Loading...
HomeMy WebLinkAbout2747 LOKER AVE W; ; CB973818; PermitI vD0300S,: I I 03/30/98 09:09 P,::1.ge 1 of 1 B U I L D I N G P E R M I T Permit No: C.B973.:318 Project No: A9704927 Development No: Job Address: 2747 LOKER AV WEST Suite: 5526 03/30/98 0001 01 Permit Type: INDUSTRIAL 1'ENANT IMPROVEMENT Parcel No: 209-081~19-00 Lot#: 19 ' C-PRMT Valuation: 1,114,224 Occupancy Group: Reference#: Description: 46,426 SF SHELL BUILDING Appl/Ownr: STEINGRABER, BRUCE 24212 SARGENT ROAD RAMONA, CA. ___ --------..._ __ 760 Construction Type: Status: Applied: Apr/Issue: .Entered By: 789-3269 02 165520-00 VN ISSUED 12/16/97 03/30/98 MDP *** Fees Required **;~ .. ~/··-1::¾* F,?e-s,Collected & Credits "·** ___________________________ ..::;.,,, ,/,---f:···, ~···y ., , . .., __ :::::,,,_,"' -------------------·------ Fees: 168 07 3:0u \. C:.~ 1 ·~ 1. / .... > 'ili , / ,,·--' I ' ,., I • Adjustments: /,,. . o.o,-··,>\ i; .<r·-r_r<{t_q;l/Credi s: . 00 j, f \ ' '.-,. I. I / ,,.,..... '\ Total Fees: 168,;073,1 t.:·,, ··,·" ~.ro·~al~~Y.:~~·nts,; 2,553.00 / ; (\ _,.,. ·~·;, ,~a+a:t"l.D'§1 .Due:\ 16 5, 5 2 o. o o Fee description , c:._\"" // ';~),,. . ):.\ltni ts, ·-·\<F:~~1tJhi t Ext fee Data I 1· "-.,, , ,, :, , , , "\ "'-' , ; .. \ -;~i~~i~~-~~~~i~--r--J~>::..:;~7~-=-:,_--:~~~:: -v~~-=~=~-y~-=~\ {;~:::~-\------;;;~-~~----- -I ', . ....,,_ ""--•--• .• • •• /~,1 \ V I/ \ ' Plan Check j / """"'~ •. .,,._~-:,;~9,,.,._. · ·,e; : :',/ \ 2451. oo Stronq Motion Fee I n l)· ( ;.r \.•' .. ·· / .~7·, \l 2 34. 00 Enter-"Y" to Autof=t~_:j?/.~.F. Ft1~ .. \"f_// ----< .... :f';l 20279.00 Y Enter Traffic Impact fe,2-\ ~ Jl[1 ~ ;;?! s1qf,-f(t\s; t } 5104.00 Pass-'l"hru Fees ( Y /N1 l or liJ,::1.''q-Ver.f1<ffeJ)1 >\ F~ l ,( r?tJ V I f N Payc,ff Fee for CFD\ . \"'-'---. ., ~ ~f,r.48!5! :~~ / / 104857. OU Enter Park Fee(Zone\. 5,:J.3.ll\...) /; -> -~-l~ef.00/ / 18570.00 05 Enter #Units & Code .\P<>t€;p.l~ ~a:tler1N60~PC~ATED /,.3: ('· / 10 2 0 0 . 0 0 Di . 5 Enter "Y" for Plumb1~iss)-J.'r:?. Fe..f? > 1ss2 // ,,. 't:.:,"':.,":;( 20. oo Y Each Building Sewer \.\/--;;U;-1~ '-·--} .. _j) ______ __..,,,,, ,·· c\·{·(<\( . 00 15. 00 h f . "-·'-, ; . -.. ,, Eac Roo Drain , ' /I ,·-)., /"-,.--\ -'\ \ ·,::.1:\\ ~ /' 7. 00 56. Ou '... , { I"' , ', V , \' ....__,, Each Ins~all/Repair ".9'ater,~_ine:, /> {rll\::,~· >1 // 7.oo 7.00 Enter "Y" for Electric Issue-..J:ee ,.J> . ' ., , .. / 10. 00 Y rrhree Phase 480 Per AMP ... ,,~----2 .. ____ ... --··"2"500 1.00 2500.00 Enter 'Y' for Mechanical Issue Fee> I --F-IN_A_l_ AP~.P~R-0-VAL ; INS~ DATE.#J ·cLEARANCE ______ _ l-----------~ ........ .....:----- CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 N b VOZ/2-37 FOR OFFICE USE ONLY PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760) 438-1161 PLAN CHECK NO. CJ]-~'cs (& EST. VAL. -""'"'l +-( -+[ ..,_l c.f......,fi--1.._'2->f __ Plan Ck. Deposit -Z.:, ~!fS· e:., Validated By ~t:') Date I 'L/ [<;. {c;+- '1 :zilJ--' ~di>iin-----_," , .... , ·· ··-,.,,, ., ····" ,,, ,, · .,,.,., , ---l ~-,,.:·: .. ~C~~~-~Qt-L-oi: 1a, ~S4 H7c~'-~ 02 Assessor's Parcel # ~ -of:/--)4 Existing Use Proposed Use # of Bedrooms # of Bathrooms (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 ex mption. Any violatio of SectiOIJ 7031. 5 ,by any applicant for a permit subjec the ap i nt to a ivil penalty of ot more than five hundred dollars [ $ 500)). ' ~ 0-w , ' CA--7 'f. Address c· y State/Zi Telephone# State License # r-------,.----- (bti-1 Ce-Sfi~ Designer Name City Business License u 1 ~o I 2 t 0 License Class Of<L ~ Address City State/Zip Telephone State License # ---------- ; ~. 3/ -;WQf:l.~~-ll,$f<QOl\1P-el'llSA:f:1,0N"', .,:':,.,,: __ ," .. , ~--=~,-:~:,,.:~:·:_::_ :::·-, __ ,, -,,.,, ::_:·:, -,,,. ;;J:,7y v..,..,,N..,_AW --N,,v....,... y(,•, -.J.,.,_ ... '1 Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 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. igj_ 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; ~ l dnsurarrce-Company uJ C. '2, -l to I -O 3 I LP .9--1' -O I, it=--Polic.y.:No> /..1 k!:¼ ~ c;ExpiratiomD.a.t.~ C 2-J / "l ~ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($100] OR LESS) 0 CERTIFICATE OF EXEMPTION: 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 the Workers' Compensation Laws of California. 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 $ ~ ,000 , in addition to the cost of compensation, damages as provided for in Section 3706 of the Laior code, interest and attorney's fees. Sl~T.URE-~ ~;A;TEi"-, 3 3D/ '1, &' rtL:J>~!ii'i±:&.!iJkti~JI'PlQAI\JJAJ!Q~,_::-_ . ,·, ,.___ :-.:· ~ _ : ' . --" ,-_ _,, __ : ': --~ ·~ : 5.: .. ,: __ --, :::.L·, ~-:,, >.:-,·~:;:".£:~_,,--:.-:·:' ":\;-·:-. -~;', '.:.. _ , .. ·· .. · :, .', . : ::.-:" -~' ;,~ I hereby affirm that I am exempt from the Contractor's License Law for the following reason: D I, 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 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). 0 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 I 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 ______________________ _ lG'9Me.~gte:tfJ1$ ~~PT!9f!'.~d~~Q/V;/1g§/otN:tiA4 8\JJLr;>il'f~ P!iltMlt#:~fi!~~------~,_:. -·_: ,· ~-',' '' ' ,'n ,' '' 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? 0 YES ~ NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES ~ NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES b NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED ~ESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. i8~;.;;'¼9.N.$YR,U_t,mQtJJ.§l\!PJMA"'~r!¢.f_:,,"··: ,:,~ , . :.,.,·--:-.-~ ·.::,,,:,,, .. ,:, -_: ·,., h","=,n '-",":',7'' , "'"'""'f,'::-"r1 n, '_/< 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 _____________ _ !l:!, _ ;i':\RflilGA!\lillJ,!:.RT!l:!Q~Jl9N:•:-__ ; , _ , _.:,"',;,, 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 Cit\' 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 the Building 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 commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspendp·' or abandoned at any time after th ork_is comm ced for a per'to of 180 days (Section 106.4.4 Uniform Building Code). DATE ~' ?/li_¼~(.;~/1_7_ WHITE: File YELLOW: Applicant PINK: Finance -- \(oo~ 3 EWE .R 03/30/98 U9:IJ8 Paqe 1 of 1 Job Address: 2747 LOKER AV WEST Permit Type: SEWER -OFFICE/WAREHOUSE Parcel No: 209-081-19-00 Description: 46,426 SF SHELL BUILDING Permitee: STEINGRA.BER, BRUCE 24212 SARGENT ROAD Rl1MONA, CA. P E R M I T Suite: Permit No: SE98UUU2 Bldg PlanCk#: 5527 03/30/98 0001 01. stl£f.~'!l: Applied: Apr/Issue: 02 iJ.i:.'1'i l'I', IS'STJEvv,.J 01/07/98 03/30/98 760 789-3269 Expired: Prepared By: MDP I FINAL APPROVAL · INSP. ___ DATE __ _ I CLEARANCE ____ _ 1 ___________ ....,., _______ _ CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 Inspection List CB973818 ITI 46,426 SF SHELL BUILDING Date Inspection Item Inspector Act Comments 1/21/99 89 Final Combo TP AP 12/31/98 89 Final Combo TP co SEE NOTICE 12/23/98 89 Final Combo TP co 12/22/98 89 Final Combo TP co NOT COMP., PART WALK THR 9/11/98 15 Roof/Reroof TP AP SI REP FOR ZONE 4 REC 9/10/98 15 Roof/Reroof TP co ND SI L TR FOR ZONE 4 7/29/98 11 Ftg/Foundation/Piers TP NR 7/29/98 12 Steel/Bond Beam TP NR 7/28/98 14 Frame/Steel/Bolting/Weldin TP AP MEZ PAN DECK 7/14/98 11 Ftg/Foundation/Piers TP AP POUR GROUT @ CLMN BASE 7/14/98 12 Steel/Bond Beam TP AP P.S. COMP 7/10/98 12 Steel/Bond Beam TP AP STEM WALLS @ ELEV PIT 7/10/98 14 Frame/Steel/Bolting/Weldin TP WC 7/10/98 14 Frame/Steel/Bolting/Weldin TP co 7/10/98 15 Roof/Reroof TP NR 7/2/98 11 Ftg/Foundation/Piers TP AP ELEV PIT 7/2/98 12 Steel/Bond Beam TP AP P .S.@ MEZ AREA, ELEV PIT 6/17/98 11 Ftg/Foundation/Piers TP AP G.B. FTNS FOR SITE PNLS 6/10/98 12 Steel/Bond Beam TP AP SITE PNLS 6/8/98 12 Steel/Bond Beam TP AP PNLS 30-34 6/8/98 12 Steel/Bond Beam TP PA PNLS SITE WALLS 6/5/98 12 Steel/Bond Beam TP CA DONE 6-4 6/4/98 12 Steel/Bond Beam TP AP PNLS 20,22-29 6/1/98 11 Ftg/Foundation/Piers TP AP PNLS 1-19,21,34-36,C1 5/28/98 11 Ftg/Foundation/Piers NF NR 5/1/98 22 Sewer/Water Service TP AP STRM ORN BOXES 4/29/98 11 Ftg/Foundation/Piers TP WC 4/29/98 22 Sewer/Water Service TP WC \ 4/29/98 66 Grout TP AP TSH ENCL. WALLS, RET. WA I \ 4/27/98 12 Steel/Bond Beam TP AP BLDG SLAB 4/24/98 12 Steel/Bond Beam TP PA BLDG SLAB 4/23/98 22 Sewer/Water Service TP AP INCREASED WATER LN SIZE \ 4/17/98 31 Underground/Conduit-Wirin TP AP W/IN BLDG \ Wednesday, January 27, 1999 Page 1 of 2 I ~ 4/16/98 22 Sewer/Water Service TP AP 4/13/98 21 Underground/Under Floor TP AP 4" MAIN NR PLN REV FORT 4/13/98 24 Rough/Topout TP WC 4/9/98 11 Ftg/Foundation/Piers TP AP CONT FTN COMPLETE 4/9/98 31 Underground/Conduit-Wirin TP AP UFFERGRN 4/8/98 11 Ftg/Foundation/Piers TP PA CONT FTN @ SO SIDE 4/7/98 11 Ftg/Foundation/Piers TP AP E-J 5-12 N/INCL (CONT. F~I\ 4/7/98 12 Steel/Bond Beam TP AP 4/7/98 13 Shear Panels/HD's TP WC 4/2/98 11 Ftg/Foundation/Piers TP AP INT PIER FTNS 3/31/98 11 Ftg/Foundation/Piers TP AP PERM FTN 1-3 & A-J LN. 3/31/98 11 Ftg/Foundation/Piers TP AP PERM INT FTN F 1-5 LN. 3/31/98 21 Underground/Under Floor TP NR Wednesday, January 27, 1999 Page 2 of2 , I i .1 FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING F-LRE:.:> PLANNING CMWD ST LITE PLAN CHECK#: CB973818 PERMIT#: CB973818 PROJECT NAME: 46,426 SF SHELL BUILDING ADDRESS: 2747 LOKER AV WEST CONTACT PERSON/PHONE#: C/STEVE/6~9/993-3274 SEWER DIST: CA WATER DIST: CA INSPECTED., , BY: 1 \A. INSPECTED BY: INSPECTED BY: COMMENTS: DATE INSPECTED: ) 'l--1 ) r DATE INSPECTED: DATE INSPECTED: Lot# APPROVED APPROVED APPROVED 19 DATE: 12/16/98 PERMIT TYPE: ITI •• • C O ,., 1998 ;, •• ,:\-,\} ~ ,J f DISAPPROVED DISAPPROVED DISAPPROVED FINAL BUILDING INSPECTION DEPT: BUILDING ERG±-NEER~NG FIRE PLANNING CMWD ST LITE PLAN CHECK#: CB973818 PERMIT#: CB973818 PROJECT NAME: 46,426 SF SHELL BUILDING ADDRESS: 2747 LOKER AV WEST CONTACT PERSON/PHONE#: C/STEVE/619/993-3274 SEWER DIST: CA WATER DIST: CA DATE: 12/16/98 ~lT TYPE: ITI l CEIVEb .. LotL 90EC I B 1998 : ,. CITY OF CARLSBAD . EJi.G/liERING DEPARTMENT rns,3z:1rEo/J .A ,,_ : r.-BY: /rJ c;,.t? rv I/ tv C/ DATE 12/J13/t111 ~ INSPECTED:/~ APPROVED V_ DISAPPROVED INSPECTED BY: INS;PECTED BY: COMMENTS: DATE INSPECTED: DATE INSPECTED: APPROVED DISAPPROVED APPROVED DISAPPROVED FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING PLAN CHECK#: CB973818 PERMIT#: CB973818 FIRE PROJECT NAME: 46,426 SF SHELL BUILDING ADDRESS: 2747 LOKER AV WEST PLANNING CONTACT PERSON/PHONE#: C/STEVE/619/993-3274 SEWER DIST: CA WATER DIST: CA Lot# 19 DATE: 12/16/98 PERMIT TYPE: ITI INSPECTED BY: DATE INSPECTED: APPROVED ~DISAPPROVED_·_ INSPECTED BY: INSP_ECTED BY: COMMENTS: DATE INSPECTED: DATE INSPECTED: APPROVED DISAPPROVED APPROVED DISAPPROVED PLANNING DEPARTMENT FINAL INSPECTION CHECKLIST Project Name: 1-/--(,... 4.;J.. b ~F 5,.'f, o.10 £ /ct12 Plan Check No. CB 9 7 s r/ if Address: _? 74L'? _¼ ~, ---Lv. !1 J,, ... ~ Project Number: Project Planner: , .b4. ~ Extension Contact Person Phone No. Drawing No. Inspections Final Inspection Items ROU ING BLDG. ___ -,-, M. HARDY . ..,.-LJ.=-: PLANNER~~ LBLACK. __ MBLACK._~, M.HARDY-40~ BLDG __ _ 1st 2nd Approved All Items below Conform with Approved Site Plan / W'~ 1. Project Planner confirms conditio~s are met / I 2. Building elevations / 3. Building materials / 4. Building colors /' 5. Rooftop equipment screens / 6. Fence/wall height, location, and materials / , 7. Size, number and location of parking spaces compact, regular, handicap 8. Outdoor recreation facilities , ,, ? 9. Employee eating areas / / / 10. Trash enclosure and location / 11. Pavement treatment 12. Landscaping installed (under separate contract) LIST BELOW ANY ADDITIONAL ITEMS REQUIRING SPECIAL ATTENTION BY MIKE BLACK: 13. 14. 15. 16. 17. Project complies with all conditions, including above-listed items . Final inspection is complete. vvt?? ( .. tv-~ .. ~8 Mike Black Date (H:\ADMIN\COUNTER\F:inal Insp Check) 12/17/98 FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING PLAN CHECK#: CB973818 PERMIT#: CB973818 FIRE PROJECT NAME: 46,426 SF SHELL BUILDING ADDRESS: 2747 LOKER AV WEST P...LANN..® CMWD ST LITE Lot# 19 DATE: 12/16/98 PERMIT TYPE: ITI CONTACT PERSON/PHONE#: C/STEVE/619/993-3274 SEWER DIST: CA WATER DIST: CA INSPECTED l/\$ DATE ~ BY: INSPECTED: APPROVED DISAPPROVED -- INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED COMMENTS: MARCH 13, 1998 CITY OF CARLSBAD ENGINEERING DE:PARTMENT 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009 SPEAR & ASSOCIATES, INC. CIVIL ENGINEERING & LAND SURVEYING 1115 E. Pennsylvania Avenue Escondido, CA 92025 (619) 737-7272 Fax(619)737-7274 RECEIVED MAR 1 7 1998 ENGINEERING DEPARTMENT RE: ROUGH PAD GRADING CERTIFICATION FOR LOT 19, CT 74-21, CARLSBAD OAKS BUSINESS PARK, MAP NO. 10372 PIP 97-09 I HEREBY CERTIFY THAT THE ROUGH BUILDING PAD AS SHOWN ON THE GRADING PLAN FOR SAID LOT 19 IS WITHIN 0.1 FEET OF THE DESIGN GRADE, I.E. 389.75. RESPECTFULLY SUBMITTED, ~ PLS 6404 Testing Engineers -San Diego, Inc. ~ Established 1946 FINAL REPORT FOR SPECIAL INSPECTION AND MATERIAL TESTING DATE: January 12, 1999 Job No. 98-085 TO: City of Carlsbad Building Department 2075 Las Palmas Carlsbad, California 92009 SUBJECT: SATISFACTORY COMPLETION OF WORK.REQUIRING SPECIAL INSPECTION AND MATERIAL TESTING PERMITNO.: 973818 PROJECT ADDRESS Asymtek 2747 Loker Avenue West Carlsbad, California 92008 I declare under penalty of perjury that, to the best of my knowledge, the work requiring special inspection, material sampling and testing, including the off-site fabrication of building components for the structure/s constructed under the subject permits is in conformance with the approved plans, the inspection and obsetvation program and other construction documents, and the applicable workmanship provisions of the Uniform Building Code. Executed on this 12th day of Januru:y, 1999. The work which we provided Special Inspection consisted of: Reinforced Concrete, Epoxy Dowels, Structural Steel including Field Welding, High Strength Bolts and Roof Nailing. A. If the inspection services were provided by an approved material testing laboratory or special inspection agency: TESTING LABORATORY OR SPECIAL JNSPECTION AGENCY: Testing Engineers -San Diego, fuc. ADDRESS: 7895 Convoy Court, Suite 18, San Diego, CA92111 RESPONSIBLE MANAGJNG ENGINEER OF THE TESTING LABORATORY OR SPECIAL INSPECTION AGENCY: NAME (PRINT OR TYPE) SaliouDiallo ~ ~..J,l State of California Registration Number: C54071 Expiration Date: B. If the inspection services were provided by an independent certified special inspector: SPECIAL INSPECTOR'S NAME (PRINT OR TYPE): REGISTRATION NUMBER: EXPIRATION DATE: SIGNATURE: Testing Engineers -San Diego, Inc., 7895 Convoy Court, Suite18 San Diego, CA. 92111 [619]715-5800 Fax [619]715-5810 M (S'.) w ~ 0.. ~ (.) H 3: z w I- M CD LO ID N lD ID (T\ rl co M lO LO M CD (T\ (T\ <""i '-ID N ' c-1 rl .., l, r=.:========-":"".::.·.-=-,,-:-:=::-. ==-s ---- 1,20/208 VOLT 1DISTRiFJU17UN 2000 AMP MAlN 277 /480 VOLT I · 2500 AMP DJSmlBUT!ON ! MEYER MA!N ' ! ASYUTEK ELECTRIC METER ROOM AS-BUil T SCALE: 1/211 = 11 SDG&:E PUU. SEC170N @ L 750 I<. VA TRAN! FORMER -, I I N c;:) w (!J <I a.. ::,,:: (.) H 3: G] I- .. .. en~ o:, u:, ID N u) ~ ~9,.21,23 .. I SAME CKT. uj CU, 1-1/4"C. ,..,... lD .. r.D .,... ro (Ji (Ji ...... ..__ I.Cl N ..__ ...... ....., A-· ~ ~) :-XHAUS I r AN ~~ /1 ~,. 2. IP:::.:_ CLOCK CONTROL PRO\'i0E[J AND INSTALLED BY [LECTRICAL CONTRACTOR ® EXISTING MAIN SW. BO. & METER "MSB'' 2500 AMP 1 277 I 4f.~·V, 3¢ .-4 ·,.;_ ::C~=- SlNGLE LINE DIAGRAM. @ EXISTING 750 ~(VA X'FMR, 4dOV T 1j -120/208V, 3</J,4-W, SEE SINGLE l.i: 1~ DIAGRAM @ EXl~Tl~G 2000 AMP~ 2~_9,{7J~V,3~1 4W MAI.~ iJISTRIBUTlON --~ _\J f ,vN SEE · Sl~~,~~L.~ LINE DIAGRAM @ EX'S Tl."G 12O/2O8V,3¢J4W HOUSE PANEL ® E;.l~TING 277 /4·B0V,3¢,4W HOUSE PA~\JEL NOV.23.1998 1:52PM HAMANN CONSTRUCTION HAMANN CONSTRUCTlON i::.=m, '.J,-:"?~1rv:;! C.?-:':tr~·ct:",1g ,_':. .. ':">t.~vr;i1.~~:,.1::nt --~--.~z.-; l.lC/n7l•41 CITY OF CARLSBAD .TIM PHILLIPS CARLSBAD, CALlf, ., ... -l:.,,o,.~---- 4-75 W. BRADLEY AVENUE, EL CAJON, CALIF. 92020 PHONE: 61.9.440-7424 FAX: 61?-4t0-89111 NOVEMBER 23, 1998 RE ASYMTEC~MAIN ELECTRICAL SERVIC~ 2747 LOKER AVE:. THIS LETTER IS TO C0f·T7T.Fi.•J ~~·~N'.: i:!{Z ~~I~1 C.:LEC'ri<.iCA.L SER\!JCE HAS BH:F-N TQRQfJ~~ .r.s r:::~ )m~,::1~AC'l':.!!~l::~1-l;. 0~·t~~l:'1::A1'l0NS. SIN~ERELY, /) .!e,;2,_,u // ~~.I--" CARL SEUSS ,::. . : .. ~ i 12/08/98 TUE 17:13 FAX 7607417935 Bergelectrio Corp. December 8, 1998 City of Carlsbad Carlsbad, California 92008 SUBJECT: ELECTRICAL SWITCHGEr :, 1~-T'"ALLATlON ASYMTEK 11, CARL$BAD, CA To Whom It May Concern: Please be advised, the electrical switchgear at Asymtek II, Carlsbad, California, were assembled according to manufacturers specifications including torqueing of all buss bolts, wire lugs, and j_oining hardware. Please call if you have questions regarding the above. Sincerely, BERG ELECTRIC CORPORATION 7£J~- Robert Comestro Project Manager esc O~j::er Street, Escondido, CA92029 T~! (760) ?'4.fj-fflt)~-4 r-~1{760) 741--0918 #C10·#85046 @002 +6197155800 TESTING ENGINEERS SD 242 P01 JAN 20 '99 08:20 . 1;,EST(NG ENGINEERS~ .,..· .. SAN DIEGO, INC. ·FAX nEMARI<S: D Urgent 7895 CONVOY CT., #18, SAN DIEGO, CA 92111 . -t Date: Number of'pages including cover sheet: Phone: (619) 715,5800 Fax phone: (619) 71S~S8 IO ~For your review D Reply ASAP O Please comment +6197155800 TESTING ENGINEERS SD 242 P02 JAN 20 '99 08:20 ':. Testing Engineers ~ San Diego, Inc. Established 1946 FINAL REPORT FOR SPECIAL INSPECTION AND MATERIAL TESTING DATE: Janmuy IZ 1999 Job No. 98-085 TO: City of Carlsbad Building Department 20751.asPalmas Carlsbad, California 92009 SUBJECT: SA1ISFACTORY COMPLETION OF WORK REQUllUNG SPECIAL JNSPECTION AND MATElUAL TESTING PERMITNO.: 973818 PROJECT ADDRESS Asymtek 2747 Loker Avenue West Carlsbad, California 92008 I declare under penalty of perjury tha~ to the best of my knowledge, the wOJk requiring~ inspection, material sampling and testing, including the off~site fabrication of building components for the strucf.J.nds constructed under the subject permits is in confunnance with the lpproved plans, the inspection and observation program and other construction documents, and the applicable workmanship provisions of the Uniform Building Code. &catted on this 12th day of Januazy, !999. The work which we provided Special !IJspection consisted of: Reinforced Concrete, Epoxy Dowels, Structural Steel including Field Welding, High Strength Bolts and Roof Nailing. A. If the inspection services were provided by an approved material testing Iabomtoty or special inspection agency: TESTING LABORATORY OR. SPECIAL lNSPECTION AGENCY; Testing Engineers, .. San Diego, Inc, ADDRESS: 7895 Convoy Cmut, Suite 18, San Diego, CA 92111 RESPONSIBLE MANAGING ENGINEER OF THE TESTING LABORATORY OR. SPECIAL INSPECTION AGENCY: NAME (PRlNT OR TYPE} · Saliou Diallo ~ QA. Jn~L · . State of California Regjstration Number; CS4071 Expiration Date: B. If the inspection services were provided by an independent certified special inspector: SPECIAL lNSPECTOR'S NAME (PRINT OR TYPE); REGISTRATION NUMBER: EXPIRATION DATE: SIGNATIJRE: Tes ti nii Engineers • S11n Diego, lnc., 7895 Convoy Court, Suite 18 San Diego, CA. 92111 [6 l 9 }715-5800 fux [619)7 t 5-5810 .. TESTING ENGINEERS SAN DIEGO (619)-715-5800 FAX (619) 715-5810 ATLANTIC CITY• RAff.NAY • FT. LAUDERDALE• ORLANDO• SAN DIEGO J~E_f>QRT OF COMPRESS~ON TEST • ; • .p ; '~-,,' • • PROJECT ASYMTEK PROJECT NO. 98-085 -_____ __;;.,;,..,;_=--~-----------,-,,------ PROJECT ADDRESS -· ·-~:···2747. LOKERAVE WEST\ -'----------------------------- CONTRACTOR HAMMOND CONSTRUCTION ARCHITECT/ ENGINEER PROGRESSIVE IMAGES/SCHIRMER ENGINEERING BLDG. PERMIT NO. 973818 PLAN FILE NO. NIA ----------- SAMPLE DATA REPORT OF [[] CONCRETE D MORTAR D GROUT D HS GROUT D PRISMSO OTHER PLACEMENT DATE 6/3/98 DATE RECEIVED IN LAB 6/3/98 SUPPLIER NELSON SLOAN MIX DESIGN PSI 4000 MIX NUMBER 649 MIX DESCRIPTION 6.5 SK TYPE OF CEMENT II TICKET NO. 702200 ADMIXTURE WRDA64 SLUMP 4 MIXING TIME 50MIN PERCENT AIR N/A CONCRETE TEMP. 79 AIR TEMP. 67 DESIGN STRENGTH (f 'c) PSI ·:_·:·.4000":@ 28 DAYS SAMPLES MADE BY D. WYMAN LOCATION OF PLACEMENT --PANEl::4--.::-, LABORATORY DATA FIELD DIMENSIONS TEST AREA (sq. MAXIMUM LOAD COMPRESSIVE IDENTITY LAB NO. DATE TESTED (inches) inches) (lbs) STRENGTH 7 5 6/10/98 6x 12 28.27 73,000 2580 28 6 7/1/98 6 X 12 28.27 95,000 3360 28 7 7/1/98 6x 12 28.27 104,000 3680 55 8 8-28-98 6 X 12 28.27 115,500 ---=-~090 -.-,_::i ALL SAMPLING AND TESTING PERFORMED IN GENERAL ACCORDANCE WITH ASTM TEST METHODS. *ACTUAL MEASURED AREA. REMARKS: 2 28 DAYS DOES NOT COMPLY WITH PROJECT SPECIFCATIONS. DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, CONTRACTOR, CITY, SUPPLIER ~ REVIEWED BY: LARRY CLARK, RCE 26151, GE 219 DATE: NO-N--C-ON-FO-RMANCE (psi) Testing Engineers • San Diego, Inc. 7895 CONVOY CT., SUITE 18 SAN DIEGO, CA 92111 INSPECTION REPORT Page _1 _of __ .. : Project Name -1-~--=::;..._-1--,1--1.--.._ __ ~_._----=::;..._-=-----------TESD Project# ~ -C) 0 · Address General / Subcontractor -+~-4-P..l..1.at.-1...!-l--+-~~~~-\-+,-1~c:,-...~~..A1o....,,1LUJ:..:+------------ Building Permit # Plan File# ________________ _ OSHPD# ______________ _ Government Contract# ____________ _ Other _________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST --Concrete --Soil --__ Cone.: Mix #/psi __ Plans --Prestress Cone __ Base --__ Cone.: Mix #/psi __ Specifications __ Masonry __ Subgrade --__ Cone.: Mix #/psi __ Sizes --Struct Steel __ Asphalt Concrete --__ Rinf.: Rebar __ Slump __ Fireproofing __ Concrete Cylinders --__ Rinf.: W.W.F. __ Air Content .. __ Pile Driving --Cone Flex Beams --__ Rinf.: Tendons __ Temperature ., / --Non-Destructive --Reinf. Steel --__ Grout: Mix #/psi __ Unit Weight ' __ Batch Plant __ Tendon (PT Strands) __ __ Mortar: Type/psi __ Consolidation --Soils Technician __ Mortar Samples --__ Units: Block __ Electrode Storage --Mechanical __ Grout Samples --____ Units: Block ___ Torque Applied __ Electrical ____ Masonry Prisms --__ Steel __ Load (Pounds) --Bolt Pull-Out __ Masonry Block ----H.S.Bolts __ Thickness __ Roofing __ Steel --__ Metal l;)ecking --- __ Waterproofing --H.S. Bolts --__ Electrodes --- --DSA __ Fireproofing --__ Fireproofing -- --OSHPD __ Roofing ----Other __ Corrective action required ___ __ Specialty --Other --__ Corrections completed __ Field Representat~{[14~ ~ "!;'.'"""- CERTIFICATION OF COMPLIANCE: To.the best of my knowledge, all of the reported work, unless otherwise stated, is in conformance with-the approved plans and specifications and the workmanship provisions of the applicable code. INSP~GT-'" '\SIGNATURE ~ -~.i.;.1-' CERT. NO. s 3 ;-- DATE _,_,_K,~fu'-I-L=-/21_ . ' NGRABER AND ASSOC. TEL No.6194580910 Oct 1,98 10:46 No.001 P.01102 #~ ~-~-------~~~,_~ ~ ~ R-19 INSULATION ; ; ; ; ~-f' #~~>----3 5/8" METAL BRACING @ 60"0.C. ALT. -f' ~ TYPICAL ATTACH TO TOP METAL RUNNER ,f'-f' ;-I' AND ROOF FRAMING WITH 1 1/8" TYPE '$' ~ -I' BUGLE HEAD USG SCREWS. ;-I' -1' ~ IF OVER 17' -0" SPAN @ 45 DEGREES -I' USE 611 METAL STUD 20 GA. UP TO I ! 32'-0" SPAN MAX. ,ll, . ----. -. ,. t---:.:. _-::·· --·· -·--. ___ .)1:,-_: ~ ---~ SUSPENDED CEILING LAYOUT PER REFLECTED . CEILING PLAN --H---4-1-------5/8" GYPSUM WALL BOARD EACH SIDE. 25 GAUGE 3 5/8" METAL STUD AT 24" O.C. MAX. HT. 17'-3" TYP. ICBO N0.227 4 "{" . ,,._ ' L', .. f)\ ~ ·~~~ ~--· .. P,r,· CA\..\{!) CLARIFICATION SK.ETCH-/MEMO NO. II_ DATE;);-/"!~ JOB : /}_~'/_~JC-__ ITEM :.fld=..:J/LS..#L)_ ~~rJ~ SW-:S' FROM: PROGRESSIVE IMAGES IN ARCHITECTURE AND PLANNING 24212 SARGEANT ROAD, RAMONA, CA 92065 (619) 789-3269 FAX 789-2915 BY: BRUCE W. STEINGRABER ·-•·•·--,·· ,,.'1..,,. ,,.._.......,,._..._,~ ''-~ ,,.,_,,\ • .-,'-..J ..... ..J-...•V:J.L\.J 5/8,, DIA. MB. @ 32"0.C. METAL SLIP TRACK W/ 1 /2" GAP .______ ROOF TRlJSS -METAL STUDS 5/8" GYP CLARIFICATION SK.ETCH. /MEMO NO. 13. DATE:t-J. 9b JOB: ksY.11ttJ!:-.!--____ ITEM :..ft.J.Ai1..:-_'J:'.l):::t£0J.S-:. i~--- FROM: PROGRESSIVE IMAGES IN ARCHITECTURE AND PLANNING 24212 SARGEANT ROAD, RAMONA, CA 92065 (619} 789-3269 FAX 789-2915 BY: BAUCE W. STEINGAABER I EINGRRBl:.k'. HNll H::::-~UL, lt:L rw.01~I+::•ov:i.1v ui_." ... , _,..., .. .., ....... ·-... fo • Poati4t1'1"ax Note 7671 Oat"/:> ,.-{) pages •• ~m~l~f f>t.ono /I Fa•# Co. j ._ (> Fax~ 2-LAYERS 5/8>' GYP. ELEVATOR SIDE 3 5/811 METAL STUD WALL 5/8" GYP CORRIDOR SIDE ---ELEVATOR DOOR FRAME PER ELEV. MANUF. @!LEVATOR DOOR JAMB & HEAD CLARIFICATION SKETCH-/MEMO NO. /"2--DATE:/o-,~?i JOB: !J9J!Ill:.L____ ITEM=-----------~---- FROM: PROGRESSIVE IMAGES IN ARCHITECTURE AND PLANNING 24212 SARGEANT ROAD, RAMONA, CA 92065 (619) 789-3269 FAX 789-2915 BY: BAUCE W. STEINGAABER EXIT TO PARKING LOT ' > > ) t 1-.. .. ) :)- - ..I w - .) ::i /) /) ::c :::i z ::r: ... / . /. (ISF OF W) (lSF OF W) ,---, ~ lJ... 0 LL. (J1 .___,, ~~ v--.....-"" i I l / I :.j 7 -------~ WALL LEGEN): ~ NOTE: ~. lNSIDE FACE OF WALL CONCRETE WALL ' (!SF OF W) METAL5W STUD WALL ~ 2. 1 CENTER OF WAi...L W/5/8"GYP. ~A.. Co\'OE:.. ~,CL OF W) vZZ2.J METAL 5•· STUD WALL W/5/8" TYPE "X" GYP. EA. SiDE ,. ~ ,TEINGRABER AND ASSOC. TEL No.619458O91O I .. · ·K. &.. tv&.t:r ,. A:>:.u~1AU;) Oct 1,98 10:46 No.OO1 P.O21O2 :· .(~-"" • STRUCTURAi.. ENGINEERS ' ' ·I,. · COSTA. MESA, CA. 92(i2(i ::OHEET NO .... Joa No .• ~-,;r_e-;_ DATE-.7CI~ DESIGN-.. ~ CtiECK-.. ··----· ')I·. / <714) ll49-9:S95 PROJ!CT,_,f'7.~-~-... f:...J_/jz_l,... fS ( (" C~R-~_t/7t"_j FOH,--~Y..r_Y.JL._~~./_S~-- LOCATION,_----·--·--, ........ -·--_ t!-/ ( ,v,, ,'/ ) = .. ,! R-" f .I(_ z ., . ., .-( "" ' = I, 8', ..,. e,. >'-.,( /0 • 1-"YN--x ,,1,.,------.... - L s. /' J i'L. __ ,:u_ .S,;. "'--' ,I( /7.F~ 112 /6 • --------1-::-:: 4 A ,I( </-tr j,rvd-1 ~--·----... -···--·--··--·--~ :... 12.. C/k>l...)-'()0., "/f:1,... J,. I ~/'e_><,,l,tJ.~Jr,,,t/()6 ) t. : / -----------~ : /9, " 1· .s-X s: .... 1, ~!"P I 9 t " JI (/I'· 7". (12, 91,. z.)y,,o• s. Z. Z, S .:z: { ...-//) ,:;.. (. 0 719) -t • ~ )0 ( 'X..4.. I = " 3 tJI ' :::. ( ) ' /o V ~ I ("'1<./1) !! * ;P-/1"( 2 ,. :rw: I'() '-;:. I/, z... '-X//) I# ) ,---------L -a. /JI",.~ //. ·U(.(/0 b "Z-/, <; 1 1 2 t/ -·--·······---a. f;A5°.,.__17Ui> (i, ~q,..),./o' .. /S/ r) 1 ..f10 ~ ) : L. t. I,').!_ ~.-:S /.~..!}. !.~ !~. :_ .. _z._t_,_I_~ ~ ? . ;:,;-,;, S' )\ I ? i..!"' ( %.. ~ "" ( ) ..,t I¼ (,I,.' ii!'),.. /, .> a, J 'f . O' / : ,S, ¥ :j' /" x ;(I ? t /" ,. l ,r---·---~ / = . ( Hz,~ <1 ?.-<,, 1) :: <.-f' . . -( ) c_ ,.. 3 'r1, .;, _., s--,11 /o 1 J I° Testing Engineers -San··i;,iego, Inc. Eahlbllali<td 1946 , -: • . 7895 CONVOY CT., SUITE 18 SAN DIEGO, CA92111 . (619) 715·5800 FAX (619) 715-5810-: ATI.ANTIC CITY mwlAY FT. LAUDERDALE ORLANDO: Date: Job No: Job Name: .. Address: FIELD INSPECTION AND·TEST REPORTS September 11, 1998 98-085 ASYMTECH 2747 Loker Avenue West Carlsbad, California Plan Number: Permit: 973 818 Application: ·: Report No: 1854777 ENGINEER:. GREGORY SMITH, P.E. SAN DIEGO Enclosed are field inspectioD; and/or test reports, for the above referenced project, for :: work performed on 8/26/98 -8/27/98. · These reports cover the locations of work inspected and/or tested following recognized standards and do not constitute engineering opinion or project control. These reports do not relieve the contractor of his responsibility to build per. the plans, specifications and all applicable codes. Should you have any questions regarding these reports, please contact·our ~ffice at (619) 715-5800. Reports enclosed (2) · OVER 50 YEARS OF QUALITY SERVICE. Testing Engineers • Sao Diego, Inc. 7895 CONVOY CT., SUITE 18 · Page _1 _of __ SAN DIEGO, CA 92111 INSPECTION REPORT ProjectName As YIIA r&.tc. .C.C> r-19 TESD Project# _ _,.7_@"""---6---""8"--'::>~-~-- Address 2 7 Y 7 ~o@JiJL-CA 12,.l.$'fo4l0 General I Subcontractor _F--c/L-L.-IA'-L.MA~ ..... 1'""V_N__,,,./'$~~S_o_o_n_t1~_1.3~.4~y-~W~/£.=t...~1)~1/l/~6~-------------7 Building Permit# _ __,C/.__._7~3~8~1--.8_______ DSA # ______________ _ Plan File#________________ OSHPD # ______________ _ Government Contract# ____________ _ Other _________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST --Concrete --Soll --__ Cone.: Mix #/psi __ Plans __ Prestress Cone --Base --__ Cone.: Mix #/psi __ Specifications __ Masonry __ Subgrade --__ Cone.: Mix #/psi __ Sizes --Struct Steel __ Asphalt Concrete --__ Rini.: Rebar __ Slump __ Fireproofing. __ Concrete Cylinders --__ Rini.: W.W.F. __ Air Content __ Pile Driving --Cone Flex Beams --__ Rini.: Tendons __ Temperature --Non-Destructive --Reinf. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands) __ __ Mortar: Type/psi __ Consolidation --Soils Technician __ Mortar Samples --__ Units: Block __ Electrode Storage --Mechanical __ Grout Samples --__ .Units: Block __ Torque Applied --Electrical __ Masonry Prisms ----Steel __ Load (Pounds) --Bolt Pull-Out __ Masonry Block --__ H.S. Bolts __ Thickness __ Roofing --Steel --__ Metal Decking -- __ Waterproofing --H.S. Bolts --__ Electrodes -- --DSA __ Fireproofing --__ Fireproofing -- --OSHPD __ Roofing --__ Other · __ Corrective action required ___ __ Specialty --Other --__ Corrections completed __ CERTIFICATION OF COMPLIANCE: To the best of my knowledge, all of the reported work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship provisions of the applicable code. INSPECTOR'S NAME _ __:;_fl~--'' ~__,_'/_· --'~=--=;a:::::>~i::--'-a,~) _____ _ ...:::.?:"c,oorlyJ INSPECTOR'S SIGNATURE _ ____.&.-.. ~~~2::'.:--L.L~-~~-~-~----- CERT. No. _ _Lr_e_:...I ___ _ DATE_~fl~-_2_6_-~i~2 __ Testing Engineers -San Diego, Inc. 7895 CONVOY CT., SUITE 18 SAN DIEGO, CA 92111" INSPECTION REPORT Page _1 _of __ Project Name -~A_.__=S"""""'P__,_M~ .... T-=lf._/4'--C._-'~c....=o_,r'----l---'C/ _______ _ TESD Project# · 5'B-oa5' Address 2 7 $' 7 ~og.tf:,,g_ CA >el56ao General I Subcontractor-------------------------------------- Building Permit # DSA # _______________ _ Plan File# ________________ _ OSHPD# ______________ _ Government Contract# ___________ _ Other _________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST __ Concrete --Soil --__ Cone.: Mix #/psi __ Plans __ Prestress Cone --Base --__ Cone.: Mix #/psi __ Specifications __ Masonry __ Subgrade --__ Cone.: Mix #/psi --Sizes --Struct Steel __ Asphalt Concrete --__ Rini.: Rebar __ Slump __ Fireproofing __ Concrete Cylinders --__ Rinf.: W.W.F. __ Air Content __ Pile Driving --Cone Flex Beams --__ Rini.: Tendons __ Temperature --Non-Destructive __ Rein!. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands) __ __ Mortar: Type/psi __ Consolidation __ Soils Technician __ Mortar Samples --__ Units: Block __ Electrode Storage --Mechanical __ Grout Samples --__ Units: Block __ Torque Applied __ Electrical __ Masonry Prisms --__ Steel __ Load (Pounds) __ Bolt Pull-Out __ Masonry Block --__ H.S.Bolts __ Thickness __ Roofing __ Steel --__ Metal Decking -- __ Waterproofing __ H.S. Bolts --__ Electrodes -- --DSA __ Fireproofing --__ Fireproofing -- __ OSHPD __ Roofing --__ Other __ Corrective action required __ _/,L_ Specialty f,foxr lfk>vtllld __ Other --__ Corrections completed __ , r I 7 @ S'. ld>.A t .IE I @ /2Gi-:V"<»--/ ,:;, 28 JPtl8C fo.& o 5: '?'/2¢$ ttcc-M f< z fl CERTIFICATION OF COMPLIANCE: To the best of my knowledge, all of the reported work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship provisions of the applicable code. INSPECTOR'S NAME --~/d>C...C..-,,, ·4-/i_,_1/__.,,.~-=--~-=--/2_,_ie,=7'_!.-? _____ _ INSPECTOR'S SIGNATURE ---~q,.-=--.,,...-"--'(""'Pr=int:;;...c_,ea~~=l =~~E-------- CERT. NO. </ /31 DATE 8-2 7:z ?1 TESTING ENGINEERS SAN DIEGO (619)-715·5800 FAX (619) 715-5810 REPORT OF COMPRESSION TEST ATLANTIC CITY •RAffNAY •FT. LAUDERDALE •ORLANDO• SAN DIEGO PROJECT ASYMTEK · PROJECT NO. 98-085 ------------------------- PROJECT ADDRESS 2747 LOKER AVE WEST ~-'-'---'--------------------------- CONT RAC TOR HAMMOND CONSTRUCTION ARCHITECT/ ENGINEER PROGRESSIVE IMAGES/SCHIRMER ENGINEERING BLDG. PERMIT NO. 973818 PLAN FILE NO. N/A ----------- SAMPLE DATA REPORT OF [[I CONCRETE D MORTAR D GROUT D HS GROUT D PRISMSD OTHER PLACEMENT DATE 7/2/98 DATE RECEIVED IN LAB 7/2/98 SUPPLIER NELSON SLOAN MIX DESIGN PSI 3000 MIX NUMBER 552 MIX DESCRIPTION NIA TYPE OF CEMENT II TICKET NO. 710895 ADMIXTURE WRDA64 SLUMP 4 MIXING TIME 37 MIN .. -PERCENT AIR NIA . CONCRETE TEMP. NIA . AIR TEMP . NIA - DESIGN STRENGTH (f '0) PSI 3000@ 28 DAYS SAMPLES MADE BY G. TARANTINO LOCATION OF PLACEMENT TILT UP PANEL# 43. LABORATORY DATA FIELD DIMENSIONS TEST AREA (sq. MAXIMUM LOAD COMPRESSIVE IDENTITY LAB NO. DATE TESTED (inches) inches) (lbs) STRENGTH (psi) 7 4911 7/9/98 6x 12 28.27 71,000 2510 28 4912 7/30/98 6 X 12 28.27 105,000 3710 28 4913 7/30/98 6 X 12 28.27 102,000 3610 H 4914 8/27/98 DISC .,, -. ·-\' ... ., -,. --·ALL SAMPLING AND TESTING PERFORMED IN GENERAL ACCORJ?ANCE WITH ASTM TEST METHODS. *ACTUAL MEASURED AREA. REMARKS: ---------------~------------------ DIST RIB UT 1O N: OWNER, ARCHITECT, ENGINEER, CONTRACTOR, CITY, SUPPLIER ~ CHECKED BY: REVIEWED BY: LARRY CLARK, RCE 26151, GE 219 DATE: DATE: ------------- • Wyman Testing Laboratories / COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE O FIELD WELDING REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE O H.S. BOLTING INSPECTOR OF O REINFORCED MASONRY O SHOP WELDING JOB ADDRE6l{ t.../ 1 OWNER OR PROJECT NAME (619) 675-0270 0 FIREPROOFING O SHOTCRETE D NDT D OTHER 0 D/B ANCHORAGE 19 C) INSP1N DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, ETC., includes Information about amounts of material placed or work performed; number, 1ype, and identify numbers of test samples taken; structural connections (welds, h. t. bolts torques) checked; ~tc. 6,- ~- NONE COMPLIANCE TIME IN: TIME OUT: PRINTED NAME: INSPECTOR CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED. WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & ~ SPECIFICATIONS. ~;fr tl '";'<Jc:M Wyman Testing Laboratories / COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE O FIELD WELDING REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE O H.S. BOLTING INSPECTOR OF O REINFORCED MASONRY O SHOP WELDING Wt (619) 675-0270 0 FIREPROOFING O SHOTCRETE D NDT D OTHER 0 D/B ANCHORAGE FOR WEEK -, ? ENDING I -_.:::, PIAN FILE NO. INSP'N DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, ETC., includes information about amounts of material placed or work performed; number, type, and identity numbers of test samples taken; structural connections (welds, h.t. bolts torques) checked; etc. i=--G- aO'l'c...( NONE COMPLIANCE TIME IN: TIME OUT: PRINTED NAME: INSPECTOR CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & / --.» 0 _re SPECIFICATIONS. '-e w --,_ DAIE OF 1-i!EPOl~l 5./418 i<EGJSIEI( NOlvlBEH Wyman Testing laboratories / '-·- '· ·, COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE O FIELD WELDING REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE O H.S. BOLTING INSPECTOR OF O REINFORCED MASONRY O SHOP WELDING ARCHITECT LS . ENGINEER 72-~ H (619) 675-0270 0 FIREPROOFING O SHOTCRETE D NOT D OTHER 0 D/8 ANCHORAGE FOR WEEK 7 -:, ENDING -~ 1996 PLAN FILE NO. INSP'N DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, ETC., includes information about amounts of material placed or work performed; number, 1ype, and identify numbers of test samples taken; structural connections (welds, h. t. bolts torques) checked; etc. 7-l NONE COMPLIANCE TIME IN: TIME OUT: PRINTED NAME: INSPECTOR CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. 0 7,00 t-I -~8 DAIE OF l'<EPOl(i 5.30~ s.- l<EGIS I El< NUJVIBEI< . . Testing Engineers • San Diego, Inc. 7895 CONVOY CT., SUITE 18_ Page _1 _. of __ SAN DIEGO, CA 92t11 INSPECTION REPORT/ Project Name ~~rl. K Address c;2. ___ _c, ke v:: . A,t e TESD Project#. ~ cJ r-c:J 8 s- c.ts ' General/Subcontractor /-{c,ld\MOiw Cou1.s{ G 1 =:t:?A. /4.J h. :iac. v:ec... Building Permit# Cz'>']. ~e/ 8 DSA# __ -'-=c;__ __________ _ Plan File# ____ ....__ _____________ _ OSHPD # ________________ _ Government Contract# ___________ _ Other __________________ _ l~ECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST __ Concrete --Soil --__ Cone.: Mix #/psi --Plans __ Prestress Cone __ Base --__ Cone.: Mix #/psi __ Specifications __ Masonry __ Subgrade --__ Cone.: Mix #/psi --Sizes __ Struct Steel __ Asphalt Concrete --__ Rini.: Rebar __ Slump __ Fireproofing __ Concrete Cylinders --__ Rini.: W.W.F. --Air Content __ Pile Driving __ Cone Flex Beams --__ Rini.: Tendons __ Temperature __ Non-Destructive --Rein!. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands) __ __ Mortar: Type/psi --Consolidation __ Soils Technician _. _ Mortar Samples __ Units: Block __ Electrode Storage __ Mechanical __ Grout Samples --__ Units: Block __ Torque Applied __ Electrical __ Masonry Prisms --__ · Steel __ Load (Pounds) __ Bolt Pull-Out __ Masonry ~lock --__ H.S. Bolts --Thickness __ Roofing --Steel --__ Metal Decking -- __ Waterproofing __ H.S. Bolts --__ Electrodes --__ DSA __ Fireproofing --__ Fireproofing -- --OSHPD __ Roofing --__ Other __ Corrective action required __ __ Specialty --Other --__ Corrections completed __ Field Representative _~__:; _ __:::_-1-_J__~=--_,._,,,,__ __ _ CERTIFICATION OF COMPLIANCE: To the best of my knowledge, all of the reported work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship provisions of the applicable code. INSPECTOR'S NAME _Q'"'----'--'1 a-· '""Y~a .... n."-'-'n..'-=-"l~· -~,._..o,.__,.,c-_~=-·"""V"\:'---"'-&+-"-', b'le;,..:_;·c,,,.__ ___ _ (Print Clearly) CERT. NO. £, /'-/{ 8 INSPECTOR'S SIGNATURE l.J,:;, O o,.,_.__,_; / Q,.A, o,~ DATE 7-at-?B --, I th{") ._ ~ ' <. r-., --~--------·-_'{ ... --------------·------ Testing Engineers • San Diego, Inc. 7895 CONVOY CT., SUITE 18_ SAN DIEGO, CA 921"11 INSPECTION REPORT/ Page _1 _-of __ Project Name A.GL fu4e.. k Address cl 7 4 7 L oh<.11' TESDProject# 9C:.-08,S:-: A.ve._ CI<. General / Subcontractor Lla..r. ""'-":' :"' J. Q. /'r::, , A t-,J b , .(..~C IN: c;_ :J Wl.<v<. c ,a:.._) Building Permit#'T2~s8J 8__ / DSA# ______________ _ Plan File# __________________ _ OSHPD # _.---__ · _____________ _ Government Contract# ___________ _ Other __________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST __ Concrete __ Soil --__ Cone.: Mix #/psi __ Plans --Prestress Cone __ Base --__ Cone.: Mix #/psi __ Specifications __ Masonry __ Subgrade --__ Cone.: Mix #/psi --Sizes _){_ Struct Steel __ Asphalt Concrete ----Rini.: Rebar __ Slump __ Fireproofing __ Concrete Cylinders --__ Rini.: W.W.F. --Air Content __ Pile Driving __ Cone Flex Beams ----Rini.: Tendons __ Temperature __ Non-Destructive --Rein!. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands) __ __ Mortar: Type/psi --Consolidation __ . Soils Technician __ Mortar Samples ----Units: Block __ Electrode Storage --Mechanical __ Grout Samples --__ Units: Block __ Torque Applied __ Electrical __ Masonry Prisms --__ .Steel __ Load (Pounds) __ Bolt Pull-Out __ Masonry Block --__ H.S. Bolts --Thickness __ Roofing __ Steel --__ Metal Decking -- __ Waterproofing __ H.S.Bolts --__ Electrodes -- __ DSA __ Fireproofing --· __ Fireproofing -- __ OSHPD __ Roofing --__ Other __ Corrective action required __ __ Specialty __ Other --__ Corrections completed __ Remark: ,.J,>uc. !IV u¼fec.±a{ .Jlt {i, le( µ.!)dA,iJ: o~ .+le_ .QI lot.-011)" Rex,£ Cb1ilvtec.i{6~ "kl,,.-2fL':)~ ..(u k .. c)'H;i s.cc,-\-: gi ~ ll \~er-oG::k~ ( . / on Sb~ L,r,, :s; I .... (,o. l.J,y_ ~ I -~ ~.r,y>t:>t ~ s,Y<4r pe.v-&k~ ( /0 01"\ ct)'.s L1Ae. G,. ,._ ~. Dc..r-i,)°;~\. ..\-o 3,~c4c balk o,,u{ L~w es ("c>e:c .I: .S. t> ccdtoh 1110 ; 100% co""'f~f ~~'1.dc• 6c,/f ftJ~~ _::b Sl£L'~v:: =hp L::Ot-~ fer ~{c.~ ( e 0 ~ ~~3. L__N-. G-""t-~ kJ,:t \>,l'<.-. ;i,;;t:t~ -k :::;z_,._j,,C=~,:i~;c)O<;l ~~J. y,c:d,_-\-,,Li e oil :::.b') L, rw 51 sd: :t=: G,~i:k 4c ('"'"'"',., ipc_,r~==~~~ -rlG Field Representat1ve ___ "J11_ _ _,_~ ____ .,,,,_--""'-/-_ _,!!!1.J!l.__-= ..... ~=~--='----- CERTIFICATION OF COMPLIANCE: To the best of my knowledge, all of the reported work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship provisions of the applicable code. G· ·---:l . INSPECTOR'S NAME ~( 0 Va V\ "'--t \ Q ~c.v-..: l ..l'1 0 (Print Clearly) INSPECTOR'S SIGNATURE ~Q oa ~o, -~ CERT. NO. 5; 30 ds= 7 !.c,0-1-~~C) DATE .) -d -1 8 Testing Engineers • San Diego, Inc. 7895 CONVOY CT., SUITE 18 SAN DIEGO, CA 92111 INSPECTION REPORT/ Page_1 _. of __ Project Name ,4s '-/ JIV'\. {c_ k I TESD Project# 9 tl, 'CJ 8 ~-- Address &7 l-/7 Lokl.c: General / Subcontractor --L-l-{-'-=a::..,M,~....,m.:..i..::Oi:1..1h'->,.---"'G-...2:L;VL,._.5..._+_._____,C-=o'---Jz'----'h __ ;L..A-\-'--_.&"-'.J~hL.:..:~:....t--->---"a.~c~"'=---=e~----- Building Permit# _9_.__7~--_..,.<3,....,_,e_~t_..8_,__ _____ 7 DSA # - I Plan File# ________________ _ OSHPD# _____________ _ Government Contract# ____________ _ Other ____________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST __ Concrete --Soil --__ Cone.: Mix #/psi __ Plans __ Prestress Cone --Base --__ Cone.: Mix #/psi __ Specifications Masonry __ Subgrade --__ Cone.: Mix #/psi __ Sizes $ Struct Steel __ Asphalt Concrete --__ Rini.: Rebar __ Slump __ Fireproofing __ Concrete Cylinders ----Rini.: W.W.F. __ Air Content __ Pile Driving --Cone Flex Beams --__ Rini.: Tendons __ Temperature __ Non-Destructive __ Rein!. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands) __ __ Mortar: Type/psi __ Consolidation __ Soils Technician · __ Mortar Samples --__ Units: Block __ Electrode Storage __ Mechanical __ Grout Samples --__ Units: Block __ Torque Applied __ Electrical __ Masonry Prisms --__ .Steel __ Load (Pounds) __ Bolt Pull-Out __ Masonry Block --__ H.S. Bolts __ Thickness __ Roofing __ Steel --__ Metal Decking -- __ Waterproofing __ H.S. Bolts ----Electrodes -- __ DSA __ Fireproofing --__ Fireproofing -- __ OSHPD __ Roofing ----Other __ Correclive aclion required __ __ Specialty __ Other --__ Corrections completed __ Flelel Representative m;/'J ~ CERTIFICATION OF COMPLIANCE: To the best of my knowledge, all of the reported work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship provisions of the applicable code. INSPECTOR'S NAME ___,.Q_-..::.:.~-=O=-\,/~a~""'-c.:...,,:V\.....:..,_l_' -·~1.,..a."""!",-lc~c..::L-::..."-.:\_,_.1..:."'-,o_;·O,.._ ___ _ (Print Clearly) CERT.NO. 510a,$- ..., , er. - Testing Engineers -San Diego, Inc. 7895 CONVOY CT., SUITE 18. SAN DIEGO, CA 92111 INSPECTION REPORT / Page _1 _of __ Project Name __ _,_b\-=i-.....,;~.,._,..,.,1~"""µ:;.J..-il\--'c.__._k....__ ___________ _ , J TESD Project#· 9e-o·ss:- Address General I Subcontractor Ha. vn ,rt O,A. Gn ,J.. G l 'J:) A Building Permit# _____________ _ DSA # ___________ __;_ ___ _ Plan File# ________________ _ OSHPD# _____________ _ Government Contract# ___________ _ Other ________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST __ Concrete __ Soil --__ Cone.: Mix #/psi --Plans __ Prestress Cone __ Base --__ Cone.: Mix #/psi __ Specifications Masonry __ Subgrade --__ Cone.: Mix #/psi __ Sizes ~ Struct Steel __ Asphalt Concrete --__ Rini.: Rebar __ Slump __ Fireproofing __ Concrete Cylinders ----Rini.: W.W.F. --Air Content __ Pile Driving __ Cone Flex Beams ----Rini.: Tendons __ Temperature __ Non-Destructive __ Rein!. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands) __ __ Mortar: Type/psi __ Consolidation __ Soils Technician __ Mortar Samples ----Units: Block __ Electrode Storage __ Mechanical __ Grout Samples ----Units: Block __ Torque Applied __ Electrical __ Masonry Prisms ----Steel __ Load (Pounds) __ Bolt Pull-Out __ Masonry Block ----H.S. Bolts --Thickness __ Roofing __ Steel --__ Metal Decking -- __ Waterproofing __ H.S.Bolts ----Electrodes -- __ DSA __ Fireproofing --__ Fireproofing -- __ OSHPD __ Roofing ----Other __ Corrective action required __ __ Specialty __ Other --__ Corrections completed __ Field Representative_J11-v--_,_~..,.'-.c;;+-9;,__-ujV/A'--'~/ts.,,..,..'-':!/=:::1'---- CERTIFICATION OF COMPLIANCE: To the best of my knowledge, all of the reported work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship provisions of the applicable code . ., Q· ·---i. INSPECTOR' E ~IO'vC\.V\ ttl I aro>"'-IVLQ (Print Clearly) CERT. NO. $~ 0 d:: ~- INSPECTOR'S SIGNATURE~ Q U ~~, QA.e~ DATE J-0?·-:i,'8 . ..., ' 00 -"\. ' 3.. (\ Testing Engineers • San Diego, Inc. 7895 CONVOY CT., SUITE 18 SAN DIEGO, CA 921t1 INSPECTION REPORT Page_1 _. of _j_ Project Name a~_/ J TESD Project# 9j O JY C Address ~~ a& General / Subcontractor I/IJ+-, fl:N,J C. a...,=/ k.,oe/J ~ ,hJe£J/ ;,,)£,, Building Permit# qz--aa I B DSA # _ _.:fE:::z===:. ______ __;_ __ _ Plan File #__:::jO~==::__ __________ _ OSHPD # _:""'O::..."::.-::=------------ Other _::O~===-------------Government Contract# ...!l:;:;:2:::::::!... ________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST __ Concrete __ Soil --__ Cone.: Mix #/psi ___L Plans A'/21 illO !L~ __ Prestress Cone __ Base --__ Cone.: Mix #/psi ___L Specifications A~ t>&Q I ff!. r, __ Masonry __ Subgrade --__ Cone.: Mix #/psi --Sizes ~ Struct Steel __ Asphalt Concrete --__ Rinf.: Rebar __ Slump __ Fireproofing __ Concrete Cylinders --__ Rini.: W.W.F. --Air Content __ Pile Driving --Cone Flex Beams --__ Rini.: Tendons __ Temperature ,__-Non-Destructive __ Rein!. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands) __ __ Mortar: Type/psi --Consolidation __ Soils Technician __ Mortar Samples. --__ Units: Block / Electrode Storage __ Mechanical __ Grout Samples --__ Units: Block 71f..,s __ Torque Applied __ Electrical __ Masonry Prisms --~ Steel ,!1.~l&:./ __ Load (Pounds) __ Bolt Pull-Out __ Masonry Block I Thickness --__ H.S. Bolts --__ Roofing _x:::::.steel ~ __ Metal Decking -- __ Waterproofing --H.S. Bolts --. / Electrodes ,JR-Z,_3'2.,,,, --__ DSA __ Fireproofing --__ Fireproofing --__ 0SHPD __ Roofing --__ Other __ Corrective action required __ __ Specialty __ Other --__ · Corrections completed __ . Remarks __ __J~~~Sdl!~~=--~~~~~_.£,,µ,!---l.,..!!....!~~~=¥-:l=+a.J,;;..___!,,,&_L~'....!1:..t.,J~~Lt.,c;..;::L-Jq~!=,!<!___ (( " &--n-1 Field Representative _ _,__.£ _ _;__l.L-__,,__=-\:.~.c...:.==-.J.-- CERTIFICATION OF COMPLIANCE: To the best of my knowledge, all of the reported work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship provisions of the applicable code. ' INSPECTOR'S NAME :;£o 73&,e;r ._}) I c. kG..R..$0 ,J (Print Clearly) CERT. No.'11-66f S,_), INSPECTOR'S SIGNATURE ~ h.(~ DATE OJ/~7/f? Testing e·ngineers -San Diego, Inc. , 3467 KURTZ STREET . SAN DIEGO, CALIFORNIA 9211'0 / INSPECTION REPORT/ Page _1 _of __ Project Name As y n'\. ±c k TESD Project# _C/_8_-_()_8_5 __ Address a 7 L./7 / 0 kc <" , Ave.. General/ Subcontractor _L,.y,l_Q~W\,..:...=.!y\4;,..,._;_C,.V\,~~G,...e:;.,,n,c=\,;_,,.,t_,__---j/'--o-=-~A_,_,_. _w;C>o<,_,L;k...,l._~ t.>..a.:::..>.>.c--=..t-e__-==--------- Building Permit# __,Ci!=-· J_.__---=5'--=~"'""l"'""8~ ___ /__ DSA # _____________ _ I Plan File# OSHPD # ______________ _ Government Contract# ____________ _ Other ________________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION·CHECKLIST _, _. Concrete __ Soil --__ Cone.: Mix #/psi Plans __ Prestress Cone __ Base --__ Cone.: Mix #/psi __ Specifications __ Masonry __ Subgrade --__ Cone.: Mix #/psi --Sizes __ Struct Steel __ Asphalt Concrete --__ Rini.: Rebar __ Slump __ Fireproofing __ Concrete Cylinders --__ Rini.: W.W.F. __ Air.Content __ Pile Driving --Cone Flex Beams --__ Rini.: Tendons __ Temperature __ Non-Destructive --Rein!. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands) __ __ Mortar: Type/psi --Consolidation __ Soils Technician __ Mortar Samples --__ Units: Block __ Electrode Storage _._ Mechanical __ Grout Samples --__ Units: Block __ Torque Applied __ Electrical __ Masonry Prisms --__ . Steel __ Load (Pounds) __ Bolt Pull-Out __ Masonry Block --__ H.S. Bolts --Thickness __ Roofing --Steel --__ Metal Decking -- __ Waterproofing --H.S. Bolts --__ Electrodes -- DSA __ Fireproofing --__ Fireproofing ----n.l?)C>P --OSHPD __ Roofing --__ Other __ Corrective action required __ __ Specialty --Other --~c.~l, ~ __ Corrections completed __ Remarks S /2,oW<.d kif &1± &t~O AV"'\. £o-r +L- UtAe ..J.o Covld:~to,~~ o'-'t.1-§,lck. o~ Field Representative ________________ _ CERTIFICATION OF COMPLIANCE: To the best of my knowledge, all of the reported work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship provisions of the applicable code. /1. ·-----' . INSPECTOR'S NAME L::2'0VAvt nL \ Dur::::0..1..._ 't IAO (Print Clearly) CERT. NO. ________ _ INSPECTOR'S SIGNATURE cJe°p l2 Ouy\M-. ~:::=i :s TESTING ENGINEERS SAN DIEGO (619)-715-5800 FAX (619) 715-5810 REPORT OF COMPRESSION TEST ATLANTIC CITY• RAflWAY • FT. LAUDERDALE• ORLANDO• SAN DIEGO 98-085 PROJECT ASYMTEK · PROJECT NO. ..:...c....::.....:....:..:..:...c.=.:....::___________ ------------ PROJECT ADDRESS CONTRACTOR ARCHITECT/ ENGINEER BLDG. PERMIT NO. REPORT OF 2747 LOKER AVE WEST HAMMOND CONSTRUCTION PROGRESSIVE IMAGES/SCHIRMER ENGINEERING 973818 PLAN FILE NO. N/A SAMPLE DATA I[) CONCRETE D MORTAR D GRO~T D HS GROUT D PRISMsD OTHER PLACEMENT DATE 6 LS L'.98 DATE RECEIVED IN LAB 6/8/98 I I SUPPLIER NELSON SLOAN MIX DESIGN PSI 4000 MIX NUMBER 649 MIX DESCRIPTION 1" ROCK TYPE OF CEMENT II TICKET NO. 703382 ADMIXTURE WRDA64 SLUMP 41/4" MIXING TIME 50MIN P~RCENTAIR N/A CONCRETE TEMP. 76 AIR TEMP. 63 DESIGN STRENGTH (f 1 0) PSI 4000 @ 28 DAYS SAMPLES MADE BY S. FLORES LOCATION OF PLACEMENT PANEL20 LABORATORY DATA FIELD DIMENSIONS TEST AREA (sq. MAXIMUM LOAD COMPRESSIVE IDENTITY LAB NO. DATE TESTED (inches) inches) (lbs) STRENGTH (psi) - 7 17 6/15/98 6x 12 28.27 97,000 3430 28 18 7/6/98 6x 12 28.27 132,000 4670 28 19 7/6/98 6x 12 28.27 131,000 . 4630 H 20 6/8/98 DISC 0 ALL SAMPLING AND TESTING PERFORMED IN GENERAL ACCORDANCE WITH ASTM TEST METHODS. *ACTUAL MEASURED AREA. REMARKS: ----------------.,.,..------------------ DIST RIB UT 10 N: OWNER, ARCH!T~CT, ENGINEER, CONTRACTOR, CITY, SUPPLIER ~ CHECKED BY: REVIEWED BY: LARRY CLARK, RCE 26151, GE 219 DATE: DATE: ------------- TESTING ENGINEERS SAN DIEGO (619)-715-5800 FAX (619) 715-5810 REPORT OF COMPRESSION TEST ATLANTIC CITY• RAWNAY • FT. LAUDERDALE• ORLANDO• SAN DIEGO PROJECT ASYMTEK PROJECT NO. 98-085 PROJECT ADDRESS CONTRACTOR 2747 LOKER AVE WEST HAMMOND CONSTRUCTION ARCHITECT/ ENGINEER PROGRESSIVE IMAGES/SCHIRMER ENGINEERING BLDG. PERMIT NO. 973818 PLAN FILE NO. SAMPLE DATA REPORT OF N/A [] CONCRETE D MORTAR D GROUT D HS GROUT D PRISMsD OTHER PLACEMENT DATE 6/8/9 8 DATE RECEIVED IN LAB 6/8/9 8 -~~~------ SUPPLIER NELSON SLOAN MIX DESIGN PSI 4000 ----------------------------- MIX NUMBER 649 MIX DESCRIPTION 1" ROCK TYPE OF CEMENT II TICKET NO. 703453 ADMIXTURE WRDA 64 SLUMP 5 MIXING TIME 57 MIN PERCENT AIR N/A CONCRETE TEMP. 78 AIR TEMP. 62 DESIGN STRENGTH (f '0) PSI 4000 @ 28 DAYS SAMPLES MADE BY S. FLORES ------------- LOCATION OF PLACEMENT PANEL28 LABORATORY DATA FIELD DIMENSIONS TEST AREA (sq. MAXIMUM LOAD COMPRESSIVE IDENTITY LAB NO. DATE TESTED (inches) inches) (lbs) STRENGTH (psi) _ 7 21 6/15/98 6x 12 28.27 87,500 3100 28 22 7/6/98 6x 12 28.27 129,000 4560 28 23 7/6/98 6x 12 28.27 124,000 4390 H 24 6/8/98 DISC 0 ALL SAMPLING AND TESTING PERFORMED IN GENERAL ACCORDANCE WITH ASTM TEST METHODS. *ACTUAL MEASURED AREA. REMARKS: -----------------,------------------- DIST RIB UT 10 N: OWNER, ARCHITECT, ENGINEER, CONTRACTOR, CITY, SUPPLIER ~ CHECKED BY: REVIEWED BY: LARRY CLARK, RCE 26151, GE 219 DATE: DATE: ------ ..... Wyman Testing Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H.S.' BOLTING D NOT 1Q OTHER( . ._, t INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE f/0, ; l , <-t ,., JOB ADDRESS d_ 7 l "'· y_7 . .o l?-ev LAve. (.,,./e..r r No.o/,f -G J-s-I FOR WEEK ENDING ,~/~ i 19 't,f OWNER OR PROJECT NAvt" k .[ V t,4 7'-e BL~,-"7ER~tf1· K I PLAN FILE NO. CONSTR. MAT'L (TYPE, GRADE, ETC,) ARCHITr'?T r . {:? q .Lv. {,-f-f''-<-tC...V'i' ei,.- DESIGN STRENGTH I SOURCE OR MFGR. ENGINEER /~ '°= . _ ~ ;e_ .AH ""'~·'"""'·!!~ '='"• DESCRIBE MAT'L (MIX DESIGN, RE-BAR GRADE & MFGR. GENERALJ{:.ONTRACTOR c;;; C «. '<It. Cl c..t LA o --t: r J', CONTR. vf, REPORTED WJ'« /../', • { . VO-¼Ci:c o, ._._,., c:. ,.,.,. INSP'N LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, ETC., includes information about amounts of material placed DATE or work performed; number, type, and identity numbers of test samples taken; structural connections (welds, h.t. bolts torques) checked; etc, 7 /,J.. 7 ., -r Vl _( jf.P/t-..-: / +-¼-e t4.. 'O ..:> ~ !.J Ct.: l \. i,.. ,_ a_ -1-Z 0-...i.."E' Lf' vLvJ I I ------2. t1. -C,)\.y V\0-~ ( ~ '-! .. <-at-lf~-e-r r +va ~ { t--o 't J l-~· '-,,(_,..< 6-0. "'tc/ &-e-,e-c. ... :/ < .J /.s-Ii I I ,,---\\ {,'\A.-<:. 1. uf t2. v-o.J 7 / ..rtd'J 4 it 7'-y~ {-l-V-U l T" , 1 / ~ tf.) t V ) {,4 1-J IA\ r:1.." {.(_ T..&i!J _ _( l,t ,e~t" 1 kL \Ar { 0 cl (0 '-""tUO '-t.I'- •. -/. __..-I T $) +k.e k:?1--e..s f-{), f" LIA~/ ~,ou.-,(4c.,,.-., -f-0..-c-vc, (/' {c... 11' \..t ./' l,,f "f' C -f ..-,__(' (I -~ I.G/1,., .._._ rC..t.a. :~.I //!Vov,.'-'f ,Af C-('t...t. r j I rA -e ,. , ' .,.C:· t:"ce. r=-t 'O '-Lf ,, // i' I '/JI"'· V : NONE COMPLIANCE I t / ' /' /,. I .. ' ' , ~-_,--.,~· 'l:~.1/ TIME IN: 7' <:fl"' J.,,..• APPROVAL SIGNATURE:}<-,, /.,/ -.,__.,-.. ~1 ,, ., -TIME OUT: . " /· PRINTED NAME: INSPECTOR ~y-G, 4. V/ , <AA • c...4a,,_,/ CERTIFICATION OF COMPLIANCE , r;-1 ,£/ / I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK :ro COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. -t~E ~,EGISIEl<ED 11\JSPECIOI< 7 /:2 J/ y-J c.t;f J Y. 7 6 -J~J DAIE~OF l<EPOHI . l<EGISIEI< I\IUIVIBER - Wyman Testing Laboratories COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE _r3-FIELD WELDING REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE O H.S. BOLTING INSPECTOR OF O REINFORCED MASONRY O SHOP WELDING JOB ADDRESS NO. DESIGN STRENGTH DES (619) 675-0270 0 FIREPROOFING O SHOTCRETE D NDT D OTHER 0 D/B ANCHORAGE FOR WEEK ENDING 19 INSP'N DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, ETC., includes information about amounts of material placed or work performed; number, type, and identity numbers of test samples taken; structural connections (welds, h.t. bolts torques) checked; etc. NONE COMPLIANCE TIME IN: Tl.ME OUT: INSPECTOR CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. Wyman Testing Laboratories COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE ~FIELD WELDING REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE O H.S. BOLTING INSPECTOR OF O REINFORCED MASONRY O SHOP WELDING JOB ADDRESS DESIGN STRENGTH ------. (619) 675-0270 0 FIREPROOFING O SHOTCRETE D NDT D OTHER 0 D/B ANCHORAGE FOR WEEK ENDING PLAN FILE NO, 7 19 LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, ETC;, includes information about amounts of material placed or work performed; number, type, and identi1ynumbersoftestsamplestaken; structural connections (welds, h.t. bolts torques) checked; etc. NONE COMPLIANCE TIME IN: TIME OUT: PRINTED NAME: INSPECTOR CERTIFICATION OF COMPLIANCE . I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. 7.' p,o . ,,.., Wyman Testing Laboratories COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE ~ FIELD WELDING REQUIRED APPROVAL .BY THE SPECIAL O PRE-STRESSED CONCRETE O H.S. BOLTING INSPECTOR OF O REINFORCED MASONRY O SHOP WELDING JOB ADDRESS NO. OWNER OR PROJECT NAME k. CONSTR. MAT'L (TYPE, GRADE, ETC.) DESIGN STRENGTH (619) 675-0270 0 FIREPROOFING O SHOTCRETE D NDT D OTHER 0 D/B ANCHORAGE INSP 1N DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, ETC., includes informati<;m about amounts of material placed or work performed; number, type, and identity numbers of test samples taken; structural connections (welds, h.t. bolts torques) checked; etc. NONE COMPLIANCE APPROVAL SIGNATURE: ..£-:c1..--.v-~=-~.:..---""='---''--- PRINTED NAME: IY1~L F /41/!t ~ TIME IN: TIME OUT: INSPECTOR CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. . .- Wyman Testing Laboratories COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE SFIELD WELDING REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE O H.S. BOLTING INSPECTOR OF O REINFORCED MASONRY O SHOP WELDING -,-NO. (619) 675-0270 0 FIREPROOFING O SHOTCRETE D NDT D OTHER 0 D/B ANCHORAGE INSP 1N DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, ETC., includes inform tion about amounts of material placed or work performed; number, type, and identity numbers of test samples taken; structural connections (welds, h.t. bolts torques) checked; etc. NONE COMPLIANCE TIME IN: TIME OUT: PRINTED NAME: INSPECTOR CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. / ,. J.· • ~ Wyman Testing Laboratories COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE S FIELD WELDING REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE O H.S. BOLTING INSPECTOR OF O REINFORCED MASONRY O SHOP WELDING (619) 675-0270 0 FIREPROOFING O 'SHOTCRETE D NOT D OTHER 0 D/B ANCHORAGE FOR WEEK ENDING LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, ETC., includes inf rmation about amounts of material placed or work performed; number, 1ype, and identify numbers of test samples taken; structural connections (welds, h. t. bolts torques) checked; etc. NONE COMPLIANCE TIME IN: TIME OUT: PRINTED NAME: INSPECTOR CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. Wyman Testing Laboratories COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE 'ij;I FIELD WELDING REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED. CONCRETE O H.S. BOLTING INSPECTOR OF O REINFORCED MASONRY O SHOP WELDING j NO. DESIGN STRENGTH SOURCE OR MFGR. (619) 675-0270 0 FIREPROOFING O SHOTCRETE D NOT D OTHER 0 0/B ANCHORAGE FOR WEEK ENDING '7 19 rr INSP 1N DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, ETC., includes information about amounts of material placed or work performed; number, type, and identity numbers of test samples taken; structural connections (welds, h.t. bolts torques) checked; etc. NONE COMPLIANCE TIME IN: TIME. OUT: PRINTED NAME: INSPECTOR CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. \ Wyman Testing Laboratories COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE O FIELD WELDING REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE O H.S. BOLTING INSPECTOR OF O REINFORCED MASONRY O SHOP WELDING JOB ADDRESS NO. DESIGN STRENGTH SOURCE OR MFGR. DESCRIBE MAT'L (MIX DESIGN. RE-BAR GRADE & MFGR. (619) 675-0270 0 FIREPROOFING O SHOTCRETE D NDT . ~ OTHER A \\'D- D D/B ANCHORAGE #/D1..~l~~ INSP 1N DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, ETC., includes information about amounts of material placed or work performed; number, type, and identity numbers of test samples taken; structural connections (welds, h. t. bolts torques) checked; etc. NONE COMPLIANCE TIME IN: TIME OUT: PRINTED NAME: INSPECTOR CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. ' . ·Wyman Testing Laboratories COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE $FIELD WELDING REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE gJ. H.S. BOLTING INSPECTOR OF O REINFORCED MASONRY O SHOP WELDING JOB ADDRESS ' DESIGN STRENGTH SOURCE OR MFGR. (619) 675-0270 0 FIREPROOFING O SHOTCRETE D NOT D OTHER 0 D/B ANCHORAGE FOR WEEK ENDING INSP1N DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, ETC., includes information about amounts of material placed or work performed; number, fype, and identify numbers of test samples taken; structural connections (welds, h.t. bolts torques) checked; etc. NONE COMPLIANCE TIME IN: TIME OUT: PRINTED NAME: INSPECTOR CERTIFICATION OF COMPLIANCE I ·HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. ' .. Testing Engineers -San Diego, Inc. 3467 KURTZ STREET SAN DIEGO, CALIFORNIA 92110 INSPECTION REPORT Page_1 _of _L Project Name A-SY t'7 TI.E'CJ.J Address :;l 7 q 7 L QfrLE[L TESD Project# 'iR -03 r A:vu General/ Subcontractor __._H..L...!..A--'-'-"2~4:s:-t1A<~<--1'#_""'1'------------------------------- Building Permit# ~7._..Z~J.='i:._.J,.