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07-0402 (GRES)(row ct P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA; CALIFORNIA 92253 Application Number: Property Address: APN: Application description: Property Zoning: Application valuation: Applicant: 0_7--0 0 0 0 0 4 0-2--- 54940 AVENIDAARUBIO I 774 -292 -031 -16 =60000'0 - GARAGE - RESIDENTIAL COVE RESIDENTIAL 45330 Architect or Engineer: 4 - BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Owner: PEABODY FRANK A VANPATTEN 54940 AVENIDA RUBIO -LA QUINTA, CA 92253 Other struct info[ 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 Class: License No.: - - - - - - - --- - - - - - - Date: Contractor: OWNER -BUILDER 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 a�Plicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: 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, and who does the work himself 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 of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.).' ' 1 _ 1 1, 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: LQPERN11T VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Contractor: U AP® Owner 1 ` 05200 T crry0E� UtPdTA DITION 20 Lic. No.: --------------- Date: 4/02/07 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 isissued. My workers' compensation insurance carrier and policy number are: Carrier NO Policy Number ..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 3700 of the Labor Code, I shall forthwith comyy with those provisions. WARNING: FAILURE TO SECURE WORKERS' COMPENSATION 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. -i. 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. 1 certify that I 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 thiscountyto enter upon the above-mentioned property Zfor �inspection purposes. ate:-(.. Si ap ture.lApplicen r Agen0: LQPEPM1T Application Number, 07-00000402, Permit ELECTRICAL-CARPORT/GARAGE Additional desc . Permit Fee 32.16 Plan Check Fee 8.04 Issue Date Valuation 0 Expiration.Date 9/29/07 Qty Unit Charge Per Extension BASE FEE 15.00 858.00 .0200 ELEC GARAGE OR NON-RESIDENTIAL 17.16 Permit . . . CARPORT/GARAGE Additional desc . Permit Fee 388.50 Plan Check Fee.. 252.53 Issue Date Valuation .... 45330 Expiration Date •9/29/07 Qty Unit Charge Per Extension_ BASE FEE 252.00 21.00 6.5000 THOU BLDG 25,001-50,000 136.50 Permit . . MECHANICAL Additional desc . Permit Fee . . . 59.00 Plan Check Fee .14.75., Issue Date Valuation 0 Expiration Date 9/29/07 Qty Unit Charge Per Extension BASE FEE 15.00 1.00 9.0000 EA MECH FURNACE <=100K 9.00 1.00 9.0000 EA MECH B/C <=3HP/100K BTU 9.00 3.00. 6.5000 EA. MECH VENT FAN 19.50 1.00 6.5000 --------.-------------------------------------------------------------------- EA MECH EXHAUST HOOD 6:.50 Permit . . PLUMBING Additional desc . Permit Fee 79.50 Plan Check Fee 19.88 Issue Date 1 . . . . Valuation. 0 Expiration Date 9/29/07 Qty Unit Charge Per Extension BASE FEE 15.00 5.00 6.0000 EA PLB FIXTURE 30.00 3.00 6.0000 EA PLB ROOF DRAIN 18.00 1.'00 7.5.000 EA PLB WATER HEATER/VENT 7.50 Application.Number 07-00000402 Permit . . . . . . PLUMBING Qty Unit Charge Per Extension 1.00 3.0000 EA PLB WATER INST/ALT/REP' 3.00 2.00 3.0000 EA PLB GAS PIPE 1-4 OUTLETS 6.00 ---------------------------------------------------------------------------- Special Notes and Comments` • demo existing garage and rebuild garage with deck above. also interior remodel .April 2; 2007 7:59:18 AM jjohnson ---------------------------------------- f= Other Fees . . . . .. . . . . STRONG MOTION - (SMI) RES 4.53•: Fee summary Charged Paid Credited Due ------------------------------------------------ (F�... Permit Fee Total 559.16 .00 ---=------ .00 559.16 Plan Check Total 295.20 .00 .00 295.:20 Other Fee Total 4:53 .00 .00 4.53 Grand Total 858.189 _00 .00 858.89 LQPERDIIT �� s � Po�AC Nor,'f`cd FL�WN►�"'� /ZcbF�r-bC rr6�<<i �CQ.iO'G �.�,^,�eee;ay of La Quints Building U Safety Division 1504, 78-495 Calle Tampico -�,�0vq,,� *%e -7- . z9 � f�� Bin #, S—P C Ci it Application and Tracking Sheet Owner's Name: 6¢vAW Address: City, ST, Zip: Telephone: Termit # (� ^ P.O. Box ' V 1()v�— J We La Qui Quin Construction Type: Occupancy: Project type (circle one): New Add'n Alter air Demo :Sq:F*t.: #Stories: Units: Building Perm WRITE BELOW THIS UNE Project Address:' Lei!/ a� /tr�vi D Item Amount . A. P. Number: 7 Pian Check Deposit Plan Check flsl e Legal Description: -le lJaLl� LI Constructi Contractor: Mechani I •�. Address: Electra R J I Ct) Plumb yI City, ST, Zip: 01 Telephone: issue p Developer Impact Fee State Lic. # : City Lic. #: Arch., Engr., Designer: �Q C Address: City, ST, Zip: C Telephone: 7 2 State Lic. #: Name of Contact Person: Telephone # of Contact Person: 7 3 7 SA g —7-9/1 APPUCANT: DO NOT # Submittal Rey'd . Recd T Pian Sets Plan Check submitted Structural Cates. Reviewed, ready or e T� uss Coles. Called Contact Person Energy Gla. Plans ticked up Flood plain plan Plans resubmitted Grading.plan 2" Revie—W, ready C r c Subcon'tactor List Called Contact Pers Grant Deed Plans picked up H.O.A. Approval Plans resubmitted IN HOUSE:- ''' Review, ready fors Planning Approval Called Contact Person Pub. Wks. App Date of permit Issue School Fees RACIQNG orrecti orrectio CA 92253 - (760) 777-7012 it Application and Tracking Sheet Owner's Name: 6¢vAW Address: City, ST, Zip: Telephone: Project Description: ' Ott J We Lsr( v) ,JvT j: I C -CT Construction Type: Occupancy: Project type (circle one): New Add'n Alter air Demo :Sq:F*t.: #Stories: Units: Estimated Value of Project /S Gy G WRITE BELOW THIS UNE • PERMrr FEES o Item Amount . t ZI� Pian Check Deposit Plan Check flsl e 6 Constructi Mechani I •�. orrectlon 3 Electra R J I Ct) Plumb yI S.M.L 01 Grading issue p Developer Impact Fee A.I.P.P. Total Pcrmt; Fees TELEPHONE (760) 777-7012 FAX (760) 777-7011 OWNER/BUILDER INFORMATION Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified. For your protection you should be aware that as "Owner/Builder" you are the responsible party of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protec. yourself from possible liabilityif that person applies for the proper permit in his other name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the City or County. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection. If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $200.00 or more for the entire project, and such persons are not licensed as contractors or subcontractors, then you may be an employer. If you are an employer, you must register with the State and Federal Government as an emplcyer and you are subject to several obligations include State and Federal income tax withholding, federal social security taxes, worker's compensation insurance, disability insurance costs and unemployment compensation contributions. There may be financial risks for you if you do not carry out these obligations, and these risks ar-- especially serious with respect to worker's compensation insurance. For more specific information about your obligations under Federal Law, contact the Internal 3evenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "Owner/Builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contacting the Contractors' State License Board in your community or at 1020"N. Street, Sacramento, California 95814. Please complete and return the enclosed owner -builder verification form so that we can confirm that you are aware of these matters: The building permit will not be issued until the verification is returned. Very truly yours, CITY OF LA QUINTA DEPT. OF BUILDING AND SAFETY 78-495 Calle Tampico La Quinta, CA 92253 (760) 777-7012 FAX: (760) 777-7011 V#5' t-�, -,lvpz5;;r OWNER'S SIGNATURE/DATE PROPERTY ADDRESS PERMIT NUMBER(S) 'ftp6rt Prepared 'Kr- Sipovac Construction Inc. -Sipovac Construction 72651 Theodora 'L-6he Palm Desert, CA 92260 -(760) 779-0790 H�l MAR 2 3 2007, I U Job -Number: 262006 bate.: .3/7/2-007 Yti 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 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC- www.energysoft.com. EnergyPro 4'2 byltnergy86ft Job Number. 262006 'User Number. 5289 TITLE 24 REPORT Title 24 Report for: Van -Patten Residence 54-940 Avenida Rubio La Quinta, Ca. 92254 OF LA QU I N BUIL G & SAFETY T. AP DWED FOR CO ION MAT' BY Project Designer: . Bob Sipovac 72651 Theodora. Palm Desert, Ca 92254 760=567-2347 'ftp6rt Prepared 'Kr- Sipovac Construction Inc. -Sipovac Construction 72651 Theodora 'L-6he Palm Desert, CA 92260 -(760) 779-0790 H�l MAR 2 3 2007, I U Job -Number: 262006 bate.: .3/7/2-007 Yti 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 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC- www.energysoft.com. EnergyPro 4'2 byltnergy86ft Job Number. 262006 'User Number. 5289 Certificate ,Of -Compliance -Residential (P it 1 Of 4) CF -1 R V nn Patten ResHence Project Title La .ft2 Slab on Grade Area: 3/7/2007 Date 54=__940 Avenida Rubio Project Address Quota Number of Dwelling Ung: 1100 Building Permit # _1 _QYaq_COnstwct<On (760) 779-0790 Plan Check/Date Documentation Author Telephone EnerclVPr^ Comph�i�ee`"Method 15 Climate Zone Field --heck/Date TDV Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin -Space-Heating 1.44 0.92 0:53 Space Cooling 56.81 56.83 -0.02 Fans -8.56 -8.54 -0.03 Domestic Hot Water 11.67 11.94 -0.26 -Pumps 0.:_00 0..0.0 0.00 Totals 78.49 78.22 0.27 _ .. .. ..- ---- -,--,_ n.11o/ Building Type: 5d Single Family ❑ Addition ❑ multi Family Q Existing + Add/Aft R•.tbii•M �ms.i A.ienfM#b%.• Mn y7n.... Fuel Type: Natural Gas Fenestration: Area: 191 ft2 Avg. U: 0:62 Ratio: 9.8010 Avg. SHGC: 0.36 BUILDING ZONE INFORMATION Zone Name Floor Area 7nne 1 1 95(1 Volume X5,600 OPAQUE SURFACES Insulation Act. Type Frame Area U -Fac. Cay. Cont. Azm. Tilt Wall Wood 198 0102 R-13 R-00 Ari 90 Wall_-VV_ood�-------29a 102 —B13 -_EZ0 0 ==L80 - 90. Wall Wood 224 0.102 R-13 R--0..0_ 270 9 nnnr Nene 21001i00 Non . R -n O 27.0_ go Wall— Wood 2880-102 R-13 R0-0 090 Roof Wood ? "95D _0:025 — -38 R-0.0 0___0 Total Conditioned Floor Area: 1,950 ft2 EXisting Floor Area: -1950 ft2 .ft2 Slab on Grade Area: 1;950 .ft2 Average Ceiling Height: 8.0 ft Number of Dwelling Ung: 1100 Number of Stories: I #-of Thermostat Vent Units Zone Type Type Hgt. Area 1 nn ('nnM*nned Sethack— _2 n/a Gains Condition Y /.N Status JAW -Reference Location /_Comments 09-A3(.F=O9=A2) 7SonP 1 -A9-A3-(E=09-A2)=---- 09-A3 (E=09 -A2) Znne 1 28-A4 Lane 1 09-A3 (E=09=A2)_ Zine 1 M1 A1_8 (E=01_=A41 Zone 1 I EneravPro 4.2 by EnerovSoft User Number. 5289 Job Number. 262006 Page:3 of 9 1 Certificate Of Compliance : Residential (Part 2 of 4) CF -1 R Van Patten Residence 3/7/2007 Project Title Date FENESTRATION SURFACES True -Cond. Location/ # Type Area U-Factorl SHGC2 Azm. Tilt Stat. Glazing Type Comments 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 116B -INTERIOR AND.EXTERIOR SHADING Window 'Overhang 'Left 'Fin Right'Fin # Exterior Shade Type SHGC Hgt Wd. Len. Hgt. LEA REA Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen '0.76 2 Bug Screen 0.76 3 Bup Screen 0.76 4 Bug Screen 0.76 5Biig Sc'reeii 0.76 6 Bug Screen 0.76 7 Bug Screen 0:76 8 Bug Screen 0.76 '9 :BUg Screen 0.76 10 Rua Screen 0.76 12 '13 14 "1"5 16 17 18 U.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 1-KEKMAL MA„ 1 -UK T11GM MASS DESIGN Area Thick. Heat Inside 'Condition Location/ Type (sf) (in.) Cap. Cond. R Val. JA IV Reference Status Comments PERIMETER -LOSSES Window Rear (E)._ 16A X55.0 NFRC-0-25 NFRC _go _9.0_ New Miln_ 4pcd_Siider lone 1 2 Window Rear (E) 16.0 0.550 NFRC 0_25 NFRC 90 90 New Milgard Slider Zone 1 -3 1Nindow Rear (E) 12:0 1:280 116-A '0_80 116=6 '90 90 'RemovedSingle'Metal-Clear Zone '1 4 Window Rear (E) 12.0 1.280 116-A 0_80 116-B 90 90 RemovedSingle Metal Clear Zone 1 5 Window Rear (E) 42.0 0.790 116-A '0_59 -11&B 90 90 ExiMing Double Metal Tinted Zone 1 6 Window Rear (E) 12.0 1.280 116-A 0_80 116-B 90 90 RemovedSingle Metal Clear Zone 1 Window Right 28) _ 12.0 $9 116 0_80 1� 96 92 Rernove4in6Ie Metal Clear Zone 1 8 Window Right (S) 12.0 1.280 116-A 0.80 116-6 180 90 RemovedSingle Metal Clear Zone 1 1 Window Right 7S) 42.0 '0,57 NFRC _D28 NFRC 180 90 New Milgard Sliding door Zone 1 JQ Window Front (W) 12.0 0.590 NFRC 0 5 NFRC _2_70 90 New Milgard Fixed Zone 1 11 'Window Front N)1) 7.5 0590 NFRC 0_35 -NFRC -270 90 New Milgard Fixed Zone 1 12 Window Front (W) 7.5 0.590 NFRC 0_35 NFRC 270 90 New Milgard Fixed Zone 1 13. Window Front (W)12-0 1.28 116-A _QM 116-8 -270 9Q Remove finale Metal Clpar _ 7one 1 14 Window Front (W) 12.0 1.280 116-A 0_80 116-B 270 90 RemovedSingle Metal Clear Zone 1 15 Window Left (N) 42:0 -0.570'NFRC0_28 NFRC 0 90 -New Milgard Slidin' 'ftbr Z6661 16 Window Left (N) 2.0 0.480 NFRC 0.61 NFRC 0 90 Existing Glass block Zone 1 17 Window Left '(N) '2:0 0.480 NFRC '0:61 NFRC. '0 '90 ExWinq 'Glass block Zone 1 18 Window Left (N)_ 2.0 0.480 NFRC 0.61 NFRC 0 90 Existing Glass block Zone 1 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 116B -INTERIOR AND.EXTERIOR SHADING Window 'Overhang 'Left 'Fin Right'Fin # Exterior Shade Type SHGC Hgt Wd. Len. Hgt. LEA REA Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen '0.76 2 Bug Screen 0.76 3 Bup Screen 0.76 4 Bug Screen 0.76 5Biig Sc'reeii 0.76 6 Bug Screen 0.76 7 Bug Screen 0:76 8 Bug Screen 0.76 '9 :BUg Screen 0.76 10 Rua Screen 0.76 12 '13 14 "1"5 16 17 18 U.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 1-KEKMAL MA„ 1 -UK T11GM MASS DESIGN Area Thick. Heat Inside 'Condition Location/ Type (sf) (in.) Cap. Cond. R Val. JA IV Reference Status Comments PERIMETER -LOSSES -Insulation Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Run Initiation Time: 03107107'16:39:14 Atin"Code: A173314354 EnergyPro 4.2 by EnergySoft User Number.'5289 Job Number. 262006 Page:4 of 9 Certificate Of Compliance : Residential (Part 3 of 4) CF -1 R Van Patten Residence-bate3/7/2007 Project Title HVAC SYSTEMS Heating Minimum Cooling Minimum Condition Thermostat Location Type Eff Type Eff Status Type Zone 1 "Central furnace '94% AFUE Split AirConditioher 13:0 SEER New Setback HVAC DISTRIBUTION Location Heati Duct Duct Condition -Ducts Location R -Value S=,atus Tested? Zone 9 Ducted Ducted Outdoors 4:2 TVew Yes Piping Pipe Pipe Insul. Name Length Diameter Thick. WATER HEATING SYSTEMS Name Water Heater Type Distribution Rated Tank Energy Tank Insul. # in Input Cap. Condition Factor Standby R -Value Svst. (Btu/hr) (gal) Status or RE Loss (%) Ext. or Less Sm41I Gas 'N6 -Pipe Insulation 1 40;000 50 New '0.57 61a 6/a ily Central Water Heating Details f%naMnr rAUJ%C 0grAVVRMCUV Hot Water Piping Length (ft) Add 1/2" In Pienurh 'Outside 1306d Insulation This certificate a,compliance lists the buiid'ing features and*spec: cations needed to comply with Title 24, Parts f and 6 of the Califomia Code of Regulations, and the administrative regulations to implement them.This certificate has been signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, 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) Name: Title/Firm: 'Bob Sipovac Address: 72651 Theodora. Palm DesertCa 92254 Telephone: 760-567-2347 L' . �8 r 6 (signature) I (date) Enforcement Agency Name: Title/Firm: Address: Telephone: (signature) •(date) Documentation Author Name: Sioovac Construction Inc Title/Firm: Sipovac'Construction Address: 72651 Theodora Lane Palm'Desert. CA 92260 Telephone -(760)779-0790 (signature) ( to STAMP Certificate Of Compliance : Residential (Ptrt 4 of 4) CF -1 R Van Patten Residence 3/7/2007 Project Title Date Special Features and Modeling Assumptions The local 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 -e-cal enforcement .a ............s awe I..miN—fin. end mmu a alert a huildino or dasian that otherwise complies based on the adequacy of the special justification and documentation submitted. HERS Required Verification hams in this sactinn ranuire field testing and/or verification by a certified home energy rater under the supervision of a CEC- Plan I Field EnergyPro 4.2 by EnergySoft User Number. 5289 Job Number. 262006 Page:6 of 9 Mandatory Measures Summary: Residential (Page 1 of 2) MF -1 R NOTE: Lawrise nasWerttfef twtidbtos asmted to ttte Standards must oonteirr ttrese trreasures teoardtass of the comciianoe aooroadr used. •More'strinaent comotience requirements from the Certificate of Compliance su`pe►oeCe the items marked with an a`sYensk Wtib-A Curs—d%MisYis"mooiporaWd irito`the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether thew are shown elsewhere in the documents or on this checklist only. DESCRIPTION Check or initial applicable boxes or check NA if not applicable and Included with the permit application documentation. N/A DESIGNER ENFORCE - MENT Building Envelope Measures ❑ ❑X ❑ § 150(a): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceiling. ❑ 0 ❑ § 150(b): Loose fill insulation manufacturer's labeled R -Value: ❑ ❑ ❑ § 150(c): Minimum R-13 wail insulation in wood framed walls or equivalent U -factor in metal frame walls (does not ❑ ❑x ❑ apply to exterior mass walls). ❑ ❑ ❑ § 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. ❑ ❑ ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. ❑ ❑ ❑ 1. Masonry and factory -built fireplaces have: a. closable metal or glass door covering the entire opening of the firebox ❑ ❑ b. outside air intake with damper and control, flue damper and control ❑ ❑X ❑ length of recirculating sections of hot water pipes shall be insulated to Table 1508. ❑ ❑X ❑ 2. No continuous burning gas pilot lights allowed. § 150(f): Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. ❑ ❑ ❑ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. ❑ ❑ ❑ § 150(q: Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor ❑ ❑ ❑ permeance rate no greater than 2.0 punch. § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include ❑ ❑ ❑ CF -6R Form: § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. ❑ ❑ ❑ 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑ ❑ ❑ 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain El El EJ (SHGC). and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and seated. ❑ ❑ ❑ Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerneads and faucets certified by the Energy Commission. ❑ ❑X ❑ § '150(h): Heating and/or cooling toads calculated in accordance with ASHRAE, SMACNA or RCCA. ❑ ❑ ❑ § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑ N ❑ § 1500): Water system pipe and tank insulation and coding systems tine insulation. 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation ❑ ❑ ❑ having an installed thermal resistance of R-12 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external ❑ ❑ ❑ insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. 3. The following piping is insulated according to Table 150 -AIB or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and odd water pipes closest to water heater tank, non -recirculating systems, and entire ❑ ❑ ❑ length of recirculating sections of hot water pipes shall be insulated to Table 1508. ❑ ❑ ❑ 2. Cooling system piping (suction, chilled water, or brine tines), piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. 4. Steam hydropic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. ❑ ❑ ❑ 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, ❑ ❑ ❑ and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed ❑ ❑ ❑ entirely in conditioned space. 