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HomeMy WebLinkAboutFDP201900015 Plan - Final Approved 2020-02-20Project No. 17-70.19 Designed By: RET 12/7/2017 Sheet 1 of 15 ct; PREPARED FOR: Winchester Precast 2001 Millwood Ave Winchester, VA 22602 PH (540) 667-2301 PROJECT: Kinlock Subdivision Albemarle County, VA COMPUTATIONS FOR: 10' Span x 5' Rise 3-Sided Bridge w/Precast Footing SPECIALTY ENGINEERING SERVICES PROVIDED BY: Concrete Engineering Solutions, LLC IT 101 Pine View Estates Mountain Top, PA 18707 Phone: 570-868-2081 Fax: 570-868-2082 Project No. 17-70.19 Designed By: RET 12/7/2017 CONCRETE ENGINEERING SOLUTIONS, LLC --- - 101 PiNEVIEW ESTATES MOUNTAIN TOP, PA 18707 PHONE:570-868-2081 FAX:570-868-2082 Client: Winchester Precast Description: Project Name: Kinlock Subdivision Standard Section Calculated By RET Date: 12/1/2017 REFERENCES: 1 AASHTO Standard Specification for Highway Bridges, 17th Edition 2 ASTM C1504 3 Design using ETCulvert v2.08 DESIGN CRITERIA 1 LIVE LOAD: HS20 2 DESIGN SPAN 10.00 FT 3 DESIGN RISE 5.00 FT 4 MIN EARTH FILL 2.00 FT 5 MAX EARTH FILL 2.00 FT 6 OVERALL LENGTH 24.0 FT 7 SECTION LENGTH 6.00 FT 8 CONCRETE STRENGTH �50001PSI I ncafinn Tvne Cnver Rar Size Snacina As Prov Roof 10 in Wall 8 in Base 0 in Haunch L 8 in Joint -Ins 0 Sheet 2 of 15 Concrete Vol Weight 0.61 cy/ft 1.24 Ton/ft 3.68 cy/sect 7.45 Ton/Sect Lenath As1 Lea (ft) Qtv WQt A100 A300 Al 131 C100 C1-TF C1-IF C1-OF Str Str "L" Str Str Str Str Str 1.50in 2.00in 1.50in 1.50in #5 @ @ @ 1 @ @ @ @ @ 6.00 in in in in in in in in 0.62 in sq 0.20 in sq 0.37 in sq 0.20 in sq 0.20 in sq 0.20 in sq 0.20 in sq 0.20 in sq 11.00 ft 11.00 ft 8.42 ft 5.50 ft 5.83 ft 5.83 ft 5.83 ft 5.83 ft 13 7 2.92 H 5.5 V 16 14 11 11 12 13 149 51 141 51 43 43 47 51 #4 12.00 #5 10.00 #4 12.00 #4 12.00 #4 12.00 #4 12.00 #4 12.00 Total 576 0 m' 8" 10'-0" 8" OR 0 2' COV A300 2'-11" TYP 1 O (o O w 12" COV Al 8" } A100 B1 0 I Lo o I u7 12" COV 12" COV 1'-0' 0 1" SHIM (2) PER SECTION, TYP 11 1'-4" m GROUT SOLID co a PRIOR TO BACKFILL � 4" COV PRECAST m FOOTING -i N tJ O 2" COV v #4 ® 12"ocew TOP & BOTTOM 3'-3" TYPICAL CULVERT SECTION REINFORCING SCHEDULE MARK QTY SIZE SPC TYPE LENGTH H V qO' SPAN x 5' RISE 3—SIDED BRIDGE 1 1'-4" TOP ELEVATION AS -CAST NOTES: 1. DESIGN IS IN ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS, 17th EDITION AND ASTM C1504. 