__.,i:,___ _______ _ DSA # _______________ _ Plan File# ________________ _ OSHPD # ______________ _ Government Contract# ____________ _ Other _______________ _ INSPECTION MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST V Concrete --Soil --1~CldConc.: Mix #/psi '3d II() ~Plans __ Prestress Cone __ Base --__ Cone.: Mix #/psi __ Specifications __ Masonry __ Subgrade --__ Cone.: Mix #/psi _•_ Sizes __ Struct Steel __ Asphalt Concrete --__ Rini.: Rebar ~Slump __ Fireproofing V Concrete Cylinders _}&J_ __ Rinf.: W.W.F. __ Air Content __ Pile Driving __ Cone Flex Beams --__ Rini.: Tendons ~ Temperature __ Non-Destructive --Reinf. Steel --__ Grout: Mix #/psi __ Unit Weight __ Batch Plant __ Tendon (PT Strands) __ __ Mortar: Type/psi __ Consolidation __ Soils Technician __ Mortar Samples --__ Units: Block __ Electrode Storage __ Mechanical __ Grout Samples --__ Units: Block __ Torque Applied --Electrical __ Masonry Prisms --__ Steel __ Load (Pounds) __ Bolt Pull-Out __ Masonry Block --__ H.S. Bolts __ Thickness __ Roofing __ Steel --__ Metal Decking -- __ Waterproofing __ H.S.Bolts --__ Electrodes -- DSA __ Fireproofing --__ Fireproofing -- __ OSHPD __ Roofing --__ Other __ Corrective action required __ __ Specialty --Other --__ Corrections completed __ s I,,.(/,,,~ d2, t,,-, (., /,t:Je,,/f-ru,,,,., 7Yl,.t1t:.1:f {J IJC.'1 "1 l~ltl./Z ''- ' .it /~/7 ;)..t l'1 '11. CERTIFICATION OF COMPLIANCE: To the best of my knowledge, all of the reported work, unless otherwise stated, is in conformance with the approved plans and specifications and the workmanship provisions of the applicable code. INSPECTOR'S NAME -=.P ...... '1:~,v:......,_o,/ li"'-"L-=--_(J=---W-"Y_.r,_,_,_t\:=-=-------(Printbearly) I_NSPECTOR'S SIGNATURE~----,.=c __ =-·_ ..-,.c...._· -~--~---------~--DATE 7-lp -,~ / TESTING ENGINEERS SAN DIEGO (619)_71 5-5800 ATLANTICCITY·RAHWAY•FT. FAX (619) 715-5810 LAUDERDALE•oRLANDO•SAN DIEGO REPORT OF COMPRESSION TEST PROJECT ASYMTEK PROJECT NO. 98-085 ------------------------- PROJECT ADDRESS ~2~74~7~L~O~K=E~R~A~V~E~W=ES~T:.___ __________________ _ CONTRACTOR HAMMOND CONSTRUCTION ARCHITECT/ ENGINEER PROGRESSIVE IMAGES/SCHIRMER ENGINEERING BLDG. PERMIT NO. 973818 PLAN FILE NO. N/A SAMPLE DATA REPORT OF IE] CONCRETE D MORTAR D GROUT D HS GROUT D PRISMSD OTHER PLACEMENT DATE 6/3/98 DATE RECEIVED IN LAB 6/3/98 SUPPLIER NELSON SLOAN MIX DESIGN PSI 4000 MIX NUMBER 649 MIX DESCRIPTION 6.5SK TYPE OF CEMENT II TICKET NO. 702239 ADMIXTURE WRDA64 SLUMP 3 MIXING TIME S0MIN PERCENT AIR NIA CONCRETE TEMP. 83 AIR TEMP. 70 DESIGN STRENGTH (f '~) PSI 4000 @ 28 DAYS SAMPLES MADE BY D. WYMAN LOCATION OF PLACEMENT PANEL12 LABORATORY DATA FIELD DIMENSIONS TEST AREA (sq. MAXIMUM LOAD COMPRESSIVE IDENTITY LAB NO. DATE TESTED (inches) inches) (lbs) STRENGTH (psi) 7 9 6/10/98 6x 12 28.27 94,500 3340 28 10 7/1/98 6x 12 28.27 135,500 4790 28 11 7/1/98 6x 12 28.27 131,500 4650 H 12 6/3/98 t ALL SAMPLING AND TESTING PERFORMED IN GENERAL ACCORDANCE WITH ASTM TEST METHODS. *ACTUAL MEASURED AREA. REMARKS: 1 DISTRIBUTION: OWNER, ARCHITECT, ENGINEER, CONTRACTOR, CITY, SUPPLIER CHECKED BY: k e__, _..;.....;_ ______ _ REVIEWED BY: LARRY CLARK, RCE 26151, GE 21 DATE: ------DATE: /;; ),,- TESTING ENGINEERS SAN DIEGO (619)-715-5800 FAX(619)715-5810 REPORT OF COMPRESSION TEST ATLANTIC CITY * RAfWAY * FT. LAUDERDALE* ORLANDO* SAN DIEGO PROJECT ASYMTEK PROJECT NO. 98-085 ------------------------- PROJECT ADDRESS 2747 LOKER AVE WEST ----------------------------- CONT RAC TOR HAMMOND CONSTRUCTION ARCHITECT/ ENGINEER PROGRESSIVE IMAGES/SCHIRMER ENGINEERING BLDG. PERMIT NO. 973818 PLAN FILE NO. NIA SAMPLE DATA REPORT OF IE] CONCRETE D MORTAR D GROUT D HS GROUT D PRISMSD OTHER PLACEMENT DATE 6/3/98 DATE RECEIVED IN LAB 6/3/98 ---------- SUPPLIER NELSON SLOAN MIX DESIGN PSI 4000 ----------------------------- MIX NUMBER 649 MIX DESCRIPTION 6.5 SK TYPE OF CEMENT II TICKET NO. 702301 ADMIXTURE WRDA 64 SLUMP 3 MIXING TIME 55 MIN PERCENT AIR N/A CONCRETE TEMP. 83 AIR TEMP. 73 DESIGN STRENGTH (f 'c) PSI 4000 @ 28 DAYS SAMPLES MADE BY D. WYMAN ------------- LOCATION OF PLACEMENT PANEL14 LABORATORY DATA FIELD DIMENSIONS TEST AREA (sq. MAXIMUM LOAD COMPRESSIVE IDENTITY LAB NO. DATE TESTED {inches) inches) (lbs) STRENGTH (psi) 7 13 6/10/98 6x 12 28.27 81,500 2880 28 14 7/1/98 6 X 12 28.27 114,000 4030 28 15 7/1/98 6x 12 28.27 118,000 4170 H 16 6/3/98 DISC ALL SAMPLING AND TESTING PERFORMED IN GENERAL ACCORDANCE WITH ASTM TEST METHODS. *ACTUAL MEASURED AREA. REMARKS: ---------------------------------- DIST RIB UT 10 N: OWNER, ARCHITECT, ENGINEER, CONTRACTOR, CITY, SUPPLIER CHECKED BY: REVIEWED BY: LARRY CLARK, RCE 26151, GE 21~ DATE: ------DATE: r'--3 ff ORIGINAL TESTING ENGINEERS SAN DIEGO (619)-715-5800 FAX (619) 715-5810 REPORT OF COMPRESSION TEST ATLANTIC CITY* RAWNAY • FT. LAUDERDALE• ORLANDO• SAN DIEGO 98-085 PROJECT ASYMTEK LOT 19 PROJECT NO. ...C...:..:C---'--'-'-:_c...;:::c:....:....:.::..._________ ------------ PROJECT ADDRESS CONTRACTOR 2747 LOKER AVE WEST HAMMOND CONSTRUCTION ARCHITECT/ ENGINEER PROGRESSIVE IMAGES/SCHIRMER ENGINEERING BLDG. PERMIT NO. 973818 PLAN FILE NO. SAMPLE DATA REPORT OF NIA 1K] CONCRETE D MORTAR D GROUT D HS GROUT D PRISMsD OTHER PLACEMENT DATE 6/9/98 DATE RECEIVED IN LAB 6/9/98 SUPPLIER NELSON SLOAN MIX DESIGN PSI 4000 MIX NUMBER 649 MIX DESCRIPTION 1" ROCK TYPE OF CEMENT C150-81 TICKET NO. 703791 ADMIXTURE WRDA64 SLUMP 4 MIXING TIME .61.MIN PERCENT AIR N/A CONCRETE TEMP. 74 AIR TEMP. 65 DESIGN STRENGTH (f 1 0) PSI 4000 @· 28 DAYS SAMPLES MADE BY S. FLORES LOCATION OF PLACEMENT PANEL 37, 38, 39 LABORATORY DATA FIELD DIMENSIONS TEST AREA (sq. MAXIMUM LOAD COMPRESSIVE IDENTITY LAB NO. -DATE TESTED (inches) inches) (lbs) STRENGTH (psi) 7 25 6/16/98 6x 12 28.27 85,000 3010 28 26 7/7/98 6 X 12 28.27 125,500 4440 28 27 7/7/98 6x 12 28.27 119,500 4230 H 28 6/9/98 DISC ALL SAMPLING AND TESTING PERFORMED IN GENERAL ACCORDANCE WITH ASTM TEST METHODS. *ACTUAL MEASURED AREA. REMARKS:"""".---------------,---------------------- DISTRIBUTION: OWNER, ARCHITECT, ENGI_NEER, CONTRACTOR, CiTY, SUPPLIER CHECKED BY: -1~--~------ DATE: ------ ~ REVIEWED BY: LARRY CLARK, RCE 26151, GE 219 DATE: Y:::-/(:9--;<J'~ Wyman Testing Laboratories/ COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE O FIELD WELDING REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE O H.S. BOLTING INSPECTOR OF O REINFORCED MASONRY O SHOP WELDING (619) 675-0~70 .. 0 FIREPROOFING O SHOTCRETE D NOT D OTHER 0 0/8 ANCHORAGE FOR WEEK ENDING PLAN FILE NO. INSP1N DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, ETC., includes information about a ounts of material placed or work performed; number, type, and identity numbers of test samples taken; structural connections (welds, h.t. bolts torques) checked; etc. PRINTED NAME: INSPECTOR CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. 7:,00 ~--~o 6. ~ ( '1 -<;_&, DAIE OF i<EPOl<I -,=Iii-_/" :-~~;;-.. ~r . · __ E ' . Wyman . Testing Laboratories/ r---------------------· ----(619) 675-0270 COVEfllNG WORK PERFOl{MW WHICH [""1 REINWRCED CONCl<ETE [J FIELD WELOlNG O FIREPROOFING O SHOTCf~l:fE (IE.QUIRED APPROVAL lJY Tiff: SPECIAL I ·1 Pl~E-SfRfSSED CONCl<Eit rJ H.S. 1301.TINC::; [l NDf O 01HER INSPECTOR OF [] REINFORCED MASONl<Y O SHOP WEWINO f.7 D/8 ANCHORAGE .1o_n_" ___ o ___ n __ Rt-SS 11'~~---,-·:.,,., __ · __ ... ~---· -·--· l,No.-tig-.ooc-f-ORWEEK····-t \··--·b -..,.-~-... :~~ ~\)-~ e. 5~ , __ ~-·-·· -\ . __ "-;)_;.;>_ FNDl_~(P;lAN fll" -N· .,_.C\.\~" I') 0:~i~~f~~l~ .... ~o·~ \ °1__ ;BwrJ·~t1~1~t-~ & .. __ ~ __ .. Ct.)N!:m. MA\oi. 1rvri:. Gl?ALJt. t c J ARc111rccr<l. 1 _ ~ . ---. ~~\'N~~f\'.J?it-"""'-__ 4 ___ _ l)(•:,1cN :,rn1'N<,fH J~Ot!fic~~~I/ MM.;ii".~~ EN<_:JNI-H{ ~2...\-\ ~N.C\ \Na~,~ OE~~~/;T~x _RC:SIGN. nt BAl~~~ll<~i=c,r, GCNrnAi:··,.:\:,\'~<~ ... ~ ~~~\'(.M.C"~ ---.. n.::i~(o ~-----·---"----'--'----·-~--~-~--- C.f\\,,J "-"fh_ji, \. T ~~~\\ 'li\-~ ~q C<JNfR ~-~'..l~q~~--\l)_~\ti:lq· -· !J ·-; -·-·· 1 · LOCAflONS OJ WOfli(1NSP,crED, JESJ sAiiilr•LtS TAKEN, ETC., lnclud-,Si,;,o,n~tlon about un1o~~ts of motorloi,,Jcj I ____ . ~ ~ r -~r:~:;~;~~;;i: _;~~-~er. fypO, on(l itlcnh~ n~~bers :_t~st _sor~~pl~~s roken; structur.al·~-or1nectlons (w~~~:. ~-::_~~Its -~*~-.. -=-\Jlf,~·N, ~~\ ~-{~._ ~'-"'11.1!--Q,.._~~--'----1 -~ -·---····-···-... ~~ \\)~~-s. -----.... -----·····--~ CERTIFICATION OF COMPLIANCE ~~~~-~--­------v:~~ ~CUQ,Q c:.~ --------~~~ __ .$;,~«<, ~~-~~----< . -. ----~ 1 \ :I ... -~.,-=-· ---1 -----.... 'J:>.s-C...-~ ~,. ±. ······ ..... ---!l.-S'() ~ I Hl.:REBY ~F.fHIFY fHAf I HAW. IN!,Pf:CIW All Of-fHE ABOV~ RF.POIHF.D WORK. UNLESS ()fH!aflWISI:: NOJ'l,l,) I HAVi; H)lJNI l IHIS WOl<K 10 <_:()Ml'l,Y WIIH [H~ APPr1ovm PLANS & \-' : -.~PECIFICATIONS. Wyman Testing Laboratories/ COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE O FIELD WELDING REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE O H.S. BOLTING INSPECTOR OF O REINFORCED MASONRY O SHOP WELDING (619) 675-0270 0 FIREPROOFING O SHOTCRETE D NOT D OTHER 0 D/B ANCHORAGE G? --t 19~8 PLAN FILE NO. INSP'N DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, ETC., includes informati about amounts of material placed or work performed; number, type, and identity numbers of test samples taken; structural connections (welds, h .t. bolts torques) checked; etc. TIME IN: TIME OUT: PRINTED NAME: INSPECTOR CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. 'i;A~{ j ,;;ifi Wyman Testing Laboratories/ COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE O FIELD WELDING REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE O H.S. BOLTING INSPECTOR OF O REINFORCED MASONRY O SHOP WELDING (619) 675-0270 0 FIREPROOFING O SHOTCRETE D NOT D OTHER 0 D/B ANCHORAGE PLAN FILE NO, about amounts of material placed or work performed; number, jype, and identify numbers of test samples taken; structural connections (welds, h.t. bolts torques) checked; etc, TIME IN: TIME OUT: PRINTED NAME: INSPECTOR CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. '7·00 Wyman Testing Laboratories/ COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE O FIELD WELDING REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE O H.S. BOLTING INSPECTOR OF O REINFORCED MASONRY O SHOP WELDING C3 DESIGN STRENGTH SOURCE OR MFGR. (619) 675-0270 0 FIREPROOFING O SHOTCRETE D NDT D OTHER 0 D/B ANCHORAGE FOR WEEK ENDING PLAN FILE NO. INSP'N DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, ETC., includes informati about amounts of material placed or work performed; number, 1ype, and.identify numbers of test samples taken; structural connections (welds, h.t. bolts torques] checked; etc. -' NONE COMPLIANCE TIME IN: TIME OUT: PRINTED NAME: INSPECTOR CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. • Wyman Testing Laboratories./ (619) 675-0270 COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE O FIELD WELDING REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE O H.S. BOLTING INSPECTOR OF O REINFORCED MASONRY O SHOP WELDING ve.. DESIGN STRENGTH SOURCE OR MFGR. 0 FIREPROOFING O SHOTCRETE D NOT D OTHER 0 D/B ANCHORAGE PLAN FILE NO. - e. LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, ETC., includes in r ation about amounts of material placed or work performed; number, type, and identity numbers of test samples taken; structural connections (welds, h.t. bolts torques) checked; etc. NONE COMPLIANCE TIME IN: 7,c,C) TIME OUT: 3,-! ·3,() PRINTED NAME: INSPECTOR c;,ovq, ~Vt,~ CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & • Lf p SPECIFICATIONS. ~~Ffu:;gy • Wyman Testing _ Lat;>oratories / COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE O FIELD WELDING REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE O H.S. BOLTING INSPECTOR OF O REINFORCED MASONRY O SHOP WELDING ARCHITECT DESIGN STRENGTH SOURCE OR MFGR. ENGINEER GENERAL CONTRACTOR NONE COMPLIANCE TIME IN: TIME OUT: PRINTED NAME: INSPECTOR CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. (619) 675-0270 0 FIREPROOFING O SHOTCRETE D NOT D OTHER H'D/B ANCHORAGE FOR WEEK ENDING PLAN FILE NO. 1. ,, ... Wyman Testing Laboratories/ COVERING WORK PERFORMED WHICH O REINFORCED CONCRETE O FIELD WELDING REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE O H.S. BOLTING INSPECTOR OF O REINFORCED MASONRY O SHOP WELDING DESIGN STRENGTH SOURCE OR MFGR. (619) 675-0270 0 FIREPROOFING O SHOTCRETE D NDT D OTHER 0 D/B ANCHORAGE FOR WEEK I" ....-, ENDING ~ -~ PLAN FILE NO. INSP'N DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES T tion . m di'hb't1-n'ts'bf material placed or work performed; number, type, and identity numbers of test samples taken; structural connections (welds, h.t. bolts torques) checked; etc. TIME IN: TIME OUT: PRINTED NAME: INSPECTOR CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & {p qe SPECIFICATIONS. DA~t:c:3,f'\3;01'11 . Wyman . . Testing ~~ [ · Laboratories (619) 675-0270 COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE 0 FIELD WELDING 0 FIREPROOFING 0SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S: BOLTING 0 NDT 0 OTHER INSPECTOR OF 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE ~·--. ' . ------.. ---~ -~ JO ) NO. 98 19 0 BLDG PLAN FILE NO. AA inrt:i:gress1ve mages. ng1neer1ng j DESC~IBE MArL (MIX DESIGN, RE•BAR GRADE & MFGR.) ion ' CONTR. DOING REPORTED WORK LAB or1es 4-9-98 Inspected the placement of rebar@ shear wall footing D;l0.5-12, 6;E.5-F and 4;G.5-5 detail 11/SDl. All steel is in footing with the proper sizes, laps, and clearances. Observed the placement and consolidation of concrete@ above noted Footings. Took one set of concrete@ D-10.5. Concrete supplied by Nelson/Sloan truck #322, ticket #688942. CLS· 4-1·6-98 Signed copy on file. Brett Alblinger CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS, AND APPLICABLE SECTIONS. SIGNATURE OF REGISfEREO INSPECIOH DATE OF REPORI REGIStm NOMBEI'< ,, Wyman Testing Laboratories COVERING WORK PERFORMED WHICH j&BEINFORCED CONCRETE O FIELD WELDING REQUIRED APPROVAL BY THE SPECIAL O PRE-STRESSED CONCRETE O H.S. BOLTING INSPECTOR OF O REINFORCED MASONRY O SHOP WELDING (619) 675-0270 0 FIREPROOFING O SHOTCRETE D NOT D OTHER 0 0/8 ANCHORAGE FOR WEEK ENDING CONTR. DOING REPORTED WORK INSP'N DATE PRINTED NAME: LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, ETC., includes information about amount~ of material placed or work performed; number, type, and identify numbers of test samples taken; structural connections (welds, h.t. bolts torques) checked; etc. NONE COMPLIANCE INSPECTOR CERTIFICATION OF COMPLIANCE ·- I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATIONS. Wyman Testing Laboratories COVERING WORK PERFORMED WHICH 0 REINFORCED CONCRETE (619) 675-0270 0 FIELD WELDING 0 FIREPROOFING 0 SHOTCRETE REQUIRED APPROVAL BY THE SPECIAL 0 PRE-STRESSED CONCRETE 0 H. S. BOLTING D NDT D OTHER INSPECTOR OF .. 0 REINFORCED MASONRY 0 SHOP WELDING 0 D/B ANCHORAGE J2fflR6f,S-=---:------:, ·. __ . _o_k.\9:t::.._Ave.nu.e. West, Carlsbad, CA. N~8-085 I FOR WEEK ENDING May 29 1998 ~gs,llnq:\[f?JECT ~AME BLDg73~·r~o. I PLAN FILE NO. CONSTR. MAT'L (lYPE, GRADE, ETC.) A~HITECT , rogressive Images DESIGN STRENGTH I SOURCE OR MFGR. EN~l~ER , , c irmer Engineering DESCRIBE MAT'L (MIX DESIGN, RE·BAR GRADE & MFGR.) G~ERAL CONT~CTO\ t , amann ons rue ion CONTR. DOING REPORTED WORK .. ---.. ~ .. ;, ... , !, ••:.., ...... ,; .......... ·, . .. L\lvyman Testing Laboratories .. . .. FIELD INSPECTION AND TEST REPORTS Enclosed are field inspection and/or test reports, for the above referenced project,. for work performed on 5/28/98-5/29-98. These _reports cover the locations of work inspected and/or tested following recognized standards and do not constitute engineering opinion or project control. :,·_ :: ~-:: ·: :.r •• •• c· ... ! J •• ::, - These ::reports do not relieve the contractor of his responsibility to build per the plans, specifications and all applicable codes. Should you have any questions regardirrg these reports, please contact our office at ( 619) 715-5800. Reports enclosed ( 5) cc: (l)Carlsbad Oaks Limited, L.P. (l)Schirmer Engineering (l)City of Carlsbad (l)Hamann Construction (l)Progressive Images .. .. E:::. 2t. :·. I ·, .. ' :!:,:: . ' .... ! • I . . . ... .. L. (-:. )':, ~~ t~-1·-;.:3 .. .. ! ; I• ,.: f : :~ I:! Cl ··-. .. ' . : ] .. . . I ~:. ( ~ : :. (.: : ; :=: ... ' ·. ,,. ! :: _:_ : CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTEP·l•HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS & SPECIFICATION~. AND,-APPLICABLE SECTIOf'JS. • C • '• .,. ~-I • ~·1 •• •''\ . .. .. .., .. SIGNAt0RE OF REGISfERED INSPECIOR DATE OF REPORT REGISTER N0MBE:R .. _,,.,. lntematfonal . Conference of Building Officials . DANIEL E WVMAN CERTIFIED SPECIAL INSPECTOR REINFORCED CONCRETE 1994 EDITIONS • use & ASTM STANDARDS The individual named hereon is CERTIFIED in the category shown, having been so certified pursuant to successful completion of the prescribed written examination. Expiration date: June , 998 No.83832 __.., · · . ot v , . un ess s ne y c~~itlCl[lte no,aer. ICBO certHicatlon attests to competent know/edge of codes snd standards. Applicable ·experience should be Verified by local jurisdictions. ... -~ .., ..... --- 9 fisy~~ • ,. > 1;-• \ .. \ • . ' ~. i '~ ' . ' . ~ ... . . ' FROM: R2H ENGINEERING PHONE NO. : 16196738418 Mar. 24 1998 11:20AM P2 11111,1•.J• ···- SPl!CIAL INSPECTION PROCIRAM ADDRESS OR I.BQA\. DESC~'rtON: Lo T lj 4e:tJ~ (!?;f@ 'Bv.J/~.SJ ~~ Pl.AN C'HECK NUMIIR: qt:~16 OWMiR'I NAMI: .. Gllliiiiia,;;,,i.O;....;... ----- . • I I, ·u the 12Wner, or agent of th• awnar (=ntrletDtl may .nm emplOy ht 1pteill lnepeetot). certify that 1, ar itl• archltectlenpur or l'9CDl'd, wlll ba mponslble Per empfoylno tt,a apeclal ln1p1~tct(1) a1 ra111"'1iilll1111.1 bf Unlfarm BuOdtng Code (USC) sac-a_,oy, 1701.1 for the cond\ldfan prcJact lacata ta l(ltad abm,. USC Sectlan 109.3.5~ .. <.E• :==---... 1. u,t af work raqulrlnt apec&1t ln1l*tf0n: . I Soll• CgmpHana Prior ta l'oundltkm lntPRtfon · 1 Fret~ W•ldlna· · · · . sen,i;tural Concnta OVer 1100 PSI Hltll Strength Beltlna Pre ... Md Cona,.. Expanllanllpcay Anahors Structural Mnonr, Cl 8p~n Firaproofln1 Cl 0elf;nerspeolllld ~ Ottter :di U~7€P~~-I tJ./ r~_,L . . ~ptrN~ ~&,,ui, 2. Nan,8(1) of 1na1v1e1u11(•J or~•) re1panatbl• ror 111• epe;l1l lnspectlana llatad alaove: A. ·Jtly'M,AIJ 72:$77/'t.lq. t:A.8 -· l>oN OLIJ/E'/'e ~It:/ ~?S--0270 a. c. 3. Duties of me apect11 1n1pNtor1 for the work llstad abave:. . A. &s f.:.lS7e-22 Q(I{ ~_;1-t:4-z:/16 P(@f&r Pvd-N/ Cl N ~ ~~4:w-UV</1ff1?a,,,,J Alei/d, . I • a. c. IS*ilal I~~ lhlll'=hMIC lttwte, t,1 Cltr ft i:ntlrlCIIW ar-dan!WI r« ~ ail:;Silbo;kaaln; .-a an 1hl Jal!I 1!1a, ' 81P-7 EsGil Corporation Professional Pum f%view 'Engineers DATE: February 9, 1998 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-3818 PROJECT ADDRESS: 2747 Loker Avenue ' PROJECT NAME: Asymtek/Lot -19 SET:11- - D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. • 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 and 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. • 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: A~ ) j)(frV Fax #: Mail Telephon t'ax In P~ • REMARKS: 1. All sheets of the1wo sets of plans must be signed by the California licensed architect or engineer. Ble{s'e include the stamp or seal, license expiration date and the date the plans are signed. ~rovide a letter from the soils engineer confirming that the foundation pla~n, . grading plan and specifications have been reviewed and that it has been determined that the . recommendations in the soils report are properly incorporated into the plans. 3. The architect or engineer of record shall prepare an inspection program Which shall be submitted to the building official for approval prior to issuance of the building permit. · By: Abe Doliente Esgil Corporation D GA D CM D EJ D PC Enclosures: 2/2/98 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 EsGil Corporation Professiona{ Pfan. !R..,eview ':Engineers DATE: December 29, 1997 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-3818 PROJECT ADDRESS: 2747 Loker Avenue PROJECT NAME: Asymtek/Lot -19 SET: I D APPLICANT CC[j@@:) D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary 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 cqrrected and resubmitted for a complete recheck. • 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. • The applicant's copy of the check list has been sent to: Bruce Steingraber 24212 Sargeant Rd, Ramona, CA 92065 • 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 In Person D REMARKS: By: Abe Doliente Enclosures: Esgil Corporation 0 GA DCM • EJ 0 PC 12/18/97 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 97-3818 December 29, 1997 PLAN REVIEW CORRECTION LIST COMMERCIAL JURISDICTION: Carlsbad PLAN CHECK NO.: 97-3818 OCCUPANCY: B/F-1/S-1 USE: Office, manufacturing, warehouse TYPE OF CONSTRUCTION: V-N ACTUAL AREA: 46,426 SF ALLOWABLE FLOOR AREA: 64,000 SF STORIES: 2 HEIGHT: SPRINKLERS?: Yes REMARKS: OCCUPANT LOAD: 120 (To be checked at T. I.) DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: December 29, 1997 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/18/97 PLAN REVIEWER: Abe Doliente This plan review. is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and $tate laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by .the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1994 UBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. LIST NO. 22, GENERAL COMMERCIAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1994 UBC) comforw.dot Carlsbad 97-3818 December 29, 1997 1. Please make all corrections.on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects. For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports 9irectly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (619) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. 3. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: + Occupancy Group B/F-1/S-1 + Description of Use ? + Type of Construction V-N + Sprinklers: Yes + Stories 2 + Height + Floor Area 46,426 SF 4. Provide a note with the building data legend stating that yards used for area increases shall be permanently maintained. 5. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1994 UBC, UMC and UPC and 1993 NEC. 6. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Tables 3-D and 3-E. 7. Clearly designate any side yards used to justify increases in allowable area based on Section 505. Carlsbad 97-3818 December 29, 1997 8. Note on the plans: "When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location." Section 904.3. 9. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. 10. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing_ that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly t>ackfilled and compacted, and c) The foundation excavations comply with the intent of the soils report." 11. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. . • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION STRUCTURAL CONCRETE OVER 2500 PSI FIELD WELDING HIGH-STRENGTH BOLTS PRECAST CONCRETE REQUIRED? X X X X X REMARKS 12. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. 13. On the cover sheet of the plans, specify any items that will have a deferred submittal (roof joists, floor joists, joists girders, etc.). Additionally, provide the following note on the plans, per Sec. 106.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general -conformance with the design of the building. The deferred submittal item.s shall NOT be installed until their design and submittal documents have been approved by the building official." • Carlsbad 97-3818 December 29, 1997 • TITLE 24 DISABLED ACCESS 14. Provide notes and details on the plans to show compliance with the enclosed Disabled Access Review List. Disabled access requirements may be more restrictive than the UBC. • ADDITIONAL 15. Complete and recheck all the call-outs and cross references to the details and sections. 16. Provide structural calculations for J-6 and J-7. 17. Show the required columns at H-2, G-2, E-5, F-5 and D-5 (TS 5 X 5 X 3/16") as called out on sheet 168 of the structural calculations. Refer to sheet S-2 of the plans. 18. See the following corrections for electrical. 19. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 20. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: D Yes D No 21. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil Corporation. Thank you. Carlsbad 97-3818 December 29, 1997 + ELECTRICAL PLAN REVIEW + 1993 NEC + PLAN REVIEWER: Eric Jensen 1. Please specify the wiring methods that will be used at this facility. Local ordinance restricts the use of armored and NM cables to residential uses only. Clearly specify on the electrical plans that AC and NM cable shall not be used as a wiring method. (AC cable may be installed if a full sized equipment grounding conductor is installed interior of the cable). Note: If you have any questions regarding this electrical plan review list please contact the plan reviewer listed above at (619) 560-1468. To speed the review process, note on this list ( or a copy) where the corrected items have been addressed on the plans. DEPARTMENT OF STATE ARCHITECT NON RESIDENTIAL TITLE 24 DISABLED ACCESS REQUIREMENTS The following disabled access items are taken from the 1995 edition of California Building Code, Title 24. Per Section 101.17 .11, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities as follows: (1) Any. building, structure, facility, complex, or improved area, or portions thereof, which are used by the general public. (2) Any sanitary facilities which are made available for the public, clients, or employees in such accommodations or facilities. (3) Any curb or sidewalk intended for public use that is constructed with private funds. NOTE: All Figures and Tables referenced in this checklist are printed in the California Building Code, Title 24. • DISABLED ACCESS PARKING SPACES 1. Revise site plan to show compliance with the required number of accessible parking spaces for new facilities, (or at existing facilities where a change of occupancy occurs). Per Table 11 B-7 the minimum number of spaces is: a) 1 for each 25 spaces up to 100 total spaces. b) 1 add.itional space·for each 50 spaces for between 101 and 200 total spaces. Note: 5 handicap parking spaces are required. ., Carlsbad 97-3818 December 29, 1997 • SANITARY FACILITIES 2. Sanitary facilities are required to be· accessible, unless the enforcing agency determines that compliance with these standards would create an unreasonable hardship. Provide a completed HARDSHIP WAIVER REQUEST FORM if equivalent facilitation is requested to be permitted, per Section 1115B.1. • DRINKING FOUNTAINS 3. Plans shall indicate that the proposed water fountains comply with Section 1117B.1 as either: a) Located completely in an alcove, ~32" in width and ~18" in depth. b) Positioned to not encroach into accessible pedestrian ways. • TELEPHONES 4. Plans indicate public telephones (or public pay phones) are provided. Revise plans to show, or note compliance with the following, per Section 1117B.2 • GENERAL ACCESSIBILITY REQUIREMENTS • SIGNAGE 5. Where permanent identification is provided for rooms and spaces, raised letters shall also be provided and shall be accompanied by Braille. Section 1117B.5. 6. Provide a note on the plans stating that the signage requirements of Section 1117B.5 will be satisfied. Carlsbad 97-3818 December 29, 1997 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Abe Doliente BUILDING ADDRESS: 2747 Loker Avenue BUILDING OCCUPANCY: B/F-1/S-l BUILDING PORTION II BUILDING A (ft. 2) Tilt-up (shell bldg) 46,426 SF Air Conditioning Fire Sprinklers TOTAL VALUE PLAN CHECK NO.: 97-3818 DATE: December 29, 1997 TYPE OF CONSTRUCTION: V-N VALUATION VALUE MULTIPLIER . ($) 24.00 1,114,224 1,114,224 • 1991 UBC Building Permit Fee D Bldg. Permit Fee by ordinance: $ 3,769.50 • 1991 UBC Plan Check Fee D Plan Check Fee by ordinance: $ 2,450.18 Type of Review: • Complete Review D Structural Only D Hourly D Repetitive Fee Applicable D Other: Esgil Plan Review Fee: $ 1,960.14 Comments: Sheet 1 of 1 macvalue.doc 5196 lj City of Carlsbad M #i It~ 11 lt44 Ai If· I •l§ ·kill; ,t§ ;; I BUILDING PLANCHECK CHECKLIST DATE:/·-· s-1£ PLANCHECKNO.: csC/J 123J/f BUILDING ADDRESS: d L47 ,.L~ ~ ~-Ga TI 9 PROJECT DESCRIPTION: ff J-= .f.a h___)ZL ~,,f_ ~SSESSOR'S PARCEL NUMBER: 6?D9-C2£ I-19 EST. VALUE.:. __ _ ENGINEERING DEPARTMENT APPROVAL DENIAL The item you have submitted for review has been approved. · The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. A Right-of-Way permit is required prior to construction of the following improvements: ATTACHMENTS Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet Please se~ . attached report of deficiencies marked with . Make necessary corrections to plans or specific tions for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. ~-?Y2u~ Date: LP)fr/)7)~ Date: By: Date: /-h-CjJ> ;:&9f ENGINEERING DEPT. CONTACT PERSON Name: Michele Masterson City of Carlsbad Address: 2075 Las Palmas Dr., Carlsbad, CA 92009 Phone: (619)438-1161,ext.4315 CFO INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 \\LASPALMASISYSILIBRARYIENG\WORDIDOCS\CHKLST\Bulkling Plancheck Cklst BP0001 Fonn MM doc -' Rev.o9'03'~075 Las Palmas Dr.• Carlsbad, CA 92009-~ 576 • (619) 438-1161 • FAX (619) 438-0894 ,. ·11 BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: A. 8. North Arrow D. Property Lines E. Easements lj 1;: Existing & Proposed Structures Existing Street Improvements Show on site plan: Drainage Patterns F. Right-of-Way Width & Adjacer,t Streets G. Driveway widths 0 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." ~ Existing & Proposed Slopes and Topography_ i / ~: ::::r:•:::.: =dlnJ P!ct~s ,,if-o '&,·/dtnj fhnse+. A. Site address 8. Assessor's Parcel Number © Legal Description c_o r r-ec.f- For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. .EXISTING PERMIT NUMBER DESCRIPTION '-/ /4scRETIONARY APPROVAL COMPLIANCE ~ ~ 4a. Project does not comply with the following Engineering Conditions of approval for /4 . ProjectNo.~D!;~ .S~~~~~ ~oi[ C:J,CJfY°r/ &, !~~q ~'ft;;'id£:=:t i5/i1: Jrl, e:or+hf~l'J 0 0 4b. All conditions are in compliance. Date: _________ _ \ll.ASPALMAS\SYS\1.IBRARYIENGIWORD\OOCSICHKLST\Bulldlng Plancheck Cklst BP0001 Fonn MM.doc Rev. 09103197 2 1 sr.r 0 0 0 0 0 0 BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $. _____ _, pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: ________________ _ Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 ½" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: ___________ _ Date: ----- IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ _______ , pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: _____________ _ Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the · appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: _________ _ Date: ----- 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $. _______ so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: ~~(i:i~:\SYS\l.lBRARY\ENG\WORDIDOCS\CHKLST\Bulldlng Plancheck°Cklst BPOOO! Fann MM.doc 3 " .o BUILDING PLANCHECK CHECKLIST 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). Write "No Grading" on plot plan if none is required. 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by: __________ Date: / 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) ~·cf ~ //l / <j J> 0 7d.No Grading Permit required. 7e.lf grading is not. required, write "No Grading" on plot plan. ~CELLANEOUS PERMITS ~ 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tieing into public storm drain, sewer and water utilities. Right-of-Way permit required for: ~ (,{,/~ L .f:1/L c,,_'L~-ce__, ~ LdJ.4} d 3' ld Af?WJ= . \\LASPALMAS\SYSILIBRARYIENGIWORD\DOCSICHKLST\Buildlng Plancheck Cklst BP0001 Form MM.doc Rev. 09/03/97 4 0 0 BUILDING PLANCHECK CHECKLIST / {/ 9. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fee~ section on the following page. 0 · 10. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 153; for assistance. 0 Industrial Waste permit accepted by: Date: 11. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. 0 12. ~quired fees are attached / 0 No fees required ip/ 13. Additiqnal Comments: . . / a) Ct 2~ ~ c<Y>t-U~ k_,, ~ ffl~~~ ~~6:~~:tSYS\LIBRARY\ENG\WORDIOOCS\CHKLSnBuilding Planchack Cklst BP0001 Form MM.~oc 5 I ~-:~-----------------------------------, I ~; J ri' ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET v Estimate based on unconfirmed information from applicant. 7' Calculation based on ~uilding plancheck pla,L~~m1,· Address: ~ 7 4---7 1:~ lfer f]CJ-e_, Bldg. Permit N/26 CJ· 7 r:,,3 J?kd? Prepared by:/Y)JJ./J/'-=: Date: l,/!.t,_/q7 Checked by: ____ Date: ____ _ EDU CALCULA ~IONS: List types and square footages for _all uses._!._ 01 Cf.JO . Types of Use:t_;s1-e.-i I Sq. Ft./Units:4-b) ±dJ-. 0 · EDU's: i a 1 ADT CALCULATIONS: List types and square footages for all uses. 5 / ~ · · I 7/t?i --1 Types of Use~/2 e J f Sq. Ft./Units: 4/c, 1 4 d2. {o ADT's: 0) 3 d- FEES REQUIRED: WITHIN CFD:~ES (no bridge & thoroughfare fee, reduced Traffic Impact Fee) ~IN-LIEU FEE PARK AREA: ___ _ . /FEE/UNIT: [g/2. TRAFFIC IMPACT FEE . ADT's/UNITS: ,~ '-3 ~ X FEE/ADT: ~ ~ ~GE AND THOROUGHFARE FEE X NO. UNITS: __ _ ADT's/UNITS:._____ X FEE/ADT: ___ _ ONO =$ 0 =$6] ID~ -(9 =$ _____ _ ~CILITIES MANAGEMENT FEE ZONE: __ ~ __ -------~ UNIT/S"l.FT.: 4-b ,·4J-.(o X FEE/SQ.FT./UNIT: <> 4Q ::,$ /8) 570 Vs. SEWER FEE PERMIT NoS/::=-1f()CO ~ EDU's: q 6 ~ q X FEE/EDU: JS/ 0 BENEFIT AREA: (=, DRAINAGE BASIN: ,5 /!J / EDU's: 96 c7) Cf X FEE/EDU:7&, V 6. DRAINAGE FEES PLDA 6 HIGH >< /LOW __ _ ,_(("y,,/ ACRES: "30 ·a 5 X FEE/AC: 2/ 53 c:l ~7. SEWER LATERAL ($2,500) =$ 16.} 2/S I :, =$ 2aro =$ /7·} q7 9 =$ ::D - TOTAL ~F ABOVE FEES*: $ 5 q) I J 4-- *NoTe: This calculation sheet is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits. P:\DOCSIMISFORMS\FEE CALCULATION WORKSHEET REV 01 /28/97L_,__ ___ ~ • City of Carlsbad M#ih·11 U44QiU~i•14•ihkii,t4hl Marc_h 2, 1998 Hamann Construction 475 W. Bradley Avenue El Cajon, CA 92020 RE: Permission to grade on property located at 2747 Loker Avenue West and more particularly described as Lot 19 of Carlsbad Oaks Business Center, Tract 74-21. In accordance with Building Plan CB 973818, on file with the City of Carlsbad Building Department, the City finds that: 1) a grading permit is not required for grading of the aforementioned property per Section 15.16.060(A)(8) of the Carlsbad Municipal Code and 2) all issues from all departments concerned have been satisfied regarding said application for building permits with the exception of obtaining graded pad certification. Therefore, authorization is hereby granted to Daniel Shelley, property owner of the above described property, to grade said property in conformance with Building Plan CB 973818. As a condition of said grading, the person or company doing the grading shall maintain all safety and erosion control measures until the grading work is complete and stabilized against erosion in accordance with City Standards. Sincerely, ~//{/~ ROBERT J. WOJCIK, P.E. Principal Civil Engineer c: Engineering Department -Inspection Division Building Department -Inspection Division Oocs\Misforms\Permiss1on lo Grade on Property Letter 1/23/98 2075 Las Palmas Dr.• Carlsbad, CA 92009-1576 • (760) 438-1161 • FAX (760) 431-5769 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Address _,_;,___,J.:....c./7~-=W:;;....::...O~-=----.-..-,---Q() Plan Check N-. cscrJ · 36 5 ~ ~ Planner ~ -}f-._ APN: ----=~=-~__..;::;.....""'"""~~-__,.-----------:------~ i ~ Type of Project and Use:~~wu..'---'~~~ Project Density: __ A..,,.J ..... Jl;-. ___ _ . 0 mo Zoning: :PM 1 General Plan: 4?::;:+; Facilities Management Zone:~ CFO lin/nutl #__,, __ ,Date of participation: . · Remaining net dev acres:~ Circle One : : : (For non-residential development: Type of land used created by ~ ~ ~ } Ji ~ ~ this permit: ___________________ _ (.) (.) (.) C: m a: Legend: [gj Item Complete (QJ Item Incomplete -Needs your action l2?J: D D Environmental Review Required: YES >Z_ NO _ TYPE A,}eG )¥C_ -~ I DATE OF COMPLETION: _____ _ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES¼_ NO -TYPE 3?\P Coastal Zone Assessmenttc·ompliance Project site located in Coastal Zone? YES CA Coastal Commission Authority? YES NO If California Coastal Commission Authority: Contact them at -3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans) . . -2) Complete _Coastal Permit Determination Log as needed. '· ' ·_'jg[ 0-0 lnclusion~ry Hou~ing f~f!, required: · Y~S:. NO _&_ iEffective· date of ln~lusfonafy I-lousing· Ord!nancf! -May ;2.1, l ~93.) Data ·Entry Compl~ted? YES · --_ _ NO · . . (Erit~r-CB"': UACT: N~XH2: Con~tructhousing'YIN; Enter -Fee -Amo!,Jnt (See fee schedule for ·iirri~untl; .~eturol Site Plan: ftti O D · j. Provide a,<f1.;dly .dim'3risionai site ·plan drawn to scale. Show: No·rth· arrow, property .lihe~, easements, exi$tlng and ptoposed structures, streets, :~xisting · · strE!et i111provements, ·right,-of~way Width-, dimensional setbacks and existing 'topographical 'lines.' : ·. ~ D O . 2. · Provide .le_gal ;des:cription of prqperty and' ·assessor's parcel number. .. · --Zoning: ,. ·Jg!-. D _ D 1. Setbacks: ' . .i1 _\_ ' ' ' . ' ( , . . 10(\d \(\~ ·_.' .':>_~, be~ lb ' '9£ · ~ .-R~qu~red:: ~~e -~'f:> Shown _·.;.;::·-~_-=:~-.;.;;.-£..;,,;.,'/_ .+__ --:....· _____ ' . '. ' Froi;lt: Interior Side: , Street Side: Rear:· Reqy1r.ed _ 76LJ . Shown---=~::;::=:=-,.-__,.._,... _____ Requlred · -· · · · Shown . Requrred : : 12P -Shown. ---.7--: -{ --7--_-------- Acc_e~sory _i:;tructute setbacks:. -" -: ii Front: lnterio.r Side: Street Sidei -. · • 1Rear: Requ1red· ___________ Shown -------------- Required Shown __ · Reql:,lir'ed -------.------Shown __________ ;........._ _.-Required :_ ' . Shown ______ ....... __,______ ----------- 5 t ru ct u re separation: :Required . Shown _______ .......,._:.;_.....:.- / ' .. , • • I J 3. Lot -Cov~r~ge: Shown 4. Height-:. . r Shown C,30 /~ $. Parking: Spaces Requireq·_..,..\ __ 6.,..._:{---\-· ·----.,.._.,. Shown _\.l,...8-=-'·,c)=· _· __ · Guest $paqes. Required Shown -------,-.,. , •1,Q; D D Addi.tional Comments .. j, -----~--------"!""-'~~~--------------------------1; ,t} \ ~~; . ' i j ., •; l · ?K -io ',ssuE AND E.NTSRED APPROVAL 1NTOcoMPU'FER ~~ t ; ' I • Gin, of Carlsbad 97456 Fire Department • Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report: Monday, December 29, 1997 Reviewed by:_C\ __ -'-' _,,C""-"-Ct..Ct-'='-¥'g=<---7J () Contact Name Progressive Images Address 24212 Sargeant Rd City, State Ramona CA 92065 Bldg. Dept. No. CB97-3818 Planning No. Job Name A-symtek II -~---------------- Job Address 2747 Loker --=.::...c.c..::..c...._ ______________ _ Ste. or Bldg. No. ____ _ D Approved -The item you have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. ~ Disapproved -Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use Only Review 1st. __ _ 2nd __ _ 3rd. __ _ Other Agency ID CFDJob# _ _.c._97'-4-'--'-5_.:..6 __ . File# ---- 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 ~q-uirements Category: Building Plan Check 97456 Deficiency Item: Pend in g 04 Additional Fire Hydrants Additional fire hydrants shall be provided. Contact the Fire Prevention Bureau for locations or provide a suitable site plan on which tentative locations can be indicated. Hydrant spacing in single family residential developments shall be 500 feet. Spacing in industrial, commercial and multi-family residential projects shall be 300 feet. The Uniform Fire Code Appendix Ill-A has been utilized to determe the required fire flow and number of fire hydrants required. Deficiency Item: Pending 05 Water Improvement Plans Submit water improvement plans for review and approval. Deficiency Item: Pending 09 Access during Construction An all weather, unobstructed access road suitable for emergency service vehicles shall be provided and maintained during construction. When in the opinion of the Fire Chief, the access road has become unserviceable due to inclement weather or other reasons, he may, in the interest of public safety, require that construction operations cease until the condition is corrected. Deficiency Item: Pending 10 Combustible Materials All required water mains, fire hydrants and appurtenances shall be operational befor combustible building materials are located on the construction site. Deficiency Item: Pending 14 Provide Technical Report Page2 To determine the acceptability of technologies, processes, products, facilities, materials and uses attending the design, operation or use of a building or premises subject to the inspection of the department, the chief is authorized to require the owner or the person in possession or control of the building or premises to provide, without charge to the jurisdiction, a technical opinion and report. The opinion and report shall be prepared by a qualified engineer, specialist, laboratory or fire-safety specialty organization acceptable to the chief and the owner and shall analyze the fire-safety properties of the design, operation or use of the building or premises and the facilities and appurtances situated thereon, to recommend necessary changes. Dec 29, 1997 · City of Carlsbad 97456 Fire Department • Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report: Monday, March 2, 1998 Reviewed by: l't::,b A}/'j Contact Name Progressive Images Address 24212 Sargeant Rd City, State Ramona CA 92065 Bldg. Dept. No. <;B97-3818 Planning No. PIP97-09 Job Name Asymtek II --=------------------- Job Address 2747 Loker --------'--'------------Ste. or Bldg. No. ____ _ D Approved -The item you have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica:: tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. ~ Disapproved -Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use Only Review 1st. __ _ 2nd __ _ 3rd __ _ Other Agency ID CFD Job# __ 97_4_5_6 __ File# ___ _ 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 -city of Carlsbad 97456 Fire Department • Bureau of Prevention General Comments: Date of Report: Monday, March 2, 1998 Contact Name Progressive Images Address 24212 Sargeant Rd City, State Ramona CA 92065 Bldg. Dept. No. CB97-3818 Planning No. PIP97-09 Job Name Asymtek II -"'------------~---- Job Address 2747 Loker -------~-------'-----Ste. or Bldg. No. ____ _ Carlsbad Fire Department Policy now requires all buildings that have a specific tenant to prepare a technical report to be submitted with the building plan.Shell permits will not be permitted separately. 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 I 1· I I I I I I I I I I I I I I I ·1 I ....,_' . -.... ASYl\rlTEK FOR PROGRESSIVE IMAGES IN ARCIDTECTURE AND PL.ANNING SUBJECT: SHEET NO~ BASIS OF DESIGN AND SPECIFICATIONS • • • • . • • • 1 ROOF FRAMING & COLU1\1NS •••• u • ~ • • • • • • • • • 4 LATERAL, ROOF DIAPHRAGNl, CHORDS & LEDGERS • h ••••••••••••••••••••••• .-••••• 11 \-VALL TIBS & SUBD1APHRAGiv1S ...••.•••..... 21 TILT WALLS OUT-OF'-PLANE •..••....•....... 30 PANEL RIGIDITIES .•.•.••.. · ..•.•...•....... 86 IWEZZANINE RIGID DIAPHRAGlVl · D ISTRIB UTI ON . • . . . . . . . . . • . . . . • • • • . . . . .. • . 12~1 TILT WALLS AS SHEAR "NALLS •.. .-. . • . . • . • . . 136 l\i.IEZZANINE BASIS OF DESIGN ...••.•......•..• FLOOR FRAMlNG & COLillitINS •••••• ,. . . . . . . • 168 S'fRUCTTJRAL CALClTl,ATIONS RJI ENGINF..ERING, INC. Consulting Strru.."tural Engineers . 11545 W. Bernardo Court, Suite 300 San Diego, CA 92127. (619) 673-8416 . . (619) 673-8418 FAX ' ~ ·. Job No, 97147 By: s.u. CJ.eckBy: Dare· 11Jl9/97 23 10 20 -29 85 12:.1 -135 -166 !.t7 -180 ~ ~ cJ ~ I I I I I I I I I. I I I I I I I I I I ASYMTEK FOR PROGRESSIVE IMAGES IN ARCIDTECTURE AND PLANNING SUBJECT: SHEET NO: BASIS OF DESIGN AND SPECIFICATIONS • • • • • • • • 1 ROOF FRAMING & COLUMNS •••••• ~ • • • • • • • • • 4 LATERAL,ROOFDIAPHRAGM,CHORDS & LEDGERS •.••••••.•..•••...•..••... · ..•.. 11 WALL TIBS & SUBDIAPHRAGMS ....•••.••.••• 21 TILT WALLS OUT-OF-PLANE ••.••••••••.••... 30 PANEL RIGIDITIES ••••.•..•••..•..•....•... 86 MEZZANINE RIGID DIAPHRAGM - DISTRIBUTION •••.•••...• • . . . . • • . . • . • • . • . 124 TILT WALLS AS SHEAR WALLS ••• .-• • • . . • • . . • 136 MEZZANINE BASIS OF DESIGN •••.••••..•••... FLOOR FRAMING & COLUMNS . . • • • . • . • . • . • • 168 STRUCTURAL CALCULATIONS ~ ENGINEERING, INC. Consulting Structural Engineers _ 11545 W. Bernardo Court, Suite 300 San Diego,, CA 92127 (619) 673-8416 . _ (619) 673-8418 FAX f l I 1.,·. Job No. 97147 By: S.U. CheckBy: Date: 11/19/97 -23 10 20 -29 85 -123 -135 -166 167 -180 I I I I .·I I I I I .-, .. Scope or Sc!""'ic::s E.s:ablisbcd y ~ Ai:.:::cri...:~i !~>di;:icn. _______________ _ Ciov-...i:it Code(a),_....,(:f.a.tq..,l..oj'7--a•..,.! BC' _________ _ Sc:uc:--..:rc Data: Dc:Joc:::;,ti0n: __ 1l~o_;z:: ... -_o_cj} ____________ _ "Oc;-.:pADC:y:. ________ • "Type: of C-imt.--u.c::ion:. _____ _ E.=rnor Ww Mau::-.al:. _______________ _ Site P\&ll: _____________________ _ G~Pwl: _________________ _ Project Name A~'t~ Projcc:t No. q,1,47 Date._1o_ft2 _____ _ Project Engineer. ___________ _ -SCismic: Z.:lnc: __ 4'.:.--,---------------- •tm;x,ru.c;;: Fs,::ar.. _ __./,~6------------------Wt.Dd £x;,omr,:=. __ c:...-____________ _ Sir.ic:ure P'..t: A:,:.a: ________________ _ Toe.a.I Fioor A.ri:a:(Bld,. Omy):. ____________ _ Overall Bldg/St.-u.c:un: Hci&:ti1.1:. ____________ _ ?-fc::lnioc Y N ./ui:.a:. ______________ _ Eie-,u.or Y N SLai:s Y N ·Type:. _________ _ Spci:ial Cood.itiom:. __________________________________________ _ Soil Rc;,ort By: (2fl> Ml I,AG I R.cport No •. __ '2:j~f6 ___ .,..;..A;...-.::::S;..L __ ~: ;/-'/?/-9'7 Com:::t: (C:cci.: := iD:iucicd in ::port) Fouod.:ltion Type: ________________ _ Tc:st Boring ?!o< ?tan: -soil C'JS5ific::r.ion: ·-siij=-:-_~;q,.,.-:(._----------- E:i:;,amivc Soils: _________________ _ Waicr Table E!.:var.ion: _____ .;._ ________ _ Adjsc:::ll !...>adJ.iSlopcs:. ______________ _ Active ?:-::sa:u.-::: _________________ _ Sc!Ilc:::ic:::it: __ "'------------------ .Puaivc ?::-eaaur:: ________________ _ Wqucfsc::.oa: __________________ _ Build~ or 7=ci: Wsll ?:-=;urc: ___________ _ C-..u/rill ~ 'withl: Su-uc::=: ____________ _ •Desig:i :E.ca:'..::li C.Spacity:. _____________ _ Specw C.Jooir.ions: ___________________________________________ _ t-.-,'----==============l ~-- I I I I I I I Roof C.Jm::w:::ion: f/4N&Lf1,Gl2 Ref R.ooti.z:g ~ierial: _________________ _ •RoofI.oaca: .'lO p,ii (subjcc:: 10 ~oa-ec design memo) . M.:r:::i.a::ic~ E.,~m=:: Weig!lu: ___________________ _ ~tion:. ___________________ _ 5u??o~=--------------------Spcc~ Conditions:. ________________ _ · "'Shops Dnwmp: (Cicc:k ~ Iha! apply) 2$._P:,:!ab roof t:uu or l-1~ • • . . _r.iisl1min•1ed T.t.mber . ~StNaura.l St.eel _Miac. Mew (Where pa:u are abop weld.cd) ~F'u,: Spri.::.l:lcr Syau:::i '. _Ston:troat Syiu:te!Sky!ira -~or Bolt Layout _R.c".:.for::~ SI.cc! ~Coor::mc Mix -~Otbc-~-l>er;/4 Cooc:c::tr.u.cc l.,Qacis:-_______________ _ . Spec;w Coodi:iollll:. ____________________ _ -Special ~om: (Check !hCMJC that apply) ~Cmx=t.: P\.accmc::i:: anc:1 s~ ~Balta in~ ~~o~ StKI ~ 2s,_Wcldi.nr-F'u:ld~ Shop_ .,k_H.S. Botta _M»t:rm-y • P:iama R.cquin:od y N -~ui.uoaa Shcx.:= 2s;:_Oriilcc U: ~Ol"S _Otticr ____________________ _ I I- I i I I I. I I I t I I I I I I I 1-· I ·' MATERIALS, GRADES AND STRENGTH Following is used in all cases unless -specifi~all)· noted otherwise on the plans. ROUGH FRAME: Subpurlins . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . DFL No. 1 and Better Studs. plates and blocking ................................................ DFL Standard or Better Joists. R.afters and Headers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . No. 2 Beams. Stringers and Posts ( 4" & larger in width) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . No: 1 Glu Lam B~: Submit AITC Certificate of Compliance ........................ 24F-V 4 Simple Span 24F-V8 Cantilevered_Span Use common wire nails for all designed conditions and UBC Table 23-1-Q (Nailing Schedule) in other cases. All .framing anchors are by Simpson Strong Tie. (Equivalen~ approval, if requested,. based on ICBO . Research Reports) · · · Vertical (shear wall) and horizontal wood diaphragm sheathing: AP A Rated CDX Structural I. CONCRETE BLOCK MASONRY: Hollov, Core ASTM C90 Grade N-1. Medium Weight Mortar Types fm= 1800 UBC Std 21-15, 2102.2.8 Grout Types fc= 2000 UBC 2102.2.9 De$ign Strength fm= 1500 (solid grout) UBC 2105.3.5 CONCRETE: Strength (psi) 2000 300pU.N.O. 3000U.N.O. 2500 Max Aggregate Size Slump Foundation Slab on Grade Tilt-up Walls Drilled Piers Supported Slabs Beams & Columns Concrete on Deck . Water Strncture REINFORCING STEEL: ASTMA615 4000 4000 3000 4000 Gr40 Gr60 No 5 and smaller No 6 and larger ASTM A 706 · Gr 60 All welded rebar 1 ½" l" ½" I ½" ¾" ¾" ½"' ¾- 4" 3" 4" 4" 4" 4" 4" 4" (Use GR 60 for all tilt-up panel steel except base dowels) Welding of rebar to conform to A W.S. #DI. 4-92, submit-certificate of carbon equivalent and weld procedme prior to any welding of rebar. Special inspection required for all field welding. Submit certificate of compliance for all shop welding or provide special inspect.ion. STEEL: Unfinished Bolts High Strength Bolts Pipe Column Structural Tube Shapes. Plates & Bars COLD FORMED STEEL: Studs and joists Tracks and Runners Galvanize per C:\FORMIMAT-GRAD.STR ASTMA307 ASTMA325 ASTM A35, Type E or S, Grade B ASTM ASOO, Grade B ASTMA36 ASTM A446 Grade A ASTM A446 Grade A ASTMA52S Fy=35ksi Fy=46ksi Fy=36ksi Fy=40ksi F}=33ksi I •• R2H Engi.neering, In~. PROJECT A~ JOBNO. q7/j7 DATE l~(!) I ,-\~_Y::.:.~:::.:.:.:.:.:.:_s_u_BJ.,...E_c_T __ r:za, __ F_F_ru.._r-J_1_w_~ ________ s_H_E_ET __ s ___ o_F::-:-_:; I I I I I I I·-, ',LJ - I -1 I I I I I 1~ I - ·--------- ~--:::: :--J6 . ~-.. , ,,.,-:;-.._,~-1---, _._ I ~uSP.J:z..i:-.J ?~1:Jli=:'---::;;;: Ml4~ PV!Z.L.lt:J~ , • • , • • , , # ., -z_-z !,-5 t ... I 3..0 6),-Z s. f='"'.::,F ~ r::::> t... -·i,..T ""1 :. 1:u.J1 w E-to ~ zo ~P i...t- -------· --·---·---··-----·--·-·----. --· ---··--· ·-·-·--·-------... : . ,.. . ---..... . . . . .... -··· --·---.. ----.· -· ..... ... -. --·····. ---··· ... .. ------..• • ---------··· • l • R.1H Engineering, Inc. JOB NO __ q--"--t_l-f?~-- PROJECT A7f{IA-r;c5Jt. • DATE __ /0._.f._g_-; ___ · __ SUBJECT 72, EJM, SHEET :½ OF __ 1$ !~y ~ ·,'-_____________________________________ _ I I I I I I. I {:~ ···~:::::· - I I I I I I I ,, 1c I. 4:l UJaytJ.fZL,.,i.J"' ~12-FP.Ne.i,1-"-~0 i=-L-.kr P~:P~ -SA,-.!\ pi c:. c~~ "w i., ~ ·n.c :J ::z.-:.:. cc t-~-:. .,,·_.,,... -.,_,,,,,._,. . .,.. ,,_,.. : f ' ,, s-c" ~ ~Op._iJ I B!..c=' I I r· ;.(- = i ~pl,F z ~pt.,p ?ue,-u t....irJ ·· · · ··· !-"' !Z . -··-··-···-···-·-··· .. ~ -l ·-' , .,.. )y ! .... _,._, , .... ,,,,, .. _, \ ·---.._..1,,·_,i,,11":.,,,_,, t.; · 1 t.., ,.. -,t..· I 1,,....,..,0 'I 1c:.' l -' ! c:.) ~C-tl~:::;~,...i,........_~ l,-;,.:,;?f....,..,, I µ.AN&:. jZ-f I z-;. 4 D f' t)r I orz t:,=-f!:. 1'2-Q., 'Z-4-1 o.o . l-· z.a.. r . I I 2.. ~ ~ p :=:= !.. +; ,1. (:., "Z-4-y\ 0 , C.,, F ZbN I l 101-c11 : -j t.. P;:; L. .... l 0., 'Z-4~ 0 C ii·····-· I . . . ···-1 __ ? . • ..i • • .c,,, . A'i-koFt..,~ I G 1-+l'o,c,, ..... .. r .. ' R2H Engineering; Inc. JOB NO. q]/4:} I----_ ... PROJECT_...:,A_~_.::......:..;.--!----------DATE __ ,o_L_6i_7 ____ _ -r\ 7$11 I SUSJECT_iZ:.::;~:.=;...;__~P:...U=-:.::!c!..:=.:L.:=..:t,J=-4....:;....:..· _____ _ SHEET s I I I I I I : =::~::: ,.. I I I I I I I l I : .. .. I I ,4-. ~ ;, I < ,i: ' .:. ,, t'. i: .. ., I .:. r ' TX y % r g t r r t .. ,. ,. r r ,. :c ~ ~ ),, T~~l6[?t .. 4 . - I I . ? .. -.. Au... ~ .. L./4~ . -. :.1 I -A--10!ST ::::..I""" .;..;:::=:,!) I ;:::: I I :::i,.-...:-,:::. _,..._,,,,I 1_ -- I M,AR.K I ::,.AR. ..JOIS7 70F (TC,) l i r· ~--...... ~~K_,, :;;E:SI SN.A 71 ON ! .AXI.A!... LC.A:? i I I i ...!-I I St:?~ -zs2/n.s i I ! i J---i ,Z<:;.~ "24€, /I+(-: 1 ' I I i /14-4 I I ·--I ~-Z,.( ; I I -.,., ' ' ~ I I I J 8/;!. U4 /1 C-o I ....:--I l I I ! I l·J-5 (6 'Z'17/!6o i . i ::istJ I . I .. i i I ' I I ! No-;-=s: 7C7.~ :,,....,._ I !..!v: l ,-.. ,.. -v~:...~~; GIV::N IN '• _..,___, _..,_ !...=5. . ==~ ;..IN::,:,!.. -.,,-.,,-.-~;.,,,....,, .. --,-, .:..x:A!.. I ,..._ "-,.,.. Glv:N !1' ,.'=::. -· I_, _...,,,~_,.:; ;_ --:-c: ~X:.!o..;_ :..o,:...:, :,=N~-:':5 :=::e-~1c: LO~ IN -,-,,::, ·--· /"'_,i,""'1--...... ~...__... . ..:. . ~.,,.. .:...XIA!.. I I""':"-iv.·--::--:=~ C,0~~:::-:,ION ..... _..,,___, . 1-.. . --o;:;z. 7:NSIOK ---· . .i...x:.i.,;.. :..o.:,.:::; A.~-::. . .:....7 5-.:;:: o= :::--.0: A.7 Y',A:..:., -· I_, ..., ·-5::.:.. ~!NG, :..oc,.:..-:-10N::. -!S7 ::;::SI~"-:r.:..:..:.. ~C.OUt--. ?OR. ,:..::,:,;:, MOM;:1"7 DU:: 70 :erc.:N7R-1c1rr. b. S::= :?::iAl!.-5 FO-i;. Al..!-l..0~ j""'"'--,;.AN:,i=;:~ C.0Ni=l6URA 'ilONS. ,. = •c..~-1 .JO!S"i5 t .JO•:-G 1;:;;:::,:~ · NO,:::: ON --_,,_ ·-· -. -·-----·-. -:.. :-=1 :-1. .!;;. . .=-..:,::; l..0-\:? a= 500 I ---:::;,. A.7 A1''"':" ;::~ ?011-:7 S'"iA.:..!.. s= INC.O~:='O-i;...:.... i"E:' 11'<~0 5~c.;, ..:0!57 !.0.:..:,1~ A.7 A:..!.. :,AR. .J~!S7S. :; ~ ~!57: S-,A:,..!_ ..;A_V:; A s::.:..7 :,---o= ;· :J.N.O. ,,,.. ""· ;x~~!='!...: o= 5~i.;, ..:0!:;7 ~~-o...:-: !S A= =o!...!...OV'e, . ..:!?!;-:,::=::-~ --:-~7~ :..o.ov . .. ... -· --- '"-l"I~-::::; \ , < \ I ' , =0 K .::? I b I ,-.~ ' ,\..., I \ . .. -...•• __;J \__ l 'Y= .!OlS7 5:~=S l-0 . .:0 -----· --·-· -· -~?: .. : .. 11<1&.WPl+{ 4~ /......,A -L.,,) 18,.' 1 8' . 4o' . !/ 4-e, I qt ,z. 4-1 e, I ,z"f' qi .. ·--· . ··-· . . .. --.. . - .. -·-· ..... -.. -·. ... . ·-· --.•. . -·· .. ·-... -·----·----· .. . . .. - -· --· ··-.. ·--.. .. .. .. ----------.--... -. .. . ... .. -······ --------·· --. .. . -. . . ·-.. .. . . -------.. -.. .. OF--..:. -mte ~ ~ ·'32,4- ~ 41:n- Jq-z "ZlG:. . . ---· . I . I $ R2H En~:::g;_In-J~~-~~~~--------- f-.; ~ SUBJECT -tz~ 1 br!ZQE,JZ."'2 JOB NQ __ q__,7 ___ t~'Lf7 __ DATE--:l,_O..;.I_CC'J....;...---:.._ 6 I 1·· I I I I I I. ·;. ::_ ·-. . I I I I I I I f-·,: I .? • ---------- • "? I :. Au_ :!: .. L/4.-l-O. i ! -lOIST GIRDER SCHEDUL:: ' I : ~-A.~< -A-.JOIST I TOP C~OR.D CTC.) ~.-..:<. I : ?::SiGN.~7lON I . .A.XI.A!... !...O.A:;> ! ; ; I I G-1 3-2, b4tJ ·7. '?~ I . I ! : I G-2 14-B ~~~·7.~ i / I I I G-S 1-S G6r-Jq .,zJ,:;.. ! I 5:..4 I tfflGr~IO.~I<'. ! : I ' G-5 l 4-$ 6 ~ N -1.e. I' I i I ' I G-6 j ??~ 6GtJ 10.+t. I I I I ~-7 j 1~ Gi~rJ '7.2:,JL. I I 1'.:07::S: lbs/ ~4,J-j.c,i,c. I ·-~ - "TC.' .A.XI.A.L !..OA.::, tv:.A.Y 5:: :::i,H::~ C.0~:=:~::5iON o::.;, 7=N510N. 5:::::: :;,=7 . .:...1!..5 PO~ A!..!.. :..o.:...::, i"R.A:X5;'=::~ C.0Nfl6URA7l0N::. ~-5:::: '57':=l.. -.!OIS:5 ! -.!0!57 GIR::>::~· N07=5 ON €;. A::,:, l..OA::' OF IOOOlbs A, ANY PAN=1 !='O11'.'i" 5-i.A.U-51: INC.OR.0 0R.A.i::=' IN"iO GI~~ !..O.-?--:,INS . .:... 7 .A.!...L SAR .JO!S, <SIR:,::~. ,. .A.LL 61!-0:::R5 ~..:...L.L. HAY:: A 5:;,,~7 ::,:::=.:-: OF €;" U.N.O. 8. · ::'•<.A.~l..= o:= 57::=!.. G,!~::~ ~-.:...:..:...-0:..-:-I:: AS =o:..!..OY'{5, I -----KJ!'-5::::.;. o= ' 6N IC . .:;.~ ~ ~07.A.L !..OA:, Ai" ::AC:-i PANEi. PC>IN'i SHEET ___ QF_ ~PAN #Jr.,~7 I . 46.I I 4-S' -I 4B/ 4cr' 3,~/ 4g I ~ !3-2' I I I I I I I I I ,.·,·. .· .. -· I I .I I I I I I-- I R2]! Engi~eering, Inc. PROJECT ~"{ te$-. JOB NO.-Y ......... 7---'--'?'f?~_ DATE ///q7 \ ;Y _ ___..:$?7v\--;;....._ ...,;.__--SUBJECT _ _!,,c..1,,,J;x~s:!...r~<B:i.::£;.:;.:~:?:,...::.-...:;;S~-------SHEET L OF-- d,.,-i_ ~ I • ~ -:: '2--f, '2'Z)::) ~ ~ I • , -I ':$1 8o.o W• D-.!.:..-• ~ '. - ' I ll r=E-~/z ')( -----------J -~ I I.• i.----....... .. / '5~!-Si'--"11 C ,:-----------~ : : 1/-:-11 /I . "'!" I '·, ,/ · ., I . r-11_::: i;:::,.~7 ~-Jr? I ,_,. • .," 1 -I .:J I •--~ -• l / ' " J I 1 JJ V ', .,: I :: ~ J l 'E./J.-x~::.x ::o· /i 'x' t ~ 1 1 / ::.=iG. ?'..AiE 'ill .," ', ~ :... : : ~~SJJ;. u:ss: .,' ',~ : l l ./ l .... 1 --·----L , , , ' .. ,, ..,.y , _, -I ,,,.,,,,,,,,,,.,,,,,, I --Z:::.'~"' -r-~~.._;:::::::;::;:::-::.;;o- I I I I I I I I _-,,.~;11-~ I U I J I I I I t I I I l •NS..SC:I Si'l.:CS. Si-'.J.LL EE INS'i ,\l,.LE:J . J.S PSlw~·1: s=c=cs I -.·-· -· -·, e .£:: Se>,0z::o ~ ... ------------------- . . __________ 1 I I I ·I I I I I I -· $ R2H Engineering, Inc. PROJECT A~~ \BY ~ SUBJECT ~ ~~ ~~ _fl:a,F_ -~ -~-z1t.,e.. . ?9"i:> (JallC>_ U'-lel.oAO . ~ --~ ASI-&. N.eA <==·JP '19Sc 4-tf '-s -ZI 12.. ':z,z."><~·~ ~ r '""~ '%112-• si.1" ,s:-... ~ 'l32--::,Z~.4' F'it'-'U.· ,.,,.·~~..,fl-~ t,,f,s,~ ~,3'>% u pg.a !.'2& • 10,(b ~s 5°t,p,,,* ~1$~'1.'f.k (a,lfa ~ i-(1--6.'S) -"-tx-!:.C,{~ £.U-~t;/5 . S~p,s,:" ta-10 ~'xw'·:2~ -~ ~ JS"f?i<' fSb~ ¾'-~" r-f'5t:"' '2.?,64-' e~~ '$ 'r'l. 7~ 6-R, ~-~ :i~f'2..$ ~si.. t:<.A-~~c,,rs,: .t1. '21(:J.Sf, ~-i't~ 'Z~ ~ i,,.. ,SF, ai: "JQ..<QC $ /t,.7~ 12" &,,~ $-{4-'.I" iW' .'f-Z ,c9o ':> 1~ PSP ~-" -. --"{131w: ,fl.-S U>lw t&'lll'2J '2.l'-. ~ ~f'SK '2-0lf,.' ;o.~~ ~" f?.~~ U>tb~ '2:f:i..r. ~-¾-~ ,u, ~ 1 -~. f,./lS k>• Ub• 11. 31- ~ It Zl'-"" 4'.~ .,; t. ,.:. P..· l JOB NO. Vlf1 DATE SHEET 7 OF Ge>t.,.l)J.'1. JJ ~ fe0Tj~$ .. J(l,~ 22, I t;.• 57.,i: ;.~~-lj/l,?f 8 "IP -rsro Pr.PE et~q?~ 4-t11 ~.f1'< ( i'J 14..~ rz' f'i:._..,.uc.. ,=:. f'~ '-/1:'v ~'"'d,:!:5{2' P,P6 ~ ~ tG~:l' /tlaJ~A:0f ~"' ~" f1.t.. ~'2--~ h H ~ 'S'(P, fife ~ ... ~fl. ·:J'',(J~ ~~. II) Ptt~ 7?,S~ ia,~ W f11,.~ q5-t-14 ~{, -tt';$/7 8 I, <f, ~ f'lff= 8 /4, /. 5f 'Pf' , ,:.. , fa?10 b ?l.,64sq4=1<s ftt ~4'71' JU-~ UY fr"" ~+.S .... 8~tf> «D ~ Au-1,,4, 1'-i $P ~..:1;" ·,a,, r,/ f?ri-< ,JDB,ic 'f ~t>.s:fF~ I I I I I I --~-.J-------------·-----------------------------t~~-::ft;--f~ j?/lp. I -~ ····---.. I I R2H Engineering, Inc. JOB No. __ tf_1_[Lf.~1 __ I PROJECT _......,A~9:o;..u~~..J..m..i....-...;c=----------DATE __ /tl.;....1/1~1.L..--- l i~BY __ -_-~---~---------------~-us_J_~--T==~/2tq;=~-·~4_~~~::~ttn_.=~~======~~==~-S-HE_E_T_9_· _o_F~== _-._eiii...:_(f::_J_".!/_E:.. 3 .... ---=-· -----------· .... ___ .... ___ ------------·-_____ -·--·--··-·--. __ I f/r-s. -z.7 I . f~,:: l)t.,,c 1r ~-r· .3;:/~ Z'1 I ~ /3/-. I /lcor: u..-.,,: /Z/7~;: ~ BG,. k> '2..'f 1 --= 1cJ,,'f ·-· ·-··· -. --..... -· ----. ~h=-== z.3~4:K:. - ~ p(_-$ . £"t: /I~!>-. -;-z./ ~ 1-z. 1 ~ B. 7 Jt: Lf-. -$ & ~ ;"2/:.ir /2./ ::: //, [" '£,f#.-S: /c;,~/~ ~ft-s: q,3/e- -------------·-·--··------ t/46 -t-5 '6 i<,C y s -1-c. ,Kt.,~ "'27) /4, ~ 3~t:... /<!.~~ Ji./ /q ~ 'f O,:.. ' ' . use 6 -~ c:> 4-.:!if ~- ~ -$ ~ /L I I I I I I. I I I I I I 1--· -------------·-------------- ---------------------·---------- I I ---~ {!J I I I I I I 1······ I I I I I I I I I ·-:.::·. -- · R2H Engineering, Inc~ PROJECT Af/-{faf1:Bk... JOB NO. 11141 DATE JO/'fl SUBJECT __ Faa~:..c:::...T..J...L..l ),l.i..;.,::C:::;;;._?;,.,,e__ ______ _ SHEET /lJ OF -- I P.,, c,1'- I ' \ A -~ ~ t--t:, ..J I ·-cc, I I I' -~--~ ..,_. .. ,-..... · --- 54.oJL- ' ---w , • r' ....., __ i _, __ I ·---------------------- I I I I I I I I I I I I I I I I I I I ~ R2H Engineering, Inc. PROJECT . A~l(JJ[f}r<. ,gy_....._SZ4 ___ SUBJECT (,.A~ AtJ/JVfJl> ' N \' ~~ ,, 'v("'? .:hdib I ~ . 1 :nt1,J.t~ ~?;i,1 ! ?fl..'/,/ JOB NO.-~-· 1_,_/ 'f ___ 7"---_ DATE __ /_'/_17 __ _ SHEET II OF __ ~ 1,1\ ~ \n v ;}~ ~ ~ ~i 1\ ~i .... ti\-:I~ . ~. ~,,_ u· ~l \) ¢ ! RiH Engineering, Inc. PROJECT ,Af/f'/J/~ I I I 'i BY __ ~----SUBJECT JOB No._1+-LJ--=Jfz~- DATE _.....;.{i_OJ....L'tf7-,e.,-- SHEET / tA OF __ I ·I I I I I I '-..a.:.•'z• I I I I I I I I I Wi s:: fcJOr = , I~ PflF * . 7Z /' .::: 1 ~~ f1C.l=- ftJAU -s / ui ~t= ~ o a ,. 9' J ~ ~ &-),4.U, s :s: .,, o t,-o ~w; s-G" 7'60 ",P~ __ _...,,, t,,J} ~ tJ,;£,3.:,,-5/"C>f't,.,: .:::-<19<;' PLf= VVz... e«J(S .s l5Psr ~ 1441 = '2160 ~ {/)AL<..,.,,,. (k;~ "' { l'!f +4-1) J(., ~ :::--9-0£,c:, ~ ,: C,'2~ ?i..r fi ;!. t,(J4t,<.,... /WrJF° ~ t{?/+4-') -Ir ,zpl s -4tJ;&,90:P 11: ~ ~ ,s: ,~~ * fb1'1 :::= ~o~ -~ /.)}.,ft,(fi ~ rzo M ~ { re,'+•f-1) : . , . -:i:= 1,.(:),r_;,o 11J?S-r;+ {l~-t-f1) .-. · .::. /l,·t:JO·- . "£ws :;: GI~ Pc.F f ~ ~ [j,//IL!h * /U>f'~,:= ~ {LS1-t'f-1) (< '2ei / -s:: ¥7 ~ ~ ~-,:: q'ff'Sf" ~ (,'J-3/-f-'f){t" -z_,:r-,J -,:S: ~I %"0 z:~... 