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. ❑ ❑ ❑ EnergyPro 4.2 by EnergySoft User Number 5289 Job Number. 262006 Page:7 of"9 'Mandatory Measures Summary: Reaidential (Page 2 of 2) MF -1 R NOTE: Lowrtse msfderrtiat buitdtrms-subject to the Suds moat contain these measures reawdiess of the comollanceaooroach used. _More stringent comptranee regwremems trom tnevemneate of compiwnoe superoede the gears marked wmm an asterisk V) oerow. Vvnen oris awmist rs moorporawo into the permit documents, the features noted shall'be-considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION instructions: Check or initial applicable boxes when -completed -or check NPA if not ENFORCE - DESCRIPTION N/A DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602,.603, 604, ❑ ❑ ❑ 605, and Standard 6-5; supply -air and retumair duds and plenums are insulated to a minumum installed level of R-4.2 or enclosed entirety in conditioned space. Openings shall be sealed with mastic, tape or other dud -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than ❑ ❑ ❑ sealed sheet metal, dud board or flexible dud shall not be used for conveying conditioned air. Building cavities and ❑ ® ❑ 150-0, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are support platforms may contain ducts. Duds installed in cavities and support platforms shall not be compressed to cause § 150(k)l: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 15D -C, ❑ ❑ ❑ reductions in the cross-sectional area of the duds. ❑ ❑ ❑ 3. Joints and seams of dud systems and their components shall not be sealed with doth back rubber adhesive ❑ ❑ ❑ dud tapes unless such tape is used in combination with mastic and draw bands. ❑ ❑ ❑ § 115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously ❑ ❑ ❑ 4. Exhaust fan systems have back draft or automatic dampers. ❑ ❑ ❑ certified to ASTM E283 and labeled as air tight (Al) to less than 2.0 CFM at 75 Pascals. 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating ❑ ❑ ❑ dampers. § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. ❑ ❑ ❑ 6. Protection of Insulation. 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 119(d). retardant and provides shielding from solar radiation that can cause degradation of the material. Page:8 of 9 ❑ ❑ ❑ 7. Flexible duds cannot have porous inner cores. § 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the ❑ ❑ ❑ heater, weatherproof operating instructions, no electric resistance heating and no pilot light. ❑ ® ❑ 150-0, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are 2. System is installed with: § 150(k)l: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 15D -C, ❑ ❑ ❑ a. At least 36" of pipe between filter and heater for future solar heating. ❑ ❑ ❑ b. Cover for outdoor pools or outdoor spas. ❑ ❑ ❑ 3. Pool system has directional inlets and a circulation pump time switch. ❑ ❑ ❑ § 115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously ❑ ❑ ❑ burning pilot light (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) ❑ ❑ ❑ certified to ASTM E283 and labeled as air tight (Al) to less than 2.0 CFM at 75 Pascals. § 118 (i): Cool Roof material meets specified criteria ❑ ❑ ❑ Lighting Measures § 150(k)l: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table ❑ ® ❑ 150-0, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are electric and have an output frequency no less than 20 kHz § 150(k)l: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 15D -C, ❑ ❑ ❑ luminaire has factory installed HID ballast § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined ❑ o ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. ❑ ❑X ❑ OR are controlled by an occupant sensor(s) oertfied to comply with Section 119(d). § 150(k)4: Permanently installed luminaires located other than in kichens bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are ❑ ❑ ❑ controlled by an occupant sensor that complies with Section 1Z19(d) that does not tum on automatically or have an always on option. § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are ❑ ❑ ❑ certified to ASTM E283 and labeled as air tight (Al) to less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the ❑ ❑ ❑ same lot shall be high efficacy luminaires (not including lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. ❑ ❑ ❑ Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. § 150(k)B: 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 OR are controlled by occupant sensor(s) certified to comply with Section 119(d). EnergyPro 4.2 by EnergySoft User Number. 5289 Job Number. 262006 Page:8 of 9 EnergyPro 4.2 by Ener gySoft User Number. 5289 Job Number. 262006 Page:9 of 9 Residential -Kitchen tightinq Worksheet _WS -5R Van Patten Residence 3/7/2007 Project Title Date At least 50% of the total rated wattage of permanently Installed luminaires In kitchens must be In luminaires that are high efficacy luminaires as defined In Table 150-C. Luminaires that are not high efficacy must be switched separately. Kitchen Lighting Schedule. Provide the following Information for all luminaires to be installed in kitchens. High Efficacy Luminaire Type High Efficacy? Watts Quantity Watts Other Watts 'U 16w Compact Fluorescent 2D Yes X No 23.0 x 1 = 23 or (1) 22w Fluorescent Circline Rapid Start Yes X No 27.0 x 4 = 108 or Yes __ No .— x = or Yes No x = or Yes No x = or Yes No x = or Yes I No I x = or Yes No x = or Yes No- x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes ----No--- -- x ----- _ --- or --- ---- Yes No x = or Yes No x = or Yes No x = or Total A: 131 B: 0 COMPLIES IF A z B YES ® NO ❑ EnergyPro 4.2 by Ener gySoft User Number. 5289 Job Number. 262006 Page:9 of 9 • k7r-RHM SOWD PAkgL)W, ESR -1727* S REPORT TM Issued December 1, 2004 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. BushriesslReworW office • 5360 waiknm W Road' Whkier, Ca6forne 90601. (562) E99-0543 Regiorral Office ■ 900 Monktir Road, Suite A Birmi iOiarn, Alabama 35213 ■ (205) 599-9800 www.IcC-@S.o rQ Regkmal office ■ 4051 west Rossrnoor Road, Country Club H iRs, III'viois 60478 ■ (708) 799-2305 DIVISION: 06—WOOD AND PLASTICS Section: 06121 --Shear Wall Panels REPORT HOLDER: SHEAR TRANSFER 9845 SANTA FE AVE HESPERIA, CALIFOF (760) 949-4191 www.shearmax.com stsrob(a)-aol.com EVALUATION �F � (QUINT ITMSc. & SAFE DEPT the ICC -ES Acceptance Criteria for Prefabricated Wood Shear Panels (AC130), and, as a result, are permitted to have Iar wall aspect ratios (height:width) greater than those cified in r Table 23 -II -G of the AUB SHEARMAX panels comply with the deflection and drift Pm s set forth in UBC Section E EAST D 16 0.9. A 92340-I2�563� ROVED 3.2 SHEARMAx Prefabricated Shear Panels: FOR CONSTRUC ION SHEARMAXTm PREFABRICATED SHEAR 1.0 EVALUATION SCOPE Compliance with the following codes: * ■ 2099 .'„tf d Ch ■ 2000 lntemaWnai Residentialrhe® ow ■ 1997 Uniform Building CodeTm (UBC) Properties evaluated: Structural 2.0 USES The SHEARMAX Prefabricated Shear Panels are prefabricated, wood -based, shear panels designed and constructed to resist lateral in -plane and transverse loads resulting from wind or earthquake, and support gravity loads, when installed in, but not limited to, wood -framed wall construction. The SHEARMAX Prefabricated Shear Panels are permitted to be used as alternate braced wall panels in accordance with SeGtiGn43 Gtiei R6A 19 e€ he4RS-9nd Section 2320.11 of the UBC, as applicable. 3.0 DESCRIPTION 3.1 General: SHEARMAX panels are recognized for use in buildings classified as Type V (IBG–aid UBC) construction and 6#UGtUfeS-G8R$t _1R and shall be supported directly on an approved concrete foundation. The SHEARMAX panels are fabricated in heights from 6 to 20 feet (1828 to 6096 mm), and widths from 16 to 48 inches (406 to 1219 mm). The standard panel thickness is 31/2 inches (88.9 mm), and optional panel thicknesses are 5, 5%, and 6% inches (127, 140, and 165 mm). The panels are typically installed within nominally 4-, 6- or 84nch-thick wood -framed walls. The SHEARMAX panels are assigned allowable in -plane shear loads derived from cyclic -load test data according to Thr a types of SHEARMAX Panels described in this eval ation report include the Standard Panel, Portal Panel, and rim -Fit (TF) Panel. In addition, each of these three panel is available with an Enhanced Cross -Section (EC) Option or a Custom Panel Size Option, or both. Figure 1 is a facsimile of a SHEARMAX panel label showing the model designations for different panel types. Figure 2 illustrates front elevations of the SHEARMAX Standard Panel, Portal Panel, and Trim -Fit (TF) Panel; and a rear elevation of a SHEARMAX panel fabricated with the Enhanced Cross - Section (EC) Option. 3.2.1 SHEARMAX Standard Panel: The SHEARMAX Standard Panel assembly consists of Douglas fir framing members, oriented strand board (OSB) sheathing cut to fit between the framing members, steel reinforcement at the panel vertical edges, proprietary hold-down hardware, two types of proprietary base plates, and top -of -panel connectors. The Standard Panels are prefabricated as a complete assembly ready for field installation. Figures 2 and 3 illustrate, respectively, a front elevation and a cross-sectional view of a typical Standard Panel. 3.2.2 SHEARMAX Portal Panel: The SHEARMAX Portal Panel is identical to the Standard Panel, except the height of the panel is 78 or 90 inches (1545 or 2286 mm). The panels may be used to support a beam spanning an adjacent opening, such as a garage door opening. The Portal Panels were qualified for lateral in -plane cyclic loading without moment resisting connections between the top of the panels-. and the supported beams, and, as a result, the allowable in - plane shear and corresponding top -0f -panel drift values shown in Table 1 are based on Portal Panels installed without beam -to -panel (moment resisting) connections. Figure 2 illustrates a front elevation of a typical Portal Panel. 3.2.3 SHEARMAX Trim -Fit (TF) Panel: The SHEARMAX Trim -Fit (TF) Panel is identical to the Standard Panel, except the top of the panel is prefabricated with an engineered -wood header that is permitted to be trimmed at the jobsite such that the TF Panel may be installed within the envelope of a wood - framed wall with a raked double top plate having a maximum slope of 3:12 (25 percent). Figure 2 illustrates a front elevation of a typical TF Panel. 3.2.4 (Optional) SHEARMAX Enhanced Cross -Section (EC6 or'EC8) and Field -modified Posts (STD2, or STDG): 3.2.4.1 Factory -fabricated (Optional): All SHEARMAX Panels (Standard, Portal and Trim -Fit) may be factory - "Revised November 416 REPORTS'- are not to be construed as representing aesthetics or any other attributes not specifically endorsement of the subject of the report or a recommendation for its use. There is no warranty by XC Evaluat finding or other matter in this report, or as to any product covered by the report. Copyright ®2005 * DELETED BY CITY OF LOS ANGELES �or�P tidy tr W, Im jn I"��-AA..xxLLLL°°°��a��s t lm�V,J(ed t nom-, MAR 11 ,; 2007 e lRof Page 1 of 35 ` o - Page 2 of 35 ESR -1727 fabricated with the SHEARMAX Enhanced Cross -Section (EC) Posts, which consists of single or double 2 -by -4 wood members factory -adhered and screwed to the panel's vertical members (end and interior posts), as shown in Figure 3, to increase allowable out -of -plane (transverse) strength and stiffness and allowable axial load capacity. SHEARMAX panels fabricated with a single 2 -by -4 member adhered and screwed to each vertical member have a panel designation EC6; and panels fabricated with double 2 -by -4 members adhered and screwed to each vertical member have a panel designation ECB. 3.2.4.2 Field -modified (Optional): To increase allowable out -of -plane (transverse) flexural strength and stiffness, all SHEARMAX Panels (Standard, Portal and Trim -Fit) may be reinforced at the jobsite by nailing a single 2 -by -4 or 2 -by -6 wood member to the outer surface of the panel's end posts, as shown in Figure 3. The wood member shall be continuous from the top of the panel to the top of the hold-down device. SHEARMAX panels field modified with a single 2 -by -4 or a single 2 -by -6 member nailed to each panel end post have a panel designation STD2, or STD2,, respectively. 3.2.5 SHEARMAXCustom Panels: Al SHEARMAX Panels (Standard, Portal and Trim -Fit), with or without the EC Option, as described in Section 3.2.4, are available in Custom Panel sizes having dimensions (height or width, or both) different than those listed in Tables 1 and 2. The Custom Panel sizes shall comply with design requirements described in Section 4.1.5 of this report. 3.3 SHEARMAX Panel Materials: 3.3.1 Framing Members: SHEARMAX Panel framing members include a top header, a bottom sill member, end posts, and solid blocking. Panels with a nominal width, W, greater than 28 inches (711 mm) have one or more interior posts. Panel headers, sill members, and posts are routed to accommodate the oriented strand board (OSB) sheathing. 3.3.1.1 Header: For Standard and Portal Type Panels, the top header is 5'/Z inch -wide -by -3'/2 -inch -thick (140 mm by 89 mm) visually graded Douglas fir-4arch (DFL), No. 2, sawn lumber, or DFL structural glued laminated lumber, or 1.3E grade proprietary engineered lumber, having a minimum specific gravity of 0.50. Panels having a nominal width, W,,, equal to 28 inches (711 mm) are fabricated with a header consisting of 1.3E grade proprietary engineered lumber, having a minimum equivalent specific gravity of 0.50. For Trim -Fit (TF) Panels, the top header is a minimum 5'/2 -inch - deep (140 mm) and a maximum 14 -inch -deep (355 mm) and 3'/2 -inch -thick (89 mm) 1.3E grade proprietary engineered lumber, having a minimum equivalent specific gravity of 0.50. All proprietary engineered lumber complies with requirements set forth in the approved quality control manual. 3.3.1.2 Sill: The sill member is 3'/2 -inch -wide -by -3'/Z inch- thic k (89 mm by 89 mm) visually graded DFL, No. 3, or better, sawn lumber, or DFL structural glued laminated lumber, having a minimum specific gravity of 0.50. The sill is preservative treated by a pressure process with an approved disodium octaborate tetrahydrate (DOT) wood -preservative treatment in accordance with AWPA Standards. 3.3.1.3 Blocking: Horizontal blocking members at the horizontal joints of the OSB sheathing are 31/2-inch-wide-by-3- inch4hick (89 mm by 76 mm) visually graded DFL, No. 3, sawn lumber, or better, or DFL structural glued laminated lumber. 3.3.1.4 Standard Posts: All SHEARMAX panels are factory - fabricated with end and center posts having a standard cross- sectional shape, and are designated as STDE (Standard End Posts) and STDE, (Standard Interior/Center Posts), as shown in Figures 3 and 4. Standard end posts, STDE, are visually graded DFL. No. 1, sawn lumber, or DFL structural glued laminated lumber, having a minimum specific gravity of 0.50. Standard interior/center posts, STDE, are visually graded DFL, No. 2, sawn lumber, or DFL structural glued laminated lumber. Figure 4 provides sectional properties for STDE and STDE posts. 3.3.1.5 Factory Fabricated Post Enhancement(Optional): Al standard posts for SHEARMAX Panels are available with structural reinforcement consisting of one or two pieces of nominally 2 -by -4 visually graded DFL, No. 1, sawn lumber having a minimum specific gravity of 0.50, fully bonded with an approved adhesive complying with ASTM D 2559 and mechanically fastened with screws to the panel's standard posts. The structurally composite posts are identified as Enhanced Cross -Section (EC) Posts. Fabrication of the EC posts is in accordance with the approved quality control manual. When one nominally 2 -by -4 sawn lumber is factory - attached to the back side of the standard posts, the composite end posts and interior posts are designated as EC6E and EC6c, respectively. When two lengths of nominally 2 -by -4 sawn lumber are factory -attached to the back side of the standard posts, the composite end posts and interior posts are designated as EC8E and ECB, respectively. Figure 3 provides panel cross-sectional views of factory enhanced SHEARMAX panels, and Figure 4 provides section properties for EC6E, EC6c, EC8E, and EC8c posts. SHEARMAX panels premanufactured with continuous 2 -by - 4 and 2 -by -6 lumber nailed to the panels' end posts with 10d common nails spaced 6 inches (152 mm) on center, staggered, as shown in Figure 3, are designated STD,,, and STD,,, respectively. 3.3.1.6 Field -modified End Post Enhancement (Optional): All standard end posts for SHEARMAX Panels may be structurally reinforced at the job site with one continuous piece of nominal 2 -by -4 or 2 -by -6 sawn Douglas fir—larch lumber nailed to the edges of the panel's end posts. The 2 -by -4 or 2 -by -6 shall be attached to the panel's end posts with 10d common nails spaced 6 inches (152 mm) on center, staggered, as shown in Figure 3. The 2 -by -4 lumber shall be minimum visually graded No. 3 DFL, and the 2 -by -6 lumber shall be minimum visually graded No. 2 DFL. Field - modified end posts using continuous 2-by4 and 2 -by -6 lumber are designated STDE_2,, and STD, -2.,, respectively. Figure 3 provides panel cross-sectional views of filed - modified (job -site) enhanced SHEARMAX panels, and Figure 4 provides section properties for STDE-2, and STDE_2„ g posts. 3.3.2 Wood -based Structural -use Sheathing: All SHEARMAX Panels have several individual pieces of 75/32 - inch -thick (11.9 mm) Structural I oriented strand board (OSB) sheathing, Exposure 1, complying with PS -2, Performance Standard or Wood -based Structural -use panels, Department of Commerce. The size, number of pieces, and location of the OSB sheathing nailed to the SHEARMAX panels are specified in the approved quality control manual. Each piece of OSB sheathing is fastened to the SHEARMAX panel posts, header, sill, and blocking with 10d common [0.148 inch diameter (4 mm)] by 21/4 -inch -long (57 mm) round -head nails, conforming to ASTM F 1667. 3.3.3 Perimeter Nailing Strips: The vertical edges of all OSB sheathing is reinforced at the end and center posts with 3 -inch -wide (76 mm) and 5 -inch -wide (127 mm), respectively, continuous pieces of No. 24 gage [0.024 -inch base -metal thickness (0.61 mm)] hot -dipped galvanized steel, conforming to ASTM A 653, CS, Type A, and having a minimum 33 ksi (227 MPa) yield strength and 45 ksi (310 MPa) tensile strength. The continuous steel nailing strips are factory installed using 10d common nails, complying with ASTM F 1667, over the full height of the SHEARMAX panel's posts. Page 3 of 35 _ ESR -1727 3.3.4 - SHEARMAX Panel Connectors: 3.3.4.1 Cast -in-place (CIP) Base Plates: The cast -in-place base plates are cold -formed from No. 14 gage [0.068 inch (1.73 mm) base -metal thickness], hot -dip zinc -coated (galvanized) steel conforming to ASTM A 653, HSLAS, Type A or B, Grade 50. The CIP base plates have prepunched nail holes for attaching the SHEARMAX panel to the baseplate, and anchor rod holes at each end to accommodate hold- down anchor bolt installation. The base plates are available with an optional folding tab that is bent at the job site into a C - shape box to facilitate hold-down anchor bolt alignment Along the length of the base plate is a series of longitudinal slots to facilitate bending the portion of the plate that is required to be nailed to the SHEARMAX panel. Nine CIP base plates with lengths from 16 to 48 inches (4 06 to 1219 mm) are available: SM16B, SM18B, SM21 B, SM24B, SM2813, SM326, SM36B, SM4213, and SM486. Each base plate has a portion identified as embedment tabs that are cast -in-place in a concrete foundation. The 16 -inch -long (406 mm) CIP base plate has one 51/, -inch -long -by -3 -inch -deep (140 mm by 76 mm) embedment tab. All other CIP base plates have 2 -inch -long -by -3 -inch -deep (51 mm by 76 mm) embedment tabs spaced no more than 12 inches (305 mm) on center. Refer to Table 6A for cast -in-place base plate dimensions, and Figure 6 for installation details. 