUE TO FRICTION (MAX = 1/2 DL) = 1.96 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 = 3.58 FEET LENGTH = 3.58 FEET DEPTH (D) = 2.50 FEET GRAVITY CAPACITY = 19.62 KIPS O.K. > 6.70 KIPS UPLIFT CAPACITY = 6.82 KIPS O.K. > 6.80 KIPS CONCRETE VOLUME _ 1.19 YD USE 3.58' x 3.58' x' 2.50' DEEP WITH 1- #6 (GRADE 60) HAIRPIN (4' LONG AT EACH LEG) WITH 3 - #8 (GRADE 60) REBAR LONGITUDINAL -STEEL * 12.3" O.C. 3 - #8 (GRADE 60) REBAR TRANSVERSE STEEL * 12.3" O.C. * 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 I i FOR: 3 - #8 REBAR SPACING = 1 12.3 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 MIN. AREA OF STEEL PER FOOTING (Pu FROM ANCHOR BOLT DESIGN) DATE: 6/1/2016 JOB #: 14-B-83392 BY: WJN PAGE: 6 OF 10 Pu = 5.4 KIPS Fu = 60 KSI MIN. # OF BARS PER FOOTING W GILBERT ENGINEERING REQUIRED AREA OF BAR #4 12.89 11.60 0.160 SI #5 8.31 7.48 CIVIL ENGINEERING/LAND SURVEYING REQUIRED BAR DIAMETER DETERMINE STEEL REQUIRED IN FOOTINGS COLUMN FOOTING LOCATION: 1B & 3B USE 3 - #8 GRADE 60 BARS Pu = 1.7P = 11.6 KIPS UPWARD PRESSURE = 902 PSF UNIFORM LOAD PER FOOT OF FOOTING = 0.90 KIPS/FT. Mu = w (1/2 LENGTH OF FOOTING 2) / 2 = 1.45 KIP -FT. 4/3 Mu = _ 1.93 KIP -FT. LONGITUDINAL STEEL TRY: 3 - #8 REBAR f'c = 2,500 PSI fy = 60,000 PSI As = 2.37 IN d = 27 IN b = 3.6 FT T = As(fy) = 142.20 KIPS T = C = .85(fc)(b)(a) = 91.3 a KIPS a= 1.56 (DMn = 0.9 * T (d - 0.5 * a) / 12 = 279.65 KIP -FT. > 4/3 Mu :. OKAY CHECK ON CENTER SPACING OF STEEL IN FOOTING: FOR: 3 - #8 REBAR SPACING = 1 12.3 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 MIN. AREA OF STEEL PER FOOTING (Pu FROM ANCHOR BOLT DESIGN) GRADE 40 GRADE 60 SI / FOOTING 2.578 2.320 Pu = 5.4 KIPS Fu = 60 KSI MIN. # OF BARS PER FOOTING BAR SIZE GRADE 40 GRADE 60 REQUIRED AREA OF BAR #4 12.89 11.60 0.160 SI #5 8.31 7.48 #6 5.86 5.27 REQUIRED BAR DIAMETER #7 4.30 3.87 0.451 in #8 3.26 2.94 Use 1- #4 GRADE 60 BAR USE 3 - #8 GRADE 60 BARS 140 Yellowstone Drive, Suite 110 Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 'DATE: 6/1/2016 JOB #:` 14-B-83392 BY: WJN , PAGE: 7 OF 10 4n` W GILBERT ENGINEERING ' CIVIL ENGINEERING/LAND SURVEYING COLUMN FOOTING LOCATION: 1C & 3C ALLOWABLE SOIL BEARING VALUE = 1500 PSF MINIMUM FOOTING AREA A, min = 2.47 SF Is A, actual > A, min A, actual = 12.25 SF YES MAXIMUM GRAVITY = 3.70 KIPS MAXIMUM UPLIFT = ' 4.80 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 1806.2 = If 5.00 44.00 1 12.00 12.00 8.00 130.00 INCHES SQ. FT. YES INCHES INCHES FEET PSF FTG. DEPTH USED FOR FRICTION RESISTANCE =,D71.5' = 0.67 FEET FOOTING AREA USED FOR FRICTION RESISTANCE= 13.16 SQ. FT. UPLIFT RESISTANCE DUE TO FRICTION (MAX = 1/2 DL) = 1.71 KIPS MAX UPLIFT RESISTANCE = 1/2 DL, DL = 0.2 1/2 DL = 0.10 KIPS FRICTION RESISTANCE USED 0.10 KIPS TRY THE FOLLOWING FOOTING SIZE: WIDTH = 3.50 FEET LENGTH = 3.50' FEET DEPTH (D) = 2.17 FEET GRAVITY CAPACITY = 18.48 KIPS O.K. > 3.70 KIPS UPLIFT CAPACITY = 4.86 KIPS O.K. > 4.80 KIPS 3 CONCRETE VOLUME = 0.98 YD USE: 3.50' x 3.50' x 2.17' DEEP WITH 1- #4 (GRADE 40) HAIRPIN (4' LONG AT EACH LEG) WITH 3 - #8 (GRADE 60) REBAR LONGITUDINAL STEEL * 12" O.C. 3 - #8 (GRADE 60) REBAR TRANSVERSE STEEL * 12" O.C. * 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 4 DATE: 6/1/2016 JOB #: 14-13-83392 BY: WJN PAGE: 8 OF 10 . W GILBERT ENGINEERING w CIVIL ENGINEERING/LAND SURVEYING DETERMINE STEEL REQUIRED IN FOOTINGS COLUMN FOOTING LOCATION: 1C & 3C Pu = 1.7P = 8.2 KIPS UPWARD PRESSURE = 666 PSF UNIFORM LOAD PER FOOT OF FOOTING = 0.67 KIPS/FT. Mu =.w (1/2 LENGTH OF FOOTING / 2 = 1.02 KIP -FT. 4/3 Mu = 1.36 KIP -FT. LONGITUDINAL STEEL TRY: 3 - #8.REBAR f'c = 2,500 PSI fy 60,000 PSI As = 2.37 'IN2 d = 23 IN b = 3.5 FT - T = As(fy) = 142.20 KIPS T = C = .85(fc)(b)(a) = 89.3 a KIPs a= 1.59 CDMn = 0.9 * T (d - 0.5 * a) / 12 = 237.23 KIP -FT. > 4/3 Mu :. OKAY CHECK ON CENTER SPACING OF STEEL IN FOOTING: FOR: 3 - #8 REBAR SPACING = 12.0 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 MIN. AREA OF STEEL PER FOOTING (Pu FROM ANCHOR BOLT DESIGN) GRADE 40 GRADE 60 SI / FOOTING 2.187 1.969 Pu = 3.8 KIPS Fu = 40 KSI MIN. # OF BARS PER FOOTING BAR SIZE GRADE 40 GRADE 60 REQUIRED AREA OF BAR #4 10.94 9.84 0.169 SI #5 7.06 6.35 #6 4.97 4.47 REQUIRED BAR DIAMETER #7 3.65 3.28 0.464 in #8 2.77 2.49, Use 1- #4 GRADE 40 BAR USE 3 - #8 GRADE 60 BARS 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 USE: 4.00' x 4.00' x 2.75' DEEP WITH 1- #6 (GRADE 60) HAIRPIN (4' LONG AT EACH LEG) WITH 3 - #9 (GRADE 60) REBAR LONGITUDINAL STEEL * 14" O.C. 3 - #9 (GRADE 60) REBAR TRANSVERSE STEEL * 14" O.C. * MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE AND MAY BE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER S 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (S30) 809-1315 Fax: (S30) S17-6020 ' DATE: 6/1/2016 JOB #: 14-B-83392 BY: WJN PAGE: 9 OF 10 ' •+ 'i,, W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING COLUMN FOOTING LOCATION: 2A & 2C _ ALLOWABLE SOIL BEARING VALUE = 1500 PSF MINIMUM FOOTING AREA A, min = 6.27 SF Is A, actual > A, min A, actual = 16.00 SF YES MAXIMUM GRAVITY = 9.40 KIPS MAXIMUM UPLIFT= 8.30 KIPS THICKNESS OF CONCRETE SLAB = INCHES 5.00 AREA OF SLAB USED TO RESIST UPLIFT = 80.00 SQ. FT. - CONTINUOUS FTG.? (1=YES, 0=N0) _ 1 YES DEPTH OF CONTINUOUS FOOTING = 12.00 INCHES WIDTH OF CONTINUOUS FOOTING = 12.00- INCHES LENTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT = 8.00 FEET FRICTION RESISTANCE PER CBC TABLE 1806.2 = 130.00 PSF FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.5'-- 1.25 FEET FOOTING AREA USED FOR FRICTION RESISTANCE = 19.23 SQ. FT. UPLIFT RESISTANCE DUE TO FRICTION (MAX = 1/2 DL) _ 2.50 KIPS ` MAX UPLIFT RESISTANCE = 1/2 DL, DL = 1.4 j 1/2 DL = 0.70 KIPS FRICTION RESISTANCE USED = 0.70 KIPS TRY THE FOLLOWING FOOTING SIZE: WIDTH = 4.00 FEET ' LENGTH = 4.00 FEET DEPTH (D) = 2.75 FEET GRAVITY CAPACITY = 24.70 KIPS O.K. > 9.40 KIPS UPLIFT CAPACITY =, 8.38, KIPS O.K. > 8.30 KIPS CONCRETE VOLUME = 1.63 YD USE: 4.00' x 4.00' x 2.75' DEEP WITH 1- #6 (GRADE 60) HAIRPIN (4' LONG AT EACH LEG) WITH 3 - #9 (GRADE 60) REBAR LONGITUDINAL STEEL * 14" O.C. 3 - #9 (GRADE 60) REBAR TRANSVERSE STEEL * 14" O.C. * MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE AND MAY BE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER S 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (S30) 809-1315 Fax: (S30) S17-6020 DATE: 6/1/2016 COLUMN FOOTING LOCATION JOB #: 14-B-83392 BY: WJN W GILBERT ENGINEERING CIVIL ENGINEERING/LAND SURVEYING DETERMINE STEEL REQUIRED IN FOOTINGS 2A & 2C Pu = 1.7P = 14.1 KIPS UPWARD PRESSURE = 882 PSF UNIFORM LOAD PER FOOT OF FOOTING = 0.88 KIPS/FT. Mu = w (1/2 LENGTH OF FOOTING) / 2 = 1.76 KIP -FT. 4/3 Mu = 2.35 KIP -FT. LONGITUDINAL STEEL TRY: 3 - #9 REBAR f'c = 2,500 PSI fy = 60,000 PSI As = 3.00 IN d = 30 IN b = 4.0 FT T = As(fy) = 180.00 KIPS T = C = .85(fc)(b)(a) = 102.0 a KIPs a= 1.76 (DMn=0.9*T(d-0.5*a)/12= 393.09 KIP -FT. > 4/3 Mu CHECK ON CENTER SPACING OF STEEL IN FOOTING: PAGE: 10 OF 10 OKAY FOR: 3 - #9 REBAR SPACING = 14.0 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 = 11.7 KIPS Fu = 60 KSI REQUIRED AREA OF BAR 0.347 SI REQUIRED BAR DIAMETER 0.664 in Use 1- #6 GRADE 60 BAR MIN. AREA OF STEEL PER FOOTING GRADE 40 GRADE 60 SI / FOOTING 3.168 2.851 MIN. # OF BARS PER FOOTING BAR SIZE GRADE 40 GRADE 60 #4 15.84 14.26 #5 10.22 9.20 #6 7.20 6.48 #7 5.28 4.75 #9 3.17 2.85 USE 3 - #9 GRADE 60 BARS 140 Yellowstone Drive, Suite 110 - Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 DATE: 6/1/2016 JOB #: 14-B-83392 BY: WJN PAGE: 1 OF 5 W. GILBERT ENGINEERING CIVIL ENGINEERING AND LAND SURVEYING FOUNDATION LOAD CALCULATIONS PROJECT: New Metal Building Foundation Design for Garco Job No. 14-B-83392 LOCATION: 4505 Dayton West Road, Chico, CA 95928 -- o p�o�Ess�oN OWNER: Brad & Jacqueline Hall S U I JOB NUMBER:' 14-B-83392 r ( DATE: 6/1/2016 y rF crvi\- �P 1' cnLIV� RISK CATEGORY: II - Normal - 1 LOADING CRITERIA BASED ON THE 2013 CALIFORNIA BUILDING CODE WIND EXPOSURE CATEGORY: C BUTTE COUNTY ULTIMATE WIND SPEED: 110 mph JUN 0 3 2016 SEISMIC DESIGN CATEGORY: D DEVELOPMENT SERVICES SOIL SITE CLASS: D - STIFF SOIL 84— %037 recbu_ SOIL BEARING: 1500 psf 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 19 and 20 of Garco's calculation package for job number 14-B-83392 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 (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: 6/1/2016 JOB #: 14-B-83392 BY: WJN PAGE: 2 OF 5 s� W. GILBERT ENGINEERING CIVIL ENGINEERING AND LAND SURVEYING- ' LOAD COMBINATIONS FOR REACTIONS PER 2013 CBC ALLOWABLE STRESS DESIGN ASD -LC 1: D + F ASD -LC 2: D+H+F+Lo �� Secp SrrZAjNJA)6 LOAig ASD -LC 3: D+H+F+(Lr orS or R) .. ASD -LC4 D+H+F+0.75(L4T +0.75(LrorSorR),. ASD -LC5 D+H+F+(WOR0.7E) <— 0.6 W On ASD -LC6 D + H + F + 0.75(W OR 0.7E) + 0.75L + 0.7S(Lr orSorR) ASD -LC7 0.6D W H 0,�� ASD -LC8 0.6D 7E+H '. Q %w REACTIONS BELOW DETERMINED BY METAL BUILDING MFG. COLUMN (S): 1 & 3 COLUMN (S): 1 & 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 = F (FLOOD PRIES) = Fa (FLOOD) = H (EARTH PRES) = T (SELF -STRAIN) = a 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (S30) 809-1315 Fax: (530) 517-6020 DATE: 6/1/2016 JOB #: 14-B-83392 BY: WJN PAGE: 3 OF 5 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 & 3 COLUMN (S): 1 & 3 FRAME LINE (S): A FRAME LINE (S): B VERTICAL HORIZONTAL VERTICAL HORIZONTAL (KIPS) (KIPS) (KIPS) (KIPS) LC 1 LC 2 LC3-Lr LC3-5 LC3-R LC4-Lr LC4-5 LC4-R LC5-W LC 5 - (-)W LC5-E LC 5 - (-)E LC6-W, LR LC 6 - (-)W, LR LC6-W,S LC 6 - (-)W, S LC6-W, R. LC 6 - (-)W, R LC6-E, LR LC 6 - (-)E, LR, LC6-E,S LC6-(-)E,S LC6-E,R LC 6 - (-)E, R LC7-W LC7-(-)W LC8-E LC 8 - (-)E 2.0 0.0 2.0 0.0 6.7 0;0 2.0 0.0 , ` 2.0 0.0 5.5 0.0 2.0 0.0 2.0 0.0 2.0 3.4 -6.8 -3.1 3.1 0.6 0.8 0.0 5.5 2.6 -1.1 -2.3 2.0 2.6 -4.6 -2.3 2.0 2.6 -4.6 -2.3 6.3 0.5 4.7 -0.5 2.8 0.5 1.2 -0.5 2.8 0.5 1.2 -0.5 1.2 3.4 1.2 -3.4 2.3 0.6 0.2 -0.6 MAXIMUM = 2.6 0.0 6.7 3.4 MINIMUM = -1.5 0.0 -6.8 -3.4 140 Yellowstone Drive, Suite 110 Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 D (DEAD) = L (LIVE) = Lr (ROOF) = S (SNOW) = R (RAIN) _ W (WIND) _ ' (-) W (WIND) E (SEISMIC) = (-) E (SEISMIC = F (FLOOD PRES) = Fa (FLOOD) = H (EARTH PRES) = T (SELF -STRAIN) = b 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 ' DATE: 6/1/2016 JOB #: 14-B=83392 BY: WJN PAGE:- 4 OF 5 , W. GILBERT ENGINEERING CIVIL ENGINEERING AND LAND SURVEYING LOAD COMBINATIONS FOR REACTIONS PER 2013 CBC ALLOWABLE STRESS DESIGN ASD - LC 1: D + F ASD - LC 2: D + H + F + L + T ASD - LC 3: D+H+F+(Lr orS or R) ASD -LC4 D+H+F+0.75(L+T)+0.75(LrorSorR) ' ASD -LC5 D+H+F+(W OR 0.7E) ASD -LC6 D+H+F+0.75(WOR0.7E)+0.75L+0.75(Lr orSorR) ASD -LC7 0.6D+W+H ASD-LC8 0.6D+0.7E+H REACTIONS BELOW DETERMINED BY METAL BUILDING MFG. COLUMN (S): 1 & 3 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 = F (FLOOD PRES) = Fa (FLOOD) = H (EARTH PRES) = T (SELF -STRAIN) = b 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 DATE: 6/1/2016 JOB #: 14-8-83392 BY: WJN PAGE: 5 OF 5 { W. GILBERT ENGINEERING CIVIL ENGINEERING AND LAND SURVEYING LOAD COMBINATIONS RESULTS LOAD AND RESISTANCE FACTOR FOR DESIGN (LRFD) FOR ANCHOR BOLT DESIGN COLUMN (5): 1 & 3 COLUMN (5): 2 FRAME LINE (5): C FRAME LINE (5): A & C VERTICAL HORIZONTAL VERTICAL HORIZONTAL (KIPS) (KIPS) (KIPS) (KIPS) LC 1 LC 2 LC3-Lr LC3-5 LC3-R LC4-Lr LC4-5 LC4-R LC5-W LC 5 - (-)W LC5-E LC5-(-)E LC6-W, LR LC 6 - (-)W, LR LC6-W,5 LC6-(-)W,5 LC6-W,R LC 6 - (-)W, R LC6-E, LR LC 6 - (-)E, LR LC6-E,5 LC6-(-)E,S LC6-E,R LC6-(-)E,R LC7-W LC 7 - (-)W LC8-E LC 8 - (-)E 0.5 0.0 0.5 0.0 1.6 0.0 0.5 0.0 0.5 0.0 1.3 0.0 0.5 0.0 0.5 0.0 3.7 2.4 -4.8 0.0 1.7 0.6 -0.6 0.0 3.7 1.8 -2.7 0.0 2.9 1.8 -3.5 0.0 2.9 1.8 -3.5 0.0 2.2 0.5 0.4 -0.5 1.4 0.5 -0.4 -0.5 1.4 0.5 -0.4 -0.5 3.5 2.4 -2.9 -2.4 1.5 0.6 -0.9 -0.6 3.8 0.7 3.8 0.7 9.4 1.9 3.8 0.7 3.8 0.7 8.0 1.6 3.8 0.7 3.8 0.7 3.8 5.2 -8.3 -7.0 4.6 1.4 3.0 0.0 8.0 5.0 -1.1 -4.2 3.8 4.1 -5.3 -5.1 3.8 4.1 -5.3 -5.1 8.6 2.1 7.4 1.1 4.4 1.2 3.2 0.2 4.4 1.2 3.2 0.2 2.3 4.9 2.3 -4.1 3.1 1.1 1.4 -0.3 MAXIMUM = 3.7 2.4 9.4 1 5.2 MINIMUM = -4.8 -2.4 -8.3 1 -7.0 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 - Fax: (530) 517-6020 DATE: 6/1/2016 JOB #: 14-B-83392 BY: WJN PAGE: 1 OF 5 " W. GILBERT ENGINEERING - CIVIL ENGINEERING AND LAND SURVEYING, ANCHOR BOLT CALCULATIONS R.1 PROJECT: New Metal Building Foundation Design ' for Garco Job No. 14-B-83392 LOCATION: 4505 Dayton West Road, Chico, CA 95928 ,— c pKOFESS OWNER: Brad & Jacqueline Hall JOB NUMBER: 14-13-83392 s �' 12 St` 6 DATE: 6/1/2016 Civt1- / OF CALtf�� RISK CATEGORY: II - Normal LOADING CRITERIA BASED ON THE 2013 CALIFORNIA BUILDING CODE WIND EXPOSURE CATEGORY: C BUTTE COUNTY ULTIMATE WIND SPEED: 110 mph JUN 0 3 2016 SEISMIC DESIGN CATEGORY: D - DEVELOPMENT SERVICES SOIL SITE CLASS: D - STIFF SOIL 37 SOIL BEARING: 1500 psf reCh eC� 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 19 and 20 of Garco's calculation package for job number 14-B-83392 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 (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 D (DEAD) _ L (LIVE) _ Lr (ROOF) _ S (SNOW) _ R (RAIN) _ W (WIND) _ (-) W (WIND) - E (SEISMIC) = (-) E (SEISMIC = F (FLOOD PRES) = Fa (FLOOD) = H (EARTH PRES) = T (SELF -STRAIN) = 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 • DATE: 6/1/2016 JOB #: 14-B-83392 BY: WJN PAGE: 2 OF 5 W. GILBERT ENGINEERING - j CIVIL ENGINEERING AND LAND SURVEYING LOAD COMBINATIONS FOR REACTIONS PER 2013 CBC LOAD AND RESISTANCE FACTOR FOR DESIGN (LRFD) FOR ANCHOR BOLT DESIGN LC 1 1.4(D + F) LC 2 1.2(D + F + T) + 1.6(L +H) + 0.5(Lr or S or R) LC 1.2D+1.6(LrorSorR)+(L or 0.5W) LC 1.2D +W + L + 0.5(Lr or S or R) LC 1.2D+E+L+0.25 LC 0.9D + 1.6W + 1.6H LC 0.9D+E+1.6H REACTIONS BELOW DETERMINED BY METAL BUILDING MFG. COLUMN (S): 1 & 3 COLUMN (S): 1 & 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 = F (FLOOD PRES) = Fa (FLOOD) = H (EARTH PRES) = T (SELF -STRAIN) = 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 DATE: 6/1/2016 JOB #: 14-B-83392 BY: WJN PAGE: 3 OF 5 r 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 & 3 COLUMN (S): 1 & 3 FRAME LINE (S): A FRAME LINE (S): B VERTICAL HORIZONTAL VERTICAL HORIZONTAL (KIPS) (KIPS) (KIPS) (KIPS) LC 1 LC2-Lr LC2-S LC2-R LC3-Lr, L LC3-Lr,W LC 3 - LR, (-)W LC3-S,L LC3-S,W LC 3 - S, (-)W LC3-R,L LC3-R,W LC3-R,(-)W LC 4 - W, Lr LC 4 - (-)W, Lr LC4-W,S LC 4 - (-)W, S LC4-W,R LC 4 - (-)W, R LC5-E LC 5 - (-)E LC6-W LC6-(-)W LC7-E LC 7 - (-)E 2.8 0.0 4.8 0.0 2.4 0.0 2.4 0.0 9.9 0.0 9.9 2.7 2.9 -2.5 2.4 0.0 2.4 2.7 -4.6 -2.5 2.4 0.0 2.4 2.7 -4.6 -2.5 4.8 5.4 -9.3 -5.0 2.4 5.4 -11.7 -5.0 2.4 5.4 =11.7 -5.0 3.9 0.9 0.7 0.0 1.8 5.4 -12.3 -5.0 3.3 0.9 0.1 0.0 MAXIMUM = 3.8 0.0 9.9 5.4 MINIMUM = -3.0 0.0 -12.3 -5.0 140 Yellowstone Drive, Suite 110 Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 D (DEAD) _ L (LIVE) =. Lr (ROOF) 5 (SNOW) _ R (RAIN) = W (WIND) _ (-) W (WIND) E (SEISMIC) _ (-) E (SEISMIC = F (FLOOD PRES) _ Fa (FLOOD) _ H (EARTH PRES) _ T (SELF -STRAIN) _ e 7 DATE: 6/1/2016 JOB #: 14-B-83392 BY: WJN PAGE: 4 OF 5 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 LC 1 1.4(D + F) - LC2 1.2(D + F + T) + 1.6(L +H) + 0.5(Lr or S or R) LC 1.2D+1.6(LrorSorR)+(Lor0.5W) LC 4 - 1.21) +W + L + 0.5(Lr or S or'R) LC 1.21) + E + L + 0.2S " Lt 0.9D + 1.6W + 1.6H LC 0.91)+E+1.6H REACTIONS BELOW DETERMINED BY METAL BUILDING MFG. COLUMN (S): 1&3 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) 5 (SNOW) _ R (RAIN) = W (WIND) _ (-) W (WIND) E (SEISMIC) _ (-) E (SEISMIC = F (FLOOD PRES) _ Fa (FLOOD) _ H (EARTH PRES) _ T (SELF -STRAIN) _ r 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 e 7 } r 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 7 } r 140 Yellowstone Drive, Suite 110 Chico, CA 95973 (530) 809-1315 Fax: (530) 517-6020 DATE: 6/1/2016 JOB #: 14-13-83392 _ BY: WJN PAGE: 5 OF 5 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 & 3 COLUMN (S): 2 FRAME LINE (S): C FRAME LINE (S): A & C VERTICAL HORIZONTAL VERTICAL HORIZONTAL (KIPS) (KIPS) (KIPS) (KIPS) LC 1 LC2-Lr LC2-S LC2-R LC3-Lr, L LC3-Lr, W LC 3 - LR, (-)W LC3-S,L LC3-S,W LC3-S,(-)W LC3-R,L LC3-R,W LC3-R,(-)W LC 4 - W, Lr LC 4 - (-)W, Lr LC4-W,S LC 4 - (-)W, S LC4-W,R LC 4 - (-)W, R LC5-E LC 5 - (-)E LC6-W LC 6 - (-)W LC7-E LC 7 - (-)E 5.3 1.0 7.4 1.4 4.6 0.8 4.6 0.8 13.5 2.8 13.5 6.4 3.8 -3.4 4.6 0.8 4.6 4.4 -5.1 -5.3 4.6 0.8 4.6 4.4 -5.1 -5.3 7.4 8.6 -12.0 -10.9 4.6 8.0 -14.8 -11.5 4.6 8.0 -14.8 -11.5 5.8 1.8 3.4 -0.2 3.4 7.8 -15.9 -11.7 4.6 1.6 2.2 -0.4 MAXIMUM = 6.3 3.8 13.5 8.6 MINIMUM = -8.0 0.0 -15.9 -11.7 140 Yellowstone Drive, Suite 110 Chico, CA 95973 - (530) 809-1315 - Fax: (530) 517-6020 ' • Anchor DesiperTM Software H1 , - _ Version 2.4.5940.257 Company: W Gilbert Engineering Date: ,' 6/2/2016, Engineer: Wes Gilbert Page: 1/4 Project:, 15-B-23614" Address:- 140 Yellowstone Drive, Suite 110 Phone: - (530)809-1315 E-mail: wes@wgilbertengineering.Com . • Anchor, Designer. Software Version 2.4.5940.257 , Company: W Gilbert Engineering Date: 6/2/2016 *. Engineer: Wes Gilbert Page:.' 2/4 , Project: 15-13-23614 ' r 140 Yellowstone Drive, Suite 110 � (530)809-1315 E-mail: wes@wgilbertengineering.com • Anchor, Designer. Software Version 2.4.5940.257 , Company: W Gilbert Engineering Date: 6/2/2016 *. Engineer: Wes Gilbert Page:.' 2/4 , Project: 15-13-23614 ' Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertengineering.com AIMPbUN Anchor Designer TIVI SitiOrigT1ESoftwarVersion 2.4.5940.257 Company: W Gilbert Engineering Date: 6/2/2016 Engineer: Wes Gilbert Page: 3/4 Project: 15-B-23614 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, Nu. (lb) Vu.. (lb) Vu., (lb) V(VUaX)2+(Vuay)' (lb) 1 1500.0 0.0 0.0 0.0 2 1500.0 0.0 0.0 0.0 Sum 3000.0 0.0 0.0 0.0 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 3000 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 4. Steel Strength of Anchor in Tension(Sec. D.5.1) Ns. (Ib) o ONsa (lb) 27120 0.75 20340 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Nb = kcAa*,her,' (Eq. D-6) kc ,fe f'c (psi) her (in) No (Ib) 24.0 1.00 2500 5.333 14780 ONcbg =0 (ANcI ANco)WOCN%d,NWC,NY'cp,NND (Sec. D.4.1 & Eq. D-4) ANC (in') -ANco (In 2) reC.N Ped,N WC.N �'Cp,N Nb (Ib) 0 ONcbg (lb) 256.00 256.00 1.000 0.944 1.25 1.000 14780 0.70 12205 6. Pullout Strength of Anchor in Tension (Sec. D.5.3) ONpa = OPc,PNp = 0�c,P8A&gfc (Sec. D.4.1, Eq. D-13 & D-14) r%qP Abrg (in 2) fc (psi) 0 ONp„ (lb) 1.4 2.10 2500 0.70 41121 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. iaimPson Strong -'Ge company Inc. 5956 W, Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor DesignerT"' Software Version 2.4.5940.257 Company: W Gilbert Engineering Date: 6/2/2016 Engineer: Wes Gilbert Page: 4/4 Project: 15-B-23614 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.7) Tension Factored Load, N.a (lb) Design Strength, eNn (lb) Ratio Status Steel 1500 20340 0.07 Pass Concrete breakout 3000 12205 0.25 Pass (Governs) Pullout 1500 41121 0.04 Pass PA1135H (5/8"0 ) with hef = 9.000 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. 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 2.4.5940.258 Company:, W Gilbert'Engineering, Date: '. 6/2/2016 Engineer. Wes Gilbert Page:.. 1/5 Project: 15-B-23614 Address:, 140,Yellowstone DriJe,`Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com Anchor Designer TM Software Version 2.4.5940.258 Company: W Gilbert Engineering I Date: 1116/2/2016 Engineer: . Wes -Gilbert I Page: 2/5 .Project 15-13-23614 Address: '140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315. E-mail: wes@wgilbertengineering.com' N �`�I►'�I1`z•1'�■ Anchor DesignerT"' " Software Version 2.4.5940.258 3. Resulting Anchor Forces Company: W Gilbert Engineering Date: 6/2/2016 Engineer: Wes Gilbert I Page: 3/5 Project: 15-13-23614 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertengineering.com Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nb (Ib) N.. (Ib) V... (lb) Vuay (lb) V(VUa.)2+(Vuay)' (lb) 1 3075.0 1350.0 1350.0 1909.2 2 3075.0 1350.0 1350.0 1909.2 3 3075.0 1350.0 1350.0 1909.2 4 3075.0 1350.0 1350.0 1909.2 Sum 12300.0 5400.0 5400.0 7636.8 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 12300 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'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) Nsa (lb) is ^d (lb) 27120 0.75 20340 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Nb = kcMfch.P 5 (Eq. D-6) kc Aa fc (psi) her (in) Nb (Ib) 24.0 1.00 2500 13.333 58424 ONcbg.=O (ANcI ANco)Pec,NV'ed,N`Pc,NY'cp,NNb (Sec. D.4.1 & Eq. D-4) AN, (in 2) ANco (in 2) Tec,N 'Ped,N %,N yop.N Nb (Ib) 0 ONcby (lb) 1849.00 1600.00 1.000 1.000 1.25 1.000 58424 0.70 59076 6. Pullout Strength of Anchor in Tension (Sec. D.5.3j ONpe = OVc.PNp = OWc,P8Abrgfc (Sec. D.4.1, Eq. D-13 & D-14) 'Pep Ab g (int) fe (psi) 0 ONp„ (lb) 1.4 2.10 2500 0.70 41121 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 L`c npany Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com r • Anchor Designer sM Software Version 2.4.5940.258 Company: W Gilbert Engineering Date: 6/2/2016 Engineer: Wes Gilbert Page: 4/5 Project: 15-B-23614 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertengineering.com 8. Steel Strength of Anchor inShear (Sec. D.6.11 Vsa (Ib) Ogrouf 0 rbgroufoVsa (lb) 16270 1.0 0.65 10576 , 9 Concrete Breakout Strength of Anchor in Shear (Sec. D.6.21 Shear perpendicular to edge in y -direction: Vey = minj7(1a/de)024data4fcca715; 9degfcca1151 (Eq. D-33 & Eq. D-34) le (in) da (in) da fc (psi) Ca, (in) Vey (Ib) 5.00 0.63 1.00 2500 20.00 37512 OVcbgy = 0 (AVc / A Vco) Pec,V Ped,VWc,V 9'h,VVby (Sec. D.4.1 & Eq. D-31) - Avc (int) Avco (int) Pac,v `Ted.V YVc.v V'n,V Vby (Ib) 0 OVcbgy (lb) 1290.00 1800.00 1.000 0.900 1.400 1.000 = 37512 0.70 23711 Shear perpendicular to edge in x -direction: Vbx = minl7(la / da)° 2Jda jagfeca,' 5; gAagfcca,' 51 (Eq. D-33 & Eq. D-34) la (in) da (in) da N (psi) Ca, (in) Vbx (Ib) 5.00 .0.63 1.00 2500 20.00 37512 OVcbgx = 0 (AVc/Avco)Wec,VVed.vWc,VYxh,VVbx (Sec. D.4.1 & Eq. D-31) - AVc (In2) Avco (In2) Vxec,V Vxed,V PC,V Yxh,V Vbx (Ib) 0. OVcbgx (Ib) 1290.00 1800.00 1.000 0.900 1.400 1.000 37512 0.70 23711 Shear parallel to edge in x -direction: Vby = minj7(le/ da)°•2JdaAe4Nc.0 5; 9A.4fecal' S1 (Eq. D-33 & Eq. D-34) /e (in) da (in) Aa N (psi) Cal (In) Vby (Ib) 5.00 0.63 1.00 2500 20.00 37512 oVcbgx = 0 (2)(Avc/Avco)Vxec,vPed,vV'c,vPh,vVby (Sec. D.4.1 & Eq. D-31) AVc (InZ) AVco (In2) Vec.V Wed.V VC.V Wh.v Vby (Ib) 0 Ovcbgx (lb) 1290.00 1800.00 1.000 1.000 1.400 1.000 37512 0.70 52692 Shear parallel to edge in y -direction: Vbx = minj7(le/da)024d,,Aa4fccai S; 9Ai gfeca,' 51 (Eq. D-33 & Eq. D-34) la (in) da (in) Aa fc (psi) Cal (in) Vbx (Ib) 5.00 0.63 1.00 2500 20.00 37512 OVcbgy = 0 (2)(Avc/AVeo)� Pec,V%d,VVxc,VVxh,VVbx (Sec. D.4.1 & Eq. D-31) Avc (int) Avco (int) V'ec,V Ped,V Vxc,V Vh,V Vbx (Ib) 0 OVcbgy (lb) 1290.00 1800.00 1.000 1.000 1.400 1.000 37512 0.70 52692 10 Concrete Pyr Pout Strength of Anchor in Shear (Sec. D.6.3) OVcpg = OkcpNcbg = Okcp(ANc/ ANco) Vxec,N Vxed,NV o,N Vxcp,NNb (Eq. D-41) - kcp ANC (In2) ANco (In2) pec.N 'Ped,N V C,'N PCaN Nb (Ib) - 0 OVcpg (lb) 2.0 1849.00 1600.00 1.000 1.000 1.250 1.000 58424 0.70 118153 11. Results Interaction of Tensile and Shear Forces (Sec. D.71 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Sirnpson Strong -Tie Company Inc. 5956, W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com ,llvirbUN MW• - •NMI Software StrongwT�e:, r«1Version 2.4.5940.258 Company: W Gilbert Engineering Date: 6/2/2016 Engineer: Wes Gilbert Page: 5/5 Project: 15-B-23614 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com Tension Factored Load, N.. (lb) Design Strength, oN„ (lb) Ratio Status Steel 3075 20340 0.15 Pass Concrete breakout 12300 59076 0.21 Pass (Governs) Pullout 3075 41121 0.07 Pass Shear Factored Load, Via (lb) Design Strength, oW (lb) Ratio Status Steel 1909 10576 0.18 Pass T Concrete breakout y+ 5400 23711 0.23 Pass T Concrete breakout x+ 5400 23711 0.23 Pass II Concrete breakout y- 2700 52692 _ 0.05 Pass II Concrete breakout x- 2700 52692 0.05 Pass Concrete breakout, - 0.32 Pass (Governs) combined Pryout 7637 118153 0.06 Pass Interaction check NualoN„ V„./OV. Combined Ratio Permissible Status Sec. D.7.3 0.21 0.32 53.0% 1.2 Pass PA135H (5/8"0) with hef = 27.000 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 ........... __-__.._._-._......_......... _.......... _.._............ _..____._....._-_..-......... ... -.......... _.... _................. ._._................. .._.._........._.................. _.... ..... _....- ....... ... h ............... 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"" o Software Version 2.4.5940.256 Company:.. W Gilbert Engineering TDate. 6/2/2016 Engineer: Wes Gilbert Page: 1/5 , Project: 15-B-23614 Address: _ 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 ETmail: wes@wgilbertengineering.com 1.Proiect information Customer company: Brad & Jacqueline Hall Project description: Anchor Bolts and Base Plate Testing for Column Customer contact name: Dan Hays Footing at 1 C & 3C Customer e-mail: dan@haysassociates.com Comment: Location: 4505 Dayton West Road, Chico, CA Fastening description:. ; 2. Input Data &Anchor Parameters General Base Material Design method:ACI 318-1.1 Concrete: Normal -weight Units: Imperial units Concrete thickness, h (inch): 26.00 State: Uncracked Anchor Information: ` Compressive strength, f. (psi): 2500 Anchor type: Cast -in-place . 4Jc,v: 1.4 Material: ABH Reinforcement condition -'B tension, B shear ' Diameter (inch): 0.625 Supplemental reinforcement: No Effective Embedment depth, het (inch): 23.000 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): 25.13 Ignore 6do requirement: Yes Cmin (inch): 1.38 - 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 0.25 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 Anrhnrs nnly resistino wind and/or seismic loads:- No Ib Y _....... _...... _....... ....._..__.........._.................. .............. __.__.............. ......._._...._.........__....... __... __.... _.......... _...._... 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 i • Anchor DesignerTM " p.a Software Version 2.4.5940.256 Company: W Gilbert Engineering Date: - 6/2/2016 Engineer: Wes Gilbert_ Page: 2/5. Project: 15-B-23614 Address: .140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertengineering.com �'�I►'il�'i•�►■ Anchor Designer TM Software Version 2.4.5940.256 Company: W Gilbert Engineering Date: 6/2/2016 Engineer: Wes Gilbert Page: 3/5 Project: 15-B-23614 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, Nua (lb) Vu.. (lb) Way (lb) V(Vuax)Z+(Vuay)' (lb) 1 4000.0 1900.0 1900.0 2687.0 2 4000.0 1900.0 1900.0 2687.0 Sum 8000.0 3800.0 Maximum concrete compression strain (%o): 0.00. Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 8000 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. 