2. LIVE LOAD = AASHTO HS20 3. EARTH FILL FOR DESIGN < 2' 4. EQUIVALENT FLUID PRESSURE = 60pcf 5. CONCRETE STRENGTH = 5000psi 6. REINFORCING STEEL — ASTM A615, GRADE 60 7. MATERIALS AND MANUFACTURING SHALL CONFORM TO ASTM C1504 8. CULVERT INSTALLATION SHALL CONFORM TO ASTM C1675 9. LIFTING AND HANDLING SHALL CONFORM TO OSHA STANDARDS 5'-0" 10" Cl E.F. 2" COV w I w w w I I p d 0 o z m o 7 2" j#4 BAR IN JT SIDE ELEVATION AS -CAST PREPARED FOR: WINCHESTER PRECAST 19 2001 MILLWOODAVE WINCHESTER, VA 22602 PHONE(540) 667-2301 SPECIALTY ENGINEERING PROVIDED BY: REV.NO. I DATE I REVISION SHEET n SUMMARY DETAIL CONCRETEENGINEERINGSOLUTIONS, LLC f01PwE vlEw PsrArFS MOUNTA 110-16 A18707' PHONE: 570.868-2081 FAX: 570-868-2082 PB ECft KINLOCK SUBDIVISION ALBEMARLE COUNTY, VA 10' SPAN x 5' RISE 3—SIDED BRIDGE scuE: N.T.S. wre 12/1 /17 WAN By.- RET oxc. I.D. S-02 CES Pita. NO.: 9 sHT. No. z 0 `m 0— Z 0 0 7: ;a m N v N 0 in zr N m T Project No. 17-70.19 Designed By: RET 12/7/2017 Sheet 5 of 15 Licensee: Concrete Engineering Solutions, LLC ETCulvert v.2.08 analysis and design of culverts Copyright © 2010-11 Eriksson Technologies, Inc.(WWw.LRFD.com) Filename: ETCulvertl.etc Protect: Private Drive Task : HS-20 Job No.: 17-70.19 client Winchester Precast Agency None CULVERT PROPERTIES Type of Culvert: Precast Specification STND 17th Edition 2002 Operating Mode DESIGN Design Method: Load Factor Physical Dimensions No. of Boxes: 1 Name: BoxCulvert clear span : 10.0000 ft Fill Depth 2.01 ft Clear Height: 5.0000 ft skew angle 0.00 deg Length 6.0000 ft Bottom slab support: No Bottom Slab, Pinned Supports Haunches: Top: 8.0000 in Bottom: 8.0000 in Minimum Thicknesses: Top Slab: 10.0000 in Bot slab: 8.0000 in Ext wall: 8.0000 in Material Properties ------------------- Concrete: strength,f'c: Type: Steel: Yield,fy: Yield,fyv: Soil: Density: Fe Factor: serviceability, z: sht: of By:RETChk: 12 1/2017 2:03:32 PM Cu vert p. 1 of 7 5.000 ksi Density: 0.150 kcf Elasticity,Ec: 4287 ksi Normal weight 60.00 ksi allow Stress: 24.00 ksi Elasticity,ES: 29000 ksi 60.00 ksi Diameter : 1.000 in 0.140 kcf Slope Factor: 1.750 (Granular) 1.150 (Maximum for Compacted Fill) 98 Loads Live Load: vehicle: HS-20 axle No. Weight(k) Dist. From Previous(ft) 1 8.00 0.00 2 32.00 14.00 3 32.00 14.00 Gage width: 6.00 ft, Tread width: 0.00 in, Tread Include Tandem: no Lane Load: 0.64 klf, P-Moment: 0.00 k, P-shear: Combine: Truck Or Tandem Or Lane Include Lane Load: no Max. No. of Lanes: Computed by Program Traffic Direction: Lanes Parallel to Main Reinforcement Neglect Live Load for Large Fill Depths: yes apply surcharge at Fill Depths > 2 foot: no Surcharge Depth 2.00 ft Dead Load: Future wearing Surf.: 0.02 k/ft Concentrated Loads : none Lateral Soil Loads: Max. Equiv. Fluid Press.: 60.00 pcf Min. Equiv. Fluid Press.: 30.00 pcf Fluid Pressures Consider Int. water Press.: no Load and Resistance