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Home My WebLink About2341 LAPIS RD; REC BLDG; PC040066; PermitPERMlt APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO EST VAL Plan Ck Deposit Validated Date LAPK 110*0 Address (include Bldg/Suite #) LOT 4-T of Co^TA Business Name (at this address) Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessor s Parrel tt Existing Use3,,i Proposed Use O Description of Work 2 iiCONTACT PERSON (if different Sorfi applicant) SO FT #of Stories # of Bedrooms tt of Bathrooms Ittfl , £A*ii<flAD City |3..-.» APPLICANT S 00,. Contractor Q AgenTforContractor :::: Downer E^ Age:nrfor Owner ...... : APiovE) 2-O06 Name Address State/Zip Telephone #Fax* Name 4 IPROPERTY OWNER Address City State/Zip Telephone tt Name Address City State/Zip Telephone # (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 Codel or that he is exempt therefrom and the basis for the alleged exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars I$500I) Name State License tt Address License Class City State/Zip City Business License tt Telephone tt Designer Name State License tt Address City State/Zip Telephone .. Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations l~l 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 G 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 [$100] OR LESS) l~l 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 :;. . -- ,3: ; S ... ... Ik • . : ... :*T : .... . i-..;'* 1 I hereby affirm that I am exempt from the Contractor s License Law for the following reason n 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) fj] 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 I""] YES PINO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) 5 I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) , PROPERTY OWNER SIGNATURE JLt DATE :FOR/ro^ ""'".'..•;....;::: .:; 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? Q YES &f NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? l~l YES fvr NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? O YES M NO IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT !»-•- CONSTRUCTION LENDING AGENCY: ..' .. ".."''" " ..' ;;:'"'. . JP''" '.'.'. '• . ,, If"" -?" r :,?' if I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(0 Civil Code) LENDER'S NAME LENDER'S ADDRESS •9 APPLICANT CERTIFICATION : --I" *..'::"i:::"::" -4' ~.'~if'~ - --' - - - ..=„:,?::- p •-., , ^• ,,,,:==»: •-, 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 CitV 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 commeoeeolwijbw 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commMciRI frnl^peripd of 180 days (Section 106 4 4 Uniform Building Code) APPLICANT'S SIGNATURE J \ \ \S DATE "i-2: WHITE File YELLOW Applicant PINK Finance V-19-04 15 22 FROM-HCFS 847 205 7450 T-740 P 002/002 F-729 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 ^ FOR OFFICE USE ONLY PLAN CHECK NO. EST VAL. Plan Ck Deposit Validated By. Data Buslnoao Name (at This address)Address (include Blda/suito *] LOT ±1 Of Lot No Subdivision Name/Number Existing VlsoAssessor's Pares! 9 , Daacriptlon of Work CaLtATfJrVU- AW-»A6C M E*fT (Sac 703i 8 BMsinuo* and Professions Coda Any City or County which requires e permit t» cotwtruot, otter, Improve^ demolish or ropnlr any cvuowre, prior to Its issuance also requires the applicant for such parmlt to file a signed statomont that ha IB licensed pursuant to tha provisions of Tho Comraqwr'a Llcane» Law[Chapter 9, commending with Section 7000 of Division 3 of tho Business and Professions Code] or that ha Is exempt tharafrom, and tha> Pn»ls for tho allogod axamptfon Any violation of Section 7031 5 by any applicant far B permit subjoote thft applicant to a civil penally of not more than five hundrod dollars IS BOO]), Noma State Llc»n»e f.Llconso Class City Sum/Zip TalaphondC City Bualnesa LlGoruo t __^^^^^—^_ .Dealgnoc NtmA Statq License It. Address CUy StatWZip T0l«phona Worker? Cempanaatlon Declaration I hereby affirm under penalty at perjury ona of the following doalarailona. Q I hjvo and will maintain a certificate of consent to aalMnaura for workers' compensation go provided by Sactlon 3700 of the Labor Coda, for tha performance of thn work for which this parmlt Is Issued 'Q I have and will maintain workers' compana-stlon, as required by Section 3700 of the Labor Coda, for tho par/ormanoa of tha. work, forfyvhich this permit IB fsauad My worker's compensation insurance carrier and pallay number are. n • ^,, Insurance Company *• Polloy No Expiration Date (THIS SECTION NEED MOT BE COMPLETED IF WE PERMIT IS FOR ONE HUNDRED PQLLARS [0100] OR LESS) Q CERTIFICATE OF EXEMPTION. I certify that In the performance of the work for which this pormit is issued. I ehall not employ any peraqri Inany manner BO an ta bacomo Bubjoct to tha Workers' Compensation Laws of California. -- '" " WAHN1NQ1 Failure 10 BOOWO workers' companaatlon oovaroga la unlawful, and ahull luhloet en employer to criminal penalties and civil flnaa Up to one hundred thousand dollar* (»400^00). iFLJflWgn tojjia coat of compensation, danuaeB aa prpvlrfad for In Section 3706 of tha Labor coda-/|i>tar«etia,nd ottonuy'a few " - "" DATE. I hereby affirm that I am exempt from th» Coniraotor'a Loonso Low for the following raason. 