3.3.4.2 Postanstalled Base Plates and SHEARMAX Shear Pin Anchors: The post -installed base plates have the same thickness and are manufactured from the same steel as the cast -in-place base plates. The post4nstalled base plates have pre -punched nail holes for attaching the SHEARMAX panel to the baseplate, anchor rod holes at each end to accommodate hold-down anchor bolt installation, and evenly spaced 49/- inch -diameter (19.4 mm) holes for the SHEARMAX Shear Pin Anchors that are post -installed into hardened concrete using an approved adhesive, anchorage system, as described in Section 3.3.4.8. Along the length of the base plate is a series of longitudinal slots to facilitate bending the portion of the plate that is required to be nailed to the SHEARMAX panel. The base plate may be used as a template for drilling holes into the approved concrete foundation in which the shear pin anchors shall be installed with an approved adhesive anchoring system. Nine post -installed base plates with lengths from 16 to 48 inches (406 to 1219 mm) are available: SM16BR, SM18BR, SM21 BR, SM2413R, SM28BR, SM3213R, SM366R, SM4213R, and SM4813R. Refer to Table 613 for post -installed base plate dimensions, and Figure 6 for installation details. The SHEARMAX Shear Pin Anchors are fully threaded 5/e inch -diameter -by -6 -inch -long (15.9 mm by 152 mm) ASTM A 307 hex bolts in which the lower half of the head has been machined to measure 3/4 inch (19.1 mm) in diameter. The SHEARMAX Shear Pin Anchors are supplied by Shear Transfer Systems, Inc. 3.3.4.3 SMTC Top -of -Panel Connector: The SHEARMAX SMTC Top -of -Panel Connector is cold -formed from No. 18 gage [0.044 -inch -thick (1.12 mm) base metal], hot -dip galvanized sheet steel conforming to ASTM A653, SS, Grade 40. The connector has pre -punched nail holes and a series of longitudinal slots to facilitate bending the connector, when necessary, during installation of the SHEARMAX panel. One side of the SMTC connector has an inscribed line designated "top -of -panel" to facilitate proper installation of the connector relative to the SHEARMAX panel header and the double top plate, collector element, or header above the panel. Refer to Table 8 for details of the SMTC Top -of -Panel Connector. 3.3.4.4 Altemate Top -of -panel Connectors: Altemate top - of -panel connectors include machine bolts complying with * DELETED BY CITY OF LOS ANGELES ASTM A 307, lag screws complying with ANSI/ASME 1318.2.1, and approved metal connectors (Universal Framing Anchor) described in a current ICC -ES evaluation report. Refer to Table 9 for details of alternate methods of attaching the top of a SHEARMAX panel to a wood double top plate. 3.3.4.5 . Hold-down Devices: The hold-down devices of the SHEARMAX Panels are proprietary metal connectors manufactured in two types: (1) Type A Hold-down Device: 7 gage [0.1793 inch base - metal thickness (4.6 mm)] hot -rolled sheet steel. Refer to Figure 5 for material specifications and device dimensions. (2) Type B Hold-down Device: 10 gage [0.1382 inch base - metal thickness (3.5 mm)] hot -dipped galvanized sheet steel. This hold-down device has a horizontally elongated bottom bolt hole to facilitate alignment of the hold-down device to the hold-down anchor rod, as shown in Figure 13 (Field Adjustment 1). Refer to Figure 5 for material specifications and device dimensions. Type A and Type B hold-down devices consist of formed steel strap, horizontal pin, socket head cap screw, coupler, two hex head cap screws with nuts, washers, reinforcing sleeves and truss -connector plates. The hold-down devices are factory -installed to the SHEARMAX Panel end posts in accordance with the approved quality control manual. 3.3.4.6 SHEARMAX Cast -In -Place (CIP) Hold-down Anchor Bolt: The SHEARMAX cast -in-place hold-down anchor bolt is a 3/47inch-diameter (19.1 mm) stud -type bolt conforming to ASTM A 449, Type 1 or Type 2. The end of the anchor embedded in the concrete foundation has a Grade B hex nut complying with ASTM A 563. Three SHEARMAX standard anchor bolt models are available: SM22F, SM26F, and SM30F. The number in the model designation refers to the length (inches) of the anchor bolt. Other anchor bolt lengths are available. Refer to Figure 7 for installation details for the SHEARMAX CIP hold-down anchor bolt. o anchor bolts for the SHEARMAX panels are per ed be ' stalled into hardened concrete, provided the nchor olt is a all -thread steel rod installed using. an pproved dhesive a horage system, as described in S on 3.3.4.8. he all-threa teel rod material specification material type nd diameter) all be in accordance th the ICC -ES valuation report the adhesive an oring system, and hall be based on design loci equirements for the HEARMAX panel. Po installe old -down anchor bolts hall be attached to the old- own device with couplers upplied by Shear Transfe System, Inc. Couplers are ianufactured from steel c p ' g with ASTM A 576, and re sized for '/4 -inch- 'ameter 9.0 mm) and 7/8 inch- iameter (22.2 mm) -thread steel r s. .3.4.8 Adhesiv Anchorage System. The post -installed old -down an r bolts, described in Sectio .3.4.7, and the ost-installe shear pins, described in Sectio .3.4.2, shall e install using an approved adhesive anchor a system escrib tl in a current ICC -ES evaluation report. he all - ire steel rod used as the post -installed hold-down chor g shall comply with the evaluation report for the adhe ' e 3.3.4.9 Post Shims: The post shims are steel plates having a maximum thickness of/4 inch (6.4 mm). Post shims at the bottom of the panels are used to level and plumb a panel when the foundation bearing surface is not level. Refer to Figure 13 (Field Adjustment 2) for installation details of post shims. 3.3.5 Concrete Foundation: SHEARMAX Panels shall be supported by a normal -weight concrete foundation having a Page 4 of 35 ESR -1727 minimum 28 -day compressive strength, f, of 2,500 psi (17.2 MPa). Concrete shall comply with Chapter 3 of ACI 318 (I BG aR or Section 1903 of the UBC, as applicable. 4.0 DESIGN AND INSTALLATION 4.1 Design: 4.1.1 General: Allowable in -plane shear loads, transverse loads, and axial loads specified in this report are applicable to SHEARMAX Panels supported directly on an approved normal -weight concrete foundation, having a minimum compressive strength of 2,500 psi (17.2 MPa), that has been designed in accordance with the structural provisions of the applicable code. The allowable loads specified in this report are for designs based on allowable stress design (working stress design). p asonry or a beam are ovii ed substantiating calcula itted by a registered des' onal to the code official for a 4.1.2 In -plane Lateral Load Design: Allowable peak in - plane shear loads, allowable in -plane shear loads and corresponding top -of -panel horizontal drifts, and hold-down design loads are provided in Table 1 for the SHEARMAX Portal Panels and Table 2 for the SHEARMAX Standard and Trim -Fit (TF) Panels. The top -of --panel horizontal drifts noted in Tables 1 and 2 are the in -plane movement of the top of the panel relative to the bottom of the panel. The allowable loads in Tables 1 and 2 are not permitted to be increased for duration of load or other reasons. SHEARMAX Panels manufactured as a STD panel configuration (see Figure 3) with an actual height, He, greater than 1173/4 inches (2991 mm), and SHEARMAX Panels manufactured as an EC6 panel configuration (see Figure 3) with an actual height, He, greater than 2013/4 inches (5124 mm), are permitted to resist the allowable in -plane shear loads and corresponding top -of -panel drifts shown in Table 2, provided the SHEARMAX panel's vertical boundary members (end posts) are laterally braced to prevent lateral -torsional buckling. Both strength and stiffness criteria shall be considered in the design of lateral braces used to stabilize the SHEARMAX panel's end posts, and the design shall be approved by the code official. Peak in -plane shear loads, allowable in -plane shear loads and corresponding top -of -panel drifts, and hold-down design loads for SHEARMAX Custom Panels shall be calculated in accordance with Section 4.1.5 of this report. n earthquake design is reg allowable ne shear load and co horizontal drift va in Table 1 are based on response modification fa equal to 6.0; a deflecti amplification facto l� factor, /,_egdarto 1.0; boundary member of the SHEARMAX panels (end posts) are laterally braced to prevent lateral -torsional buckling. Both strength and stiffness criteria shall be used in designing lateral braces used to stabilize compression end posts, and the design shall be approved by the code official. ere panes are placed in a wa combine other shear -resisting systems in -plane lateral loads to shear resi ' system shall be proportioned based on r stiffness of the systems. Combination with o eral-resin ructural systems for which the ' ess is unknown is outside a of this r Tables 1 and 2 specify the SHEARMAX cast -in-place (CIP) hold-down 3/4 inch -diameter (19 mm) stud -type anchor bolt to resist the tabulated hold-down anchor tension (uplift) design load, which is equal to the tabulated peak load multiplied by the panel height -to -width aspect ratio (VP x a,). Alternate hold-down anchor tension design loads may be derived based on the tabulated allowable in -plane shear load, V.,,. The concrete foundation and the hold-down anchor bolt embedment shall be designed in accordance with the applicable code. dSH&ARMAE * Para ads, the4wkWevm aflskaar-befit-d When regulated by the UBC, the hold-down anchor bolt design shall comply with Section 1923 of the UBC. When a SHEARMAX CIP hold-down anchor bolt, described in Section 3.3.4.6, is installed in a normal -weight concrete foundation having a minimum 28 -day compressive strength, f'., of 2,500 psi (17.24 MPa), with the minimum embedment, * edge and end distances as shown in Figure 7A fGkhe48G N*.I[ KAI ITE111111 I -M �, the ancnor oon snown in a -figure to nas a nominai st stre th of 18,400 pounds (81.9 kN), in accordan it Sectio 1913.5.1.2 of the IBC, and a nominal ncret breakout ength of 17,000 pounds (75.6 kN) in ccordanc with Section 13.5.2 of the IBC, where t modificatio factor accountin or cracked concrete, W , is equal to 1.0. Alternatively, a poste permitted to be used for devices to concrete fou adhesive anchor system in Sections 3.3.4.7 an dh,peive anchor system is f SHEARMAX hold-down provided the design of the with the limitations set forth f is report. The design of post inZalldsteelrodswith approved adhesive anchorhallcomply with current ICC -ES evaluatthe adhesive anchora system, and shall be all -thread steel rod di eter, roembedncrete compressive strengt , anchor ed and end distances, anchor spacing, and the ste rod The SHEARMAX Cast -in-place (CIP) Base Plates, as described in Section 3.3.4.1 of this report, are configured to resist the in -plane shear forces specified in Tables 1 and 2 for When earthquake design is regulated by the UBC, the the SHEARMAX Panels. The CIP base plates comply with the allowable in -plane shear load and corresponding top -of -panel conditions of acceptance specified in Section 5.6.2.4 of AC01 drift values in Table 1 and 2 are based on a response (the ICC -ES Acceptance Criteria for Expansion Anchors in �* 4.5 modification factor, R, equal tom a seismic importance Concrete and Masonry Elements), where the maximum factor, /, equal to 1.00; and a story drift, Am, equal to 0.025h, displacement during all phases of seismic testing for CIP where h is the panel height (inches). base plates is no greater than the limitations associated with SHEARMAX Panels manufactured as a STD panel 3/, -inch -diameter (9.5 mm) anchor bolts. The allowable in - configuration (see Figure 3) with an actual height, He, greater plane shear load resistance of each 2 -inch -long -by -3 -inch - than 1173/4 inches (2991 mm), and SHEARMAX Panels deep (51 mm by 76 mm) embedment tab on CIP base plates manufactured as an EC6 panel configuration (see Figure 3) with two or more embedment tabs is 1,450 pounds (6.4 kN), with an actual height, He, greater than 2013/4 inches (5124 with no further increase permitted. mm), are permitted to resist the peak in -plane shear loads, of SHEARMAX Post -installed Bas and allowable in -plane shear loads and corresponding top -0f- SHEARMAX Shea ors in Section 3.3.4.2 panel drifts shown in Table 2 (or derived in Section 4.1.5 of ofthis report, shall r sys rovides a complete this report for Custom Panels), provided each vertical load a e of transferring all loads an from * DELETED BY CITY OF LOS ANGELES ** REVISED BY CITY OF LOS ANGELES Page 5 of 35 ESR -1727 oint of origin to the foundation. The allowable r load of a RMAX Shear Pin Anchor bea gainst the SHEARMAX Post -i ed Base PI 600 pounds (11.6 M). The design of the pos - ed pin anchor shall comply with the conditions orth in the cu CC -ES evaluation report for dhesive anchorage system, a cribed in n 3.3.4.8 of this re ort. Table 8 specifies allowable in -plane shear loads for the SMTC Top -of -Panel Connectors when fastened to the header of a SHEARMAX Panel and a wood double top plate, header, or collector member having a known specific gravity. The tabulated allowable in -plane shear loads for an SMTC connector are not permitted to be increased for duration of load. Tables 1 and 2 specify the number of SMTC connectors required to transfer the tabulated in -plane shear loads from the double top plate, header, or collector member to the SHEARMAX panel. The tabulated number of SMTC connectors is based on a design using the allowable in -plane shear loads specified in Table 8 and the -e tien494186 Se the exception to UBC Section 1633.2.6, as applicable. Where-the-eGm te-Fesist4„ th eter ed-usiR9 equal tea 0- When the connection of collector elements to SHEARMAX Panels is required to have the design strength to resist the combined loads resulting from the special seismic load of UBC Section 1612.4, the quantity of SMTC connectors shall be determined using the seismic force amplification factor, 00, equal to 2.8. Table 9 specifies alternate top -of -panel connectors, as described in Section 3.3.4.4 of this report, that may be used in lieu of the SMTC connectors specified in Tables 1 and 2. Table 9 specifies the type of alternate fastener, quantity, and location (spacing and end distance) when used to connectthe header member of a SHEARMAX Panel to a double top plate, consisting of two nominally 2 -by wood members having a minimum specific gravity of 0.42. The fastener schedule shown in Table 9 is based on a connection design using the yield limit equations specified in the NDS, the allowable in - plane shear loads specified in Table 2, and the exeeptieR te 16G Sestwep-4620.4.6 OF the exception to UBC Section 1633.2.6, as applicable. Table 9 is not applicable when the connection of collector elements to SHEARMAX Panels is required to have the design strength *lead- lon Seden 4 605.4, 9F to resist the combined loads resulting from the special seismic load of UBC Section 1612.4. When required, , Q., equable * 3-941BG}er the seismic force amplification factor, i0, equal to 2.8 (UBC), as applicable, shall be used in the design of alternate top -of -panel connections, and the design shall * comply with the NDS (HW4 or with Section 2318 of the UBC, as applicable. 4.1.3 Axial Load Design: The EC6 and EC8 SHEARMAX Panels manufactured with Enhanced Cross -Section Posts (EC6,, EC8, EC6E, and EC8E), as described in Section 3.3.1.5 and Figures 3 and 4, have greater axial load capacity than the STD SHEARMAX Panels manufactured with Standard Posts (STDE and STDE ), as described in Section 3.3.1.4 and Figures 3 and 4. The allowable axial compression loads for EC6 and EC8 SHEARMAX Panels are achieved only when the top and bottom of the EC6, and ECB, center (interior) posts and the EC6E and EC8E end posts have solid blocking. The solid blocking shall be designed and detailed to ensure a complete load path capable of transferring compression forces from their point of origin to the concrete foundation. Refer to Figure 11 (cross-section B -B) for details of solid blocking at top and bottom of EC6, EC6, ECB, and EC8E posts. * DELETED BY CITY OF LOS ANGELES Table 3 specifies maximum d'asign compression loads applied along the top of SHEARMAX Panels (designations C1, C2, and C3 in Table 3). These loads are based on the allowable perpendicular -to -grain compression stress of the panel header bearing on the vertical posts, and are not permitted to be increased for durstion of load. Table 3 specifies allowable gross compression loads for center and end posts of SHEARMAX panels (designations C4 and C5 in Table 3). These allowable compression loads are based on the allowable compression parallel -to -grain stress of the posts (F,' = F, x Co x CF x CJ, where the duration of load factor, Co, equals 1.0. Tabulated C4 and C5 loads may be increased for duration of load. Table 3 specifies allowable net compression loads for end posts of SHEARMAX panels (designation C5' in Table 3). These allowable net compression loads are equal to the allowable compression loads based on the parallel -to -grain stress of the posts (F.' = F, x CD x CF x Cj, where the duration of load factor, CD, equals 1.33, minus the post axial load resulting from the panel cvertuming moment (M,). Tabulated C5' loads shall not bE increased for duration of load. Where the tabulated C5' loads are not specified (designated by a dash symbol in Table 3) the SHEARMAX panel boundary members (end p©sts) shall be designed to support the net axial design load and shall be laterally braced to prevent lateral -torsional buckling. Both strength and stiffness criteria shall be considered in the design of lateral bracing used to stabilize SHEARMAX panel end posts, and the design shall be approved by t -ie code official. (latera ds applied at the top of the panel, jt5hearbwable compression Tbadofthe panel's center (int ' posts (STDE, STD6, and STD8c) not be i1,ned for compression loads resulting from se - er effect wn s (P -delta) on story shears and momen oviduct th owabie compression load support a SHEARMAK Pane nter (interior) Dostts Dlies with Section 161 7.4.6.2 of the I en the 4.1.4 Transverse Load Design: Table 4A (IBG) speGifies and Table 4B (UBC) specifies the m• x' imum basic wind speed (fastest mile, V,) for SHEARMAX Panels manufactured with different panel configurations: Standard Panels (STD), Field - modified Panels (STD2,4 or STD.,,,), and Enhanced Cross - Section Panels (EC6 and EC8). -he footnotes to Tables 4A (16G) acid 4B (UBC) list the wind d'= -sign parameters for which the tabulated basic wind speeds are applicable. Table 5A specifies allowable out -of -plane loads (in pounds per square foot) for SHEARMAX Panels manufactured with different panel configurations: Standard Panels (STD), Field - modified Panels (STD,, or STD.,,,), and Enhanced Cross - Section Panels (EC6 and EC8). Table 5B specifies allowable out -of -plane loads (in pounds per .inear foot) for SHEARMAX Panel posts: Standard end and center posts (STDE and STDE), Field -modified end posts (STDE 2,4 or STDE 2,,,), and Enhanced cross-section end and'. center posts (EC6E, EC8E, EC6. and ECB). Table 7 specifies allowable out -1 --plane (transverse) loads for SHEARMAX Cast -in -Place (C P) and Post -installed base plates. The post -installed base plate shear pins shall be designed for out -of -plane (transverse) forces applied to the panel. Table 8 specifies allowabl;s out -of -plane (transverse) loads for the SHEARMAX SMTC top -of -panel connector. 