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HomeMy WebLinkAboutCIP 4608; POINSETTIA COMMUNITY PARK PHASE IV; STRUCTURAL CALCULATIONS FOR POINSETTIA COMMUNITY PARK PHASE IV; 2020-05-08 Orie2 Engineering Structural & Bridge Engineers 9750 Miramar Road, Suite 310 Phone: (858) 335-7643 San Diego, CA 92126 Structural Calculations PROJECT: (Project # ) CLIENT: DESIGNED BY: DATE: Orie2 – Structural Engineers BRIDGE OR IE 2 STRUCTURAL D DONLA E I ORR. Hazards by Location Search Information Address:Paseo Del Norte, Carlsbad, CA, USA Coordinates:33.119016, -117.3188567 Elevation:59 ft Timestamp:2020-05-05T18:36:43.761Z Hazard Type:Wind ASCE 7-16 MRI 10-Year 67 mph MRI 25-Year 72 mph MRI 50-Year 77 mph MRI 100-Year 82 mph Risk Category I 89 mph Risk Category II 96 mph Risk Category III 102 mph Risk Category IV 107 mph ASCE 7-10 MRI 10-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 85 mph MRI 100-Year 91 mph Risk Category I 100 mph Risk Category II 110 mph Risk Category III-IV 115 mph ASCE 7-05 ASCE 7-05 Wind Speed 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 59 ft Map data ©2020 INEGI Page 1 Orie2 Engineering Project No. : Structural & Bridge Engineers DATE : 9750 Miramar Rd., Suite 310 Phone # : (858) 335-7643 PROJECT : San Diego, CA 92126 www.orie2.com BY : BRIDGEORIE 2 STRUCTURAL Page 2 Orie 2 Engineering Structural & Bridge Engineers Project No. 302.007-20 Project Name: Poinsetta Park Date: 05/05/209750 Miramar Rd., Suite 310 Phone # : (858) 335-7643San Diego, CA 92126 www.orie2.com *** One-Fixture Light Pole Footing *** Description:Poinsetta Park Code:ASCE 7-16 Design Wind Load on Solid Freestanding Walls and Solid Signs (29.5-2) F =qh G Cf Af (29.5-2) qz =0.00256 Kz Kzt Kd V2 (29.3-1) Exp =C Ht. z at the centroid of area Af =8.38 ft Exposure coefficient Kz =0.85 Section 29.3.1 Topography factor Kzt =1.00 Section 29.8.2 Directionality factor Kd =0.85 Section 26.6 Wind Speed V =96 mph qh =17.05 psf Gust Effect factor G =0.85 Section 26.9 Force coeff Cf =2 Figure 29.4-1 through 29.5-2 Design wind pressure, F/Af =28.98 psf Loads on Light/Pole: AREA PRESSURE FORCE ARM MOMENT HEIGHT (sq. ft.) (psf) (lbs.) (ft.) (lb.-ft.) (ft.) Light Fixture 3.5 29.0 101 12.50 1257Pole6.0 29.0 174 6.00 1043 Concrete Pilaster 0.0 29.0 0 0.00 0 N/A 0.0 29.0 00.00 0 Totals 274 2300 8.38 0.6 ASD 1380 BRIDGEORIE 2 STRUCTURAL Page 3 POLE FOUNDATION ANALYSIS FLEXURAL CAPACITY Job Name:Poinsetta Park Subject:Pole FTG Design Job Number:382.007-19 Originator:JLO Checker:DJF Input Data: Light Fixture Pole - SB Pier Data:Ph=274 k Pier Foundation Diameter, D =2.000 ft. Ground Soil Data: H=8.38' Line Allow. Soil Bearing Pressure, S =300.000 psf Pier Loadings: Horizontal Load, P =274.0 lbs Distance to P, h =8.380 ft. Resisting Surface Constrained Condition:3.430 1=unconstrained, 2=constrained 1 Pier Results: D=2' Pier Embedment and Total Length: S1 =343.000 psf S1 = S x (d/3), where d/3 is limited to 12 (psf) d =3.430 ft d = 0.5 x A (1 + (1 + 4.36 x H / A)^1/2) (ft.) Reference:2013 California Building Code (CBC), Section 1805.7.2.1, pages 370-371 Distance to P, h = 8.38 ft height to CG S= 150 psf ult. / 2 allowable * 2 cantilever col. = 300 psf Per Geotech Report USE 2'-0" DIA.FOOTING 4'-6" DEEP Page 4 Orie2 Engineering Project No. : Structural & Bridge Engineers DATE : 9750 Miramar Rd., Suite 310 Phone # : (858) 335-7643 PROJECT : San Diego, CA 92126 www.orie2.com BY : BRIDGEORIE 2 STRUCTURAL Page 5 Orie 2 Engineering Structural & Bridge Engineers Project No. 302.007-20 Project Name: Poinsetta Park Date: 05/05/209750 Miramar Rd., Suite 310 Phone # : (858) 335-7643San Diego, CA 92126 www.orie2.com *** One-Fixture Light Pole Footing *** Description:Poinsetta Park Code:ASCE 7-16 Design Wind Load on Solid Freestanding Walls and Solid Signs (29.5-2) F =qh G Cf Af (29.5-2) qz =0.00256 Kz Kzt Kd V2 (29.3-1) Exp =C Ht. z at the centroid of area Af =15.75 ft Exposure coefficient Kz =0.86 Section 29.3.1 Topography factor Kzt =1.00 Section 29.8.2 Directionality factor Kd =0.85 Section 26.6 Wind Speed V =96 mph qh =17.25 psf Gust Effect factor G =0.85 Section 26.9 Force coeff Cf =2 Figure 29.4-1 through 29.5-2 Design wind pressure, F/Af =29.32 psf Loads on Light/Pole: AREA PRESSURE FORCE ARM MOMENT HEIGHT (sq. ft.) (psf) (lbs.) (ft.) (lb.