1'11 1t.;6li ::, G02-~ ~/(3?,-,~ pl.$ .s //4f-, J?l,F fJ ~ tP./b?:,,.. fqE>co~ .::;-7~~,,p ___ ...,. C..)~ ... .::;.1€3~ 6/t>O s: s / IN, .Pt-r --v;f,t ? rttvf-.,,. /t;:.f'-5F x.. (6o. I" . -;;. '24C-O 'P<-r -. -· --~s~_ ~~:-~t:t~« ~ -: !:: --------· ------· .. -tW4-s t;,1P'D ~ . £01-~ e?,IB311-~7{7T>/t,t:. -s: //],'2.b fJ...,f (i;~.,. ,::;.. ~~ ~ t:,/ rrD ft.I= .... - ------.:s-/}lt::. _ _fifo __ ······----- R2H Engineering, Inc. JOB NO. 111n PROJECT .Af1/A1115Jl DATE @/1/7 I I 1-)~s_v_'2QtJA ______ su_s_J_Ec_T __ IA __ :t?:l?A_-,-'-__ ;A_i_l~ __ ~_1_5 ______ s_H_EE_T __ 1,_, __ o_F==== I I I I I I I I I I I I I I I I . fVA ~ fa,~ -s /€"/"Srt-72 ,1 -:: / ~o ;?q= /IJ4U,~ s /U> ~ ~(/'s-"t-¢) -1,-"Z G-0,AUJ' .;::. .:fOt!:,<> ~s 5/G~ rf.l'= -w;: < ~ ~ {$"P-,,P ,_. f'2,t?:/ = /q'2.0 r--F ~ .i:: f'Zo(>J,I"-+; Cl:,~++1 )-'!' '2,.i.,.)AU,S ,,; 4'()~t> =:,, ~.:: t', /6~ -4-6){.a/'l.r _ " o/~/'CF ~wt:> -: 6~ ~ ~ tA-ie.~ ~ ;t'3 -t GO-JO l'r.,:. ~ t016fi-r" We ..: J2et;:p:. =. IS /"Sr i>-;q,z/ ~ Z!36-:=> "f''-F t,?AU,;s ~ ;u ~F-r (/3 '+ 'II_) ;1: 2-·::::: Cf'O e,o Z WC: s. 6160 f?lr > --c{_ $ t1i /B::> ~ ~cr,o ,q,,,::- .:s-/7. 7 'f l'w:- -14 ~ ~-1-zePs,=. ~ (.r3 1+4V ~ -~/ ~ 13; f<l'O. If. :> f?r"' 41b3 +-731 'WO . . . . :s /3//f/Oli /1,V.p -r fsvf -s::-/'5fsf' q,, tq'Z., C: ,zt)!Sc 't7tr ~ -.: JU) Psk (!3 <,c;) r W fo ~ tf<,J~p f (f:/y.9-'} r£ s::. 'i-?.6o ---------.. ----------···. --·-·---~Wp ~----11& 1>c-fi.--------· ~ -~-~--a-,--/.83~-7}BCJ-~-- s-/3/r.f~ Vfe ~ ·v\]p :..-(/.,;p,p ~ fo1] ,: 1Jb:J M -Gtiofi.t:. · ~ ... '. ~-. __________________________ . _____ -.;: ____ G5t,of>z.-F: ____ -___ -__ -___ -__ -_-_-_-_-_-'7>. .. ~: :._ £to/:~ ,; n>=-. ~ ;4¥ I -: *it 6e> lt-F a)I?-(.;~ .-ClL/l'rF-k (/s"~ ?i~-1 ..&-UI~ it&E_,a -~~~--b_SBo?-.~-- .s /W9-~ -----------/'P>Pt:p t' . {f3f '1') ·-··--==,: . "2,,1, ~ . ·-' - 'Z.. -s &,15"/t.F ---"'!>., ]i[l,=.s-ti 1.e1-i" 611.s:-,PC.,C s-//s"C,-1>qs I $_ R2H Engineering, Inc. JOB NO. _tf+?..:...;'l;__::t/1-1-__ I PROJECT ~ DATE -l-"'!e+-1q_-'--:;_+--- I ', ,.....s_Y-=., -=.-=.-~~-,___;;,:-_:-_ -_:-___ s_u_sJ_E_cT_-~~-""""-__,~-=._-:__-=._-:_-:_~-=._-®_.....,_...,__,gw-=._-:_""""~_'-'_>-=..-=._-=._-=._-=._-=._-=._-:_-=._s_H_E_ET __ l_lf: __ o_F===-.- I I I I I I I I 1· I I I I I 1· I ~ ."/& it) o4G"' -weGr Ol/<8C!JT~tJ ri.-+ r /<1~ /(~c. s: '11«/l'lr ~ ~ 1 /7t¢0/> -·;"3~ ~ tl/'12.,PL.,=~ ~I_)~ Yo/f'P-, j! 61!)/!tJJfi tit Jc ft!:=. -t 6B 1 .!(' ~ //1v ~ -4'"2.,; q~ /7,f(f;G "(' ':tz.:8/;17,.. tfd-81> .-. •72-J fC/2. ..; ///;,-.] p{./:, ti{ ff;I ~ 2.P//7'2..- / '.% 6:Jl't..F t ~ t U,7 l<f"z .. '9<~ ~n."' I 14'2-f~ "'-' ~4 ~ ,,.?ft-/ ffi- HIC. ;v....., .BS''* "'tt,e;;,j~ 71'a Pvf-,._ v.6ti1-z.. 19·1:f'Bl; ~ 'fz,t> I l"f rz.. 1:'-3 te..F ~ ~1 'i)-" 171../m -s: . --1; '177 -s: ~ 471.-- ~ '/;896 ~ /7S "$ !1"1~11 s: /'2-, tB t ft $ 5.zs, 2.11- ~ 1-/ f-87 ~ . q /6.0 -4' I) b71-- ----~~ ~ ~-n~M 'f-t0':1. -i · ''fffo...,s----1· --· ' :....::..=:-=:::===:.!!Ip"' -f.-et.-"j Cf/$ Ill> '< fL:'1 "";: / 11 b o p ~c~ ~-qtft/ff-• ~1 ,t /~/~ ~ 'f?W -(Ii ---------/~/1tr'>f' ,,-z.,t) ~ ~o/~ .c /'-J'f7o £~ ~ 'ZI I /'[:D -----'=>~ -v~ _.rz1, ___ 1_11.__0_71_ ~ IU!,' · I I I I I I I I I I. I I I I I I I I I R2H Engineering, Inc. PROJECT ---.,A~P':V....,_'/v'f7l....,_.'-='EX..::r.;;;::;.._ ______ _.:_ )gy __ ~~--SUBJECT ~ &JA''-!:($1-> .. B}lliJl?l1.1~~4 CC#tr )--·· -··-· .. -... fjt-_~ /I~~~ U/1 "' l'J.,/1#1 "/Zif f<.t=-Jc -ft:>1 ~ /fB I I '14 ,;:: Z7/1.. fil ,: . 11; 4-'Vt .{_oo1L,:-~ .t:te,' t(. ~b'/,w ~ · f!;3 '2.. · n, 1'1<>i ~ 72,/1w ~ .. 611-o i7,..7'f fc.F" 71,./ * itB/ltfL!> .:s. ~ (;.,g,I 7'fC, ~'--,:-'181 t8S-#_ R:_r ~ 11~ pq:. "" vf ~ 8 1.,~w /1-1 tf Af' .c cj,e' "I' '16 !L Cff.f /o,ofCP':M-4'~/ ~ 68/llf'/ -P "2.- 13, Wo JJ ~ 1"2--//'f<:I ~7'-f ftr <:t ,ri' .( 6 o/f f<f ~ JS, S-tfa (11./bl 6/7'2c "2-_7-/f~i,, --,-------ti< _y-:s C/5'; -:s 11 Jf -~ JOB NO. t(11V DATE /()/1) I SHEET 15 OF __ ----···-----·-----------~----------. ----·-· ~--·-------- -----------------------·---~---------------, ·-----------------·· ---··-· -----! ----·-. ---- R2H Engineering, Inc. PROJECT_.......1.A:...!.!tf/Ji~~~-'--=-~------- I I ·1 ----~ ~dllu ,M/JtV81f 'f,Y _ __.~~---SUBJECT_-=~u,µ,.a.._u._~-r-L...>C..:......__.--=-....._---- JOB NO. 17177 DATE /b(tq SHEET /b OF -- I I I I I I I •:.::::·· I I I I I I I I· I /uvf..-OIAIJJ~vL .. /Jlq/1-Stxm-l Pl~ ~ ti''..== Cf 5. Cf I::. -(/,IS"'--« ~'r ') /c<f'" _ :7Z,.~q- 5-'\~W'G-si"' J)//l.oe17cN /;:;TWIJ ~~,:;;! Cl) $(I) V_m4..t--s: Z~?LF /ltf,?;ft: -(r, /'(z,1f tG;) .i.;-·/tJZ..,P~ /~/- 11'1-Jk.. -(/, /'f2, ~ 49o I) Mf'-~,, ef7 .;;: /19.3,e_ -(I/CfZ,~ ~ G.4-/ J f 3C.t ~Ci= /#(_ ;z./ ~~t-lff.lIT tj_sg' /~13---f __ J C, If /2,. V-;'/4,;.s;: "f.2G,1(r --~) ~ lc,:f @ 4J ~ I 1'2. . 'Z-(llc1_0 r 'f-1.S N ---'?"3> u'S,6' [D <i'@ '7"/ G/ /i- llSo -- ;cP/ (JP 'r IC) /7..; [o.:/@ Z1 "3 I /2, f.l V-+llo..,, :-r: E,?.e;,1f..tC I 0-EI CJ 51 Cf; /'2.,, z/ ~,:w , ~6~ Ye..,& 'Jffe-~; "'7~ · ;zr. 7tt--[( ,[__ifs~-tiee. )~ I~'] -;:ret?/CF ~ /tJcl ~ Z; 31 fJ,, ~ I' -t:f/-:,'°t''-T 7/i}'fu .t: hu;/C;:- . . ~--~hlb~~ --ri1~7!_ ___ -[{1,/6':: l2~tf)~ ~o~_Z. __ r-zzd.--""J _____ ;66 .. -;o4·-?J-·.c.;,--)7;------ --.~ a, r~ . 1 ) --/!:'()~ -EY ~or---Vtt,,lt/.N. .,, .r~~ I I .d,J. R 2H Engineering, Inc. . . PROJECT_· ....... A~{d;-1,,:.11A_,__Z/t~~------ JOB NO. 1,1t1] DATE 1aZ'4] ~ 7 • ,{ ~ SUBJECT [..;e,"t;;;e,-z.p. \..., SHEET / 7 OF I I I I I I I I I I I I I I I:· I I ZOU~ ~ .... I 2. ~ -4 - -'.? rzo;::,f D I.A-P µ ~A--G:, r-/i 4S~~p... t-JAl!...INb ?~IJ. E:'t? U i_;;: 10J µA.II)? w/ 1~eP.p==.w:::.-nz.c-T 1ot-1 iJo-r=.:;, r-ioui-Jop.v ! D 1 I? '-0 IJ f. j I N1:::2+/l. ~ CO\J i, 1 I PAiJs:...-::r.;.:;~ ! 4~oe,. c,t\o_e,, l' v2Y ~Ttz.UC T I PL. ··n--J 0 1z·o,c.,, 1.~ ,sue:,pL.ljZ,L-IN~ . ~10.c. I\ rio .,.. I z.110, c.,, Yi' "51e001 1 PL-1·wo -r ,v, --:: ~ c... ~e:,v'U r:: i pJv. --_,,,; I :--' ~ • , - 2..V;lo_,c. ,A.I' 12.l'o.c. 1/211~ !2L.l0T \ PL. 'i r-J li O,C.. Z.'i--:,LJ~pu ~L-lh1~ I l/"' ll~-i2.' 1e,-i P1 ....,..w r"°\ 2.'o\c. :,110.c. l' "' ..,I ,..I \ ... , ,.,, IZ. o.c. 2~ '?U~puµ-1.., II'-'~ 2ro.c,-~ i'o.c. 12,.11 O.C,. vzn?l~uc 1 1 pt..1 1,JO P)('SLJF.7PLl!2-L-l}J~ J.7 E-0 &, -a:-:; O fJ L,""f I ! I ' I ~LLo~J '?µ.~e,. I lPL-r) _t..z.--' "/. :::; ~c; G +.:, I l?O 9u, -- I I -I I I I I I I I I I I I I·-· I R2H Engineering, Inc. PROJECT A-Sl/t1n!IL JOBNO. 11111 DATE Jf)/q7 SUBJECT __ L~A_-~·\~~~IZA.-~L...-~---------SHEET /{ OF --- i-! I & l--1-\....OAO !Z-a?f' 01 P.... PH e~e::, M ? µ ::p,,.,;2-f-Jti-1 t., 1 t-JL::, ~ µ. s::; ~ :..... ==- Table 1 Recommended Shear in Pounds per Foot for High-Load Horizontal Case 1 and Case 2t~l-Blocked PS-1 Plywood Diaphragms with Framing of Douglas Fir, Larch or Southern PineCbl for Wind or Seismic Loading I Minimum Minimum I Fastener spacing per line lit dlai,hragm t>ounO&l'ln OnJ Minimum Nominal Width I ,: I 2·112 I 2 Penetrallon ?lywood of Framing Unea 01 I Fas1ener spacing per line at olner panel .OQH (ln.~c:i Plywood In Framing I Thicknua Member G11101(•l Fastener On.I ; (In.) (lnJ Fastener.I I! I • I • ! :i I :i I 2 I I I 3 l 2 I c50 . I 670 I 940 i 1230 --I 112 4 2 755 ! 980 1080 1305 --10d I I -s I 9~ i ! . 1-5/8 4 ! I .se5 I l3l:C : IX: t5---.common nails I I 3 I 2 I 650 I 870 I 940 I 1230 I -I - I 5(8 4 2 755 980 1080 I 1410 --! I I ,4 I ..:l i "~"' I J30:: I id76 :ieJO I STFIUCTURALI ~ I 3 2 I 600 I 500. I ~ I 900 l 1040 I 1200 112 4 3 640 900 1"\-40 I ,3,0 1310 1-415 2 I 3 -I 2 I 600 I 600 I I I 1040 I 51B ~ 900 1200 ,4 3 840 I 900 11-40 1350 1440 1800 I 3 I 2 I 5S5 I 785 I ~ I ,1,0 I -I -,12 " 2 680 880 975 1255 --10d ,4 3 ~ 1175 12-40 1360 -- C-D, common "1-5/8 I I 3 I 2 I 645 i 670 I 935 I ·--= I -I -nails I ,__, C-C, 51B ,4 2 750 980 1075 ~34()('11 -- STRUCTURAL II " 3 925 ,305 l 1370 i ,~1ml -- I 3· I 2 I ~ I 5,40 I i70 I 810 1 · 950 I 1080 112 , ," oa. 4 3 770 810 1040 1215 1255 1385 2 stapie:s I 3 I 2 I 600 I 600 I 820 I 900 I ~~ml 1200 5/8 ,4 3 820 900 1120 ,~ ,~m la) For Ol&Phlapm c:ase illustrat10ns. see Appendix A. (b) Allowable shear·va1ws tor tas1eners in framing me~ of 011,er spec:,es st>all oe ;:aJcuialltd tor all 9raoes l:ly mu1t1p1y,n; ine v.uues 101 tas1eners in STRUCTURAL. I by the following lacters: Gmup 1U. 0.82 and Group IV. 0.65. ·· (C) SP&Q nails 10 in=in on c:emer tor floors and 12 incnes on csmer tor niots, except 6 inClleS on center tor spans 9rea1er tnan 32 incnes. a10ng irne,- ml)ers. SPllCll sta:>leS 6 incne:> en center a10nsi inl.m,edlllte lra~tnDers . . (di AllowalllO Shear Wlllue may lie ~ 60 pouncs ,,.,,-foci! When 314-w:h pl)'wocd a e Noll U>at currant nomendaamt tor a llllng. C-0 panelS are d&Ssilied Exposure , or EXl)05Ure 2 ano ~ panels ant Classified Ex\enc<. Stn,cwral I an;: 1: panels are s= man:.::. A;l:,llca.ble ptywood panels &ISO 1n::h.10e IM no1a110n PS ,-s:i ,n rn,m traoemancs. I I I I l I I I I I .-: --~.--·- I ~ R2H Engineering, Inc. JOB NQ.__._1_7/_,.;.17-"--_ ~ PROJECT /(11/J1flfK.-DATE ---::J.'-'--1/J-r-/'1:J....., __ _ 1 _~_-_1f/l/4 ______ s_u_s_Je_c_T __ ~ ____ c:e?t __ c:E> ___________ s_H_E_ET_:-_---_L-:C/==-o-F_--, I I I I I I ,,, . ----1 I I I I I I I- I ---·--·--··- ~: l..l.::1.c.. ei .. ~. ~o. U;. & I .i___, ( '2,.u,_ Sc'Z {b,) -z. i f r1 ~Af Af-E:,-A ~ f~ ~v':.l. ~ W'!::.!.!:? ' I ~p.U.E::;:f:. v.+ PffiJE. ~~lb Pf f~E. ~- \_ ~.-~7 (b. )-z. j ~tz_ 1Jr;,1p_cl !J.-r €:f...lc.£4S:, 1 ~SL.:, 1-1e.-r~i_ -·-·--. ---~.ALL ~,A.v':.-1E.~~!~ ~T~~ AT t..~ ==-tJ,o...! -<.? ...-J; ;::, .. ::.::-~ ,1"VI lff::t .... 14~ f -.,/::_,_ ... -.., I I· -Ir-, I-_, ;.;,... l•LJ f .... ~;...,:;:;,-1' ·.c..--::. JG.:i....-..! i:-.:: ,...Ir-! n 1.J ~,.,.., ...,,,:----;;..l 11·· _..,_,,""--1_v,,.-r.,,r. -, ,... . ~G!T~ F~ ~~ sZ;.11;..-:,,JL,..:,.. . e,c:.1..ov,.1 1 $~ION )J.L ~~~ 4'-s. AICCP c::;~e. CPO "='~::=!.. : . ~-:;: ~ o.~;:,, :. ~ f'/:-£..4E.t-f ~::::, f:7~ Ur p .!f~ ~.A~o ~i:.~s.>-j' fv 'b.?" f ~-4f1 1:-IF--?t.J~+,; ·-.F. l l l:71'-f~. 1~,~ to:, A. ~'1r~f=-. .i-.tJr-c:-~f w1U. ~ ,AffE.cf t:P~~~~ iJJ::,-;f,. ~--1~1... W'v~iJ4; ~J:::11-nvJ4 ,~ 11-lf: ~ oi1:::.~ A':2..E J:.... --~ e.x-r=-,.J:::::s:~ i::;,~.~....,Jr. ·IL-J::.1rc~i .-....;/ l J ~· -:1 I 9 --....... I"------~.....,; J ,. . --bf"..ia. vr .if I E:;-AF-,. w 11.J ASv SjE.cL. .A~ : A ~ 1""' = 11?. CP ~ t:PC' = 1 in z , ' V ~C.,:, A r,~:;;s::, = ( L z½. ",z.y,;. itJ4) -1. 14 > J.P.? e,~ \.if£L::, r~ r=~'t;, = f;~& x -~~ 1J ~AF,.. _ 1-'2-~ " ~!l..." 0.4 _ . · · I.I ~ L 1 .-: ~l.1 ~ ( WP~I~ 9 ~-:..-:_ ~~) ~,oxx. E-1::Cf'...p;,:,.c,; : v-3 "'-io c: ··~1~/in2. _ P-4-" -~ == 14--4 . . . -L-.z.1.7 -= .l..~,1 .::. ~!-0· '-4-J.. .e::.1 ::-' . -I,• I ): V. I ,r. •= -_,, ~ -L tJ~s.i:;:, -W~L..:::, " ipi.-rH ~~ r-------. . . -. . . f L~¾_,..z.y:z. ,c. Y'1'" \ +11 ~ ~jC-L. ~ 'E70Xx I L-'1½,. z}~,. JI+ · f Y~" . l l '. .. t.2-7'; ,c z.½ .,,; -3/e, 1· ·:;'' : ( ..:. 2L zYi ~ o/e. ,~;,;£ . -. . _ . ·- .. -----·--.. -. I I I I I I I I I I I I I I I I I I I ASYMTEK AT LINE 12 WOOD BOLTED LEDGER CONN. TO CONCRETE OR MASONRY w= v= 124 lb/ft 1014 lb/ft 0.75 in. 1.33 3.5 in. thick 45 ksi BOLT D = L.D.F.(Cd)= ledgert= Fyb= theta= K theta= 6.9719682 degees from parallel grain 1.0193666 tm = 7 in. ts = 3.5 in. BOLT CAPACITY PARALLEL TO GRAIN Fe parl .= 5600· psi. Fe perp = 2600 psi. Fes mod.= 5506.3871 psi. BOLT CAPACITY PERPENDICULAR TO GRAIN k1 = 0.6794495 k2 = 1.04637 k3 = 1.1795687 Re = 1 Rt = 2 Z= 7089.8274 lb. MODE Im (36-1) Z= 3544.9137 lb. MODE Is (36-2) Z= 2676.2108 lb. MODE II (36-3) Z= 3091.076 lb. MODE lllm (36-4) -Z= 1742.2789 lb. MODE Ills (36-5) Z= 1567.1882 lb. MODE IV (36-6) Cd = 1 Cm = 1 Ct = 1 Cg = 1 Cgeo = 1 Z' = 2084.3603 R= 1021.5537 Spacing= 24.48459 in. o.c. page __ . WBOL T2S.WK1 I · dJ1 • :·~:Hi~gineerlng, Inc. -~·,-.. :-~«~-,. -. -.. . JOB NO.--..i:q~1.c._ww:Z:.-.·;-··_· ·_· ·_ I PROJECT ..... -_·....,Afo/;1-~-----------DATE _ __,_/__.1!.....;12~-- I I I I I I I I I I I I I I I 1--::.-,. I BY ~ SUBJECT ~~Lt.., :ne:z SHEET d-./ OF __ . ~~!"5µt Iv ~AL? 1.0iJE..~ jp , =-I P Cp ~ p ~ 2t1.') ,1; C 1.;) hlr1 ..: ~ (l,12,;.') Wp I L.1 ,;. 1-,; D --t . g_ ~ iJ ( L17L,_) ½.l L1) , .,A1' ~Ufl#Jl2-vll'J$ . i,tP-<JJ5 .,t:( ~~ {/J~ . tz~ ~.~.sw q,,tf:sP: ~c-z~~:t/~-z.o ~ 1bf P4' -r ~ @~ (,z) ~ tC:>( ~.c i>c. to-# -1, :. (/J.4'5~ ,~~ J * ci~ ~>½-:z* Zi>) s Gf "4-~ r1e:G,4~1'0.c, . T: C4)*-ct~P<-F-~ ~~ r~ • ,A_! PtJT2-vl~ fZ.-,:;: tJ,#x-Iltt ~x (~~'+G'>:,i~ :2~) ~ Cf.6-tP~ TIE..@ &'-or~.c. 71e-s@ .q,--t::?~ ,-(.e)JI[ q~ ~ -r~ 1~ t:.("1-pq; . T ~ 1,1 r_.--r~ t;.714- 1) ?:.. Ve,,c> '1./1 L.d-lf w~ ..,..._ -~ ~ sr:<-·~ ~ 'di I \ 1 I I ·R2~ Engineering, Inc. PROJECT_J..A.;;;.~.i::.;;..::.:='---------- SUBJECT_~,~~~A~-~--=--;z.=~=t.-=----------- JOB NO.-,{f1:_,,_._'.&JJ...+-_ DATE_.._/&_'t"-'"J __ SHEET i?;s OF_. I ~-I -.-, ?._,;z.:....; -'-1~ : -011Zs:::i'" --:::,-n_ -:-o ~-:-_ w~ -:-1 ::s , ~1..J ~ - I I I I J t ... ···:-::-· I I I I I I I r; .. ~...:... ,·. I r-..-::iJ ~'1:::--p!~-== JA:-1'-=a.:<. t...::=-..:b-:-* ~r..:-/ -:-11-..-J"'-u._=1.::l..1 !J~ L..:.C::i:::t i? t.J~ ~1::'? To 'i('";:-.~ i..,14.1...,(.._ -;-, = ~,.ci..,r.::>S LJ,A.L..L-i"'1 ~ ~ s a. rlJ rz..:-."' A-."t,S:' ~ _ . ~ .? ,-=-c:. ..... )··~ . , I I 1 •..::.-I ' l~b I 1 ,%!-::P°,..Hc .. ! ;~~- I t ;· "IH. 11:ttr.'H iO =: n;.i,j r;s: +:: . .x:rr.s.~ : : -,· ~/ (II;~~.;~~ I I •' AT ~•-l.P...:'lJ,. e,Q 11 -~i!E,,,,..;::,-1 I l ll ·n i..4' ... I I • fr-==-' ~ : : ;!: I uf1uu \ \ • , , L-J--.l"TTJ.C,l NAr...5'1 -m 71:P OOl:l I I l • V/ ft~ V0:::0 -."z::,I ,1,j fZ" Q t II IS".~ .. 1 t f1 ~ "IN. EM3EI. ?11'11' VCXX)'J i"Y?!CJ.L • '1).RJ IC ::S ,;.oa NOEJ · S.:.:.E' ,i I IH JJIS:' 0-0:C. PA'iiE.=.N IC :c>i.r , • .msT 11$1 P..NC----- 1 ~l[L . I I ---$_ R2H Engineering, Inc. I PROJECT ___ .~Ai.c....2...,_Ykf...u.lf}t-________ _ JOBNO. q1J'tJ DATE J0//{7 I ~y 4(10. SUBJECT ~ :J?>l~ ~ 1¥ KC SHEET of. 3 OF -- I I I I I I I ·.·---. I I I I I I I 1~ I • C.£0,"1. ~~ t:.) ws..o lb ~ ,z.• I} ~ -1/~-:z,!h-- -,-~ ~ ( Gtt:f-;Z-6"* :2-) ~ . Z11 UN9 >e Z-$!,OSS ~_/83 ~--t:J.1"' ~ " q. 1 ,c.."" -t-6%v,;: J'Z.,? 14 . I e:,) ft--CAP~ ~!zt.t ,x. ~It W£06 I~~ ~ 1b-¾~ *' /,"?'=? ~ J4~ r+s---Z.!r'5J:._ -. f/~ H )to ,4-l{ VJ t:6 ~ $ a ?;J:, 3~ ~$1 ~ f, ~'3 '( 1/f;~ -f'I C J4',4 ~ ----:,,.-'9/21, ~ "?" WIO$. i pA.lLJ"° e>..t;;e ~~~1 l.-f.~~* ~/lb.:4' ~"-t&:,,z,~J t;~lf y, -p11 Wlt)S l~ -s o.1, '*~I~,«:; /.o/3~ tt,./~ ? s Jo.e,11- .?) ~ t-1.e'PL. ~~tv(- 1/e "JA1N f?A:1;6 1-1eJA1-r A~~ U"5€' ---C,,(:,ft,,a,~ _, ~.4o It-¾ ~-SI -« C, [-:ZS°'"',.: l,?i ~ 2. '3"} ~/,fl 1tJ 'f/lFl..6 < toz ~ 11 ~ waa ~"56 ,-,(/l:$1..., e;v?;tJC/fy : 1.-31~ "2.Pu 'Z St»a ~ -~ I= --e;:dVSZN ~ '2-i.~Pti ws:,t;> ~ µer.At-~ ~ -z.s., '½ • , z..s t « z. ~~ ~ I I. . ... -~ •'1<st1 °? II~ (/'/IU) ~ f{&Tlfl-~~ ( "1,-._'::,:f 3/J_,j .. 1:;j. ~ ~--~ ~~~ S:-~'I?:_ 3 ___ :-· ~-'. _· _· -~ l/ 1-rs/47 I du, R. HE . : I v1J..-i /L'7 . W. · 2 ngineenng, nc. . JOB NO. ---"Jf-!..,;....]"T.:.....J,___ I . . PROJECT __ A_~~Nftt?K..~-----------DATE __ U_Jlf2~---I ·,r ~· SUBJ~CT Le,,.-~L, . SHEET cJ.1/-. OF __ I I I I I I I ·-: -.. ~" I I I I I I I 1.,_: I ' -~ \( _j' I. '5Llf7DIAPH !2AG:,M AT WALl,.., r ~ D.. ) \\ ~ rd~ 1..- I I I 1 7' I • -·"------1··-, 7 ' &jp.L?:::IZ_; T'fPICAL- 1vPU~t-lH / V" AL.lO'IGJA6!-E. AT WAL.L-T 1 ~ 1d I i2~1o; ttbt~-41 /2:i;t ? .... r-~ -5.; 'i y -s ~/ © AT t,..~A)( ?Llf::iD1APl~jZ-AG:rM 'd I i2E"Q10 . · --4-~-~-1:.(1"4lr-4£7'Y~f'1~wf ~ ~,.-7, ~-u~ 6&q 4:r:>/ . ::;.. fi:Zf . V ALLO~A SL-E'. AT 1' ?Ue>OtAPH FA C:::,f./i "-J -::{tf~PtH 1J'-i.. )/ ~ 'l5 AL-1.DWASt,E. --.J_ 11 2q1 ptf <.. rte> · ?L,\" {f!!J v . ?j~AP P...T '?0~PLlfZ,-L.-1 N -f r f2 (.. ~'') Nt>l'-'l~a? 0 F 'f ~ -\ ~u,-,.~ or 'I'-> ... . f ::, q~ Ptf-ie "t I* +/5 ~ 7/~_t{ I !..l '?::. '?T~P !c,G,.A. ~~,~ '/.. 4,-z)l W / '2~ -10J Nf.).1\.v7 :A.l!JD A 1. ~o w ~r.,!.,c:,::: '?~ : · ~tp IO G,1rz,~rz. f'-; f2.(..L.."') r-=-Cr~4f>r~ 1-,)~£ ------------- 1· I $ R2H Engineering, Inc. PROJECT 6$~ JOB NO. 17 /f? DATE /0/17 I --,!W P(l)J\ SUBJECT 'fr'/~ Pl#~ SHEET 2,5° OF __ I I I I I ·I I·-. I I I I 1· I I _',t_~D._i.4Pl~M-----· -------···--~ . ---___ ----------------~::_:_ . ·- d~-~ . 'fb4-'Pl,f-'f ,zA-1 .,, °_]_ .._ 11 I I . -. . -· . -z.. .. . ~ 1?:,[) .... ~ '59 3 ~ ,s: Vt. A"f 4" 1>t.$~~t,/I --·-------· ------. .. . .. u~-~.,) ;o1 //Au-5 otl~ -e-v't? 14'rs~ · f~-,J' qtqplf-'*" 4-1 ~ 2.,h_, ~ 1,6oc)il- . -------··--:--····-------.--------------------·---------- ~ --•• --.. -• • --• -------,t -·' ; ! ~----. --~------,--------------0-------------. --- ' . -----··-· ... -----·-·--· --------------•-------·-·-----·-.. -· -----------· .. . . . . .. -.. ' ' ---------------------------------·---------- I .·.· . --------------- . . I I . , '• . . . .$ R;P ~ngineering, Inc. . JOB NO. ~7147 I PAOJECT_-i-J ___ it....::'IA1fa=~-..__ _______ DATE fa.!q? I--~:::..:..~_.:._-;;;;._:-___ -_-_ -_.,....s_u_BJ_e_c_T_-=$1 __ ~_._?_11_E-_.s_-__ ~_efi). __ ·(k_1_1_~_'5 ____ s_H_E=_1 _.2._h_-t __ o_F_,___'-_ I I I I I I t ',;'~~- I I I I I I I ' I?--.. ·-.. I ~? TIE. ~N~··naj ~c E: -=-~-~t, '.(. MA't. #-.U.C~~ ~JJ~lp'I-! -\~ :A 'i: £\ ~~ -r t...u. =-·As. (. c,') F'i -=-[( 4--.. i.==s). a+-;. s J. l, (:;c '.) -==-t;. -;~ '!C- ~ y 5$00:;. NUM~~ Of, i-\~\t.S ~ E,>-\1> -=-F- "$ "i1<A f', :.)(A~=-: [':, , . ~ O .¾ io ~ ~ ;:.~ H2;;:. l,N;E.. \to=iA, ~ Jr~'.,.llCE. ,-4~11 t.c~9 $4.-r.AP e ~, c '' o. c.. w / \ed. AA\L,S' ~-. ~14-o - ~cc::. _,. ;2.L:: ~,. ~ i:u.J ~ ~~ v-:.,-.4' --;:>, .... --l ,-....., ~ "=>'-,-.. ,-C-, I -"'"' \ I -~ N~.!.!..l!-;~ LA";'~U7 \\A. 'Go -;:o~ z.!1-..:~ \.,..(~ I '\ . :::,,.,U:l' '~ -~ '"4-:... "~ ,_ I J. y,..u-, \)"-1 1 • -'. ~ • r-,-,-;' J ,.., ~ ;...i-l..,, ,.,, 1 F:, ~ '=: ~-t\ \J \i):.. f !,{~~ \~ ~ ""i'f!U ~ ' I ' ,. j ~ r,lkJL,S · j !'-{A 'X. Aue w.Aa,;;.. I I ~ ..... 'D '-~or-\ -i .. ::::--~ ! 1::::,.. I .-:~,. ' ' .._ I • n1r(i , 1~. ~ :;. =-L I. '71; _. ..,, ! I J IZ· ~.?~ ' 1-=roc;:::; · I i I Tiu..-= \~ (1~lc.\= 2 C,z;;,Z J::; -S,k y zc,oo i 1 . i l ~ • \0~ '24 · i o;. ?0. ~OJ '.?+· lO.-{ 7-f&.co=- ??00 i:: 4-4-ao -- ~coo ~ ,--. . . ----· ··-·--------· ·--·--··· -··. ~ R2H Engineering, Inc. JOB NO. q71tfJ I~ PROJECT_""-@~:Nt11$}l..:..L..£,i,<·::;;..:.._ ___ .. ______ DATE /t)/97 -.. ;( ~ SUBJECT ?!l/2/)/~ ~-f5 SHEET ,2 7 OF_ 1--------------- I I I I I I I t<:? -,·~ I I I I I I I · ")·· . ~ -~ . - I 1 I I l ·1 ,G.!,lS,f)r:.Uw.-f 'l!h,---{ I l I I I r:;t1J -=ill --~--_: ,(r;, LJ:i? T-. · .. · .. ·r. ·. -.. · .. -~ · .. ·-. · .. I I 1 i-,._ .('· 1 ·-. -•• ·-. ·, · •• ·-. ·._ · •• 'f... · •• · •• · • .:..J ~·11 -----I "···· ,t ~-~-: l J I I I I I ·1 1 I I I -~ • l l I :·· .. , .. r , . l I .i1.:i' ·· I I I I . I I I I I I I I I • I 1----:----:--7""· -:--·:-: :-1 U - I . • • • • • l ---·-----.:.. .:.... =. I , - 1 I I 1 I I l ,Jill j _,;,/Jf:;, 1 j I C. ,,..._· ,. .. r.,:: .!,./'/ • 0, l..,:;1}, -)I. "'f \w'lv:::;;, ,:. I - L.-:'r-ib <:sfµ:"' w/ -!O.J )-{P-JL-S. i,:... E.Ji7 (-? a- t -· (VJ I.,.-:, l-1 A '.,C. ::.,I.. f:N p) • •• • •• ·-. ·._ ·-. ·-:-. ·-:-. · •• • •• ••• i -, -- 1 I 11 I. I .)!1 :{,f: I . ll ~· JiGC::J.A..." 4 WlvS. x ,---.., tit -------- . 1]T~=~t~_::---: ~ ..,.. J11N. i..o.lc, ':;)r~r ~; -!v.d HAIL..~ ~ e..Jt::t ;. --.--. I .... _._. . . . . . . $. .· Ri_II Engineering, Inc. . · JOB NO. CZzlt/f I -· PROJECT-.;.,/4...::-S~fAQ:...U"-"@l~----..,.-~--DATE · lt?/lf/1 -\._---a:-l?H'i~---SUBJECT 4I 1\%~~ .z::t Cs::?L-\J/ ~""'?!::-:' t c::.-SHEET ;;..~ · OF_ 1------------- I I I I I I I -:: ·~:,.;:·:-· . .,_ I I I I I I I l•.:.:.:_o-.:·· I /1/-~ ,, ___ L_ _____ ._,_,.: fll --·~-~ ~ t-L'~,-,:----,e;----- ~'r~ ,v,. i1 _ -1.H---- i..-c:;{ I --~~ ... ..- -~~ :==:~= .__,/ [--,-n \ ./ . -- I .. $.-_R2H Engineering, Inc. JOBNO. <{7lr/.7 DATE /D/17 SHEET c9.'f OF I . PROJECT_~~'-""-+J'vtfl§ .......... '-"'l_"-_______ _ _ _,~-----SUBJECT __ 5cJ=-=-/!,--j:;i;"""'"'~ ... ~ ..... ----,_.,0......._ ____ _ I I I I I I I· I :L .~ I I I I I I I ,.,.· I )Y /:,:.J~~IP.. P ~ fz..A-~ i'~ OE: \J E,.L.,O;:, Ni S:l.JT T~j,.J":?Fe;:z -:,Ut:;1/IAPt--\ j2A~!V'-.. t-0AO'? j;Jj0 6jp.Oe~ ;;, ~Al\...lr--.Jl..:.? Pl-'fWOOt)""iO .e,1~osz e,!...-OC,~l),.J~ L-ei-Jl:,1\4 or P::il...ltw, zEq o:: . 4:t?.1 ~ /2 L 1w ) $ ~1.1 r, L-OAO -ro. bj~e.rz---7 ~ OJ~Pl-iiZA~~ 1.1"' ~JN~ 7'µ~~ AC:-C. 4-· i?OvT~ 0$t... Si+iZ l'N 8 1 ';)~Tl.ON p;:-._,._, • Z. 8 Li~ z...::;\) I, -:,7, /o = z. :,:.~ /F-r > ,'PJo o/w c o,A?l4~M ~Hri ;..JA\\,,\ IJ" v) v-J=1-0 P., 7.? C:,l~I?e.12 ~U,lA-9/-\,-ZA&M SI-!~ }..JA)\,\~L, V) t.;o~c To SA.~14 Pt...AT£: :: ,,170 Co1)/ 4-~1 :.., M • 1A& ( z.:;\ ~ ~-~ ..J • {,(/k, Jt- . r-..11/J..; = ?ks (_L, '; -::: A. --:-. . ,-~ = (.4(;1'- liJ-~ I'-/ ]N r-.J • /·'le,/ 4.:; • "·?'2-it-; uJ ---,,.-,-...,-----1/ o/upV 4.=; @v -~--/~· T-c"-WtO. T .,8T- I i "-l"UloH I -~..I ... ___ -- I I I I I I I I I l- 1 . R2H ?,ngi.neeri.ng, Inc. PROJECT /§(~ SUBJECT __ -_1_!~..,.-~_~!,..;~l~A~t,..~:.,-~~--------- ... ...,,,,..,,.... . ,. ,,, ' •• f"" . ..1,-...,, l!!..:::::"'!L....._,A.1 r • ----• .,,, ••-___,I ! I : l I I"" • ;,,,-,,,.J. ,"'l V' •. ::,;x-:?,0.t.-uz:: • -;/ I JOB NO. 17/47 DATE 11(:tj SHEET , gtJ OF __ p= C:.~~:!: . " C:, ._,z:· Alb.:~~ -'! • I A. . I ;·· ,,,A..!.j,.;. :..,·...,. ~ ......,,. .. r .. --=-• oo z.:::,. l 11.') c,. z.:::; ~~7") -:.-. 1 B 7 =, =. 1.,. /?:i v ~'!:. ~:::;,Q l ~tj ~:, . '¾ I L 1-2) / \ b : , 1..0v7 )". l 57z; -'i_1_u_t--e_, ___ r"_\ _==_ ... _~_! .c.--_" ._n_: ~ • , ~ l C. 1 'Z. J j l fJ ; . 1-o rJ7 ) ,·:..o Z? b 11 V..JA-V-..1' f~--I"' ; .00 ii:; u t-) 1. 1,.'5\L~C-"iJ ~ .. ,z. \ iS.;-/ f, I ut,~ ,:-~e 12-'i ;:.a. -l ~'-> . 1.. 11t;:, ,..,, . fj ·:2,. f ',,,...IA i.,,J,.,, -?~ l-..: = , ~z!;C.1 t.) 1.1:;, fJ e:r -= . z..s:,-z..s :=--; rr I l.) !;-E... =-~ G \'2.. I\ I A,-•. .,_, I ) • -Z...? 'Z--'? I ""'r '' W/..IJ,, .;:: • ~, -=-0 ~,; J::. , , .., \ c::. '7:.. rJ .:-, ~ ..., .l.-; ,.._ ~-h::-~ T ;y • ,._ • _.I., ,, \i.o • .... J c,,,; f .,,,,. ' ._. I '-"' • •--:J / ~ I 1-u~ ;=::;en) I 1~· .~1 1 ,_ ~-i~ · I . '1½:'w.A-u... . . .oM. tJ ~ .o~v; e, 11. \a, -:p::, \Jc:,-.. ·• u.,z,.t;;:,-... 1rr U c.-.,e:_ ~Q, \'Z,..H ~ ... ,";I R2H Engineering, Inc. PROJECT A~;YfJE"J?- !BY_-:))1#;..c....:..... ___ SUBJECT 5(J'{ PF fh4.AJ& H,< ~1~4--11 -f /t.-B ? ffe>~ JJt...~ /5~F *' 5 ~ 65'" .i- i) -,,vP/)cx.X7~ ~/1..t,f/v{ Q;l 'i'~ fl$<'~~ f!r-s ~,, + cf1 /JAl?A#er ~ P~ /3/S'r,r-eff / .::( :3n, ll e-s-8. '2-t-f c) Sol'/~~ l'~Nr-@ 7 h .. ~ n.r~ /jtt-Jo<:::J,,,,,, ;-tr~ U '-t Z1 /AM~ ~ f}l-'5t ~h .. ,.J ~ < 7. 2.S * JOB NO. _q--"-'7...;...](__:IJ.___ DATE __ / ___ J/t:(7 ____ _ SHEET 8 I OF __ --·-···-, s ti) e.-:. '-· . _____ .. -.. · • --· --_J _ I I I I I I I I I I I I I I I I ----~ ------*'-------~--------------------------! I I·-:··· ----·-. ------ 1 I I I I I I I I I I -~~==~· I I I I I I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300. SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Tilt-Up Wall Panel Design Description TYPICAL PANEL SUPPORTING SUBPURLINS 9 1/2' THICK PANEL I General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth f'c Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Job# 97147 Date: 8:03AM, 12 NOV97 Seismic Zone 4 Min Vert Steel % 0.0020 Min Horiz Steel% 0.0012 Base Fixity O % ·wall Seismic Factor 0.3000 Parapet Seismic Factor 0.3000 LL & ST Together Max Def\. Ratio Concrete Weight 28.330 ft 1.670 ft 9.500 in 5 10.000 in 4.250 in 150.0 145.00 pcf Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated I Loads Lateral Loads Wirid Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot ... load type I Wall Analysis 19.500 psf lbs ft Seismic #/ft ft ft Seismic Parapet Weight Counteracts Middle Vertical Loads Uniform DL 65.00 #/ft Uniform LL #/ft ... eccentricity 8.000 in Concentric DL #/ft Concentric LL #/ft Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Summary Seismic Wind Seismic Wind 0.226 0.117 in 0.161 0.092 in 58,002.8 29,996.5 in-# 41,430.6 23,572.6 in-# 20,714.2 0.0 in-# 0.0 0.0 in-# 7.508 7.646 in 0.161-0.092 in 77,793.3 45,111.6 in-# 45,697.6 27,839.6 in-# 16.316 in 18.000 in Parapet Bar Spacing Req'd: SEISMIC 16.316 in Parapet Bar Spacing Req'd: WIND 16.316 in Wall Design OK 28.33ft clear height, 1.67ft parapet, 9.50in thick with #5 bars at 10.00in on center, d= 4.25in, re= 4,000.0psi .Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment: Mu 77,793.28 in-# Maximum Iterated Deflection 0.161 in Moment Capacity 87,400.84 in-# Deflection Limit 2.266 in Seismic Wind Mn * Phi : Moment Capacity 87,400.84 in-# 85,534.83 in-# Applied: Mu @ Mid-Span 77,793.28 in-# 45,111.57 in-# Applied: Mu @ Top of Wall 1,534.76 in-# 962.03 in-# Max Iterated Service Load Deflection 0.16 in 0.09 in Actual Deflection Ratio 2,108 : 1 3,702 : 1 Actual Reinforcing Percentage 0.0073 0.0073 Allowable Max. Reinf. Percent = 0.5 * Rho Bal 0.0171 0:0171 • Actual Axial Stress : (Pw + Po ) / Ag 16.52 psi 16.52 psi /\11-•• -1-.1-. /\,..,:_1 (',1..,-...., .... -n A*_,.._ Aan nn --= ~an nn --: I r I I I I I I I I I I I ·=~~:::;:. I I I I I I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Tilt-Up Wall Panel Design Description TYPICAL PANEL SUPPORTING SUBPURLINS 9 1/2' THICK PANEL Job# 97147 Date: 8:03AM, 12 NOV97 I Analysis Data I E n =Es/ Ee Sgross Mer= S * Fr Fr= Fr Multiplier for sqrt(f'c) Ht / Thk Ratio 3,604,996.5 psi 8.04 5.000 35.79 Rho: Bar Reinf Pct 180.500 in3 57,079.1 in-# 316.23 psi 0.0285 Values for Mn Calculation ... As:ett= [Pu:tot + AsFy]/Fy a: (AsFy + Pu)/(.85 fc b) C =a/ .85 lgross !cracked I-eff (AC! methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) -\ Additional Values Loads used for analysis Wall Weight 114.792 psf Wall Wt * Wall Seismic Factor 34.437 psf Wall Wt'* Parapet Seismic Factor 34.437 psf Service Applied Axial Load 65.00 #/ft Service Wt@ Max Mom 1,817.73 #/ft Total Service Axial Loads 1,882. 73 #/ft Seismic 0.416 in 0.612 in 0.720 in 857.375 in4 43.19 in4 0.00 in4 0.900 97,112.05 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 0.750 0.900 1.300 Wind 0.405 in 0.596 in 0.701 in 857.38 in4 42.41 in4 0.00 in4 0.900 95,038.71 in-# Seismic 91.00 2,544.82 2,635.82 Wind 68.25 #/ft 1,908.61 #/ft 1,976.86 #/ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 I 33 I I I I I I I I I I I I I I I I I I I ·~:=:.:= .. · R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Job# 97147 Datil: 8:02AM, 12 NOV 97 Tilt-Up Wall Panel Design Description TYPICAL PANEL SUPPORTING PURLINS 91/2' THICK PANEL I General Information Clear Height _ Parapet Height Thickness Bar Size Bar Spacing Bar Depth f'c Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone 4 Min Vert Steel % 0.0020 Min Horiz Steel % 0.0012 Base Fixity O % Wall Seismic Factor 0.3000 Parapet Seismic Factor 0.3000 LL & ST Together Max Defl. Ratio Concrete Weight 26.000 ft 4.000 ft 9.500 in 5 12.000 in 4.250 in 150.0 145.00 pcf Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle I Loads Lateral Loads Wind Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot ... load type I Wall Analysis 19.500 psf lbs ft Seismic #/ft ft ft Seismic Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 312.00 #/ft #/ft 8.250 in 1.000 1.000 #/ft #/ft For Factored Load Stresses For Service Load Deflections Basic Def! w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Seismic 0.158 48,375.1 10,610.0 6.095 67,689.1 Wind 0.083 in 25,368.5 in-# 0.0 in-# 6.259 in 40,244.4 in-# Seismic Wind 0.113 0.066 in 34,553.6 20,124.0 in-# 0.0 0.0 in-# 0.113 0.066 in 39,261.6 24,832.0 in-# Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing 16.316 in 18.000 in Parapet Bar Spacing Req'd: SEISMIC 16.316 in Parapet Bar Spacing Req'd: WIND 16.316 in Summary Wall Design OK 26.00ft clear height, 4.00ft parapet, 9.S0in thick with #5 bars at 12.00in on center, d= 4.25in, fc := 4,000.0psi Using: use Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 67,689.12 in-# Moment Capacity 76,613.20 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage , Allowable Max. Reinf. Percent= 0.5 * Rho Bal Actual Axial Stress: (Pw +Po)/ Ag All-,.-~1-1,, ... .'i-l ~ ... --,.. -f\ A* &I-• . Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.113 in Deflection Limit 2.080 in Seismic 76,613.20 in-# 67,689.12 in-# 8,232.00 in-# 0.11 in 2,760 : 1 0.0061 0.0171 19.85 psi c4Cn nn __ : Wind 74,312.98 in-# 40,244.40 in-# -5,089.50 in-# 0.07 in 4,712 : 1 0.0061 0.0171 19.85 psi "4Cf\ nn __ : I l t I I I I I I I I I I I I I I I I I l···-·- 1 R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Job# 97147 Date: 8:02AM, 12' NOV 97 3S Tilt-Up Wall Panel Design Page 21 Description TYPICAL PANEL SUPPORTING PURLINS 9 1/2' THICK PANEL I Analysis Data E n =Es/ Ee Sgross Mer= S * Fr Fr= Fr Multiplier for sqrt(f'c) Ht/ Thk Ratio 3,604,996.5 psi 8.04 5.000 32.84 Rho: Bar Reinf Pct 180.500 in3 57,079.1 in-://. 316.23 psi 0.0285 Values for Mn Calculation .•. As:eff= [Pu:tot + AsFyyFy a: (AsFy + Pu)/(.85 f'c b) c=a/.85 !gross !cracked I-eff (AC! methods only) Phi: Cap_acity Reduction Mn= As:eff Fy (d -a/2) / Additional Values Loads used for analysis · Wall Weight 114. 792 psf Wall Wt* Wall Seismic Factor 34.437 psf Wall Wt* Parapet Seismic Factor 34.437 psf Service Applied Axial Load 312.00 #/ft Service Wt @ Max Mom 1,951.46 #/ft Total Service Axial Loads 2,263.46 #/ft Seismic 0.363 in 0.534 in 0.628 in 857.375 in4 39.28 in4 0.00 in4 0.900 85,125.77 in-://. Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads / ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor AC! 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic=ST*:· 1.100 0.750 0.900 1.300 Wind 0.350 in 0.514 in 0.605 in 857.38 in4 38.25 in4 0.00 in4 0.900 82,569.98 in-://. Seismic 436.80 2,732.04 3,168.84 Wind 327.60 #/ft 2,049.03 #/ft 2,376.63 #/ft UBC 1921.2.7."1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 I t i I I I I ·I I I I I I I I I I I I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Job#97147 Date: 8:22AM, 12 NOV97 Tilt-Up Wall Panel Design Description TYPICAL PANEL SUPPORTING PURLINS 7 1/2' THICK PANEL I General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth 28.000 ft 2.000 ft 7.500 in 5 8.000 in. 3.375 in 150.0 f'c Fy Phi Width 4,000.0 psi 60,000.Q psi 0.900 12.000 in Seismic Zone 4 Min Vert Steel % 0.0020 Min Horiz Steel% 0.0012 Base Fixity 0 % Wall Seismic Factor 0.3000 Parapet Seismic Factor 0.3000 LL & ST Together Max Defl. Ratio Concrete Weight 145.00 pct Using: USC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle I Loads Lateral Loads Wind Load Point Load ... height ... load Jype Lateral Load ... distan~e to top ... distance to bot .. .load type I Wall Analysis 19.500 psf lbs ft Seismic #/ft ft ft Seismic Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 312.00 #/ft #/ft 7.250 in 1.000 1.000 #/ft #/ft For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Seismic 0.356, 45,888.1 36,143.8 10.472 71,719.4 Wind 0.234 in 30,127.5 in-# 14, 149.0 in-# 10.592 in 49,724.7 in-# Seismic Wind 0.255 0.186 in 32,777.2 23,829.0 in-# 1, 148.5 0.0 in-# 0.490 0.186 in 36,724.1 27,775.9 in-# Maximum· Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing 18.000 in 18.000 in Parapet Bar Spacing Req'd: SEISMIC 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in Summary Wall Design OK 28.00ft clear height, 2.00ft parapet, 7.50in thick with #5 bars at 8.00in on center, d= 3.38in, fc = 4,000.0psi, Using: use Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu 71,719.43 in-# Moment Capacity 81,235.92 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actu~I Deflection. Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag All-•• -1,..1...., A,.,;_1 C',4,.,_,...,... -n A • .P- Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.490 in Deflection Limit 2.240 in Seismic 81,235.92 in-# 71,719.43 in-# 4,080.30 in-# 0.49 in 686 : 1 0.0115 0.0171 19.58 psi .can nn --= Wind 79,979.74 in-# 49,724.66 in-# 2,971.80 in-# 0.19 in 1,811 : 1 0.0115 0.0171 19.58 psi -'IC-I"\ nn --: 3b I r I . 1 I I I I I I I I I I I I I I I I I •:•:•:•.· R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 Title : ASYMTEK Dsgnr: SRU Description : Job# 97147 Date: 8:22AM, 12 NOV 97 673-8416 Scope: Tilt-Up Wall Panel Design Description TYPICAL PANEL SUPPORTING PURLINS 7 1/2' THICK PANEL I Analysis Data E n =Es/ Ee Sgross Mer= S • Fr Fr= Fr Multiplier for sqrt(f'c) Ht / Thk Ratio 3,604,996.5 psi 8.04 5.000 44.80 Rho: Bar Reinf Pct 112.500 in3 35,575.6 in-# 316.23 psi 0.0285 Values for Mn Calculation ... As:eff= [Pu:tot + AsFy]/Fy a : (AsFy + Pu)/(.85 f'c b) c = a I .85 lgross !cracked 1-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) · / Additional Values Loads used for analysis Wall Weight 90.625 psf Wall Wt * Wall Seismic Factor 27 .187 p~f Wall Wt* Parapet Seismic Factor 27.187 psf Service Applied Axial Load 312.00 #/ft Service Wt@ Max Morn 1,450.00 #/ft Total Service Axial Loads ·1,762.00 #/ft Seismic 0.506 in 0.744 in 0.876 in 421.87.5 in4 28.12 in4 0.00 in4 0.900 90,262.13 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads ( ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 AC! 9-2 Group Factor ACI 9-1 &·9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 0.750 0.900 1.300 Wind 0.496 in 0.729 in 0.858 in 421.88 in4 27.80 in4 0.00 in4 0.900 88,866.37 in-# Seismic 436.80 2,030.00 2,466.80 Wind 327.60 #/ft 1,522.50 #/ft 1,850.10 #/ft USC 1921.2.7 "1.4" Factor USC 1921.2.7 "0.9" Factor 1.400 0.900 37 . I l I I I I I I I '--. .:~:--· I I I I I I I I I R2H Engineering, Inc. PROJECT __ ,1-'A'-'-?i.......,@........__.e{L'-=--_____ _ JOB NO. q7 / L/1 DATE ll/q1 SHEET ;JJ{ OF __ ~~ ~~--1,_J '-1.:€. 'Z-15 -·_ 4 1 _ Pts1... Svr'.17~/Jf-.. /"'AI.--Z _tt:1J::. "r.'.'.' . .,W/&f~S"--OfllG ___ .:5/t:)€. ___ €_ ffe/t.((~ 4-1 -"7 ~ c,.}/,V.c:tz,.),J" olJ c7n{S1.. ~~ ¢11-10 ~ ;1,S-fS,= >Yr-1:B ':f-'l',. +-8" ~ $2-l''r 1-' ::::S.~te < tJ ~ /!"1l"'SF--:1t> @7/t-B ') * .::7.3 ~ //4-8 1'' fs .::;-,.- -~ /Jl.,<-/l1/1'SF>'t' IG 1 >t {?-:7S-Y-8,, )· s G'7'it>l- f'1 / @ -u;. 7~ h-. f)f_,-$.. /17~~ ,z,~,,~ </.7S"4-e"t-<f1 s:. ;3c;7 #-e.r ,6,-zi;;',.,,.., "7'"' ~ /)~ ~ -~ f'S,,:;.-IS ~/~ -8 f.; ·{'/6.~,.. ~ 7t>6 ·/J. ~ 4, -~ 60 f'"S/:" ~ 5 ~ §>::t: <!+<it:£, > /or::t!:,,;, 'f-1 rr,~ P P f.)' •. Ff F.5' -r;:r P FJ' F " PM~ -I_ l ~/th I jC, f .lb. I 1,.,'2--l,Z,,:; .,:t-61 % ..... . .. ·-·-·- ~/ P/S'L w/ f.AJ(l.. '1p 6~ /6~ pV/Alt7PW.1 .1rVG Sl'DG ~ ~ '2.7 1{r1¥1fS.-v;)_ -ft;lbf4> ~ ;z.1/. Ar ~ ·2/1.. ti.:~ ,,111.,.;•i' _· .• _v)Jt,:)03_~,~~E:.~.(B.'+-4'~!.J_ ~-91 ~------------.. . . ~-. ..:. 7fr7_fat>C,·-@· / J.J·_ ... -·:-.- / . . . /h>F IX., ~ -IS~_;,,. f/4: 'Z.-'/'1 I @ 16,s ft> 1' . . . . _ _ .. -,:., _ . "'~ ~ /'fb:>., . e .. I"/ . .. . 4-1 I ;;,,_~-~ S'-lf.--riwz.."'/..~ i ~-(,!,<fS# ------. f_...!:__ ~ •. '3~_J[q P-51:"< B.~' Jr: B '._ ··:e 607 tJ;._ ~. 1.S.7.:f _________ ..,~--------·--1 I t,L-~~ W l ~ '7,. "'J.. ,ft ~ ~ ,ZC,.4/0 J. ~ pt, ~ 11'1~4: <B.s'~ &Jr.f') .i: "io3G/d 1 ~ P'-' ,!. ~/'?F 'it--/0/ ~{.B'r~') s fc.£dfl 4'/ ,:, -.., I .i « .6'::>fl'S'-it::. ~ 10 I~ (~4-(/1 ) L" 'Z-',......u /J e-c 6.7S Of:c (/bJFS ~---/:&6 -. , . U./J,D. -0 ;4; /J/41.)5'-.J. ,Z1-t2.,3 f !2-)--ii.5 ~ ~ b) .,er /~ ~ .... ,~-*'6 ~4( ~. I I I I I I I I I I -~::;:::.::: I I 1· I I I I I I / R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Job# 97147 Date: 2:31 PM, 11 NOV 97 Tilt-Up Wall Panel Design Page 1 I De~cription PANEL 1, 16 AND 25: 4' PIER,WITH A PAIR OF 16' WINDOWS ONE SIDE AND A PAIR OF 4'-9" WINDOWS ON THE OTHER SIDE ( PANEL 25 GOVERNS) I General Information Clear Height Parapet Height Thickness Bar Size ) Bar Spacing Bar Depth Max DefL Ratio Concrete Weight I Loads · Lateral Loads Wind Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot .. .load type \ Wall Analysis 26.000 ft 4.000 ft 6.250 in 5 3.690 in 5.000 in 150.0 145.00 pcf 82.000 psf 963.00 lbs 25.750 ft Seismic 114.00 #/ft 15.'500 ft 12.000 ft Seismic f'c Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone 4 Min Vert Steel % 0.0020 Min Horiz Steel% 0.0012 Base Fixity O % Wall Seismic Factor 0.3000 Parapet Seismic Factor 0.3000 LL & ST Together Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle Vertical Loads Uniform DL 1,307.00.#/ft Uniform LL #/ft ... eccentricity 6.750 in Concentric DL 6,396.00 #/ft Concentric LL 1,008.00 #/ft Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 For Factored Load Stresses For Service Load Deflections Basic Def! w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Seismic Wind 0.859 1.215 in 79,522.3 105,626.9 in-# 145,258.1 152,302.5 in-# 6.474 6.658 in 169,963.4 177,007.8 in-# Seismic 0.613 56,801.6 52,852.4 1.507 77,557.6 Wind 0.964 in 83,623.1' in-# 79,707.1 in-# 2.107 in 104,412.4 in-# 18.000 in 18.000 in Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND 18.000 in 18.000 in Summary Deflection > Allowable l 26.00ft clear height, 4.00ft parapet, 6.;25in thick with #5 bars at 3.69in on center, d= 5.00in, fc = 4,000.0psi, Using: USC Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Wind Load Governs Service Load Deflection : Wind Load Governs Maximum-Iterated Moment: Mu 177,007.83 in-# Maximum Iterated Deflection 2. 107 in Moment Capacity 246,421.65 in-# Deflection Limit 2.080 in Seismic Wind Mn '* Phi : Moment Capacity 250,365.74 in-# 246,421.65 in-# Applied: Mu @ Mid-Span 169,963.42 in-# 177,007.83 in-# Applied: Mu @ Top of Wall 15,396.15 in-# 19,300.15 in-# Max Iterated Service Load Deflection 1.51 in 2.11 in Actual Deflection Ratio 207 : 1 148 :1~ Actual Reinforcing Percentage 0.0168 0.0168 Allowable Max. Reinf. Percent= 0.5 * Rho Bal 0.0171 0.0171 Actual Axial Stress : (Pw + Po ) / Ag 133.26 psi 133.26 psi All-••-""''-/\,,:.,..1 ~ .. ----n A*&•-.i1an nn __ : ""en n" __ : I r I ~ @ I I I I I I I I I 1· I I I I I I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 Title : ASYMTEK Dsgnr: SRU Description : Job# 97147 Date: 2:31 PM, 11 NOV 97 673-8416 Scope: Tilt-Up Wall Panel Design Description PANEL 1, 16 AND 25: 4' PIER WITH A PAIR OF 16' WINDOWS ONE SIDE AND A PAIR OF 4'-9" WINDOWS ON THE OTHER SIDE ( PANEL 25 GOVERNS) ] Analysis Data E n =Es/ Ee Sgross Mer= S * Fr Fr= Fr Multiplier for sqrt(f'c) Ht / Thk Ratio 3,604,996.5 psi 8.04 5.000 49.92 Rho: Bar Reinf Pct 78.125 in3 24,705.3 in-# 316.23 psi 0.0285 Values for Mn Calculation ... As:eff= [Pu:tot + AsFyyFy a : (AsFy + Pu)/(.85 f'c b) c=a/.85 !gross !cracked I-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) / Additional Values Loads used for analysis Wall Weight 75.521 psf Wall Wt* Wall Seismic Factor 22.656 psf Wall Wt * Parapet Seismic Factor 22.656 psf Service Applied Axial Load 8,711.00 #/ft Service Wt @ Max Mom 1,283.85 #/ft Total Service Axial Loads 9,994.85 #/ft Seismic 1.241 in 1.826 in 2.148 in 244.141 in4 120.87 in4 0.00 in4 0.900 278,184.15 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads ACI Factors (per ACI, applied internally to entered loads) ACI 9°1 & 9-2 DL 1 .400 ACI 9-2 Group Factor ACl·9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 0.750 0.900 1.300 Wind 1.187 in 1.745 in 2.053 in 244.14 in4 117.53 in4 0.00 in4 0.900 273,801.84 in-# Seismic 12,195.40 1,797.40 13,992.79 Wind 9,373.35 #/ft 1,348.05 #/ft 10,721.39 #/ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor Page 1.400 0.900 10 r I I I I I I I I I I I<,-"· I I I I I I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Job# 97147 Date: 4:26PM, 11 NOV 97 Tilt-Up Wall Panel Design Page Description PANELS 1 ~, 15, 16, 18, 25 AND 32 -4'PIER WITH PAIR OF 6'x16' WINDOWS ON ONE SIDE I General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Def!. Ratio Concrete Weight J.Loads Lateral Loads Wind Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot ... load type l Wall Analysis 27.000 ft 3.000 ft 6.500 in 5 4.800 in 5.000 in 150.0 145.00 pcf 59.000 psf 607.00 lbs 25.750 ft Seismic 71.40 #/ft 15.500 ft 9 .. 000 ft Seismic fc Fy Phi Width 4,000.0 psi 60,000.0 psi · 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Base Fixity Wall Seismic Factor Parapet Seismic Factor . LL & ST Together Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle Vertical Loads Uniform DL 936.00 #/ft Uniform LL #/ft ... eccentricity 6.750 in Concentric DL 4,715.00 #/ft Concentric LL 2,400.00 #/ft Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 4 0.0020 0.0012 0% 0.3000 0.3000 For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Summary Seismic Wind 0.976 0.925 in 91,295.2 83,544.4 in-# 150,997.3 126,934.9 in-# 6.604 6.771 in 177,718.6 153,656.1 in-# Seismic 0.697 65,210.9 58,6i9.0 1.988 85,400.2 Wind 0.733 in 66,082.5 in-# 59,550.6 in-# 2.095 in 86,271'.8 in-# 18.000 in 18.000 in Parapet Bar Spacing Req'd: SEISMIC 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in Wall Design OK 27.00ft clear height, 3.00ft parapet, 6.50in thick with #5 bars at 4.80in on center, d= 5.00in, fc = 4,000.0psi, Using: USC Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Service Load Deflection : Wind Load Governs Maximum Iterated Moment: Mu 177,718.57 in-# Maximum Iterated Deflection 2. 095 in Moment Capacity 208,366.25 in-# Deflection Limit . 2.160 in Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Seismic 208,366.25 in-# Wind 203,884.70 in-# Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent= 0.5 * Rho Bal Actual Axial Stress: (Pw +Po)/ Ag /\11-•• -1..1-. h,ft-1 c:",4. .. ___ -n A ,t "1- 177,718.57 in-# 10,626.52 in-# 1.99 in 163 :1 0.0129 0.0171 119.83 psi <4Cf\ "" __ : 153,656.14 in-# 10,696.04 in-# 2.09 in 155 : 1 0.0129 0.0171 119.83 psi <4CI"\ l"\f'\ --: 41 I r l I I I I I I I I I I I I I I I I I I I R2H ENGINEERING 11545 W .. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 Title : ASYMTEK Dsgnr: SRU Description : Job# 97147 Date: 4:26PM, 11 NOV 97 673-8416 Scope: Tilt-Up Wall Panel Design Description PANELS 1,2 ,15, 16, 18, 25 AND 32 -4'PIER WITH PAIR OF 6'x16' WINDOWS ON · ONE SIDE I Analysis Data E n =Es/ Ee Sgross Mer= S * Fr Fr= Fr Multiplier for sqrt(f'c) Ht / Thk Ratio 3,604,996.5 psi 8.04 5.000 49.85 Rho: Bar Reinf Pct 84.500 in3 26, 721.2 in-# 316.23 psi 0.0285 Values for Mn Calculation ... As:eff= [Pu:tot + AsFy]/Fy a: (AsFy + P~)/(.85 f'c b) C =a/ .85 !gross !cracked l-eff (ACl methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) / Additional Values Loads used for analysis· Wall Weight 78.542 psf Wall Wt * Wall Seismic Factor 23.562 psf Wall Wt * Parapet Seismic Factor 23.562 psf Service Applied Axial Load 8,051.00 #/ft Service Wt @ Max Mom 1,295.94 #/ft Total Service Axial Loads 9,346.93 #/ft Seismic · 0.993 in 1.460 in 1.718 in 274.625 in4 106.33 in4 0.00 in4 0.900 231,518.05 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads / ACI Factors (per AC!, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor AC! 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST .. : 1.100 0.750 0.900 1.300 Wind 0.948 in 1.393 in 1.639 in 274.63 in4 103.71 in4 0.00 in4 0.900 226,538.55 in-# Seismic 11,271.40 1,814.31 13,085.71· Wind 8,993.55 #/ft 1,360.73 #/ft 10,354.28 #/ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 I ' r I I I I I I I I I 1, I I I I I· I I I I R2H ENGINEERING 11545 W.'BERNARDO CT. SUITE 300 SAN.DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Job# 97147 Date: 4:46PM, 11 NOV 97 43 Tilt-Up Wall Panel Design Page 1. I Description PANELS 2-4' PIER WITH PAIR OF 6'x16' WINDOWS ON ONE SIDE I General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Deft. Ratio Concrete Weight I Loads Lateral Loads Wind Load Point Load ... h(;)ight ... load type Lateral Load ... distance to top ... distance to bot .. .load type I Wall Analysis 27.000 ft 3.000 ft 6.500 in 5 4.800 in 5.000 in 150.0 145.00 pcf 59.000 psf 607.00 lbs 25.750 ft Seismic 71.40 #/ft 15.500 ft 9.000 ft Seismic f'c Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Base Fixity Wall Seismic Factor Parapet SeismiQ Factor LL & ST Together Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle Vertical Loads Uniform DL 1,980.00 #/ft Uniform LL #/ft ... eccentricity 1.000 in Concentric DL 4,883.00 #/ft Concentric LL 2,640.00 #/ft Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 4 0.0020 0.0012 0% 0.3000 0.3000 For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Summary Seismic Wind 0.935 0.895 in 88,366.0 81,266.9 in-# 161,122.5 135,414.2 in-# 6.587 .6.777 in 187,843.7 162,135.5 in-# Seismic 0.668 63,118.6 59,685.7 1.990 86,407.0 Wind 0.704 in 63,913.5 in-# 60,517.9 in-# 2.108 in 87,239.2 in-# 18.000 in 18.000 in Parapet Bar Spacing Req'd: SEISMIC 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in Wall Design OK 27.00ft clear height, 3.00ft parapet, 6.50in thick_ with #5 bars at 4.80in on center, d= 5.00in, fc = 4,000.0psi, Using: UBC Sec. 1914.0 method ... Exact, Non-iterated Factored Load Bending : Seismic Load Governs Service Load Deflection : Wind Load Governs Maximum Iterated Moment: Mu 187,843.71 in-# Maximum Iterated Deflection 2.108 in Moment Capacity 211,594.72 in-# Deflection Limit 2.160 in Mn '* Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Seismic 211,594.72 in-# Wind 206,494.83 in-# Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 '* Rho Bal Actual Axial Stress: (Pw +Po)/ Ag /\11-... -J..I-. A,..:-1 ~ ...... _,... -I\ A*_,.._ 187,843.71 in-# 4,553.32 in-# 1.99 in 163 : 1 0.0129 0.0171 138.45 psi .sen nn --: 162,135.45 in-# 6,141.15 in-# 2.11 in 154 : 1 0.0129 0.0171 138.45 psi -4.Cf\ nn --: t ~ I I I l I I I I I I I I ... '-~ . I I I I I I I 1--·_. I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Job# 97147 Date: 4:46PM, 11 NOV 97 Tilt-Up Wall Panel Design Page 2 I Description PANELS 2-4' PIER WITH PAIR OF 6'x16' WINDOWS-ON ONE SIDE I Analysis Data I E n =Es/ Ee Sgross Mer= S * Fr Fr= Fr Multiplier for sqrt(f'c) Ht/ Thk Ratio 3,604,996.5 psi 8.04 5.000 49.85 Rho: Bar Reinf Pct 84.500 in3 26,721.2 in-# 316.23 psi 0.0285 Values for Mn Calculation ... As:eff= [Pu:tot + AsFy]/Fy a: (AsFy + Pu)/(.85 f'c b) c = a I .85 !gross lcracked I-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) I Additional Values Loads used for analysis W~IW~hl ~~2~ Wall Wt * Wall Seismic Factor 23.562 psf Wall Wt * Parapet Seismic Factor · 23.562 psf Service Applied Axial Load 9,503.00 #/ft Service Wt@ Max M_om 1,295.94 #/ft Total Service Axial Loads 10,798.93 #/ft Seismic 1.027 in 1.510 in 1.777 in 274.625 in4 108.27 in4 0.0.0 in4 0.900 235,105.24 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads ! ACI Factors (per ACI, applied internally to entered loads) ACI -9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 AC! 9-3 Short Term Factor .... seismic= ST*: 1.100 0.750 0.900 1.300 Wind 0.974 in 1.432 in 1.685 in 274.63 in4 105.23 in4 0.00 in4 0.900 229,438.71 in-# Seismic 13,304.19. 1,814.31 15,118.51 Wind 10,572.15 #/ft 1,360.73 #/ft 1 1 , 932. 88 #/ft UBC 1921.2.7 "1.4" Factor USC 1921.2.7 "0.9" Factor 1.400 0.900 I I I I I I I I I I I I I I I I I I I I I ·,.-:-: R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Job# 97147 · Date: 4:3'.lPM, 11 NOV 97 Tilt-Up Wall Panel Design Description PANELS 22 AND 23 -4' PIER WITH PAIR OF 6'x16' WINDOWS ON ONE SIDE I General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Def!. Ratio Concrete Weight I Loads Lateral Loads Wind Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot ... load type I Wall Analysis 28.000 ft 2.000 ft 6.500 in 5 4.000 in 5.000 in 150.0 145.00 pcf 59.000 psf 607.00 lbs 25.750 ft Seismic· 71.40 #/ft .15.500 ft 9.000 ft Seismic f'c Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone 4 Min Vert Steel % · 0. 0020 Min Horiz Steel % 0.0012 Base Fixity O % Wall Seismic Factor 0.3000 Parapet Seismic Factor 0.3000 LL & ST Together Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle Vertical Loads Uniform DL 936.00 #/ft Uniform LL #/ft ... eccentricity 6.750 in Concentric DL 4,715.00 #/ft Concentric LL 2,400.00 #/ft Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 For Factored Load Stresses For Service Load Deflections Basic Def! w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. p.:Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Summary Seismic 1.175 100,718.8 171,138.1 7.457 197,859.4 18.000 in 18.000 in Wind 1.085 in 90,878.8 in-# 142,861.0 in-# 7.631 in 169,582.3 in-# Seismic Wind 0.839 0.859 in 71,942.0 71,835.0 in-# 66,046.7 65,962.9 in-# 2.165 2.241 in 92,767.9 -92,684.1 in-# Parapet Bar Spacing Req'd: SEISMIC 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in 28.00ft clear height, 2.00ft parapet, 6.50in thick with #5 bars at 4.00in on center, d= 5.00in, fc = 4,000.0psi, Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Service Load Deflection : Wind Load Governs Maximum Iterated Moment: Mu 197,859.39 in-# Maximum Iterated Deflection 2.241 in Moment Capacity 236,961.18 in-# Deflection Limit 2.240 in Seismic Wind Mn* Phi: Moment Capacity 236,961.18 in-# 233,056.82 in-# Ov, Applied: Mu @ Mid-Span 197,859.39 in-# 169,582.28 in-# Applied: Mu @ Top of Wall 9,636.90 in-# 8,439.30 in-# Max Iterated Service Load Deflection 2.17 in 2.24 in Actual Deflection Ratio 155 : 1 150 : 1 Actual Reinforcing Percentage 0.0155 0.0155 Allowable Max. Reinf. Percent= 0.5 * _Rho Bal 0.0171 0.0171 ' Actual Axial Stress : (Pw + Po ) / Ag 119.33 psi 119.33 psi All-••-'-'•-11,..,:-1 C'4.·----n A '* .tt-4C:f'\ ('\(\ --: .u::•n nn --: I I t I I I I I I I I I I I I I I I I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 Title : ASYMTEK Dsgnr: SRU Description : · Job# 97147 Date: 4:30PM, 11 NOV 97 673-8416 Scope: Tilt-Up Wall Panel Design Description PANELS 22 AND 23-4' PIER WITH PAIR OF 6'x16' WINDOWS ON ONE SIDE I Analysis Data E n =Es/ Ee Sgross Mer= S * Fr Fr=· Fr Multiplier for sqrt(f'c) Ht / Thk Ratio 3,604,996.5 psi 8.04 5.000 51.69 Rho: Bar Reinf Pct 84.500 in3 26, 721.2 in-# 316.23 psi 0.0285 Values for Mn Calculation ... As:eff= [Pu:tot + AsFy]/Fy a: (AsFy + Pu)/(.85 f'c b) C =a/ .85 !gross !cracked 1-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) I Additional Values Loads used for analysis Wall Weight 78.542 psf Wall Wt* Wall Seismic Factor 23.562 psf Wall Wt * Parapet Seismic Factor 23.562 psf Service Applied Axial Load 8,051.00 #/ft Service Wt@ Max Mom 1,256.67 #/ft Total Service Axial Loads 9,307.66 #/ft Seismic 1.147 in 1:687 in 1.985 in 274.625 in4 · 115.18 in4 0.00 in4 0.900 263,290.20 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads ! ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 0.750 0.900 1.300 Wind 1.102 in 1.620 in 1.906 in 274.63 in4 112.55 in4 0.00 in4 0.900 258,952.02 in-# Seismic 11,271.40 1,759.33 13,030.73 Wind 8,993.55 #/ft 1,319.50 #/ft 10,313.05 #/ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 f ' I I R2H Engineering, Inc. JOB NO. _'f ....... J_J Lh___.__ PROJECT A-9-(MTt§IL DATE ____ J/ ___ t_._Cf]_.__ __ I I I I I I I I I ---,_BY __ W\....,___~--SUBJECT __ W(~---'-'tJf:;._,_ ..... ~"""""""~------SHEET </7 OF -- 1'.T t:: .!' . /(,J" I{]" P~_!!__3; ,j,Qf~l /Jq_ / _?;c;,_ _ __ . '1-/ /f-ez._ .ft//_/ At{_ ~::_;< ?~ µ.11A1P~J-_ 01~--~:'.'.~. _ _ ------- falr:stt, I-tr '!, 'Z 7 {; t,. ¢ /,()!Ml 1 fl,5"~~ 4/+4/ 3f pc,:p ~ ~ $6/Sfrl.,Jc ..t 4/::-;;:_ Jiq ,PSJ!!~ t:;-1 .I(; 0,3 s 76/if-l~S"/ io 'i'/ <fl f ~ ~:;It /IC//)F-~ tf-1*.#.~/ ;orz/4 @ 2~7,r/ f-,) ,.: .. -··· /{a:,p pz.., $ /'3P-SF-~ (7 .. /~ 4,,/+ <f.l :PJ-Z... IJ es ,tl,,7J"1 :;: 4'-/ j7_/lll;t>1., t:t.. ~ /11/'5~ 'Xr-IS~ 4' i,. l7e3S" ~ f" ,:. ~-P't.... ::a-s-6/'S,tr=+ 12/-< Y,1t-~') /3'/4 II f-1 '5 I ~ t-v ~ 6:) r'SP~ I.,_ ~ ~ 'f:: <;.-I J :s. /C/U J ,.,:;::Y I I I ~m-'S ~/ l}IJIJ7~ f'J,S~"l' f/..,. 1·!'"1 t3,., . 681''-F I . -·-....... -· 3. :Se,;,~ · · ~ -..:08~~{~,tj. 7_:} __ ~-~.s-~'j-z-,,,~_r; .. ~c L-i,,._jjl,._/_· ___ --..--_______ 1 I .. 3, . -. - --,-<.: ._, ~3 .Jr /l'fl'sF * /. 7 '.f-7' /(,t}Z, • ~ /~S,, :$ I ~t=. fo.,< /g.,:,s-~-lr 4'/ -,1:; /.?1-1-'g"-f..G / s-/ft,C, ~ es: b"" --'--------------------· -3.1 ·--------· ---------------------1 I fAN!fl., /J'---s / l't l1s'F-.,. CJ. 7 / +-6 / J ~ I{, ,,, ~ Lf88 7 I' 1 I ----------------·---------·---------------- I I I I I I ~I I I I I ... I I I I I I I I I R2H ENGINEERING . 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Job# 97147 Date: 5:05PM, 11 NOV 97 Tilt-Up Wall Panel Design Page -~ 1 De~cription PANELS 3, 20, 21, 27, 30, -4' PIER WITH PAIR OF 8'x6' WINDOWS ONE SIDE / General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth 27.500 ft 2.500 ft 6.500 in 5 6.860 in 5.000 in 150.0 f'c Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone 4 Min Vert Steel % 0.0020 Min Horiz Steel% 0.0012 Base Fixity O % Wall Seismic Factor 0.3000 Parapet Seismic Factor 0.3000 LL & ST Together Max Def!. Ratio Concrete Weight 145.00 pcf Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle I Loads Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load . . .. distance to top ... distance to bot .. .load type I Wall Analysis 39.000 psf 1,012.00 lbs 25.750 ft Seismic 36.00 #/ft 15.500 ft 9.000 ft Seismic Vertical Loads Uniform DL 312.00 #/ft Uniform LL #/ft ... eccentricity 6.750 in Concentric DL 3,129.00 #/ft Concentric LL 1,920.00 #/ft Seismic "I" Magnifier 1.000 Wind "I" Magnifier · 1.000 For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Seismic 0.881 76,380.5 106,701.9 6.149 133,423.1 Wind 0.648 in 56,580.1 in-# 76,605.6 in-# 6.316 in 103,326.8 in-# Seismic Wind 0.629 0.511 in 54,557.5 44,562.3 in-# 42,415.0 32,443.2 in-# 1.924 1.647 in 69,136.2 59,164.4in-# Maximum Allow Vertical -Bar Spacing Maximum Allow Horizontal Bar Spacing 18.000 in 18.000 in Parapet Bar Spacing Req'd: SEISMIC 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in Summary Wall Design OK 27.50ft clear height, 2.50ft parapet, 6.50in thick with #5 bars at 6.86in on center, d= 5.00in, fc = 4,000.0psi, Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu 133,423.10 in-# Moment Capacity 154,296.27 in-# Mn* Phi: Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress: (Pw +Po)/ Ag A.11-.;-"'-1-J\,.,;_t ~·----n A* .&t- Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 1.924 in Deflection Limit 2.200 in Seismic 154,296.27 in-# 133,423.1 o in-# 4, 185.43 in-# 1.92 in 172: 1 0.0090 0.0171 85.09 psi ,4c,n nn --: Wind 150,470.35 in-# 103,326.84 in-# 4,075.99 in-# 1.65 in 200 : 1 0.0090 0.0171 85.09 psi ~c:-n nn --: l I l I I I I I I I I I 1-" ... ~ I I I I I I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Tilt-Up Wall Panel Design Job# 97147 Date: 5:05PM, 11 NOV 97 Description PANELS 3, 20, 21, 27, 30, -4' PIER WITH PAIR OF 8'x6' WINDOWS ONE SIDE / Analysis Data I E n =Es/ Ee Sgross Mer= S * Fr Fr= Fr Multiplier for sqrt(fc) Ht / Thk Ratio 3,604,996.5 psi 8.04 5.000 50.77 Rho: Bar Reinf Pct 84.500 in3 26,721.2 in-# 316.23 psi 0.0285 Values for Mn Calculation ... As:eff= [Pu:tot + AsFyVFy a: (AsFy + Pu)/(.85 f'c b) c = a I .85 \gross !cracked 1-eff (AC! methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) I Additional Values Loads used for analysis Wall Weight 78.542 psf Wall Wt* Wall.Seismic Factor 23.562 psf Wall Wt * Parapet Seismic Factor 23.562 psf Service Applied Axial Load 5,361.00 #/ft Service Wt@ Max Mom 1,276.30 #/ft Total Service Axial Loads 6,637.30 #/ft Seismic 0.697 in 1.025 in 1.206 in 274.625 in4 87.74 in4 0.00 in4· 0.900 171,440.30 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads j ACI Factors (pe'r ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 AC! 9-3 Short Term Factor .... seismic= ST*: 1.100 0.750 0.900 1.300 Wind 0.666 in 0.979 in 1.152 in 274.63 in4 85.41 in4 0.00 in4 0.900 167,189.28 in-# Seismic 7,505.40 1,786.82 9,292.22 Wind 6,061.05 #/ft 1,340.12 #/ft 7,401.16#/ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 ' r I I I I I I I I I 1. ··-.:·=·· I I I I I I I I I R2H ENGINEERIN.G 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Job# 97147 Date: 7:29AM, 12 NOV97 Tilt-Up Wall Panel Design Description PANEL 4-3' PIER W/ 12'x14' ROLL UP DOOR ONE SIDE AND MANDOOR THE OTHER SIDE· I General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Def!. Ratio Concrete Weight j Loads Lateral Loads Wind Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot .. .load type I Wall Analysis 28.000 ft 2.000 ft 9.500 in 5 7.200 in . 7.250 in 150.0 145.00 pcf 28.000 psf 142.00 lbs 10.500 ft Seismic 92.00 #/ft 30.000 ft 14.000 ft Seismic f'c Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone 4 Min Vert Steel % · 0.0020 Min Horiz Steel% 0.0012 Base Fixity O % Wall Seismic Factor 0.3000 Parapet Seismic Factor D.3000 LL & ST Together Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle Vertical Loads Uniform DL 186.00 #/ft Uniform LL #/ft ... eccentricity 8.000 in Concentric DL 4,887.00 #/ft Concentric LL #/ft Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Seismic Wind 0.546 0.161 in 148,485.4 42,336.0 in-#- 128,725.2 15,015.5 in-#- 3.930 4.102 in 185,804.3 72,094.7 in-#- Seismic 0.390 106,061.0 64,126.9 1,391 121,206.0 Wind 0.127 in 33,336.0 in-#- 0.0 in-#- ·0.127 in 48,813.6 in-#- 16.316 in 18.000 in Parapet Bar Spacing Req'd: SEISMIC 16.316 in Parapet Bar Spacing Req'd : WIND 16.316 in Summary Wall Design OK 28.00ft clear height, 2.00ft parapet, 9.50in thick with #5 bars at 7.20in on center, d= 7.25in, fc = 4,000.0psi, Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment: Mu 185,804.28 in-#-Maximum Iterated Deflection 1.391 in Moment Capacity 225,382.99 in-#-Deflection Limit 2.240 in Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Seismic 225,382.99 in-# Wind 217,149.69 in-# Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent= 0.5 '* Rho Bal Actual Axial Stress : {Pw + Po ) / Ag /\11-•• -1,,,.1-. A .... :.-1 C',6, .. ----I'\ A'* "'1- 185,804.28 in-# 6,331.50 in-# 1.39 in 241 : 1 0.0059 0.0171 ·50.61 psi ... ~n nn __ : 72,094.65 in-# 2,419.20 in-# 0.13 in . 2,644 : 1 0.0059 0.0171 60.61 psi "4Cf\ f\f"\ __ : I r I I I I I I I I I I I I I I I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK · Dsgnr: SRU Description : Scope: . Job# 97147 Date: 7:29AM, 12 NOV 97 ~/ Tilt-Up Wail Panel Design Page 2 I Description PANEL 4 -3' PIER W/ 12'x14' ROLL UP DOOR ONE SIDE AND MANDOOR THE OTHER SIDE I Analysis Data E n =Es/ Ee ·3,604,996.5 psi . 8.04 Sgross Mer= S * Fr Fr= Fr Multiplier for sqrt(f'c) Ht / Thk Ratio 5.000 35.37 Rho: Bar Reinf Pct 180.500 in3 57,079.1 in-# 316.23 psi 0.0285 Values for Mn Calculation •.. As:eff= [Pu:tot + AsFyVFy a: (AsFy + Pu)/(.85 f'c b) c = a I .85 lgross lcracked l-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) ) Additional Values Loads used for analysis Wall Weight 114.792 psf Wall Wt* Wall Seismic Factor 34.437 psf Wall Wt* Parapet Seismic Factor 34.437 psf Service Applied Axial Load 5,073.00 #/ft Service Wt@ Max Mom 1,836.67 #/ft Total Service Axial Loads 6,909.~6 #/ft Seismic 0.678 in 0.997 in 1.173 in 857.375 in4 207.85 in4 0.00 in4 0.900 250,425.54 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads ! ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*:· 1.100 0.750 0.900 1.300 Wind 0.638 in 0.938 in 1.103 in 857.38 in4 199.17 in4 0.00.in4 0.900 241,277.44 in-# Seismic 7,102.20 2,571.33 9,673.53 Wind 5,326.65 #/ft 1,928.50 #/ft 7,255.15 #/ft UBC ~921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 t t l I I I I I I I I I I I I I I I I I I I R2H Engineering, Inc. PROJECT A'>YM~ I )BY ~ SUBJECT Ol!f ~ It## tv1i.ffi ' 19.~ /'S.&-K ~' .s: 3'f }'U: <:: . - >6/.~MU-C.J '(' o.3 It /f'l~F -t' ~/C/ ::::: 3C.,P!F !c/fo pr: J?l."t. /'3;?1~ If' ~I.;. G 'f, G' /O"f fi e.: & ~ ~ ~ /,4//!x-/)~ /fo/17$~ * ~ ,,....,.. 164 / s: t'fCC//1- - f/7'-r: t,t;. s" + l,S",. /#A/16r r,,vrlt)() $ /Cf.~ P'S~..,. ;<+ 1-/ -i::: 9<117c.r ~ ~ Kl cJ s-a. :3 ~ '7</ ~~ sA, , .> 36.Pc:r f' ~ ~;; ,t Cf{(/5F~ ~/* :3/f 1-s:.-/aG pC ~/ JOB NO. fzJ l/1 DATE f/l1J SHEET ,5t5Z OF -- __ .., ----. ---· ·-------------·------------~ -~------ --· -"' --~ . (/;i:;_ ~-"s 1:54::+' ~-- /!.cr:,r, /(... !t: ;a~,:;~ .u<e s-+e:/-/ $ 1 a1 e-s: 7,~~- 1'" -· -· .. --------------· ------·---··-·-·--·--------- ~ Ar./MJtSZ.. 6 -C7J-~s-eA:::1-1 ~ .Ju-/7~-· ~ ·:_-{.e.j ~s-EAt:·ji~ ----· -------. -----·. -·----· ---·- ... ··-·------------------------- --------·---·-·-----------... ---·-·-· -------------------------------------! -. ·-------·-------------....... , I I I I I I I I I 1.;::-·· I I I I I I I I I R2H ENGINEERING 11545W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Job# 97147 Date: 7:35AM, 1.2 NOV 97 53 Tilt-Up Wall Panel Design Page 1 I Description PANEL 4-6' PIER W/ 12'x14' ROLL UP DOOR ONE SIDE I General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight j Loads Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot ... load type I Wall Analysis 27.500 ft 2.500 ft 9.500 in 5 14.400 in 7.250 in 150.0 145.00 pcf 39.000 psf lbs ft Seismic 36.00 #/ft 30.000 ft 14.000 ft Seismic f'c Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900. 