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RER (13-0981)
53325 Avenida Madero 13-0981 P.O. BOX 1504 VOICE. (760) 777-7012 78-495 CALLE TAMPICO FAX (760) 777-7011 . 1 00 LA QUINTA, CALIFORNIA 92253 LDY RTMENT INSPECTIONS (760) 777-7153 IT - Date: 10/18/13 Application Number: 13-00000981 i, 13 2013 Owner: Property Address: 53325 AVENIDA MADERO - WOOD, STEVEN JAY APN: 774-033-014-6 -000000- f® Q i A 53325 AVENIDA HERRERA Application description: REMODEL _ RESIDENTIAL F MAPICEDEPT. LA •QUINTA, CA 92253 Property Zoning: COVE. RESIDENTIAL - Application valuation: 25000 Contractor: Applicant: Architect or Engineer. INTEGRITY CONSTRUCTION SERVICE OUTSIDECITY LIMITS 709 D STREE #201 / RAMONA, CA 92065 Lic. NO.: EXEMPT LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect: License_J%Cllass: 868500 License No.: -EXEMPT Dar hAlI ontrW actor: f/Vlil/ / OWNER -BUIL DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the .. following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by - any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: . 1 1 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure -is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, andwho does the workhimself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is* sold within one year ofcompletion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). 1 ) I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). - Lender's Name: _ Lender's Address: LQPERMIT WORKER'S COMPENSATION DECLARATION — I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to'self-insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. _ I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier4906 Policy Number EXEMPT certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3 700 of the Labor Code, hall forthwith comply with those provisions. - rDate: A plicanr. . WARNING: FAILURE TO SECURE WORKERS' COMPENSATa COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000)., IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS -PROVIDED FOR'IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La.Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that 1 have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this county to enter upon the ve-mentioned property f inspect on urpos s. / nature (Applicant or Agent): `' LQPFRMIT - - Application Number . . . . . 13-00000981 ------ Structure Information INTERIOR REMODEL [ENGINEERED] ----- Other struct info . . . . . CODE EDITION 2010 # BEDROOMS 3.00 Permit ELECTRICAL 2013 Additional desc . Permit Fee 95.26 Plan Check Fee .00 Issue Date . . . . Valuation. . . . .. 0 Expiration Date 4/16/1'4 Qty Unit Charge Per Extension 1.00 23.8300 LS ELEC DEVICES, FIRST 20 23.83 10.-00 2.3800 EA ELEC DEVICES, ADD'L 23.80 1.00 - 23.8300 LS ELEC FIXTURES, FIRST 20 23.83 10.00 2.3800 EA ELEC FIXTURES, AD.D-L ------------------------------------------------------------------------- 23.80 --- Permit . ." PLUMBING 2013 Additional desc . Permit Fee 119.20 Plan Check Fee .00 Issue Date . . . Valuation 0 Expiration Date 4/16/14 'Qty Unit Charge Per Extension 9.00 11.9200, EA PLBG FIXTURE/TRAP 107.28 1.00 11.9200 EA PLBG.WATER INST/ALT/REP 11.92 Permit . . .• REMODEL 2013 Additional desc . Permit Fee130.13 Plan Check Fee .00 Issue Date . . Valuation . . . 0 Expiration Date 4/16/14 Qty Unit Charge Per Extension - 1.00 48.6200 LS MISC REMODEL, 1ST 100 SF 48.62 1.00 21.4500 EA MISC REMODEL, ADDL 50.0 SF 21.45 1:00 - 60.0600 LS. MISC DR/WIN,. REPL, 1-7 .60.06 ----- - Special Notes and Comments INTERIOR REMODEL THROUGHOUT ENTIRE DWELLING [ENGINEERED] ALTERATIONS TO FRAMING, ELECTRICAL, AND PLUMBING INSTALLATIONS INCLUDING INSTALLATION OF TWO (2.) SLIDING GLASS DOORS. THIS PERMIT DOES NOT INCLUDE CHANGE OUT OF EXISTING LQPFRMIT - - Application Number . . ... . 13-00000981 ----------------------------------------------------------------------- Special Notes and Comments MECHANICAL EQUIPMENT. 2010 CALIFORNIA BUILDING CODES. - October 7, 2013 4:07:55 PM AORTEGA -------------------.-------------------- - Other Fees . . . . : . BLDG STDS ADMIN (SB1473) 1.00 PLAN CHECK,. "ELECTRICAL 59.66 PLAN CHECK, REMODEL 258.83 - PLAN CHECK, PLUMBING 119.20 STRONG MOTION (SMI) - RES 2.50 Fee summary Charged Paid Credited Due Permit Fee Total 344.59 .00 .00 344.59 Plan Check Total .00 .00 .00 .00 Other Fee Total 441.19 .00 00 441.19 Grand Total 785.78 .00 .00 785.78 Bin # City of La Quinta 406 Building &r Safety Division . '% /V p - '?013 o P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 'Building Permit Application and Tracking Sheet fop Permit # 0 Project Address:3 25ner's A"(As- Name: 0- q Hew A. P. Number: Address: 5332-s Alevidx Legal Description: J/17,610 141P4 City, ST, Zip: a A, A (A Contractor: Telephone: 9519 P -q5 5"7- 3 8 Address: Project Description: City, ST, Zip: "Roknon-a Telephone: '160 *-77 -1(-?C/ dl(44,tis dwr tMiwe, State Lic. 9&9 6,d0 lCity Lic. Arch., Engr., Designer: ,5-afw 25M Address: Z/07/ 40 a(,m bzt , Ave, City, ST, Zip: q ltlersi?z 6A - Telephone: - n q 9 . .•.. .. .. ... .. . . . . . . . . . . . . . . .............. .." 1-1.1. .-.- 1; COE truction Type: Occupancy: State Lic. #: co55,6 Z-69 dter) Project type (circle one Now Add'n Repair Demo 6: Name of Contact Person: Sq. Ft.-. # Stories: # Units-, T Telephone # of Contact Person: -7( 0 Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Rec1d TRACKING PERMIT FEES Plan Sets 7Req'd Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for corrections 7 Plan Check Deposit Truss Calcs. Called Contact Person Plan Check Balance. Title 24 Calcs. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2" Review, ready for correction sue Electrical Subcontactor List Called Contact Person 11 Plumbing Grant Deed Plans picked up 10 S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees [2-1 di IZL-) sta, 0;;& 10'..640L lobiwks- *1 *A M%Vao tj 9113 Mg->- 917. Due --4' 2C AfAu%,$ (N.s 4mw sekr- v&0t C-Aow BUILDING ENERGY ANALYSIS REPORT PROJECT: SINGLE HOUSE ADDITION 53325 AVENIDA MADERO LA QUINTA; CA 92263 Project Designer: = Report Prepared by: Perfect Designi x PERFECT DESIGN & DEVELOPMENT; INC. 2416 W Valley Blvd Alhambra, Ca 91803 . (626)289-8808 " • . ." O P FESS/off ,yy r « w G), G) Z M x • 06-30 Job Number: rF CyANIcP` F r lir K13-3500 Date: 10/1/2013 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. Energ Pro 5.1 by Energ Sof User Number: 1919 RunCode: 2013-10-01711:49:16 /D: K13-3500 PERFORMANCE CERTIFICATE: Residential Part 1 of 5 CF -1 R Project Name SINGLE HOUSE ADDITION Building Type ® Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 10/1/2013 Project Address 53325 AVENIDA MADERO LA QUINTA California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 1, 750 Addition n/a # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST ❑ Yes IZI No HERS Measures -- If Yes, A CF -4R must be provided per Part 2 of 5 of this form. ❑ Yes ❑ No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Area Special Construction Type Cavity Features see Part 2 of 5 Status Roof Wood Framed Attic R-30 1,750 Existing Wall Wood Framed None 1,260 Existing Slab Unheated Slab -on -Grade None 1,750 Perim = 191' Existing FENESTRATION U- Exterior Orientation Area ftp Factor SHGC Overhang Sidefins Shades Status Rear (1M 157.5 0.360 0.24 none none Bug Screen New Rear (W) 4.0 0.600 0.38 none none Bug Screen Altered Front (E) 20.0 1.190 0.83 none none Bug Screen Existing Right (N) 40.0 1.190 0.83 none none Bug Screen Existing Left (S) 48.0 1.190 0.83 none none Bug Screen Existing HVAC SYSTEMS Qty. Heating Min. Eff - Cooling Min. Eff Thermostat Status 1 Central Furnace 80% AFUE Split Air Conditioner 10.0 SEER Setback Existing HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location R -Value Status WHOLE HOUSE Ducted Ducted Attic, Ceiling Ins, vented 4.2 Existing WATER HEATING Qty. Type Gallons Min. Eff Distribution Status EnergyPro 5. 1 by EnergySoft User Number: 1919 RunCode: 2013-10.01711:49:16 ID: K13-3500 Page 3 of 14 PERFORMANCE CERTIFICATE: Residential Part 2 of 5 CF -1 R Project Name SINGLE HOUSE ADDITION Building Type ® Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 10/1/2013 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special 'ustification and documentation submitted. HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF -4R form for each of the measures listed below for final to be given. EnemvPro 5. 1 by EnemySoft User Number. 1919 RunCode: 2013-10-01711:49:16 ID: K13-3500 Page 4 of 14 PERFORMANCE CERTIFICATE: Residential Part 3 of 5 CF -1 R Project Name Building Type m Single Family ❑ Addition Alone Date SINGLE HOUSE ADDITION ❑ Multi Family ❑ Existing+ Addition/Alteration 1101112013 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV kgtu/ft2- r ' Space Heating 18.08 18.01 0.07 Space Cooling 170.95 164.70 6.25 Fans 36.58 35.31 1.26 Domestic Hot Water 19.32 19.32 0.00 Pumps 0.00 0.00 0.00 Totals 244.93 237.34 7.58 'Percent Better Than Standard: 3.1% BUILDING COMPLIES - NO HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (E) 90 deg Ext. Walls/Roof Wall Area Area - Number of Dwelling Units: 1.00 (E) 317 20 Fuel Available at Site: Natural Gas (S) 448, 48 Raised Floor Area: 0 (w) 317 162 Slab on Grade Area: 1,750 (N) 448 40 Average Ceiling Height: 8.0 Roof , 1,750 0 Fenestration Average U -Factor: 0.70 TOTAL: 270 Average SHGC: 0.48 Fenestration/CFA Ratio: 15.4% REMARKS STATEMENT OF COMPLIANCE j This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations. The documentation author hereby certifies that the documentation is accurate and 4 Documentation Author Company PERFECT DESIGN & DEVELOPMENT, INC C/3 5 m L -m 0/1/2013 Address 2416 W Valley Blvd Name Perfect Design owG x • 06-30-15 ;o City/State/ZipCity/State/Zip Alhambra, Ca 91803 Phone (626)289-8808 Date The individual with overall design responsibility hereby certifies that the proposed b ii g i ented in this set of constructiondocuments is consistent with the other compliance, forms and workshe ecifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge; insulation installation quality, and building envelope sealing require,, installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company 4 Address Name - City/State/Zip . Phone Signed License # Date EnerqvPro 5. 