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Home My WebLink About2110 RUTHERFORD RD; ; PCR01193; PermitI • City of Carlsbad ' 1635 Faraday Av Carlsbad, CA 92008 09-07-2001 Plan Check Revision Permit No:PCR01193 Building Inspection Request Line (760) 602-2725 ·-· Job Address: 2110 RUTHERFORD RD CBAD Permit Type: Parcel No: Valuation: Reference #: PCR 2120702200 $0.00 Status: Lot#: 38 Applied: Construction Type: NEW Entered By: Plan Approved: Issued: Project Title: DEFERED SPANDRELED GLAZING Inspect Area: Applicant: RENO CONTRACTING INC SUITE 201 Owner: BLACKMORE AIRPORT CENTRE C/O ALLEN J BLACKMORE ISSUED 08/27/2001 AMA 09/07/2001 09/07/2001 1650 HOTEL CIRCLE NORTH ik.:~SAN DIEGO CA 92108 PO BOX424 RANCHO SANTA FE CA 92067 " -. 619-220<0224 9326 09/07/01 0002 01 02 CGP 240-00 r;£,._ --T-ot_a_l ... Fe_e_s_: __ $_2_4_0_-0_0 ___ T_o-ta"""'I_P_a-ym-en_t_s _T_o_D_a_te-: ---$-0.-0 ... 0 ___ B_a_la .. n-c"""e"""'D_u_e_: _$_2_4_0-.0-0 ___ _ :e-r-"'~l-~·' , Plan Check Revision Fee .Additional Fees ln$pector: FINAL APPROVAL Date: $240.00 $0.00 Clearance: _____ _ NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as '1ees/exactions." You·have 90 days from the date this permit was issued.to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their impo~ition. You are hereby FURTHER NOTIFIED that your rightto.protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions otwhich vou have oreviouslv been aiven a NOTICE similar to this or as to which the statute of limitations has oreviouslv otherwise exoired. PERMIT APPLICATION FOR OFFICE USE o!f)-;: I) II I J er PLAN CHECK No.~J EST. VAL. __________ _ Plan Ck. Deposit --------79-+,-.,--- Validated By , 0 //k: Date /1.L 7;/d,/ Address (include Bldg/Suite #) 5, <c;) Business Name (at this address) Legal Description Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units Assessor's Parcel # Existing Use Proposed Use SO. FT. #of Stories # of Bedrooms # of Bathrooms J:¼\llft.,} Name Address City State/Zip Telephone# 'i-ffi~:dWI\IE!J Name Address City State/Zip Telephone# ,_Nmt:toa•coMPA~Y:,:NAME. (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001). 'R S:N o I'-/ "SO &ft:? e -e l-1) ~ I tSo ~ame Address City State/Zip Telephone # State License # _________ _ License Class _________ _ City Business License # _______ _ Designer Name Address City State/Zip Telephone State License # _________ _ u~·::vmBIJD~ COMllf;NSA Ttoi4,«4f1&:c , ' ;;,';"''"Ew,,,, ""''"'''''·' , ... ,,,,.,, · Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: D I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. D I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company_____________________ Policy No._____________ Expiration Date _______ _ OMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) MPTIO . I 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 th Workers' C mpensation Laws of California. WARNING: Fa' ecure work s' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars 0001, in ad tion to the cost of compensation, damages as provided for in Section 3706 of the L de, interest and attorney's fees. > ;;:~~;~:~l'.)~,ruuj[j1,~, .•• i,~~-;--;---,--,--,-;----,--,--,--,--,-;-----:;-----:--,t DATE ;:-;:;J~-;;:J,~~~-,-,-,,,::0,,;f:;,z;:;.., I hereby affirm that I a,~mPt:;.:;:., D I, as owner of e 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 Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such 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 did not build or improve for the purpose of sale). D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). D I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. D YES ONO 2. I (have/ have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number/ contractors license number): ________________________________________________ _ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): __________________________________________________________ _ PROPERTY OWNER SIGNATURE 'i;QM'.@Bfr'f;ti'ftJt&ECTIQMJiOJ:i\M;;O:~'Ni:B,;:::.'.,.:::~;;::;Jl),;z.••~:::i'M~i7'1Al.;;:-,, .. ,:;-::,,B:;,IJ:;;.IL::;:IJi::1N~f;;,PJ;;;:;,RM::;.,»::.,t;.:s:;oz:fli~11;;:::--, :;;;;;:;;;;;:;;;;;:;;;;;:;;;;;--:-::- Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES D NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. i,i1;,77BJt~tictiQN',~G: AG~ff'ailiftYY>: I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME -----------------i I b > A~WiNl''e'fimficAffiN I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Citt of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by th Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not comm c d within 80 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any lime after the work is commence a period ,f 18Q,days (Section 106.4.4 Uniform Building Code). OLz n/" () J' APPLICANT'S SIGNATURE -----~--,--~,',------------------DATE U~ / _ _ , YELLOW: Applicant PINK: Finance V EsGil Corporation 'l.n Partnersfoip wit/i, (jovernme-rit for '.Buifaing Safety DATE: SEPT.04,2001 JURISDICTION: CARLSBAD PLAN CHECK NO.: PCR0l-193 (9to.Z3~,) SET:I PROJECT ADDRESS: 2110 RUTHERFORD ROAD PROJECT NAME: BLACKMORE PIANO INVESTMENTS ~NT ~~ Cl PLAN REVIEWER Cl FILE [8J The plans transmitted herewith have been corrected where n·ecessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below· are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected ,;md resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: [8J Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Fax#: Mail Telephone Fax Jn Person [8J REMARKS: SPANDREL GLAZING (SHOP DRAWINGS & CALCULATIONS) UNDER THIS PLAN REVISION ONLY. By: Ali Sadre Comments: Original P / C # 96-2369 Esgil Corporation 0 GA O MB O EJ o· PC 8/28 trnsmtl.dot 9~20 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 CARLSBAD PCR0l-193 SEPT.04,2001 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: PCR0l-193 PREPARED BY: Ali Sadre DATE: SEPT.04,2001 BUILDING ADDRESS: 2110 RUTHERFORD ROAD BUILDING OCCUPANCY: B/S1 TYPE OF CONSTRUCTION: VN BUILDING .AREA Valuation Reg. VALUE PORTION (Sq.Ft.) Multiplier Mod. SPANDREL GLAZING UNDER THIS PERMIT Air Conditioning -Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance 1994 use Building Permit Fee , ,.. , 1994 UBC Plan Check Fee , ... , Type of Review: D Complete Review D Structural Only D Other D Repetitive Fee 3 Repeats 0 Hourly 2 j Hours * Esgil Plan Review Fee * Based-on hourly rate Comments: ORIGINAL P/C # 96-2369. ($) $240.ool $192.001 Sheet 1 of 1 macvalue.doc 1.- 2.- 3.- 4.- 5.- 6.- 7.- 1.- 2.- 3.- 4.- 5.- ITEM Structural Calculations Blackmore -Piano Investment, Cralsbad, Ca. CONTENTS General Notes Design Loads Aluminum Mullions Sections Properties Curtainwall & Punch Windows Analysis Curtainwall and Punch Windows Stress/Deflection Curtainwall and Punch Windows Connecti0ns ICBO Reports Design Data Location of Job Carlsbad, Ca. 1;3uilding Code: U.B.C. 1997/1998 California Building Code. Client: Reno Contracting, Co R2H ENGINEERING, INC SAN DI-EGO AUG 1 7 200f RECEIVED SHEETS No. 1 to 2 3 to 3 4 to 14 15 to 26 27 to 28 29 to 36 37 to 38 Structural Elements Designed by others : Entire Bldg. Except , Punch Windows/Curtainwall ~ · · Materials Alum. 6063-T5 Steel Fy 36 Ksi . , :---:-· · r·_ ·1 Machine l!olts A'-307 · · -. , n-~ ~ ·. . : _, ;~ '. : Ramset/Red Head·Anchor Bolts (CarQon Steel) ~ ~ . ' . . . .·, . Dril-Flex ~tructural Fa~teners 'OY E,lC9, INDUSTRIES, INC. .•• ""'I ~ f:~-: R_EVISION DATED oa-.p2{01 ~ _ .-; OLJ J .. , -' .. J . . -·-: -~ ~/ ci ' ' ' . : ... -. -~ "'·. ~-l .,,, .. •":::;::::-"':~ . ->· ~NO EXCEr:1Jt~:T,AKEff,=~\.f!~f {Vl~E AND R.ESUB_MIT 0 REJECTED/·~·/ ·._ . ·QF~Rf.JISH AS CORRECTED f,• .... ,-·-~:::~,~Jt r? .... &,; '/) i . / t . ' . ' ' / Ji . .L _, ~, l\~,.e~;m,,., ~ac:t-t;'7 ~.-~~# tr>~ ,,,."',c,f~ T'1f. t·l·;.l~ .-.. . . ,e Corrections oi\~t11Jnents ·made oii'11tk shop drawings during this review do'~r.