0.5.11 Nsa (Ib) 0 ^. (lb) 27120 0.75 20340 5 Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Nb = 16A.Vf'ch.P1(Eq. D-7) Aa f'c (psi) 1.00 2500 her (in) Nb (Ib) 14.000 65058 3800.0 <Figure 3> 5374.0 ONcbg =0 (ANcIANco)%'ec,NTed,N%,NTcP,NNb (Sec. D.4.1 & Eq. D-4) ANc (in 2) ANco (in 2) %e 'N %d,N Vc,N PYCP.N Nb (Ib) ONcbg (lb) 1764.00 1764.00 1.000 0.979 1.25 1.000 65058 0.70 55706 6 Pullout Strength of Anchor in Tension (Sec. D.5.3) ^N = r69o,PNp = ¢1Fc.P8AbgN (Sec. D.4.1, Eq. D-13 & D-14) 'K'.P AbIg (int) rc (psi) 0 ONP„ (lb) 1.4 2.10 2500 0.70 41121 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Sirripsson Strong -'fie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Ilr�llyl�Z'�t;■ Anchor Designer TM o Software Version 2.4.5940.256 8. Steel Strength of Anchor in Shear (Sec. D.6.1) Vsa (Ib) Ogmut 0 Ogruu,OV:a (lb) 16270 1.0 0.65 10576 Company: W Gilbert Engineering Date: 6/2/2016 Engineer: Wes Gilbert Page: 4/5 Project: 15-8-23614 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) Shear perpendicular to edge in y -direction: Vby = minj7(/e/de)02Jdad4gfcce,' 5; 9A.gNce,15j (Eq. D-33 & Eq. D-34) le (in) da (in) Aa fc (psi) ca, (in) Vby (Ib) 5.00 0.63 1.00 2500 17.33 30266 OVcby =0 (AVc/Avco)%d,v�'c,vWh,vVby (Sec. D.4.1 & Eq. D-30) Avc (in 2) Avco (int) Wed.V Va,V V�h,V Vby (Ib) 0 OVcby (Ib) 1092.00 1352.00 0.942 1.400 ' 1.000 30266 0.70 22574 Shear perpendicular to edge in x -direction: Vb. = minj7(/e/de)02gdaiie`)fcca,1•5; 9,1agfcca,' 51 (Eq. D-33 & Eq. D-34) /e (in) de (in) A. fc (psi) ce, (in) Vb. (Ib) 5.00 0.63 1.00 2500 17.33 30266 OVcbgx = 0 (AVc/Avice)Vxec.VVxed.VV'C.VV�h,VVbx (Sec. D.4.1 & Eq. D-31) Avo (int) Avco (int) Vyec,V %d,V Vo,V Vxh,v Vbx (Ib) to 0vcbgx (Ib) 1092.00 1352.00 1.000 0.925 1.400 1.000 30266 0.70 22160 Shear parallel to edge in x -direction: Vey = minl7(/e/ da)°.2Jdaa.agfcca,' 5; 9.1aVfccai`j (Eq. D-33 & Eq. D-34) /a (in) da (in) Aa fc (psi) ca, (in) Vby (Ib) 5.00 0.63 1.00 2500 17.33 30266 OV cbx =0 (2)(Avc/Avco)Vxed.vT vPh,vVby (Sec. D.4.1 & Eq. D-30) Avc (int) Avco (int) Ved.v WC.V `!'h,v Vby (lb) 0 OVcbx (lb) 1092.00 1352.00 1.000 1.400 1.000 30266 0.70 47913 Shear parallel to edge in y -direction: Vbx = minj7(/e/ de)0.24daAa-\lfcca1' 5; 9dagfcca1' 51 (Eq. D-33 & Eq. D-34) /e (in) da (in) ,ta fc (psi) ca, (in) Vb. (Ib) 5.00 0.63 1.00 2500 17.33 30266 ,OVcbgy = 0 (2)(AVc/Avco)Tec,VV�ed,VVc.VV�h,VVbx (Sec. D.4.1 & Eq. D-31) AVc (in 2) Avco (in 2) %cy Vxed,v 'C,V Ph.V Vbx (Ib) 0 0Vcbgy (Ib) 1092.00 1352.00 1.000 1.000 1.400 1.000 30266 0.70 47913 10. Concrete Pryout Strength of Anchor in Shear (Sec D 6 3) OVcpg = OkcpNcbg = Ok p(ANc/ANCO) Yxec,NVxed.NVo,NVPcp,NNb (Eq. D-41) lop AN, (In2) ANco (In2) Vxec.N Vxed,N VC.N Vop.N Nb (Ib) 0 OVcpg (Ib) 2.0 1764.00 1764.00 1.000 0.979 1.250 1.000 65058 0.70 111413 11. Results Interaction of Tensile and Shear Forces (Sec. Q.7) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong- re Company Inc, 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com E-71►�i1�.z•�►■ Anchor Designer"' a Software Version 2.4.5940.256 Company: W Gilbert Engineering Date: 6/2/2016 Engineer: Wes Gilbert I Page: 5/5 Project: 15-B-23614 Address:.. 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com ............... _.............. ..... Tension Factored Load, N.a (lb) Design Strength, eNn (lb) Ratio Status Steel 4000 20340 0.20 Pass (Governs) Concrete breakout 8000 55706 0.14 Pass Pullout 4000 41121 0.10 Pass Shear Factored Load, Via (lb) Design Strength, 0Vn (lb) Ratio Status Steel 2687 10576 - 0.25 Pass (Governs) T Concrete breakout y+ 3800 22574 0.17 Pass T Concrete breakout x+ 3800 22160 0.17 Pass Concrete breakout y- 1900 '47913 0.04 Pass II Concrete breakout x- 3800 47913 0.08 Pass Concrete breakout, - - 0.24 Pass combined Pryout 5374 111413 0.05 Pass . Interaction check NuaI^ Vua/0Vn Combined Ratio` Permissible Status Sec. D.7.2 0.00 • 0.25 .25.4% 1.0 Pass PA1135H (5/8"0) with hef = 23.000 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 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Sirncse1i 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"'` Software w � • Version 2.4.5940.259 Company: W Gilbert Engineering- Date: 6/2/2016 Engineer: Wes Gilbert Page: 1/5 Project: 15 -B -23614 - Address:: 140 Yellowstone Drive,' Suite 110 Phone: (530)809-1315 LE mail: wes@wgilbertengineerng.com _................. _-...._ ....... 1.Proiect information -..._._..---._.-_...__.-......................... ...... ........ _..._._:.---_._..._-....___....__....,._............_____ ___.___.._. Customer company: Brad & Jacqueline Hall Project description: Anchor Bolts and Base Plate Testing for Column Customer contact name: Dan Hay's Footing at 2A & 2C ' Customer e-mail: dan@haysassociates.com ' Comment: Location: 4505 Dayton West Road, Chico, CA Fastening. description: 2. Input Data Anchor Parameters General - 'Base Material Design method:ACI 318-1.1' ; , . Concrete: Normal -weight `Units: Imperial units Concrete thickness, h•(inch):33.00 State: Uncracked Anchor Information:.Compressive strength, fe (psi): 2500' Anchor -type: Cast -in-place 4)o: 1.4 . . Material: A6 Reinforcement condition:,B tension, B shear Diameter (inch): 0J50 Supplemental reinforcement: No Effective Embedment depth, het (inch): 30.000 Reinforcement provided at corners:'No An ry cafe9 o •. Do not evaluate concrete breakout in tension: No Anchor ductility: Yes Do not evaluate concrete breakout in shear: No hmi�, (inch): 32.25. . `' Ignore 6do requirement: Yes ° Cmm (inch); 1.63', Build-up grout pad: No Smn:(Inch):3.00`, .. Base Plate' Load and Geometry Length x Width x Thickness (inch): 10.50.x 6.00 x 0.38 ' Load factor source: ACI 318 Section 9.2 4 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: No Z <Figure 1> i Ise m II7UO Ib ORIb s _ Input dataand results must be'checked for agreement with.the existing circumstances; the standards and guidelines must be checked for plausibility. ., Simpson Str6n 1 Le,Colr pWiy Inc. ; 5956 W. Las Positas Boulevard Pleasanton, CA 94588' Phone: 925.560.9000. Fax:. 925.847.3871wwwatrongtie;com - • Anchor Designer"' Software' f c Version 2.4.5940.259 Company: W Gilbert Engineering Date: 6/2/2016 Engineer: Wes Gilbert Page: 2/5 Project: 15-13-23614 Address: 140 Yellowstone Drive, Shite 1.10 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com L+71P�11+1•JC■ Anchor DesignerT"' Software Version 2.4.5940.259 Company: W Gilbert Engineering Date: 6/2/2016 Engineer: Wes Gilbert Page: 3/5 Project: 15-13-23614 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, Nie (lb) V- (lb) Way (lb) V(Vuax)2+(Vuay)2 (lb) 1 3975.0 2925.0 2925.0 4136.6 2 3975.0 2925.0 2925.0 4136.6 3 3975.0 2925.0 2925.0 4136.6 4 3975.0 2925.0 2925.0 4136.6 Sum 15900.0 11700.0 11700.0 16546.3 Maximum concrete compression strain (b/bb): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 15900 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'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.5.11 Nye (lb) 0 ^N (lb) 19370 0.75 14528 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Nb = kcaa4fcher15 (Eq. D-6) kc Aa fc (psi) her (in) Nb (Ib) 24.0 1.00 2500 14.667 67403 <Figure 3> ONcbg =0(ANc/ANCe)Y'ec,NPed,NPC.NY'cp.NNb (Sec. D.4.1 & Eq. D-4) ANc (in 2) ANco (int) TBc.N %d,N TC.N Wcp.N Nb (Ib) 0 ONcbg (Ib) 2304.00 1936.00 1.000 1.000 1.25 1.000 67403 0.70 70188 6. Pullout Strength of Anchor in Tension (Sec. D.5.3) ONpn = OTc,PNp = OT,,P8Abrgfc (Sec. D.4.1, Eq. D-13 & D-14) WC,P Abg (int) fc (psi) 0 ¢Npn (Ib) 1.4 3.53 2500 0.70 69266 ____.._____...._.__._..__._....___._..__.... _.......... _._.... _... _.... ......... __.._..... .... _..._..__._...._......._.......... _.... ._....... .._.__..._ ._._ ... ..._... ,... Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong 'i ie CO Mpany Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor Designer TM lll„ Software Version 2.4.5940.259 8. Steel Strength of Anchor in Shear (Sec. D.6.11 Vsa (lb) Ogroul OgrouioVsa (lb) 11625 1.0 0.65 7556 Company: W Gilbert Engineering Date: 6/2/2016 Engineer: Wes Gilbert Page: 4/5 Project: 15-B-23614 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.6.21 Shear perpendicular to edge in y -direction: Vby = minj7(le/da)02Jdal,agrcce,l5; 9dagNce,''I (Eq. D-33 & Eq. D-34) la (in) da (in) A. rc (psi) Ca, (in) Vby (Ib) 6.00 0.75 1.00 2500 22.00 46435 OVcbgy = 0 (Avc/ Avco) Pec,V Ped,v PC.VY'h,VVby (Sec. 0.4.1 & Eq. D-31) Avc (int) Avc. (int) 'Yec,v Pod.V PC,v ph,v Vey (lb) 0 0Vcbgy (Ib) 1584.00 2178.00 1.000 0.900 1.400 1.000 46435 0.70 29786 Shear perpendicular to edge in x -direction: Vbx = minj7(le/de)12NIdeda4rcce,15; 9AaJrcca,' 5j (Eq. D-33 & Eq. D-34) le (in) da (in) As rc (psi) ca, (in) Vbx (lb) 6.00 0.75 1.00 2500 22.00 46435 OVcbgx = 0 (Avc/Avco)V'ec•vWed.v4'c.vVh,vVbx (Sec. D.4.1 & Eq. D-31) Avc (in 2) Avco (in 2) wec,y y'ed,V Tc,V v1h,v Vbx (lb) 0 OVcbgx (Ib) 1584.00 2178.00 1.000 0.900 1.400 1.000 46435 0.70 29786 Shear parallel to edge in x -direction: Vey = minl7(le/da)(•24da),a4f'cce,' 5; 9de11f'cca,l sj (Eq. D-33 & Eq. D-34) le (in) da (in) Aa rc (psi) Ca, (in) Vby (Ib) 6.00 0.75 1.00 2500 22.00 46435 OVcbgx = 0 (2)(Avc/Avco) Wec,vPed,vWc.v Ph,vVby (Sec. D.4.1 & Eq. D-31) Avc (in 2) Avco (in 2) ' %C.v V'ad.V 'Pc,v 'Ph.V Vby (Ib) 0 OVcbgx (Ib) 1584.00 2178.00 1.000 1.000 1.400 1.000 46435 0.70 66191 Shear parallel to edge in y -direction: Vbx = minj7(1e/da)02JdaAaJrcca,l s; 9.ia4rcca,15j (Eq. D-33 & Eq. D-34) la (in) da (in) Aa rc (psi) ca, (in) 6.00 0.75 2500 22. Vbx (Ib) 46435 OVcbgy = 0(2)(Avc/Avco)'Pec,vPed,vPc,vPh,vVbx (Sec. D.4.1 & Eq. D-31) Avc (in 2) Avco (in 2) P."v Pod,v 'PC,v `Ph,V _ Vbx (Ib) 0 0Vcbgy (Ib) 1584.00 2178.00 1.000 1.000 1.400 1.000 46435 0.70 66191 10 Concrete Pryout Strength of Anchor in Shear (Sec. D.6.3) OVcpg = OkcpNcbg = rpkcp(ANc/ ANco) % ,N Pad,N'Pc.N Prp,NNb (Eq. D-41) kcp ANc (in') ANco (In2) %c.N Wed,N y'c.N y'cp,N Nb (Ib) 0 OVcpg (Ib) 2.0 2304.00 1936.00 1.000 1.000 1.250 1.000 67403 0.70 140376 11. Results Interaction of Tensile and Shear Forces (Sec. D.7) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. SirnpS ,n Strong -Tie Corr:pany Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerT"' Software Version 2.4.5940.259 Company: W Gilbert Engineering Date: 6/2/2016 Engineer: Wes Gilbert Page: 5/5 Project: 15-B-23614 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com Tension Factored Load, Nu. (lb) Design Strength, oN� (lb) Ratio Status Steel 3975 14528 0.27 Pass (Governs) Concrete breakout 15900 70188 0.23 Pass Pullout 3975 69266 0.06 Pass Shear Factored Load, Vua (lb) Design Strength, OW (lb) Ratio Status Steel 4137 7556 0.55 Pass T Concrete breakout y+ 11700 29786 0.39 Pass T Concrete breakout x+ 11700 29786 0.39 Pass II Concrete breakout y- 5850 66191 0.09 Pass II Concrete breakout x- 5850 66191 0.09 Pass Concrete breakout, - - 0.56 Pass (Governs) combined Pryout 16546 140376 0.12 Pass Interaction check N„.I^ V./¢V� Combined Ratio Permissible Status Sec. D.7.3 0.27 0.56 82.9% 1.2 Pass PAB6 (3/4"0) with hef = 30.000 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 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Sim.oson 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.TIA Software Version 2.4.5940.248 - Company: W Gilbert Engineering Dater _ 5/11/2016 Engineer: ;t 1/4 Project:, 14-B-83392 Address: Anchor Designer.TIA Software Version 2.4.5940.248 - Company: W Gilbert Engineering Dater _ 5/11/2016 Engineer: Wes Gilbert Page: 1/4 Project:, 14-B-83392 Address: 140 Yellowstone Drive', Suite 110 Phone: (530) 809-1315 E-mail wes@wgilbertengineering.com 1.Proiect information Customer company: Brad & Jacqueline Hall Project description: Anchor Bolts and Base Plate Testing.for Column Customer contact name: Dan Hays Footing at 1A 8 3A Customer e-mail; dan@haysassociates.com Comment: _ Location: 4505 Dayton West koad, Chico, CA ' 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: Uncracked Anchor Information:'compressive strength, fc (psi): 2500 Anchor type: Cast -in-place 4Wc,v: 1.0 . 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 hm� (inch):, 8.38; Ignore 6do requirement:, Yes Cmin (inch): 1.11 ;; Build-upgrout_pad: No Sm� (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•- Z <Figure 1> _ 3000 Ib - - OftIb �'' _ 0 Ib ..,Y 0 ft -lb o ftrlb BUTTE COUNTY 1 3.2016 DEVELOPMENT SERVICES _ Input data and results must be checked for agreementwith _. _ . ..._._ 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 , • 'Archor DesignerT"' o s , Software , i Version 2.4.5940.248 Company: W Gilbert Engineering I Date: 5/11/2016 Engineer: Wes Gilbert 'I Page: 2/4 - Project: 14-B-83392 - Address: 140 Yellowstone Drive, Suite 110 " Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com .... _.... _............. ... .......... _..__..-.....-.........-...... _........... .,.._..__.......... ........ _............. ....... I ........... ..-_..._........... .-............................... .._..__.,-....... _._................. ....-_._-_____..._.._ _..__ --' -_ .._-_..._...__..........I.......--._ r......._--.... <Figure 2> ' Recommended Anchor ` Anchor Name: Heavy Hex Bolt.- 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 - =1 re . 4 P F E 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 -lie Company Inc.-- 5956 W. Las Positas Boulevard -Pleasanton, CA 94588 Phone: 925.560:9000 Fax: 925.847.3871 www.strongtie.com , • � y 4 Recommended Anchor ` Anchor Name: Heavy Hex Bolt.- 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 - =1 re . 4 P F E 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 -lie Company Inc.-- 5956 W. Las Positas Boulevard -Pleasanton, CA 94588 Phone: 925.560:9000 Fax: 925.847.3871 www.strongtie.com , Ilt�l►vl�.Z•�r■ Anchor Designer" Software Version 2.4.5940.248 Company: W Gilbert Engineering Date: 5/11/2016 Engineer: Wes Gilbert I Page: 3/4 Project: 14-B-83392 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, Nua (lb) Vua. (lb) Vu., (lb) 4(Vuax)'+(Vuay)' (lb) 1 1500.0 0.0 0.0 0.0 2 1500.0 0.0 0.0 0.0 Sum 3000.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 3000 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 4. Steel Strength of Anchor in Tension(Sec. D.5.11 N. (lb) 0 ^. (lb) 13100 0.75 9825 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Nb = kc ta4f chwl.5 (Eq. D-6) kc Aa FC (psi) he (in) Nb (Ib) 24.0 1.00 2500 5.333 14780 0.0 <Figure 3> os, ONcb9 =0 (ANc/ANco)V'ec,NP.d,NV-'c,N`I'cp.NNb (Sec. D.4.1 & Eq. D-4) AN, (in Z) ANco (in Z) y'ec,N %d,N PC.N y'cp,N Nb (Ib) 0 ONcbg (lb) 256.00 256.00 1.000 0.944 1.25 1.000 14780 0.70 12205 6. Pullout Strength of Anchor in Tension (Sec. D.5.3) ONpa = OWc,PNp = OV'c,P8AbrgFc (Sec. D.4.1, Eq. D-13 & D-14) y'c,P Ab.g (int) f'c (psi) 0 ONpa (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 Anchor Designer TM Software Version 2.4.5940.248 Company: W Gilbert Engineering I Date: 5/11/2016 Engineer: Wes Gilbert Page: 4/4 Project: 14-B-83392 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.7) Tension Factored Load, Nva (lb) Design Strength, oW (lb) Ratio Status Steel 1500 9825 0.15 Pass Concrete breakout 3000 12205 0.25 Pass (Governs) Pullout 1500 13152 0.11 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. 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 2.4.5940.249 Company:. W Gilbert Engineering Dater 5/11/2016 Engineer: Wes Gilbert Page: 1/5,,, Project: ' 14-B-83392. Address: 140 Yellowstone Drive, Suite 110 Phone:.' (530)809-1315: a" E-mail:_- wes@wgilbertengineering.com ....... 1:0roject information u _._ . Customer company: Brad & Jacqueline Ha 11 Project description: Anchor Bolts and Base Plate Testing for Column 'Customer contact name: Dan Hays . Footing ai ;1 B & 36 Customer e-mail:, dan@haysassociates.com , Comment Location:'4505 Dayton West Road,.Chico, CA Fastening description: 2. Input Data & Anchor Parameters-.: General 71 Base Material Design method ACI 318-11 : Concrete: Normal -weight Units'. Imperial units -`i Concrete thickness; h (inch): 19.00' State:.. Uncracked - Anchor Information. Compressive strength, f� (psi): 2500 Anchor type: Cast in place 4!c.v: 1.4 Material: F.1554 Grade 36 Reinforcement condition: B tension; -B shear ' Diameter (inch): 0.625 Supplemental reinforcement: No . Effective Embedment depth, her (inch)'. 7,000 Reinforcement providedat.corners: No ' Anchor category:-: Do not evaluate concrete breakout in tension: No Anchor. ductility Yes Do -not evaluate concrete, breakout in shear; No hm�n (inchj: 8 38 Ignore Edo requirement: Yes C (inch); 1 11 ' Build-up grout pad: No Smn (inch): 2 50 ` Base Plate Load and Georrietry"' Length x Width z Thickness (inch): 8.00 x 6.00 x 0.38 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/orseismic loads:. Yes f, 77 i' 30.0 Ib' - ?Figure 1> I f 400- r - i. P f,i .. .... ............ _................... -' Input data andresults must be checked for agreement with the existing circumstances the standards and guidelines must.be checked for plausibility. Simpson Strmig Tie;C?mpany Inc. 5956 W. Las Positas Boulevard .Pleasanton, CA 94588 Phone: 925:560.9000, Fax; 925.847.3871 wwwsirongtie.com' -._ a- ' Arichor,Desiignerr"' Software= " r ' e 0., '- - tiVersion 2:4.5940.249 e ®� Company ,�, W,Gilbert Engineering' ,' Date'r 5111/2016 Engineer:, - Wes GilbertPage: ° -2/5,: �. Project 14-13-83392 Address..- '140 Yellowstone Drive; Suite•110 � Phone: r• - (530) 809-1315 ' »• `�•' . E-mail i -..-'s.', wes@wgilbertengineering.com - •; <• '' • Anchor DesignerT"' R ' Software Version 2.4.5940.249 Company: W Gilbert Engineering Date: 5/11/2016 Engineer: Wes Gilbert I Page: 3/5 + Project: 14-B-83392 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com 3. Resulting Anchor Forces N5a (lb) 0 (lb) 13100 0.75 9825 Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nb (Ib) Nua (lb) Vua. (lb) Vuay (lb) �(Vua.)'-(Vuay)' (lb) 1 3075.0 1350.0 1350.0 1909.2 2 3075.0 1350.0 1350.0. 1909.2 3 3075.0 1350.0 1350.0 1909.2 ' 4 3075.0 1350.0 1350.0 1909.2 Sum 12300.0 5400.0 5400.0 7636.8 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 12300 F 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'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 01 02 Y OXY 03. 4. Steel Strength of Anchor in Tension(Sec. D.5.:U N5a (lb) 0 (lb) 13100 0.75 9825 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 , Nb = k.A.-,1PchW 5 (Eq. D-6),, kc to fc (psi) her (in) Nb (Ib) 24.0 1.00 2500 7.000 22224 ONcb9 =0 (ANcl ANco)'Pec,N'Ped,N9o,N9ap,NNb (Sec. D.4.1 & Eq. D-4) ANc (in 2) ANco (in 2) `Pec,N 'Ped,N 'Pc,N 'Pcp,N Nb (Ib) 0 r6Ncb9 (lb) 576.00 441.00 1.000 1.000 1.25 1.000 22224 0.70 25399 6. Pullout Strength of Anchor in Tension (Sec. D.5.3) ONpn = Qi'Pc.PNp = O'Pc.P8Ab 9fc (Sec. D.4.1, Eq. D-13 & D-14) `PCP A6,9 (int) fo (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 s E-7l►�ll�.`�•�c■ Anchor Designer TM Software Version 2.4.5940.249 8 Steel Strength of Anchor in Shear (Sec. D,6.11 V. (Ib) Ogmut 0 Qg..,OVsa (lb) 7865 1.0 0.65 5112 Company: W Gilbert Engineering Date: 5/11/2016 Engineer: Wes Gilbert Page: 4/5 Project: 14-B-83392 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 Shear perpendicular to edge in y -direction: Vby = minj7(1e/ de)02gdaAa4fcca,' 5; 9A.gfcca1' 51 (Eq. D-33 & Eq. D-34) le (in) da (in) As fc (psi) ca, (in) Vby (Ib) 5.00 0.63 1.00 2500 12.67 18907 OVcbgy = 0 (AVc/Avco) Pec,VVxed.vPc,VPh,VVby (Sec. D.4.1 & Eq. D-31) Avc (in 2) Avco (in 2) V'ec.v Vyed,V %,V Wh.V Vby (Ib) 0 OVcbgy (Ib) 665.00 722.00 1.000 0.953 1.400 1.000 18907 0.70 16258 Shear perpendicular to edge in x -direction: Vex = mini7(le/de)024daAa4fcca,' 5; 9A84fcce1' 51 (Eq. D-33 & Eq. D-34) le (in) da (in) da fc (psi) ca, (in) Vox (lb) 5.00 0.63 1.00 2500 12.67 18907 ql Vcbgx = � (Avc/Avco)`Pec,v `Ped.v`Pc.v Wh.vVbx (Sec. DA.1 & Eq. D-31) Avc (int) Avco (in 2) Tec,v %d,V PC, Wh,v Vbx (Ib) ql 0Vcbgx (Ib) 665.00 722.00 1.000 0.953 1.400, 1.000 18907 0.70 16258 Shear parallel to edge in x -direction: Vby = minj7(le/da)°Ncf.Aa4fcce1' 5; 9dagrcca,1•5j (Eq. D-33 & Eq. D-34) le (in) da (in) Aa N (psi) ca, (in) Vby (Ib) 5.00 0.63 1.00 2500 12.67 18907 r6Vcbgx = ¢ (2)(Ave/Avco)`Pec,VPx d.VVxc.VPh.VVby (Sec. D.4.1 & Eq. D-31) Avc (in 2) Avco (in 2) 'Pec.v T.d,v Va.V Ph.V Vby (Ib) 0 OVcbgx (Ib) 665.00 722.00 1.000 1.000 1.400 1.000 18907 0.70 34132 Shear parallel to edge in y -direction: Vbx = minl7(la/ da)° 2'\l daaaV fcca,' 5; 97,a11rcca,' Sj (Eq. D-33 & Eq. D-34) le (in) da (in) - Aa rc (psi) ca, (in) Vbx (Ib) 5.00 0.63 1.00 2500 12.67 18907 OVcbgy = 0 (2)(AVc/Avco)'Pec.v'�'ed,v`Nc,VPh,vVbx (Sec. D.4.1 & Eq. D-31) Avc (in 2) Avco (int) %c,v Pad.v Vo,v V'h,V Vbx (Ib) 0 OVcbgy (Ib) 665.00 722.00 1.000 1.000 1.400 1.000 18907 0.70 34132 10 Concrete Pyout Strength of Anchor in Shear (Sec. D.6.3) OVcpg = Okcp Nobg = Okcp(ANc / ANco) V ec,N Vyed,NVxc,N Tcp,NNb (Eq. D-41) kcp ANc (in 2) ANco (in 2) %,A tPed,N Wc.N V'cp,N Nb (Ib) 0 OVcpg (Ib) 2.0 576.00 441.00 1.000 1.000 1.250 1.000 22224 0.70 50798 11. Results Interaction of Tensile and Shear Forces (Sec. D.7) 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 ,livirbU V • a - • - Strong-T><e • Company: W Gilbert Engineering Date: 5/11/2016 Engineer: Wes Gilbert I Page: 5/5 Project: 14-B-83392 Address: 140 Yellowstone Drive, Suite 110 Phone: (530)809-1315 E-mail: wes@wgilbertengineering.com Tension Factored Load, Nu. (lb) Design Strength, oNn (lb) Ratio Status Steel 3075 9825 0.31 Pass Concrete breakout 12300 25399 0.48 Pass (Governs) Pullout 3075 13152 0.23 Pass Shear Factored Load, Vu. (lb) Design Strength, OW (lb) Ratio Status Steel 1909 5112 0.37 Pass T Concrete breakout y+ 5400 16258 0.33 Pass T Concrete breakout x+ 5400 16258 0.33 Pass II Concrete breakout y- 2700 34132 0.08 Pass II Concrete breakout x- 2700 34132 0.08 Pass Concrete breakout, - - 0.47 Pass (Governs) combined Pryout 7637 50798 0.15 Pass Interaction check N..I^ Vua/OVn Combined Ratio Permissible Status Sec. D.7.3 0.48 0.47 95.4% 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. ................. ...... ....... _........ _............... _.................. _............ ___...__.................. _.................. _........... _.-._....... _._........... _._.......... _... ..... .._...... _.._..__. __.�._.__.__..._,__........._,. 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 Coinpany 1. c:. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • `Ar chor b" ' ` 'NnerT""° •Vc So,ftware r ;. t + *Version 24.5940.250' Company: 1% W Gilbert Engineering Date: •{ 5/11/2016 . Engineer: .; r. ,` ••�' Project. - ,, 14-B-.83392 }'w F• • %,' 4�� r, 1F v ''.k; t •� �,. Ii �r 1~ F ,I •, r + wes@wgilbertengineering.com rT. °.t X s, • •{ • `Ar chor b" ' ` 'NnerT""° •Vc So,ftware r ;. t + *Version 24.5940.250' Company: 1% W Gilbert Engineering Date: •{ 5/11/2016 . Engineer: .; Wes Gilbert `" ' ; , ''' Page: 1/5' Project. - ,, 14-B-.83392 }'w Address: a 140 Yellowstone Drive,'Suite'1107 Phone: - `' (530) 809-1315 _ _ ' ' . _'•_ , E-mail. : • `:' wes@wgilbertengineering.com 1.Proiect information i w r �.., , nr , ' j k • ;i? r «,, , i, Customer company: Brad 8.Jacqueline HaII ^• 4. ,' Project description: Anchor B61ts and Base Plate Testing for Column' S ` Customer contact name: Dan Hays,— �, yt,'x ar • Footing at 1C & 3C x '$; R "} _ `' , •t ' 'z Customer e-mail: dan@ha ysassociates.com, Comment: ,Location: 4505 Dayton West Road, Chico, CA i r^ * {, 4r} g •.� , 1 s '.. p Fastening description � . ` , !, •. t '' a+, 1 f` ., ' . C. .r 'S tZ tom,, p, .• ,N'r. .4♦, ' y i.� yp M .. 2.`Input Data &Anchor Parameters f General t_: Base Material• • 'yi y• ,- x',: r` •� - '• Design method:ACl 318-11 ' t ' . " Concrete: Normal -weight. " , 3t, + Units: Imperial units r +, - t�•` , Concrete thickness, h (inch): 20.00 r - ,4^ - ` Y ,, ^ ♦ } -4 "� .� , , ♦ State: Uncracked �. -� * r • v t.. s I ' Anchor Information` k r' ` s . ?- '+r Compressive strength fc (psi): 2500* +ax t t, Anchor type: Cast -in-place r t r �' .r , °'" Wcv: 1.4 +, p Material: F1554 Grade 36 ;: °� Reinforcement condition: B tension; B shear Diameter (inch): 0.625 t° } �Y " Supplemental reinforcement. No Effective Embedment depth, het (inch): 7.000 "`�-• Reinforcement provided at corners: No �. •�, + '_ Anchor category:: 4` . ► ,' Do not evaluate concrete breakout in tension: No Anchor ductility:• Yes +� ,. +t L Do not evaluate concrete breakout in shear. No hmin (inch) 838 ' ' *'t� „ + * . "Ignore Edo requirement:,Yes Cmin (inch): 1:11 w r trY ,. N= > Build-up grout pad No , + Smin (Inch): 2.50 •• 4 s~ v rd� h' • • }.• j t.X x ,�iJ w"i•,1.s, '�, Base Plate ��^ W.,, -'.�. s- , ,f. • . .. r '} , - p-• p `Y. e•- r Load and Geometry. r `� *k , , Length x Width x Thickness (mch):8.00 x 7.00 x 0.25'- ~ Load factor source: 31.8 Section 9:2, c 3,' 'Load combination: not set S a -Y 1 .�-:`t. •, ! .. . ,, •'.^•,�.i . •. t « ., .-f' a f• .. .r^. i ,. _ - 3 Seismic design: Ni + 1 fL• r f Anchors subjected to sustained tension: Not applicable 'f Apply entire shear load at front row: No r" Anchors only resisting wind and/or seismic loads: Yes c : x7 ~ *MK ' -.� "• , Y, + �, ' r y r♦ 8000 Ib': r <Figure 1> 38001, .. ` ;. F M �YM - s' - p•F<. ,, '- 3800 ib • � '� " •`� � ft -lb rt F r � _, l f`• f .. S.. S 8•Si�k. �I� : f + � } rr • . _ rT � ' ` ., i• •� +F1: i« f1 a'v' � +,. � t c s r i l: yti F ♦ -.+. 4 � x - . ,l - 7 r 4,_ ..... ...................................._..-._.._.................... ' 5 i t with the existing circumstances 'the slandards'and guidelines must be checked for plausibility' Input data and results must be checked for agreemen '• . Si rusran Strung -Tie Company`Inc. 5956 W. Las`Positas Boulevard Pleasanton. CA 94588' Phone: 925.560.9000 Fax: 925.847.3871' www.stiongtie.com, r • `i p:,� �4 , , ,, � - is •r -' 4;. � � ,` � t ,, r . • Anchor'DesignerTm > Software -IIIII Version 2.4,.5940.250 FD Company: W Gilbert Engineering Date: 5/11/2016 , Engineer: Wes Gilbert Page: 2/5 Project: _ _ 14-B-83392 -Address: 140 Yellowstone Drive, Suite 110 Phone- (530) 809-1315 . E-mail: wes@wgilbertengineering.com- Anchor DesignerT"' Software Version 2.4.5940.250 Company: W Gilbert Engineering I Date: 5/11/2016 Engineer: Wes Gilbert I Page: 3/5 Project: 14-13-83392 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, Nu. (lb) Vua. (lb) Vu., (lb) J(VUa.)2+(Vuay)Z (lb) 1 4000.0 1900.0 1900.0 2687.0 2 4000.0 1900.0 1900.0 2687.0 Sum 8000.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 8000 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'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) Ns. (lb) 0 ONse (lb) 13100 0.75 9825 5 Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Nb = kcA.4f chart's (Eq. D-6) kc Aa is (psi) her (in) Nb (Ib) 24.0 1.00 2500 7.000 22224 3800.0 <Figure 3> 5374.0 ONcbg =0 (ANC / ANCO) y'ec,N y'ed,N PC,N y'cP,NNb (Sec. D.4.1 & Eq. D-4) Am (In Z) ANL. (In Z) Pec,N y'ed,N y'c,N WCP.N Nb (Ib) 0 ONcbg (lb) 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) ONpn = 0WcPNP = 091c,P8Ab19Pc (Sec. IDA. 1, Eq. D-13 & D-14) Pc,P Ab19 (int) f'c (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 Strongi'ie Cornpony Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Its l l'l l �-z'� I■ Anchor Designer TM Software Version 2.4.5940.250 8. Steel Strength of Anchor in Shear (Sec. D.6.1) Vsa (Ib) Ogrout 0 Ogroutovsa (lb) 7865 1.0 0.65 5112 Company: W Gilbert Engineering Date: 5/11/2016 Engineer: Wes Gilbert Page: 4/5 Project: 14-B-83392 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) Shear perpendicular to edge in y -direction: Vby = minJ7(/e/ de)° 2gda.legrcce,' 5; 9.i..4rcca,' SJ (Eq. 0-33 & Eq. D-34) la (in) da (in) Aa Pc (psi) ca, (in) Vby (Ib) 5.00 0.63 1.00 2500 13.33 20419 16V cby =0 (AVc/Avco)Ted,v`Pc,vPh,vVby (Sec. D.4.1 & Eq. D-30) Avc (int) Avca (in 2) 'Ped,v 'PC.V Ph,V Vby (Ib) 0 0Vcby (Ib) 600.00 800.00 0.925 1.400 1.000 20419 0.70 13882 Shear perpendicular to edge in x -direction: Vbx = minl7(la/da)02-1d..iagrcca115; 9.laOcca,' Sl (Eq. D-33 & Eq. D-34) - le (in) de (in) Aa rc (psi) ca, (in) Vbx (Ib) 5.00 0.63 1.00 2500 13.33 20419 OVcbgx = 0 (Avc/Avco)V/ec.vWed.VV,.v'Ph.VVbx (Sec. D.4.1 & Eq. D-31) Avc (In2) Avco (in 2) TBc.V 'Ped,V PC.v `Ph,V Vbx (Ib) 0 OVcbgx (lb) 600.00 800.00 1.000 0.903 1.400 1.000 20419 0.70 13545 Shear parallel to edge in x -direction: Vby = minl7(la/da)024d.,.Jrcca1' 5; 9A.4rcc.1' S1 (Eq. D-33 & Eq. D-34) /a (in) da (in) As rc (psi) ca, (in) Vby (Ib) 5.00 0.63 1.00 2500 13.33 20419 OVc& =0 (2)(AvcI Avco)Yed,v'Pc.v%.vVby (Sec. D.4.1 & Eq. D-30) Avc (in 2) Avc. (in 2) 'Ped.V WC.V 'Ph,V Vby (lb) is OVcbx (Ib) 600.00 800.00 1.000 1.400 1.000 20419 0.70 30016 Shear parallel to edge in y -direction: Vbx = minl7(l./da)02JdaAagNca115; 9Aa4rcc.11.51 (Eq. D-33 & Eq. D-34) /a (in) da (in) Aa N (psi) ca, (in) Vbx (lb) 5.00 0.63 1.00 2500 13.33 20419 OVcbgy = 0 (2)(AVc/Avco)%c.vV'ed,V'Pc,V'Ph,VVbx (Sec. D.4.1 & Eq. D-31) Avc (in 2) Avco (in 2) 'fec,V `Ped,V 'PC.V 'Ph,v Vbx (Ib) 0 0Vcbgy (Ib) 600.00 800.00 1.000 1.000 1.400 1.000 20419 0.70 30016 10. Concrete Pryout Strength of Anchor in Shear (Sec. D.6.3) OVcpg = Ok pkbg = Ok.p(ANc / ANco)'PagN'Ped,N'"c.N'Pcp,NNb (Eq. D-41 ) kcp ANc (in 2) ANco (in 2) ] Bc.N 'Ped,N 'PC.N VPcp,N Nb (Ib) 0 OVcpa (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) 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 SIMPSONAnchor Designer Software Version 2.4.5940.250 ;; Company: W Gilbert Engineering Date: 5/11/2016 1 Engineer: Wes Gilbert Page: 5/5 Project: 14-B-83392 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com Tension Factored Load, N.. (lb) Design Strength, oN� (lb) Ratio Status Steel 4000 9825 0.41 Pass (Governs) Concrete breakout 8000 22224 0.36 Pass Pullout 4000 13152 0.30 Pass Shear Factored Load, Vie (Ib) Design Strength, oW (lb) Ratio Status Steel 2687 5112 0.53 Pass (Governs) T Concrete breakout y+ 3800 13882 0.27 Pass T Concrete breakout x+ 3800 13545 0.28 Pass II Concrete breakout y- 1900 30016 0.06 Pass II Concrete breakout x- 3800 30016 0.13 Pass Concrete breakout, - - 0.39 Pass combined Pryout 5374 44449 0.12 Pass Interaction check N„.I^ V,,./OVn Combined Ratio Permissible Status Sec. D.7.3 0.41 0.53 93.3% 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. 