1 by EnemySoft User Number. 1919 RunCode: 2013-10-01711:49:16 /D: K13-3500 Page 5 of 14 CERTIFICATE OF COMPLIANCE: Residential Part 4 of 5 CF -1 R Project Name SINGLE HOUSE ADDITION Building Type ® Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 1101112013 OPAQUE SURFACE DETAILS Surface U- Insulation Joint Appendix Type Area Factor Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments Roof 1,750 0.032 R-30 0 22 Existing 4.2.1-A8 EXISTING FLOOR Wall 155 0.356 None 270 90 Existing 4.3.1-A1 EXISTING FLOOR Wall 297 0.356 None 90 90 Existing 4.3.1-A1 EXISTING FLOOR Wall 408 0.356 None 0 90 Existing 4.3.1-A1 EXISTING FLOOR Wall 400 0.356 None 180 90 Existing 4.3.1-A1 EXISTING FLOOR Slab 1,7501 0.730 None 0 180 Existing 4.4.7-A1 EXISTING FLOOR FENESTRATION SURFACE DETAILS ID Type] Area U -Factor SHGC Azm Status GlazingType Location/Comments 1 Window 157.5 0.360 NFRC 0.24 NFRC 270 New Double Non Metal Clear (6) EXISTING FLOOR 2 Window 4.0 0.600 NFRC 0.38 NFRC 270 Altered Double Metal Clear EXISTING FLOOR 3_E xisting 1.190 Default 0.83 Default Default Single Metal Clear re -altered for above 4 Window 20.0 1.190 Default 0.83 Default 90 Existing Default Single Metal Clear EXISTING FLOOR 5 Window 40.0 1.190 Default 0.83 Default 0 Existing Default Single Metal Clear EXISTING FLOOR 6 Window 48.0 1.190 Default 0.83 Default 180 Existing Default Single Metal Clear EXISTING FLOOR (1) Ll -Factor Type: 1'16-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: 116-13 = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS Window ID Exterior Shade Type SHGC Hot Wd Ove hanq Left Fin Ri ht Fin Len Hcit I LExt RExt Dist Len H t Dist Len H t 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 EnergyPro 5.1 by EnergySoft User Number. 1919 RunCode: 2013-10-01711:49:16 ID: K13-3500 Page 6 of 14 CERTIFICATE OF COMPLIANCE: Residential Part 5 of 5 CF -1 R Project Name SINGLE HOUSE ADDITION Building Type ® Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration I Date 10/1/2013 BUILDING ZONE INFORMATION System Name Zone Name New Floor Area Existina Altered Removed Volume Year Built WHOLE HOUSE EXISTING FLOOR PLAN 1,750 14,000 1950 - 'Totals 1 0 1,750 01 0 HVAC SYSTEMS System Name Qty. Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status WHOLE HOUSE 1 Central Furnace 80% AFUE Split Air Conditioner 10.0 SEER Setback Existing HVAC DISTRIBUTION System Name Heatin Cooling Duct Duct Location R -Value Ducts Tested? Status WHOLE HOUSE Ducted Ducted Attic, Ceiling Ins, vented 4.2 ❑ Existing WATER HEATING SYSTEMS S stem Name Qty. Type Distribution Rated Input Btuh) Tank Cap. (qaL Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status EXISTING WATER HEA T1 1 Small Gas All Pipes Ins 37,000 50 0.53 n/a n/a Existing . MULTI -FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Hot Water Piping Length (ft)C _ o a — S stem Name Pipe Length Pipe Diameter Insul. Thick. Q FHP Plenum Outside Buried 131 01 EnergyPro 5.1 by Ener Soft User Number: 1919 RunCode: 2013-10-01 T11:49:16 ID: K13-3500 Pae 7 of 14 MANDATORY MEASURES SUMMARY: Residential Pae 1 of 3 MF -1 R Project Name SINGLE HOUSE ADDITION Date 1101112013 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF -1 R, CF -1 R -ADD, or CF - 1 R -ALT Form) shall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF -1 R Form with plans. Building Envelope Measures: 116 (all: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §116(a)4: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC and infiltration that meets the requirements of 10-111 (a). 117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. 118(a): Insulationspecified or installed meets Standards for Insulating Material. Indicate type and include on CF -613 Form. §118(1): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(1) when the installation of a Cool Roof is specified on the CF -1 R Form. *§1 50 a : Minimum R-19 insulation in wood -frame ceiling orequivalent 1.1 -factor. §150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -Value. *§1 50 c : Minimum R-13 insulation in wood -frame wall orequivalent Ll -factor. *§150(d): Minimum R-13 insulation in raised wood -frame floor orequivalent Ll -factor. §150(f): Air retarding wrap is tested labeled and installed according to ASTM E1677-95 2000 when specified on the CF -1 R Form. 150 : Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: 150 a 1A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150(e)1 B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is e ui ped with a with a readily accessible operable, and tight -fitting damper and or a combustion -air control device. §150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. §113(c)5: Water heating recirculation loops serving multiple dwelling units and High -Rise residential occupancies meet the air release valve backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. 150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. 150(i): Heating systems are equipped with thermostats that meet the setback requirements of Section 1 12 c . §150(j)1A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §1500)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water -heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. §1500)2: First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-13. §1500)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §1500)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. 150(q)3A: Insulation is protected from damage, including that due to sunlight, moisture equipment maintenance and wind. §1500)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. §150(04: 4: Solar water -heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 5.1 by EnergySoft User Number: 1919 RunCode: 2013-10-01T11:49:16 ID: K13-3500 Page 8 of 14 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3 MF -1 R Project Name Date SINGLE HOUSE ADDITION 1101112013 §150(m)1: All air -distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a'minimum installed level of R- 4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings reater than 1/4 inch the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. 150(m)7: Exhaust fans stems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 150 m 10: Flexible ducts cannot have porous inner cores. §150(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low -Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating ora pilot light. §114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines or built-up connections for future solar heating. 114(b)2: Outdoor pools ors as that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or ro rammed to run only during off-peak electric demand periods. §150(p): Residential pool systems orequipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150 . Residential Lighting Measures: §150(k)l : High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low eff icacy luminaire asspecified by §150(k)2. 150(k)3: The wattage of permanently installed luminaires shall be determined asspecified by §130(d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line -voltage socket or line - voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw -base socket. 150(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k). 150(k)7: All switching devices and controls shall meet the requirements of §150(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. . EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi -scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual -on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPro 5.1 by EnergySoft User Number: 1919 RunCode: 2013-10-01711:49:16 ID: K13-3500 Page 9 of 14 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3 MF -1 R Project Name Date SINGLE HOUSE ADDITION 1101112013 §150(k)l0: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual -on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual -on occupancy sensor. §150(k)l 1: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual - on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply with §150 k 11. §150(k)12: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)l3: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual.on/off switch, a motion sensor not having -an override or -bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an - astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exceptionl to §150(k)l3 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(k)l4: Internally illuminated address signs shall comply with Section 148; OR not contain a screw -base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)l5: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130, 131 134 and 146. §150(k)l6: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensors certified to comply with the applicable requirements of 119. EnergyPrO 5.1 by EnergySoft User Number. 1919 RunCode: 2013-10-01711:49:16 ID: K13-3500 Page 10 of 14 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name SINGLE HOUSE ADDITION Date 10/1/2013 System Name WHOLE HOUSE Floor Area 1,750 ENGINEERING CHECKS -7— SYSTEM LOAD Number of Systems tems 1 COIL CFM Total Room Loads 1,686 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output perSystem 71,000 32,944 2.1351 1,049 39,465 Total Output Btuh 71,000 0 Output Btuh/s ft 40.6 2,793 2,804 Cooling System 0 0 Output perSystem 46,000 0 0 0 0 Total Output Btuh 46,000 0 2,135 0 Total Output (Tons)* 3.8 2,793 2,804 Total Output Btuh/s ft 26.3 Total Output s ft/Ton 456.51 38,530 45,072 -Airs stem - CFM perS stem 1,600 HVAC EQUIPMENT SELECTION _ Airflow cfm 1,600 EXISTING A/C UNIT 32,587 6,588 71,000 Airflow cfm/s ft 0.91 Total Adjusted System Output 32,587 (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 6,588 71,000 Aug 3 PM I Jan 1 AM Airflow cfm/Ton 417.4 Outside Air % 0.0% Outside Air cfm/s ft 0.00 Note: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26 OF 66 OF Outside Air 0 cfm Supply Fan AL 1,600 cfm 66 OF 66 OF 105 OF E :U7fl Heating Coil 103 OF ROOM 68 OF COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 112/78°F 77/62°F 77/62°F 55/54°F Outside Air r 0 cfm Supply Fan Cooling Coil 57 / 55 OF 1,600 cfm........... .................._....... ....... 