4.1.5 SHEARMAX Custom Panels: SHEARMAX Panels having heights or widths, or both, different than those listed in Tables 1 and 2 are available and shall comply with the following ccnditions: Page 6 of 35 ESR -1727 1. The panels are identified as SHEARMAX Custom Panels and are labeled in accordance with Section 7.0 of this report. 2. The panels shall have a height -to -width ratio less than or equal to 18.29:1. 3. The panels shall have a nominal width equal to or greater than 16 inches (406 mm). 4. The panels shall have a maximum nominal panel height of 20 feet (6096 mm). The design of SHEARMAX Custom Panels shall be based on the following: Panel aspect ratio, ap, (Eq. 1-1); Peak in - plane shear load, VP, (Eq. 1-2); Hold-down anchor tension design load, T, (Eq. 1-3); Top -of -panel drift based on peak in - plane shear load, AP, (Eq. 1-4); Strength -level factored resistance, V.,, corresponding to the strength design level * response displacement,A,, r A, for UBC (Eq. 1-5b); Allowable Stress Design resistance load, VB,,, (Eq. 1-5c); Drift corresponding to the Allowable Stress Design resistance load, Da,(Eq. 1-6). The allowable in -plane shear load and corresponding top - of -panel drift for SHEARMAX Custom Panels shall be the lesser of the calculated peak in -plane shear load, VP, and allowable shear load, VB,,. Refer to Figures 44-aad 15 for * examples using equations (Eq. 1-1) through (Eq. 1-6) for SHEARMAX Custom Panels designed for conformance with * the "and UBC, ¢espeetkely- 4.1.5.1 Panel Aspect Ratio, ap: ap = IVa s 18.29 (Eq. 1-1) W. where: He = Actual panel height (inches). WB = Actual panel width. (inches). 4.1.5.2 Peak In -plane Shear Load, V,,(Ibs): VP - = 1,518 x 7.813 x Wa (Eq. 1-2) H where: 1,518 = Shear load constant (plf). 7.813 = Panel height constant (ft.). WB = Actual panel width (ft.). H = 6.5 feet, when HBs 6.5 ft. and WB s 18 in. = 7.813 feet, when HB s 7.813 ft. and WB > 18 in. = HB for all other cases (ft.). 4.1.5.3 Hold-down Anchor Tension Design Load, T(Ibs): T = a,,VP (Eq. 1-3) where: ap = Panel height -to -width aspect ratio, according to Eq. 1-1. V, = Peak panel shear load (lbs.), according to Eq. 1-2. 4.1.5.4 Top -of -panel Horizontal Drift, AP(in.), Associated with Peak In -plane Shear Load: AP = 2VA / 3EA W,2 + 0.001063H, + VP (Clap3 + C2aP2_C 3ap + C,) (Eq. 14) where: VP = Peak panel shear loads (lbs.), according to Eq. 1-2. He = Actual panel height (in.). E = 1.7 x 108 psi = modulus of elasticity of end post. A = Cross-sectional area of end post (see Figure 4). = 11.375 int (STD, - Standard End Post). = 16.625 int (EC6E - Reinforced End Post). = 21.875 int (ECBE - Reinforced End Post). WB = Actual panel width (in.). C, = 2.31 x 10-7 in./lbs. = deflection constant. aP = Panel height -to -width aspect ratio, according to Eq. 1-1. CZ = 4.61 x 10 in./lbs. = deflection constant. C3 = 4.31 x 10 in./lbs. = deflection constant. C, = 2.40 x. 10 in./lbs. = deflection constant. ce, 1 to the Strength Design Level Res BxB, Based on IBC Section 161 r �p_ S = VPI 0.1546 .7379(P) +1 Xr) J (Eq. 1 V, = Peak panels ar loa s.), according to Eq. 1- 2. a%e = Stre h design level response lacement (in.) x< + Cd; where 6, = 0.025xHB; I = 1.0 Cd = 4.0. AP = Top -of -panel drift (in..i due to peak loa VP), according to Eq. 14. 4.1.5.6 Strength -level Factored Resistance Load, V8 (lbs), Corresponding to the Strength . Design Level Response Displacement, AS, Based on UBC Section 1630.9: AP) VS = VPI 0.1546(( A S I 3 - 0.7379( a -S )2 + 1.5994(° S )1 (Eq. 1-5b) r L \AP/ eP eP J where: VP = Peak panel shear load (lbs.), according to Eq. 1-2. AS = Strength design level rssponse displacement (in.) = A,- 0.7R, where A,w = 0.025xh; R= a-5- 4.5** AP = Top -of -panel drift, (in,), due to peak load, VP, according to Eq. 14. 4.1.5.7 Allowable Stress Desicn Level Resistance Load, VB„ (lbs), for Use with the: Alternate Basic Load * Combinations Specified in r Section 1612.3.2 of the UBC, as Applicable: - VB„ _ (Eq. 1-5c) 4.1.5.8 Top -of -panel Drift, AB,,, (in.) Associated with the Allowable Stress Design Resistance Load: V�� l3 2 Aar(- AP 0.3400 I - 0.0148( V�") + 0.6553( VV�� ) (Eq. 1-6) VP / VF P * DELETED BY CITY OF LOS ANGELES ** REVISED BY CITY OF LOS ANGELES Page 7 of 35 ESR -1727 where: A, = Top -of -panel horizontal drift (in.) due to peak load, VP, according to Eq. 1-4. V, = Allowable Stress Design level resistance load (lbs.), according to Eq. 1-5c. V, = Peak panel shear load (lbs.), according to Eq. 1-2. 416 Alternate Braced1111aII Par sl� ;In one-story buildings and—m°the-first-story`of twastory bubuildings, the SHEARMAX Panels described in this report, having a maximum actual panel height, He, of 1173/, inches (2991 mm), except the SM16-10 which is limited to one-story buildings, are permitted for use as alternate braced wall panels as described 44RG sestiera 23 rad UBC Section 2320.11.4. 4.2 Installation: 4.2.1. General: The published installation instructions for SHEARMAX Panels shall be provided with each panel assembly. Where there are differences between the manufacturer's instructions and this evaluation report, the requirements in this report shall govern. SHEARMAX Panels shall be supported directly on an approved concrete foundation and shall be attached to the foundation using eitherSHEARMAX Cast -In -Place (CIP) base plates with SHEARMAX CIP hold-down anchors, or SHEARMAX Post -Installed base plates with CIP hold-down anchors or post -installed adhesive hold-down anchors. The embedment tabs on the CIP base plates shall have a minimum 2 -inch (52 mm) edge distance and a minimum 5 - inch (127 mm) end distance when installed in the concrete foundation. Refer to Figure 6 for installation details for both types of base plates. The hold-down anchor rods shall comply with the design specified by the registered design professional, or may be installed in accordance with the anchorage details shown in Figure 7. Post -installed adhesive hold-down anchor rods shall be installed in accordance with the adhesive anchor manufacturer's IMES evaluation report. Each prepunched hole in the SHEARMAX base plate (CIP or post -installed) shall be filled with a 10d common nail having a length of 11/2 inches (38 mm), attaching the base plate to the SHEARMAX panel. The nails shall comply with ASTM F 1667, and are permitted to be nongalvanized carbon steel in accordance with Section 3.4 of NER-648. The top of the SHEARMAX Panel shall be connected to a double top plate, beam, or other structural member that is designed to transfer lateral loads to the SHEARMAX Panels using SHEARMAX SMTC top -of -panel metal connectors or alternate fasteners specified by the registered design professional. Tables 1 and 2 specify the required number of SMTC connectors or equivalent connectors. Table 8 specifies nailing schedule for the SMTC connectors. The SMTC oonnectorsshall be installed on both sides of the SHEARMAX panel with a minimum of one SMTC connector per side. Table 9 specifies alternate top -of -panel connector installation requirements and details. Figure 8 shows a typical installation detail of a SHEARMAX Standard Panel attached to a double top plate. Figure 9 shows a typical installation detail of a SHEARMAX Portal Panel attached to a sawn lumber beam. Figure 10 shows a typical installation detail of a SHEARMAX Trim -Fit Panel attached to a raked (sloping) double top plate. Figure 11 shows a typical installation detail of a SHEARMAX Panel with factory fabricated built-up end posts (Enhanced Cross - Section Option) attached to a double top plate having the same breadth as the depth of the built-up end posts. * DELETED BY CITY OF LOS ANGELES SHEARMAX Custom Panels shall be installed in accordance with the approved G3nstruction documents as required by , aPA Section 106 of the UBC. 4.2.2 Holes in OSB Sheathing and Panel Framing Members: Field drilling or cutting of holes in the OSB sheathing of the SHEARMAX panels shall be limited to the size and location shown in Figure 12. The panel framing members are predrilled in the factory with one 1 -inch - diameter (25.4 mm) hole. Additional field drilled holes in the framing members shall be limited to the requirements shown in Figure 12. 4.2.3 Allowable Field AdjustmEnts: Field adjustments of a SHEARMAX Panel installation shall be limited to those shown in Figure 13. 4.3 Special Inspection: 4.3.1 SHEARMAX Panels: IBC: When SHEARMAX panels are inst n tructures ted by the IBC that are as�5gne� o Seismic Design Categories , E, or F, F-er' src special inspections hall be provided in actor - +with IBC Section 1707.3. Special inspection a waived code official when one or m the exceptions b IBC Sec 04.1 are le. 4.3.1.2 IRC: Except as noted in Section 4.3.2, when SHEARMAX panels are installed in structures regulated by the IRC, special inspections are not required. 4.3.1.3 UBC: When SHEARMAX panels are installed in structures regulated by the UBQ special inspection of the installation of cast -in-place hold-down anchor rods shall be provided sti9n I— e-&HEARMAX Gast plar�-kleld�a�-Rnslaer�eit�ra ara iestaN -7- When special inspection is required, the inspector is responsible for verifying hold-dbwn anchor rod material specifications and diameter, anchor placement (end and edge distance relative to the concrete foundation); and anchor embedment length. * esrve Anchorage ys ems:p!g on equirements for an s em installations hall be in actor e m es current ICC - Tion report. 5.0 CONDITIONS OF USE The SHEARMAX Prefabricated Shear Panels described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Panel sizes shall comply with this evaluation report. 5.2 Allowable loads and drifts shall comply with this report. 5.3 Calculations justifying thE use of the panels in accordance with this evaluation report shall be submitted to the code official for approval, except for braced and alternate braced wall substitutions noted in Section 4.1.6 of this repot When calculations are requested by the code officie I, they shall be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.4 The panels shall be installed in accordance with this report, the manufacturers instructions, and the construction documents approved by the code official. Page 8 of 35 ESR -1727 Where differences exist between the manufacturer's published instructions and this evaluation report, the requirements in this report shall govern. 5.5 The design of the concrete foundation is outside the scope of this report. 5.6 The panels located in exterior walls shall be covered with an approved weather -resistant exterior wall envelope complying with * Section 1402 of the UBC, a& -applicable - 5.7 When required, periodic or continuous special inspection shall be provided in accordance with Section 4.3 of this report. 5.8 SHEARMAX Panels are fabricated for Shear Transfer Systems (STS), Inc., by TIMCO, in Hesperia, California; under a quality control program with inspections conducted by Quality Systems Management, Inc. (AA- 583). AA583). 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC -ES Acceptance Criteria for Prefabricated Wood Shear Panels (AC130), dated September 2002. 6.2 Data in accordance with Section 5.6.2 of the ICC -ES Acceptance Criteria for Expansion Anchors in Concrete and Masonry Elements (AC01), dated October 2004, for cyclic in -plane shear -load testing of the SHEARMAX CIP Base Plates. 6.3 Data in accordance with the ICC -ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2003, for in -plane and transverse loading of the SMTC Top -0f -panel Connectors, and for transverse loading of SHEARMAX Base Plates. 6.4 Calculations for the strength design of cast4n-place hold-down anchor rods installed in normal -weight concrete in accordance with Section 1913 of the IBC. 6.5 Calculations for parallel -to -grain lateral strength of alternate fasteners shown in Table 9 of this report in accordance with Section 2304.9.1 of the IBC and Section 2318 of the UBC. 7.0 IDENTIFICATION 7.1 SHEARMAX Panels are identified with a label bearing the evaluation report holder's company name [Shear Transfer Systems (STS), Inc.]; the manufacturing location (Hesperia, California); product name and model designation; the evaluation report number (ESR -1727); installation instructions; and the name of the accredited inspection agency (Quality Systems Management, Inc). Refer to Figure 1 for a facsimile of a partial label showing the model designation for each SHEARMAX panel type, panel option and custom panel sizes. 7.2 SHEARMAX Cast -In -Place (CIP) Base Plates, described in Section 3.3.4.1 of this report, are identified with a label bearing the product name (SHEARMAX) and the model number (SMXXB). The SHEARMAX Post -Installed Base Plates are °packaged with SHEARMAX Shear Pins, both described in Section 3.3.4.2 of this report, and are identified with a label bearing the product name (SHEARMAX) and the model number (SMXXBR). 7.3 The SHEARMAX SMTC Top -of -panel Connector, described in Section 3.3.4.3 of this report, is die - stamped with the letters °SMTC.' 7.4 SHEARMAX Hold-down devices, described in Section 3.3.4.5 of this report, are factory -attached to the SHEARMAX Panels and are considered a component of the panels identified by the label described in Section 7.1 of this report. 7.5 SHEARMAX Cast -in-place Hold-down Anchor Bolts, described in Section 3.3.4.6 of this report, have a plastic identifying cap placed over the coupling end, providing the product name (SHEARMAX) and the model number (SMXXF). SHEARMAX Adhesive Hold-down Anchor Bolts, as referenced in Section 3.3.4.7 of this report, shall be identified in accordance with the requirements set forth in the ICC -ES evaluation report for the adhesive anchorage system. 7.6 Adhesive anchorage systems used for the installation of post -installed base plates, hold-down bolts, and shear pins are identified in accordance with their respective evaluation reports. * DELETED BY CITY OF LOS ANGELES TABLE 1--SHEARMAX PORTAL PANEL DIMENSIONS, PEAK IN -PLANE SHEAR LOAD, ALLOWABLE IN -PLANE SHEAR LOAD AND DRIFT, AND HOLD-DOWN DESIGNILOAD' *+ SHEAR- MAX MODEL PANEL DIMENSIONS PEAK IN -PLANE SHEARIBC LOAD, VP (Ult. + 2) (lbs.) ALLOWABLE IN -PLANE SHEAR LOAD AND DRIFT° HOLD- * ** DOWN R=4.5 UBC ANCHOR (R = 6.0;,&A - ,A = 0.025h,; Cd = 4; (R=AA, = 0.025h; TENSION 1, a 1.0; 0, = 3.0) Ao = 2.8) DESIGN Shear, Dri Shear, Drift, LOAD,Q va A, V,u�.n T ( .) (In) (lbs') Liner Total Linear Total Foo (lbs.) Foot (lbs.) (Ibs./ft. (lbs./ft.) REQUIRED NUMBER OF CONNECTORS Thickness' (in.) Width' (in.) Actual Height, H. Aspect Ratio,° aP Nominal, Actual, W. W. '/;' SMTC Hold- Top -of- down Panel An Device'" Bolts' SM16-78 31/Z 16 13 678,) 6.00 1,975 990 1,320 0.37 9;9+5 1135 4- 1515 ee0, 01466 0 2 2 SM18-78 18 15 5.20 2,280 1,100 1,650 0.36 +;9551255 4-6861880 e-" 01408 0 2 2 SM21-78 21 18 4.33 2,735 1,230 2,155 0.35 426613954190,2440 g 010 0 2 3 SM24-78 24 21 3.71 2,655 1,200 39 0.33 +-,m 1330 -,4 2655 994 09;80 2 3 SM28-78 28 25 3.12 3,165 1,290 3, 0.33 +rag& 1355 e� 3165 9:94 0938 0 2 4 SM32-78 32 29 2.69 3,670 1,360 3,00 0.33 1,375 3,670 0.33 1 9,850 2 4 SM36-78 36 33 2.36 4,175 1,390 J(1j 0.32 1,390 4,175 0.32 9,650 2 4 SM42-78 42 39 2.00 4,935 1,410 ,935 0.31 1,410 4,935 0.31 9,850 2 5 SM48-78 48 45 1.73 5,695 1,425 5,695 0.30 1,425 5,695 0.30 9,850 2 6 SM16-90 3'/2 16 13 7 0. (90°) 6.92 1,715 815 11 1,085 0.42 e% 940 t++& 1255 e44 6958 2 2 SM18-90 18 15 6.00 1,975 910 1,365 0.41 995 10 +480, 1565 e.0, 1)1 2 2 SM21-90 21 18 5.00 2,370 1,030 1,805 0.40 9-0,591170 +,e4e, 2045 e-44 01408 0 2 2 SM24-90 24 21 4.29 2,655 1,10 2,220 .39 4-+251245 �&2485 e.0, 014 0 2 3 SM28-90 28 25 3.60 3,165 1,1 5 2,790 0. 8 +ERe 1355 20,45 3165 +.a& OLa 0 2 4 SM32-90 32 29 3.10 3,670 1 70 3,390 0.3 9-2851375 2;446 3670 e -ea 014 0 2 4 SM36-90 36 33 2.73 4,175 330 3,985 0.37 4;0,551390 4,eiza4175 e -J& Ota 0 2 4 SM42-90 42 39 2.31 4,935 1,395 4,875 0.37 1,410 4,935 0.37 11,400 2 5 SM48-90 48 45 2.00 5,695 1,425 5,695 0.36 1,425 5,695 0.36 11,400 2 6 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 Ibf/ft = 14.6 N/m. 'Allowable in -plane shear loads are for SHEARMAX Portal Panels that do not rely upon a moment connection between the top of panel and the supported header. The SHEARMAX panel shall bear directly on an approved normal -weight concrete foundation, having a minimum 2,500 psi (17.2 MPa) compressive strength at 28 days, and support a solid -sawn or engineered lumber header having a nominal depth equal to the distance from the top of the SHEARMAX panel to the building story height level in which the SHEARMAX panel is installed. 'Refer to Figure 3 for Alternate Panel Thicknesses. Alternate thickness panel configurations are available to increase the allowable out -of -plane (transverse) and vertical load capacities of SHEARMAX panels. ** Refer to Table 3 for allowable axial loads, and TabIes-4A443G4-and 4B (UBC) for maximum design wind speeds, and Figures 3 and 4 for details of post configurations. 'Actual panel width, We, is the width of the wood portion of the panel. The Nominal Panel Width, W,,, is the actual panel width plus the combined width of two hold-downs, where the width of one hold-down Is 1'/2 Incl ies (W„ _ WB + 3") °Panel Aspect Ratio: aP = Ha / Wa SAllowable in -plane shear loads, VB,,, and corresponding drifts, 08u, are provided at Allowable Stress Design (ASD) level. Allowable in -plane shear loads, V,,,, shall not be permitted to be increased for duration of load, Co. 'The tabulated Hold-down Anchor Tension (Uplift) Design Load is equal to the peak load multiplied by the panel aspect ratio (VP x ap). Alternate hold-down anchor tension design loads may be derived based on the tabulated allowable in -plane shear load, Ve,,. **'Referto Figure 7A#I3G4-and7B (UBC)for minimum concrete footing dimensions and minimum required embedmentof Cast -in -Place (CIP) hold-down anchorbolts installed in approved normal -weight concrete foundations. 