~·'rcl!.fNe 9or:r~_ctdr from compliance with requiremants of li~.,__ d,rai•,1higs ar).ct'"specffications. This check is only for reviev1 of--g":111t~F~onformance with the design concept of the project anq g•,maral compliance with. the information given in the contract documz.nts. The contiactor -is reepom:ible for: confirming and correlatmg all quantities and dimensions; selecting fabrication processes and techniques of construction; cc-0rdrnating his work with that of all other trades; and . parformmg his work in a safe and satisfactory manner. R2H Engineering, Inc. Date 6/z:z.,/o, · By -1-(_6. ___ _ No E'xl:eption Taken D Make Corrections Holed D Rejected D Revise and Resubmit 0 Submit Specified Item · Checking is olllyfor general tonfinnation with the Design Concept of the Project and general compliance with tile 1 information given inthe Contract Documents. Any action shown is subject to the requirements of plans and specifications. Contractor is responsible for quantitie,~ dimensions which shaD be confinned and correlated at the job site; fabrication processes and techniques of construction; coordination of his work \'lith that mall other trades, and the satisfactmy performance of bis worl!. amPUUWG-c~TS ,;, ~ D( ~- = -~---lfate• .... _.,.,.,.;r \ :iJ ("'·-t -~...-. }, / < ~I ~ "':-.ti ___ , __ r ,\' Curtainwall design conditions. The term "curtainwall" stands for any aluminum glazing system hereafter mentioned. 1.-These design calculations are solely to determine the adequacy the curtainwall mullions to accommodate the prescribed loading and for the connection of the mullions to the building framing. 2.-Other than curtainwall elements such as horizontal members; sill cans and their joinery; are qualified by others. · 3.-The adequacy of the building components that have been provided at the interface with the store front system and the connection forces from the store front system; is solely the responsibility of the building designers. 4.- 5.- Any necessary bracing or strengthening of building framing elements to prevent overstress or distortion due to loads ~r'ld reactions imposed by the curtainwall system is solely the responsibility of the building designers. lri particular, attention should be directed toward possible twisting and/or weak axis bending of building framing elements that could result from loads and reactions imposed by the curtainwall system. The curtainwall system is not designed to receive dead loads from other building elements or to provide for loads from other building elements such as handrails. 6.-All contact surfaces between alu.minum and steel shall have a permanent protection to prevent galvanic corr~sion. 7.-Weights of the curtainwall system were estimated in 8.50 psf. 8.-Information relative to the building was· taken from .plans : Sheets A's S's Prepared . Smith Consulting Architects R2H !;:ngineering, Inc: . 9.-In the even!_ Building Department approval has not been attained for the above plans: Any Building Department required changes to building elements that would in turn require a modification of the store front connections are considered as extra work. It is the responsibility of others to inform Sunset Glazing, Inc. of any necessary modifications to the curtainwall system in order to accommodate any changes to buildings elements. 10.-Design criteria: Cope: P: Permissible Deflection : 11.-Materials : Aluminum Extrusions: Aluminum Electrodes: Aluminum Fasteners: USC 1997 / 1998 California Building Code Ce*Cq*lw*qs Min (U175 or 3/4") 6063-T5 ER 5356 2024-T4 Steel Plates, Angles, Channels, Brake Shapes, Bars, etc: A36 A307 Steel Machine Bolts: Steel electrodes : E6061 or E7018 Fasteners: Anchor Bolts: Dril-Flex Str~ctural Fasteners, by ELCO ITW Ramset/Red Head Trubolt Wedge Anchor 6063-T5 Aluminum Bending Stress Axial Compression · Bearing Stress Shearing $tress E = 10.1 X 10"6 psi Yield (Ksi) 16.00 16.00 26.00 9 . .09 12.-Verify on field ALL conditions before fabricating. I Basic Permissible (Ksi) 9.50 9.70 15.78 5.45 1-3.-All building Dead Load to be in place prior erecting curtainwall. 14... Maximum deflection tolerance·after installation is 1/2". Permissible With Wind (Ksi) 12.63 12.93 21.01 7.27 i-i ~-1 Job Name: = Title: r Wind: Wind Speed: qs= lw= Blackmore -Piano Investment, Cralsbad, Ca. Design Loads .. 70.00 12.60 1.00 mph psf Wind speed from 1998 Cal. Bldg. Code, Section 1618A, Fig. 16A-1 Wind stagnation pressure from 1998 Cal. Bldg. Code, Table No 16A-F. from 1998 Cal. Bldg. Code, Table 16A-K. P = Ce*Cq*qs*lw from 1998 Cal. Bldg. Code, Section 1620A & Eq. (20A-1). Design Wind Pressure Wall Elements Wall Corners Elements (Inward or Outward) (Inward) (Outward) Curtain Ht. Zone 0-15' 20' 25' 30' 3Q' Note.-. Ce qs*lw Cq P(psD 1.060 12.60 1.20 16.03 1.130 12.60 1_.20 17.09 1.190 12.60 1.20 17.99 1.230 14,60 1.20 18.60 1.246 12.60 1.30 20.41 Cq at Inward from 1998 Cal. Bldg. Code, Table No 16A-H Cq at Outward from 1998 Cal. Bldg. Code, table No 16A-H Ce from 1998 Cal. Bldg. Code., Table No 16A-G, Exposure C. Cq P(psD 1.20 16.03 1.20 17.09 1.20 17.99 1-,20 18.60 1.20 18.84 S~ismic (Seismic Zone= 4-> Z= 0.40; Soil Profile Type= Sc; Near Source Factor Na= 1.0; --> Ca= 0.40*Na) : Wp = 6.05 psf (assumed ONLY to c1eck seismic load) Ip= 1.00 from 1998 Cal. Bldg. Code, Table 16A-K. Ca= -0.40 Fp = 4*Ca*lp*Wp Fp= 9.68 psf Thermal Expansion : from 1 ~98 Cal. Bldg. Code, Table No 16A-Q. from 1998 Cal. Bldg. Code, Eq. (32A-1) < 16.03 psf -> Seismic L9ads do not Governs Temperature Change (Range)@ Material Surface= 180 °F T = 30;00 °F Material Surface Temp. at time of erection assumed OT= 180.00 °F -Dt = 210 °F -30 °F hmax = 16.00 ft Curtain wall heigth max between Splices DL = 0.44 in ===> Use Expansions Size >= 1/2" Cq P(psD 1.50 20.03 1.50 21.36 1.50 22.49 1.50 23.25 1.50 23.55 ... 'r j, '>-.... I"") c:.o c:.o I"") U") c:i u SM-455 ~ 2.000 VERTICAL MULLION 4 1 /2'' SM-455; REF. 1 /5.02 Area: Perimeter: Bounding box: Centroid: Moments of inertia: REGIONS 1.0257 24.5414 x: 0.0000 Y: 0.0000 x: 0.9999 Y: 1. 9481 x: 5.7159 Y: 1. 6998 Product of i nerti.a: xv: 1. 9981 Radii of gyration: x: 2.3606 1. 9999 3. 6_630 Y: 1.2873 Principal moments and X-Y directions I: 0.6742 c;1.bout centroid: J: 1.8231 .BUILDING · SYSTEMS II ENGINEERING PROJECT: BLACKMORE, CARLSBAD, CA. SHEET No. CALCULATED BY: I DATE: 07-04-01 DATE: CHECKED BY: !DATE: JOB. No. r \.. --1 ,., P' ,,.,,_ 0 co 0 ci 0 r-- C? 0 MO-O35 MOD FF-2O5 2.000 0.080 VERTICAL MULLION 4 1/2" MO-O35 MOD + FF-2O5 REF. 3A/5.O1 ----------------REGIONS ---------------- Area: 0.4924 Perimeter: 12.7210 Bounding box: x: 0.0000 --1.9999 Y: 0.0000 --0.9130 centroid: x: 0.9972 Y: 0.3967 Moments of inertia: x: 0.1246 Y: 0.7444 Product of inertiaz xv: 0.1953 Radii of gyration: x: 0.5029 Y: 1. 2295 Principal moments and X-Y directions about centroid: I: 0.0471 J: 0.2547 SYSTEMS CALCULATED BY: , DATE: 07-04-01 DATE: "" OF jQ .•• 801LDING · eRo,ec,, OCAC<MORE. c<acsaAO. CA. """ ":5 ' ENGINEERING CHECKED BY: DATE: JOB. No. j -~ 01 ~ l.O -l --<. ~ ... , H 11 ICOC-400 2.000 0.082 CORNER MULLION ICOC-400; REF. 3/5.03 REGIONS Area: Perimeter: Bounding box: centroid: Moments of inertia: Product of inertia: Radii of gyration: x: Y: x: v: x: Y: xv: x: 1. 5802 31.4277 0.0000 0.0000 1.0000 2.8941 19. 5866 · 2.5963 4.5733 3.5206 . Y: 1. 2818 Principal moments and X-Y directions about centroid: · I: 1.0160 J: 6.3508 2.0000 6.1397 .BUILDING. . SYSTEMS • ENGINEERING PROJECT: BLACKMORE. CARLSBAD. CA. CALCULATED BY: I DATE: 07-04-01 CHECKED BY: I DA TE: SHEET No. VJ OF 3 DATE: JOB. No. r IX) 0 co '"' -) ~·· -0 c:i' . ""~ r 1.310 l mJ \..: .fLI M0-657 JAMB MULLION 6" M0-657; REF. 2/5.05 ' _, ------------- Area: Perimeter: Bounding box: centroid: Moments of inertia: REGIONS 1.0963 29 .·6351 x: 0.0000 Y: 0·.0000 x: 1. 2076 Y: 3.3065 x: 17.6361 v: 2.2·582 Product of inertia: xv: 4,2812 Radii of gyration: x: 4.0109 Y: 1.4352 Principal moments and X-Y directions about centroid: I: 0.6575 J: 5. 6522 --2.0078 --6.0176 ~ I 0.085 \ • 2.000 • : :. • . rmf 11 ~~~11~~~1NG PROJECT: BLACKMORE, CARLSBAD,, CA. CALCULATED BY: I DATE: CHECKED BY: I DA TE: "'I SHEET No. -:::r OF_? g , 07-04-01 DATE: JOB. No. ~ ~ ' - ~ '"'-I l ~ ~ t") tO ~ IO !I --... .----rt.f u SM-655 VERTICAL MULLION 6" SM-655; REF. 1/5.06 Area: Perimeter: Bounding box: centroid: Moments of inertia: REGIONS l.2807 30.5405 x: 0.0000 Y: 0.0000 x: 0.999.9: Y: 2.7286 x: 13.8385 Y: 2.1886 Product of inertia: xv: 3.4944 Radii of gyration: x: 3.2872 Y: 1. 3073 Principal moments and x-v directions about centroid: I: 0.9080 J: 4.3031 1. 999.9 5.1628 l ~ -0.085 2.000 _ i--· ----~-. .• BIJILDING SYSTEMS Ill ENGINEERING PROJECT: BLACKMORE, CARLSBAD. CA. CALCULATED BY: I DATE: 0 7 -04-01 CHECK!,:D BY: I DA TE: ' SHEET No g o,~g· DATE: JOB. No. j r \. 