47.5% ROOM 77/62°F 75/62°F I EnergyPro 5.1 by EnergySoff User Number. • 1919 RunCode: 2013-10-01 T11:49:16 ID: K13-3500 Page 11 of 14 ROOM LOAD SUMMARY Project Name SINGLE HOUSE ADDITION Date 10/1/2013 System Name WHOLE HOUSE Floor Area - 1,750 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK Zone Name . Room Name Mult. CFM Sensible Latent CFM Sensible Latent , CFM Sensible EXISTING FLOOR EXISTING FLOOR PLAA 1 1,686 32,944 2,135 1,686 32,944 2,135 1,049 39,465 r Total includes ventilation load for zonal systems. PAGE TOTAL 1 TOTAL ' 1,686 1,6861 32,944 2,135 32,9441 2,135 1,049 39,465 1,9491 39,465 Ener Pro 5.1 by EnemySoft User Number: 1919 RunCode: 2013-10-01711:49:16 ID: K13-3500 Pae 12 of 14 ROOM HEATING PEAK LOADS Project Name SINGLE HOUSE ADDITION Date 10/1/2013 ROOM INFORMATION DESIGN CONDITIONS Room Name EXISTING FLOOR PLAN Floor Area 1, 750.0 ftz Indoor Dry Bulb Temperature 68 OF Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 26 OF . Conduction Area U -Value X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X AT °F Btu/hr 42 = 2,352 42 = 18,841 42 = 2,381 42 = 101 42 = 5,398 42 = 5,862 = = = = = = = = = = = = = = = = = = = = = = = = Page Total 34,935 /60] X 42 = 4,530 AT Default Roof 1950 to Present 1,750.0 X X X 0.0320 Default Wall 1950 to Present 1,260.1 0.3560 Double Non Metal Clear (6) 157.5 0.3600 Double Metal Clear 4.0 X 0.6000 Default Single Metal Clear 108.0 X X 1.1900 Slab -On -Grade perim = 191.2 0.7300 X X - -- X X X X X X X X X X X X X X X X X X X X X X to another room 8.00 X 0.434 Ceiling Height ACH Items shown with an asterisk (') denote conduction Infiltration:[ 1.00 X 1.064 Schedule Air Sensible Fraction through an interior surface X 1,750 X Area TOTAL HOURLY HEAT LOSS FOR ROOM 39,465 EnergyPro 5.1 b EnergySoft User Number: 1919 RunCode: 2013-10-01T11:49:16 ID: K13-3500 Pae 13 of 14 IV, w RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date SINGLE HOUSE ADDITION 10/1/2013 ROOM INFORMATION DESIGN CONDITIONS Room Name EXISTING FLOOR PLAN Outdoor Dry Bulb Temperature 112 OF Floor Area 1,750.0 ft' Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 75 OF I Outdoor Daily Range: 34 OF Opaque Surfaces Orientation Area U -Factor CLTD' Btu/hr Default Roof 1950 to Present (N) 1,750.0 X 0.0320 X 56.0 = 3,136 Default Wall 1950 to Present (W) 155.3 X 0.3560 X 33.0 = 1,824 Default Wall 1950 to Present (E) 296.8 X 0.3560 X 33.0 = 3,487 Default Wall 1950 to Present (N) 408.0 X 0.3560 X 23.0 = 3,341 Default Wall 1950 to Present (S) 400.0 X 0.3560 X 26.0 = 3,702 X X = X X = X X = X X = Page Total 15,490 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btu/hr WINDOWS -1 (W) 0.0 X 16.1 + 157.5 X 30.4 = 4,781 WINDOWS (W) 0.0 X 26.1 + 4.0 X 48.7 = 195 WINDOWS (E) 0.0 X 52.6 + 20.0 X 98.6 = 1,973 WINDOWS (N) 0.0 X 52.6 + 40.0 X 52.6 = 2,104 WINDOWS (S) 0.0 X 52.6 + 48.0 X 52.8 = 2,533 X + X - X + X - X + X - X +1 X - Page Total 11,585 Internal Gain Btu/hr Occupants 2.0 Occupants X 230 Btuh/occ. = 460 Equipment 1.0 Dwelling Unit X 1,600 Btu Infiltration: 1.064 X 0.89 X 108.36 X 37 = 3,808 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 32,944 Latent Gain Btu/hr Occupants 2.0 Occupants X 200 Btuh/occ. = 400 Infiltration: 4,771 X 0.89 X 108.36 X 0.00376 = 1,735 Air Sensible CFM ELA AIN TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 2,135 EnercyPro 5.1 by Ene-mySoft User Number. 1919 RunCode: 2013-10-01711:49:16 ID: K13-3500 Pae 14 of 14 • Pporesg h f' • n' .. AyoZOZ CITY OLA QUINTA No.cosi BUILDING & SAFETY DEPT. * ExP,a ,y* APPROVE® CIVIL ,p►FOR CONSTRUCTION OFCAl1Y" T DATE BY RECEIVED .PHONE: (562) 231-6373 SEP 3 2013 JOB NO. 13-263 CITY OF LA QUINTA COMMUNITY DEVELOPMENT ARCHITECT JOB ENGR. JOB NO. SHEET No. Al, DESIGN CRITERIA , 1 Soil supporting. footings is natural grade'or engineered fill. 2 Soil allowable bearing pressure used in design 1500 PSF 3 Footing -shall extend _18"_ minimum into undisturbed soil or_18"_ below finish grade whichever is lower. 4 All concrete shall develop a minimum compressive strength of 2500 psi in 28 days. 5 Reinforcing steel shall conform to ASTM 615, Grade 60. 6 Structural steel shall conform to the following: Wide flange shapes ASTM A992 ` TS shapes ASTM A500, Grade B Pipe shapes ASTM A53, Grade B Other rolled shapes, Bars and plates ASTM A36 7 Structural steel shall be fabricated in a shop of an approved fabricator. 8 All welding shall be done by Certified Welders. 9 Concrete Block shall conform to ASTM C90, Grade N-1. - . r f 10 Grout shall develop 2000 psi in 28 days. 11 Mortar shall be Type S and develop 1800 psi in 28 days. t 12 All lumber shall be grade marked Douglas Fir. (Grading rule No. 17)' Light Framing Construction - Joist & Planks No. 2 ` Beams & Stringers No. 1 Posts & Timbers ' , No. 1 13 Glue Laminated Timbers shall be combination No. 24F -V8. 14 Plywood shall conform to PS 1-95, Structural 1. 15 All material and workmanship shall conform to the requirements of = 2010 California Building Code.. DO'UG'LAS FIR -LARCH DESIGN VALUES DESIGNATION GRADE FB' FT FCperp. FC Fv E` LIGHT FRAM/NG CONSTRUCTION 1'000 650 625 ` 1650. 180 • 1,500,000 2" TO 4" THICK , 2" TO 4' W I D E JOIST & PLANKS NO.2 900 575 625 1350 180 1,600,000 2" TO 4" THICK 6" & WIDER ` POST & TIMBER NO. 1 1200 825 625 1000 170 1,600,000 5x5 AND LARGER WIDTH NOT MORE X' THAN 2" GREATER THAN THICKNESS SEAM & STRINGER NO._1 1350 675 {625 925 •170 1,600,000 5'.'& THICKER WIDTH MORE THAN 2" GREATER THAN THICKNESS GLU-LAM'SEAMS COMBINATION 2400 '1100 650 1650 265 1,800,000 NO. 24F -V8 - Based On : 2007 CBC C, = 1.15 {repetitive, member factor) F,, ^180 ` psi (for Light Framing arid Joists &Planks) E = 1,500;000 psi Const Li ht Framin - F„ -' 170 'psi,( „ ,;• Wood :Douglas Fir/Larch ' - p ( g g) for Beams &Stringers and Posts &Timbers) El= 1,600,000 psi (#2 Joists & Planks,#1'Beams& Stringers, #1 Posts & Timbers) + , y 0..i , A, • ,ti.•Y , \ ! +r ' .- ` 't. - i MEMBER: SIZE:,.' ; '(35 PCF) PROPERTIES:'BENDING STRESS:' (Lb* & Lb) , `• Ca _1.00 Co _1.25 Nominal' Grad Type. B (Inj .. 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Yin.i b'C.. .l `) 7>7 9 . , X 52;25n, w: 62:3.,615' ES60:5;59 2 k, 56 0 .;:53 5,16, 49:0 , '. 463 A3:,4.,37, g35. 32 6.30 3, X28;<1 8X8 156.25 '70.5 68:6: 66.1 . 63.1 59;51-,55;51 51.2 46.8 . 42.6 , 38:7 - 35.0 311 28.9 :,' 26.4 .24.1 ' 22.1 20.3 D= 10.0 psf PAGE A5 ROOF LOADS' Clay Tile Roof 13.0 psf 1 /2" plywwod 1.5 psf joist 2.0 psf insulation 0:5 psf ceiling 4.0 psf beams/headers 1.0 psf MP&E/ misc. 1.0 psf D= 23.0 psf Lr= 20.0 psf REDUCIBLE EXTERIOR WALL LOADS 7/8" stucco 10.0 psf 1/2" plywood 1.5 psf 2x6 studs at 16"oc 1.5 psf insulation 0.5 psf 1/2" gyp board 2.3 psf MP&E/ misc. 0.2 psf D= 16.0 psf , INTERIOR WALL LOADS 1/2" gyp board 2.3 psf 1/2" plywood 1.5 psf 2x6 studs at 16"oc 1.5 psf insulation _ 0.5 psf 1/2" gyp board 2.3 psf MP&E/ misc. 1.9 psf D= 10.0 psf y y - • - , PtOJM 53373 AVENIDA MADERO Engr. Date: Job No. -13-264 Shast 82 p Tog Beam + , L 12 it Member- 4x12 A = 39.38 InA2 S 73.8 InA3 No. of members- 1 1 415.3 W4 CD= 1.25 E = 1,600,000 PSI CF= 1.10 Va = 4.725 kips CV= 1.00 Me = •5.537 k -ft Cr= 1.00 Total Load Un- 180 Live load Un= 240 L- 121t Uniform load (Wt) 1.35 r D L. Tdb w1,1 (23 + 20) x 3 = 69 + 60 w1,2 (16 + ) x 6 = 96 + 0 w1,3 ( + ) x 0 0 + 0 w1,4 ( +^ ) x 0 = 0 + 0 W1,5 ( + ) x 0 = 0 + 0 W1 = 165 + 60 = 0225 Mf c s Point Load (P1) D L Tdb.1 Trb.2 ` P1,1 ( + ) x 0 x 0 = 0 + 0 p1,2 (+- ) x 0 x 0 _ 0 + 0 p1,3 ( + ) x 0. x • 0 - _ 0 + 0 , P1,4 ( + ) x 0 x 0 t = 0 + 0 t P1,5 ( + ) x '0 x 0 _ 0 + 0 , X1 (ft) X2 (ft) Pt _ 0 + 0 = 000 kf 0 12 Point Load (P2) c D L Tnb.t Trb2 ' p2.1 ( + ) x 0 x -0 = 0 + 0 P2,2 ( +_ ) z 0 x 0 = 0 + 0 p2,4 ( + ) x 0 x 0 0 +. 0 p2,4 ( +. ) x 0 x 0 = 0 + 0 p2,5 ( + ) x 0 x 0 0 + 0 X3 (ft) X4 (it)' ` P2 _ 0 - + 0 0 00 kl 0 12 Shear R1= 1.350 kips ` R2= -1.350 kips Stress Ratio Vmax= 1.35 kips Yellow= 5.91 x 1 = 5.9063 kips OK shear: .23 Flexure r M= 4.05 k -ft - Mallow= 7.61 x 1 _ 7.6135 k -ft OK flexure: M Deflection ` D = D w1 + D p1 + Dp2 D(D.L) = 0.158 + . 0.000 + 0.000 = 0.16 = L' < L OK deflection: .20 911, 180 D 0. ow - 0.042 + O. + K 0 = 0.042 L L • OK .• deflection: .07 3418 • 240 . USE: , 1- 4X12 1 ENGINEERING PROJECT: PAGE: " askai mix +fir 4 c aks+ r, DESIGN BY : CLIENT r s f s r DESINGS JOB NO.. ,1:3 2sa sig $ DATE : REVIEW BY INPUT DATA Exposure category (B, C or D) Importance factor, pg 77, (0.87, 1.0 or 1.15) Basic wind speed (IBC Tab 1609.3.1 V3s) Topographic factor (Sec.6.5.72, pg 26 & 45) Building height to eave Building height to ridge Building length Building width Effective area of components DESIGN SUMMARY 0 ,I, Category 11 V p - 4`00 m h - _ &` K.,=i.;"1k4 Fiat L a, h ft t =µ;.9;x:,_ nywFas'. ..u`hr p Q ft L=;73E5'ft _C 46,P-4 Max horizontal force normal to building length, L, face 11.03 kips Max horizontal force normal to building length, B, face = 5.48 kips Max total horizontal torsional load = 69.43 ft -kips Max total upward force - 35.13 kips ANALYSIS Velocity pressure qh = 0.00256 Kt, Ks Kd V21 = 15.23 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 79) 0.70 Ka =wind directionality factor. (Tab. 6-4, for building, page 80) h = mean roof height = 12,00 ft < 60 ft, [Satisfactory] Design Pressures for MWFRS p = qh [(G Cpf )-(G Cpt )l where: p = pressure in appropriate zone. (Eq. 6-18, page 28). G Cp I = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 53 & 54) G Cp I = product of gust effect factor and internal pressure coefficient.(Fg. 6-5, Enclosed Building, page 47) = 0:18.