0 L M owner of tho property or my employees with waga» aa their aple compensation, will do th» work and tho structure la not Intends?! «r offered for sale (Bac 7044, Business and Professions Coda Tha Contractor's License UwXo'oes not apply to an ouiner of property who bulfda<o.c»vnprovas tharaon,. and^who dpap such work hlmaeir or through h'a own employoea, provided that euDh Improyamenta ar« not Intondod or orfera^ for aala If, howavarvth,a building or Improvement Is sold within Ona year of completion, the owner-bullflor will hava tha burden of proving that ha did not build or improve-for Wie pi^rppso of Bale), r ' El I, (i< owner of tha property, am axcluslvaly contracting with licansad contraotora to construct tha project (Sot; 7044, Buplrieas «nd Profegglons Coda. Tha Contractor's License Law dooa not apply to an owner of property who builds or improves thereon, and contracts for such projects with co.r|tractor|o) licensed pursuant to tha Contractor's License Law] -in-,. D I am exempt under Sootlon — Bualnoss and ProfosalOflB Coda for tills reason- 1 I pononolly plan to provide tha major labor and rtiatoruils for canatfUotlfin of.fha proposed property Improvement P YES ONO 2 I (have / have not) signed an application for a building parmlt for tha orcpoood wBTfc, 3 I fiava comractod with the following parson (firm) to pravlde tho proposed construction (IncfudeViame / addrass / phone number / contractors license rumbei)* i 4 I plan to pfSVida portions of the work, but I have hlied thu following person to ODDrdlnats, supervise and provide Ih4 major work (Inbludo.Tiarne / addraaa / phono rwmber / contractors license number!. 6. I will provide some of the work, but I hava contracted (hired) the following parsons to provide the work Indicated (include Damp-/* address / phono number /type of work). PROPERTY OWN6R SIGNATURE la tha applicant Of future building oooupant required to aubmlt n business plan, acutely hazardous materials raglauaTlOQjqrm or rlalt mapaoomant and provonilon OrOonm^ndar SOotions 2BBOE, 25633 or 26634 of iha Prasley-Tannar hazardous Substance AOOOunt Act? Q YES Ef NO .,- la tha applicant or future building occupant required to obtain • parmlt from tha air-pollution control district or air Duality managomant district? Q YES E^NO Is tha faclHw to b» constmcMiJ witruri 1,000 feet, ol the outer boundary-'Of a Bchool slta-T DYES Sf NO IF AMY OP THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPAN.CY MAY,NOT'BE ISSUEP UNLESS THE APPLICANT HAS JUIET OR IS MEETING THE REQUIBEMENTS OF THE OFFICE OF EMEROSICY SERVICES AND Tr|E AIR POLLUTION CONTROL DISTRICT y- ' ' I hereby qNJrm that thare la a Copatmctlon lending agancy far the perf ormanoa of tha wopk for which this permit b issued (Sao 30B7UI C|v|| Codor. tENPBR'S NAME LENDER'S ADDRESS^ I certify That I have react the Application and ststo that the «boyg information K oorroct and that tho Infoimation on tho plans la aocurata I agrw to comply with all City ordinances and Stata lawa relating to bulldlna construction, I huraby authorize representative or tho CitV of Cubbad to enter upon the above mentlorid property for Inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AQAINST^U.L LIABILITIES, JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANY W^Y ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA parmlt 10 required for excavations over 6'0* deep and demolition or construction of structures over 3 Btorles In height. EXPIRATION: Every permit issued by the building Official under thn provisions of this Coda enag explra by limitation and bocomo null and void If the building or work aumorilnd by sucn permit Is not eornmepBeiwftbta 1BO days from Wo data of such permit or If the building or work authorized by euph permit la suapwidod or abandoned at any Uma> alter tno warn la commcfiejfu ((5r e/parpd ol 180 dgys (Section 1 OB <l 4 Uniform Building Code) 'APPLICANT'S SIGNATURE WHITE. Filo YELLOW Applicant PINK1 Finance DATE City of Carlsbad Dept Building Engineering Plan Check # Permit # Project Name Address Contact Person Sewer Dist Inspected Inspected By Inspected Bv PC04-66 CB043414 Planning CMWD LA COSTA GREENS REG BLDG 5073 SF REG BLDG 2341 LAPIS RD CHAD 1 I T Phone 7605059144 Water Dist Date / / Inspected ie/2^/&^ 1 / Date Inspected Date Inspected St Lite tfjre, Date 07/1 8/2005 Permit Type COMMIND Sub Type COMM Lot 0 Approved ,X- Disapproved Approved Disapproved Approved Disapproved Comments City of Carlsbad Final Building insnection Dept Building Engineering Planning CMWD} St Lite Fire Plan Check # Permit # Project Name Address Contact Person Sewer Dist Inspected BV G.c.^y I Inspected E3v Inspected Bv Comments t ^4Ur ^ PC04-66 Date 07/18/2005 CB043414 Permit Type COMMIND LA COSTA GREENS REC BLDG Sub Type COMM 5073 SF REC BLDG 2341 LAPIS RD Lot 0 CHAD Phone 7605059144 Water Dist Date x £>ood»wc^ Inspected ^/H/o5 Approved v Disapproved Date Inspected Approved Disapproved Date Inspected Approved Disapproved &.*k$U->ttr ^W^^ ni0fmj^ ^obc^k.4 ^Jit^Jik. UA*t«JLt^ L0o^l*^^t*r ftistnVt, P'.IU-^ W?.-LJ[*Ji ^f -Pe^t of * W.+ *C;* AX p^«^^ pl^^ll c^o^^X C^UJH, focok V^Juc inspection List Permit* CB043414 Type COMMIND COMM Date Inspection Item 12/12/2005 89 07/20/2005 89 07/18/2005 89 07/13/2005 23 07/12/2005 21 07/12/2005 23 07/05/2005 23 06/29/2005 21 06/29/2005 23 06/27/2005 31 06/20/2005 34 06/17/2005 32 06/17/2005 39 06/13/2005 34 06/03/2005 39 05/25/2005 23 05/24/2005 23 05/23/2005 23 04/11/2005 17 04/05/2005 16 04/04/2005 14 03/30/2005 16 03/28/2005 84 03/25/2005 84 03/21/2005 18 03/17/2005 21 03/16/2005 21 03/04/2005 13 02/25/2005 15 02/17/2005 13 02/16/2005 13 02/10/2005 34 02/07/2005 13 12/27/2004 11 12/20/2004 21 12/16/2004 21 12/15/2004 21 12/13/2004 21 11/29/2004 21 11/29/2004 22 11/24/2004 21 Final Combo Final Combo Final Combo Gas/Test/Repairs Underground/Under Floor Gas/Test/Repairs Gas/Test/Repairs Underground/Under Floor Gas/Test/Repairs Underground/Conduit-Wirm Rough Electric Const Service/Agricultural Final Electrical Rough Electric Final Electrical Gas/Test/Repairs Gas/Test/Repairs Gas/Test/Repairs Interior Lath/Drywall Insulation Frame/Steel/Bolting/Weldm Insulation Rough Combo Rough Combo Exterior Lath/Drywall Underground/Under Floor Underground/Under Floor Shear Panels/HD's Roof/Reroof Shear Panels/HD's Shear Panels/HD's Rough Electric