0 0 0 N J"L..11. n......rt HC-030 _ ..... _______ :'\ 0.062 r- ~A ~l ~ .!::!) . , HCF -03 l I \. 2091 . • HEAD HCF-031 PLUS HC-030; REF. 1 /5.01 REGIONS Area: Perimeter: Bounding box: centroid: Moments of inertia: Product of inertia: Radii of gyration: 0.8743 23.2699 x: 0.0000 Y: 0.0000 X: 0.9559 Y: 0.9524 ' x: XY: 1.2'418 Y: 1.2790 0.7869 x: 1.1917 1. 2095 Y: Principal moments and X-Y directions about centroid: .BUILDING · SYSTEMS • ENGINEERING I: 0.4463 J: 0.4826 PROJECT: BLACKMORE, CARLSBAD, CA, CALCULATED BY: I, DA TE: CHECKED BY: !DATE: 2.0909 2.0629 ,, SHEET No, 'j 07-04-01 DATE: JOI;!. No, "" OFjR ~. ,r \.. N (j) ,N ~ ~ t:: LTh_____J L___fLI c.o v I') I u.. u.. c.n :::, ....J a.. CX) v I') I . :::::E I 0,084 \. 2.000 -. _ _ \ HORZ. MULL. HM-348 PLUS FF-346; REF. 3/5.01 REGIONS Area: Perimeter: Bounding box: Centroid: Moments of inertia: Product of inertia: Radii of gyration: 0.9729 26.7283 x: 0.0000 -- Y: 0.0000 -- X: 1.0167 Y: 2.1519 x: 6.5338 Y: 1. 6157 XY: 2.,0196 x: 2 .. 5915 Y: 1.2887 Principal moments and x-v directions about centroid: I: 0.6016 J: 2.0370 2.0000 4.2917 •• BUILDING . "'°""' SCAC<MOSE. '""'"· CA. '""' .... / 0 SYSTEMS CALCULATED BY: T D~TE: 07-04-01 DATE: ENGINEERING CHECKED BY: I DATE: JOB. No. " OF 3f ,, -· ·-l ·- - - - ~ CX) ~ ~~=======-" u ) ·- 0.062 ~ . I") ·O I") N I v Li.. I (.) u :c I ·N <.O I~ ~I J I \ . 2.000 . I HEAD MULLION HC-420 PLUS HCF-.331; REF. 6/5.01 REGIONS Area: 1. 2372 Perimeter: 34.2699 Bounding box: x: 0.0000 Y: 0.0000 centroid: x: 0.9497 Y: 2.7391 Moments of inertia: x; 13.0130 v:. 1.9027 Product of inertia: xv: 3.2460 Radii of gyration: x: 3.2431 Y: 1.2401 Printipal moments and X-Y directions about centroid: .I: 0.7866 J: 3.7306 --2 .0629 --4.8409 .BUILDING m ENGINEERING PROJECT: BLACKMORE, CARLSBAD, CA. . SYSTEMS CALCULAT~D BY: I DATE: 07-04-01 CHECKED BY: I DA TE: .... SHEET No.// OF-;5~ DATE: JOB. No. .J r \.. "' G 0 L() ~ DJM-360 I =~\ I. 2.000 1{Jj ft_j JAMB MULLION 4 1 /2'' DJM-360, REF. 4/5.06 REGIONS ---------------- Area: 1.1018 Perimeter: 29.7579 Bounding box: x: 0.0000 Y: 0.0000 centroid: x: 0.9922 Y: 2.4445 Moments of inertia: x: 9.3668 Y: 1. 7922 Product of inertia:· xv: 2.6496 Radii of gyration: x: 2.9157 Y: 1.2754 Principal mo~~nts and x-v directions about centroid: I: 0.7074 J: 2.7833 --1.9999 --4.4998 . .~ 0075 · .BUILDING SYSTEMS • ENGINEERING PROJECT-: CALCULATED BY: CHECKED BY: BLACKMORE, CARLSBAD, CA. DATE: 07-04-01 DATE: '\ SHEET. No. / l. OF 3 9 DATE: JOB. No. ~ , ~ JAMB MULLION 4 1/2" DJM-360 MODIFIED, REF. 4/5.01 ----------------REGIONS ---------------- Area: 0.5506 Perimeter: 15.2090 Bounding box: X: 0.0000 --1.9999 Y: 0.0000 --1.7500 centroid: x: 0.9844 Y: 1.1025 -' Moments of inertia: x: 0.8255 Y: 0.819:3 Product of inertia: xv: 0.5870 -------------~----------=-1n---'--I Ractii of gyration: x: 1.2245 l!, c!J Y: 1. 2199 Principal moments and x-v directions about centroid: I: 0.1554 ~ .._ ___ _.ft_j J: 0.2867 DJM-360 (MODIFIED). ~ _ Offill -~ BUILDING PROJECT: BLACKMORE, CARLSBAD, CA. 'SHEET Na./3 OF~~ 1111111111 ~ SYSTEMS CALCULATED BY: DATE: . 07-04-01 DATE: '--· . ENGINEERING CHECKED BY: DATE: JOB. No . ../ r -_, --\. 0 0 I.() ~ I.() .t::... .0. c:i, ~ I . 1.305 ~ ffj] N 00 C! ~· \.: .fU1 DJM-365 1 2.000 ~ -...., JAMB MULLION 4 1 /2'' OJM-365; REF. 2/5.02 REGIONS Area: 0.9756 Perimeter: 26.5298 Bounding box: x: 0.0000 --1.9999 Y: 0.0000 --4.4998 Centroid: x: 1.1156 Y: 2.4680 Moments of inertia: x: 8.6938 Y: 1. 7912 Product of inertia: XY: 2.6379 Radii of gyration: x: 2.9852 Y: 1. 3550 Principal moments and X-Y directions about centroid: I: 0.5758 J: 2.7527 • • BUILDING PROJECT, uCKMoRE, CARcsaAo, CA. '"'" ,,. /4-oci$ l? SYSTEMS CALCULATED BY: I DATE: 07-04-01 DATE: 1 . ENGINEERING CHECKED BY: I DATE: ,JOB. No. j I ' { 1. STAAD SPACE VERT. MULL. AT FRAME ELEV. 1 ON 3.01 2. START JOB INFORMA+ION l 1 3. JOB NAME BLACKMORE 4. JOB, CLIENT SUNSET GLAZING !l. JOB PART VM 6. JOB REF 1/5.02 7. ENGINEER DATE 2-JUL-01 8. END JOB INFORMATION 9. INPUT WIDTH 79 10. UNIT INCHES POUND 11. JOINT COORDINATES 12. 1 0 0 O; 2 0 119.25 O; 3 0 163.5 0 13. MEMBER INCIDENCES 1.4. 1 1 2; 2 2 3 15. MEMBER PROPERTY AMERICAN 16. 1 PRIS AX 1.0257 IX 0.1 IY 0.6742 IZ 1.823+ 17. 2 PRIS AX 0.4924 IX 0.1 IY 0.0471 IZ 0.2547 18. CONSTANTS 19. E ALUMINUM ME.MB 1 2 20. DENSITY ALUMINUM MEMB 1 2 2·1. POISSON ALUMINUM MEMB 1 2 22. ALPHA ALUMINUM 1-!EMB 1 2 23. BETA 90 MEMB 1 2 24. UNIT FEET POUND 25. SUPPORTS 26. 1 TO 3 PINNED 27. LOAD l WIND LOAD 28. MEMBER LOAD 29. 1 2 UNI GZ -64.1 30. PERFORM ANAJ'.,YSIS 31. PRINT MAXFORCE ENVELOPE MEMBER FORCE ENVELOPE ALL UNITS ARE' POUN FEET MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS. MEMB FY/ DIST LD MZ/ DIST LD FZ ·DIST LD MY DI.ST LD 1 MAX 288.75 0.00 1 295.58 9.94 1 o.oo 0.00 1 0.00 0.00 1 MIN -348.24 9.94 1 -646.13 4.14 1 0.00 9.94 1 0.00 9 .. 94 1 2 MAX 198.34 0.00 1 295.58 0,00 1 o .. oo o.oo 1 0-.00 0.00 + MIN -38.03 3.69 1 -11.27 3.07 1 0.00 3.69 1 0.00 3.69 1 FX DIST LD 0.00 0.00 0.00 9.94 0.00 0.00 0.00 3.69 ********¼* END OF FORCE ENVELOPE FROM INTERNAL STORAGE ***·******* 32. PRINT SECTION DISPL NSECT 6 ALL MEMBER SECTION DISPLACEMENTS ---------------------------- UNIT =INCHES FOR FP.S AND CM FOR METRICS/SI SYSTEM MEMB .LOAD GLOBAL X,Y,Z DISPL FROM START 'J'O END JOIN-TS AT 1/ 6TH PTS 1 1 0.0000 0.0D00 0.0000 0.0000 0.0000 -0.3063 0.0000 0 .0000 -0·.5187 0.0000 0.0000 -0.5814 0. 0000, 0.0000 -0.4845 0.0000 0.0000 -0.2636 0.0000 0.0000 0.0000 Ml';X LOCAL DI.SP 0.58144 AT 59.62 LOAD 1 L/DISP= 205 2 1 0.0000 0.0000 0.0000 0 .. 0000 0.0000 0.0640 0.0000 0.0000 0.0794 0.0000 0.0000 0.0681 0.0000 0.0000 0,0457 0.0000 0.0000 0.0220 0.0000 0.0000 0.0000 MAX LOCAL DISP o.67940 AT 14.75 J'.,OAD 1 L/DISP= 557 ************ END OF SECT -DISPL RESULTS*********** 33. PRINT SUPPORT REACTION ALL SUPPORT REACTIONS ~UNIT POUN FEET STRUCTURE TYPE SPACE --·-------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 1 1 0.00 0.00 288.75 0.00 0.00 0.00 2 1 0.09 0.00 546.58 0.09 0.00 0.00 3 1 0.00 0. 00 . 38.03 0.00 0.00 0.00 *****·********* END ,OF LATEST ANAL):'SIS RESULT ************** 34. FINISH 1 1 1 1 ma.. I" r:· ... J?ii BUILDING Job No Sheet No Rev ~<<I-· ..... , SYSTEMS 1 • ::;:;HE=:~:~~~ ENGINEERING PartvM Job Title Blackmore Ref 1/5.02 .. By Dat"2-J U 1-01 Chd Client Sunset Glazing file Frame 1 on 301VM.std I Dateffime 02-Jul-2001 13:51 ( 3 -- I? = 3.69 ft -64·.1 lbf/ 'f1 ~~ 2 1 = 9.94 ft ·• J -64.1 lbf/ft c! ~1 Whole Structure Loads 5/bf:1ft 1 WIND LOAD Print Time/Date: 03/07/2001 10:-42 STAADiPro for Windows Release 2000 Print Run 1 of · ·I 1. ,! 2. STAAD SPACE JAMB MULL. AT FRAME ELEV. 1 ON 3.01 START JOB INFORMATION 1>3. 4. §. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23, 24. 25. 26. 27. 28. 29. 30. 31. 32. JOB NAME BLACKMORE JOB CLIENT SUNSET GLAZING JOB PART JM JOB REF 4/5.06 ENGINEER DATE 2-JUL-01 APPROVED DATE BSE END JOB INFORMATION INPUT WIDTH 79 UNIT INCHES POUND JOINT COORDINATES 1 0 0 O; 2 0 119.25 O; 3 6 163.5 0 MEMBER INCIDENCES 1 1 2; 2 2 3 MEMBER PROPERTY AMERICAN 1 PRIS AX 1.1018 IX 0.1 IY 0.707~ IZ 2.7833 2 PRIS AX 0.5506 IX 0.1 IY 0.1554 IZ 0.2867 CONSTANTS E ALUMINUM MEMB 1 2 DENSITY ALUMINUM MEMB 1 2 POISSON ALUMINUM MEMB 1 2 ALPHA ALUMINUM MEMB 1 2 BETA 90 MEMB 1 2 UNIT FEET POUND SUPPORTS 1 TO 3 PINNED LOAD 1 WIND LOAD MEMBER LOAD 1 2 UNI GZ -32.1 PERFORM ANALYSIS PRINT MAXFORCE ENVE·LOPE; MEMBER FORCE ENVELOPE ALL UNITS ARE POUN FEET MAX AND MIN FORCE VALUES AMONGS.T ALL SECTION LOCATIONS MEMB FY/ DIST LI_) MZ/ DIST LD FZ DIST LD MY DIST LD i MAX 146.54. 0.00 1 128.80 9.94 1 0 .-00 0.00 1 0.00 0.Q0 1 MIN -172.46 9.94 1 -331.85 4.97 1 0.00 9.94 1 0.00 9.94 1 2 MAX 94.11 0.Q0 1 128.80 o.oo 1 o.oo 0.00 1 0.00 o.oo 1 MIN -24.25 3.69 1 -8. 0·4 3'.07 1 0.00 3.69 1 0.00 3.69 1 FX DIST LD 0.00 0.00 0.00 9.94 0.00 0.00 0.00 3.69 ********** END OF FORCE ENVELOP'E fROM INTERNAL STORAGE *****·***** 33. PRINT SECTION DISPL NSECT 6 ALL MEMBER SECTION DISPLACEMENTS ---------------------------- UNIT =INCHES FOR FPS AND CM FOR METRICS/SI SYSTEM MEMB LOAD GLOBAL X,Y,Z DISPL FROM START TO END JOINTS AT 1/ 6TH PTS 1 1 0.0000 0.0000 0.0000 0 0000 0.0000 -0.1036 0.0000 0.0000 -0.1766 0.0000 o.dooo -0.1981 0.0000 0.0000 -0.1662 0.0000 0.0000 -0.0915 0.6000 0.0000 d.0000 MAX LOCAL DISP 0.19809 AT 59. 62' LOAD 1 L/DISP= 602 2 1 0.0000 0.0000 ,0 .. 