'Wood headers, double top plates, or collector elements (Le, drag struts) attached to the top of the SHEARMAX Panel using SMTC Connectors shall have a minimum specific gravity, G, of 0.42. **'The tabulated number of SMTC top -of -panel connectors is based on a design using the-e-xsep4ien4e4BG-.See4ion4&20:4-.6-and the exception to UBC Section 1633.2.6. * DELETED BY CITY OF LOS ANGELES ** REVISED BY CITY OF LOS ANGELES 0 O w N TABLE 2-SHEARMAX STANDARD AND TRIM -FIT (TF) PANEL DIMENSIONS, ** PEAK IN -PLANE SHEAR LOAD, ALLOWABLE IN -PLANE SHEAR LOAD AND DRIFT, AND HOLD-DOWN DESIGN LOAD' -2 1 SHEAR- MAX MODEL - Thickness' (in.) PANEL DIMENSIONS Width Actual (in.) Height" H. Nominal, W. Actual, W. Aspect Ratio', a,. PEAK IN -PLANE SHEAR LOAD, VP (Ult. + 2) (Ibs) ALLOWABLE IN -PLANE SHEAR LOAD AND DRIFT® * ** IBC R=4.5 UBC R = 6.0; AA = 0.025h.; C,= 4; (R=6-.6 Am = 0.025h; 1E =1.0; Oa = 3.0) 00 = 2.8) Shear,Drift Shear, Drift, V.0 A. V.n D.n Li ear. Total (in Linear Total (in) Fot (Ibs.) Foot (Ibs.) .) (Ibs./ft.) HOLD. DOWN ANCHOR TENSION DESIGN LOAD,9 T (Ibs.) REQUIRED NUMBER OF CONNECTORS' 3/4110 SMTC Top - Hold- of -Panel down Device",13 Anchor ' Bolts"(Ibs. SM16-8 31/2 16 13 T- 3/411 (93 /4) 7.21 1,645 695 925 1 P.38 7" 815 *% 1085 94e 0W40 2 SM18-8 18 15 6.25 1,900 785 1,175 0.38 995 910 1365 999 SU40 2 SM21-8 21 18 5.21 2,275 895 1,565 0.37 945 10251 +,e§ 1795 999 b940 2 SM24-8 24 21 4.46 2,655 985 1,970 0.36 "j 1120 E2,12240 e9? 014;150 2 SM28-8 28 25 3.75 3,165 1,080 2,520 0.35 4 1220 2850 99e 014450 2 SM32-8 32 29 3.23 3,670 1,150 3,070 0.34 1300 , 3470 999 0142J50 2 SM36-8 36 33 2.84 4,175 1,205 3,615 0.34 1365 oft 4100 $95 (114A50 2 SM42-8 42 39 2.40 4,935 1,265 4,42 0.33 1410 , 4935 99# 014 0 2 SM48-8 48 45 2.08 5,695 1,305 5V1P 5V1 0.33 1425 5695 9t 013 50 2 SM16-9 3'/ ' 16 13 8 -93/4" (1053/4") 8.13 1,460 595 7 0.43 949 695 94e• 925 949 01540 2 SM18-9 18 15 7.05 1,680 670 1, 5 0.43 985 780 , 1170 9.44 0 0 2 SM21-9 21 18 5.88 2,020 770 1/35V 0.42 ,798• 890 1555 949 0158 0 2 SM24-9 24 21 5.04 2,355 855 ,71 0.41 9;e 975 1945 eat 0 0 2 SM28-9 28 25 4.23 2,805 945 2,200 0.40 999 1065 2490 e4't 0 0 2 3 SM32-9 32 29 3.65 3,250 1,010 2,695 0.39 1140 , 3045 949 014 0 2 SM36-9 36 33 3.20 3,700 1,065 3,195 0.38 1205 07M 3620 999 0141450 2 SM42-9 42 39 2.71 4,375 1,125 3,945 0.37 +;4fa 1250 4375 el* 014A50 2 SM48-9 48 45 2.35 5,045 1,170 4,680 0.37 44" 1260 5045 999 0142 50 2 SM16-10 31/, 16 13 9-93//4. (1173/4") 9.06 1,310 510 680 0.48 329 600 -9e 800 e59 0168 0 2 SM18-10 18 15 7.85 1,510 580 870 .47 395 680 995 1020 9.49 01 0 2 SM21-10 21 18 6.54 1,815 67 1,180 0\4 7 996 775 t7M 1360 949 0]5!a 0 2 SM24-10 24 21 5.61 2,115 710 1,500 0. 6 466- 855 476§1710 9# 61W 0 2 SM28-10 28 25 4.71 2,520 0 1,940 0. 959 945 2200 e49 0 0 2 S532.10 32 29 4.06 2.920 95 2.390 0.4 t* 1015 .,_ 2700 1 '44 01940 , a SM36-10 36 33 3.57 3,325 950 2,845 0.42 966 1075 3220 e -9W 01 0 2 SM42-10 42 39 3.02 3,930 1,010 3,535 0.42 1125 3930 ea9 014 0 2 SM48-10 48 45 2.62 4,535 1,055 4,225 0.41 1135 4535 $42 014 0 2 lconnnueal * DELETED BY CITY OF LOS ANGELES - ** REVISED BY CITY OF LOS ANGELES m S TABLE 2-SHEARMAX STANDARD AND TRIM -FIT (TF) PANEL DIMENSIONS, ** , PEAK IN -PLANE SHEAR LOAD, ALLOWABLE IN -PLANE SHEAR LOAD AND DRIFT, AND HOLD-DOWN DESIGN LOAD' = (Continued) SHEAR- MAX MODEL Thickness' In. ( ) PANEL DIMENSIONS Width Actual in. Height," ( ) 9 H. Nominal, W. Actual, W. Aspect Ratio?, ap PEAK IN -PLANE SHEAR LOAD, VP (Ult. + 2) (Ibs) ALLOWABLE IN -PLANE SHEAR LOAD AND DRIFT HOLD- * ** DOWN IBC R=4.5 UBC ANCHOR = 6.0; � 0.025h ; C = 4; (R- =6-.6 AN = 0.025h; TENSION �(,R a= a e - Is =1.0; 00 = 3.0) 00 = 2.8) DESIGN Shear, Drift Shear, Drift, LOAD,' Van A V.o A. T (In (In) (Ibs.) Li ear Total Linear Total Fof (lbs.) Foot (lbs.) ft.) (lbs./ft.) REQUIRED NUMBER OF CONNECTORS . '/;' � SMTC Top - Hold- of -Panel down Device' ' Anchor Bolts"(Ibs. SM16-11 3'/ x 16 13 4-1 10-93/) (129'/q°") 9.98 1,190 44 595 1 P.54 -4e9- 525 Ste• 700 e-55 0969 0 2 SM18-11 18 15 8.65 1,370 510 765 0.53 346- 595 ies• 895 e35 00 0 2 SM21-11 21 18 7.21 1,645 590 1,035 0.51 ets 685 tem 1200 ees 0968 0 2 SM24-11 24 21 6.18 1,920 665 1,325 0.50 eee 760 3ii 1520 e 0968 0 2 SM28-11 28 25 5.19 9"3 2,285 740 1,725 0.49 9• 840 @38. 1960 Oise 0 2 3 SM32-11 32 29 4.47 2,650 800 2,135 0.48 eW 905 2415 6r49- 00 0 2 3 SM36-11 36 33 3.93 3,015 850 2,550 0.47 ees 960 O;eg 2885 e:4e 09$8 0 2 3 SM42-11 42 39 3.33 3,565 910 ,18 .0.46 69e 1020 +2% 3565 e.*�L 046 0 2 4. SM48-11 48 • 45 2.88 4,115 960 8 0.45 eil5 1030 9794 4115 84L 0958 0 2 SM16-12 3'/ s 16 13 11 -9'/q' (141'/;') 10.90 1,090 390 0.58 486 465 34e 620 eat 017,2 0 2 SM18-12 18 15 9.45 1,255 450 6 0.58 485 530 e913- 795 e -ea 0978 0 2 SM21-12 21 18 7.88 1,505 525 2 0.56 e4s 610 945 1070 eft 0969 0 2 SM24-12 24 21 6.75 1,755 590 ,18 0.55 e65 680 +"e 1360 +ff 0968 0 2 SM28-12 28 25 5.67. 2,090 660 1,545 0.54 ens 755 1760 6.66 0968 0 2 SM32-12 32 29 4.89 2,425 720 1,920 0.52 , 815 *9882175 e34 0968 0 2 SM36-12 36 33 4.30 2,760 770 2,305 0.51 870 2605 639 0968 0 2 3 SM42-12 42 39 3.63 3,265 825 2,890 0.50 649. 935 eft 3265 er54 0968 0 2 SM48-12 48 45 3.15 3,765 870 3,485 0.49 eea 940 3765 63a 098 0 2 SM16-13 3% 16 13 125-9'/4' (153/;') . -11.83 1,005 350 465 0.64 989. 415 49e 555 eea 029 0 2 SM18-13 18 15 10.25 1,155 400 600 .63 4% 475 e2e 710 $e5 017,8 0 2 SM21-13 21 18 8.54 1,390 470 825 0\61 *)& 550 e45 960 eras 0978 0 2 SM24-13 24 21 616 0 2 7.32 1,620 515 1,065 0. 0 345 615 1225 -e SM28-13 28 25 6.15 1,930 0 1,395 0. 6+&680 1590 &89. 097,8 0 2 SM32-13 32 29 5.30 2,235 55 1,740 0.5 ee5 740 1970 e5s 0968 0 2 SM36-13 36 33 4.66 2,545 695 2,090 0.56 9'te 790 2365 638 0968 0 2 3 SM42-13 42 39 3.94 3,010 755 2,635 0.55 � 855 , 2990 e -5a 0968 0 2 SM48-13 48 45 3.42 3,470 795 3,185 0.54 e+& 870 3470 636 0x661 0 2 tconunuea/ * DELETED BY CITY OF LOS ANGELES ** REVISED BY CITY OF LOS ANGELES m TABLE 2-SHEARMAX STANDARD AND TRIM -FIT (TF) PANEL DIMENSIONS, ** PEAK IN -PLANE SHEAR LOAD, ALLOWABLE IN -PLANE SHEAR LOAD AND DRIFT, AND HOLD-DOWN DESIGN LOAD 1.2 (Continued) SHEAR- MAX MODEL Thickness' (In.) PANEL DIMENSIONS Width Actual (in.) Height," H. Nominal, W. Actual, W, Aspect Ratio?, ap PEAK IN -PLANE SHEARIBC LOAD, VP (Ult. + 2) (lbs) ALLOWABLE IN -PLANE SHEAR LOAD AND DRIFT` * ** R=4.5 UBC (R = 6.0; AA = 0.025h,; Cd = 4- (R-=-6.-&, Am = 0.025h; ` IE = 1.0; 00 = 3.0) 00 = 2.8) Shear, Drift Shear, Drift, V,o A,V,p A,�i LI ear Total (I Linear Total (in) Ft (lbs.) Foot (lbs.) .) I (lbs./ft.) HOLD- DOWN ANCHOR TENSION DESIGN LOAD,` T (lbs.) REQUIRED NUMBER OF . CONNECTORS '1410 SMTC Top - Hold- of -Panel down Device'"' Anchor Bolts"(lbs. SM16-14 31/ 2 16 13 13 - 3/,") (165'/4") 12.75 930 310 415 1 P.69 945 370 49e 495 e -Fe 010040 2 SM18-14 18 15 11.05 1,075 360 540 0.68 era 425 555 640 e:9e 01 0 2- 21 18 __7 9.21 1,290 425 745 0.67 405 495 +'65 870 ees 0] 0 2 SM24-14 24 21 7.89 1,505 480 960 0.65 495 555 995 1110 eet 01 0 2 SM28-14 28 25 6.63 1,790 540 1,265 0.63 355 620 1450 ee5 078 0 2 SM32-14 32 29 5.72 2,075 595 1,585 0.62 e49 675 +691795 eaa 0178 0 2 SM36-14 36 33 5.02 2,360 635 1,910 0.61 eye 720 2160 ee9 0]0 2 SM42-14 42 39 4.25 2,790 690 ,41 0.59 9e5 780 4;460 2735 ee+ 0]7 0 2 3. SM48-14 48 45 3.68 3,220 730 2\915 0.58 i45805 3220 4:60 01 0 2 SM16-15 3'/ 2 16 13 14-93/4 (1773/4") 13.67 865 280 3V5 0.74 485 340 ee5 450 e� 01 0 2 SM18-15 18 15 11.85 1,000 325 0.73 995 385 see 580 ells 0]98 0 2 SM21-15 21 18 9.88 1,200 385 7 0.72 905 450 6e9 790 e-70 01 0 2 SM24-15 24 21 8.46 1,400 440 875 0.70 450 505 ee5 1010 s 01 0 2 SM28-15 28 25 7.11 1,670 495 1,155 0.68 He 570 4+4651325 eR4 01 0 2 SM32-15 32 29 6.13 1,935 545 1,450 0.67 555 620 +,4%1650 erea 0]88 0 2 SM36-15 36 33 5.39 2,200 585 1,750 0.65 505 660 47;L90 1980 e,s;E 01 0 2 3 SM42-15 42 39 4.56 2,600 635 2,220 0.64 045 715 2-.eee2510 ee5 01'18 0 2 SM48-15 48 45 3.95 3,005 675 2,700 0.62 099 750 tt7663005 +64 0 0 2 SM16-16 431/2 16 13 15'-93/4" (1893/4-) 14.60 815 255 340 0.79 4e5 305 el;e 405 e*we 0] 0 2 SM18-16 18 15 12.65 940 29 445 .78 ee5 355 455 530 +94 0] 0 2 SM21-16 21 18 10.54 1,125 35 615 0\77 e% 410 ese 720 e#s- 0] 0 2 SM24-16 24 21 9.04 1,315 4 0 800 0. 5 446 465 eee 930 +7`0 01" 0 2 SM28-16 28 25 7.59 1,565 55 1,060 0.7 466 525 1220 +76 0] 0 2 SM32-16 32 29 6.54 1,815 00 1,335 0.72 540 570 1520 e#4 0 0 2 SM36-16 36 33 5.75 2,065 540 1,615 0.70 550 610 +,6601830 +� 0] 0 2 SM42-16 42 39 4.87 2,440 585 2,050 0.68 gee 665 e,8%2320 erfe 0] 0 2 SM48-16 48 45 4.22 2,815 625 2,500 0.67 94e 705 4350 2815 e -ft 01111810 2 (c;onnnuea) * DELETED BY CITY OF LOS ANGELES ** REVISED BY CITY OF LOS ANGELES TABLE 2-SHEARMAX STANDARD AND TRIM -FIT (TF) PANEL DIMENSIONS, ** PEAK IN -PLANE SHEAR LOAD, ALLOWABLE IN -PLANE SHEAR LOAD AND DRIFT, AND HOLD-DOWN DESIGN LOAD',2 (Continued) SHEAR- MAX MODEL - - Thickness' (in.) PANEL DIMENSIONS Width Actual (In.) Height,`.` H. Nominal, W. Actual, W, Aspect Ratio', ap PEAK IN -PLANE SHEAR LOAD, VP (Ult' +2) (lbs) ALLOWABLE IN -PLANE SHEAR LOAD AND DRIFT` HOLD. * ** DOWN IBC R=4.5 UBC ANCHOR A = 0.025h,; Cd R- = , Ad, = 0.025h; TENSION (R = 6.0; A = 4; ( IE = 1.0; 00 = 3.0) 00 = 2.8) DESIGN Shear, Drift Shear, Drift, LOAD,` Van Aar Vei A,,, T (in (in) (lbs.) LI ear Total Linear Total Fd t (lbs.) Foot (lbs.) .) (lbs./ft.) REQUIRED NUMBER OF CONNECTORS '/4" 41 SMTC Top - Hold- of -Panel down Device".12 Anchor Bolts"(lbs. SM16-17 - 31/2 16 13 93/41, 16 - 3/," (201 /,") 15.52 765 23 310 P.85 249 280 e19 370104& 1:q9 0 2 SM18-17 18 15 13.45 880 270 405 0.84 2iL6 320 446 480 eee 1:q8 0 2 SM21-17 21 18 11.21 1,060 320 560 0.81 N* 380 6% 665 9:06 1:q9 0 2 SM24-17 24 21 9.61 1,235 370 735 0.80 efi5 430 f,% 855 e -es 0:48 0 2 SM28-17 28 25 8.07 1,470 420 975 0.78 499 480 +row 1125 e:e4 O:q6 0 2 SM32-17 32 29 6.96 1,705 460 1,230 0.76 4r'9- 525 4i6e1405440 0.48 0 2 SM36-17 36 33 6.11 1,940 500 1,495 0.75 340 565 4-,5151695 � O:4a 0 2 SM42-17 42 39 5.17 2,295 545 ,90 0.73 556 615 +,049 2150 e-#5 O:S8 0 2 SM48-17 48 45 4.48 2,645 580 A34b 0.71 595 660 ev a 2635 e,74 0:48 0 2 SM16-18 31/2 16 13 IT -9 (213 /4"-) 3/4 16.44 720 210 4b 0.89 21e 255 299 340 o4* 1.118 0 2 SM18-18 18 15 14.25 830 245 0.88 266 295 ee9 440 ere+ 1:48 0 2 SM21-18 21 18 11.88 1,000 295 AA 0.86 ee5 350 599 610 e-% IMS 0 2 SM24-18 24 21 10.18 1,165 340 675 0.85 e5e 395 ee5 790 ewe 1:08 0 2 SM28-18 28 25 8.55 1,385 385 900 0.83 e95 445 915 1040 e-891.118 0 2 SM32-18 32 29 7.37 1,610 430 1,140 0.81 4e5 490 44661305 e-94 0:49 0 2 SM36-18 36 33 6.48 1,830 460 1,385 0.80 4.7e 525 4-4451575 4-a2 0:48 0 2 SM42-18 42 39 5.48 2,165 505 1,770 0.78 545 570 +,e% 2000 ee9 0:48 0 2 SM48-18 48 45 4.75 2,495 540 2,165 0.76 369 615 e,m2455eft OAS 0 2 SM16-19 31/ 2 16 13 18'-93SM28-19 22531/4" (2253/4') 17.37 685 195 260 0.95 2e9 235 2e5 315 +.ff 1.A9 0 2 SM18-19 18 15 15.05 790 22 340 .93 285 275 eye 410 � 1.149 0 2 SM21-19 21 18 12.54 945 27 475 92 2be 325 499 565 e-95 1:148 0 2 SM24-19 24 21 10.75 1,105 3 5 625 0. 0 929 365 e49 730 ees 1.149 0 2 28 25 9.03 1,315 60 835 0.8 eae 415 eee 970 &92 1:08 0 2 SA432-1g 2 ?9 7.7R 1,525 4nn ..5nn n.H 4fl5" 455 4�Bfi 1215 998 1:D8 4 2 SM36-19 36 33 6.84 1,735 430 1,295 0.85 449 490 47029 1470 +ff 1.08 0 2 SM42-19 42 39 5.79 2,050 475 1,655 0.82 4% 535 4;886 1870 e-5 1 08 0 2 SM48-19 48 45 5.02 2,365 505 2,025 0.80 345 575 le7eee 2295 eae 0 48 0 2 (connnueo) * DELETED BY CITY OF LOS ANGELES ** REVISED BY CITY OF LOS ANGELES M 4 N 'v TABLE 2—SHEARMAX STANDARD AND TRIM -FIT (TF) PANEL DIMENSIONS, ** PEAK IN -PLANE SHEAR LOAD, ALLOWABLE IN -PLANE SHEAR LOAD AND DRIFT, AND HOLD-DOWN DESIGN LOAD1,2 (Continued) SHEAR- PANEL DIMENSIONS PEAK ALLOWABLE IN -PLANE SHEAR LOAD AND DRIFT' HOLD- REQUIRED NUMBER MAX IN -PLANE * ** DOWN OF MODEL Thickness' Width Actual Aspect SHEAR IBC R=4.5 UBC ANCHOR CONNECTORS (In.) (in.) Height," Ratio', LOAD, = 6.0; AA = 0.025h.; Cd = (R—SA AM = 0.025h; TENSION H. a,, V, IE = 1.0; Ao = 3.0) Go = 2.8) DESIGN (Ult. + 2) LOAD,e Nominal, W„ Actual, Shear, D ft, Shear, Drift, 1/4' � SMTC Top- Wa (Ibs) V.11 all V.0 A.a T Hold- of -Panel (in.) (in). (lbs.) down Device" .12 Linear Total Linear N Total Anchor Foot (Ibs.) Foot (lbs.) Bolts" (lbs./ft.) (lbs./ft.) SM16-20 3'/ 16 13 19 9'/4. (237'/4"SM32-20 18.29 650 180 1.01 4e& 220 � 290 9-e9 1329 0 2 SM18-20 18 15 15.85 750 210 1 0.99 24fr 255 -je& 380 +ss Jt% 0 2 SM24-20 21 18 13.21 900 0.97 250F58 tea 300 X45& 525 4e4 1329 0 2 SM24-20 24 21 11.32 1,050 2900.95 Sea 340 eg5 680 e-99� 1.119 0 2SM28-20 28 25 9.51 1,245 3350.94 34B 385 X95 900 99e 1118 0 2s 32 29 8.20 1,445 37 425 feta 1135 11," 1118 0 2SM36-20 36 33 7.20 1,645 N92Sea 0 40. 460 t495 13"d e-99 I1Q8 0 2 SM42-20 42 39 6.10 1,645 440 1,545 458 500 45981750 e98 1:IQ6 0 2 SM48-20 48 45 5.28 2,245 475 1,900 485 540 4995.2150 e. -ft 1.1Q8 0 2 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 Ibf/ft = 14.6 N/m. 'Peak in -plane shear loads and allowable in -plane shear loads and corresponding drifts for SHEARMAX Custom -Size Panels are determined according to the procedures specified in Section 4.1.5 of this report. ZAllowable in -plane shear loads are based on the SHEARMAX panel bearing directly on an approved normal -weight concrete foundation, having a minimum 2,500 psi (17.2 MPa) compressive strength at 28 days. 'Refer to Figure 3 for Alternate Panel Thicknesses. Alternate thickness panel configurations are available to increase the allowable out -of -plane (transverse) and vertical load capacities of SHEARMAX panels. *'Refer to Table 3 for allowable axial loads, andTables-4A and 4B for maximum design wind speeds, and Figures 3 and 4 for details of post configurations. °Actual panel width, W., is the width of the wood portion of the panel. The Nominal Panel Width, W,,, is the actual panel width plus the combined width of two hold-downs, where the width of one hold-down IS is 1 % inches (W„ = We + 3"). SActual height; H., for SHEARMAX Trim -Fit (TF) Panels used in design shall equal the greatest height of the sloped panel. Refer to Figure 2 for details of determining the actual (design) height of the Trim -Fit (TF) Panels. 'SHEARMAX Panels manufactured as a STD panel configuration (see Figure 3) with an actual height, Ha, greater than 1173/4 inches (2991 mm), and SHEARMAX Panels manufactured as an EC6 panel configuration (see Figure 3) with an actual height, H., greater than 2013/4 inches (5124 mm), are permitted to resist the peak in -plane shear loads, and allowable in -plane shear loads and corresponding top -of - panel drifts shown in Table 2, provided each vertical boundary member of the SHEARMAX panels (end posts) are laterally braced to prevent lateral -torsional buckling. Both strength and stiffness criteria shall be used in designing lateral braces used to stabilize compression end posts, and the design shall be approved by the code official. 'Panel Aspect Ratio: ap = He / We 'Allowable in -plane shear loads, Ve,,, and corresponding drifts, Aa11, are provided at Allowable Stress Design (ASD) level. Allowable in -plane shear loads, V�,,, shall not be increased for duration of load, Co. 'The tabulated Hold-down Anchor Tensign (Uplift) Desiqn Load, T, is equal to the peak load multiplied by the panel aspect ratio (VP x ap). Alternate hold-down anchor tension design loads may be derived based on the tabulated allowable in -plane shear load, Vw,. 1ORefer to Figure 7 for minimum concrete footing dimensions and minimum required embedment of Cast -in -Place (CIP) hold-down anchor bolts installed in approved normal -weight concrete foundations. "Wood headers, double top plates, or collector elements (i.e, drag struts) attached to the top of the SHEARMAX Panel using SMTC Connectors shall have a minimum specific gravity, G, of 0.42. ** 12The tabulated number of SMTC top -of -panel connectors is based on a design using the-exeeption to FBG Seetien 1628a 8 and the exception to UBC Section 1633.2.6. * DELETED BY CITY OF LOS ANGELES ** REVISED BY CITY OF LOS ANGELES M F N 4 Page 15 of 35 ESR -1727 TABLE 3 -COMPRESSION LOADS FOR END AND CENTER POSTS OF SHEARMAX P_4NELS'-2 NOMINAL PANEL HEIGHTIWIDTH ALLOWABLE ALLOWABLE GROSS ALLOWABLE NET COMPRESSION LOADS (lbs.) COMPRESSION LOADS (lbs.) COMPRESSION LOADS (Ibs.) (With or Without (Without In -plane Lateral Loading) (With In -plane Lateral Loading) In -plane Lateral Loading) C4-4Center Post C5 -End Post CF -End Post PANEL POST CROSS-SECTION (Refer to Figures 3 and 4) STDG EC6c EC8, SIDE EC6E EC8E STDE EC6E EC8E 78 in / 16 to 21 in - - - 18,950 25,250 25,250 7,250 13,250 13,250 78 in / 24 to 48 in 10,300 13,600 16,850 18,950 25,250 25,250 8,200 15,250 15,250 8ft / All Widths 10,300 13,600 16,850 15,650 25,250 25,250 3,800 13,250 13,250 9111 All Widths 8,200 13,600 16,850 13,250 25,250 25,250 1,700 13,250 13,250 1Oft /All Widths 6,650 13,600 16,850 11,150 25,250 25,250 100 11,650 13,250 11ft / All Widths 5,450 13,100 16,850 9,450 23,800 25,250 -131 9,050 13,250 12ft/All Widths 4,550 11,100 16,850 8,050 21,250 25,250 -(3) 6,850 13,250 13ft / AD Widths 3,850 9,500 16,850 6,950 18,900 25,250 -r3) 5,000 13,250 14ft / AD Widths 3,300 8,200 16,850 6,050 16,850 25,250 (3) 3,450 13,250 15ft / All Widths 2,900 7,150 15,150 5,300 15,000 25,250 -13• 2,200 12,000 16111 All Widths 2,500 6,300 13,450 4,650 13,400 25,250 -(3) 1,100 10,000 17ft / AD Widths 2,200 5,550 12,000 4,150 12,000 24,650 _(3) 200 8,250 18ft / AD Widths 1,950 4,950 10,750 3,700 10,800 22,550 -(3) -m 6,750 1 9f / All Widths 1,750 4,450 9,700 3,300 9,750 20,650 -(3) -(3) 5,450 20ft / AD Widths 1,600 1 4,000 8,750 3,000 8,850 18,900 -13i I -(3) 4,300 For SI: 1 inch = 25.4 mm, 1 Ib = 4.45 N. 'Tabulated allowable compression loads are applicableto SHEARMAX Portal, Standard, Trim -Fd (TF), and Enhanced Cross -Section (EC) Panels. 21-oad applications to panels and internal forces in posts are defined as follows: C1 = 6,550 Ibf. = Ma>amum design compression load applied over an end post based on Fcl of SHEARMAX panel header member. C1 shall not be increased for duration of loading. C1 loads may be controlled by Fc -L of the top plate or collector member above the panel. C2 = 10,300 Ibf. = Mabmum design compression load on center post based on Fcl of SHEARMAX header member. C2 loads may be controlled by Fc -L of the top plate or collector member above the panel. C2 shall not be increased for duration of loading. C3 = Ma)dmum design compression load between posts is based on the nominal width, W", of a SHEARMAX panel: • When W. = 28", C3 = 6,920 lbs, and may not be increased for duration of loading. • When W. is less than or greater than 28", C3 shall be determined by statics assuming C3 loads are based on available capacity of the panel's posts (Cl or C2, or both). C3 shall not be increased for duration of loading. • C3 loads may be controlled by Fcl of the top plate or collector member above the panel. C3,F = Ma>amum design compression load between posts of Trim -Fit Panel. Supplemental end posts shall be designed and installed to support the header member at panel ends. C4 = Mabmum allowable compression load in center post with or without lateral loading. Co = 1.0 C5 = Mabmum allowable compression load in end post from C1 and overturning. Co = 1.33 C5' = Mabmum allowable compression load with lateral loading: C5 minus the apal compression force in the end post caused by overturning of panel where the lateral load is equal to the peak in -plane shear load, Vp (refer to Tables 1 and 2). :�p = 1.33. 