Shear Panels/HD's Ftg/Foundation/Piers Underground/Under Floor Underground/Under Floor Underground/Under Floor Underground/Under Floor Underground/Under Floor Sewer/Water Service Underground/Under Floor Inspector Act PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS BN PS BN PS PS PS PS PS PS BN PY PS PS PS PS PD PS PS PS PS PD PD PS AP PA CO AP we PA CO we NR AP AP we AP PA PA AP PA CA AP AP AP PA PA CO PA AP CA AP AP PA CA CO CO AP CO AP PA AP we AP AP LA COSTA GREENS REC BLDG 5073 SF REC BLDG Comments OK TO FINAL OK TO HAVE PARTY 24HR TEST started 24hr test SITE LIGHTING CONDUIT BONDING TO DECK STEEL BONDING TO DECK STEEL S E 0 ONLY NO METER 24 HR TEST STARTED 24HR TEST 1 1AM BY CHAD D-W ONLY ROOM W/TRUSS LOAD DID NOT SIGN CARD ADMIN BUILDING ADMIN BUILDING OK TO BRICK EXT WATER SERVICE BY THE CHAD ELEC TOP OF 4X RAFTERS NOTCHED OK TO SHEATH BY CHAD NEED LETTER FROM ENG ON BEAM FIX FOR ELEC NO SUPER ON SITE OK TO BACK FILL NEED C 0 REPAIR OF TRUNK LINE TRUNK LINE ONLY Wednesday, December 14, 2005 Page 1 of 1 City of Carlsbad Bldg Inspection Request For 07/20/2005 Pernmt# CB043414 Title LA COSTA GREENS REC BLDG Description 5073 SF REC BLDG Type COMMIND Sub Type COMM 2341 LAPIS RD Inspector Assignment PS Lot Job Address Suite Location APPLICANT MORROW DEVELOPMENT Owner Remarks Total Time 0 Phone 7605059144 Inspector Requested By CHAD Entered By CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical ;t Comment Associated PCRs/CVs Inspection History Date 07/18/2005 07/13/2005 07/12/2005 07/12/2005 07/05/2005 06/29/2005 06/29/2005 06/27/2005 06/20/2005 06/17/2005 06/17/2005 06/13/2005 06/03/2005 05/25/2005 05/24/2005 05/23/2005 Description 89 23 21 23 23 21 23 31 34 32 39 34 39 23 23 23 Final Combo Gas/Test/Repairs Underground/Under Floor Gas/Test/Repairs Gas/Test/Repairs Underground/Under Floor Gas/Test/Repairs Underground/Conduit-Wirmg Rough Electric Const Service/Agricultural Final Electrical Rough Electric Final Electrical Gas/Test/Repairs Gas/Test/Repairs Gas/Test/Repairs Act CO AP we PA CO we NR AP AP we AP PA PA AP PA CA Insp PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS PS Comments 24HR TEST started 24hr test SITE LIGHTING CONDUIT BONDING TO DECK BONDING TO DECK STEEL STEEL S E O ONLY NO METER 24 HR TEST STARTED 24HR TEST 1 1 AM BY CHAD City of Carlsbad Bldg Inspection Request For 12/27/2004 Permit* CB043414 Title LA COSTA GREENS REC BLDG Description 5073 SF REC BLDG Inspector Assignment PS Type COMMIND Sub Type COMM Job Address 2341 LAPIS RD Suite Lot 0 Location APPLICANT MORROW DEVELOPMENT Owner Remarks Phone 7605059144 Inspect Total Time Requested By CHAD Entered By CW CD Description 11 Ftg/Foundation/Piers Act Comment ML Associated PCRs/CVs Inspection History Date Description Act Insp Comments 12/20/2004 21 Underground/Under Floor CO PS 12/16/2004 21 Underground/Under Floor AP PS 12/15/2004 21 Underground/Under Floor PA PS 12/13/2004 21 Underground/Under Floor AP PS 11/29/2004 21 Underground/Under Floor WC PD 11/29/2004 22 Sewer/Water Service AP PD 11/24/2004 21 Underground/Under Floor AP PS OK TO BACK FILL NEED C O REPAIR OF TRUNK LINE TRUNK LINE ONLY CHRISTIAN WHEELER ENGINEERING DAILY REPOR Proiect Nameect Name rvv*r Pro|ect # Project Address Permit # cfeAJs. Plan File # Contractor Architect R. . Subcontractor'EngineerH-T\< l~l Reinforced Concrete D Shop Welding n Pre-Sfressed Concrete D Field Welding n Reinforced Masonry n Fireproofmg {8-iP°xy Anchors Motenal/ "T\.<£/ •"l ^^ / /I ivj cWe^ T , /y'/ <f/ Dole Time ArnvedsQ C/-y^Time Departed j o £>C?Hours Charged i_\ 6 T" ri S, PtsUetv '"tvv«?-^V ' o'P 4L<L-n/fitTM-A TSxlL- ?c^v"£te>2^Y*:; s-V^^'^cC Inless noted otherwise, the work observed is, tojhe-best of my knowledge, incompliance with the apprgve^plans and specifications'" //K- •'~~r^~~*\ /y// -J^', / ^p£Ctgr^3B^33eiati'i^igrWu>t< oS Reg # Superintendent's Signature Date nspectbr/Techmcian (Print or Type) 4925 Mercury Street -f San Diego, CA 92111 -f" 858-496-9760 •*• FAX 858-496-9758 CHRISTIAN WHEELER. f. N G I N E F. R IN G D A I L Y R \1 V O R T Pr0|ect# Plan File # Q Reinforced Concrete n Shop Welding H"We Stressed Concrete D Field Welding n Reinforced Masonry tH Fireproofing D. Epoxy Anchors Weolher Date Time Time Departed Hours Charged /"7//V, \ a/ere 6£ #g>zfoix A \in\otherwisV the wcyk observed is, to the best of my knowledge, in compliance with the approved plans and specificcthcVs Reg # Superintendent's Signature Date jnspeclor/Technician (Print orjype) 4925 Mercury Street -*• San Die go, CA 92111 + 858-496-9760 + FAX 8 S 8-490.-9 7 5 8 w CHRISTIAN WHEELER ENGINEERING COMPRESSIVE STRENGTH TEST RESULTS Job Name Job Address Contractor Subcontractor- Test Location Req Strength Date Sampled Date Received Sampled by Tested by Sample Type The Greens Recreation Center 2341 Lapis Rd , Carlsbad Morrow Development Verdugo Concrete Rec Center Assembly Room Slab 4500 PSI 1-6-05 1-7-05 GB JG/SM Concrete, 6" x 12" Job# Permit # Architect Engineer Supplier Mix* Admixture(s) Truck # Mix Temp Slump Mm in Mixer 2041053 CB-043414 Plan File # Douglas Mansfield Horowitz Taylor Hanson 4533500 ASTM-C-494 495 Ticket # 752770 65° Air Temp 60° 5 W % Air 71 UnrtWt Sample # 50241 50242 50243 Date Tested 1-17-05 2-3-05 2-3-05 Age (days) 11 28 28 Area (sq inches) 28274 28274 28274 Maximum Load (Ibs) 129,300 143,790 145,130 Comp Strength (psi) 4,570 5,090 5,130 Failure Type The sampling, handling, curing and compressive strength testing were performed by Christian Wheeler Engineering in accordance with the applicable ASTM standards No other warranties express or implied Distribution (1) Morrow Development (1) Supplier (1) City of Carlsbad Reviewed by Michael B Wheeler, RCE #45358 4925 Mercury Street + San Diego, CA 92111 -f 858-496-9760 -f FAX 858-496-9758 CHRISTIAN WHEELER ENGINEERING COMPRESSIVE