12.000 in Seismic Zone 4 Min Vert Steel% 0.0020 Min Horiz Steel% 0.0012 Base Fixity O % Wall Seismic Factor 0.3000 Parapet Seismic Factor P.3000 LL & ST Together Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle Vertical Loads Uniform DL 104.00 #/ft Uniform LL #/ft ... eccentricity 8.000 in Concentric DL 1,904.00 #/ft Concentric LL #/ft Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Summary Seismic Wind Seismic Wind 0.297 0.205 in 0.212 0.161 in 82,732.5 55,911.2 in-# 59,094.6 43,925.3 in-# 43,543.9 13,233.3 in-# 10,414.2 0.0 in-# 3.347 3.541 in 0.641 0.161 in 100,623.1 70,312.4 in-# 67,493.3 52,446.7 in-# 16.316 in 18.000 in Parapet Bar Spacing Req'd: SEISMIC 16.316 in Parapet Bar Spacing Req'd: WIND 16.316 in Wall Design OK 27.50ft clear height, 2.50ft parapet, 9.S0in thick with #5 bars at 14.40in on center, d= 7.25in, fc = 4,000.0psi Using: USC Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu 100,623.05 in-# Moment Capacity 119,491.35 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress: (Pw +Po)/ Ag Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.641 in Deflection Limit 2.200 in Seismic 119,491.35 in-# 100,623.05 in-# 4,862.77 in-# 0.64 in 515 : 1 0.0030 0.0171 33.98 psi ,ta>n nn __ : Wind 114,301.24 in-# 70,312.43 in-# 2,738.29 in-# 0.16 in 2,051 : 1 0.0030 · 0.0171 33.98 psi ~an nn --: I I t I I I ·1 I I I I I I I I I I I I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 Title : ASYMTEK · Dsgnr: SRU Description : Job# 97147 Date: 7:35AM, 12 NOV 97 673-8416 Scope: Tilt-Up Wall Panel Design Description PANEL 4-6' PIER W/ 12'x14' ROLL UP DOOR ONE SIDE I Analysis Data E n =Es/ Ee Sgross Mer= S * Fr Fr= Fr Multiplier for sqrt(f'c) Ht / Thk Ratio 3,604,996.5 psi 8.04 5.000 34.74 Rho: Bar Reinf Pct 180.500 in3 57,079.1 in-:# 316.23 psi 0.0285 Values for Mn Calculation ••• As:eff= [Pu:tot + AsFy}/Fy a: (AsFy + Pu)/(.85 fc b) C =a/ .85 !gross !cracked 1-eff (AC! methods only) Phi: Capacity Reduction Mn= As:eff'Fy (d -a/2) I Additional Values Loads used for analysis Wall Weight 114.792 psf Wall Wt * Wall Seismic Factor 34.437 psf Wall Wt* Parapet Seismic Factor 34.437 psf Service Applied Axial Load 2,008.00 #/ft Service Wt@ Max Mom 1,865.36 #/ft Total Service Axial Loads 3,873.36 #/ft Seismic 0.349 in 0.513 in 0.603 in 857.375 in4 124.81 in4 0.00 in4 0.900 132,768.17 in-:# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads j ACI Factors (per ACI, applied internal!~ to entered loads) ACI 9-1 & 9-2 DL 1.400 AC! 9-2 Group Factor ACI 9-1 &. 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*:· 1.100 0.750 0.900 1.300 Wind .0.326 in · . 0.480 in 0.564 in 857.38 in4 117.98in4 0.00 in4 0.900 127,001.38 in-:# Seismic 2,811.20 2,611.51 5,422.71 Wind 2,108.40 #/ft 1,958.63 #/ft 4,067.03 #/ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 I I I I I I I I I I I I I I I I I I I I I· I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRLi Description : Scope: Job# 97147 Date: 7:46AM, 12 NOV 97 Tilt-Up Wall Panel Design Description PANEL 6-4' PIER WITH 7'x10' WINDOWS ONE SIDE I General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth 28.500 ft 1.500 ft 7.500 in 5 6.860 in 5.250 in 150.0 f'c Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone 4 Min Vert Steel% 0.0020 Min Horiz Steel % 0.0012 Base Fixity O % Wall Seismic Factor 0.3000 Parapet Seismic Factor 0.3000 LL & ST Together Max Def!. Ratio Concrete Weight 145.00 pcf Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle · I Loads Lateral Loads Wind Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot ... load type \ Wall Analysis 44.000 psf 106.00 lbs 1.500 ft Seismic 36.00 #/ft 30.000 ft 10.000ft Seismic Vertical Loads Uniform DL 702.00 #/ft Uniform LL #/ft ... eccentricity 7.250 in Concentric DL 2,350.00 #/ft Concentric LL #/ft Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Seismic 0.771 97,587.4 101,285.1 6.297 136,860.7 Wind 0.569 in 70,644.1 in-# 65,446.2 in-# 6.459 in 101,021.8 in-# Seismic Wind 0.551 0.451 in 69,705.3 55,860.4 in-# 44,277.2 30,493.5 in-# 2.098 1.633 in 79,-852.8 66,069.1 in-# Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing 18.000 in 18.000 in Parapet Bar Spacing Req'd: SEISMIC 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in -Summary ~all Design OK 28.50ft clear height, 1.50ft parapet, 7.50in thick with #5 bars at 6.86in on center, d= _5.25in, re= 4,000.0psi, Using: use Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu 136,860.72 in-# Moment Capacity 158,289.03 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent= 0.5 * Rho Bal Actual Axial Stress: (Pw +Po)/ Ag Att-.. -1...1-,A.,..,:-1 C"4-•----I'\_ A 1t ,t1- Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 2.098 in Deflection Limit 2.280 in Seismic 158,289.03 in-# 136,860.72 in-# 8,319.54 in-# 2.10 in 163 : 1 0.0086 0.0171 49.77 psi "'en nn --: Wind 154,312.78 in-# 101,021.79 in-# 6, 101.32 in-# 1.63 in 209 :1 0.0086 0.0171 49.77 psi "'c:-n nn --: I I I I I I I I I I I I I I I I I I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 Title : ASYMTEK Dsgnr: SRU Description : Job# 97147 Date: 7:46AM, 12 NOV 97 673-8416 Scope: Tilt-Up Wall Panel Design Description PANEL 6-4' PIER WITH 7'x10' WINDOWS ONE SIDE I Analysis Data E n =Es/ Ee Sgross Mer= S * Fr Fr= Fr Multiplier for sqrt(f'c) Ht / Thk Ratio 3,604,996.5 psi 8.04 5.000 45.60 Rho: Bar Reinf Pct 112.500 in3 35,575.6 in-# 316.23 psi 0.0285 Values for Mn Calculation ... As:eff= {Pu:tot + AsFy)/Fy a: (AsFy + Pu)/(.85 fc b) C =a/ .85 !gross !cracked I-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) I Additional Values Loads used for analysis Wall Weight Wall Wt * Wall Seismic Factor Wall Wt* Parapet Seismic Factor Service Applied Axial Load · Service Wt @ Max Mom Total Service Axial Loads 90.625 psf 27.187 psf 27.187 psf 3,052.00 #/ft 1,427.34 #/ft 4,479.34 #/it Seismic 0.647 in 0.951 in 1.119 in 421.875 in4 94.40 in4 0.00 in4 0.900 175,876.70 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads l ACI Factors (per ACI, applied internally to entered loads) Wind 0.621 in 0.913 in 1.074 in 4.21.88 in4 92.03 in4 0.00 in4 0.900 171,458.65 in-# Seismic 4,272.80 1,998.28 6,271.08 Wind 3,204.60 #/ft 1,498.71 #/ft 4,703.31 #/ft' ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor AC! 9-1 & 9-2 LL 1.700 AC! 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor AC! 9-1 & 9-2 ST 1.700 AC! 9-3 Short Term Factor 1.300 .... seismic= ST*: 1.100 1.400 0.900 I I I I I I I I I I I I ·-, I I I I I I I 1--_-., I .R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 . . Title : ASYMTEK Dsgnr: SRU Description : Scope: Job# 97147 Date: 7:47AM, 12 NOV97 Tilt-Up Wall Panel Design Description PANEL 5 -4' PIER WITH 7'x1 O' WINDOWS ONE SIDE / General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight I Loads Lateral Loads Wind Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot .. .load type I Wall Analysis 28.500 ft 1.500 ft 7.500 in 5 6.000 in 5.250 in 150.0 145.00 pcf 44.000 psf 106.00 lbs 1.500 ft Seismic 36.00 #/ft 30.000 ft 10.000 ft Seismic f'c Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone 4 Min Vert Steel % 0.0020 Min Horiz Steel % 0. 0012 Base Fixity O % Wall Seismic Factor 0.3000 Parapet Seismic Factor 0.3000 LL & ST Together Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle · Vertical Loads Uniform DL 2,727.00 #/ft Uniform LL #/ft ... eccentricity 3.000 in Concentric DL 2,350.00 #/ft Concentric LL #/ft Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M W/O P-Delta Moment Excess. of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Summary Seismic Wind 0.792 0.585 in 99,924.6 72,314.4 in-# 123,752.5 82,796.7 in-# 6.560 6.751 in 159,328.1 118,372.4 in-# Seismic 0.566 71,374.7 50,534.1 2.093 86,109.7 Wind 0.466 in 57,467.9 in-# 36,698.5 in-# 1.713 in 72,274.1 in-# 18.000 in 18.000 in Parapet Bar Spacing Req'd: SEISMIC 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in Wall Design OK 28.50ft clear height, 1.50ft parapet, 7.50in thick with #5 bars at 6.00in on center, d= 5.25in, fc = 4,000.0psi, Using: USC Sec. 1914.0 method ... Exact, Non-Iterated · Factored Load Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment.: Mu 159,328.10 in-# Moment Capacity 182,853.17 in-# Mn .. Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent= 0.5 .. Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Maximum Iterated Deflection 2.093 in Deflection Limit 2.280 in Seismic . 182,853.17 in-# 159,328.1 o in-# 12,647.64 in-# 2.09 in 163 :·1 0.0098 0.0171 72.27 psi ,.at\ nn --: Wind 177,438.12 in-# 118,372.37 in-# 9,347.40 in-# 1.71 in 200 : 1 0.0098 0.0171 72.27 psi .,4cn nn --: 57 I I I I I I I I I I I I I.;::::· I I I I I I I I I R2H ENGINEERING 11545 W. ijERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673:.8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Tilt-Up Wall Panel Design Description PANEL 5 -4' PIER WITH 7'x1 O' WINDOWS ONE SIDE I Analysis Data E n =Es/ Ee Sgross . Mer= S * Fr Fr= Job# 97147 Date: 7:47AM, 12 NOV97 Page 2 I I Fr Multiplier for sqrt(f'c) Ht / Thk Ratio 3,604,996.5 psi 8.04 5.000 45.60 Rho: Bar Reinf Pct 112.500 in3 35,575.6 in-# 316.23 psi 0.0285 Values for Mn Calculation ... As:eff= [Pu:tot + AsFy)/Fy a : (AsFy + Pu)/(.85 fc b) c = a I .85 \gross !cracked 1-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) I Additional Values Loads used for analysis Wall Weight 90.625 psf Wall Wt * Wall Seismic Factor 27 .187 psf Wall Wt * Parapet Seismic Factor 27 .187 psf Service Applied Axial Load 5,077.00 #/ft Service Wt@ Max Mom 1,427.34 #/ft Total Service Axial Loads 6,504.34 #/ft ·Seismic 0.772 in 1.135 in 1.335 in 421.875 in4 104.67 in4 0.00 in4 0.900 203,170.18 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor •... seismic= ST*: 1.100 0.750 0.900 1.300 Wind 0.734 in 1.079 in 1.270 in 421.88 in4 101.71 in4 0.00 in4 0.900 197,153.47 in-# Seismic 7,107.80 1,998.28 9,106.08 Wind 5,330.85 #/ft 1,498.71 #/ft 6,829.56 #/ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 I I I R2H Engineering, Inc. PROJECT_-<-...,;A=-1:!1i~~~:......-------- ~\ BY _ _.,~~---SUBJECT_---=-Af~.....;6JF~· ---'ftA'--_f'Jo _______ _ JOB NO. i7 / ({7 DATE l//17 SHEET S°9 OF __ 1·.---------~---~ I I I I I I · ·1.: ··· 4-1,,,, /. c:, e. .n. · · · P~--1:; __ -:-__ .. ,'f§S1.. t:.J/ t~ '),,fl-_·w,1.JJJ!70...w ov.s .:s/,0e fir,:: 26~-<il" r -=,,,s~ ~ tu,/JIJ ~ /r,.r l'~f"..,, 6 ,, ..,,. 9--/ ~ M ,l?r..p .:f I ;;6/Stt,,((<-~ ~ ~ 3 1i:: ?rl-'rl=-~ ~ ~ .,, ::: fg/cp 3(),, n 10,,. ~ /J(... ~ l~PsF,,'f Vf 1../-6 '9-4 / 72; Jl e i 7, 2£' -; F"' $ o r.r ru ;::; --t:j ~ ~j fA;vSt-t7 / !Cjl Z't'; ~, I 3~ : 1-1 J't'G'l 41//?A/,< 6'?e~ cJ;,;.;;:Jt!L,J__; ;J/i/5 S/«5 -t 1'1"1(( ,t-li?.· >cGC t.J1/Vz;J()'.\) ~ ,: I C6 I .... {IT~~~,· -t-~~<::~ /~ ~~::;·;.::·· I J11/NO $ /1,S--tr c1:P1-1-;1u:.-') I I I I I I ,:;El S,Nl tc,-{JJ -.:: o~ -3 )fr; 1_11 N < (4-: 5 1 f &> ~ .s Cf 1'/t.r /5' . .f" _,, -f.b r 1 f ~ &. "3 :.t 119 PsF-..,, s. :s-1 "'f ( +.t:+ '=',,) I-,.; ~ b:o"' (I.' "»7S:,, ... ·--·-·----------------··· ---------- _ /4:p p" ~ P/15,G,-/i. Ze> 1 ~ C "161+#+-C. ')/4-~ 9<1-3-" c.,s ,t;,, 7,r/t / o/v,t.l ftJ'f/ 11 es:G.2J /,4/t/8L-IJ~s /lftl>r"' I>' 1?i' .( <f,S-1+ '=-1 ) Af_1 s: f6~~ __ · ~-: /,$.? _ _ . : __ :. ____ .. __ :-.: _Eu:,dl_-12.t-,-±-.SrJ .. b.A_/f_J.O.!...-J(;_ l.~->-4-S-..!±.~ )4 _ _.s_:.J.-6 '3>,:;;....c>_i:J _____ • ----------- ~ u. s &;, ,o /o ~ /4-, J T ¥--f c.Y <f .s 2:f o.J I!>·· ··· · · • -... I I·-·· 1.··-. _---_------· _____ _____. ,..__ ·-. i ·-· I I I I I I I I· I I I I I I I I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 921-27 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Job# 97147 Da~e: 8:59AM, 12 NOV97 Tilt-Up Wall Panel Design Description PANEL 13-4' PIER WITH 10'x12" WINDOW ONE SIDE j General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight I Loads Lateral Loads Wind Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot ... load type I Wall Analysis 25.330 ft 4.670 ft 7.500 in 5 9.600 in 5.250 in 150.0 145.00 pcf 49.000 psf lbs ft Seismic 43.00 #/ft 30.000 ft 10.000 ft Seismic f'c Fy Phi Width 3,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Base Fixity Wall Seismic Factor Parapet Seismic Factor LL & ST Together Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 780.00 #/ft #/ft 7.250 in 2,820.00 #/ft #/ft 1.000 1.000 4 0.0020 0.0012 0% 0.3000 0.3000 For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Summary i. Seismic Wind 0.527 0.429 in 74,662.7 59,008.'1 in-# 78,843.0 55,643.6 in-# 4.864 5.055 in . 109,652.4 86,453.0 in-# Seismic 0.377 53,330.5 32,932.5 1.657 63,741.9 Wind · 0.341 in 46,779.8 in-# 26,448.9 in-# 1.495 in 57,258.3 in-# 18.000 in 18.000 in Parapet Bar Spacing Req'd: SEISMIC 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in Wall Design OK 25.33ft clear height, 4.67ft parapet, 7.50in thick with #5 bars at 9.60in on center, d= 5.25in, fc = 3,000.0psi, Using: USC Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu. 109,652.37 in-# Moment Capacity 120,618.53 in-# Mn "* Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag All-•• -1,..1-A.,,:-1 C"4•----n A* &I- Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 1.657 in Deflection Limit 2.026 in Seismic 120,618.53 in-# 109,652.37 in-# 20,774.97 in-# 1.66 in 183 : 1 0.0062 0.0128 57.46 psi ""',..." nn --: Wind 116,085.10 in-# 86.452.96 in-# 14, 112.81 in-# 1.50 in 203 : 1 0.0062 0.0128 57.46 psi "'"'" "" --: I I I I I I I I I I I 1 .. I I I I I I I I I .:·=·· R2H ENGINEERING . 11545 W. BERNARDO CT. SUITE 300 SAN DIE~O, CA 92~ 27 673-8416 Title : ASYMTEK Dsgnr: SRU Description : ~cope: Job# 97147 Date: 8:59AM, 12 NOV97 r:, I Tilt-Up Wall Panel Design Page 21 Description PANEL 13 -4' PIER WITH 10'x12" WINDOW ONE SIDE j Analysis Data E n =Es/ Ee Sgross Mer= S * Fr Fr= Fr Multiplier for sqrt(f'c) Ht / Thk Ratio 3,122,018.6 psi 9.29 5.000 40.53 Rho: Bar Reinf Pct 112.500 in3 30,809.4 in-# 273.86 psi 0.0214 Values for Mn Calculation ..• As:eff= [Pu:tot + AsFy}/Fy a: (AsFy + Pu)/(.85 fc b) C =a/ .85 !gross lcrackea l-eff (ACl methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) / Additional Values Loads used for analysis Wall Weight 90.625 psf Wall Wt * Wall Seismic Factor 27 .187 psf Wall Wt * Parapet Seismic Factor 27 .187 psf Service Applied Axial Load 3,600.00 #/ft Service Wt@ Max Mom 1,570.98 #/ft Total Service Axial Loads 5,170.98 #/ft Seismic 0.508 in 0.996 in 1.172 in 421.875.in4 84.93 in4 0.00 in4 0.900 134,020.58 in.!# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads I ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1 .400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACl 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*:· 1.100 0.750 0.900 1.300 Wind 0.478 in 0.937 in 1.103 in 421.88 in4 81.73 in4 0.00 in4 0.900 r 12s,9s3.4s in-# Seismic 5,040.00 2,199.38 7,239.38 Wind 3,780.00 #/ft 1,649.53 #/ft 5,429.53 #/ft USC 1921.2.7 "1 .4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 I I ' I I I I I I I I I I ·-=-· I I I I I I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Job# 97147 Date: 9:23AM, 12 NOV 97 Tilt-Up Wall Panel Design -Page 1-, Description PANEL 17, 19, 24, 31 AND 33-4' PIER W/ PAIR OF 6'x12' WINDOWS ONE SIDE AND PAIR OF 4'-6" WINDOWS OTHER SIDE I General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Deft. Ratio Concrete Weight I Loads Lateral Loads Wind Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot ... load type I Wall Analysis 26.500 ft 3.500 ft 6.500 in 5 3.690 in 5.000 in 150.0 145.00 pct 71.000 psf 800.00 lbs 25.750 ft Seismic 94.00 #/ft 15,500 ft 9.000 ft Seismic f'c Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone 4 Min Vert Steel % 0.0020 Min Horiz Steel% 0.0012 Base Fixity O % Wall Seismic Factor 0.3000 Parapet Seismic Factor 0.3000 LL & ST Together Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle Vertical Loads Uniform DL 1,041.00 #/ft Uniform LL #/ft ... eccentricity 6.750 in Concentric DL 6,896.00 #/ft Concentric LL 2,900.00 #/ft Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 For Factored Load Stresses · For Service Load Deflections Basic Def! w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Summary Seismic Wind 1.039 1.019 in 102,369.5 95,719.0 in-# 189,464.5 161,588.4 in-# 6.690 6.903 in 216,185.7 188,309.7 in-# Seismic o.742 73,121.1 72,160.1 1.952 98,881.3 Wind 0.807 in 75,693.7 in-# 74,735.9 in-# 2.090 in 101,457.1 in-# 18.000 in 18.000 in Parapet Bar Spacing Req'd: SEISMIC 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in Wall Design OK 26.50ft clear height, 3.50ft parapet, 6.50in thick with #5 bars at 3.69in on center, d= 5.00in, fc = 4,000.0psi, Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Service Load Deflection : Wind Load Governs Maximum Iterated Moment: Mu 216,185.72 in-# Maximum Iterated Deflection 2. 090 in Moment Capacity 255,712.09 in-# Deflection Limit 2.120 in Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent= 0.5 * Rho Bal Actual Axial Stress : ( Pw + Po ) / Ag All-••-~•-A,.,;_a C",_. ___ -f\ A <Ir .P- Seismic 255,712.09 in-# 216, 185.72 in-# 12,262.03 in-# 1.95 in 163 :1 0.0168 0.0171 155.80 psi -san nn --: Wind 251, 192.51 in-# 188.309.67 in-# 14,031.67 in-# _ 2.09 in 152 : 1 0.0168 0.0171 155.80 psi "'~I"\"" __ : I r t I I I I I I I I I I I I I I I I I I ···· ... I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 - Title·: ASYMTEK Dsgnr: SRU Description : Job# 97147 Date: 9:23AM, 12 NOV 97 673-8416 _Scope: Tilt-Up Wall Panel Design Description . PANEL 17, 19, 24, 31 AND 33 -4' PIER W/ PAIR OF 6'x12' WINDOWS ONE SIDE AND PAIR OF 4'-6" WINDOWS OTHER SIDE I Analysis Data E n =Es/ Ee Sgross Mer= S * Fr Fr= Fr Multiplier for sqrt(f'c) Ht / Thk Ratio 3,604,996.5 psi 8.04 5.000 48.92 Rho: Bar Reinf Pct 84.500 in3 26,721.2 in-# 316.23 psi 0.0285 Values for Mn Calculation ... As:eff= [Pu:tot + AsFy]/Fy a: (AsFy + Pu)/(.85 f'c b) c = a I .85 !gross !cracked 1-eff (ACI methods only) Phi: Capacity Reduction Mn = As:eff Fy (d -a/2) / Additional Values Loads used for analysis Wall Weight 78.542 psf Wall Wt * Wall Seismic Factor 23.562 psf Wall Wi * Parapet Seismic Factor 23.562 psf Service Applied Axial Load 10,837.00 #/ft Service Wt@ Max Mom 1,315.57 #/ft Total Service Axial Loads 12, 152.57 #/ft Seismic 1.292 in 1.900 in 2.235 in 274.625 in4 124.10in4 · 0.00 in4 0.900 284,124.55 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads ACI Factors (per AC!, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: · 1.100 0.750 0.900 1.300 Wind 1.232 in 1.811 in .2.131 in 274.63 in4 120.26 in4 0.00 in4 0.900 279,102.79 in-# Seismic 15,171.79 1,841.80 17,013.60 Wind 12,031.35 #/ft 1,381.35 #/ft 13,412.70 #/ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 t r I I I I I I I ·· ... .::_,:;;:~ R 2H Engineering, Inc. JOB No. _q ...... 1.J.::.i_,_<{..:.-7 __ PRoJEcT __ A_~...:,.~..:,..__c ________ oATE __ u_/._!"} ___ _ SHEET M OF __ t,/JIJVl} :J /1,.I' fs.r If ~ /-t-1-1 .r tf--1 f'(r . <::/' ;61'!.Mte..~ cJ.;,3i' 16 /l'f/>F ~ 6 I 41 ,;:: €'</-/~ /..(.J-1 fc '? I f:. ~J~ l('f!'S,# \' ~1~&·S-41~ 4-~-S-li ~ "'2-G,7r/ ~ IX-~ !3~r>l--2,<f 1 -»!-(;;.<-1--~'J4_,1,. 7&> tr e,:,> 6,?f";, e;u,:..,,,,~ ?~!3~11 /Av'tSZ--fJt-~ //'117t.:P.¥ /S-1~ b~I $ Z67Ss e ,r;' /.S-,;, ~ f)c. s: 5knfJ:~ /2! ~ (r:; 1,'<f~/~,1 " /bi!.u.J'; fu,c,l. t.,.L -s Bo ~SF ~ ('-i: (i, i-<I-) /9 ,1 s: -z.r"1? 6 I fAVB--s. u, Z7;3o --4/feen. cu/ fa;~~ 6 '>:B" tv1~.t 1).16 ~,~ ¢ //111< ~ 9fz:xG"~,;J~¢oJJ ., O'f"l-h:,l S;,:;e J-fT-: '7-1,{;;) t-tz.$'1 ~, I aJIN/2 • fi';,S-/''ij", ~ ~~ 'f.r1-1-~ 1 ~ t;//'C# 'f-/ I 5a5,,11c cJ " c>, X> " /f 9' ~ * (,;,, s--' + ,;t /4, < '7 b /i.F ,s; :;' :;,, y r --·--. ----. . . --. - f'5i5--'?(C f ~ ~-3o .ft 111 ~ 8,r-1-1--{<r,s ~'f) Hf~ &9S @ --zs.,.r"'. I ~ P'-~ /~,q-,-)r ('2/~ (?/1J"f-(f~f1,/)/'I/ ~ ?-</~fr <=:-s ~.7.t" / er,v /$ ~33 Ii: -//i/..il7 IJ<---i:~/7f5P·~---~1~ ·Vk£1r~tJ-47 ~ 3-z13r~e-c--!Js__-]_ ___ _ . _ _ __ . ___ _ I fa-o;rL /JL~ Sb,'.f'F:( 12/,,_· (~6-i 4~qJ)/t1 .i: ~$101f ~ Ll..-,,:--· ~ f$p ~ /2.. k /2tf't :s , ~ .e, I -. ---__ .. _____ -·--·-------------------------- I I · ... ---------·--------------- I I I I I I I I I I I I I I .I I I I I I R2H ENGINEERING . 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Job# 97147 Date: 9:43AM, 12 NOV 97 6S Tilt-Up Wall Panel Design Page 1 I Description PANELS 17, 19, 24, 26, 31, 33 -4' PIER.WI PAIR OF 6'x12' WINDOWS ONE SIDE I General Information . Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight I Loads Lateral Loads· Wind Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot ... load type I Wall Analysis 27.000 ft 3.000 ft 6.500 in 5 5.330 in 5.000 in 150.0 145.00 pcf 49.000 psf 455.00 lbs 25.750 ft Seismic 54.00 #/ft 15.500 ft 9.000 ft Seismic f'c Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Base Fixity Wall Seismic Factor Parapet Seismic Factor LL & ST Together Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle Vertical Loads Uniform DL 1,375.00 #/ft Uniform LL #/ft ... eccentricity 6.750 in Concentric DL 4,358.00 #/ft Concentric LL 2,400.00 #/ft Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 4 0.0020 0.0012 0% 0.3000 0.3000 For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Summary Seismic Wind 0.873 0. 796 in 80,729.6 71,520.3 in-# 138,466.2 113,426.4 in-# .6.398 6.575 in 165,187.4 140,147.6 in-# Seismic 0.624 57,664.0 51,309.3 1.868 78,030.5 Wind 0.635 in 56,946.1 in-# 50,558. 7 in-# 1.936 in 77,280.0 in-# 18.000 in 18.000 in Parapet Bar Spacing Req'd: SEISMIC 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in Wall Design OK 27.00ft clear height, 3.00ft parapet, 6.50in thick with #5 bars at 5.33in on center, d= 5.00in, fc = 4,000.0psi, Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu 165,187.42 in-# Moment Capacity 193,597.20 in-# Mn '* Phi : Moment capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf.-Percent = 0.5 '* Rho Bal Actual Axial stress: (Pw +Po)/ Ag Service Load Deflection : Wind Load Governs Maximum Iterated Deflection 1.936 in Deflection Limit 2.160 in Seismic 193,597.20 in-# 165,187.42 in-#. 14,775.07 in-# 1.87 in 173 : 1 0.0116 0.0171 120.88 psi ..sDf\ nn --: Wind 188,793.15 in-# 140,147.62 in-# 13, 118.96 in-# 1.94 in 167 : 1 0.0116 0.0171 120.88 psi ~at\ nn --: I t t I I I I I I I I I I I I I I I I I I .. I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 Title : ASYMTEK Dsgnr: SRU Description : Job# 97147 Date: 9:43AM, 12 NOV97 673-8416 Scope: Tilt-Up Wall Panel Design Description PANELS 17, 19, 24, 26, 31, 33 -4' PIER W/ PAIR OF 6'x12' WINDOWS ONE SIOE I Analysis. Data E n =Es/ Ee Sgross Mer= S * Fr Fr= Fr Multiplier for sqrt(f'c) Ht / Thk Ratio 3,604,996.5 psi 8.04 5.000 49.85 Rho: Bar Reinf Pct 84.500 in3 26,721.2 in-# 316.23 p~i 0.0285 · Values for Mn Calculation ... As:eff= [Pu:tot + AsFyyFy a : (AsFy + Pu)/(.85 f'e b) C = 8 / .85 !gross !cracked 1-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) I Additional Values · Loads used for analysis Wall Weight 78.542 psf Wall Wt * Wall Seismic Factor 23.562 psf Wall Wt* Parapet Seismic Factor 23.562 psf. Service Applied Axial Load 8,133.00 #/ft Service Wt @ Max Mom 1,295.94 #/ft Total Service Axial Loads 9,428.93 #/ft Seismic 0.918 in 1.350 in 1.588 in 274.625 in4 101.98 in4 0.00 in4 0.900 215,107.99 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads I ACI Factors (per ACI, applied internally to entered loads) ACl 9-1 & 9-2 DL 1.400 ACl 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ·ACl 9-1 & 9.:.2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 0.750. 0.900 1.300 Wind 0.872 in 1.282 in 1.509 in 274.63 in4 99.24 in4 0.00 in4 0.900 209,770.17 in-# Seismic 11,386.20 1,814.31 13,200.51 Wind 9,079.65 #/ft 1,360.73 #/ft 10,440.38 #/ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor Page 1.400 0.900 I ' r I I I I I I I I I I. ·-:-:;::: .. I I I I I I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Tilt-Up Wall Panel Design Job# 97147 · Date: 10:03AM, 12 NOV97 Page Description PANELS 20, 27, 30 -4' PIER W/ PAIR OF 6'x8' WINDOWS ONE SIDE AND PAIR OF 4'-6"x6' WINDOWS OTHER SIDE I General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight 27.500 ft 2.500 ft 6.500 in 5 3.690 in 5.000 in 150.0 145.00 pcf f'c Fy Phi Width 4,000.0 psi 60,000. O psi 0.900 12.000 in Seismic Zone 4 Min Vert Steel % 0.0020 Min Horiz Steel% 0.0012 Base Fixity O % Wall Seismic Factor 0.3000 Parapet Seismic Factor 0.3000 LL & ST Together Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle I / Loads J Lateral Loads Wind Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot . .. load type I Wall Analysis 61.000 psf 645.00 lbs 25.750 ft Seismic 76.00 #/ft 15.500 ft 9.000 ft Seismic Vertical Loads Uniform DL 1,333.00 #/ft Uniform LL #/ft ... eC?entricity 6.750 in Concentric DL 5,893.00 #/ft Concentric LL 3,000.00 #/ft Seismic "I" Magnifier 1.000 _Wind "I" Magnifier 1.000 For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess. of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Summary Seismic 1.137 101,4~4.4 191,130.3 7.231 217,851.6 18.000 in 18.000 in Wind 1.055 in 91,491.5 in-# 159,695.8 in-# 7.444 in 186,417.0 in-# Seismic Wind 0.812 0.838 in 72,438.8 72,575.4 in-# 71,022.7 71,135.8 in-# 2.086 2.175 in 97,743.9 97,857.0 in-# Parapet Bar Spacing Req'd: SEISMIC 18.000 in Parapet Bar-Spacing Req'd: WIND 18.000 in Wall Design OK 27.50ft clear height, 2.50ft parapet, 6.50in thick with #5 bars at 3.69in on center, d= 5.00in, fc = 4,000.0psi, Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated · Factored Load Bend!ng : Seismic Load Governs Service Load Deflection : Wind Load Governs Maximum Iterated Moment: Mu 217,851.57 in-# Maximum Iterated Deflection 2.175 in Moment Capacity 254,596.47 in-# Deflection Limit 2.200 in Mn '* Phi : Moment Capacity Applied: Mu @ Mid-Span Applieg: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Alt-... -1..1-/\,..,:,...1 ~·------n A* '1- Seismic 254,596.47 in-# 217,851.57 in-# 13,833.88 in-# 2.09 in 158: 1 0.0168 0.0171 147.47 psi "'Dn l\f'\ --: Wind 250,332.74 in-# 186.417.03 in-# 12,364.19 in-# 2.17 in 152 : 1 0.0168 0.0171 147.47 psi <11t~n nn __ : I I I I I I I I I I I 1- 1 I I I I I I I R2H ENGINEERING 11545W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 Title : ASYMTEK Dsgnr: SRU Description : Job# 97147 Date: 10:03AM, 12 NOV97 673-8416 Scope: Tilt-Up Wall Panel Design Description PANELS 20, 27, 30 -4' PIER W/ PAIR OF 6'x8' WINDOWS ONE SIDE AND PAIR OF 4'-6"x6' WINDOWS OTHER SIDE I Analysis Data E n = Es I Ee Sgross Mer= S * Fr Fr= Fr Multiplier for sqrt(fc) Ht / Thk Ratio 3,604,996.5 psi 8.04 5.000 50.77 Rho: Bar Reinf Pct 84.500 in3 26,721.2 in-# 316.23 psi 0.0285 Values for Mn Calculation ... As:eff= [Pu:tot + AsFyVFy a : (AsFy + Pu)/(.85 f'c b) c = a I .85 !gross !cracked l-eff (AC! methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) I Additional Values Loads used for analysis Wall Weight 78.542 psf Wall Wt * Wall Seismic Factor 23.562 psf Wall Wt * Parapet Seismic Factor 23.562 psf Service Applied Axial Load 10,226.00 #/ft Service wt @ Max Mom 1,276.30 #/ft Total Service Axial Loads 11,502.30 #/ft Seismic 1.277 in 1.877 in 2.209 in 274.625 in4 123.11 in4 0.00 in4 0.900 282,884.96 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic=ST*: 1.100 0.750 0.900 1.300 Wind 1.221 in 1.795 in 2.112 in 274.63 in4 119.58in4 0.00 in4 0.900 278,147.48 in-# Seismic 14,316.39 1,786.82 16,103.22 Wind 11,412.30 #/ft 1,340.12 #/ft 12,752.41 #/ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 I I I I I I I I I I I I I I I I I I I I I R2H Engineering, Inc. PROJECT A91JA1!5JG BY jm1 SUBJECT __ &u.....;...,:.1_tJF.!:...._...:./t='.AA.};=/.-<Vz'------- .. Hr~ -U.'-~ t . 3~c.~ ~r u}//.J~~--(~=~ tf(/2-~~ ,;;;_/ ~ -71:>l'l.F 0,3o'«l /l't~F-:t /7,../c;; ~ /d; 0.,0 rE 111~ t2/:.c: e.i;-~ ~ rflo!JF ~ IS~ 'Z.Jf 1,f,, /2.-'-f e/1 r"Z'fSI: e"$ t'..7S-1- "f-' ~ ~ ~ llrn ~ r5 1J1:. /1-~,, .;: ~ 3z--¢ ,!.P~ I''-=-66.;i;,r; ~ 17-,, JI: (rz:+ ~ · ::: 1.G'fo• ~-u..-~BofP$F~l1/--f· I~/ ~ 3Sc;ot' f;4N51-4. .J 5/ 71'-&Z.. -:;'r)/?,POQ7~ <$J/ZP6>1., / F~ ..fir~ 7/4 /+''fl /I.J1~r.J ~ /1-.r;;sF-* G½ /~ -z-.; rcr- . ~~i1tc-· ·t..3 ·ff·· ... --~ :r JOB NO. _q.;....;.7'___.1/fz.__.._·_ DATE __ i...;;_{f--"CJ_._7 __ SHEET kzC/ OF __ --· . -·---' ,;,·:; 1t 11rriF~ 6 /2,, ~ ·43;c..p,--/s--.,s,,. -ro r 1-- "·:5 ~ I /9/51= " 1s:1;,1. ..G-,1-& (;;1'3:,!J Q ZS. )S 1 /J~ ·. PL_:~ {!~/"SP;lc /~ ~.c: 3fl/4-j + (/3Psr ~ ~$LI$(. ·; ... · . r -€.re, r Sc ~?S $ G ~sJ ~--/h3z#r · ~s~.J;t .;:· -z3t'.e a. - $-' ---. ---. . -~P~~-_ _l!_'f~:,e-I~'+ 6/2-,,:S ~~k ' . -~/JC~. fi5&F~-rz 1~ £±:E'J+ (5'<.~$~ ri' ;fi:~/s-]-i-l_.5i:.~~ /0 ~ C:.'/4>). . 5 J . . J 1~78-,-. 606 ~ +-t:::. 72-:s: 'l156 tJ . . -·--.. ····--------- I I I I I I I I I 1-. I I I I I I I 1· I ·--:-;-· R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Job# 97147 Date: 11 :46AM, 12 NOV 97 Tilt-Up Wall Panel Design Description PANEL 26-4' PIER BETWEEN PAIR OF 6'X12' WINDOWS / Genera.I Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight I Loads Lateral Loads Wind Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot .. .load type I Wall Analysis 26.000 ft 4.000 ft 6.500 in 5 3.690 in 5.000 in 150.0 145.00 pcf 78.000 psf 910.00 lbs 25.750 ft Seismic 107.00 #/ft 15.500 ft 9.000 ft Seismic f'c Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % Min Horiz Steel % Base Fixity Wall Seismic Factor Parapet Seismic Factor LL & ST Together Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle Vertical Loads Uniform DL Uniform LL ... eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier 1,248.00 #/ft #/ft 6.750 in 8,045.00 #/ft 3,840.00 #/ft 1.000 1.000 4 0.0020 0.0012 0% 0.3000 0.3000 For Factored Load Stresses For Service Load Deflections Basic Def! w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Seismic Wind 1.019 1.028 in 105,571.4 100,491.2 in-# 207,450.3 179,601.4 in-# 6.349 6.592 in 234, 111.s 206,322.6 in-# Seismic 0.728 75,408.1 78,780.7 1.966 105,502.0 Wind 0.815 in 79,560.0 in-# 82,932.6 in-# 2.144 in 109,653.8 in-# 18.000 in 18.000 in Parapet Bar Spacing Req'd: SEISMIC 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in Summary Deflection > Allowable ! 26.00ft clear height, 4.00ft parapet, 6.50in thick with #5 bars at 3.69in on center, d= 5.00in, fc = 4,000.0psi, Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Service Load Deflection : Wind Load Governs Maximum Iterated Moment : Mu 234, 17~ .56 in-# Maximum Iterated Deflection 2.144 in Moment Capacity 259,536.40 in-# Deflection Limit 2.080 in Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag . A 11-•• -a..1.,.. 1\,,:-1 ~ .. ___ -f'\ A '* .,.._ Seismic 259,536.40 in-# 234, 171.56 in-# 14,960.40 in-# 1.97 in 159 : 1 0.0168 0.0171 185.49 psi -tan nn .--: Wind 254,537.63 in-# 206,322.61 in-# 18,392.39 in-# 2.14 in 146 :1 0.0168 0.0171 185.49 psi ...an l'V"\ --: 70 I I t I I I I I I I I I I I I I I I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 Title·: ASYMTEK Osgnr: SRU Description : · Job# 97147 Date: 11 :46AM, 12 NOV 97 673-8416 Scope: Tilt-Up Wall Panel Design Description PANEL 26 -4' PIER BETWEEN PAIR OF 6'X12' WINDOWS I Analysis Data E n =Es/Ee Sgross Mer= S * Fr Fr= Fr Multiplier for sqrt(f'c) ·Ht I Thk Ratio 3,604,996.5 psi 8.04 5.000 48.00 Rho: Bar Reinf Pct 84.500 in3 26,721.2 in-# 316.23 psi 0.0285 Values for Mn Calculation ... As:eff= [Pu:tot + AsFy)/Fy a : {AsFy + Pu)/(.85 f'c b) C =a/ .85 !gross lcracked 1-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) / Additional Values Loads used for analysis Wall Weight 78.542 psf Wall Wt * Wall Seismic Factor 23.562 psf Wall Wt * Parapet Seismic Factor 23.562: psf Service Applied Axial Load 13,132.99 #/ft Service Wt@ Max Mom 1,335.21 #/ft Total Service Axial Loads 14,468.20 #/ft Seismic 1.346 in 1.979 in 2.328 in 274.625 in4 127.76 in4 0.00 in4 0.900 288,373.78 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads ! ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 0.750 0.900 1.300 Wind 1.276 in 1.876 in 2.207 in 274.63 in4 123.06 in4 0.00 in4 0.900 282,819.58 in-# Seismic 18,386.19 1,869.29 20,255.48 Wind 14,653.64 #/ft 1,401.97 #/ft 16,055.61 #/ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 71 I I ' I I I I I I I 1· I I • ... I I I I I I I I···-.. I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 . Title : ASYMTEK Dsgnr: SRU Description : Scope: Job# 97147 Date: 12:10PM, 12 NOV97 Tilt-Up Wall Panel Design Page 1 I Description PANEL 26 -5' PIER SUPPORTING GIRDERS ,Ar /?co,: zt"~ ) General Information Clear Height Parapet Height Thickness Bar Size · Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight I Loads Lateral Loads Wind Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot ... load type 26.000 ft 4.000 ft 6.500 in 5 5.000 in 5.000 in 150.0 145.00 pcf 43.000 psf 643.00 lbs 25.750 ft Seismic 43.00 #/ft 15.500 ft 9.000 ft Seismic f'c Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone 4 Min Vert Steel % 0. 0020 Min Horiz Steel% 0.0012 Base Fixity O % Wall Seismic Factor 0.3000 Parapet Seismic Factor 0.3000 . LL & ST Together Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle Vertical Loads Uniform DL 686.00 #/ft Uniform LL #/ft ... eccentricity 6.750 in Concentric DL 6,730.00 #Jtt Concentric LL 4,224.00 #/ft Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 I I ! .,, w_a1_1 A_n_a_ly_s_is _____________________________ l ~ Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment -For Factored Load Stresses For Service Load Deflections W Seismic Wind Seismic Wind S: 0.621 0.567 in 0.443 0.449 in "\ 62,939.8 55,391.9 in-# 44,957.0 43,853.2 in-# ~ k 145,466.5 119,146.6 in-# 45,224.2 44,120.4 in-# ' 6.014 6.208· in 1.490 1.538 in 172,187.8 145,867.9 in-# 71,945.4 70,841.6 in-# Maximum Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd: SEISMIC 18.000 in ) r-~~~M~ax~im~u•m•A•ll•o,wl-H_o_ri_zo_n_ta_1_Ba_r_s_p_a_ci_ng __ 1_a_. o_o_o_i_n ___ P_a_ra_p_e_t _B_a_r s_p_a_c_in_g-=R==e=q==='d=:_w_1N_o ___ 18_._o-oo=in~ 1 Summary Axial Exceeds Allowable I . 26.00ft clear height, 4.00ft parapet, 6.50in thick with #5 bars at 5.00in on center, d= . Using: USC Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Service Load Deflection : Wind Load Governs Maximum Iterated Moment: Mu 172,187.79 in-# Maximum Iterated Deflection 1.538 in Moment Capacity ~10,507.90 in-# Mn • Phi : Moment capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 • Rho Bal Actual Axial Stress: (Pw +Po)/ Ag Deflection Limit 2.080 in Seismic 210,507.90 in-# 172,187.79 in-# 9,649.50 in-# 1.49 in 209 : 1 0.0124 0.0171 166.35 psi -ten nn --: Wind 204,837.14 in-# 145.867.89 in-# 10, 125.22 in-# 1.54 in 203 : 1 0.0124 0.0171 166.35 psi .-.en nn --: I I I ·, I I I I I I I ·..;..:;::::· I I I I I I I 1. I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgn'r: SRU Description : Scope: Job# 97147 Date: 12:10PM, 12 NOV97 73 Tilt-Up Wall Panel Design Page 2 I Description PANEL 26 -5' PIER SUPPORTING GIRDERS I Analysis Data E n =Es/ Ee Sgross Mer= S * Fr Fr= Fr Multiplier for sqrt(f'c) Ht / Thk Ratio 3,604,996.5 psi 8.04 5.000 48.00 Rho: Bar. Reinf Pct 84.500 in3 26,721.2 in-# 316.23 psi 0.0285 Values for Mn Calculation ... As:eff= (Pu:tot + AsFy]/Fy a : (AsFy + Pu)/(.85 fc b) c = a I .85 !gross !cracked 1-eff (ACI methods only) Phi: Capacity Reduction . Mn= As:eff Fy (d -a/2) I Additional Values Loads used for analysis Wall Weight 78.542 psf Wall Wt * Wall Seismic Factor 23.562 psf Wall Wt * Parapet Seismic Factor 23.562 psf Service Applied Axial Load 11,640.00 #/ft Service Wt@ Max Morn 1,335.21 #/ft Total Service Axial Loads 12,975.20 #/ft Seismic 1.047 in 1.539 in 1.811 in 274.625 in4 109.39 in4 0.00 in4 0.900 233,897.67 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loa~s I ACI Factors (per AC!, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 AC! 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor AC! 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .. :.seismic= ST*: 1.100 0.750 0.900 1.300 Wind 0.987 in 1.451 in 1.707 in 274.63 in4 105.98 in4 0.00 in4 0.900 227,596.82 in-# Seismic 16,295.99 1,869.29 18,165.29 Wind 13,172.39 #/ft 1,401.97 #/ft 14,574.36#/ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 I I ' I I I I I I I I I I I I I I I I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Job# 97147 Date: 12:40PM, 12 NOV97 71- I. Tilt-Up Wall Panel Design Page 1 I Description PANEL 26 -5' PIER SUPPORTING ROOF GIRDER ONLY I General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight I Loads Lateral Loads Wind.Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot ... load type \ Wall Analysis 26.000 ft 4.000 ft 6.500 in 5 10.000 in 5.000 in 150.0 145.00 pcf 43.000 psf 643.00 lbs 25.750 ft Seismic 43.00 #/ft 15.500 ft 9.000 ft Seismic f'c Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone Min Vert Steel % . Min Horiz Steel% Base Fixity Wall Seismic Factor Parapet Seismic Factor LL & ST Together Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle Vertical Loads Uniform DL 686.00 #/ft Uniform LL #/ft ... eccentricity 6.750 in Concentric DL 3,774.00 #/ft Concentric LL #/ft Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 4 0.0020 0.0012 0% 0.3000 0.3000 For Factored Load Stresses For Service Load Deflections Basic Def! w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment . Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Summary Seismic Wind 0.621 0.567 in 62,939.8 55,391.9 in-# 76,325.0 60,184.1 in-# 4.943 5.179 in 103,046.3 86,905.3 in-# Seismic 0.443 44,957.0 30,289.8 1.638 57,011.0 Wind 0.449 in 43,853.2 in-# 29, 186.0 in-# 1.730 in 55,907.3 in-# 18.000 in 18.000 in Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND 18.000 in 18.000 in Wall Design OK 26.00ft clear height, 4.00ft parapet, 6.50in thick with #5 bars at 10.00in on center, d= 5.00in, fc = 4,000.0psi Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Factored .Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu 103,046.28 in-# Moment Capacity 113,956.09 in-# Mn * Phi : Moment capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Service Load Deflection : Wind Load Governs Maximum Iterated Deflection 1.730 in Deflection Limit 2.080 in Seismic 113,956.09 in-# 103,046.28 in-# 9,649.50 in-# 1.64 in 190 : 1 0.0062 0.0171 74.30 psi o1cn nn --: Wind 109,339.53 in-# 86,905.32 in-# 10, 125.22 in-# 1.73 in 180 :1 0.0062 0.0171 74.30 psi -IC/"\ l\f\ --: I I I I I I I I I I I I I ,. - I I I I I I I I·· I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO,· CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: .Job# 97147 Date: 12:40PM, 12 NOV97 Tilt-Up Wall Panel Design Page 2 I Description PANEL 26 -5' PIER SUPPORTING ROOF GIRDER ONLY I Analysis Data I E n =Es/ Ee Sgross Mer= S * Fr Fr= Fr Multiplier for sqrt(fc) Ht / Thk Ratio 3,604,996.5 psi 8.04 5.000 48.00 Rho: Bar Reinf Pct 84.500 in3 26,721.2 in-# 316.23 psi 0.0285 Values for Mn Calculation ... As:eff= [Pu:tot + AsFy]/Fy a : (AsFy + Pu)/(.85 f'c b) C =a/ .85 !gross !cracked 1-eff (ACI methods only) Phi: Capacity Reduction · Mn= As:eff Fy (d -a/2) / Additional Values Loads used for analysis Wall Weight 78.542 psf Wall Wt* Wall Seismic Factor 23.562 psf Wall Wt * Parapet Seismic Factor 23.562 psf Service Applied Axial Load 4,460.00 #/ft Service Wt@ Max Mom 1,335.21 #/ft Total Service Axial Loads 5,795.21 #/ft Seismic 0.507 in 0.746 in 0.878 in 274.625 in4 72.05 in4 0.00 in4 0.900 126,617.88 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads / ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1 .400 ACI 9-2 Group Factor ACI 9:1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor AC! 9-1 & 9-2 ST 1.700 . AC! 9-3 Short Term Factor .... seismic= ST*:· 1.100 0.750 0.900 1.300 Wind 0.473 in 0.696 in 0.819 in 274.63 in4 68.77 in4 0.00 in4 0.900 121,488.37 in-# Seismic 6,244.00 1,869.29 8,113.29 · Wind 4,683.00 #/ft 1,401.97 #/ft 6,084.97 #/ft UBC 1921.2.7 "1.4" Factor. UBC 1921.2.7 "0.9" Factor 1.400 0.900 I ' I I I I I I I I I --...._ R2H Engineering, Inc. PROJECT . A-s'(Mr~ lBY_~iJurL.:..,;. ____ SUBJECT _____ o_~--~----~""'4_N_e ______ _ JOB NO. 9'T /4? DATE ///q-J SHEET 7b OF __ . ___ ~-1-!?_~ _. 6_:.._f!.6?'-___ Q /-q__"'Jc Zc_L j.}/1J.t:1cw ef-_ 6/ .J.. ~:!. -~_1AI~ _: -~~-"'°6:. __ _ f/T -t: ZS'~ > -f -fl.,,, ~ fel'RA~ f?/1/JJ-; /%J)"rP....-{f o I-J. 6 )[ / -s S-?-Yt..F -WSA,/lC /P~(//'J/15~ 8,!:1.:/f-/(!)/ ./ ).,(,(, t:J.3::::.·-~fl @ U.73" . /~t' ?()~ 0.?,tcr-/1'1-Jt.. ro:,g ,, .-60/?t_p @ /'S'.~,,-:4 C/ / /~,:. ,;: /31"5.t= jl{. 12/-,: (roJ+ ~,1 j s:: f-t~ /I? · ,6/ t?~z.;;. /IC/rsP t-IS/~ ;o :£ / $' 7 .. /?7SI! I . ~ 'Z8 1 ... t!?" ;::t:,on.. w/, Cf °Jc~~ w,Jvor1ws ,::,/.ft, J1os 1 6' ... >o 7,1)~ µ:.J/A/~J .::,MS S/PS I I I I I I I I I ~· .. ::::;:• fir !t /.ZG / --f:-f-/4'///Af'ef' __ !,J)Jt,.))J -:: ;r, S f'$P~ 4-;G"l.f. 8 <r /0 ,, < ,G 6 l't-t-- ,5 / ~$1-tlb ?-s t7. ;;;,o -t ·;l'o//-5,: ~ ( f;S" .f/.. /.0 ')¥-8,s/1, ~ ,G"~# ~ ZS. 7$ / . ~ c-cJ~ ';, e. ~ 1/tf I' s-P. + ( -f: ~ 1 -f /o /) /2, ,, ~-6 S-/c.F _ &_ __ IS" J...L~ +.:._ o/ 1 ficor ()t. ~ f?PJFl-/2/f(I C 4-,s-i+~"+;oJ $ e"bqq/,1 .e,..; ~7.s-~· 8, T I f~ J?l-.<--_-"l!C/.Pri;;. _:..-: ;s"~ ft,~1-i-.10.'] ~ ·31..~s1i-... _-: .. · __ 1-----~-------"·-1 ________________________ , K.t ~ . /)t.., $' :,,-~ J'X"f"J,,../Z 7~ {!f-..S1 .;-JJ/) . . . o· ,,.-_ ~ .. _____ : -. ----...... -.. -! ----. ·---.. -· ~,. .. _ . .::::,• r~ ·"' ...__ _ _...;_ :;::. / .;)6 . . . . .... e ~ l...,v ~ ~C1'$"f_ ~ /-:1--"fF· (~.r+i 1. ~ /~Ou fl . ~ "' ------------------------------------------------------------· ----- -·-~----------------------------·------------------- I I I I I I I I I I I I I I I I I I- I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : S~ope: Job# 97147 Date: 12:57PM, 12 NOV97 Tilt-Up Wall Panel Design Description PANEL 28 -6' PIER W/ 9'X20' AND 6'.x20' WINDOWS ONE SIDE I Gene.ral Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Def!. Ratio Concrete Weight I Loads Lateral Loads Wind Load Point Load ... height ... load type Lateral Load ... distance to top ... distance to bot ... load type I Wall Analysis 25.500 ft 4.500 ft 6.500 in 5 9.000 in 5.000 in 150.0 145.00 pcf 52.000 psf 506.00 lbs 25.750 ft Seismic 60.00 #/ft 15.500 ft 9.000 ft Seismic f'c Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 · 12.000 in Seismic Zone 4 Min Vert Steel % 0.0020 Min Horiz Steel% 0.0012 Base Fixity O % Wall, Seismic Factor 0.3000 Parapet Seismic Factor 0.3000 LL & ST Together Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle · Vertical Loads Uniform DL 416.00 #/ft Uniform LL #/ft ... eccentricity 6.750 in Concentric DL 2,675.00 #/ft Concentric LL #/ft Seismic "l" Magnifier 1.000 Wind "I" Magnifier 1.000 For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Seismic Wind . 0.622 0.607 in 67,416.7 62,113.8 in-# 71,210.0 59,115.7 in-# 4.910 5.082 in 97,931.3 85,836.9 in-# Seismic 0.444 48,154.8 30,488.6 1.551 57,209.8 Wind 0.479 in 48,964.5 in-# 31,312.7 in-# 1.679 in 58,034.0 in-# 18.000 in 18.000 in Parapet Bar Spacing Req'd: SEISMIC 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in Summary Wall Design OK 25.50ft clear height, 4.50ft parapet, 6.50in thick with #5 bars at 9.00in on center, d= 5.00in, fc = 4,000.0psi, Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 97,931.26 in-# Moment Capacity 119,189.92 in-# Mn * Phi : Moment Capacity Applied: Mu ·@ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent= 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Service Load Deflection : Wind Load Governs Maximum Iterated Deflection 1.679 in Deflection Limit 2.040 in Seismic 119,189.92 in-# 97,931.26 in-# 10,064.38 in-# 1.55 in 197 : 1 0.0069 0.0171 57.00 psi .. an nn __ : Wind 115,676.67 in-# 85.836.92 in-# 11,003.84 in-# 1.68 in 182 : 1 0.0069 0.0171 57.00 psi J&t::n nn --: 77 I I t I I I I I I I I I I I I I I I I I I .. · ... · .. I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Tilt-Up Wall.Panel Design ·Job#97147 Date: 12:57PM, 12 NOV97 Description PANEL 28 -6' PIER W/ 9'X20' AND 6'x20' WINDOWS ONE SIDE I Analysis Data E n =Es/ Ee Sgross Mer= S * Fr Fr= Fr Multiplier for sqrt(fc) Ht / Thk Ratio 3,604,996.5 psi 8.04 5.000 47.08 Rho: Bar Reinf Pct 84.500 in3 26,721.2 in-# · 316.23 psi 0.0285 Values for Mn Calculation ... As:eff= [Pu:tot + AsFy)/Fy a: (AsFy + Pu)/(.85 fc b) C =a/ .85 !gross !cracked I-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) I Additional Values Loads used for analysis Wall Weight 78.542 psf Wall Wt * Wall Seismic Factor 23.562 psf Wall Wt * Parapet Seismic Factor 23.562 psf Service Applied Axial Load 3,091.00 #/ft · Service Wt@ Max Mom 1,354.84 #/ft Total Service Axial Loads 4,445.84 #/ft Seismic 0.517 in 0.760 in 0.895 in 274.625 in4 72.97 in4 0.00 in4 0.900 132,433.24 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads I ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic=ST*: 1.100 0.750 0.900 1.300 Wind 0.491 in 0.722 in 0.850 in 274.63 in4 70.51 in4 0.00 in4 0.900 128,529.64 in-# Seismic 4,327.40 1,896.78 6,224.18 Wind 3,245.55 #/ft 1,422.59 #/ft 4,668.13#/ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 I I I I I I I I I I I I I ... :.,,;;:·~ I I I I I I I I-- I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Job#97147 Date:· 1 :06PM, 12 NOV 97 Tilt-Up Wall Panel Design Description PANEL 28 -8' PIER W/ 9'X20' .A.ND 6'x20' WINDOWS ONE SIDE AND PAIR OF 4'6x6' WINDOWS THE OTHER SIDE I General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth 26.000 ft 4.000 ft 6.500 in 5 7.380 in 5.000 in 150.0 f'c Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone 4 Min Vert Steel% 0.0020 Min Horiz Steel% 0.0012 Base Fixity O % Wall Seismic Factor 0.3000 Parapet Seismic Factor 0.3000 LL & ST Together Max Defl. Ratio Concrete Weight 145.00 pcf Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle j Loads Lateral Loads Wind Load Point Load ... height ... load type Lateral· Load ... distance to top ... distance to bot ... load type I Wall Analysis 55.000 psf 550.00 lbs 25.750 ft Seismic 65.00 #/ft 15.500 ft 9.000 ft Seismic Vertical Loads Uniform DL 439.00 #/ft Uniform LL #/ft ... eccentricity 6.750 in Concentric DL 4,285.00 #/ft Concentric LL 1,500.00 #/ft · Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 For Factored Load Stresses For Service Load Deflections Basic Defl w/o P-Delta Basic M w/o P-Delta Moment Excess-of Mer Max. P-Delta Deflection . Max P-Delta Moment Seismic 0.727 75,178.9 105,239.7 5.370 131,960.9_ Wind 0.706 in 69,296.4 in-# · 88,564.1 in-# 5.558 in 115,285.4 in-# Seismic Wind 0.520 0.557 in 53,699.2 54,611.6 in-# 42,676.0 43,613.5 in-# 1.769 1.911 in 69,397.2 70,334.7 in-# Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing 18.000 in 18.000 in Parapet Bar Spacing Req'd: SEISMIC 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in Summary Wall Design OK 26.00ft clear height, 4.00ft parapet, 6.50in thick with #5 bars at 7.38in on center, d= 5.00in, fc = 4,000.0psi, Using: UBC Sec. 1914.0 method ... Exact, Nor:i-lterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu 131,960.93 in-# Moment Capacity 148,668.39 in-# Mn .. Phi : Moment capacity · Applied: Mu @ Mid-Span Applied: Mu @Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent= 0.5 * Rho Bal Actual Axial Stress: (Pw +Po)./ Ag Au-•• _ ... ,_ "~·•-• ('4.., ___ -n ,r * ,p_ Service Load Deflection : Wind Load Governs Maximum Iterated Deflection 1.911 in Deflection Limit 2.080 in Seismic 148,668.39 in-# 131,960.93 in-# 7,315.35 in-# 1.77 in 176: 1 0.0084 0.0171 96.91 psi "4an nn --: Wind 143,936.84 in-# 115,285.39 in-# 9,843.41 in-# 1.91 in 163 : 1 0.0084 0.0171 96.91 psi ""an nn __ : 79 i r I I I I I I I I I I I I I I ·I I I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 Title : ASYMTEK Dsgnr: SRU Description : Job# 97147 Date: 1:06PM, 12 NOV97 673-8416 Scope: Tilt-Up Wall Panel Design Page Description PANEL 28 -8' PIER W/ 9'X20' AND 6'x20' WINDOWS ONE SIDE AND PAIR OF 4'6x6' WINDOWS THE OTHER SIDE / Analysis Data E n =Es/ Ee Sgross Mer= S * Fr Fr= Fr Multiplier for sqrt(f'c) Ht / Thk Ratio 3,604,996.5 psi 8.04 5.000 48.00 Rho: Bar Reinf Pct 84.500 in3 26,721.2 in-# 316.23 psi 0.0285 Values for Mn Calculation ... As:eff= [Pu:tot + AsFyVFy a: (AsFy + Pu)/(.85 f'c b) C =a/ .85 !gross !cracked 1-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) I Additional Values Loads used for analysis Wall Weight 78.542 psf Wall Wt * Wall Seismic Factor 23.562 psf Wall Wt * Parapet Seismic Factor 23.562 psf Service Applied Axial Load 6,224.00 #/ft Service Wt@ Max Mom 1,335.21 #/ft Total Service Axial Loads 7,559.21 #/ft Seismic 0.680 in 1.001 in 1.177in 274.625 in4 86.52 in4 0.00 in4 0.900 165,187.10 in-# ' Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads / ACI Facto~s (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 0.750 0.900 1.300 Wind 0.642 in 0.944 in 1.111 in 274.63 in4 83.60 in4 0.00 in4 0.900 159,929.82 in-# Seismic 8,713.60 1,869.29 10,582.89 Wind 6,872.70 #/ft 1,401.97 #/ft 8,274.67#/ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 I ., r R2H Engineering, Inc. PROJECT zf§;f(/Vlr-GI<. ' JOB NO. q-} I f./-:7 DATE II (t/2 Z>:Jr~ l'lA-\6 1-;sv_· ---~...u-----SUBJECT ! ______ ......... ___________ [ ______ -· --.. -,. -~ --·- SHEET o/ OF __ I ' ! I "OA,r,·· .. · ;:;.··" rv~-c.)/·~· ·-···--6~$~ tvA ·s-. .. I .. ,=------2,"f_____,t_,(L_ -'./--~;(__(:€_ ___ . -· -. -~ -,tlf\/5 -$/r.?(!$ . tll-'-s: .z~-6 ! +. 4,.. ~,, /'~~ I I I I I I ·,~ . I I ·1 I I I I t,.J1/J/J-1-/'t $ .PSI= ;,/( ( ?l.f <lJ) J:.: .3'J ,J?c)= . -9-- SS!s,J,t 1e. a) '> & s, ~ 119 ~.?= ~ 4 /4 / t:' 3 G /'r.FJ @ 1.s-. r <-1-o 9 1 t~ o.3~ /IC/ft;: fit' 8,r/:11: </1 -:s: 3~~# ~ -ZS.7S1 'r ~ Pt-< !!Mr ,A. (I)"¥, 1#-rCI-'.) s: 'Z./4t:JI e~ .6,.,7S"/ -'f-/ ~ pc~ /lf/.i"?,,.. /SI'~ '11 / _..: /78S"g fl' t:"'9,,, . ~ J;)C.S (S'r./.t".t=M /C::,·~ (?If (,t7 /9iij--t-{(G°if.~f" '2-<> ~ /'"J./ 4-1) ]..s: lf/'f/80'" ~ (.,I., ~ fYSo.,. ~ S::i,1-c J:. ~ ~, -----___ ., --~--: ----,---·---·-----. ------------. ' ---· . - fi/6 ~-Al),O (!.o?..~ Ar t:,../0 t1r ~ -p, Sl#"'/IY-T ~ t::.a4o i 1------'----------------------------------··---------' ~ --~ ---------.. , . ; -- -----------------------------. I· .. · .. ----·--------------. --------- I I I -1 I I I I I I I I I I I I I- I I- I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Job# 97147 Date: 1:36PM, 12 NOV97 Tilt-Up Wall Panel Design Description PANEL 29 -4' PIER W/ PAIR OF 6'x8' WINDOWS ONE SIDE AND SUPPORTING FLOOR GIRDER I General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight I Loads Lateral Loads Wind Load Point Load ... height .. .load type Lateral Load ... distance to top ... distance to bot .. .load type I Wall Analysis 25.500 ft 4.500 ft 6.500 in 5 12.000 in 5.000 in 150.0 145.00 pcf 39.000 psf 303.00 lbs 25.750 ft Seismic 36.00 #/ft 15.500ft 9.000 ft Seismic f'c Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone 4 Min Vert Steel% 0.0020 Min Horii Steel % 0.0012 Base Fixity O % Wall Seismic Factor 0.3000 Parapet Seismic Factor 0.3000 LL & ST Together Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Parapet Weight Counteracts Middle Vertical Loads Uniform DL 260.00 #/ft Uniform LL #/ft ... eccentricity 6.750 in Concentric DL 1,785.00 #/ft Concentric LL #/ft Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 For Factored Load Stresses For Service Load Deflections Basic Def! w/o P-Delta · Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Seismic Wind 0.491 0.453 in 52,578.4 46,407.4 in-# 47,724.6 36,756.7 in-# 4.602 4.784 in 74,445.8 63,477.9 in-# Seismic 0.351 37,556.0 17,759:3 1.269 44,480.6 Wind 0.357 in 36,547.9 in-# 16,762.3 in-# 1.296 in 43,483.5 in-# 18.000 in 18.000 in Parapet Bar Spacing Req'd: SEISMIC 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in Summary Wall Design OK 25.50ft clear height, 4.50ft parapet, 6.SOin thick with #5 bars at 12.00in on center, d= 5.00in, fc = 4,000.0psi Using: UBC Sec. 1~14.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu 74,445.83 in-# Moment Capacity 91,903.83 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid-Span Applied: Mu @ Top of Wall Max Iterated Service-Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress : (Pw + Po ) / Ag Service Load Deflection : Wind Load Governs Maximum Iterated Deflection 1.296 in . Deflection Limit 2.040 in Seismic 91,603.83 in-# 74,445.83 in-# 7,737.58 in-# 1.27 in 241 : 1 0.0052 0.0171 43.59 psi "~n nn --: Wind 88,720.79 in-# 63.477.90 in-# 7,884.33 in-# 1.30 in 236 : 1 0.0052 0.0171 43.59 psi ""a" "" --= I ' I I I I ') 1· I I I I I I I I I I 1· I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Tilt-Up Wall Panel Design Job# 97147 Date: 1 :36PM, 12 NOV 97 Page 2 I Description PANEL 29 -4' PIER W/ PAIR OF 6'x8' WINDOWS ONE SIDE AND SUPPORTING FLOOR GIRDER I Analysis Data I E n =Es/ Ee Sgross Mer= S * Fr .Fr= Fr Multiplier for sqrt(f'c) Ht / Thk Ratio · 3,604,996.5 psi 8.04 · 5.000 47.08 Rho: Bar Reinf Pct 84.500 in3 26,721.2 in-# 316.23 psi 0.0285 Values for Mn Calculation ... As:eff= [Pu:tot + AsFy)/Fy a: (AsFy + Pu)/(.85 f'c b) C =a/ .85 !gross !cracked 1-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) I Additional Values Loads used for analysis Wall Weight 78.542 psf Wall Wt * Wall Seismic Factor 23.562 psf Wall Wt * Parapet Seismic Factor 23.562 psf Service Applied Axial Load 2,045.00 #/ft Service Wt@ Max Mom 1,354.84 #/ft Total Service Axial Loads 3,399.84 #/ft Seismic 0.389 in 0.573 in 0.674 in 274.625 in4 59.85 in4 0.00 in4 0.900 101,782.04 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads j ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*:· 1.100 0.750 0.900 1.300 Wind 0.369 in 0.543 in 0.639 in 274.63 in4 57.57 in4 0.00 in4 0.900 98,578.66 in-# Seismic 2,863.00 1,896.78 4,759.78 Wind 2,147.25 #/ft 1,422.59 #/ft 3,569.84 #/ft USC 1921.2.7 "1.4" Factor use 1921.2.7 "0.9" Factor 1.400 0.900 ' r I I I I I I I I I I I I I I I I I I 1· ·<.::·=--- R2H ENGINEERING . 1'1545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Tilt-Up Wall Panel Design Job# 97147 Date: 1 :34PM, 12 NOV 97 · Page Description PANEL 29 -4' PIER W/ PAIR OF 6'x8' WINDOWS ONE SIDE. AND SUPPORTING FLOOR GIRDER I General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Max Defl. Ratio Concrete Weight 25.500 ft 4.500 ft 6.500 in 5 6.000 in 5.000 in 150.0 145.00 pcf f'c Fy Phi Width 4,000.0 psi 60,000.0 psi 0.900 12.000 in Seismic Zone 4 Min Vert Steel % 0.0020 Min Horiz Steel% 0.0012 Base Fixity , 0 % Wall Seismic Factor 0.3000 Parapet Seismic Factor 0.3000 LL & ST Together Using: UBC Sec. 1914.0 method ... Exact, Non-lte~ated Parapet Weight Counteracts Middle i j Loads 7 Lateral Loads Wind Load Pbint Load ... height .. .load type Lateral _Load ... distance to top ... distance to bot .. .load type I Wall Analysis · 39.000 psf 303.00 lbs 25.750 ft Seismic 36.00 #/ft 15.500 ft 9.000 ft Seismic Vertical Loads Uniform DL 260.00 #/ft Uniform LL #/ft ... eccentricity 6.750 in Concentric DL 6,265.00 #/ft Concentric LL 6,400.00 #/ft Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 For Factored Load Stresses For Service Load Deflections Basic Def! w/o P-Delta Basic M w/o P-Delta Moment Excess of Mer Max. P-Delta Deflection Max P-Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Seismic Wind · 0.491 0.453 in 52,578.4 46,407.4 in-# 135,458.9 112,929.3 in-# 5.484 5.67 4 in 162,180.1 139,650.6 in-# Seismic 0.351 37,556.0 39,936.1 1.376 66,657.4 Wind 0.357 in 36,547.9 in-# 38,957.5 in-# 1.431 in 65,678.7 in-# 18.000 in . 18.000 in Parapet Bar Spacing Req'd: SEISMIC 18.000 in Parapet Bar Spacing Req'd: WIND 18.000 in Summary Axial Exceeds Allowable ! 25.50ft clear height, 4.50ft parapet, ·6.50in thick with #5 bars at 6.00in on center, d= 5.00in, fc = 4,000.0psi, Using: UBC Sec. 1914.0 method ... Exact, Non-Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu 162,180.13 in-# Moment Capacity 189,799.85 in-# Mn * Phi : Moment capacity Applied: Mu @ Mid-Span Applied: Mu@ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage Allowable Max. Reinf. Percent = 0.5 * Rho Bal Actual Axial Stress: (Pw +Po)/ Ag Service Load Deflection : Wind Load Governs Maximum Iterated Deflection 1.431 in Deflection Limit 2.040 in Seismic 189,799.85 in-# 162,180.13 in-# 7,737.58 in-# 1.38 ·in 222 : 1 0.0103 0:0171 183.07 psi "'Cr\ l'\f'\ __ : Wind 183,741.88 in-# 139,650.57 in-# 7,884.33 in-# 1.43 in 214 : 1 0.0103 0.0171 183.07 psi -4C-I'\ nn __ : I I I I I I I I I I I I I I I I I .I I I ·, .. · R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 Title : ASYMTEK Dsgnr: SRU Description : Job# 97147 Date: 1.:34PM, 12 NOV 97 673-8416 Scope: Tilt-Up Wall _Panel Design Description PANEL 29 -4' PIER W/ PAIR OF 6'x8' WINDOWS ONE SIDE AND SUPPORTING FLOOR GIRDER I Analysis Data E n =Es/ Ee Sgross Mer= S * Fr Fr= Fr Multiplier for sqrt(f'c) Ht / Thk Ratio 3,604,996.5 psi 8.04 5.000 47.08 Rho: Bar Reinf Pct 84.500 in3 26,721.2 in-# 316.23 psi 0.0285 Values for Mn Calculation ... As:eff= [Pu:tot + AsFy]/Fy a: (AsP:y + Pu)/(.85 f'c b)· C =a/ .85 !gross !cracked I-eff (AC! methods only) Phi: Capacity Reduction Mn= As:eff Fy (d -a/2) I Additional vaiues Loads used for analysis Wall Weight · 78.542 psf Wall Wt* Wall Seismic Factor 23.562 psf Wall Wt * Parapet Seismic Factor 23.562 psf Service Applied Axial Load 12,924.99 #/ft Service Wt@ Max Mom 1,354.84 #/ft Total Service Axial Loads 14,279.84 #/ft Seismic 0.953 in 1.402 in 1.649 in 274.625 in4 104.04 in4 0.00 in4 0.900 210,888.72 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads I ACI Factors (per ACI, applied internally to entered loads) ACl 9-1 & 9-2 DL 1.400 -ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor AC! 9-1 & 9-2 ST 1.700 AC! 9-3 Short Term Factor .... seismic= ST*: 1.100 0.750 0.900 1.300 Wind 0.894 in 1.315 in 1.547 in 274.63 in4_ 100.56 in4 0.00 in4 0.900 204,157.65 in-# Seismic 18,094.99 1,896.78 19,991.77 Wind 15,011.24 #/ft 1,422.59 #/ft 16,433.83 #/ft UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "O. 9" Factor Page 1.400 0.900 I ' r I I I I I I I I I I I I I I I I I I· I PANEL RIGIDITITIES Panel Line= 12 Seis Fae= 0.183 Panel No.= 1&2 Panel Type= 4 Panel Thk= 9.5 COND PIER Thk PANEL C .1&2 9.5 ·c A 9.5 C B 6.5 C C 6.5 C D 9.5 C E 6.5 C F 6.5 Panel 1= ~/t1?- Panel 2= ~.-i1v Panel 3= Panel 4= h 30 6 6 6 6 6 6 y_J n I '{ ,, /& d 24 24 . 4 4 24 4 4 Area Wt h/d Delta R 720.0 85.50 1.25 1.156 0.865 144.0 17.10 0.25 0.081 12.31 24.0 1.95 1.50 1.800 0.556 Pan R= 0.358 24.0 1.95 1.50 1.800 0.556 144.0 17.10 0.25 0.081 12.31 Pan Area= 528.00 (Sq Ft) 24,0 1.95 1.50 1.800 0.556 24.0 1.95 1.50 1.800 0.556 Pan Wt= 62.70 (Kips) Pan Seis V = 11.47 (Kips) A) ,Atr.f (..)$"1 D ..for 12..E.Wa;t> fN..;!S.... Ti-l IC;c,;JE'S 5, Panel xR= Panel xR= . ~-::: .o~-= .:06 -:::-bf-s /.Bo}' q,5/4,s~ z.t:.::,t Panel xR= Panel xR= Panel xR= Panel xR= D :$ lil!G'G.-{-Z.¥-,05/') t~(Z·'-!:>1.:c'Zt..?l) X ~ l: · . j\ '2,,-:::.1 t 2..c:;.~1 e,) M,:K.) Wi' ~ PA-JS.. ~,~ /IC1t'~~ tf,75~ /8 1 ...-10 ,"Z~ "-Z.? .. ,z..ef . I• . - I I I I I I I I I 1 I I I I I I I I -:::;.:;:- R2H Engineering, Inc. ,JOB No._f:~Z...L..,7~'-+z;___ PROJECT_+M~~-'4,,.,..$-~=--· ----------- SUBJECT_..._;@~B---=--"-&~~µ,.1/L4..:.,.~:...L¥~----- DATE_-+/-'-f(/!_q'"'-7 __ _ SHEET !L1 OF __ . . ; fy'p ~ . o/~.5 I t-1/p ~ / ~/'f" tt/p s t/-z-:z.:~' 1-1/p s:-q/;~.s-1 B/p " 'Cf )4' I . ~/D ,;: '3/ ~'2.-5" I % ~ 1,'2-/~1 *Yp ,,: 7,3/7,-; l'lp ~ 7, 2 / ,i.. 6: --• ---• + -• ~ ---' _, -• ----• ". ~ ,:::. o,n'1 .::: I ,St7 :::::-tJ,U7 J;::" o.'7.,<:,.4 s:: z_..1-~ ,:: ·pJfO 0 '°STl<Jf''S.::: , I D°l as ,:s:. /, 0£;1 ,::'.::q::. -!>,G74 ~(Si,:! l QI t::f'f'1 ·:=. PAe... t-vT_<·· Jl1P~~g~>'+ ~') -/-:;"2r-s~] _C' 103,4,= · .. ::~ $t()/2)f. ~l..'-f -.. 6. ~ tVp ' l'Z-S/:5:,,£,~ 0, 3/J ~ ------~~-.-t.~'3> ---;t>6S. ·-I"·.. -- . ,t'll -r '2.,'?l'"r ,J:;; ¥2-1 _. 0-~ ~ .. ··f ..... f, I ~6 ~ o.cis1 !2-f' ~ /,4€.'i- T<-a ~ , oqG. .... ··----- ..\~ I I I I I I I I I I· I I I I I I I I I ~··:=··· PANEL RIGIDITITIES Panel Line = 12 Seis Fae= 0.183 Panel No.