0000 0.0000 0.0000 0.0218 0.0000 0.0000 0.0256 0.0000 0.0000 0.0204 0.0000 0 .0000 0.0126 0.0000 0.0000 0.0055 0.0000 0.0000 0.0000 MAX LOCAL DISP 0.02560 AT 14.75 LOAD 1 L/DISP= 1728 ************ END OF SECT DISPL RESULTS· * * * * * * * * * * * 34. PRINT SUPPORT REACTION ALL SUPPORT REACTIONS -UNIT POUN FEET STRUCTURE TYPE = SPACE ----------------- ·JOINT LOAD FORCE-X FORCE-Y FQRCE-Z MOM-X MOM-Y 1 1 o.oo o.oo 146.54 0.00 0.00 2 1 0.00 o.oo 266.57 0.00 0.00 3 1 0.00 0.00 24.25 ·o. oo 0.00 ************** END OF LATEST ANALYSIS RESULT************** 35. FINISH MOM Z 0.00 0.00 0.00 1 1 1 1 ~,··J'·' BUILDING Job No Sheet No Rev 1 · .. ; ... SYST-EMS 1 ' ~;::.: ) : .. · ... ~··":'!' ENGINEERING ParlJM Job Title Blackmore. Ref 4/5.06 By Dat"2-Jul-01 Chd Client Sunset Glazing File Frame 1 on 301JM.std / Oate/Time 02-Jul-2001 13:55 3 ~- ? = 3.69 ft -32.1 lbf/ ft ~~ 2 1 = 9.94 ft J . -32.1 lbf/ft 1 Whole Structure Loads 5lbf:1f(1 WIND LOAD Print Time/Date; 03/0712001 10;43 STAAD/Pro for Windows Release 2000 Print Run 1 of 1 I, 1. 2. 3. t 4. 5- 6. 7 .. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. J-9. 20. 21. 22. 23. 24. 25. 26. 27. 28. 29. 30. 31. 32. 33. 34,. STAAQ SPACE FRAME VERT MULLION@ 7 ON 3.02 START JOB INFORMATION JOB NAME BLACKMORE JOB CLIENT SUNSET GLAZING JOB NO 'ELEV 7 ON 3.02 JOB PART 'SM-655 JOB REF 1/5.06 ENGINEER DATE 02-JUL-01 END JOB INFORMATION INPUT WIDTH 7 9 PRECISION 0.001 UNIT INCHES POUND JOINT COORDINATES 1 0 123.5 0~ 2 0 153.0 O; 3 0 348.0 O; 4 O 376r0 o MEMBER INCIDENCES 1 1 2; 2 2 3; 3 3 4 MEMBER PROPERTY AMERICAN 1 TO 3 PRIS AX 1.281 IX 2 IY 0.908 IZ 4.3Q3 ~UfPORTS 1 TO 4 PINNED CONSTANTS E ALUMINUM MEMB 1 TO 3 DENSITY ALUMINUM MEMB 1 TO 3 P.OISSON ALUMINUM MEMB 1 TO 3 ALPHA ALUMINUM MEMB l TO 3 BETA· 90 MEMB l TO 3 UNIT FEET POUND LOAD· 1 WIND LOAD MEMBER LOAD 1 UNI GZ -64.1 2 UNI ~z -74.4 3 UNI GZ -93.6 PERFORM ANALYSIS PRINT SECTION MAX DISPL ALL MAX MEMBER SECTION DISPLACEMENTS FOR FPS AND CM FOR METRIC/SI UNIT= INCH MEMBER 1 MAX DISP 0.02195 0. 71502 ,0. 01972 LOCATION 17 .21 97.50 11. 67 SYSTEM LOAD 1 L/DISPL 1344 2 3 1 1 272 1419 ************ END OF SECT DISPL RESULTS **·********* 35. PRINT MAXFORCE' ENVELOPE ALL MEMBER FORCE ENVELOPE ALL UNITS ARE POUN FEET MAX AND MIN FORCE VALUES AMONGST MEMB FY/ DIST LD FZ DIST LD 1 MAX -525.44 0.00 1 0.00 0.00 1 MIN -683.02 2.46 1 0.00 2.46 1 2 MAX 603. 23 0.00 1 0.00 0.00 1 MIN -605.77 16.25 1 0.00 16.25 1 3 MAX 754.62 0.00 1 o.oo 0. OQ 1 MIN 536.22 2.33 :r o .. oo 2.33 1 ALL SECTION LOCATIONS MZ/ DIST LD MY DIST LD 1485.40 · 2.46 1 o.oo 0.00 1 0.00 0.,00 1 0.00 2.46 1 1505.98 16.25 .1 0.00 0.00 1 -960.09 8.12 1 o.cio 16.25 1 1505 .. 98 0.00 1 0.00 0.00 1 0.00 2.33 1 0.00 2.33 1 FX 0.00/ 0.00 0.00 0.00 0.00 0.00 DIST 0.00 2. 46 0.00 16.25 0.00 2.33 * * * * * * * '* * * END OF FORCE ENVELOPE FROM INTERNAL STORAGE * * * * * * * * * * 36. PRINT SUPPORT REAC'l!ION SUPPORT REACTIONS -UNIT POON FEET STRUCTURE TYPE SPACE --------.-------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y 1 1 0.00 0.00 -525.44 o.oo o.oo· 2 1 0.00 0.00 1286.25 0.00 o .. oo 3 1 0.00 0.00 1360.39 0.00 d.oo 4 1 0.00 ·O. 00 ~516.22 0.00 0.00 *********'***** END OF LATES'l! ANALYSIS RESULT ************** 37. FINISH MOM Z 0.00 0.00 0.00 0.00 LD 1 1 1 1 1 1 't'1 -.."l ··_t'<; BUILDING _!~ '':'I I: :: _?,=; SYSTEMS 1,, I :'.-~:-:= .. ,·. ENGINEERING . Job Title Blackmore . Client Sunset Glazing -93.6 lbf/ft J Whole Structure Loads 60/bf:1ft 1 WIND LOAD 4 = 2.33 ft 3 = 16:25 ft 2 = 2.46 ft 1 Job No Sheet No Rev Elev 7 on 3.02 1 PartsM-655 Ref 1/5.06 By Dal8Q2-Jul-01 Chd File Frame 7 on 302VM.std / Date/Time 02-Jul-2001 17:02 Print Time/Date: 02/07/2001 17:04 STAAD/Pro for Windows Release 2000 Print Run 1 of 1 !. 1. 2. I ~3. ,,, 4. 5. 6. 7_. 8. 9. 10. 11. 12. 13. 14'. 15. 16. 17. i-B: 19. 20. 21. 22. .23. 24. 25. 26. 27. 28. 29. 30. 31. 32. 33. 34. STAAD SPACE FRAME JAMB MULLION@ 7 ON 3.02 START JOB INFORMATION JOB NAME BLACKMORE JOB CLIENT SUNSET GLAZING JOB NO ELEV 7 ON 3,02 JOB PART M0-657 JOB REF 2/5.05 ENGINEER DATE 02-JUL-01 END JOB INFORMATION INPUT WIDTH 79 PRECISION 0.001 UNIT INCHES POUND JOINT COORDINATES 1 0 123.5 0; 2 0 153 0; 3 0 348 0; 4 0 376 0 MEMBER INCIDENCES 1 1 2; 2 2 3; 3 3 4 MEMBER PROPERTY AMERICAN l TO 3 PRIS AX 1.0963 IX 0.1 IY 0.6575 IZ 5.6522 SUPPORTS 1 T0 4 PINNED CONSTANTS E ALUMINUM MEMB 1 TO 3. DENSITY ALUMINUM MEMB 1 TO 3 POISSON ALUMINUM MEMB 1 TO 3 ALPHA ALUMINUM MEMB 1 TO· 3 BETA 90 MEMB l TO 3 UNIT FEET POUND LOAD 1 WIND LOAD MEMBER LOAD 1 UNI GZ -32.1 2 UNI GZ -37'.2 3 UNI GZ -46.8 PERFORM ANALYSIS PRINT SECTION MAX DISPL ALL MAX MEMBER SECTION DISPLACEMENTS --------------------------------FOR METRIC/SI UNIT= INCH FOR FPS AND CM MEMBER 1 MAX DISP 0.00835 0 .27217 O.Q0751 LOCATION 17.21 97.50 11. 67 SYSTEM LOA!) 1 L/DISPL 3531 2 1 1 716 37.29 3 ************ END OF SECT DISPL RESULTS*********** 35. PRINT MAXFORCE ENVELOPE ALL MEMBER 'FORCE ENVELOPE -------·-------------ALL UNITS ARE POUN FEET ·MAX AND MIN FORCE VALUES AMONGST MEMB FY/ DIST LD. FZ DIST LD 1 MAX -262. 66 0.00 1 0.00 0.00 1 MIN -341.57 2.46 1 0.00 2.46 1 2 MAX 301.62 0.00 1 0.00 0.00 1 MIN -302.88 16.25 1 0.00 16.25 1 3 MAX 377.31 0.00 1 0.00 0.00 1 MIN 268 .11 2.33 1 0.00 2.33 1 ALL SECTION LOCATIONS MZ/ DIST LD MY DIST LD 742.71 2. 46 1 0.00 0.00 1 o. (50 0.00 1 0.00 2.46 1 752.99 16.25 1 0.00 0.00 1 -480.04 8.12 1 0.00 16.25 1 752.99 0.00 1 a.ob 0.00 1 o.bo 2.33 1 0.00 2.33 1 FX o.ob 0.00 0.00 0.00 0.00 0.00 DIST 0.00 2. 46 0.00 16.25 0.00 2.33 FORCE ENVELOPE FROM INTERNAL STORAGE ********** ****'****** END OF 36. PRINT SUPPORT REACTION SUPPORT REACTIONS -UNIT POUN FEET STRUCTURE TYPE SPACE ----------------- JOINT LOAD FORC:E-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 1 1 0.00 0.00 -262.66 0.00 0.00 0.00 2 1 0.00 Q.00 643.19 0.00 0.00 0.00 3 1 0.00 0.00 680.19 0.00 0.00 0.00 4 1 0.00 0.00 -268.1:I. 0.00 0.00 0.00 ************** END OF LATEST ANALYSIS RESUP ************** 37. 'FINISH' LD 1 1 1 1 ' 1 1 . R<ll ·.Jr: BUILDING 'SYSTEMS I : ••• =·='·. ENGINEERING Job Title Blackmore - , Client · Sunset Glazing -46.8 lbf/ft J Whole Structure Loads 60/bf:1ft 1 WtNb LOAD 4 = 2.33 ft 3 '= 16.25 ft Job No Sheet No Rev Elev 7 on 3.02 1 PartMO-657 Ref 2/5.05 By Dat8Q2-Jul-01 Chd Fite Frame 7 on 302JM.std j Date/Time 02-Jul-2001 18:03 Print Tjme/Date· 02/07/2001 18:04 ST AAD/Pro for Windows Release 2000 Print Run 1 of 1 r ' sl 1. ,y 2. ,,3. 4. :5. 6. 7. 8. 9. 10. 11. 12. 13 .. 14 .. 15. 16. J. 7. 18. 19. 20. 21. 22. 23. 24. 25. 26. 27. 28. 29. 30. 31. 32. 33. 34. STAAD S.PACE FRAME Vj,RT MULLION @ 8 ON 3. 03 START' JOB INFORMATION JOB NAME BLACKMORE JOB CLIENT SUNSET GLAZING JOB NO ELEV 8 ON 3.03 JOB PART SM-655 JOB REF 1/5.06 ENGINEER DATE 02-JUL-Ol END JOB INFORMATION INPUT WIDTH 79 PRECISION 0.001 UNIT INCHES POUND JOINT COORDINATES 1 0 0 O; 2 0 153 O; 3 0 348 Q; 4 0 376 0 MEMBER INCIDENCES 1 1 2 ; 2 2 3·; 3 3 4 MEMBER PROPERTY AMERICAN 1 TO 3 PRIS AX 1.281 IX 2 IY 0.908 IZ 4.303 SUPPORTS 1 TO 4 PINNED CONSTANTS E A,LUMINUM MEMB 1 TO 3 DENSITY ALUMINUM MEMB 1 TO 3 POISSON ALUMINUM MEMB 1 TO 3, AL.PHA ALUMINUM MEMB 1 TO 3 BETA 90 MEMB 1 TO 3 UNI').' FEET POUND LOAD 1 WIND LOAD· MEMBER LOAD 1 UNI ·GZ -64 .1 2 UNI GZ -74.4 3 QNI GZ -93.6 PERFORM ANALYSIS PRINT SECTION MAX DISPL ALL MA)(MEMBER SECTION -DISPLACEMENTS UNI.T= INCH MEMBER 1 2 3 FOR FPS AND MAX DISP 0.27740 0.69742 0.01944 CM FOR METRIC/SI LOCATION 63.75 99.50 11. 67 SYSTEM LOAD 1 1 1 L/DISPL 551 279 +440 ************' END OF SECT DISPI:. RESULTS *********** 35. PRINT ·MAXFORCE ENVELOPE. ALL MEMBER FORCE ENVELOPE ALL UNITS ARE P.OUN FEET MAX AND MIN FORCE VALUES AMONGST ALL SECT.ION LOCATIONS · MEMB FY/ DIST LO MZ/ DIST LO FZ DIST LD MY DIST LO FX 1 MAX 288.43 0.00 1 1532.60. 12.75 1 0.00 0.00· 1 0.00 0.00 1 o.oo MIN -528.84 12.75 1 -646. 94· 4.25 1 0.00 12 .• TS 1 'J.00 12.75 1, 0.00 2 MAX 607. 41 0.00 1 ·1532.60 0.00 1 0.00 0.00 1 0,.00 0.00 1 0.00 MIN -601:.59 16.25 1 -946.81 8.12 1 0.00 16.25 J. 6.00 16.25 1 0.00 3 MAX 745.78 0.00 1 1485.35 0.00 1 0.00 0.00 1 0.00 O.OQ 1 0.00 MIN 527.38 2.33 1 o.oo 2.33 1 0 .. 