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Home My WebLink AboutMerlino SP - vault struct calculations 11-03-14SITE STRUCTURES A Division of Kosnik Engineering, PC Merlino Short Plat Storm Water Detention Vault Renton, Washington St�uctu�al Calculations Project No. 5-14-067 First Issue 11-03-14 10511 19T" Ave SE, Suite C, Everett, WA 98208 ♦ (425) 357-9600 (phone) ♦ e-mail: dan@kosnik.com Merlino Short Plat Storm Water Detention Vault Project No. 3-14-067 STRUCTURAL CALCULATIONS INDEX Sheet Design Criteria O1 - 04 Lid Review OS - 10 Wall Design &Footing Design 11 - 20 Grated Opening Framing 21 - 26 DESIGN CRITERIA Permitting Agency: Soil Cover: Lid Loading: Grating Foundation Design: Merlino Short Plat Storm Water Detention Vault r. 2012 IBC City o f Renton 2.0 ft min to 5.2 ft max HS20 Truck wheel loads Fire Truck wheel loads Fire Truck outrigger load 150 psf uniform live load Uniform live load does not act concurrently with truck wheel loading, same as lid loading —excluding the outrigger load. Foundation design is based on the following values: Allowable Bearing Pressure: 3,000 psf Lateral Earth Pressures on Vault Walls (drained backfill condition ): Active: 35 pcf EFW -level backfill At Rest: Seismic Addition: Saturated Soil Density: Material Requirements: 55 pcf EFW- level backfill E = 14H psf Uniform 125 pcf Rebar: Grade 60 Concrete: fc= 4000 psi wall; f c=3000 psi footings and grade slab Lid: Pre -cast, Pre -stressed Hollow Core Plank 12-1/2" thick. VERTICAL LOADS ON VAULT LID � GRATING; FUNIFORM LIVE LOAD ; ENTIRE LID AFIRE TRUCK WHEEL LOADS = 150PSF MAX LOAD ON FRONT AXLE = 191000 Ib, E MAX LOAD ON REAR AXLES = 481000 lb, Go FRONT REAR) I (DUAL TANDEM AXLES) co 8 8 TOTAL WEIGHT = 67,000 Ib, OUTRIGGER PAD POINT LOAD; (NOT APPLICABLE TO GRATED OPNG I DISTRIBUTED OVER 261146" PAD = 50,700 Ib, �HS20 TRUCK WHEEL LOADS ;ENTIRE LID 13'-6" 14' to 30' FRONT I REAR REAR a a TRACTOR TRAILER 0 TRACTOR; FRONT AXLE SINGLE REAR AXLE TRAILER ; SINGLE REAR AXLE TOTAL WEIGHT = 8,000 Ib, = 321000 lb, = 32,000 lb, = 721 000 ib, � DESIGN LIVE LOADS TO BE APPLIED INDEPENDENTLY AND IN COMBINATION WITH SOIL LOADS, SOIL COVER ; VARIES FROM 2,OFT MIN TO 5,2FT MAX, SEE LID PLAN. SITE STRUCTURES FRONT AXEL: REAR AXEL # 1: REAR AXFL #2: Project EiZ L ,u �, sheet -3 date - G / q prj . no. S - / ct - Otc 7 HS20-44 HS25-44 72,OOOLBS I WOOOLBS 8,000LBS I0,000LBS 329000LBS 40,5000LBS 32,000LBS 40,000LBS g�...pu i i�r = �I� s�1 �er`•�t�t �� f1- two �vib Ffigf$< .r #err a wat�t frt�r�t orb: HS 2j� -- 4 4 TRUCK LIVE L4AD �� WALLS �d�� 6. . -� .� � , . � �� 0 �. �, „ � I � _ �� •_ - ' .�� •• j � �.�� .. ;.Q I%�, '/v rn� 1 C �� V .- � -�NG� i � ___ ► ► v.�.�! �! �. �d� _!4i__ a � �:� ,� SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Project Merlino SP PRECAST HOLLOW CORE PLANK REVIEW Lid Data Soil Desity Soil Cover depth over lid Plank design clear span Design Uniform Live Load Design Superimposed Load Plank capacity based on uniform superim Plank span No of tendons Allowable superimposed loads 125 pcf 4 ft 20 ft 150 psf 650 psf ed load tables Allowable superimposed loads base of design span of Based on flexural capacity Based on shear capacity Plank ca based on truck load charts Plank span 20:25 ft No