° ;. or 1: ,-0:18 a = width of edge strips, Fig 6-10, note 9, page 54, MAX[ MIN(0.1 B, 0.4h), 0.04B,3] _ 4.00 ft Mat Praaauraa !nark Raain 1 -A Cama Net Pressures s Torsional Load Cases Roof an le 8 = 16.70 Roof an le 8 = 0.00 G Cp t Net Pressure with G CD t Net Pressure with Surface (+GCp I) (-GCp I) (+GCp I) (-GCp, ) 1 0.50 4.90 10.38 0.40 3.35 8.83 2 -0.69 -13.25 -7.77 -0.69 -13.25 -7.77 3 -0.46- -9.68 -4.20 -0.37 -8.38 -2.89 4 -0.40 -8.82 -3.34 -0.29 -7.16 -1.68 IE 0.76 8.81 14.29 0.61 6.55 12.03 2E -1.07 -19.04 -13.56 -1.07 -19.04 -13.56 3E -0.65 -12.72 -7.23 -0.53 -10.81 -5.33 4E -0.59 -11.79 . -6.30 -0.43 -9.29 -3.81 5 -0.45 -9.60 -4.11 -0.45 -9.60 -4.11 6 1 -0.45 1 -9.60 -4.11 1 -0.45 1 -9.60 -4.11 Net Pressures s Torsional Load Cases 3E 3*0.0RN.ERI 32E 2 3 2 ZONE 2/3 BOUNDARY 3E A 3E 3 4E 4 4 ' 6 4 --- 4T ` 2E 2 8 4E-_4E5 lE CE DE FUTRENCE WIND DWECOON "'WND DN$Cnm "'WIND DIRECNON . Transverse Direction Longitudinal Direction Transverse Direction I• 32E 2 3r 3 2< 4 4T '-6 4E -- IT 5 ,E I RD13ZM CORNER o b WDlD DIRECTION Longitudinal Direction Roof an le B = 16.70 G Cp' Net Pressure with Surface (+GCp;) (-GCp 4 ) 1T 0.50 1.22 2.59 2T -0.69 -3.31 -1.94 3T -0.46 -2.42 -1.05 4T 1 -0.40 1 -2.21 -0.83 Roof an Ile 8 = 0.00 G Cpt Net Pressure with Surface (+GCp4) (-GC,) IT 0.40 0.84 2.21 2T -0.69 -3.31 -1.94 3T -0.37 -2.09 -0.72 4T -0.29 1 -1.79 -0.42 3E 3*0.0RN.ERI 32E 2 3 2 ZONE 2/3 BOUNDARY 3E A 3E 3 4E 4 4 ' 6 4 --- 4T ` 2E 2 8 4E-_4E5 lE CE DE FUTRENCE WIND DWECOON "'WND DN$Cnm "'WIND DIRECNON . Transverse Direction Longitudinal Direction Transverse Direction I• 32E 2 3r 3 2< 4 4T '-6 4E -- IT 5 ,E I RD13ZM CORNER o b WDlD DIRECTION Longitudinal Direction .. Y . , i .. • _ .. . , ' " ♦ , JOB 53325 AVEMDA MADEF ENGR. DATE 7/30/2013. JOB NO. 13-264 SHEET NO. WEIGHT SEISMIC ANALYSIS Wroof = ( 15 psf + 2.5 psf) x 2400 ft^2 = 42.0 kips Wwall = 16 psf x 8 ft /2 x 230 ft = 14.7 kips W2 = 56.7 kips BASE SHEAR '. a .. .. VBASE = 0.14 X WTOTAL 1 lbs/sq ft VBASE = - 0.14 x 56.7 = 8.00 kips r (3.332) L USE: 1- 4X8 Proled 53325 AVENIDA MADERO - F_ngr. • • 'Date: - .. Job No. 13-264 Sheet H100 Tag " r Beam L = 13 ft Member- 4xa A = 25.3a ln^2 S = 30.7 in -3 ( ' No.'of members= 1 1 = 111.1 in -4 - CD= 1.00 E = 1,600,000 psi t CF= 1.30 Va = 3.045 kips CV= 1.00 Ma , = 2.300 k -ft Cr- 1.00 1 I I I I i t I Total Load Un= 180 l Live Load Un= 240 - L= 13ft Uniform load (W1) 0.63 - 0 63 D L Trib ° w1,1 (23 + 20) x 1.33 = 30.59 + 26.6 w1,2 (10 + ) x 4 = 40 + 0 w1,3 ( + ) )c 0 = 0 + 0 w1,5 ( + ) x 0, = 0 + 0 W1 = 70.59 + 26.6 = 0.097 klf Point Load (P1) D L Trib.1 Trib.2 p1,2 ( + ) x 0 x 0 = 0 + 0 , p1,3 ( + ) x 0 x 0 = 0 + 0 p1,4 ( + ) x 0 x 0 = 0 + ,0 P1,5 ( + ) x 0 x 0 = 0 + 0 X1 (ft) X2 (ft) P1 _ = 0 + 0 . = 0.00 ki 0 13 . Point Load (P2) D L Trib.1 Trib.2 - p2,1 (' . + ) x 0 x 0 = 0 + 0 p2,2 ( + ) x 0 x 0 = 0 + 0 .• p2,4 ( + ) x 0 x 0 = 0 '+ '0 - p2,4 ( + ) x 0 x 0 = 0 + 0 p2,5 ( + ) ' x 0 x 01 _ 0' + 0 X3 (ft) X4 (ft) P2 = 0 + 0. = 0.00 kf 0 13 . Shear - R1= 0.632 kips R2= -0.632 kips Stress Ratio Vmax= 0.63 kips Vallow. 3.06 x 1 = 3.046 kips OK shear. .21 Flexure M= 2.05 k -ft ' Mallow. 2.99 , - x 1 = 2.9895 k -ft OK flexure: .69 Deflection D = D w1 + D p1 + 0 p D (c)+L) . = 0.351 + 0.000 + 0.000 = 0.35- - L < - L OK '. ' deflection: .41 ' 444 180 i D(I.Only) 0.096 - + 0 + 0 = 0.1, _ L L OK deflection- .16 ' 1623 240 USE: 1- 4X8 Anchor Layout Dimensions: cxl : 3 in cx2:3in cyl : 6 in cy2:18in bxl : 1.5 in bx2 : 1.5 in by, : 1.5 in bye : 1.5 in about:blank 9/13/2013 Page 2 of 8 Ail? b) Base Material .: Concrete: Norma[weight fc : 2500.0.psi Cracked Concrete : Yes T6 V : 1.00 Condition : B tension and shear F P :1381.3 psi Thickness, h6: 18 in . Supplementary edge reinforcement: No . Hole Condition : Dry Concrete Inspection : Continuous Temperature Range : 1 (Maximum 110 OF short term and 75 of long term temp.) c) Factored - Loads Load factor source: ACI 318 Section 9.2 Nua : 1400 Ib Vuax : 0 Ib Vuay :- 0 Ib MUX: 0 Ib*ft Muy : 0 Ib"ft ex: 0in ey:0in Moderate/high seismic risk or intermediate/high design category: No. Anchor w/ sustained tension : No Anchors only resist wind and/or seismic loads : No Apply entire shear load at front row for breakout :,No d) Anchor Parameters From ICC -ES ESR -2508 Anchor Model = SETXP da = 0.625 in Category =1 hef = 12.5 in . hmin = 15.625 in cac = 37.5 in cmin = 1.75 in Smin = 3 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nua1 = 1400.00 Ib Sum of Anchor Tension ENua = 1400.00 Ib ax = 0.00 in ay = 0.00 in about:blank 9/13/2013 Page- 3 of 8 e'Nx = 0.00 in t e'Ny ='0.00 in Y M' 3) Shear Force on Each Individual Anchor -r Resultant shear forces in. each anchor: Anchor #1 Vua1 - 0.00 Ib (V ua1x = O.00 Ib , V ua1y = 0.00 Ib) . Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 0.00 Ib e'vx = 0.00 in e'vy=0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] s Nsa = nA se futa [Eq; D73] Number of anchors acting in tension, n = 1 Nsa = 13110 Ib (for a single anchor) [ IMES ESR -2508 ] - 0.75 [D.4.4] , Nsa = 9832.50 Ib (fora single anchor) ' 5) Concrete, Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb — ANc'ANco'yed,NTc,NTcp,NNb [Eq. D41 Number of influencing edges = 4 hef (adjusted for edges per D.5.2.3) = 12.000'in ANco = 1296.00 int [Eq. D-6] Y ANc = 144.00 int Smallest edge distance, ca,min = 3.00 in Ted N = 0.7500 [Eq. D-10..or D-11] Note: Cracking shall.be.controlled per D.5.2.6 TC'N = 1.0000 [Sec. D.5.2.6] - Tcp,N =,1.0000 [Eq. D-12 or D-13] • ' Nb = kcx q f' c hef1.5 = 35333.84 Ib [Eq. D-7] ' kc = 17 [Sec. D.5.2.6] Ncb =.2944.49 Ib [Eq. D-4] = 0.65 [D.4.4] Ncb = 1913.92 Ib (for a single anchor) ' 6) Adhesive Strength of Anchorin Tension [Sec. D.5.3 (AC308 Sec.3.3)] T.Kcr = 855 psi [ ICC -ES ESR -2508 ] about:blank qi1 y Page 4 of 8 MA kcr 17 [ ICC =ES ESR-2508 hef (unadjusted) = 12.5 in Nao = tik-,crit dahef = 20984.86 Ib [Eq. D-16f] 'ck,uncr - 2075.00 psi for use in [Eq. D-16d] scr,Na = min[20 da• (rk,uncr 1450) , 3hef] = 14.953 in [Eq. D716d] ccr,Na = scr,Na/2 = 7.477 in'[Eq. D-16e] - x Na = A,Na/ANao`I'ed,NaTp;NaNao [Eq. D-16a] t ANao = 223.60 int [Eq. D-1`6c] c•.. ANa = 80.86 int Smallest edge-distance, ca,min = 3.00 in Ted,Na = min[0.7+0.3ca,min/ccr,Na 1.0] = 0.8204 [Eq. D-16m], . ` p Na = 1.0000 [Sec. D.5.3.14],. Na = 6225.59 Ib [Eq. D-16a] = 0.65 [ ICC=ES ESR-2508 ] ONa = 4046.63 Ib (for a single anchor) 7) Side Face Blowout of Anchor in Tension [Sec. 6.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cal < 0.4hef. Not applicable in this case: 8) Steel Strength of Anchor in Shear [Sec D.6.1] ' Vsa = n0.6A se futa [Eq.• D-20] s• Vsa 7865.00 Ib (for a single anchor) [ ICC-ES ESR-2508] F 0 =•0.65 [D.4.4] w Vsa = 5112.25 Ib (fora single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] , Case 1: Anchor checked, against total -shear load , In x-direction... - - Vcbx = Avcx/Avcox`f`ed,V`1`c,V`1'h,V Vbx [Eq. D-21] cal = 3.00 in Avcx = 40.50 int = .ntED23 [q. -] Avcox 4050 i- - `Ped v = 1.0000 [Eq. D-27 or D-28] about;blank 9/13/2013 Page 5 of 8 Y'c v = 1.0000[Sec. D.6.2.7] `Ph V = (1.5cal .l ha) = 1.0000 [Sec. D.6.2.8] Vbx ' 7(1e/ da )0_24 dak 4 f c(ca1)1.5. [Eq. D-24] le 5.00 in VbX =.2179.25 Ib Vcbx = 2179.25 Ib [Eq. D-21] =0.70 OVcbx - 1525:48 Ib`(for a single anchor) , In y -direction... Vcby = ' v6V vcoyTed VTc V` h V Vby [Eq: D-21 ] Cal '= 12.00 in (adjusted for°edges per D.6.2.4) Avcy =J08..00 int Av.y = -648:00 int' [Eq. D-23] Ted,V = 0.7500 [Eq. D-27 or D-28] Tc,v = 1.0000 [Sec. D.6.2.7] V h v = (1.5ca1 / ha) = 1.0000 [Sec. D.6.2.8] Vby = 7(le/ da )0.2 dak fc(ca1)1.5. [Eq. D-24] . le=5.00 in Vby = 17434.04 Ib Vcby = 2179.25 Ib [Eq. D-21] = 0.70 OVcby = 1525.48 Ib (for a single anchor) Case 2: This case does not apply to single anchor layout Case 3: Anchorchecked for parallel to edge condition Check anchors at cx1 edge Vcbx = Avcx/Avcox`Yed,VTc V`ph V Vbx [Eq. D-211 Cal = 3.00 in " Avcx = 40:50 int Avcox = 40.50 int [Eq. D-23] Ted,V 1.0000 [Sec. D.6.2.1(c)] Tv = 1.0000 [Sec. D:6.2.7] about:blank 9/13/2013 Page 6 of 8 Th,v = (1 5cal / ha) 1.0000 [Sec. D.6.2.8] Vbx = 7(le/ da )0.2 dad fc(ca1)1.5 [Eq. D-24], y . le = 5.00 in - Vbx = 2179.25 lb y Vcbx = 2179.25 Ib [Eq. D-21] Vcby = 2 * Vcbx [Sec. D.62.1 (c)] Vcby = 4358.51 Ib , OVcby = 3050.96 Ib (for a single anchor) ` Check anchors at cyl edge , Vcby .= Avcy/AvcoyTed,V`1'c,V`I'h,V Vby [Eq. D-21] Cal = 6.00 in < A►vcy = 54.00 int Avcoy = 162.00 int [Eq. D-23], edV = 1.0000 [Sec. D.6.2.1(c)] ` ` C v = 1.0000 [Sec. D.6.2.7] • Th,V = (1.5cal / ha) = 1.0000.[Sec. D.6.2.8] - Vby = 7(le/ da )0.24 dakq fc(ca1)1.5 [Eq. D24] 1e=5.00 in , Vby = 6163.86 lb Vcby = 2054.62 Ib [Eq. D-21 ] - Vcbx = 2 * Vcby [Sec. D.6.2. (c)] Vcbx = 4109.24 Ib ; = 0.70 Vcbx = 2876.47 Ib (for a single anchor) - Check anchors at cx2 edge Y Vcbx•= Avcx/AvcoxTed,VTc,V`I'h,V Vbx [Eq. D-21] Cal = 3.00 in , Avcx = 40.50 int I Avcox = 40.50 in2 [Eq. D-23] } `Ped V = 1.0000 [Eq. D-27 or D-281 [Sec. D.6.2.1 (c)] ahnnt blank 9/13/2013 Page 7 of 8 Tc,V = 1.0000. [Sec. D.6.2.71 `Yh`V = (1.5ca1 / ha) = 1.0000 [Sec. D.6.2.8] Vbx = 7(le/ da )0.2 V ,, r ~aak q fc(cal )1.5 [Eq. D-24] , r 1e 5.00 in = Vbx = 2179.25 Ib l Vcbx = 2179.25 Ib [Eq. D-21] Vcby = 2 * Vcbx [Sec. D.6.2.1(c)] Vcby = 4358.51 Ib = 0.70 Vcby = 3050.96 Ib (for a single anchor) Check anchors at cy2 edge Vcby = AvcVAvcoyTed,V`I'c,VTh,V Vby [Eq. D-21] cal = 12.00 in (adjusted for edges per D.6.2.4) ` Avcy = 108.00 int Y Avcoy = 648.00 int [Eq. D-23] Ted,V = 1.0000 [Sec. D.6.2.1(c)] `Yc V = 1.0000 [Sec. D.6.2.7] Th V (1.5ca1 / ha) = 1.0000 [Seca D.6.2.8] Vby = 7(le/ da )0.2 dad 4, pc(ga1)1.5 [Eq. D-241 1e=5.00 in .. • • - V is , Vby = 17434.04 Ib' Vcby = 2905.67'Ib [Eq. D-21] Vcbx = 2 * Vcby. [Sec. D.6.2.1(c)] ' Vcbx = 5811.35 Ib = 0.70 ` OVcbx = 4067.94 Ib (for a single anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] Vcp = min[kcpNa,kcpNcb! [Eq. "D -30a] kcp = 2 [Sec. D.6.3.2] Na = 6225.59 Ib (from Section (6) of calculations) Ncb = 2944.49 Ib (from Section (5) of calculations). Vcp = 5888.97 Ib about:blank 9/13/2013 - 4 Page 8 'of 8 = 0.70 [D.4.4] OVeP = 4122.28 Ib (for a single anchor) ` 11) Check Demand/Capacity Ratios [Sec. D.7] Tension L - Steel: 0.1424 , - Breakout: 0.7315 -Adhesive: 0.3460 - Sideface Blowout: N/A Shear - Steel: 0.0000 - Breakout (case 1) : 0.0000 - Breakout (case 2) : N/A + - Breakout (case 3) : 0.0000 , - Pryout : 0.0000 ' V.Max(0) <= 0.2 and T.Max(0.73) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 5/8" diameter F1554 GR. 36 SET-XP anchor(s) with 12.5 in. embedment about:blank 9/13/2013 r'p v N'nV CE ; mjM 4 Job Name 53325 AVENIDA MADERO Job No. Engineei ESPINO Design of Seismic Anchorage Date Steel Strength of Anchor Sheet s :ASCE7-05 - APPENDIX D - ANCHORAGE .......:. ........................:................................•.SEISMIC ..................... -....... ............... 4......j....... ......J ;Design Criteria:: Tensile Loading j...............s... €Steel strep h of anchor in tension ......:.......:.....................................................................................................................<......................................;. ...... (Sec. . D.5.1, ASCE7 i ................................. 