00 2.33 1 0.00 2.33 1 0.00 DIST 0.00 12.75 0.00 16.25 0.00 2.33 ********** END OF FORCE ENVELOPE FROM INTERNAL STORAGE********** 36. fRINT SUPPORT REACT.ION SUPPORT REACTIONS -UNIT POUN FEET STRUCTURE TYPE SPACE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z• MOM,X MOM-Y 1 1 o.oo 0.00 288.43 o.oo 0.00 2 1 0.00 0.00 1136.25 0.00 0.00 3 1 0.00 0.00 1347.37 0.00 0.00 4 1 0.00 0.00 -527.38 0.00 0.00 ************** END OF LATEST ANALYSIS RESULT ************** 37. FINISH- MOM Z 0.00 0.00 0.00 0.00 LO 1 1 1 1 1 1 -r • I. .1--...,,1 .J/· BUILDING ~<<I I ·. :i::: SYSTEMS I .,_...,., ---·~ . ENGINEERING . · ... --·· Job Title Blackmore Client Sunset Glazing -93.6 lbf/ft J Whole Structure Loads 60lbf.·1ft 1 WIND LOAD 4 = 2.33 ft 3 2 = 12.,75 ft 1 Job No Sheet No Rev Elev 8 on 3.03 1 PartsM-655 Rei 1/5.06 By Dat802-Jul-01 Chd F·ile Frame 8 on 303VM.std I Datefflme 02-Jul-2001 18: 18 Print Time/Date. 02/07/2001 18:21 . ~TMD/Pro for Windows Release 2000 Print Run 1 of , } ) ... I 1. ,. 2. STAAD SPACE FRAME JAMB MULLION @ 8 QN 3. 03· START JOB WFORMATION 3. , 4. s,. ·6. 7. 8. 9. 10. 11. 12. 13. JOB NAME BLACKMORE JOB CLIENT SUNSET GLAZING JOB NO ELEV 8 ON 3.03 JOB PART M0-657 JOB REF 2/5.05 ENGINEER DATE 02-JUL-01 END JOB INFORMATION INPUT WIDTH 79 PRECISION O. 001 UNIT INCHES POUND JOINT COORDINATES 14. 1 0 0 O; 2 0 153 O; 3 0 348 O; 4 0 376 0 15. MEMBER INCIDENCES 16. 1 1 2; 2 2 3; 3 3 4 17. MEMBER PROPERTY AMERICAN 18. 1 TO 3 PRIS AX 1.0963 IX 0.1 IY 0.6575 IZ 5.6522 19. SUPPORTS 20. 1 TO 4 PINNED 21. CONSTANTS 22. E ALUMINUM MEMB 1 TO 3 23. DENSITY ALUMINUM MEMB 1 TO 3 24. POISSON ALUMINUM ME~B 1 TO 3 25. ALPHA ALUMINUM' MEMB 1 TO 3 26. BETA 90 MEM~ 1 TO 3 27. UNIT FEET POUND 28. LOAD 1 WIND LOAD 2 9 . MEMBER LOAD 30. 1 UNI GZ -32.1 31. 2 UNI GZ -37.2 32. 3 UNI GZ -46.8 33 .. PERFORM ANALYSIS 34 .. PRINT SECTION MAX DISPL ALL MAX MEMBER SECTION DISPLACEMENTS UNIT= INCH ,FOR FPS AND CM FOR METRIC/SI SYSTEM MEMBER MAX DISP LOCATION LOAD L/DISPL 1 0.10595 63.75 1 1444 2 0.26533 97.50 1 734 3 0.00740 11. 67 1 3786 ************ END OF SECT DISPL RESULTS*********** 35. PRINT Ml',XFORCE ENVELOPE ALL 'MEMBER FORCE ENVELOPE ---------------------ALL UNITS ARE POUN FEET MAX AND MIN FORCE VALUES AMONGST ALL SECTI.ON LOCATIONS MEMB FY/ DIST LD MZ/ DIST LD FZ DIST LD MY DIST LD 1 MAX 144.50 0.00 1 766.81 12.75 1 0.00 0.00 1 o.o·o d.00 1 MIN -264.78 12.75 1 -324. 20 4.25 1 0.00 12.75 1 0.00 12.75 1 2 MAX 303.75 0.00 1 766.81 o.oo 1 0.00 0.00 1 0.00 0.00 1 MIN -300.75 16.25 1 ~473.26 8.12 1 0.00 16.25 1 b.oo 16.25 1 3 MAX 372.79 0.00 1 742.4'5 0.00 1 0.00 0.00 1 0.00 0.00 1 MIN 263.59 2.33 1 0.00 2.33 1 0.·00 2.33 1 0.00 2.;33 1 FX 0.00 0.00 O.Ob O·. 00 0.00 o.do DIST 0.00 12.75 0.00 16.25 0.00 2.33 ***·******* E:ND OF FORCE ENVELOPE FROM INTERNAL STORAGE *****·***** 36. PRINT SUPPORT REACTION SUPPORT RE:AGTIONS -UNIT POUN FEET STRUCTURE TYPE SPACE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 1 1 o.oo o.oo 144,.50 0.00 0.00 0.00 2· 1 0.00 0.00 568.53 0.00 0.00 0.00 3 1 o.oo 0.00 673.55 0.00 0.00 0.00 4 1 0.00 0.00 -263.59 o.bo 0.00 0.00 ************** END OF LATEST ANALYS.IS RESULT ************** 37. FINISH· LD 1 1 1 1 1 1 Job Title Blackmore Client Sunset Glazing J BUILDING SYSTEMS ENGINEERING -46.8 lbf/ft Whole Structure Loads 6Qlbf:1ft 1 WIND LOAD 4 = 2.33 ft 3 = 16.25 ft 2 = 12.75 ft 1 Job No Sheet No Rev Elev 8 on 3.03 1 PartM0-657 Ref 2/5.05 By Dat"02-Jul-01 Chd File Frame 8 on 303JM.std I DatefTime 02-Jul-2001 18:30 Print Time/Date. 02/07/2001 18:31 STAAD/Pro for Windciws Release 2000 Print Run 1 of · Job Name. Blackmore -Piano Investment, Cralsbad, Ca. Title : Bending Stress/Displacements Revisions Check Aluminum Vert. Mullion SM-455 (Memb 1) and M0-035 Modif Plus FF-205 (Memb 2)@ Frame Elev. Ref.1/3.01 . t; -~' J.J Memb L Lb Sx ly LbSx/ly Mmax Fb fb Fb/fb Chk Dall Dact Chk (ft) (ft) (in3) (in4) (K-ft) (Ksi) (Ksi) (in) (in) r.M-' ~ 1-2 1 9.94 7;50 1.88 0.67 251.003 0.646 12.490 4.124 3.03. >= 1.000K 0.681 0.581 Dall >= Dael OK 2-3 2 3.69 3:50 0.64 0.05 572.526 0.296 11.737 5.524 2.12 >= 1.00OK 0.253 0.079 Dall >=-Dact OK Check Aluminum Jamb Mullion DJM-360 (Memb 1) and DJM-360 Modif (Memb 2)@ Frame Elev. Ref. 1/3.01 J-J Memb L Lb Sx ly LbSx/ly Mmax Fb fb Fb/fb Chk Dall Dact Chk (ft) (ft) (in3) (in4) (K-ft) (Ksi) (Ksi) (in) (in) 1-2 1 9.94 7.50 1.14 0.67 151-.993 0.332 12.635 3.497 3.61 >= 1.00OK 0.681 0.198 Dall>= Dael OK 2-3 2 3.69 3.50 0.26 0.05 231.888 0.129 12.547 5.944 2.11 >= 1.00OK 0.253 0.026 Dall >= Dael OK Check Vert Mullion SM-455, Frame ·Elev. Ref.: 2/3.01 Punch Windows Max. Height=; 7'-8', Max. T.rib. Width= 4'-0'. (LOAD PRESSION @Second Floor Elev 25'= 18.0 psij J p s L Lb Ix Sx ly w Mmax LbSx/ly Fb fb Fb/fb Chk Dall Dact Chk (psij {ft) (ft) (ft). _ (in4) (in3) (in4) (#/ft) . (K-ft) (Ksi) . (Ksi) (in) (in) 1-2 18.00 4.000 7.667 7.667 1.823 0.936 0.674 72.000 0.529 127.70 12.635 6.783 1.86 >= 1.00 OK 0.526 .0.304 Dall>= Dact OK Check Jamb Mullion OJM•365 Ref. 2/5.02, Frame Elev. Ref.: 2/3.01 J p s L Lb Ix Sx ly w Mmax LbSx/ly Fp fb Fb/fb Chk Dall Dact Chk (psij (ft) ;(ft) (ft) (in4) (in3) (in4) (#/ft) (K-ft) . (Ksi) (Ksi) (in) (in) 1-2 18.00 4:000 7.667 7.667 2.753 1.115 0.576 72.000 0.529 178.21 12.635 5.691 2.22. >= 1.00 OK 0.526 0.201 Dall >= Dact OK Check Vert Mullion SM-455, Frame Elev. Ref.: 3/3.01 to 6/3.01 Store Front Max. Height= 9'-11/4', Max. Trib. Width= 4'-0'. (LOAD PRESSION@ First Floor= 16,0 psf, Comer Zone Load Pression@ 1st Floor= 20.03 psij J p s L Lb Ix Sx ly w Mmax LbSx/ly Fb fb Fb/fb Chk Dall Dact Chk (psD (ft) (ft~ (ft) (in4) (in3) (in4) (#/ft) (K-ft) (Ksi) (Ksi) (in) (in) 1-2 16.00 4.000 9.104 6.500 1.823 0.936 0.674 64.000 0.663 108.27 12.635 8.503 1.49 >= 1.00 OK 0.624 0.537 Dall >= Dact OK Check Jamb Mullion DJM-365 Ref. 2/5.02, Frame Elev. Ref.: 3/3.01 to 6/3.01 J p s L Lb Ix Sx ly w Mmax LbSx/ly Fb fb Fb/fb Chk Dall Dael Chk (psij (ft) (ft) (ft) (in4) (in3) (in4) (#/ft) (K-ft) (Ksi) (Ksi) (in) (in) 1-2 16.00 2.000 9.104 6.500 2.753 1.115 0.576 32.000 0.332 151.09 12.635 3.567 3.54 >= 1.00 OK 0.624 0.178 Dall>= Dael OK Check Comer Mullion ICOC-400 Ref. 315.03, Frame Elev. Ref.: 3/3.01 N J p s L Lb Ix Sx ly w Mmax LbSx/ly Fb fb Fb/fb Chk Dall Dael Chk ~ (psij (ft) (ft) (ft) (in4) (in3) (in4) (#/ft) (K-ft) (Ksi) (Ksi) (in) (in) 0 1-2 20.03 4.000 9,104 6.500 6.351 2.194 1.016 80.120 0.830 168.47 12.635 4.539 2.78 >= 1.00 OK 0.624 0.193 Dall>= Dact OK ~ \N C>(j' Job Name. Blackmore -Piano Investment, Cralsbad, Ca. Title : Bending Stress/Displacements Revisions Check Aluminum Vert. Mullion SM-655 (Memb 1 ToMemb 3)@Frame Elev. Ref. 7/3.02 J.J Memb L Lb Sx iy LbSx/ly Mmax (ft) (ft) (in3} (in4} (K-ft} 1-2 1 2.46 2.45 1.58 0.91 51.063 1.485 2-3 2 16.25 7.50 1.58 ·0.91 156.314 1.506 ·.3-4 3 ~.33 2.33 1.58 0.91 48.562 1.506 '· Check Aluminum Jamb Mullion M0-657 (Memb 1 To Memb 3}@ Frame Elev. Ref. 7/3.02 J -J. Memb L Lb Sx ly LbSx/ly Mmax (ft) (ft} (in3} (in4} (K-ft} 1-2 1 2.46 2.45 1.71 0,66 76.436 0.743 i-3 2 16.25 7.50 1.71 0.66 233.989 0.753 3-4 3 2.33 2.33 1.71 0.66 72.693 0.753 Check Aluminum Vert. Mullion SM-655 (Memb 1 To Memb 3)@ Frame Elev. Ref. 8/3.03 and 9/3.04 J.J Memb L Lb Sx ly LbSx/ly Mmax (ft) (ft) (in3) (in4} (K-ft) 1-2 1 12.75 7.50 1.58 0.91 156.314 1:533 2-3 2 16.25 7.50 1.58 0.91 ·156.314 1.533 3-4 3 2.33 2.33 1.58 0.91 48.562 1.485 Check Aluminum Jamb Mullion MO-657 (Memb 1 To Meinb 3)@Frame Elev. Ref. 8/3.03 arid 9/3.04 J.J Memb L Lb Sx ly LbSx/ly Mmax (ft) (ft} (in3} (in4} (K-ft} 1-2 1 2.46 2.45 1.71 0.66 76.436 0.767 2-3 2 16.25 7.50 1.71 0.66 233.989 0.767 3-4 3 2.33 2.33 1.71 0.66 72.693 0.742 L_ Fb fb Fb/fb (Ksi} (Ksi} 12.635 11.303 1.12 12.635 11.459 1.10 12.635 11.459 1.10 Fb fb Fb/fb (Ksi} (Ksi} 12.635 5.214 2.42 12.541 5.286 2.37 12.635 5.286 2.39 Fb fb Fb/fb (Ksi) (Ksi} 12.635 11.662 1.08 12.635 11.662 1.08 12.635 11.302 1.12 Fb fb Fb/fb (Ksi} (Ksi} 12.635 5.383 2.35 12.541 5.383 2.33 12.635 5.212 2.42 Chk Dall (in} >= 1.00OK 0.169 >= 1.00OK 0.750 >= 1.00OK 0.160 Chk Dall (in} >= 1.00OK 0.169 >= 1.00OK 0.750 >= 1.00 OK 0.160 Chk Dall (in) >= 1.00 OK 0.750 >= 1.00 OK 0.750 >= 1.00 OK 0,j60 Chk ball (in) >= 1.00 OK 0.169 >= 1.00 OK 0.750 >= 1.00OK 0.160 Dact Chk (in} 0;022 Dall >= Dact OK 0.715 Dall>= Dact OK 0.020 Dall >= Dact OK Dact Chk (in} 0.008 Dall >= Dact OK 0.272 Dall >= Dact OK 0.008 Dall >=Dact OK Dact Chk (in} 0.277 Dall >= Dact OK 0.697 Dall >= Dact OK 0.019 Dall>= Dact OK Dact Chk (iri} 0.106 Dall>= Dact OK 0.265 Dall >= Dact OK 0.Q07 Dall >= Dact OK . F,. . ;; "' k ~ ~ C) ~ tN ~ i i s ~ °N I~ 38.03 #} 1 5/8" 1 'I ~ "\] ~ "\] I CONC. WAL~ PANEL ( (BY OlHERS) ~ I ,w .k·I : . 