Factors --------------------------- Gamma : 1.30 Beta-d 1.00 Beta-1 I: 1.67 Beta-1 Ib: 1.00 Phi Slab: 0.85 Phi Ext. : 0.80 Phi Shear: 0.90 Phi Moment: 0.95 Reinforcement ------------- Rebar Covers: Design options -------------- Member Thick.: LL analysis Exterior Interior Top Slab: 2.0000 in 1.5000 in walls 1.5000 in 1.5000 in Length: 0.00 in 0.00 k Top S1.ab : Fixed Bottom Slab: Fixed Ext. wall: Fixed automatically set Distribution width to account for skew Effects: yes Limit Distribution width to culvert Length for Fills > 2 foot: no Project No. 17-70.19 Designed By: RET 12/7/2017 Sheet 6 of 15 Licensee: Concrete Engineering Solutions, LLC ETCulvert v.2.08 Analysis and design of culverts Copyright © 2010-11 Eriksson Technologies, Inc.(WWW.LRFD.com) Filename: ETCulvertl.etc Reinforcement: Always Include Distribution steel: no user Defined Longitudinal steel: no slenderness : Checked K Factor: 2.00 Misc. Options: Consider Haunches in Analysis: yes use Group IB: no Live Load Deflection Criteria: 1/800 sht: of RETChk: 1W/2017 2:03:32 PM Cullvert o. 2 of 7 Project No. 17-70.19 Designed By: RET 12/7/2017 Sheet 7 of 15 Licensee: Concrete Engineering Solutions, LLC ETCulvert v.2.08 Analysis and design of culverts Copyright © 2010-11 Eriksson Technologies, inc.(WWW.LRFD.com) Filename: ETCulvertl.etc DESIGN RESULTS Top Slab Thickness = 10.00 in Bottom slab Thickness = 0.00 in Exterior wall Thickness = 8.00 in Modular Ratio (N) = 6.76 Max. Steel Ratio = 0.025 Design Span = 10.67 ft Design Height = 5.42 ft Design Fill Depth = 2.01 ft volume of Concrete: 0.630 cy/ft weight of steel 88 lb/ft Reinforcing Steel Schedule -------------------------- Bar Location Mark Qty Top Slab (int) A100 12 Top Slab (ext) A300 6 Corner (Top) Al 16 EXt Wall (int) B1 12 Top Slab (int- 1) C100 11 Temperature ( 1 C1 11 Temperature ( 1 C1 12 Temperature ( 1) Cl 12 Sht: of Byy:RETchk: 12/1/2017 2:03:32 PM Culvert p. 3 of 7 Spacing AS,pry As,rgd Length Wggt Size Type (in) (in2/ft)(in2/ft) (ft-in) (lbs) 5 STR 6.00 0.620 0.580 11- 0 139 4 STR 12.00 0.200 0.120 11- 0 45 5 L-BAR 10.00 0.372 0.344 8- 5 142 4 STR 12.00 0.200 0.200 5- 6 45 4 STR 12.00 0.200 0.120 5-11 44 4 STR 12.00 0.200 0.120 5-11 44 4 STR 12.00 0.200 0.120 5-11 48 4 STR 12.00 0.200 0.120 5-11 48 Total 556 H Leg V Leg (ft-i n) (ft-i n) 2-11 5- 6 Note: A denotes flexural steel, B denotes vertical steel, C denotes longitudinal steel Splice Lengths Table -------------------- Bar Splice Length Mark Size (ft-in) B1 4 1- 9 C1 4 1- 9 C100 4 1- 9 >>>Warning: This is a three sided culvert, therefore foundation has not been design by this program. Engineer should design