05 ' Concrete' breakout strength of anchor in tension ............................................................................ .......:.......:....,...........,............;......;......;......;......;. :(Sec. D. ASCE7-05)s......,.....;... 5.2, . Pullout stren9t of anchor in tension .....:......:......:..........................7`.........................................................:............:...........:......:......;........... (Sec. D:5.3, ASCE7-05);...... Concrete side-faceblowout strength of anchor in tension ;(Sec. D.5.4, ASCE7-05): _............._.... _ ....... _ _ ` :Shear -Loa Shear -L ....:. . : ....... ,.....,.................. : . : : : :......:......_ .........................y,_................................................... _..........._. :.....; :Steel strep rrllh of anchor in shear ......................., .................. _..._............... _........... (Sec. D. 6. 1, ASCE7-05)'.........,... .... ........... ............................ Concrete breakout strength of anchor in shear ...............:....r.....................................................................................................................:....,.........:............:............)......;......:.......:......;.............................................,......,...... ;................. :(sec. D.6.2, ASCE7-05) Concrete side -face blowout strength of anchor in shear ......<.......s ..................<............ ..... .................... j : ,...:. ;(Sec. D.5.3, ASCE7-05) ;Section D.5.1 - Steel strength of anchor in tension .......:..T...................,.............,.,.....,.......,.................1..:.:......,.....l ,.f.).t ... 7......,............J........... ... ...................z.....,i..............,..........°:..... ... .............s............. i, ...... .,...,..,...........s......<.............. ............ ..................:.......•......J....,...... :Strength Reduction Factor, : s s :(Sec. D.4.5, ASCE7-05) ' .......)...... t.............y.............,.......;..............,.......,.......,......•......{....... .............;.......,...... j.......j...... .......;.......,......1....... ...... ..............,.. ... f Anchor NXetTensial Material Nominal Anchor Design Dia , A. Strength, f„m T1/2-- Strength, N.. Strength 0.14 sq. in. 68.4 ksi 9.71 k 5.83 k ............................................................................................................................................................................................................................................. i.......:..................... /8 0.23 sq.in. 68.4 ksi 15.46 k 9.28 k _................ ................. ...... 3/411. 0.33 sq. 68.4 ksi ...................................................................................................................................................................................................................................................................:.... 22.85 k 13.71 k 7/8-' 0.46 sq.in. 68.4 ksi ................................................................................................................................................................................................................................................................:..............:....... 31.60 k . 18.96 k 1"0.61 sq.in. 68.4 ksi 41.45 k 24.87 k 1 1/8" 0.76 sq.in. 68.4 ksi ................................................................................................................................................................................................................................................................:......:......:....... 52.19 k ...............................:....... 31.31 k 1 1/4"0.97 sq.in. 68.4 ksi ... ....... ............... .... ..... ....... ............... ....... .................... ..... ... ... ........... ... ... ... ... ... ... ..... 66.28 k ... ............... ....... ... ... ... ... ..... 39.77 k .............:.... ..... ....... ... ....... ........... :..... 13/8" 1.16 s .in. 68.4 ksi q...... ...... ......... ......................................... 79.34 k ........................ 47.61 k ................................... >...... .....:....... " 1 1/2 1.41 s ;in. 68.4 ksi ........................ .................q ................ ................ 96.44 k .............. .............. 57.87 k ...............,.. . 13/4" ............... .1.90 sq.in. 68.4 ksi .. ...............11 .. ... ....................................................................................................... 129.96 k 77.98 k .. ... 2" 2.50sq.in. 68.4 ksi ....................................................>.............j..,.... 171.00 k 102.60 k ;Design .Strength = 0.74N.,. .......:...................................:......,.......I....... ........ .......;......;.............:.......:......j.......:...... .............. .......;......1......:.......j......C......;.......j......j......,:...... .......:......i.............. y......:.......'.......:....... .....:......:...... ............ ... :(sec. D.3.3.3, CBC-07) t.............y., ....j...... a.......;....... ............ i .......:......:.......:......:....... t......4..............:...... .....t......:.... ..., Job Name 53325 AVENIDA MADERO Job No. _ Engineer ESPINO Design of Seismic Anchorage Date Steel Strength of Anchor Sheet s...... R......... . 4.....x... J ......... ............ :ASCE7-05 - APPENDIX D - SEISMIC ANCHORAGE .IcogQ'. :-..... . .......... • '. i.. ' c J..... ;.....5. , ..3.4......1..... ............ i......:... a t......1.....J......t.... ... C..... ;.....1..... ...;.. . .....' .. ...j...... .....:...... •.......:...... i....... ...... .......;.......i...... ......t........... ....t... ............ ..... :Section D.6.1 -Steel strength of anchor in shear ........................._,......,............., , ,......;... ..,... .., .. ..,..... . . . . . . . . . . . . . . i i ....:.....:..... :... ..:......:... .. ... ..;.. ... .......;... ..;..... :.. .. ;... .. . . . . . . . . . . . . . . . . . . ..w.:......:.......i......n......;......n...... i......•i...,.,i..,...,:..,.,.w Strength Reduction Factor, , , `& ; .....:.............r......v.......,.......,......,.......,...... ;.......;...... v....... '.it . ...;.....,.;......y....,.;............i......j......i.......j,.....p......;......v...... j...... ........... ........... ...i ,ASCE7 - i i i -(Sec -05) s ......C.......3......i,......:............f.......j......t•......,......,,......;...... y......:.......].. ...y.. .. .;.0.4:5 Nominal Anchor Design Material' Anchor Net Shear Dia Area, ASe Strength, f„w 9 Strength, V,, Strength 9 .....;.... 1/2" 0.14 sq.* 68.4 ksi 9.71 k 5.46 k 3 :........................................................................ 0.23 sq.in: .................................. . ..................................................................................................................................................,............;...... 68.4 ksi ................................................................................................................:......:.......:...... 15.46 k 8.70 k ' 4" 0.33 s .in. 68.4 ksi 22.85 k 12.85 k ............................................................................Q.........................,....................................................................................................................................................,......_........... 0.46 sq:in...............................68.4 ksi........... 31.60 k 17.78 k;.......; .....;..... ................7/8" .............................I........ 1" 0.61 sq.in. 68.4 ksi41.45 k 23.32 k 1 1/8" 0.76 sq.in. 68.4 ksi 52.19 k 29.36 k ............................................................................................................................................................................................3 1 1/4" 0.97 sq.in. 68.4 ksi 66.28 k 37.28 k 'i .....:.............................."................................................................,... 1 3/8" sq.in........................... ...........................................................................................,........... 68.4 ksi ..........,...................,.....................,....., ;.......:...... 79.34.k......_......_..........44.63.k............................... 1 1/2 1.41 sq.in. ..................... 68.4 ksi 96.44 k 54.25 k > ....................................,..............1......v...,......,. ......:............................... i ..................................................................... 1 3/4 1.90 sq.:! .......................... ............................................................................. ksi..............................._129:96 k .:................................68.4 2" 2.50 sq.in. 68.4 ksi ......,...............,......,......,..............,..............; ..........................73.10.k....................s......::......,...... 171.00 k 96.19 k - i ....;..............x...........................................,......:.....,.......,.......,. . ..j ....._...........` ..... ...................................... . Design Strength = 0.750Vsa ;............................ : .. . i..........`............ (Sec D.3.3.3, CBC -07)...... . . . . . . . . : : .. ......................::........................:.... ...... i,........,... . i _ . _ . .....:... . ........ ..2..........d ... .,. ....n......o... .......:......:......i......>.....,:......i..................i.......i......o......j ji. . ,..:...... ?......'.......i.. ...o......i•..... >......:.......: : ..,i.,....:.... ... .....,.;......4......i..,....:......i.......i ......:......i,.....<,.....i......j,.....i.......;......i ......i .....a......i......:.. ...i.z...,o.,....e....... .......... .< .....{ J 4 ..... .....0.....,4.....3.....5......1..... ...;..... ..<.......3.....J......:......3....... .... ,..... t. t ' i .......:...... •.... ...;....., r......:..... ............. i..... ,....., , ..;......)...... c.... j.....n... i.. ..: .....:. ... .:..........:.............. .... .... ...;......i,......j.......j......y..........,.,:. ...;.......j...... .......j......y......;...... ... j.......j......C......;....... _ _ .. .. ' ..t......