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 s Software Version 2.4.5940.261 , Company: W Gilbert Engineering Date: 5/11/2016 Engineer: Wes.Gilbert Page:. 1/5 Project: 14-B-83392 Address: 140 Yellowstone Drive, Suite 110 Phone:,''- (530)809-1315 E-mail:,, wes@wgilbertengineering.com ' _ .....I. .............. .... 1.Proiect information _ . Customer company: Brad & Jacqueline Hall Project description: Anchor Bolts and Base Plate Testing for Column itustomer.contact name: Dan Hays Footing'at 2A & 2C Customer a mail:. dan@haysassociates.com Comment: - , Location: 4505 Dayton West Road, Chico, ,CA Fastening description. 2. Input Data &Anchor.Parameters GeneralBase Material Design method:ACl'318-1'1 Concrete:"Normal=weight Un, its. lmpenal:units.'Concrete thickness; h (in6h)'23.00 '::' State: Uncracked Anchor "Information Compre"sive §trerigth, f'� (p'si). 2500 Anchor type: Cast -in-place 4�c,v: 1.4 'Material: F1554'Grade 36 Reinforcement -condition: B tension; B shear Diameter (inch):, 0 750 '. Supplemental reinforcement No' Effective Embedment depth, hai{inch):, 9.000• Reinforcement provided at corners` No ' . Anchor category: Do not evaluate concrete breakout in tension: No Anchor ductility: ;Yes f ;; Donot,evaluate concrete breakout in shear: No' hm;, (inch): -10.50 , Ignore Edo requirement: Yes, Cmm (inch): 1.22;`- Build-up grout pad: No, Smin (inch): 3.00. Base Plate_ .Load and Geometry Length x Width x Thickness:(inch). 10 50 x 8.00 x 0:38 Load factor source: ACl 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 t Anchors only resisting wind and/or seismic loadss 1> 0Q 1b -Figure 7-1 � 1 i • Y 11� 0 Ib , , fl 0 ft -1b A • , y r , Input data "and results must be checked for agreement with the existing circumstances the standards and guidelines must,be checked for plausibility. ,. Simpson StrrnYq.Tie Crn lip, my Inc.', 5956 W, Las,Positas'Boulevard: Pleasanton; CA 94588 Phone: 925:560:9000 .Fax: 925:847.3871 www.strongtie.com Anchor DesignerTm B .., Software Version 2.4.5940.251 Company: W Gilbert Engineering I Date: 5111/201,6 Engineer:. Wes Gilbert Page: 2/5 Project: 14-13-83392 Address: 140 Yellowstone Drive, Suite 110 ' Phone: (530) 809-1315 'E-mail: . wes@wgilbertengineering.com SIMPSON Anchor DesignerTIVI Version 2.4.5940.251 =Stro��TieSoftware YZ Y Company: W Gilbert Engineering Date: 5/11/2016 . Engineer: Wes Gilbert Page: 3/5 Project: 14-B-83392 Address: • 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com 3. Resulting Anchor Forces Ns. (lb) 0 ONsa (lb) t 19370 0.75 14528 Anchor Tension load, Shear load x, . Shear load y, Shear load combined, Nb (lb) ' Nua (lb) Vuax (lb) Vuay (lb) q(Vuaz)'+(Vuay)' (lb) 1 3975.0 2925.0 2925.0 4136.6 ` 2 3975.0 2925.0 2925.0 4136.6 3 3975.0 2925.0 2925.0 4136.6 4 3975.0 2925.0 2925.0 4136.6 Sum 15900.0 - 11700.0 11700.0 16546.3 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (Ib): 15900 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'NX (inch): 0.00 01 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 ' a Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension(Sec. D.5.11 Ns. (lb) 0 ONsa (lb) t 4. Steel Strength of Anchor in Tension(Sec. D.5.11 Ns. (lb) 0 ONsa (lb) ' 19370 0.75 14528 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.2) Nb = kcA.4fchefl s (Eq. D-6) kc Aa Fc (psi) her (in) Nb (lb) ' • 24.0 1.00 2500 9.000 32400 ONcbg =0 (ANcI ANco)'1'ec,N' Ped,N9o,N9'cp,NNb (Sec. D.4.1 & Eq. D-4) ,. AN, (int) ANco (In Z) Tec,N Ved,N PC,N Y'cp,N Nb (lb) 0 ONcbg (lb) 961.00 729.00 1.000 1.000 1.25 1.000 32400 0.70 37372 6. Pullout Strength of Anchor in Tension (Sec. D.5.3) ONp„ _ O'Pc,pNp = OVfcP8Ab,9Pc (Sec. D.4.1, Eq. D-13 & D-14) y%,p Ab g (in Z) f'c (psi) 0 ONp„ (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 rie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SUMPSON W_,rM- • rr� m. • !tliTnSn T� . 1 8. Steel Strength of Anchor in Shear (Sec. D,A.6.11 V. (lb) ogmur 0 OgroutoVsa (lb) 11625 0.65 7556 Company: W Gilbert Engineering Date: 5/11/2016 Engineer: Wes Gilbert _ Page: 4/5 Project: 14-13-83392 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.6.21 Shear perpendicular to edge in y -direction: Vey = minj7(la/ de)° 2q daAeJf'cce,' 5; 9Ae4Pccw'•5j (Eq. D-33 & Eq. D-34) Ie (in) de (in) Aa Pc (psi) ca, (in) Vby (Ib) 6.00 0.75 1.00 2500 15.33 27019 41Vcbgy = 0 (Avc/Avco)'Pec,v'ed,vVxc,v'Ph,vVby (Sec. D.4.1 & Eq. D-31) da (in) Aa fc (psi) ca, (in) Avc (in 2) AVco (in 2) 'Pecy Pad.V Pc,v Vh,V Vby (Ib) 0 OVctgy (Ib) 989.00 1058.00 1.000 0.954 1.400 1.000 27019 0.70 23622 Shear perpendicular to edge in x -direction: Avco (inZ) 'Pep.v Wed.V V c.v Vbx = minj7(la/da)021Ida iaVfcce,' 5; 9Ae4fcce,'•5l (Eq. D-33 & Eq. D-34) 989.00 1058.00 1.000 1.000 le (in) de (in) Aa Pc (psi) ca, (in) Vb. (Ib) 6.00 0.75 1.00 2500 15.33 27019 OVcbgx = 0 (Avc/Avco)Wec.vV'od.v'Pc.vVh,vVbx (Sec. D.4.1 & Eq. D-31) Avc (int) Avco (int) 'Pec,v 'Ped,v 'PC,v Ph,V Vbx (Ib) 0 16Vcbgx (Ib) 989.00 1058.00 1.000 0.954 1.400 1.000 27019 0.70 23622 Shear parallel to edge in x -direction: Vey = minj7(fe/da)124deAa4fcce,' S; 911a*cca1'-51 (Eq. D-33 & Eq. D-34) la (in) da (in) Aa fc (psi) ca, (in) Vby (Ib) 6.00 0.75 1.00 2500 15.33 27019 OVcbgx = Q1 (2)(Avc/Avco).'Pec,v'Ped.v'Pc,vVxh,vVby. (Sec. D.4.1 & Eq. D-31) Avc (int) " Avco (inZ) 'Pep.v Wed.V V c.v 'Ph.v Vey (Ib) 0 OVcbgx (lb) 989.00 1058.00 1.000 1.000 1.400 1.000 27019 0.70 49503 Shear parallel to edge in y -direction: Vbx = minl7(le/de)02-\IdeAagfcce,' 5; 9Aa4fcca,t 51 (Eq. D-33 & Eq. D-34) le (in) da (in) Aa fc (psi) ca, (in) Vbx (Ib) 6.00 0.75 1.00 2500 15.33 27019 OVcbgy = 0 (2)(Avc/AVco)'Pec,V'Ped,V9xc,vVh,VVbx (Sec. D.4.1 & Eq. D-31) Avc (in 2) Avco (in') 'Pac,v 'Ped,V V'c,v Th,V Vox (Ib) 0 0Vcbgy (Ib) 989.00 1058.00 1.000 1.000 1.400 1.000 27019 0.70 49503 10 Concrete Pryout Strength of Anchor in Shear (Sec. 6.6.3) OVcpg = OkcpNcbg = okcp(ANc/ ANco)'Pec,NV"ed,N'Pc,N'Pcp,NNb (Eq. D-41) , kcp ANc (In2) ANco (in 2) 'P86.N %d,N 'PC.N V cp,N Nb (Ib) 0 OVcpg (Ib) 2.0 961.00 729.00 1.000 1.000 1.250 1.000 32400 0.70 74744 11. Results Interaction of Tensile and Shear Forces (Sec. D.71 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Sirnpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com bnwrbUN • 0 a% F, - - Strom -T% Company: W Gilbert Engineering Date: 5/11/2016 Engineer: Wes Gilbert Page: 5/5 Project: 14-6-83392 Address: 140 Yellowstone Drive, Suite 110 Phone: (530) 809-1315 E-mail: wes@wgilbertengineering.com Tension Factored Load, Nua (lb) Design Strength, oNn (lb) Ratio Status Steel 3975 14528 0.27 Pass Concrete breakout 15900 37372 0.43 Pass (Governs) Pullout 3975 17856 0.22 Pass Shear Factored Load, Via (lb) Design Strength, OW (lb) Ratio Status Steel 4137 7556 0.55 Pass T Concrete breakout y+ 11700 23622 0.50 Pass T Concrete breakout x+ 11700 23622 0.50 Pass II Concrete breakout y- 5850 49503 0.12 Pass II Concrete breakout x- 5850 49503 0.12 Pass Concrete breakout, - 0.70 Pass (Governs) combined Pryout 16546 74744 0.22 Pass Interaction check N.aI^ V„a/¢Vn Combined Ratio Permissible Status Sec. D.7.3 0.43 0.70 112.6% 1.2 Pass 3/4"0 Heavy Hex Bolt, F1554 Gr. 36 with hef = 9.000 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. 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 PERMIT # NT SERVICES BUTTE COUNTY DEVELOP E REVIEWED FOR CODE COMPLIANCE BY DATE j-1031 BUTTE COUNTY I MAY 13 2016 DEVELOPMENT SERVICES �7 • 0 0 C 0 0 0 0 ��u dngy fie, s..ei, =.z ACCREDITED AC472 bfVI510r1 Of �toleifSOrlC�co lt}Corpoatron� Office: (800) 941-2291 (509)244-5611 2714 S. Garfield Road Fax: (509) 244-2850 Airway Heights, WA 99001-9595 hftp://www.garcobuildings.com May 02, 2016 THE STEEL BUILDER 1351 MANGROVE AVENUE -SUIT A CHICO, CALIFORNIA 95926 14-B-83392 (REVISED) Brad & Jacqueline Hall 4505 Dayton West Rd. -Chico, CA 95928 30'-0" x 50'-0" x 18'-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 Garco Building Systems. The attached design criteria information is to remain with and form part of this, Letter of Certification. This letter voids and supersedes the previous Letter of Certification, dated April 29, 2015. The calculations and the metal building they represent are the product of Garco Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Garco Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially, Garco Building Systems Materials for Metal Buildings An NCI Company Bejun Anklesaria, P.E. Engineer IV 14-B-83392 Mailing Address: Garco® Building Systems • 2714 S. Garfield Road Airway Heights, WA 99001 Page 1 of 2 Office: (800) 941-2291 (509)244-5611 Fax: (509) 244-2850 5/2/16 0 0 0 r L 0 0 0 E7 0 �il1lf,il�®. 10S ACC ACCREOITEI) AC472 nl+�Isioriof Robi'�tsortyCeapftorpgratio;ti, Office: (800) 941-2291 (509) 244-5611 2714 S. Garfield Road Fax: (509) 244-2850 Airway Heights, WA 99001-9595 http://www.garcobuildings.com Building Code ....................... CBC 13 Risk Category ........................ II - Normal Roof Dead Load Superimposed .................... 2.000 psf Collateral ...................... 5.000 psf Roof Live Load ....................... 12/20.00 psf Snow Ground Snow Load (Pg)........... 0.0000 psf Snow Load Importance Factor (Is) 1.0000 Flat Roof Snow Load (Pf)........ 0.0000 psf Snow Exposure Factor (Ce)....... 1.0000 Thermal Factor (Ct) .............. 1.2000 Wind Ultimate Wind Speed ................ 110 mph Nominal -Wind Speed (Vasd).......... 85.21 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 27.923 psf pressure -37.318 psf.suction Other Areas 27.923 psf pressure -30.290 psf suction These values are the.maximum values required based on a 10 sq ft area. 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 .............................. 0.6032 g Sds ..... 0.5297 g Sl .............................. 0.2740 g Shc ..... 0.3383 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) 0.163 0.163 0.163 Design Base Shear in kips (V) Transverse 3.01 Longitudinal 2.69 Basic Structural System (from ASCE 7-10 Table 12.2-1) H - Steel System not Specifically Detailed for Seismic Resistance C4 - Steel Ordinary Moment Frames B3 - Steel Ordinary Concentric Braced Frames G2 - Cantilevered Column System 14-B-83392 Mailing Address: Garco® Building Systems 2714 S. Garfield Road Airway Heights, WA 99001 Page 2 of 2 Office: (800) 941-2291 (509)244-5611 Fax: (50%244-2850 5/2/16 • • 7 • L� • MC G-„ 7 CALCULATIONS PACKAGE BUILDER: THE STEEL BUILDER CUSTOMER: TDA - GARAGE JOB NUMBER: 14-11-83392 TABLE OF CONTENTS Original Design Completed thru Change Order. # 0 Revision History Update Date Rev # Reactions Reason for Revision Pages Revised Revised Eng. Project Engineer: Gaddam Veena Checking Engineer: Edupaganti Srineela Signing Engineer: Bejun Anklesaria, P.E. Page Design Criteria 1-2 Building Sketch 3 Design summer 4-10 Loads & Reactions 11-20 Seismic Design 20-22 Original Design Completed thru Change Order. # 0 Revision History Update Date Rev # Reactions Reason for Revision Pages Revised Revised Eng. Project Engineer: Gaddam Veena Checking Engineer: Edupaganti Srineela Signing Engineer: Bejun Anklesaria, P.E. O O O Ln lV m7 I O Ri (T) m m Pq d- N� 7 Ln 14-B-8339.2 FRAMING SUMMARY: Roof 4/29/15 6:51am PURLIN LAYOUT: -------------- Surface Purlin Surf. Ext Stub-Purlin Total Peak-Set_Space- Id Type Left Right Left Right Rows ------- ------ Space Space Row • ----- ----- ---- ----- ----- 2 ZB 0.00 0.00 N N 3 ----- ----- 1.33 4.71 --- 3 " 3 ZB 0.00 0.00 N N 3 1.33 4.71 3 PURLIN LOCATION: ---------------- Surface Purlin Surf Id Id Offset Space ------ ------ ------ ----- 2 1 4.71 4.71 2 9.42 4.71 3 14.13 4.71 15.46 1.33 3 1 1.33 1.33 • 2 6.04 4.71 3 10.75 4.71 15.46 4.71 PURLIN & EAVE STRUT SIZE: ------------------------- Surface Bay-Purlin &p- IS_Flg Eave • Id Id Part Left Right Strap Strut 2 �l 10X25Z14 3.00. 0 10ES3L14• 2 10X25Z14 3.00 0 10ES3L14 ` 3 1 10X25Z14 3.00 0 10ES31,14 2 10X25214 3.00 0 10ES3L14 • ROOF BRACING: ------------- Bay Attach -Locate Id Start End Type Part Dia 2 0.00 15.00 Cable WC4 0.250 •• 15.00 30.00 Cable WC4 0.250 BOLT AT EAVE STRUT: ------------------ a Wall Frame _Line Lap ------- Bolt -Size ------ Id Id Type Plate No. Type Dia washer • 2 1 EW - 2 A325 0.500 0 2 2 RF N 2 A325 0.500 0 2 3 EW - 2 A325 0.500 0 4 1 EW - 2 A325 0.500 0 .4 2 RF N 2 A325 0.500 0 4 3 EW - 2 A325 0.500 0 PURLIN ANTI -ROLL: ----------------- , Surf Line Ds_ARoll No. 4 ' 5/2/16 Id Id AntiRoll Type Id Purlin Purlin Id 2 L EW- Clip w/gusset @002 2 2 3 2 RF Clip w/gusset @005 2_ 2 3 2 R EW Clip w/gusset @002 2 2 3 3 L_EW Clip w/gusset @002 2 1 2 3 RF Clip w/gusset @005 2 1 2 3 R_EW Clip w/gusset @002 2 1 2 ------------ 14-B-83392 FRAMING SUMMARY: Left Endwall 4/29/15 6:51am • RAFTER:. Rafter Surf Id Id Part Length 1 •2 10F25C12 15.46 • 2 3 10F25C12 15.46 x 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: Column Grid Base_Clip_Bolts•---Top_Bolts--- Id Offset Line Part Length No. Type Dia No. Type Dia • 1 0.67 C 8F25C16 16.43 0 4 A325 0.500 2 13.00 B W8X10 19.51 0 4 A325 0.500 3 29.33 A 8F35C14 16.43 0 4 A325 0.500' BASE PLATE: . Column --=---- Plate ------ -----------Bolt---------- Base Id •Type Width Length Thick Type Dia Gage Row ------ ---- ----- ------ ----- ----- Elev 1 EB 7.00 8.00 0.250 GR36 0.625 3.00 .1 0.00 2 EB 6.00 •8.00 0.375 GR36 0.625 3.00 2 0.00 3 EB 7.00 8.00 0.250 GR36 0.625 3.00 1 0.00 OPENING LAYOUT: • --Open -----Bay------------Opening Size------ . Id Id Offset Width Height, Sill Note } 1 2 2.00 12.00 14.00 ' 0.00 OPENING JAMB/HEADER/SILL: • --------------------- Open Bay . Id Id Member Offset Locate Part Length ---- --- ------ ------ ------ -------- ------- 1 2 Jamb -L. 2.00 0.00 8F25C16 14.67 Jamb -R 14.00 0.00 8F25C16 14.67 Header 14.00 2.00 8F25C16 12.00 GIRT LAYOUT: ------------ • 5 '5/2/16 6 , 5/2/16 0 Bay Bay_Offset --Support- ----Lap---- Flg " Id Locate Type Part Start End --- ------ Left Right Left Right Rot ------------ ----- ----- 1 7.33 ZF 8X25Z16 0.00 13.00 ---- ----- Col Col ----- ----- 0.00 0.00 --- D 14.67 ZF 8X25Z16 0.00 13.00 Col Col 0.00 0.00 D ------ ------------ ----- ----- ---- ----- ----- ----- --- 2 7.33 ZF 8X25Z16 0.00 2.00 Col Jamb 0.00 0.00 D 7.33 ZF 8X25Z16 14.00 17.00 Jamb Col 0.00 0.00 D 14.67 ZF 8X25Z14 0.00 17.00 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 ----- ------ ---------------------- 1 0.00 7.33 Cable WC4 ----- 0.250 7.33 19.51 Cable WC4 0.250 • 14-B-83392 FRAMING SUMMARY: Right Endwall 4/29/15 6:51am RAFTER: Rafter Surf Id Id Part Length • ---- ------------ ------ 1 2 10F25C12 15.46 2 3 10F25C12 15.46 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: Column Grid Base_Clip_Bolts --- Top_Bolts--- • Id Offset Line Part Length No. Type Dia No. Type Dia ' 1 0.67 A- 8F35C14 16.43 0 4 A325 0.500 2 17.00 B W8X10 19.51 0 4 A325 0.500 3 29.33 C 8F25C16 16.43 0 4 A325 0.500 BASE PLATEN ----------- Column-------Plate-----------------Bolt---------- Base Id Type Width Length Thick Type • ------ ---- ----- Dia Gage Row, Elev ------ ----- ----- 1 EB 7.00 8.00 0.250 GR36 ----- ----- 0.625 3.00 ---- 1 ----- 0.00 2 EB 6.00 8.00 0.375 GR36 0.625 3.00 2 0.00 3 EB 7.00 8.00 0.250 GR36 0.625 3.00 1 0.00 OPENING LAYOUT: --------------- 6 , 5/2/16 0 Open -----Bay----- ------- Opening_Size------ Id Id Offset Width ---- ---- ------- Height Sill Note ------- 1 1 3.00 12.00 ------- 14.00 ------- 0.00 ------------- OPENING JAMB/HEADER/SILL: • ------------------------- Open Bay Id Id, Member Offset ---- --- ------ ------ Locate ------ Part -------- ------- Length' 1 1 Jamb -L 3.00 0.00 8F25C16 14.67 Jamb -R 15.00 0.00 8F25C16 14.67 • Header 14.00 3.00 8F25C16 12.00 GIRT LAYOUT: ------------ Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot 1 7.33 ZF 8X25Z16 0.00 3.d0 Col Jamb 0.00 0.00 D 7.33 ZF 8X25Z16 15.00 17.00 Jamb Col 0.00 0.00 D 14.67 ZF 8X25Z14 --- ------ ---- 0.00 17.00 Col Col 0.00 0.00 D -------- 2 7.33 ZF 8X25Z16 ----- 0.00 ----- 13.00 ---- Col ----- Col ----- 0.00 ----- 0.00 --- D 14.67 ZF 8X25Z16 0.00 13.00 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 7.33 Cable WC4 0.250 7.33 19.51 Cable WC4 0.250 14-B-83392 FRAMING SUMMARY: Front Sidewall 4/29/15 6:51am GIRT LAYOUT: • Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End• Left Right Left Right Rot ' 1 7.33 ZB 8X25Z14 0.00 25.00 Col Col : 0.00 2.00 D 12.33 ZB 8X25Z16 --- ------ 0.00 25.00 Col Col 0.00 2.00 D ------------ 2 7.33 ZB 8X25Z14 ----- 0.00 ----- 25.00 ---- Col ----- Col ----- 2.00 ----- 0.00 --- D 12.33 • ZB 8X25Z16 0.00 25.00 Col Col 2.00 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 18.00 -------- Cable -------- WC4 ----- 0.250 14-B-83392 FRAMING SUMMARY: ------------ Back Sidewall 4/29/15 6:51am GIRT LAYOUT: ------------ Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type --- ------ ---- Part Start End Left Right Left Right Rot 1 7.33 ZB -------- 8X25Z14 ----- 0.00 ----- 25.00 ---- ----- Col Col ----- ----- 0.00 2.00 --- D . 12.33 ZB --- ------ ---- 8X25Z16 0.00 25.00 Col Col =--- 0.00 2.00 D 2 7.33 ZB -------- 8X25Z14 ----- 0.00 ----- 25.00 ----- Col Col ----- ----- 2.00 0.00 --- D 12.33 ZB 8X25Z16 0.00 25.00 Col Col 2.00 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 1 0.00 18.00 Cable WC4, 0.250 14-B-83392 FRAMING SUMMARY:'Rigid Frame 1 4/29/15 6:51am LAYOUT: --Type RF No. Line 1 Frame Line Id 2 Grid Line Id 2 MEMBER: Surf Mem Seg Flange Flange -Web_Depth- -Plate-Thickness- Id Id 'Id Part Length Width Start End Web O-flg I-flg 1 1 1 17.28 5.00 10.00 15.00 0.134 0.250 0.250 2 2 2 13.65 5.00 10.00 10.00 0.134 0.250 0.250 3 3 3 13.65 5.00 10.00 10.00 0.134 0.250 0.250 4 4 4 17.28 5.00 15.00 10.00 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 0.500 A325 0.750 3.00 2 --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 r 6.00 0.500 A325 0.750 3.00 2 4.00 2 4.00 . 8 5/2/16 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 7 ---- 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 ---- ------ ---- ---- ------ 1 2 1 L2X2X14G 2 1 1 L2X2X14G 2 3 1 L2X2X14G 3 1 1 L2X2X14G 3 3 1 L2X2X14G 4 2 1 L2X2X1.4G . BEARING STIFFENER: ------------ Locate Width Thick Lt Column 2.50 0.250 Rt Column 2.50 0.250 SPLICE BOLT TAPE YmL g Bc4 M T SP -1 44 2 Db SP -2 4 1 0 AVb J 4' Y 4 � � Bplry y�� IOIFD) �2 Qr 's � Ilett 160 0.15 F52-0 10 5/2/16 f1fAItANCE + - - C A RIGID FRAME ELEVATION: FRAME LINE 2 GENERAL NOTES: 159E DOE ocaarow Br aro 10 f. ALL BMW A05 RBI A2W-W TWE f Mn G(EAER 141 1 C 0MIE7FR AE SUM AS PRUDG FED ADS N ACCOFONCE RIR 11E FOR D 4tAIIE FCR UUM 16W LM /�� N�/�/� Mi1N BIt� � DU L oyer d Om. m" ma Z4 � 1 �j sn&cR&L ADS USM ASrR AHS OR A4N1 'IN aAE J6 FRODEDW OW BE AMRSED BT USNO I IUOFOW IEIIIOD OF �I�I ��0 wk Im 141 -JM . C, CRER D ERDCK TW OFF' TYPE IDEM CONTROL BODS OR No BW 770 IEIDDat AS ILfiPUEIE TD TIE BMW= AGM AND BIAM E6'UL1An11 ESEcIDx MMEPoR PIE -1E1901® ARs SFPJiifNl41 FOR SIRICIII+A A11s saml B21 UTIs n1M-oHErt mxo0 TDI - aW6E COMM 11E sm Mtn om iG E mum smm a1BE.Stm. TIE maEEID1s a Ds PRDELi AE for sts am0u. _ 1DDOue S7mIE1D6 wraPal ®us 2 ALL N1D ONEH.7D6 ti S801 W F&IDG MU BE BMTED RDI AM BCM aU DOE SNE RPSE BLRM D A ME ER OW N/HR 6 F6DLL A11 FU714. 90Q5 Of 00L M AND RAFTER AS 9M 4/e/fS NTS 1 A 14-B-83392 E6 10 5/2/16 14-B783392 Design Loads For Building Components: 4/29/15 6:51am FRONT SIDEWALL: --------------- BASIC LOADS: ----- Edge_Strip_Ratio----- Basic Wind_ Load_ Ratio Zone Col/, Wind Deflect Factor Width Girt Panel Jamb 23.7 1.00 0.60 3.00 1.07 '1.23 1.07 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 22.5 -24.6 Girt/Header 27.9 -30.3 Panel 22.5 -24.6 Jamb 35.5 -23.7 Parapet BACK SIDEWALL: --------------- BASIC LOADS: ----- Edge_Strip_Ratio----- Basic Wind_ Load_ Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 23.7 0.43 0.60 3.00 1.07 1.23 1.07 • WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 22.5 -24.6 Girt/Header 27.9 -30.3 Panel 22.5 -24.6 Jamb 35.5 -23.7 Parapet LEFT ENDWALL: -------------- BASIC LOADS: ---- Edge_Strip_Ratio---- i 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 5.0 20.0 0.0 0.0 23.7 0.43 0.60 3.00 1.07 1.23 1.07 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead . Girt Load Wind Seismic 2.00 0.21 0.95 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 22.5 -24.6 Column 22.5 -24.6 Girt/Header 22.5 -24.6 Jamb 27.9 -30.3 Panel 35.5 -23.7 Parapet 5/2/16 0 u 4 L 35.5 -23.7 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 -0.63 0.76 -0.27 0.40 -0.63 -0.64 0.00 2 -1.03 -0.69 -0.67 -0.33 -1.03 -0.69 -1.03 0.00 3 -0.69 -1.03 -0.33 -0.67 -0.69 -1.03 -0.62 0.00 4 -0.63 0.40 -0.27 '0.76 -0.63 0.40 -0.64 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live-----Add_Snow- Wind 1 Wind 2 Long Wind Column Wind Long Trar. No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seib 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 O.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 O.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 O.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 O.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 0.0C 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 O.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 O.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 O.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 O.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 O.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 O.00 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 O.00 13 i.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 O.00 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 O.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 O.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 O.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 O.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 O.00 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 O.00 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 O.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 O.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 0.7C 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 -0.7C 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 0.52 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 -0.5t 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 0.5- 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 -0.52 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 0.7C 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 -0.7C 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 12 5/2/16 RIGHT ENDWALL: -------------- ------------- Locate ------------- Coef Locate Coef 15.46 0.67 15.46 STEPPED LOAD COEFFICIENTS: 0.50 15.46 1.00 Basic Location No. ------------- No. Load Use Id Step Locate Coef WINDLI - 2 2 15.00 1.00 WINDRI - 3 2 0.46 0.67 WINDL2 R 2 2 15.00 1.00 WINDR2 R 3 2 0.46 0.50 WINDL2 C. 2 2 15.00 1.00 WINDR2 C 3 2 0.46 0.67 RIGHT ENDWALL: -------------- ------------- Locate ------------- Coef Locate Coef 15.46 0.67 15.46 1.00 15.46 0.50 15.46 1.00 15.46 0.67 15.46 1.00 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 5.0 20.0 0.0 0.0 23.7 0.43 0.60 3.00 1.07 1.23 1.07 BASIC LOADS AT EAVE: Seis Seis - Seis ---Torsion--- Dead Girt Load Wind Seismic 2.00 0.21 0.95 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 22.5 -24.6 Column 22.5 -24.6 Girt/Header 22.5 -24.6 Jamb 27.9 -30.3 Panel 35.5 -23.7 Parapet 35.5 -23.7 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 11 0.40 -0.63 0.76 -0.27 0.40 -0.63 -0.64 0.00 2 --1.03 -0.69 -0.67 -0.33 -1.03 -0.69 -1.03 0.00 • 3 -0.69 -1.03 -0.33 -0.67 -0.69 -1.03 -0.62 0.00 4 -0.63 0.40 -0.27 0.76 -0.63 0.40 -0.64 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live--- --Add-Snow- Wind 1 Wind 2 Long Wind Column -Wind. Long Trar. No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seif 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 6.0C • 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 O.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 O.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 O.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 O.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 0.0C 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 O.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 O.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 O.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 O.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 O.00 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 O.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 O.00 14 0.60 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 O.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 O.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 O.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 O.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 O.00 13 5/2/16 0 ROOFDES: BASIC LOADS: Dead Coll Live Snow Rain Load Load Load Load Load 2.0 5.0 20.0 0.0 0.0 Basic Wind_ Load_ Ratio Surface Seis % Wind Deflect Factor Friction Factor Snow 23.7 0.43 0.60 0.00 1.000 0.00 WIND PRESSURE/SUCTION: Wind Wind 'Wind Press Suct Suct-Roof 16.0 -23.2 Purlins 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 O.00 -5.9 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 0.00 Id Id 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 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 0.7C 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 -0.7C 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 0.5-� 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 -0.5- 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 0.5-� 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 -0.5: 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 0.7C 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 -0.7C 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. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI - 2 2 15.00 1.00 15.46 0.67 WINDRI - 3 2 0.46 0.67 15.46 1.00 WINDL2 R 2 2 15.00 1.00 15.46 0.50 WINDR2 R 3 2 0.46 0.50 15.46 1.00 WINDL2 C 2 2 15.00 1.00 15.46 0.67 A WINDR2 C 3 2 0.46 0.67 15.46 1.00 0 ROOFDES: BASIC LOADS: Dead Coll Live Snow Rain Load Load Load Load Load 2.0 5.0 20.0 0.0 0.0 Basic Wind_ Load_ Ratio Surface Seis % Wind Deflect Factor Friction Factor Snow 23.7 0.43 0.60 0.00 1.000 0.00 WIND PRESSURE/SUCTION: Wind Wind 'Wind Press Suct Suct-Roof 16.0 -23.2 Purlins • 0.0 -52.1 Gable Extensions 16.1 -25.6 Panels 13.7 -2.6 -16.3 Long Bracing, Building 18.7 -5.9 Long Bracing, Wall Edge Zone 35.5 -23.7 18.9 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 9 1 0.00 0.00 1.00 1.00 1.00 1.00 14 5/2/16 0 15 5/2/16 3 0.00 3.00 1.00 1.41 1.00 1.73 4 3.00 0.00 1.00 1.41 1.00 1.73 5 0.00 3.00 1.00 1.41 1.00 1.73 6 3.00 0.00 1.00 1.41 1.00 1:73 7 3.00 3.00 1.00 2.22 1.00 2.57 8 3.00 3.00 1.00 2.22 1.00 2.57 9 3.00 3.00 1.00 2.22 1.00 2.57 10 3.00 3.00 1.00 2.22 1.00 2.57 3 9 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 3.00 1.00 1.41 1.00 1.73 4 3.00 0.00 1.00 1.41 1.00 1.73 5 0.00 3.00 1.00 1.41 1.00 1.73 6 3.00 0.00 1.00 1.41 1.00 1.73 7 3.00 3.00 1.00 2.22 1.00 2.57 8 3.00 3.00 1.00 2.22 1.00 2.57 9 3.00 3.00 1.00 2.22 1.00 2.57 10 3.00 3.00 1.00 2.22 1.00 2.57 2 2 1 1 0.00 0.00 1.00 1.00 1.00 1.00 3 1 1 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: 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 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 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 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 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 0.70 0 0.00 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 0 15 5/2/16 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 5.0 12.0 0.0 0.0 23.7 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 1.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf--Wind_1-----Wind-2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.30 -0.55 0.66 -0.19 -0.63 -0.63 0.00 2 -0.87 -0.61 -0.51 -0.25 -0.87 -0.55 0.00 3 -0.61 -0.87 -0.25 -0.51 -0.55 -0.87 0.00 4 -0.55 0.30 -0.19 0.66 -0.63 -0.63 0.00 DESIGN LOADS: -Load- ---Live-----Add Snow- --Wind - --Wind - Long_Wind --Seismic- No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Tran 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 .