'SHEARMAX Panels manufactured as a STD panel configuration (see Figure 3) with an actual height, Ha, greaterthan 11 r/, (2991 mm), and SHEARMAX Panels manufactured as an EC6 panel configuration (see Figure 3) with an actual height, He, greater than 2013/4 inches (5124 mm), are permitted to resist the allowable in -plane shear loads and corresponding top -of -panel drifts shown in -able 2, provided each vertical boundary member of the SHEARMAX panels (end posts) is laterally braced to prevent lateral -torsional buckling. Bob strength and stiffness criteria shall be considered in the design of lateral braces used to stabilize SHEARMAX paners end posts, and the desigr shall be approved by the lode official. DBL_ TOP PLAT I C3 C2 11 / /STD. & PORTAL\ TRIM -FIT (TF) PANEL TYPES PANEL TYPE q OF CENTER--` L4 OF POST P ST C5, C5' C4 C5, C5' C4 END CENTER POST END CENTER POST POST WHEN Wn> 28" POST WHEN Wn> 28" Page 16 of 35 ESR -1727 TABLE 4A—IBC MAXIMUM BASIC WIND SPEED (3 -Second Gust, VJ FOR SHEARMAX PANELS (mphy.23.4 PANEL,PANEL CONFIGURATION (Refer to Figure 4) HEIGHT ( 1 STD Field -modified Post Enhancement Factory -fabricated Post Enhan ment Sm,' I STDv6 I EC6 XEC8 EXPOSURE CATEGORIES (Refer to IBC Section 1609.4) B D B 1 C I D I B I C I D 1 B 1 C D VB C D STAND AND TRIM -FIT (TF) PANEL (Installed in Walls with stud spacing at 16 inch on center) 8 170 170 1 170 170 170 170 170 170 170 170 70 170 170 170 9 170 160 150 170 170 160 170 170 170 170 17 170 170 170 170 10 150 140 120 1 150 140 170 160 150 170 0 170 170 170 170 11 130 120 100 140 130 120 150 140 130 170 170 160 170 170 170 12 110 100 90 130 1 100 130 120 110 0 160 150 170 170 170 13 100 90 — 110 100 90 120 100 90 160 150 140 170 170 170 14 90 — — 100 90 100 90 150 140 120 170 170 160 15 — — — 90 — — 90 85 — 140 130 110 170 150 16 — — — — — — — 130 110 100 170 140 17 — — — — — — — — — 120 100 90 160 E1440 130 18 — — — — — — — 100 90 85 150 120 19 — 1 — — — — — — — — 90 85 — 140 110 20 — — — — — — — — 90 — I — 1 130 1 120 110 For SI: 1 ft. = 304.8 mm, 1 mph = 1.61 km/h. 'Allowable basic wind speeds (3 -second gusts, V re based the analytical procedure acro ing to Section 6.5 of ASCE 7-98, and the following: • Importance Factor, /H„ equals 1.00, a ding to Table 1604.5 of the IBC (and Table 6 of ASCE 7-98). • Velocity Pressure Exposure Coeffici t, Kz, according to Table 6-5 of ASCE 7-98: Where panel height above gro d level, z, is less than or equal to 15 feet: Kz=: 0.70 (ExpX5A 0.85 (Exposure C); Kz =1.03 (Exposure D). Where panel height abov ground level, z, is greater than 15 feet but less than or equal t 0.70 (Exposure B); Kz =0.90 (Exposure C); Kz =1.08 xposure D). In lieu of the tabulated values, the maximum basic ay be calculated using linear interpolation of the V ocity Pressure Exposure Coefficient, Kz, according to footnote 4 to TE 7-98. • Wind Directional' actor, Kd, equals 0.85, according to Table 6� of ASCE 7-98. • Topographic or, K,, equals 1.0, according to Section 6.5.7 of ASCE 7-98. 'Allowable basic speeds for SHEARMAX panels, based on different parameters than those spete 1, sh be calculated using Eq. 6-13 in S ' n 6.5.10 of ASCE 7-98 and allowable transverse pressures for SHEARMAX panels given in Table 5A of th report. 'Allowable b is wind speeds are based on the lesser of the strength limit or deflection limit of U180 of the simply supported po for all panel widths at a tabulated panel height. The adjacent wall stud spacing shall be maximum 16 inches o.c. Allowable basic wind speed other wall studs sings or framing configurations may be determined using the allowable transverse post capacity (Ibs per linear foot) given in ble 5B Of t ' report. When the SHEARMAX panel has a center post, the allowable wind speed is based on the lesser of the end and center post v es. dash (—) designates a wind speed has not been assigned to a SHEARMAX panel having the tabulated height. * DELETED BY CITY OF LOS ANGELES Page 17 of 35 ESR -1727 TABLE 4B—UBC MAXIMUM BASIC WIND SPEED (Fastest Mile, VJ FOR SHEARMAX PANELS (mph)'�3 PANEL PANEL CONFIGURATION (Refer to Figure 4) HEIGHT ft) STD Field -modified Past Enhancement Factory -fabricated Post Enhancement STD2,4 ISTD21 EC6 EC8 EXPOSURE CATEGORIES (Refer to UBC Section 1616) B C D B 1 C I D 1.13 1 C 1 D 1 B I C I D I B C D STANDARD AND TRIM -FIT (TF) PANEL (16 inches on center stud spacing) 8 130 130 130 130 130 130 130 130 130 130[70 130 130 130 130 9 130 120 100 130 130 120 130 120 130 130 130 130 130 130 10 130 100 90 130 110 100 130 100 130 130 130 130 130 130 11 110 90 70 130 100 80 130 90 130 130 120 130 130 130 12 100 80 — 110 80 70 120 80 130 120 110 130 130 130 13 90 — — 100 80 — 100 70 130 110 100 130 130 130 14 80 — — 90 — — 90 — 130 100 90 130 130 120 15 70 — — 80 — - 80 — 120 90 80 130 120 110 16 — — — 70 — — 70 — 110 80 70 130 110 100 17 — — — — — — — — 100 70 70 130 100 90 18 — — — — — — — — — 90 70 — 1 130 100 80 19 — — — — — — — — — 80 — — 120 90 80 20 — — — — — — — — — 70 — — 110 90 80 For SI: 1 ft. = 304.8 mm, 1 mph = 1.61 km/h. 'Allowable basic wind speeds, (fastest mile, Vo are based the analytical procedure according to Chapter 16, Division III, of the 1997 UBC, and the following: , • Pressure coefficient, Co, equals 1.2 according to Table 16-H of the UBC. • Importance factor, 1,,,, equals 1.0 according to Table 16-K of the UBC. • Combined height, exposure and gust factor coefficient, CB, according to Table16-G of the UBC: Where panel height above adjoining ground is less than or equal to 15 feet: Ce = 0.62 (Exposure B); C. = 1.06 (Exposure C); C. = 1.39 (Exposure D). Where panel height above adjoining ground is greater than 15 but less than or equal to 20 feet. Ce = 0.67 (Exposure B); Ca = 1.13 (Exposure C); C. = 1.45 (Exposure D). Where panel height above adjoining ground is greater than 15 feet and less than 20 feet, C. values may be determined by linear interpolation. 2Allowable basic wind speeds for SHEARMAX panels, based on different parameters than those specified in footnote 1, shall be calculated using Eq. 20-1 in UBC Section 1620 and allowable transverse pressures for SHEARMAX panels given in Table 5A of this report. 3Allowable basic wind speeds are based on the lesser of the strength limit or deflection limit of U180 of the simply supported posts for all panel widths at the tabulated panel height. The adjacent wall stud spacing shall be maximum 16 inches o.c. Allowable basic wind speed for other wall stud spacings or framing configurations may be determined using the allowable transverse post capacity (Ibs per linear foot) given in Table 5B of this report. When the SHEARMAX panel has a center post, the allowable wind speed is based on the lesser of the end and center post values. °A dash () designates a wind speed has not been assigned to a SHEARMAX panel having the tabulated height. Page 18 of 35 ESR -1727 TABLE SA --ALLOWABLE OUT -OF -PLANE (Transverse) PRESSURES FOR SHEARMAX PANELS (psf)"u PANEL HEIGHTS STD PANEL CONFIGURATIONS (Refer to Figure 3) Field -modified Post Enhancement Factory -fabricated Post Enhancement SM" STD" EC6 EC8 78 in. 117 117 135 191 320 90 in. 85 87 98 139 233 8 ft. 75 80 89 127 212 9 ft. 51 62 68 98 163 10 ft 37 46 51 77 129 11 f 27 34 38 63 105 12 ft. 21 26 28 52 87 13 ft. 16 21 22 44 73 14 ft 13 16 17 37 62 15 ft. 10 13 14 32 54 16 ft. — 11 11 26 47 17 ft — — — 22 41 18 ft — — — 18 36 19 ft — — — 15 33 20 ft. — — — 13 29 For SI: 1 in. = 25.4 mm, 1 tt. = 304.5 mm, 1 PST = 4. is War. 'Allowable transverse pressures for the SHEARMAX panels are at ASD level and are applicable to either the ASD Basic or Alternate Basic Load Combinations of the 2000 IBC or the 1997 UBC, with no further increase permitted. 2Allowable transverse pressures are based on the governing strength limit or deflection limit (U180) of the simply supported posts. 'Allowable transverse pressures are based on a tributary area of the adjacent wood -framed wall in which the panels are installed, where the adjacent wall has stud spacing of 16' o.c. Table 5B shall be used to determined transverse load capacity (psf) for, other stud spacing. °Allowable transverse loads are for combined axial and transverse loading conditions, where the lowest allowablE axial load post capacity (end or center) is assumed for all panel widths. SPanel height is 'nominal' when listed in feet and 'actual' when listed in inches. Refer to Tables 1 and 2. TABLE 5B—ALLOWABLE OUT -OF -PLANE (Transverse) LOADS FOR SHEARMAX PANEL POSTS Obs. per linear fL)'�' PANEL HEIGHT` STDE End Posts EC6, PANEL POST CROSS SECTIONS (Refer to Figures 3 and 4) Factory -fabricated Posts Center Posts EC8E STDG EC6c EC8c Field -modified End Posts STDE2-4 STD", 78 in. 192 392 640 244 347 581 192 293 90 in. 140 291 475 177 252 422 143 217 8 ft 123 267 436 162 230 385 131 199 9 ft. 1 85 208 340 124 177 296 102 155 10 ft. 61 167 272 93 140 234 76 125 11 ft. 45 137 223 68 114 190 56 102 12 f 34 105 186 51 94 157 43 85 13 ft. 27 82 157 40 79 132 34 72 14 ft 21 65 135 31 67 113 27 60 15 ft 17 53 117 25 58 97 22 49 16 ft. 14 43 97 20 51 85 18 40 17 ft 12 36 81 17 43 75 15 33 18 f 10 30 68 14 36 66 12 28 19 ft. — 25 57 12 30 59 11 24 20 fL — 22 49 10 26 53 — 20 For SI: 1 in. = 25.4 mm, 1 tt. = 304.15 mm, 1 pa = 14m rwm. 'Allowable transverse pressures for the SHEARMAX panels are at ASD level and are applicable to either the ASCD Basic or ARemate Basic Load Combinations of the 20M IBC or the 1997 UBC, with no further increase permitted. 2Allowable transverse pressures are based on the governing strength limit or deflection limit (L/180) of the simply supported posts. 'Tabulated allowable transverse loads are based flexural design of the panel posts without consideration of combined transverse and axial loading. 'Panel height is 'nominal' when lusted in feet and 'actual' when listed in inches. Refer to Tables 1 and 2. Paae 19 of 35 TABLE 6A—SHEARMAX CAST -IN-PLACE (CIP) BASE PLATE DIMENSIONS ESR -1727 MODEL LENGTH (in.) FOUNDATION EMBEDMENT TABS Width Height Qty. Spacing End Dist (in.) I (in.) (in.) (in.) FOIMG(FRONT) FLANGE VERTICAL(MICII) FLANGEo HOLD-DOM ANCHOR� HOLE Op . o , �—EMBEdMENT 1f i� TAB EMBEDMENT SM24B TAB SM16B 16 5'/2 3 1 - 51/4 SM18B 18 2 3 2 51/2 51/4 SM21B 21 2 3 2 8'/2 51/4 SM24B 24 2 3 2 11'/2 51/4 SM28B 28 2 3 3 73/4 SM32B 32 2 3 3 93/4 51/4 SM36B 36 2 3 3 113/4 51/4 SM42B 42 2 3 4 913/16 51/4 SM48B 48 2 3 4 1113/16 51/4 For 51: 1 in. = zo.4 mm. * TABLE 613--SHEARMAX POST -INSTALLED BASE PLATE DIMENSIONS MODEL LENG (in.) Dia. (in.) ADHESIVE ANCHOR (Shear Pin) Dimensions and Quantities Em Qty. Spacing End Dist (in.) (in.) (in.) SHEAR PIN VERTIGILIBACK) FLANGE , FLANGE (FRONT) � o O® LE 0 ® R 4 m �' SM16BR 16 5/e 6 2 5 SM18BR 18 5/8 6 2 6 6 SM21BR 21 5/8 6 2 81/2 4ANCHOR SM246R 24 5l8 6 2 2 6'/4 SM28BR 28 5/8 6 73/4 6'/4 SM32BR 32 5/8 3 93/4 6'/4 SM36BR 36 5/ 6 3 113/4 61/4 SM42BR 42 5/8 6 4 913/18 6'/4 SM486 48 5/8 6 4 1113/18 6'/4 I: 1 in. = 25.4 mm. TABLE 7—CIP BASE PLATE ALLOWABLE TRANSVERSE LOADS' MODEL * Caston- Post- Place Installed FASTENER SCHEDULE2 (quantity -size) ALLOWABLE TRANSVERSE LOAD (Ibs) P2(OLIT) � ce(m PLATE F1 (IN), i LOCATION OF wEl TAIIS `� CIP Ra PLATE EM AIENTTABS S�WORFFACEOFALL OR FLOOR Inward Outward (P1) (P2), SM16B M166 17-10d x 1'/2 820 900 SM18B SV18EJA 19-10d x V/2 1,100 1,290 SM21B S 1 R 22-10d x 11/2 1,100 1,290 23 -10d x 1'/2 1,100 1,290 26-10d x V/2 1,605 1,290 31-10d x 11/2 1,605 1,290 35-1Od x 1'/2 n 1,605 1,290 R 41-10d x 1'/2 2,380 1,290i1� R 48-10d x 1'/ 2,380 1,290 For 51: 1 Incn = zo.4 mm, i io = 4.4o N. 'Allowable loads are for wind or seismic. No further increase shall be taken. 28d common (0.131) x 2'/2 inches may be substituted for 10d common (0.148) x 11/2 inches (minimum length). * DELETED BY CITY OF LOS ANGELES , Page 20 of 35 ESR -1727 MODEL FASTENER SCHEDULE ALLOWABLE LOADS (lbs) In -plane, V Transverse, P (quantity -common nail size) Top of Panel Double Top Plate, Header or Drag - G = 0.42 G = 0.50 G = 0.42 G = 0.50 Member (S -P -F) (Dough Fir) (:-P-F) (Douglas Fir) Without Shim With 11124nch Shim 5-10d x 11/2" SMTC 11-10d x 1'/a' 10-10d x V/2" and 1,050 1,220 230 360 4-10d x 3" WHEN SHNI I: ICED, FL L ALL A HOLES ti�'ITF14-IE6S01KERS.SESECTIM'AA! PIEOE kAY LE FOLDED 9f O=F•PIAAE TO FACILITAi_I\sT.4LLIAGSCO`IyMORPLATE. �JD}31E idP?IkT ,hF1DER OROF MIRSER iE6 S111KERS ` S19C MOIECTOR o a o 0 o i III °• gric led -1112 I ° p o a 0 0 0 TOP OF PANEL P91EL 0 0 0 o a FORCE DIAGRAM SIiTGCOt1hECi0R 7 I A HFA1 15GSItIKIL :1/OIILYl'�4OTKECTOR F?AIIEL • • ems, ; 1 e e • ° • SECTIOMA For SI: 1 inch = 25.4 mm, 1 Ib. = 4.45 N 'Minimum of one connector on each side of panel. 2Allowable loads are for wind or seismic. No further increase may be taken. 18d common (0.131) x 2'/2 inches may be substituted for 10d common (0.148) x 1'/2 inches (minimum length). °Refer to Table 9 for alternate top -of -panel connectors. TABLE 9—SHEARMAX PANEL ALTERNATE TOP -OF -PANEL CONNECTOR INSTALLATION REQUIREMENTS AND DETAILS 1.2,3 FASTENERPANEL NOMINAL WIDTH (Inches) 21 16 18 24 28 32 36 42 48 rype4 No. FASTENER SCHEDULE° of qty, Spacing Qty. Spacing Qty. Spacing Qty. Spacing Qty. Spacing Qty. Spacing Qty. Spacing Qty. Spacing Qty. Spacing Rows (In.) (in.) (In.) (In') (In.) ... (In.) __ (in.) (in.) (In.) ent., 1U.. I I Min I Max IMln. Ma>I UFA agitans rescnueu u Y1V L�� • -•� - - __._- HOLE REQUIREMENTS (Inches) FASTENER - 6/6" rp x 10" 1 — — — 2 4 5 3 3 MB 3/4. (0 x 10" 2 4 5 2 6 Machine Bolt 3/8 x 10„ 26/32 Through — 1/4' 0 x 51/2' 2 6 1+/2 3 8 1+I2 3 10 11/; 3/6" x 6+/2' 3/" 3 +/ 214 4 5/16 Lag Screw 3/8110 x 61/2' 2 4 3 4 4 4 6 6 3 y2" 0 x 7i/2' 1 3 2 3 3 3 4 4 1 3 For SI: 1 inch = 25.4 mm. 'The fasteners specified in this table are an alternate to the SHEARMAX Top -of -Panel Connector (SMTC) specified in Tables 2 and 8. 2The tabulated fastener schedule is for the connection of the header member of a SHEARMAX Panel to a double top plate, consisting of two nominal 2x wood members having a minimum specific gravity of 0.42. It is based on a connection design using the yield limit equations specified in the NDS, the allowable in -plane shear loads specified in Table 2, and the exception to IBC Section 1620.1.6 or the exception to UBC Section 1633.2.6, as applicable. 3The tabulated fastener schedule is not applicable when the connection of collector elements to SHEARMAX Panels is required to have the design strength to-resist4he-speeiataead-e � atim c * eM8G-SeaGn-46G6A-,-eF to resist the combined loads resulting from the special seismic load of UBC Section 1612.4. When required, an eveFstFen9th4aeter �qualte QNB e seis force amplification factor, CIO, equal to 2.8 (UBC), as applicable, shall be used in the design of alternate top -of -panel connections, and the design shall comply with the NDS (IBC) or with Section 2318 of the UBC, as applicable. 4Approved metal connectors (UFA -Universal Framing Anchors) shall comply with a current ICC -ES evaluation report, and shall have a minimum allowable shear load capacity of 450 lbs. Machine bolts (MB) shall comply with ASTM A 307. Lag screws shall comply with ANSI/ASME B18.2.1. 6Machine bolts (MB) and lag screws shall be installed in accordance with requirements wwcforth Used it contion necia wood 2x.5 and ction 9.1.2 of double top plate o the headere NDS, imember following table and Panel re below summarizes fabrication and assembly agitans rescnueu u Y1V L�� • -•� - - __._- HOLE REQUIREMENTS (Inches) FASTENER PILOT Type Size Shank Diameter Shank Depth Lead Diameter Lead tDepth (M (X) 6/B' x 10 z6/7z Through — — Machine Bolt 3/8 x 10„ 26/32 Through — — 1/ n x 51/ n 4 2 1/4 2114 3116 51/2 Lag Screw 3/6" x 6+/2' 3/" 3 +/ 214 4 5/16 61/ 1 2 7 / '/2" x 7+/ „ 1/ 31/ I� �' -I I I + + ii R04%' 2 RVAI PLAN VIE'JV K. ATTACHMENT AT 6x (MIN.) V1ALL • ESR -1727 Page 22 of 35 SMXX-YY-CUSTOM HT -TF -EC (CUSTOM OPTION CODES) SM SHEARMAX PRODUCT IDENTIFIER XX NOMINAL OVERALL WIDTH (in.}Outside-to-Outside of hold - yy HEIGHT (Feet or Inches}—Nominal Panel Height, when specified in 'Feet'. Actual Panel Height - when specified in 'Inches' CUSTOM HT CUSTOM HEIGHT—Panel Heights not listed in Table 2. Net Panel Height may be specified. TF TRIM -FIT (TF) PANEL --Short point height required. 3:12 Max. elope EC6 or EC8 ENHANCED CROSS-SECTION (EC) PANEL—hiEC8 (6 1/2 -in nth ss), ) ESR -1727 Page 23 of 35 -------- --—,----------- HEADER. STANDARD PANEL TYPE - FRONT PORTAL PANEL TYPE - FRONT A „ TRllI#SEE HEM— — — — — -- } TUTORTSME i—r �� 7W OF ----- — — D LOAOCRm OF ED6DtE MPOM ONE2cl(ECBIORTVMO ^ � anm�wsuAlLr v OWAD® ND.1 DFL BOM TOEAIE POST z FACTIDRf 12 TSILLIAWWW REQUIRED EI(yrT=IOF TOIESEVE3iTIrAL1A cW- BmDiD2QElf) W`JI OFEC6OREMPOM A ACEwWmHIWj AMALVADTH(Wo) $�110N ArA OUT-TOdUTOFPOS15 OER-MOAOFP= N01@iALWmTFI =1Ei104ir NomINAI.WDTH(Wn)=iB'MW OUT-TOOUTOMDO M our-mg1rOFIEUEnOMM TRIM -FIT (TF) PANEL TYPE - FRONT ENHANCED CROSS - SECTION (EC) PANEL OPTION - BACK FIGURE 2—SHEARMAX PANEL TYPES AND OPTION FIGURE 3---SHEARNM PANEL CONFIGURATIONSISECTIONS ESR-1727 Page 24 of 35 FACTORY FABRICATED CONFIGURATIONS 1 FIELHODIFIED CONFIGURATIONS 1 r, OSB - TYP. #3 DFL MIN. (INCLUDES -STUD, CONST. & STD.) NAILED - TYP. _- - �rIN I M I STDE STDc STDE STD E ax4 STDc STD E 2W I I I STD zXa 4 STD #1 DFL BONDED - TYP. I I #2 DFL NAILED - TIrP. - , I . STD E aXs STDG STIT E as EC6E EC6c EC6E STD 2X6 5 2 EC6 I J For 51:1 indh I 1, Interior (Center) post included on all SHEARhAX Panels when #1 DL BONDED - TYP. Nwninel penal Widll4 W„ > 2B'. Acsted: 1-W DF #1 bonded enc eaewed to Standard —+� I 2. Fadory� Posts to create composite pod see6ona. EC£ 3. Fedory-Feb►icd: 2.bft DF #1 bonded and screwed to Standard "-i'= Poeta to create composite post sedlons. ECS. 4. FieldAlWified: 1-2rc4 OF #3 minimum eartimm from top of Panel to top of hold-down wlth two rapes of 10d eon.nwns � i' o.c. EC8E �. 5. Fieldfillodfied: 1-c4 OF 42 minimum condrumrs from top of panel 3 I to top of wW4m with bw mm of 10d commons ®8° ac. E C 8 SbWred. ft 2K6 may be flash with the ftat or basic face of the J panel, or placed in arty location Urat results i e entire cmrW of Bre side of the post. FIGURE 3---SHEARNM PANEL CONFIGURATIONSISECTIONS I s ESR -1727 Page 25 of 35 FACTORY FABRICATED POSTS FIELD -MODIFIED POSTS END POST • SiD. a EC INtEiSOR {CENfEit► POSE STD. a EC' END POST NNIfD ac PD SME m sTD 4x6 � 401IT(I I I I I I I I 35Y_I - 1 -Y -Y 351-7 90 f- r 3.0 I 7 I 1 26r 1-T--1-T-T T -r -r -f r 26 f- I- I_ I I T --20 2.0 �- -; -r-I� 1�-1- - 201 -f -f -i-T l � I t.s L _L_L-LLJ-J_J_ _J " 1-0L J-1-1_1_111_L_L_L_L J 1.01 I I 1 111 I I I I Y 1.0 - I I 1 1 1 1 1 I 1 I I I I I I 1 I I L_-L-L-�J-J-J- -J 0.6L J-J-1-1-111-L-L_L-L I 0.6 I 1 I I I I I I 1 I I I I I I 1 1 I I J I I QO - 1 0.0 - J 0.04- I 1 I L_1 -L -L -L -L J.LJ-J-J-1-1-J A6 L-L-L_L-ILJ-J-J-J_J -0.6LJ-J-J-J-1L _LJ -0606 00 a6 1.0 1.5 2.0 2.6 90 "-6 4.0 4.6 60 6.6 -0.60.0061.01.620269.03.64.0 Q60.00.61.01.52.02.63.0364.04.6606.6 fl0 I ��' I Ix,M� x#nOIL► I IIII Y�1lEME -c fl0r-T-r-rr-q 1 -J�-1 111_----_T1I 1TT1T_- --- aot- --_1 flsi i;55L_5Y-�77-I I --i i Il_L1 4.6I1- _ 46-- --1-1-1J --4.01- -r-r- 1 I 14.0,_T 1 --T 11 41 TTrr ; 0 i -r- -r-r- 930'r- r_r4;_;90F- 25r i-T-117TT 2.9 20L J_ j- LI11 9 2.01_-�-t-_i 10 L1.0iiI 0.ash4'-�Ti - o.Il 1 -41 ao1�- L-L_L_L_- .60.00.1.01.62.Oi.630,fi4.04.6fi6.660 -0.60.00.61.01.620263.0364.0xony.5 =L6_00 1I' J iJ Q II II x61.01.62.02.691964.04.6 ao6,6 I x" ECL �e�Q For 8I:1 Inch = 25.4 mm I7.or-r-r-r-rl �i-�-�-� 7.0r-I-7-1-1-TT1�r-r-r-r-r 1 1. ir�ta(P� Included an allSHEARMAXPanels when NomhW P8MI Wdlhl W > 2 - I b5L- ---L-L ILJ_J_J- _J r.6L J J_J_1_1I1_L_L-L_L J I 2. F FabdcubW: 1-2&0F#lbW6dBWW9w�edpt0 L_ _L_L-LIJ-J-J- _J &0L J_J_J_1 _1111-L_L-L_L J St Pa*to�igo faction. ECS 6.01 -J 4.6L ��77MIO pod actions, I 4.64 _L -4-H I 1 1 1 1 1 1 1 I I I I 1 '44 1 1 1 1 1 I 4.oi -i -� -I I �- �- �- - Avd 4.0 �- �- i-' i i -i -i -i -~ 3, Fadwy FebalCeted 2-2x48 DF #1 horded 1 3.6 -�-�-1 L_ �_ �_ FO S18nd8�d POO to a66E9 ©n P� I 1 I I 1 1 1 1 1 1 1 1 I 3of- qR4 ECB 2.6 F- Field�-.MQpe4d::�,1.2d DF #3 ndnlmum`.contlnuo�useao fin�om 2.0 h- -r I 1-Iti I i_ _i 201-t-1- i- 1 t I t I -t 1 1 I f71 pmI tD wy YI h0 � w0 mw$ NI 1 W I 1.6 �- 1 1.6rT1- -r-r-1 I _ I I _ ' 1.0 �-i--i- �- I - I -r �-li �� O.C. d. 06 -' r, '-'- -; a6 1-;- 1_I r_r 1_1 _�; 15. Field-NlWed:1.29DF#2hrdrimumoartlnuouafiom I o.o �- -, Q0 I ;-;- -�-r; MP Dene) t0 top ofyhold,�dt�w,�n wflh Mao ►ons of 104 A6L-L-L_L_LIJ_J_J_J_J A6LJ_J_J_1_1_1jl_L_L_L_L_LJ mnmm@ r O.c. alcq�yc. �.