•s......;. .. : ....:......:... . MA2, Job Name Job No. Engineer Design of Seismic Anchorage Date Concrete Break -Out Sheet Job Name Job No " . Engineei -- _ , Design of Seismic Anchorage Date Concrete Beak -Out Sheet t : t ! ' ......:..............:..:...4......y.....a..,...<.......{......J............. . ;...... i......J...,..•.......t,.....:.,.....I.,....a,.....i......,i..,...i.......;..,,..4...,.. i,...,.J....,. .,.....:.,.. . { > ...G..,...t..,..J.............J,...,....,....I..... .P...... f...,J:...,.i......4.....,:......,>,.....c..,.,•1,....,v...,..1.......>,.....<.,.....:......J.,....e..,.,. :Case II.- .....:..............................:......:.......:......r......:......;.......,....,i.......:,.....:..............:.,....: _....:.......i......:.......;............A.............. ....... .,....•`.......;.................... ...'...E.......:......i..........,..>..........:. y - Design Assumption: Single cast -in-place anchor with critical edge distance less than 11/2 times the embedment depth. s ................................................... ..............: ...... ; .....;...... I Non -comer condition - Greater than or equal to 1 12 times the embedment depth from comer. ....,.... ;..,...y . , ... . >......<s ...............................s,,...........i.....,` ......:..... ;Concrete Strength i Edge Factor, .Wed, N: _ ^ E0.7 + b.3 3 ! l .......:......;........... ............... ..................;............ (EQ. D-11, ASCE7-05 1 3:Slie.., Crack Factor, Wc, N+ : f ............................................. D 52.6. ASCE7-05)........` ;......:.......:..............: .....:...................... ,......;...... ;......:...... :•...... (Sec ...•. .. . € . : _............._..,..._......,...,.._.......,....._,.,.,,....,,,_..,,.._....,_......_.... .........:......:..,....,..... ;...... ' Shallow embedment breakout strep th; Nb: = k hi g f ef, , where K => .......:............................................ .. ..., ........ V y - ' (EQ. D-9, ASCE7-05) _ .. !- Deep embedment breakout strength; Nb: = i6 h5/3 where: 11"<h <25" ' I...................l.......,......,............................................................ fc...Pl.....'............:..:.,..:....... e!. .... . _ . ; (EQ. D 8 ASCE7-05). ! ............._.......... , ......i' { :Nominal concrete break-out strength; Ncb: _ .......:......:................................................ 'ed,N c,N * Y'cp N # Nb (EQ: D 4, ASCE7 05) i . q. o ..{......: . Table 1- 6" Exterior Walls : Edge Distance, Cal • , ......:............::...... .......... ....s.. ,.... . i Strength Reduction Factor : ..:.., -...:.: Dy4.5,•ASCE -05) :,.....,.,.....,..•...................,...... ..............'...,..' L. ....i,.. ..; ....:.:.......:.....:(Sec, t j ...... ....... haf :' i Design Section AN. ANS, Wad'" Nb Nob ' (in) ... Width (In2) (int) Strength ' 1 ............. .x.05:0....,....1.44,........0 838.,...•.... 9,600 Ib......:.........5,863 Ib............3,297.7 Ib:............;....... ,...... . 105.0 ;...... ............................ 144 0 838 ........ 9,600 Ib ................................... 5,863 Ib . 3,297.7 Ib „ 105.0144' 0.838 9,600 lb 5,863 lb 3,297.7 lb. .................................,.................: 105.0 144 0.838 9,600 Ib 5,863 Ib 3,297.7 Ib. 180.0 324 ..........0.792....:......17,6361b ...... ........ 7,757,Ib........ ..... 4,363,21b:...,....s....c....':............+' 211.5 324 0.792 17,636 lb9,114lb 5,126.7 lb. i••._. ..... 211.5324 0.792 17,636 Ib 9,114 1b 5,126.7 1b. ... ; ,, 211.5 _. . 324 0.792 • 17,636 Ib 9,114 lb 5,126.7 Ib. ' ' 240.0 :.......:...... 576 0.769 27,153 Ib 8,697 Ib .........,............. 4 892.3 Ib. ' ' 288.0 ....... 576 ............................................-.................:.......,..,,................................................,......,..............<............, 0.769 27,153 Ib 10,437 Ib •70.8 ,,..........,....,............,...,:...... ...:......... .,.... ,.....1 Ib. - ._ ._...._. 354.0 576: 0.769 27,1531b 12,8291b16.1 Ib. _<.......;...... 354.0 576 0.769 27,153 Ib 12,829 Ib 'L7,216. ........................ 1 Ib. 300.0 900 0.755 37,947 Ib 9,550 Ib 5,371.9 Ib. i,..,..,,.. 360,0 900 0.755 ......................:...............................................................................................:................. 37,947 Ib ' 11,460 Ib 6446.3 Ib. , ; ............450.0 900 0.755 37,9471b 14,325 Ib :....r ............. 8,057.9 Ib. - ' 532.5 ,...... 900 0.755 37,947 Ib 16,951 Ib ..................... :............. ...... 9,535.2 Ib. ' 360.0 .......:...... 1,296 0.746 50,318 Ib ........ .......... .... 10,425 Ib ............................:....................................... 5,863.9 lb. :............., ..`;11. 432.0 1 296 .....0.746...........50 318 Ib..............12 , 510 lb, ...... ....... Ib:...........;.......; :...._.......:.... ............. 540.0 ............................................ 1,296 0 746 .......................... '50,318 Ib ..........7,036.7 15,637 Ib 8,795.9 Ib. „ 747.0 1,296 , 0.746 ................................................................................._.:................._..........._ 50,318 Ib 21,631 Ib 12,167.6 Ib. . . t 42 .- . Y t7't 'y x ' .. `{ ' ' ' '_,• t'. `S, - w ' ,ti y: ' a _ fli s,''7 } :F. dY• ,', Fr. y}. 4 i f ." { V 1r., hh ,• r t ; ,4 i..,= + ', ' Job Name r Job No` Al Engineer D6sign of, Seismic Anchorage , " x, Date ~` + 4 Concrete Break-Out Sheet t tea. ..:. ...., ...a... ,.....A y. 4 I 1 " -. Table 1 (cont) t 1 hd Section ' ANS . AN Design .(in) , 1. Width . (in2) 2 (in)Strength Nb .. Neb. ; 420 0 1,764 65,058 Ib. 11 452 Ib 6441.5-1b. 5040 1 764 jled,."N 65058 Ib 13,742 Ib` 7729 81b630:0"[1,764 ' 1 76492.3Ib: 997 65;058 Ib 27,198 Ib 15,298 6 1b 480 0 2 304 0.734 81,275 I 12,435 lb 6;994 5 Ib ,. r,' ' •... M_ ? 576.0 2,304 0734 81 275 lb 14;922 Ib ' 8 393.4 Ib. :.................:....... t ' . 720.0 2304 0 734 81,2751b 18;652 Ib: 10,491.7 Ib ........... 1152.0.2,304 ...................... 0.734 ....................................... 81,275 lb 29,843 ib .............. 16,786.8 Ib. 540.0 2 916 0.731' 98,903 Ib / 13,380 Ib' ,16;057 7,526:5'Ib. ' 648.0 -2;916 0:731 98,903 Ib Ib 9;031.81b: - r 810 0 2 916 0 731 98,903 Ib 20,071 Ib 11,289 7lb. j - ° { 1296 0 2,916 0 731 98,903 Ib 32 113 Ib 18 063 6 Ib 1 Design Strength 0 75 N :,... ,.:.,.:(SeC L >..,.. D 3 3 3 CBC-07) .......... , r ..: , . t Table 2 4" Exterior Walls r , .Edge Distance, Cep: ••• n ., .. Strength Reduction Factor, 0:o s) ,....._ ............:. . D.4.5, ASCE7-0 , , i - her ` ° Section ANo ANee . Design (in) . Width (in2) (in2)Wed, N+; Nb NO f Strength .< . 93:0.::.. 1. .:..... 0 788 ' . 9 600 Ib 4 883 Ib 2,746.4 Ib". :.:.... { 93.0 .. 144 0.788 9,600 Ib 4;883 Ib . 2,746.4 1b.' , , + 93.0, ...14 ::..:,:0788 9 600Jb 4,883 Ib- .. 2,746.4 Ib. 4. 93.0. 144 0.788 9;600 Ib 4,883 Ib ....... . :....:., 2,746.4 1b: 180 0 324 0.758- 17,636 Ib 7,430 Ib 4,179.4 Ib 193.5, 324... 0`758 17,636 Ib 7,987 Ib 1 ..: 4492.916: I _ 193 5 324 0 758 17 17,636,1b, ................. 7,98716 4,492.9 Ib 193.5 . 324. 0.758, 17,.,636 Ib' 7,987 Ib 4,492.9 Ib. c I 240.0 576 , 0.744 27,153 Ib ; 8 415 Ib 733.2 Ib..+ 4Tb6, 288 0 576 :.....0 744 27,153 lb 10,097 79 8 Ib...... 330.0 576 0 744- - 27153 Ib508..1,16. ........ ....- 330:0 576 0:744 27;153 Ib 11570508.1 1b: . ' 300 0 ..... 0 900 0.735 37 947 Ib 9,297 Ib 5 229.6 Ib.' ! ' ....... 360.0' 900 0.735 37,947 Ib 11157 Ib 1 -.-6,275.5 Ib. ` A •. 450.0 900 0.735' .......... 37 947 Ib .... 13,946 lb '+ 7,844 41b h • i 502.5 900 0.735 37,947 Ib. '. 15,57316 ...... 8;759.6 Ib. - : • . ti.. , - Job Name . Job No.. - Engineei_ Design of Seismic Anchorage Date .. Concrete Break-Out 1' Sheet .. : 1.......)....-.a.......)......4......t.......•......4.....•i...-..A.............4......i.-....J......A......a......v......,.......:......1.......:....: j..(conn)Table 2 .... ..... ......i...... J.......;......4 I......J•.....:......4......:.... ..)......:.......1......4... .. <... . .. A.. . ... I......:........I ` hef Section Design ANC AN..N N (in) Width _ (in2) (inz) Wea, N n ca - ; Strength i '.,....p.............4......,...... ...,....-. w 360.0 1,296.........729 1b 91b, ........50,318 .....:.......10,1921b.................... •.........:..............;...:..;......,....:.s j 432.0 1,296 0.729 ...........................................................................:.......................:..... 50,318 Ib 12 230 Ib 6,879.4 Ib i I 540.0 1,296 0.729 50,318 Ib i....,..... 711.0 1,296 0.729 ........................... 50,318 lb 20,129 lb 1 11,322.4 lb.' ` 420,0 1,764 0;725 65,058 lb ..................................•.............................................................r.....,............._......;....., 11,230 lb 6,317.1 lb. ............ 504 0 .....................................................................................................................................................................................,......:...... 1,764 0 725 65,058 Ib 13,476 Ib 7,580.5 Ib. 630.0 1,764 0.725 65,058 lb 16,845 lb 9,475.6 lb. - 955.5 1,764 0.725 65,058 Ib 25,549 lb 14,371.3 Ib. 480.0 2,304 0.722 81,275 lb ...................................................................................:..............:...... 12,2231b 6,875.41b. €......;...... 576.0 2,304 0.722 81,275 Ib 14,668 Ib 8,250.5 lb. ......:...... 720.0 2,304 0.722 .....................................................................................................:......:......................;...... 81,275 Ib 18,334 Ib 10,313.1Ib. µ 1152.0 2,304 0.722 81,275 Ib 29,335 Ib 16,501.0 Ib. . 540.0 2,916 0.719 98,903 Ib 13,177 Ib 7,412.0 Ib; .......... .......:......r......;...... i;...... x 648.0 2,916 0.719 98,9031b ...............-.........;-.....<.......,......;......:...... 15,812 lb 8,894.4 lb. - ........:..... - 810.0 2,9160,719 98,903 lb 19,765 lb 11,118.0 Ib. I 1296.0 2,916 0.719 98,9031b 31,6251b 17,788.9 Ib. !.i ...........................:......... { ? 'Design Strength = 0.75 N i _ . ° . ;. : ::• .........................,.... . :(Sec. D.3.3.3, CBC-07) . . . . .. . . . . . . I- ...:...... .............................. s......3.... _ . . : : .....:......:... . ...:......:......:......: [ _ . . . . . . _ . . : . . . . . : . _. _. : .....:.... . :.: ...:.