-ft.) (ft.) Light Fixture 4.2 29.3 122 25.50 3110Pole ( 6")12.5 29.3 366 12.50 4581 Concrete Pilaster 0.0 29.3 0 0.00 0 N/A 0.0 29.3 00.00 0 Totals 488 7691 15.75 0.6 ASD 4615 BRIDGEORIE 2 STRUCTURAL Page 6 POLE FOUNDATION ANALYSIS FLEXURAL CAPACITY Job Name:Poinsetta Park Subject:Pole FTG Design Job Number:382.007-19 Originator:JLO Checker:DJF Input Data: Light Fixture Pole - SB Pier Data:Ph=488 k Pier Foundation Diameter, D =2.000 ft. Ground Soil Data: H=15.75' Line Allow. Soil Bearing Pressure, S =300.000 psf Pier Loadings: Horizontal Load, P =488.0 lbs Distance to P, h =15.750 ft. Resisting Surface Constrained Condition:5.030 1=unconstrained, 2=constrained 1 Pier Results: D=2' Pier Embedment and Total Length: S1 =503.000 psf S1 = S x (d/3), where d/3 is limited to 12 (psf) d =5.030 ft d = 0.5 x A (1 + (1 + 4.36 x H / A)^1/2) (ft.) Reference:2013 California Building Code (CBC), Section 1805.7.2.1, pages 370-371 Distance to P, h = 15.75 ft height to CG S= 150 psf ult. / 2 allowable * 2 cantilever col. = 300 psf Per Geotech Report USE 2'-0" DIA.FOOTING 5'-6" DEEP Page 7 Schmidt Design Group G2015011-1 Poinsettia Community Park Expansion, Carlsbad, California Revised Final Page 9 6.2.6 Light Pole Foundations Fill soils up to 14½ feet in thickness were encountered in the exploratory borings. The fill soils were placed during mass grading of the site but documentation regarding fill placement was not available for review. Due to the potential variations of the in-place fills, we are providing foundation design parameters for those conditions. Individual piers should be adequate to support the lighting pole foundations. Embedment depth and diameter for the lighting pole piers to resist lateral loads where no-constraint is provided at ground surface may be determined using the following formula per 2013 CBC Section 1807.3.2.1: d = A/2 {1 + [1+(4.36h/A)]½} Where: A = 2.34P/S1b b = Pier diameter in feet d = Embedment depth in feet (but not over 12 ft for purpose of computing lateral pressure) h = Distance in feet from ground surface to point of application of “P” P = Applied lateral force in pounds S1 = Allowable lateral soil bearing pressure S1 = 150 psf/ft. (Table 1806.2 for Class 4 soil and Section 1806) An allowable soil vertical bearing pressure of 2,000 pounds per square foot may used in the design of the piers at least 2 feet in diameter and extending at least 3 feet below the lowest adjacent grade. The values provided are for the medium dense fill soils. Excavations may need to be deepened to obtain the desired resistance. Installation: The drilled pier shall be placed in conformance to ACI 336 guidelines. Excavation for piers should be inspected by the geotechnical consultant. The bottom of the excavation for piers should be reasonably free of loose or slough material. A tremie pipe should be used to pour concrete from the bottom up and to ensure less than five feet of free fall. Page 8 Sun Valley Lighting 660 West Avenue O, Palmdale, CA 93551 Phone (661) 233-2000 Fax (661) 233-2001 www.usaltg.com SOLID STATE AREA LIGHTING PROJECT NAME: PROJECT TYPE: VNDL SERIES-L E D 2013142 VNDL PATENT PENDING VNDLF PATENT PENDING 20.5"(521mm) 25"(635mm) 20.5"(521mm) 25"(635mm) LUMINAIREOne piece high impact polycarbonate prismatic refracting lens provided with durable corrosion resistant cast aluminum fitter, struts, and top. Top is hinged for access. Standard fitter has 3” I.D. opening for tenon. All hardware is stainless steel. LED POWER ARRAYTM Three-dimensional array of individual LED Tubes fastened to a retaining plate. Each LED Tube consists of circuit board populated with a multiple of LED’s and is mechanically fastened