of tendons 11 Allowable soil cover without knee -walls na ft Allowable soil cover with knee -walls 1.5 to 5.25 ft 20.25 ft sheet date prj . no. S44-067 413 psf 790 psf 571 psf DIMENSIONS FOR DETAILI� N r 17/1 s" I � 11 " � 111/z" � , 111/z" ATE 11 " ,.ISE 17/1 s�� 3'-117, (4'-0" Nominal Width) SPAN -LOAD TABLE ALLOWABLE SUPERIMPOSED LOAD in pounds per square foot Effective No. of SIMPLE SPAN in feet Prestress 1/2" � (KIPS) STRANDS 28 32 36 40 44 48 52 56 60 70:7 3 78 44 20 77.7 4 126 80 49 26 101.3 5 174 117 78 50 t 27 124.8 6 221 153 106 70 43 23* 148.4 7 267 186 129 89 59 36 172.0 8 307 216 153 108 74 49 29 195..5 9. 343 243 174 125 89 61 40 23* 219.1 10 3781 270 195 142 103 73 50 31 242.7 11 4131 297 217 160 117 85 60 40 24* SECTION PROPERTIES (with shear keys grouted) ll-G3.1�1 ��l�y �Cr�` A = 313 int Zt = 1019 in3 Zb = 947 in3 w = 84 psf I = 6136 in4 Yt = 6.02 in Yb = 6.48 in . . .NOTES: 1. The values given in this table are based on hollow core slabs without shear reinforcement. Superscripts (1, 2, etc.) following values in the table indicate the number of filled voids required at the ends of slabs to develop the allowable superimposed load. See page 2, "SHEAR" for discussion. 2. Asterisk (*) following values in the table indicate that the total deflection under all loads is greater than U360 but less than U180. 3. Interpolation beiween values is acceptable. Do not extrapolate values into the blank spaces of the table. 4. These Span -Load Tables are intended as an aid to preliminary sizing. Sound engineering judgement is required for the application of this information to specific design cases. �0 MANUFACTURERS OF PRESTRESSED CONCRETE •TACOMA, WASHINGTON alas l 12 11 ON 10 z LL U 9 0 8 I I Co o 7 INNER 2 3 2 12N/2" HOLLOW CORE SLAB 45 KIP OUTRIGGER ON 18x18" PADS @ 15'-0" O.C. 14 16 18 2d\ I i _3 - ;�T L r Number of Filled Voids required - for 2'-0" at each end of each slab.C2 I I 11 Strands 1 _Phdago.i...1-.-1...........1. ....................... = -,' 11 Strands (ySo;, = 125 pcf) I use SON ... . ..................of . f.................. ! . . smap***4014 as us Does&@�.. ...... -- '�� '. ' 11 Strands yso;, = 135 pcl am of so s� a ldoommosoffiffisImossommomme� is f � 4 7 1. -; 0 I - WOOF f-- 1 , 22 24 26 28 30 32 34 36 38 SIMPLE SPAN (ft) GENERAL NOTES: mum cover depth of nine inches is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) Knee walls are required at all manhole and vent openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 14'-0". 8.) The values shown on this chart are in compliance with IBC 2012 & ACI 318-11. ; - ll-a3-l`l 2/10/14 MANUFACTURERS OF PRESTRESSED CONCRETE •TACOMA, WASHINGTON 11 s fF�9- �03-15� S- lU- 007 U LL 0 C4 IJ 0 J O LL O 2 0 W 2 9 8 7 6 5 4 3 2 1 0 12'/2" HOLLOW CORE S HS25-44 14 16 18 20\ 22 24 26 28 30 32 34 36 38 FV' SIMPLE SPAN (ft) GENERAL NOTES: 1.) A minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole openings, assuming void fill concrete f'c = 3,000 psi. Points falling outside this envelope require knee walls to support the slabs at manhole openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 14'4". 8.) The values shown on this chart are in compliance with IBC 2012 & ACI 318-11. 