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 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 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 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 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 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 • 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 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 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 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 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 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 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 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 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 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 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 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 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 • 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 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 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 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 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 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 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 • 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 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 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 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 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 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 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 35 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 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 16 5/2/16 Pm Lelm Lm 0 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 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 0. 40 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 0.00' 0.00 0 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 Q. 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 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 0.' 44-1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.95 0.00 0.00 0.00 0.00 0.00 0 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 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 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 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 0. 49 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 0.00 0.00 0.00 0 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 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 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 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 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 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 0. 56 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0100 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0. S7 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 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 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 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 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 0. X62 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 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 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 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 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 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 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 0. STEPPED LOAD COEFFICIENTS: BasicSurf No. ------------- ------------- ------------- No._ Load Id Step Locate Coef Locate Coef Locate. Coef 4 WINDLI 2 2 15.00 1.00 15.46 0.71 WINDRI 3 2 0.46 0.71 15.46 1.00 WINDL2 2 2 15.00 1.00 15.46 0.50 WINDR2 3 2 0.46 0.50 15.46 1.00 17 5/2/16 0 BUILDING BRACING REACTIONS: --------------------------- ------Reactions(k )------- �j r 14-B-83392 Reactions, Anchor Bolts, & Base Plates: 4/29/15 6:51am -------------------------------------------------------------------------------- ----------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 8 0.0 -3.1 8 0.0 -3`.1 --- 2 ----- 0.625 ----- 7.00 ----- ----- 8.00 0.250 9 0.0 2.8 1 B 10 2.1 -4.8 11 -1.9 -2.7 4 0.625 6.00 8.00 0.375 3 0.0 6.7 10 2.1 1 A 12 0.0 1.2 12 0:0" -1.2' 2 0.625 7.00 8.00 0.250_ 3 0.0 2.5 ----- 3 ------ -- ----- ----- -- ----- ----- A... 13 @0:.107713-1:2 0.0 -1.2 --- 2 ----- 0.625 ----- 7.00 ----- ----- 8.00 0.250 3 0.0 3 B 8 2.1 -4.8 14 -1.9 -2.7. 4 0.625 6.00 8.00 0.375 . 3 0.0 6.7 8 2.1 -4.8 3 C 10 0.0 -3.1 10 0.0 -3.1 2 0.625 7.00 8.00 0.250 15 0.0 2.8 ----- 2 ------ -- ----- ----- -- ----- ----- C 1 3.7 62 -4.5 -4.0 --- 4 ----- 0.750 ----- 6.00 ----- ----- 10.50 0.375 3. 2.0 9.4' 4 -3.5 -6.4 2 A 5 4.5 -4.0 6 -3.7 6.1 4 0.750 6.00 10.50 0.375 3 -2.0 9:4 7 3.5 -6.4 -----------------------------------------------------------------------------' LOAD COMBINATIONS: ------------------ Id Combination ---- 1 ------------------------------ Dead+Collateral+0.75Live+0.45Wind_Rightl 2 0.6Dead+0.6Wind_Left2 3 Dead+Collateral+Live 4 0.6Dead+0.6Wind_Leftl 5 0.6Dead+0.6Wind Right2 6 Dead+Collateral+0.75Live+0,45Wind_Leftl 7 0.6Dead+0.6Wind_Rightl 8 0.6Dead+0.6Wind Left2+0.6Wind Suction 9 Dead+Collateral+0.75Live+0.45Wind_Right2+0.45Wind_Suction ,. 10 0.6Dead+0.6Wind_Right2+0.6Wind_Suction 11 0.6Dead+0.6Wind_Pressure+0.6Wind_Longl 12 0.6Dead+0.6Wind_Suction+0.6Wind_Long2 13 0.6Dead+0.6Wind_Suction+0.6Wind_Longl 14 0.6Dead+0.6Wind_Pressure+0.6Wind_Long2 15 Dead+Collateral+0.75Live+0.45Wind Left2+0.45Wind Suction 14-B-83392 Bracing Reactions Report: 4/29/15 6:51am BUILDING BRACING REACTIONS: --------------------------- ------Reactions(k )------- �j r 19 5/2/16 ---Wall-- Col ----Wind---- --Seismic--- Panel_Shear(lb/ft) Loc Line Line Horz Vert Horz Vert Wind Seismic ---- L-EW ---- 1 ------- C ,B ----- 2.41 ----- 3.82 ----- ----- ------ 0.73 1.16 ------- F_SW A 2 ,3 2.89 1.85 1.34 0.86" R EW 3 B ,C 2.41 3.82 0.73 1.16 B SW C 3 2 2.90 1.86 1.35 0.86 Reaction values shown are unfactored. Maximum load combination factors are: Wind : 0.60 y Seismic: 0.70 . 14-B-83392----------Additional-Reactions Report: 4/29/15 6:51am 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 0.2 ----- 1.4 ----- 0.5 ----- ----- ----- .2.4 1.2 5.6 ----- ----- ----- -6.2 -12.1 4.5 ----- -4.2 2 A -0.2 1.4 • -0.5 '2.4 -1.2 5.6 y -4.5 -4.2 6.2 -12.1 . 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, -7.7 -8.1 2.9 -0.2 3.0 -10.1 2.1 -9.4 -1.0 -1.2 2 A -2.9 -0.2 7.7 -8.1 -2.1 -9.4 -3.0 -10.0 -1.0 1.2 Frame Col -Seis_Right -Seis_Long- Line ----- Line ------ Horz ----- Vert ----- Horz ----- Vert ----- 2 C 1.0 1.2 0.0 -1..1 •• 2 A 1.0 -1.2 0.0 -1.1 Endwall - - - - - - Column - - - - - - - Reactions(k ) - - - - - - - - - - - - - - - - Frame Col Dead Collat Live Wind_Leftl Wind_Rightl Wind_Left2 Line ----- Line ---- Vert ----- Vert ----- Vert Horz Vert Horz Vert Horz Vert 1 C 0.2 0.3 ----- 1.1 ----- ----- ----- 2.4 -5.3 ----- ----- 0.0 3.2 2.4 ----- -5.3 1 .' B 0.8 1.2 4.7 0.0 -0.6 2.4 -8.8 0.0 -0.6 1 A 0.3 0.5 1.8 0.0 -1.8 .0:0 -2.1 0.0 -1.8 Wind Wind Frame Col Wind_Right2 Press Suct Wind_Longl Wind_Long2 Line Line Horz Vert Horz. Horz Horz Vert Horz Vert 19 5/2/16 1 C 0.0 3.2 0.00 10.00 0.0" -0.8 0.5 -1.5 1 B 2.4 -8.8 -3.1 3.4 0.5 -5.3 0.0 -3.7 1 A 0.0 -2.1_ 0.00 0.00 0.0 -1.3 0.0 -2.3 Frame Col Seismic Left Seismic -Right Line - Line Horz Vert -- Horz Vert -- 1 C 0.9 -1.5 0.0 1.7 1 B 0.0 1.5 0.9 -1.7 1 --------------------------------------------=--------------------------------- A 0.0 0.0 0.0 0.0 ' 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 0.5 1.8 0.0 -2.1 0.0 -1..8 0.0 -2.1 3 -B 0.8 1.2 4.7 2.4 -8.8 0.0 -0.6 2.4 -8.8 3 C 0.2 0.3 1.1 0.0 3.2 2.4 -5.3 0.0 3.2 • 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 -1.8 0.00 0.00 0.0 -2.3 0.0 -1.3 3 `B 0.0 -0.6 -3.1 3.4 0.0 -3.7 0.5 -5.3 3 C 2.4 -5.3 0.00 0.00 - 0.5 -1.5 0.0 -0.8 Frame Col Seismic -Left Seismic_Right Line Line Horz Vert Horz Vert „ ----- 3 ---- A ----- ----- 0.0 0.0 ----- ----- 0.0 0.0 3 B 0.9 -1.7 0.0 1.5 3 C 0.0 1.7 0.9 -1.5 ----=------------------------------------------------------------------------- 14-B-83392 Seismic Design Report: 4/29/15 6:51am Building Data , • Code =IBC 12 Length = 50.00 Width = 30..00 Left Eave Height = 18.00. Right Eave Height = 18.00 Seismic Formula . --------------- Base Shear, V = 0.667*Ie*Fa*Ss*W/R Vmin = 0.044*Sds*Ie*W Vmax = Shc*Ie*W/(T*R) a T(Moment_Frame) = 0.283 T(Braced Frame) = 0.175 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) ; 20 5/2/16 Note: Applied load is seismic force multiplied by load combination Fa*Ss = 0.794 Zone/Design Category= D Ie = 1.000 S1 = 0.279 Shc = 0.343 Sds = 0.540 Seismic Dead Load, W -------------------- Roof Dead+Collateral= 7.00 (psf ) Frame Dead = 2.00 (psf ) Roof Total = 9.00 (psf ) Weight= 13.50 (k ) L_EW Dead = 2.00 (psf ) Weight= 0.60 (k ) F_SW Dead 2.00 (psf ) Weight= 0.90 (k ) R_EW Dead = 2.00 (psf ) Weight= 0.60 (k ) B_SW Dead = 2.00 (psf ) Weight= 0.90 (k ) Total = 16.49 (k ) Seismic Forces -------------- Roof Bracing R = 3.25, Rho= 1.30 Cs = 0.1631 W = 14.69 (k ) Force, V = 2.40 (k ) Force, E = 3.11 (k ) •Sidewall Bracing Front R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1631 W = 8.25 (k ) Force, V = 1.34 (k ) Force, Em = 2.69 (k ) Force, E = 1.75 (k ) Back R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1631 W = 8.25 (k ) Force, V = 1.35 (k ) Force, Em = 2.69 (k ) Force, E = 1.75 (k ) Endwall Bracing Left R = 3.25, Rho= 1.30, Omega=. 2.00 Cs = 0.1631 W = 4.48 (k Force, V = 0.73 (k ) Force, Em = 1.46 (k ) Force, E = 0.95 (k ) Right R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1631 W = 4.48 (k ) Force, V = 0.73 ( k ) Force, Em = 1.46 (k ) Force, E = 0.95 (k ) Rigid Frames R = 3.25, Rho= 1.30 Cs = 0.1631 Frame 1 W = 9.53 (k ) 21 5/2/16 Force, V = 1. 55 (k ) Force, E = 2.02 (k ) End Plates Frame R = 3.25, Omega= 3.00 • Total Base Shear Longitudinal Force, V = 2.69 (k ) Transverse Force, V 3.01 (k ) rm 7 t 1 PROJECT ANALYSIS - ACCESSORY BUILDING y - . „' _ .I ' ,' . `''fit f _ .: ..// • , � � t _�� • ., x � A,' ,. GENERAL CODES: 2013 CALIFORNIA BUILDING CODE t PROJECT•TITLE: OFFICE BUILDING OWNER BRAD & JACQUELINE HALL .> - r . "� •� ' + 4505 DAYTON WEST ROAD, CHI CO CA 95928 CURRENT LAND USE: SINGLE FAMILY RESIDENT- CURRENTZONING: • AG -40 GP DESIGNATION. AG % _ ,..,SCALE: 1" , ='60' JURISDICTION: COUNTY OF BUTTE ` - I �" _ / <F 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 _ I ` BUILDING SITE DATA - AREA % OF TOTAL' ( i GROSS SITE AREA: 88,427 SQ, . FT. +/- 100.0009/6\ / _ ' . EXISTING HOME 2,926 SQ. FT. 3.308% t. SFR - • '••` PROPOSED NEW BUILDING: 1,500 SQ. FT: 1.6960/6 x . REMAINING AREA- 91,448 SQ. FT. 94.996% _ . NEW BUILDING ANALYSIS USE: AG STORAGELOCATION MAP OCCUPANCY GROUP: U CEJ / � . , CONSTRUCTION TYPE:: II -B " t FLOOR AREA ALLOWED. I y .} t ,.�0: -�, LEGEND ; } BASIC = .. _ .12,000 SQ. FT. PROPOSED FLOOR AREA Y .. ^. c ' , . - . .,? (E) = EXISTING''.:.• AG STORAGE OCCUPANCY: _ 3 :1,500 SQ. FT. - OCCUPANT LOAD - 5 . I' y`s�/ s �` • _ j (E) PROPERTY LINE / ` (E) SFR -HOME y - ` i - t( ./ • - (E) DRIVEWAY of (E) SEPTIC TANK & DISPOSAL FIELD r .. _ - _ • r _ 1• r+A a- - •./,. _ 1F .�'..t .. •t7' Z -#. ,_ •y -------------- - SHEET AND PLAN IN�D,EX t _ SHEET NO.'SHEET DESCRIPTION. SD -1 SITE DEVELOPMENT PLAN ' SWC -1 .- STORM WATER CONTROL PLAN A-1 DIMENSIONED FLOOR PLAN ` A-2 ELEVATIONS t - I :/ •, r . x� 1 � i + 1 . ' a• �. ' Y '. (E) WELL ; ' • .. , _ PROPOSED .. PERMIT.# ' ` 4i1�- I �7�' 1500 SF. / BUTTE COUNTY DEVELOPMENT SERVICES ' f , AG BUILDING: • ./ Y iREVIEWED' FOR �. f x =y CODE COM PLIA CE' SY 1 T r .•`DATE II �b gy - r d : REVISIONS: r; `I •r A BUILDING DESIGNED FOR t BRAD & 'JACQUELINE HALL MAULING & PROPERTY - ADDRESS: 4505 Dayton West Road Chico, CA 95928 , ASSESSOR'S NO: 039-290-043 0 R/Im NAYS & ASSOCIATES DESIGN• DEVELOPMENT 1751 MANGROVEAVE-STEA CHICO, CALIFORNIA 95M OFFICE (530) 9245777 DANCHAYSASSOCIATES.00M . SITE - DEVELOPMENT PLAN DRAWN MMI i CHECKED • we y � • '1 APRIL2016 . JOB NO. ,. SHEET NO. J' PERMIT #' BUTTE COUNTY DEVELOPMENTS€RVIC€S A., REVIEWED FOR C1 PE CO PLI NCE DATE Ii BY A BUILDING DESIGNED FOR BRAD & JACQUELINE HALL MAILING & PROPERTY ADDRESS: 4505 Dayton West Road Chico, CA 95928 ASSESSOR'S NO: 039-290.043 4 Zr_'� HAYS & ASSOCIATES DESIGN• DEVELOPMENT 1351 MANGROVE AVE -STEA CHICO, CALIFORNIA 8381E OFFICE (530) 624-5777 DAN®NAYSASSOCIATES.COM STORM WATER CONTROL PLAN DRAWN MMI CHECKED WG APRIL 2016 1" = 60'-0" JOB NO. SHEET NO. SWC -1 WATTLE !� PERIMETER SURROUNDING • rfl nl f11►I/1 r��rlwl�n. r PERMIT #' BUTTE COUNTY DEVELOPMENTS€RVIC€S A., REVIEWED FOR C1 PE CO PLI NCE DATE Ii BY A BUILDING DESIGNED FOR BRAD & JACQUELINE HALL MAILING & PROPERTY ADDRESS: 4505 Dayton West Road Chico, CA 95928 ASSESSOR'S NO: 039-290.043 4 Zr_'� HAYS & ASSOCIATES DESIGN• DEVELOPMENT 1351 MANGROVE AVE -STEA CHICO, CALIFORNIA 8381E OFFICE (530) 624-5777 DAN®NAYSASSOCIATES.COM STORM WATER CONTROL PLAN DRAWN MMI CHECKED WG APRIL 2016 1" = 60'-0" JOB NO. SHEET NO. SWC -1 I r% 3C REVISIONS: PERMIT #�p BUTTE COUNTY DEVELOPMENT SERVICES DIMENSIONED FLOOR PLAN - REVIEWED FOR,rY CODE COMPLIANCE DATkeT.E BY '' 1) THIS BUILDING HAS NO PLUMBING 2) THIS BUILDING HAS NO ELECTRICAL A BUILDING DESIGNED FOR BRAD & JACQUELINE HALL MAILING 8 PROPERTY ADDRESS: 4505 Dayton West Road Chico, CA 95928 ASSESSOR'S NO: 039-290-043 m FIA X14M HAYS & A DESIGN• DEVELOPMENT 1351 MANGROVEAVE- STE A CHICO, CALIFORNIA 95M OFFICE (539) 6265777 DAN@HAYSASSOCIATES.COM DIMENSIONED FLOOR PLAN DRAWN MMI CHECKED WG APRIL 2016 3/16" = r o° SHEET NO. A-1 e 4 Cfll ITW FI F\/ATIf1N - �� ` FACT FI F\/ATICIAI A BUILDING DESIGNED FOR, ` f BRAD & JACQUELINE' HALL MAILING & PROPERTY ADDRESS: 4505 Dayton West Road Chico, CA 95928 ASSESSOR'S NO: 039-290-043 i,,; Aa�,,lr NAYS & ASSOCIATES DESIGN • DEVELOPMENT; 1751 MANGROVEAVE-STEA CHICO. CAUFORNIA95M OFFICE (570) 6245777 DA1,19HAYSASSOCINTES.001 ELEVATIONS DRAWN' MMI CHECKED WG, DATE_ I z • a 4 Cfll ITW FI F\/ATIf1N - �� ` FACT FI F\/ATICIAI A BUILDING DESIGNED FOR, ` f BRAD & JACQUELINE' HALL MAILING & PROPERTY ADDRESS: 4505 Dayton West Road Chico, CA 95928 ASSESSOR'S NO: 039-290-043 i,,; Aa�,,lr NAYS & ASSOCIATES DESIGN • DEVELOPMENT; 1751 MANGROVEAVE-STEA CHICO. CAUFORNIA95M OFFICE (570) 6245777 DA1,19HAYSASSOCINTES.001 ELEVATIONS DRAWN' MMI CHECKED WG, BUILDER/CONTRACTOR RESPONSIBILITIES Drawing Validity - These drawings, supporting structural calculations and design certification are based on the Shap Primed Steel - All structural members of the Metal Building System not fabricated of corrosion resistant order documents as of the date of these drawings. These documents describe the material supplied by the material or protected by a corrosion resistant coating are painted with one coat of shop primer meeting the manufacturer as of the date of these drawings. Any changes to the order documents after the date on these performance requirements of SSPC Paint Specification No. 15. All surfaces to receive shop primer ore cleaned of drawings may void these drawings, supporting structural calculations and design certification. The loose rust, loose mill scale and other foreign matter by using, as a minimum, the hand tool cleaning method Builder/Contractor is responsible for notifying the building authority of all changes to the order documents which SSPC-SP2 (Steel Structures Painting Council) prior to painting. The coat of shop primer is intended to protect the result in changes to the drawings, supporting structural calculations and design certification. steel framing for only a short period of exposure to ordinary atmospheric conditions. Shop Primed steel stored in the field pending erection should be kept free of the ground and so positioned as to minimize water -holding Builder Acceptance of Drawings - Approval of the manufacturer's drawings and design data affirms that the pockets, dust, mud and other contamination of the primer film. Repairs of damage to primed surfaces and/or manufacturer has correctly interpreted and applied the requirements of the order documents and constitutes removal of foreign material due to improper field storage or site conditions are not the responsibility of the Builder/Contractor acceptance of the manufacturer's interpretations of the order documents and standard product manufacturer. The Manufacturer is not responsible for deterioration of the shop coat of primer or corrosion that specifications, including its design, fabrication and quality criteria standards and tolerances. (AISC code of may result from exposure to atmospheric and environmental conditions, nor the compatibility of the primer to any standard practice Sept 86 Section 4.2.1) (Mar 05 Section 4.4.1) field applied coating. Minor abrasions to the shop coat (including galvanizing) caused by handling, loading, shipping unloading and erection after painting or galvanizing are unavoidable. Touch-up of these minor abrasions is the Code Official Aporoval - It is the responsibility of the Builder/Contractor to ensure that all project plans and responsibility of the End Customer (MBMA 06 IV 4.2.4) specifications comply with the applicable requirements of any governing building authority. The Builder/Contractor PROJECT NOTES is responsible for securing all required approvals and permits from the appropriate agency as required. Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members Builder is responsible for State. Federal and OSHA safety compliance - The Builder/Contractor is responsible for conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 applying and observing all pertinent safety rules and regulations and OSHA standards as applicable. ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi. Hot rolled angles, or other than flange braces, conform to ASTM 36 Building Erection - The Builder/Contractor is responsible for all erection of the steel and associated work in minimum. Hollow structural shaped conform to ASTM A500 grade b, minimum yield point is 42 ksi for round compliance with the Metal Building Manufacturers drawings. Temporary supports, such as temporary guys, HSS and 46 ksi for rectangular HSS. Material properties of cold form light gage steel members conform to the braces, false work or other elements required for erection will be determined, furnished and installed by the requirements of ASTM A1011 SS Grade 55 or ASTM A1011 HSLAS Class 1 Grade 55, with a minimum yield point erector. (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mar 05 Section 7.10.3) of 55 ksi. Discrepancies - Where discrepancies exist between the Metal Building plans and plans for other trades, the Metal All bolt joints with A325 Type 1 bolts are specified as snug -tightened joints, unless noted otherwise, in Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mar 05 Section 3.3) accordance with the "Specification for Structural Joints using ASTM A325 or A490 bolts, June 30, 2004". SNOW LOAD IMPORTANCE FACTOR (Is) Pretensioning methods, including turn -of -nut and calibrated wrench are not required unless noted otherwise. _Materials by Others -All interface and compatibility of any materials not furnished by the manufacturer are the 0 PSF responsibility of and to be coordinated by the Builder/Contractor or A/E firm. Unless specific design criteria The manufacturer does not assume any responsibility for the erection nor field supervision of the structure and concerning any interface between materials if furnished as a part of the order documents, the manufacturers or any special inspections (including inspection of the high strength bolts or field welds) as required during assumptions will govern. erection. The coordination and the costs associated for setting up and Special Inspections are the responsibility 1 of the Erector, Owner, Architect, or Engineer of Record. Correction of Errors -Normal erection operations include the correction of minor misfits by moderate amounts 1 d11 of reaming, chipping, welding or cutting and the drawing of elements into line through the use of drift pins. Design is based upon the more severe loading of either the roof snow load or the roof live lood. Errors which cannot be corrected by the foregoing means or which require major changes in the member E2 configuration should be reported immediately to the owner and fabricator by the erector, to enable whoever is Loads, as noted, are given within order documents and are applied in general accordance with the applicable responsible either to correct the error or to approve the most efficient and economical method of correction to provisions of the model code and/or specification indicated. Neither the manufacture nor the certifying engineer be used by others. (AISC Code of Standard Practice Sept 86 Section 7.12)(Mar 05 Section 7.14) declares or attests that the loads as designated are proper for the local provisions that may apply or for site LEFT ENDWALL specific parameters. The manufacturer's Engineer's certification -is limited to design loads supplied by an Modification of the Metal Building from Plans - The Metal Building supplied by the manufacturer has Architect and/or engineer of record for the overall construction project. been designed according to the Building Code and specifications and the loads shown on this drawing. E6 Modification of the building configuration, such as removing wall panels or braces, from that shown on these plans could affect the structural integrity of the building. The Metal Building Manufacturer or a Licensed This project is designed using manufacture's standard serviceability standards. Generally this means that all Structural Engineer should be consulted prior to making any changes to the building configuration shown on stresses and deflections are within typical performance limits for normal occupancy and standard metal building products. If special requirements for deflections and vibrations must be adhered to, then they must be clearly these drawings. The Metal Building Manufacturer will assume no responsibility for any loads applied to the stated in the contract documents. building not indicated on these drawings. OF NCI GROUP, INC. - 10943 N. SAM HOUSTON Safety g quality building Safe Commitment -The Metal Building Manufacturer has a commitment to manufacture X-brocing (if applicable) is to be installed to a taut condition with all slack removed. Do not tighten beyond this state. components that can be safely erected. However, the safety commitment and job site practices of the erector PARKWAY W., HOUSTON, TX 77064. THE PROFESSIONAL are beyond the control of the building manufacturer. It is strongly recommended that safe working conditions and accident prevention is the top priority of any job site. Local, State and Federal safety and health The design collateral load has been uniformly applied to the design of the building. Hanging loads are to be standards, whether standard statutory or customary, should always be followed to help ensure worker safety. attached to the purlin web. This may not be appropriate for heavily concentrated loads. Any attached load in excess of 150 pounds shall be accounted for by special design performed by a licensed engineer using Make certain all employees know the safest and most productive way to erect a building. Emergency procedures should be known to all employees. Daily meetings highlighting safety procedures are also recommended. The use concentrated loads and may require separate support members within the roof system. of hard hats, rubber sole shoes for roof work, proper equipment for handling material, and safety nets where BY AN AFFILIATE OF NCI GROUP, INC. AND IS NOT THE applicable, ore recommended. For purposes of determining lift requirements, no bundles supplied by the DETAILED FOR SEISMIC RESISTANCE manufacturer will exceed 4000 lbs. For further information also reference the bill of materials for individual ENGINEER -OF -RECORD FOR THE OVERALL PROJECT. member weights of other structural members. If additional information is required contact the customer service G2. INVERTED PENDULUM SYSTEMS department. (T # "� fiVICES Foundation Design - The Metal Building Manufacturer is not responsible for the design, materials and workmanship of the foundation. Anchor rod plans prepared by the manufacturer are intended to show only location, diameter and projection of the anchor rods required to attach the Metal Building System to the foundation. It is the responsibility of the end customer to ensure that adequate provisions are made for specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete foundation, as well as foundation design for the loads imposed by the Metal Building System, other imposed loads, and the bearing capacity of the soil and other conditions of the building site. (MBMA 06 Sections 3.2.2 and A3) Dissimilar Materials - Never allow your roof to come in contact with, or water runoff from, any dissimilar metal including but not limited to: Copper and Arsenic Salts used in treated lumber, Calcium used in concrete, mortar and grout. Debris Removal - Any foreign debris such as sawdust, dirt, animal droppings, etc. will cause corrosion of the roof, gutters, trim, etc. if left on building surfaces for a long enough time. The roof should be periodically inspected for such conditions and if found, they should be removed. BUTTE COUNTY MAY I DEVELOPMENT Rev. 8/12/14 SERVICES . e -y-- PERM BUTTE COUNTY ® MILU"Al"T SE RSV FOR STANDARD NOTES CO �E 1 Y' �I NCE Enclosed Building: - - D This metal building system is designed as enc os . All exterior components (i.e. doors, windows, vents, etc.) must be designed to withstand the specified wind loading for the design of components and cladding in accordance with the specified building code. Doors are to be closed when o maximum of 50% of design wind velocity is reached. DESIGN LOADING THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED BY: CBC 13 THE BUILDER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. FRAME / ROOF DEAD LOAD SUPERIMPOSED 2.000 PSF COLLATERAL (LIGHTS) 5 PSF FRAME / ROOF LIVE LOAD 12 /20.00 PSF RISK CATEGORY II - Normal SNOW LOAD DRAWING INDEX GROUND SNOW LOAD (Pg) 0.0000 PSF SNOW LOAD IMPORTANCE FACTOR (Is) 1.0000 FLAT ROOF SNOW LOAD (Pf) 0 PSF SNOW EXPOSURE FACTOR (Ce) 1.0 THERMAL FACTOR (Ct) 1.20 WIND LOAD ULTIMATE WIND SPEED 110 MPH WIND EXPOSURE CATEGORY C TOPOGRAPHICAL FACTOR 1.0 INTERNAL PRESSURE COEFFICIENT (GCpi) 0.18 /-0.18 ZONE 4, COMPONENT WIND LOAD 5 10FT2 27.923 PSF PRESSURE -30.290 PSF SUCTION ZONE 5, COMPONENT WIND LOAD < 10FT2 27.923 PSF PRESSURE -37.318 PSF SUCTION ZONES PER ASCE 7-10; FIG. 30.4-1 ZONES PRESSURES SHOWN ARE UN -FACTORED RAIN INTENSITY 5 -MINUTE DURATION, 5 -YEAR RECURRENCE (11) 4.0000 IN/HOUR 5 -MINUTE DURATION, 25 -YEAR RECURRENCE (12) 6.0000 IN/HOUR SEISMIC LOAD SEISMIC IMPORTANCE FACTOR (le) 1.00 Ss 0.623 So, 0.540 S1 0.279 Sal 0.343 SITE CLASS D SEISMIC DESIGN CATEGORY D DRAWING STATUS ❑ FOR APPROVAL THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. ❑ FOR CONSTRUCTION PERMIT THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. ❑ FOR ERECTOR INSTALLATION FINAL DRAWINGS FOR CONSTRUCTION. FOR QUESTIONS OR ASSISTANCE CONCERNING ERECTION CALL ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE DRAWING INDEX ISSUE PAGE DESCRIPTION 1 C1 COVER SHEET 1 F1 ANCHOR BOLT PLAN 2714 S. Garfield Road Office: (509) 244-5611 Airway Heights, WA 99001 (600) 941-2291 F2 ANCHOR BOLT REACTIONS 1 F3 ANCHOR BOLT DETAILS 1 d11 E1 ROOF FRAMING PIAN ESPONSE MODIFICATION COEFFICIENT(R) 3.25 3.25 3.25 E2 FRONT SIDEWALL 1 E3 BACK SIDEWALL 1 E4 LEFT ENDWALL 1 E5 RIGHT ENDWALL 1 E6 FRAME CROSS SECTION 1 DET1-18 STANDARD DETAILS DRAWING STATUS ❑ FOR APPROVAL THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. ❑ FOR CONSTRUCTION PERMIT THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. ❑ FOR ERECTOR INSTALLATION FINAL DRAWINGS FOR CONSTRUCTION. FOR QUESTIONS OR ASSISTANCE CONCERNING ERECTION CALL ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE BY CK'D DSN 509-444-7126 PNR PNR GXV GN EH GXV TRANSVERSE LONGITUDINAL Building Systems an NCI Company 2714 S. Garfield Road Office: (509) 244-5611 Airway Heights, WA 99001 (600) 941-2291 FRONT BACK 5/2/16 REV FOR ERECTOR INSTALLATION MONDAY - FRIDAY 7:30AM To 5:OOPM ASIC FORCE RESISTING SYSTEM- C4 83 B3 ESPONSE MODIFICATION COEFFICIENT(R) 3.25 3.25 3.25 PROJECT: TDA - GARAGE ENGINEERING SEAL YSTEM OVER -STRENGTH FACTOR(90) 3.0000 2.0000 2.0000 EISMIC RESPONSE COEFFICIENT(C.) 0.163 0.163 0.163 THIS CERTIFICATION COVERS PARTS MANUFACTURED LDG DESIGN BASE SHEAR (V) 3.01 (k) 2.69 (k) AND DELIVERED BY THE ONLY, AND EXCLUDES PARTS SUCH ASCDOORS, WINDOWS, THE TRANSVERSE DIRECTION IS PARALLEL TO THE RIGID FRAMES FOUNDATION DESIGN AND ERECTION OF THE BUILDING. THE LONGITUDINAL DIRECTION IS PERPENDICULAR TO THE RIGID FRAMES THESE DRAWINGS AND THE METAL BUILDING SYSTEM BASIC FORCE RESISTING SYSTEM- CAD THEY REPRESENT ARE THE PRODUCT OF AN AFFILIATE SCALE PHASE BUILDING ID OF NCI GROUP, INC. - 10943 N. SAM HOUSTON SHEET NUMBER C4. STEEL ORDINARY MOMENT FRAME PARKWAY W., HOUSTON, TX 77064. THE PROFESSIONAL B3. STEEL ORDINARY CONCENTRIC BRACED FRAMES N.T.S. ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED H. STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY 14-B-83392 BY AN AFFILIATE OF NCI GROUP, INC. AND IS NOT THE DETAILED FOR SEISMIC RESISTANCE ENGINEER -OF -RECORD FOR THE OVERALL PROJECT. G2. INVERTED PENDULUM SYSTEMS CANTILEVERED COLUMN SYSTEMS BUILDING SIZE: 30'-0" x 50'-0" x 18'-0" 3.0:12 DATE DESCRIPTION BY CK'D DSN 4/29/15 FOR ERECTOR INSTALLATION PNR PNR GXV GN EH GXV Gar Building Systems an NCI Company 2714 S. Garfield Road Office: (509) 244-5611 Airway Heights, WA 99001 (600) 941-2291 5/2/16 REV FOR ERECTOR INSTALLATION PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 4/2s/15 N.T.S. 1 A 14-B-83392 Cl �1 C 64613 EXROMMIT ay 05, 2016 �I0 'LNM MIO 0 T 00 1 1/2" STEEL LINE 112 " FIN. FLOOR N LLJ Lu � O Z v / < d CONCRETE NOTCH DETAIL 50'-0" OUT -TO -OUT OF STEEL 2 1/2 -" co U � O m N X ANCHOR BOLT PLAN X—Bracing' O Dia= 5/8" * Dia= 3/4" ® Dia=l" Y- Y COLUMN UNE SEISMIC ZONE = D H I H RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc._Bolt Bose -Plate (in) Grout Line Line Qty Dia Width Leng{{�h Thick (in) 2 C 4 0.750 6.000 10.50 0.375 0.0 2 A 4 0.750 6.000 10.50 0.375 0.0 GENERAL NOTES NOTES FOR REACTIONS FRAME LINES: 2 2.4 BUILDING REACTIONS ARE BASED ON 1. THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS OR DIMENSIONS MAY CHANGE THE REACTIONS. THE REACTIONS Frame Column ----- Deod-----Collateral- ----- Live ------ Wiind_Leftt- Vind_Rightl- Wind_Left2- Line _ Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz, Vert Honz Vert 2 C 0.2 1.4 0.5. 2.4 1.2 5.6 Y 6.2} -12.1 �4.5r� t` 7.7 -8.1 2 0.2 1.4 ;0.5 2.4 1.2 5.6 - -4.2 6.2 -1V2.1 -.2:9. -0.2 THE FOLLOWING BUILDING DATA WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE E MAILING. 2. REACTIONS ARE PROVIDED AS UN -FACTORED FOR EACH LOAD -_A Frame Column-Windht2- --Wind 1 � Longl- WIDTH (M = 30 -Seismic-Long 9 1.3 LENGTH Fr = 50 Line Line, 2 C (Horiz 2.9 EAVE HEI (FT) = 18/18 onz Vert ori, Vert Horiz Vert' 2.1 -9.4 1.0 -1.2 1.0 1.2 (Hon� Vert 0.0 -1.1 ROOF SLOPE = 3.0:12 / 3.0:12 REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND 2 ((rise/12) DEAD LOAD sf) = 2.000 COLLATERAL 8 (psi -8.1 -9.4 3.0 -10.0 1.0 1.2 1.0 -1.2 ROOF LIVE LOAD (psf)))) = 20.00 1.3 DESIGN SPECIFICATIONS TO DETERMINE BEARING PRESSURES FRAMROOFELIVE LOAD SNOW LOAD (Ppsf) = 0 GROUND SNOW LOAD (psf) = 0.0000 WIND SPEED (MPH) = 110 WIND CODE =•CBC 13 EXPOSURE = C ' ENDWALL COLUMN: BASIC COLUMN CLOSED/OPEN = Closed IMPORTANCE - WIND = 1.00 - IMPORTANCE - SEISMIC = 1.00 Y- Y COLUMN UNE SEISMIC ZONE = D H I H RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc._Bolt Bose -Plate (in) Grout Line Line Qty Dia Width Leng{{�h Thick (in) 2 C 4 0.750 6.000 10.50 0.375 0.0 2 A 4 0.750 6.000 10.50 0.375 0.0 GENERAL NOTES RIGID FRAME: BASIC COLUMN REACTIONS (k ) 2.4 3.8 1. THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS OR DIMENSIONS MAY CHANGE THE REACTIONS. THE REACTIONS Frame Column ----- Deod-----Collateral- ----- Live ------ Wiind_Leftt- Vind_Rightl- Wind_Left2- Line _ Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz, Vert Honz Vert 2 C 0.2 1.4 0.5. 2.4 1.2 5.6 Y 6.2} -12.1 �4.5r� t` 7.7 -8.1 2 0.2 1.4 ;0.5 2.4 1.2 5.6 - -4.2 6.2 -1V2.1 -.2:9. -0.2 F_SW WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE E MAILING. 2. REACTIONS ARE PROVIDED AS UN -FACTORED FOR EACH LOAD -_A Frame Column-Windht2- --Wind 1 � Longl- Wind_Lon 2 -Seismic -Left Seismic_Ri ht Long2- 9 -Seismic-Long 9 1.3 GROUP APPLIED TO THE COLOM iRE` MNDATION ENGINEER WILL APPLY THE APPROPRIATE LOAD FACTORS AND COMBINE THE Line Line, 2 C (Horiz 2.9 Vert ert U3.O -0.2 -10.1 onz Vert ori, Vert Horiz Vert' 2.1 -9.4 1.0 -1.2 1.0 1.2 (Hon� Vert 0.0 -1.1 0.7 REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND 2 7.7 -8.1 -9.4 3.0 -10.0 1.0 1.2 1.0 -1.2 0.0 -1.1 1.3 DESIGN SPECIFICATIONS TO DETERMINE BEARING PRESSURES AND CONCRETE DESIGN. THE FACTORS APPLIED TO LOAD GROUPS FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT THAN THE ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) FACTORS USED IN THE FOUNDATION DESIGN. . 3. THE MANUFACTURER DOES NOT PROVIDE 'MAXIMUM" LOAD COMBINATION REACTIONS. HOWEVER, THE INDIVIDUAL LOAD Frm Col Dead Collat Live Wind_Left1 wnd_Rightt Wind_Left2 Wind Wind Wind-Right2 Press Suct REACTIONS PROVIDED MAY BE USED BY THE FOUNDATION ENGINEER Line Line Vert Vert Vert Harz Vert Harz Vert Harz Vert Harz Vert Harz Harz TO DETERMINE THE APPLICABLE LOAD COMBINATIONS FOR HIS/HER 1 C 0.2 0.3 1.1. 2.4 -5.3 0.0 3.2 2.4 -5.3 0.0 3.2 0.0 0.0 DESIGN PROCEDURES AND ALLOW FOR AN ECONOMICAL FOUNDATION 1 B 0.8 1.2 4.7 0.0 -0.6 2.4 -8.8 0.0 -0.6 2.4 -8.8 -3.1 3.4 DESIGN 1;A_ 0.3- -0.5.i "1.8 _0.0 -1:8_ ___0.0 - 2:1 T 0.0' -18 --0.0',----2.1 1.6 4. THE METAL BUILDING MANUFACTURER IS RESPONSIBLE FOR THE DESIGN OF THE ANCHOR BOLT 3 A 3 B 0.3 0.8 0.5 1.8 1.2 4.7 0.0 -2.1 0.0 '/1.8 0.0 2.4 -8.8 0.0 0.6 2.4 1 0.0 88 ) 0.0 _-1.8 -1.8 jL& -0.6 3.1 3.4 DIAMETER ONLY TO PERMIT THE 3 C 0.2 0.3 1.1 J _n TRANSFER OF FORCES BETWEEN THE BASE PLATE AND THE "0.0 3.2 2.4 75.3 0.0 Sf 2.4 -5.3 ANCHOR BOLT IN SHEAR, BEARING AND TENSION, BUT.IS NOT RESPONSIBLE FOR THE ANCHOR BOLT EMBEDMENT FOR TRANSFER OF FORCES TO THE FOUNDATION. THE METAL BUILDING Frm Col WYnd_Long1 Viind_Long2 Seis_Left Seis_Right MANUFACTURER DOES NOT DESIGN AND IS NOT RESPONSIBLE FOR Line Line Harz Vert Harz Vert Harz Vert Harz Vert THE DESIGN, MATERIAL AND CONSTRUCTION OF THE FOUNDATION 1 C 10.0 -0.8 0.5 -1.5 -0.9 -1.5 0.0 1.7 EMBEOMENTS. THE END USE CUSTOMER SHOULD ASSURE HIMSELF 1 8 0.5 -5.3 0.0 -3.7 0.0 1.5 0.9 -1.7 THAT ADEQUATE PROVISIONS ARE MADE IN THE FOUNDATION (1-`A-1_ = 0.0-1.3 -`0.0_-'�2.3_; 0:0 "0.0_ ;_ 0.0__---0.0) DESIGN FOR LOADS IMPOSED BY COLUMN REACTIONS OF THE 3 A 0.0 -2.3 0.0 -1.3 0.0 0.0 0.0 0.0 BUILDING, OTHER IMPOSED LOADS, AND BEARING CAPACITY OF 3 B 0.0 -3.7 0.5 -5.3 0.9 -1.7 0.0 1.5 THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. 3 C 0.5 -1.5 0.0 -0.8 0.0 1.7 0.9 -1.5 IT IS RECOMMENDED THAT THE ANCHORAGE AND FOUNDATION OF THE BUILDING BE DESIGNED BY A REGISTERED PROFESSIONAL ENDWALL COLUMN: ANCHOR BOLTS & BASE PLATES ENGINEER EXPERIENCED IN THE DESIGN OF SUCH STRUCTURES, (SECTION A3 MBMA 2006 METAL BUILDING SYSTEMS MANUAL) 5. BOTTOM OF ALL BASE PLATES ARE AT THE SAME ELEVATION. (UNLESS NOTED) Frm Got Anc.-Balt Bose -Plate (in) Grout 6. ANCHOR RODS ARE ASTM F1554 GRADE 36 MATERIAL UNLESS Line Line Qty Dia Width Length Thick (in) NOTED OTHERWISE. 1 C 2 0.625 7.000 8.000 0.250 0.0 1 B 1 A 4 0.625 2 0.625 6.000 8.000 0.375 0.0 7.000 8.000 0.250 0.0 BUILDING BRACING REACTIONS 3 A 2 0.625 7.000 6.000 0.250 0.0 f Reactions Panel_Shear 3 B 3 4 0.625 6.000 8.000 0.375 _ 0.0 -Wall -Col -Wind -.-Seismic IN -Setsmic - b/ C 2 0.625 7.000 8.000 0.250 0.0 Loc Line Line Harz Vert Harz Vert Win leis . L -EW 1 C,8 2.4 3.8 0.7 ' 1.2 F_SW A 2,3 2.9 1.9 1.3 0.9 R_EW 3 B,C 2.4 3.8 0.7 1.2 8 -SW C 3,2 2.9 1.9 1.3 0.9 ISSUE DATE I DESCRIPTION 0 5/ 6/15 - FOR ERECTOR INSTALLATION 1 5/2/16 REV FOR ERECTOR INSTALLATION I= M GarCOBuilding SystOMS . 2714 S. Garfield Road Office: (509) 244-5611 en NCI Compatry Airway Heights, WA 99001 (600) 941-2291 PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 - CAD IDATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 5/ 6/15 N.T.S. 1 A 14-B-83392 F2 C6413 EXP.OW01 ay 05, 201 50'-0" OUT—TO—OUT OF STEEL 3 25'-0° 25'-0" PURLIN LAP GENERAL NOTES: 1. INSTALL ALL PURLIN AND FLANGE BRACES (FB) AS SHOWN. 2. ROOF PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. STRUT PURLINS, IF PROVIDED, MUST BE INSTALLED AND FASTENED TO ROOF SHEETING PER "PBR" PANEL ROOF DETAIL. •4. DO NOT ADD ANY ADDITIONAL ROOF OPENINGS WITHOUT BUILDING MANUFACTURER APPROVAL OR PROFESSIONAL ENGINEER APPROVAL. 5. DO NOT STACK SHEET BUNDLES ON ROOF. ONLY RAISE INDIVIDUAL SHEETS AS NEEDED. 6. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. 3'-1 3/4 3'-1 3/4" ROOF FRAMING PLAN ISSUE DATE DESCRIPTION 0 5/ 6/15 FOR ERECTOR INSTALLATION ' 1 5/2/16 REV FOR ERECTOR INSTALLATION U LLE O O F52 -D 8 (17) EMBER TABLE OOF PLAN ARK PART LENGTH P-1 10X25Z14 28 -1 P-2 10X25Z14 28'-1 E-1 10ES31-14 24'-11 E-2 IOES3L14 24'-11 B-6 1/4" CABLE 28'-5" � M w I w in o � d- N t\ W I O � O A co ROOF SHEETING , PANELS: 26 Ga. PR Galvalume K'D DSN NR GXV����® Building � tams 2714 S. Garfield Road Office: (509) 244-5611 :H GXV an NC1 Company Airway Heights, WA 99001 (800) 941-2191 " PROJECT: TDA -GARAGE C 64613 CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL «I? MnlDti LOCATION:: CHICO, CA 95926. _ - _ _ _ _ _ _ _�_- _ . ay 05, 2016 CAD DATE SCALE' - PHASE BUILDING ID J08 NUMBER. SHEET NUMBER ISSUE cnnL 5/ 6/19 N.T.S. i •A 14-B-83392 " E1 1 BEARING FRAME ONLY! BOLT TABLE ' WASHER TO BE USED AT ENDWALL COLUMN TO ENOWALL FRAME UNE 1- LOCATION as UM TYPE DIA LENGTH USE ( 1 ) RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. HARDENED WASHER NOT NEEDED ON CUP SIDE. ER-1/ER-2 4 4 A325 5/8- 2 - EC-1/ER-1 4 4 A325 1/2° 11/4° WASHER PER EACH EC-2/ER-1 4 4 A325 1/2' 1 1/4" EC-3/ER-2 4- 4 A325 5/8° 1 3/4" 5/8"0 BOLTS A325 AND UP. JAMB ER -1 4 4 A325 5 8 1 3 4 MEMBER TABLE TYP.UNLESS NOTED FRAME LINE 1 MARK PART LENGTH EC -1 8F25C16 16'-4 1 8 EC -2 W8X10 19'-5 1/8" EC -3 8F35C14 16'-7 1/8° 30'-0° OUT -TO -OUT OF STEEL n n n ER -1 ER -2 10F25C12 15'-7 13/16" 1OF25C12 15'-7 13/16° C B A DJ -1 8F25C16 14'-8" Q3° 8" 12'-4° 16'-4° 8° 3"� Q3° - SJ -1 SJ -2 8F25C16 5'-0 9/16" 8F25C16 2'-3 1/8 12 12 12 F91166 -D 3°� DH -1 8F25C16 12'-0" G-1 8X25Z16 -8" 11' 10 FB30.3 RA1'1 12 G-2 8X25Z16 1'-5 1/4" Qes F50 Fsp G-3* 8X25Z14 15'-3 3/4° ER-� "630!!G-3: ER'2 BX�SZCABLE fB30'\ 3 1 CB -1 14,55° F830 3 FB3 3 F5� F51 CB _— �, o 0 -3 1/4° CABLE 15,-0" B4 16 cli C4 FLANGE BRACE TABLE °D \ FRAME UNE 1 I DID MARK LENGTH � C4 N i N � . 1 F830.3 2 -6 174" LB I n CONNECTION PLATES G-1 M3 FRAME LINE 1 — I F981 O ID MARK PART DH -1 � �2❑ F481 L SC -5 2 SC -123 - d• - c OI M M cD O r7 I I \ N M K3 n O) I N oo ONO N On00 U_ CO -d- cn IF G-1 -2 i o i G-4 O :� Tp I I 02) E8 — RAl-1 — T3 E3 I --- ' EC -1 EC -2 EC -3 ENDWALL SHEETING & TRIM: FRAME LINE 1 2-O.s I a 12'-0" L 3'-0" PANELS: 26 Go. PR - Saddle Tan ENDWALL FRAMING: FRAME LINE 1 , ISSUE DATE DESCRIPTION BY CK -0 I DSN 0- 5/ 6/15 FOR ERECTOR INSTALLATION PNR PNR GXV Gar co Building Systems 2714 S. Garfield Road Office: (509) 244-5611 1 5/2/16 REV FOR ERECTOR INSTALLATION GN EH GXV an NCI Company Airway Heights, WA 99001 (800) 941-2291 GENERAL NOTES: C64613 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. I PROJECT: TDA — GARAGE -2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL � 6/3Q1��1T 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE ay 05, 2016 CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT - - APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. - - - - LOCATION:-CHICO, CA 95928 0101 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METALOF CAD DATE SCALE PHASE BUILDING ID J08 NUMBER SHEET NUMBER ISSUE CAL SHAVINGS CAUSED BY DRILLING. 5/ 6/15 N.T.S. 1 A 14-B-83392 E4 1 C I oc EC -4 EC -5 EC -6 3'-0" I 12'-0" e l 2' -OSI ENDWALL FRAMING: FRAME LINE 3 GENERAL NOTES: 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. ' 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. ISSUE DATE DESCRIPTION 0 5/ 6/15 FOR ERECTOR INSTALLATION 1 5/2/16 REV FOR ERECTOR INSTALLATION Gar Building Systems 2714 S. Garfield Road Office: (509) 244-5611 an NCI Compmq Airway Heights, WA 99001 (800) 941-2291 PROJECT: TDA - GARAGE C 6013 USTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL Exp B/8=117 ay 05, 2016 LOCATION: CHICO, CA 95928 �rv► CAD DATE j7FASESCALEBUILDING ID JOB NUMBER SHEET NUMBER ISSUE CA 5/ 6/15 N.T.S. 1 A 14-B-83392 E5 1 BEARING FRAME ONLY! BOLT TABLE USE (1) HARDENED WASHER TO BE USED AT ENDWALL COLUMN TO ENDWALL FRAME LINE 3 LOCATION as UAN TYPE DIA LENGTH RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. ER-3/ER-4 4 4 A325 5/8" 2 WASHER PER EACH WASHER NOT NEEDED ON CUP SIDE. EC-4/ER-3 4 4 A325 5/8° 1 3/4� 5/8"0 BOLTS A325 AND UP. EC-5/ER-4 EC-6/ER-4 4 4 4 A325 4 A325 1/2° 1 1/4 1/20 11/4' JAMB TYP.UNLESS NOTED ER -4 4 4 A325 1/2" 1 1/4" MEMBER TABLE + FRAME UNE 3 - MARK PART LENGTH EC -4 BF35C14 16'-7 1/8 - 8EC-5 EC -5 W8X10 19'-5 1/8° EC -6 8F25C16 16'-4 1/8° n ER -3 ER -4 10F25C12 t 2 ° 15'-7 13/16 15'-7 13/16° Y DJ -1 8F25C1F25CI 6 14'-8" 8" 3"� 13" SJ -1 SJ -2 8F25C16 8F25C16 5'-0 9/16" 2'-3 1/8 12 12 F916—DDH-1 8F25C16 12'-0" D 3° 112 , G-1 8X25Z16 11'-8" G-2 8X25Z16 1'-5 1/4" V50 F5p G-4 8X25Z16 1'-5° G-5 8X25Z14 15-3 3/4" CB -1 1/4° CABLE 14'-5" V51 ` FS) CB -2 1/4° CABLE 17'-0" Q CB -3 1/4' CABLE 15'-2" �,' N N FLANGE BRACE TABLE —FRAME LINE 3 1 VIDI MARK I LENGTH 1 1 1,630.3 12'-6 1/4" n to CONNECTION PLATES FRAME LINE 1 F981 ❑ ID I MARK PART F481 1 SC -5 2 SC -123 <r \ cn 1 r7 O M rr\j CO O - 00 � 00 cV rn N OI N cn O) Y o10 00 ENDWALL SHEETING & TRIM: FRAME LINE 3 PANELS: 26 Ga. PR — Saddle Tan ISSUE DATE DESCRIPTION 0 5/ 6/15 FOR ERECTOR INSTALLATION 1 5/2/16 REV FOR ERECTOR INSTALLATION Gar Building Systems 2714 S. Garfield Road Office: (509) 244-5611 an NCI Compmq Airway Heights, WA 99001 (800) 941-2291 PROJECT: TDA - GARAGE C 6013 USTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL Exp B/8=117 ay 05, 2016 LOCATION: CHICO, CA 95928 �rv► CAD DATE j7FASESCALEBUILDING ID JOB NUMBER SHEET NUMBER ISSUE CA 5/ 6/15 N.T.S. 1 A 14-B-83392 E5 1 SPLICE BOLT TABLE Qty Mark Top Bot Int Type Dia Length Wash SP -1 4 4- 0 A325 3/4" 21/4" 8 SP -2 4 4 0 A325 . 3/4" 2" 8 OFLANGE BRACES: BOTH SIDES(UNLESS NOTED) FBxxA(1): xx=length(in) A — L2X2X14G USE (1) HARDENED WASHER PER EACH MLMtl[K MILL Mark Web Death Web Plate Start End Thick 1'-3 1/2"1_ 8 1/4" Outside Flange lWxThkx Len th Inside Flange W x Thk x Length I Length RFI -1 1 0.0 15.0 0.134 15.0/15.0 0.156 RF1-2 10.0 10.0 0.134 196.7 14.0 162.4 5 x 1/4 x 206.9 5 x 1/4" x 24.2 5 x 1 4" x 159.8 5 x 1/4" x 196.8 5 x 1/4' x 159.8 5/8"0 BOLTS A325 AND UP. F52 -D TYP.UNLESS NOTED 1q —1 V_4 C-4" 7 3 4., 26 Go pgR t;alval�R'e ?/R 3®A -a ®4,8112 _ 12 N � / U3 UZ d U3 GENERAL NOTES: 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2' DIAMETER ARE SPECIFIED AS PRETENSIONED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004 PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN—OF—NUT METHOD OF TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT TENSION INDICATOR AS ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING OFFICIAL. INSTALLATION INSPECTION REQUIREMENTS FOR PRE—TENSIONED JOINTS •(SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN—OF—NUT METHOD IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SUP CLTTICAL 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS. S. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN 1'-3 112" 26'-0 1/2" CLEARANCE 1'-3 1/2"1_ 8 1/4" - C A 30'-0" OUT -TO -OUT OF STEEL RIGID FRAME ELEVATION: FRAME LINE 2 ISSUE DATE DESCRIPTION BY CK'D DSN - 0 5/ 6/15 1 .5/2/16 FOR ERECTOR INSTALLATION REV FOR ERECTOR INSTALLATION PNR PNR GXV Building Systems Garco 9 y GN EH GXV an S. eights, Road Office: (509) 944-5611 Airway tirway Heights, WA 99001 � (800) 941-2291 4 ' PROJECT: TDA —GARAGE C6013 CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL EV, 17 LOCATION: CHICO, CA 95928 0 ay 5, 2016Crv,� CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE' 5/ 6/15 N.T.S. 1 A 14-B-83392 E6 CSL 1 Purlin q Steel Line (2)1 /2"x 1 1/4" (1) #1B A325 M. Bolts Endwall 1 /4" Endwall - - (2) 1/2" x 1 1/4° Anti—Roll Clip Rafter Rafter • A325 Bolts \ 3/16' Plate --------------- Rafter O O Purlin Clip RAt 0 2„ 2„ 3/16" Plate of Rafter Rake Angle Purlin Clip O • Purlin Clip EW Rafter Purlin 3/16" Plate 3/16" Plate Anti—Roll Clip Anti—Roll Clip 3/16" Plate 0 3/11 Plate I 1/2" Washer Column Side 1/2° Washer Column Side Not Clip Side Not Clip Side Flange Brace 3 16" 3 Endwall Column (At Each Purlin) 3/16" 3 3/16" 3 EW Column (4) 1/2" x 1 1/4" (4) 1/2" x- 1 1/4" 1/2" x 1 1/4" A325 Bolts Cold Formed Rafter. Main Frame Rafter A325 Bolts (Typ. U.N. on A325 Bolts (Typ. U.N. on (Typ.) (U.N.) Section A -Section A Endwall Drawing) Endwall Drawing) A5 SECTION THRU COLD FORMED RAFTER ANT PURLIN ANTI—ROLL CLIP Bq ENDWALL COLUMN TO RAFTER B6 HOT ROLLED ENDWALL COLUMN TO RAFTER A ENDWALL COLUMN "' i _ Welded WELDED Clip Welded CLIP ---Clip 10 I Endwall Corn'e'r 'Column I 1 Girt I i I I 1 11 1 a SW Girt i o 0 0 1 _ _ 1 I I o o L____ I Welded Plate \ I --------- Sheetin Sheeting Endwall Clip Clip SC -123 Clip Column ENDWALL GIRTS Refer To Endwall Drawing 1/2"0 x 1 1/4" A325 BOLTS 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts For Bolt Dia. And Type (Typ.) (U.N.) (Typ.) (U.N.) B16 CORNER COLUMN TO ENDWALL RAFTER C6 ENDWALL COLUMN TO WALL GIRT D4 CORNER'COLUMN TO' WALL GIRT 1 7 ROTATED CORNER COLUMN TO WALL GIRTS ISSUE DATE DESCRIPTION BY CK'D DSN r 0 5/6/15 FOR ERECTOR INSTALLATION PNR PNR GXV Garco Building tems. g � 2714 S. Garfield Road Office: (509) 244-5611 ' 1 5/2/16 REV FOR ERECTOR INSTALLATION GN EH GXV an Nq company Airway Heights, W F 99001 + • ` (800) 941-2291 • _ PROJECT: TDA —GARAGE 064613 CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL * LOCATION: CHICO, CA 95928 ay - CAD DATE .. SCALE PHASE BUILDING ID, JOB NUMBER SHEET NUMBER ISSUE OF CA` 5/ s/ts N.T.S. 1 A 14-8-83392 DET1 1 EW Girt *PART SC -5 APPLICATION 8" Girt Depth EndwallCorner Rafter ��— Column SC -54 SC -55 10" Girt Depth 12" Girt Depth o ENDWALL COLUMN "' i _ Welded WELDED Clip Welded CLIP ---Clip 10 I Endwall Corn'e'r 'Column I 1 Girt I i I I 1 11 1 a SW Girt i o 0 0 1 _ _ 1 I I o o L____ I Welded Plate \ I --------- Sheetin Sheeting Endwall Clip Clip SC -123 Clip Column ENDWALL GIRTS Refer To Endwall Drawing 1/2"0 x 1 1/4" A325 BOLTS 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts For Bolt Dia. And Type (Typ.) (U.N.) (Typ.) (U.N.) B16 CORNER COLUMN TO ENDWALL RAFTER C6 ENDWALL COLUMN TO WALL GIRT D4 CORNER'COLUMN TO' WALL GIRT 1 7 ROTATED CORNER COLUMN TO WALL GIRTS ISSUE DATE DESCRIPTION BY CK'D DSN r 0 5/6/15 FOR ERECTOR INSTALLATION PNR PNR GXV Garco Building tems. g � 2714 S. Garfield Road Office: (509) 244-5611 ' 1 5/2/16 REV FOR ERECTOR INSTALLATION GN EH GXV an Nq company Airway Heights, W F 99001 + • ` (800) 941-2291 • _ PROJECT: TDA —GARAGE 064613 CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL * LOCATION: CHICO, CA 95928 ay - CAD DATE .. SCALE PHASE BUILDING ID, JOB NUMBER SHEET NUMBER ISSUE OF CA` 5/ s/ts N.T.S. 1 A 14-8-83392 DET1 1 ENDWALL COLUMN Width as Door Jamb EW Column Required EW Rafter�� - A O O II I I II II o r `` 54� I • I I --------- II moa _ ____------ 17- BASE PLATE `1 -k SECTION "A" PLAN ELEVATION O = Refer To Anchor Bolt (*) = Refer To Anchor Bolt (*) = Refer To Endwall Drawing Plan Plan For Bolt Quantity, Dia. & Type E5 BASE PLATE FOR DOOR JAMB E8 BASE PLATE FOR ENDWALL COLUMN F� RAFTER SPLICE AT SURFACE CHANGE E3 BASE PLATE FOR ENDWALL COLUMN Eave Strut Roof Purlin Flange Brace Clip Steel Line 1/4 RF Column �1°0`> o 2y � Flange Brace (As Required) Eave Strut Eave Strut ;�, .� 0 0 0 0 I o o o I Additional Flange Brace � �� Eave Strut .-- `-'�,�., ,%°;' �./ - r -------------------- ----I - (As Required) ,o . . Additional �`� �` �`, ��� - --- .'--------------------- `�0.' 0" 0 r, Flange Brace 0 0 I (As Required) Flange Brace o 0 0 o i EW Rafter —/ Rigid Frame RF Rafter Column Rigid Frame - _ Wall Girt - Column Flange Brace Clip Endwall Rafter 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts 1/2„ x 1 1/4" A325 Bolts (TYp•) (U.N.) (TYp•) (U.N.)(Typ.) (U.N.) (TYp•) (U.N.) G 2 ROOF PURLIN TO INTERIOR FRAME RAFTER H 2 WALL GIRT TO RIGID FRAME COLUMN 6 LOW SIDE EAVE STRUT TO COLD FORMED RAFTER 2 EAVE STRUT TO RIGID FRAME ISSUE DATE DESCRIPTION BY CK'O DSN 0 5/ 6/15 FOR ERECTOR INSTALLATION PNR PNR GXV Sarco Building Systems 2714 S. Garfield Road Office: (509) 244-5611 1 5/2/16 REV FOR ERECTOR INSTALLATION GN EH GXV an NCI Company Airway Heights, WA 99001 (800) 941-2291 PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUEUNE HALL EXP 606017 ay 05, 2016CtVIt. LOCATION: CAD CHICO, CA 95928 DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE_ %�'� I CA`, 5/ 6/15 N.T.S.. 1 - A 14-B-83392 DET2 1 *PART APPLICATION Door Jamb Wall Girt - Door Header Door Jamb SC544 1/4" Cable or 1/2" Rod Cable SC545 5/16" Cable or 5/8" Rod Wall Girt SC546 3/8" Cable SC547 1/2" Cable Base Cable Anchor* - SC548 3�4" Rod: LI C' e SC549 1' Rod SC550 I 1 1/4" Rod Welded Clip I p� �0, � willCoble I t Welded Clip EyeBolt Girt Door JambBase Welded Clip Anchor L1" Diameter Opening (SC551 or SC552) Bolt Width oo 1/2" x 1 1/4" A325 Bolts �io Door Jamb 1/2" x 1 1/4" A325 Bolts - 1/2" x 1 1/4" A325 Bolts (Typ.) (U.N.) (Typ.) (U.N.) (Typ.) (U.N.) Anchor Bolts K 3 WALL GIRT TO DOOR JAMB L8 DOOR JAMB TO WALL GIRT M 3 DOOR HEADER TO DOOR JAMB Q 6 DIAGONAL BRACE CLIP TO FLOOR DETAIL • (6) Stitch .Screws Stitch Screw 1/4-14 x 7/8" SD Rigid Frame Column ' - 1/4"-14 x 7/8" Rake Angle Roof Panel at 12" O.C. Lap Tek Die Formed RAI -240 Tape Seal HW -505 = Steel Line Ridge Cap F52 Rake Trim F50 — Base Closer Member Screws _ #12 S.D. Screw 12 —14 x 1 1/4" Member Screw (See Fastener Detail at 5"-7"-5" O.C. 12-14 x 1 1/4" SO Purlin = Wall Panel Anchors By Others* 0 Base Angle (RA1) .`e Finished Floor ' ® ,k L 3° Min. ; '.•` Rake Trim Outside Foam '1c "PBR" Peak Purlins F50 Closure up to 4:12 1 1/2 *Minimum 1/4" Diameter Anchor Equivalent Roof Panel roof slope Stitch Screw 1/4"-14 \ or Power—Driven Fastener a12"0.C.7/8" (*) =Refer To Anchor Bolt � At 24" On Center Maximum. 1 2" Tape Sealant / p Standard (Fixed) • Plan HW -507 For roof runs 124'-11" or less Standard Rake Section ANCHOR BOLTS AT SIDEWALL COLUMNS SECTION THRU WALL PANEL ANDR2 T3 CONCRETE FOUNDATION "PBR" 'ROOF FIXED RIDGE DETAIL (Metallic) PBR Roof —Sheeted Wall - Trim -80 TRIM -108 ISSUE DATE DESCRIPTION BY CK'D OSN 0 5/ 6/15 FOR ERECTOR INSTALLATION " PNR PNR GXV Building Systems ����0 2714 S. GaAield Road Office: (509) 244-5611 tI w 1 5/2/16 REV FOR ERECTOR INSTALLATION 'GN EH GXV enNCYCompany Airway Heights, WA 99001 (800) 941-2291 13 PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALLOWNER: BRAD AND"JACQUELINE HALL EV_S3ouzoti 8J/ OS, 2�� s n LOCATION: CHICO, CA 95926 crva CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER IS, E 5/ s/15 N.T.S. .1 A 14—B-83392 DET3 I Inside closure with '/�-�'-j- 1" 1 1/4" Tape seal on top and bottom (2) Runs 1/4• Bead In -J Rake Trim Urethane Tube Sealant PBR Roof Panel (Screws Top Flange o 0 Top Bolts -See Rigid Frame (3) Stitch Drawings For Size I 1/4•-14 7/e• (Typ.)Fastener. #14 Panel 1/8 x 3/16" a x Flat Eave Trim Pop Rivet 10'-0" O.C. Web Intermediate Bolts Rake Trim Rake Trim F2955 Stitch Screw O O — (As Required) 'T Member Screw AT 20" O.C. See Rigid Frame Drawings For Size 0 0 0 1• Min. 1• Min. Fastener/14 1/8 x 36 12-14 X 1 1/4" SD at 5 , 7', 5 Member Screw 1'-0" O.C. o M O ' Bottom Bolts -, See Rigid Frame Stitch screw Pop Rivet Member Screw Drawings For Size • at 6" oC. z/B• at 60" O.C. 12-14 X 1 1/4" SD J Steel Bottom Flange , Tape Mastic Outside Panel Closure Line Remove Bearing Leg Panel Peak Bex PBR Roof Rake Angle RAI-1 Eave ner T Corner Trim .L. Major Rib Extension Beyond Flange Is y g Optional, At Top & Bottom. Wall Fastener Strut Wall Panel FOR RIGID FRAME RAFTER Stitch Screw Outside Panel Closure 1/4•-14.7/8• LOW Eave Trim at each high rib. U 2BOLTS StandarrBdR Peak Box Detail Flat Trim-1 1/4° Wall Panel-PBR Roof ' ' AT BUILDING PEAK TRIM-106 . TRIM 120 TRIM-186 RIDGE TIE PC80 Field locate and provide * Column - or Maximum a slot for the "X" bracing. Top Flange O O Cable Ce Cee f- -I 1/8" Larger than "X" bracing 1 2' 1 2" Diameter. Top Bolts - See Rigid Frame - - N Ridge Tie Bldg.Ridge g O Drawings For Size O Flo-Loc Grip = N o Inside Flang Up — — PC80_ (Sym.) - Bracing Pad �" Web Intermediate Bolts Eyebolt (If Req'd) co 0p O O — (As Required) - Hillside _ "' - — — See Rigid Frame Drawings For Size Washer \ _ _ to + LU Oo Oo _ x O, I LU Bottom Bolts - See Rigid Frame "' `' Zee Web Peak Purlin Bottom Flan a g O Drawings For Size O _ ® Nut — _ — — _ — — — -------- Fastener #55 * Similar connection for Rafter. Outside Flange Down 12-24 x 14" DP5 At Rldae Flat 3 Each end of PC80_ *For Cable, Unravel Flo-Lock Grip Insert EyeBolt Through Slot in Web. Washer and Remove .Eye Bolt, Slip Through Then Assemble Hillside Washer, Flat Washer, and Nut. Slotted Girts, then Reassemble Cable. U3 BOLTS FOR RIGID FRAME RAFTER TO COLUMN CONNECTION (�2 DIAGONAL CABLE, EYEBOLT END CABLE AT FLUSH WALL GIRT ISSUE DATE DESCRIPTION BY CK'D DSN ' 0 5/ 6/15 FOR ERECTOR INSTALLATION PNR PNR Gxv BQ uildin St8fI1S 2714 S. Garfield Road Office: (509) 244-5611 /' 1 + 5/2/16 REV FOR ERECTOR INSTALLATION IN EH . GXV an Na company _ Airway Heights, WA 99001 (600) 941-2291 /� Q�Q *V C 64613 PROJECT: TDA r GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL��� ay 05, 2016 • LOCATION:.. CHICO, CA 95928 - Cty�< CAD DATE SCALE PHASE 'BUILDING ID JOB NUMBER SHEET NUMBER ISSUE t 5/ 6/15 N.T.S. i A 14-8-83392 DET4 - I I 12" 12" 12" 912" 912" 912» 2 1/2" 2 1/2" Sheeting Direction Detail "A" - AII Roof Members Except As Noted Below 12' 12" 12" Stitch Screw Tape Seal 1/4-14 x 7/8 At 20" O.C. Detail "A"' Member Screws 4"+ 12-14 x 1 1/4" Roof Panel at 5" 7" 5" Continous 2 1/2" 7" 5" 7'" 5" 7" 2 1/2" Tape Seal , Roof Purlin Panel _ Sheeting Direction Detail "A' At Eave Strut, Panel End Lap, and Peak Purlin Section Thru Panel End Laps Fastener Location for "PBR" Roof Panel ' TRIM 175 Standard Grade Description Fastener Application Note: De Number Application pp 1/4"-14 x 7/8" 4A Stitch & Trim Screw 12-14 x 1 1/4" 17A Member Screw 12-14 x 1 1/2" 178 Member Screw 12-14 x 2" 28 Member Screw Long Life Description p Fastener Number Application pp 1/4"-14 x 7/8" 4 Stitch & Trim Screw 12-14 x 1 1/4" 3 Member Screw 12-14 x 1 1/2" 3A Member Screw 12-14 x 2" 58 Member Screw Standard details call for 1 1/4" fasteners as member screws by default. Member screws may be 1 1 /4". 1 1 /2". or 2" 1 depending on insulation, application, or customer request. Self—Drilling Screw Application SCRW1 w 7" 5" 7" 5" 7" T- 12 12" 12" 7" 7" 5" 7" 5" 7" T- 12 12" 12" 7" 5" 7" 5" 7" A 2 1/2" 12" t2° A B A B 2 1/2-1 12" "PBA"/"AVP" Panel 12" B ' PBR" Panel 'NR PNR GXV Ga rco Building Systems "PBU" Panel Office: (509) 244-5611 oN EH GXV an NCI Company Member Screw 12-14 x 1 1/4"SD (800) 941=2291 °PBR° Panel x 12° O.C. of Each Member °PBU° Panel Bearing Leg Bearing Leg 06013 PROJECT: TDA —GARAGE Extended Leg CUSTOMER: ' BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL � 6001 Pte" Panel Stitch Screw ay 05, 201 LOCATION: Stitch Screw 1/4-14 x 7/8° CAD DATE SCALE PHASE BUILDING ID JOB NUMBER 1/4-14 x 7/8" ISSUE!�'� Sheeting Direction SO, at 20' O.C. Sheeling Direction SO, at 20° O.C. Sheeting Direction AO = At Base, Rake, Eave, and Mid Span End Laps 6" 6" 6" 6" 6" 6" A 12" 12" 12" A B ©= At Intermediate Member, 12 12 12" B "RVPBR" Panel and at Optional Liner Panel "RVPBU" Panel DATE DESCRIPTION 5/ 6/15 FOR ERECTOR INSTALLATION 5/2/16 REV FOR ERECTOR INSTALLATION FnctPnPr I nrrnfinn fnr Pnnol At Wnll TRIM -174 s - BY CK'D .DSN 'NR PNR GXV Ga rco Building Systems 2714 S. Garfield Road Office: (509) 244-5611 oN EH GXV an NCI Company Airway Heights, WA 99001 (800) 941=2291 x 06013 PROJECT: TDA —GARAGE CUSTOMER: ' BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL � 6001 ay 05, 201 LOCATION: CHICO, CA 95928 CIVIL CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE!�'� 5/.6/15 N.T.S. 1 - A 14-B-83392 DET5 CA I ABoth dge JintNOTES: TTHK. WELD SIZE S 16 Go 1/16": 0.0625 inch 14 Go 5/64": 0.0781 inch 12 Go 7/64": 0.1094 inch 2-24 10 Go 9/64": 0.1406 inch 2-24 L 2 T� L 2 0 3" TYPICAL COLD -FORMED CONNECTIONS N s 3/8" Thk Below 3/8" The Material Has No Joint < 3/8" Thk O or i 3/8" Thk % BGTSM < 3/8" Thicl�T < 3/8" Thick ol�J r x38 BGTSM Thick Typ OS © - Typ (D ® < 3/8" Thick. or T ® :63�8SMThick Straight Column Type 1 I Ab Typ <3/8" Thk or 3/8" Thk BGGTSM Typ >_ - Typ At © Webs Typ Typ © Typ >_ Interior Wide Flange " Base Plate 0 r . {< 3/8" Thick or lJ® s 38" Thick BGTSM Typ a Typ © < 3/8" Thick or © i 368- Thick BGTSM Straight Column Type 2 DATE DESCRIPTION 5/ 6/15 FOR ERECTOR INSTALLATION 5/2/16 REV FOR ERECTOR INSTALLATION C Some As Bottom Flange a Same As Conn Plote bt s 3/8" Thk o > 3/8" Thk © <3/8" Thk -1b ar �. TiV�� 23TSM 8" Thk © U <3/8" Thk or �z 3/8" Thk BGTSM © L 2 Weld Int 3-6 n L 2 Over 24" Deep Webs �A 0 0 > 3/8" Thk s 3/8" Thk Typ At Webs Typical Stiffener Detail Revised 4/25/08 SECTION A—A Notice This Drawing And The Information Contained And/Or Depicted ® hereon, either expressly or implied, is CONFIDENTIAL AND Backing Ring- PROPRIETARY and may As Pi Flnot be reused, reprinted, distributed catenal or otherwise disclosed /.l As Pipe W-1/WELD DETAIL SHEET Interior` Column Conn Plates �iGarco Building Systems 2714 S. Garfield Road Office: (509) 244-5611 an NCI CompwW Airway Heights, WA 99001 (800) 941-2291 _ PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 CAD DATE SCALE - PHASE BUILDING ID JOB NUMBERSHEET NUMBER ISSUE 5/ 6/15 N.T.S. 1 A 14-8-83392 nFT6 1 C6013 IU! �cno1 y 05,201 ** Note: Sizes Of Fillet Weld For Web—To—Flange Weld Some As Bottom Flange Web Flan e Thickness Thickness 3/16" 1/4" To 1/2" Over 1/2" 10 Go & 3/16" 3/16" See Note 2 © 1/4" 3/16" See Note © 5/16" See -Note 1/4" 1 2 a ... 3/8" 5/16" O Over 3/8" See Note 3 <3/8" Thk . orNotes: TK® --<2 3/8" Thk BGGTSM 1.) 3/16" Flanges Are Not To Be Used For Web Thickness Of 1/4" Or Over Unless Specified By Engineering. . 2.) Weld Size Equals To Thickness Of Web Or See Note 5. 3.) For Web Thickness Over 3/8" All Fillet Sizes Are To Be Specified By Engineering. 4.) Weld Both Sides Of Web To Flange 3" Beyond Both Ends Of Bracket. 2 1/2" 5.) Flange To Flange Or Flange To Connection Plate Weld Sizes Are Determined By The (Z 2 1/2" Following Criteria: Typ Flg Brace Cliff tf < 3/8" 3/16" Fillet 3/8" < tf <- 3/4" N With 1/4" Fillet tf > 3/8" N With 5/16" Fillet Weld Need Not Exceed Thickness Of Thinner Part Joined. 6.) Weld Size Is To Be 1/16" Less Than Thicker Plate, But Not To Exceed Thickness Of © L/2 Thinner Plate. © L/2 7.) Opposite Side Weld Length To Be a Dimemension Plus 3 Inches, and b Dimension Plus 3 Inches. Typ Note!!! - BGTSM = Back Gouge nh > Typ To Solid Metal (Typ.) Typical Stiffener Detail Revised 4/25/08 SECTION A—A Notice This Drawing And The Information Contained And/Or Depicted ® hereon, either expressly or implied, is CONFIDENTIAL AND Backing Ring- PROPRIETARY and may As Pi Flnot be reused, reprinted, distributed catenal or otherwise disclosed /.l As Pipe W-1/WELD DETAIL SHEET Interior` Column Conn Plates �iGarco Building Systems 2714 S. Garfield Road Office: (509) 244-5611 an NCI CompwW Airway Heights, WA 99001 (800) 941-2291 _ PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 CAD DATE SCALE - PHASE BUILDING ID JOB NUMBERSHEET NUMBER ISSUE 5/ 6/15 N.T.S. 1 A 14-8-83392 nFT6 1 C6013 IU! �cno1 y 05,201 PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening -' ' .Trim Installation with Field Notch Panel'at Head Trim PWO7022 Field Notch Panel at Head Trim r PW07023 - Trim Installation with Field Notch and Bend Tabs at Head Trim w Field Notch Bend PWO7024 and Tabs at Head Trim PW07025 INDIa:"Trim Installation Q$ with Field Notch • can be done by Field Notch Panel as shown on and Bend Tabs of Head Trim as shown an PW07024 PW07022 & PW07023 & PW07025. 7 Trim Installation Q$ with Field can be done by Field Notch Panel as shown Notch and Bend Tabs at Head Trim as shown on on PW07022 & PW07023 PW07024 & PW07025. - Trim Inst Italian can be done by Field Notch Panel as shown on PW07022 & PW07023 Qg with field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 M with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07W07 025. Opening Width + 6' (+1" Lap when req d) Opening Width + 6' (+1' Lap when req'd) / Opening Width + 6" (+1' Lop when req d) • _ - Opening Width + 6' (+1' Lap when req•d) • , • • • Field Cut •:and _ Opening Width 9 _ Opening Width + 3' ' 3" 3" .. " . - Remove , _ � 0 enin Width+ 3' 'Note, Field measure -Opening q . - - + See PWO7023 - _ _ Head Trim F481 1} - 1}'+ _ Opening Width and ; T- ., { - }� • -Opening Width 1}'" cut Head Trim to � - - Opening Width - - - • & PW07027 - - . - See PW07025 •Field Cut _ required length. ' Remainder and • . ; •Head _ ,• _. _ Io - - __ -. ... - & PW07027 Remove - - - Trim •F4810 '`•- - - - -• - Front Yew II ' -- • ` • • o _ Head Trim F481 - - - - ^H^ 1' Lap with (2) Fasteners • lY n • , ' Head Trim F481 See _ See PW07030a - 14 x Po Rivet r - and HW540 - - - 9 r - Field Notch and Bend W _ Frontyew I I' - - •. - _ - - _ _ _ PW07030a . 1}' Tab behind Jamb , 1' Lo with 2 Fasteners - - —'IY-- P ( ) See End Cut Detail t' z m� ^c' n o .Fastener 814A �" x "'Pop Rivet ' at 20" O.C. atCold,Fomr OR Fastener 8207 12-24 x 1}' For "Optional' Channel Closure Trim see PW07028 Opening Width , 3" ° O enin Width 3" = . P 9fieldnotch Panel at Head Trim' t - • • 'iG !' �' ✓! ✓ !-•. - !! i/ Ili / i r /!/ ! y - ! - ' •'• '• v c d ; Fastener 814A J" x j" Pop Rivet " at 20" O.C. at Cold Form OR -_ Fastener 8207 12-24 x 1}" _ Trim. Attach with Fastener 814 J' x {�' Pop Rivet. See PW07025 for details. ` • 814 b" 1�' Pop Rivet - - and HW540 Caulking' 1}`• Opening Width i Do not cut or• _ Note All trim is to be remove back leg .installed BEFORE blanket .insulation is applied to walls + ' ° t Pancake DP5 at 20' O.C. at Hot Rolled - ! ! i %ice✓.! pa- `! % / ✓ / G y -� `•o Pancake DP5 at 20" O.C. at Hot Rolled / • 1}• I Bend 90 Tab Panel - down 90 degrees Nate: position is shown with ,+� .n = - - - - .. ! i l F-o'Panel t _ . - Rib and Opening on 1'-0 module., + c s }' Bead of HW540 Tube Caulking from Header to Floor (see section) - 1' Lap with (2) Fasteners J'- •o I :.'/? i ! j !j ., - -r. /.' i��'! _ i ✓ /! •�+., x . ti }' Bead of HW540 Tube Coulkin from Header to Floor see section ( ) - + Location ai Rib may vary depending an field Cut _ the Opening Width and location. Field and Remove measure before cutting Panel and Trim. a, _ o 814 x {�' Pop Rivet Typ at Head Trim F481- / m-' / Caulk with HW540 - + n ~ 1" La with P (2) End Cut Detail • ' rn , c Jamb Trim F482 Jamb Trim F482 Alternate F484 Alternate F484 Head &Jamb Trim when required. Field J m ! . / �i x at these edges i See PW07027 o q tit m Jamb Trim .F482 Jamb Trim F482 or Alternate F484 or Alternate F484 Fasteners 814 �� x Viewed from • to of Head Trim .. ( p ) ' or or notch as required. for Jamb after mstallotwn / § ..z {�' Pop Rivet Typ at - u o _ • See pW07p2grw _ - - ! field cut detail m -, I I. II. ' I / i✓ s ! K i .. i O !- !. 'moi - Jamb Trim F482 `! ! ' - r - or Altemote F484 / .- / / I II I _ - c c O _ • See .. s PW07029 - Head &Jamb Trim - when re uired. Field q notch as required. + 1 Opening Width Opening Width }` 9 - Field Notch and Bend 1}' Tab a ": behind' Jamb Trim. Attach with ✓ ! !'! fastener 814 �' x t�' Pop Rivet 2, Finish Floor Line . • _ ' f, -' i ;„ „ • - . - • Note: For "Optional" i !. ' - - Fastener 814A �' x �'° Pop Field cut Panel Rivet at 20' O.C. at Cold Form - • . OR ' - k - _ Finish Floor Line Channel Closure Trim see PW07028 ® Head Trim F481 / t . ' Opening Width - Fastener 8207 12-24 x 1}'. - - - • .• -,. - _ - _ See PW07027 for Jamb J • m !'. �;, Pancake DP5 at 20" O.C. at �- < �_ - '' - _ '•' "- ` - - - Trim field cut detail • Hot Rolled • - •• "' '+,. • - • I 'Opening Width <' I ,r _• 'P Jamb Trim F482 or Alternote'F484 , - - ,,• - - .Note: Panel position is shown with'- + - Fastener 814A b" x Ir Pop n Note: All trim Is to be `Note: Field measure Opening Width Panel Rib and Opening on 1'-0 module. Note: All trim is to be Location of Rib may vary depending. on r Y Y P 1" „ _ ..•c a .. - �S - Rivet at 20" O.C. at Cold Form OR Il\ installed insulation BEFORE blanket and Height before making Is applied to walls. and adjust cut dimensions field cuts accordingly. 9 in BEFORE blanket the 0 enin Width and location. Field' P 9 , Note: All trim is to be -Note, Field measure Opening Width fastener L'I I I I �'" 8207'12-24 x 1}' - insulation is applied to walls measure before cutting Panel and Trim: ` i- installed BEFORE blanket . and Height before making field cuts - Pancake DP5 at 20" D.C.. at '_ r insulation is applied to walls and adjust cut dimensions accordingly. - Hot Rolled ` Field, cut Panel ; - -� J, �'. 9 5 tea • ' y - •S; .{.1 r <, r -. _� • ., .. . - �• tl •,t T ~ ' �� .. ` 4 •.) .� r �Yn rte.. -r. ;• - • � t• r �.., ', ; � . , _ r r r .. _ . r `t _; � " � - t _, „*•, '• r • . e rf .ar •. Y '� '� { _ ., . _ • - �+ - � t s L � , _ _ *..) Ya-• • ; y _tib �y 5 - _ ... - _ °ISSUE ''DATE, DESCRIPTION � BY, CK'D DSN i• -0 5/ 6/15 FOR ERECTOR INSTALLATION r • PNR PNR GXV •, BUI�(��n gtgmg, g 2714 i. Garfield Road • ' .. 1 - 5/2/16 REV FOR ERECTOR INSTALLATION GN' • EH GXV Ga rco an NCI Company Office: (509) 244-5611 'Airway Heights, WA 99001 , 800 941-2291 '° ' O AN STANDARD •FRAMED. OPENING DETAILS (PBR. WALL PANEL-) � , '. � - ' -" - { �� • PROJECT: TDA -GARAGE - � ' -�� ' . • - C61111141 (HALLP CUSTOMER:` BRAD AND JACQUELINE HALL + v_ ,a OWNER: BRAD AND JACQUELINE ' ay 05, 2016 LOCATION: CHICO, CA 95928 s r _ s CAD, DATESCALE PHASE ,BUILDING 1D JOB NUMBER SHEET ~NUMBER ISSUE y 5/ 6/15 Kt.S. i A 14-8-83392' ,, DET7 1 8 -, PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening "Optional" PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening Jamb Trim Field Cut Details PW07027 Channel Closure TrimPW07028 Jamb Trim Installation PW07029 Head Trim Installation PWO7030 4� - t•. Opening Width + 7• (+1' Lap when req'd) - Opening Width 3 jL r 1�, _ 1�• .- PBR Wall Panelo ' e o Alternate Jamb Trim F484 View Jomb Trim F482 Too View - n - - - Fastener 14A x Po Rivet 8 }• �' P Jamb - (Cold Form shown � - - Wall Member Strew 12-14 x of 5'-7'-5' Channel Closure frim 4A' See at 20. O.C. at Cold Form Hot Rolled similar) O.C. of Cold Form Fastener 814A }' x �" Pop PW07030 a OR OR Rivet at 20. O.C. at Cold Form }• .3 �• �' Fastener 8207 12-24 x 11' 12-24 x at 5'-7'-5' OR Field Cut and Remove - L ; i'Fastener Fastener 814A }' x Pop Rivet Pancake DP5 at 20' O.C. at Hot RoiledChannel 'Optional' Closure r O.C. at Hot Rolled #20712-24 x 1)' Poncoke DP5 at 20' O.C. at • n of 20' O.C. at Cold Form - SeePW07028 for details. Hot Rolled K, n I n + c' i OR Fastener ®207 12-24 x 1}' Pancake DPS at 20' O.C. at Hot Rolled Double Sided Tape (Not by Bldg Mfg) Blanket Insulation }• - }' Bead of HW540 Tube Caulking g (Header to Floor) _ - 'Optional" Header S 1' Lap typ at Head �� i Head Trim F481 Channel Closure Trim (Cold Form shown + ^c Channel Closure Trim &Jamb when �� See PW0728 for defogs Hot Roiled v Cut and remove -• re wired. Field cut q iii similar) d remainder of front fold t Channel Closure Trim to length if req'd+ rn w L (2) Fasteners 814 = a, G See and notch. PBR Wall Panel J i rn a = a o Side View at Head Trim +' x J* Pop Rivet c v PW07029 Field Cut Wall Panel S .o rn m at lop p lYn2C: Terminate Blanket Insulation at capillary lip of Jamb Trim ' a c o = Finish Floor Line Opening Width + + 1' Lap when required. - 1' Field bend tab down 90 degrees • c Field cut and notch " v as required. p Field flatten Trim leg when required Finish Floor Line i rn c 2)' Field cut and remove Channel Closure F981 Trim Piece Mork - 8' member Jamb Trim F482 (shown) or Alternate Jamb Trim F484 c oa Channel Closure Trim F2994 - F2991 .-;8j' - 8}' member member, 3)' F2992 - 8}' •member V F982 - 10' member .. Finish Floor Line F2993 3}' Field cut and remove F169 - 10}'. member - 12" member 111 r _ F2995 - 12}' member - Side View at Sill Trim - Channel Closure Trim at Jambs. Note: All trim is to be Alternate Jamb Trim F484 Profile - installed BEFORE blanket - Jamb Trim F482 and insulation is applied to walls. Note: Pone] position is shown with Note: Field measure Opening Height before making field cuts and adjust Alternate Jamb Trim - Front Yew F484 - Note: Field measure Opening Width Note: All trim is to be Panel Rib and Opening on 1'-0 module. Location of Rib may vary depending on Note: All trim is to be cut dimensions accordingly. Right Jamb Trim as shown and Height before making field cuts installed BEFORE blanket the Opening Width and location. Field installed BEFORE blanket - insulation is applied to walls Left Jamb Trim opposite hand End Cut Detail - ane adjust cut dimensions accordingly. insulation is applied to walls. measure before cutting Panel and Trim, t ISSUE DATE DESCRIPTION r BY CK'D DSN - 0 5/ 6/15 FOR ERECTOR INSTALLATION " PNR PNR GXV Building Systems 2714 S. 5/2/16 Ga1'CO NCI Garfield Road Office: (509) 244-5611 w� Airway Heights, f� 1 REV FOR ERECTOR INSTALLATION GN . EH' GXV an Company WA 99001 (600) 941-2291 STANDARD FRAMED OPENING DETAILS (PBR WALL PANEL) - C6�6l3 CONT. PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALLOWNER: BRAD AND JACQUELINE HALL atPv3 MIT ' ay 05, 2016 LOCATION:' CHICO, CA 95928 CNA.` • CAD DATE SCALE PHASE BUILDING ID 1 JOB NUMBER SHEEr NUMBER ISSUE ' or ' 5/ 6/15 N.T.S. 1 A C 14-8-83392 pEf$ 1 t a .'Knock Down Walk Door Sections 'AC05131 PBR Wall Panel - Walk Door & Glass -Front Walk Door PW09022 PBR Wall Panel - Walk Door & Glass- Front Walk Door PW09023 PBR Wall Panel - Walk Door & Glass -Front Walk Door' F6ec W09��2 8", 10", 12"Girts Doe Rn. Ov4 Rn. Date Rn. Dec'11 00 Trim Installation with Field Notch Panel at Head Trim . Dec'11 00 Field Notch Panel at Head Trim Dec'1100 Jamb Trim Field Cut Details'11 N°te: Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PWO9023 _ 4J• - 49° +^, •-- Door Header An le Note: Trim Installation con be done by Field Notch Panel as shown on PWO9022 & PW09023 fj'- jl - J - • - • g Q8 with Field Notch and Bend Tabs at Head Trim as shown on PW09024 & PW09025. Y gg with Field Notch and Bend Tabs of Head Trim as shown on PW09024 & PWO9025. • Door Header Angle See Chart y Girt See Chart w/(one) Wall Member Screw `o _ a . 0 4 3 12-14 x _ jGirf - - o Door Width + 6}" (+ 1'-6. for each SideLite) _ 1}° ^� I• 1}" Each End At 12' O.C. o Y r -.--Door. Frame - c 3. 1}° Door Width + 3}"deLite)= (+ 1'-6 for each Si1}° -- r+# - ?" _ . 1}" ,a - •.4 1}" _ i _ rf ,Walk Door Clip (WDC) . o ° - - 1 Girt Walk Door Angle (WDA) a c Panel b 7r o _ See PWO9023 r P° I R b Optional Jam im •F484 - Jamb Trim F482 - — — — Shown In Detail 'B', Used • j ar - c 0 0° i ` - & Pwo9027 Y t t Door Width + 3}'_ i • v w ; . ` ` Too Yew + 'r m a' . + 1'-6 for each SideLite • `o `o - o _ For Door Bracing Only And 3 " a o ( )' 1 a ° 4 Is Not Re 'd. If Optional Girt N 3 o o b q P Door Header e ; Door Width o 3...,. Door Width + 3}" - c 1.. c . , _. }°: 31]• }' . . M h f 3'-6e Is Used. r (+ 1'-6 for each SideLite) 1�" — " o a Section Thru Header (+ 1 -6 far each SideLite) y u a - `o Head Trim F481 ] '`• - ° Field Cut and Remove a _ ; � Field notch Panel , o I o I See Door Width _ at Head Tri - s ,c + - ' +t Attachment To - _ PW09 S 0 . (+' 1'-6 for each SideLite) 1 " o o - - +• ! Framing Elevation Concrete, By Others I PWO903z a !� �� / 3 3 c� .r _ .€ - `o` ! r I 3" Walk Door atl j ./� .y !% - / t'1 N '•1.N 2" Glass -Front Door - Fastener 414A I). �.' - - • o I - i :. ! _ - Girt (Field Wall Member. Screw Cut At Jamb) 12-14 x _ (TYP•) • Door Jamb Door Header Angle Piece Mark For Door DHA3 .3070 DHA4 4070 OHA6 6070 ii Pop Rivet at 20° O.C. - 'I - .00 j : ! i / / j!..,. - o Cut and remove R ` -G., remainder of front fold -' a }° Bead of HW540 Tube Caulking - — ! '-%=?;/.... • _ LL= from Header to Floor (see section). ; -Head Trim F481 0°o I 'Caulk these edges - 3 `o S, n i after installation - - • - +' ' Qo . I• v. - I..�r See PW09027 I.. Y I % `o Girt o , o Jamb Trim F482,1 „ Jamb Trim F482 - for Jamb Trim I , $ 3 r ���i y!j ! Side Yew at He°d Trim w o° _ Section At 3 —6 Vlf 1 •! r nM ^ or Optional F484 or Optional N484 field cut detail O o I II Ila y i o o Walk Door i • !' I I 3 4 I i y: 0 p( ) O J qi WDC - ' Jamb Trim 0 q o a PSee W09029 t r I o s'I n I III I I I I / Field Weld or use or Optional F484 ! l/ 1}�. M Wall Member Screw ! r Door Jamb Wall Member Screw 12-14 x _ or PW09031' Aluminum ' 12-14 x_ a I } a +- t Fastener 14A x Field cut Panel Threshold Door Jamb ' . I I ,t �° Field Bend - •�' pop Rivet at 20° o. C. b: •n , , ` Fled Anchors , Finish Floor Line• .a s•� a By Erector " Tape Sealant alk Door Angle (WDA) n ' Finish Floor Line Door Width (+ V-6 for each SideLite)••> 1�"1 Y• ,• - - + • - - - Detail "A" Detail "B" _ - Door Width + 3}° (+ 1'-6 for each SideLite) At Bose w/ Swing -Out Door At Brace (Typ. Both Jambs) .-4 Note, Panel position is shown with Jamb Trim F482 and Panel Rb and Door on 1'-0 module. Note: Field measure Door Height before ,Optional Jamb Trim F484 " Note: All trim Is to be �ft,,t Field measure Door Width and Note: All trim is to be Location of Rib may vary depending on - , Mg field cuts and adjust cut dimensions Front Yew installed BEFORE blanket before makin field cuts and installed BEFORE blaketthe Door Width and location. Field9 - accordingly so that Jamb Trim fits to Head Right Jamb Trim as shown insulation is applied to walls. djust cut dimensions accordingly. r, insulation is applied to walls. measure before cutting Panel and Trim. - Trim & at 11° below Finish Floor Line. , Left Jamb Trim opposite hand - r •� • -+ - '. ` • w' ' �:' �, '' .� - '� 'r�,^ _ .. ,, ` r yY y v• .. � ',,� •. • - « - r r -'• - 1•..� _ '--s.Ga' - .a ,. •_ '_+ � ''f5 ti ir STANDARD -WALK DOOR . DETAILS (PBR ,WALL PANEL) ISSUE DATE DESCRIPTION: + BY CK'D DSN •. , 0. 5/ 6/15 FOR. ERECTOR INSTALLATION PNR 'PNR 'GXVSystems.; t o���0 BUIIdIog 4 :2714 S. Garfield Road Office: (509) 244-5611 + , ' "• 1 5/2/16. ' REV FOR ERECTOR INSTALLATION n, en NC1 ComparwAirway Heights, WA 99001 800 941-2291 r GN EH• GXV ( ) 4 .. PROJECT: TDA - GARAGE . .' CUSTOMER: ' BRAD ANDJACQUELINE HALL +'". �.. OWNER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 "...,, - tr CAD DATE SCALE PHASE' BUILDING ID JOB NUMBER ' SHEET NUMBER ISSUE 5/ 6/15 J. N.T.S.. i- A�• 14=B-83392 DET9 I DAMAGE DURING CONSTRUCTION FIELD SERVICE PROCEDURES _ AUTHORIZATION FOR CORRECTIVE WORK UNLOADING, HANDLING, AND STORING MATERIALS - .. ROOF AND WALL PANELS �.' THE QUALITY OF WORKMANSHIP IN STEEL ERECTION, CONSTRUCTION PRACTICES, AND HANDLING ,METUoOs USED DURING THE coNsrRucnoN of THE METAL BUILDING CAN SIGNIFICANTLY • - _ .. c ,. _ AFFECT THE APPEARANCE AND PERFORMANCE OF THE BUILDING PANELS. PANEL DAMAGE DURING IN ORDER TO GIVE YOU PROMPT SERVICES AND KEEP PROBLEMS TO A MINIMUM, PLEASE NORMAL ERECTION OPERATIONS INCLUDE THE CORRECTION OF MINOR MISFITS BY MODERATE STRUCTURAL - - A GREAT AMOUNT OF TIME AND TROUBLE CAN BE SAVED IF THE BUILDING ' MANUFACTURER'S WALL AND ROOF PANELS INCLUDING COLOR COATED, GALVALUME & CONSTRUCTION CAN BE THE RESULT OF FAULTY INSTALLATION METHODS AND/OR CARELESSNESS. HANDLE ANY SHORTAGES OR HACK CHARGES IN THE FOLLOWING MANNER: AMOUNTS OF REAMING, CHIPPING, WELDING OR CUTTING AND THE DRAWING OF ELEMENTS INTO PARTS ARE UNLOADED AT THE BUILDING SITE ACCORDING TO A PRE=ARRANGED PLAN. PROPER GALVANRED, PROVIDE IXCELI.EAfi SERVICE UNDER WIDELY VARIED CONDITIONS. ALL UNLOADING CAREFULLY CHECK YOUR PACKING LIST WHILE UNLOADING. MARK ANY ITEMS, WHICH APPEAR UNE THROUGH THE USE OF DRIFT PINS. ERRORS WHICH CANNOT BE CORRECTED BY THE _ r LOCATION AND HANDLING OF COMPONENTS WILL ELIMINATE UNNECESSARY HANDLING. & ERECTION PERSONNEL SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE QUALITY OVERDRIVEN FASTENERS CAUSE INDENTATIONS OR SHALLOW POCKETS IN THE PANEL AROUND TO BE MISSING AND NOTIFY THE FIELD SERVICE DEPARTMENT AT THE NUMBER SHOWN IN THE FOREGOING MEANS OR WHICH REQUIRE MAJOR CHANGES IN THE MEMBER CONFIGURATION NOTE PIECE MARKS ARE STENCILED ON PRIMARY STRUCTURAL MEMBERS AT LOWER END, MERCHANDISE, WHICH MERITS CAUTIOUS CARE IN HANDLING. - THE FASTENER HEAD. RAIN WATER OR CONDENSED MOISTURE COMBINED WITH ATMOSPHERIC • TTILEBLOCK AS SOON AS POSSIBLE. CALLING SOMEONE ELSE COULD DELAY THE PROPER SHOULD BE REPORTED IMMEDIATELY TO THE OWNER AND FABRICATOR BY THE ERECTOR, TO ' 1—'-O' FROM END. -POLLUTANTS - POLLUTANTS (PRINCIPALLY SULFUR DIOXIDES) AND DIRT PARTICLES COLLECT IN THESE POCKETS. RESPONSE. - ENABLE WHOEVER IS RESPONSIBLE EITHER TO CORRECT THE ERROR OR TO APPROVE THE e . '- '. UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES OF SHEETS- THE COMBINATION OF POLLUTANTS AND WATER CREATES ACID SOLUTIONS THAT WILL CAUSE " SHORT MATERIALS - IMMEDIATELY UPON DELIVERY OF MATERIAL, QUANTITIES ARE TO BE MOST EFFICIENT AND ECONOMICAL METHOD OF CORRECTION TO BE USED BY OTHERS. (AISC • INSECT ALL SHIPMENTS PRIOR TO RELEASING THE TIE -DOWNS FOR LOADS 7HAT MAY HA SHO U 0 U K WNH EXIREM CAR AKEN 0 INSURE THAT NO DAMAGE ' = CORROSION DAMAGE TO THE PANEL AND FASTENER. RAIN MAY WASH SOME POLLUTANTS AWAY,' SHIFTED DURING ATb1NSTT! �. VERIFIED BY THE CUSTOMER AGAINST QUANTITIES THAT ARE BILLED ON THE SHIPPING 303-10, SECTION 7.14) (MAR 05 SECTION 7.14) IF THE ERROR IS THE FAULT OF THE ': OCCURS TO ENDS OF THE SHEETS OR TO SIDE RIBS. THE PACKAGES SHOULD BE STORED BUT MOISTURE IN THE FORM OF HIGH HUMIDITY CAN KEEP THESE AREAS WET AND CONTINUE DOCUMENT. NEITHER THE MANUFACTURER NOR THE CARRIER IS RESPONSIBLE FOR THE MANUFACTURER, AN 'AUTHORIZATION FOR CORRECTIVE WORK' MUST BE ISSUED IN WRITING BY -i. - -'� ' OFF THE GROUND SUFFICIENTLY HIGH TO ALLOW AIR CIRCULATION UNDERNEATH THE PACKAGES. THE PROBLEM. OVERORMNG THE FASTENER ALSO FORCES THE SEALING WASHER FROM UNDER MATERIAL SHORTAGES AGAINST THE QUANTITIES BILLED ON SHIPPING DOCUMENT SUCH THE MANUFACTURER TO AUTHORIZE THE CORRECTIVE WORK AT A COST NOT TO EXCEED THE REMEMBER, SAFETY FIRSTI `� - THIS AVOIDS GROUND MOISTURE & DETERS PEOPLE FROM WALKING ON THE PACKAGES. ONE THE FASTENER HEAD CREATING A LEAK AT THIS POINT. PROPER TORQUE ADJUSTMENT OF THE SHORTAGES ARE NOT NOTED ON SHIPPING DOCUMENTS WHEN THE MATERIAL IS DELIVERED, D MAXIMUM TOTAL COST SET FORTH.- • END OF THE PACKAGE SHOULD ALWAYS BE ELEVATED TO ENCOURAGE DRAINAGE IN CASE OF SCREW GUN OR PREFERABLY THE USE OF A DEPTH GAUGE WILL ELIMINATE THE PROBLEM OF AND THEN ACKNOWLEDGED BY THE CARRIER'S AGENT. IF THE CARRIER IS THE MANUFACTURER, ALTERNATIVE CORRECTIVE WORK OTHER THAN THAT PROPOSED IN THE 'INITIAL CWM' MAY BE BLOCKING UNDER THE COLUMNS AND RAFTERS PROTECTS THE SPLICE PLATES AND THE SLAB RAIN. OVERDRIVEN FASTENERS. " CLAIMS FOR SHORTAGES ARE TO BE MADE BY THE CUSTOMER TO THE COMMON CARRIER. IF DIRECTED BY THE MANUFACTURER IN THE AUTHORIZATION OF CORRECTIVE WORK.• ONLY THE i FROM DAMAGE DURING THE UNLOADING PROCESS. IT ALSO FACILITATES THE PLACING OF • THE MFGR EXERCISES EXTREME CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO THE MATERIAL QUANTITIES RECEIVED ARE CORRECT ACCORDING TO THE QUANTITIES THAT ARE FIELD SERVICE DEPARTMENT MAY AUTHORIZE CORRECTIVE WORK. SLINGS OR CABLES AROUND -THE MEMBERS FOR LATER UFRNG AND ALLOWS MEMBERS TO BE INSURE THAT ALL PANEL STOCK IS KEPT DRY. HOWEVER, DUE TO CUMATIC CONDITIONS, WATER ITIS EXTREMELY IMPORTANT THAT ALL DRILL SHAVINGS FROM THE INSTALLATION OF PANEL BILLED ON THE SHIPPING DOCUMENTS, BUT ARE LESS THAN THE QUANTITIES ORDERED OR THE. - BOLTED TOGETHER INTO SUB-ASSEMBUES WHILE ON,THE GROUND. EXTRA CARE SHOULD FORMED BY CONDENSATION OF HUMID AIR CAN BECOME TRAPPED BETWEEN STACKED SHEETS. FASTENERS AND FlWNGS FROM THE SAW CUTTING OF PANELS BE REMOVED FROM THE PANEL QUANTITIES THAT ARE NECESSARY TO COMPLETE THE METAL BUILDING ACCORDING.TO THE FINAL CLAIM -THE 'FINAL CLAIM' IN WRITING MUST BE FORWARDED BY THE CUSTOMER TO ALWAYS BE EXERCISED IN THE UNLOADING OPERATION TO PREVENT INJURIES FROM HANDLING' - WATER CAN ALSO BE TRAPPED BETWEEN THE STACKED SHEETS WHEN EXPOSED TO RAIN. SURFACE. CORROSION CAN OCCUR INA MATTER OF HOURS WHEN THESE SHAVINGS OR FlWNGS -ORDER DOCUMENTS, CLAIM IS BE MADE OF THE MANUFACTURER. THE MANUFACTURER WITHIN TEN (10) DAYS OF COMPLETION OF THE CORRECTIVE WORK THE STEED AND TO PREVENT DAMAGE TO MATERIALS AND THE CONCRETE SLAB. THIS MAY CAUSE DISCOLORATION CAUSED BY TRAPPED MOISTURE. ARE NOT REMOVED AND ARE ALLOWED TO COME IN CONTACT WITH WATER OR CONDENSED DEFECTIVE DAMAGED OR DEFECTIVE MATERIAL -DAMAGED OR DEFECTIVE MATERIAL, REGARDLESS OF THE IAL AUTHORIZED BY THE MANUFACTURER. THE STAIN IS USUALLY SUPERFICIAL & HAS LITTLE EFFECT ON THE APPEARANCE OR SERVICE MOISTURE. WHEN PANELS ARE PRE -DRILLED OR CUT IN THE STACK PRIOR TO ERECTION ALL ' GR 0 MU N TED ON THE SHIPPING DOCUMENTS BY THE CUSTOMER AND r IF WATER ALLOWED TO REMAIN FOR EXTENDED IN BUNDLES OF PRIMED PARTS LIFE OF THE PANELS AS AS IT IS NOT PERMITTED TO REMAIN ON THE PANELS. SHAVINGS OR FILLINGS MUST BE CLEANED FROM BOTH SIDES OF THE PANEL TO PREVENT IN WRITING BY THE CARRIER'S AGENT. THE MANUFACTURER IS NOT . _- � THE 'FINAL CLAIM' MUST INCLUDE - GI FADE SUCH AS gRTS, PURLINS, ETC., THE PIGMENT WILL FADE AND THE PAINT WILL GRADUALLY CONTACT HOWEVER, MOISTURE IN CONTACT WITH THE SURFACE OF THE PANELS OVER AN EXTENDED CORROSION OF THE PANEL BY THESE PARTICLES IT IS IMPERATIVE THAT THE ROOF BE SWEPT RESPONSIBLE RESPONSIBLE FOR MATERIAL DAMAGED IN UNLOADING Of PACKAGED OR NESTED MATERIALS SOFTEN REDUCING ITS BOND TO THE STEEL. THEREFORE, UPON RECEIPT OF A JOB, ALL - PERIOD CAN SEVERELY ATTACK THE FINISH & REDUCE THE EFFECTIVE SERVICE LIFE. SEE CLEAN AT LEAST DAILY AND CERTAINLY AT JOB COMPLETION. THE FINAL CLEANING OF THE ROOF INCLUDING, BUT NOT LIMITED T0: FASTENERS, SHEET METAL, 'C' & SECTIONS & COVERING 1. ACTUAL NUMBER OF MAN-HOURS BY DATE OF DIRECT LABOR ON CORRECTIVE BUNDLES OF PRIMED PARTS SHOULD BE STORED AT ANGLE TO ALLOW ANY TRAPPED R1-07 *DAME FROM CONDENSATION OR TRAPPED WATER.' SHOULD BE DONE PRIOR TO INSTALLING THE GUTTER SO THAT THE SHAVINGS ARE NOT, PANELS THAT BECOME WET AND/OR DAMAGED BY WATER WHILE IN THE POSSESSION OF HE WORK AND ACTUAL HOURLY RATES OF PAY. � � � 2• TAXES AND INSURANCE ON TOTAL ACTUAL DIRECT LABOR. F WATER TO DRAIN AWAY AND PERMIT AIR CIRCULATION FOR TINTING. PUDDLES OF WATER -- DEPOSITED INTO THE GUTTER AND LEFT TO CORRODE ANY OTHER FOREIGN OBJECTS OR DEBRIS OTHERS. PACKAGED OR NESTED MATERIAL THAT BECOMES WET IN TRANSIT MUST BE UNPACKED, 3. OTHER DIRECT COSTS ON ACTUAL DIRECT LABOR. SHOULD NOT BE ALLOWED TO COLLECT AND REMAIN ON COLUMNS OR RAFTERS FOR THE - CAUTION: CARE SHOULD ALWAYS BE TAKEN WHEN WALKING ON PANELS. USE SAFETY LINES _ LEFT BY CONSTRUCTION PERSONNEL SHOULD ALSO BE REMOVED FROM THE ROOF. DURING THE UNSTACKED AND DRIED BY THE CUSTOMER. IF THE CARRIER IS THE MANUFACTURER, THE " 4, COST OF MATERIAL NOT MINOR SUPPLIES AUTHORIZED BY THE MANUFACTURER TO BE ( ) SAME REASON. AND NETS WHEN NECESSARY! PANELS ARE SLIPPERY. WIPE DRY ANY MOISTURE OR SURFACE ERECTION OF THE ROOF AND THE INSTALLATION OF EQUIPMENT SUCH AS AIR CONDITIONING UNITS, ETC... _ CUSTOMER MUST MAKE CLAIM FOR DAMAGE DIRECTLY TO THE MANUFACTURER. IF THE CARRIER S A COMMON CARRIER, THE CUSTOMER MUST MAKE THE CLAIM FOR DAMAGE TO THE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING COPIES OF PAID - - . THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR ONLY A MATERIAL THAT HAS PUDDLED FROM BUNDLES STORED ON A SLOPE DEW, FROST, OR OTHER FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANELS. ALWAYS ASSUME - • - COMMON CARRIER. THE MANUFACTURER IS NOT LIABLE FOR ANY CLAIM WHATSOEVER , INVOICES. - I SHORT PERIOD OF EXPOSURE -TO ORDINARY ATMOSPHERIC CONDITIONS. THE COAT OF SHOP ^'. PANEL SURFACE IS SLIPPERY &ACT ACCORDINGLY. NEVER WALK OR STEP ON SKYLIGHTS OR PERSONNEL WALKING ON THE PANELS CAN CAUSE DAMAGE WORKMEN SHOULD SEEP OR WALK INCLUDING, BUT NOT LIMBED TO LABOR CHARGES OF CONSEQUENTIAL DAMAGES RESULTING 5. TOTAL ACTUAL DIRECT COST OF CORRECTIVE WORK (SUM OF 1, 2, 3 & 4). THE PRIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND TRANSLUCENT PANELS! IN THE BROAD FIAT AREAS OF THE PANEL AND AVOID STEPPING ON THE PANEL ENDS AND FROM THE CUSTOMER'S USE OF DAMAGED OF DEFECTIVE MATERIALS THAT CAN BE DEFECTED 'FINAL CLAIM* MUST BE SIGNED AND CERTIFIED TRUE AND CORRECT BY THE CORROSION RESISTANCE OF A FIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. EDGES WHICH CAN BE BENT BY CARELESS HANDLING. IF THIS DAMAGE IS SEVERE, THE EDGES BY VISUAL INSPECTION. CUSTOMER. 