2· • HEAD @ 1 / 4" GLASS WINDOW REF: 18/A-11 ::.A ,._ II Job Name : Blackmore -Piano ln~stment, Cralsbad, Ca. Title: Anchor Bolt Design at Ref. 1/5.01 Check 1/4" 0 Trubolt (MIN. EDGE DIST= 6*0.25 = 1.50", MIN. SPACING= 3.0" O.C.) Rmax = 38. 030 # N. S. = 1. 000 Anchor Number of Anchor Bolts V = 38.030 #/Anchor Shear/Anchor Bolt a) Check Alum. Bearing t = 0.080 in d = 0.250 in f= 1,901.500 psi F = 20,987.400 psi b) Check Shear Vall = 460.000 #/Anchor c) Checl< Tension Alum. Thi,;;kness Diam. of Anchor Bolt f = V/ (t X d) F = 15,780 psi X 1.33 Fb / fb > 1.00 :__> OK ICBO # 1372 1990, fc=4,000 psi Vall > V ---> OK Distance edg13 bearing to Anchor Arm distance ft = V X A / ( 2/3 x Dist) Dist= A= ft = Ft= 0.563 in 2.375 in 240.857 # 273.500 # 1 1/2" Min. Embed., fc=4,000 psi, ICBO # 1372 1990 e) Check Shear pl1,1s Tension SPT= 0.963 SPTall = 1.330 Ft/ ft> 1.00 --> OK . SPT = V / Vall + ft / Ft V/Vall +ft/Ft< 1.33 -> OK Use (1) 1/4" 0 ITW Ramset Red Head Carbon Steel Trubolt Wedge.Anchor as Shown ( With.PUT SpeciaLJni;.e.ec\ion, 1 1/2" min: ernbedment, 1 1/2" min. edge dist~nce, ICBO 1372) - .BUILDING SYSTEMS ENGINEERIN"G PROJECT: BLACKMORE, CARLSBAD, CA .. .,. CALCULATED BY: I DATE: CHECKED BY: ·I DA TE: SHEET No. 29 OF 3.8 97-04-01 DATE: JOB. No. i 2· ~I {546.58 # rn.w. ':... ~ L @I ' I CONC. PANEL ~ (BY OTHERS) ,,, Q W/VERT V . SlOTS ONE EA. SIDE Of"MUWON ~ ~~ ~ ---.... ONE EA. SIOE D=-il.JT=::: -__ 1 OF MULUON ___ --1-J ' @D (2) EA. SIDE OF MUWON Job Name: Blackmore -Piano ln-.estment, Cralsbad, Ca. Anchor Bolt Design at Ref. 2/5.01 Title: Check 3/8" 0 Trubolt (MIN. EDGE DIST= 6"0.375 = 2.25", MIN. SPACING= 4 1/2" O.C.) Rmax = 546.580 # N. S. = 2.000 Anchor Number of Anchor Bolts T = 273.290 #/Anchor Tension/Anchor Bolt a) Check Tension ft= Ft= ft/Ft= 273.290 # 395.000 # 0.692 ft= T 1 1/2" Min. Embed., fc?=4000 psi, ICBO # 1372 1990 ft/ Ft<= 1.00 -> OK Use (2) 3/8" 0 11W Ramset Red Head Carbon Steel Trubolt Wedge Anchor as Shown ( 1/yithOUT Special Inspection,. 1 1i2" min. embedment, 2-1/4" min,. edge distance, ICBO 1372) ' "~--~ 4 1/2" J HEAD @ 1 / 4" GLASS WINDOW REF: , 18/A-11 ,. 'I'll 111 UVl~L/IIH} ' PROJECT: BLACKMORE, ·CARLSBAD, CA. , SHEET No. 3Q ·-..1, -' .I DATE,· 1· ~~~l~~~~ING CALCULATED BY: 07-04-01 DATE: CHECKED BY: I D~TE: JOB. No. OF 38 R= 16.03 psi x 4.0 ft x 9.104 ft / 2 = 291.3 # . N .., ;;,;. ~ CONCRETE FlOOR OR CONCRETE PANEL · (BY OTHERS) ..,....,_,____I r d ll! a ~ ..... 1, -:::- N 1 15/16" 4 1/2" (ill) !)NE. o VERT. MULLION 1 15/16" SILL @ 1 / 4" GLASS WINDOW REF: 5/A-12 ,,.. 1 Job Name : Blackmore -Piano ln\€stment, Cralsbad, Ca. litle: Anchor Bolt Design at Ref. 6/5.01 Check 3/8" 0 Trubolt (MIN. EDGE DIST= 6*0.375 = 2.25", MIN. SPACING= 4.5" O.C.) Rmax = 291.300 # N. S. = 1.000 Anchor V = 291.300 #/Anchor a) Check Alum. Bearing t = 0.080 in d = 0.375 in f= 9,710.000 psi F = 20,987.400 psi b) Check Shear Vall= 980.0QO #/Anchor c) Check Tension Dist= 1.938 in A= 2.375 in ft = 535:616 # Ft = 547.!;>00 # e) Check Shear plus Tension SPT= 1.276 SPT all= 1.330 Number of Anchor Bolts Shear/Anchor Bolt Alum. Thickness Diam. of Anchor Bolt f = V/ (t X d) F = 15,780 psi X 1.33 Fb/.fb> 1.00->0K ICBO # 1372 1990, fc=4,000 psi Vall> V-> OK Distance edge bearing to Anchor Arm distance ft = V X A / ( 2/3 x Dist) 2 1/4" Min. Embed., fc=4,000 psi, ICBO # 1372 1990 Ft/ft> 1.00-> OK SPT = V / Vall + ft/ Ft V/Vall + ft/Ft < 1.33 -,.> OK Use (1) 3/8" 011W Ramset Red hlead Carbon Steel Trut;>olt Wedge Anchor as Shown ( WithOUT__§_eecial Inspection, 2 1/4" Min . .Embedment, 2 10~_Min. Edge Distance, ICBO 1372) ~-'"f k -. • BUILDING · SYSTEMS • s ENGINEERING ·PROJECT: BLACKMORE, CARLSBAD. CA. SHEE;T No. 31 OF 38 CALCULATED BY: i,DATE: 0.7-04-01 DATE: CHECKED BY: I DA TE: JOB. No. '~ R= 18.0 psi x 4.0 ft x 7.667 ft / 2 = 276.0 # i I CONC. fi'NEL ~ (BY OTH~RS) I J" 1 15/16" i ~ "' . $ N 7 1 15/16" P fV} µID . -11"· I ~mti.1gN VERT. I '. I ' ..,'-'.f------~- . N ~ HEAD @ ·REF: 5/A-11 ... :i),--,il ,..., 4 1/2". TOP OF VERT: MULL 1/f' GLASS WINDOW Job Name : Blackmore -Piano ln-.estment, Cralsbad, Ca. Title : Anchor Bolt Design at Ref. 3/5.02 Check 3/8" 0 Trubolt (MIN. EDGE DIST= 6*0.375 = 2.25", MIN. SPACING= 4.5" O.C.) Rmax = 276.000 # N .. S. = 1.000 Anchor V = 276.000 #/Anchor a) Check Alum. Bearing t = 0.080 in d = 0.375 in f = 9,200.000 psi F = 20,987.400 psi b) Chee~ Shear Vall= 980.000 #/Anchor c) Check Tension Dist= 1.938 in A= 2.375 in ft = 507.484 # Number of Anchor Bolts Shear/Anchor Bolt Alum. Thickness Diam. of Anchor Bolt f = V/ (t X d) F = 15,780 psi X 1.33 Fb / fb > 1.00 --> OK ICBO # 1372 1990, fc=4,000 psi Vall> V-> OK Distance edge bearing to Anchor . Arm distance ft = V X A / { 2/3 X Dist) Ft :;: 547.500 # 2 1/4" Min. Embed., fc=4;000 psi, ICBO # 1372 1990 Ft / ft > 1,00 -> OK · e) Ch,eck Shear plus Tension SPT= 1.209 SPTall = 1.330 SPT = V / Vall + ft / Ft VNall + ft/Ft < 1.33 -> OK Use (1) 3/8" 0 llW Ramset Red Head Carbon Steel Trubolt Wedge Anchor as Shown ( WithOUT Special .ln~pecti9n, 2. 1/4" Min. Embedment, 2 1/4" Min. Edg~_Qlstance, ICBO 1372) .BUILDING· . . SYSTEMS Ifill a ENGINEERING PROJECT: BLACKMORE, CARLSBAD. CA. SHEET No, 32 ·OF 38 CALCULATED BY: I DATE: 07-04-01 DATE: CHECKED BY: I DA TE: JOB, No, - -BUILDING .·.11 ~ SYSTEMS --= C ':NGINEERING PROJECT: BLACKMORE, CARLSBAD, CA. Job Name: Title: CALCULATED BY: CHECKED BY: (F06) ONE llt1I\I 0 ~-IIJlL @ ONE O SIDE VERT. MULL. GURTAINWALL PARAPET REF: 2/A-12 Blackmore -Piano ln-.estment, Cralsbad, Ca. · Screws Conn. Design at Ref. 3/5.04 Check 3/8" x 1 1/2" La~ Bolt Rmax = DATE: 07-04-01 DATE: I _ _, _,,/" '------__ I IL_ ----. ----2:::::::.J I I l/2"-El111£1)_ PLAN (F06) ONE TllRU 0 VERT. IIJlL SHEET No.~ OF~ DATE: JOB. No. N. S. = 536.220 # 2.000 Screws Number of Lag Screws @ Side of Conn. a) Check Screw's Tension T= Tall= 335.138 # 363.000 # T = 5/4 " Rmax I N.S. 1 1/2" Penetration @ 2X Wood Block Ft/ft> 1.00-> OK Use (4) 3/8" 0 X 1 1/2" Min. Embed. Lag Bolts (2@ Side Vert. Mull.) . IU' 8UILDING · · SYSTEMS · ·. -) ENG.INEERING PROJECT: BLACKMORE,. CARLSBAD, CA. CALCULATED BY: CHECKED BY: ONE llf!U • 'IERT. IIUU. 525.44 -')' @ ONE £A. Sil( Of 'IERT. IIU!L SOFFIT @ CURTAINWALL REF: 4/A-12 P!..AN @ (F06) ONE llf!U e 'IERT. IIU!L Job Name: litle: Blackmore -Piano lmestment, Cralsbad, Ca. Screws Conn. Design at Ref. 4/5.04 · Check 3/8" x 1 1/4" Lag Bolt Rmax = DATE: 07-04-01 DATE: ------- I I 1000 ll.OCl<IHC ~(BYO!l£RS) (@ (2) EA. SIDE ','[Rf. 'MUU.. ------- SHEET No DATE: JOB. No. N. S.= 525.440 # 2.000· Screws Number of Lag Screws@ Side of Conn. a) Check Screw's Tension T= Tall= 328.400 # 363.000 # T = 5/4 * Rmax / N.S. 1 1/2" Penetration @ 2X Wood Block Ft / ft > 1.00 -> OK Use (4) 3/8'' 0 X 1 1/2" Min. Embed. Lag Bolts (2@ Side Vert. Mull.) PROJECT: CALCULA TEO BY: d .... BUILDING. SYSrEMS . . } E_NGINEERING CHECKED BY: 291,30 ') BLACKMOREi CARLSBAD, CA. 4 1/2. HEAD@ 1/4" GLASS WINDOW REF: 9/A-12 Job Name : Blackmore -Piano lnwstment, Cralsbad, ca. litle : Screws Conn. Design at Ref. 4/5.02 ·ch.eek 12-14 Dril-Flex Screw Fasteners Rmax = 291.300 # N. S. = 3.000 . Screws Number of ScreW$ V = 97.100 # I Screw Shear/Screws a) Check Alum. Bearing t = 0.062 d = 0.216 lbea = 7,250.597 Fbea = 20,987.400 b) Check Screws Shear in in psi psi Alum. Thickness Diam. of Screws lbea= V/ (t x d) Fbea = 1·5, 780 psi x 1.33 Fbea / fbea > 1.33 .:...::-OK Vall :;: 170.000 # / Screw 1 1/2" Penetration@ 2X Wood Block c) Check Screws Tension Dist= 1.938 A= 2.375 ft= 178.539 Ft= 307.500 in in # # Vall> V-> OK Distance Edge Bearing to Screw Arm distance ft = V x A/ ( 2/3 x Dist) 1 1/2" Penetration @ 2X Wood Block Ft/ ft> 1.00 -> OK e) Check Screws Shear plus Tension· SPT= 1.152 SPT=V/Vall+ft/Ft SPT all = 1.330 V/Vall + fl/Ft < 1.33 -> OK n Check Screws Local Bending e = 0.375 in e = Shim Thick M = Vx e M= Sx = lb= Fb = 36.413 9.90E-04 36.794 92.000 #-in in3 Sx = 0.0982 x dA3 Ksi lb= M / Sx Ksi Allow. ,sending Stress on Screws Fb /lb> 1.00-> OK Use (3) 12,14 HWH No. 3 (Cat# AF 641) Dril-Flex @VERT. MULL. Use (2) 12-14 HWH No. 3.(Cat # AF 641) Dril.·Fl~x@ JAMB MULL. SHEET No DATE: 07-04-01 DATE: DATE: JOB. No. 1 1/4" V.LF. ! ~_uz ·- s . (FOG) Job Name : Blackmore -Piano Investment, Cralsbad, Ca. Title . Dead Load Connection 5/5.()4 and SA/5.04 Sim Input: Pw= Pdl= Fy = b= t= h= bm= ey = Check Plate : --,--Qs = _ _,,_ ....... _ _.