9.) The Vent Notch envelope represents the maximum span and minimum/maximum height of soil cover that can be supported by slabs with 6Y2' standard notches in adjacent slabs to accommodate 12" diameter vents, assuming void fill concrete f'c = 3,000 psi. Refer to Detail 3 on page 13 of this brochure for vent notch details. 2/10/14 MANUFACTURERS OF PRESTRESSED CONCRETE •TACOMA, WASHINGTON 8 I I I i 4 _ 3 i Number of Filled Voids required , - ~�- -_r_ for 2'4' at each end of each slab. 2 - I Vent Notch 11 Stra -- 11125 pc rVs YSOII % i %, %% �....... ��•,�',. f) x;11 Strands (Ysoil = 135 pcMEN i % - i Knee — Wa113 W .� ---1 4 oe.ti I ., 3 ♦ I I 14 16 18 20\ 22 24 26 28 30 32 34 36 38 FV' SIMPLE SPAN (ft) GENERAL NOTES: 1.) A minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole openings, assuming void fill concrete f'c = 3,000 psi. Points falling outside this envelope require knee walls to support the slabs at manhole openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 14'4". 8.) The values shown on this chart are in compliance with IBC 2012 & ACI 318-11. 9.) The Vent Notch envelope represents the maximum span and minimum/maximum height of soil cover that can be supported by slabs with 6Y2' standard notches in adjacent slabs to accommodate 12" diameter vents, assuming void fill concrete f'c = 3,000 psi. Refer to Detail 3 on page 13 of this brochure for vent notch details. 2/10/14 MANUFACTURERS OF PRESTRESSED CONCRETE •TACOMA, WASHINGTON 8 s�=w9nxe - a3 _ ty s-rH-O& 7 V a O r 12 10 9 8( 7 6 5 4 3 2 1 0 12'/2" HULLO CORE S 150 PSF 14 16 18 20' 22 24 26 28 30 32 34 36 38 e Notch9- ..Vent 4 j � , f I 3 R ' __ # _ = Number of Filled Voids required for 2'-0" at each end of each slab. LLk 11 Strands 11 Strands (yso;, = 125 pcf) NOR ffifishoaloq*9 .......................... WE a �'; �., X11 :• Strands (ySo„ = 135 pcf) --- -- ...: I.9 Knee 1 ! - - 7 - - -- old �, All Wa113 all 1 — ONE Pala I i _ — i j l II ,, I lita`� i 1 � �dome - I ,, ., . , ` SIMPLE SPAN (ft) GENERAL NOTES: minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole openings, assuming void fill concrete ft = 3,000 psi. Points failing outside this envelope require knee walls to support the slabs at manhole openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 14' 8.) The values shown on this chart are in compliance with IBC 2012 & ACI 318-11. 9.) The Vent Notch envelope represents the maximum span and height of soil cover that can be supported by slabs with 6�/2' standard notches in adjacent slabs to accommodate 12" diameter vents, assuming void fill concrete f'c = 3,000 psi. Refer to Detail 3 on page 13 of this brochure for vent notch details. 2/10/14 MANUFACTURERS OF PRESTRESSED CONCRETE •TACOMA, WASHINGTON 1 �r Pro]ect tructures A Division of Kosnik Engineering PC i G IZL� �JO � -� sheet �� ®�i� � p, I Job No Id Il -o,3 - ly s-��_��7 %�2- � "I ��•2� wh= 1.2(630+ I,la�1�%t) = 9�'� �'¢F 2.<�pr�, coN�, r�k� 1,8�1�7i ��"� �' r°i� �`� � i �� = 12.55-�a° l�� 2�,0 l�n�. (5�'��,s ��G�-l.