= 4 Panel Type= 3 Panel COND PANEL C C ·C C C C C Panel Panel Panel Panel Panel Panel panel Panel Panel Panel Thk= 9.5 PIER 4 A B C D E F 1= 2= 3= 4= xR= xR= xR= xR= xR= xR= Thk 9.5 9.5 9.5 9.5 9.5 9.5 9.5 ~ ~ 10.915 1 h 30 14 14 14 7.2 7.2 7.2 d Area Wt h/d Delta R 33.5 ****** ******* 0.90 0:556 1.799 33.5 469.0 55.69 0.42 0.155 6.47 6 84.0 9.98 2.33 5.781 0.173 Pan R= 0.915 15.5 217.0 25.77 0.90 0.566 1.768 15.5 111.6 13.25 0.46 0.179 5.573 Pan Area= 813.24 (Sq Ft) 3 21.6 2.57 · 2.40 6.250 0.16 9.2 66.2 7.87 0.78 0.427 2.345 Pan Wt= 96.57 (Kips) Pan Seis V = 17.67 (Kips) I I I I I I I 1· I I I I I I I I I I I PANEL RIGIDITITIES Panel Line= 12 SeisFac= 0.183 Panel No.= 4e,.p Panel Type= 2 eo-- Panel Thk = 9.5 COND PIER Thk h· PANEL C 4 9.5 14 C A 9.5 7.2 C B 9.5 7.2 C C 9.5 7.2 C 'D 0 0 C E 0 0 C F 0 0 Panel 1= Panel 2= Panel 3= Panel . 4= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= ~ ~ iiNU{' ff d Area Wt h/d Delta R 15.5 217.0 25.77 0.90 0.566 1.768 15.5 111.6 13.25 0.46 0.179 5.573 3 21.6 2.57 ;2.40 6.250 0.16 Pan R= 1.273 9.2 66.2 7.87 0.78 0.427 2.345 0 0.0 0.00 ERR ERR ERR Pan Area= 193.24 (Sq Ft) 0 0.0 0.00 ERR ERR ERR 0 0.0 d.00 ERR ERR ERR Pan Wt= 22.95 (Kips) Pan Seis V = 4.20 (Kips) I I I I I I I I I I ' ··:.=.:=:·· I I I I I I I I I PANEL RIGIDITITIES Panel Line = SKEWED WALL LINE Seis Fae= 0.183 Panel No.= 5 ~c, Panel Type= 2 Panel Thk= 7.5 COND PIER Thk h d · Area PANEL C 5 7.5 30 28.75 862.5 C A 7.5 7 28.75 201.3 C-B . 7.5 7 14.75 103.3 C C 7.5 7 4 28.0 C D X X X 0.0 C E X X X 0.0 C F X X X 0.0 Panel 5= Panel 6= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Wt h/d Delta R 80.86 1.04 0.768 1.303 18.87 0.24 0.079 12.69 9.68 0.47 0.185 5.402 Pan R= 1.160 2.63. 1.75 2.669 0.375 0.00 ERR ERR ERR Pan Area= 792.50 (Sq Ft) 0 .. 00 ERR ERR · ERR 0.00 ERR ERR ERR Pan Wt= 74.30 (Kips) Pan Seis V= 13.60 (Kips) I I I I I I I I I I I I I I I I I I I PANEL RIGIDITITIES Panel Line = G9 Seis Fae= 0.183 Panel No.= 7&8 Panel Type= 1 Panel Thk= 7.5 COND PIER Thk PANEL C 7&8 7.5 C A X C 8 X C C X C D X C E X C F X Panel 7= Panel 8= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel X R=. Panel xR= h 30 X X X X X X 91 d Area Wt h/d Delta R 22 660.0 61.88 1.36 1.423 0.703 X 0.0 0.00 ERR ERR ERR X, 0.0 0.00 ERR ERR ERR Pan R= 0.703 X 0.0 0.00 ERR ERR ERR X 0.0 0.00 ERR ERR . ERR Pan Area= 660.00 (Sq Ft) X 0.0 0.00 ERR ERR ERR X 0.0 0.00 ERR ERR ERR Pan Wt= 61.88 (Kips) Pan Seis V = 11.32 (Kips) I I I I I I I I I I· I I I I I I 1· I I PANEL RIGIDITITIES Panel Line = G9 Seis Fae= 0.183 Panel No.= 9 Panel Type= 2 Panel COND PANEL C C C C C C C Panel Panel Panel Panel Panel Panel Panel Panel Panel Panel Thk= PIER 9 A B C D .E F 7= 8= 9= xR= xR= xR= xR= xR= xR= xR= 7.5 Thk 7.5 7.5 7.5 7.5 X X X ~ [[ZQ[J 0.266 h d Area Wt h/d Delta R 16 20 320.0 30.00 0.80 0.445 2.248 10 20 200.0 18.75 0.50 0.200 5 10 3.5 35.0 3.28 2.86 10.187 0.098 Pan R= 0.266 10 4.4 44.0 4.13 2.27 5.378 0.186 X X 0.0 0.00 ERR ERR ERR Pan Area= 199.00 (Sq Ft) X X 0.0 0.00 ERR ERR ERR X X 0.0 0.00 ERR ERR ERR Pan Wt= 18.66 (Kips) Pan Seis V = 3.41 (Kips) I I I 1. I I I. I I I I I 1. I I I I I I PANEL RIGIDITITIES Panel Line = J Seis Fae= 0.183 Panel No.= Panel Type= Panel Thk= COND PIER PANEL C 12 C A C B C C C D C E C F' Panel 7= Panel 8= Panel 9= Panel 10= Panel 13= Panel 14= Panel 15= Panel xR= Panel xR= Panel X R=· 12 1 9.5 Thk 9.5 X X X X X X ~ ~ 0.266 0.782 1.639 1.171 h d Area Wt h/d Delta R 15 20.5 307.5 36.52 0.73 0.376 2.658 X 32.5 0.0 0.00 0.00 0.000 ERR X 14.4 0.0 0.00 0.00 0.000 ERR Pan R;::: 2.658 X 4 0.0 0.00 0.00 O.OOQ ERR X 32.5 0.0 0.00 0.00 0.000 ERR Pan Area= 307.50 (Sq Ft) X 14.4 0.0 0.00 0.00 0.000 ERR X 4 0.0 0.00 0.00 0.000 ERR Pan Wt= 36.52 (Kips) Pan Seis V = 6.68 (Kips) I I I I I I I I I I I I I I I I I I I PANEL RIGIDITITIES Panel Line = J Seis Fae= 0.183 Panel Panel Panel COND PANEL C C C C C C c· Panel Panel Panel . Panel Panel Panel Panel Panel Panel Panel No.= 13 Type= Thk = PIER 13 A B C D E F 7= 8= 9= 10= 13= xR= xR= xR= xR= xR= 2 7.5 Thk 7.5 7.5 7.5 7.5 X X X ~ [Q]Q[l 0.266 0.782 h d 30 32 ·15 32 15 8 15 12 X X ~ X X X 91 Area Wt h/d Delta R 960.0 90.00 0.94 0.611 1.637 480.0 45.00 0.47 0.182 5.5 120.0 11.25 1.88 3.199 0.313 Pan R= 0,782 180.0 16.88 1.25 1.156 0.865 0.0 0.00 ERR ERR ERR Pan Area= 780.00 (Sq Ft) 0.0 0.00 ERR ERR ERR 0.0 0.00 ERR ERR ERR Pan Wt= 73.13 (Kips) Pan Seis V = 13.38 (Kips) .f$'Jl;>b-<, -:fc(2.. 711.., ~,, Tt-llc.JJ-'PA>J6L. g_ ~ v. 1 if?,,:.J. ~ ~ ?n q.;: ~:., (_/) I I I I I I I I I I .. ~,:.:::~ I I I I I I I· 1---.-- 1 PANEL RIGIDITITIES Panel Line = J Seis Fae= 0.183 Panel No.= Panel Type= Panel Thk= COND PIER PANEL C 14 C A C B C C C 0 C E C F Panel 7= Panel 8= Panel 9= Panel 10= Panel 13= Panel 14= Panel xR= Panel xR= Panel xR= Panel xR= · 14 2 9.5 Thk 9.5 9.5 9.5 9.5 X X X ~ ~ 0.266 0.782 1.639 h 30 7.2 7.2 7.2 X X X I d Area Wt h/d Delta R 32.5 975.0 ******* 0.92 0.592 1.691 32.5 234.0 27.79 0.22 0.071 14.12 3 21.6 2.57 2.40 6.250 0.16 Pan R= 1.639 26.2 188.6 22.40 0.27 0.091 11.02 X 0.0 0.00 ERR ERR ERR Pan Area= 951.24 (Sq Ft) X 0.0 0.00 · ERR ERR ERR X 0.0 0.00 ERR ERR ERR Pan Wt= 112.96 (Kips) Pan Seis V = 20.67 (Kips) I I I I I I I I I '~-:~:;:-:' I I I I I I I I I PANEL RIGIDITITIES Panel Line = J Seis Fae= 0.183 Panel No.= 15 Panel Type= 4 Panel COND PANEL C C C C C C C Panel Panel Panel Panel Panel Panel Panel Panel Panel Panel Thk= PIER 15 A B C D E F 7= 8= 9= 10= 13= -14= 15= xR= xR= xR= 9.5 Thk 9.5 9.5 9,-5 6.5 9.5 9.5 6.5 ~ ~ 0.266 0.782 1.639 1.171 . h 30 6 6 p 9 9 9 d Area Wt h/d Delta R 32.5 975.0 ******* 0.92 0.592 1.691 32.5 195.0 23.16 0.18 0.058 17.27 14.4 86.4 10.26 0.42 0.154 6.496 Pan R= 1.171 4 24.0 1.95 1.50 1.800 0.556 32.5 292.5 34.73 0.28 0.092 10.92 Pan Area= 763.50 (Sq Ft) 14.4 129.6 15.39 0.63 0.285 3.507 4 36.0 2.9~ 2.25 5.231 0.191 Pan Wt= 90.67 i(Kips) Pan Seis V = 16.59 · (Kips) I {;q,?. • • t>t::8 t r_ / lj. 41 t.. -f (1>· Gj ----~------ I I I -1 I I I I I I I I I I I I I I I PANEL RIGIDITITIES Panel Line = J Seis Fae= 0.183 Panel No.= 16 Panel Type= 4 Panel COND PANEL C C C C C C C Panel Panel Panel Panel Pan·e1 Panel Panel Panel Panel Panel Thk= 9.5 PIER Thk 16 9.5 A 9.5 B 6.5 C 6.5 D 9.5 E 6.5 F 6.5 7= ,0.7031 8= 0.703 9= 0.266 10= 13= · 0.782 14= 1.639 15= 1.171 16= 0.358 xR= xR= h 30 6 6 6 6 6 6 d Area Wt h/d Delta R 24 720.0 85.50 1.25 1.156 0.865' 24 144.0 17.10 0.25 0.081 12.31 4 24.0 1.95 1.50 1.800 0.556 Pan R= 4 24.0 1.95 1.50 1.800 0.556 24 144.0 17.10 0.25 0.081 12.31 Pan Area= 4 24.0 1.95 1.50 1.800 0.556 4 24.0 1.95 1.50 1.800 0.556 Pan Wt= Pan Seis V = p ~ /, 1,,-(!-'fogv.,. 0;::;:;;-I/ ff) ,It a] t:b.~5'+4W- ~ ~-~-~~-,... e.2?~ 97 0.358 528.00 (Sq Ft) 62.70-(Kips) 11.47 . (Kips) I I I I I I I ·1 I I ·· ... .::·- .I I I I I I I I I PANEL RIGIDITITIES Panel Line = 1 Seis Fae= 0.183 Panel· No.= 17 Panel Type= 4 Panel Thk= 9.5 COND PIER Thk PANEL C 17 9.5 C A 9.5 C B 6.5 C C 6.5 · C D 9.5 C E 6.5 C F 6.5 I Panel 17= Panel 18= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= ,r h 30 6 6 6 6 6 6 Fl d Area Wt h/d. Delta R 20 600.0 71.25 1.50 1.800 0.556 20 120.0 14.25 0.30 0.101 9.921 4 24.0 1.95 1.50 1.800 0.556. Pan R= 0.294 4 24.0 1.95 1.50 1.800 0.556 20 120.0 14.25 0.30 0.101 9.921 Pan Area= 456.00 (Sq Ft) 4 24.0 1.95 1.50 1.800 0.556 4 24.0 1.95 1.50 1.800 0.556 Pan Wt= 54.15 (Kips) Pan Seis V = 9.91 (Kips) ,Arr) WT'" ~~ t LlCff!JS~ 4,.B ~ L€>,, s: fj!}.7/,:;,. ~~ I I I I I I I I I I I I I I I I I I I PANEL RIGIDITITIES .Panel Line = · 1 Seis Fae= · 0.183 Panel No.= 18 Panel Type= 4 Panel COND PANEL C C C C C C C Panel Panel Panel Panel Panel Panel Panel Panel Panel. Panel Thk = PIER 18 A B C D E F 17= 18= xR= xR= xR= xR= xR= xR= xR= xR= 9.5 Thk 9.5 9.5 6.5 6.5 9.5 6.5 6.5 ~ ~ 0.294 h 30 6 6 6 6 6 6 99 d Area Wt hid Delta R 24 720.0 85.50 1.25 1.156 0.865 ·24 144.0 17.10 0.25 0.081 12.31 4 24.0 1.95 1.50 1.800 0.556 Pan R= 0.358 4 24.0 1.95 1.50 1.800 0.556 24 144.0 17.10 0.25 0.081 12.31 Pan Area= 528.00 (Sq Ft) 4 24.0 1.95 1.50 1.800 0.556 4 24.0 1.95 1.50 1.800 0.556 Pan Wt= 62.70 (Kips) Pan Seis V = 11.47 (Kips) I I I I I I I I ·1 I I I I I I I I I I PANEL RIGIDITITIES Panel Line = F Seis Fae= 0.183 Panel No.= 20 Panel Type= 4 Panel Thk= 9.5 COND PIER Thk PANEL C 20 9.5 C A 9.5 C 8 6.5 C C 6.5 C D 9.5 C E 6.5 C F 6.5 Panel XR= Panel XR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= h 30 6 6 6 6 6 6 d Area Wt h/d Delta R 16 480.0 57.00 1.88 3.199 0.313 16 96.0 11.40 0.38 0.134 7.485 4 24.0 1.95 1.50 1.800 0.556 Pan R= 0.211 . 4 24.0 1.95 1.50 1.800 0.556 16 96.0 11.40 0.38 0.134 7.485 Pan Area:= 384.00 (Sq Ft) 4 24.0 1.95 1.50 1.800 0.556 4 24.0 1.95 1.50 1.800 0.556 Pan Wt= 45.60 (Kips) Pan Seis V = 8.34 (Kips) I I I I I I I I I I_ I I I 1· -~~-*:: I- I I I· I PANEL RIGIDITITIES Panel Line = F Seis Fae= 0.183 Panel No.= 21 Panel Type= 4 Panel Thk= 9.5 COND PIER Thk · PANEL C 21 9.5 C A 9.5 C B 6.5 C C 6.5 C D 9.5 C E 6.5 C F 6.5 Panel XR= Panel XR=· Panel xR= Panel xR= Panel xR= Panel xR= Panel x.,R = Panel xR= Pan~ xR= Panel xR= h 30 6 6 6 6 .6 6 . /o/. d Area Wt h/d Delta R 24.75 742.5 88.17 1.21 1.076 0.929 24.75 148.5 17.63 0.24 0.078 12.75 4 24.0 1.95 1.50 1.800 0.556 Pan R= 0.504 4 24.0 1.95 1.50 1.800 0.556 24.75 148.5 17.63 0.24 0.078 12.75 Pan Area= 594.00 (Sq Ft) 4 24.0 1.95 1.50 1.800 0.556 12.75 76.5 6.22 0.47 0.183 5.469 Pan Wt= 70.54 (Kips) Pan Seis V= 12.91 (Kips) I I I I I I I I I I .. :. ~· I I I I I I I I I . PANEL RIGIDITITIES Panel Line = 1 Seis Fae= 0.183 Panel No.= 22& Panel Type= 4 Panel COND PANEL C C ·C C C C C Panel Panel Panel Panel Panel Panel Panel Panel Panel P~nel Thk= 9.5 PIER 22 & A B C D E F 22= 23= 24= xR= xR= xR= X R= xR= xR= xR= Thk 9.5 9.5 6.5 6.5 9.5 6.5 6.5 ~ ~ 0.294 23 h d Area Wt h/d Delta R 30 24 720.0 85.50 1.25 1.156 0.865 6 24 144.0 17.10 0.25 0.081 12.31 6 4 24.0 1.95 1.50 1.800 0.556 Pan R= 0.358 6 4 24.0 1.95 1.50 1.800 0.556 6 24 144.0 17.10 0.25 0.081 12.31 Pan Area= 528.00 (Sq Ft) 6 4 24.0 1.95 1.50 1.800 0.556 6 4 24.0 1.95 1.50 1.800 0.556 Pan Wt= 62.70 (Kips) Pan Seis V= 11.47 (Kips) I I I I I_ I I I I I , __ I I I I I I I 1--- 1 PANEL RIGIDITITIES Panel Line = 1 Seis Fae= 0 183 Panel No.= Panel Type= Panel Thk= COND PIER PANEL C 24 C A C B C C C D C E C F Panel 22= Panel 23= Panel 24= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= 24 4 9.5 Thk 9.5 9.5 6.5 6.5 9.5 6.5 6.5 ~ ~ 0.294 h 30 6 6 6 6 6 6 /d3 d Area Wt h/d Delta R 20 600.0 71.25 1.50 1.800 0.556 20 120.0 14.25 0.30 0.101 9.921 4 24.0 1.95 1.50 1.800 0.556 Pan R= 0.294 4 24.0 1.95 1.50 1.800 0.556 20 120.0 14.25 0.30 0.101. 9.921 Pan Area= 456.00 (Sq Ft) 4 24.0 1.95 1.50 1.800 0.556 4 24.0 1.95 1.50 1.800 0.556 Pan Wt= 54.15 (Kips) Pan SeisV= 9.91 (Kips) I I I PANEL RIGIDITITIES I Panel Line = C Seis Fae= 0.183 Panel No.= 25 I Panel Type= 4 Panel Thk= 9.5 COND PIER Thk I PANEL C 25 9.5 C A 9.5 I C B 6.5 C C 6.5 C D 9.5 I C E 6.5 C F 6.5 I Panel 25= Panel 26= Panel xR= I ... :t:.=· Panel xR= Panel xR= Panel xR= I Panel xR= Panel xR= Panel xR= Panel xR= I I I I I I I I h 30 6 6 6 6 6 6 d Area Wt h/d Delta R 20 600.0 71.25 1.50 1.800 0.556 20 120.0 14.25 0.30 0.101 9.921 4 24.0 1.95 1.50 1.800 0.556 Pan R= 4 24.0 1.95 1.50 1.800 0.556 20 120.0 14.25 0.30 0.101 9.921 Pan Area= 4 24.0 1.95 1.50 1.800 0.556 4 24.0 1.95 1.50 1.800 0.556 Pan Wt= Pan Seis V = j,l>t) W'i ~ ~ (/<=I P$F'"'" 12>1* 4:7f~ {D,t./C. 5'/, -z.. -t9-, 'I- 0.294 456.00 ·csq Ft) 54.15 (Kips) 9.91 (Kips) I I I I I I I I I I R2H Engineering, Inc. PROJECT _ _,_/f9..--w-~"'+-'-'·=...;?,C;;;;.._ ______ _ ,BY-c'?Ui_.._ ___ SUBJECT ~ R~.JA?IZG'l -~-"2,-G. _____________ ------· -----------------·- ~.o" wb~ ?15~ ~ ·t:>,2> Ir C>~p.tpl ~ o/p ~ ?/~? :t:. G), £C,"7.,, -DSJ/2.11' .,s: ,0!50 ------. --. bA .. fll.o .s. b/4-~ ·[,t:;,O . • -~. ~ J, &':) ~ ,,:. o,<5" ?>A ..: ..:::i.13, .., 1,80 f2.rr.:. -:: a. 56" (;. C>e • t+/o s '/5 ,::. l,2.,o • JOB No._iz~11-t;-.-Z- DATE _h~~._/~-"-4---- SHEET /OJ OF -- ·-·:--·.·Zi-15~ I I I I I .1 I I·· I ---• ----·--___ .,. -~-----• ~ • -----~ --------------• --1---· -· ' ·----. -----·--· I --.. -· --·------· -------·· ·------------------------. - -----------------------------------·-----------·------·---- . ---i-·-· - I I I I I I I I I I ·-· I I I I I I I , .... ·· I . PANEL RIGIDITITIES Panel Lin.e = 8 Seis Fae= 0.183 Panel No.= 28 Panel Type= Panel COND PANEL C C C C C C C Panel Panel Panel Panel Panel Panel Panel Panel Panel Panel Thk= PIER 28 A B C D E F xR= xR= xR= xR= xR= xR= xR= xR= xR= xR= 4 9.5 Thk 9.5 9.5 6.5 6.5 9.5 6.5 6.5 B h. d 30 34 6 34 6 8 6 6 6 34 6 8 6 6 /o(p Area Wt h/d Delta R 1020.0 121.13 0.88 0.539 1.854 204.0 24.23. 0.18 0.055 18.14 48.0 3.90 0.75 0.394 2.54 Pan R= 1.072 36.0 2.93 1.00 0.700 1.429 204.0 24.23 0.18 0.055 18.14 Pan Area= 780.00 (Sq Ft) 48.0 3.90 0.75 0.394 2.54 36.0 2.93 1.00 . 0.700 1.429 Pan Wt= 92.63 (Kips) Pan Seis V = 16.95 (Kips) I I I I I I I I I I I I 1· I I I I I I PANEL RIGIDITITIES Panel Line = B Seis Fae= 0.183 Panel No.= 29 Panel Tvpe = 4 Panel COND PANEL C C C C C C C Panel Panel Panel Panel Panel Panel Panel Panel Panel Panel Thk= PIER 29 A B C D E F xR= ?< R = xR= xR= xR= xR= xR= -x R = xR= xR= 9.5 Thk 9.5 9.5 6.5 6.5 9.5 . 6.5 6.5 B h d 30 18.3 6 18.3 6 6 6 4.3 6 18.3 6 6 6 4.3 /07 Area Wt h/d Delta R 549.0 65.19 1.64 · 2.254 0.444 109.8 13.04 0.33 0.112 8.892 36,0 2.93 1.00 0.700 1.429 Pan R= 0.335 25.8 2.10 1.40 1.505 0.664 109.8 13.04 0.33 ,' 0.112 8.892 Pan Area= 453.00 (Sq Ft) 36.0 2.93 1.00 0.700 1.429 25.8 2.10 ·1.40 1.505 0.664 Pan Wt= 53.79 (Kips) Pan Seis V = 9.84 (Kips) I I I I I I I I I 1-- 1 -1 I I I I I I I PANEL RIGIDITITIES Panel Line = 9 Seis Fae= 0.183 Panel No.= 30 Panel Tvoe = 4 Panel Thk= 9.5 COND PIER Thk PANEL C 30 9.5 C A 9.5 C B 6.5 C C 6.5 C D 9.5 C E 6.5 C F 6.5 .. Panel 7= B Panel 8= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= h 30 6 6 6 6 6 6 /{)~ r,--- -----J ··-· d Area Wt h/d Delta R 16 480.0 57.00 1.88 3.199 0.313 16 96.0 11.40 0.38 0.134 7.485 4.3 25.8 2.10 1.40 1.505 0.664 Pan R= 0.219 I 4 24.0 1.95 1.50 1.800 0.556 I 16 96.0 11.40 0.38 0.134 7.485 Pan Area= 387.60 (Sq Ft) I 4.3 25.8 2.10 1.40 1.505 0.664 4 24.0 1.95 1.50 1.800 0.556 Pan Wt= 46.03 (Kips) Pan Seis V = 8.42 (Kips) I -I I ·I I. I I I I I I I I I I I I I 1· PANl=L RIGIDITITIES Panel Line = A Seis Fae= 0 183 Panel Panel Panel COND PANEL C C C C C C C Panel Panel Panel Panel Panel Panel Panel Panel Panel Panel No.= Type= Thk= PIER 31 & A B C D E F 31= 32= 33= xR= xR= xR= xR= xR= xR= xR= 31 & 4 9.5 Thk 9.5 9.5 6.5 6.5 9.5 6.5 6.5 ~ ~ 0.294 33 h d 30 20 6 20 6 4 6 4 6 20 6 4 6 4 Area Wt 600.0 71.25 120.0 14.25 24.0 1.95 24.0 1.95 120.0 14.25 24.0 1.95 24.0 1.95 h/d Delta R 1.50 1.800 0.556 0.30 0.101 9.921 1.50 1.800 0.556 Pan R= 1.50 1.800 0:556 0.30 0.101 9.921 Pan Area= 1.50 1.800 0.556 1.50 1.800 0.556 Pan Wt= Pan Seis V= ll1'*:J< ['6 1k 4.7~f \0,'2-«. $'f, ,_ ---,4,4.f l:.. 0.294 456.00 (Sq Ft) 54.15 (Kips) 9.91 (Kips) I- I I I I I I I I I I I I I I I I I I PANEL RIGIDITITIES Panel Line = A Seis Fae= 0.183 Panel No.= 32 Panel Tvpe = 4 Panel COND PANEL C C C C C C C Panel Panel Panel Panel Panel Panel Panel Panel Panel Panel Thk= PIER 32 A B C D E F 31= 32= 33= xR= xR= xR= xR= xR= xR= xR= 9.5 Thk 9.5 9.5 6.5 6.5 9.5 6.5 6.5 ~ ~ 0.294 h 30 6 6 6 6 6 6 //() d Area Wt h/d Delta R 24 720.0 85.50 1.25 1.156 0.865 24 144.0 17.10 0.25 0.081 12.31 4 24.0 1.95 1.50 1.800 0.556 Pan R= 0,358 4 24.0 1.95 1.50 1.800 0.556 24 144.0 17.10 0.25 0.081 12.31 Pan Area= 528.00 (Sq Ft) 4 24.0 1.95 1.50 1.800 0.556 4 24.0 1.95 1.50 1.800 0.556 Pan Wt= 62.70 (Kips) Pan Seis V = 11.47 (Kips) I /I/ I ·' I PANEL RIGIDITITIES I Panel Line = J ( ONE STORY HIGH) Seis Fae= 0.183 Panel No.= 14 I Panel Tvoe = 2 Panel Thk= 9.5 COND PIER Thk h d Area Wt h/d Delta R I PANEL C 14 9.5 12.5 32.5 406.3 48.24 0.38 0.138 7.239 C A 9.5 7.2 32.5 234.0 27.79 0.22 0.071 14.12 I C B 9.5 7.2 3 21.6 2.57 2.40 6.250 0.16 Pan R= 6.395 C C 9.5 7.2 26.3 189.4 22.49 0.27 0.090 11.07 C D x· X 32.5 0.0 0.00 0.00 0.000 ERR Pan Area= 383.21 (Sq Ft) I C E X X 14.4 0.0 0.00 0.00 0.000 ERR C F X -x 4 0.0 0.00 0.00 0.000 ERR Pan Wt= 45.51 (Kips) Pan Seis V= 8.33 (Kips) I Panel 7= Panel 8= Panel 9= I ,, .. - Panel 10= Panel 13== Panel 14= I Panel 15= Panel xR= Panel xR= Panel xR= I 1· I I 1· I I I I I I I I I I I I I .. '-;;::::·· I I I I I I I I I PANEL RIGIDITITIES Panel Line = J ( ONE STORY HIGH) Seis Fae= 0.183 Panel No.= 15 Panel Type= 2 Panel Thk = 9.5 COND PIER Thk h d Area PANEL C 15 9.5 12.5 32.5 406.3 C A 9.5 g· 32.5 292.5 C B 9.5 9 14.4 129.6 C C 9.5 9 4 36.0 C D X X X 0.0 C E X X X 0.0 . C F X X X 0.0 Panel 7= Panel 8= Panel 9= Panel 10= Panel 13= Panel 14= Panel 15= Panel xR= Panel xR= Panel xR= I I ;l.. Wt h/d Delta R 48.24 0.38 0.138 7.239 34.73 0.28 0.092 10.92 15.39 0.63 0.285 3.507 Pan R= 3.155 4.28 2.25 5.231 0.191 0.00 ERR ERR ERR Pan Area= 279.35 (Sq Ft) 0.00 ERR ERR ERR 0.00 ERR ERR ERR Pan Wt= 33.17 Kips) Pan Seis V = 6.07 (Kips) I I I I I I I I I I_-__ _ I I I I I I I I I ·-.:~::.::: PANEL RIGIDITITIES Panel Line = J ( ONE STORY HIGH) Seis Fae= 0.183 Panel No.= 16 ~-lB ,2,~ r") '2,'3 Panel Type= 2 Panel Thk= 9.5 COND PIER Thk h d Area PANEL C 16 9.5 12.5 24 300.0 C A 9.5 6 24 144.0 C B 6.5 6 4 24.0 C C 6.5 6 4 24.0 C D X X X 0.0 C E X X X 0.0 C F X X X 0.0 Panel 7= Panel 8= Panel 9= Panel 10= Panel 13= Panel 14= Panel 15= Panel xR= Panel x-R= Panel xR= /1:3 ~")..-fJ t1- Wt h/d Delta R 35.63 0.52 0.213 4.7 17.10 0.25 0.081 12.31 1.95 1.50 1.800 0.556 Pan·R = 0.969 1.95 1.50 1.800 0.556 0.00 ERR ERR ERR Pan Area= 204.00 (Sq Ft) 0.00 ERR ERR ERR 0.00 ERR ERR ERR Pan Wt= 24.23 Kips) Pan Seis V = 4.43 (Kips) I I I I I I I I I I I I I I I I I I I PANEL RIGIDITITIES Panel Line = F (ONE STORY HIGH PANEL) SeisFac= 0.183 Panel No.= 20 ~ n~ (Cf' .J-2. 'I' tie Panel Type= 2 Panel Thk= 9.5 COND PIER Thk h d Area Wt PANEL C 20 9.5 12.5 20 250.0 29.69 C A 9.5 6 20 120.0 14.25 ·c B 6.5 6 4 24.0 1.95 C C 6.5 6 4 24.0 1.95 C D X X X . 0.0 0.00 C E X X X 0.0 0.00 C F X X X 0.0 0.00 Panel XR= Panel XR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel-xR= 111 .,. ;, ~ ~'.3 h/d Delta R 0.63 0.285 3.507 0.30 0.101 9.921 1.50 1.800 0.556 Pan R= 0.922 1.50 1.800 0.556 ERR ERR ERR Pan Area= 178.00 (Sq Ft) ERR ERR ERR ERR ERR ERR Pan Wt= 21.14 (Kips) Pan Seis V = 3.87 Kips) I I I I I I I I I I. • .. ::~ .. I I I I I I I 1--- 1 PANEL RIGIDITITIES Pane.I_ Line = -,=: ,OtJIS S1'l1U.( SeisFac= 0.183 Panel No.= Panel Type= Panel Thk= COND. PIER PANEL C 21 C A C B C C C D C E C F Panel XR:;: Panel XR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= / 21 2 9.5 Thk h 9.5 12.5 9.5 6 6.5 6 6.5 6 X X X X X X / d Area-Wt 24.75 309.4 36.74 24.75 148.5 17.63 4 24.0 1.95 12.75 76.5 6.22 X 0.0 0.00 X 0.0 0.00 X 0.0 0.00 Z>:. ~ 0. '75t C, 'Z.J R'Z./ ~ 3--7tCJ h/d Delta R 0.51 0.203 4.925 0.24 0.078 12.75 1.50 1.800 0.556 Pan R= 3.441 . 0.47 0.183 5.469 ERR ERR ERR Pan Area= 261.38 1(Sq Ft) ERR ERR ERR ERR ERR ERR Pan Wt= 31.04 (Kips) Pan Seis V = 5.68 (Kips) I I I I I I I I I I_ ·-... ;=:··:· I I I I I I I I I PANEL RIGIDITITIES Panel Line = ;t< C S . F O 183 eIs ac= Panel No.= 26 Panel Type= 5 Panel COND PANEL C C C C C C C Panel Panel Panel Panel Panel Panel Panel Panel Panel Panel Thk= PIER 26 A B C D E F 22= 23= 24= xR= xR= xR= ·xR= xR= xR= xR= 9.5 Thk 9.5 9.5 6.5 6.5 6.5 X X ~ ~ 0.294 h 12.5 6 6 6 6 X X ones ory ., t h" h d Area Wt h/d Delta R 37 462.5 54.92 0.34 0.117 8.563 37 222.0 26.36 0.16 0.050 19.86 4 24.0 1.95 1.50 1.800 0.556 Pan R= 1.814 4 24.0 1.95 1.50 -1.800 0.556 5 30.0 2.44 1.20 · 1.051 0.951 Pan Area= 318.50 (Sq Ft) X 0.0 0.00 ERR ERR ERR X 0.0 0.00 ERR ERR ERR Pan Wt= 37.82 (Kips) Pan Seis V = 6.92 (Kips) /J)J!IS'f ~ 6 ~t o/Jllcx. ~ . c::> -: 0i tn -. ~ + L l _ _ ~ ttf,f ) [ ~.Sf"(:.--r o.IG"-'--t ~ Cf f') 6S __j I I I I I I I I I I I I I I I I I I-- I PANEL RIGIDITITIES Panel Line = 7 Seis Fae= 0.183 1)/Jp Panel No.= 27 I Panel Type= 2 Panel Thk= 9.5 COND PIER Thk h d PANEL C 27 9.5 12.5 16 C A 9.5 6 16 C B 6.5 6 4 C C 6.5 6 4 C D X X X C E X X X C F X X X Panel 7= Panel 8= B. Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= //7 "'>IL(/1/~I{ Area Wt h/d Delta R 200.0 23.75 0.78 0.425 2.352 96.0 11.40 0.38 0.134 7.485 24.0 1.95 1.50 1.800 0.556 Pan R= 0.839 24.0 1.95 1.50 1.800 0.556 0.0 0.00 ERR ERR ERR Pan Area= 152.00 (Sq Ft) 0.0 0.00 ERR ERR ERR 0.0 0.00 ERR ERR ERR Pan Wt= 18.05 (Kips) Pan Seis V = 3.30 (Kips) I I I I I I I I I I ··~...:;,:;::::- I I I I I I I I···· I PANEL RIGIDITITIES Panel Line = B s · F o 183 e1s ac= Panel No.= Panel Type= Panel COND PANEL C C C C C C C Panel Panel Panel Panel Panel Panel Panel Panel Panel Panel Thk= PIER 28 A B C D E F xR= xR= xR= xR= xR= xR= xR= xR= xR= xR= 28 2 9.5 Thk 9.5 9.5 6.5 6.5 X X X B h 12.5 6 6 6 X X X ones ory IQ t h" h d 34 34 8 6 X X X Area Wt h/d Delta R 425.0 50.47 0.37 0.130 7.682 204.0 24.23 0.18 0.055 18.14 48.0 3.90 0.75 0.394 2.54 Pan R= 36.0 2.93 1.00 0.700 1.429 0.0 0.00 ERR ERR ERR Pan Area= 0.0 0.00 ERR ERR ERR 0.0 0.00 ERR ERR ERR Pan Wt= Pan Seis V = p us., b.P.,c,-,,.8.G,5 -r V ~ *-l~-S-4 +-l·""'-1 ~ !), 4''(:J //~ 3.058 305.00 (Sq Ft) 36.22 (Kips) 6.63 (Kips) I I I I I I I 1. I I· I .._::·· I I I I I I I I I PANEL RIGIDITITIES Panel Line = B S . F O 183 e1s ac= . Panel . No. = 29 Panel Type= Panel Thk= COND PIER PANEL C 29 C A C B C C C D C E C F Panel x R = Panel x R = Panel x R = Panel x R = Panel x R = Panel x R = Panel x R = Panel x R = Panel x R = Panel x R = 2 9.5 Thk 9.5 9.5 6.5 6.5 X X X B h 12.5 6. 6 6 X X X ' ;IC/ ones ory IQ. t h" h d Area Wt hid Delta R 18.3 228.8 27.16 0.68 0.332 3.008 18.3 109.8 13.04 0.33 0.112 8.892 6 36.0 2.93 1.00 0.700 1.429 Pan R= 1.433 4.3 25.8 2.10 1.40 1.505 0.664 X 0.0 0.00 ERR ERR ERR Pan Area= 180.75 (Sq Ft) X 0.0 0.00 ERR ERR ERR X 0.0 0.00 ERR ERR ERR Pan Wt= 21.46 (Kips) Pan Sejs V = 3.93 (Kips) I I I I I I I I I I I I I I I I I I I PANEL RIGIDITITIES Panel Line = 9 S . F O 8 eIs ac= .1 3 Panel No.= 30 Panel Tvpe = · 2 Panel Thk= 9.5 COND PIER Thk PANEL C 30 9.5 C A 9.5 C B 6.5 C C 6.5 C D X C E X C F X Panel . 7= Panel 8= B Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Pariel xR= Panel xR= h 12.5 6 6 6 X X X /;2.t) one story· Igh d Area Wt h/d Delta R 16 200.0 23.75 0.78 0.425 2.352 16 96.0 11.40 0.38 0.134 7.485 4.3 25.8 2.10 1.40 1.505 0.664 Pan R= 0.900 4 24.0 1.95 1.50 1.800 0.556 X 0.0 0.00 ERR ERR ERR Pan Area= 153.80 (Sq Ft) X 0.0 0.00 ERR ERR ERR X 0.0 0.00 ERR ERR ERR Pan Wt= 18.26 (Kips) Pan Seis V = 3.34 (Kips) I I I I I I I I I I .. I I I I I I I I I PANEL RIGIDITITIES Panel Line = D Seis Fae= 0.183 Panel No.= 34 Panel Type= 1 Panel Thk= 9.5 COND PIER Thk PANEL C 34 9.5 C A X C B X C C X C D X C E X C F X Panel 7= Panel 8= B Panel xR= Panel xR= Panel xR= Panel xR= Panel ·X R= Panel xR= Panel xR= Panel xR= . I ;i.J t)J!3 51'~ ~ff h d Area Wt h/d Delta R 12.5 24.5 306.3 36.37 0.51 0.206 4.85 X X 0.0 0.00 ERR ERR ERR X X 0.0 0.00 ERR ERR ERR Pan R= 4.850 X X 0.0 0.00 ERR ERR ERR X X 0.0 0.00 ERR ERR ERR Pan Area= 306.25 (Sq Ft) X X 0.0 0.00 ERR ERR ERR X X 0.0 0.00 ERR ERR ERR Pan.Wt= 36.37 (Kips) Pan Seis V = 6.66 (Kips) I I I I I I I I I I I I I I I I I I I ·.-:::;:;. PANEL RIGID.ITITIES Panel Line = 1 Seis Fae= 0.183 Panel No.= 35 Panel Type= 1 Panel Thk = 9.5 CONP PIER Thk PANEL C 35 9.5 C A X C B .x C C X C D X C E X .C F X ' Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= h d Area Wt h/d. Delta R 12.5 14 175.0 20.78 0.89 0.553 1.81 X X 0.0 0.00 ERR ERR ERR X X 0.0 0.00 ERR ERR ERR Pan R= 1.810 X X 0.0 0.00 ERR ERR ERR X X 0.0 0.00 ERR ERR ERR Pan Area= 175.00 (Sq Ft) X X 0.0 0.00 ERR ERR ERR X X 0.0 0.00 ERR ERR ERR Pan Wt= 20.78 (Kips) Pan Seis V = 3.80 (Kips) I I I I I I I I I .I ·,-·;_,.· I I I I I I I I 1- PANEL RIGIDITITIES Panel Line = 1 Seis Fae= 0.183 Panel No.= 36 Panel Tvpe = 1 Panel Thk= 9.5 COND PIER Thk PANEL C 36 9.5 C A X C B X C C X C D X C E X C F X Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= Panel xR= ):Z.3 h d Area Wt h/d Delta R ·12.5 16 200.0 23.75 0.78 0.425 2.352 X X 0.0 0.00 ERR ERR ERR X X 0.0 0.00 ERR ERR ERR Pan R= 2.352 X X 0.0 0.00 ERR ERR ERR X X 0.0 0.00 ERR ERR ERR Pan Area= 200.00 (Sq Ft) X X 0.0 0.00 ERR ERR ERR X X 0.0 0.00 ERR ERR ERR Pan Wt= 23.75 (Kips) Pan Seis V = 4.35 (Kips) I ~ R2H Engineering, Inc. I ™ PROJECT ~ JOB NO. Cf?f(j,_7 DATE Uf17 I I I I I I I 1-. -~<;,;::.· I I I I I I I ./ BY w,11 SUBJECT /i4t;:2;2:u · fi~ SHEET / ;J.,4 OF -- . , . M€6~. ~ ~ 1 P/o-p,'jul"'k:N N~ 135€:N. a::,.J5 J;fllfl..f .ll/6 ~r.N<f . P!::.:5/,tj.;.J NST~Pqt4 y· /. 7Jl'e ~ /-IAS. .55-iS'J · .0/VIL>l:P / ,M':o -3 "S<=PAMT?e ;::>/AP,1.1£4;,.#fS /t>/AP~~MC. I; . 2 __ .JI. 3) __ -z.. 7J-/€ 1)1AP/-IIZ4r:;;(,{~ ~,,,«.,~ -&s At'114c-'/'i!-60 /NP/'fl-?c.lA~r YYrrt!i._t:Wf' . /<'c~vA~ ~ 7?-le 077-1~ /.7/Ap,t.//&fo/M r :J. n.te rcPZ<!GS l72ewt z-M3 P/A',,L}/1~ $ .WAUS ~ te /)~/$(/Tel:) ., z;o we . ~~~s. {¥i:SfS() ~-7-'/,lf.:J?< /4e(.A17vfS A?~t'/-?f'7Y. . -- ' _____ _.;__ _______ __,. _____________________ ---------· -----------------------------------------------------_, __ _ 1 ··.·-·1-------------· .. --~-:--···-----------------·-------·-------·-··· -·-··· -· ... I --r -. . . ----: -----1 ---· -.. .. .. . . l • / , JOB NO. Cfllf'7 I / -~ R2H Engineering, Inc. DATE _.µ./1.+-fi....1.~+---~ PROJECT--,/21{J~(J.i11;1iJ{:{Cf:.:....__ __ t/~&~&=-d~~/§i;:1//J!//S;; SHEET JcJ.S-OF __ I ~ ~~-~~~-~~~~~.~~~~ . -. SUBJECT_~ _,--, ' ·--· \ ... __ . ;BY·_....,~...;.____ -- I -t -. _ _:_ ____ l ----- ---... ,--· I -·~j-~ ® -I r--i ~ "'-'(:) I (!) b ~ ~ I ~ (!) ~ l'I M ,~ i I \\ <'® ~ I ' e 0 ~ ~ ~ ~ .; D .... I ..:I' W. I i +=---\f--'.~;,::::::, ~ I .J I -- I- e 0 L~ 7 ® 1 t ~ 1.n JI ~ ~ I:'<' ~ >! I '.t ~ ~ t'f' t'-\ ~ I i I --€) -. ------ I I I I © I -· •--f- I . ~ R2H Engineering, Inc. I .w. PROJECT /451/~ JOB NO. C?lJtf/ DATE i//'f2 ---....:sv_.,,,,.~:c-----SUBJECT ?q4/J 75 ~al4U $0~ I SHEET / rt-h OF __ I I I I I 1 ... ::_:·: ·1 I I I I I I I· I -,f~F s /C/. 7/, -~ ;= :1--··:"-·::::t:·J-~ '£U, i;: -ZS'.~"- . J't<lMS\.-~-z . -~.s1~ . ,u~ ~ .... ,RODF -# .Z.o. 'ft::'- fW/)'1... I'~ ~ t..,;AJB ~ · £ci:>F" --·-z.1,z1:. ,. t::ti'-z)=· ~-/19. CfJ'-· , L.//JO [) ru>r::.t1.. pve.. 3 'I--= So/,/~ f //1,/\/o :r .._. - ~ /AN6'"L · ·;zo .::· -6 1:_ · + :xa kf/:!·--~ 1" <rtt · ~ ?.AM'(.; -;;,.,1 -~#,;,~-1 G"zsr<--:-8~ tc ~'-'-S' ~-. ~1-.'7'!: ~u( __ :r-~ /~ ~. /3 /0 /CF- • _u;c&'/+-~~ . .. .... . . .. . . . . . . .• . .. ··-· L 1/j~~ 3;; ~JO£,< 't:.3.>/<£ ~ ------·------r--·-----~---._ . .,. ____ -------• •-,---.. ---------~---~ ·-------• -----·----· tl/Jt-Gl... ~;t,t,t, 'i'fl~ 'it. /..J 1 ~ ·::u 1 ~ -1., 1, r.. /'-,,_ a CSJ ... s L f 1' .Roas= 7b~Z:..,.s' r r ... r,r . -r S:,fL -----. -· . ·---... . . -..... ---------.. -... --·-... -;;;;o. $ - --i I I I I I I I I I I I I I --~ R2H Engineering, Inc. PROJECT ,Jsfdrl5k JOBNO. C/7/tfl DATE ///q7 SUBJECT /L)4o 10 ~~Al,(., »/111,4/!f SHEET /).. 7 OF __ .• £/Ne I f<a:;r--.s: (?IL .. ~ ~ f;.M5t-17 _. (JJ' . . ---· · · .. ftWoL /S. -12.s~ }2~ ~ ¼s1c. . /AN&" t°/ ~ /i, r-. - "' t,/AIG 3 l<Q::JF:: ~ &L/A/e ~ ~ -t,JivG ". - /='-OrSfL --/',4~ '3S" -3~,7~ •UA/5 / . --------.. -~-----· ---------··----.. ----- ~--"/7ANB[,, -Z.7 ·-;_ --/?;z IC -1-· '2 $, $/~--, . 5,7/(-· . -v; '= -77ll ::iJi.. -/~ ~--~ /t.,P . . 'ff' . '° VrJ6 Cf ,_ u;JG .r'-- -. ---;;;:,· -/27 7 JC-. -,<~ .. ' . ~ -::-~ I -z,s.<(--1::.1 · . . v; 73·z..l'- . #J;VtSt., --z. --zs. 'I-" ~ -z,. J1-z ~ ~ -z/'" . ,-z. s:. 6<f ) JC I llr)J) .: 11 'PJ /ti:- ___ ---"t>/1~:::,--:;-'2-7: qr= ---. ------. ------.. -----·--· ---... ----. . . ---·- _ l!§ z-z. <:,A f/5)1(:0 B-~c. m:;.<. . 0/-z//~ ~09-t , I ----:~---__ . ... .. .. . -. '2../4//4..., ,i: /8~ ;;q;. _ _ . . . -----_ . . . _--_ ------·-... ·---51,ti·r~ ~ r .; ·· ~-/,t/6(./J.$ l{;yt.. /~ I I I I I I I I I I I ·-:,::_:::::~ I I I I I I I I . ·. I C. G. OF DEAD LOADS DIAPHRAGM 1 Y CENTER OF MASS FLOOR PANEL14 PANEL15 PANEL16 PANEL17 PANEL18 PANEL19 PANEL20 PANEL21 PANEL 36 TOTAL WEIGHT Y 160.00 36.00 56.50 0.00 45-.50 0.00 31.00 0.00 32.20 12.50 31.40 36.75 32.20 60.75 32.20 72.00 31.00 72.00 12.00 16.00 464.00 DIAPHRAGM 1 X CENTER OF MASS FLOOR PANEL14 PANEL15 PANEL16 PANEL17 PANEL18 PANEL19 PANEL20 PANEL 21 PANEL 36 TOTAL WEIGHT X 160.00 24.00 0.00 0.00 45.50 47.00 31.00 15.00 32.20 0.00 31.40 0.00 32.20 0.00 32.20 12.00 31.00 30.00 12.00 42.00 407.50 WY 5760.00 0.00 0.00 0.00 402.50 1153.95 1956.15 2318.40 2232.00 192.00 14015.00 wx 3840.00 -/;2.~ CGy= 30.20 0.00 NEGLECTED PANEL 14 FOR THIS DIRECTION 2138.50 465.00 0.00 0.00 0.00 386.40 930.00 504.00 8263.90 CGx= 20.28 v~ tJJt>'J,~ ~O?.ri 7:;IL I I I I I I I I I I· I I I I I- I I I·-··-· I CENTER OF RIGIDITIES X y LOC. DIAPHRAGM1 BLDG DIMEN. = 48 72 BaseVx= 85 CGx= 20.3 Mty= 647 .3369 5% Mix= 180 BaseV'F' 75CG'F' 30.2 Mtx= · 1041.75 5%Mty= 306 WAJ..LJ ex= 5.498081 ey= 9.809995 FRAME DIR Ry X Ry•x 17 y 0.667 0 0 18 y 0.691 0 0 19 y 0.667 0 0 36 y 2.353 48 112.944 X y X X 0 X y X X 0 X y X X 0 X y X X 0 X y X X 0 X y X X 0 X y X X 0 X y X X 0 X y X X 0 X y X X 0 y SUM= 4.378 112.944 Rx y Rx*y 20 X 0.667 72 48.024 21 X I 3.379 72 243.288 14 X 6.395 0 0 15 X 3.155 0 0 16 X 0.691 0 0 X X X X 0 X X X X 0 X X X X o· X X X X 0 X X X X 0 X X X X 0 X X X X 0 X X X X 0 X SUM.= 14.287 291.312 LOCATECRx: ybar= 20.39 LOCATECRy: x bar= 25.79808 LATERAL FORCES IN THE Y·DIRECTION WAJ..U FRAME 17 18 19 36 X X X X X X X X X X X X R 0.667 0.691 0.667 2.353 X x· X X X X X dx 0 25.79808 0 25.79808 0 25.79808 48 22.20192 25.79808 25.79808 25.79808 25.79808 25.79808 25.79808 Rdx Rdh2 R/SumR V Rd/SumRd2 Vmt V + Vmt 17.20732 443.9158 0.152353 11.42645 0.0009809109 0.63498 12.06143 17.826474 459.8888 0.157835 11.8376 0.0010162061 0.657828 12.49542 17.20732 443.9158 0.152353 11.42645 0.0009809109 0.63498 12.06143 52.241115 1159.853 0.53746 40.3095 0.0029780279 1.927787 42.23729 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Sum= 2507.574 75 LATERAL FORCES IN THE X-DIRECTION WAJ..U FRAME R 20 0.667 21 3.379 14 6.395 15 3.155 16 0.691 X X X X X .x y 72 72 0 0 0 X X X dy Rdy Rdh2 R/SumR V Rd/SumRdh2 Vmt V + Vmt 51.61 34.423867 1776.616 0.046686 3.968293 0.0019623478 2.044275 6.012568 51.61 174.39017 9000.276 0.236509 20.1032-4 0.0099411892 10.35623 30.45947 20.39 130.39408 2658.736 0.44761 38.04683 0.0074331724 7.743505 45.79033 -20.39 -64.330465 1311.699 0.22083 18.77056 -0.003667187 3.82029 22.59085 -20.39 -14.089493 287.2848 0.048366 4.11108 -0.000803178 0.83671 4.94779 -20.39 0 0 0 0 0 0 0 -20.39 0 0 0 0 0 0 0 -20.39 0 0 0 0 0 0 0 SumRdyh2 15034.61 SumRdxh2 2507.574 Sum Rd"2 17542.18 85 .IJ-7 I I I I I I I I I I I I I I I I· I C. G. OF DEAD LOADS DIAPHRAGM 2 · Y CENTER OF MASS FLOOR FLOOR 20 21 22 23 24 25 26 27 35 TOTAL WEIGHT Y WY REMARKS 212.00 48.00 10176.00 18.00 84.00 1512.00 27.00 24.00 648.00 31.00 24.00 744.00 16.00 12.00 192.00 31.50 36.00 1134.00 27.00 60.00 1620.00 27.00 96.00 ~592.00 46.00) 96.00 4416.00 · 0.00 104.00 0.00 NEGLECT WT OF PANEL TO THIS DIAPHRAGM 11.00 24.00 264.00 446.50 23298.00 Y')f.-; o, tS'3 .Ii-4<f' ,; $2.1'- 1, CGy= 52.18 DIAPHRAGM}(· X CENTER OF MASS FLOOR FLOOR 20 21 22 23 24 25 26 27 35 TOTAL WEIGHT X 212.00 24.00 18.00 56.00 27.00 0.00 16.00 47.00 31.50 0.00 31.50 0.00 27.00 0.00 27.00 16.00 46.00 46.50 20.00 64.00 11.00 48.00 467.00 wx 5088.00 1008.00 0.00 NEGLECT WT OF PANEL TO THIS DIAPHRAGM 752.00 ASSUMED ONLY HALF THE WT OF WALL LOADS DIAPHRAGM 0.00 0.00 0.00 432.00 2139.00 1280.00 528.00 11227.00 CGx= 24.04 J:36 I /3/ CENTER OF RIGIDITIES I X y LOC. DIAPHRAGM2 BLDG DIMEN. = 48 96 BaseVx= 82 CGx= 24 Mty= 557 .379 5% Mtx= 206.4 Base Vy= 86 CGy= 52.2 Mtx= 800.185 5%Mty= 393.6 I WALU ex= 4.28023 ey= 4.72774 FRAME DIR R~ X R~*x 20 y 0 0 0 21 y 0 0 0 I i2 y 0.691 0 0 23 y 0.691 0 0 24 y 0.667 0 0 25 y 0 16 0 I 26 y 0 46.5 0 27 y 0.623 64-39.872 35 y 1.81 48 86.88 X y X X 0 I X y X X 0 X y X X 0 X y X X 0 X y X X 0 I y SUM= 4.482 126.752 WALL DIR Rx ~ Rx* i 20 X 0:667 24 16.008 I 21 X 3.379 24 81.096 22 X 0 12 0 23 X 0 36 0 24 X 0 60 0 I 25 X 0.667 96 64.032 26 X 1.29 96 123.84 27 X 0 104 0 35 X 0 24 0 I .. ·.·.· ··:;:;··:·· X X X X 0 X X X X 0 X X X X 0 X X X X 0 I X SUM.= 6.003 284.976 LOCATE CRx: y bar= 47.47 I LOCATE CRy: x bar= 28.28 I I I I I I· •.· I I I I I I I I I I I I I I I I I I I I DIAPHRAGM 2 LATERAL FORCES IN THEY-DIRECTION WALU FRAME R)! X dx R)!dX R)!dX"2 R)!/SumR)! 20 0 0 28.28 0.00 0.00 0.00000 21 0 0 28.28 0.00 0.00 0.00000 22 0.691 0 28.28 19.54 552.64 0.15417 23 0.691 0 28.28 19.54 552.64 0.15417 24 0.667 0 28.28 18.86 533.45 0.1.4882 25 0 16 12.28 0.00 0.00 0.00000 26 0 46.5 18.22 0.00 0.00 0.00000 27 0.623 64 35.72 22.25 794.89 0.13900 35 1,81 48 19.72 35.69 703.85 0.40384 X X X 28.28 0.00 0.00 0.00000 Sum= 3137.47 LATERAL FORCES IN THE X-DIRECTION WALU FRAME Rx )! d)! 20 0.667 24 23.4723 21 3.379 24 23.4723 22 0 12 35.4723 23 0 36 11.4723 24 0 60 -12."5277 25 0.667 96 -48.5277 26 1.29 96 -48.5277 27 0 104 -56.5277 Rxd)! RXd)!"2 Rx/SumRx 15.66 367.48 79.31 1861.65 0.00 0.00 0.00 0.00 0.00 0.00 -32.37 1570.75 -62.60 3037.87 0.00 0.00 SumRdy"2 6837.75 SumRdx"2 3137.47 Sum Rd"2 9975.22 0.11111 0.56289 0.00000 0.00000 0.00000 0.11111 0.21489 0.00000 I 3r:A. V)! R)!dx/SumRd"2 Vmt V+Vmt 0.00 0.00000 0.00 0.00 0.00 0.00000 0.00 0.00 13.26 0.00196 1.09 14.35 13.26 0.00196 1.09 14.35 12.80 0.00189 1.05 13.85 0.00 0.00000 0.00 0.00 0.00 0.00000 0.00 0.00 11.95 0.00223 1.24 13.20 34.73 0.00358 1.99 36.72 0.00 0.00000 0.00 0.00 86 Vx Rxd~SumRd"2 Vmt V+Vmt 9.11 0.00157 1.25588 10.37 46.16 0.00795 6.36226 52.52 0.00 0.00000 0 0.00 0.00 0.00000 0 0.00 0.00 0.00000 0 0.00 9.11 -0.00324 2.59647 11.71 17.62 -0.00628 5.02166 22.64 0.00 0.00000 0 0.00 82 I I I I I I I I I 1. ·-· I I I I I I I I I ~-... · C. G. OF DEAD LOADS DIAPHRAGM 3 · Y CENTER OF MASS WEIGHT Y WY REMARKS """F""'"L..,.o..,.o"'"'R ____ 1""'"13"""_0--o--2.,..2 .... o .... o--2"""4,..,.86..,.. ..... oo,,.. FLOOR -20.00 34.00 -680.00 FLOOR 212.00 32.00 6784.00 27 51.00 30.00 1530.00 28 27.00 44.00 1188.00 29 16.00 44.00 704.00 30 23.00 54.00 1242.00 31 31.50 64.00 2016.00 32 27.00 64.00 1728.00 33 27.00 64.00 1728.00 1. 31.50 50.00 1575.00 2 31.50 . 23.30 733.95 133 3 27.00 6.00 162.00 ASSUMED ONLY THE WT. OF PANEL WHERE FLR OCCURS 34 18.00 0.00 0.00 TOTAL 615.50 21196.95 CGy=_ 34.44 'V" ~ ( S'3 :ic.e,.1i,;-._rf4.,c \ 1"'2..~ I'- DIAPHRAGM 3 · X CENTER OF MASS WEIGHT X wx FLOOR 113.00 28.00 3164.00 FLOOR -20.00 26.00 -520.00 FLOOR 212.00 92.00 19504.00 27 51.00 0.00 0.00 28 27.00 19.00 513.00 29 16.00 47.00 752.00 30 23.00 56.00 1288.00 31 31.50 68.00 2142.00 32 27.00 92.00 2484.00 33 27.00 119.00 3213.00 1 31.50 128.00 4032.00 2 31.50 128.00 4032.00 3 27.00 128.00 3456.00 34 18.00 116.00 2088.00 TOTAL 615.50 46148.00 CGx= 74.98 I 1:31 CENTER OF RIGIDITIES I X y LOC. DIAPHRAGM3 BLDG DIMEN. = 128 64 BaseVx= 112.6 CGx= 74.98 Mty= 1010.66 5% Mtx= 720.64 Base Vy= 112.6 CGy= _ 34.4 Mtx= 1122.27 5%Mty= 360.32 I i WALU ex= 2.57569 ey= 6.76691 FRAME DIR R~ X Rl" X 27 y 0.623 0 0 30 y 0.672 0 0 I 1 y 0.691 128 88.448 2 y 0.691 128 88.448 3 y 0.609 128 77.952 x y X X 0 I X y X ~ 0 X y X X 0 X y X X 0 X y X X 0 I X y X X 0 X '( X X 0 X y X X 0 X y X X 0 I y SUM= 3.286 254.848 WALL DIR Rx ~ Rx*~ 28 X 2.256 44 99.264 I 29 X 1.433 44 63.052 31 X 0.667 64 42.688 32 X 0.691 64 44.224 33 X 0.667 64 42.688 I 34 X 4.85 0 0 X X X X 0 X ·X X X D X X X X 0 _.;;_,:-· X X X X 0 X X X X 0 X X X X 0 X X X X 0 I X SUM.= 10.564 291.916 LOCATE CRx: y bar= 27.63 I LOCATE CRy: x bar= 77.56 I I I I I I I I I I I I I I I I I I I I I I I I I I DIAPHRAGM 3 · LATERAL FORCES IN THEY-DIRECTION WALU FRAME R~ X dx · R~dx R~dxA2 R~SumR~ 27 0.623 0 77.56 48.32 3747.27 0.18959 30 0.672 0 77.56 52.12 4042.00 0.20450 1 0.691 128 50.44 34.86 1758.34 0.21029 2 0.691 128 50.44 34.86 1758.34 0.21029 3 0.609 128 50.44 30.72 1549.68 0.18533 X X X 77.56 0.00 0.00 0.00000 X X X 77.56 0.00 0.00 0.00000 X X X 77.56 0.00 0.00 0.00000 X X X 77.56 0.00 0.00 0.00000 X X X 77.56 0.00 0.00 0.00000 sum= 12855.6 LATERAL FORCES IN THE X-DIRECTION WALU FRAME Rx ~ d}'. 28 2.256 44 16.3669 29 1.433 44 16.3669 31 · 0.667 64 -36.3669 32 0.691 64 -36.3669 33 0.667 64 -36.3669 34 4.85 0 -27.6331 X X X -27.6331 X X X -27.6331 Rxdl Rxd~A2 Rx/SumRx 36.92 604.33 23.45 383.87 -24.26 882.14 -25.13 913.88 -24:26 882.14 -134.02 3703.40 0.00 0.00 0.00 0.00 SumRdyA2 7369.76 SumRdx"2 12855.6 Sum Rd"2 20225.4 0.21356 0.13565 0.06314 0.06541 0.06314 0.45911 0.00000 0.00000 ;a:;--· v~ R~dx/SumRdA2 Vmt V+Vmt 21.35 0.00239 2.41 23.76 23.03 0.00258 2.60 25.63 23.68 0.00172 1.74 25.42 23.68 0.00172 1.74 25.42 20.87 0.00152 1.54 22.40 0.00 0.00000 0.00 0.00 0.00 0.00000 0.00 0.00 0.00 0.00000 0.00 0.00 0.00 0.00000 0.00 0.00 0.00 0.00000 0.00 0.00 112.6 Vx Rxd~/SumRdA2 Vmt V+Vmt 24.05 0.00183 2.04884 26.10 15.27 0.00116 1.30141 16.58 7.11 -0.00120 1.34597 8.46 7.37 -0.00124 1.3944 8.76 7.11 -0.00120 1.34597 8.46 51.70 -0.00663 7.43658 59.13 0.00 0.00000 0 0.00 0.00 0.00000 0 0.00 112.6 ---------~---------~ ' ' DISTRIBUTION OF FORCES AND OVERTURNING CALCULATIONS SHEARWALL, LINE 12 --- INPUTS TOTAL ROOF V = 121.70 (Kips) TOTAL MEZZ V = 73.20 (Kips) SEIS FAC = 0.183 Input Input Input Panel Roof Roof Roof Roof No. R % V HT 1 0.28 0.07 8.5 27 2 0.28 0.07 8.5 27 3 2.51 0.63 76.8 27 4 0.92 0.23 28.0 27 X X 0.00 0.0 X . X X 0.00 0.0 X X X . 0.00 0.0 X X .x 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 x· 3.97 1.00 121.7 Input Input Input Input Panel Panel Up Over Panel WT V CG CG Lw 72.90 13.3 16.00 12.00 24.0 62.70 11.5 16.00 12.00 24.0 103.90 19.0 16.00 16.00 27.7 96.57 17.7 17.00 16.00 33.5 X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X Input . Input Write In Mezz Mezz Mezz Mezz Total Total Panel HD R % V HT V OTM RM UPLIFT As SIZE; 0.691 0.35 25.4 12.5 47.2 759.3 874.8 14.4 0.27 1-#6 0.691 0.35 25.4 12.5 45.3 729.5 752.4 17.9 0.33 1-#6 0.609 0.31 22.4 12.5 118.2 2656.4 1662.4 100.3 1.86 3-#8 X 0.00 0.0 X 45.7 1057.4 1545.1 NA 0.00 NA X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR -ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR X o:oo 0.0 X 0.0 0.0 0.0 ERR ERR ERR 1.99 1.00 73.2 ........ ~ I I I I I. I I I I I I I I I I· I I I REQUIRED STEEL FOR SHEAR WALLS WALL LINE 12 INPUTS FOR PANEL PROPERTIES THK = 9 50 (In) ,..o_UT""'-'PUT __ s'------ Reveal = O 75 (In) Net Thk 8.75 (In) Pc= 4000 (psi) Min As= 0.2625 (Sq In) Fy = 60 O (klll) Rho:c 0.00:!G INPUTS FOR SINGLE LAYER OF HORZ STEEL BarSIZe = Horz As= As Spc'g = #5 (Usually a f/5 Bar) 03100 (Usually .31 rora #5 Bar) 14.C• (Spc'g of Horz bars, In) OUTPUTS I As/Ft Rho 0.26571 0.00253 INPUTS FOR TIE STEEL Bar SIZe = :, (Usually a #3 Bar) Tie As= l' ~ (Usually .22 !or a #3 T.,) OUTPUTS Pier LW Tie Spc'Q As Rho 4'<Lw<=6' 0.0028 (I 0.2933 3'<Lw<=4' 2.5'<Lw<=3' Lw<=2.5' 7 6 5 03771 0.4400 0.5280 0.0036 0.0042 0.0050 INPUT INPUT INPUT INPUT INPUT I INPUT PANEL PANEL PANEL PIER PIER No. PIER THK V R % /IN\ IKl See• Above 1 100 9.5 21.80 na 1.00 8 6.5 I -1. 0.50 C 6.5 -1 0.50 D X -X 0.00 E X -X 0.00 F X -X 0.00 2 1 1 95 47.20 na 100 8 X -X 0.00 C X -X 0.00 D 6.5 -1 0.50 E 6.5 -1 0.50 F X -X 0.00 2 2 2 9.5 20.00 na 1.00 8 6.5 -1 0.50 C £.5 -1 0.50 D X -X 0.00 E X -X 0.00 F X -X 0.00 2 2 2 9.5 45.30 na 100 8 X -X 0.00 C X -X 0.00 D 6.5 -1 0.50 E 6.5 -1 0.50 F X -X 000 2 3 3 9.5 95.80 na 1.00 a 6.5 I -0.556 0.05 b 9.5 -11.42 0.95 X X -•X 0.00 X X -X 0.00 X X -X 0.00 11.976 3 3 9.5 118.20 na 1.00 X X -X 0.00 C 6.5 -0.191 0.08 defa 9.5 -2.314 0.92 X X -X 0.00 X X -X 0.00 2.505 3 3 9.5 109.20 na 1.00, . e 9.5 -0.951 0.38 f 9.5 -1484 0.59 0 9.5 -0.086 0.04 . X X I -X 0.00 X X -X 0.00 2.531 4 4 9.5 i 45.70 na 1.00 8 9.5 -0.173 0.12 CDEF 9.5 i -1.273 0.88 D X I -X 0.00 E X -X 0.00 F X I -X 0.00 1446 4 4 9.5 I 40.23 na 1.00 8 X ' -X 0.00 C X I -X 0.00 D X -X i 0.00 E 9.5 ' -0.16 I 0.06 F 9.5 I -2.345 I 0.94 2.505 I PIER V (Kl 21.80 1090 10:90 0.00 0.00 0.00 47.20 0.00 0.00 2360 2360 0.00 20.00 10.00 10.00 0.00 0.00 0.00 45.30 0.00 0.00 22.65 22.65 0.00 95.80 4.45 91.35 0.00 000 0.00 118.20 000 9.01 109.19 0.00 0.00 109.20 41.03 64.03 4.14 0.00 0.00 45.70 5.47 40.23 0.00 0.00 0.00 40.23 0.00 0.00 0.00 2.57 37.66 Dowel Capacities #4 32" 1.55 K/Ft #4 24 " 2.06 K/Ft #4 16" 3.09 K/Ft #41Z' 4.11 K/Ft #4 8" 6.17 K/Ft PHI Ve= .6 '2 'SQRT(Pc)' b 'd / 1000 PHI Vs is considered When Vu> Phi Ve, See UBC Sec. 1921.6 • For panel types 3, 4, and 6, the P"'' R values MUST be raboed by hand. INPUT j ! j PIER PHI Ve PHI.Vc/21 PIER No OF I Lw 0.8'Lw Vu STEEL PhiVn SHEAR WLDPL cFTJ I d cin1 (Kl (K) I (Kl REO'D (Kl (K/FT) (5.3Kl 28.00 i 268.80 178.50 89.251 30.5 2 MINAs 490.97 0.779 4.11 : 400 I 38.40 16.76 8.38; 15.2 6 HOOK 86.18 2.725 2.06 I 4 00 l 3840 16.76 8.38! 15.2 6 HOOK 86.18 2.725 2.06 ! X ! 0.00 0.00 0.001 0.00 MINAs 0.00 ERR 0.00 I X I 0.00 0.00 0.00 0.00 MINAs 0.00 ERR 0.00 I X I a.co 0.00 000' 0.00 MINAs 0.00 ERR 0.00 I I 28.00 ! 268.80 178.50 89.25, 66.08 MINAs 490.97 1.686 8.91 X I 0.00 0.00 0.001 0.0 O MINAs 0.00 ERR 0.00 i X I 0.00 0.00 0001 0.00 MIN As 0.00 ERR 0.00 I 4.00 .38.40 16.76 6.361 33.04 CALC 86.16 5.900 4 45 4.00 38.40 16.76 8.38 33.04 CALC 86.16 5.900 4.45 X 0.00 0.00 0.00 0.00 MINAs 0.00 ERR 0.00 .. 24.00 230.40 ·153.00 76.50 28.00 MINAs 420.83 0.833 3.77 4.00 38.40 16.76 8.38 14.00 HOOK 86.18 2500 1.89 4.00 38.40 16.76 8.38 14.00 HOOK 86.18 2.500 1.89 X 0.00 0.00 0.00 0.00 MINAS 0.00 ERR 000 X 0.00 0.00 0.00 0.00 MINAs 0.00 ERR 0.00 X 0.00 0.00 0.00 0.00 MINAs 0.00 ERR 0.00 I 24.00 230.40 153.00 76.50 63.42 MIN As 420.83 1.888 8.55 I X 0.00 0.00 0.00 0.00 MINAs 0.00 ERR 0.00 i X ! 0.00 000 0.00 0.00 MINAs 0.00 . ERR 0.00 ! 4.00 38.40 16.76 8.38 31.71 CALC 86.18 5663 4.27 I 4.00 3840 16.76 8.38 31.71 CALC 86.18 5.663 4.27 I X 0.00 000 0.00, 0.00 MIN-As 0.00 ERR 0.00 33.50 321.60 213.57 106.78 134.12 HOOK 587.41 2.860 18.08 4.00 3840 16.76 8.38 6.23 MINAs 86.16 1.112 0.84 22.50 : 216.00 143.44 71.72 127.89 HOOK 394.53 4.060 17.24 X 0.00 0.00 0.00 0.00 MINAs 0.00 ERR 000 X 0.00 0.00 0,00 0.00 MINAs 0.00 ERR 0.00 X 0.00 0.00 0.00 0.00 MINAs 0.00 ERR 0.00 3350 321.60 213.57 106.78 165.48 HOOK 587.41 3.528 22.30 X 0.00 0.00 0.00 0.00 MINAs 0.00 ERR 0.00 I 4.00 38.40 16.76 8.38 12.62 HOOK 86.18 2.253 1.70 22.50 216.00 '143.44 71.72 152.86 CALC 394.53 4.853 20.60 X 0.00 0.00 0.00 0.00 MINAs 0.00 ERR 0.00 X 0.00 0.00 0.00 0.00 MINAs 0.00 ERR 000 22.50 216.00 143.44 71.72 152.88 CALC 394.53 4.853 20.60 6.00 57.60 ·.u:25 ·19.13 57.44 CALC 111.17 6838 774 7.33 70.37 48.73 23.38 89.64 CALC 12853 8 735 12.08 I 2.50 24.00 15.94 7.97 5.80 MINAs 67.44 1.657 0.78 X 0.00 0.00 0.00 0.00 MINAs 0.00 ERR 000 X I 0.00 0.00 0.00 0.00 MINAs 0.00 ERR 0.00 33.50 321.60 213.57 106.78 63.98 MINAs 587.41 1.364 862 8.00 I 57.80 38.25 19.13, 7.65 MINAs 111.17 0.911 1.03 I 15 50 I 148.801 9881 49.411 56.33 HOOK 271.79 2.596 7.59 I X ! 0.00' 0.00 0.001 0.00 MINAs 0.00 ERR 0.00 I X 0.001 0.00 0.001 0.00 MINAs 0.00 ERR 000 X o.oo: 0.00 o.oo: 0.00 MINAs 0.00 ERR 0.00 I I I 15.50 J 148.801 98.81 49.41' 56.32 HOOK 27179 2.595 7 59 i X i 0.001 0.00 0.00, 0.00 MINAs 0.00 ERR 0.00 X I 0.001 0.00 0.001 o.oo MINAs 000 ERR 0.00 X ! 0.00! 0.00 0.001 000 MINAs 0.00 ERR 000 I 3.00 28.80, 19.13 9.56' 3.60 MINAs 71.43 0.857 0 48 9.20 I 88.321 58.65 29.331 52.72 HOOK 161.32 4.094 7.11 I I I I 187 -----------/ ---- " DISTRIBUTION OF FORCES AND OVERTURNING CALCULATIONS SHEARWALL, LINE SKEWED WALL LINE INPUTS TOT AL ROOF V = 40.20 (Kips) assumed wall takes .33 of total roof load from grid 12 TOTAL MEZZ V = 0.00 (Kips) SEIS FAC = 0.183 Input Input Input Input Input Input Input Input Panel Roof Roof Roof Roof Panel Panel Up Over Panel Mezz Mezz No. R % V HT WT V CG CG Lw R % 5 1.00 0.50 20.1 27 74.30 13.6 16.00 14.00 28.8 X NA 6 1.00 0.50 20.1 27 74.30 13.6 16.00 14.00 28.8 X NA X X 0.00 0.0 X X 0.0 X X X X NA X X 0.00 0.0 X X 0.0 X X X X NA X X 0.00 0.0 X X 0.0 X X X X NA X X 0.00 0.0 X ·x 0.0 X X X X NA X X 0.00 0.0 X X 0.0 X X X X NA X X 0.00 0.0 X X 0.0 X X X X NA X X 0.00 0.0 X X 0.0 X X X ·x NA X X 0.00 0.0 X X 0.0 X X X X NA X X 0.00 0.0 X X 0.0 X X X X NA X X 0.00 0.0 X X 0.0 X X X X NA X X 0.00 0.0 X X 0.0 X X X X NA X X 0.00 0.0 X X 0.0 X X X X NA X X 0.00 0.0 X X 0.0 X X X X NA ·2.00 1.00 40.2 NA 0.00 Input Mezz Mezz Total Total V HT V OTM 0.0 X 33.7 760.3 0.0 X 33.7 760.3 0.0 X 0.0 0.0 0.0 X 0.0 0.0 0.0 X 0.0 0.0 0.0 X 0.0 0.0 0.0 X 0.0 0.0 0.0 X 0.0 0.0 0.0 X 0.0 0.0 0.0 X 0.0 0.0 0.0 X 0.0 0.0 0.0 X 0.0 0.0 0.0 X 0.0 0.0 0.0 X 0.0 0.0 0.0 X 0.0 0.0 0.0 ----- Write In Panel HD RM UPLIFT As SIZE 1040.2 NA 0.00 NA 1040.2 NA 0.00 NA 0.0 ERR ERR ERR 0.0 ERR ERR ERR 0.0 ERR ERR ERR 0.0 ERR ERR ERR 0.0 ERR ERR ERR 0.0 ERR ERR ERR 0.0 ERR ERR ERR 0.0 ERR ERR ERR 0.0 ERR ERR ERR 0.0 ERR ERR ERR 0.0 ERR ERR ERR 0.0 ERR ERR ERR 0.0 ERR ERR ERR "-~ I I I I I I I I I I I I I I I I I I REQUIRED STEEL FOR SHEAR WALLS WALL LINE SKEWED SHEARWALL LINE INPUTS FOR PANEL PROPERTIES THK = 7.50 Qn) ,_o_UTP __ u_T_s _____ _ Reveal= 0.75 Qn) Net Thk 6.;zs (in) Pc = 4000 (psi) Min As = 0.2025 (?q In) Fy = 60.0 (ksi) Rho= 0.0025 . INPUTS FOR SINGLE.LAYER OF HORZ STEEL Bar Size= Horz As= AsSpc'g= #5 (Usually a #5 Bar) 0.3100 (Usually .31 for a #5 Bar) 18.0 (Spc'g of Horz bars, in) OUTPUTS I As/Ft Rho ......... 0.00255 INPUTS FOR TIE STEEL Bar Size= 3 (Usually a #3 Bar) Tie As= 0.22 (Usually .22 for a #3 Tie) OUTPUTS PierLw TieS~'g As Rho 4'<Lw<=6' 9 0.2933 0.0036 3'<Lw<=4'. 7 0.3771 0.0047 2.5'<Lw<=3' G 0.4400 0.0054 Lw<=2.5' 5 0.5280 0.0065 INPUT INPUT !NP.UT INPUT INPUT PANEL PANEL PANEL PIER No. PIER THK V R INPUT PIER % (IN) (K) See* Above 5and6 5and6 7.5 33.70 na 1.00 B 7.5 -5.402 0.94 C 7.5 -0.375 0.06 D X -X 0.00 E X -X 0.00 F X -X 0.00 5.m PIER V CK) 45.70 31.51 2.19 0.00 0.00 0.00 Dowel Capacities #4 32" 1.55 K/Ft #4 24 " 2.06 K/Ft #416" 3.09 K/Ft #412" 4.11 K/Ft #4 8~ 6.17 K/Ft PHI Ve= .6 • 2 • SQRT(Pc) * b • d / 1000 PHI Vs is considered when Vu> Phi Ve, See UBC Sec. 1921.6 • For panel types 3, 4, and 6, the pier R values MUST be ratioed by hand. INPUT PIER PHI Ve PHIVc/2 PIER Lw 0.8*Lw Vu STEEL PhiVn SHEAR (FT) d fin\ (Kl <Kl (Kl REC'D (Kl (K/Fn 28.75. 276.00 141.39 70.70 £3.9a MINAs 390.64 1.590 14.75 141.60 72:54 "36.27 44:12 HOOK 200.42 2.136" 4.00 38.40 ·19.57. · · ·9.84 3,06 MINAs 78.90 0.547 X 0.00 0.00 0.00 0.00 MINAs 0.00 ERR X 0.00 0.-00 0.00 0.00 MINAs · 0.00 ERR X 0.00 0.00 ·o.oo 0.00 MINAs 0.00 ERR No.OF WLDPL (5.3Kl 8.62 5.95 0.41 0.00 .D.00. '0.-00 -------------------\'. . DISTRIBUTION OF FORCES AND OVERTURNING CALCULATIONS SHEARWALL, LINE G9 AND J (ASSUME THAT LINE J AND G.9 RESIST THE LATERAL FORCES AS A SINGLE WALL LINE) NEGLECT PANEL LINE 9 TO RESIST ROOF LOADS INPUTS TOTAL ROOF V = 100.80 (Kips) INCLUDES WT OF LINTEL PANEL 12 TOTAL MEZZ V = 73.40 (Kips) SEIS FAC = 0.183 Input Input Input Input Input Input Input Input Input Panel Roof Roof Roof Roof Panel Panel Up Over Panel Mezz Mezz -Mezz Mezz Total Total Panel No. R % V HT WT V CG CG Lw R % V HT V OTM RM 7 0.70 0.14 14.3 . -26 62.00 11.3 15.00 11.00 22.0 X 0.00 0.0 X 25.6 542.0 682.0 8 0.70 0.14 14.3 26 62.00 11.3 15.00 11.00 22.0 X 0.00 0.0 X 25.6 542.0 682.0 9 X 0.00 0.0 X X X X X X X 0.00 0.0 X 0.0 0.0 0.0 13 0.62 0.12 12.6 25 73.10 13.4 17.00 15.00 31.0 X 0.00 0.0 X 25.9 541.2 1096.5 14 1.64 0.33 33.3 25 112.96 20.7 16.00 15.00-32.5 6.395 0.62 45.8 12.5 99.8 1737.2 1694.4 15 1.02 0.21 20.7 25 91.00 16.7 16.00 15.00 32.5 3.155 0.31 22.6 12.5 60.0 1066.3 1365.0 16 0.28 0.06 5.6 25 72.30 13.2 16.00 12.00 24.0 · 0.691 0.07 5.0 12.5 23.8 414.0 867.6 X X 0.00 0.0 X X 0.0 X X X X 0.00 0.0 X 0.0 0.0 0.0 X X 0.00 0.0 X X 0.0 X X X X 0.00 0.0 X 0.0 0.0 0.0 X X 0.00 0.0 X X 0.0 X X X X 0.00 0.0 X 0.0 0.0 0.0 X X 0.00 0.0 X X 0.0 X X X . X 0.00 0.0 X 0.0 0.0 0.0 X X 0.00 0.0 X X 0.0 X X X . X 0.00 0.0 X 0.0 0.0 0.0 X X 0.00 0.0 X X 0.0 X X X X 0.00 0.0 X · 0.0 0.0 0.0 X X 0.00 0.0 X X 0.0 X X X X 0.00 0.0 X 0.0 0.0 0.0 X X 0.00 0.0 X X 0.0 X X X X 0.00 0.0 X 0.0 0.0 0.0 4.96 1.00 100.8 10.24 1.00 73.4 Write In HD UPLIFT As SIZE NA 0.00 NA NA 0.00 NA ERR ERR ERR NA 0.00 NA 34.9 0.65 1#8 NA 0.00 NA NA 0.00 NA ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERIR < ERR ERR ERR I· '- --~- I I I I I I I I I I I I I I I : I I I I REQUIRED STEEL FOR SHEAR WALLS WALL LINE G.9 INPUTS FOR PANEL PROPERTIES THK = 7.50 (in) ,...o_u_T_PU_T_s _______ _ Reveal= 0.75 (in) Net Thk' 6.75 (in) Pc=· 4000 (psQ Min As= 0.2025 (Sq In) Fy = 60.0 (ksQ Rho= 0.0025 , INPUTS FOR SINGLE LAYER OF HORZ STEEL Bar Size= Horz As= AsSpc'.g= #5 (Usually a #5 Bar) 0.31 00 (Usually .31 for a #5 Bar) 18.0 (Spc'g of Horz bars, in) OUTPUTS I As/Ft Rho 0.20667 0.00255 INPUTS FOR TIE STEEL Bar Size= 3 (Usually a #3 Bar) Tie As= 0.22 (Usually .22 for a #3 Tie) OUTPUTS PierLw Tie Spc'g As Rho 4'<Lw<=6' 9 0.2933 0.0036 3'<Lw<=4' 7 0.3771 0.0047 2.5'<Lw<=3' 6 0.4400 0.0054 Lw<=2.5' 5 0.5280 0.0065 INPUT INPUT !NPUT INPUT INPUT PANEL PANEL PANEL PIER No. PIER THK V R INPUT PIER % (IN) (Kl See* Above 7and8 7and 8 7.5 25.60 NA 1.00 B 7.5 -X ERR C 7.5 -X ERR D X -X ERR E X -X ERR F X -X ERR 0 13 13 7..5 25.9 na 1.00 B 7.5 -0.313 0.27- C 7.5 -0.865 ' 0.73 D X -X 0.00 E X -X 0.00 F X -X 0.00 1.178 14 14 9.5 99.5 na 1.00 B 9.5 -016 0.01 C 9.5 -· 11.02 0.99 ID X -X 0.00 E X -X 0.00 F X -X 0.00 11.18 15 115 I 9.5 60 .. ~ I 1.00 B X -X 0.00 C ')C -l( 0.00 tL• I 9.5 -i '3.507 O.M E 9.5 -0.131 0.04 F X -X 0.00 3.638 16 16 9.5 23.8 na 1.00 B X -X 0.00 C ' X -X i 0 00 ID i 6.5 -i ' G.50 IE 6.5 -1 i 0.50 !f X -X O.OC' 2 PIER V (Kl 25.60 ERR ERR ERR ERR ERR 25.90 6.88 19.02 0.00 0.00 0.00 99.50 1.42 98.08 0.00 0.00 0.00 60.00 I 0.00 000 57.~ 2.16 0.00 23.80 0.00 i 0 00 ; 11.W : I 11.so I 0.00 Dowel Capacities #4 32" 1.55 K/Ft #4 24 • 2.06 K/Ft #4 16" 3.09 K/Ft #4 12" 4.11 K/Ft #4 8" 6.17 K/Ft PHI Ve= .6 * 2 * SQRT(Pc) * b * d / 1000 PHI Vs is considered when Vu > Phi Ve , See UBC Sec. 1921.6 • For panel types 3, 4, and 6, the pier R values MUST be ratioed by hand. INPUT PIER PHI Ve PHI Vc/2 PIER Lw 0.8*Lw Vu STEEL PhiVn SHEAR (Fn d (in) (Kl (Kl (Kl REQ'D (K) (K/FT) 22.00 211.20 108.20 · 54.10 35.84 MINAs 298.92 1.164 X 0.00 0.00 0.00 ERR ERR 0.00 ERR X 0.00 0.00 0.00 ERR ERR 0.00 ERR X 0.00 0.00 0.00 ERR ERR 0.00 ERR X 0.00 0.00 0:00 ERR ERR 0.00 ERR X 0.00 ·0.00 0.00 ERR ERR 0.00 ERR 31.00 297.60 152.46 76.23 36.26 MIN As 421.21 0.835 8.00 76.80 39.34 19.67 9.63 MIN As 108.70 0.860 12.00 115.20 59.02 29.51 26.63 MtNAs 163.05 1.585 X 0.00 0.00 0.00 0.00 MIN As 0.00 ERR X 0.00 0.00 0.00 0.00 MtNAs 0.00 ERR X 0.00 0.00 {).00 0.00 MINAs 0.00 ERR 32.50 312.00 207.19 103.60 139.30 HOOK 441.59 3.062 3.00 28.80 19.13 9.56 ·1.99 MINAs 65.96 0.475 26.20 251.52 167.03 83.51 '137.31 HOOK 355.99 3.743 X 0.00 0.00 0.00 0.00 MIN As 0.00 ERR X 0.00 0.00 0.00 0.00 MIN As 0.00 ERR X 0.00 0.00 · 0.00 0.00 MINAs 0.00 ERR 32.50 312.00 207.19 103.60 84.00 MINAs 441.59 1.846 X 0.00 0.00 0.00 0.00 MINAs 0.00 ERR l( 0.00 0.00 0.00 0.00 MINAs 0.00 ERR 14.4:0 13J3.24• 91.00 45.90 80.98 HOOK 195.66 4.017 4.00 38.40 25.50 12.75 3.02 MIN As 78.90 0.540 X 0.00 0.00 0.00 0.00 MINAs 0.00 ERR 28.00 268.80 178.50 89.25 33.32 MINAs 380.45 0.850 X 0.00 0.00 0.00 0.00 MINAs 0.00 ERR 'I I 000. 0.00 0.00 0.00 MINAs 0.00 ERR 4.w ; 36.40 16.76 8.38 16.66 HOOK 78.90 2.975 4.00 36.40i '16.76 8.38 16.66 HOOK 78.90 2.975 ;.: C.001 -0.00 0.00 0.00 MIN As 0.00 ERR /.dj No. OF WLDPL (5.3K) 4.83 ERR ERR ERR ERR ERR 4.89 1.30 3.59 0.00 0.00 0.00 18.77 0.27 18.50 0.00 0.00 0.00 11.32 0.00 0.00 10.91 0.41 0.00 4.49 0.00 0.00 2.25 2.25 0.00 ---------------'' ··-·· DISTRIBUTION OF FORCES AND OVERTURNING CALCULATIONS SHEARWALL, LINE 1 --- INPUTS TOTAL ROOF V .= 17.00 TOT AL MEZZ V = 36.50 SEIS FAC = ·o.183 Input Input Panel Roof Roof Roof No. R % V 17 0.29 0.31 5.3 18 0.36 0.38 6.4 19 0.29 0.31 5.3 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 0.95 1.00 17.0 (Kips) (Kips)· input Roof HT 26.5 26.5 26.5 X X X X X X X X X X X X Input Panel WT 64.40 62.70 64.40 X X X X X X X X X )_( X X Input Input Panel Up Over V CG CG 11.8 16.00 10.00 11.5 16.00 12.00 11.8 16.00 10.00 0.0 X X 0.0 X X 0.0 X X 0.0 X X 0.0 X X 0.0 X X 0.0 X X 0.0 X X 0.0 X X 0.0 X X 0.0 X X 0.0 X X ·:::. Input Input Input Panel Mezz Mezz Mezz Mezz Total Total Panel Lw R % V HT V OTM RM 20.0 0.667 0.33 12.0 12.5 29.1 478.9 644.0 24.0 0.691 0.34 12.5 12.5 30.4 509.8 752.4 20.0 0.667 0.33 12.0 12.5 29.1 478.9 644.0 X X 0.00 0.0 X 0.0 0.0 0.0 X X 0.00 0.0 X 0.0 0.0 0.0 X X 0.00 0.0 X 0.0 0.0 0.0 X X 0.00 0.0 X 0.0 0.0 0.0 X X 0.00 0.0 X 0.0 0.0 0.0 X X 0.00 0.0 X 0.0 0.0 0.0 X X O.Od 0.0 X 0.0 0.0 0.0 X X 0.00 0.0 X 0.0 0.0 0.0 X X 0.00 0.0 X 0.0 0.0 0.0 X X 0.00 0.0 X 0.0 0.0 0.0 X X 0.00 0.0 X 0.0 0.0 0.0 X X 0.00 0.0 X 0.0 0.0 0.0 2.03 1.00 36.5 ---- Write In HD UPLIFT As SIZE NA 0.00 NA NA 0.00 NA NA 0.00 NA ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR '-.. i I I I I I I I I I I ... . ~ ..... . I I I I I I I I I REQUIRED STEEL-FOR SHEAR WALLS WALL LINE LINE 1 iNPUTS FOR PANEL PROPERTIES THK= 9.50 (in) OUTPUTS Reveal= 0.75 (in) Net Thk• 8.75 (in) Pc= 4000 (psi) Min As= 0.2625 (Sq In) Fy= 60.0 (ksi) Rho= 0.0025 · INPUTS FOR SINGLE LAYER OF HORZ STEEL Bar Size= Horz As= As Spc'g = #5 (Usually a #5 Bar} 0.3100 (Usually .31 for a #5 Bar) 18.0 (Spc'g of Horz bars, in) OUTPUTS I As/Ft Rho 0.20667 0.00197 -INPUTS FOR TIE STEEL Bar Size= Tie As= Pier Lw 4'<Lw<=6' 3'<Lw<=4' 2.5'<Lw<=3' Lw<=2.5' INPUT PANEL No. 3 (Usually a #3 Bar) 0.22 (Usually .22 for a #3 Tie) OUTPUTS Tie Spc'g 9 7 6 5 INPUT PIER INPUT PANEL THK As Rho 0.2933 0.0028 0.3771 0.0036 0.4400 0.0042 0.5280 0.0050 INPUT INPUT PANEL PIER V R INPUT PIER % (IN) (K) See"' Above 17 &19 17 &19 9.5 29.10 na 1..00 B 6.5 -1 0.50 C 6.5 --1 0.50 D X --X 0.00 E X --X 0.00 F X --X 0.00 2 18 18 9.5 30.40 na 1.00 B 6.5 --1 0.50 C 6.5 --1 0.50 D X -X 0.00 E X -X 0.00 F X --X 0.00 2 PIER V (K) 29.10 14.55 14.55 0.00 0.00 0.00 30.40 15.20 15.20 0.00 0.00 0.00 Dowel Capacities #4 32" 1.55 K/Ft '#4 24," 2.06 K/Ft #4 16" 3.09 K/Ft #4 12· #4 8" 4.11 KIF! 6.17 K/Ft PHI Ve= .6 • 2 • SQRT(F'c) • b • d I 1000 PHI Vs is considered when Vu> Phi Ve, See UBC Sec. 1921.6 • For panel types 3, 4. and 6, the pier R values MUST be ralioed by hand. INPUT PIER PHI Ve PHI Vc/2 PIER Lw 0.8"Lw Vu STEEL PhiVn SHEAR (FT) ·d (in) (K) (K) (K) REQ'D (Kl (KIFT) 24.00 230.40 "153.00 76.50 40.74 MINAs 369.81 1.213 4.00 38.40 16.76 -8.38 20.37 CALC 86.18 3.638 4.00 38.40 16.76 -8.38 · 20.37 CALC 86.18 3.638 X 0.00 0.00 0.00 0.00 MINAs 0.00 ERR X 0.00 0.00 0.00 0.00 MIN As 0.00 ERR X 0.00 0.00 0.00 0.00 MIN As 0.00 ERR 24.00 230.40 153.00 76.50 42.56 MINAs 369.81 1.267 4.00 38.40 16.76 8.38 21.28 CALC 86.18 3.800 4.00 38.40 16.76 -8.38 21.28 CALC 86.18 3.800 X 0.00 0,00 0.00 0.00 MlNAs. 0.00 ERR X 0.00 0.00 0.00 0.00 MIN As 0.00 ERR X 0.00 0.00 0.00 0.00 MINAs 0.00 ERR No. OF WLDPL (5.3K) 5.49 2.75 2.75 0.00 0.00 0.00 5.74 2.87 2.87 0.00 0.00 0.00 --------------------.. . ,' DISTRIBUTION OF FORCES AND OVERTURNING CALCULATIONS SHEARVVALL, LINE-'-F __ INPUTS TOT AL ROOF V = 30.00 TOTAL MEZZ V =· 99.40 SEIS FAC = 0.183 Input Input Panel Roof Roof Roof No. R % V 20 0.21 . 0.30 8.9 21 0.50 0.70 21.1 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0" X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0 .. 00 0.0 X X 0.00 0.0 X X 0.00 0.0 ·---·--- X X 0.00 0.0 ----0.72 .1.00 30.0 (Kips) ASSUME PANEL SUPPORTS 30K OF ROOF LOAD (Kips) Input Input Input Input Input Input Roof Panel Panel Up Over Panel Mezz Mezz HT WT V CG CG Lw R % 27.5 55.00 10.1 16.00 9.00 16.0 0.667 0.16 27.5 57.00 10.4 16.00 10.00 24.0 3.379 0.84 X X 0.0 X X X X 0.00 X X 0.0 X X X X 0.00 X X 0.0 X X X X 0.00 X X 0.0 X X X X 0.00 X X 0.0 X X X X o:oo X X 0.0 X X X X 0.00 X X 0.0 X X X X 0.00 X X 0.0 X X X X 0.00 X X 0.0 X X X X 0.00 X X 0.0 X X X . X 0.00 X X 0.0 X X X X 0.00 X X 0.0 X X X X 0.00 X X 0.0 X X X X 0.00 4.05 1.00 Input Write In Mezz Mezz Total Total Panel HD V HT V OTM RM UPLIFT As SIZE 16.4 12.5 35.3 609.3 495.0 31.8 0.59 1#7 83.0 12.5 114.6 1786.1 570.0 103.5 1.92 2#9 0.0 X 0.0 0.0 0.0 ERR ERR ERR 0.0 X 0.0 0.0 0.0 ERR ERR ERR 0.0 X 0.0 0.0 0.0 ERR ERR ERR 0.0 X 0.0 0.0 0.0 . ERR ERR ERR 0.0 X 0.0 0.0 0.0 ERR ERR ERR 0.0 X 0.0 0.0 0.0 ERR ERR ERR 0.0 X 0.0 0.0 0.0 ERR ERR ERR 0.0 X 0.0 0.0 0.0 ERR ERR ERR 0.0 X 0.0 0.0 O;O ERR ERR ERR- 0.0 X 0.0 0.0 0.0 ERR ERR ERR 0.0 X 0.0 0.0 0.0 ERR ERR ERR 0.0 X 0.0 0.0 0.0 ERR ERR ERR· -··----·-0.0 X 0.0 0.0 0.0 ERR ERR ERR 99.4 t ~ I I I I I I I I I I I I I I I I I I REQUIRED STEEL FOR SHEAR WALLS WALL LINE F INPUTS FOR PANEL PROPERTIES THK = 9.50 (in) ·,..o_u_T_P_U_Ts _____ _ Reveal= 0.75 (in) Net Thk, 8.75 (in) F'c = 4000 (psi) Min As = 0.2625 (Sq In) Fy = 60.0 (ksi) Rho= 0.0025 · INPUTS FOR SINGLE LAYER OF HORZ STEEL Bar Size= Horz As= AsSpc'g= #5 (Usually a #5 Bar) 0.3·100 · (Usually .31 for a #5 Bar) 14.0 (Spc'g of Horz bars, in) OUTPUTS I As/Ft Rho 0.26571 0.00253 INPUTS FOR TIE STEEL Bar Size= Tie As= PierLw 4'<Lw<=6' 3'<Lw<=4'· 2.5'<Lw<=3' ·Lw<=2.5' INPUT PANEL No. 3 (Usually a #3 Bar) 0.22 (Usually .22 fot a #3 Tie) OUTPUTS Tie Se£'!l As Rho 9 0.2933 0.0028 7 0.3771 0.0036 6 0.4400 0.0042 5 0.5280 0.0050 INPUT INPUT INPUT INPUT PANEL PANEL PIER PIER THK V R INPUT PIER % (IN) (K) See• Above 20 20.00 9.5 35.30 na 1.00 B X -X 0.00 C X .. X 0.00 D 6.5 -1 0.50 E 6.5 .. 1 0.50 F X .. X 0.00 I 2 21 21 9.5 114.60 na 1.00 B X .. X 0.00 C X .. X 0.00 D 6.5 -0.556 0.09 E 6.5 .. 5.469 0.91 F X -X 0.00 6.025 21 21 9.5 31.50 na 1.00 B 6.5 -1 0.50 C 6.5 -1 0.50 D X -X 0.00 E X -X 0.00 F X -X 0.00 2 PIER V (K) 35.30 0.00 0.00 17.65 17.65 0.00 114.60 0.00 0.00 :I0.58 104.02 0.00 31.50 15.75 15.75 0.00 0.00 0.00 Dowel Capacities #4 32" 1.55 K/Ft #4 24 • 2.06 KIF\ #4 16" #4 12· #4 8" 3.09 K/Ft 4.11 K/Ft 6.17 K/Ft PHI Ve= .6 • 2 • SQRT(F'c) • b • d / 1000 PHI Vs is considered when Vu > Phi Ve , See UBC Sec. 1921.6 • For panel types 3, 4, and 6, the pier R values MUST be ratioed by hand. INPUT PIER PHI Ve PHI Vc/2 PIER Lw 0.8•Lw Vu STEEL PhiVn SHEAR (Fn d (in) (K) (K) (K) REQ'D (K) (K/FT) 20.00 192.00 127.50 63.75 49.42 MINAs 350.69 1.765 X 0.00 0.00 -0.00 0.00 MINAs 0.00 ERR X 0.00 0.00 · 0.00 0.00 MINAs I 0.00 ERR 4.00 38.40 16.76 8.38 24.71-CALC 86.18 4.413 4.00 38.40 16.76 8.38 24.71 CALC I 86.18 4.413 X 0.00 0.00 0;00 0.00 MIN As I 0.00 ERR I 24.75 237.60 157.7.S 78.89 160.44 CALC 433.98 4.630 X 0.00 0.00 0.00 -0.00 MIN As 0.00 ERR X 0.00 0.00 0.00 0.00 MINAs 0.00 ERR 4.00 38.40 16.76 8.38 14.81 HOOK 86.18 2.644 12.75 122.40 ~3.41' 26.71 145.63 CALC 223.57 8.159 X 0.00 0,00 0.00 -0.00 MlNAs 0.00 ERR X 0.00 0.00 . 0.00 -44.10 CALC 0.00 ERR 4.00 38.40 16.76 8:38 22.05 CALC 86.18 3.938 4.00 38.40 :-:16.76 -8.38 -22.05 CALC 86.18 3.938 X 0.00 0.00 {);OD -0.00 MINAs 0.00 ERR X 0.00 0.00 0.00 0.00 MINAs 0.00 ERR X 0.00 0.00 0.00 0.00 MIN As 0.00 ERR I No .. OF WLDPL (5.3K) 6.66 0.00 0.00 3.33 3.33 0.00 21.62 0.00 0.00 2.00 19.63 0.00 5.94 2.97 2.97 0.00 0.00 0.00 ---------·--------'· ,; DISTRIBUTION OF FORCES AND OVERTURNING CALCULATIONS SHEARWALL, LINE_3 __ INPUTS TOTAL ROOF V = 136.30 (Kips) TOTAL MEZZ V = 42.60 (Kips) SEIS FAC = 0.183 Input Input Input Panel Roof Roof Roof Roof No. R % V HT 22 0.36 ·0.35 48.3 27 23 0.36 0.35 48.3 27 24 0.29 0.29 39.7 27 X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 . X X X 0.00 0.0 X ~- 1.01 1.00 136.3 Input Input Input Panel Panel Up Over WT V CG CG 64.40 11.8 16.00 12.00 62.70 11.5 16.00 12.00 64.40 11.8 16.00 10.00 X 0.0 X X X 0.0 X X X 0.0 X X X 0.0 X X X 0.0 X X X 0.0 X X X 0.0 X X X 0.0 X X X 0.0 X X X 0.0 X X X 0.0 X X X 0.0 X X Input Input Input Panel Mezz Mezz Mezz Mezz Total Total Panel Lw R % V· HT V OTM RM UPLIFT As 24.0 0.691 0.34 14.4 12.5 74.5 1672.6 772.8 85.7 1.59 24.0 0.691 0.34 14.4 12.5 74.2 1667.6 752.4 86.3 1.60 20.0 0.667 0.33 13.9 12,5 65.3 1433.1 644.0 89.2 1.65 X X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR X X 0.00 0.0. X 0.0 0.0 0.0 ERR ERR X X 0.00 0.0 X 0.0 0.0 0,0 ERR ERR X X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR X X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR X X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR X X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR X X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR X X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR X X 0.00 0.0 X 0.0 0.0 ·o.o ERR ERR X X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR X X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR 2.05 1.00 42.6 -- Write In HD SIZE 2#9 2#9 2#9 ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR :t. ~ I I I I I I I I I I I I I I I I I I I REQUIRED STEEL FOR SHEAR WALLS WALL LINE LINE 3 INPUTS FOR PANEL PROPERTIES THK = 9.50 (in) OUTPUTS Reveal = 0.75 (in) Pc = 3000 (psi) Net Thk, 8.75 (in) Min As = 0.2625 (Sq In) Fy = 60.0 (ksi) Rho= 0.0025 • INPUTS FOR SINGLE LAYER OF HORZ STEEL Bar Size= Horz As= As Spc'g = #5 (Usually a #5 Bar) 0.3100 (Usually .31 for a #5 Bar) 14.0 (Spc'g of Herz bars, in) • OUTPUTS r---------- 1 As/Ft Rho 0.26571 0.00253 INPUTS FOR TIE STEEL Bar Size= 3 (Usually a #3 Bar) Tie As= 0.22 (Usually .22 for a #3 Tie) OUTPUTS PierLw TieS~'g As Rho 4'<Lw<=6' 9 0.2933 0.0028 3'<Lw<=4' 7 0.3771 0.0036 2.5'<Lw<=3' 6 0.4400 0.0042 Lw<=2.5' 5 0.5280 0.0050 INPUT INPUT INPUT INPUT INPUT INPUT PANEL PANEL PANEL PIER PIER No. PIER THK V R % (IN) (Kl See• Above 22&23 22 &23 9.5 60.10 na 1.00 B 6.5 --1 0.50 C 6.5 --1 0.50 D X --X 0.00 E X --X 0.00 F X -X 0.00 2 22&23 22 &23 9.5 75.80 na 1.00 B X --X 0.00 C X --X 0.00 D 6.5 -1 0.50 E 6.5 -1 0.50 F X --X 0.00 2 24 24 9.5 65.30 na 1.00 B X -X 0.00 C 6.5 -1 0.50 D 6.5 --1 0.50 E X -X 0.00 F X -X 0.00 2 PIER V (Kl 60.10 30.05 30.05 0.00 0.00 0.00 74.50 0.00 0.00 37.90 37.90 0.00 65.30 0.00 32.65 32.65 0.00 0.00 Dowel Capactties #4 32" 1.55 K/Ft #4 24 • 2.06 K/Ft #4 16" 3.09 KIF! #412" #4 ?" 