STRENGTH TEST RESULTS Job Name Job Address Contractor Subcontractor Test Location Req Strength Date Sampled Date Received Sampled by Tested by Sample Type The Greens Recreation Center 2341 Lapis, Rd , Carlsbad Morrow Development Verdugo Concrete Rec Center Admin, Pool Equipment Slab 4500 PSI 1-6-05 1-7-05 GB JG/SM Concrete, 6" x 12" Job# Permit # Architect Engineer Supplier Mix# Admixture(s) Truck* Mix Temp Slump Mm in Mixer 2041053 CB-043414 Plan File # Douglas Mansfield Horowitz Taylor Hanson 4533500 ASTM-C-494 440 Ticket # 752735 65° Air Temp 60° 5" % Air 50 UnitWt Sample # 50238 50239 50240 Date Tested 1-17-05 2-3-05 2-3-05 Age (days) 11 28 28 Area (sq inches) 28274 28274 28274 Maximum Load (Ibs) 134,570 153,710 142,950 Comp Strength (PSI) 4,760 5,440 5,060 Failure Type The sampling, handling, curing and compressive strength testing were performed by Christian Wheeler Engineering in accordance with the applicable ASTM standards No other warranties express or implied Distribution (1) Morrow Development (1) Supplier (1) City of Carlsbad Reviewed by Michael B Wheeler, RCE #45358 4925 Mercury Street -f San Diego, CA 92111 -f 858-496-9760 + FAX 858-496-9758 CHRISTIAN WHEELER ENGINEERING COMPRKSSIVE STRENGTH TEST RESULTS Job Name Job Address Contractor Subcontractor Test Location Req Strength Date Sampled Date Received Sampled by Tested by Sample Type The Greens Recreation Center 2341 Upis Rd , Carlsbad Morrow Development Verdugo Concrete Rec Center Fitness Room Slab 4500 PSI 1-6-05 1-7-05 GB JG/SM Concrete, 6" x 12" Job* Perm it # Architect Engineer Supplier Mix* Admixture(s) Truck # Mix Temp Slump Mm in Mixer 2041053 CB-043414 Plan File* Douglas Mansfield Horowitz Taylor Hanson 4533500 ASTM-C-494 495 Ticket # 752583 70° Air Temp go0 5" % Air 160 UnrtWt Sample # 50235 50236 50237 Date Tested 1-17-05 2-3-05 2-3-05 Age (days) 11 28 28 Area (sq inches) 28274 28274 28274 Maximum Load (Ibs) 109,320 132,920 128,140 Comp Strength (PSI) 3,870 4,700 4,530 Failure Type The sampling, handling, curing and compressive strength testing were performed by Christian Wheeler Engineering in accordance with the applicable ASTM standards Noother warranties express or implied Distribution (1) Morrow Development (1) Supplier (1) City of Carlsbad Reviewed by Michael B Wheeler, RCE #45358 4925 Mercury Street + San Diego, CA 92111 + 858-496-9760 4- FAX 858-496-9758 Cl IRJSTIAN Wl IEELEII F. NGINEtRINC DAILY KEPOR' Pro|ect # Plan File # Contract peye/o/2*. ^,sfSubcontr [~1 Reinforced Concrete D Shop Welding . l~l Pre-Stressed Concrete D Field Welding n Reinforced Masonry l~l Fireproofmg l~l Epoxy Anchorsa #&$£&> Date Time Arrived Time Departed Hours Charged of-. . ffifti'Wsi? fi -/ UnleA n)ft)^d/oth«<Tse,'H)^worlc/6l^served is, to the best of my knowledge, in compliance with the approved plans and specifications/A :/ InigMtor/Technician's^SirfnaTure^ ' ,;Reg'# Superintendent's Signature Date nspector/Technician (Print or 1"ype) • 4925 Mercury Strcef-f Snn Oicgo, CA 9 2 1 1 1 '-f 858-496-9760 + PAX 8 5.8_,-49 6 - 9 7 5 8 CHRISTIAN Wl IEELER. E N C I N F. E R I N C DAILY RE I1 OUT Project Name Project i Prelect Address Contractor /NIk Permit #Plan File # Architect/. Subcontractor f Engineer D Reinforced Concrete D Shop Welding 8[ Pre-Stressed Concrete D Field Welding C] Reinforced Masonry [3 Fireproofmg O Epoxy Anchors Material/Equipment Weather ^ i Date Time Arrived ii ()(~*)Time Departed Hours Charged flgQi. ^ff3*Irs^ <,U9o/ (^y~P>T}pP/~^i^»S. .. Q sts cfT g-ftlL/L^d-^) ^L / y ^ /I gjigf //)n~cJ~ fa Ct Unless noted otherwise, the woriTobferved is, to'the bestc^nWKnowledge, in compliance with the approved plans and specifications ^i™ 4925 Mercury/Street -f San Diego, CA 92111 + 858-496-9760 -f FAX 858-496-9758 4 SOIL & TESTING IN' sc ST SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDAI.F. STREET, POST OFFICE BOX 600627, SAN DIFXKX CA 92160-0627 Phone (619) 280-4321. FAX (619) 280-4717 SCS&T FILE NO . PO NO PL NC FIX PAGE OF FIELD INSPECTION REPORT FOR n REINFORCED CONCRETE n REINFORCED MASONRY o WELDING n FIREPROOFING D Q C CONCRETE D ROOFING/WATERPROOFING sPT CONCRETE/STRESS D EPOXY ANCHORS D H S BOLTING D LOCATION OF WORK INSPECTED MATERIAL CLASSIFICATION DATE DESCRIPTION OF WORK INSPECTED TIME ARRIVED TIME DEPARTED UBC I hereby certify that I have inspected the above reported work Unless noted otherwise, the work inspected is to the best of my knowledge in compliance with the approved plans,,.' specifications and appheab|e'Sp:tig5s of the governing building laws ^ Inspector Initials K ^) DSA I hereby certify that I lave inspected the above reported work in accordance with the requirements of DSA approved documents Sampling and testing were conducted in accordance with the requirements of the DSA approved documents The work inspected complies with the DSA approved documents Yes No Inspector Initials t SUPERINTENDENTS SIGNATURE signature authorizes the above work SCST205 (REV 8/04) CHRISTIAN WHEELER. ENGINEERING DAILY REPORT Pro|ect Name Ifa l-yr&f^iC. /2of . (Lrv Pro'ec'# Project Address Permit #Plan File # Contractor Architect Subcontractor \/-rv-JL>cro / Engineer / rrunx^ n l~l Reinforced Concrete D Shop Welding 15) Pre-Stressed Concrete D Field Welding l~l Reinforced Masonry l~l Fireproofmg l~l Epoxy Anchorsa sy Material/Equipment 370 k'.Weather Date Time Arrived Time Departed Hours Charged fire -. ( u^fT i>->c. <;1oo/ U Cr <^ r\oTr, A !< I (i.r~ nf J L /"//Iri ^r Unless noted otherwise, the work'observed is, to the best pf'my^knowledge, in compliance with the approved plans and specifications H1/MJ liSpector/Technician's Signature Reg # Superintendents SigTialure Inspector/Technician (Print or Type) / Date 4925 Mercury /Street -f San Diego, CA 92111 -f 858-496-9760 -f FAX 858-496-9758 INCORPOR'ATED GEOTECHNICAL CONSULTANTS 696O FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121-2974 • TEL (858) 558-69OO • FAX (858) 558-6159, FOUNDATION OBSERVATION REPORT PROIFrr NAMF L^0^<J)5J-<?