� �h�l� -�fy S�Vcc� LG�A*D ��v�� s- 1- �$= 2�� , d �i I � `��i SITE STRUCTURES Project Merlino SP sheet: 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Vault Walls -Lateral Pressures Review Minimum soil cover depth to top of wall: Maximum soil cover depth to top of wall: Wall Height: At -Rest soil pressure: Active soil pressure: Uniform Addition to At -Rest soil pressure: Soil Density: date : 11- 03 - 14 prj . no. 3 ft 6 ft 9:67 ft 55 pcf EFD 35 pcf EFD 0 psf 125 pcf Load Combinations: 1.6 L (soil pressure) + 1.6 L (surcharge/wheel load) 16 L (soil pressure) + 1.0 L (seismic) Due to HS25 Truck Loading: 2.0 ft min cover over lid: 5.0 ft max cover over lid: Total Factored Lateral Force: 2.0 ft min cover over lid: 5.0 ft max cover over lid: Due to Uniform Surcharge Load: Uniform surcharge: Equivalent lateral force: Total Factored Lateral Force: 5.0 ft max cover over lid: 106 psf Uniform 44 psf Uniform 8307 plf 9901 plf 50 psf 66 psf U n iform 10241 plf Due to Seismic Activity: Uniform seismic addition: E = 14 H Seismic lateral force: 135 psf Uniform Total Factored Lateral Force: 5.0 ft max cover over lid: Combined Load Factor: 7176 plf 1.49 5-14-067 SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Design Data Soil Density Soil Cover depth to the top of the wall Wall height Soil Pressure EFW Surcharge Information Proj ect Merlin SP 125 pcf Eft Ws1= 9:67 ft Ws2 = 55 pcf sheet date prj . no. r -03� /Lf 5-14-067 330 psf 531.85 psf uniform S1 = 150 psf (on surface of ground) Equiv Ws = 66 psf truck Ws = 44 psf ( on surface of wall - see design chart ) Critical Design Surcharge pressure = 66 psf (on the surface of the wall) Calculated Design Forces W1= 396 F1 = 3829.32 lbs R top = 2772 lbs W2= 531.85 F2 = 2571.495 lbs R bot = 3629 lbs M 1 = 4629 02 = 3190 M total= 7819 ft -lbs Wall Reinforcing Wall thickness 10 inches Comp block (a) = 0.78 inches Clear cover 2 inches Depth to CL bar (d) = 7.63 inches Rebar size 6 d -a/2 = 7.24 inches Rebar area 0.44 sq -in Bar spacing 10 inches Mn = 17261 ft -lbs Rebar strength fy 60 ksi conc strength f'c 4000 psi Mu = 12510 ft -lbs Load Factor 1:6 max tension reinforcing spacing: fS = 24462 psi s = 19.5 in S = 19.6 in smax = 19.5 in - OK Anchorage at Top of the Wall Ru = 4435 plf Rebar Dowel Size = 8= Dowel Area = 0:79 sq -in Shear capacity of Dowel = 11376 plf Dowel strength fy= 60 ksi Bearing capacity of Dowel = 6300 plf Dowel Spacing = > 20 inches Dowel brg length = 2.5 inches conc strength f'c = 3000 psi Anchorage at Bottom of the Wall Ru = 5806 plf Rebar Dowel Size = 1 5 Dowel Area = 0:31 sq -in Nominal Shear friction capacity Dowel strength fy= 60 ksi of the footing to wall Dowel 11383 plf Dowel Spacing = `10 inches Coefficient of friction = 06 smooth surface SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Design Data Soil Density Soil Cover depth to the top of the wall Wall height Soil Pressure EFW Proj ect Merlin SP sheet date 125 pcf 6 ft Ws1 = 9667 ft Ws2 = 55 pcf prj . no. 1 ll -03-1`{ 5-14-067 330 psf 531.85 psf Surcharge Information uniform S1 = 150 psf (on surface of ground) Equiv Ws = 66 psf truck Ws = 44 psf ( on surface of wall - see design chart ) Critical Design Surcharge pressure = 0 psf (on the surface of the wall) Calculated Design Forces W1= 330 F1 = 3191.1 lbs R top = 2453 IDS W2= 531.85 F2 = 2571.495 lbs R bot = 3310 lbs M 1 = 3857 M2 = 3190 M total= 7048 ft-Ibs Wall Reinforcing Wall thickness 10 inches Comp block (a) = 0.78 inches Clear cover 2 inches Depth to CL bar (d) = 7.63 inches Rebar size 6 d -a/2 = 7.24 inches Rebar area 0.44 sq -in Bar spacing 110 inches OMn = 17261 ftdbs Rebar strength fy 60 ksi conc strength f 4000 psi Mu = 11276 ft -lbs Load Factor 1.6; max tension reinforcing spacing: fs = 22048 psi s = 22.2 in S = 21.8 in Smax = 21.8 in - OK Anchorage at Top of the Wall Ru = 3924 plf Rebar Dowel Size = 8 Dowel Area = 0.79 sq -in Shear capacity of Dowel = 11376 plf Dowel strength fy= 60 ksi Bearing capacity of Dowel = 6300 plf Dowel Spacing = 20 inches Dowel brg length = 2.5 inches conc strength f = 3000 psi Anchorage at Bottom of the Wall Ru = 5296 plf Rebar Dowel Size = 5 Dowel Area = 0.31 sq -in Nominal Shear friction capacity Dowel strength fy= 60 ksi of the footing to wall Dowel 11383 plf Dowel Spacing = 10 inches Coefficient of friction = 0.6 smooth surface SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Proj ect Merlin SP Vault Walls -Lateral Pressures Review MMinimum soil cover depth to top of wall: aximum soil cover depth to top of wall: Wall Height: At -Rest soil pressure: Active soil pressure: Uniform Addition to At -Rest soil pressure: Soil Density: Load Combinations: 106 L (soil pressure) + 1.6 L (surcharge/wheel load) 1.6 L (soil pressure) + 1.0 L (seismic) Due to HS25 Truck Loading: 4.0 ft min cover over lid: 4.0 ft max cover over lid: Total Factored Lateral Force: 4.0 ft min cover over lid: 4.0 ft max cover over lid: 44 psf Uniform 44. psf Uniform 13255 plf 13255 pif Due to Uniform Surcharue Load: Uniform surcharge: 1.50 psf Equivalent lateral force: 66 psf Uniform Total Factored Lateral Force: 4.0 ft max cover over lid: 13695 plf Due to Seismic Activity: Uniform seismic addition: E _ ' 14 H Seismic lateral force: 175 psf Uniform Total Factored Lateral Force: 4.0 ft max cover over lid: Combined Load Factor: 10063 plf 1.47 sheet: date prj . no. ►N 1�03� tq S-14-067 SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Proj ect Merlin SP Design Data gooEIZ4 Soil Density 125 pcf Soil Cover depth to the top of the wall 5 ft Ws1 = Wall height 12.5 ft Ws2 = Soil Pressure EFW 55 pcf Surc e Information uniform S1 = 150 psf (on surface of ground) Equiv Ws = truck Ws = 44 psf ( on surface of wall - see design chart ) Critical Design Surcharge pressure = Calculated Design Forces 66 psf (on the surface of the wall) sheet date prj . no. l� 1/- 03- 1 L 5-14-067 275 psf 687.5 psf W1= 341 F1 = 4262.5 lbs R top = 3564 lbs W2= 687.5 F2 = 4296.875 lbs R bot = 4996 lbs M1 = 6660 M total= 13551 ft -lbs M2 = 6891 Wall Reinforcing Wall thickness 12 inches Comp block (a) = 1.06 inches Clear cover 2 inches Depth to CL bar (d) = 9.56 inches Rebar size 7 d -a/2 = 9.03 inches Rebar area . 0.60 sq -in Bar spacing 10 inches OMn = 29328 ft -lbs Rebar strength fy 60 ksi conc strength f'c 4000- psi Mu = 21682 ft -lbs Load Factor 19 1 max tension reinforcing spacing: fs = 24951 psi S= 19.0 in S = 19.2 in Smax = 19.0 in - OK Anchorage at Top of the Wa Ru = 5702 plf -Rebar Dowel Size = 8 Dowel Area = 0:79' sq -in Shear capacity of Dowel = 11376 pif Dowel strength fy= 60 ksi Bearing capacity of Dowel = 6300 plf Dowel Spacing = 20 inches Dowel brg length = 2.5 inches conc strength f'c = 3000 psi Anchorage at Bottom of the Wall Ru = 7993 plf Nominal Shear friction capacity of the footing to wall