the foundation. This program output reflects final service load conditions only. Handling, shipping and erection stresses are neither checked nor incorporated into program design and must be analyzed by the producer's engineer. External bracing is an acceptable method to mitigate overstress and possible product damage during the course of handling, shipping and erection. Project No. 17-70.19 Designed By: RET 12/7/2017 Sheet 8 of 15 Licensee: concrete Engineering Solutions, LLC ETCulvert v.2.08 Analysis and design of culverts Copyright © 2010-11 Eriksson Technologies, Inc.(www.LRFD.com) Filename: ETCulvertl.etc Pinned Reactions Applied to Structure: (service load values, k/unit width) ------------------------------------- ---->1 i<---- A I A I I vertical I Horizontal Dead Load 2.87 0.46 soil Pressure 0.00 -0.86 Water Pressure 0.00 0.00 Live Load 3.91 0.67 without LL 2.87 -0.74 with LL 6.78 -0.07 Note: Reactions as shown - positive Load Parameters: --------------- Fe = 1.04 unfactored Moments and Shears due to All Loads: (k, k-ft) ---------------------------------------------- M-PT Mdl Msp Mwp M11+ Mll- vdl vsp vwp vll+ vll- Member 1: (Exterior wall) Bottom 1- 0 0.00 0.00 0.00 1- 1 -0.25 0.56 0.00 1- 2 -0.50 0.96 0.00 1- 3 -0.75 1.21 0.00 1- 4 -1.00 1.30 0.00 1- 5 -1.24 1.27 0.00 1- 6 -1.49 1.11 0.00 1- 7 -1.74 0.83 0.00 1- 8 -1.99 0.45 0.00 1- 9 -2.24 -0.03 0.00 1-10 -2.49 -0.60 0.00 Top Member 2: (Top slab) Left 2- 0 -2.49 -0.60 0.00 2- 1 -0.25 -0.60 0.00 2- 2 1.48 -0.60 0.00 2- 3 2.73 -0.60 0.00 2- 4 3.47 -0.60 0.00 2- 5 3.72 -0.60 0.00 2- 6 3.47 -0.60 0.00 2- 7 2.73 -0.60 0.00 2- 8 1.48 -0.60 0.00 2- 9 -0.25 -0.60 0.00 2-10 -2.49 -0.60 0.00 Right 0.00 0.00 -0.46 1.20 0.00 0.00 -0.67 0.00 -0.36 -0.46 0.88 0.00 0.00 -0.67 0.00 -0.72 -0.46 0.59 0.00 0.00 -0.67 0.00 -1.09 -0.46 0.31 0.00 0.00 -0.67 0.00 -1.45 -0.46 0.06 0.00 0.00 -0.67 0.00 -1.81 -0.46 -0.18 0.00 0.00 -0.67 0.00 -2.17 -0.46 -0.41 0.00 0.00 -0.67 0.00 -2.53 -0.46 -0.61 0.00 0.00 -0.67 0.00 -2.89 -0.46 -0.80 0.00 0.00 -0.67 0.00 -3.26 -0.46 -0.97 0.00 0.00 -0.67 0.00 -3.62 -0.46 -1.12 0.00 0.00 -0.67 0.00 -3.62 2.33 0.00 0.00 3.91 0.00 1.48 -1.54 1.86 0.00 0.00 3.44 -0.07 3.81 -0.28 1.40 0.00 0.00 2.97 -0.28 5.48 0.00 0.93 0.00 0.00 2.51 -0.64 6.48 0.00 0.47 0.00 0.00 2.04 -1.10 6.81 0.00 0.00 0.00 0.00 1.57 -1.57 6.48 0.00 -0.47 0.00 0.00 1.10 -2.04 5.48 0.00 -0.93 0.00 0.00 0.64 -2.51 3.81 -0.28 -1.40 0.00 0.00 0.28 -2.97 1.48 -1.54 -1.86 0.00 0.00 0.07 -3.44 0.00 -3.62 -2.33 0.00 0.00 0.00 -3.91 Live Load Parameters: Traffic Direction is Parallel to Main Reinforcement sht: of BMETChk: 12L1/2017 2:03:32 PM Cullvert