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HomeMy WebLinkAboutCT 05-10; POINSETTIA PROPERTIES THE TIDES; STRUCTURAL CALCULATIONS FOR CMU FENCE WALL; 2013-08-22IECEIVED o AUG 28 201 60. CITY OF: C 4RLSBAD SO BUILDING OIVI SION SI/F$iE INC. STRUCTURAL ENGINEERS hLc Adw(4e dWexf/ Jcc 4c/d pkvi ciye eo C 4t 'Cc,j1,,ic II PRO.JgCT: 71-is IlL/i ea,4i t'A 4j.. ZoIC ôit dim YAL 29 d Structural calculations for CMU FENCE WALL k-, 1'/'X O THE TIDES CARLSBAD, CA CMU FENCE WALL (PER 2010 CBC) ": 4rt'4~ 3 Se KHOV Revisions: Client Job No. Shipped: 'I Job No. C683 1800 E. 16th Street, Unit B, Santa Ana, CA 92701 / Tel: (714) 835-2800 C (; / Fax: n9 't Page: 2 E S I I F M E Inc. Date: 8-18-13 STRUCTURAL ENGINEERS Job #: C683 Client: K NOV Project Name: THE TIDES CMUFENCE WALL Plan LOADCONDITIONS: ROOF: Wd.Shake Rock Tile FLOOR: _____ II I 121 II I 4 I 1 5 1 Slope <5:12 <5:12 <5:12 w/o Conc. WI 1- 1/2' Ltwt Conc. & 1" gyperete Live Load 20.0 psf 20.0 psf 20.0 psf Live Load 40.0 psf 40.0 psf Roofg Mfl 4.0 - - 12.0 D.L. of F.F. 5.0 15.0 Built-Up - - 6.0 - - Miscellaneous 1.0 2.0 Sheathing 1.5 1.5 1.5 Sheathing 2.5 2.5 Roof Rafters 1.5 1.5 1.5 Floor Joists 3.0 3.0 Ceiling Joist 1.5 1.5 1.5 Drywall 2.5 2.5 Drywall 2.5 2.5 2.5 Total D.L. 14.0 psf 25.0 psf Miscellaneous 3.0 3.0 3.0 Total Load 54.0 psf 65.0 psf Total D.L. 14.0 psf 16.0 psf 22.0 psf Total Load 34.0 psf 36.0 psf 42.0 psf LOAD CONDITIONS: I_i I_0 I STANDARD SPECIFICATIONS FOR PROJECT DESCRIPTION: STRUCTURAL CALCULATIONS Job Name THE TIDES CMU FENCE WALL City CARLSBAD, CA Sketches of details in calculations are not Client K NOV to scale and may not represent true PROJECT ENGINEER:DF CALCSBY:BB DATE:8-18-13 conditions on plans. Architect or designer ASSOC. CHECK:DATE: is responsible for drawing details in plans BACK CHECK: _DATE: which represent true framing conditions ROOF TRUSSRev.:DATE: and scale. Enclosed details are intended to FLR. TRUSS Rev.:DATE: complement standard construction practice P/T FOUND.Rev.:DATE: to be used by experienced and qualified PLANCHECK:DATE: contractors. REVISIONS: The structural calculations included here are for the analysis and design of primary < A> SHTS:DATE: structural system. The attaóhment of non- structural elements is the responsibility of < B> SHTS:DATE: Init.: the architect or designer, unless specifically Init.: shown otherwise. C SHTS: _DATE: The drawings, calculations, specifications < 0 SHTS: Init.: DATE: and reproductions are instruments of Init.: service to be used only for the specific E SHTS: _DATE: project covered by agreement and cover Init.: sheet. Any other use is solely prohibited. < ~F> SHTS:DATE: All changes made to the subject project G SHTS: Init.: _DATE: shall be submitted to E S I / F M E, Inc. nit.: in writing for their review and comment. These calculations are meant to be used (This signature is to be a E S I I F M E, Inc. - Structural Engin2 ii by a design professional, omissions are intended. wet signature, not a copy.) APPROVED BY: Copyright © - 1994 by E S I / F M E, Inc. I ' Structural Engineers. All rights reserved. I This material may not be reproduced in rL) whole or part without written permission of E S