4.11 K/Ft 6.17 K/Ft PHI Ve= .6 • 2 • SQRT(F'c) 'b • d I 1000 PHI Vs is considered when Vu> Phi Ve., See UBC Sec. 1921.6 • For panel types 3, 4, and 6, the pier R values MUST be ratioed by hand. INPUT PIER PHI Ve PHIVc/2 PIER Lw 0.8'Lw Vu STEEL PhiVn SHEAR (FT} d (in} (K) (K) (K) REQ'D (K} (K/FT) 24.00 230.40 132:51 66.25 84.14 HOOK A!. 395.21 2.504 4.00 38.40 14.51 7.26 42.07 CALC 81.91 7.513 4.00 38.40 14.51· 7.26 42:07-ICALC 81.91 7.513 X 0.00 0.00 0.00 V.OOIMIN As 0.00 ERR X 0.00 0.00 V.00 0.00 MINAs 0.00 ERR X 0.00 0.00 0.00 0.00 MIN As 0.00 ERR 24.00 230.40 1"32.51 66.25 "104.30 HOOK 395.21 3.104I X 0.00 0.00 0.00 · 0.00 MIN As 0.00 ERR X 0.00 0.00 -0.00 0.00 MIN As 0.00 ERR 4.00 38.40 14".51 7.26 53.06 CALC 81.91 9.475 4.00 38.40 14.51 7.26 53.06 CALC 81.91 9.475 X 0.00 ·-0.00 ·'C).00 0.00 MlNAs 0.00 ERR 24.00 230.40 132'.51 66.25 91.42 HOOK 395.21 2.721 X 0.00 0.00 -0.00 -0.00 MlNAs 0.00 ERR 4.00 38.40 14.51 7,26. 45;71 CALC 81.91 8.163 4.00 38.40 14.51 ·7;25 45.71 CALC 81.91 8.163 X 0.00 0.00 -0,00 0.00 MIN/Js 0.00 ERR X 0.00 0.00 0.00 -0.00 MINAs · 0.00 ERR 117 No. OF WLDPL (5.3K) 11.34 5.67 5.67 0.00 0.00 0.00 14.06 0.00 0.00 7.15 7.15 0.00 12.32 0.00 6.16 6.16 0.00 0.00 ----------------·}. DISTRIBUTION OF FORCES AND OVERTURNING CALCULATIONS SHEARWALL, LINE C --- INPUTS TOTAL ROOFV= 119.40 (Kips) TOTAL MEZZ V = 34._30 (Kips) SEIS FAC = 0.183 Input Input Input Panel Roof Roof Roof. Roof No. R % V HT 25 0.29 0.28 .33.5 26 26 0.75 0.72 85.9 26 X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X ·x 0.00 0.0 X X . X 0.00 0.0 X X .X 0.00 0.0 X X X 0.00 0.0 X . X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X 1.05 1.00 119.4 Input Input Input Input Panel Panel Up Over Panel WT V CG CG. Lw 64.40 11.8 18.00 13.00 24.0 92.10 16.9 16.00 17.00 37.0 X 0.0 X X x X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X . X X 0.0 X X .x X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X Input Input Mezz Mezz Mezz Mezz Total Total Panel R % V HT V OTM RM UPLIFT 0.667 0.34 11.7 12.5 57.0 1229.2 837.2 50.4 1.29 0.66 22.6 12.5 125.4 2785.8 1565.7 84.2 X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR 1.96 1.00 34.3 - As 0.93 1.56 ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR -- Write In HD SIZE 2#7 2#9 ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ~ ~ I I I I I I 1- I I I '· I I I I I I I I· I REQUIRED STEEL FOR SHEAR WALLS WALL LINE C INPUTS FOR PANEL PROPERTIES THK = 9.50 (in) ,...o_u_T_PU_T_s _____ _ Reveal= 0.75 (in) Net Thk, 8.75 (in) · Pc = 4000 (psi) Min As = 0.2625 (Sq In) Fy = 60.0 (ksi) Rho= 0.0025· · INPUTS FOR SINGLE LAYER OF HORZ STEEL Bar Size= Horz As= As Spc'g= #5 (Usually a #5 Bar) 0.3100 (Usually .31 for a #5 Bar) 14.0 (Spc'g of Horz bars, in) OUTPUTS I As/Ft Rho 0.26571 0.00253 INPUTS FOR TIE STEEL Bar Size= 3 (Usually a #3 Bar) Tie As= 0.22 (Usually .22 for a.#3 Tie) OUTPUTS PierLw Tie Spc'g As Rho 4'<Lw<=6' 9 0.2933 0.0028 3'<Lw<=4' 7 0.3771 0.0036 2.5'<Lw<=3' 6 0.4400 0.0042 Lw<=2.5' 5 0.5280 0.0050 INPUT INPUT INPUT INPUT INPUT PANEL PANEL PANEL PIER No. PIER THK V R INPUT PIER % (IN) (K) See* Above 25 25.00 9.5 57.00 na 1.00 B 6.5 -1 0.50 C 6.5 .. 1 0.50 D X .. X 0.00 E X .. X 0.00 F X .. X 0.00 2 26 26 9.5 125.40 na 1.00 B 6.5 .. 0.556 0.27 C 6.5 .. 0.556 0.27 D 6.5 .. 0.951 0.46 E X .. X 0.00 F X -X 0.00 / 2.063 PIER V (K) 57;00 28.50 28.50 0.00 0.00 0.00 125.40 33.80 33.80 57.81 0.00 0.00 Dowel Capachies #4 32" 1.55 K/Ft #4 24 • 2.06 K/Ft #4 16" 3.09 K/Ft #4 12" 4.11 K/Ft #4 8" 6.17 KIF! PHI Ve= .6 • 2 • SQRT(F'c) • b • d I 1000 PHI Vs is considered when Vu> Phi Ve , See UBC Sec. 1921.6 • For panel types 3, 4, and 6, the pier R values MUST be ratioed by hand. INPUJ PIER PHI Ve PHI Vc/2 PIER Lw o.8"Lw Vu STEEL PhiVn SHEAR (FT) d (in) (K) (K) (K) REQ'D (K) (KIFT) 24.00 230.40 153.00. 76.50 79.80 HOOK AJ 420.83 2.375 4.00 38.40 16.76 8.38 39.90 CALC 86.18 7.125 4.00 38.40 '16.76 8.38 39.90 CALC 86.18 7.125 X 0.00 0.00 0.00 0.00 MIN As I 0.00 ERR X 0.00 ·o.oo -0.00 o.oo MIN As 0.00 ERR X 0.00 0.00 0.00 0.00 MINAs 0.00 ERR 37.00 355.20 235:88 ·117.94 175.56 HOOK 648.78 3.389 4.00 38.40 16.76 8.38 47.32 CALC 86.18 8.449 4.00 38.40 ·16.76 . 8.38 47.32 CALC 86.18 8.449 5.00 48.00 · 20.95 10.47 80.93 CALC 92.64 11.561 X 0.00 0.00 0.00 0.00 MIN/Js 0.00 ERR X 0.00 0.00 OJlO -0.00 MlNAs 0.00 ERR No. OF WLDPL (5.3K) 10.75 5.38 5.38 0.00 0.00 0.00 23.66 6.38 6.38 10.91 0.00 0.00 ---------~---------, .. DISTRIBUTION OF FORCES AND OVERTURNING CALCULATIONS SHEARWALL, LINE_7 __ INPUTS TOT AL ROOF V = 20.00 TOT AL MEZZ V = 37 .00 SEIS FAC = 0.183 Input Input Panel Roof Roof Roof No. R % V 7 1.00 1.00 20.0 X X ·o.oo 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X d.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 1.00 1.00 20.0 (Kips) DESIGN WALL TO SUPPORT 20k OF ROOF LOAD (Kips) Input Input Input Input Input Input Roof Panel Panel Up Over Panel Mezz Mezz HT WT V CG CG Lw R % 23 60.00 11.0 18.00 13.00 16.0 ·1 1.00 X X 0.0 X X X X 0.00 X X 0.0 X X X X 0.00 X X 0.0 X X X X 0.00 X X 0.0 X X X X 0.00 X X 0.0 X X X X 0.00 X X 0.0 X X X X 0.00 X X 0.0 X X X X 0.00 X X 0.0 X X X X 0.00 X X 0.0 X X X X 0.00 X X 0.0 X X X X 0.00 X X 0.0 X X X X 0.00 X X 0.0 X X X X 0.00 X X 0.0 X X X X 0.00 X X 0.0 X X X X 0.00 1.00 1.00 Input Mezz Mezz Total Total V HT V OTM 37.0 12.5 68.0 1120.1 0.0 X 0.0 0.0 0.0 X 0.0 0.0 0.0 X 0.0 0.0 0.0 X 0.0 0.0 0.0 X 0.0 0.0 0.0 X 0.0 0.0 0.0 X 0.0 · 0.0 0.0 X 0.0 0.0 0.0 X 0.0 0.0 0.0 X 0.0 0.0 0.0 X 0.0 0.0 0.0 X 0.0 0.0 0.0 X 0.0 0.0 0.0 X 0.0 0.0 37.0 Panel RM UPLIFT 780.0 67.7 0.0 ERR 0.0 ERR 0.0 ERR 0.0 ERR 0.0 ERR 0.0 ERR 0.0 ERR 0.0 ERR 0.0 ERR 0.0 ERR 0.0 ERR 0.0 ERR 0.0 ERR. 0.0 ERR As 1.25 ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR Write In HD SIZE 2#8 ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ........ v-, C)i I I I I I I I I I I I I I I I I I I • I REQUIRED STEEL FOR SHEAR WALLS WALL LINE INPUTS FOR PANEL PROPERTIES THK= 9.50 (in) OUTPUTS Reveal= 0.75 (in) Net Thk• 8.75 (in) F'c= 4000 (psi) Min As= 0.2625 (Sq In) Fy= 60.0 (ksi) Rho= 0.0025 INPUTS FOR SINGLE LAYER OF HORZ STEEL Bar Size= Horz As= AsSpc'g= #5 (Usually a #5 Bar) 0.3100 (Usually :31 for a #5 Bar) 14.0 (Spc'g of Horz bars, in) OUTPUTS I As/Ft Rho 0.26571 0.00253 INPUTS FOR TIE STEEL Bar Size= Tie As= PierLw 4'<Lw<=6' 3'<Lw<=4' 2.5'<Lw<=3' L:,v<=2.5' INPUT PANEL No. 3 (Usually a #3 Bar) 0.22 (Usually .22 for a #3 Tie) OUTPUTS Tie Spc'g 9 7 6 5 INPUT PIER INPUT PANEL THK As Rho 0.2933 0.0028 0.3771 0.0036 0.4400 0.0042 0.5280 0.0050 INPUT INPUT PANEL PIER V R INPUT PIER % (IN) (K) See* Above 7 7.00 9.5 68.00 na 1.00 B 6.5 -1 0.50 C 6.5 --1 0.50 D X --X 0.00 E X -X 0.00 F X -X 0.00 2 PIER V (Kl 68.00 34.00 34.00 0.00 0.00 0.00 Dowel Capacities #4 32" 1.55 K/Ft #4 24 • 2.06 K/Ft #4 16" 3.09 K/Ft #4 12" 4.11 K/Ft #4 8" 6.17 K/Ft PHI Ve= .6 • 2 • SORT(F'c) • b • d / 1000 PHI Vs is considered when Vu> Phi Ve, See UBC Sec. 1921.6 • For panel types 3, 4, and 6, the·pier R values MUST be ratioed by hand. INPUT PIER PHI Ve PHIVc/2 PIER Lw 0.8·Lw Vu STEEL PhiVn SHEAR (FT) d (in) (K) (K) (K) REQ'D (K) (K/Fl) 16.00 153.60 102:00 51.00 95.20 HOOKA 280.55 4.250 4.00 38.40 16.76 6.38 47.60 CALC 86.18 8.500 4.00 38.40 ·16:76 :!l:38 47.60 CALC 86.18 8.500 X 0.00 0.00 -0.00 t>.00 MINAs 0.00 ERR X 0.00 0.00 0:00 -0.00 MINAs 0.00 ERR X 0.00 0.00 ·-0.00 -0.00 MIN As 0.00 ERR No.OF WLDPL (5.3K) 12.83 6.42 6.42 0.00 0.00 0.00 ---------- DISTRIBUTION OF FORCES AND OVERTURNING CALCULATIONS SHEARWALL, L!N~_B __ INPUTS TOTAL ROOF V = 20.40 (Kips) TOTAL MEZZ V = 42.60 (Kips) SEIS FAC = 0.183 Input Input Input Input Input Input Input Panel Roof Roof Roof Roof Panel Panel Up_ Over Panel. No. R % V HT WT V CG CG Lw 28 0.86 0.75 15.2 26 101.80 18.6 19.00 17.00 34.0 29 0.29 0.25 5.2 26 54.00 9.9 16.00 8.00 18.0 X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X X X 0.00 O.d X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X. X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 · X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X x· X ·- 1.15 1.00 20.4 Input Mezz R 2.256 1.101 X X X X X X X X X X X X X 3.36 ----- Input Mezz Mezz Mezz Total Total Panel ·% ·v HT V OTM RM 0.67 28.6 12.5 62.5 1107.5 1730.6 0.33 14.0 12.5 29.0 467.4 432.0 0.00 0.0 X 0.0 0.0 0.0 0.00 0.0 X 0.0 0.0 0.0 0.00 0.0 X 0.0 0.0 0.0 0.00 0.0 X 0.0 0.0 0.0 0.00 0.0 X 0.0 0.0 0.0 0.00 0.0 X 0.0 0.0 0.0 0.00 0.0 X· 0.0 0.0 0.0 0.00 0.0 X 0.0 0.0 0.0 0.00 0.0 X 0.0 0.0 0.0 0.00 0.0 X 0.0 0.0 0.0 0.00 0.0 X 0.0 0.0 0.0 0.00 0.0 X 0.0 0.0 0.0 0.00 0.0 X 0.0 0.0 0.0 1.00 42.6 ---- UPLIFT As NA 0.00 18.4 0.34 ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR Write In HD SIZE NA 1 #6 ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERi{ ERR ERR ....... "\ ~ I I I I I I I I I -:.=}'" I I I I I I I· 1- I REQUIRED STEEL FOR SHEAR WALLS WALL LINE B INPUTS FOR PANEL PROPERTIES THK = 9.50 (in) ... o_U....;T __ P __ U ..... T_S _____ _ Reveal= 0.75 (in) Net Thk, 8.75 (in) Pc= 4000 (psi) Min As = 0.2625 (Sq In) Fy = 60.0 (ksi) Rho= 0.0025 · INPUTS FOR SINGLE LAYER OF HORZ STEEL Bar Size= Horz As= AsSpc'g= #5 (Usually a #5 Bar) 0.3100 (Usually .31 for a #5 Bar) 14.D (Spc'g of Horz bars, in) OUTPUTS I As/Ft Rho 0.26571 0.00253 INPUTS FOR TIE STEEL Bar Size= Tie As= PierLw 4'<Lw<=6' 3'<Lw<=4' 2.5'<Lw<=3' Lw<=2,5' · INPUT PANEL No. 3 (Usually a #3 Bar) 0.22 (Usually .22 for a #3 Tie) OUTPUTS Tie Sec'g As Rho 9 0.2933 0.0028 7 .0.3771 0.0036 6 0.4400 0.0042 5 0.5280 0.0050 INPUT INPUT INPUT INPUT PANEL PANEL PIER PIER THK V R INPUT PIER % (IN) (K) See• Above 28 28 9.5 62.50 na 1.00 B X -X 0.00 C X -X 0.00 D 6.5 --2.54 0.64 E 6.5 .. 1.429 0.36 F X --X 0.00 3.969 29 29 9.5 29.00 na 1.00 B X --X 0.00 C X --X 0.00 D 6.5 --1.429 0.68 E 6.5 -0.664 0.32 F X -X 0.00 2.093 PIER V (K) 62.50 0.00 0.00 40.00 22.50 0.00 29.00 0.00 0.00 19.80 9.20· 0.00 Dowel Capacities #4 32" 1.55 K/Ft #4 24 " 2.06 K/Ft #4 16" 3.09 K/Ft #4 12· #4 8" 4.11 K/Ft 6.17 K/Ft PHI Ve= .6 • 2 • SQRT(Pc) • b "d / 1000 PHI Vs is considered when Vu> Phi Ve , See UBC Sec. 1921.6 • For panel types 3, 4, and 6, the pier R values t:,,lUST be ratioed by hand. INPUT PIER PHI Ve PHI Vc/2 PIER Lw 0.8"Lw Vu STEEL PhiVn SHEAR (FT) d (in) (K) (K) (K) REQ'D (Kl (K/FT) 34.00 326.40 216.76 108.38 87.50 MINAs 596.18 1.838 X 0.00 0.00 0.00 0.00 MINAs 0.00 ERR X 0.00 ,·o:oo {).00 0.00 MINAs 0.00 ERR 8.00 76.80 33.52 16.76 56.00 CALC 140.28 5.000 6.00 57.60 25.14 12.57 31.50. CALC 111.17 3.750 X 0.00 -0.00 · 0.00 0.00 MIN As 0.00 ERR 18.00 172.80 1'14.75 57.38 40.60 I MIN As 315.62 1.611 X 0.00 0.00 0.00 0.00 MINAs 0.00 ERR X 0.00 0.00 .0.00 -0.00 MINAs 0.00 ERR 8.00 76.80 33:52 1£.76 27.72 HOOK 140.28 2.475 6.00 57.60 25.14 . 12.57 12.88 HOOK 111.17 1.533! X 0.00 . 0.00 0.00 -0.00 ,MIN As· 0.00 ERR JS-3 No.OF WLDPL (5.3K) 11.79 0.00 0.00 7.55 4.25 0.00 5.47 0.00 0.00 3.74 1.74 0.00 ------------------4•: SHEARWALL, LINE 9 ---INPUTS TOTAL ROOF V = 20.00 TOT AL MEZZ V = 25.60 SEIS FAG= 0.183 Input Input Panel Roof Roof Roof No. R % V 7 1.00 1.00 20.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X ' X 0.00 0.0 X X 0.00 0.0 -------· -1.00 1.00 20.0 ::;:, (Kips) DESIGN WALL TO SUPPORT 20 kips (Kips) Input Input Input Input Input Roof Panel Panel . Up Over Panel HT WT V CG CG Lw 25.5 52.00 9.5 1'6.00 8.00 16.0 X X 0.0 X X X X X 0.0 X X X X X 0.0 X X X X X 0.0 X X X X X 0.0 X X X X X 0.0 X X X X X 0.0 X X X X X 0.0 X X X X X 0.0 X X X X X 0.0 x. X X X X 0.0 X X X X X 0.0 X X X X X 0.0 X X X X X 0.0 X X X -· Input Input Mezz Mezz Mezz Mezz Total Total Panel R % V HT V OTM RM· UPLIFT 1 1.00 25.6 12.5 55.1 982.3 416.0 78.2 X 0.00 0.0 X 0.0 0:0 · 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR· X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR 1.00 1.00 25.6 --- As 1.45 ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR Write In HD SIZE 2#8 ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR G;-~ I I I I I I I I I I I I I I I I I I I REQUIRED STEEL FOR SHEAR WALLS WALL LINE 9 INPUTS FOR PANEL PROPERTIES THK = 9.50 (in) ,_o ... u_T_PU_T .... s...._ ____ _ Reveal= 0.75 (in) Net Thk, 8.75 (in) Pc = :moo (psi) Min As = · 0.2625 (Sq In) Fy = 60.0 (ksi) Rho = 0.0025 . INPUTS FOR SINGLE LAYER OF HORZ STEEL Bar Size= · Horz As= AsSpc'g= #5 (Usually a #5 Bar) 0.3100 (Usually .31 for a #5 Bar) 14.0 (Spc'g of Horz bars, in) OUTPUTS ~.26571 0.00253 I As/Ft Rho INPUTS FOR TIE STEEL Bar Size= 3 (Usually a #3 Bar) Tie As= 0.22 (Usually .22 for a #3 Tie) OUTPUTS PierLw Tie sec'g As Rho 4'<Lw<=6' 9 0.2933 0.0028 3'<Lw<=4' 7 0.3771 0.0036 2.5'<Lw<=3' 6 0.4400 0.0042 Lwc:=2.5' 5 0.5280 0.0050 INPUT INPUT INPUT INPUT INPUT PANEL PANEL PANEL PIER No. PIER THK V R INPUT PIER % _(IN) (K) See* Above 30 30.00 9.5 55.10 na 1.00 B X --X 0.00 C X --X 0.00 D 6.5 --1 0.50 E 6.5 -1 0.50 F X --X 0.00 2 PIER V (K) 55.10 0.00 0.00 27.55 27.55 0.00 Dowel Capacities #4 32" 1.55 K/Ft #4 24 • 2.06 K/Ft #416" #412" #4 8" 3.09 KIF! 4.11 K/Ft 6.17 K/Ft PHI Ve= .6 • 2 • SQRT(F'c) • b • d I 1000 PHI Vs is considered when Vu > Phi Ve , See UBC Sec. 1921.6 • For panel types 3, 4, and 6, the pier R values MUST be ratioed by hand. INPUT PIER PHIVc PHI Vc/2 PIER Lw 0.8'Lw Vu STEEL PhiVn SHEAR (FTI d (in) (K) (K) (K) REQ'D (K) (K/FT) 20.00 192.00 1'10.42 55.21. 77.14 HOOKA 329.34 2.755 X 0.00 0.00 0.00 · 0.00 MIN As 0.00 ERR X 0.00 0.00 0.00 ·0.00 MIN·As 0.00 ERR 4.00 38.40 14.51 7.26 38:57 CALC 81.91 6.888 4.00 38.40 14.51 7.26 38.57· CALC 81.91 6.888 X 0.00 0.00 ·o.oo 0.00 MIN As 0.00 ERR No. OF WLDPL (5.3K) 10.40 0.00 0.00 5.20 5.20 0.00 ------------,.,, ,,,· ··r·. DISTRIBUTION OF FORCES AND OVERTURNING CALCULATIONS SHEARWALL, LINE_A __ INPUTS TOTAL ROOF V = 19.70 (Kips) TOTAL MEZZ V = 25.80 (Kips) SEIS FAC = 0.183 Input Input Input Input Input Input Input Panel Roof Roof Roof Roof Panel Panel Up Over Panel No. R % V HT WT V CG CG Lw 31 0.29 0.31 6.1 26 64.40 11.8 HtOO 10.00 20.0 32 0.36 0.38 7.5 26 62.70 11.5 16.00 12.00 24.0 33 0.29 0.31 6.1 26 64.40 11.8 16.00 10.00 20.0 X X 0.00 0.0 X X 0.0 X X X X x· 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X ---- X X 0.00 0.0 X X 0.0 X X X X X· 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X -·-· ·~ 0.95 1.00 19.7 Input Mezz Mezz R % 0.922 0.33 0.969 0.34 0.922 0.33 X 0.00 X 0.00 X 0.00 X 0.00 X 0.00 X 0.00 X 0.00 X 0.00 X 0.00 X 0.00 X 0.00 X 0.00 2.81 1.00 -------- Input Write In Mezz Mezz Total Total Panel HD V HT V OTM RM UPLIFT As SIZE 8.5 12.5 26.4 453.4 644.0 NA 0.00 NA 8.9 12.5 27.8 488.5 752.4 NA 0.00 NA 8.5 12.5 26.4 453.4 644.0 NA 0.00 NA 0.0 X 0.0 0.0 0.0 ERR ERR ERR 0.0 X 0.0 0.0 0.0 ERR ERR ERR 0.0 X 0.0 0.0 0.0 ERR ERR ERR 0.0 X 0.0 0.0 0.0 ERR ERR ERR 0.0 X 0.0 0.0 0.0 ERR ERR ERR 0.0 X 0.0 0.0 0.0 ERR ERR ERR 0.0 X 0.0 0.0 0.0 ERR ERR ERR 0.0 X 0.0 0.0 0.0 ERR ERR ERR 0.0 X 0.0 0.0 0.0 ERR ERR ERR 0.0 X 0.0 0.0 0.0 ERR ERR ERR 0.0 X 0.0 0.0 0.0 ERR ERR ERR 0.0 X 0.0 0.0 0.0 ERR ERR ERR 25.8 ~ ~ I I I I I I I I I I .I I I I I I I I REQUIRED STEEL FOR SHEAR WALLS WALL LINE A INPUTS FOR PANEL PROPERTIES THK = 9.50 (in) ,,_o_u_T_P_UT_s _____ _ Reveal= 0.75 (in) Net Thk: 8.75 (in) F'c = 3000 (psi) Min As = 0.2625 (Sq In) Fy = 60.0 (ksi) Rho= 0.0025 INPUTS FOR SINGLE LAYER OF .HORZ STEEL Bar Size= Horz As= AsSpc'g= #5 (Usually a #5 Bar) 0.3100 (Usually .31 fo! a #5 Bar) 14.0 (Spc'g of Horz bars, in) OUTPUTS I As/Ft Rho 0.26571 0.00253 INPUTS FOR TIE STEEL Bar Size= Tie As= PierLw 4'<Lw<=6' 3'<Lw<=4' 2.5'<Lw<=3' Lw<=2.5' INPUT PANEL No. 3 (Usually a #3 Bar) 0.22 (Usually .22 for a #3 Tie) OUTPUTS Tie Sec'g As Rho 9 0.2933 0.0028 7 0.3771 0.0036 6 0.4400 0.0042 5 0.5280 0.0050 INPUT INPUT INPUT INPUT PANEL PANEL PIER PIER THK V R INPUT PIER % (IN) (K) See• Above 31 &33 31 &33 9.5 26.40 na 1.00 B X -X 0.00 C X --X 0.00 D 6.5 --1 0.50 E . 6.5 -1 0.50 F X -X 0.00 2 32 32 9.5 27.80 na 1.00 B X -X 0.00 C X --X 0.00 D 6.5 -1 0.50 E 6.5 -1 . 0.50 F X -X 0.00 2 PIER V (K) 26.4D 0.00 0.00 13.20 13.20 0.00 27,.80 0.00 0.00 13.90 13.90 0.00 Dowel Capacities #4 32" 1.55 K/Ft #4 24 • 2.06 K/Ft #4 16" 3.09 KIF! #4 12" 4.11 K/Ft #4 8" 6.17 KIFt PHI Ve = .6 • 2 • SQRT(F'c) • b • d / 1000 PHI Vs is considered when Vu> Phi Ve , See UBC Sec. 1921.6 • For panel types 3, 4, and 6, the pier R values MUST be ralioed by hand. INPUT PIER PHI Ve PHI Vc/2 PIER Lw 0.S•Lw Vu STEEL PhiVn SHEAR (FT) d (in) (K) CK) . (I() REQ'D (K) (K/FT) 24.00 230.4D 1-:32.51 66.25 -:36.96 MIN As 395.21 1.100 X 0.00 0.00 0.00 0.00 MINAS-0.00 ERR X 0.00 0.00 0.00 :();00 MINAs 0.00 ERR 4.00 38.40 14.51 7.26 18.48 CALC 81.91 3.300 4.00 38.40 14.51 7.26 18.48 CALC 81.91 3.300 X 0.00 0.00 0.00 0.00 MIN As 0.00 ERR 24.00 230.40 132.5.1 66.25 38.92 MIN.As 395.21 1.158 X 0.00 0.00 0.00 0.00 MIN As 0.00 ERR X 0.00 0.00 D.00 0.OOIMIN As 0.00 ERR 4.00 38.40 14.51 7.26 '19.46 CALC 81.91 3.475 4.00 38.40 . 14.51. 7.26 19.46 CALC 81.91 3.475 X 0.00 0,00 -0.00 0.00 MINAs 0.00 ERR /57 No. OF WLDPL (5.3K) 4.98 0.00 D.00 2.49 2.49 O.DO 5.25 0.00 0.00 2.62 2.62 0.00 --------------1' 1· , .. DISTRIBUTION OF FORCES AND OVERTURNING CALCULATIONS SHEAR.WALL, LINE_D __ INPUTS TOTAL ROOF V = 0.00 (Kips) TOTAL MEZZ V = 59.10 (Kips) SEIS FAC = 0.183 Input Input Input Input Input Input Input Panel Roof Roof Roof Roof Panel Panel Up Over Panel No. R % V HT WT V CG CG. Lw 7 0.00 1.00 0.0 X 36.40· 6.7 6.50 12.00 24.5 X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X ·x X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 . X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X X X 0.00 0.0 X X 0.0 X X X -- 0.00 1.00 0.0 Input Input Mezz Mezz Mezz Mezz R % V HT 1 1.00 59.1 12.5 X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X ·o.oo 0.0 X 1.00 1.00 59.1 ------ Total Total Panel V OTM RM 65.8 782.0 436.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 0.0 UPLIFT As 35.8 0.66 ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR Write In HD SIZE 1 #8 ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ~ ~ I I I- I I I I I I l~=;- 1 I I I I I I I 1. INPUTS FOR SINGLE LAYER OF HORZ STEEL Bar Size= HoIZ As= AsSpc'g= #5 (Usually a #5 Bar) 0.3100 (Usually .31 for a #5 Bar) 18.0 (Spc'g of HoIZ bars, in) OUTPUTS I As/Ft Rho 0.2Q667 0.00255 INPUTS FOR TIE STEEL Bar Size= Tie As= PierLw 4'<Lw<=6' 3'<Lw<=4' 2.5'<Lw<=3' Lw<=2.5' INPUT PANEL No. 3 (Usually a #3 Bar) 0.22 (Usually .22 for a #3 Tie) our'PUTS Tie See'9 As ·Rho 9 0.2933 0.0036 7 0.3771 0.0047 6 0.4400 0.0054 5 0.5280 0.0065 INPUT INPUT INPUT INPUT PANEL PANEL PIER PIER THK V R INPUT PIER % (IN) (K) See* Above 34 34.00 7.5 65.80 1 1.00 B X -X 0.00 C X --X 0.00 D X .. X 0.00 E X -X 0.00 F X -X 0.00 1 159 PHI Ve= .6 • 2 • SQRT(F'e) • b • d / 1000 PHI Vs is considered when Vu> Phi Ve, See UBC Sec. 1921.6 • For panel types 3, 4, and 6, the pier R values MUST be ratioed by hand. INPUT PIER PIER PHI Ve PHI Ve/2 PIER No.OF V Lw 0.8*Lw Vu STEEL PhiVn SHEAR WLDPL . (K) (FT) d (in) (K) (K) (K) REQ'D (Kl (K/Fn (5.3K) 65.80 24.50 235.20 104.35 52.17 92.12 HOOK Al 312.71 2.686 12.42 0.00 X 0.00 .0.00 0.00 0.00 MINAs 0.00 ERR 0.00 0.00 X 0.00 0.00 ·0.00 · o:oo MINAS-0.00 ERR 0.00 0.00 X 0.00 0.00 0.00 0.00 MINAs 0.00 ERR 0.00 0.00 X 0.00 . 0.00 0.00 0.00 MIN-As 0.00 ERR 0.00 0.00 X 0.00 0.00 -0,00 0.00 MINAs 0.00 ERR 0.00 . I -------------------f} DISTRIBUTION OF FORCES AND OVERTURNING CALCULATIONS SHEARWALL, LINE 6 --- INPUTS TOTAL ROOF V = 0.00 (Kips) TOTAL MEZZ V = 36.70 (Kips) SEIS FAC = 0.183 Input Input Input Panel Roof Roof Roof Roof No. R % V HT 35 0.00 1.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X X X 0.00 0.0 X ·-· 0.00 1.00 0.0 Input Input Input Input Panel Panel Up Over Panel WT V CG CG Lw 21.00 3.8 6.00 7.00 14.0 X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X X .0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X Input . Input Write In Mezz Mezz Mezz Mezz Total Total Panel HD R % V HT V OTM RM UPLIFT As SIZE 1 1.00 36.7 12.5 40.5 481.8 147.0 48.4 0.90 2-#7 X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR X 0.00 0.0 X 0.0 0.0 0.0 ERR ERR ERR 1.00 1.00 36.7 ~ -~ I I I .1 I I I I I 1 ... I I I I I I I I I REQUIRED STEEL FOR SHEAR WALLS WALL LINE 6 INPUTS FOR PANEL PROPERTIES THK= 7.50 (in) OUTPUTS Reveal= 0.75 (in) Net Thk' 6.75 (in) F'c= 3000 (psi) Min As= 0.2025 (Sq In) Fy= 60 0 (ksi) Rho= 0.0025 INPUTS FOR SINGLE LAYER OF HORZ STEEL Bar Size= Horz As= AsSpc'g= #5 (Usually a #5 Bar) 0.3100 (Usually .31 for a #5 Bar) 18.0 (Spc'g of Horz bars, in) OUTPUTS I As/Ft Rho 0.20667 0.00255 INPUTS FOR TIE STEEL Bar Size= 3 (Usually a #3 Bar) Tie As= 0.22 (Usually .22 for a #3 Tie) OUTPUTS PierLw Tie sec'g As Rho 4'<Lw<=6' 9 0.2933 0.0036 3'<Lw<=4' 7 0.3TT1 0.0047 2.5'<Lw<=3' 6 0.4400 0.0054 L-.y<=2.5' 5 0.5280 0.0065 INPUT INPUT INPUT INPUT INPUT PANEL PANEL PANEL PIER No. PIER THK V R INPUT PIER % (IN) (K) se·e• Above 35 35.00 7.5 40.50 1 1.00 B X -X 0.00 C X -X 0.00 D X .. X 0.00 E X -X 0.00 F X .. ·x 0.00 .1 PIER V (K) 40.50 0.00 0.00 0.00 0.00 0.00 Dowel Capacities #4 32" 1.55 K/Ft #4 24 • 2.06 K/Ft #4 16" 3.09 K/FI #412". 4.11 K/Ft #4 8" 6.17 K/Ft PHI Ve= .6 • 2 • SQRT(F'c) • b • d / 1000 PHI Vs is considered when Vu> f".hi Ve, See UBC Sec. 1921.6 • For panel types 3, 4, and 6, the pier R values MUST be ratioed by hand. INPUT PIER PHI Ve PHIVc/2 PIER Lw 0.8*Lw Vu STEEL PhiVn SHEAR (FT) d (in) (K) (K) ·(K) REQ'D (K) (K/Fn 14.00 134.40 59.63 29.81 56.70 HOOKA 178.69 2.893 X 0.00 :o.oo 0:00 :0.00 MIN·As 0.00 ERR X 0.00 0.00 0.00 . 0.00 MINAs 0.00 ERR X 0.00 ·0.00 0.00 0.00 MIN As 0.00 ERR X 0.00 0.00 -0.00 0.00 MINAs 0.00 ERR X 0.00 0.00 0.00 -0.00 MIN As 0.00 ERR No.OF WLDPL (5.3K) 7.64 0.00 0.00 0.00 0.00 0.00 -----------::: ::, DISTRIBUTION OF FORCES AND OVERTURNING CALCULATIONS SHEARWALL, LINE 4 --- INPUTS TOT AL ROOF V = 0.00 TOTAL MEZZ V = 42.00 SEIS FAC = 0.183 Input Input Panel Roof Roof Roof No. R % V 36 0.00 1.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 X X · 0.00 0.0 X X . 0.00 0.0 X X 0.00 0.0 X X 0.00 0.0 ·------- X X 0.00 0.0 ------. --- 0.00 1.00 0.0 (Kips) INCLUDES WT OF LINTEL L 1 (Kips) Input Input Input Input Roof Panel Panel Up Over HT WT V CG CG 0 24.00 4.4 6.50 8.00 X X 0.0 X X X X 0.0 x X X X 0.0 X X X X 0.0 X X X X 0.0 X X X 0.0 ' X X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X X X 0.0 X X Input Panel Lw 16.0 X X X X X X X X X X X X X X Input Mezz Mezz R % 1 1.00 X 0.00 X 0.00 X 0.00 X 0.00 X 0.00 X 0.00 X 0.00 X 0.00 X 0.00 X 0.00 X 0.00 X 0.00 X 0.00 X 0.00 1.00 1.00 ----- Input Mezz Mezz . Total Total Panel V HT V OTM RM UPLIFT 42.0 12.5 46.4 553·_5. 192.0 47.0 0.0 X 0.0 0.0 0.0 ERR 0.0 X 0.0 0.0 0.0 ERR 0.0 X 0.0 0.0 0.0 ERR 0.0 X 0.0 0.0 o.o ERR 0.0 X 0.0 0.0 0.0 ERR 0.0 X 0.0 0.0 0.0 ERR 0.0 X 0.0 0.0 0.0 ERR 0.0 X 0.0 0.0 0.0 ERR 0.0 X 0.0 0.0 0.0 ERR 0.0 X 0.0 0.0 0.0 ERR 0.0 X 0.0 0.0 0.0 ERR 0.0 X 0.0 0.0 0.0 ERR 0.0 X 0.0 0.0 0.0 ERR 0.0 X 0.0 0.0 0.0 ERR 42.0 - As 0.87 ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR - Write In HD SIZE 2.:/t-7 ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR ERR - ~ ~ I I 1· I I I I I I I. I I I I I I I I·-- I. REQUIRED STEEL FOR SHEAR WALLS WALL·LINE 4 INPUTS FOR PANEL PROPERTIES THK = 7.50 (in) ,...o_U_T_PU_T_S _____ _ Reveal = 0.75 (in) Net Thk, 6.75 · (in) Pc = 3000 (psQ Min As = 0.2025 (Sq In) Fy = 60.0 (ksQ Rho= 0.0025 INPUTS FOR SINGLE LAYER OF HORZ STEEL Bar Size= Horz As= AsSpc'g= #5 (Usually a #5 Bar) 0.3100 (Usually .31 for a #5 Bar) 18.0 (Spc'g of Horz bars, in) OUTPUTS I As/Ft Rho · 0.20667 0.00255 INPUTS FOR TIE STEEL Bar Size= 3 (Usually a #3 Bar) Tie As= 0.22 (Usually .22 for a #3 Tie) OUTPUTS PierLw TieS~'!l As Rho 4'<Lw<=6' 9 0.2933 0.0036 3'<Lw<=4' 7 0.3771 0.0047 2.5'<Lw<=3' 6 0.4400 0.0054 Lw<=2.5' 5 0.5280 0.0065 INPUT INPUT INPU_T INPUT INPUT PANEL PANEL PANEL PIER No. PIER THK V R INPUT PIER % (IN) (K) See• Ab.ove 4 4.00 7.5 46.40 1 1.00 B X -X 0.00 C X -X 0.00 D X .. X I 0.00 E X -X 0.00 F X -X 0.00 1 I PIER V (K) 46.40 0.00 0.00 0.00 0.00 0.00 Dowel Capacities #4 32" 1.55 K/Ft #4 24 " 2.06 K/Ft #4 16" 3.09 KIF! #4 12" 4.11 K/Ft #4 8" 6.17 K/Ft PHI Ve= .6 • 2 • SQRT(F'c) • b • d / 1000 PHI Vs is considered when Vu> Phi Ve , See UBC Sec. 1921.6 • For panel types 3, 4, and 6, the pier R values MUST be ratioed by hand. INPUT PIER PHI Ve PHI Vc/2 PIER Lw 0.8"Lw Vu STEEL PhiVn SHEAR (FT) d (in) (K) (K) (K) REQ'D (K) (K/FT) 16.00 153.60 68.15 34.07 64.96 HOOKA 204.22 2.900 X 0.00 0.00 0.00 0.00 MIN As 0.00 ERR X 0.00 ·o.oo 0.00 o:oo MINAs 0.00 ERR X 0.00 0.00 0.00 -0.00 MIN As 0.00 ERR X 0.00 0.00 -0.00 0.00 MINAs 0.00 ERR .x 0.00 0.00 0.00 -0.00IMIN As 0.00 ERR No.OF WLDPL (5.3K) 8.75 0.00 0.00 0.00 0.00 0.00 I ~: :~ "-:"~~sc -~ RiH_ E_ngineering, Inc. _.,.,. < .-·--- JOB NQ __ 1_7_J_r..J;....;_7_ DATE /l(q7 I PROJECT __ ....,._A~5_.11"'-Jl,f"i't'-"-e:rl-'--________ _ .-·--?y f9ut . SUBJECT---=~=-'/Jn.~B~l/ _________ _ SHEET / u:,,/ OF_ I .-' ---~---~------------. I I I I I I . ,--. ···....::.::·- I I I I I I I I ·.· .. I ~· " A.:;.1/C = ( ¾,i.1-u.) .,.u' :: 1..j.e;aJ"! ~$ ,ZP Vv = .::j,-A..,.,c .f-1.,-<,l. WIIE:ti:£ As 1.-4 e,.e,,s.-:e; ~ = .s-s..-(, M-"-~ ),oi-~e:~.4~.$~ ... -:?Z~--!o{1.4~,i.l,u.-t-~<ZD) a.>\(., s:: .-:11.~y~·~"'" ;::: 4.:J-.'?I= .C:H-1::. ,1J~ \/.,-: . 7«'"""C~-ci .,.~ ~;:. ~i I<~ ..+-4. G° ~ vi(" l I I I C-+fi::: ~11Jt, e>iJ f":.AI u Co>Jc:i.:z, ~ I) d'V,, -= ~C.r 7~ '>i t/f:'-(-S./w }~ ~J, -Ir-,,. · -=- -= e,.; '-' I •"7.:>• I «-(7.>~ ~"~ *" ( 'Ii:> 1 r ~.., ~ -= ~ >'7 \I., ~ _#K ~)chi,.~ ~(.~;:'f~¥c:,"'"J) c:: :: ,-; ""'· $, S-« ;;..,, f,.~ .... ~ ,r 7$,-'i-> v'v r., ,k, C-ff,J:.. coJe. ~it. ~~s:.Jbl-rrr~ Ac.r:: i)-~~ = .~,s-~,:::: ... ~"'" t'},::, ::: -, ,.4t:: >v., ->ok ~) c:fY-"" .... ~&>~ ~e-., ,,~ti:.>'> v., .. '> 6 K A~WAe,L'E L.11.:ilMA?-~~ Vu:: 4-4.~ ~ ,orl..!.,PJ,0..,-a.1.-E. ~ ...... ~ ~t:::> \.{ .;,..;. •• ~ ~.01:;. ~ .,---. ,-'Y I I I I I I I l.:, .. I I I I I I I I··._··; I . •: · ~2H Engineering, Inc. PROJECT M~ ....:·:--',~~-· __ SUBJECT----.!:(/;:...!..!.::::~~==----------- \ -4• 11 ~ = C ¾uJ.zo ') ~t..:,· ~ 1-401J-= ~-!::> -:zo '/4 =-~Av-.! .f.,,,/4{,. i.J;ri::~ ~:a· 1.--4, JOB N0._17_/ 'f_] __ DATE. 11(17 SHEET /b:J OF-- ~Hok ..:;:.1J~ v ... -::: -~~-r"-"O.;.'. =j -';,-Vv=-( I ~ > ~~-5.:::., c:>K C.!-:-k. ~ ~JJ&j 0~ ~I J ~Jc.-k.z. 1 :S,. I) ~0, -::: C?Cr 7c')') ~ (~/w"['3;, ~J ~ -= t:).,~ I ~7t?~ I ~(-:.:;,~~o·,{z~{.;../17) ""'?~~S=-.::: ~K>'7 V11 .:::0.:::ok -z) C?V~ ==-4(.s.;;'f"t~ b~J) . ~ ::: ,,.i,t:. s:;. .if?~;;..;.~ & :#' 7~.r; > Vv =-., e-f<. C+!-K ~Jc. ~*5-A~ 4=P~::.J 6'!11+ ~ Ac~ • -, Ii: i) q~ =· .. s~~--Z-~7~1-40 ~ ,1 . ..::. >vu -"">ok ..z) c:f>Y..:::. =-2n:::>o~ 1-4--o --= JI-Zic:.>'> ~ =~ o k -------------------.. -· ... --:----•-~ .. ·~;: .... \ "'.:r'i"-..i".--.:.:·· .. •• : • ;~~~f~:::::g._,_I""""'n A __ c~___,_,-~-----"-g_.-lG ________ _ JOB NO._--:.q_7/_~-- DATE_---:(t/_tf'7-L..-__ /4.A/\ -r:: ' ri (?_1 ,,.1 /'"" ,hi //_/_ y __ ~"W"'~......:.---SUBJECT_,..j,x_...,....,.D'-'l..,..C""A.,_\...=---',...,Jet:''=>,..._.l ca_L, ___ -,_:,,_V_.A=N..a..:.. _____ ___..v ... ~_,.-aN_,N-.....1 _ SHEET U,t:<-e OF __ _ 1------------v w Au.,, , • .. 4-4' C 2. ') . 7 a 7 ( Ge~ .. q v 1/w fKJ.., ~ '?"'?, l,~ I I I I I I I I I I I I I I I I Tl!."':"-uP CONG -H ·=· ::.~;- l"iAI.!. ~Aie.. '-, --'·" . . •I\ -+------~....----.----.i: ..,,;;s ,, IC ./ 14 :! !! ., :: ;• 1: ,, / ,•·c >.: f;"' ~NG :.""-~.:... s~N!'=---0 !0: ro , .. 5_;-ON S~K 51:,E. ~.s~.~-~.ss ---'----------'----'"'-;;_,, __________ _ A.,-:,·~=---s ,,. e:;;· _.:-;,::: -/ r,-,'l= f> IN":' ;=~;.' """~~~ - _, =-·-. .,, • ~. ~-n1:~~ . 11, '\ Jjii ~ ·\ l11 - . '~ · .. · / __; __ _ ' !;~-.::.~, ,.,· -~ -=i:...:... vo::, l"j/ ~ ~N<~ R!:I~ \ ... · ----------------· ---=..;.----_------! l \. • : • I -~-? II ~ , _, ~-• jl ... ' S:OiH'----S!C-::S •• • : ...... ~ '~· ... ./ ~ -=· . --- I I I I I I I I I I I I I I I I I I I -:·.· R2H Engineering, I~c. JOB NO. _q..,__7.L.:./---'~-Q __ PROJECT __ ..,A;....;:;::S=---(z1A"""'-"'7Ef}Lc.=...l=---------DATE---'-f--'/fi--'q.__,_; __ _ -;BY_~ _____ SUBJECT_----'-}1-'---.8.2_.._ . ....;F<.'--'c...ct::f12----""'--'---------SHEET /{e-J OF __ -·-··. FtadL~~ -·_ ·-__ -· __ .. . . ---··---------------------·-··----------. ------. --------------- ' ,,z11 l/4/trU)T ~ !=la. ~82. ll('Z/-'¼Q~ ~N~ CS/-(./~ f115t#. . jv'Jl$0 . . .. -. ···--·--.. = -- . /,£ . -z.o --z~o----- /.S -t&U5 3/o . we.:. ::i:· ~.c. o/?~r 'Zc>, 0 /'5~ &>o.o /'$J: ~ ~ -'5P...,.J ,.,_ .::. ..-.. .:=,~ P'-s -5~ P--:.~ l<-"> .i,,o p~,- -------·· --------------------·------------------ ~ -~ --·-·-·-------. - I I R2H Engineering, Inc. PROJECT _ _,Af{,....,a.:;.._;..;_~-,-_~---------- JOB NO. q7 747 DATE l} /'17 -.. BY--~~'-----SUBJECT Y&c-. ~$ I SHEET /(,p~ OF -- I I I I 1· I I I I I I I I I I-· I f.i-'2.) 6--"2. f ·f>J -e-51 l>-S1 t: i.C·c:f, ~-to IHI ~G-11 I P-6 ~ D-lo>i:>...c:r; v-s) D-7--s ~--s . ,t,4-'xp,..c /l.fS. II~ -zBS-$/S ~ ?U,,;~ ~ -,..1i7,~ ttf.cl' '2d ~ fl>7&,, ~ f 1-~ ~-,;.~•>,.,.. f&,t• 311 p;. ~ 1 :2. £$ ~,z..'2.."- ~? )4 48,,, I t5 -~ '2.o >-48<>' q.6 r.-Z-5:<rr. 1'&4$ 3P.ff >< ~ ... 1-ct -~ :I! z~_gk ~1, • 2Us '].$r:=. 2o .f-"2.~ * ~-!, , ,r ~ ~ o.cr - =iD---s:If:.~ . 'PT~~ &:>2.'?,-~ .. To/?~&x~, p4,t.7~ ~~ 4So -2.6-8"-.jt.t.. '$, )'2 .. / ~½-~·(,:. ,p...~ zesi io.1 ~ ,4G/.tG'1-1/(JJ. f'li ~ ?1 /¢- J4> n./ f 1c,." '3~:ci ~ 1> 4-,c f)c~ u:. Pa/,.~c. ~<$tfsf JG'.-o"~ fb_-<-fs"~ --'---1-----1---------------------·---1---------····-----------------···· ---·---'-------------. -~---~----~ ------------- L1) l.l) I I I I I .I --\. - 11 I I I I I I I __ -_: I ·-r---~--= f' -p... -:: ~-2,:2. ~ '"(!'!::f_ ,2 ;,_, ~. ~ fe _ _ w:'7 ! F' = (o,Z. ½"'i'J,.. C C), ~3 _t.• -7 I ( 0,4'"? \ '/z -o.66 Q '-f" -. ' * .-z S~:;,v J - JOB NO.-q?~_/..!,._cf7J.--_ DATE __ {ti....fGf---!,.;_· __ SHEET / (A OF- Ll ~~ ~e: ~ rz ,',; -::;i::? x. ::;,4p, -r,.4[t:!S-zt- L..J / 4 -~..-411 ,t ,t... r:, r-':=>. F:f6'7:1h-l&! ' •. . ~ .. ···-. -;;~1L. - .. I~-LJ,;>~ F' .,-L,..,t •. .. I I J I I R2H Engineering, Inc. PROJECT __ /4$'_7' ..... ~----------I '1sv __ 1kf-...... _ ---.. -. . SUBJECT __ u~9¢t5------.~----'--· ...... ________ _ JOB NO. ---'({7.-~--'-c.i...c....? __ DATE---:./_,_l)_....'©_,_ __ SHEET / 7 0 OF __ I I I I ·1 I I I I I I I I I-·· I u) pc., s 8 3 I"; f:-»( "2&> .,. -s t:c. 0 /' q::. -2:.o .P5F _. ~ ,;:: 4-D-r> tJ l)"L.. "> ~3""" _,z.l.f .,. ~ 7C/'2-~ 2-o K ½1-1 ? 'f-bD ZUb_::.-/272 ~ Q 1 P-i.... s ::(33 -1-z.c17s1=_).;/r L /LJ ~ ;z/) s //6.t: 17'-F ,::1-1-z:, 12/ PJ / t.,t.;., > ~ f'SF °"' {/0 1-r ;"2.1 ) ::. /'2..'?b /lr .6 -,1,-o ;-i...l Wz. 0--L ~ (3'3t-'2o I'S!=) -t /'2 .. / s:: 4)""J--t, 7-,-:I!-. ~ /'5 ~ ..o1-/L 1 d) 'f?AtJ ~ '2~1 t,c:,.>. SIS'/ Tt4-.,-~C\~,.Z:S: · (,,Jr;~ s (3'?rf _z.o Ps,:)~ !l:"1 -s:: "?CtStl.f (YI! CAl,. ~ f"U'l.l..llJ -··5,14,J ·,c ~I-----~ACIAR;--s: C / --- tvpt.,:'~ l5~-r'ZO P-5lt):Jr ~ ,.-..s: 3L6 fc.,c uJ ~ ~ ~ ?SF <t-6 "' .: 9f:,o~ ----------------· - /Z / 1-o JJ~; ,, -. ---_j 7.-!.It> .. '5-:!--~---. --. -·---. -·. {15£ (ll!'Zf'),d,.,'Z. I ---·-·----l/SG-tM/~~ I I I I I I I I I I ··-:::-:• I I I I I I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Job# 97147 Date: 9:54AM, 11 NOV 97 17I Steel Beam Design Page 1 I . Description TYPICAL INTERIOR BEAM -24' TRIBUTARY ) General Information Steel Section : W24X55 Center Span Left Cant. Right Cant Lu : Unbraced Length I Distributed Loads #1 DL 1.272 LL 1.272 ST Start Location End Location 24.000 24.00 ft 0.00 ft 0.00 ft 0.00 ft #2 Pinned-Pinned Bm Wt. Added to Loads LL &'ST Act Together #3 #4 Fy Load Duratiofl Factor #5 #6 36.00ksi 1.00 #7 k/ft k/ft k/ft ft ft I l Summary Beam OK l:Jsing: W24X55 section. Span = 24.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.CXJO Actual Moment fb : Bending Stress fb / Fb Shear fv : Shear Stress fv / Fv I Force & Stress Summary Maximum Max. M + 187.13 k-ft Max. M- Max. M@Left Max. M @ Right Shear@ Left 31.19 k Shear @ Right 31.19k Center Defl. -0.496 in Left Cant Defl 0.000in RiQht Cant Def O.000in ... Query Defl@ 0.000in Reaction @ Left 31.19 Reaction @ Rt 31.19 187.130 k-ft 19.603 ksi 0.825: 1 31.188k 3.350 ksi 0.233: 1 DL __Qn!y_ 95.55 15.92 15.92 -0.253 0.000 0.000 0.000 15.92 15.92 Fa calc'd per 1.5-1, K*Ur < Cc I Section Pr(!perties W24X55 Allowable 226.814 k-ft 23.760 ksi 134.066 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL +LL Defl) -0.496 in 1,138.2: 1 581.2: 1 <<-These columns are Dead + Live Load placed as noted ->> LL LL+ST LL LL+ST CW. Center cw. Center @ Cants cw. Cants 187.13 k-ft k-ft k-ft k-ft . ~1.19 k 31.19 k -0.496 -0.496 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 31.19 31.19 k 31.19 31.19 k Depth 23.570 in Weight· 55.03 #/ft r-xx 9.129 in Width 7.005 in I-xx 1,350.00 in4 r-yy 1.340 in Web Thick 0.395 in 1-yy 29.10 in4 Rt 1.680 in Flange Thickness 0.505 in S-xx 114.552 in3 Area 16.20 in2 S-yy 8.308 in3 I I I I I I I I I I I I I I 1. I I I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Tltle:ASYMTEK Dsgnr: SRU Description : Scope: . Steel Beam Design Job# 97147 Date: 9:53AM, 11 NOV 97 Description TYPICAL INTERIOR BEAM ~o' 1'fl.t~'( I General Information Steel Section: W21X50 Center Span Left Cant. Right Cant Lu : Unbraced Length I Distributed Loads #1 DL 1.060 LL 1.180 ST Start Location End Location 24.000 24.00 ft 0.00 ft 0.00 ft 0.00 ft #2 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #4 Fy Load [)uration Factor #5 #6 36.00ksi 1.00 #7 k/ft k/ft k/ft ft ft Summary Beam OK Using: W21 XSO section, Span = 24.00ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.0CO Actual Moment fb , Bending Stress fb I Fb Shear fv : Shear Stress fv / Fv I Force & Stress Summary 164.875 k-ft 20.941 ksi 0.881 : 1 27.479 k 3.472 ksi 0.241 : 1 Allowable 187. 069 k-ft 23.760 ksi 113.982 k 14.400 ksi Max. Deflection Length/DL Defl Length/( DL +LL Defl) -0.599 in 991.9: 1 480.8: 1 <<--These columns are Dead + Live Load placed as noted ->> DL LL LL+ST · LL LL+ST Maximum _Qn]y_ @ Center @ Center @ Cants @ Cants Max. M + 164.87 k-ft 79.92 164.87 k-ft Max. M-k-ft Max. M@Left k-ft Max. M @ Right k-ft Shear@ Left 27.48 k 13.32 27.48 k Shear @ Right 27.48 k 13.32 27.48 k Center Defl. -0.599in -0.290 -0.599 -0.599 0.000 0.000 in Left Cant Defl O.OOOin 0.000 0.000 0.000 0.000 0.000 in Right Cant Def O.OOOin 0.000 0.000 0.000 0.000 0.000 in ... Query Defl@ O.OOOin 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 27.48 13.32 27.48 27.48 k Reaction@ Rt 27.48 13.32 27.48 27.48 k Fa calc'd per 1.5-1, K*Ur < Cc I Section Properties W21X50 Depth 20.830 in Weight 49.93 #/ft r-xx 8.182 in Width 6.530 in I-xx 984.00 in4 r-yy 1.301 in Web Thick 0.380 in 1-yy 24.90 in4 Rt 1.600 in Flange Thickness 0.535 in S-xx 94.479 in3 Area 14.70 in2 S-yy 7.626 in3 l /7,;2. l I I I I I I I I I I I I I I I I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Job# 97147 Date: 10:07AM, 11 NOV 97 Steel Beam Design Page 1 I Description TYPICAL INTERIOR BEAM -32' SPAN TRIBUTARY I General Information . Steel Section : W24X62 Center Span Left Cant. Right Cant Lu : Unbraced Length I Distributed Loads #1 DL 1.166 LL 1.276 ST Start Location End Location 12. 000 32.00 ft 0.00 ft 0.00 ft 0.00 ft #2 0.636 0.696 12.000 32.000 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #4 Fy Load Duration Factor #5 #6 36.00ksi 1.00 #7 k/ft klft k/ft ft ft i l Summary Beam OK Using: W24X62 section, Span = 32.00ft, Fy = 36.Dksi End Fixity = Pinned-Plnned. Lu = 0.00ft, LDF = 1.000 Actual Moment fb : Bending Stress fb I Fb Shear fv: Shear Stress fv I Fv I Force & Stress Summary Maximum ·Max.M+ 220.61 k-ft Max. M- Max. M@Left Max. M @ Right Shear@ Left 33.12k · Shear@ Right 24.80k Center Defl. -0.910in Left Cant Defl O.OOOin Right Cant Def O.OOOin ... Query Defl@ O.OOOin Reaction @ Left . 33.12 Reaction @ Rt 24.80 220.608 k-ft 20.273 ksi 0.853: 1 33.124 k 3.245 ksi 0.225: 1 DL _Qnly_ 109.42 16.33, 12.36 -0.452 0.000 0.000 0.000 16.33 12.36 Fa calc'd per 1.5-1, K"Ur < Cc I Section Properties W24X62 Allowable 258.551 k-ft 23.760 ksi 146.998 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL +LL Defl) -0.910 in 850.4 : 1 421.9 : 1 <<-These columns are Dead + Live Load placed as noted ->> LL LL+ST LL LL+ST @ Center @ Center @ Cants @ Cants 220.61 k-ft k-ft k-ft k-ft 33.12 k 24.80 k -0.910 -0.910 0.000 0.000 in 0.000 0.000. 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 33.12 33.12 k 24.80 24.80 k Depth 23.740in Weight 61.82 #/ft r-xx 9.228 in Width 7.040 in I-xx 1,550.00 in4 r-yy 1.377 in Web Thick 0.430 in 1-yy 34.50 in4 Rt 1.710 in Flange Thickness 0.590 in S-xx 130.581 in3 Area 18.20 in2 S-yy 9.801 in3 l i I I I I I I I I I I I I I I I I 1··.:.· I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 I. Title : ASYMTEK Dsgnr: SRU Description : Scope: Steel Beam Design Description TYPICAL PERIMETER BEAM -15' TRIBUTARY I General Information Fy Job# 97147 Date: 1 :51 PM, 11 NOV 97 Steel Section : W18X50 Center Span Pinned-Pinned Load Duration Factor 36.00ksi 1.00 Left Cant. 24.00 ft 0.00 ft 0.00 ft 0.00 ft Bm Wt. Added to Loads LL & ST Act Together Right Cant Lu : Unbraced Length I Distributed Loads #1 DL 0.795 LL 1.005 ST Start Location End Location Summary #2 Using: W18X50 section. Span= 24.00ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu= 0.00ft, LDF = 1.o:xJ Actual Moment · fb : Bending Stress fb / Fb Shear fv : Shear Stress tv I Fv .1 F~rce & .Stress .Summary Maximum Max. M+ 133.19 k-ft Max. M- Max. M@Left Max. M @ Right Shear@ Left 22.20k Shear @ Right 22.20k Center Deft· -0.595in Left Cant Defl O.OOOin Right Cant Def O.OOOin ... Query Defl@ O.OOOin Reaction @ Left 22.20 Reaction @ Rt 22.20 133.195 k-ft 17.971 ksi 0.756: 1 22.199 k 3.476 ksi 0.241 : 1 DL .--9n!L. 60.84 10.14 10.14 -0.272 0.000 0.000 0.000 10.14 10.14 Fa calc'd per 1.5-1, K*Ur < Cc #3 #4 #5 #6 #7 Allowable 176.098 k-ft 23.760 ksi 91.965 k 14.400 ksi Max. Deflection Length/DL Def! Length/(DL +LL Defl) k/ft k/ft k/ft ft ft Beam OK -0.595 in 1,059.4 : 1 483.8: 1 <<-These columns are Dead + Live Load. placed as noted ->> LL LL+ST LI-LL+ST @ Center @ Center @ Cants @ Cants 133.19 k-ft k-ft· k-ft k-ft 22.20 k 22.20 k -0.595 -0.595 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0:000 0.000 in 22.20 22.20 k 22.20 22.20 k I r l I Section Properties W18X50 I Depth 17.990 in Weight 49.93 #/ft r-xx 7.377 in Width 7.495 in I-xx 800.00 in4 r-yy 1.652 in Web Thick 0.355 in 1-yy 40.10 in4 Rt 1.940 in Flange Thickness 0.570 in S-xx 88.938 in3 Area 14.70 in2 S-yy 10.700 in3 /7,;./ I I I I I I I I I I I I I I I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Description TYPICAL PURLIN I General Information Steel Section : W16X26 Center Span Left Cant. Right Cant Lu : Unbraced Length I Distributed Loads #1 DL 0.318 LL 0.480 ST Start Location End Location 24.000 24.00 ft 0.00 ft 0.00 ft 0.00 ft #2 Title : ASYMTEK Dsgnr: SRU Description : Scope: Steel Beam Design Job# 97147 Dat~: 10:32AM, 11 NOV 97 Fy 36.00ksi Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together. #3 #4 Load Duration Factor 1.00 #5 #6 #7 k/ft k/ft k/ft ft ft ' ' "Summary Beam OK Using: W16X26 section, Span= 24.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.0C/J · Actual Moment fb : Bending Stress fb I Fb Shear fv : Shear Stress fv / Fv I Force & Stress Summary Maximum Max. M + 59.33 k-ft Max. M- Max. M@ Left Max. M @ Right Shear@ Left 9.89k Shear @ Right 9.89k Center Defl. -0.705in Left Cant Def! 0.000in Right Cant Def 0.000in ... Query Def! @ 0.000in Reaction @ Left 9.89 Reaction @ Rt 9.89 Fa (?alc'd per 1.5-1, K"Ur < Cc ( Section Properties W16X26 59.334 k-ft 18.557 ksi 0.781 : 1 9.889 k 2.521 ksi 0.175: 1 DL Only 24.77 4.13 4.13 -0.294 0.000 0.000 0.000 4.13 4.13 Allowable 75.969 k-ft 23.760 ksi 56.484 k · 14.400 ksi Max. Deflection Length/DL Defl Length/(DL +LL Def!) -0.705 in 978.8: 1 408.7: 1 <<-These columns are Dead + Live Load placed as noted -->> LL LL+ST LL LL+ST @ Center @Center @ Cants @ Cants 59.33 k-ft k-ft k-ft k-ft 9.89 k 9.89 k -0.705 -0.705 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 9.89 9.89 k 9.89 9.89 k Depth 15.690 in Weight 26.09 #/ft r-xx 6.260 in Width 5.500 in I-xx 301.00 in4 r-yy 1.117 in Web Thick 0.250in 1-yy 9.59 in4 Rt 1.360 in Flange Thickness 0.345 in S-xx 38.368 in3 Area 7.68 in2 S-yy 3.487 in3 I I /7:5' I ,dai R2H Engineering, Inc. PROJECT _ ___,A'--='5""'--~<-"-'--'-='--------- JOB NO. Cf?J(f'? DATE 11/f? I ,BY_...,?foc _______ SUBJECT ___ ,,{(_~-----~-·~------------SHEET / 7 ~ OF -- I __ ff/~~-----E'.~~C~.:ws: __ .:s:--.otV ________________ • 4) ~~ 'VP . 7':47 ~ /'2.,) .,..-,4., -s '2.8-S I< :s. I { % £ l.,(_s 7ZJ?Sp I 6J p~ { ~3+-Zo ~,=ft fz.,I ~ 65C:. /~ /,Ju_.~. 1J-/51: t. /''2./. ~ 6G. 'r/Cc I • I W l)l-$ €. -:>C ~ I ~ ~ 6DP.5): ;:4-/i/,-'f.{,apr_,p. I I ··.-:-:-· I I -... -------· -------· . -·-· ·-·-. --·--·-·-·----------------------· . ··---------·-·-· I I ' ' ' ·-------..-----.~------_______ _. ___________ .. ________ ------' I I -. -----·-----·---------.. --------------------------·-----------·-----------------, I I·-.. ----------------------------------------------_·_·_-_- I I I I I I I ·I I I I I I I I· I I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Steel Beam Design Description TYPICAL PERIMETER BEAM-12' TRIBUTARY / General Information Fy J_ob# 97147 Date: 11 :OSAM, 11 NOV 97 Steel Section : W18X40 Center Span Pinned-Pinned Load Duration Factor 36.00ksi 1.00 Left Cant. 24.00 ft 0.00 ft 0.00 ft 0.00 ft Bm Wt. Added to Loads LL & ST Act Together Right Cant Lu : Unbraced Length I Distributed Loads #1 DL 0.636 LL 0.864 ST Start Location End Location Summary #2 Using: W18X40 section, Span= 24.00ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.CXXl Actual Moment fb : Bending Stress fb / Fb Shear fv : Shear Stress fv / Fv I Force & Stress Summary 110.886 k-ft 19.459 ksi 0.819 : 1 18.481 k 3.278 ksi 0.228: 1 #3 #4 Allowable 135.392 k-ft 23.760 ksi 81.194 k 14.400 ksi #5 #6 Max. Deflection Length/DL Defl Length/(DL +LL Defl) #7 k/tt k/ft k/ft ft ft Beam OK -0.648 in 1,012.8: 1 444.6: 1 <<--These columns are Dead + Live Load placed as noted ->> Maximum Max. M + 110.89 k-ft Max. M- Max. M @Left Max. M @ Right Shear @ Left 18.48 k Shear @ Right 18.48 k Center Defl. Left Cant Defl Right Cant Def ... Query Defl@ -0.648in 0.000in 0.000in 0.000in Reaction@ Left 18.48 Reaction @ Rt 18.48 Fa calc'd per 1.5-1, K"Ur < Cc DL LL LL+ST LL LL+ST Only @ Center @ Genter @ Cants @ Cants 48.68 110.89 k-ft 8.11 18.48 8.11 18.48 -0.284 -0.648 0.000 0.000 0.000 0.000 0.000 0.000 8.11 18.48 8.11 18.48 -0.648 0.000 0.000 0.000 18.48 18.48 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in ' I t I Section Properties W18X40 r Depth 17.900 in Width 6.015 in Web Thick Flange Thickness Area 0.315 in 0.525 in 11.80 in2 Weight I-xx 1-yy S-xx S-yy 40.08 #/ft 612.00 in4 19.10 in4 68.380 in3 6.351 in3 r-xx r-yy Rt 7.202 in 1.272 in 1.520 in /77 I I I I I I I I I I ~·,_,. I I I I I I I I I R2H ENGINEERING 11545 W. BERNARDO CT. SUITE 300 SAN DIEGO, CA 92127 673-8416 Title : ASYMTEK Dsgnr: SRU Description : Scope: Steel Beam Design Description TYPICAL PERIMETER BEAM-12' SPAN l General Information Fy Job# 97147 Date: 1 :45PM, 11 NOV 97 Steel Section: W14X22 Center Span Pinned-Pinned Load Duration Factor 36.00ksi 1.00 Left Cant.· 12.00 ft' 0.00 ft 0.00 ft 0.00 ft Bm Wt. Added to Loads LL & ST Act Together Right Cant Lu : Unbraced Length I Distributed Loads #1 #2 DL 0.636 LL 0.960 ST Start Location End Location 12.000 Summary Using: W14X22 section, Span = 12.00ft, Fy = 36.Dksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Moment fb : Bending Stress tb I Fb Shear fv : Shear Stress fv I Fv 29.125 k-ft 12.066 ksi 0.508: 1 9.708 k 3.072 ksi 0.213: 1 #3 #4 Allowable 57.354 k-ft 23.760 ksi 45.507 k 14.400 ksi #5 #6 #7 k/ft k/ft k/ft ft ft Beam OK Max. Deflection -0.131 in Length/DL Defl 2,706.8: 1 Length/{DL +LL Defl) 1,100.8 : 1 I I j Force & Stress Summary . ' <<-These coh,.1mns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum ..QD.!L {@ Center @ Center @ ~ants @ Cants Max. M + 29.12k-ft 11.84 29.12 k-ft Max. M-k-ft Max. M@Left k-ft Max. M @ Right k-ft Shear@ Left 9.71 k 3.95 9.71 k Shear @ Right 9.71 k 3.95 9.71 k I Center Defl. -0.131in -0.053 -0.131 -0.131 0.000 0.000 in Left Cant Defl O.OOOin 0,000 0.000 0.000 0.000 0.000 in Right Cant Def O.OOOin 0.000 0.000 0.000 0.000 0.000 in ... Query Defl@ O.OOOin 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 9.71 3.95 9.71 9.71 k Reaction @ Rt 9.71 3.95 9.71 9.71 k Fa calc'd per 1.5-1, K*Ur < Cc I Section Properties W14X22 I Depth 13.740 in Weight 22.04 #/ft r-xx 5.537 in Width 5.000 in I-xx 199.00 in4 r-yy 1.039 in Web Thick 0.230 in 1-yy 7.00 in4 Rt 1.250 in Flange Thickness 0.335 in S-xx 28.967 in3 Area 6.49 in2 S-yy 2.800 in3 I $ :~;aEngine~~g, Inc. I . . PROJECT_:.--_.·"AS~~~u.;~;_: 15K.=~----------DATE ______ _ JOBNO. TLV· y ~ SUBJECT: S-n... 81,/1/~· 1----r ____ ....;._~· ------:-----------, SHEET / 7 'f OF_· _ I I I I I I l' t ---.:·-::::::: ·J I I I I I I I I·.· .; -· I ( -..s "'2. -y. {h ~- . ~D ~6"~-pe-1 D:."':::>l '---. J ~D'2>oa}s;: ..-:2 e'.:r->. 1) ~ Jc~==--rE-~'-~Jc-ri'~ ( coJ~) ,.Z-o/~1 <f:. x --4-/..z.11 LG~~ I ++-~=D ~-rJ t::> s ~~ DI~ .::J e > <z::, u -_. t-D , JI/ II -:::.r-iee-c 1· 1::3,JL, /4,e. , ~..,-z_ -r~ ~--:Z:!J .. 11 ~s= I '(:: 0 -Z -o.:> ,-Z ~ -,-J r.:>S )('"= <-s I I bf>.:::..:::: fJ7~.;-{ ~~~7-:::;:,)/,z] ~:::: ...d./ ,~~ l ~-::: -:;~k . 1/--: I__,, t::;:,f)C'O ( A.:> t U "»-:' r=c,i't I i -¢ ~ ,;..t' C..:,1-' c;.._ ~ I ~-r~== ~,w::::> ""'::>;~~~&r.:.,-.µ... C '?/b1r~) Jud~i--Z-!.17&_ 11.--l,1 -z -. ~ 1AaL=. ~--Z."-1 C ·-) q P<;._ = -Z (14P-~) -= ~3-ZK ~ i.1 pL::= =-;. c-=--r ry . §. ~ +::.. b c::r_ . 11 Q:: ~-z-Z = J,c,G,:;..11 ->· JvJ-= /! • +~ ,,,s,~"?~I~ . . --·--~ ~ -~ -. 1. . I . . . . . . -. ·. ~ ~2H Engineering, I7:~- p.. · PROJECT-L.cdS::e.:~'t21!1...f:::S:~---------;--~ SUBJECT i ?7L. P;/4/ ~t:,. W.Al,L J, · . JOB NQ ____ tfZ........__tt:;:J'-'---- DATE ______ _ SHE:T / ro OF_ -.. 1 '.I C~I<. .;:& b...:...:'<. $ 'i""o a,.,~"{ ~..c-~ I~ ~'-.1 G. u ._J 6 E '<. C. 4-l-~.uJ :;!,_ r~ LS (_ I J· l !._ t 5 ~ .. N D::;.-i..: l . -~ j I I I I I I , ___ ) I A . -V-:, - ' . . •. -· ·: t 'r--r r.;::;uc...-n L - ~0-S- t &S-~-, ~~o .• ~ ~ -..Z.~ -I•/ lN .:::-') -~ I ~I_.> -~- --. _ _J RECEIVED MAR 1 7 1998 ~JiGl~EERING ""o~ffllit.\llaff• Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 • (760) 438-3155 • FAX (760) 931-0915 March 16, 1998 W.O. 2346-B-SC Carlsbad Oaks Limited, L.P. c/o Hamann Construction 475 W. Bradley Avenue El Cajon, California 92020 Attention: Mr. Paul Giese Subject:. Interim Soils Compaction Report, Lot 19 of Carlspad Oaks, Tract 74-21, Carlsbad, San Diego County, California · Reference: "Preliminary Geotechnical Evaluation, Lot 19 of Carlsbad Oaks, Tract 74-21, Carlsbad, San Diego County, California," W.O. 2346-A-SC, by GeoSoils, Inc., November 14, 1998. Dear Sir: Grading and processing of original ground within the building pad areas at the subject site was observed and selectively tested by a representative of GeoSoils, Inc. (GSI) during the earthwork phase of development for the subject property. The work performed to date is in general conformance with the recommendations contained in our referenced report (GSI, 1997), and with the grading ordinance of the City of Carlsbad, California. The building pad is suitable for its intended purpose. The final compaction report of rough grading is forthcoming. The opportunity to be of service is greatly appreciated. If you have any questions, please do not hesitate to call our office. Respectfully submitted, GeoSoils, Inc. Distribution: (2) Addressee (2) Hamann Construction, Jobsite David W. Skelly Civil Engineer, RCE •f •• .. • ~. :-.. ~ ' . . ' -, .. . _-;~ -· : . ·~: ,: •. ,: ·' . ; . •' ~· ,,.. ····: : ,. •• y -::·· ' '" .... ' ·-· .,. ..... ,, ., ... , \ ', ~ . /. ;.':-.j~:·. ,.·.·. _.·. ,' : ,• •r,. ,•'· .... I,:; .. -.,.·.··_· -. . •. "t"'l ."": .. _ . '.··· -· .... :· . t -· . ~ .· .. • . .. • . . ~ . '. -. • '- 0 , t, C • ,• :, .. -~ . -:· ... ··, ;, .. , . ~--, . --~ _: :-. :.. -• l . ~ .,: i'; ··,:·,_1'.•·,· . ·~:.; .•'h ··- r ' ,r "~ . ·, ,• .. . ·· .. - ~ .: ·.·. -.. ~' ... .,.-.·. ·'-.:-. ·., ·.· -. ·,. ·--· . :, , •, .,:: ... · _., __ ... ·-. , . ..-.. --~ . . •. -. ' ' . . ··.· .·· ... :, . .. •' .. .:• ., . . ... · ... '. ' .-.- -: . . . :-. .. , ' ,.·. .-.. • Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 • (760) 438-3155 • FAX (760) 931-0915 Carlsbad Oaks Limited, L.P. c/o Hamann Construction 475 W. Bradley Avenue El Cajon, California 92020 Attention: Mr. Paul Giese November 14, 1997 W.0. 2346-A-SC Subject: Preliminary Geotechnical Evaluation, Lot 19 of Carlsbad Oaks, Tract 7 4-21, Carlsbad, San Diego County, California · Dear Sir: In accordance with your authorization and request, GeoSoils, Inc. (GSI) has performed a preliminary geotechnical evaluation of the subject property. The purpose of the study was to evaluate the onsite soils and geologic conditions and their effects on the proposed site development from a geotechnical viewpoint. EXECUTIVE SUMMARY Based on our review of the available data-. (Appendix A), field exploration, laboratory testing, and geologic and engineering analysis, the proposed development appears to be feasible from a geotechnical viewpoint, provided the recommendations presented in the text of this report are properly incorporated into the design and construction of the project. The most significant elements of this study are summarized below: • The parcel is underlain by a thin veneer of undocumented artificial fill, which overlies formational materials of the Delmar Formation. Due to the relatively loose/soft condition of these fill soils, these materials should be removed, moisture conditioned, and recom·pacted and/or processed in place. • Overexcavation of formational materials is recommended to a minimum depth of 5 feet, within areas proposed for settlement-sensitive improvements, for mitigation of transition conditions. • Soils with a high expansion potential exist onsite. • The site materials were tested previously and are considered (based on data from the adjoining lot) to have a moderate sulfate content. Therefore Type V concrete is not required for corrosion to concrete mitigation. • The seismicity acceleration values provided herein should be considered during the design of the proposed development. • Subsurface and surface water are not anticipated to affect site development. Perched groundwater conditions along fill/bedrock contacts and along zones of contrasting permeabilities should not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities. • The geotechnical design parameters provided herein should be considered during project planning design and construction by the project structural engineer and/or architects. The opportunity to be of service is greatly appreciated. If you have any questions concerning this report or if we may be of further assistance, please do not hesitate to contact any of the undersigned. Respectfully submitted, GeoSoils, Inc. ~~ Project Manager ----- Distribution: (4) Addressee Carlsbad Oaks Limited, L.P. File: e:\wp7\2300\2346a.pge #//f.4/?'f' Maung Maung Gyi Staff Engineer £~1v: David W. Skelly Civil Engineer, RC GeoSoils, Inc. W.O. 2346-A-SC Page Two TABLE OF CONTENTS ,... SCOPE OF SERVICES ................................................... 1 SITE DESCRIPTION ..................................................... 1 PROPOSED DEVELOPMENT .............................................. 1 FIELD STUDIES ......................................................... 3 GEOLOGY AND GEOLOGIC HAZARDS ...................................... 3 EARTH MATERIALS ...................................................... 3 Artificial Fill (Undocumented) ......................................... 3 Delmar Formation .................................................. 3 FAULTING AND REGIONAL SEISMICITY ..................................... 5 GROUNDWATER ........................................................ 5 LIQUEFACTION ......................................................... 5 LABORATORY TESTING .................................................. 6 Classification ...................................................... 6 ·. Maximum Density Test .............................................. 6 Expansion Potential ................................................ 7 Direct Shear Testing ................................................ 7 A-Value Testing ................................................... 7 DISCUSSION AND CONCLUSIONS ......................................... 7 General ......................... ~ ................................. 7 Earth Materials .................................................... 8 Existing Fill .................................................. 8 Bedrock .................................................... 8 Expansion Potential ................................................ 8 Subsurface and Surface Water ....................................... 9 Corrosion Potential ................................................. 9 Regional Seismic Activity ........ : ................................... 9 EARTHWORK CONSTRUCTION RECOMMENDATIONS ........................ 9 General .......................................................... 9 Site Preparation .................................................. 1 O Removals (Unsuitable Surficial Materials) .............................. 1 O Overexcavation ................................................... 1 O Fill Placement .................................................... 11 Erosion Control ................................................... 11 GeoSoils, Inc. I.. FOUNDATION RECOMMENDATIONS ...................................... 11 Recommendations for Concrete 11Tilt-up11 Structures ............... ,.: · ..... 12 Design .......................................................... 12 Seismic Shaking Parameters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 Bearing Value . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 Lateral Pressure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Foundation Settlement -Structural Loads . . . . . . . . . . . . . . . . . . . . . . . . 14 FLOOR SLAB DESIGN RECOMMENDATIONS ............................... 14 Light Load Floor Slabs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 Heavy Load Floor Slabs ............................................ 14 Subgrade Preparation ............................................. 15 Moisture Protection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 CORROSION AND CONCRETE MIX ........................................ 15 RETAINING WALL RECOMMENDATIONS ................................... 16 General ......................................................... 16 Restrained Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16 Loading Dock Wall . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16 Other Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 Cantilevered Walls ...................... : . . . . . . . . . . . . . . . . . . . . . . . . . 17 Wall Backfill and Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 · Retaining Wall Footing Transitions ................................... 18 PRELIMINARY PAVEMENT DESIGN ....................................... 22 FLATWORK AND ASSOCIATED IMPROVEMENTS ............................ 24 Tile Flooring ................................. '--: ................... 25 Gutters and Downspouts ........................................... 25 Exterior Slabs and Walkways .... • .................................... 25 ADDITIONAL RECOMMENDATIONS/DEVELOPMENT CRITERIA ................ 26 Additional Site Improvements ....................................... 26 Erosion and Sedimentation Control .................................. 26 Landscape Maintenance and Planting ................................ 26 Drainag·e .......... _. ............................................. 27 Footing Trench Excavation ......................................... 28 Trench Backfill ................................................... 28 PLAN REVIEW ......................................................... 28 LIMITATIONS .......................................................... 29 Carlsbad Oaks Limited, L.P. File: e:\wp7\2300\2346a.pge GeoSoils, Inc. Table of Contents Page ii I. FIGURES: FIGURE 1 -Site Location Map ................................. :·· ...... 2 FIGURE 2-Boring Location Map ..................................... 4 FIGURE 3 -Site Wall Drain Schematic Option A ......................... 19 FIGURE 4 -Site Wall Drain Schematic Option B ......................... 20 FIGURE 5 -Site Wall Drain Schematic Option C ......................... 21 ATTACHMENTS: APPENDIX A -References . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Rear of Text APPENDIX B -Boring Logs ................................. Rear of Text APPENDIX C -Laboratory Testing Results ..................... Rear of Text APPENDIX D -General Earthwork and Grading Guidelines ........ Rear of Text APPENDIX E -Pavement Grading Guidelines ................... Rear of Text Carlsbad Oaks Limited, LP. File: e:\wp7\2300\2346a.pge GeoSoils, Ine. Table of Contents Page iii PRELIMINARY GEOTECHNICAL EVALUATION LOT 19 OF CARLSBAD OAKS, TRACT 74-21 CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA SCOPE OF SERVICES The scope of our services has included the following: ,.-· 1. -Review of available soils and geologic data for the site area, including aerial photographs (Appendix A). 2. Geologic site reconnaissance and geologic mapping. 3. Subsurface exploration consisting of six hand-auger borings, for geotechnical logging and sampling. 4. Pertinent laboratory testing of representative soil samples collected during our subsurface exploration program. 5. General areal seismicity and liquefaction and densification evaluation. 6. Appropriate engineering and geologic analysis of .data collected and preparation of this report. SITE DESCRIPTION The subject site consists of Lot 19 within the Carlsbad Oaks development, Tract 7 4-21 in Carlsbad, California. The site is bounded on the north/northeast by Loker Avenue and on the south and east by lots within the development (see Site Location Map, Figure 1 ). The site was previously graded under the observation and testing services of San Diego Geotechnical Consultants, Inc. (1987) during 1985 through 1986. Our review of the as- graded report (San Diego Geotechnical Consultants, Inc., 1987) indicates that the subject lot is essentially a cut lot underlain by the Delmar Formation. During the grading of the adjacent Lot 20, materials were excavated from the subject site (Lot 19), transported to Lot 20, and used for fill materials on that site. Upon completion of the excavation from the subject site, Lot 19 was bladed to create a flat, uniform surface. This created thin, surficial fill materials on the lot. PROPOSED DEVELOPMENT It is our understanding that the proposed development would consist of finish grading to create a pads for the proposed commercial/industrial building and associated driveway, parking, utility, loading dock, and landscape improvements. It is our understanding that GeoSoils, Ine. :·-.. . . : . ;._. . .,_' .,...,.. .... , :::·_, -· ., '--, I . '--l._·' S!:EW GS l CAlMII V't' -it SAllff lUCfA V't' 3.IDIIMA.a 4 llKIJII V't' Base Map: The Thomas Guide, San Diego County Street Guide and Directory, 1997 Edition, by Thomas Bros. Maps, pages 1107 and 1207. · 0 -1/2 1 .. Scale Miles N Reproduced with permission granted by Thomas 9ros. Maps. This map is copyrighted by Thomas Bros, Maps, It is unlawful to copy or reproduce all or any part thereof, whether for. personal use or resale, without permission. All rights reserved. ~~(m w.o. r< (.;·'·~ y:--:-2346-A-SC ~~~-~,,.