p. 4 of 7 vehicle Axle weigght Length Dist. From No. (k/ft) (ft) Previous (ft) Truck 1 1.331 3.52 0.00 (largest truck used) 2 1.331 3.52 14.00 3 0.333 3.52 14.00 All vehicles: Distribution width: 7.52 ft Impact Factor 1.10 Lane: Lane Load. _0.000 k/ft Distribution width: 0.00 ft unfactored Moments and shears due to Live Loads: (k, k-ft) ----------------------------------------------- Truck Tandem Lane Project No. 17-70.19 Designed By: RET 12/7/2017 Sheet 9 of 15 Licensee: Concrete Engineering Solutions, LLC ETCulvert v.2.08 Analysis and design of culverts Copyright © 2010-11 Eriksson Technologies, Inc.(www.LRFD.com) Filename: ETCulvertl.etc M-PT M11+ M11- vll+ vll- M11+ M11- vll+ vll- Member 1: (Exterior wall) Bottom 1- 0 0.00 0.00 0.00 -0.67 0.00 0.00 0.00 0.00 1- 1 0.00 -0.36 0.00 -0.67 0.00 0.00 0.00 0.00 1- 2 0.00 -0.72 0.00 -0.67 0.00 0.00 0.00 0.00 1- 3 0.00 -1.09 0.00 -0.67 0.00 0.00 0.00 0.00 1- 4 0.00 -1.45 0.00 -0.67 0.00 0.00 0.00 0.00 1- 5 0.00 -1.81 0.00 -0.67 0.00 0.00 0.00 0.00 1- 6 0.00 -2.17 0.00 -0.67 0.00 0.00 0.00 0.00 1- 7 0.00 -2.53 0.00 -0.67 0.00 0.00 0.00 0.00 1- 8 0.00 -2.89 0.00 -0.67 0.00 0.00 0.00 0.00 1- 9 0.00 -3.26 0.00 -0.67 0.00 0.00 0.00 0.00 1-10 0.00 -3.62 0.00 -0.67 0.00 0.00 0.00 0.00 Top Member 2: (Top Slab) Left 2- 0 0.00 -3.62 3.91 0.00 0.00 0.00 0.00 0.00 2- 1 1.48 -1.54 3.44 -0.07 0.00 0.00 0.00 0.00 2- 2 3.81 -0.28 2.97 -0.28 0.00 0.00 0.00 0.00 2- 3 5.48 0.00 2.51 -0.64 0.00 0.00 0.00 0.00 2- 4 6.48 0.00 2.04 -1.10 0.00 0.00 0.00 0.00 2- 5 6.81 0.00 1.57 -1.57 0.00 0.00 0.00 0.00 2- 6 6.48 0.00 1.10 -2.04 0.00 0.00 0.00 0.00 2- 7 5.48 0.00 0.64 -2.51 0.00 0.00 0.00 0.00 2- 8 3.81 -0.28 0.28 -2.97 0.00 0.00 0.00 0.00 2- 9 1.48 -1.54 0.07 -3.44 0.00 0.00 0.00 0.00 2-10 0.00 -3.62 0.00 -3.91 0.00 0.00 0.00 0.00 Right sht: of By:RETChk: 1211/2017 2:03:32 PM culvert p. 5 of 7 M11+ M11- vll+ v11- 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Project No. 17-70.19 Designed By: RET 12/7/2017 Sheet 10 of 15 Licensee: Concrete Engineering Solutions, LLC ETCulvert v.2.08 Analysis and design of culverts Copyright © 2010-11 Eriksson Technologies, Inc.(WWW.LRFD.COm) Filename: ETCulvertl.etc serviceability check: Bar Mark Location Al Top Corner Bar A2 Bot Corner Bar A100 Top slab (int) A300 Top slab (ext) A200 Bot Slab (int) A400 Bot slab (ext) B1 Ext Wall (int) B2 Ext wall (ext) Crack Control Fss Allow (ksi) (ksi) 19.96 24.29 0.00 0.00 25.52 28.