Dowel 11383 plf Rebar Dowel Size = 5 Dowel Area = Q31` sq -in Dowel strength fy= 60 ksi Dowel Spacing = 10 inches Coefficient of friction = 0.6,, smooth surface SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 i Proj ect Merlin SP sheet date no. II -o3 -I S-14-067 Design Data Soil Density 125 pcf Soil Cover depth to the top of the wall 5 ft Ws1 = 275 psf Wall height 12.5 ft Ws2 = 687.5 psf Soil Pressure EFW 55 pcf Surcharge Information uniform S1 = 150 psf (on surface of ground) Equiv Ws = 66 psf truck Ws = 44 psf ( on surface of wall - see design chart ) Critical Design Surcharge pressure = Calculated Design Forces 0 psf (on the surface of the wall) W1= 275 F1 = 3437.5 lbs R top = 3151 lbs W2= 687.5 F2 = 4296.875 lbs R bot = 4583 lbs Al. = 5371 M total= 12262 ft -lbs M2 = 6891 Wall Reinforcing Wall thickness 12 inches Comp block (a) = 1.06 inches Clear cover 2 inches Depth to CL bar (d) = 9.56 inches Rebar size 117 d -a/2 = 9.03 inches Rebar area 0.60 sq -in Bar spacing 1`0 inches OMn = 29328 ft -lbs Rebar strength fy 60 ksi conc strength f'c 4000 psi Mu = 19620 ft-Ibs Load Factor 1.6 max tension reinforcing spacing: fs = 22578 psi s = 21.6 in S = 21.3 in smax = 21.3 in - OK Anchorage at Top of the Wa Ru = 5042 plf Rebar Dowel Size = 8 Dowel Area = 0;79: sq -in Shear capacity of Dowel = 11376 plf Dowel strength fy= 60 ksi Bearing capacity of Dowel = 6300 plf Dowel Spacing = 20 inches Dowel brg length = 2.5 inches conc strength f'c = 3000 psi Anch at Bottom of the Wall Ru = ( Nominal Shear friction capacity of the footing to wall Dowel 7333 plf Rebar Dowel Size = Dowel Area = Dowel strength fy= 11383 plf Dowel Spacing = Coefficient of friction = SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Proj ect Merlin SP INTERIOR WALL HEADER GEOMETRY AND LOADS ANALYSIS Header Overburden &Uniform Loads Lid weight Soil Desity Soil Cover depth over lid Plank design clear span left Plank design clear span right Design Uniform Live Load Lid tributary width to header Uniform service load to header Uniform factored load to header Truck Wheel Loads to Header Truck type Axle Load Wheel Spacing :;over depth 90 psf 125 pcf 4 ft 20 ft 20 ft 150 psf 14800 plf 18960 plf Axle assumed centered over & perpendicular to header distribution width 8.50 ft opening width distribution length 15.00 ft length ea side of hdr uniform load @top of plank 314 psf wheel load to header from left span 1912 plf wheel load to header from right span 1912 plf Total wheel load to header 3824 plf Factored wheel load to header 6118 plf Design Loads &Forces in Header Service Factored Critical section for shear is at Design Vu = Design Mu = 18.6 klf 25.1 klf 0.75 feet from the face of the support 44 k 78 k -ft sheet date prj . no, Load Factors LL 1.6 DL 1.2 5.00 ft 7.50 ft I� 5-14-067 SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Proj ect Merlino SP INTERIOR WALL HEADER DESIGN Header Data Header width Header span Header depth In/d ratio -8 inches 5.00 ft 32 inches 2007 Min shear steel (Area / spacing) ratio Max spacing of shear steel Min horiz steel (Area / spacing) ratio Max spacing of horzontal steel Review shear ca of header Reinforcing yield strength Shear reinforcing area spacing Reinf shear capacity CVs Total Shear