__Sx= Sy= ty = Mey= fby = Fby = fa= KIJry= Fa= Mvert = Me vert = Mrsult= 1,360.390 # 544,000 # 36.000 Ksi 16.000 in 0.438 in 7.000 in 2.000 in 1.219 in 0.415 • 3.573 in3 0.223 in3 0253 in 1,657.975 #-' 7.425 Ksi 8972 Kst 0.444 Ksi 63 344 19.870 Ksi &, 704.00 #-" 748 CXXl II-" 8,736.08 #-' fbx= 2.445 ksi Fbx= &.972 Ksi Wind Load Dead Load Yield Stress of Clip Plate Ecc. ofG-avity Load w/resp. to Bldg. Frame Structure Thickness of Clip Plate Height of Clip Plate Withd of vertical Mullion Ecc. of G-avity & Wind Load w/resp to Web or Clip Section BS. I AISC 9th Edition Sx=t*h"2/6 Sy =h*t"2/6 ry = t/SQRT(3) M*ey =Pw*ey fby =Mey/Sy/1000 i.33*Fby = 11.933 Ks1 1.33*Fby > !by ==> O.K. fa = Pw/t/h/ 1000 K*Uiy = blry Table C-36 Al~C 9th F.dition page 3-16 ·MV<!l1 = l'dl*b Me vert = Pdl*(bm/2-I0.25;-0.25/2) Mrsult = SQRT(Mvert"2+Me vert"2) !bx= Mrsult/SlQ' HXXl l l.933 Ksi l.33*Fbx> !bx-=--> O.K 1,360.39 '} ---++-r--t--''-t--t-----~~--<t. ~ fa/Fa+ fbx/Fby +fbx/Fbx= l.33*Fbx= 1.122 fblQ'Fbx + ~Y,·/Fby < 1.33 ==> O.K. K ~. --~ r'.., Check Welding ea. side plate: E70XX electrodes I ~-s psi • 1s.o ft ~ 4.0 ft = 544 # 1/8" @ DEAD LOAD CONNECTION DEAD @ STEEL BEAM REF, 21 A-, 2 & ~e'J1s 10JJ oa--02.-o 1 ·1 I ·~ · .l;lUILDING SYSTEMS II ;: ENGINEERING I= 7.000 in Length of weld ea. side of plate D = 2.000 # of 16th of welding E70XX fx= 2,856.641 # fx=Pw/4-+Pw * ey h 12+ Pd!* b /h /2 fy = 136.CXXJ # fy = Pdl/ 4 fr= 2,859.876 # fr=sqrt(f.>."2+fy"2) Fall= 6,496.CXXJ #' Fall= 928 * D * l / 2 Fall> fr===> O.K. CheckBohs: Vh= Vv= ¼-= d= Ab= fv= Fv = t= tb = ·Fb = T= ft= Ft= --> n = 1.00 Bolts Number of bolts 1,360.390 # Vh =Pw/n 544.CXXJ # Vv = Pdl/n 1,465.127 # 0.625 in 0.307 in2 4.776 Ksi 10.000Ksi 0.100 in 11.721 ksi 16.000 kst 1.990 klboit 6.485 Ksi 17.404 Ksi ½ = SQR:T(Vv"2+Vh"2) Diameter of the Bolt Area of the bolt fv = Vr/Ab/lOCXl l.33*Fv = 13.300 Ksi 1.33~Fv ;,-fv ==> O.K. thiclmcss of the lateral wall of the venical mullion tb = Vr/(2*d*l)/JOOO l.33*Fb = . 21.280 Ksi 1.33•Fb > tb -> O.K. T = Mey/(2/3* 1.25*n)/JOOO ft=T/A\)&F.t =(26-l.8*fv) 1.33*Ft = 23.147 Ks1 1.33*Fl >fl=> 0 K. fv / Fv +fl /Ft'= 0.84· < 1.0 ---> OK f'ROJECT: BLACKMORE, CARLSBAD, CA. SHEET No.~~ ·~·;-~ CALCULATED BY: I DATE: 07-04-01 DATE: CHECKED BY: I DAJE: JOB. No. .. 1 1/4. V.lF. ;1 VI~~ r-= I I I . I s .., @D I I 1,.360 . .39 '>' I I i t I ,I,.. I I I 1/8" I I I @ I I ·q1 WIND LOAD CONNECTION DEAD @ STEEL BEAM ·REF: 2/A-12 &_ ~E':Vl4ilokf· Of -D"l-DI ,;, .... .lob Name · BlacklllOrc -Piano Investment, Cralsbad, Ca. Title-: Dead Load Connection 3/5.05 Input: Pw= Pd!= Fy = b= l= h= bm= ey = Check Plate : Qs= Sx= Sy= ry = Mey= fby = Fby = .fa= KUiy = Fa= Mvert= Mcvert= Mrsult= .t'bx= 1,3(,(),390 # 0.1.XXl # 36.<XX> Ksi 16.<XX> in 0.438 in 7.000 in 2.1.XXl in 1.219 in 0.415 3.573 in3 0.223 in3 0.253 in 1,657.975 #-" 7.425 Ksi 8.972 Ksi 0.444 Ksi ,63.344 19.870 Ksi 0,00 #-" 0,1.XX) #s' 0.00 #-' O.OOO'!(si Fbx= 8.972 Ksi Wind Load Dead Load Yield Stress of Cbp Plate Ecc. of(hvity Load w/resp. to Bldg. Frame Structure Thickness of Clip Plate Height of Clip Plate W1thd ofvenical Mullion Ecc. of(hvity & Wind Load w/resp. to Web of Clip Section BS. I AISC 9th Erlition Sx=t*h"216 Sy =h*t"216 ry = t/SQRT(3) M*ey =Pw*ey fby = Mey/Sy/11.XXl 1.33*Fby = l 1.933 Ksi 1.33*Fby > !by -> O.K. fa = Pw/t/h/ I <XX> ,K*Ury = b/ry Table C-36 AISC 9th Edition page 3-16 Mvert·= Pdl*b Me vert = Pdl*(bm/2+o 25+o.25/2) Mrsult = SQRT(Mvert"2+Me vert"2) fbx= Mrsuh/Si,;/1000 1-1.933 Ksi 1.33*Fbx> lbx= O.K fa/Fa+ fbx/Fby +'fbx/Fbx= l.33*Ebx= 0850 fb>Wbx + tby_/Fby < ·I .33 = O.K. Check Welding ea. side plate : E7dXX electrodes l= D= fx= fy = ii-= Fall= CheckBolts : Vh= Vv= Vr= d= Ah= fv = Fv= t= fb = Fb= '(',= ft= Ft= 7.000 in 2.000 2,234,926 # 0.$# 2,234,926 # 6,496:000 #· Length of weld ea. side of plate # of 16th of welding E70XX fx=Pw/4+Pw*ey/t/2+·Pdl*b./h/2. fy = Pdl/ 4 fr= sqrt(fx"2 + fy"2) Fall= 928 *D * l/2 Fall> fr==> OX --> n = 1.00 Bolts Nurrber ofbolis i,3fi0.390 # 0,1.XXl # 1;3(,().390 # 0.625 in 0.307 in2 4.434 Ksi 10.<XlO Ksi 0.100 in 10.883 ksi 16.0QO ksi 1.990 k/bolt 6.485 Ksi 18.018 K~i Vh =Pw/n Vv=PdVn Vr = SQRT(Vv"2+\lh"2) Diameter of the Boh Area of the bolt fv = Vr/Ab/1000 l.33*Fv = 13.300 Ksi 1.33*Fv > l\· ==> O.K thickness of the lateral wall of the ,enical mullion fb = Vr/(2*d*tYI<XX> 1.33*Fb= 21.280 Ksi 1.33*Fb>lb==>O.K. T = Mey/(213* l.25*nYIOOO ft= T/Ab & Ft = (26-1.8*fv) 1.33*Ft = 23.965 Ksi 1.33*Ft > 1\ ==> O.K. fv / Fv + ft / Ft = 0.79 < LO--> OK {;'->-Ji ..., ·/"'. .I!' .BUILDING · SYSTEMS 11m ¾ ENGINEERING PROJECT: BLACKMORE, CARLSBAD, CA. SHEET No.l"./ OF ! 'i CALCULATED BY: I DATE: 07-04-01 DATE: CHECKED BY: I, DA TE:. JOB. No. ..4 ' -BUILDING . · SYSTEMS . Us I NGINEERING · PROJECT: BLACKMORE, CARLSBAD, CA . SHEET No. 36.2 OF 38 ~ CALCULATED BY: JUAN R. FERREIR'A DATE: 08-02-01 DA TE: CHECKED· BY: DAVID L. MORRIS DA TE: JOB. No. , . .. 6" ' I I r!-· ·----·f7 J 1/2" '--'-- I I (&)~I I I: ~n~: 1 I@. ~ I I 'j I I Job Name : Blackmore -Piano lmestment, Cralsbad, Ca. Trtle : Check screws @ Splice Conn. Ref. 5/5.06 Check 12"14 (AF-641) Dril-Flex Screw Fasteners ~-- Vx= 450.000 # Vx= Direct Shear @ Side of Splice Conn. M= 470.000 #-It M= Moment @ Side of Splice Conn. Dist= 3.500 in Max Horz Distance Between Screws I I I I I !--i I ~ ,I.I N.S.= 12.000 Screws Number of Screws @ Side of Splice a) Shear ~ Screw Vx'= 37.500 #/Screw Vx'= Vx·/ N.S. T= 1,611.429 # T= M/Dist Vy= 268.571 #/Screw Vy= T / (N.S. * 0.5) V= 271.177 #/Screw V = (Vx'A2 + VyA2)A0.5 ' I ! / "-'"'""" , I b}Ch~k Al,m. Boori,g -.i.-.1--til-ll ... --~------------------:,:""""'--I--+-t = 0.085 I I I d = 0.209 ' tbea·= 15,264.667 in in psi psi Alum. Thickness Diam. of Screws fbea = V/ (t x d) Fbea = 15,780 psi x 1.33 Fbea / fbea > 1.33 -> OK '. ~ 1 1 1 1 Fbea = 20,987.400 J-! I I I I I I ~I -1 -@ i~·~-Cf) I If (fl : ' ' ,: _I \ ' . . ~ I __ ---·- . .... I--'--'- VERTICAL MULLION SPLICE REF: ·HONE c) Check $crew's Shear V all = 335.000 #·/ Screw ICBO # 4780 Vall> V-> OK luse (12) 12-14 HWH No. 3 (AF ~1) Dril-FI~ o" Ea. ••• ofSpl"'i 5.06 '¥. ~ .. ,i 'tl, ,,. -~ ~ • _ l;W WITHDRAWAL DESIGN VALUES ( W) Tabulated withdr~wal design values are In pounds per inch (N/mm2) of thread penetration into side grain of main member. TABLE 23-111-S-UG SCR Length of thread penetration in main member sh~I not include the length of the tapered tip (see Table 23-111-SS). _ (x 6.89 x 1 o-3 for N/mm2) LA~ SCREW UNTHREAOED SHANK DIAMETER, O l/4 lnoh lfttJnoh "•"Inch 7111 lnclt •1a Inch .,, 1nc11 . •14 Inch 11, Inch 1 Inch 111,lncMa SP£91f"C GRI\YITY, G ·(IU!ffll) (7._9 ftlffl) (9.5mm) (11 !Ml) (13mm) (11mm) _ (111mm) (22mm) (25mm) (211mm) 0.73 397 469 538 604 668 789 905 1,016 l.123 1,226 0.71 381 450 516 579 640 757 868 974 1,077 1.176 0.68 357 422 484 543 600 709 813 913 1,009 1,103 0.67 349 413 473 531 587 694 796 893 987 1,078 0.58 281 332 381 428 -473 559 641 719 795 869 0.55 260 307 _352 395 437 516· 592 664 734 802 0.51 232 274 314 353 390 461 528 593 656 716 '0.50 225 266 305 342 378 447 513 576 636 695 0.49 '. 218 258 296 332 367 434 498 559 617 674 0.47 205 24i 278 312 345 408 467 525 580 634 !).46 199 235 269 302 ' 334 395 453 508 562 613 0.44 186 2io 252 283 312 369 423 475 525 574 0.43 179 212 243 273 302 357 409 459 508 554 0.42 173 205 235 264 291 344 395 443 490 535 0.41 167 ,198 226 254 281 332 381 428 473 516 0.40 161, 190 218 ~45 ~71 320 367 412 455 497 0.39 155 183 210 236 261 308 353 397 438 479 Ol38 149 176 202 227 251 296 340 381 422 461 0.37 143 169 194 218 241 285 326 367 405 443 0,36 137 163 186 2()() 231 273 313 352 389 425 0.35 132 156 179 200 222 262 30() 337 373 407 0.31 110 130 149 J67 · 185 ~18 250 281 311 339 'Tabulated wjlhdrawal design value.~ (W) for lag screw connections shall be multiplied'b all a licable ad"ustmcnt factOfS see Table 23-III-A . 'Y pp u TABLE 23-lll•T-LAG SCREW DESIGN VALUES (Z) FOR SINGLE SHEAR (TWo-member) CONNECTIONS1•2 WITH BOTH MEMBERS OF IDENTICAL SPECIES Gz:0.4e 11,,1nc ..... (32mm) 1,327 1,273 1,193 1,167 940 868 775 752 730 686 664 621 600 519 559 538 518 498 479 460 441 367 SIOE LAG Q:G.55 MEMBEII ICREW a.0.11 •XEDMAPLE OaO.SO OaOAt DOUGLAS FIR (S) lltCt(• DIA.ME• RED OAK 80UTHEf!N PINE DOUQI.AS F'IMARCtt DOUGLAS FIR-LA!'l()H (N) HEU-AR(N) NESS TER Z:.1 A 7-1 Z..J. ~ Z.1 -lwi ~ Z.i. Z.,.1 Zn Z.1 2-.L' ,, D al. Z.1 lnCMI IIM. .,.