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23.40 0.00 0.00 serviceability check: Live Load Deflection -------------------- Deflection Ratio of Top slab = 1/4806 (Limit = 1/800) Strength Limit State at Critical Sections: Flexure Member 1: (Exterior wall) Thickness = 8.00 in Design Corr. Loc Dist. Moment A. F. Mu Ma As 1.2Mcr (in) (k-ft) (k) (k-ft) (k-ft) phi (in2) (k-ft) BOT 4.00 -0.25 3.03 0.00 0.64 0.95 0.00 6.79 MID 32.50 0.40 3.03 5.83 6.41 0.95 0.20 6.79 MID- 32.50 -4.72 11.51 10.55 12.58 0.95 0.37 6.79 TOP 9.00 -9.47 11.51 10.55 12.58 0.95 0.37 6.79 Member 2: (Top Slab) Thickness = 10.00 in sht: of BMETChk: 12L1/2017 2:03:32 PM Culvert p. 6 of 7 Load Ratings IR OR 0.00 0.00 0.00 0.00 3.10 5.18 1.48 2.47 Design Corr. Loc Dist. Moment A. F. Mu Ma As 1.2Mcr Load Ratings (in) (k-ft) (k) (k-ft) (k-ft) phi (in2) (k-ft) IR OR LT 7.00 -7.81 3.51 13.20 14.03 0.95 0.37 10.61 2.16 3.60 MID 64.00 19.23 1.33 23.04 23.31 0.95 0.62 10.61 1.28 2.13 RT 7.00 -7.81 3.51 13.20 14.03 0.95 0.37 10.61 2.16 3.60 Note: Mu - Resisting moment under pure flexure, Ma - Allowable moment under applied axial load strength Limit state at Critical sections: vertical shear Member 1: (Exterior wall) Thickness = 8.00 in (Controlling shear Method: standard) Design Max. Loc Dist. shear Dv phi*vn vc vs AV Spac Load Ratings (in) (k) (in) (k) (k) (k) (in2) (in) IR OR BOT 0.00 0.96 6.19 14.18 15.75 0.00 0.00 0.00 99.00 99.00 MID 32.50 0.72 6.25 14.32 15.91 0.00 0.00 0.00 0.00 0.00 MID- 32.50 0.72 6.19 14.18 15.75 0.00 0.00 0.00 9.20 15.36 TOP 11.00 -3.16 6.19 14.18 15.75 0.00 0.00 0.00 8.60 14.36 Member 2: (Top Slab) Thickness = 10.00 in (Controlling shear Method: standard) Design Max. Loc Dist. shear Dv phi*vn vc vs AV Spac Load Ratings (in) (k) (in) (k) (k) (k) (in2) (in) IR OR LT 11.50 10.06 7.69 17.61 19.57 0.00 0.00 0.00 2.00 3.34 MID 64.00 3.41 8.19 18.76 20.84 0.00 0.00 0.00 5.51 9.20 RT 11.50 10.06 7.69 17.61 19.57 0.00 0.00 0.00 2.00 3.34 Project No. 17-70.19 Designed By: RET 12/7/2017 Licensee: Concrete Engineering Solutions, LLC ETCulvert v.2.08 Analysis and design of culverts Copyright © 2010-11 Eriksson Technologies, Inc.(www.LRFD.Com) Filename: ETCulverti.etc Load Combination Results at Tenth Points: (k, k-ft) ---------------------------------------- M-PT +Moment -Moment +Axial -Axial +Shear -Shear Member 1: (Exterior wall) Bottom 1- 0 0.000 0.000 3.026 11.515 0.956 -1.270 1- 1 0.408 -0.743 3.026 11.515 0.552 -1.472 1- 2 0.602 -1.593 3.026 11.515 0.170 -1.663 1- 3 0.596 -2.543 3.026 11.515 -0.188 -1.843 1- 4 0.402 -3.587 3.026 11.515 -0.524 -2.010 1- 5 0.033 -4.719 3.026 11.515 -0.717 -2.287 1- 6 -0.500 -5.933 3.026 11.515 -0.862 -2.577 1- 7 -1.184 -7.222 3.026 11.515 -0.996 -2.844 1- 8 -2.006 -8.580 3.026 11.515 -1.118 -3.088 1- 9 -2.933 -10.023 3.026 11.515 -1.228 -3.310 1-10 -3.625 -11.871 