I / F M E, Inc. I DATE: 4 SPECIFICATIONS FOR RETAINING WALLS CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON JOB. TYPE OF SOIL AND BEARING VALUE SUBJECT TO BUILDING INSPECTOR APPROVAL. ALLOWABLE BEARING VALUE 1500 PSF. MAXIMUM TOE PRESSURE IS 1500 PSF. EXTENDED ALL FOOTINGS 18' MINIMUM BELOW UNDISTURBED NATURAL SOIL. CONCRETE BLOCKS USED FOR THE CONSTRUCTION OF RETAINING WALLS SHALL BE NORMAL WEIGHT UNITS AND SHALL CONFORM TO THE REQUIREMENTS FOR GRADE N.I UNITS OF ASTM SPECIFICATIONS C-go (LATEST REVISION). TYPE S MORTAR, 1 PART CEMENT, 2.5-3 PART SAND,.25-.5 PART LIME PUTTY. GROUT SHALL BE ACCORDING TO CBC TABLE 2103-12 f'g2000 PSI MINi B. REINFORCING SHALL BE INTERMEDIATE GRADE DEFORMED BARS SHALL CONFORM TO ASTM SPECIFICATION A-305 (LATEST REVISION) AND A A-615 (LATEST REVISION). 9 . ALL REINFORCING STEEL TO LAP WHERE SPLICED 48 DIAMETERS WITH A MINIMUM LAP OF 24. REINFORCING BARS SHALL BE SET STRAIGHT AND SECURED ACCURATELY IN POSITION. VERTICAL MORTAR JOINTS SHALL BE STAGGERED AND CENTERED ON BLOCKS OF EACH COURSE DIRECTLY BELOW. ALL CELLS SHALL BE VERTICALLY ALIGNED SO AS TO MAINTAIN A 5' x 5' MINIMUM CONCRETE VERTICAL STUD, ALIGNED SO AS TO MAINTAIN (4 1/2' x 8 1/2 FOR 12' CONCRETE BLOCKS). CALL BUILDING DEPARTMENT FOR INSPECTIONS BEFORE POURING FOOTINGS AND AGAIN BEFORE FILLING CELLS WITH CONCRETE. UNLESS OTHERWISE SPECIFIED, NO CONTINUOUS INSPECTION IS REQUIRED. CELL WALLS AND CROSS WEBS WHICH FORM CELLS TO BE FILLED SHALL BE FULL BEDDED IN MORTAR TO PREVENT LEAKAGE OF CONCRETE, AND ALL ALIGNED SO AS TO MAINTAIN JOINTS AROUND SUCH CELLS SHALL BE STRUCK SMOOTH. CELLS SHALL BE FILLED WITH CONCRETE IN LIFTS NOT TO EXCEED A HEIGHT OF 4'-0'. IF OVER 4-0' PROVIDE CLEANOUT HOLES AT BOTTOM OF EACH CELL AND EACH LIFT OF CONCRETE. ALL MORTAR CROPPINGS OR DEBRIS SHALL BE REMOVED FROM CELLS AND CLEANOUT HOLES SHALL BE SEALED BEFORE CONCRETE IS PLACED. IMPERFECT JOINTING AND WALL SURFACES EXHIBITING DEFECTIVE BLOCKS WILL BE REJECTED AND MUST BE REPLACED AT NO COST TO THE OWNER. RETAINING WALLS ARE NOT DESIGNED FOR SURCHARGE OF PAVING EQUIPMENT. EQUIPMENT SHOULD BE KEPT BACK FROM TOP OF WALL A MINIMUM DISTANCE EQUAL TO HEIGHT OF WALL ABOVE FOOTINGS. BACKFILLING SHALL NOT BE STARTED FOR AT LEAST 14 DAYS AFTER THE FILLING OF THE CELLS WITH CONCRETE. DIMENSIONS AND NOTATIONS SUPERCEDE SCALE OF DRAWINGS. FOR WALLS WHERE CONCRETE SLAB IS USED TO SECURE TOP OF WALL, ADEQUATE TEMPORARY SHORING SHOULD BE PROVIDED PRIOR TO BACK FILLINGS. PROVIDE 4' x 4 MIN. KEY AT BOTTOM OF WALL INTO FOOTING. UNLESS SLAB PROVIDED AT LOW END OF WALL. CONCRETE ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF q THE CALIFORNIA BUILDING CODE. CONCRETE SHALL BE DESIGNED AND TESTED AS OUTLINED IN THE SPECS. ALL CEMENT SHALL CONFORM TO ASTM C-150. TABLE 4.3.1 AC1318-05 REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE—CONTAINING SOLUTION NORMAL WEIGHT NORMAL WEIGHT AGGREGATE & LIGHTWEIGHT SULFATE SULFATE (SO4)IN CEMENT Maximum AGGREGATE EXPOSURE WATER, PPM TYPE Wafer—cementitlous Concrete f'c, psi Materials Ratio. by Weight 1 Negligible 0-150 - - Moderate 150-1500 II, IP(MS). 