• 2A be lush L -060.00.91_01.520289.09598=,0 -_ A80.00.00.81.01.82.Ox2 moon, 5- 4.0 .5 &D 6.5 fl0� �ft��y �ft l awl W o�111I lUOla lay IOCatICn that reeu% in entlte oave�ga4ot the side Ottlle Pat POST SECTION s MOMENT 0f RADIUS OF NFaCWBdmnced DESIG ARF) MODULUS (n) INERTIA (in) GYRATION (in)ATION NATION (in } Sxx Srr Iry � Rwnd SIDE 11.375 5.557 8.381 10.367 11 SW 0.955 1008erior STDG 17.250 7.582 15.176 14.588 41.734 0.920 1.555 enter) Entianced End E06E 18.825 12.136 9.430 31.777 18.936 1.383 1.008 Fabrl Cross- ECBE 21.875 21333 12.495 71.891 22.4 1.813 1.010 Sen I C6Ec 22.500 14.743 17.125 ctio37.350 47.094 t 1.288 1.447 (EC) (Center) EUIc 27.750 24.883 19.074 84.223 52.453 1.742 1.375 Field SW -w1 End SIDE 16.625 8.825 13.074 15.774 33.803 0.974 1.426 Modified Nailed 2x SME W 19.825 10.613 12.282 31.164 34.879 1.260 1.33;1 FIGURE 4--SHEARNM POST CROSS SECTIONS AND PROPERTIES Page 26 of 35 1 1/8" x W SAE 4140 (ASTM A322), TO 3/4" MACHINE THREAD ESR-1727 REDUCER COUPLING (SAE 1018 OR 121-14 STEEL - ASTM A576) 4X4 DF#1 POST OR 1 114" WITH 5/8" MACHINE 1 1/4" x 3" COLD ROLLED THREAD TO 7/8" MACHINE THREAD 1"0 HOLE. 1"0 0.120 WALL X 3 7/15' (SAE 1018 OR 12L14 STEEL - ASTM A576) OF 2 (TYP OF 2) STEEL SLEEVE - TYP. OF 2 DEVICE (TYPE A & B) (ASTM A513) 3/4" HEX NUT (TYP OF 2) "MiTele' 16 GA PLATE WITH 3/16" �_ 2" SQ. MODIFIED NUMBER OF TEETH WASHER W/3/4"0 3/4"0 HOLE - TYP. OF 2 HOLE:(TYP. OF 2} ** LARR 25370 5/8" GRADE 8 SOCKET HEAD CAP SCREW. (ASTM A574 ROCKWELL HARDNESS C3745) TYPE "A": HOLD-DOWN STRAP HOT-ROLLED 7 GA. 0.1793 INCH THK. D' SHEET STEEL. (ASTM All 01 SS, GRADE 36, 01 TYPE 1 OR 2) 314" 0 HOLES TYPE "B": HOLD-DOWN STRAP 01 HOT-DIP GALVANIZED 10 GA. 0.1382 INCH THK. 3 SHEET STEEL (ASTM A653 HSLAS, GRADE 60-3% r TYPE A OR B) 314" 0 HOLES WITH LOWER HOLE ELONGATED TO 1" IN LENGTH PERPENDICULAR TO, LOAD 314" X 5' GRADE 5 CARBON STEEL HEX HEAD SCREW (ANSI/ASME B18.2.1 & 518"0 THRU SAE J429) �_y 1" 0 LJ S 0.20' 1 1/8'0 WITH LTYPE "A": HORIZONTAL PIN 5/8" MACHINE THREAD 1 1/8" x W SAE 4140 (ASTM A322), TO 3/4" MACHINE THREAD ROCKWELL HARDNESS 26-35 REDUCER COUPLING (SAE 1018 OR 121-14 STEEL - ASTM A576) TYPE "B": HORIZONTkL PIN OR 1 114" WITH 5/8" MACHINE 1 1/4" x 3" COLD ROLLED THREAD TO 7/8" MACHINE THREAD (SAE 1018 OR 121-14 STEEL - ASTM A576) REDUCER COUPLING (SAE 1018 OR 12L14 STEEL - ASTM A576) FIGURE 5—SHEARMAX HOLD-DOWN DEVICE (TYPE A & B) ** REVISED BY CITY OF LOS ANGELES Page 27 of 35 ESR -1727 SHEARMAX CAST -IN -PCMB: BASE PLATE 1. Form (bend) the Ends (A) of the base plate to make Boot (Bj. 2. Nail Folding Flange (C) of the base plate to form board in desired location with Box (B) being used as an alignment tool. 3. Insert SHEARMAX Hold-down Anchor Bolt (D) through holes in Boor (B) with the protective ceps and standoff mft on top. 4. Attach Nut (E - refer to Figs. 7A and 7B for nut details) to bottom and of hol"awn anchor bolt. 5. Place and finish concrete. NOTE: Embedment tabs shall have minimum concrete edge and end distances of 2 -inch (51 mm) and 54ndr (127) respectively. SHEARMU POST -INSTALLED BASE PLATE 1. Prepare a smooth and fiat concrete surface under the desired a location. 2. Where a raw h old4w anchor is required, use the 7 a. (22 mm) hol"mm anchor holes in the base plate as a on template for drilling a 1' (25 mm) hole for each new P�-mall own Andw (A). Anchor embedment depth shall be a current IMES Evaluation Report (ER). 3. Install a 718' dia. (22 m rod, with 27 stand-off, rang an adhesive ndgr system '+ current ICC -ES ER. 4. Pla over exacting 314" dia. (19 mm) Cent -In -Pleas (CIP) Hold-down Bo or now 7180 dia. (22 mm) Post4ndalled Hold4 m Anchor (A) and secure. 5. Ding the 314' di. (19 mm ces (B) in the base plate as a drill jig, drill 3140 dim holes for the SHEARMAX Sheer ins (C) to a depth of 6114° (159 mm). S. Install the SHEARMAX Shear Pins (C) mm) x 6' (152 mm) ASTM A 307 bolt with a special head configuration suppli STS, Inc.] using an adheshre anchor system with a cum3nt IMES R. NOTE: Special Inspection is required for adhesive anchor PANEL WffOM CONNECTION FOR SHEARNIAX CASTdN*LACE OR POSTaNSTA11ED BASE PLATE 1. Remove Protective Caps from the hokWown bolts. 2. For Pte -Installed Base Plate, bore countersink holes In bottom member (heated sill) of panel per Figure 13, Field Adjustment 3, 3. Set bottom of Panel (A) on base plate against Prebent Base Plate Flange (B). Thread Hold-down Couplers (C) onto Hold-down Anchor Bolt (D), tighten Hold4m Cap Screw (E) with U2' hear wrench. 4. Bend up Folding Flange (F) of base plate and nail Moth flanges to, bottom of panel using 10d [0.148' dia. (4 mm)] x 1112' (38 mm) nails as a minimum. FlII all holes. FIGURE 6-SHEARMAX BASE PLATE AND BOTTOM OF PANEL INSTALLATION * DELETED BY CITY OF LOS ANGELES Page 28 of 35 ESR -1727 BfR�I01Ax� RQD�IRJ ANOpR BOLT A 3N'�IAASIIAAMBSRATYPEBOLT(11P.I FORM BoMm ) ti 7 • - Li; n .n w d-. IR II 11 a... 4 n I I �I TD - DE7)UOL NREFER TAIL d W LIN. w mlw. 14 MIN. A ' ELEVATION AT SLAB SECTION AA AT SLAB Sf fARMlI� QP IMDOOAAM MCWR BOLT B 3Y•0UI&WM40,SUTTPEWLT(ITP.) FORM BOARD 11: to ji a . ed II' M Z d 11 IP 11 a Id G II. ° 11 FOper. RMi e I DEFERTQ NUT DETAIL _ o WITDETAIL i 14' MIN. 1C MIR 14' MIN. • B ELEVATION AT CURB/ STEM WALL SECTION B -B Alf O2JR (STEM WALL, 399 ASTM M49 ANCHM BOLT I li? SQUARE OR 13W ROUdD NUT • NUT DETAIL NOTES; 1. FOUNDATION AND STEN WALL DESIGN (LL F E WORC09M BY OTHERS 2. ALTERNATEANOIDItAGECONFIGURATIONSMAYBEDESIGNE)BY OTHERS 3. V--25AmR TASK �w-Ui- n WD SHEARMAX CAST -IN-PLACE ANCHORAGE DETAILS ** FIGURE 7A—ALTERNATE * REVISED BY CITY OF LOS ANGELES — s- ,r Page 29 of 35 Toil Bolt WO ESR -1727 aw 2r - SiN26F 7 MIN. 24' w r IFUN. SO' IFIAR I�NIN. ,aRl 39N' TO@BICF IOBD(F MEKDOF CLR.MIN. FOUNDATION I FOUNDATON FOLKWON . I I I I I I I -------- --1— F �--- � - ---------tfJUBNU(dPHgUDONN V- 51QMINWIDINCQNr.QAB Moagoa-mPHtPANa(IYP.) I 1rNel 81B�IFisY1KIYBrS(IYP.) I i 33W I.VARES, WAFWXPANEL (FYPJ s1rNu►wlmNcaFcalNB trMDI.wK s?=ORADE(U.N.OJ 3W0SW-Ae 0PNaDM ANCFFJRBOLT-TC P RF9HB(IYP.) I 16 I 2g �— -----� ---- — J I �---� . -------- ---1SNIN. nM:cgwon L ---J MENDOF MENDOF FOUNDATIM FOUNDATM FOIlIDATION PLAN VIE IN - OPTIONS FOR REQUIRED CONCRETE END DISTANCE AT CIP HOLD-DOWN ANC90R EIGfY1SWH4DDaW1W01NBolT . ROUIPdDIN148ROTITF�T(IIP .=Dime W MFOUNDATION 2.PMFOUNRM KONMC FOMMN sumoac W xaDmrnN�maeaT' a WrnD=mma 8W MOM ROAI�IIAM4811DiTCEOtiT(ITi.) ppp� xw�116IYMa�D7 �Tm9a xoo" wre°FMONO 1. SummFUNWMI w Z w z v w WroEDu rMm t2 Ing WTMTAL e �ro xm sR nRrx � ea . u�. SECTION AT EXTERIOR SECTION AT STEM WALL SECTION AT NTERIOR TYPrALSHEARNIN(CIP HOIDDOMANCHDR BOLT LBIGIH3 (Olherlengtha3Cusiomisrgl�A►Bll�le) o x ,� ANMOR BOLT Bolt MOM Toil Bolt WO Tote) Bolt - itfdm Form Nlmbm 5rdefoerd Bawd She 2nd Pw TMd=m aw 2r or W 47 SiN26F 2P 24' w r mw SO' 2Ir 222 it g g 110811). HEX I W SQURE�OR Ile zi�--ISWROWDNLIT NUT DETAIL NOTES; 1. FOUNDATION AND STEM WALL DESIGN (.e. REINFORCEMENT) BY OTTERS 2 ALTERNATE ANCHORAGE CONFIGURATIONS MAY BE DESIGNED BY OTHERS 3. 1' = 3.4 mD FIGURE 7B—UBC BASED SHEARMAX CAST -IN-PLACE ANCHORAGE DETAILS Page 30 of 35 ESR -1727 A SMTC TOP OF PANEL CONNECTOR BI DOUBiETOP PLATE (IMP.) PE RTASTES ORALTERNATE AS SPECIFED SMTC TOP OF PANEL 00IIbMCTOR60 SIDE DOUBLE TOP PUiIE, COUBCIOR OR DRAG MEWER 3pIG STUD A PANE FRONT SECTION Aik FIGURE 8—SHEARMAX STANDARD PANEL INSTALLATION B SMTCTOP OFPANEL CONNECTOR PERTABLES ORALTERNATE AS OMF1ED WILLER PIECE RFFERTI)FIG 8 SANDl AARMA f • : : • 1 STI NI WAIL PONYSIFARWALL OPTION I • . . • I I BYOTHER� I I FOIJM TION I I I ENGINEER OF RECORD M S PERMnM I III TOMCOIFYTOPOF PANEL DETAILS FOR I N III OTHER INSTALLATION CONDITIONS t Ili u 1 EOiS OESIGiFOR: ----- 1. SHEARTRANSFER 2 OIIT-0FPAMC (TRAWWCU E)LOADING B a ADDITIONAL DRIFT FROM CW R WNG ELEAEMS PANE. FRONT FIGURE 9—SHEARMAX PORTAL PANEL INSTALLATION SE710N B•B Page 31 of 35 ESR-1727 OMTOPOF PANEL CNEMR, A PERTABLEBORALTERNATE f SMTGTOPOF PANEL OONVECTORASSPECIFIED CONNEMEADISIDE DOUBLE TOP RATE, TRIMABLEHEADNENER COLLEIMOR • 1FUMT0FRSLOPE DRAGME w r arty PAI�HEADMEMBERPBRI9FT® a TO BE FIELD TRIMI®TOFTFSLOPE IDCUTZK SHEAF=PANEL SHEARWPMNEL 2011JOWALL REFER M FIGUAESBAND T TOP OF SLAB OR I I CONMETEam ENGNFEIOFREOORD(FOR)ISPERMRTm n ' u u n ' r TO MODIFYTOPOF PANELSFOR amINSTAXONCOR11 3'DEA Id dl EOR SHALLDF861FOR II•:d ----- 1. SHEARIRANSFT3t ' . ". i 2 OUT4FRANEURANSVEIMLOADING A PANEL FROM SMION A-A FIGURE 10—SHEARMAX TRIM-FIT (TF) PANEL INSTALLATION B 2t DOLpE 1GP PLATF (TYP.) SMC AM OR EQUAL DOLBLETOPPLATE, SMTOTOPOFPANELCDNNECTOR CDUB=CR PER TABLE 50R ALTERNATE 1�M FELD6iSDLLll� HEAD DRAG MEMBER AS SPIED NNEIt(Sj REQUIRED HEADM�� USE VERTR%ILA M. LOADCAROFECPOSTS, SHOWN N RACE � �FORByECORTVVO SHEARIIALI PANEL 2KSMDWAl1 O*24FOREGO ORTW0 MFGRECIBONDEDTO KL SHOWN IN PLACE EACHIOSTINFACW REFER TO ROWS Igo FIELDURALLEDTREATS SILLM RIBEI44) REQUIRED — — TO USE VERTIGIL ALLOW. aWGIRE ECUR OE NFFORBAORTWO I I MFOREM nF u' ' I ii I ii ii I ii I . P jI 'a n r la ul .a B PANEL BACK ACTION B4 FIGURE 11—SHEARMAX ENHANCED CROSS-SECTION (EC) PANEL INSTALLATION Page 32 of 35 ESR -1727 1" (25.4 MM) DIA. FACTORY DRILLED ACCESS HOLES TYPICAL IN ALL POSTS AND BLOCKING ALLOWABLE FIELD O.S.B. DRILLED HOLES PIECE 1" (25.4 MM) MAX DIA HOLE(S) (TYP.) THROUGH CENTERLINE OF ANY FRAMING MEMBER EXCEPT AS NOTED BELOW. MIN. HOLE SPACING IS FOUR TIMES HOLE DIA CENTER POST— BOTTOM BLOCKING MEMBER END POSTS: SHALL NOT BE FIELD DRILLED BELOW BOTTOM BLOCKING MEMBER ALLOWABLE FRAMING MEMBER HOLES ALLOWED 2 1/2„ .:r:I-::��: q in CE (63.5 MM) 16ie��:Miss • ...Miss • moMmill OPTION 1: O.S.B. PIECE (IYP.) O.S.B. PIECE CFYP_) Wu. =..C� ., ANY OR ALL OSB PIECES MAY HAVE . • A RECTANGULAR OR ROUND HOLE ji11111plil • AS SHOWN. SHOWN. HOLE MUST NOT PENETRATE ANY FRAMING MEMBER. ALLOWABLE OSB HOLES FIGURE 12—SHEARMAX PANEL ALLOWABLE FRAMING MEMBER AND OSB HOLES ALLOWABLE FRAMING MEMBER HOLES LIMITS OF TYPICAL C PIECE 5 Lo El EC! EO ALLOWED 2 1/2„ .:r:I-::��: q in CE (63.5 MM) 16ie��:Miss • ...Miss • moMmill OPTION 1: ■M . ACTUAL PANEL WIDTH (Wa)> 18": Wu. =..C� ., ANY OR ALL OSB PIECES MAY HAVE . • A RECTANGULAR OR ROUND HOLE ji11111plil • AS SHOWN. SHOWN. HOLE MUST NOT PENETRATE LIMITS OF TYPICAL C PIECE 5 Lo El EC! EO ALLOWED 2 1/2„ ONE ROUND HOLE q in CE (63.5 MM) ONLY, IN ANY LOCATION EXCEPT AS NOTED OF OSB PIECE BELOW OPTION 1: OPTION 2: ACTUAL PANEL WIDTH (Wa)> 18": ALTERNATELY, FOR ALL PANEL WIDTHS: ANY OR ALL OSB PIECES MAY HAVE ANY OR ALL OSB PIECES MAY HAVE ONE A RECTANGULAR OR ROUND HOLE ROUND HOLE IN ANY LOCATION AS AS SHOWN. SHOWN. HOLE MUST NOT PENETRATE ANY FRAMING MEMBER. ALLOWABLE OSB HOLES FIGURE 12—SHEARMAX PANEL ALLOWABLE FRAMING MEMBER AND OSB HOLES s Page 33 of 35 112- MAX. 11, 1 112- h (12.7 MM) SEd (12.7 PLAN VIEW 1/4. 1 (6A1 NOTCH TYPE Ir HOLDOOWN DEVICE ROTATES ABOUT TOP BOLT 0 12' 1l2' MAX. MAX (117 MM IN OR END VIEW Ose PANE T 112' MAX. (12.7 MM) SECTION OF SILL MEMBER BACK VIEW OF UNLEVEL BASE (EXAGGERATED FOR VIEWING) PANEL BACK VIEW PANEL BOTTOM VIEW ESR -1727 FIELD ADJUSTMENT 1: Base plate misail�rted to the plane of tha wal I. PROCEDURE: The entire length of the panel base shall be not hed to a height of 2 314 -Inch on the face opposite the OSB Insert piece. The depth of the panel base shall be trimmed as needed, but not to exceed 112-tnch at any point. The Hold -dorm Device (Type B Only) shall be rotated to facilitate allachment to the hold-down anchor bait. FIELD ADJUSTMENT 2: Base plats not level (SHEARMAX Panel not plumb). MAX. MM) PROCEDURE: Trim entire bottorn of panel as needed to S ma)dmum thiclaum of 1/4 -Inch and/or place steel shims, up to a 1/4 -Incl thick under each post that needs to be shimmed. FIELD ADJUSTMENT 3: When Isring SHEARMAX Post -Installed Base Plate. SHEARMAX Shear Pin heads protrude Into the bottom member (treated sill) of the panel. PROCEDURE: Bore countersink holes in bottom mentter (treated sill) on center of Shear Pin Bolt head to allow full Maz 1TW beating of bottom member (Ireat d sill). Holes shall not exceed 1 112 -inch diameter and 1/2 -inch depth. FIGURE 13—SHEARMAX PANEL: ALLOWABLE FIELD ADJUSTMENTS AT BASE Page 34 of 35 ESR -1727 Panel Type/Nbdel: Standard SM24-17-Custom Height (16 ft. 4-12 in. or 196-1/2 in. Net) nel Dimensions: W. (Nominal Width) = 24 in (2.0 ft), Wa (Actual Width) = 21 in. (1.75 ft.) H„ (Nominal Ht.) = 17 ft., Ha (Actual Ht.) = 196-1/2 in. (16.375 ft.) St Height: HS = 196-12 in. + 3 in. (Double Top Plate) = 199-12 in. (16.625 ft.) Panel pest Ratio: , QP = Ha / Was 18.29, Maximum Allowable Value (1-1) = 16.375 ft / 1.75 ft. = 9.36!r. 18.29 OK Allowable hear Load (lbs): Wa (.81VP 8f3 ft. / H) = 1.75 ft. (15 plf) (7.813 ft. / 16.375 ft.) = 1267.6 Ibs. Uplift Load on Hol wn Anchor from Panel Overturning (lbs.): TP = VP aP = 1267.5 lbs. (9.36) = 11,864 lbs. Top -Of -Wall Dn1t (/n.): AP = 2VPHa313EAWa2+ 0.001063Ha+ VP (2.31x%'a�3+ 4.61x10 -6a - .31x1osap+ 2.4x10j = [2 (1267.5 lbs.) (196.5 in. )3] / (1.7x106 psi) (11.375 in ) 21 in. )2] + 0.001063 (196.5 in.) + 1267. lbs. 12.31x10-7 in.Abs. .36)3 + 4.61x10'6 in.Abs. (9.36)2 - 4.31 0 in.Abs. (9.36) + .4x10'5 in.Abs.] = 1.69 in. BASED ON DRIFT LIMIT Top -Of -Wall Code Response Displacement in.): Sx = Cdk,/I ASCE 7 Eqn. 9.5.5.7. Maximum Inelastic Response Displace = 0.025 (Story Ht.) 2000 IBC, Table 1 7.31- .5% of the Story Height = 0.025 (199.5 in.) = 4.99 in. - 8x8 = SxI/4.0 Strength D gn Level Respons Displacement = 4.99 in. (1.0) / 4.0 = 1.25 in. Shear Force Corresponding to • From Backbone Curve VS = VP [0.1546 (8JC8lAP)3 - 0. (S,8/AP)2 + 1.8994 (8.jAP)) = 1267.5 lbs. [0.1546 (1. /1.69)3 - 0.7379 (1.25/1.69)2 + 1.5994 .25/1.69)]. = 1267.5 lbs. (0.8419) = 1067 lbs. Van = % / 1.4 Strength Level Factored To ASD Level = 1067 lbs. / 1.4 = 762 lbs. Allowable Stress Design Resistance Drift Correspo ing to Va„ From Backbone Curve (rn.): Aatt = AP [0. 0 (Vau / VP)3 - 0.0148 (Van / VP)2 + 0.6553 (Vete / VP)] = 1.69 i . [0.3400 (762/1267.5)3 - 0.0148 (762/1267.5)2 + 0.6553 (762/1267.5)] = 1.6 in. (0.4625) = 0. in. (1-2) . (1.3). (1-4) aP- 9.36 => Panel Aspect Ratio TP =11,865 lbs. => Load Limit Controls - Recommend For All Conditions an = 760 lbs. , => Drift Limit Controls - Lesser of Peak Limit (VP) & Drift Limit (wan) Aatt = 0.78 in. => Drift Limit Controls - Drift Corresponding to Vail FIGURE 14 -DESIGN EXAMPLE BASED ON IBC, PROCEDURE FOR DETERMINATION OF SHEARMAX CUSTOM SIZE PANEL DESIGN VALUE3 . * DELETED BY CITY OF LOS ANGELES Page 34 of 35 ESR -1727 Panel Type/Model: Standard SM24-17-Custom Height (16 ft. 4-1/2 in. or 196-12 in. Net) Panel Dimensions: W„ (Nominal Width) = 24 in (2.0 ft), We (Actual Width) = 21 in. (1.75 ft.) H„ (Nominal Ht.) = 17 ft., He (Actual Ht.) = 196-1/2 in. (16.375 ft.) • Story Height: HS = 196-1/2 in. + 3 in. (Double Top Plate) = 199-1/2 in. (16.625 ft.) Panel Aspect Ratio: up = He / Wes 18.29, Maximum Allowable Value 0-1) = 16.375 ft. / 1.75 ft. = 9.36:5 18.29 OK BASED ON PEAK (LOAD) LIMIT Allowable In -Plane Shear Load (lbs.): Vp = Wa (1518 plQ (7.813 ft. / H) (1-2) = 1.75 ft. (1518 plf) (7.813 fL / 16.375 ft.) = 1267.5 lbs. Uplift Load on Hold-down Anchor from Panel Overturning (lbs.): Tp = Vp up (1-3) = 1267.5 lbs. (9.36) = 11,864 lbs. Top -Of -Wall Drift rn.): AP = 2VPHa3l 3EAWa2 + 0.001063Ha + Vp (2.31x10.7 V + 4.6100-6 a?2 - 4.31x10+ ap + 2.400.5) (1-4) = [2 (1267.5 lbs.) (196.5 in.)3] / [3 (1.7x106 psi) 11.375 in) (21 in.)2] + 0.001063 (196.5 in.) + 1267.5 lbs. 12.31x10- in./lbs. (9.36)3 + 4.61x10-6 in./lbs. (9.36)2 - 4.31x10 in./lbs. (9.36) + 2.4x10"5 in./lbs.] = 1.69 in. BASED ON DRIFT LIMIT Top -Of -Wall Code Response Displacements (in.): Am = 0.7 R As 1997 UBC Section 1630.9.2, Eqn. (30-17), Maximum Inelastic Response Displacement = 0.025 (Story Ht.) 1997 UBC Section 1630.10.2 - 2.5% of the Story Height . = 0.025 (199.5 in.) = 4.99 in. As = AM 10.7 R Strength Design Level Response Displacement = 4.99 in./ 0.7 R=4.5** = 9--3e in. 1.58** Shear Force Corresponding to As From Backbone Curve (lbs.): Vs = Vp [0.1546 (A/AP)3 - 0.7379 (AdAP)2 + 1.5994 (A/Ap)] "-So) (1-5b) ** = 1267.5 lbs. [0.1546 (+88/1.69)3 - 0.7379 (4-3e/1.69)2 + 1.5994 (1•.39 1.69)] = 1267.5 lbs. (El 1.58 1.58 1.58** = 4e95 lbs. 1238- 0.9767'* Val, = VS / 1�4/ 1238** Strength Level Factored To ASD Level [4v5�p (1-5c) ** = 9�6J5�bs. / 1.4 =1W lbs. 885** Allowable Stress Design Resistance Drift Corresponding to Va„ From Backbone Curve (in.): Rall = Ap [0.3400 (Vail / Vp)3 - 0.0148 (Vale I VP)2 + 0.6553 (1/a11 I Vp)] (1-6) = 1.69 in. [0.3400 (/1267.5)3 - 0.0148 (/1267.5)2 + 0.6553 (/1267.5)] = 1.69 in. e 89 in. 0.96** 0.5661** SUMMARY--SHEARMAX Custom Size Panel Desian Values up = 9.36 => Panel Aspect Ratio Tp =11,865 lbs. => Load Limit Controls - Recommend For All Conditions Val, = M8•Ibs.885*"=> Drift Limit Controls - Lesser of Peak Limit (Vp) & Drift Limit (Vill) Aa„ = e:84 in. 0.96*t--> Drift Limit Controls - Drift Corresponding to Va„ , FIGURE 15 -DESIGN EXAMPLE BASED ON UBC, PROCEDURE FOR DETERMINATION OF SHEARMAX CUSTOM SIZE PANEL DESIGN VALUES ; a , " REVISED BY CITY OF LOS ANGELES D --k S's LEGACY REPORT Reissued November 120 0 IY ICC Evaluation Service, Inc. BuslinesslRimjIlonal Office ■ 5360 Workrnan Mill Road' Whittier, California 90601 ■ (562) 899-0543 Regional Office ■ 900 Montclair Road, Suite A, Birmingham, Alabama 35213 ■ (205) 599-9800 WWW.icc-es.org I Regional Office ■4051 West Rossmoor Road, Country Club Hills, Illinois 60478 ■ (708) 799-2305 The Committee on Evaluation has reviewed the data submitted for compliance with the Standard Building Code@ and submits to the Building Official or other authority having Jurisdiction the following repod- The Committee on Evaluation, SBCCI PST & ESI and its staff are not responsible for any errres or omissions to any documents, calculations, drawings, specifications, tests or summaries prepared and submitted by the design professional or preparer of record that are listed in the Substantiating Data Sermon of this report. Copyrighted m 2000 SBCCI PST & ESI EXPIRES: See the current EVALUATION REPORT INDEX CATEGORY: ROOF COVERINGS AND ROOF DECK CONSTRUCTION 4. DESCRIPTION 4.1 General Polyglass Roof Membranes may be installed over new or epsting roofs. The membranes are either Atactic Polypropylene (APP) or Styrene Butadiene Styrene ISBS) modified bituminous. Reinforcing cores of non -woven, polyester, fiberglass, or a combination of both are utilized- Products are available in smooth, granule, and foil finishes. The roof membranes are attached by hot mopping, mechanical fasteners, or are torch applied. The Polyglass Roof membrane systems consist of a one, two, or three layers of membranes, with or without base sheets which are combined with approved insulations, flashings, sealant, mechanical fasteners, and construction adhesives that are installed in accordance with the manufacturer's specifications to produce and integrated roof system. 