to a radial aluminum heat sink. An acrylic Lens and end cap protects the LED Tube’s internal components. VERTICAL POWER ARRAY™ WITH REFRACTING LENS: LED Tubes are aligned vertically and arranged radially to produce an even raw light distribution that simulates standard light sources. Used in conjunction with the external refracting lens which provides the optical control. LED EMITTERS High Output LED’s are driven at 350mA for nominal 1 Watt output each. LED’s are available in standard Neutral White (4000K), or optional Cool White (5000K) or Warm White (3000K). Consult Factory for other LED options. LED DRIVER UL and CUL recognized Constant Current LED drivers operate on input voltages from 120-277VAC, 50/60hz. Consult Factory for (347-480VAC). Driver is mechanically fastened to a retaining bracket. Main power quick disconnect provided. Driver has a minimum 4KV of internal surge protection, 10KV & 20KV Surge Protector optional. Dimmable and High-Low Driver options available. FINISH Polyester powder coat incorporates four step iron phosphate process to pretreat metal surface for maximum adhesion. Top coat is baked at 400°F for maximum hardness and exterior durability. S P E C I F I C A T I O N S Page 9 LUMINAIRE-FITTER FINISHLUMINAIRE OPTIONS LUMINAIRE-FITTER FINISH OPTIONS DARK BRONZERAL-8019-T GREENRAL-6005-T WHITERAL-9003-T GREYRAL-7004-T BLACKRAL-9005-T STANDARDTEXTURED FINISH FOR SMOOTH FINISH REMOVE SUFFIX “T”(EXAMPLE: RAL-9500) SEE USALTG.COM FOR ADDITIONAL COLORS OPTICS OTHER LED COLORSAVAILABLECONSULT FACTORY OPTICS LED MOUNTING VERTICAL POWER ARRAY(CLEAR PRISMATIC LENS)ARM MOUNT # of LED’s COLOR VOLTAGE MOUNTING 1 . . . . . . . . . . . . . . . 3-90 . . . . . . . . . . 2-180 . . . . . . . . . 2-90 . . . . . . . . . . . . WALL MOUNT 4-90 . . . . . . . . . . 3-120 . . . . . . . . . WM . . . . . . . . . . . . . POST TOP PT . . . . . . . . . . . . . . . . # of LEDs 80LED(90 Watts) 64LED(71 Watts) 36LED(41 Watts) 48LED (53 Watts) COLOR VOLTAGE NW (4000K)* *STANDARD CW (5000K) WW (3000K) 120 208 240 277 347 480 VPA - II . . . . . VPA - V . . . . . . Wattages are Max Input Watts S P E C I F I C A T I O N S VNDL SERIES - LED VNDL-LED VNDLF-LED PATENT PENDING Sun Valley Lighting 660 West Avenue O, Palmdale, CA 93551 Phone (661) 233-2000 Fax (661) 233-2001 www.usaltg.com O R D E R I N G I N F O R M A T I O N LED POWER ARRAY TM MODULES VNDL-LED E.P.A.= 1.78 Available in:10 Array 80LED Max. VNDLF-LED E.P.A.= 1.78 Available in:10 Array 80 LED Max. WALL MOUNT EXTRUDED ALUMINUM ARM BRACKET AND CAST ALUMINUM WALL BRACKET ASSEMBLY PROVIDED WITH BUILT IN GASKETED WIRE ACCESS FOR FIXTURE/SUPPLY WIRE CONNECTION. WALL PLATE 7" SQ.(178mm) 5.5"(140mm) 5.5"(140mm) .50" DIA. (13mm)(4) HOLES 5" (127mm) 18"(457mm) 12" (305mm)VPA - Vertical Array PHOTO CELL + VOLTAGE (EXAMPLE: PC120V) . . . .PC+V 10KV SURGE PROTECTOR. . . . . . . . 10SP 20KV SURGE PROTECTOR (277V & 480V Only) . . . .20SP CLEAR PRISMATIC POLYCARBONATE . . . CP (STANDARD GLOBE) CLEAR PRISMATIC ACRYLIC . . . . . . . . . . CA DIMMABLE DRIVER(S) (0-10V). . . . . . . . . . . . DIM HOUSE SIDE SHIELD. . .HS HIGH-LOW DIMMING FOR HARDWIRED SWITCHING OR NON-INTEGRATED MOTION SENSOR . . . . . . . . . . . . HLSW LENS OPTIONS: (Specifications subject to change without prior notice.) Page 10 One Lithonia Way • Conyers, Georgia 30012 • Phone: 800.279.8041 • www.lithonia.com © 2011-2018 Acuity Brands Lighting, Inc. All rights reserved. DSX2-LED Rev. 03/21/18 Page 1 of 7 Control options Other options Finish (required) Shipped installed NLTAIR2 nLight AIR generation 2 enabled10 PER NEMA twist-lock receptacle only (no controls) 11 PER5 Five-wire receptacle only (no controls) 11,12 PER7 Seven-wire receptacle only (no controls) 11,12 DMG 0-10V dimming extend out back of housing for external control (no controls) DS Dual switching 13,14 PIRH Bi-level, motion/ambient sensor, 15-30’ mounting height, ambient sensor enable at 5fc 5.15 PIRHN Network, Bi-Level motion/ambient sensor16 PIRH1FC3V