Capacity Max OW @ 2 < In/d < 5 Review flexural capac min As based on 200 bwd/fy min As based on eq 10-3 0.012 Concrete Strength d= sheet j date no. S-14-067 29.00 inches Deep Beam limit In/d < 5.0 6.4 inches 0.02 10.66667 inches 45 k of header 0.773333 sq inches 0.73 sq inches As regd based on bending model 0.65s Horz reinf area Horz reinf spacing Min Rebar spacing #3@ 9.17 # 4 @ 16.67 Conc shear capacity �Vc Factored shear Vu inches As regd based on tie -strut model assume Vu is focused @the center of the header then Tu = 45.40 k As regd = 0.84 sq inches 1 10.00 15.50 25 k 44 k SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Proj ect Merlino SP Design Data :Wall Foundation Loads Analysis Soil Desity Soil Cover over the lid Plank weight Uniform Live Load Truck Rating Wall Height 12.5 ft sheet J date prj . no. S44-067 125 pcf Per. wall Cell Width 20 ft 3 f Int. wall Cell Width left 20 ft 90 psf Int. wall Cell Width right 20 ft 150 psf HS2544 Front Axle Load Rear Axle #1 Load Rear Axle #2 Load Total vehicle wt 1 0000 lbs 40000 lbs 40000 lbs 90000 lbs Truck Wheel Load Distribution to Perimeter Wall Foundation Truck Perpendicular to the perimeter wall w/rear axle #2 directly over wall & distance to axle #1 = 14ft total truck load to wall = 52000 lbs distribution width = Truck total truck load to wall = calc distribution width = 39 ft eter wall w/one 68000 lbs 47 ft Load @base of wall = 1333 plf ill & 2nd wheel on plank (incl axle 1 Load @base of wall = 1447 plf Truck Wheel Load Distribution to Interior Wall Foundation Truck Perpendicular to the int. _wall w/ rear axle #2&#1 centered over the wall & dist between axles = 14ft total truck load to wall = 52000 lbs distribution width = 39 ft Load @ base of wall = Truck Perpendicular to the interior wall w/rear axle #2 directly over wall & dis total truck load to wall = total truck load to wall = distribution width = Truck Para. total truck load to wall = total truck load to wall = distribution width = Truck P, 52000 lbs left plank 52000 lbs right plank 39 ft wall w/one 68000 lbs left plank 68000 lbs right plank 47 ft he interior wall w/ t total truck load to wall = distribution width = 68000 lbs 47 ft Load @base of wall = Load @base of wall = � 2nd wheel on plank (incl Load @base of wall = Load @ base of wall = `eyed over the wall (incl axlE Load a. base of wall = Uniform Live Load distribution to Wall Footings Perimeter Wall 1500 plf ' } Interior Wall 3000 pl f � 1333 plf axle #1 = 14ft 1333 plf 1333 plf 1447 plf 1447 plf 1447 plf SITE STRUCTURES 10511 19th Ave SE, Suite C Project Merlino SP Everett, WA, (425)-357-9600 Design Data : Wall Foundation Design sheet date prj . no. v 5-14-067 Allowable Bearing Pressure 3000 psf Per. wall Cell Width 20 ft Rebar strength fy = 60 ksi Int. wall Cell Width left 20 ft Concrete strength = 3000 psi Int. wall Cell Width right 20 ft Soil Desity 125 pcf Plank weight 90 psf Soil Cover over the lid 3 ft Wall Height 1205 ft Wall Thickness 12 inches Perimeter Wall Footing Design L.F Wu Design live load 1500 plf 1.6 2400 plf Soil Cover dead load 4125 plf 1.2 4950 plf Plank dead load 990 plf 1.2 1188 plf Wall dead load 1875 plf 1.2 2250 plf total dead load 6990 plf 8388 plf Total live + dead Load 8490 plf 10788 plf