42 Polyglass Roof Membranes SUBMITTED BY: O F L POLYGIJISS USA, INC. C �TY A QUI NTA -1 Polyflex/Polybond♦ a waterproofing bituminous embrane composed of a polyester reinforcing mat, an APP - 150 LYON DRIVE BUILDING & SAFETY DEPT. odifiedbituminous compound, a3mooth/finesand top surface, FERNLEY, NEVADA 89408w APPROVED r' O ® d a bum off polyethylene back. The roll thickness is available A R i 4 mm and 5 mm. The roll dimension is 32'-8' x 328' and has 1 • PRODUCT TRADE NAWO R C O N ST 2, U CTI O N approx coverage of 100 W. Polyglass Roof Membranes: DATE -`913Y. 1.1 Polyflex/Polybond- 1.2 Polyflex G/Polybond G 1.3 Polyflex G -FR 1.4 Insuiroofing 1.5 Elastoshield TS4 1.6 Bastoflex G -S6 1.7 Elastoflex G S6 -FR 1.8 Elastobase 1.9 Elastoflex VG 1.10 Elastoflex VG -FR 2 SCOPE OF EVALUATION 2.1 Roof Covering Fire Classification 2.2 Weather Resistance 2.3 Wind Uplift Resistance 3. USES Potyglass Roof Membranes are used as classified roof coverings on new and existing roofs. 422 Polyrmc G/Polybond G: a waterproofing bituminous rir embrane composed of a polys. -ter reinforcing mat, an APP modified bituminous compound, a mineral granular surface available in several colors, and a bum off polyethylene back. The roll thickness is 4.5 mm. The roll dimension is 32'-8° x 3.28' and has an approx coverage of 130 W. 42.3 Polyflex GFR: a waterproofing bituminous membrane composed of a polyester reinforcing mat, an APP modified bituminous compound with a special fire retardant properties, a mineral granule surface available in several different colors, and bum off polyethylene back. The Noll thickness is 4.5 mm. The roll dimension is 32-8° x 3.28' and has an approx coverage of 100 W. No additional coating is required for a Class A fire rating. 424 Insulroofing- a waterproofingliinsulation bituminous membrane composed of a polyester reinforcing mat, an APP modified bituminous compound, assffKx* fine sand top surface, and a medium weight mineral fibs• insulation factory laminate to the bottom surface, The roll thickness is 4 mm membrane and Yz inch insulation. The roll dimension is 33'-6' x 3.5' and has an approx coverage of 100 flz. 425 Elastoshleld TS4 (SBS -• Torch or mop applied): a waterproofing bituminous membrane composed of a polyester reinforcing mat an SBS modified bituminous compound, a ICC -ES legacy reports are not to be construed as representing aesthetics or any other attributes not specifically addre I of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied covered by the report. nth' tocstrrl a Jor ement of then subject .�I II =hr rvnaner m h.1�1 as to an roduct MAR 2-O X007 Copyright 0 2005 lu u I Page 1 of 5 1 9760 mineral surface available in several colors, and a smooth/fine sand bottom surface. The roll thickness is 4.5 mm. The roll dimension is 32'-W x 3.28' and has an approx coverage of 100 ff2. 42.6 Bastalliex G -S6 (SBS - Torch or mop applied): a waterproofing bituminous membrane composed of a polyester reinforcing mat, an SBS modified bituminous compound, a mineral surface available in several colors, and a smooth/fine sand bottom surface. The roll thickness is 3.5 mm. The roll dimension is 32'-8° x 3.28' and has an approx coverage of 100 ft2. 42.7 Bastoflex G -W - FR: a waterproofing bituminous membrane composed of a polyester reinforcing mat, an SBS modified bituminous compound with a special fire retardant properties, a mineral surfaceavailable in several colors, and a fine sand bottom surface. The roll thickness is 3.5 mm . the roll dimension is 32'-8° x 3.28' and has an approx coverage of 100 W. No additional coating is required for a Class A fire rating. 42.8 Elastoma (Base Sheet): a bituminous membrane composed of a fiberglass reinforcing mat, an SBS modified bituminous compound and a fine sand bottom surface. The roll thickness is 2 mm. The roll dimension is 66- 4' x 3.28' and has an approx coverage of 200 W. 42.9 Elastaflex VG a waterproofing bituminous membrane composed of a fiberglass reinforcing mat, an SBS modified bituminous compound, a mineral surface available in several colors, and a fine sand bottom surface. The roll thickness is 3.5 mm. The roll dimension is 32'-W x 328' and has an approx coverage of 100 ft?. 4210 Elastoflex VG -FR a waterproofing bituminous membrane composed of a fiberglass reinforcing mat, an SBS modified bituminous compound with special fire retardant properties, a mineral surface available in several colors, and a fine sand bottom surface. The roll thickness is 3.5 mm. the roll dimension is 32'-W x 3.28' and has an approx coverage of 100 If?. No additional coating is required for a Class A fire rating. 4.3 Fire Classification and Wind Uplift Classification Testing Potyglass Roof Membranes were tested in roof assemblies for fire classification under ASTM E 108 (UL Standard 790) and for wind uplift resistance under Factory Mutual Standard 4450/4470. The roofing assemblies obtained various roof classification when installed as described in Section S. INSTALLATION. 5. INSTALLATION 5.1 General Potyglass Roof Membrane Systems shall be installed by professional roofing contractors who are properly certified by the manufacturer and equipped to perform this type of installation. The substrate to which the membrane is to be applied shall be dean, dry, and free from debris or contaminants that will interfere with the adhesion or attachment of the membrane, or that will puncture the membrane. Joints or gaps in the substrate greater than 1/4 inch shall be filled Substrate materials shall be compatible with or shall be isolated from cleaning agents, solvents, adhesives used to adhere the membrane or fabricate lap joints. The membrane and the perimeter system shall be PAGE 2 OF 5 mechanically fastened at the perimeter of the roof. Mechanical fastening shall be conducted in accordance with manufacturer's requirements. Flashing materials shall be compatible with the base membrane materials and substrates to which they are applied. Protective coatings where required, shall be applied in accordance with manufacturer's requirements. The existing deck shall be reviewed by a structural engineer to verify that the structure to be roofed is structurally sound and property designed to support and secure the Polyglass Roof Membrane System. The manufacturers published installation instructions and this report shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. The instructions within this report govem it there are any conflicts between the manufacturers instructions and this report. 52 Roof Covering Fire Classification Class A - Fully Adhered 52.1 Limited to non-combustible decks at inclines not exceeding 1 inch to the horizontal foot Insulation: Poyisocyanurate, pedite, glass fiber any thickness. Base Sheet: 1 -ply of G2 or Elastobase hot mopped or mechanically fastened Membrane: Polyflex GFR heat fused 52.2 Umitedto combustible decks of minimum 15/32 inch thick plywood at inclines not exceeding % inch to the horizontal foot. Base Sheet: 1 -ply of G2 or Elastobase mechanically fastened Py sheet: 1-py of G2 or Elastobase hot mopped. membrane. Polyflex G -FR heat fused 52.3 Vmited to combustible decks of minimum 15/32 inch plywood at inclines not exceeding. % inch to the horizontal foot. Insulation: Poyisocyanurate (2 inch minimum), periite (3/4 inch minimum) or glass fiber (7/16 inch minimum. Base Sheet: 1 -ply of G2 or Elastobase hot mopped Ply Sheet: 1 -ply of G2 or Bastobase hot mopped Membrane: Polyflex GFR heat fused 52A Limited to combustible decks of minimum 15/32 inch plywood at inclines not exceeding % inch to the horizontal foot. Note: Unsupported plywood joints are covered by a minimum 6 inch wide strip of Celotex Corp., GS Roofing, Tamko Asphalt Products or Black Warrior Roofing, Inc. Type G2 base sheet nailed in place prior to roofing. Base sheet: 1 or more layers of Elastobase, or Celotex Corp, GS Roofing, Tamko Asphalt products or Black Warrior Roofing, Inc. Type G2 Base sheet (mechanically fastened) Ply Sheet: 1 or more layers of Elastobase, or Celotex Corp., GS Roofing, Tamko Asphalt Products or Black Warrior Roofing, Inc. Type G2 bane sheet. (mechanically fastened) I PAGE 3OF5 Membrane: Polyflex G FR, or modified bitumen, heat fused 52.5 Limited to non combustible decks at inclines not exceeding Y2 inch to the horizontal foot. Insulation: Polyisocyanurate, perlite, glass fiber any thickness Base Sheet 1 -ply of G2 or Elastobase hot mopped or mechanically fastened. Membrane. Elastoflex S6 -FR hot mopped 526 Limited to combustible decks of minimum 15/32 inch plywood at inclines not exceeding Yz inch to the horizontal foot Base Sheet 1 -ply of G2 or elastobase mechanically fastened. Ply Sheet 1 -ply of G2 or Elastobase hot mopped Insulation: (Optional) Polyisocyanurate, perlite, glass fiber any thickness Membrane: Elastoflex S6 -FR hot mopped 527 Limited to combustible decks of minimum 15132 inch plywood at inclines not exceeding % inch to the horizontal foot. Insulation: Yz inch to 2 inch Partek. 314 inch to 2 inch fiberglass, or 1 inch to 2 inch isocyanurate with all joints staggered 6 inch from plywood joints. Base Sheet . 2 layers of Type G2 base sheet or Elastobase or 1 layer of Type G 2 and 1 layer of Elastobase, mechanically attached or hot mopped. Membrane: Elastoflex VG -FR heat fused 52.8 Limited to combustible decks of minimum 15132 inch plywood at inclines not exceeding % inch to the horizontal foot. Base Sheet 1 -ply of Elastobase nailed Ply Sheet 1 -ply of Elastobase hot mopped Membrane: Elastoflex VG -FR heat fused 5.3 Wind Resistant Assemblies Assembly 1 New Consbuction or Recover - Concrete, Steel Maxdmum Allowable Wind Uplift 30 psf Approved insulations (optional forconcrete or recover) loose laid over the deck or property prepared existing Class 1 roof assembly. Elastobase or Perma Ply No. 28 base sheet is secured to the deck with Approved fasteners and plates (see note 4.1 below) 12 inches on center in the 3 inch wide base sheet side laps and 18 inches on center in one row in the center of the base sheet Potyflex, Polyflex G, or Polyflex GDiamond Baric roof covering is torch applied to the base sheet or Elastoshield TS4, Elastoflex G S6, Elastoflex VG or Elastoflex VG -FR roof covering secured to the base sheet with hot asphalt applied at a rate of 25 Ib/sq. Polyflex roof covers must be coated with Karnak 97 applied at 1-1/2 gal/sq. Assembly 2 New Const mcdon or Recover - Concrete, Steel Maximum Allowable Wind Uplift 45 psf Approved insulations (optional for concrete or recover) loose laid over the deck or properly prepared existing Class 1 roof assembly. Elastobase or Perma Ply No. 28 base sheet is secured to the deck with Approved fasteners and plates (see 9760 note 4.1 below) 12 inches on center in the 4 inch wide base sheet side laps and 18 inches on center staggered in two rows equally spaced between the base sheet side laps. Polyflex, Polyflex G, or Polyflex GDiamond Back roof covering is torch applied to the base sheet or Elastoshield TS4, Elastoflex G S6, Elastoflex VG or Elastoflex VG -FR roof covering secured to the base sheet with hot asphalt applied at a rate of 25 lb/sq. Polyflex roof covers must be coated with Karnak 97 applied at 1-1/2 gal/sq. Assembly 3 New Construction - Concrete, Sled Maximum Allowable Wind Uplift 30 psf Approved insulation is secured to the deck with one approved fasteners and insulation plate per 8 fe maximum. Insulroofing roof covering is secured through the insulation to the deck with approved fasteners and plates (see note 4.2 below)18 inches on center in the roof cover side laps. The 6-1/2 inch wide roof cover side laps are 34 inches on center and are sealed by heating with a propane torch. Insulroofing roof cover is coated with Karnak 97 applied at 1-1/2 gal/sq. Assembly 4 New Construction tion and Recover - Concrete Maximum Allowable Wind Uplift 30 psf Insulroofing roof cover secured through a properly prepared existing Class 1 roof assembly (if present) to a deck with approved fasteners and plates (see note 4.2 below)18 inches on center in the roof cover side laps. The 6-1 /2 inch wide roof cover side laps are 34 inches on center and are sealed by heating with a propane torch. Insulroofing roof cover is coated with Karnak 97 applied at 1-112 gal/sq. Assembly 5 New Construction and Recover - Concrete M mdmum Allowable Wind Uplift 45 psf Polyflex, Polyflex G, or Polyflex GDiamond Baric roof covertorch applied to a primed concrete deck or property prepared existing Class 1 roof assembly or Elastoshield TS4, Elastoflex G S6, Elastoflex VG or Elastollex VGFR roof cover secured to a primed concrete deck or property prepared existing Class 1 built- up roof assembly with hot asphalt applied at a rate of 25 Ib/sq. Polyflex roof covers must be coated with Karnak 97 applied at 1- 112 gal/sq. Geteml Notes: Wind Resistant Assemblies 1 through 5 1. Roofing membranes: Polyglass membranes as listed for each assembly above. 2. Base Sheets: As listed for each assembly above. 3. Insulation - Steel, Concrete - Minimum 1 inch thick approved wood fiberroof insulation, 1 -SM inch Fiberglass Roof Insulation, 1 inch thick approved perlite roof insulation, 5/8 inch thick gypsum board (Type X Core) or 1.5 inch thick isocyanurate roof insulation (ACFoam 1 or II, Hy -therm AP, Mufti -Max, Thennaroof Composite). Recover - Maximum 1 inch thick approved wood fiber roof insulation, fiberglass Roof Insulation or approved pertite roof insulation. 4.1 Fasteners: Steel, wood - #14 Deldast fasteners and Deldast hex Plates or Isofast IF2 fasteners and IFAG-70x70 plates. 9760 Concrete - #14 Dekfast fasteners and Dekfast hex Plates 4.2 Fasteners: Steel wood - #14 Dekfast fasteners and Dekfast 2 inch lap plates or IF/IG-82x40 plates and IF2 fasteners. Concrete - #14 Dekfast fasteners and Dekfast 2 inch lap plates. 5. Maximum slope is Y2 inch to the horizontal foot. 6. The uplift rating of the existing roof governs in fully adhered applications 7. The number of fasteners must be increased by 50% at roof comers for 30 psf uplift and 500/6 at roof comers and perimeter for 45 psf uplift. 6. SUBSTANTIATING DATA 6.1 Manufacturers descriptive literature, specifications, and installation instructions. 6.2 Test reports and engineering studies under ASTM E 108, Underwriters Laboratories Inc., File R14571, signed by James M. O'Shea and Douglas C. Miller. 6.2.1 Project 94NK23605, December 21, 1994. 6.2.2 Letter report, Project 93NK17387, November 11, 1993. 6.2.3 Letter report, Project 95NK6251, February 27, 1995. 6.3 Test report on wind uplift and fire classification under FM 4470, Factory Mutual Research, FMRC 2W7A7.AM, August 4, 1994, signed by J. M. Goodwille, Jr. and G. A. Smith. 6.4 Test reports on physical properties, tensile, elongation and low temperature flexibility under ASTM D 5147, Inchcape Testing Services Warnock Hersey, signed by Geri Nisho, Paul Arnold, and Mike Van Geyn, AscT: 6.4.1 Polyflexand Diamond Back, Project 484-5025-02, Report 2/93, December 1, 1993. 6.4.2 SBS Modified VG Buff and VG FR White, Project 484- 8799, 848799, Report 1/93, September 24, 1993. 6.4.3 Polyflex APP and VGFR Elastoflex SBS, Project 488- 5100, Report 1/94, March 14, 1994. 6.4.4 Polyflex APP and Elastoflex VGFR SBS, Project 488- 5100, Report 2/94, May 6, 1994. 6.5 Test report on water vapor transmission under ASTM E 96, ITS Intertedc Testing Services NA LTD, Warnock Hersey, Report 1/97, May 30, 1997, signed by Geri Nishio. 7. CODE REFERENCES Standard Building Code@ -1997 Edition Section 103.7 Alternate Materials and Methods Section 1503 Roof Coverings Section 1503.1 General Section 1503.2 Fire Resistance Classification Section 1503.3 Wind Load and Wind Resistance Section 1503.4 Replacement/Recovering Section 1513 Single -Ply Roof system Section 1606 Wind Loads Section F102.2.4 Roof Coverings in Fire District & COMMITTEE FINDINGS The Committee on Evaluation in review of the data submitted finds that, in their opinion, the Polyglass Roof Membrane PAGE 4OF5 Systems as described in this report conform with or are suitable aftemates to that specified in the Standard Building Code@ or Supplements thereto. 9. UMITATIONS 9.1 This Evaluation Report and the installation instructions, when required by the building official, shall be submitted at the time of permit application. 9.2 The Polyglass Roof Membranes Systems shall only be installed by professional �vofing contractors who are property certified by the manufacturer and equipped to perform this type of installation. 9.3 Insulation material shall not be used in fire rated assemblies unless its performance has been established by tests. 9.4 All insulation materials used in the roofing system shall have a flame spread index (FSI) of not more than 75 when tested in the maximum thickness intended for use under ASTM E 84. 9.5 Foam Plastic insulations used in the roof covering system shall be protected from the interior of the building by an approved thermal barrier providing a minimum 15 minute protection. 9.6 Adhesives shall be applied in accordance with manufacturers requirements, and within the weather limitations prescribed by the manufacturer. 9.7 The roof systems shall not be installed on roofs having inclines exceeding those specified under Section S. INSTALLATION. 9.8 Concrete decks shall have a compressive strength of not less than 2500 psi and steel decks shall not be less than 22 gauge in thickness. 9.9 Systems requiring ballast shall not be used on roof inclines greater than 1:12. 9.10 Polyglass Roof Membrane System shall not be used in areas when: the factored wind load pressures exceed the maximum allowable uplift pressures listed under Section 53 Wind Resistant Assemblies. 9.11 All Class A, B, and C Classified roof system which are not installed to mist wind uplift per 53 Wind Resistant Assemblies, shall be ballasted with 3/4° to 1-1/2° diameter river bottom stone applied at a minimum rate of 1000 lbs. per 100 square foot. The weight of stone ballast per square feet must be at least equal to the wind load pressure uplift per square foot. 9.12 When applied over existing roofs documentation of the wind uplift resistance of the roof construction shall be submitted to the authority having jurisdiction. 9.13 Class A roof coverings that are not listed as MAINTENANCE AND REPAIR SYSTEMS may be applied over existing roofs without ganging the classification of the existing roof. Class B roof coverings that are not listed as MAINTENANCE AND REPAIR SYSTEMS may be installed over existing Class B and Class C roofs without ganging the classification of the existing roof. 10. IDENTIFICATION Each package of material used in be Polyglass Roof Membrane System covered by this report shall be labeled with the manufacturers name and/ortrademark, the SBCCI Public Safety Testing and Evaluation Services Inc. Seal or initials (SBCCI PST & ESI), and the number of this report for field identification. PAGE 5 OF 5 9760 The phrase "Refer to this Evaluation Report for Code compliance° shall be printed in the manufacturer's literature and installation instructions referencing this Evaluation Report number. r 11. PERIOD OF ISSUANCE SEE THE CURRENT EVALUATION REPORT INDEX FOR STATUS OF THIS EVALUATION REPORT. For information on this report contact: Michael P. O'Reardon, P.E. 205/599-9800