Bi-level, motion sensor, 15’-30’ mounting height, ambient sensor enabled at 1fc 5.15 BL30 Bi-level switched dimming, 30% 5,13,17 BL50 Bi-level switched dimming, 50% 5,13,17 PNMTDD3 Part night, dim till dawn 5,18 PNMT5D3 Part night, dim 5 hrs 5,18 PNMT6D3 Part night, dim 6 hrs 5,18 PNMT7D3 Part night, dim 7 hrs 5,18 FAO Field Adjustable Output 19 Shipped installed HS House-side shield 20 SF Single fuse (120, 277, 347V) 6 DF Double fuse (208, 240, 480V) 6 L90 Left rotated optics 1 R90 Right rotated optics 1 Shipped separately BS Bird spikes21 EGS External glare shield21 DDBXD Dark bronze DBLXD Black DNAXD Natural aluminum DWHXD White DDBTXD Textured dark bronze DBLBXD Textured black DNATXD Textured natural aluminum DWHGXD Textured white D-Series Size 2LED Area Luminaire Specifications Ordering Information EXAMPLE: DSX2 LED P7 T3M MVOLT SPA DDBXD Catalog Number Notes Type EPA:1.1 ft2 (0.10 m2) Length:40” (101.6 cm) Width:15” (38.1 cm) Height:7-1/4” (18.4 cm) Weight (max):36 lbs(16.3 kg) Hit the Tab key or mouse over the page to see all interactive elements. W L H DSX2 LED Series LEDs Color temperature Distribution Voltage Mounting DSX2 LED Forward optics P1 P5 P2 P6 P3 P7 P4 P8 Rotated optics1 P10 P13 P11 P14 P12 30K 3000 K 40K 4000 K 50K 5000 K AMBPC Amber phosphor converted2,3 T1S Type I Short T5VS Type V Very Short T2S Type II Short T5S Type V Short T2M Type II Medium T5M Type V Medium T3S Type III Short T5W Type V Wide T3M Type III Medium BLC Backlight control2,3 T4M Type IV Medium LCCO Left corner cutoff2,3 TFTM Forward Throw Medium RCCO Right corner cutoff2,3 MVOLT 4,5 120 6 208 5,6 240 5,6 277 6 347 5,6,7 480 5,6,7 Shipped included SPA Square pole mounting RPA Round pole mounting WBA Wall bracket SPUMBA Square pole universal mounting adaptor 8 RPUMBA Round pole universal mounting adaptor 8 Shipped separately KMA8 DDBXD U Mast arm mounting bracket adaptor (specify finish) 9 Capable Luminaire This item is an A+ capable luminaire, which has been designed and tested to provide consistent color appearance and system-level interoperability. • All configurations of this luminaire meet the Acuity Brands’ specification for chromatic consistency • This luminaire is A+ Certified when ordered with DTL® controls marked by a shaded background. DTL DLL equipped luminaires meet the A+ specification for luminaire to photocontrol interoperability1 • This luminaire is part of an A+ Certified solution for ROAM® or XPoint™ Wireless control networks, providing out-of-the-box control compatibility with simple commissioning, when ordered with drivers and control options marked by a shaded background1 To learn more about A+, visit www.acuitybrands.com/aplus. 1. See ordering tree for details. 2. A+ Certified Solutions for ROAM require the order of one ROAM node per luminaire. Sold Separately: Link to Roam; Link to DTL DLLA+ Capable options indicated by this color background. Page 11 Nut Cover Disks(Standard) Poles - Aluminum SNTA / 4-Bolt Anchor Base 8' to 35'SPECIFICATIONS Pole - The pole shaft is extruded from 6000 series alloy aluminum. Pole Top - A pole top tenon is provided for top mount luminaire and/or bracket. A removable pole cap is available for poles receiving drilling patterns for side-mount luminaire arm assemblies. Handhole - A covered handhole with hardware and grounding provision are provided. Base Cover - Optional Dart Square - 2T cast aluminum and decorative base covers available as special order. Anchor Base - The anchor base is cast from 356 alloy aluminum. The completed assembly is heat-treated to a T6 temper. Tamper resistant aluminum nut cover discs are included with anchor base unless otherwise specified. Anchor Bolts - Anchor bolts conform to ASTM F1554 Grade 55 and are provided with two hex nuts and two flat washers. Bolts have an “L” bend on one end and are galvanized a minimum of 12” on the threaded end. Finish - The standard finish for the pole assembly and components is satin brushed, natural anodize, duranodic