3.026 11.515 -1.328 -3.508 Top Member 2: (Top slab) Left 2- 0 -3.625 -11.871 1.328 3.508 11.515 3.026 2- 1 2.497 -4.446 1.328 3.508 9.893 2.266 2- 2 9.817 0.530 1.328 3.508 8.272 1.199 2- 3 15.044 2.761 1.328 3.508 6.650 -0.177 2- 4 18.181 3.729 1.328 3.508 5.028 -1.785 2- 5 19.227 4.052 1.328 3.508 3.407 -3.407 2- 6 18.181 3.729 1.328 3.508 1.785 -5.028 2- 7 15.044 2.761 1.328 3.508 0.177 -6.650 2- 8 9.817 0.530 1.328 3.508 -1.199 -8.272 2- 9 2.497 -4.446 1.328 3.508 -2.266 -9.893 2-10 -3.625 -11.871 1.328 3.508 -3.026 -11.515 Right Sheet 11 of 15 sht: of BMETChk: 12 1/2017 2:03:32 PM Cu vert p. 7 of 7 Project No. 17-70.19 Designed By: RET 12/7/2017 CONCRETE - NGINEERING SOLUTIONS, LLC ' 101 PINEVIEW ESTATES MOUNTAIN TOP, PA 18707 P110NL:570-868-2081 FAX: 570-868-2082 Client: Winchester Precast Description: Project Name: Kinlock Subdivision Footing Design for 3-Sided Frame Unit Calculated By RET Date: 7/15/2016 Design Load Clear Span Rise (From TOF) Top Slab Thickness Wall Thickness Earth Fill HS20 10.00 ft 5.00 ft 10.00 in 8.00 in 2.00 ft Reactions Vertical Dead Load 2.87 kips Soil Pressure 0.00 kips Water Pressure 0.00 kips LL 3.91 lkips Without Live Load 2.87 kips With Live Load 6.78 kips Bearing Pressure Soil Friction Angle, (Phi) Soil Density Cohesion Embedment Coef. Of Sliding Resistance, µ Min Service Bearing Pressure Horizontal 0.46 kips -0.86 kips 0.00 kips 0.67 kips -0.40 kips 0.27 kips 30.00 120 pcf 0 psf 3.50 ft 0.45 3.0 ksf Materials Sheet 12 of 15 Concrete Strength, f'c = 5000 psi Reinforcing Steel, fy 60000 psi Concrete Density, We 150 pcf Soil Density, Ws 120 pcf Water Density, Ww 62.4 pcf Load Factors Live Load 2.17 Dead Load 1.3 Earth Load 1.69 Reduction Factors Moment 0.95 Shear 0.9 Allowable Crack Factor, Zmax = 130 kips/in Bearinq Coefficients Ng Ng I Nc I Quit 18.40 22.40 30.13 12995 psf Load Combinations LC1 Max Vertical - Min Horizontal LC2 Min Vertical - Max Horizontal LC3 Max Vertical - Max Horizontal Project No. 17-70.19 Designed By: RET 12/7/2017 Sheet 13 of 15 CONCRETE ENGINEERING SOLUTIONS, LLC III PINEIAEW ESTATES F MOUNTAIN TOP. PA 18707 PHONE:570-868-2081 FAX: 570-868-2082 Project No. 17-70.19 Designed By: RET 12/7/2017 ONCRETE ENGINEERING SOLUTIONS, LLC 101 PINEVIEW ESTATES !c MOUNTAIN TOP, PA 18707 PI ION C:570-868-2081 FAX: 570-868-2082 Client: Winchester Precast Description: Project Name: Kinlock Subdivision Footing Design for 3-Sided Frame Unit Calculated By RET Date: 7/15/2016 Width 3.25 ft Thickness, Tf 1.17 ft ffset Offset 1.83 ft _ __ Resultant, Rv Overburden Width 1.50 ft E Tf Overburden Height 7.83 ft A WIDTH Sum Forces and Moments About "A" Sheet 14 of 15 Moment Dir Type Arm Vert Dead Load 1.83 Vert Live Load 1.83 Vert Overburdern 0.75 Vert Ftg Weight 1.63 Horiz Soil Pressure 1.17 Horiz Dead Load 1.17 Horiz Live Load 1.17 Service I LC1 I I LC2 LC3 F-Kips M-k-ft F-Ki s M-k-ft F-Kips M-k-ft F-Ki s M-k-ft 2.87 5.25 3.73 6.83 3.73 6.83 3.73 6.83 3.91 7.16 8.48 15.53 0.00 0.00 8.48 15.53 1.41 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.57 0.92 0.74 1.20 0.74 1.20 0.74 1.20 0.86 1.00 1.45 1.70 1.45 1.70 1.45 1.70 -0.46 -0.54 -0.60 -0.70 -0.60 -0.70 -0.60 -0.70 -0.67 -0.78 0.00 0.00 -1.45 -1.70 -1.45 -1.70 Z Moments 14.07 24.6 7.33 22.86 Z Vert Forces, Rv 8.76 kips 12.96 kips 4.47 12.96 Z Horiz Forces, Rh -0.27 kips 0.86 kips -0.60 -0.60 Resultant Location, a 1.61 ft 1.90 ft 1.64 ft 1.76 ft Eccentricity 0.02 ft -0.27 ft -0.01 ft -0.14 ft Within Middle 1/4 OK OK OK OK Bearing Pressure, q1 2.78 ksf 2.00 ksf 1.34 ksf 2.96 ksf Bearing Pressure, q2 2.60 ksf 5.98 ksf 1.41 ksf 5.01 ksf Sliding Resistance 3.94 kips q1 = (4L-6a)Rv/L2 q2 = (6a-2L)Rv/L2 Project No. 17-70.19 Winchester Precast Name: Kinlock Subdivision led By RET Date Resultant Loacation, a Rv = q1 = q2 = Heel Width = Toe Width = q @ Center of Wall Heel Moment Toe Moment Footing Thickness Heel Design Bar Cover Effective Depth, d As Required Reinforcing Provided As Provided Nominal Moment, Mn Steel Ratio, p k Steel Stress, Fs Cracking Factor, Z Factored Shear, Vu Nominal Shear, OVn Designed By: RET 12/7/2017 CONCRETE -ENGINEERING SOLUTIONS, LLC 101 PINEVIEW ESTATES M0IJNTAIN TOP, PA 18707: PI IONE:570-668-2081 FAX: 570-868-2082 Description: 7/15/2016 Footing Design for 3-Sided Frame Unit Note: Moments Service LC1 are computed 1.61 ft 1.90 ft about center of support. Shear 8.76 kips 12.96 kips I taken at face of 2.78 ksf 2.00 ksf support 2.60 ksf 5.98 ksf Tf 1.50 ft 1.09 ft 2.68 ksf 4.24 k-ft 4.61 k-ft 4.59 k-ft q1 2.65 f-ft 5.44 k-ft 14 in Sheet 15 of 15 Bearing Pressure 2.00 in Toe Design Bar Cover 4.00 in 11.75 in Effective Depth, d 9.75 in 0.08 in2/ft As Required 0.12 in2/ft #4 @ 12. in oc Reinforcing Provided #4 @ 12. in oc 0.20 in2/ft OK As Provided 0.20 in2/ft OK 10.85 k-ft OK Nominal Moment, Mn 8.99 k-ft OK 0.00139 Steel Ratio, p 0.00168 0.132 k 0.144 0.956 j 0.952 25.05 ksi OK Steel Stress, Fs 30.31 ksi OK 124.0 kip/in OK Cracking Factor, Z 150.1 kip/in NG 4.36 kips Factored Shear, Vu 5.77 kips 8.98 kips OK Nominal Shear, *Vn 7.45 kips OK Cracking Moment, Mcr 17.33 kip-ft Minimum Flexural Reinforcing Mu > 1.2Mcr No As Prov > 4/3 As Req Yes OK Cracking Moment, Mcr 17.33 kip-ft Minimum Flexural Reinforcing Mu > 1.2Mcr No As Prov > 4/3 As Req Yes OK