Required Ftg Width 2.8 ft i Selected Ftg Width 2.83 ft Selected Ftg Thickness 12 in Qu = 3812 of Mu = 1596 ft -lbs at face of wall Vu = 3488 pif at face of wall As regd = 0.04 sq-in/ft phi Vn= 9498 plf at face of wall Asmin = 0.35 sq-in/ft� 1.33 x As regd = 0.06 sq-in/ftp Interior Wall Footing Design L.F Wu Design live load Soil Cover dead load Plank dead load Wall dead load NW total Total live +dead Load Required Ftg Width Selected Ftg Width Qu = � As regd = Asmin = 1.33 x As regd = 3770 psf -3000 plf 7500 plf 1800 plf 1875 plf 11175 plf 14175 plf 0.19 sq-in/ft 0.35 sq-in/ft 0.25 sq-in/ft 4.7 ft 4.83` ft 1.6 4800 plf 9000 plf 2160 plf 2250 pif 13410 plf 18210 Of Selected Ft phi Vn=g Thickness 12 in 6913 ft-Ibs at face of wall 7220 plf at face of wall 9498 plf at face of wall M1 I SITE STRUCTURES Project sheet: 10511 19th Ave SE, Suite C date. Everett, WA, (425)-357-9600 Reinforcing at Top of Wall Below Grated Opening Design Data Top of Footing to Inside Top of Vault (H1) Top of Footing to Finished Grade (H2) Soil Pressure EFW Controlling Lateral Surcharge Grating Span Calculated Design Forces Fbot of curb = 286 If 12,5 ft 17.5 ft 55 pcf 66 psf 10 ft �R6�7E curb height curb horz reinf bar curb horz reinf spacing depth to center of reinf curb thickness M U horn curb 3575 ft -lbs — Fbot otwall = 1028.5 plf cpMncurb = Mwall uniform = 26062 ft -lbs Mbase of wall = Mwall triangle = 17904 ft-IbS R = Load Factor 1.6 Mu norcwau = Wu = 5628 Wall Reinforcing Wall Thickness 12 in Clear Cover '= 2 in Addl Horz Reinf 6` Vert Rebar Size 7 Rebar Area 0.60 sq -in conc strength f c 4000psi Closure Reinf (3) - # 6 As in Closure 1.33 sq -in 7868 ft -lbs 43965 ft -lbs 3517 plf 70345 ft -lbs prj . no. II•o3�1�1 S-14-0(07 4 ft 4 12 in o/c 6 in 8 in Ws1 = 962.5 Ws2 = 66 curb self -supported # of Addl Bars 3 As @ Top of Wall 1.32 sq -in depth to reinf (d) 8.75 in comp block (a) 1.95 in d - a/2 7.78 in (DMn = 92582 ft -lbs Mu = 70345 ft -lbs SITE STRUCTURES 10511 19th Ave SE, Suite C Everett, WA, (425)-357-9600 Project �2 W �V a� �� Beam Design Below Grated Opening Design Data Height of Curb: Curb Thickness: Soil Density: Beam Width: Beam Span: Truck Rear Axle Load: Calculated Design Forces Soil Weight = Curb Weight = Self Weight = Max Beam Reaction Load Factor: Wu= Pu = Design for Flexure Reinf Size # of Top &Bot Reinf Area of Steel Depth to Reinf (d) Comp Block (a) d - a/2 �Mn = Design for Shear .6.1.3. plf 36800 Ib 159987 ft -lbs Tie Reinf Size __ , : 4: Area of Steel 0:20 Depth to Reinf (d) 10.50 Max Spacing 5 25 in Reinf Spacing ;' 5; in �Vc = 5866 lbs CVs = 42057- lbs cpVc +CVs = 47923 lbs sheet: �'� � date: � 1- �3 -.��1 prj . no. S - ��/ - aC�7 r ��(�a ��' VJI�� l� Mu = ' 102270 ft -lbs �''w�n� �H�il�� x (�O Vu = 0 ��ot�I��v��12� " �il��Da. �� 613.31. lbs _� �O��D� I �y ite Project —�_� IUC' tructures A Division of Kosnik Engineering PC Sheet Job No s Gr G�7.1 :.. OF Nor MOW- � . 5� �k � t X d f� ;00�Z b Project tructures A Division of Kosnik Engineering PC .,an n I Mw M H-15 TRUCK Sheet Date Job No S /V o c / 6° ON GENT L:Hl CROSS BAM65 4" ON UNI LH (Z" UR -�—®- o H -f0 TRUCK AUTO TRAFFIC WEIGH T LBS, SECTION MOD. CROSS BAR n kf2O7RUCK PER SQ. FTPER FT. 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