or polyester powder applied coating inaccordance with Valmont’s Specifications. Additional finish options available upon request. Design Criteria - Please reference Design Criteria Specification for appropriate design conditions. VALMONT INDUSTRIES, INC. 28800 IDA STREET, PO BOX 358 - VALLEY, NE 68064 USA 800.825.6668 VALMONTSTRUCTURES.COM 8' to 35' SOFT SQUARENON-TAPERED ALUMINUM 4-Bolt Anchor Base Job Name: Job Location - City: State: Product: Quote: Client Name: Created By: Date: Customer Approval: Date:Nominal Mounting Height2T Cast AluminumSquare Dart - (Optional) Tenon Top Pole Cap Cross Section Handhole Handhole Page 12 S = Square S VALMONT INDUSTRIES, INC. 28800 IDA STREET, PO BOX 358 - VALLEY, NE 68064 USA 800.825.6668 VALMONTSTRUCTURES.COM 8' to 35' SOFT SQUARENON-TAPERED ALUMINUM 4-Bolt Anchor Base SPC7077 03/15 valmontstructures.com carries the most current spec information and supersedes these guidelines.Job Name: Job Location - City: State: Product: Quote: Client Name: Created By: Date: Customer Approval: Date: Poles - Aluminum SNTA / 4-Bolt Anchor Base 8' to 35'ANCHORAGE DATA LOAD AND DIMENSIONAL DATA PRODUCT ORDERING CODES FIXTURE MOUNTING COLOR OPTIONSMODEL NUMBER Drill MountingD1 = 1 LuminaireD2 = 2 @ 180°D4 = 4 @ 90°D5 = 2 @ 90°D6 = 3 @ 90° Tenon MountingP2 = 2.38” OD x 4.00”P3 = 3.50” OD x 6.00” P4 = 4.00” OD x 6.00”P5 = 2.88” OD x 4.00” P7 = 2.38” OD x 5.00” PQ = 2.38” OD x 12.00” PD = 3.00” OD x 3.00” -- = Plain Top P9 = Other Tenon (Contact Factory) Polyester Powder DWH = White DSS = Sandstone BR = Burgundy HG = Hunter Green DNA = Natural Aluminum DCG = Charcoal Gray DMB = Medium Bronze SBN = Sanded Brown DNB = New Dark Bronze DDB = Dark Bronze SBK = Sanded Black DBL = Black DSB = Steel Blue DTG = Dark Green DBR = Red SC = Special Color (Contact Factory) See Accessories at valmontstructures.com (Please Specify with Code) CROSS SECTION 1. EPA represents the Effective Projected Area of each luminaire. Designs are limited to top mount or side-mount luminaires. Variations from sizes above are available upon inquiry at the factory. Satisfactory performance of poles is dependent upon the pole being properly attached to a supporting foundation of adequate design.2. Structure weight is a nominal value which includes the pole shaft and base plate. + Pole includes factory installed vibration damper. Anodized 204 = Clear Natural 311 = Light Bronze* 312 = Medium Bronze* 313 = Dark Bronze* 335 = Black* *Duranodic Anodize Brushed SBF = Satin Brushed 080040404Y4100040404Y4120040404Y4140040404Y4150040404Y4160040404Y4160040406Y4180040404Y4180040406Y4180050506Y4200040404Y4200040406Y4200050506Y4200060606Y4200060608Y4250050506Y4 250060606Y4250060608Y4+300060608Y4+300068688Y4+320068688Y4+350060608Y4+350068688Y4 Anchor Base Detail Bolt Circle Bolt Slots/Holes 0° - Handhole 180° 270°90°As viewed from top of pole. Page 13 Page 14 Page 15 Page 16 Orie2 Engineering Project No. : 382.007-19 Structural & Bridge Engineers 9750 Miramar Road, Suite 310 Phone # : (858) 335-7643 Project : Poinsettia Community Pakr BY : JLO San Diego, CA 92126 www.orie2.com Fence ASCE 7-16 Figure 29.3-1: Solid Freestanding Walls and Solid Freestanding Signs MWFRS - OTHER STRUCTURES Step 1: Determine risk category of building or other structure Risk Category =II Table 1.5-1 Step 2: Determine the basic wind speed, V, for applicable risk category Wind Speed, V =96 mph Figure 26.5-1A, B, or C Step 3: Determine wind load parameters: Wind Directionality factor, Kd =0.85 Section 26.6 and Table 26.6-1 Exposure Category =C Section 26.7 Topography factor, Kzt =1.00 Section 26.8 and Figure 26.8-1 Gust Effect factor, G =0.85 Section 26.11 Ke =1.00 Section 26.9 Step 4: Determine velocity pressure exposure coefficient, Kz or Kh Height above ground level, hz =5 ft Exposure coefficient, Kh =0.85 Table 29.3-1 Step 5: Determine velocity pressure, qz or qh qh = 0.00256*Kh*Kzt*Kd*Ke*V2 Equation 29.3-1 = 17.05 psf Step 6: Determine force coefficient, Cf: horizontal dimension of sign, B =6.00 ft vertical dimension of sign, s =6.00 ft ht. from ground surface to top of sign, h =6.00 ft B/s = 1.00 s/h = 1 Force coeff, Cf = 1.700 Figure 29.4-1 Step 7: Calculate wind force, F: B*s = 36.00 ft2 Wind Force, F = qh*G*Cf *As Equation 29.4-1 =886.7 lbs Wind Pressure, P = F/As =24.63 psf All Loads in Strength Value, multiply by 0.6 to get to ASD Design Value gross area of the solid freestanding wall or freestanding solid sign, As = BRIDGEORIE 2 STRUCTURAL Page 17 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :4ft Wall Page : 1 Dsgnr:JLO Date: 5 MAY 2020 Description.... 4ft Wall This Wall in File: Z:\PROJECTS\382 - O'Day\007-19 - Poinsettia Park\calc\4 ft wall.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06055126License To : ORIE2 ENGINEERING Project Name/Number : 4 ft wall 5.00 1.50 0.00 12.00 1,500.0 45.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil = ft Active Heel Pressure = psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel = ft = = 110.00= pcf = Soil Density, Heel = Passive Pressure = psf/ft Allow Soil Bearing = psf Soil Density, Toe 0.00 pcf Footing||Soil Friction = 0.300 Soil height to ignore for passive pressure = 12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load = 18.0 #/ft 0.0 0.00.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist = 0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load = 0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Line Load Surcharge Over Toe Footing Width = 0.00 ft...Height to Top = 11.50 ft Eccentricity = 0.00 in...Height to Bottom = 5.50 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning = 0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Service Level) Wind (W)= Design Summary Wall Stability RatiosOverturning =3.38 OK Sliding =1.60 OK Total Bearing Load = 3,646 lbs...resultant ecc. = 9.52 in Soil Pressure @ Toe = 1,407 psf OK Soil Pressure @ Heel = 40 psf OK Allowable =1,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe = 1,969 psf ACI Factored @ Heel = 56 psf Footing Shear @ Toe = 0.6 psi OK Footing Shear @ Heel = 3.8 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force =918.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,093.9 375.0 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Medium Weight Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg = 0.00ft Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 16.00 Rebar Placed at = EdgeDesign Data fb/FB + fa/Fa =0.685 Total Force @ Section = 670.5lbs Moment....Actual = 1,855.5ft-# Moment.....Allowable = 2,708.3 = 7.3psi Shear.....Allowable = 45.5psi Wall Weight = 78.0psf Rebar Depth 'd'= 5.25in Masonry Data f'm = 1,500psi Fs =psi 32,000 Solid Grouting = Yes Modular Ratio 'n'= 21.48 Short Term Factor = 1.000 Equiv. Solid Thick.=7.60in Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load FactorsBuilding Code CBC 2019,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.000 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method = ASD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)= 91.50in2 Page 18 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :4ft Wall Page : 2 Dsgnr:JLO Date: 5 MAY 2020 Description.... 4ft Wall This Wall in File: Z:\PROJECTS\382 - O'Day\007-19 - Poinsettia Park\calc\4 ft wall.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06055126License To : ORIE2 ENGINEERING Project Name/Number : 4 ft wall 0.04 5.00 12.00 Footing Torsion, Tu ==ft-lbs0.00Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 = 3,000psi Toe Width = ft Heel Width = Key Distance from Toe Key Depth Key Width = in =in = 0.00 0.00 0.00 ft Footing Thickness =in 5.04= Cover @ Top =2.00 in@ Btm.= 3.00 in Total Footing Width = 150.00pcfFooting Concrete DensityFy = 60,000 psi Footing Design Results Key: = No key defined Factored PressureMu' : UpwardMu' : DownwardMu: Design Actual 1-Way Shear Allow 1-Way Shear Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 = None Spec'd == = = = 1,9691933-1 0.61 82.16 Heel: 565,6779,9094,232 3.85 82.16 HeelToe psfft-#ft-#ft-# psi psi Heel Reinforcing = # 5 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing = # 5 @ 16.