15 (MS) 0.50 4,000 Severe 1 1500-10.000 1 V 0.45 4.500 i Very '10,000 V PIuS 0.45 4,500 Severe pozzolan I A lower water cementitious materials ratio of higher strength maybe required for low permeability or for protection against corrosion of embedded items or freezing and thawing(Table 4.2.2 ACI 318-05) Seawater. Pozzolan that has been determined by test service record to improve sulfate resistance when used in concrete containing type V cement FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM C-33 FOR STANDARD WEIGHT CONCRETE AND ASTM C-330 FOR LIGHT WEIGHT CONCRETE. ALL AGGREGATE SHALL BE COMPARABLE TO 'SAN GABRIEL VALLEY AGGREGATE. THE SHRINKAGE SHALL BE AS PER ASTM C-157 WITH THE AVERAGE DRYING SHRINKAGE AT 28-DAYS NOT EXCEEDING 0.04%. DRYPACK SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE PARTS SAND. ANCHOR BOLTS, HOLDOWN BOLTS, DOWELS, INSERTS, ETC. SHALL BE SECURELY TIED IN PLACE PRIOR TO POURING CONCRETE. B. CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 10-DAYS OR BY AN APPROVED CURING COMPOUND. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR MISCELLANEOUS ITEMS TO BE CAST INTO CONCRETE AND FLOOR DEPRESSIONS, PITS, ETC. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF EXPANSION JOINTS, SCORING, ETC. FOR CONCRETE WALKS AND SLABS. 11. ALL STRUCTURAL CONCRETE F'c = 3,000 PSI F'c = 2.500 PSI ALL SLAB-ON-GRADE ALL CONTINUOUS FOOTINGS AND PADS F'c = 2,500 PSI ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH 28 - DAYS. ALL CONCRETE WITH F'c GREATER THAN 2,500 PSI SHALL HAVE SPECIAL INSPECTION PER SECTION 1704 OF THE 2007 CBC UNLESS NOTED OTHERWISE. MASONRY 5 1.. ALL MASONRY WORK SHALL CONFORM TO THE LATEST EDITION THE CALIFORNIA BUILDING CODE. CONCRETE BLOCK SHALL BE OF SIZES SHOWN ON ARCHITECTURAL DRAWINGS AND/OR CALLED FOR IN SPECS. AND CONFORM TO ASTM C90-86, GRADE N-r NORMALWEIGHT UNITS WITH MAXIMUM LINEAR SHRINKAGE OF 0.06 % I'm = 1500 PSI GROUTED REINFORCED CELLS. MORTAR MIX SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT AND THREE PARTS SAND AND NOT LESS THAN 1/4 PART NOR MORE THAN 1/2 PART LIME PUTTY FOR TYPE 'S MORTAR. MINIMUM COMPRESSION STRENGTH TO BE f'c = 2000 PSI. GROUT MIX SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO 2:1 TO 3.0 MAX PARTS SAND AND NOT LESS THAN TWO PARTS PEA GRAVEL, MAX. GROUT LIFT = 4'-O SPECIAL INSPECTIONS SHALL BE REQUESTED FOR HIGH LIFT GROUTING. MINIMUM COMPRESSION STRENGTH TO BE f'c = 2000 PSI. PROVIDE CLEANOUT OPENINGS AT BOTTOM OF ALL VERTICALLY GROUTED CELLS IF GROUT LIFT EXCEEDS 4'-0. ALL REINFORCING SHALL HAVE A MINIMUM COVERAGE OF 1/2 GROUT. BOLTS SHALL BE GROUTED WITH 1 OF GROUT BETWEEN BOLT AND MASONRY. NO PIPES OR DUCTS SHALL BE PLACED IN MASONRY WALLS UNLESS SPECIFICALLY NOTED OR DETAILED. DOWELS IN CONCRETE FOR MASONRY WALLS SHALL BE THE SAME SIZE AND SPACING AS MASONRY WALL REINFORCING. ALL MASONRY, EXCEPT VENEER, SHALL BE REINFORCED GROUTED MASONRY, GROUT CELLS CONTAINING REINFORCING UNLESS NOTED OTHERWISE. GROUT SOLID ALL MASONRY RETAINING EARTH UP TO 6 ABOVE RETAINING WALL.' ALL VERTICAL REINFORCING IN MASONRY WALLS NOT RETAINING EARTH SHALL BE LOCATED IN THE CENTER OF THE WALL, U.N.O. REINFORCING SHALL BE SECURELY HELD AND BRACED IN PLACE TO PREVENT MOVEMENT WHILE PLACING