<- £JS-e-fft5 PROJECT NO fa*f-O O ~"D <*• 1 OrATlON Lit 47"- /*W/™ 0J<*1 . J14J L 6.** £J ^a"'™^ / ^. - 2 -5 - 0^- FOUNDATION LOCATION (if not entire b PLAN FILE NO FOUNDATION TYPE D CONVENTIONAL -Ol_POST TENSIONED 0 .... ,. uildingj PERMIT NOS D ADDITIONAL OBSERVATION J^— SUBSTANTIAL CONFORMAN REQUIRED CE • PURPOSE OF OBSERVATION Q. Verify soil conditions exposed are similar to those anticipated jB. Verify footing excavations extend to minimum depth recommended in soil report D Verify foundation reinforcement complies with minimum recommended in soil report D Verify slab reinforcement, sand bedding and moisture barrier comply with minimum recommended in soil report GL Verify footings have been extended to an appropriate bearing strata D Other APPLICABLE SOIL REPORT TITLE __ /"./I, Jl fth <^>* *s (*•}-> sn* tj L & • SOIL REPORT RECOMMENDATIONS BASED ON D Expansion Condition D VERY LOW •J^Ftll Geometry D Other D LOW MEDIUM D HIGH D VERY HIGH MINIMUM FOUNDATION RECOMMENDATIONS IH Footing Depth D 12 Inches p^8 Inches IH 24 Inches OTHER Footing Reinforcement D No 4 T&B D 2-No 4 T&B D 2-No 5 T&B ^Post-Tensioned OTHER _ Interior Slab Reinforcement D 6x6-10/10 D 6x6-6/6 D No 3@24lnches D No 3@18lnches l&Post-Tensioned Vapor Barrier ________Slab Bedding Material and Thickness 11 "Foundation Width -L^ OBSERVATIONS y^-Siibstantial conformance with Soil Reports (see "Purpose of Observation") D Substantial conformance with Foundation Plans Identify D Other. • COMMENTS NOTE IT IS ASSUMED THAT ALL FOOTING EXCAVATIONS WILL BE CLEANED OF LOOSE MATERIAL PRIOR TO PLACING CONCRETE AND THAT THE SOIL MOISTURE CONTENT WILL BE MAINTAINED ^ ' FIELD COPIES TO HUNSAKER & ASSOCIATES SAN PLANNING DIEGO, • ENGINEERING INC. SURVEYING 10179 Huennekens Street San Diego, CA 92121 (858) 558-4500 PH (858) 558-1414 FX FACSIMILE TRANSMITTAL DATE TO COMPANY. FAX NO FROM- PROJECT WO# DESCRIPTION OF DOCUMENT THIS MATERIAL [X] Your Files Q Checking NO OF PAGES COMMENTS December 23, 2004 CHAD GRIMM C\O MORROW DEV 760-929-2705 Mark Carlson LA COSTA GREENS REC SITE 2352-64 FORM CERTIFICATION LETTER IS FORWARDED FOR £3 Per Your Request fl Your Review 2 including cover sheet |~~1 Approval D Z/l tit I 855 898 UES - saiEioossy Wd 6Z 21 tOOZ.'CZ/ZI ^"^M^^pp5^^--^ Thomas Krtska Reinforced Concrete Special Inspector - Legacy T,? individual 'limed hereon is CERTIFIED in the caregorv movvr. ruv.ng Deei so cerrifieci pursu'Wit to successful :.r:T'tjirtion of rne »vescribed wi^tten " Fwiranon nare Decettitaer 19, 3006 .Mt: 10C2592 88 ' . r'g^Nor valid ufii^si signed ttytertlf'icat.e"holder HUNSAKER ^ASSOCIATES SAN DIEGO INC PLANNING ENGINEERING SURVEYING IRVINE December 23, 2004 LOS ANGELES RIVERSIDE SAN DIEGO City of Carlsbad Engineering Department 1635 Faraday Avenue Carlsbad, CA 92008-7314 Re Building Form Setback Certification La Costa Greens Carlsbad Tract 99-03/PUD 02-11 (A) Drawing No 419-5A Recreation Lot Dear City Inspector Please be advised the building foundation forms are in conformance with the precise grading plans as to horizontal and vertical location The building setbacks were measured in relation to the property lines and were found to be in conformance with the approved precise grading plans for this property Sincerely, Daniel P Smitrf ' L S 6854 Hunsaker & Associates San Diego, Inc DAVE HAMMAR LEX WILLIMAN ALISA VIALPANDO DAN SMITH RAY MARTIN 10179HuennekensSt San Diego, CA 92121 (858) 558-4500 PH (858)558 1414 FX www HunsakerSD com lnfo@HunsakerSD com MPkC k-\2352\20ttt\hB5<JOC we 2352 9G 12/23/2004 10 53 AM Z/Z tin ass sss oSsiQ ues - seieioossy Wd 6Z Zl tOOZ/CZ/ZI EsGil Corporation In Partnership with government for Quitting Safety DATE November 18, 2OO4 a APPLICANT a JURIS JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO PC04-66 SET V PROJECT ADDRESS Lot 47 Map 14513 PROJECT NAME Recreation Building for Morrow Development The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes XI 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 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected 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 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 XI 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 cbj»pleted Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS ^WMa^rrrte-Rand carry the plans 2) Mike indicaed that the handicapped requirements wifTbe looked into by the City Staff 3) Please ha*fff^k^Marfih slip sheet the attached Civil drawings to the City's Set III ^^^X By Bert Domingo Enclosures Esgil Corporation E] GA D MB D EJ D PC Log trnsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 EsGil Corporation In (Partnership with government for (BuiUing Safety DATE NOVEMBER 16, 2OO4 [^APPLICANT JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO PC04-66 SET IV PROJECT ADDRESS Lot 47 Map 14543 PROJECT NAME Recreation Building for Morrow Development. 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 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to Michael Martin 1903 Wright Place, Ste 180, Carlsbad, CA 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Michael Telephone # (760} 929-2701 Date contacted yfe^>^{by faf) Fax # 2705 Mail'—Telephone Fax m Person REMARKS By Bert Domingo Enclosures Esgil Corporation GA MB D EJ D PC 10/14/04 trnsmtldot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (858)560-1468 4 Fax (858) 560-1576 Carlsbad PC04-66 NOVEMBER 16, 2OO4 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO PCO4-66 PROJECT ADDRESS Lot 47 Map 14543 SET IV DATE PLAN RECEIVED BY DATE RECHECK COMPLETED ESGIL CORPORATION 10/14/04 NOVEMBER 16, 2004 REVIEWED BY Bert Domingo FOREWORD (PLEASE READ). 