'FINAL CWMS' ARE CREDITED TO THE CUSTOMER BY THE MANUFACTURER - - • - USE WOOD BLOCKING TO ELEVATE & SLOPE THE PANELS IN A MANNER THAT WILL ALLOW MUST BE STRAIGHTENED PRIOR TO ERECTION SINCE THE APPEARANCE AND/OR WEATHER OIL CANNING IS NOT CAUSE FOR REJECTION IN AN AMOUNT NOT TO EXCEED THE LESSER OF THE MAXIMUM TOTAL COST SET FORTH TOUCH-UP OF THESE MINOR ABRASIONS IS THE RESPONSIBILITY Of THE END CUSTOMER. •, •' . MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN BUNDLES WILL PROVIDE ADDITIONAL ' TIGHTNESS OF THE PANEL COULD BE AFFECTED. DRAGGING ONE PANEL ACROSS ANOTHER CAN EXCESSIVE MATERIAL -THE MANUFACTURER RESERVES THE RIGHT TO RECOVER ANY MATERIAL IN W WRITING IN THE 'AUTHORIZATION FOR CORRECTIVE WORK' OR TOTAL ACTUAL DIRECT ALL PRIMER SHOULD BE TOUCHED UP AS REQUIRED BEFORE ERECTION! - SEE R1-06 TITLED AIR CIRCULATION. WHEN HANDLING OR UNCRATING THE PANELS, LIFT RATHER THAN SLIDE CUT. OR ABRADE THE COATING CAUSING UNSIGHTLY MARKS ON THE PANEL SURFACE. DELIVERED IN EXCESS OR THOSE REQUIRED BY THE ORDER DOCUMENTS. COST OF CORRECTIVE WORK. - - 'SHOP PRIMED STEEL' { , -- s - THEM APART. BURRED EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SLID INITIAL CLAIM - IN THE EVENT OF ERROR, THE CUSTOMER MUST PROMPTLY MAKE A WRITTEN - '•' -- ^'t fi OVER ONE ANOTHER. NEVER ALLOW PANELS TO BE WALKED ON WHILE ON THE GROUND. ATTEMPTS TO ERECT PANELS DURING WINDY CONDITIONS SHOULD BE AVOIDED TO PREVENT NT OR VERBAL INITIAL CLAIM" TO THE MANUFACTURER FOR THE CORRECTION OF DESIGN, •• IMPORTANT NOTE •• -COST OF EQUIPMENT (RENAL OR DEPRECIATION), SMALL TOOLS, _ 'TEMPORARY SUPPORTS' - DAMAGE AND FOR SAFETY CONSIDERATIONS. DRAFTING, BILL OF MATERIALS OF FABRICATION ERROR. SUPERVISION, OVERHEAD AND PROFIT ARE NOT SUBJECTED TO CLAIMS. - ^'rt' TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR - LEAVING DIRT PILED AGAINST THE EXTERIOR WALL PANELS AT THE FOUNDATION WILL CAUSE THE "INITIAL CLAIM" INCLUDES: SHIPMENT ARRIVAL DME - EVERY EFFORT WILL BE MADE TO SEE THAT THE CARRIER ARRIVES OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION WILL BE DETERMINED AND i r FURNISHED AND INSTALLED BY THE ERECTOR. THESE TEMPORARY DRAINAGE PANEL DAMAGE. THIS DIRT MAY BE WET OR AT LEAST WILL CONTAIN SOME MOISTURE. MUD MAY HAVE BEEN SPLASHED ONTO THE WALL DURING CONSTRUCTION. • 1. DESCRIPTION OF THE NATURE AND EXTENT OF THE ERRORS, INCLUDING QUANTITIES. AT THE JOBSfIE ON THE REQUESTED DAY AND AT THE REQUESTED HOUR. MANUFACTURER SUPPORTS WILL SECURE'. z - CORROSION DAMAGE MAY 2. DESCRIPTION OF THE NATURE AND EXTENT OF PROPOSED CORRECTIVE WORK INCLUDING' MAKES NO WARRANTY AND ACCEPTS NO RESPONSIBILITY FOR COSTS ASSOCIATED WITH A THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS OCCUR WHERE THIS DIRT OR MUD CONTACTS THE PANELS. IN AREAS WHERE UME STABILIZATION ESTIMATED MAN-HOURS. SHIPMENT NOT ARRIVING AT A REQUESTED TIME UNLESS A SEPARATE AGREEMENT HAS BEEN COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING, OF THE SOIL IS REQUIRED, CORROSION DAMAGE FROM THE SOIL'S CONTENT WILL BE 3. MATERIAL TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING ESTIMATED MADE IN WRITING FOR A GUARANTEED ARRIVAL TIME FROM WIND, SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS RESULTING ' ELEVATE. ACCELERATED AND MOST LIKELY BE SEVERE. ALL DIRT MUST BE REMOVED FROM THE PANEL QUANTITIES AND COST. - - FROM THE PERFORMANCE OF WORK BY OR THE ACAS OF OTHERS, NOR SUCH UNPREDICTABLE "_. _ WALLS AT THE COMPLETION OF THE WORK. PRE -PAINTED PANELS MAY REQUIRE TOUCH-UP IF - 4. MAXIMUM TOTAL COST OF PROPOSED CORRECTIVE WORK AND MATERIAL TO BE PURCHASED LOADS AS THOSE DUE,TO TORNADO, EXPLOSION OR COLLISION. (SECT. 7.9.1 AISC CODE OF - THE COATING HAS BEEN DAMAGED DURING HANDLING OR ERECTION. FROM OTHER THAN THE MANUFACTURER.- STANDARD PRACTICE,' 9TH ED.).` THE APPEARANCE OF THE BLDG. MAY BE AFFECTED IF DAMAGED SPOTS OR SCRATCHES ARE 'LOCATED IN HIGHLY VISIBLE PLACES SUCH AS AROUND DOORS, WINDOWS, ETC... IF THE DAMAGE R1-01 R1-02 "• X R1-03 - -, j ! R1-04 IS EXTENSIVE THEN REPLACEMENT OF THE ENTIRE PANEL SHOULD BE CONSIDERED. , R1-05 � - _ - - - - — �. . _._.,. .c., _ .- .. . _. . _ _�, _ _ .. , - _" . _ - ' R1 -Erection Guide , , T � • � = , • .. _ , ` ~ � ' • mss. < • .• ', •,• , �- '- ti - a. � � 1 *� �' _ ' .. ^- « .'F 3 - ; j. .r' .. - , ,F � - _�,• � Tom:. T- • •� � ,' , r� ' .. w _ • - �i • • ^ 4 , � _ ' �-f f - r ISSUE DATE ' DESCRIPTION BY iCK'D DSN' - • ' f _ ; h > - - - >! . 0 5/ 6/15 , TION ERECTOR INSTALLATION _ 4 PNR PNR GXV r Building *stems- 27145. Garfield Sarco Road Office: (509) 244-5611 :aY 1 5/2/16," REV FOR ERECTOR INSTALLATION GN EH GXV aY 9 600 94172291 an NCI ,. ' Airway Heights, WA 99001 ( ) T ` •• - er r . r s' y _ c ,L PROJECT:' TDA'- GARAGE • r h• rrr _r « L . - iJ E• CUSTOMER: •r BRAD AND JACQUELINE+HALL- B>1TA[E�4D4T1UE61NTTENi1gL - ESP e�3ormii -' ay 05, 2016 _ • - -CAD - LOCATION: CHICO, CA 95928 t - CIViu DATESCALE . -'PHASE, BUILDING ID JOB NUMBER SHEET NUMBER ISSUE s 5/ 6/15, N. S. i .A 14-' -83392 DET1'1 1 TYPES OF FINISHES DAMAGE FROM CONDENSATION OR TRAPPED WATER - SAFETY COMMITMENT _ ROOF MAINTENANCE GUIDELINES `.. Secondary Steel Alignment for all IMP Projects SHOP PRIMED STEEL - THE BUILDER/CONTRACTOR IS RESPONSIBLE FOR APPLYING AND OBSERVING ALL PERTINENT A f DCVO MEMBERS OF THE METAL BUILDING SYSTEM NOT. FABRICATED OF CORROSION N IS EXTREMELY IMPORTANT THAT THE PANELS BE MONITORED FOR EVIDENCE OF TRAPPED - SAFETY RULES AND OSHA STANDARDS AS APPLICABLE. • INSPECT ROOF FOR DAMAGE AFTER HEAVY STORMS. - • SUPPORT ALIGNMENT LIMITS - RESISTANT MATERIAL OR PROTECTED BY A CORROSION RESISTANT COATING ARE PAINTED WITH WATER OR MOISTURE CONDENSATION WHILE AWAITING ERECTION. HIGH HUMIDITY CONDITIONS THE BUILDING MANUFACTURER HAS A COMMITMENT TO MANUFACTURE QUALITY BUILDING ' INSPECT AND RESEAL AS NECESSARY ALL ROOF CURBS AND OTHER PENETRATIONS WITH SUPPORT SPAN MAX DEVIATION LIMIT ONE COAT OF SHOP PRIMER MEETING THE PERFORMANCE REQUIREMENTS OF SSPC PAINT WITH TEMPERATURE CYCLING WILL CAUSE CONDENSATION BETWEEN THE PANELS WITHIN THE COMPONENTS THAT CAN BE SAFELY ERECTED. HOWEVER, THE SAFETY COMMITMENT AND JOB URETHANE SEALANT. - - - - SPECIFICATION NO. 15. THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL BUNDLE CONDENSATION CAN OCCUR FREQUENTLY NEAR THE SEA COAST OR OTHER LARGE SITE PRACTICES OF THE ERECTOR ARE BEYOND THE CONTROL OF THE BUILDING • ALWAYS GET MANUFACTURER APPROVAL BEFORE MAKING ANY MODIFICATIONS TO THEROOF. s UP. TO 4'-0'. ` FRAMING FOR ONLY A SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. BODIES OF WATER. - - MANUFACTURER. • REPAINT ANY AREAS THAT ARE SUSCEPnBLE TO RUST AS REQUIRED. - O O •- - - SHOP PRIMED STEEL WHICH IS STORED IN THE FIELD PENDING ERECTION SHOULD BE KEPT •IT 6 STRONGLY RECOMMENDED THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION ' WHEN PERFORMING ROOF MAINTENANCE, ALWAYS TAKE THE FOLLOWING PRECAUTIONS: ti 4'-0' TO 8'-0' - FREE OF THE GROUND AND SO POSITIONED AS TO MINIMIZE WATER -HOLDING POCKETS, DUST, IF JOBSITE COVERS ARE USED, THEY SHOULD BE TIED AWAY FROM THE BUNDLE AT THE t PRACTICES'BE THE TOP PRIORITY OF ANY JOB SITE. ' USE FALL PROTECTION AND OTHER SAFETY EQUIPMENT AS REQUIRED. 8'-0' AND UP - .. MUD AND OTHER CONTAMINATION OF THE PRIMER FILM. REPAIRS OF DAMAGE TO PRIMED CORNERS TO ALLOW AIR CIRCULATION AROUND THE BUNDLE THIS WILL HELP PREVENT LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, WHETHER STANDARD STATUTORY OR ' DO NOT WALK ON ROOF, FLASHINGS SUCH AS GUTTER, RAKE, HIP OR RIDGE FLASH. SURFACES AND/OR REMOVAL OF FOREIGN MATERIAL DUE TO IMPROPER FIELD STORAGE OR MOISTURE EVAPORATING FROM THE GROUND OR BUILDING FLOOR FROM CONDENSING ON THE CUSTOMARY, SHOULD ALWAYS BE FOLLOWED TO HELP INSURE WORKER SAFETY. ' DO NOT WALK ON LIGHT TRANSMITTING PANELS (LIPS). THEY WILL NOT. SUPPORT A SITE CONDITIONS ARE NOT THE RESPONSIBILITY OF THE MANUFACTURER. THE MANUFACTURER PANELS. PLASTIC OR OTHER IMPERMEABLE COVERS ARE NOT RECOMMENDED. IMMEDIATE - MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A PERSON'S WEIGHT. IS NOT RESPONSIBLE FOR DETERIORATION OF THE SHOP COAT OF PRIMER OR CORROSION ACTION IS REQUIRED IF THE PANELS ARE FOUND TO BE WET FROM ANY CAUSE THE BUNDLES - •- - • - - THAT MAY RESULT FROM EXPOSURE TO ATMOSPHERIC AND ENVIRONMENTAL CONDITIONS. NOR BUILDING. EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES. GUARD ALL LIPS AND ROOF OPENINGS.' MUST BE OPENED AND EACH PANEL UNSTACKED AND THOROUGHLY DRIED ON BOTH SIDES. , DAILY MEETINGS HIGHLIGHTING SAFETY PROCEDURES ARE ALSO RECOMMENDED. THE USE OF HARD • STEP ONLY IN THE PANEL FLAT DIRECTLY ON OR IN CLOSE PROXIMITY TO A SUPPORTING i - • .". n _ _ . r :1c a , , - ,�'�; THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING. MINOR ABRASIONS TO THE RE -STACKING THE PANELS AT A SLIGHT. ANGLE TO EACH OTHER TO PREVENT NESTING WILL HATS, RUBBER SOLE SHOES FOR ROOF WORK, PROPER EQUIPMENT FOR HANDUNG MATERIAL ROOF STRUCTURAL - - SHOP COAT (INCLUDING GALVANIZING) CAUSED BY HANDLING, LOADING, SHIPPING UNLOADING ALLOW AIR CIRCULATION AND ASSIST IN KEEPING THE PANELS DRY. IN SEVERE CONDITIONS ' AND SAFETY NETS WHERE APPLICABLE, ARE RECOMMENDED. • AFTER OTHER TRADES HAVE BEEN ON THE ROOF FOR ANY REASON. INSPECT THE ROOF FOR ' '• - ' AND ERECTION AFTER PAINTING OR GALVANIZING ARE UNAVOIDABLE (MBMA 06 IV 4.2.4) LARGE FANS CAN BE USED TO CIRCULATE AIR BETWEEN THE UNSTACKED PANELS AND j FOR PURPOSES OF DETERMINING LIFT REQUIREMENTS, NO BUNDLE SUPPLIED 13Y THE DAMAGE CAUSED BY WORKERS INCLUDING CHEMICAL OR SOLVENT SPILLS. SCRATCHES IN THE ACCELERATE DRYING. DAMAGE TO THE PANEL COATING OCCURS WHEN PANELS BECOME WET ' MANUFACTURER WILL IXC0.D 4,000 POUNDS. FOR FURTHER INFORMATION AL50 REFERENCE PAINT OR GALVALUME ® COATING, EXCESSIVE F00T TRAFFIC AND PUNCTURES. MAKE SURE- GAIVAIIIMF AND ARE ALLOWED TO STAY WET. DAMAGE CAN OCCUR TO NESTED PANELS WITHIN 24-48 _THE BILL OF MATERIALS FOR INDIVIDUAL MEMBER WEIGHTS OF OTHER STRUCTURAL MEMBERS. THAT ANY DEBRIS OR SCRAP LEFT BEHIND BY THE WORKERS IS REMOVED FROM THE ROOF } '� GALVALUME IS THE TRADE NAME FOR A PATENTED STEEL SHEET & COIL PRODUCT HAVING A HOURS. THIS DAMAGE SHOWS AS CORROSION AND DISCOLORATION OF THE PANEL SURFACE i • IF ADDITIONAL INFORMATION IS REQUIRED CONTACT THE FIELD SERVICE DEPARTMENT. IMMEDIATELY. AVOID USING CUTOFF SAWS AND WELDING EQUIPMENT OVER THE ROOF. IN CASES - - - COATING OF CORROSION RESISTANT ALUMINUM -ZINC ALLOY. THE ALLOY MIXTURE IS BALANCED AND IS COMMONLY CALLED WET STORAGE STAIN, ZINC OXIDATION, OR *WHITE RUST'.- WHERE THIS IS NOT POSSIBLE, THE ROOF MUST ADEQUATELY PROTECTED. - TO OBTAIN THE COATING THAT, RETAINS THE CORROSION RESISTANCE & HEAT REFLECTIVITY OF - - - . ICE AND SNOW REMOVAL _ ALUMINUM & THE SACRIFICIAL ACTION OF GALVANIZED. THE BEST PROPERTIES OF BOTH , • _ FOOT TRAFFIC •e-• - ALUMINUM & ZINC ARE COMBINED IN THIS COATING & OFFER ADDED SERVICE LIFE FOR EXCESSIVE ICE AND SNOW SHOULD BE REMOVED FROM ROOF IMMEDIATELY TO PREVENT DAMAGE BUILDING PANELS. TO ROOF AND POSSIBLE COLLAPSE DO NOT USE METAL TOOLS TO REMOVE THE ICE OR SNOW KEEP FOOT TRAFFIC TO A MINIMUM. HEAVY FOOT TRAFFIC CAN CAUSE PONDING ON LOW - PRE -PAINTED �• TARP - AS THIS CAN DAMAGE THE PAINT AND/OR GALVALUME COATINGS. ALSO, BE CAREFUL AROUND ,' PITCHED ROOFS. THIS IS PARTICULARLY TRUE JUST UPSLOPE FROM THE EAVE AND AT , +• PLUMBING PIPES AND FLASHINGS. BE EXTREMELY CAREFUL IF YOUR ROOF HAS LIGHT ENDLAPS. ALWAYS WALK IN THE FIAT OF THE PANEL NEAR A SUPPORTING ROOF STRUCTURAL OSM711UTLUME STEEL AS A SUBSTRATE, PRE -PAINTED STEEL IS GIVEN AN ADDITIONAL RUST TRANSMITTING PANELS. THESE PANELS WILL NOT SUPPORT A PERSON'S WEIGHT AND WILL BE DO NOT WALK ON TRIM OR IN GUTTERS. ON BARE GALVALUME ® ROOFS, EXCESSIVE FOOT ' INHIBITOR PRIMER COAT. THIS PRIMER COAT FURTHER INCREASES THE CORROSION RESISTANCE. DIFFICULT OR IMPOSSIBLE TO SEE IF THEY ARE COVERED WITH ICE AND SNOW. SEE 2002 MBMA TRAFFIC MAY CAUSE BLACK BURNISH MARKS. IF REGULAR FOOT TRAFFIC IS PLANNED FOR A ' THESE COATINGS ARE APPLIED TO THE EXTERIOR SURFACE OF THE PANELS AND THE WASH - LOW-RISE BUILDING SYSTEMS MANUAL APPENDIX A8 FOR DETAILS ON SNOW REMOVAL ROOF, PROVISIONS SHOULD BE MADE FOR A PROPERLY DESIGNED AND INSTALLED ROOF OUT SEE SCHEDULE r COAT, DESIGNED ONLY FOR INTERIOR USE, IS APPLIED ON THE OPPOSITE SIDE. GALVALUME - - '" .-•. PROCEDURES. THESE PROCEDURES SHOULD COMMENCE WHEN HALF OF THE DESIGN ROOF SNOW WALKWAY SYSTEM. IN ORDER TO LIMIT ACCESS TO THE ROOF, ROOF HATCHES OR ACCESS />� FOR ALIGNMENT LIMITS - AND PRE -PAINTED STEEL CAN GIVE EXCELLENT SERVICE FOR MANY YEARS IF A FEW RULES LOAD SHOWN ON THIS SHEET IS REALIZED. t ^ LADDERS SHOULD BE LOCKED AT ALL TIMES. A SIGN SHOULD BE POSTED AT THE POINT OF \� _ _ _'• - CONCERNING THEIR CARE AND MAINTENANCE ARE OBSERVED. ALL OF THESE FINISHES ARE ACCESS, STATING THAT ONLY AUTHORIZED PERSONNEL ARE ALLOWED ONTO THE ROOF. IN EQUALLY SUBJECT TO DAMAGE AND CORROSION WHEN CARE IS NOT PROVIDED. - - - DEBRIS 1EMOVAL r +- . , = ADDITION, A LOG BOOK SHOULD BE KEPT OF ALL VISITS TO THE ROOF AND THE REASON FOR AIR CIRCUlAT10N SUCH VISITS. PAINT AND COATING MAINTENANCE ' . "' ANY FOREIGN DEBRIS SUCH AS SAWDUST, DIRT, LEAVES, ANIMAL DROPPINGS, ETC. WILL CAUSE •` REMOVE SMUDGE MARKS FROM BARE GALVALUME®ENOUGH TIME. .THE . FORMULA 409 HAS PROVEN TO BE A SOFTENING OF THE PAINT FILM CAN OCCUR WITH PRE -PAINTED STEEL UNDER WET STORAGE . CORROSION THE ROOF, GUTTERS, TRIM, ETC. ROOF SHOULD BE PERIODICALLY LEFTY INSPEC BUILDING SURFACE FOR A LONG• DISSIMILAR METALS CTED FOR SUCH CONDITIONS AND IF ` SOMEWHAT EFFECTIVE LIGHTLY RUB WITH A CLEAN CLOTH AND RINSE WITH WATER. DO NOT CONDITIONS AND THE DURABILITY OF THE PANEL FINISH SUBSTANTIALLY DECREASED. BARE FOUND, THEY SHOULD BE RECTIFIED IN A MANNER CONSISTENT WITH THESE ROOF MAINTENANCE ^NEVER ALLOW YOUR ROOF TO COME IN CONTACT WITH, OR WATER RUNOFF FROM, ANY RUB MORE THAN REQUIRED TO REMOVE SMUDGE. NO PRODUCT WILL REMOVE ALL SMUDGE GALVANIZED AND GALVALUME PANELS REACT MORE QUICKLY TO SURFACE OXIDATION SINCE GUIDELINES. NEVER ALLOW TREATED LUMBER OR CONCRETE/MORTAR/GROUT TO COME IN CONTACT DISSIMILAR METAL INCLUDING BUT NOT UMITED TO: COPPER, LEAD OR GRAPHITE THIS • T • - r� - MARKS. REMOVE RUST STAINS. SOFT SCRUB WITHOUT BLEACH HAS PROVEN TO BE SOMEWHAT THEY LACK THE ADDITIONAL PROTECTION OF PAINT. ZINC COATED OR GALVALUME PANELS WITH ROOF PANELS, ESPECIALLY GALVALUME®, FOR EXTENDED PERIODS OF TIME., - INCLUDES COPPER AND ARSENIC SALTS USED IN TREATED LUMBER, CALCIUM USED IN ' EFFECTIVE LIGHTLY RUB WITH A SOFT CLOTH AND RINSE WITH WATER. DO NOT RUB MORE UNDER NORMAL EXPOSURE FORM A ZINC OR ALUMINUM OXIDE FILM ON THEIR SURFACE _ CONCRETE, MORTAR AND GROUT. ' •• ' THAN REQUIRED TO REMOVE STAIN. NO PRODUCT WILL COMPLETELY REMOVE RUST STAINS. TO ALLOWING A SLOW OXIDATION PROCESS CALLED *WEATHERING' TO OCCUR THAT INHIBITS PERIODIC' INSPECTION •' BLDG.WIOTH BLDG.WIDTH TOUCH-UP SCRATCHES IN PAINT (NOT TO BARE METAL), CLEAN AREA TO BE PAINTED WITH FURTHER CORROSION. IN NESTED BUNDLES CONSTANT CONTACT OF THE PANELS WITH a`, +. r ' • OLDGGTM OR LENGTH S OR LENGTH MILD DETERGENT. RINSE THOROUGHLY AND DRY. USING A SMALL ARTISTS BRUSH, LIGHTLY CONDENSED OR TRAPPED WATER PREVENTS THIS WEATHERING PROCESS. ALL HIGH-STRENGTH 86LTS SHALL BE PERIODICALLY INSPECTED FOR TIGHTNESS, PARTICULARLY. IN - APPLY A MINIMAL AMOUNT OF COLOR MATCHED TOUCH-UP PAINT REQUIRED TO FILL / COVER - i CRANE BUILDINGS AND AFTER ANY SEISMIC ACTIVITY OR WIND ACTIVITY. THE CRANE THE SCRATCH. CONTACT BUILDING MANUFACTURER FOR ASSISTANCE WITH ORDERING / RAPID OXIDATION OF. THE ZINC OR ZINC ALUMINUM CQA11NG CAN NOW OCCUR AND MAY LEAD MANUFACTURER WILL SPECIFY A MINIMUM PERIOD BUT IT SHOULD NOT EXCEED 2 YEARS. - ? PURCHASING TOUCH-UP PAINT AS NEEDED. TO 'RED RUST' IN A SHORT TIME. IF DISCOLORATION OR STAINS ARE MINOR, A HOUSEHOLD DRAINAGE "` ~• ' • - -^ - _ _ . •' - Mis-Alignment CLEANER OF THE TYPE USED ON PORCELAIN SINKS AND BATHTUBS MAY BE USED TO REMOVE r„ _ . Correct Alignment • - _ THE STAINS. WIRE BRUSHING OR USING ABRASIVE MATERIALS SHOULD BE AVOIDED SINCE • KEEP ROOF FREE OF. DEBRIS AND KEEP DEBRIS OUT OF GUTTER TO ALLOW WATER TO QUICKLYs " i.. ' • (Unacceptable, Avoid These Conditions) SCRATCHING OR REMOVAL OF THE COATING COULD OCCUR. PANELS WITH SIGNIFICANT DAMAGE DRAIN FROM ROOF.. • DO NOT USE WOOD BLOCKING TO HOLD EQUIPMENT OFF OF PANEL SHOULD BE REPLACED BY THE BUYER BEFORE ERECTION. SEAMS. THIS BLOCKS THE FLOW OF WATER AND HOLDS MOISTURE. a: �` - - - - - -• DO NOT ALLOW ROOFTOP AC UNITS OR EVAPORATIVE COOLERS TO DRAIN ONTO THE ROOF. , + • ' - `` 4. , • ANYTHING THAT TRAPS OR HOLDS MOISTURE ON A ROOF WILL CAUSE PREMATURE CORROSION_ • R1-06 R1-07 R1-08,. N R1 -r09 R1 -10P. R1 Erection Guide Jul -13 02_ i - i' t , .��r!'. .I� • �+:.2� •r. ,i' 4 ' ''"``� ..f". }- `c ...�.+ •moi ... .—-. zw •' r. - . • , _ , _ t ``•[r AN i « 1 r d ISSUE DATE DESCRIPTION BY `CK'D DSIV a. , 0 5/ 6/15 ,FOR ERECTOR INSTALLATION-' PAIR "PAIR .GXV Building St8R18 - #,` I r3arc® g Airway S. Garfield Road OTrica: (509) 244-5611 + - ., `� z ', " 1 '• 1 5/2/16 ^ . -' Cmltpntry 'i r' . A rway Height W . 800 941-2291 i3. - • � �, ,,. '"� r -. REV FOR ERECTOR INSTALLATION • GN EH , ' GXV � NCI s, A 99001 � ( ) • ,'i • .'i <,' 'T/' ' s . . 11 A .� t _ _ ,k ..+- - -: s. - - . - Ks. ` I a l r .� "�i. .�'^� • n4 C 64613 - �L .. �, +. � J ,; : r fi. •fit ; - .: •. r: r s � _' _ - - ROJECT•TDA' PGARAGE .+ t� _ - _ �- CUSTOMER:,- BRAD AND JACQUELINE HALL '_ OWNER: 48RAD AND JACQUELINE HALL �:.. O5'016 LOCATION: CHICO,' CA' 95928 y CM', �i. R.' _ 5 s r r r - a ;- *► CAD DATE • SCALE PHASE BUILDING ID JOB NUMBER. w' SHEET NUMBER'_ ISSUE I- - QF CA . :, • _ c ► � ' •, .- '. t' " 5/ 6/15. N.T.S. `1 A� . •14—B-83392 + � ' DET12 - BUILDING ANCHORAGE 1. To determine that the foundation is square, measure diagonal dimensions to be sure they are of equal length. 2. To determine that the foundation is level, set up a transit or level and use a level rod to obtain the elevation at all columns. 3. Carefully check the location of all anchor bolts against the Anchor Bolt Setting Plan furnished by the Manufacturer. All dimensions must be identical to assure a proper start-up. . AISC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS 7.5.1. Anchor rods, foundation bolts and other embedded items shall be set by the owner's designated representative for construction in accordance with embedment drawings that have been approved by the owner's designated representatives for design and construction. The variation in location of these items from the dimensions shown in the embedment drawings shall be as follows: (a) The variation in dimension between the centers of any two anchor rods within an anchor -rod group shall be equal to or less than 1/8 in. [3 mm]. TE (b) The variation in dimension between the centers of adjacent anchor -rod groups shall be equal to or less than 1/4 in. (6 mm]. FORM _ BOARD (c) The variation in elevation of the tops of anchor rods shall be equal to or less than plus or minus 1/2 in. [13 mm]. (d) The accumulated variation in dimension between centers of the anchor -rod groups along the column line through multiple anchor -rod groups shall be equal to or less than 1/4 in. per 100 ft [2 mm per 10000 mm], but not to exceed a total of 1 in. [25 mm] (e) The variation in dimension from center of any anchor -rod group to the column line through that group shall be equal to or less than 1/4 in. [6 mm]. The tolerances that are specified in (b), (c) and (d) shall apply to offset dimensions shown in the structural design drawings, measured parallel and perpendicular to the nearest column line, for individual columns that are shown in the structural design drawings as offset from column lines. 7.5.2. Unless otherwise specified in the contract documents, anchor rods shall be set with their longitudinal axis perpendicular to the theoretical bearing surface. 7.5.3. Embedded items and connection materials that are part of the work of other trades, but that will receive structural steel, shall be located and set by the owner's designated representative for construction in accordance with an approved embedment drawing. The variation in location of these items shall be limited to a magnitude that is consistent with the tolerances that are specified in Section 7.13 for the erection of the structural steel. " 7.5.4. All work performed by the owner's designated representative for construction shall be completed so os not to delay or interfere with the work of the fabricator and the erector. The owner's designated representative for construction shall conduct a survey of the as -built locations of anchor rods, foundation bolts and other embedded items, and shall verify that all items covered in Section 7.5 meet the corresponding tolerances. When corrective action is necessary, the owner's designated representative for construction shall obtain the guidance and approval of the owner's designated representative for design. It is extremely important that anchor bolts be placed accurately in accordance with the Anchor Bolt Setting Plan. All anchor bolts should be held in place with a template or similar means, so that they will remain plumb and in correct location during placing of the concrete. A final check should be made after the completion of the concrete work and prior to the steel installation. Tris will allow any necessary corrections to be made before the costly installation labor and equipment arrives. Erection Guide R2 SPECIFIED COLUMN CENTERLINE STEEL UNE STEEL LINE t1 8" FOAM BOARD _ t1/$ TEMPLATE C :I I _.+_+�A tt/8" C 'I -"�--�- A DIMENSIONS A, B, AND C AS GIVEN 11/8" ON ANCHOR BOLT PLAN ANCHOR ROD SETTING TOLERANCES t1/2" t1/8" FINISH FLOOR BASE PLATE AND ANCHOR ROD TOLERANCES FIELD TOLERANCES H/500 SHEETING STEEL LINE - NOTCH B E D ANCHOR BOLTS --- __ PROJECTION OF ANCHOR BOLTS "D" GIVEN ON ANCHOR BOLT PLAN. SHEETING NOTCH SHOWN BUT NOT REQUIRED MEZZANINE BEAM HEIGHT TOLERANCE ISSUE DATE DESCRIPTION 0 5/ 6/15 FOR ERECTOR INSTALLATION 1 5/2/16 REV FOR ERECTOR INSTALLATION GarcoBuilding Systems 2714 S. Garfield Road Office: (509) 244-5611 an NCI Company Airway Heights, WA 99001 (800) 941-2291 PROJECT: TDA — GARAGE CUSTOMER: BRAD AND JACQUEUNE HALL OWNER: BRAD AND JACQUEUNE HALL LOCATION: CHICO, CA 95928 CAD DATE SCALE" .PHASE BUILDI�ID�JOBNUMBER SHEET NUMBER ISSUE s/ 6/15 N.T.S. 1 —83392 DET13 1 C64613 (t) TOLERANCE 10' 1 1/4" 1 12' 5/16" 5 15LHeight 00 ' 3/8" 500 20' 1/2" 25' 5/8" 30' 3/4" 45' 1 1/16" 60' 1 7/16" COLUMN ALIGNMENT TOLERANCES SHEETING STEEL LINE - NOTCH B E D ANCHOR BOLTS --- __ PROJECTION OF ANCHOR BOLTS "D" GIVEN ON ANCHOR BOLT PLAN. SHEETING NOTCH SHOWN BUT NOT REQUIRED MEZZANINE BEAM HEIGHT TOLERANCE ISSUE DATE DESCRIPTION 0 5/ 6/15 FOR ERECTOR INSTALLATION 1 5/2/16 REV FOR ERECTOR INSTALLATION GarcoBuilding Systems 2714 S. Garfield Road Office: (509) 244-5611 an NCI Company Airway Heights, WA 99001 (800) 941-2291 PROJECT: TDA — GARAGE CUSTOMER: BRAD AND JACQUEUNE HALL OWNER: BRAD AND JACQUEUNE HALL LOCATION: CHICO, CA 95928 CAD DATE SCALE" .PHASE BUILDI�ID�JOBNUMBER SHEET NUMBER ISSUE s/ 6/15 N.T.S. 1 —83392 DET13 1 C64613 SIDEWALL 1 1 500 r 500 o w 500 500 L 500 1 1 1 SIDEWALL PLAN VIEW ALIGNMENT TOLERANCE FOR MEMBERS WITH FIELD SPLICES B se Length p PURUNANGLE (W/ 2 ? ���(((((( SELF -DRILLERS•• -\ HANGER R Panel profile ** Stainless Ste Step SUGGESTED METHODS **(Not by Metal Bldg Manufacturer) An angle is self -tapped to the web of the purlin to catch hanger rod. This method does not preclude other forms of attachment to the purlin web. The total hanger load shall not exceed the design collateral load for the building. A sample calculation is shown below: 5' (purlin spacing) x 5' (hanger spacing) x 6 psf (collateral load) = 150 lbs. **Stainless Steel See cover sheet for design collateral load for this building. Note: If this building is designed for 0 psf collateral load, then adding any suspended system (ie. duct work, piping, lights, ceilings, etc.) will correspondingly reduce the design live load. Step 3 Roof Jack Installation \Panel profile 3--` Tri -Bead To _ .... varies HW504 Ronf .Innlr 1-11Mlnfinn ufacturer) Down Curb a U Correct oe• Hill 12• M"n' Hill 6' Min. = Endla Install Pipe in center to allow base of rubber roof jack to lay flat on panel. Endla ' Cannot encompass more than 75% of panel. U 4• ❑ Do not use galvanized roof jacks, lead hats or other residential grade roof jacks. These roof Ma Roof Panel jacks do not hove 20 -year service life and, in the case of lead hats, will cause galvanic corrosion of the roof panels. Roof Panel ❑ Use EPDM rubber roof jacks with an integral aluminum band bonded into the perimeter of the base. For high temperature applications (200-400 degrees Fahrenheit) use silicone rubber roof jacks. Retrofit rubber roof jacks are available for applications in which the top Puffin Line- of the pipe is inaccessible, eliminating the possibility of sliding the roof jack over the top of Indicates Roof Panel Support location- the pipe. A Indic ❑ is o� f I Rib Floating Panel Support Do not use tube coulk/silicone to seal roof jack to the roof panels. Use only tape sealant as supplied by Metal Bldg Manufacturer. Fasten the roof jack to the roof panels with _ - 1/4"-14 x 7/8" Lap Tek Stitch Screws at 1" on center around base of roof jack. i ❑ Roll down the top of the roof jack and apply tope.sealont continuously around the exposed s portion of the pipe. Roll the top of the roof jack back over the tape sealant. Apply the '= Up Lift Plate Curb Base stainless steel clomp over top of roof jack and firmly tighten to form a secure compression f i (I Required) seal. ❑ Do not install a pipe through the standing seam of the roof panel. Keep pipe penetration in center of panel to allow the base of the rubber roof jack to seal to the pan of the panel. Section : •A' If a pipe must be installed through a panel seam, or if the pipe diameter is so large to . (Insulation when specified) block the flow of water down the roof panel, you must install a "pipe curb" into the roof and then seal the pipe curb with rubber roof jack. For pipes in which top cannot be The curb details shown illustrate the building manufacturers recommended curb style and installation method. It is the erector / installer's responsibility to provide the proper curb style and install them in accordance with the procedures established by these details. Failure by the erector / installer to follow these recommendations may result in the curbs damaging the roof system or excluded from warranties. All roof curbs to be: 1. .080 Aluminum or 1894. Stainless (No Galvalume/No Galvanized) accessed, a two-piece pipe curb is available. ❑ In Northern climates, protect all pipe penetrations from moving ice or snow with a snow retention system immediately up slope from the pipe. r 2. Panel rib to rib installation (No flat skirt or lay -over Curbs) _ - 3. Installed over low end / under high end application for water flow at panel splice 4. Up lift prevention for clip applied roof systems ore required if: s a. Wind load exceeds 110 mph or b. Curb base crosses a purlin 5. Supported on (4) four side by primary or secondary framing 6. Max Single Curb weight Recommend = 1500# Roof Curbs (When not Supplied by Building Manufacturer) SUGGESTED METHOD OF PURLIN ATTACHMENT ISSUE DATE DESCRIPTION (FOR BLDG ACCESSORIES) 0 5/ 6/15 FOR ERECTOR INSTALLATION 1 5/2/16 REV FOR ERECTOR INSTALLATION PURUN PURUN ' • HANGER ROD, ANGLE 'Z• PURUN ROD OR CHAIN CUP DO NOT INSTALL HANGER DO NOT INSTALL PURUN CLIPS OF ANYR2ROD IN FLANGE OF PURUN KIND ON FLANGE OF PURUN AS SHOWNErection Guide lZe THE INCORRECT WAY O01 , secure ine clamp. i -Bead Tape' Continuously Pipe 8' Lop Tek S.D. 1. O.C. Tape Sealant GarcoBuilding Systems 2714 S. Garfield Road . Office: (509) 244-5611 an NCI Company , Airway Heights, WA 99001 (800) 941-2291 PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 . CAD DATE I SCALE I PHASE BUILDING ID JOB NUMBER SHEET NUMBER I ISSUE 5/ 6/15 N.T.S. 1 A 14—B-83392 DET14 'I C64613 KP.8/80i1201 y 05, 201 AUTI Until rafters are bolted in place with purlins and flange braces installed, they are easily damaged by incorrect or careless handling procedures. Use extreme caution when lifting rafters. Two booms should be used to lift any pinched rafter section 80 feet or more in length. _ 2A: Bolt primary frame rafter together at peak connection (unless rafter length requires lifting in sections). Attach the required clips and flange braces to the rafter before lifting since these items are more easily installed on the ground. Lift rafter into place between sidewall columns and install bolts in rafter to column knee connections. 