MASONRY. L~* REINFORCING STEEL ALL REINFORCING SHALL BE ASTM A-615 GRADE 40 FOR #3 BARS AND SMALLER. ALL REINFORCING SHALL BE ASTM A-615 GRADE 60 FOR #4 BARS AND LARGER. WELDED WIRE FABRIC TO BE ASTM A-185, LAP 1-1/2 SPACES, 9 MIN. FOR STRUCTURAL SLABS ALL REINFORCING #5 AND LARGER TO BE ASTM A-615 GRADE 60 ALL BARS SHALL BE DEFORMED AS PER ASTM A615 / A615M. ALL BARS SHALL BE CLEAN OF LOOSE FLAKY RUST, GREASE OR OR OTHER MATERIALS LIKELY TO IMPAIR BOND. ALL BENDS SHALL BE MADE COLD. SPLICING OF #3-#6 BARS SHALL HAVE A MIN. LAPPING OF 30 DIA. OR 2'-0 MIN. IN ALL CONTINUOUS REINFORCEMENT OF FOOTINGS AND CONCRETE WALLS, EXCEPT AS NOTED ON PLANS. MASONRY REINFORCEMENT SHALL HAVE LAPPINGS OF 40 DIA. FOR GRADE 40 & 48 DIA & FOR GRADE 60 MIN. OF 2'-0. ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE POURING CONCRETE. CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST EQUAL TO THE DIAMETER OF THE BARS. COVER SHALL BE AS FOLLOW: CONC. POURED AGAINST EARTH 3" POURED AGAINST FORM BELOW GRADE 2" #6 AND LARGER 2" #5 AND SMALLER 1 1/2" FORMED SLABS 1" SLABS ON GRADE (FROM TOP OF SLAB) 1" COLUMNS AND.BEAMS TO MAIN BARS 1 1/2 WALLS - EXPOSED TO WEATHER 1 1/2" NOT EXPOSED TO WEATHER, #11 AND SMALLER 3/4 #14 AND #18 1 1/2 Lcritena Retained Height = 1.00 ft Wall height above soil = 8.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Soil Data I Allow Soil Bearing = 1500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 135.00 pd Soil Density, Toe = 0.00 pcf Footing ISoil Friction = 0.000 Soil height to ignore for passive pressure = 0.00 in Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Title : TIDES Page: '7 Job # C683 Dsgnr: BB Date: 28 AUG 2013 Descr. UPPER WALL Wall in File: c:\users\bob\documents\retainpro 10 project fules\c683.r RitiinProlO (C) 1987-2012, Build 10.13.7.31 License: KW-06053839 Cantilevered Retaining Wall Design ode: CBC 2010,ACl 318-08,ACI 530-08 License To: ESI/FME, INC. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning LAxial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [Design Summary. Wall Stability Ratios Overturning = 0.19 UNST [Lateral Load Applied to Stem • Lateral Load = 0.0 #/ft ...Height to Top = 0.00 It ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 15.0 psf Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 0.0 ft - at Back of Wall Poisson's Ratio = 0.300 Stem Construction Top Stem 2nd 3rd Stem OK Stem OK Design Height Above FtS ft = 5.00 1.33 0.00 ABLE! all Material Above 'H = Fence Masonry Masonry Slab Resists All Sliding! Thickness - - - = 6.00 6.00 Rebar Size = # 5 # 5 Total Bearing Load = 597 lbs Rebar Spacing = 24.00 8.00 ...resultant ccc. = 23.31 in Rebar Placed at = Center Center Resultant Exceeds Fig. Width! Design Data Soil Pressure @ Toe = 0 psf OK fb/FB + fa/Fa = 0.745 0.740 Soil Pressure © Heel = 0 psf OK Total Force @ Section lbs= 60.0 115.1 140.0 Allowable = 1500 psf . Soil Pressure Less Than Allowable Moment .... Actual ft-#= 120.0 441.2 606.7 ACI Factored @ Toe = 0 psf Moment.....Allowable ft-#= 592.3 819.4 ACI Factored @ Heel = 0 psf . Shear.....Actual psi = 3.5 4.2 Footing Shear Q Toe = 0.0 psi OK Shear ..... Allowable = 38.7 38.7 Footing Shear @ Heel = 