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 state laws regulating energy conservation, noise attenuation and disabled access 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 or other departments 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, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the original tracings and submit(please see item 1 of the list below) new sets of prints B To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D 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 on the plans Have changes been made not resulting from this list? QYes QNo Carlsbad PC04-66 NOVEMBER 16, 2OO4 . GENERAL 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 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, (858) 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 . PLANS 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 This will be checked when all the items below are met 3 Show on the Title Sheet all buildings, structures, walls, etc included under this application Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet Sec 10633 PLEASE SUBMIT THE CIVIL DRAWINGS AS RESPONDED JTHE CIVIL DRAWINGS SUBMITTED DO NOT REFLECT THE REQUESTED STRUCTURES NOT A PART OF THIS PERMIT. • SITE PLAN ( PLEASE SUBMIT THE CIVIL DRAWINGS AS RESPONDED ) THE CIVIL DRAWINGS SUBMITTED DO NOT REFLECT THE REQUESTED DIMENSIONS AND STATEMENTS AND PARKING LAYOUTS 6 Clearly dimension building setbacks from property lines, street centerlmes, and from all adjacent buildings and structures on the site plan. 7 Provide a statement on the site plan stating. "All property lines, easements and buildings, both existing and proposed, are shown on this site plan " 8. Show dimensioned parking layout, including any required disabled access spaces • TITLE 24 DISABLED ACCESS( PLEASE SUBMIT THE CIVIL DRAWINGS AS RESPONDED ) IQ BE APPROVED BY THE CITY AS INDICATED BY THE PERMITTEE. Carlsbad PCO4-66 NOVEMBER 16, 2O04 12. 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. 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 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 Q Yes a No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation Thank you DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 • SITE PLAN REQUIREMENTS THE RESPONSE WAS TO SEE THE CIVIL DRAWINGS BUT SEEMS NOT SUBMITTED WITH THIS CYCLE THE PERMITTEE INDICATED THAT THE HANDICAPPED REQUIREMENTS WERE APPROVED BY THE CITY 1 Clearly show that the site development and grading are designed to provide access to all entrances and exterior ground floor exits, as well as access to normal paths of travel, per Section 1127B 1 Where necessary to provide access, shall incorporate pedestrian ramps, curb ramps, stairways and handrails, etc 2 Show, or note that at every primary public entrance, and at every major function area along, or leading to, an accessible route of travel, there is to be a sign displaying the international symbol of accessibility Signs are required to indicate the direction to accessible building entrances and facilities, per Sections 1117B 5 7 and 1127B 3 Carlsbad PCO4-66 NOVEMBER 16, 2004 3 Show that an accessible route of travel is to be provided to all portions of the building, to accessible building entrances and between the building and the public way, per Section 1114B1 2 4 Where more than one route of travel is provided, all routes shall be accessible Section 1114B1 2 5 Show that stairways occurring outside a building comply with Section 1133B as follows a) The upper approach and all treads shall be marked with a strip of contrasting color as follows i) >2" in width n) Placed parallel to and ^" from the nose of the step or landing in) The strip is required to be as slip resistant as the treads of the stairs b) Treads shall be i) Smooth, rounded or chamfered exposed edges n) Have no abrupt edges at the nosing projecting ^ 1/2" past the face of the riser above in) Open risers are not permitted Carlsbad PC04-66 NOVEMBER 16, 2O04 • ACCESSIBLE PARKING THE RESPONSE WAS TO SEE THE CIVIL DRAWINGS BUT SEEMS NOT SUBMITTED WITH THIS CYCLE 6 Each lot or parking structure where parking is provided for the public, as clients, guests or employees, shall provide accessible parking as required by Section 1129B 7 Show on the site plan the required number of accessible parking spaces for new facilities Per Table 11B-7 the minimum number of spaces is a) 1 for each 25 spaces up to 100 total spaces b) 1 additional space for each 50 spaces for between 101 and 200 total spaces c) 1 additional space for each 100 spaces for between 201 and 500 total spaces d) For between 501 and 1000 total spaces, a minimum of 2% of the total number of spaces is required e) For greater than 1000 spaces, 20 plus 1 for each additional 100 spaces 8 Show that the accessible parking spaces are located, per Section 1129B 1 as follows a) On the shortest possible route to an accessible entrance, when serving a particular building b) On the shortest route of travel to an accessible entrance of a parking facility c) Spaces are to be dispersed and located closest to accessible entrances where buildings have multiple accessible entrances with adjacent parking 9 Show that accessible parking spaces comply with Section 1129B 4 1 as follows a) Single spaces shall be 14' wide and outlined to provide a 9' parking area and a 5' loading and unloading area on the passenger side of the vehicle b) When more than one space is provided, in lieu of providing a 14' space for each space, two spaces can be provided within a 23' area with a 5' loading zone between each 9'0" wide space c) Each space is to be a minimum of 18' in depth 10 At least one in every 8 accessible parking spaces shall be served by an access aisle >96" in width and designated as VAN ACCESSIBLE, per Section 1129B 