26: Install end bay purlins from end frame rafter to the first interior frame rafter. The end bay purlins will overlap the interior bay Purlins at the frame as described in step 1C. Complete flange brace connection to purlins. 2C: Install roof bracing systems but do not tighten completely until the bay is plumbed. 2D: Plumb and square the first bay. After alignment, tighten wall bracing first and the roof bracing working from eave to peak. Tighten any remaining bolts. Plumbing and aligning a total structural system begins with the first braced bay and continues throu h com letion Accurate ali nment of the first ba 's 1A: Determine from erection drowings furnished with the building the •location of the first braced bay. Framing for this bay will be erected first. STEP 1: ERECT FIRST BAY WALL FRAMING choosing the best method suited for plumbing and aligning the structural system. NOTE 2714 S. Garfield Road Offlce: (509) 244-5611 Airway Heights, WA 99001 i (800) 941-2291 rods. Shim or chiP out under the base plate if required to ensure that the base is level, the is in full It is the responsibility of the at correct elevation, and contact with the foundation. Plumb and align the columns and install washers , and nuts onto PRIMARY FRAM erector to provide temporary BRACING NOTE: The end frame may be a bearing frame with the rafter supported by end erection bracing until the pposts, or a rigid frame with the rafter self-supporting, and not attached to the The is for ENIN erector to provide temporary structure is completed. Perection bracing until the structure is completed. EAVE STRUT JOB NUMBER ,_ 14—B-83392 1C: Attach wall girls to the primary frame column and corner column. Bolt girts ISSUE 1 GIRT one bolt through the column flange and secure bolt with sub -nut (see detail on erection drawings). 1D: Install the eave strut by bolting to the top of the columns. Refer to the TEMPORARY ERECTION BRACING END erection drawings and attach column flange brace where shown. Flange END BAY GIRT braces may be required on one or both sides of the columns. If a flange brace connects to a girt in the adjacent bay, that brace will be bolted to the girt after the adjacent bay girls are installed. 6R�pEl END FRAME NOTE: As, wall girts ore installed around the building, framing for factory located framedopenings and accessory framing to which the girls attach should '. 3A: After end frame is plumb and square, install endwall girts and flange braces be installed. Field located accessory framing may be installed at the some for end post if required. RAFTER O 1E: Install wall bracing systems (rods, cables, knee bracing, portal bracing) at END POST this time but do not tighten completely until the bay is plumbed. 0 1 F: Repeat steps 1B thru 1E for wall framing on the opposite side of the CORNER COLUMN building. AUTI Until rafters are bolted in place with purlins and flange braces installed, they are easily damaged by incorrect or careless handling procedures. Use extreme caution when lifting rafters. Two booms should be used to lift any pinched rafter section 80 feet or more in length. _ 2A: Bolt primary frame rafter together at peak connection (unless rafter length requires lifting in sections). Attach the required clips and flange braces to the rafter before lifting since these items are more easily installed on the ground. Lift rafter into place between sidewall columns and install bolts in rafter to column knee connections. 26: Install end bay purlins from end frame rafter to the first interior frame rafter. The end bay purlins will overlap the interior bay Purlins at the frame as described in step 1C. Complete flange brace connection to purlins. 2C: Install roof bracing systems but do not tighten completely until the bay is plumbed. 2D: Plumb and square the first bay. After alignment, tighten wall bracing first and the roof bracing working from eave to peak. Tighten any remaining bolts. Plumbing and aligning a total structural system begins with the first braced bay and continues throu h com letion Accurate ali nment of the first ba 's 1A: Determine from erection drowings furnished with the building the •location of the first braced bay. Framing for this bay will be erected first. 9 P 9 y essential for correct alignment of succeeding bays. The installer is responsible for choosing the best method suited for plumbing and aligning the structural system. 18: Stand adjacent primary frame column and corner column over the anchor 2714 S. Garfield Road Offlce: (509) 244-5611 Airway Heights, WA 99001 i (800) 941-2291 rods. Shim or chiP out under the base plate if required to ensure that the base is level, the is in full at correct elevation, and contact with the foundation. Plumb and align the columns and install washers , and nuts onto STEP 3: ERECT ENDWALL GIRTS AND FIRST INTERIOR BAY the Anchor Rods. NOTE NOTE: The end frame may be a bearing frame with the rafter supported by end It is the responsibility of the pposts, or a rigid frame with the rafter self-supporting, and not attached to the The is for ENIN erector to provide temporary end posts. procedure shown a bearing frame. If the building has a rigid end frame, it is erected the some as interior frames Perection bracing until the structure is completed. as described in steps 1 and 2. JOB NUMBER ,_ 14—B-83392 1C: Attach wall girls to the primary frame column and corner column. Bolt girts ISSUE 1 to the corner. column with two bolts. Bolt girt to primary frame column with one bolt through the column flange and secure bolt with sub -nut (see detail on erection drawings). 1D: Install the eave strut by bolting to the top of the columns. Refer to the TEMPORARY ERECTION BRACING END erection drawings and attach column flange brace where shown. Flange END BAY GIRT braces may be required on one or both sides of the columns. If a flange brace connects to a girt in the adjacent bay, that brace will be bolted to the girt after the adjacent bay girls are installed. END POST CORNER ENDWALL COLUMN GIRT NOTE: As, wall girts ore installed around the building, framing for factory located framedopenings and accessory framing to which the girls attach should '. 3A: After end frame is plumb and square, install endwall girts and flange braces be installed. Field located accessory framing may be installed at the some for end post if required. time as girls or at a later time. 38: Attach wall girls to the primary frame columns (see step 1C). 1E: Install wall bracing systems (rods, cables, knee bracing, portal bracing) at 3C: Install eave struts (see step 1D). this time but do not tighten completely until the bay is plumbed. 1 F: Repeat steps 1B thru 1E for wall framing on the opposite side of the 3D: Attach roof purlins for this bay to the two rafters. Purlins will bolt to the rafter flange in the some manner as girts to column flanges (see step 1C). building. connect flange braces to purlins. 1G: Attach clips to the end posts and stand these Posts over the Anchor Rods. follow the procedure as described for corner columns in step 16. 3E: Check alignment, plumb and square the two bays just erected. Tighten all bolts and bracing. 1H: Bolt required clips and flange braces to the end frame rafter sections and lift into place atop the end posts. Bolt rafter sections to corner column and end post cap plates. Bolt rafter sections together at peak. STEP 2: ERECT FIRST BAY ROOF FRAMING PURLINS NOTE It is the responsibility of the erector to provide temporary erection bracing until the STEP 4: ERECT REMAINING STRUCTURAL FRAMING NOTE It is the responsibility of the erector to provide temporary erection bracing until the PURLINS j'�i►structure is completed. . i v 1► �� . MT L PRIMARY FRAME TEMPORARY ERECTION BRACING FRAME Starting at the opposite, end of the first bay erected, install the remaining interior frames, girts, purlins, eave struts, bracing, end frames and end posts r, using the procedures described in the preceding steps. Be sure all wall girts, roof purlins and flange braces as shown on the erection drawings are installed. Constant checks should be made to ensure the building is square, plumb and aligned. All X -Bracing should be checked that it is installed to a taut condition with all slack removed. Do not tighten beyond this state. WRAFrER RAME structure is completed. TEMPORARY ERECTION BRACING ENDFRAME END POST ISSUE DATE DESCRIPTION 0 5/ 6/15 FOR ERECTOR INSTALLATION 1 5/2/16 REV FOR ERECTOR INSTALLATION Erection Guide R3 1201 Ma h— c CON13 1P 819=1 y 0s, 201 BY CK'D DSN PNR PNR GXV ����o Building Systems GN EH GXV NCI Y 2714 S. Garfield Road Offlce: (509) 244-5611 Airway Heights, WA 99001 i (800) 941-2291 PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 CAD DATE s/ 6/1s SCALE N.T.S. PHASEBUILDING r ID A ' JOB NUMBER ,_ 14—B-83392 SHEET NUMBER DET15 ISSUE 1 CON13 1P 819=1 y 0s, 201 PRE -ERECTION NOTES: The following notes, procedures and suggested recommendations are :.important parts of the pre -erection process. 1.) Prior to the time the erection crew arrives, a responsible person should check the job site for foundation readiness, square, and accuracy and Anchor Rod size and location. The drawing shown below indicates a method which may be used to check the foundation and bolts for square. 24 ANCHOR 12' RODS LS BE Measure along adjacent sides of foundation using a pair of dimensions shown. If the diagonal distance between these points is as noted, the corner is square. Diagonal measurements between opposite Anchor Rods will indicate if these bolts are set square. 2.) When unloading the building, carefully check off each item from the packing list. Bundles and boxes will have a. list attached indicating the contents. 3.) Unload and layout the building columns on the foundation. 4.) Unload the rafters onto the foundation so that they can be erected from whichever end of the building you wish to start. Your crane will move from one end of the building to the other while standing columns and hanging rafters. 5.) Layout the girls and purlins on dunnage or wood blocking around the foundation as near as possible to where they will be installed. 6.) Unload and place trim crates out of the way, since these will be the last required. 7.) Unload and place panels and insulation out of the way. NOTE: In extremely cold conditions, the vinyl facing on insulation will become brittle, requiring very careful handling. . 8.) Avoid lifting panel stacks with cables, chains or other devices which could damage the panel. Upon unloading, and every morning thereafter, inspect he panel bundles for moisture between the panels. This is especially important with golvolume or galvanized panels. The panel finish must be protected at all times before and during erection to preserve the appearance and function of the panels. 9.) All hardware boxes should be protected from theft and moisture, especially items such as tube caulking and locksets. Store mastic away from heat. LAYOUT OF BUILDING COMPONENT oO o 0 ® ®: 3 RAMP O 2 CDo . . 1. Girts, Eove Struts and Purlins 2. End Frames and Endpost 3. Main Frames 4. Clips, Bolts, Screws, ETC. 5. Endwall Girts 1.) Layout primary and secondary framing around the slab as shown. 2.) Place components and crates on the slab or on wood blocking to prevent contact with the ground. 3.) Block one end of components higher than other end to allow drainage of rain water. 4.) Leave one end of the building open for erection equipment access. 5.) Construct temporary ramp of timbers from grade to slab to prevent damage to concrete edge from equipment traffic. 6.)'Instoll clips and flange braces onto columns and rafters before these members are in the air. Clip and flange brace locations are shown on erection drawings. Erection Guide L K GENERAL ERECTION NOTES MASTIC SEALANT 1.) All clips, flange braces, bolts, bracing systems, ETC. must be installed as Proper mastic application is critical to the weather tightness of a building. Mastic shown on erection drawings. should not be stretched when installed. Apply only to clean, dry surfaces. Keep only enough mastic on the roof that can be installed in a day. During warm 2.) It is extremely important, especially during construction, that panels at the weather, store mastic in a cool dry place. During cold weather (below 60') eaves, rakes and ridges be kept secure. mastic must be kept warm (60•-90') until application. After mastic has been 3.) Column bases must not be lag screwed or "RED HEADED" to concrete unless applied, keep protective paper in place until panel is ready to be installed. specified on erection drawings for the building. IMPORTANT NOTE: 4.) Tighten column wind brace rods/cables (exterior and interior) before All details, recommendations and suggestions contained in the ERECTION GUIDE tightening roof rods/cables. Roof rods/cables are tightened from eave to peak, portion of this drawings set are for general guidelines only, and not meant to be OWNER: BRAD AND JACQUELINE HALL all-inclusive. Industry accepted installation practices with regard to ail areas not 5.) High strength bolts (A325) must be used where specified. specifically discussed in this section should be followed. Only experienced, knowledgeable installers familiar with accepted practices should be used to assure TEMPORARY CONSTRUCTION BRACING a quality project. 1.) It is the responsibility of the erector to maintain stability of the structure It is emphasized that the Manufacturer is only a manufacturer of metal building during all stages of erection, particularly when left overnight. components and is not engaged in the installation of its products. Opinions SHEET NUMBER expressed by the Manufacturer about installation practices noted in the ERECTION 2.) Temporary supports, such as temporary guys, braces or other elements shall be the total the The temporary GUIDE are intended to represent only a guide as to the sequencing and how the and complete responsibility of erector. supports components could be assembled to create a building. Both the quality and safety required shall be determined and furnished by the erector. of installation and the ultimate customer satisfaction with the completed building 3.) Temporary construction supports shall be provided wherever necessary to are determined by the experience,' expertise, and skills of the installation crews, accommodate all construction loads to which the structure may be subjected, as well as the equipment available for handling the materials. Actual installation operations, techniques and site conditions' are beyond the Manufacturers control. left in place as long as may be required for safety. PANEL CAUTIONS AND NOTES To minimize potential of corrosive action at the bottom edge of wall panels, the contractor must assure that the following procedures are followed: 1.) The concrete foundation should be cured for -a minimum of seven (7) days before wall panels are installed. (un -cured concrete is highly alkaline and metal panels can undergo varying degrees of corrosive attack when in direct contact with the concrete.) After the first week of the curing•cycle, the reaction between metallic coatings on steel and the concrete is essentially halted. CLEAN DIRT FROM WALL PANEL AROUND PANEL BASE PANEL NOTCH FOUNDATION f (SHOWN) OR� BASE TRIM - 4• MINT . SLOPE FINISH GRADE AWAY FROM BUILDING 2.) Top of finish grade at building to be a minimum of four (4) inches below bottom of panel. 3.) finish grade is to slope away from building to insure proper drainage. 4.) Upon completion of finish grading, all dirt is to be cleaned from around base of wall panel where it may have collected in panel notch or on base trim. FASTENER INSTALLATION Correct fastener installation is one of the most critical steps when installing roof/woll panels. Drive the fastener in until it is tight and the washer'is firmly seated. Do not overdrive fasteners. A slight extrusion of neoprene around the washer is a good visual tightness check. Always use the proper tool to install fasteners. A fastener driver (screw gun) with a RPM of 1700-2000 should be used for self -drilling screws. A 500-600 RPM fastener driver should be used for self -tapping screws. Discard worn sockets, these can cause the fastener to wobble -during installation. CORRECT DEGREE OF TOO TIGHT TOO LOOSE TIGHTNESSSEALANT SQUEEZED TOO THIN SEALANT IS NOT - - - 4 NOTE SLIGHT CIRCLE OF EXTRUDES FAR BEYOND COMPRESSED TO - SEALANT FASTENER HEAD FORM SEAL NOTE: Always remove metal filings from surface of panels at the end of each ' ` work period. Rusting filings con destroy the paint finish and void any worronty. DATE DESCRIPTION 5/ 6/15 FOR ERECTOR INSTALLATION .5/2/16- REV FOR ERECTOR INSTALLATION C646l3 GarcoBuilding Systems 2714 S. Garfield Road Office: (509) 244-5611 an NCI Comparry Airway Heights, WA 99001 (800) 941-2291 A PROJECT: TDA - GARAGE - CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 5/ 6/15 N.T.S. I 1 A 14-B-83392 DET1( I C646l3 STEP 5: INSTALL SIDEWALL PANELS NOTE It is the responsibility of the erector to provide temporary erection bracing until the structure is completed. This bracing is to remain in place until all roof and wall panels are installed. LOCKING T ALIGNMENT 5A: Before installing wall panels, the girts must be aligned to a level position so that there is no visible sag. This should be done directly ahead of panel installation. Girt leveling may be accomplished by standing a section of gable angle vertically against the outside girt flanges at approximate mid -bay location. When girts are level, attach the girt flanges to the angle with vise grip pliers or temporary screws. Wood blocking cut to fit the spaces may also be used for alignment. NOTE: Temporary girt blocking is not recommended on concealed fastener panels. The removal of the blocks after panel installation can cause oil canning. _OCKING hL=: Wall panel type and installation details will vary. Refer to the erection drawings and details for the specific panel used for your building. CONTACT TAPE - SIDEWALL INSULATIONINSULATION MUST MEET ENDWALL BASE ANGLE/TRIM INSULATION TO SEAL THE CORNER CONTACT TAPE 56: If walls are to be insulated, place a continuous run of contact tape along the eave strut and base member. NOTE: At the base cut off the insulation a minimum of 1/2" above the bottom of tAe wall panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. Roof Pane Insulation Double Faced Toped (Not by manufacturer) (Not by manufacturer) to be used to secur Note: insulation. Trim insulation and turn vinyl back Insulation must not be exposed to weather. Wall Panel Insulation (Not by manufacturer) berglass Insulation Vapor Barrier to F to OUTSIDE of INSIDE of Building - Building Eave Detail (See Erection Drawings) Insulation (Not by manufacturer) Wall Panel Trim insulation and turn vinyl back Finished Floor � Insulation must not be exposed to a weather. Base Detail (See Erection Drawings) Starting at a building corner, attach the first piece of blanket insulation to the contact tape on the eave strut. Pull tight and adhere to tape at the base. It is recommended that insulation not, be installed more than 6 feet ahead of panels. Erection Guide Plan 200 5C: Sidewall panels should be installed so that the panel sidelop is in a direction away from the prevailing wind. (refer to appropriate lap detail included with erection drawings.) 5D: Install remaining sidewall insulation and panels, being careful to maintain correct panel coverage. It is suggested that the foundation be marked in increments of panel width to allow visual checking of panel coverage as installation progresses. NOU: Check periodically to ensure that all panels are aligned and plumb. 5E: At the finishing corner of a sidewall, the last panel may required additional lap or trimming for installation of corner trim refer to the details in the erection drawings. ENDWALL Screw Alignment Panel + PANELS (Through Fastened Pod Only) TO BE DRILLED KEEP END OF PANELS ALIGNED NOTE: After drilling panels, it is important to clean metal filings off all panel surfaces, ' including between panels that are not installed that day, to avoid rust stains. 0 STEP 6: INSTALL ENDWALL PANELS 6A: Install gable angles/supports onto the ends of purlins and eave struts. This angle is to butt -up to each other or is spliced as required except at expansion joints where a one inch gap is maintained between ends of adjacent sections to allow for expansion. Gable angle splices may occur on or between purlins and the angle must be attached to each purlin and the eave strut. NOTE: Wall panel type and installation details will vary. Refer to the erection drawings and details for the specific panel used for your building. NOTE END FRA PURLINDetail shown for ribbed roof panel RAFTER GABLE only. For standing seam rake and /, ANGLE e�ecltionndleta Istallation, see AT I EXPANSION JOINT TYPICAL EAVE STRUT BUTT LAP ` CONDITION 68: See erection drawings "sheeting layouts for panel starting dimensions, panel trim locations, and lap locations. TRIM DIMENSION IS I '' MEASURED FROM CENTER TRIM -W OF FIRST MAJOR RIB. GABLE ANGLE PURLIN y CONTACT TAPE SAVE STRUT ENDWALL GIRT WOOD BLOCKIN BASE ANGLE/TRI CONTACT TAPE INSULATION FhpHq \�EAP�� <( 5 6C: Align and level girls on endwall. 6D: If the walls are to be insulated, place a continuous run of contact tape along the gable angle and base member. Starting at the corner of the endwall, attach the first piece of insulation to the contact tape on the gable angle, Pull tight and adhere to tape at the base. Cut off excess insulation. It is recommended that insulation not be installed more than 6 feet ahead of panels. NOTE: At the base cut off the insulation a minimum of 1/2 inch above the bottom of the wall panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. 6E: Start at the corner, trim panel (if required) and setin place. Refer to corner details in the erection drawings for the panel starting distance from the corner, When the panel is located and plumb, install fasteners. 6F: Install remaining endwall insulation and panels, being careful to maintain the correct panel coverage as suggested in step 5D. 6G: Install corner trim. ISSUE DATE DESCRIPTION BY CK'D DSN 0 5/ 6/15 1 5/2/16 FOR ERECTOR INSTALLATION REV FOR ERECTOR INSTALLATION PNR PNR GXV" GN EH GXV Garc0 Building Systems 2714 S. Garfield Road Office: (509) 244-5611 en MCICanparly Airway Heights, WA 99001 (800) 941-2291 4 C6013 PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: BRAD AND JACQUELINE HALL (tom e0=117 05,016 LOCATION: CHICO, CA 95928 8y Crv�� CAD DATE SCALE PHASE BUILDING ID JOB NUMBER • SHEET NUMBER ISSUE 5/ 6/15 I N.T.S. I A 14-B-83392: DEf1'7 1 STEP 7: INSTALL ROOF PANELS STEP 8: INSTALL TRIM AND ACCESSORIES 7A: Install eave trim over top of sidewoll panels and eave struts with fasteners XD DSN 'NR GXV Garco Building Systems 2714 S. Garfield Road Office: (509) 244-5611 EH ' GXV an NCI Company Airway Heights, WA 99001 (800) 941-2291 PROJECT: TDA - GARAGE per erection drawings eave detail. CUSTOMER: BRAD AND JACQUELINE HALL OWNER: 78: If the roof is insulated, place a continuous run of contact tape along top of LOCATION: CHICO, CA 95928 eave struts at both sidewalls. Lay a starter roll of blanket insulation from eave to eave across roof and secure to contact tape. (refer to packing list for NEVER STEP ON LIGHT TRANSMITTING PANELS, TRANSLUCENT PANELS, OR DATE 5/ 6/16 width of insulation starter roll). It is recommended that insulation be installed UNATTENDED ROOF PANELS. RAKE TRIM no more than 6 feet ahead of panels. SHEET NUMBER ,DET18 ISSUE .1 1 NOTE: For PBR roofs with a ridge panel, it is recommended that both sides of the ridge of a building be sheeted simultaneously. This will keep the insulation covered for the maximum amount of time and the panel ribs can be kept in proper alignment for the ridge panel. This is critical on the "PBR" panels so that the ridge caps can be properly installed. Check for proper coverage as Panels May Collapse If Not Properly Secured! the sheeting progresses. Note panel -sheeting sequence below! FRAMED PERSONNEL DOOR ' OPENING EAVE GUTTER INSLILAnON Roof panels must be completely attached to the purlins and to panels 8A: Install rake trim and gable closure. on either side before they can be a safe walking surface. Light 8B: If included with the building, install the eave gutter, corner closures and transmitting panels or translucent panels can never be considered as a downspouts. walking surface. NOTE: Remove all loose fasteners, blind rivets, drill shavings, etc... from gutter Partially attached or unattached panels should never be walked on! to guard against corrosion. SC: Install accessories (doors, windows, louvers, etc...) not previously installed. t Do Not: Refer to the appropriate details for installation instructions. t 4 1. Step on rib at edge of panel. IMPORTANT: 2. Ste near crease in rib at edge of panel. P 9 p Remove debris from roof and wall surfaces during installation and after. Clean surface of sheeting as required to remove smudges and touch-up INSULATION any minor/mild scratches with color match touch-up paint. 3. Step within 5 feet of edge an unsecured panel. ENDWALL SIDEWALL PANELS A single roof panel must never be used as a work platform. An OSHA PANELS approved runway should be used for work platforms! (Consult OSHA , Safety and Health Regulations for the Construction Industry)- Safety first! 7C: Install the first run of roof panels across the building from eave to eave, or eave to ridge. To allow, proper installation of rake trim the starting location for the first panel must be as shown in rake details included with the ' erection drawings. When the first run is properly located and aligned with the correct endlops and eave overhang, fasten to purlins. Roof panels should be installed so that the sidelop is in a direction away from the prevailing wind. Refer to appropriate lap detail. 7D: Install remaining roof insulation and panels. To ovoid accumulative error due to ponel coverage gain or loss, properly align each net before it is fastened. Occasional checks should be made o ensure that correct is panelcoverage maintained. Special attention should be given to fastener, mastic and closure requirements. Refer to details with erection drawings. 7E: At finishing end of roof, the last panels may require field, modification for NOT BACK THROUGH _ ' installation of rake trim. Refer to rake details. DO LAP FASTENED ROOF SHEETS. NOTE: Roof panel types and installation requirements will vary. Refer to the t d t "I f th 'f' I d r oppropria e e ai s or a spec is pane use „ IMPORTANT: Loose fasteners, blind rivets, drill shaving, ETC.. must be removed from roof to guard against corrosion. NOTE It is the responsibility of the erector to rovide tem ora erection bracing until the ry ` structure is completed. This bracing is to remain in place until all roof and wall panels are installed. WOOD BLOCKING FOR GIRT ALIGNMENT - - - PANELS t. i ISSUE DATE DESCRIPTION BY ~ 0 5/ 6/15 FOR ERECTOR INSTALLATION PNR 1 5/2/16 REV FOR ERECTOR INSTALLATION GN y C6413 KP,ei=17 y 05, 2016 XD DSN 'NR GXV Garco Building Systems 2714 S. Garfield Road Office: (509) 244-5611 EH ' GXV an NCI Company Airway Heights, WA 99001 (800) 941-2291 PROJECT: TDA - GARAGE CUSTOMER: BRAD AND JACQUELINE HALL OWNER: .BRAD AND JACQUELINE HALL LOCATION: CHICO, CA 95928 CAD DATE 5/ 6/16 SCALE N.T.S. PHASE 1 BUILDING IDJOB A - NUMBER 14-B-83392 SHEET NUMBER ,DET18 ISSUE .1 1 y C6413 KP,ei=17 y 05, 2016