-.....i.......j......v......i......o......:......a......:.......j............,.........•....j.......;.'....i.......:......a......:...•...i..............i......J......c....-.>......:....... 7 i : : :. : 11 , I.......j......i.....-.j...... ...... .i..............j.............j.......i.............. :...... ......;........i....... : .. ,. .:......:... . ...i.......;......J......:....,. ! ,..j.......;...... j.......;-...-. ......j...... ....... I 1 t : { : : . , : : i : -, - j 1- xi+ .> # j1.` i l .•d.' MM yd;,. '1,4 flei" .. . 'fx "f, tom'A4 1 f y, • 4Yl ik. yL r , ♦ _ ?:w 9'- F • }' Job" Naine t _ Job No . ngin •x ` ' .' ^ / w '.,,< esign of Seismic'Anchorage , Date D Concrete Break -Out } r, s Sheet • A L y Table 3 - (cont) 1.:.....>......<.1.l.........•v.............................{...... ,. ..a. , .J.:.,. 1...........L,.,.,o.,..,, 4.,....y:.....i :, 4................ } . ki Section ANS ` Nb , ;_ Nyb Design ANco 'On Wa°," (in) Width (int) Strength x 1 764 .... 0 739 i 252 5 65,058 Ib 6,885 Ib 3,872 6 Ib. 303.0 1,764 0.739 65,058,1b 8,262,1b 'r _.:. ..,. 4,647.1 Ib ; I 4 ` 378 8 1,764 0 739. 65,058 Ib 10,327 Ib 5,$08.9 Ib I 599.7 1,764 0.739- 65,058 Ib 16,351 Ib" ' 9,197.4 282.5 81 275 Ib 7,318 Ib 4.116 5 Ib r 2,304 ........ 0 734 2,304, -0.734 ........ 81 275 Ib ' .. ........ ........ ....... 8;782 Ib ......... ..... . 4,939 9 Ib' w 423.8 2,304. • 0.734 81,2751b . 10,977 Ib ,.. , ,,.. -6,174 8 1b. ' 678.0 2,304; 0.734 81;275 Ib; 17,564 Ib 9,879.7 Ib. 2,916 „ 0 731 312;5 98,903 Ib 7 743`Ib 4 355 616 375.0 2,916 0.731 98,903'Ib 9,292 Ib 5,226.71b. i 468 8. 2,916. ,0.731 98,903 Ib 615 l 11;615 Ib 6,533 4._Ib. "rl 750.0 2,916 ......................... -0731, .. 98,903 lb .................. ........ 18,584 lb , ........... .... ..... .. . 10,453:5Ib -. 'Design Strength 0 75ON y (Sec D 3.3.3. CBC 07) 1 k C Table 4 4" Exten6r Walls ...... ;Edge:Distance, ............. Distance, Cat ^'End .:. ......,., ..... _ i '. '" ... _ ..... .. :Strength, Reduction Factor, { .. ... ... (Sec. ASCE? 05) r. het Section ANS Nb' Design . 4 j ANS r (in) Width (int) s. pn) Wed.N w:N b . Strength. 788. _ 79.4 ...:....144.....0 9,6 Ib... 4,170 Ib 2,345 9 Ib .. 79.4 1.44,,.... , 0 788` 9,600 Ib70 Ib 2,345.9 Ib. 79.4 , 144 :0788 9 600Jb70 1b 2,345 9 Ib. .79.4 144`x: 0.788 9,600 Ib0Ib,' 2,345.9 lb. :...... 132 5 17lk' 9 Ib 3 076.5 lb. , 324 0 758 142 4 i I 324 0 758 1780 Ib 3 3)7 3 Ib i 1 1424 324 0758 17801b 3,3073 Ib :: I 142.4a .... 324 0.758 801b 3,307 31b. 0 744 162.5576 27,153Ib ,971b 3 204 81b r ..................:....:.,..................................:,...............................,........................... 195.0 576 0.744 27153 Ib 6,837 Ib :...............,............,.......... .....; 3 845 7 Ib - 223 4 576 0 744 27,1531b 7,83 ,1b 4 406 61b ;.,..,. ........ ' 223.4 . ..... .:.. 576 0.744, 27;153 Ib ..... 7,8341b .. 4,406.6 Ib., 900 0.735, 192:5, " 37 947 Ib 5,966 Ib -;:3,355.7 Ib r 231.D . .. 'q :..., 900 ..: .Y 0 735 37,947 Ib .. ,....... 7;159 Ib '........ , 4,026 81b . . 288 8 900. 0.735; 37947,16 8,948 Ib 5,033.5 1b., ' i22.4 900 ' 0 735 37,94111). 9,992 Ib . 5,620.7 Ib. ..! y• . r } V' f y _ PA A. `, ti• Job Name 'r Job No. .Engineer ' ' Design of Seismic Anchorage Date - Concrete Break-Out _ ' Sheet - +` < ..:,. 11:11. ...i.,. ..<...... ..,,. ' i i i i, i i i i i i• : 1:111,.. i.. i ..,i.,....4.....i... ...:......i... 111: 1.... . - I . ., 1111.., .., ,., i......•..,.,,)......n..,...<..............a......:,.;... ,......,.,.. I.......i .,....,.:..,., ..,....,..... 1111.. 1111.. •..,.... .' ,..• j ......:.......:......:.......:.......:......i.......i......y..,...;......i.....i.,.....j...:..i.....i..... II;i Table 4 - (cont) :......, ......'................................... ....... ... .....i:..... . ......... ...,i....., ..... 11;11... . i........ i,.......... 1111;. ...... ,.....<.......i...... j..,,.'.;...... ;:1111. hf Section " Design AN. AN o Wed, N Nb iV (in) Width (int) (int) Strength :.......:...... .....'....... 222.5 1,296 0.729 ................................................................................. 50,318 lb 6,299 lb :.......:.•...........i......{ 3,543.2 lb. ' 267.0 ................... 1,296. 0.729 50,318 Ib .................... 7,559 Ib ........ . ...............................................':................... 4;251.9Ib. 333.8 1,296 0.729 50,318 Ib9449. ....... Ib - ..................................... 5,314.8 Ib' ;......;......;...... 439.4 1,296 ' 0.729 50,318 Ib 12,441 Ib ............................. .......;...........,. 6,997.9 Ib. i 252.5 1,764 0.725 65,058 lb 6,752 lb ............................ 1111 3,797.8 lb: e ..,......... .. ............ 303.0 .1.111 ............ . 1,764 ............. ' 0.725 ............................ .............................................. 65,058 Ib 8,102 Ib .................................. ... .................................. :..............:......;......;....... 4 557.3 Ib. i . .. € : 1111 378.8 1,764' 0.725 .65,058 lb .................... 10,127 lb 5,696.6 lb: • 574.4 1,764 0.725 65,058 lb ................................... 15,360 lb ...1..,1,..11.................. 8,639.9 lb. 282.5 2,304 0.722 ............ 81,275 Ib ....................................................................................................................:.......................... 7,194 Ib 4,046.5 lb. ' l 339.0 2,304. ... 0.722 81,275 lb .............................. 8,632• Ib 4,855.8.1b. .1...;_111.€1111..> . ...........) ............. • 423.8 ............................_........:........,............................ 2,304 0.722 81,275 lb .... 10,791 lb 6,069.7 Ib. ........... .'.,............c. 678.0 2,304 0.722 81,275 lb 17,265 lb ..................... 9,711.5 lb. i I 312.5 2,916 0.719 98,9031b7,626 lb. -4 289.4 1b, i ...... 375.0 ........................................................................ 2,916 0.719 98,903 Ib 9,151 Ib 5,147.2 Ib ' ;1:111 :.......:...... 468.8 2,916 0.719 ..._..................... 98,903 lb ........... ......... 11,438 lb ... ......... ..................1111 6,434.0 lb 750.0 2,916 0.719 98,903 Ib 18,301 Ib ........................ 10,294.5 Ib. - 1111...................:......:.......:....,.:.,... 1111., ..,....:......:.......;...... Design Strength - 0.75 N 1111 ........... ...•.....Y .......i :...... }.......,......:-.....5..............i.........,..:..,...:, ............. .:....,.:.....,.....,...'•..:.-11:11. ,. : 5eC. 0,3,3,3, Cec-o , : • 1111 _. : _ _. _... .. .. • ........................... ..>......:.......:.............. :......:......:...... :....,:......:.....::............:.:....:......:......:......<..:. .. 1111 : : ...:.....:... ......... :...._:....... :..:...<......:......:......:............:............_......:.......:...... :. . . . . . . . . 1:111 . . . . . . . . .. . . . : . . ... t . ., .....4. ...1.., ..J,...., ....4 ,C..,.,..),.....t.....,.i ...v...'.5,...,.,:...•..C.......i.....,. ......i,.,...y..-... ; , i, ' _...........4........... 1111... ......:............. ........... :. t .. 1111.. ......s...... . ..... 1111... 1111.. 1111.. .............. •..,...........:..............:....... : ............. ... 'ry 1111,. ........ i . i ,.....y......:...... ...,..,..... ......:..,._..........:.......:... E i i. i -[ ,i .ti.., i •i i- [ ... .......:,.....j..... ,..i... .. i [ i - - f, , 1111.. _.............. 1111.. _ .............., 1111..-.........:............. 1111..:. .• .. y 1111. .. _ ...i ..:... .......: .. .. , .. •. ......,....._.........................................................................:.............. : _1111. _,.,.,.:...,...,...... _.............-; : - : i c 1111.................;,............. _......,......»......;......,..............:.....,......................:.......:...... , _....,........ r ; i .T Job Name _ Job No. Engineei _ Design of Seismic Anchorage Date Pullout Strength Sheet .....................:..............................:.......,......,......<......:.......... ....>.......,........... ...:............:.......:....... ..............4......:............:......<......:.......)......,.......t...... :ASCE7-05 -APPENDIX D - SEISMIC ANCHORAGE (cont); ) j :...... :......J......t.......:......:.......;...... ......:.......:.......>......;......;......:.............;......;......;........................................,................................. :Section D.5.3 - Concrete Pullout strength of anchor in tension .......:....................,..............,.............,......,.......,..............,......,.....................,............................................................................. . ...................z........................................ : Concrete Strength;;............ ` . . W .P..f:. PUIIOUt Factor; .:..... '. .?.... .. ... .. ..... .. ;. (Sec. D.5.3.6. ASCE7-05) Uncracked concrete - 1.4; Cracked concrete = 9.00 ......j ......:.......:.......:................ ....:.......:..... ....... ...... ;...... ;. . .... ......:......j..... 'Pullout Strength, ND: 8A_7„gfl _ ;......:......:...... ......;...... _ _ ; .....;......; ......;....... ......... .. ..........._............. _........... ... '(EQ. D-14. ASCE7-05) , .... :Strength Reduction Factor,':(Sec... • .............E7- . ) D.4.5, ASCE7 05) j...... Anchor dia .........................:. ... Design Nut dia. Bearing area; Breakout Nominal pullout (in.) ;...... (in.) Abm (in?) strength; Np strength, Np„ Strength :.....................;...... _ 0.500 :......:..............................................................................................................................-...................................................._....................................................;............:.........,..:....... 0.875 0.467 9,334 lb 13,068 lb 7,350.5 lb. 0.625 ......;..........................................................................................................................................................................................................................................:......:.......:............:....... 1.063 0.671 13,417 lb 18,784 lb 10,566.1 lb. 0.750 ............. ................... ........ .. 1.250 ............................. 0.911 .......................... ................. 18,228 lb .................................... 