0.6 psi OK Wall Weight psi = 48.0 63.0 Allowable = 75.0 psi Rebar Depth 'd' in= 2.75 2.75 Sliding Caics Slab Resists All Sliding! LAP SPLICE IF ABOVE in = 30.00 30.00 Lateral Sliding Force = 342.2 lbs LAP SPLICE IF BELOW in= 30.00 HOOK EMBED INTO FTG in = 7.00 Masonry Data I'm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = 1,500 1,500 psi= 20,000 20,000 = No No = No No = 21.48 21.48 = 1.000 1.000 = 4.10 5.60 = Normal Weight = ASD psi= psi= Foothg Diameter = 1-3 F1Ie= CUse1s\Sob\DOCUME-1\ENERGA-i\c683.ec6 im Pole Footing Embedded in Soil ENERCALC INC 1983.201BuiId61a820 Ver6 13820 Description; FOOTING FOR FENCE WALL Code References Calculations per IBC 2006 1805.7.2, CBC 2007, ASCE 7-05 Load Combinations Used ASCE 7-05 General Information .. Pole Footing Shape Circular Footing Diameter 15.0 in Calculate Mm. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive ..................465.0 pcf Max Passive ...................psi Controlling Values Governing Load Combination: +D+W+H Lateral Load 0.1350 k Moment 0.6075 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual 350.316 Psf Allowable 352.491 psf : cth Footing Base Area 1.227 ftA2 Maximum Soil Pressure 0.0 ksf Appfied Load&e. ••• .. Lateral Concentrated Load Lateral Distributed Load Vertical Load Dead Load k k/ft k Lr: Roof Live k klft k L:Live k k/ft k S: Snow k k/ft k W: Wind k 0.0150 k/ft k Earthquake k . k/ft k H : Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface 4.0 it • 9.0 ft BOTTOM of Load above ground surface ft Load Combihation Rei4t . . Low .r . 17, Depth fpS JF7 Acw DOnly 0.000 0.000 0.13 0.0 0.0 1.000 0.000 0.000 0.13 0.0 0.0 1.000 +D+Lr+H 0.000 0.000 0.13 0.0 0.0 1.000 +0+544-1 0.000 0.000 0.13 0,0 0.0 1.000 +040,750Lr-"0,750L+H 0.000 0.000 0.13 0.0 0.0 1.000 +D-l-0,750L-f0.750S4H 0.000 0.000 0.13 0.0 0.0 1.000 +D+W+H 0.135 0.608 2.38 350.8 352.5 1.000 +D0.70E+H 0.000 0.000 0.13 0.0 0.0 1.000 +D0,750Lr+0750L40750W+H 0.101 0.456 2.13 314,5 317.3 1.000 1.000 1.000 ,.,,•,' S ' • rill 11,11 PoIeFöotiflg EmbeddEd in Soil •.'. Ir!tvYE*tsDIsIsPt Descñpon FOOTING FOR FENCE WALL +D-+0.750L40.750S-+0.750W-fH 0.101 0.456 2.13 +D+0.75OLr0.750L40.5250E+H 0.000 0.000 0.13 40-+0.750L0.750S+0.5250E4H 0.000 0.000 0.13 = c:IN•1983-2o13;.suiId6.13.8.20;ver6.13.8: 314.5 317.3 1.000 0.0 0.0 1.000 0,0 0.0 1.000 ESI/FME, Inc. STRUCTURAL ENGINEERS freit.& k1- 5e,8o LI 4'(I / 10 / I Sheet ( 0 Date JN. 7f1c TL0eS C .'P ic I Detail Name: (760) 724-8131 GLASS VIEW FENCE ON BLOCK WALL GREENFIELD FENCE, Detail Number: GVF-001 C4J342 7v - TECHWALL POST EXISTING - CMU WALL BOTTOM RAIL— MOUNTED WITH CONSTRUCTION ADHESIVE STEEL STANCHION EMBEDDED 16" MIN. GLASS VINYL f <~ TEMPERED GLASS (1/4" OR 3/8') CAST ALUMINUM [POST CAP TECH WALL POST STEEL STANCHION 12" INSIDE POST MIN. CONCRETE FOR--- POST TEMPEREQ 3/8-)\(1/4O DETAIL 1 DETAIL 2 Detail Name: GLASS VIEW FENCE ON BLOCK WALL <1gr> (760) 724-8131 OREENFIELD FENCE, INC. Detail Number: GVF-003 —POST CAP EXTRUSION VINYL " TO 3/8" TEMPERED CLASS TECHWALL POCKET FILLER $tIi !STEEL GLASS VINYL CLASS BOTTOM RAIL BLOCK STANCHION Detail Name: GLASS VIEW FENCE ON BLOCK WALL 1jj!I (760) 74-8131 8no FENCE,. INC. Detail Number:i \GVF-002