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.31 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-# lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 0.02= = = Stem Weight(s) = 507.0 0.37 189.3 Earth @ Stem Transitions =Footing Weight = 756.0 2.52 1,905.1 Key Weight = Added Lateral Load lbs =2,646.0 Vert. Component Total = 3,646.3 108.0 9.50 1,026.0 8,942.5 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total = R.M. =918.0 O.T.M. = Resisting/Overturning Ratio =3.38 Vertical Loads used for Soil Pressure = 3,646.3 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 2,383.3 2.87 2.87 6,848.1 6,848.1 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 810.0 2.00 1,620.0 Hydrostatic Force Page 19 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :4ft Wall Page : 3 Dsgnr:JLO Date: 5 MAY 2020 Description.... 4ft Wall This Wall in File: Z:\PROJECTS\382 - O'Day\007-19 - Poinsettia Park\calc\4 ft wall.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06055126License To : ORIE2 ENGINEERING Project Name/Number : 4 ft wall Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.050 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 20 Schmidt Design Group G2015011-1 Poinsettia Community Park Expansion, Carlsbad, California Revised Final Page 7 A minimum overexcavation of 2 feet is recommended beneath the proposed arena and 1 foot beneath paved and/or hardscaped areas. The overexcavation and replacement should extend a minimum of 5 feet beyond the proposed footings and 2 feet beyond the edge of hardscape. 6.2 FOUNDATIONS 6.2.1 Bearing Value To provide more uniform support and to reduce the potential for damage due to differential movement, we recommend that footings for the proposed retaining wall extend at least 1½ feet below the lowest adjacent final grade. A bearing value of 1,500 pounds per square foot may be used for footings at least 12 inches in width and supported on non-expansive compacted fill soils. Foundations for the proposed shade structure should extend at least 3 feet below the final grade. A bearing value of 1,000 pounds per square foot may be used for footings at least 12 inches in width and supported on the existing fill soils. A one-third increase in the bearing value may be used for wind or seismic loads. Since the recommended bearing value is a net value, the weight of the concrete in the footings may be taken as equal to 50 pounds per cubic foot, and the weight of the soil backfill may be neglected. 6.2.2 Settlement If the footings are supported on reinforced non-expansive fill that is compacted in accordance with this report, the total settlement is estimated to be within acceptable limits for the proposed structure. 6.2.3 Lateral Loads Lateral loads may be resisted by friction and by the passive resistance of the non-expansive compacted fill or lime treated soils beneath the footings. A coefficient of friction of 0.3 may be used between the foundations and the supporting materials. The passive resistance of the compacted fill soils may be assumed to be equal to the pressure developed by an equivalent fluid with a density of 250 pounds per cubic foot. The frictional resistance and the passive resistance of the materials may be combined without reduction in determining the total lateral resistance. Page 21 Schmidt Design Group G2015011-1 Poinsettia Community Park Expansion, Carlsbad, California Revised Final Page 8 6.2.4 Footing Observation To verify that footings are supported in accordance with our recommendations, all foundation excavations should be observed by a qualified geotechnical firm. Foundations should be deepened if necessary to reach satisfactory bearing materials. Any unsuitable materials including, undocumented fill, organic, loose or disturbed natural materials should be removed prior to placement of any steel or concrete. All applicable requirements of the local governing bodies, the Occupational Safety and Health Act of 1970, and the Construction Safety Act should be met. Inspection of footing excavations may be required by the appropriate reviewing governmental agencies. The contractor should familiarize himself with the inspection requirements of the reviewing agencies. 