25,519 lb 14,354.2 lb. 0.875 :...................................................................................................................................................................................................................:...................................................,.,.......... 1.438 1.188 23,766 lb .................................................... ................. 33,271 Ib .................... ...... :.......:....:.............. 18,714.8 Ib. 1.000 ...............................................................................................................................................................................................................................................................i......;.......,....... 1.625 1.501 30,029 lb 42,041 Ib 23,647.8 lb. 1.125 ......:..................................................................................... 1.813 1.851 37,020 lb 51,828 lb .........,. 29,153.4 lb. 1.250 ........... ................... ........ .... 2.000 ............................ 2.237 ........................................... 44,738 lb ....... ... ......................... ......... 62,634 lb ................................... ...... ........... 35,231.4 lb. ... ........ ............ .... .... ;...... ......; ............ 1.375 ................................................. 2.188 .........................................................................................,..........................................................................................;.......:............:...... 2.659 53,183 Ib 74,457 Ib 41,882.0 Ib. 1.500 ................................................................................................................................................................................................................................................,.............i......;..........., 2.375 3.118 62,356 lb 87,298 lb 49, 105.0 lb. 1.750 .............. ............... ............... 2.750 .................... .......................................... 4.144 .......................................................................................... 82,881 Ib 116,033 lb 65,268.6 lb. :....... 2.000 3.125 5.316 106,314 lb ................................ 148,839 Ib ..................;................... 83,722.1 lb. <...........:......:............:......:.......:......:.....:....:......:.... _ . _ . _............._........... _ . .... ;Design Strength = 0.75r N :(Sec. D.3.3.3. CBC -07) ......<............;...................... ....... :...... ......i......s......;......... i t ......1......v..,...j......n......l......:.......j.......>......4......I......J...... ......4......A......>......i.......j......J......i.......a...... 4............. A......t...... ii...1......J.............f......C.............. n......:............... .F......... ..4......j....... t e . ......:......J......I......w...... .......:...... t...... i...... .......I......J..........,..1......i......;......t.......,......J......,.......i......<.......5... ..A..... i......i.......j......J...... .......i...... C.......,......a.....:.... ... ' : ....,.<......i.......j............. .......i...... j ..............4...... j......j............. ;...... j.......j... .... ............................... .. . ......t......i.......j.......:......:.......: ......:...... i......p......j...... i,......i......p......:....... .... ..... e......:.......:.............j.......:......:.......r......c......j,..... y...... ......:...... .. ......'......:......:......:.......(..............:.......:......A......:......:,......)......4......:.......)......: . ..)........,.... i.......:......: .... Job Name _ _ _ Job No. Engineer Design of Seismic Anchorage Date _ Side -face Blowout Sheet :ASCE7.-05:- APPENDIX D - SEISMIC ANCHORAGE (cont.)............. ....................................,>............................... ......-.............>........... ...... .................................. ....................,......... s......:.......:............:.......:......:.......:......>......;......;.......;............;..................................,.......,........... :Section D.5.4 - Concrete side -face blowout of anchor in tension ........... .......... .............. .......................................... ............. .................... ,....... ;......:...... :...... .............. .................. ......... Design Assumption: Single cast -in-place anchor with critical edge distance less than 0.4 hes• .......,.............,.......:.......,..............,.............,.......,......,.......:......,..............,.......,.......,......,............:.......,..............,............j.......;......,.......;.....;... .......>......:..............;......;....._:..........:. ......;......;... . ............3........................i.......i............` i Concrete strength; f : . :................. Nominal side -face blowout; Nsb: _......16©*col A6 f . . j......j.................................................... ........ .. ............ .............. ......a....................... . „ (EQ D-77, ASCE7 05) ' :.....:............_......:............:......:......:......:......_......;.... _ Design Assumption: N Ca2 < 3'Ca 1. 1 + a2 _ . _. - ........................................................................................._............. :Nominal side -face blowout; N ab: _ . n _ . * N °j _ _ ......... _...... ........................... : (Sec. D.5.4.1, ASCE7-05) .............. ... ........4 ..... :..sb.;..... .................. ..... ............:........... Table 1- 6" Exterior Walls :'Edge Distance,Cal: . s ..........:..... :.....:.... : End Distance C ` ........................................................... c...... ;............... :Strength Reduction or, : .............,..............v...... ....... ,.......,....... .......,.......;......y...... ......:. ...... ......; ...... ...... ;. j.......:. i :...............,......:....................;......:.... ...... ................ ......................... ...... ........................ ........ :(Sec. D.4.5, ASCE7-05)' ... .......... ...... Anchor dia. Nut dia. Bearing area; Cay Cat C /C Nsb Design (in.) (in.) Ab,g (in .Z) (in.) (in.) a (Ib.) Strength 0.500 ............................................................................................................................... 0.875 0.467 2.3125 ... ...... 3.8125 ..................... ..... 1.649 8,369 4,707.4 lb.,....... 0:625 ......_ ................... .......... ............................................................................... 1.063 0.671 2.2188 ........... ............................. 3.7188 ....................... ............................. 1.676 ........... 9,726 ............................ ........ .....:_..... 5,471.1 lb. .............................:...... ......;...... 0.750 ............................................................................................................................................................................................................................................:......:......:...... 1.250 0.911 .. 2.125 ..... 3.625 ............ .......................... 1.706 .... 10,979 ........ 6,175.5 lb. 0.875 ................... 1.438- 1.188 2.0313 3.5313 1.738 12,127 6,821.4 lb. .................. 1.000 ......._..................................................................................................................................................................................................................................................................:...... ................. ............................................ 1.625 ............ 1.501 .--................. 1.9375 ..................... ...........................................................................................:..,.................. 3.4375 1.774 13,172 7,409.5 lb. 1.125 :......_............................................................................................................. 1.813 1.851 1.8438 ......... ............ 3.3438 .............................................. 1.814 .......................... 14,115 ...................................... 7,939.9 lb............:............. 1.250 2.000 2.237 1.75 3.25 1.857 14,956 8,412.9 lb. j..........................................................................................................................................................................................................................................................:.................. 1.375 .....:..........................................................................................................................................................................................................................................................:......:......:...... 2.188 2.659 1.6563 3.1563 1.906 15,695 8,828.7 lb. 1.500 .....::....:........... ........................ 2.375 ...... ............... ...... 3.118 ....... .................................... 1.5625 ........................ 3.0625 .............. 1.960 16,333 9,187.3 Ib. :.....:...... 1.750 ................................................................................................................................................................................................................................................................... 2.750 4.144 1.375 ................ 2.875 ... ............ .............. 2.091 ............... 17,303 ........................ ........ ............ 9,733.1 lb. ......:...... 2.000 3.125 5.316 1.1875 2.6875 2.263 17,868 10,050.9 lb. ......< ...................................... ........... Design Strength = 0.75N .........;.............:...............:.....................,.......,.....................,......,......,.............. ......j.....,i.......j...... ...... :.......j...... j.......i............j......p......:......e......;.......:......i.............. ...........:.......:......+......:.......:..............:......p......j......ry' i....... j......:,......j......:......j. ..................................... .(Sec. D.3.3.3, CSC-07) . ... ... '1 tel! Job Name Job No. Engineei _ Design of _Seismic Anchorage Date _ Side -face Blowout Sheet