-, ... !!it-... lbt. lbs . lbc. Iba. ... ltHI. lndlN "~·" tc,; fflffl x4,44forN- IJJ. 190 ISO 150 170 130 130 160 110 120 160 110 120 150 100 120 •1i 5'16 210· 190 210 240 140 180 220 130 170 210 120 170 200 lfO 160 3/a 340 llO 250 290 160 220 260 140 200 260 130 200 140 120 190 IJJ. 210 100 160 180 130 140 l7Q 120 130 170 120 130 i60 120 120 5/g Sft6 290 210 220 250 180 190 240 160 180 240 ISO 170 230 140 170 l/g 350 250 260 310 200 230 299 170 210 290 170 210 280 ISO 200 11,, 230 1-70 180 200 140 150 180 130 140 180 130 140 170 120 130 3(,. s'16 310 220 240 270 190 200 250 170 190 250 170 180 240 160 170 3/g 380 260 280 330 220 240 310 210 220 310 200 220 290 180 210 1,,. 260 200 200 230 160 180 210 150 160 210 150 160 200 140 150 Sft6 360 250 270 300 .2IO . 230 280 190 210 280 190 210 270 170 200 1 3/g 430 290 330 370. 240 270 35,0 220 250 340 220 250 330 210 240 ''" 260 200 200 230 180 180 22_0 170 1-70. 220 170 170 210 ISO 160 11,,. . ,,,6 370 280 280 340 230 250 320. 210 . 240 320 2IO 230 300 190 220 ' 280 370 220 270 l/g 470 330 340 420 270 300 390 i40 290 390 240 ,,,. 260 200 200 230 180 180 220 170 170 220 170 170 210 160 160 t1'2 ,,,6 370 280 280 340 250 250 320 230 240 320 230 230 310 210 220 ),, 470 340 340 420 300 300 400 270 290 400 260 280 390 240 270 ... ·. ., , ...... ,-... ". ) : ' ' \1 \.' r ANCtt0II DIA. (111.) I~ ~-M ,,~ ~it 3/• 11, l'f• AIICltOR DIA. (In.) l/4 l/1 •ti ,,. ¼ ,,. TABLE NO. V-tTW R~MSET/RED Hl;~D 1'.8UBQLT W.EDGE.ANCHOR ALLOWABLE _ -1' S!'fEAR·AND'TENSIONVALUES(Pou~a)1 2 . ~-,· . ANCl;!OR'TYPE-,-CAf,lB.()N STE.EL . + f J STO~lfAGGREGATE.CONCRETE f' ~ 2500 pel f.' • 3000'.,al t: • 3500.pel ~ -f' · ~'-4000_pal ·f' •-4500,P,SI f' • ~ pal . f,' • 5500 pel . ,;· \1t. MINIMUM T-lon Tl!rililon 'Tan~'! T,ei)a_lo!l Tm!''°'!, T-lon Tanalc!n INSTAtLATION I EMBEOMEHT · 'With Without With Wllllout WIii! Without WIiii ,Wllhoul With · Wlthouc. With •W!tllcM With, ·Wlthoul I' JOR0\1£ DEP.THS Sp. Sp. Sjl. ' , . Sp. , Sia; . :Sp. Sp. Sp; Sp. Sp. Sp. (ft.-lba.) (Ill.) , • .tn•i lnlp.4 ~ t,:,ip.i ~4 91;1E,Aft 1nl, ~;4 -~ 1n1p,, .... SHEAR 11;19p:i lnip.4 SHUR tn..,:i lnlp.4 ·Slt£A!I 1n1p., , in.,• ~ ·-----------------·····------~----------------------------- -s,J' 8 25 55 90 l7S 250 300 500 JI,. l1$i1t, 1-'i.i 1112 3 41/2. 21,~ 411, 6 2¼ 5•1, 71/2 31,~ 6'/a 10 Jl/4 61/4 8¼ .4½ 73/a i01/• 270 1 ml I 30S;l 155I I 3401 l70I I 390l 195 1 -I 445 1 . 225I I SOOl 2SOI -. 1 . 560 1 280 610 305 405 670· 335 445 ns 360 · 445 · 750 365 460 • 755 375 470 755. 380 · 485 760 380 I 495 680 340 715 355 745 375 . 765 · 380 770 385 775. 390 780 ~90 625 I 315 I I 690.I 345 I 1 . 755I 380 I . 1 805; 1 -400 I I 845 I 420-I I 885 1 440 I I 925 I 460 1.065 · m 765 · 1.205 600 9!5 _ 1,345 670 960 1,390 695 · 980 1,455 725 1.000 · J.485 745 1.020 1,520 760 I 1,035 1.220 610 1,325 660 . . 1,425 710 . · 1,460 730 1,515 760 . 1,550 775 1.580 790 830 I 415 I 1 . I.Q4P. 1 . 520 I I l.2SOI 625 I . 1 1,290 1 645 I 1 1.330 1 . 665 1 . I 1.380I 690 I 1 . 1.395-I 700 1,420. 710 l,IIS 1,515. 755 1,485 i'.(i()S-800 1,590 i,835 915 1,680 2,155 1,080 1,770 2,475: 1.240 1.860, 2.SCX> 1,400 I 1,945 1.530 765 1,745 870 1,960 980 2,250 1,125 2,595 1,300 . 2,940 1,470 • 3,285 ,1,645 1.225 i 615 I 1 1.535 I 765 I I i.840 1 . 920 I I l.920'I 960 I 1 2.000I 1.000 1 . 1 . 2.090 1 1.045 1 . 1 2.175 1 1.085 1.955 980 2.soo 2.120 .1.66o 3,m 2,285 1,14s 3,13s 2-,545-1,210 3,120 :i;s65 1.,435 3,no 3,190 1,595 3.120 3,510 1,155 r 3.120 2.605 l.305 2,m 1,370 2;870' l,43~ · 3,HS 1,555 3,435 1,720 3.755 1,880 4;080 2,040 1,72918601 12,02011,9,101 12,315,11,1~~1 12,4~11,12!9I 1·2.5,lOli,2601 12.6201-1,3101 12.71511,360. 2,450. 1;_225 -4.090 . 3,130 );565 4,375 3;8;05 1,905 4,425. 3';940: l:97P 4:,500. · 4,080 2,Q40 4,580 4,219 2,1os 4,660 4,345 2,110 I 4,735 2~640 l,320 3,520 1,760 4,395. 2,2-(X) 4,850 2,425 . S..300 2,650 5,740 2,870 6.185 3,095 2,960' 1,480 4,410 3,655 1.825 5,600 4,350 2,F7S 5,960 5,_005 2.505 6,240 S,645 2.820 6,520 6.280 3,140 6.800 6,915 3,455 I 7.075 -2.m I 1110 1 . 1 2.705 1 .1.350 I 1 3.190 1 1.595 I 1 3.290 1 1.645 I 1 . 3.380 1 1.690 I 1 3.480 1 1.740 1 1 3.570 1 1.785 ~.125 1,560 3,835 1,915 -4-,545: 2-,275 5,140 ~.570 5,7~ 2,870 . 6,335 3,165 · 6.915 3.455 3'.765 - 1 1,885 I 1 4.335 1 2.110 I I {.910 I 2.45_5,- 1 I 5.Q'}Q I _2-.}45 I I 5;270 I 2,63_5 I I 5.440 1 2.720 I _ 1 5.620 I i.81_0 5,~49 2!110 6.190 6:280 3,1:40 6,795 1;020 3.~.10 6,660 7liX1 3;~00 1,110 8.1~ 4,090 7,555 8,775 4,385 8,000 9,3l5 4.665 I 8,450 7,435. 3,720 . 8,195 4,095 8,950 4,475 ,~._330 ~.665 . 9,700 .USO 10,080 5,040 10,465 5,730 51/z 1 4.490 1 i.i45 I 1 : 5.365 I i.685 . 1 --~ 1 6.240 3_;120 6,63<l-l3;315t- 1 . 1;020 1 3.510 I . 1 7.410 1 3705 I 1 7.800 1 3.900-1- 81 · 7,640. 3,820 9,015 9i960, 4',980 10;460 12,289' :6,,140 10,495, 12,680' _6,,340 ·I0,930 13,070 6,535. 11,370 13,461 6,730 11,800 13.~55 6.925 12,240 l0_ /2 9,73~ 4,870 , ,11,8?0-5,?45 · 14,(?!IQ 7,0~ .14,56Q-.7.,2~ 15,440 7,720 -15,775 7,890 16.115 8,055 AH,CHOl:ITYf6-STAIN.LE.SS_~ STONE~GG~EGAT£CONCRETE t.·c,• 2!500_per I t'.~ ~,30QCtpat . I _,,~:.· 3590P.l'I. . I r. !oo·,4®(1_pe1 fc•.,4500s-l ,·., • 5000 pal t:c• 5500pel --IIST ALUTION I EIIIIEDMENT TORQUE , DEPTMI (R.-tbl.) (111.) 'J'.eijslon Tena@lrt T~'°" · 1 l'.T. With · Without Wllh .Yt'Hhollt WIIII ' Without , WIii! Wlthliut s,. . :s,., ' ' ·Sp. s;; ~· ~. SltEAft . ~, Jnap.4 ~-.#, .::,. ~ · _ litip:3_ s fnili:4 I 'SHE,AR T~ With nWllhout· tn .... , ..!!:. !P,__ .• ,.,.. Sl:IEAR, Tll!'Slon WIii! I Without •. ~3 -~4 r-~ Sp. Sp. With I Wllhoul· ~ I tnti,.3 •• I SHEAR 8 25 55 90 175 250 300 111, I 285 I t4S I I 350.1 1151 1---:-4;15 -2101··--· 'I 465,\ 235 l "116 · 685 345 530 729 360 , 555· 1so 375 580 110: 385 I 590 2¼ 765 380 765 380 . • 77~ 385, 775 390 5101 255 780 390 785 3~ 605 ~501 275 790 395 795 395 5951 295 6151· 805 400 I 625 805 400 1•12 I 640 I 320 I I 700I 350 I I 760I 380 I I 785 1 . 395 I I 795 1 400 I I 805 1 400 I - 1 815 1 405 3 1,095 545 775 1,205 605 900 1,320 6<i<i 1,030 1,415, 110 1,oso 1,495 750 1,010 1,580 790 t.095 1,660 830 I 1.115 4½ 1,330 665 1,425 710 1,515 760 1,69(), 800 1,675 835 1.750 875 1.825 910 2¼ I 820 1 . 410 I 1 1.000I soo. 1 1 l.180I 590 I 1 1.200 1 (JOO I 1 1.230 1 615 I 1 1.270 I 635 I I 1.275 I 640 411. 1,625 8_15 1,s4s 1,11s 890 2.060 1.~ 965 2,210 2,1so 1,015 2,340 2,420 1.210 2,410 2,690 1345 2.480 2.960 1.480 I 2.5so 6 1,775 885 2.0~ 1,010 2,270 1,135 2,495 1,245 2,695 1.350 2.900 1.450 3.105 1.550 2¼ 1 1.235 I 615 I 1 1.505\ 755 I 1 1.715I 890 I 1 1.860 1 930 51/8 2,555 1,275 3,040 2,t\65 1,330 3,075 2,775 1,385 3,110 2.,975 1,4/IS I 3,400 1•12 ·2,635 1,320 2,780 1,390 2,925 1,460 3,200 1,600 3¼ 1,160 880 2,060 1,Q30 2,355 1,p5 2,450 1,225 1.920 I 960 I 1 2.000 3,,235 1.615 3.680 3.495 3,560 1,780 3.920 1.000 1.745 1.960 3.965 2.045 11.025 3.755 1.875 I 4.2so 4.280 2.140 2.740 1.370 6311 2,840 1,420 3,930 3,253 l.6~ 4,200 3,670 1,835 4,470 3,970 1.9~5 I 4,680 9 3,030 1,515 3,390 1,695 3;750 1,875 4,210 2,105 2,550 11.2751 12.640 4,270' 2,135 4.890 4.570 4,735' 2.365 5.260 1.320 2,285 2,630 5.095 4,870 2.435 5.300 \N 5.785 2.890 ~ 3¼ 2110 1055 2.820 1.410 3,530 1,765 3.6l() 1.8·10 I 1 3.700 1 1.850 I 1 3.780 1 1.890 61/4 2,435 1,215 4,900 3,155 1,575 5,SOO 3,870 1,935 6,110 4,670 2,335 6,435 5,525 2,765 6,755 6.380 3.190 I 7,080 8¼ 3,455 1,730 4,570 2,285 5,685 2,840 6,090 3.045 6,500 3.250 6.910 3.45S 3.870 1.935 ~ 7.235 3.620 7.400 ...,_ 7.315 3.660 \" w 73/K 4,105 Z,050 5,870 4,43~ 2,215 6,780 4,76~ 2,3~0 7,685 5,1.90 2,S95 8,240 5,685 i.840 8.790 6.175 3.090 9,350 6.670 3.335 9;900 ( 4½ 2,960 1,480 3,630 i,815 4,305 2,150 l 4,630 2,3_1,5 4,960 2.480 5.290 2.645 5.620 2.810 10'12 4,090 2.045 4.625 2,315 5,165 2,5!1() 5,69(),, 2,845 6.205 3,100 6.720 3.360 7.235 3.620 "---'-----'-------''--~..___..__~_.__ _ _._ _ _,__ _ _,_ _ __.__,,_ . . -,r .. , .. ~: :a C, 't, 0 ::::. z 9 ... (,.) ~ ~ , .~i PCR01193 2110 RUTHERFORD RD CBAD \: I DEFERED SUBMITTAL-GLASS & PCR Lot#: 38 RENO CONTRACTINq INC TD ·l/tj <t Jr~ L(J( t_!fJ;r r!;f/;L u/~ Ct;JiQJftc?-J£f J:lci-f)CA~ 1{7/01 c;:1-CJ/ :ZS-~ tLT~ JV / c"l) '5-U,+-·.(: l ~-l (:)'v--AJ.., "I (L-® ( C (L A-fl,~j~ TO APPLICANT BUiLOlNG PLANNING ENGINEERING . FIRE APPR/FORM HEALTH DEPT HAZ MAT/ AIR QUAL OTifER SEWER .D1$TR BLDG GRADING-LETTEF FROM APPLICANT -----t----Pl.AN CORR,/ ENG CORR ----"t----SCHOOLFORM CFD FORM --,.----t----P E & M WORKSHEI ____ ....__--,-_ BLDG FEES COMPl