6.2.5 Backfill All required fill around the foundations and all utility trench backfill should be mechanically compacted in layers, not more than 8 inches in loose thickness; flooding should not be permitted. Backfill should be moisture-conditioned to a minimum 2% over the optimum moisture content and be compacted to at least 90% of the maximum density obtainable by ASTM Designation D1557-12 method of compaction. The exterior grades should be graded to drain away from the structures in order to reduce ponding of water adjacent to structures. Compaction of the backfill as recommended in this report will be necessary to reduce settlement of the backfill and consequent settlement of the overlying improvements and buried utilities. Even at 90% compaction (ASTM D1557-12), some settlement of the backfill may be anticipated. Accordingly, any utilities supported therein should be designed to accept differential settlement, particularly at connection points to the structure. In order to reduce the amount of backfill required, the foundations may be cut neat and poured against the excavated fill soils. Page 22 Schmidt Design Group G2015011-1 Poinsettia Community Park Expansion, Carlsbad, California Revised Final Page 13 6.6 RETAINING WALLS 6.6.1 Lateral Pressures For design of cantilevered retaining walls with heights of 15 feet or less, where the backfill consists of on-site or non-expansive granular materials and the surface of backfill is level and well drained, it may be assumed that the non-expansive soils will exert lateral pressures equal to that developed by a fluid with a density of 45 pounds per cubic foot. Where wall rotation or movement is not acceptable, we recommend that the walls below grade be designed for "at rest" pressures. When considering "at rest" pressures where the surface of the retained earth is level it may be assumed that the soils will exert an equivalent fluid pressure of 66 pounds per cubic foot. For backfills sloped back 2:1, the lateral active pressure may be assumed equal 68 pounds per cubic foot. The at rest pressure may be assumed that the soils will exert a pressure of 99 pounds per cubic foot. 6.6.2 Backfill All required backfill should be mechanically compacted in layers not more than 8 inches in loose thickness; flooding should not be permitted. Compaction of the backfill as recommended will be necessary to reduce settlement of the backfill and of overlying slabs, walks, and paving and to reduce infiltration of surface water into the backfill. The backfill should be compacted to at least 90% of the maximum density obtainable by the ASTM Designation D1557-12 method of compaction. 6.6.3 Drainage If the backfill is placed and compacted as recommended and good surface drainage is provided, infiltration of water into the backfill adjacent to the proposed retaining walls should be small. To reduce the potential for water entrapment, surface and subsurface drains behind all retaining walls are recommended. Weep holes, backdrains, or other drainage measures should be provided in retaining walls to reduce the potential for entrapment of water in the backfill behind the walls. Adequate drainage of adjacent planters should be provided to prevent water infiltration into wall backfills. Drainage could consist of vertical gravel drains about 12 inches wide connected to a 4-inch-diameter perforated pipe. The perforated pipe should be surrounded by at least 1 foot of filter gravel (or uniformly graded gravel or Class II permeable material) wrapped in a geosynthetic filter fabric, such as Mirafi 140 N.S. The Page 23