~. SITE LOCATION MAP Figure 1 the building will be a two-story structure, utilizing concrete tilt-up construction with slab- on-grade floors. Building loads are assumed to be typical for this type of relatively light construction. FIELD STUDIES Field studies conducted during our evaluation of the property for this study ·consisted of geologic reconnaissance, geologic mapping, and excavation of six hand-auger borings for evaluation of near-surface soil and geologic materials. The borings were logged by a geol_ogist from our firm, who performed compaction testing and collected representative bulk samples from the excavations for appropriate laboratory testing. The logs of the borings are presented in Appendix B, and the locations of the borings are presented on Figure 2. GEOLOGY AND GEOLOGIC HAZARDS The subject property has been evaluated previously (San Diego Geotechnical Consultants, Inc., 1988, 1984), and the previously described geologic and seismic conditions generally have not changed. Additional comments regarding site seismicity, dynamic settlements, and secondary hazards are provided herein, as warranted. EARTH MATERIALS Earth materials underlying the site consist of artificial fill a_nd the Delmar Formation. These earth materials are described, from youngest to oldest: Artificial Fill (Undocumented) Artificial fill materials were encountered in all of our borings underlying the site. These materials consisted of reddish brown and olive brown mottled, silty sands and sandy silts. The materials were dry to damp and loose/soft. The colluvial materials are considered unsuitable for support of settlement-sensitive structures in their present state. Delmar Formation The site is underlain by the Delmar Formation, near the surface (underlying the thin fill) on the site. The formational materials generally consist of olive, sandy siltstone and olive gray, silty sandstone. The materials were damp to moist and very stiff/dense. The expansion potential of these sediments generally ranges from low to high within the formation. Carlsbad Oaks Limited, L.P. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp7\2300\2346a.pge GeoSoils, lne. W.O. 2346-A-SC November 14, 1997 Page3 ~ twc,t/ ~ r'lo'.l -1 -----. -H l I -t--. ------, ' ·I' L .. . ,1 ' ~19-pp~.i., 5. -419.~c:>t-~•~. ~ JI[ MON ., -cfl',>-<ll.to · •1102· W<• , .. -~~ I I I I ·I / .. , ~~~~ ,J 111 .. ~ I 11{1'!\_ / .. ___,...... \ _; ,"' B-6 s TD2½' LEGEND ; I Approximate' location. and tota depth. of exploratory boring ' i ·: : '. '. l ' ; t ' : • i ' . ; i ·!· ' I i ! ! ' ! '.! i l I • ' I . I ' I : ·1 i • ' : I ~ 'f "T' I • , ~ 1 > • I I , \ ·;..,, I I )'! I I , I·f· ! t • I t j ' t -:Ti··; \,.., . ' : I t ' I : ·i ! ' ; I ! I I ! t N ~ Base Map,From Asymtek, 1997. LOS ANGELES CO. RIV~RSIDE CO. ORANGE CO. I'.·, ., ·SAN DIEGO CO. ,., l• !"-1--'••t..,.,,+.-"~ " l.r,,•~""" 1• t. •' ' ' ' ' ' I t , I ' • -. ---,l •!'I'' 1 -~•I !J 1 ( I ;.BORING ·:LOCATION::MAP I i"!• 1::i~·!·~1-·t::-:{••i·~1,-]•:i,fj• r"··~·: ;,,1,-\"•l :, • 1 • i"' ;, ·1·,l''i·'i'''f:!'H~ .. 1~~-,1.-J.:,.tq ..... i~:·· i' ,,,Figure 2 .. ·. -.... l--1-..-t ,,~ ..... ,..:, .. / ., , .. -.•• 1 ' . ' : ., • w.o. J 2346!.'A,-SC:J ! . DATE '11/97 ;_ · SCALE None· ! ! ' ,: • t I ,·' I"'! •i ., FAULTING AND REGIONAL SEISMICITY ,. . Faulting for the site was previously evaluated (San Diego Geotechnical Consultants, Inc., 1988, 1987), and conditions generally have not changed. However, an updated seismicity evaluation is provided herein. The acceleration-attenuation relations of Joyner and Boore {1982) and Campbell and Bozorgnia (1994) have been incorporated into EQFAULT (Blake, 1997). For this study, peak horizontal ground accelerations anticipated at the site were determined based on the random mean and mean plus 1 sigma attenuation curves developed by Joyner and Boore (1982) and Campbell and Bozorgnia (1994). These acceleration-attenuation relations have been incorporated in EQFAULT, a computer program by Thomas F. Blake (1997), which performs deterministic seismic hazard analyses using up to 150 digitized California faults · as earthquake sources. The program estimates the closest distance between each fault and a user-specified file. If a fault is found to be within a user-selected radius, the program estimates peak horizontal ground acceleration that may occur at the site from the 11maximum credible11 and 11maximum probable11 earthquakes on that fault. Site acceleration as a percentage of the acceleration of gravity (g) is computed by any of the 14 user-selected acceleration-attenuation relations that are contained in EQFAULT. Based on the above, peak horizontal ground accelerations from a maximum credible event may be on the order of 0.46 g to 0.54 g, and a maximum probable event may be on the order of 0.26 g to 0.30 g. GROUNDWATER Subsurface water was not encountered within the property during field work performed in preparation of this report. Subsurface water is not anticipated to adversely affect site development, provided that the recommendations contained in this report are incorporated into final design and construction. These observations reflect site conditions at the time of our investigation and do not preclude future changes in local groundwater conditions from excessive irrigation, precipitation, or that were not obvious, at the time of our investigation. Seeps, springs, or other indications of a high groundwater level were not noted on the subject property during the time of our field investigation. However, seepage may occur locally (due to heavy precipitation or irrigation) in areas where fill soils overlie silty or clayey soils. Such soils may be encountered in the earth units that exist onsite. LIQUEFACTION Seismically-induced liquefaction is a phenomenon in which cyclic stresses, produced by earthquake-induced ground motion, create excess pore pressures in soils. The soils may Carlsbad Oaks Limited, L.P. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp 7\2300\2346a.pge GeoSoils, Inc. W.O. 2346-A-SC November 14, 1997 Page 5 \. thereby acquire a high degree of mobility, and lead to lateral movement, sliding, sand boils, consolidation and settlement of loose sediments, and other damaging deformations. This phenomenon occurs only below the water table; but after liquefaction has developed, it can propagate upward into overlying, non-saturated soil as excess pore water dissipates. Typically, liquefaction has a relatively low potential at depths greater than 45 feet and is virtually unknown below a depth of 60 feet. Liquefaction susceptibility is related to numerous factors and the following conditions should be present for liquefaction to occur: 1) sediments must be relatively young in age and not have developed a large amount of cementation: 2) sediments generally consist of medium to fine grained relatively cohesionless sands; 3) the sediments must have low relative density; 4) free groundwater must be present in the sediment; and 5) the site must experience a seismic event of a sufficient duration and magnitude, to induce straining of soil particles. Inasmuch as three of these five conditions do not have the potential to affect the site and the entire site is underlain by dense formational materials, our evaluation indicates that the potential for liquefaction and associated adverse effects within the site is very low, even with a future rise in groundwater levels. LABORATORY TESTING Laboratory tests were performed .on representative samples of representative site earth mate~ials in order to evaluate their physical characteristics. Test procedures used and results obtained are presented below. Classification Soils were classified visually in accordance to the Unified Soils Classification System. The soil classifications are shown on the boring logs, Appendix 8. Maximum Density Test The laboratory maximum dry density and optimum moisture content for the major soil type was determined according to ASTM test method D-1557. Results of this testing are· presented in the following table. ·.: ·. : . .-: ·. _:/:::: :_:;-..: ·;:. :·,:::/·/.' .i .. \· (t.rMAXIMtiM.· DEr,Js·1fvt::.rt= ··:_>":0P.t:1Mi.Ji{ M'oi"s1ii"~l'co.~1ir-rr /,.::.::· LocAr10N · soi°L TYPE . · ·. ·· foci). · ·,··· ... ··· ···· · ·· (%)'.,;.-. B-5@0-1½' B-5@0-1½' Carlsbad Oaks Limited, LP. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp7\2300\2346a.pge 113.0 GeoSoils, lne. 17.0 W.O. 2346-A-SC November 14, 1997 Page 6 Expansion Potential ,... Expansion index testing was performed on a representative sample of the fill materials in general accordance with Standard 18-2 of the Uniform Building Code (UBC). Results are presented in the following table. :_:\(a1i5A'.±ib~iitli1J:::Jb'l'Ui:lkf;1:[1:"~~it~lci&h~b~){l:i:::1:1I:~~;&N~ib~,~-6+~N+i':t.:2j:t': I B-5@0-1½' I 8-5@0-1½' I 93 I High I Direct Shear Testing Shear testing was performed on a remolded sample of site soil in general accordance with ASTM test method D-3080. The sample was remolded to 90 percent relative compaction at optimum moisture content. Test results are presented in the following table. · 1:.i::::;1:iii;::::~ii:::it6:6Atrg~:::;:::':::::::::::::::::::::1·:;:;::;:'b~ifo:~,i6:N:,:<~-;h.;;_:;'.;:J:{;;;:,i:;;,fa·N+~~~AEr~~16¥ib~-::.,;:;j;i.l I B-5@ 0-1½' I 654 I 25 I A-Value Testing A representative sample of the subgrade soils was obtained during the current study and tested to determine its A-value. The materials were thought to be typical and presumed to be representative of the subgrade soils. Testing was performed in accord_ance with the latest revisions to the Department of Transportation, State of California, Material & Research Test Method No. 301. The test results on representative earth materials indicate an A-value of 6, and the test data is presented in Appendix C. DISCUSSION AND CONCLUSIONS General Based on our field exploration, laboratory testing and geotechnical engineering analysis, it is our opinion that the subject lot appears suitable for the proposed commercial development from a geotechnical engineering and geologic viewpoint, provided that the recommendations presented in the following sections are incorporated into the design and construction phases of site development. The primary geotechnical concerns with respect to the proposed development on the lot are: Carlsbad Oaks Limited, LP. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp7\2300\2346a.pge GeoSoils, lne. W.O. 2346-A-SC November 14, 1997 Page 7 ,. • • • • • Depth to competent bearing material. Expansion potential of site soils . Subsurface and perched water . Corrosion potential of site soils . Regional seismic activity . ,... The recommendations presented herein consider these as well as other aspects of the site. The engineering analyses performed concerning site preparation and the recommendations presented herein have been completed using the information provided and obtained during our field work, as well as information provided to this office with regard to grading (Appendix A). In the event that any significant changes are made to proposed site development, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the recommendations of this report verified or modified in writing by this office. Foundation design parameters are considered preliminary until the foundation design, layout, and structural loads are provided to this office for review. Earth Materials Existing Fill . The undocumented fill materials on the site are generally dry and soft/loose and/or and were not placed to meet current industry standards. As previously discussed, these materials are an after-product of exporting of materials to the adjacent Lot 20. Recommendations for the treatment of existing fills are presented in the earthwork section of this report. Localized sections of the fill may be loose and dry beyond 1 ½ feet as previously indicated. If exposed during grading, additional evaluations may be performed as deemed appropriate. Bedrock Formational materials will be encountered during site earthwork. These materials are considered competent for support of settlement-sensitive structures in their existing state. Expansion Potential Our experience in the site vicinity and laboratory test results indicate that soils with a high expansion potential underlie the site. This should be considered during project design. Foundation design and construction recommendations are provided herein for high expansion potential classifications. Carlsbad Oaks Limited, LP. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp7\2300\2346a.pge GeoSoils, Inc. W.O. 2346-A-SC November 14, 1997 Page 8 Subsurface and Surface Water ,... Subsurface and surface water, as discussed previously, are not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along fill/bedrock contacts and along zones of contrasting permeabilities should not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. The groundwater conditions observed and opinions generated were those at the time of our investigation. Conditions may change with the introduction of irrigation, rainfall, or other factors that were not obvious at the time of our investigation. Corrosion Potential Laboratory test results from the adjacent Lot 20 (materials excavated from the subject lot) indicate that the site materials have a moderate sulfate exposure for corrosion to concrete. Regional Seismic Activity The seismicity acceleration values provided herein should be considered during the design of the proposed development. EARTHWORK CONSTRUCTION RECOMMENDATIONS General All grading should conform to the guidelines presented in Appendix Chapter A33 of the Uniform Building Code (adopted and current edition), the requirements of the City of Carlsbad, and the Grading Guidelines presented in this report as Appendix D, except where specifically superseded in the text of this report. Prior to grading GSl's representative should be present at the preconstruction meeting to provide additional grading guidelines, if needed, and review the earthwork schedule. Earthwork beyond the limits of the surficial, remedial overexcavations or those indicated on the grading plan should be reviewed by the geologist and/or geotechnical consultant prior to and following these additional removals. During earthwork construction all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative(s) of GSI. If unusual or unexpected conditions are exposed in the field or if modifications are proposed to the rough grade or precise grading plan, they should be reviewed by this Carlsbad Oaks Limited, L.P. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp7\2300\2346a.pge GeoSoils, lne. W.0. 2346-A-SC November 14, 1997 Page 9 office and if warranted, modified and/or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met. GSI does not consult in the area of safety engineering. Excavations into the granular material on this site may be unstable. Site Preparation Debris, vegetation, and other deleterious material should be removed from the improvement(s) area prior to the start of construction. Removals {Unsuitable Surficial Materials) All existing fill materials within the area of the proposed development should be removed. The lateral extent of these removals should be determined by a 1 : 1 (horizontal to vertical) projection down and away from the edge of the proposed structure at planned grades at the base of the removal zone. Following these removals, the bottom areas approved to receive fill should first be scarified in two perpendicular directions and moisture conditioned (at or above the soils optimum moisture content) to a depth of 12 inches and recompacted to a minimum 90 percent relative compaction (ASTM . 0-1557). These conditions should be tested by a representative of our firm. If encountered during excavation of utilities or footings, oversized materials may increase excavation difficulty. Treatment of unsuitable materials (removal and recompaction) should be considered. Overexcavation Formational materials occur at, or near, existing grade within the portions of the lot. Overexcavation should be performed on cut areas, and fill areas with insufficient underlying fill materials. This overexcavation should be performed on building pad areas and areas 5 feet outside outer-most foundation elements to produce a minimum 3-foot fill blanket. If footing embedments are greater than 24 inches, the overexcavation should be increased to a minimum of 2 feet below the bottom of the footing and 5 feet laterally beyond the width of the footing. Following overexcavation, the bottoms areas approved to receive fill should first be scarified in two perpendicular directions and moisture conditioned (at or above the soils optimum moisture content) to a depth of 12 inches and compacted to a minimum 90 percent relative compaction. Carlsbad Oaks Limited, L.P. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp7\2300\2346a.pge GeoSoils, Inc. W.O. 2346-A-SC November 14, 1997 Page 10 Fill Placement ,,.. Subsequent to ground preparation, onsite soils may be placed in thin (6±inch) lifts, cleaned of vegetation and debris, brought to a least optimum moisture content, and compacted to achieve a minimum relative compaction of 90 percent. Oversized cobbles and boulders (8 to 24 inches), generated as the result of the remedial earthwork should be placed outside of the lim.its of thee building in landscape areas or a pre-designated disposal area. If fill materials are imported to the site, the proposed import fill should be submitted to GSI, so laboratory testing can be performed to verify that the intended import material is compatible with onsite material. At least three business days of lead time should be allowed by builders or contractors for proposed import submittal's. This lead time will allow for particle size analysis, specific gravity, relative compaction, expansion testing, and blended import/native characteristics as deemed necessary. Erosion Control Onsite soils and bedrock materials have a moderate erosion potential. Use of hay bales, silt fences, and/or sandbags should be considered, as appropriate during construction. Temporary grades should be constructed to drain at a minimum of 1 to 2 percent to a · suitable temporary or permanent outlet. Precise grades should be evaluated by the design civil engineer to reduce concentrated flows to less than 6 feet per second (Amimoto, 1981) and into lined or landscaped swales. EvaJuation of cuts during grading will be necessary · in order .to identify any areas of loose or non-cohesive materials. Should any significant zones be encountered during earthwork construction, additional remedial grading may be recommended; however, only the remedial measures discussed herein are anticipated at this time. FOUNDATION RECOMMENDATIONS The conclusions and recommendations contained in this report are for Lot 19 only. In the event that the information concerning the proposed development plan is not correct or any changes in the design, location, or loading conditions of the proposed structure are made, the conclusions and recommendations shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or approved in writing by this office. The information and recommendations presented in this section are considered minimums and are not meant to supersede design(s) by the project structural engineer or civil engineer specializing in structural design. Upon request, GSI could provide additional consultation regarding soil parameters, as related to foundation design. They are considered preliminary recommendations for proposed construction, in consideration of our field investigation, laboratory testing, and engineering analysis. Carlsbad Oaks Limited, L.P. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp7\2300\2346a.pge GeoSoils, lne. W.O. 2346-A-SC November 14, 1997 Page 11 Recommendations for Concrete 11Tilt-up11 Structures ,. For preliminary planning purposes, the following is presented. It is our understanding that the structure will be erected utilizing a tilt-up type of construction. We assume that column loads are not anticipated to exceed 100 kips for dead plus live loading conditions while wall loads are not expected to exceed 5 kips per lineal foot. The engineering analysis performed, concerning the foundation system and the recommendations offered below, have been prepared using these anticipated loads and assuming the recommended earthwork is performed. In the event that the information concerning the proposed development is not correct, or any changes in the design, location, or loading conditions of the proposed structure are made, the conclusions and recommendations contained in this ·report shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or approved in writing by this office. Design Our review, field work, and laboratory testing indicates that onsite soils have a high expansion potential. Preliminary recommendations for foundation design and construction are presented below. Final foundation recommendations should be provided at the conclusion of grading based on laboratory testing of fill materials exposed at finish grade. Seismic Shaking Parameters Based on the site conditions, Chapter 16 of the Uniform Building Code (International Conference of Building Officials, 1997) and Peterson and others (1996), the following seismic parameters are provided. Seismic zone (per Figure 16-2*) 4 Soil Profile Type (per Table 16-J*) Sc Joyner and Boore Subgrade Type Class B Seismic Source Type (per Table 16-U*) B Distance to Seismic Source 8 mi. (13 km) Upper Bound Earthquake Mw6.9 * Figure and table references from Chapter 16 of the Uniform Building Code (1997). Bearing Value An allowable vertical bearing value of 1,500 pounds per square foot (psf) should be used for design of continuous footings with minimum widths per the UBC, and 24 inches deep (below lowest adjacent exterior grade) and for design of square footings 24 inches wide and 24 inches deep (below lowest adjacent grade, not including sand layer), bearing in Carlsbad Oaks Limited, L.P. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp7\2300\2346a.pge GeoSoils, Inc. W.O. 2346-A-SC November 14, 1997 Page 12 properly compacted fill material. Per USC code, this value may be increased by 20 percent, 300 pounds per square foot for each additional 12 inches in depth of-embedment (no increase should be utilized for footing width) to a maximum value of 2,500 pounds per square foot. The above values may be increased by one-third when considering short duration seismic or wind loads. Exterior square footings should be tied back to the main foundation with a grade beam or tie beam as described in the 11construction11 section of this report. In addition, foundation depths and widths should be constructed per the USC guidelines. Lateral Pressure Passive earth pressure of compacted fill may be computed as an equivalent fluid having a density of 225 pounds per cubic foot per foot of depth, to a maximum earth pressure of 2,200 pounds per square foot. An allowable coefficient of friction between compacted fill soil and concrete of 0.35 may be used with the dead load forces. When combining passive pressu~e and frictional resistance, the passive pressure component should be reduced by one-third. All footings should maintain a minimum 7-foot horizontal setback from the base of the footing to any descending slope. This distance is measured from the footing face at the bearing elevation. Footings should maintain a minimum horizontal setback of H/3 (H = slope height) from the base of the footing to the descending slope face and no less than 7 feet nor need be greater than 40. feet. . Footings adjacent to unlined drainage swales , should be deepened to a minimum of 6 inches below the invert of the adjacent unlined swale. Footings for structures adjacent to retaining walls should be deepened so as to extend below a 1 :1 projection from the heel of the wall. Alternatively, walls may be designed to accommodate structural loads from buildings or appurtenances as described in the retaining wall section of this report. Due to anticipated disturbances in areas adjacent to landscaping, the upper 6 inches of passive pressure should be neglected if not confined by slabs or pavement. Construction All footings should be embedded a minimum 24 inches into properly compacted fill or bedrock. Foundation footings should be minimally reinforced with four No. 5 bars, two top and two bottom (in the cross-sections). Footings should be: a) tied with a grade beam or tie beams, or b) have continuous footings across large openings, (i.e., garages or entrances). All exterior isolated footings should be tied in at least two perpendicular directions by grade beams or tie beams to reduce the potential for lateral drift or differential distortion. The base of the grade beams should enter the adjoining footings at the same depth as the footings (i.e., in profile view). The grade beam steel should be continuous at the footing connection. Grade beams and footings should be minimally reinforced and sized per the structural engineers recommendations. Carlsbad Oaks Limited, LP. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp7\2300\2346a.pge GeoSoils, Ine. W.O. 2346-A-SC November 14, 1997 Page 13 ., Foundation Settlement -Structural Loads r Provided that the recommendations contained in this report are incorporated into final design and construction phase of development, a majority (50 percent or more) of the anticipated foundation settlement is expected to occur during construction. Maximum settlement is not expected to exceed approximately ¾-inch and should occur below the heaviest loaded columns. Differential settlement is not expected to exceed approximately ¼-inch between similar elements, in a 20-foot span. FLOOR SLAB DESIGN RECOMMENDATIONS Concrete slab-on-grade floor construction is anticipated. The following are presented as minimum design parameters for the slab, but they are in no way intended to supersede design by the structural engineer. Design parameters do not account for concentrated loads (e.g., fork lifts, other machinery, etc.) and/or the use of freezers or heating boxes. Light Load Floor Slabs The slabs in areas that will receive relatively light live loads (i.e., standard office loading) should be a minimum of 5 inches thick and be reinforced with No. 3 reinforcing bar on 18 inches centers in two horizontally perpendicular directions. Reinforcing should be properly supported to ensure placement ne~r the vertical midpoint of the slab. 11Hooking11 of the reinforcement is not considered an acceptable method of positioning the steel. The recommended minimum compressive strength of concrete is 2,500 pounds per square inch (psi). The project structural engineer should consider the use of transverse and longitudinal control joints to help control slab cracking due to concrete shrinkage or expansion. Two of the best ways to control this movement are: 1) add a sufficient amount of reinforcing steel to increase the tensile strength of the slab; and 2) provide an adequate amount of control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion. Transverse and longitudinal crack control joints should be spaced no more than 12 feet on center and constructed to a minimum depth of T/4, where 11T11 equals the slab thickness in inches. Heavy Load Floor Slabs The project structural engineer should design the slabs in areas subject to high loads (machinery, forklifts, storage racks, etc. or above standard office loading). The Modulus of subgrade reaction (k-value) may be used in the design of the floor slab supporting heavy truck traffic, fork lifts, machine foundations and heavy storage areas. A k-value (modulus of subgrade reaction) of 100 pounds per square inch per inch (pci) would be prudent to utilize for preliminary slab design. An A-value test and/or plate load test may be used to verify the k-value on near surface fill soils. Carlsbad Oaks Limited, L.P. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp_7\2300\2346a.pge GeoSoils, lne. W.O. 2346-A-SC November 14, 1997 Page 14 Concrete slabs should be at least 5½ inches thick and reinforced with at least No. 3 reinforcing bars placed 12 inches on center in two directions. Selection of slab-thickness compatibility with anticipated loads should be provided by the structural engineer. Heavily loaded concrete slabs should be underlain with a minimum of 4 inches of ¾-inch crushed rock (vibrated into place), -or 4 inches of aggregate base materials (Class 2 aggregate base or equivalent) compacted to a minimum relative compaction of 95 percent. Transverse and longitudinal crack.control joints should be spaced no more than 14 feet on center and constructed to a minimum depth of T/4, where 'T11 equals the slab thickness in inches. The use of expansion joints in the slab should be considered. Concrete used in slab construction should be 560-C-3250. Spacing of expansion or crack control joints should be modified based on the footprint of the area to be heavily loaded. These recommendations are meant as minimums. The project architect and/or structural engineer should review and verify that the minimum recommendations presented herein are considered adequate with respect to anticipated uses. Subgrade Preparation The subgrade material should be compacted to a minimum 90 percent of the maximum laboratory dry density. Prior to placement of concrete, the subgrade soils should be well moistened to at least optimum moisture content and verified by our field representative. Moisture Protection In areas where moisture condensation is undesirable (e.g., areas to have moisture- sensitive floor coverings), a minimum 10 mil plastic membrane should be placed with all laps/openings sealed. The membrane should be sandwiched between two 2-inch (minimum) sand layers for a total of 4 inches of sand. These areas should be separate from areas not similarly protected. This separation could be provided with a concrete cut- off wall (minimum 6 inches thick) extending at least 18 inches into the subgrade soil, below the sand layer. CORROSION AND CONCRETE MIX GSI conducted preliminary sampling of near-surface materials for sulfate content on the adjacent Lot 20 (which used import materials from the subject site). Laboratory test results indicate that the site materials have a moderate potential for sulfate attack and corrosion to concrete. The design criteria presented in Table 19-A-2 and 19-A-3 of the UBC (1994 edition) should be followed. Based on the sulfate levels and corrosion potential for exposed concrete, foundations should be constructed using Type II, IP (MS), or IS (MS) concrete. Upon completion of grading, additional testing of soils (including import materials) should be considered prior to the construction of utilities and foundations. Alternative methods and additional comments may be obtained from a qualified corrosion engineer. Carlsbad Oaks Limited, LP. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp7\2300\2346a.pge GeoSoils, lne. W.O. 2346-A-SC November 14, 1997 Page 15 RETAINING WALL RECOMMENDATIONS ,. .. General The equivalent fluid pressure parameters provide for either the use of native or low expansive select granular backfill to be utilized behind the proposed walls. The low expansive granular backfill, should be provided behind the wall at a 1 :1 (h:v) projection from the heel of the foundation system. Low expansive fill is Class 3 aggregate baserock or Class 2 permeable rock. Wall backfilling should be performed with relatively light equipment within the same 1 :1 projection (i.e., hand tampers, walk behind compactors). Highly expansive soils should not be used to backfill any proposed walls. During construction, materials should not be stockpiled behind nor in front of walls for a distance of 2H where H is the height of the wall. Foundation systems for any proposed retaining walls should be designed in accordance with the recommendations presented in the Foundation Design section of this report. Building walls, below grade, should be water-proofed or damp-proofed, depending on the degree of moisture protection desired. All walls should be properly designed in accordance with the recommendations presented below. Some movement of the walls constructed should be anticipated as soil strength parameters are mobilized. This movement could cause some cracking depending upon the materials used to construct the wall. To reduce the potential for wall cracking, walls should be internally grouted and reinforced with steel. To mitigate this effect, the use of vertical crack control joints and expansion joints, spaced at 20 feet or less along the walls should be employed.· Vertical expansion control joints should be infilled with a flexible grout. Wall footings should be keyed or doweled across vertical expansion joints. Walls should be internally grouted and reinforced with steel. Restrained Walls Loading Dock Wall It is recommended that loading dock walls be designed for restrained conditions (indicated below), where adjacent to the proposed site building. Loading dock walls should be designed to resist lateral earth pressure and any additional lateral pressures caused by surcharge loads on the anticipated adjoining slab surface. Approximately up to ½ of surcharge loads on the truck loading dock slab may be added as a uniform load in the back of the loading dock wall. However, the structural engineer or civil engineering specializing in structural design should review and evaluate the type of wall connection(s) and the condition of the wall (restrained or cantilever). Carlsbad Oaks Limited, LP. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp7\2300\2346a.pge GeoSoils, Inc. W.0. 2346-A-SC November 14, 1997 Page 16 Other Walls ,... Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressures (EFP) of 65 pcf, plus any applicable surcharge loading. This restrained-wall, earth pressure value is for select backfill material only. For walls that are restrained and backfilled with native low to medium expansive soils, an EFP of 75 pcf, plus applicable surcharge loads should be used. For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall laterally from the corner. Building walls below grade or greater than 2 feet in height should be water-proofed or damp-proofed, depending on the degree of moisture protection desired. The wall should be drained as indicated in the following section. A seismic increment of 1 OH (uniform pressure) should be considered on walls for level backfill, and 20H for sloping backfill of 2:1, where His defined as the height of retained material behind the wall. For structural footing loads within the 1 :1 zone of influence behind wall backfill, refer to the following section. Cantilevered Walls These recommendations are for cantilevered retaining walls up to 1 O feet high. Active earth pressure may be used for reti?-ining wall design, provided the top of the wall is not restrained from minor deflections. An empirical equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are provided for specific slope gradients of the retained material. These do not include other superimposed loading conditions such as traffic, structures, seismic events, expansive soils, or adverse geologic conditions. For cantilever retaining walls greater than 4 feet ·in height, a seismic increment of 1 OH (uniform pressure) for level backfill and 20H for backfill sloped at 2:1 behind the walls should be considered. For cantilever walls, these seismic loads should be applied at 0.6 H up from the bottom of the wall. If traffic is within a distance H behind any wall or a 1: 1 projection from the heel of the wall foundation a pressure of 100 psf per foot in the upper 5 feet should be used. Structural loads from adjacent properties and their influence on site walls should be reviewed by the structural engineer, if within a 1 :1 projection behind any site wall. However, for preliminary planning purposes, one third of the footing contact pressure should be added to the wall in pounds per square foot below the bearing elevation and for a distance of three times the footing width along the wall alignment. Alternatively, a deepened footing beyond the 1 :1 projection (up from the heel) behind the wall may be utilized. · Carlsbad Oaks Limited, L.P. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp7\2300\2346a.pge GeoSoils, lne. W.O. 2346-A-SC November 14, 1997 Page 17 *To be increased by traffic, structural surcharge and seismic loading as needed. **Level walls are those where grades behind the wall are level for a distance of 2H. Wall Backfill and Drainage ,... All retaining walls should be provided with an adequate backdrain and outlet system (a minimum two outlets per wall and no greater than 100 feet apart), to prevent buildup of hydrostatic pressures and be designed in accordance with minimum standards presented herein. See site wall drain options (Figure 3, Figure 4, and Figure 5). Drain pipe should consist of 4-inch diameter perforated schedule 40 PVC pipe embedded in gravel. Gravel used in the backdrain systems should be a minimum of 3 cubic feet per lineal foot of 3/a- to 1-inch clean crushed rock wrapped in filter fabric (Mirafi 140 or equivalent) and 12 inches thick behind the wall. Where the -void to be fitted is constrained by lot lines or · property boundaries, the use of panel drains (Mirafi 5000 or equivalent) may be considered with the approval of the project geotechnical engineer. The surface of the backfill should be sealed by pavement or the top 18 inches compacted to 90 percent relative compaction with native soil. Proper surface drainage should also be provided. Weeping of the walls in lieu of a backdrain is not recommended for walls greater than 2 feet in height. For walls 2 feet or less in height, weepholes should be no_greater than 6 feet on center in the bottom coarse of block and above the landscape zon·e: · A paved drainage channel (v-ditch or substitute), either concrete or asphaltic concrete, behind the top of the walls with sloping backfill should be considered to reduce the potential for surface water penetration. For level backfill, the grade should be sloped such that drainage is toward a suitable outlet' at 1 to 2 percent. Retaining Wafl Footing Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Wall footings may transition from formational bedrock to gravelly fill to select fill. If this condition is present the civil designer may specify either: a) If transitions from rock fill to select fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should perform a minimum Carlsbad Oaks Limited, LP. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp 7\2300\2346a.pge GeoSoils, lne. W.O. 23'46-A-SC November 14, 1997 Page 18 .• Manufactured drainage Geocomposite drain ( Mira drain 5000 or ec;uivalent ) Note: Filter fabric wraos completely around perforated pipe end behind core material, core materiel wrcos benedh bottom cf p\pe. 4" did. min. oerforated ------ Ceo crcin r c:..it cff) I 1 8 •• below §oil line I ! I :..---Site re~c1n1na wail (structure! cfesign by others) Fcvement section per-. GS! reccmme!"lceticns i I I ! I I Finishe~ lot surface T -T pipe pieced ,,.;ith holes ~---=~!'.:> l I down end slcced ct 1 -2% to suitable o~tlet ! A.," • I . I I min. granu er matena - (c!ass 2 permecble or 3/8-1" cleen crushed rod< wrapped in c . filter fabric) FORM 89/22 I i a o. 0 ., 0 / / a o.. a c. i L Well footinc ( cesigned by O·c...,e'"-) JI • _:; SCHEMATIC OF SITE WALL DRAIN OPTION A Figure 3 DATE 11/97 W.O. NO 2346-A-SC Geotechnical • Geologic• Environmental ,. . , Ccp drain (cut off) f 18" below sail line ., .• • • -~·.!,.· =~·: 12" thick (min.) drain rock -----1 ••• :. ::-:· ~ ~·= (class 2 permeable) or •. ·~;.·.·::: other acceptable granular • • , • .-:· !'.·"': I " ~:· .:·-,.·: , ,: · material, 1 8-1 clean ,·.· :··! • .:•:..: crushed rock wrapped in •• • • ·:-·:!." _i,. ( 0 I It•# ... ,.I• • I It a filter fabric Mirafi 14 ·::.~:~ ·; •.. "':: or equivalent) : •.. ••·•·• •• .... ,·.·.·:,: .. ··· 4" dia. min. perforated pipe placed with holes down and slooed at 1-2% to a s.uitcbfe · outlet I ' .':··: ......... _ .. _ .... . , . . -·: . .. , . . . .. . . ... . . . , '• . -. .. . ". • I• .._ • I I , . ·· .. : , • I •t • •.; ·· .. ·.:. ":·'· _., ·. :_ . : , . . l I ---Site recairnnc well (structural d~sign by others) Pavement section per GSI recomendations Finished lot surface .. ! 4" Min. J 4" Min~ ~ ~ I ,:I ~:.•' ', · ~' · "1 .' '. --~ , · 11 lo to• lo • I• Io, I, .I,• , .Io o, ,. P • ' f r , t • r ~" M. ' • 0 • :, I · t o " , • ~ . I 1n. \. 0 0 t f o o• 1-l.••-•• .. • 0 ''1 1111 • ." • ' -.'-o I " 1• ' o· • o • " I I o • i' • • I • o liJra, ' b,, o • • • •4 r o •., • · b. o • 0 " -t-'1::..~ 401::..0 • • . \_\Jall feating (designed by others) _L T I SCHEMATIC OF SITE WALL DRAIN OPTION B Figure 4 DATE ----:1:...:a1/:.......:9::;...;7 __ W.0. NO 2346-A-SC Geotechnical • Geologic• Environmental FORM 89/22 FORM 89/22 Waterproofing ----.. , . ,.. r-Cao drain 1 (c:.it off) J 18" befow scil lir:e ! I ~ I • I o -o • • I O • o / o• ; o• I r • • I I I • !,. ., 0 • !,. i:..o .o I ' • • I • •. ~ • • I ,., ,. I t(to 1 to• lo • • f , • f I, ~ f , • • r • , r 0-. :1 f I , 0 f o o • -. I , j o • , • I I o !,. ';, , . 1_... I r • o • . ? I o l O o • ( ,~ .ale ., o• • 0 , d • ~a r ' -~a I " 1, ' d .o • Ir •t ., : .. •• 1 o ~ .. ~ • • 0 • • / ca ~ t •. ,. b.: A • h.. o ~ a , • • , .o 4. bi. o • \Jall Fcatin£ (designed by others) SCHEMATIC OF SITE WALL DRAIN OPTION C Figure 5 DATE _1_1 __ / ___ 9 .... 7 __ .w. 0. NQ __ 2=3,_4 ..... 6 ... -.... A_-s __ c ___ _ Geotechnical • Geologic • Environmental 2-foot overexcavation for a distance of two times the height of the wall and increase overexcavation until such transition is between 45 and 90 degrees to the wall'alignment. b) Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that an angular distortion of 1 /360 for a distance of 2H (where H=wall height in feet) on either side of the transition may be accommodated. Expansion joints should be sealed with a flexible, non-shrink grout. c) Embed the footings entirely into a homogeneous fill. PRELIMINARY PAVEMENT DESIGN A representative sample of the subgrade soils was obtained and tested to determine the R-value. The material was thought to be typical and presumed to be representative of the subgrade soils. Testing was performed in accordance with the latest revisions to the Department of Transportation, State of California, Material & Research Test Method No. 301. For planning purposes, pavement sections consisting of asphaltic concrete over base and full depth Portland cement concrete pavement (PCCP) are provided. Anticipated asphaltic concrete (AC) pavement sections are presented below. L:=::-,,,.,_=:··=:=·=·=:=·=:=:·:,:·:=:,,:.:::,,:<,,,,::=··:==·====:·:·:===:===:=::='::::_,_,:':·:':=.=:::,:=.=,-,-.=?=:::·.==:_,:::==:::'>Ake.HAt.rte:eo-Neanii;iv~M~Nr·=:,:,:::.:.,,:=:=:,:.:,:::·:-:,:::·=-=:=·,:·:·,::=.,:':·.'::·:=:':':·:=:=:·:·:':-·=·-·=···:.-:.,,.::::,:=:=:=::·:::.,:_:=:,.::,_:::.:.:,,,:.:,:---,-,, ~~;~-i:~i~~!~i!7i~i~i~!iii~ Parking Stalls 4.5 6 4.0 Parking Stalls 5.0 6 4.0 Traffic Areas 5.5 6 4.0 Traffic Areas 6.0 6 4.0 <1>oenotes standard Caltrans Class 2 aggregate base® ~78, SE .2:_22). <2>city of Carlsbad minimum AC thickness is 3 inches. 6.0(4) 7.5 9.5 11.5 <3>T1 values have been assumed for planning purposes herein and should be confirmed by the design team during future plan development. <4lWhile minimum design thickness may be less, GSI does not recommend the use of less than 6 inches of base rock over project site soil. · Portland cement concrete pavement sections are presented on the following page: Carlsbad Oaks Limited, L.P. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp7\2300\2346a.pge GeoSoils, Inc. W.O. 2346-A-SC November 14, 1997 Page 22 Parking 10 6 light 6.5 Stalls Parking 25 6 light 6.5 Stalls Parking 100 6 light 7.0 Stalls Parking 300 6 light 7.5 Stalls Parking 500 6 light 7.5 Stalls Traffic 10 6 medium/heavy 7.5 4.0 Areas 4.0 Traffic 25 6 medium/heavy 8.0 4.0 Areas 4.0 Traffic 100 6 medium/heavy 8.5 4.0 Areas 4.0 Traffic 300 6 medium/heavy 8.5 4.0 Areas 4.0 Traffic 500 6 medium/heavy 9.0 4.0 Areas 4.0 <1>concrete shall be 560-C-3250 minimum. Assumes the construction of concrete shoulders. <2>ADTT values have been assumed for planning purposes herein and should be confirmed by the design team during future plan development. <3>For truck lanes and ramps, a 4-inch minimum layer of Class 2 aggregate base may be considered beneath the concrete paving. In order to improve performance of concrete pavement in parking areas, the 4-inch base layer may also be considered in these areas. Transition thickness details will be needed between traffic areas and parkinq lanes. Design of truck loading docks should utilize guidelines provided for truck lanes and ramps with special detailing for edges and jointing. Detailing of PCCP should be performed by the Civil Designer and should include load tr~i.nsfer joints and crack control joints for truck traffic areas. If requested, GSI should review the minimum expansion and crack control joint spacings. Trash enclosures areas should be designed per the minimum standards of the City of Carlsbad. GS! does not recommend the use of an average daily truck traffic Carlsbad Oaks Limited, LP. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp7\2300\2346a.pge GeoSoils, Inc. W.O. 2346-A-SC November 14, 1997 Page 23 (ADTT) value of less than 25 for any pavement section, unless the ADTT significantly less than 25 is certified by a civil engineer specializing in traffic engineering. ,... The recommended pavement sections provided above are meant as minimums. If thinner or highly variable pavement sections are constructed, increased maintenance and repair could be expected. If the average daily traffic (ADT) or ADTT increases beyond that intended, as reflected by the traffic index used for design, increased maintenance and repair could be required for the pavement section. Pavement grading recommendations are presented in Appendix E. Subgrade preparation and. aggregate base preparation should be performed in accordance with those recommendations, and the minimum subgrade (upper 12 inches) and Class 2 aggregate base compaction should be 95 percent of the maximum dry density (ASTM D-1557). If adverse conditions (i.e., saturated ground, etc.) are encountered during preparation of subgrade, special construction methods may need to be employed. FLATWORK AND ASSOCIATED IMPROVEMENTS 1. Planters and walls should not be tied to building(s). 2. Driveways, sidewalks, and patios adjacent to the building(s) should be separated from the building(s) with thick expansion joint filler material. In addition, all sidewalks and driveways should be quartered and poured with expansion joints no · farther apart than 8 feet for 4-inch slabs or 1 O feet for 5-inch slabs, respectively. To improve the performance of the driveway and/or sidewalks constructed on the expansive soils, consideration should be given to pre-saturation of the soils prior to placement of driveways and sidewalks to 130 percent of optimum moisture. Consideration should additionally be given for the areas of the driveways and sidewalks adjacent to planters, lawns, and other landscape areas to have thickened edges, such that the edge is 4 to 6 inches thick and at least 6 inches below the adjacent landscaping zone (section). 3. Overhang structures should be structurally designed with continuous footings or grade beams tied in at least two directions. Footings that support overhang structures should be embedded a minimum of 24 inches from the lowest adjacent finished subgrade. 4. Any masonry landscape walls that are to be constructed throughout the property should be fully grouted and articulated in segments no more than 20 feet long. 5. Utilities should be enclosed within a closed vault or designed with flexible connections to accommodate differential settlement and expansive soil conditions. Carlsbad Oaks Limited, L.P. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp7\2300\2346a.pge GeoSoils, lne. . W.O. 2346-A-SC November 14, 1997 Page 24 6. Finish grade (Precise Grade Plan) on the lot should provide a minimum of 1 to 2 ~ percent fall to the street. It should be kept in mind that drainage reversals could occur if relatively flat yard drainage gradients are not maintained due to landscaping work, modifications to flatwork, or post-sale homeowner modifications. Tile Flooring Tile flooring can crack, reflecting cracks in the concrete slab below the tile. Therefore, the designer should consider additional steel reinforcement of concrete slabs on-grade where tile will be placed. The tile installer should consider installation methods that reduce possible cracking of the tile such as slipsheets. Slipsheets or a vinyl crack isolation membrane (approved by the Tile Council of America/Ceramic Tile Institute) is recommended between tile and concrete slabs on grade. Gutters and Downspouts Consideration should be given to the installation of gutters and downspouts to collect roof water that may otherwise infiltrate the soils adjacent to the structures. The downspouts should be drained away from the foundation and collected in drainage swales or other approved non-erosive drainage systems designed by a registered civil engineer (specializing in drainage) to convey water away from the foundation. Gutters and downspouts are not a geotechnical requirement, however, provided positive drainage is maintained in accordance with the recommendations of the design civil engineer. Exterior Slabs and Walkways Exterior concrete slabs-on-grade (walkways, patios, etc.) should be constructed with a minimum 4-inch thick slab, and reinforced with steel rebar or welded mesh. The reinforcement should consist of No. 3 rebar placed at 12 inches on center in two horizontally perpendicular directions (long axis and short axis), or 6x6-W2.9xW2.9 welded wire mesh. It is important for the performance of the slab that the reinforcing be located near mid-slab thickness using chairs, supports, etc. Hooking is not an acceptable method of reinforcement placement, and is not recommended. Distortions on the exterior slab-on-grad~ due to expansive soils and proximity to slopes may warrant additional mitigation. This may include crack control joints (4 to 6 feet spacing in hori:?:ontally perpendicular directions [long axis and short axis]), and expansion control joints at intervals 1 o feet or less. Other considerations for mitigation may include the use of thickened edges (see above) for slabs at the top of slopes, fiber mesh mixed into the concrete, or pre-saturation of subgrade soils to 130 percent of optimum moisture content, to a depth of 18 inches. Carlsbad Oaks Limited, L.P. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp7\2300\2346a.pge GeoSoils, Inc. W.O. 2346-A-SC November 14, 1997 Page 25 Due to expansive soils, air conditioning (NC) units should be supported by slabs that are incorporated into the building foundation (PT slab) or constructed on a rigicf slab with flexible couplings for plumbing and electrical lines. NC waste water lines should be drained to a suitable outlet (see previous section). Shrinkage cracks in concrete could become excessive if proper finishing and curing practices are not followed. Finishing and curing practices should be performed per the Portland Cement Association Guidelines. Mix design should incorporate rate of curing for climate and time of year, sulfate content of soils, corrosion potential of soils, and fertilizers used on site. ADDITIONAL RECOMMENDATIONS/DEVELOPMENT CRITERIA Additional Site Improvements If in the future, any additional improvements are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request this includes but not limited to appurtenant structures. This office should be notified in advance of any aqditional fill placement, regrading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench, and retaining wall backfills . . . Erosion and Sedimentation Control The objective of the National Pollutant Discharge Elimination System (NPDES) requirements are to reduce (or eliminate) discharge of non-stormwater runoff from construction sites. One of the best management practices (BM P's) to mitigate significant erosion from sites in the grading phase of construction is implementation of structural containment devices, including but not limited to sandbags, retention basins, hay bales, etc. BM P's should be developed prior to the start of mass grading. As described in the General Permit, a Storm Water Pollution Prevention Plan (SWPPP) specific to the subject development is required, and should include an erosion control plan presenting best management practices (BMP's) for runoff control. The erosion control plan should be exhibited on the grading plans. The SWPPP should be maintained until a post- construction management plan is in effect. These services would be provided by GSI upon request. Landscape Maintenance and Planting Water has been shown to weaken the inherent strength of soil, and slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from graded slopes should be maintained and only the amount of irrigation necessary to sustain plant Carlsbad Oaks Limited, LP. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp7\2300\2346a.pge GeoSoils, Inc. W.O. 2346-A-SC November 14, 1997 Page 26 __ ,. life should be provided for planted slopes. Over-watering should be avoided. Onsite soil materials should be maintained in a solid to semisolid state. ,. Brushed native and graded slopes (constructed within and utilizing onsite materials) would be potentially erosive. Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Plants selected for landscaping should be light weight, deep rooted types that require little water and are capable of surviving the prevailing climate. Planting of large trees with potential for extensive root development should not be placed closer than 1 o feet from the perimeter of the foundation or the anticipated height of the mature tree, whichever is greater. It order to minimize erosion on the slope face, an erosion control fabric (i.e. jute matting) should be considered. From a geotechnical standpoint, leaching is not recommended for establishing landscaping. If the surface soils area processed for the purpose of adding amendments they should be recompacted to 90 percent minimum relative compaction. Moisture sensors, embedded into fill slopes, should be considered to reduce the potential of overwatering from automatic landscape watering systems. The· use of certain fertilizers may affect the corrosion characteristics of soil. Review of the type and amount (pounds per acre) of the fertilizers by a corrosion specialist should be considered. Recommenqations for exterior concrete flatwor.k design and construction can be provided upon ·request. · If in the future, any additional improvements are planned for the site, · recommendations concerning the geological or geotechnical aspects of design and ·construction of said improvements could be provided upon request. This office should be notified in advance of any additional fill placement, regrading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench, and retaining wall backfills. Drainage Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. Pad drainage should be directed toward the street or other approved area. Landscaping should be graded to drain into the street, or other approved area. All surface water should be appropriately directed to areas designed for site drainage. Roof gutters and down spouts are recommended to control roof drainage. Down spoLlts should outlet a minimum of 5 feet from proposed structures or tightlined into a subsurface drainage system. We recommend that any proposed open bottom planters adjacent to proposed structures be eliminated for a minimum distance of 1 O feet. As an alternative, closed bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete Carlsbad Oaks Limited, L.P. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp7\2300\2346a.pge GeoSoils, lne. W.O. 2346-A-SC November 14, 1997 Page 27 flatwork. Drainage behind top of walls should be accomplished along the length of the wall with a paved channel drainage v-ditch or substitute. ' Footing Trench Excavation -All footing trench excavations.should be observed and approved by a representative of this office prior to placing reinforcement. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site. · Trench Backfill All excavations should be observed by one of our representatives and conform to OSHA and local safety codes. Exterior trenches should not be excavated below a 1 :1 projection from the bottom of any adjacent foundation system. If excavated, these trenches may undermine support for the foundation system potentially creating adverse conditions. 1. All utility trench backfill in slopes, structural areas and beneath hardscape features should be brought to near optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. Observations, probing and, if deemed necessary, testing should be performed by a representative of this office to verify compactive efforts of the contractor. 2. · Soils generated from utility trench excavations should be compacted to a minimum · · of 90 percent (ASTM D-1557) if not removed from the site. 3. Jetting of backfill is not recommended. 4. The use of pipe jacking to place utilities is not recommended on this site due to the presence of gravels and cobbles. 5. Bottoms of utility trenches should be sloped away from structures. PLAN REVIEW Final site development and foundation plans should be submitted to this office for review and comment, as the plans become available, for the purpose of minimizing any misunderstandings between the plans and recommendations presented herein. In addition, foundation excavations and any additional earthwork construction performed on the site should be observed and tested by this office. If conditions are found to differ substantially from those stated, appropriate recommendations would be offered at that time. Carlsbad Oaks Limited, LP. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp7\2300\2346a.pge GeoSoils, Ine. W.O. 2346-A-SC November 14, 1997 Page 28 LIMITATIONS r· The materials encountered on the project site and utilized in our laboratory study are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during site grading, construction, and our post-grading study. Site conditions may vary due to seasonal changes or other factors. GSI assumes no responsibility or liability for work, testing, or recommendations performed or provided by others. Inasmuch as our study is based upon the site materials observed, selective laboratory . · testing and engineering analysis, the conclusion and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is expressed or implied. Standards of practice are subject to change with time. During the field exploration phase of our study, odors or stained or discolored soils were not observed onsite or in our borings or boring spoils. However, these observations were made.during our preliminary geotechnical study and should in no way be used in lieu of an environmental assessment. If requested, a proposal for a phase I preliminary environmental assessment could be provided. Carlsbad Oaks Limited, L.P. Lot 19, Carlsbad Oaks, Tract 74-21 File: e:\wp7\2300\2346a.pge GeoSoils, Inc. W.O. 2346-A-SC November 14, 1997 Page 29 ·.- · .. ·,' : '· . . ... ·:,:. ',/, .· .·. . ·, ... '. ,' . ·.· . , '"'.. ,. ", .. -.. ·:.·. •, '· ... -. ' ... ;·,: .... ~- :.: ·. "• ;~-: : ·. ·: ~ . -'.· ·, .· .. ·. : .. ' , . : .,--:.: .. ., : ·' .. .... . . · .... : ._· . ; ~ ' --. . ·-~ . . : ... _, -·:,.~.~ ·. :-: ; \: '. . . . . :_:' ... .. . .. : ~ . ; . .\ ·-:~d_·. -~.: ·-·. •,\', --." ..... -•• :·· .J ... -,. . ~--~·r:1,.~ .. ·· .. ~._,.:· :.· ~-'.•:·." •.' \: .. . • • J. ·-._-: ~~-;:·!"~-· :.~ ... -~.,·:_~--l_:~--~~··:~--.-.~. · .. : : . ·-·: . \ ' .. . :- ~ :· ·,. .. , ~)-.. , . •.· . . . - ·, .-:- :, '. :-/," . ,,,..,.' ~ ' . '.-:..: . ,,"',:·-.:.···· ·.-.·· : .. -;._ .. -. ~ ; ... _; '•, '~ .... _.,, .... : .. ,'t•:; .-. \.,·: : . ' -~ .._ ., ••;', .. :.·'· -. · ·· -·· · -.· -·----·-·----, -.... -:--.... --APPENDIX A.,---·· .. -\-·' ... -.. , __ .-.--,.--... ,.... .--.... ,.-.,-. ; ,,. Appendix A REFERENCES ~·. Amimoto, Perry Y., 1981, Erosion and sediment control handbook: Division of Mines and geology,.Department of Conservation, May. Blake, Thomas F., 1997, EQFAULT computer program and users manual for the deterministic prediction of horizontal accelerations from digitized California faults. Eisenberg, LI., 1985, Depositional processes in the landward part of an Eocene tidal -lagoon, northern San Diego County in On the Manner of Deposition Of Eocene Strata in Northern San Diego County, Abbott, P.L. ed.: San Diego Association of Geologists Guidebook, 98 pp. Frankel, Arthur D., Perkins, David M., and Mueller, Charles s., 1996, Preliminary and working versions of draft 1997 seismic shaking maps for the United States showing peak ground acceleration (PGA) and spectral acceleration response ·at 0.3 and 1.0- second site periods for the Design Basis Earthquake (1 O percent chance of · exceedance in 50 years) for the National Earthquake Hazards Reduction Program (NEHRP): U.S. Geological Survey, Denver, Colorado. GeoSoils, Inc., 1996, Preliminary geotechnical evaluation, Lot 20, Carlsbad Oaks, Carlsbad Tract 74-21, Carlsbad, California, W.O. 1950-SC, January 8. Greensfelder, R. W., 1974, Maximum credible rock acceleration from earthquakes in California: California Division of Mines and Geology, Map Sheet 23. Hart, E.W., 1994, Fault-rupture hazard zones in 'California: California Department of Conservation, Division of Mines and Geology, Special Publication 42. Housner, G. W., 1970, Strong ground motion in earthquake engineering, Robert Wiegel, ed., Prentice-Hall. International Conference of Building Officials, 1997, Uniform building code: Whittier, California, vol. 1, 2, and 3. Jennings, C.W., 1994, Fault activity map of California and adjacent areas: California Division of Mines and Geology, Map Sheet No. 6, scale 1 :750,000. Kennedy, Michael P., and Peterson, Gary L., 1975, Geology of the San Diego metropolitan area, California: California Division of Mines and Geology, Bulletin 200. Krinitzsky, Ellis L., Gould, J.P., and Edinger, P.H., 1993, Fundamentals of earthquake resistant construction: John H. Wiley & Sons, Inc., 299 p. Naval Facilities Engineering Command, 1986a, Soil mechanics design manual 7.01, Change 1: U.S. Navy, September. GeoSoils, Inc. __ , 1986b, Foundations and earth structures, design manual 7.02, Change 1: U.S. Navy, September. ~ - Petersen, Mark 0., Bryant, W.A., and Cramer, C.H., 1996, Interim table of fault parameters used by the California Division of Mines a_nd Geology to compile the probabilistic seismic hazard maps of California. Portland Cement Association (PCA), 1990, Thickness design of highway and street pavements, computer program version 2.10. Sadigh, K., Egan, J., and Youngs, R., 1987, Predictive ground motion equations reported in Joyner, W.B., and Boore, D.M., 1988, "Measurement, characterization, and prediction of strong ground motion'i, in Earthquake Engineering and Soil Dynamics II, Recent Advances in Ground Motion Evaluation, Von Thun, J.L., ed.: American Society of Civil Engineers Geotechnical Special Publication No. 20, pp. 43-102. San Diego Geotechnical Consultants, Inc., 1988, As-graded geotechnical report addendum, Carlsbad Oaks Business Center, C.T. 74-21, Carlsbad, California, Job No. 05-1079-002-03-10, July 21. __ , 1987, As-graded geotechnical report, final report of mass grading , Carlsbad Oaks Business Center, Carlsbad Tract. 7 4-21, Carlsbad, California, Job No. 05-1079-002- 00-10, February 19. Sowers and Sowers, 1979, Unified soil classification -system (After U. S. Waterways Experiment Station and ASTM 02487-667) in Introductory Soil Mechanics, New York. United Stqtes Geological Survey, 1968, San Luis Rey quadrangle, California -San Diego Co., 7.5 minute series (topographic), photo revised 1975. Carlsbad Oaks Limited, L.P. File: e:\wp7\2300\2346a.pge GeoSoils, lne. Appendix A Page 2 '· .. ·.: .· .. ,.·: ' :· : _.;_ ·, •: · .. : .·.:; : . . •. : ~ ... ) ·, :. _... ', ,~ , ; . ~ -·. <'~ ·.,· ~ · .. · .. }.· , .. , ' . ,·-:·· :· .-... J .... ~ ., ·' .. ,:, . . • . .-· •' . ... . , ''. -~ . ',• •. -·· . •,. "!,. .. ,-·-': , ··.', . .. : .,_ -· •. ..f -•. ~ .. , '., : :-...., .. -.. '." '·_. _-,. . ~-. ·:. ·-.. . ,'• . ... ,. '· ~ .. :. ··,:_ .. · ._-.:· . ,' .. ' ...... !··-. ,J·'-···-.<· ... ,~_:·~?·,,'-.1,.:·~·:-.. .: ... ·· "/·-.:-:,:r-\/'.i-/::'·.'..\:·-·-.: -.. '·"· .. ·,_-·:· ··:·--.. · .. · .. :. •. ,.'.'; .. ':_,··_. ' .• '· :'·, .. , .. . : \.'. ; ·:.--··: ,··\_:.:-:,.::/,: .:'. ,• •.·. ·." ,. ... . · .. ·. ·-·..-'' , . ~ . } • ·.: .... -!"'' •'-• ~ •. l • .., .. _ , .. : :::·'. .. :, . ' . ·~ ' ' . ;·,._. : .. :1, '··· . -;,: . ~-. '• . \• . .. -~ •• -.>...._, •. : ;:_ .. ... -... . -·> . •• 1 •• BORING LOG GeoSoils, Inc. w.o. 2346-SC PROJECT:CARLSBAD OAKS, L.P. BORING B-1 SHEET_1_OF 1 Lot 19, Tract 74-21 DA TE EXCAVATED 11-7-97 Sample ,-.. SAMPLE METHOD: Hand Auger ~ ,-.. ..., ,-.. +-~ m :I ..., C Standard Penetration Test +-0 '+-+-+-,-.. OJ ·-~ Water Seepage into hole ..., '+-c .... I.. +-~ I -0 '\, -::, Ill Undisturbed, Ring Sample .c Ill OJ Ill 0 ::, 0 +-I.. +-!t!. ·-.C 3 Vl .c a. Ill ::, a. --0 I.. 0 u e :»..., ·-+- OJ ::, C::, -Vl JI I.. 0 Ill Description of Material Cl ID ::, +-ID ::, Vl 0 :c Vl . ~ M-Ml ~il-ARTIFICIAL FILL: -@ O', SILTY SAND and SANDY SILT mottled, reddish brown c;1nd olive brown mottled, dry to damp, loose/soft; fine r SM ..,.,.. -:..,<' 1grained. Ir -DELMAR FORMATION @1 1 /2', SIL TY SANDSTONE, olive gray, damp to moist, -\dense; fine grained. 5-Total Depth = 2 1/2' No Groundwater Encountered -Backfilled 11 /7 /97 - - - 10-- - - - - 15- -·- - - - 20- - - - - 25- - - - • GeoSoils, Inc. PLATE B-1 Lot 19, Tract 74-21 BORING LOG GeoSoils, Inc. W. 0. 2346-SC PROJECT: CARLSBAD OAKS, L.P. BORING B-2 SH££T_1_0F Lot 19, Tract 74-21 DAT£ EXCAVATED _____ 1_1_-_7-_9_7 ___ _ Sample " ~ " V SAMPLE METHOD: _H_a_nd_A---'ug:c..e_r _______________ _ " +-~ :i: V C +-0 'I-+-+-" (l) ·-V 'I-'i::<+-t. +- I 'il ' -::, nl .c Ill (l) Ill 0 ::J u +-t. +-,.t. ·-.0 3 Cl) .0 a. Ill ::, a. -'il t. 0 u e :n'-' -+- (l) ::, C::, -Cl) :n t. 0 nl 0 ID :::) +-ID :::) Cl) 0 I:: Cl) m Standard Penetration Test ~ Undisturbed, Ring Sample ~ Water Seepage into hole Description of Material d11 A_I\AI 1---1---1--....:,.u=~----1---1-----f'~""''·''c:...,.,=1 ARTIFICIAL FILL ~; @ O', SANDY SILT and SILTY SAND mottled, reddish brown / ~: and olive brown mottled, dry to damp, soft/loose. -ML --1---l---1----1---1------1--~--+'---h\ DELMAR FORMATION ~ f -\@ 1/2', SANDY SILTSTONE, olive, damp, very stiff. / Total Depth = 2' No Groundwater Encountered 5-Backfilled 11 /7 /97 - - - 10- - - - 15- - - - 20- - - 25- - - - Lot 19, Tract 74-21 GeoSoils, Inc. PLATE B-2 BORING LOG GeoSoils, Inc. W. 0. 2346-SC PROJECT: CARLSBAD OAKS, LP. BORING 8-3 SHEET_1_0F Lot 19, Tract 74-21 DATE EXCAVATED _____ 1_1_-7_-_97 ____ _ Sample ,.... ~ ,.... V SAMPLE METHOD: _H_a_nd_A...:ug=-e_r _______________ _ ,.... +-::i: +-... +-+-,.... V ... c ... I "O ' -.c Ill (IJ Ill 0 ::i u +-~ ·-.0 3 Cl) .0 ll. a. -"O L 0 u e JI V (IJ ::J C :I -Cl) J) L a al ::>+-al :J Cl) a ~ V C 0 (IJ ·-L +- ::J nl + L Ill ::J -+- 0 nl I: Cl) m Standard Penetration Test ~ Undisturbed, Ring Sample ~ Water Seepage into hole Description of Material ~ M-ML ML --+---4--1~-l------1---+---+--....,!r'-'~--;-):"1,:. tJ!:l~l~~Fk'i-ND and SANDY SILT mottled, reddish brown ,::: , and olive brown mottled, dry to damp, loose/soft; fine -l----'~--+----1----4------+---4----+=--"h grained. - 5- - - - - 10- - - - - 15- - - - 20- - - 25- - - Lot 19, Tract 74-21 1"'0'-cE=-L-=-M""'A:-::R=---=Fo-=-R=M=-=-=-A=T:=-:IO=-=N-=----------------'I @ 1 ', SANDY SILTSTONE, olive, damp, very stiff. Total Depth = 2' No Groundwater Encountered Backfilled 11 /7 /97 GeoSoils, Inc. PLATE 8-3 BORING LOG GeoSoils, Inc. w.o. 2346-SC PROJECT: CARLSBAD OAKS, LP. BORING B-4 SHEET_1_0F 1 - Lot 19, Tract 74-21 DATE EXCAVATED 11-7-97 Sample ,.. SAMPLE METHOD: Hand Auger }: ,.. ..., ,.. -+-}: m :i: '-' C Standard Penetration Test -+-0 ... -+--+-QJ ·-~ Water Seepage into hole '-' ... ,.. I. -+- I -0 '--·,> :, Id ~ Undisturbed, Ring Sample ..c Ul QJ Ul 0 :::l 0 -+-I. -+-.I<( ·-.0 3 en .a a. Ul :, a. --a I. 0 u e J) '-' ·--+- QJ :, C :1 -en JI I. 0 Id Description of Material C al :::l-1-al :::i en C :c en 111 ~ M-ML 8-lf ARTIFICIAL FILL @ O', SIL TY SAND and SANDY SILT mottled, reddish brown ,....., ' ML ,....., ' and olive brown mottled, dry to damp, loose/soft; fine ~ grained. -DELMAR FORMATION 1@ 1 ', SANDY SILTSTONE, olive, damp, very stiff. -Total Depth = 2' 5-No Groundwater Encountered Backfilled 11 /7 /97 - - - - 10-. - - - - 15- - - - - 20- - - - - 25- - - - - Lot 19, Tract 74-21 GeoSoils, Inc. PLATE B-4 BORING LOG GeoSoils, Inc. w.o. 2346-SC PROJECT: CARLSBAD OAKS, L.P. BORING 8-5 SHEET _}_OF 1 - Lot 19, Tract 74-21 DATE EXCAVATED 11-7-97 ,... SAMPLE METHOD: Hand Auger Sample ~ ,... ..., ,... +-~ m ::i:: ..., C Standard Penetration Test +-0 ... +-+-OJ ·-F\j Water Seepage into hole ..., ... ,... t. +- I 1J ' -·c ... ::, Ill ~ Undisturbed, Ring Sample .c UI OJ UI 0 :::, u +-t. +-~ ·-.0 3 Cl) .a a. UI :, a. -"(J t. 0 u e :JI..., ·-+- OJ :, C :, -Cl) JI t. 0 Ill Description of Material Cl Ill :::, +-Ill :::, Cl) Cl :c Cl) 1111 C 1\/1_1\/I 8;:;? ARTIFICIAL FILL ML ,-J, @ O', SIL TY SAND and SANDY SILT mottled, reddish brown ,-J, ,-J, and olive brown mottled, dry to ·aamp, loose/soft; fine ,-J, grained. ; -DELMAR FORMATION @ 1 /2', SANDY SILTSTONE, olive, damp, very stiff. i -Total Depth = 2' 5· No Groundwater Encountered Backfilled 11 /7 /97 - - - - 10-. - - - - 15- - - - - 20- - - - - 25- - - - Lot 19, Tract 74-21 GeoSoils, Inc. PLATE B-5 BORING LOG GeoSoils, Inc. w.o. 2346-SC PROJECT: CARLSBAD OAKS, L.P. BORING 8-6 SH£ET_1_OF 1 - Lot 19, Tract 74-21 DAT£ EXCAVATED 11-7-97 Sample ,... SAMPLE METHOD: Hand Auger ~ ,... 'V ,... +-~ m :I 'V C Standard Penetration Test +-0 Cf-+-+-a, ·-~ Water Seepage into hole 'V Cf-·-,... L +-~ Undisturbed, Ring Sample I 'tl ' -c<t-:I 111 .c Ill a, Ill 0 ::, 0 +-L +-:,t. ·-.0 3 ti) .0 0. Ill :I 0. -'tl L 0 u e JI 'V ·-+-a, :I C :I -(/) JI L 0 111 Description of Material 0 Ill ::, +-Ill ::, ti) 0 :c (/) ~ M-ML ;_;-:,, ARTIFICIAL FILL z~; @ O', SIL TY SAND and SANDY SILT mottled, reddish brown 1-ML ,...., , ,...., ,. and olive brown mottled, dry to damp, loose/soft; fine -,...., , ,...., , 1grained. -DELMAR FORMATION J 1@ 1 ', SANDY SILTSTONE, olive, damp, very stiff. -Total Depth = 2 1 /2' 5-No Groundwater Encountered Backfilled 11 /7 /97 - - - - 10-. - - - - 15- - - - - 20- - - - - 25- - - - - Lot 19, Tract 74-21 GeoSoils, Inc. PLATE 8-6 ' " . -,· . '·~ '· •,' ·. ,.' . {" . . ~ ·., . . . ~.' . .; .· .·, '.• -·: . ·.·"·. ··;: : .. : ' (··. ·,, ....... : '-, . . ,.• ' ~ \··· ..... l ... ; '':', .,.-. ·· ... ··-· .. •."- ·::-· .. '' . .::· .. -. .:, . ··-. .... , . • • i: ~· -~ : ', • I : -;,,'-:::-•. . .. -' --~ '· =-- _,_·;_ ... ·_: .. :.r {'! if .. ~ 1·· C-\". A-VALUE Iii "'*'''Ii TEST REPORT •• ,~ llfU ,,, 1111,· ,,,. llo1 "" 11 J .i:: ·I f,11 Ii II 100 eo 60 ClJ ::, .-, IO > I a: 40 20 0 Resistance Compact. NO. Pressure psi 1 300 2 300 3 300 ... ... ~ --r--·-t--···T···-+----y-----1---+-----1----1----.... -1 ----i----r --t ····r .. ···· r······=·····) ....... :········\ ....... ;; ....... ~ ........ \ ....... ········1·······-f--..... 1 .. ······ t····'!'· .. ····t······i·······}······r······l ·······t·······f ········t······· ········l·······-t-· .. ···-t-······· . . . . . . . . . . . ~ ••• "t" ... ••~• •• ••• ••f ••••••--r-• • •••.,..•• ••••f "••••• (••••• • ;•: .. ,o,. ••1•! •••• •• • •• •••••• =.!••••••••1.1••• ........ l ..... II I -. . . . . . : . . . ,.. ... :-.... I ....... ::.= ........ ·.·:;· ........ _:f ••••••. ·.·==· ..•. I··:·· .... ··:···· .... ~--...... ·; ............ ···=f· ....... -~ ..... ·-i·· ..... . .. -:-• ., .... --.:· ,, ... . ~ ·· · r·· · · -r · · ···· 1 · ···· ·+-· ···-i-· ····· r···· t ··· ··· -i-,······? ··-··· · · · ··· · · · j·· -· ··· ·1 -··· : .. i-------- :-........... :. .............. .: ................. -.: ............. ~ ....... : ....... : ............ -.~ .............. : ............... ~---···· .............................. : .............. :········ : :. =.· ·.: : ; : : : : !'-• • • • • -. . . . . . . . . . . . . . ~·····r ·······r···--r······-r······r·····r······:· .. ····-r·······f ······· ········1·······1··---·=········ ... : : : ; : .. : : : : . ~ • •• ••:,1 I 11 tit i1 I lflll••: .. •• .......... : ................ :.,.,.,.,., ••• o .,• •• ••••• ~-• ., •• •••: .,.,.,. • • ., • ,. ••• ,.,. ~••••••• •r• .... ••••1••• I 1,.,., • --• • • • • • I • -• ;,, Ii,,,, i,,, ,;,,,,;,, ,,i, ,, 1i,,,1i, rr ,i111,i11 II Ill Ii,,,,;,, ,~i,,,' 800 700 600 500 400 300 200 100 Exudation Pressure -psi R-Value ana Expansion Pressure -Cal Test 301 Density Expansi(?n H9rizontal Sample Exua. Moist. A Pressure Press. psi H1iight Pressure pcf ::i; Value psi @ 160 psi in. psi 109.3 15.6 0.64 140 2.81 159. 5 106.1 13.6 1.39 138 2.88 328 6 109.8 11.6 0.64 125 2.80 515 10 R Value Corr. 5 6 11 TEST RESULTS MATERIAL DESCRIPTION A-Value@ 300 psi exuaation pressure Project No.:. 281733.60 Project: GEO SOILS CARLSBAD Location: B-1 ~ 0-1.5 2346-A Date: 11-13-:1997 A-VALUE TEST REPORT 6 GEOIE:a-.lI:CAL Ii ENY~AL ENGINEERS.. Il«:. LIGHT BROWN CLAY Testea by: 0. FOSTER Checked by: C. STORTS Remarks: Fig. No. 1 Plate C-1 .. •: .. - .... ,. .. ·{ .-.. .. ~ . ;~ ' .. -. ' _:,.· ...... -·· ,_ .... _ :···· . 1,·, J: .. :-: .. .; - .-.. - •I; .:·· .. ·' ... ,· .. ···: • !, • i -~ • ',. ··. ; ~ ~ . ·:., -· . ~ ~-: ·. ·-~. '~.' GENERAL EARTHWORK AND GRADING GUIDELINES General These guidelines present general procedures and requirements for earthwork and grading as shown on the approved grading plans, including preparation of areas to filled, placement of fill, installation of subdrains and excavations. The recommendations contained in the geotechnical report are part of the earthwork and grading guidelines and would supersede the provisions contained hereafter in the case of conflict. Evaluations performed by the consultant during . the course of grading may result in new recommendations which could supersede these guidelines or the recommendations contained in the geotechnical report. The contractor is responsible for the satisfactory completion of all earthwork in accordance with provisions of the project plans and specifications. The project soil engineer and engineering geologist (geotechnical consultant) or their representatives should provide observation and testing services, and geotechnical consultation during the duration of the project. EARTHWORK OBSERVATIONS AND TESTING Geotechnical Consultant Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer and engineering geologist) should be employed for the. purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report, the approved grading plans, and applicable grading codes and ordinances. The geotechnical consultant should provide testing and observation so that determination may be made that the work is being accomplished as specified. It is the responsibility of the contractor to assist the consultants and keep them apprised of anticipated work schedules and changes, so that they may schedule their personnel accordingly. All clean-outs, prepared ground to receive fill, key excavations, and subdrains should be observed and documented by the project engineering geologist and/or soil engineer prior to placing and fill. It is the contractors1s responsibility to notify the engineering geologist and soil engineer when such areas are ready for observation. Laboratory and Field Tests Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Testing Materials test method ASTM designation 0-1557-78. Random field compaction tests should be performed in accordance with test method ASTM designation D-1556-82, D-2937 or D-2922 and 0-3017, at intervals of approximately 2 feet of fill height or every 100 cubic yards of fill placed. The,se criteria would vary depending on the soil conditions and the size of the project. The location and frequency of testing would be at the discretion of the geotechnical consultant. Contractor's Responsibility All clearing, site preparation, and earthwork performed on the project should be conducted by the contractor, with observation by geotechnical consultants and staged approval by the governing agencies, as applicc!-ble. It is the contractor's responsibility to prepare the ground surface to receive the fill, to the satisfaction of the soil engineer, and to place, spread, moisture condition, mix and compact the fill in accordance with the recommendations of the soil engineer. The contractor should also remove all major non- earth material considered unsatisfactory by the soil engineer. It is the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the earthwork in accordance with applicable grading guidelines, codes or agency ordinances, and approved grading plans. Sufficient watering apparatus and compaction equipment should be provided by the contractor with due consideration for the fill material, rate of placement, and climatic conditions. If, in the opinion of the geotechnical consultant, unsatisfactory conditions such as questionable weather, . excessive oversized rock, or deleterious material, insufficient support equipment, etc., are resulting in a quality of work tha~ is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the conditions, and if necessary, stop work until conditions are satisfactory. During construction, the contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. SITE PREPARATION All major vegetation, including brush, trees, thick grasses, organic debris, and other deleterious material should be removed and disposed of off-site. These removals must be concluded prior to placing fill. Existing fill, soil, alluvium, colluvium, or rock materials determined by· the soil engineer or engineering geologist as being unsuitable in-place should be removed prior to fill placement. Depending upon the soil conditions, these materials may be reused as compacted fills. Any materials incorporated as part of the compacted fills should be approved by the soil engineer. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines, or other structures not located prior to grading are to be removed or treated in a manner recommended by the soil engineer. Soft, dry, spongy, highly fractured, or otherwise unsuitable ground extending to such a depth that surface Carlsbad Oaks Limited, LP. File: e:\wp7\forms\gradguide.lns Appendix D Page2 processing cannot adequately improve the condition should be over-excavated down to firm ground and approved by the soil engineer before compaction and filling operations continue. Overexcavated and processed soils which have been properly mixed and moisture conditioned should be re-compacted to the minimum relative compaction as specified in these guidelines. Existing ground which is determined to be satisfactory for support of the fills should be scarified to a minimum depth of 6 inches or as directed by the soil engineer. After the scarified ground is brought to optimum moisture content or greater and mixed, ·the materials should be compacted as specified herein. If the scarified zone is grater that 6 inches in depth, it may be necessary to remove the excess and place the material in lifts restricted to about 6 inches in compacted thickness. Existing ground which is not satisfactory to support compacted fiif should be over- excavated as required in the geotechnical report or by the on-site soils engineer and/or engineering geologist. Scarification, disc harrowing, or other acceptable form of mixing should continue until the soils are broken down and free of large lumps or clods, until the working surface is reasonably uniform and free from ruts, hollow, hummocks, or other uneven features which would inhibit compaction as described previously. Where fills are to be placed on ground with slopes steeper than 5: 1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench, which will act as a key, should be a minimum of 15 feet wide and should be at least 2 feet deep into firm material, and approved by the soil engineer ·and/or engineering geologist. In fill over cut slope conditions, the recommended minimum width of the lowest bench or key is also 15 feet with the key founded on firm material, as designated by the Geotechnical Consultant. As a general rule, unless specifically recommended otherwise by the Soil Engineer, the minimum width of fill keys should be approximately equal to ½ the height of the slope. Standard benching is generally 4 feet (minimum) vertically, ..exposing firm, acceptable material. Benching may be used to remove unsuitable materials, although it is understood that the vertical height of the bench may exceed 4 feet. Pre-stripping may be considered for unsuitable materials in excess of 4 feet in thickness. All areas to receive fill, including processed areas, removal areas, and the toe of fill benches should be observed and approved by the soil engineer and/or engineering geologist prior to placement of fill. Fills may then be properly placed and compacted until design grades (elevations) are attained. COMPACTED FILLS Any earth materials imported or excavated on the property may be utilized in the fill provided that each material has been determined to be suitable by the soil engineer. These materials should be free of roots, tree branches, other organic matter or other deleterious materials. All unsuitable materials should be removed from the fill as directed Carlsbad Oaks Limited, LP. File: e:\wp7\forms\gradguide.lns Appendix D Page3 by the soil engineer. Soils of poor gradation, undesirable expansion potential, or substandard strength characteristics may be designated by the consultant as unsuitable and may require blending with other soils to serve as a satisfactory fill material. Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other bedrock derived material. Benching operations should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact. Oversized materials defined as rock or other irreducible materials with a maximum dimension greater than 12 inches should not be buried or placed in fills unless the location of m'aterials and disposal methods are specifically approved by the soil engineer. Oversized material should be taken off-site or placed in accordance with recommendations of the soil engineer in areas designated as suitable for rock disposal. Oversized material should not be placed within 1 O feet vertically of finish grade (elevation) or within 20 feet horizontally of slope faces. To facilitate future trenching, rock should not be placed within the range of foundation excavations, future utilities, or underground construction unless specifically approved by the soil engineer and/or the dev~lopers representative. If import material .is required for grading, representative samples of the materials to be utilized as compacted fill should be analyzed in the laboratory by the soil engineer to determine its physical properties. If any material other than that previously tested is encountered during grading, an appropriate analysis of this material should be conducted by the soil engineer as soon as possible. Approved fill material should be placed in areas prepared to receive fill in near horizontal layers that when compacted should not exceed 6 inches in thickness. The soil engineer may approve thick lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer should be spread evenly and blended to attain uniformity of material and moisture suitable for compaction. Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aerated by scarification or should be blended with drier material. Moisture condition, blending, and mixing of the fill layer should continue until the fill materials have a uniform moisture content at or above optimum moisture. After each layer has been evenly spread, moisture conditioned and mixed, it should be uniformly compacted to a minimum of 90 percent of maximum density as determined by ASTM test designation, D-1557-78, or as otherwise recommended by the soil engineer. Compaction equipment should be adequately sized and should be specifically designed for soil compaction or of proven reliability to efficiently achieve the specified degree of compaction. Carlsbad Oaks Limited, LP. File: e:\wp?\forms\gradguide.lns Appendix D Page4 Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be re-worked until the required density and/or moisture content has been attained. No additional fill shall be placed in an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements, and is approved by the soil engineer. Compaction of slopes should be accomplished by over-building a minimum of 3 feet horizontally, and subsequently trimming back to the design slope configuration. Testing shall be performed as the fill is elevated to evaluate compaction as the fill core is being developed. Special efforts may be necessary to attain the specified compaction in the fill slope zone. Final slope shaping should be performed by trimming and removing loose materials with appropriate equipment. A final determination of fill slope compaction should be based on observation and/or testing of the finished slope face. Where compacted fill slopes are designed steeper than 2:1 (horizontal to vertical), specific material types, a higher minimum relative compaction, and special grading procedures, may be recommended. If an alternative to over-building and cutting back the compacted fill slopes is selected, then special effort should be made to achieve the required compaction in the outer 1 O feet of each lift of fill by undertaking the following: 2. An extra piece of equipment c~nsisting of a heavy short shanked sheepsfoot should be used to roll (horizontal) parallel to the slopes continuously as fill is placed. The . sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compaction to the face of the slope. 2. Loose fill should not be spilled out over the face of the slope as each lift is compacted. Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re-rolling. 3. Field compaction tests will be made in the outer (horizontal) 2 to 8 feet of the slope at appropriate vertical intervals, subsequent to co'mpaction operations. 4. After completion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face. Subsequent to testing to verify compaction, the slopes should be grid-rolled to achieve compaction to the slope face. Final testing should be used to confirm compaction after grid rolling. 5. Where testing indicates less than adequate compaction, the contractor will be responsible to rip, water, mix and re-compact the slope material as necessary to achieve compaction. Additional testing should be performed to verify compaction. Carlsbad Oaks Limited, LP. File: e:\wp?\forms\gradguide.lns Appendix D Page5 6. Erosion control and drainage devices should be designed by the project civil engineer in compliance with ordinances of the controlling governmental agencies, and/or in accordance with the recommendation of the soil engineer or engineering geologist. SUBDRAIN INSTALLATION Subdrains should be installed in approved ground in accordance with the approximate alignment and details indicated by the geotechnical consultant. Subdrain locations or materials should not be changed or modified without approval of the geotechnical cons·ultant. The soil engineer and/or engineering geologist may recommend and direct changes in subdrain line, grade and drain material in the__field, pending exposed conditions. The location of constructed subdrains should be recorded by the project civil engineer. EXCAVATIONS Excavations and cut slopes should be examined during grading by the engineering geologist. If directed by the engineering geologist, further excavations or overexcavation and re-filling of cut areas should be performed and/or remedial grading of cut slopes should be performed. When fill over _cut slopes are to be graded, unless otherwise approved, the cut portion of the slope should be observed by the engineering geologist prior to placement of materials for construction of the fill portion of the slope. The engineering geologist should observe all cut slopes and should be notified by the contractor when cut slopes are started. If, during the course of grading, unforeseen adverse or potential adverse geologic conditions are encountered, the engineering geologist and soil engineer should investigate, evaluate and make recommendations to treat th~~e problems. The need for cut slope buttressing or stabilizing should be based on in-grading evaluation by the engineering geologist, whether anticipated or not. Unless otherwise specified in soil and geological reports, no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. Additionally, short-term stability of temporary cut slopes is the contractors responsibility. Erosion control and drainage devices should be designed by the project civil engineer and should be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the soil engineer or engineering geologist. Carlsbad Oaks Limited, L.P. File: e:\wp7\forms\gradguide.lns Appendix D Page 6 COMPLETION Observation, testing and consultation by the geotechnical consultant should be conducted during the grading operations in order to state an opinion that all cut and filled areas are graded in accordance with the approved project specifications. After completion of grading and after the soil engineer and engineering geologist have finished their.observations of the work, final reports should be submitted subject to review by the controlling governmental agencies. No further excavation or filling should be ·undertaken without prior notification of the soil engineer and/or engineering geologist. All fir1ished cut and fill slopes should be protected from erosion and/or be planted in accordance with the project specifications and/or as recommended by a landscape architect. Such protection and/or planning should be undertaken as soon as practical after completion of grading. JOB SAFETY General At GeoSoils, Inc. (GSI) getting the job done safely is ·of primary concern. The following is the company1s safety considerations for use by all employees on multi-employer construction sites. On ·ground personnel are at highest risk of injury and possible fatality on grading .and construction projects. GSI recognizes that construction activities will vary on each site and that site safety is the prime responsibility of the contractor; however, everyone must be safety conscious and responsible at all times. To achieve our goal of avoiding accidents, cooperation between the client, the contractor and GSI personnel must be maintained. •. .·-· •c' In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of field personnel on grading and construction projects: Safety Meetings: GSI field personnel are directed to attend contractors regularly scheduled and documented safety meetings. Safety Vests: Safety vests are provided for and are to be worn by GSI personnel at all times when they are working in the field. Safety Flags: Two safety flags are provided to GSI field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. Carlsbad Oaks Limited, LP. File: e:\wp7\forms\gradguide.lns Appendix D Page? I I _ _J Flashing Lights: All vehicles stationary in the grading area shall use rotating or flashing amber beacon, or strobe lights, on the vehicle during all field testing. While operating a vehicle in the grading area, the emergency flasher on the vehicle shall be activated. In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office. Test Pits Location. Orientation and Clearance _ The technician is responsible for selecting test pit locations. A primary concern should be the technicians's safety. Efforts will be made to coordinate locations with the grading contractors authorized representative, and to select locations following or behind the established traffic pattern, preferably outside of current traffic. The contractors authorized representative (dump man, operator, supervisor, grade checker, etc.) should direct excavation of the pit and safety during the test period. Of paramount concern should be the soil technicians safety and obtaining enough tests to represent the fill. Test pits should be-excavated so that the spoil pile is placed away form oncoming traffic, whenever possible. The technician's vehicle is to be placed next to the test pit, opposite the spoil. pile. ·This necessitates the fill be maintained in a driveable condition. Alternatively, the contractor may wish to park a piece of equipment in front of the test · holes, particularly in small fill areas.or those with limited access. A zone of non-encroachment should be established for all test pits. No grading equipment should enter this zone during the testing procedure. The zone should extend approximately 50 feet outward from the center of the test pit. This zone is established for safety and to avoid excessive ground vibration which typically decreased test results. When taking slope tests the technician should park the.vehicle directly above or below the test location. If this is not possible, a prominent flag should be placed at the top of the slope. The contractor's representative should effectively keep all equipment at a safe operation distance (e.g. 50 feet) away from the slope during this testing. The technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician!s vehicle should be parked at the perimeter of the fill in a highly visible location, well away from the equipment traffic pattern. The contractor should inform our personnel of all changes to haul roads, cut and fill areas or other factors that may affect site access and site safety. In the event that the technicians safety is jeopardized or compromised as a result of the contractors failure to comply with any of the above, the technician is required, by company policy, to immediately withdraw and notify his/her supervisor. The grading contractors representative will eventually be contacted in an effort to effect a solution. However, in the Carlsbad Oaks Limited, L.P. File: e:\wp7\forms\gradguide.lns Appendix D Page 8 interim, no further testing will be performed until the situation is rectified. Any fill place can be considered unacceptable and subject to reprocessing, recompaction or removal. In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor brings this to his/her attention and notify this office. Effective communication and coordination between the contractors representative and the soils technician is strongly encouraged in order to implement the above safety plan. Trench and Vertical Excavation It is the contractor1s responsibility to provide safe access into trenches where compaction testing is needed. Our personnel are directed not to enter any excavation or vertical cut which 1) is 5 feet or deeper unless shored or laid back, 2) displays any evidence of instability, has any .loose rock or other debris which could fall into the trench, or 3) displays any other evidence of · any unsafe conditions regardless of depth. All trench excavations or vertical cuts in excess of 5 feet deep, which any person enters, should be shored or laid back. · · Trench access should be provided in accordance with CAL-OSHA and/or state and local · -. · standards: Our .personnel are directed not to enter any trench by being lowered or 11riding down'-'· on the equipment. If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify his/her supervisor. The contractors representative will eventually be contacted in an effort to effect a solution. All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal. If GSI personnel become aware of anyone working beneath an unsafe trench wall or vertical excavation, we have a legal obligation to put the contractor and owner/developer on notice to immediately correct the situation. If corrective steps are not taken, GSI then has an obligation to notify CAL-OSHA and/or the proper authorities. Carlsbad Oaks Limited, LP. File: e:\wp?\forms\gradguide.lns Appendix D Page9 DETAJL FOR FfLL SLOPE TOEING OUT ON FLAT ALLUVIA TEO CANYON TGE C!= SLCPE AS SHOWN ON GRADING PLAN ORIGINAL GROUND SURFACE TO SE · · , ) COMPACiED FiLL ~ RESTORED w,rn coMPACTEO FILL _ L:G:L~:~u~~ sCu~XARIES. FOR DEEP REMOVALS. /..t..;,"<' r BACl<CUT \!'\SHOULD SE HADE NO /..-$'~ I STEEPER THA~:1 OR AS NECESSARY <~~ ANTICIPATED ALLUVIAL'REHOVAL FOR SAFETY ~,coNSIOERATIONS. / . . . ~ / / 7 l DEPTH PER SOIL ENGINEER. ~~/\ . .. ~\\ 1//~l~PRovioE A;;-M-;;;MUM ;;OJEC~N7Ro-; T~ ;;- SLOPE AS SHOWN ON GRADING PLAN TO THE RECOMMENDED REMOVAL DEPTH. SLOPE HEIGHT. SITE CONDITIONS AND/OR LOCAL CONOiTIONS COULD DICTATE FLATTER PROJECTIONS. REMOVAL ADJACENT TO EXISTING FILL ADJOINING CANYON FILL -------------- . ----:-~ ~ROPOSED -~DOITIONAL COMPACTED FILL COMPACTED FILL LIM ITS LINE\ ( - t . ~ V \, TEMPORARY COMPACTED FILL ~ -- ;_, FOR DRAINAGE ONLY __. ---.,., ~ . Oaf ~J, Oaf / Oaf (TO BE R~HOVEOl (EXISTING COMPAICEO FILLI 2, i, §1/Jl{$fi'~lfITT'' ~ yJ~~~~l~-1f \ \ LEGEND M',WW0vf/~E REMOVED '"'c ... r=FoRF Oaf -·L -ARTIFICIAL!-: !.. =LACING ADDITIONAL COMPACTED FiLL Oa! ALLUVIUM PLATE EG-3 FILL OVER NATURAL DETAIL . SIDEHILL FILL TOE OF SLOPE AS SHOWN ON GRADING PLAN COMf·ACTEO FILL MAINTAIN MINIMUt-1 15' WIOTII -----TO OENCH/BACKCUT --- PlllWIDE A \:1 t-lltW-llJH PROJECTION FROM OESIGtl TOE OF SI.OPE TO TOE OF KEY ____,- AS SIIOWM Ot-J AS l1lJILT l~ATllRAL SLOPE TO OE flESTOllED WITH COI-IPACTEO FILL " -----I 1/ I I ~ ............... ~..,..,...-n4 ;__---,, I'\ f.' t-llNlt-llll-1 OENCH WIDTH MAY VARY 1-_._ ----'~~IINll'UM L------~ NOTE: 1. WHERE THE NATURAL SLOPE APPROACHES OR EXCEEDS TIIE 1l'· MINIMUM KEY WIDTII DESIGN SLOPE RATIO. SPECIAL RECOMMENDATIONS WOllLO nE 7J ' )> 2'X J' MINIMUM l<EY DEPTII PROVIDED OY Tl-IE SOILS ENGINEER. -l m m G) \ 0) 2· t-tlllll-lUH It~ OEOROCI< OR APPROVED 1-IATE!tlAL. 2. THE NEED FOR Atm DISPOSITION OF DRAINS WOULD OE DETErH-111-11:D BY THE SOILS ENGINEER BASED UPON EXPOSED CONOITIOMS. FILL OVER CUT DETAIL ClJ TIFl!..1-COHJACT I. AS SIIOWN ON GRADING PLAN MAINTAIN MINIMUM 15' FILL SECTION FROM BACKCUT TO FACE OF FINISH SLOPE 2 AS SIIOWN ON AS OLJILT 11 Of"IIGIMAl. TOPOGRAPHY CUT SI.OPE /:= 1/'-' //\\\ OEOfWCK on .b.PPROV.~O 1-iATERIAL Ll r )> -\ rn rn G) \ --........1 • COMPACTEO Fil.I. i • I BENCH WIDTH HAY VARY NOTE: THE CUT PORTION OF THE SLOPE SHOULD OE EXCAVATEO Atll1 EVALUATED BY THE SOILS ENGINEER ANO/Of! ENGINE ERlt1G GEOLOGIST PRIOR TO CONSTRUCTING TIIE FILL PORTION. L] r )> -\ rn rn Q I (X) STABILIZATION FILL FOR UNSTABLE MATERIAL II 2 --------, ....... /1.1 1 EXPOSED IN PORTION OF CUT SLOPE NATlll1AL SLOPE REMOVE: UNSTABLE MATE Rl:\1. ~ :1 REMOVE: UNSTABLE I-IA TERIAI. J - r ·-· . I J' MINIMUM TILTED BACI< ~ UNWEATHEflE[l OEOfWCI, OR APPROVED MATEHIAI. IF RECOMMENDED OY Tl-IE SOILS 'ENGINEER AN°O/OR ENGINEEn!Nfi . . OEOLOGIST, THE REMAIMING CUT PORTION OF TIIE SL.OPE MAY REQUIRE REMOVAL AND REPLACEMENT WITH COMPACTED FILL. tlOTE: L SUBDRAINS ARE NOT REQUIRED UNLESS SPECIFIED BY SOILS ENGINEER ANO/OR ENGINEERING GEOLOGIST. 2. ·w· SHALL BE EQUIPMENT WIDTH 115'1 FOR SLOPE HEIGHTS LESS THAN 25 FEET. FOR SLOPES GREATER THAN 25 FEET ·w· SHALL BE DETERMIHEO BY THE PROJECT SOILS ENGINEER ANO /OR EMGl~!EERING GEOLOGIST. AT NO TIME SIIALL ·w· OE ~ESS THAN H/2. ~ l] • )> -l rn rn G) I <.O Sl<IN FILL OF N"ATURAL GROUND ORIGINAL SI.OPE 15' 1-IINIMUl-i TO BE MAINTAINED FROM PflOP·OSED FINISH SLOPE FACE TO OACKCUT ,'//' l' J.\IIJll,\ll!':l't~ \<v / j l J' MINIMUM KEY DEPTII /( \ 1/.\ \¼SA»J. \ , 77J. , , ~/ tlOTE: 1. THE MEED AND DISPOSITION OF DRAINS WILL BE DETEllMINED 13Y TIIE SOILS ENGINEEf! ANO/Oil ENGINEERING GEOLOGIST BA~EO ON FIELD CONOITIOUS. 2. PAD OVEREXCAVATION ANO RECOMPACTION SHOULD BE PERFORMED IF OETERMINEO TO OE NECESSAr1Y OY TIIE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST. • ~ DA YLIGI-IT ·cuT LOT DE T Al L ------------IIECO!lSTnucr COI-IPACTEO FILL SLOPE AT 2:1 OR FLATTER ~ tJ ~ -\ IT\ m G) I -~ 0 (1-IAY 11,cnEASE on OECREASE PAO AREAi. OVEREXC/\VATE AND RECOt-iPACT ----. ll[PLACEt-lEIIT FILL AVOID AtlD/OR CLEAM UP SPILLAGE OF IIATERIAI S Otl TIIE IIA TURAL SLOPE / / tlOTE: \. Sll IIORAIM AND l<EY WIDTH REQUIREMENTS WILL BE DETERMINED BASED ON EXPOSED SUllStJHFACL: C:OtlOITIONS AND TIIICl<NESS OF OVERBURDEN. 2. PAO OVER EXCAVATION A_ND RECOMPACTION SUOULO BE PERFORMED IF DETERMINEO NECESSAHY BY TIIE SOILS EMGINEER ANO/OR THE ENGINEERING GEOLOGIST. r TRANSITION LOT DETAIL CUT LOT (MATERIAL TYPE TRANSITION) ----------------------- PAO GRADE COMPACTED FILL OVER EX CAVA TE ANO RECOMPACT ~ t \\\ (/fS. 1//\\\///\\V,1/~\/I/\\\/I/\\\J/J\\..\///\\V//\\\0 3' MINIMUM"' ~ ~ UNWEATHERED BEDROCK OR APP~OVEO MATERIAL IP~f/1~"//\\ \1//\\V'I/ · ·. ,, TYPICAL BENCHING CUT-FILL LOT (DA YUGHT TRAt~S:TION} NOTC:: ""DE==:=~~ OVE~E:<CA'/ATION MAY BE ~ECOMMENOECJ SY Ti-i:: SOILS E:NGINE::~ ANO/OR ENGINEE:.~ING GEOLOGIST IN ST::::?= CUT-~IU .. T~ANSli""ION AR:::.AS. PLATE EG-11 TEST PIT SAFETY DIAGRAM SIDE VIEW ( NOT TO SCALE } TOP V£W 100 Fc:.:T 50 F--T S?OIL PfLE APPROXIMATE CE(TER / CF TESi PIT 1- UJ UJ u. C ll'l FLAG ( NOT TO SCALE ) 50 F=T PLATE EG-16 r " .. :· •' . •' ;- ·."'-''" • ,t ,,:" •• ''. . ,,·, . ;_\ ·. ··,. ):· . .. . :• ' . ·,. : . . . -. " . .-~ . . , . . -~ . :-' .... -: .. 'j • ; t •• ·,. ·. -... .,, ·._: t I-~· • ! • • ~-...... :. ,.: -·_,.:·~:· ·.;-~·-· .,:: .... ~· . _,._ . ·.·. :·;' · .. , .... ~;· ·'~:·:..-t. •! _ .. _.... ~·· -::.-5-\:~ -. ··.:. ' ... :· . ',: : :-~ ;_ :,_ ... , . . . ... . .. . . .. ·-·- •• -.· • _4 ... _ • : •• • ·--.,.·· :-.--~\<··:_.,;: : ·.· ,t ,}:\iii;'? '.f\/,hft;:<;,. :: /' . ·:t<:\:<.-i -::._·:_::.{::·/::-:~::·{:_<{ ... :: _:_:_ ;>·--.-. :_, : .. _· .·.,_ .. ,. .• ~ I : •' • ;, ' . :; '••,'•·. ·-· .... -.: . ......... j :··:· •• ... , • ,; ·.,·. .. ' · ~ 1 ··-.· . , ; __ , • l' . ' ... ·. ,: .. ,"'· .. ;.-. > .. ·-; .,· _. .. . ' . ~ \ :• ' - ;..:'- . ( .-. ' .. ·, ·. ·.·:,· .. '• ... '-..":: __ -:-.. . _; .; ·- . ~: . ,,~ J. -~' • -.· ':. : '-~.-:-~ .·. ,: . ~ ~ ~ : ', 1 ·-:..~ I ·., ... - , . • ' .. ,I,~ ....-.. ' .. ·..::. :" . ·-,-··\ . ':< ..... ··.-... · .... ,, . : . :,i .. ·. -: - < -·. . , , ... -.. ,. -,:., :-. :-_.· .. ·.· .. ,··,;:,:·.PAVEMENT. GRADING .G.UIOELINES, .-.· :·--,·-:·-,.·_.-._: · ·-, ............. , ... ; · ....... ;·-· •'.• : .. ., •.' , .... ~--.' ,·:.· ... ·~· ~ : -, ,. APPENDIX E Pavement Grading Recommendations General All section changes should be properly transitioned. If adverse conditions are encountered during the preparation of subgrade materials, special construction methods may need to be employed. Subgrade Within street and parking areas, all surficial deposits of loose soil material should be removed and recompacted as recommended. After the loose soils are removed, the bottom is to be scarified to· a depth of 6 inches, moisture conditioned as necessary and compacted to 95 percent of maximum laboratory density, as determined by ASTM test designation D-1557. Deleterious material, excessively wet or dry pockets, concentrated zones of oversized rock fragments, and any other unsuitable materials encountered during grading should be removed. The compacted fill material should then be brought to the elevation of the proposed subgrade for the pavement. The subgrade should be proof-rolled in order to ensure a uniformly firm and unyielding surface. All grading and fill placement should be observed by the project soil engineer and/or his representative. Base/Subbase Compaction tests are required for the recommended base/subbase section. Minimum relative compaction required will be 95 percent of the maximum laboratory density as determined by ASTM Test Designation D-1557. Base/subbase aggregate should be in accordance to the "Standard Specifications for Public Works Construction11 (green book) current edition. Paving Prime coat may be omitted if all of the following conditions are met: 1. The asphalt pavement layer is placed within two weeks of completion of base and/or subbase course. ' 2. Traffic is not routed over completed base before paving. 3. Construction is completed during the dry season of May through October. GeoSoils, Inc. 4. The base is free of dirt and debris. If construction is performed during the wet season of November through April, prime coat may be omitted if no rain occurs between completion of base course and paving and the time between completion of base and paving is reduced to three days, provided the base is free of dirt and debris. Where prime coat has been omitted and rain occurs, traffic is routed over base course, or paving is delayed, measures shall be taken to restore base course, subbase course, and subgrade to conditions that will meet specifications as directed by the soil engineer. Drainage Positive drainage should be provided for all surface water to drain towards the area swale, curb and gutter, or to an approved drainage channel. Positive site drainage should be . maintained at all times. Water should not be allowed to pond or seep into the ground. If planters or landscaping are adjacent to paved areas, measures should be taken to minimize the potential for water to enter the pavement section. Carlsbad Limited, LP. File: e:\wp7\forms\pavement.app GeoSoils, Inc. Appendix E Page 2 NON-RESIDENTIAL CERTIFICATE: Non-Residential Land Owner, please read this option carefully and be sure you throughly understand the options before signing. The option you choose will affect your payment of the developed Special Tax assessed on your property. This option is availabl'e only at the time of the first building permit issuance. Property owner signature is required before a building permit will be issued. Your signature is confirming the accuracy of all parcel and ownership information shown. Carlsbad Oaks Limited L.P. Name of Owner 475 W. Bradley Ave Address El Cajon, CA 92020 City State Zip Code (619) 440-7424 Telephone Project Address Carlsbad City Assessor's Parcel Number, or APN and Lot Number if not yet subdivided. Building Permit Number CA 9200 State Zip Code As cited by Ordinance No. NS-155 and adopted by the City Council of the City of Carlsbad, California, the City is authorized to levy a special Tax in Community Facilities district No. 1. All non-residential property, upon the issuance of 1he first building permit, shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE- TIME or (2) assume the ANNUAL SPECIAL TAX-DEVELOPED PROPERTY for a period not to exceed twenty- five (25) years. Please indicate your choice by initialing the appropriate line below: OPTION (1): OPTION (2): I electto pay ~e ~CIAL DEVELOPMENT TAX ONE-TIME now, as a one-time payment Amount of ~-Time Special Tax: $ \c:>'-t, 8 $'.] . Owner's Initials t[P . 1 I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty-five (25) years. Maximum Annual Special Tax: $ \.. t-t1 '-< 8 O . Owner Initials ___ _ I DO HEREBY CERTIFY UNDER PENAL TY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISIONS AS STATED ABOVE. Title Print Name Date The City of Carlsbad has not independently verified the information shown above. Therefore, we accept no responsibility as to the accuracy or completeness of this information. NON-RESIDENTIAL CERTIFICATE 'A z.. 'l...~ 8 G =-\ 0 <-( I 8S-7 / CERTIFICATE OF COMPLIANCE CITY OF CARLSBAD Plan Check No. r7-.S8 I 8 COMMUNITY DEVELOPMENT 2075 LAS PALMAS DR., CARLSBAD, CA 92009 (619) 438-1161 This form shall be used to determine the amount of school fees for a project and to verify that the project applicant has complied with the scbool fee req~irements. No building permits for the projects shall be issued until the certification is signed by the appropriate school district and returned to the City of Carlsbad Building Department. SCHOOL DISTRICT: _K_ Carlsbad Unified 801 -Pine Avenue Carlsbad CA 9200.8 (434-0661} Encinitas Union --101 South Rancho Santa Fe Rd. Encinitas CA 92024 (944-4300) Project ~pplicant: Project Address: -- -- San Marcos Unified 215 Mata Way San .. Marcos CA 92069 736-2236 San Dieguito Union High School 710 Encinitas Boulevard _Encinitas CA 92024 (753-6491) RESIDENTIAL: SQ. FT. of living area ____ _ number of dwelling units _____ _ SQ. FT. of covered area ___ _ ~.FT.~~ra~a~------- COMMERCIAUINDU~T~IAL:~FT. AREA '/4?, Cfl.,b Prepared by ('I\ JelJl ~->-e.J&_~ FEE CERTIFICATION . (To be completed by the School District) ·.:i._ Applicant h~s complied with fee requirement under Government Code 53080 __ Project is subject to an existing fee agreement --Project is exempt from Government Code 53080 --Final Map approval and construction started before September 1, 1986. (other school fees paid) Other ___________________________ _ Residential Fee Levied: $ based on sq ft @ -------.. -3-0~T-- comm/lndust Fee Levied: $ / 3, q ~ 7. ?ID based on Y &, Lf 2-(p sq. ft. @ c.r -------.Ll. ~" _ J. ff. Blair --~ Assistant Supt • i,--Business Services istrict Official .. -, • • • • ""' • • • _. -f • "'!" I • ,. J' ~ ,:~ _:. ,,_.,II" . Title Date I ! ·t ( r ' Z 7 \.f.l lo~e.7--A-~ u-Je....,,,+ _ lf re, <-f1-G (lJ p J s. ft Sy m 1c I'\ 17 · ~ \3 li3 \ I {L/!1/G1 to G 'I h J1, ' ,1-.... c..._,./J_.I l ~ 7 q (4 7-' LVfh -{~~iJz--~ ~Iv\ tl· l / 7>6/q ~ (lc~ub ~ U~~ ( c C .. /-..y A_,t;. f'-t1<. z(1(w-JU yvd,,; Pk 6 /Jl./j ?i0/ a,_ /,,tu(+ V,eSu.61tt;'!i/ APPROVALS r~NS-,, Date /tJV · .2:,,£ q (.qg e~ilding wf ~ 'd!Jf-Plannin~ ~f/t[f!J Engineerin~ ~ 3 /2 ~(18 f::-c ---coastal ---Health AJ!?OC. '2125/ 1rL Pl) tjY~0-P(4A3 ~~ Wtft_ 63/ 1f To DATES \ {t34fJ-h~ Cli1A_ _iicant ____ HAZMATFOflM { i --~.......,...,,,,,.,.... INDWASTEAPP +e _,, , L r r ......+r.+::::-rr--f--1+'::.....i.;-'""-scHOOLFEE FORM 1 t 11 [1. v r I L e-s. 2-s-s c Is ;t,i(!"'-5 ,,, s.:.. Lu,.s ~-'c.-,~ c.. -f-D -i-oi """-:+rHt.~·~~1---PLAN CORR q 7. "v l -t"-v 1 --r-'f-~./J+.Jl.2._I----ENGRG CORR .! 0 v-' ,-,~fL ']J2.... @ f-c_. ====:==== BUS UC ;\ · 1 / (7 ~ I ~~;~&Ns i ~ \? ( i 8,...,..--r I I'(. L-L.i!V\.__ l ~ ASSESSOR Pl.ANS :''3/J0(9i-1ss·ow __ CnFO uf 1-\ °l.f'-/ ~ lwV~-rtM' (!/[Jjfi,~0l~2 £Vvc2o-<Ui~SJ~ ( C6i~9C(~) ' i) --·---~ ---------_w_._...,. ---~-,. ~----------•--·--~ --~ --._.__, --~ \ B U I L D I N G P E R M I T PCR No: PCR980E,~, Project No: A9801414 Development No: 04/27/98 08:29 Page 1 of 1 Job Address: 2747 LOKER AV WEST Permit Type: PLAN CHECK REVISION Parcel No: Valuation: O Suite: Lot#: Construction Type: Occupancy Group: Reference#: CB973818 Status: NEW ISSUED 04/15/98 04/27/98 rma Description: UNDERGROUND PLUMBING ONLY-NO : TI CONSTRUCTION-ASYMTEK Applied: Apr/Issue: Entered By: 619 440-7424 -:::: FINAl APPROVfa\l DATE / /21J!t_1 7 I CLEARANCE..,._ _____ =,_-= CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 I t FOR OFFICE USE O~ Y PLAN CHECK NO. r~R ccross PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT EST. VAL. _________ _ 2075 Las Palmas Dr., Carlsbad (760) 438-1161 CA 92009 q 1 )f/ Plan Ck. Deposit -----n---.---- 1. PfiojECT"INl:'ORMATION·!'-_ ;2747 LDILU-t±'!._C-- Address (include Bldg/Suite #) ~ Lc,i-19 o.J; CQJ-J, lo~ Legal Description .20'l-08/- Asses~·s Parcel# t'luWL,0, Description of Work M Business Name (at this address) /.k. )4. 21 cJ~r t JM,, 2. Lot No. Subdivision Name/N~mber v1A«.>iu.t....c.ki-,'::!::, ..,;1 h~h/y Existing Use ,, hfl'UY'e,. t· I DII'- Unit No. Phase No. Total # of units Proposed Use SQ. FT. #of Storie # of Bedrooms # of Bathrooms :2L ~0NTACT'Q~0N {if:differ nt::;:applicant) -~/s·:·~-:~~~:-, ~:: '. ·:;·,:.·: :·.::., 'ei·.-:· ''',,'~':'',,'' ,= :7,,~< ~ZC> ',r::,jqj' ·46. 7424 Name Address City State/Zip Telephone# Fax# ·3: -J~c:: ~ o~~r:~ .· '[J.Agen~7;ntrat, ; .• ,~~22:;ca:~~'O~pj[E~~;E<' '·C: T~~::.::,~'i;)" ( w/J ffo ~ 71 2..4 Name · Address City State/Zip Telephone# ·4. ·Pl:IOPERTY. OWNER . S~tr ', ¥ -, -· .. • . Name Address City S.tate/Zip Telephone# 5; · CO.NTRACTOR • COMP.ANY 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 exell}ption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500]). Ht:>vvJ&f...#1,,, Ult$./, Name Address City State/Zip Telephone# State License # _________ _ License Class _________ _ City Business License # _______ _ Designer Name Address City State/Zip Telephone State License # _________ _ 6. . WORKERS' COMPENSATION ;_··.~.::·~::: .. ,, .. -:: Workers' Compensation Declaration: I hereby affirm under penal~y 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. 0 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 _______ _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR. LESS) D CERTIFICATE OF EXEMPTION: 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 the Workers' Compensation Laws of California. 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. SIGNATURE______________________________ DATE _________ _ .7. OWNER-BUILDER.DEClARATION ·· ' · , ... • ·· ·· I hereby affirm that I am exempt from the Contractor's License Law-for the following reason: . : ~ ,;._, ' ,• . ', . ~- q,_ • ·-• •• ' D I, 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 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). 0 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. 0 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 constr.uction (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 ______________________ _ 'COMP,t_ET.E 1'HIS SECTION FOR NON;Ji.ES/DENTIAL, B\,litblNG.PERMifs·oNL y -' -. ,: : ·,,,.; ,~ ',·,.,-;}, ~-'.';'",;, 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? 0 YES D NO Is the applicant or future building occupant required to obtain a permit frorr, the air pollution control district or air quality management district? O YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES D NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPAf·lCY MAY NOT BE ISSUED UNLESS THE AH'LICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE Ali'I POLLUTION CONTROL DISTRICT. ~; .• , GQ!V~TRUCTIQ~.LENDING.AG.!:N¢Y.' ',: ·.-· --··:.,·,,.~:: .•. ,,,, •.---~. ,c,:: .. ·:·:,_._ ' ., ,." .:·:'. ,.:.: ·:,," .. ;,, 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 _____________ _ it :.AP,~L!CANT-CERTIFICAT10N. 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 Cit\' 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. EXl'IRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by iimitation and become null and void if the building or wmk '"'hori,od·>y ,ooh po,m;, 0 ""~;P-'"' wfflom ""'"'of sooh ,,.,m;, o, ;1 "" oo;ld;,g" wo~ '""""''' by sooh po,m;, ;, sosp,oded or abandoned at any time after the work is c ~~ed f ·o of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE~ ,,.. c7 -----------DATE t?pr-,' I 15: /998 WHITE: File YELLOW: Applicant PINK: Finance EsGil Corporation 'J.n Partnersli.ip witli. (jovernment for '13uiUing Safety DATE: 4/20/98 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-3818 rev PCR98-55 PROJECT ADDRESS: 2747 Loker Ave West SET: II PROJECT NAME: Asymtek Rer.rised shell underground plumbing D APPLICANT .JURIS. D PLAN REVIEWER D FILE ~ The plans transmitted herewith have been corrected where necessary 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 and 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 pians 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. [Zl The applicant's copy of the ch.eek list has been sent to: Rob Lindval Floyd & Howerton Plumbing Inc. Walk--ln D Esgil Corporation staff did not advise the applicant that ttie plan check has been completed. ~ Esgil Corporation staff did advise the applicant that the plan check has been completed. · Person contacted: Rob Lindvall Telephone #: Walk~ln Date contacted:· (by: ) Fax#: Mail Telephone Fax In Person [Zl REMARKS: Mike Peterson approved Rob Lindvall to hand carry the revised plumbing plans (sheets P-1, P-2 and P-3 back to the city. By: Glen Adamek Esgil Corporation D GA D CM D EJ D PC Enclosures: 4/20/98 log-in trnsmtl.dot 9320 Chesapeake Drive, Suite 208 ·+ San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 EsGil Corporation 1.n Partnersfiip Witli (jovernment for 'lJuiUing Safety DATE: 4/20/98 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-3818 rev PCR98-55 PROJECT ADDRESS: 2747 Loker Ave West SET: II ~ANT ~· D PLAN REVIEWER 0 FILE PROJECT NAME: Asymtek Revised shell underground plumbing ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's· building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when min<?r 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 and 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 p·erson. 1 ~ The applicant's copy of the check list has ·been sent to: Rob Lindval Floyd & H~werton Plumbing Inc. Walk-In D Esgil Corporation staff did not advise the applicant that the plan check has been completed. ~ Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Rob Lindvall Telephone#: Walk-In Date contacted: (by: ) Fax#: Mail Telephone Fax In Person ~ REMARKS: Mike Peterson approved Rob Lindvall to hand carry the revised plumbing plans (sheets P-1, P-2 and P-3 back to the city. By: Glen Adamek Esgil Corporation D GA D CM D EJ D PC Enclosures: 4/20/98 log-in trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 VALUATION AND PLAN CHECK FEE JURISDICTION: Calsbad PREPARED BY: Glen Adamek BUILDING ADDRESS: 2747 Loker Ave West BUILDING PORTION II BUILDING A ~A (sq. ft.) 3 hours (a) $87.15 = $ 261.45 / 0.8 = Air Conditioning Fire Sprinklers TOTAL VALUE use Building Permit Fee: USC Plan Check Fee: Comments: PLAN CHECK NO.: 97-3818 rev PCR98-55 DATE: 4/20/98 BUILDING OCCUPANCY: 8/F~1/S-1 TYPE OF CONSTRUCTION: v-n VALUATION MULTIPLIER $ 326.81 Esgil Fee VALUE $ --0-- $' 326.81 $ 261.45 {$) Sheet 1 of 1 valuefee.dot HAMANN CONSTRUCTION ---::===:===:=.General Contracting & Development======-- uc # 373142 ATTN: We Transmit: P,erewith Under Separate Cover --Parcel Post --Personal Delivery --Pacific Messenger --Airborne --:::ups 475 W. BRADLEY AVENUE• EL CAJON, CALIF. 92020 PHONE: 619/440-7424 EXTENDED: 619/286-1515 FAX: 619/440-8914 TRANSMITTAL DATE '-!(~/~[/ I I PROJECT llsc/JJ(/ek_ I 7 BID DATE RETURN PLANS BY --- The Following: For: I Sub-Contracts/P.O. Architect's Approval --Contract Plans/Spec --Field Information =Shop Drawings --Your Approval Equipment Lists --As Requested --Submittal Brochures --Approved as Noted --Letters --Your Proposal --As Built Dwg Your Information REMARKS: .£;;,.Plans · -?/e5, bs}/:;J;{!ft~~ ! -/(HJef'~lt Please Return: __ Signid copies to this office __ Approved copues Lo this office URGENT immediate reply requested C r.• ..... ____ ., _________ _ BY Sincerely; HAMANN CONSTRUC nm.1 -------------"·-· ----.... ·-- SEE MORE REVISIONS SCANNED SEPARATELY