4 2 11 The words "NO PARKING" shall be painted on the ground within each loading and unloading access aisle (in white letters no less than 12" high and located so that it is visible to traffic enforcement officials) Section 1129B 4 2 12 Ramps shall not encroach into any accessible parking space or the adjacent access aisle Section 1129B 4 3 13 Show on the site plan that accessible parking space(s) are to be located such that disabled persons are not compelled to wheel or walk behind parked cars other than their own, per Section1129B43 Csgrlsbad PC04-66 NOVEMBER 16, 2004 14 Show or note on the plans that the accessible parking spaces are to be identified by a reflectonzed sign, permanently posted immediately adjacent to and visible from each space, consisting of a) A profile view of a wheelchair with occupant in white on dark blue background b) The sign shall >70 in 2 in area c) When in the path of travel, they shall be posted >80" from the bottom of the sign to parking space finished grade d) Signs may also be centered on the wall of the interior end of the parking space >36" from the parking space finished grade, ground or sidewalk e) Spaces complying with Section 1129B 4 2 shall have an additional sign "Van- Accessible" mounted below the symbol of accessibility per Section 1129B 5 f) In addition, the surface of each accessible space is required to be marked with the international symbol of accessibility 15 Show, or note, that an additional sign shall also be posted in a conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each stall or space The sign shall be >17" x 22" with lettering not ^" in height Per Section 1129B 5 required wording is as follows "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense Towed vehicles may be reclaimed at or by telephoning " • CURB RAMPS 16 Plans shall show that curb ramps are >48" wide with a slope of ^ 12 (8 33%), per Sections 1127B 5 2 and 1127B 5 3 The lower end of each curb ramp shall have a Yz lip beveled 45°, per Section 1127B 5 5 17 Show that the landing at the top of the curb shall be level and >48" depth for the entire width of the curb ramp Section 1127B 5 4 18 The slope of the fanned or flared sides of curb ramps shall not exceed 1 10, per Section 1127B54 19 Show or note that the surface of all curb ramps and the flared sides are to be slip resistant, and contrasting from the adjacent sidewalk finish, per Section 1127B 5 6 20 Provide details or note on the plans that all curb ramps have a grooved border 12" wide at the level surface of the sidewalk along the top and each side approximately 3/4" o c , per Section1127B57 21 Show that detectable warnings, extending the full width and depth of the curb ramp, inside the grooved border are to be installed if the slope is <1 15 (6 66%), per Section 1127B 5 8 These consist of raised truncated domes with a diameter of 0 9" at the base, tapering to 0 45" at the top Spacing shall be 2 35" o c Only approved DSA/AC detectable warning products and directional surfaces shall be installed Carlsbad PCO4-66 NOVEMBER 16, 2004 • WALKS AND SIDEWALKS 22 If any proposed walks slope >1 20 (5%) they must comply with ramp requirements, per Section 1133B 5 1 23 Walks along an accessible route of travel are required to be >48" minimum in width and have slip resistant surfaces, per Section 1133B 7 24 The maximum permitted cross slope shall be Vi" per ft, per Section 1133B 7 1 3 25 Show or note that any abrupt level changes will be <=/z along any accessible route of travel When changes do occur, they shall be beveled with a slope of ^ 2 Level changes of ^A" may be vertical NOTE If level changes >Vz, they must comply with the requirements of curb ramps • PEDESTRIAN RAMPS 26 Show that any path of travel with a slope >1 20 (5%) complies with pedestrian ramp requirements, per Section 1133B 5 27 The allowable slope for an accessible ramp is ^ 12 (8 33%), per Section 1133B 5 3 Revise plans to show the least possible slope is being provided for all ramps, per Section 1133B51 28 The allowable cross slope at pedestrian ramps shall be ^A" per ft (2%), per Section 1133B531 29 Show or note that ramp surfaces will be slip resistant EsGil Corporation In <Partnersfitp with government for <BuiC(fing Safety DATE October 21, 2004 ^JH APajCANT a JURIS JURISDICTION Carlsbad "ETpLAlfREViEWER a FILE PLAN CHECK NO PC04-66 SET III PROJECT ADDRESS Lot 47 Map 14543 PROJECT NAME Recreation Building for Morrow Development. 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 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected 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 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XJ The applicant's copy of the check list has been sent to Michael Martin 1903 Wright Place, Ste 180, Carlsbad, CA 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed X3 Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Michael Telephone # (760) 929-2701 Date contacted /^/Y(by fix") Fax # 2705 Mail •—'"Telephone Fax (-"Tt^ Person REMARKS By Bert Domingo Enclosures Esgil Corporation • GA MB D EJ Q PC 10/14/04 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad PC04-66 October 21, 2O04 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO PC04-66 PROJECT ADDRESS Lot 47 Map 14543 SET III DATE PLAN RECEIVED BY DATE RECHECK COMPLETED ESG1L CORPORATION 10/14/04 October 21, 2004 REVIEWED BY Bert Domingo FOREWORD (PLEASE READ): 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 state laws regulating energy conservation, noise attenuation and disabled access 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 or other departments 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, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the original tracings and submit(please see item 1 of the list below) new sets of prints B To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D 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 on the plans Have changes been made not resulting from this list? QYes aNo Carlsbad PCO4-66 October 21, 2O04 . GENERAL 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 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, (858) 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 • PLANS 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 This will be checked when all the items below are met 3 Show on the Title Sheet all buildings, structures, walls, etc included under this application Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet Sec 10633 PLEASE SUBMIT THE CIVIL DRAWINGS AS RESPONDED. • SITE PLAN ( PLEASE SUBMIT THE CIVIL DRAWINGS AS RESPONDED.) 6. Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. 7. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." 8. Show dimensioned parking layout, including any required disabled access spaces. • TITLE 24 DISABLED ACCESSf PLEASE SUBMIT THE CIVIL DRAWINGS AS RESPONDED) 12. 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. Carlsbad PCO4-66 October 21, 2004 . FOUNDATION 1 7 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 (when required by the soil report) PLEASE OBTAIN FINAL LETTER FROM THE SOILS ENGINEER. THE LETTER DATED 8/24/04 AS RESPONDED WAS RECEIVED BY THIS OFFICE BEFORE. THE LETTER INDICATING SOME COMMENTS THAT THE PLANS SHOULD BE CORRECTED. PLEASE OBTAIN THE FINAL LETTER • ADDITIONAL STRUCTURAL 23 Please submit complete foundation plans and calculations 1) PLEASE SUBMIT CALCULATIONS 2) THE SOILS ENGINEER RECOMMENDED 4500 PSI CONCRETE WITH 45 W/C RATIO PLEASE REVISE THE SPECIFICATIONS ACCORDINGLY THE POST TENSION PLANS WAS NOT SUBMITTED WITH THIS CYCLE THE CVR AS RESPONDED OF THE PREVIOUS CYCLE DID SHOW ONLY 3000PSI AND NO WATER CEMENT RATIO. • ADDITIONAL 27 Please identify the structures on the site plan. PLEASE SUBMIT THE CIVIL 29 Please show construction detail for the one hour occupancy separation (room 107 to the other rooms) on the plans and cross reference The same should be from the foundation to the roof sheathing THE DETAIL 9/D3 SHOULD SHOW THE REQUIRED TWO LAYERS OF THE 5/8 TYPE X GYP BD FOR THE CEILING AND ALL THE WALLS SUPPORTING SUCH CEILING SYSTEM SHOULD ALSO BE ONE HOUR CONSTRUCTION OR SHOW THE SAME DETAIL TO THE ROOF SHEATHING^ ALL THE WALLS SUPPORTING THE ONE HOUR CEILING SHOULD BE ONE HOUR CONSTRUCTION ALSO. 32 Please show the ICBO approval of the fireplace on the plans PLEASE SUBMIT DOCUMENTATION OF THE ICBO 507 FOR THE FIREPLACE PLEASE CHANGE THE 507 TO 5017 AS RESPONDED ON THE PLANS. PLUMBING AND MECHANICAL CORRECTIONS + JURISDICTION: Carlsbad DATE: 10/18/04 * PLAN REVIEW NUMBER: PC04-66 SET: HI PLAN REVIEWER: Glen Adamek 1 The City Building Official to review evidence of Health Department approval (for public pool restrooms) Health Department approval is required for the restrooms and showers proposed to serve the public pools. Carlsbad PC04-66 October 21, 2004 • PLUMBING (2000 UNIFORM PLUMBING CODE) 4 No sheet P-1 provided in the latest plan package? Please provide the site plumbing plans showing the sizes and locations of the gas meters and water meter, and the sizes, routes, and slopes of the building sewer, storm drainage system, site gas lines, and site water lines No response and sheet P-1 is incomplete as a site plumbing plan. 10 No response provided and no site plumbing drawings provided? Detail the backflow protection of water connection to fire protection systems as per UPC, Section 603 4 18 MECHANICAL (2000 UNIFORM MECHANICAL CODE) 15 The pool heater can not be in the Storage Room #3. The Storage area must be separated from the pool heater. Please correct (provide a separate mechanical room and separate storage room.)The 1,335,000 Btu pool heater in Storage Room #3 must be separated for the storage room and the rest of the building by an one hour fire rated occupancy separation, as per UBC Section 302.5. 16 Detail the swimming pool and spa heaters flue (vent) terminations as per UMC Section 806 6 The swimming pool heater flue may not penetrate the fire rated ceiling membrane shown in the detail 9 on sheet D3. Please provide a shaft through the attic space for the flue. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans 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 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 Q Yes a No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation Thank you Carlsbad PC04-66 October 21, 2OO4 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 • SITE PLAN REQUIREMENTS THE RESPONSE WAS TO SEE THE CIVIL DRAWINGS BUT SEEMS NOT SUBMITTED WITH THIS CYCLE. 1 Clearly show that the site development and grading are designed to provide access to all entrances and exterior ground floor exits, as well as access to normal paths of travel, per Section 1127B 1 Where necessary to provide access, shall incorporate pedestrian ramps, curb ramps, stairways and handrails, etc 2 Show, or note that at every primary public entrance, and at every major function area along, or leading to, an accessible route of travel, there is to be a sign displaying the international symbol of accessibility Signs are required to indicate the direction to accessible building entrances and facilities, per Sections 1117B 5 7 and 1127B 3 3 Show that an accessible route of travel is to be provided to all portions of the building, to accessible building entrances and between the building and the public way, per Section 1114B1 2 4 Where more than one route of travel is provided, all routes shall be accessible Section 1114B1 2 5 Show that stairways occurring outside a building comply with Section 1133B as follows a) The upper approach and all treads shall be marked with a strip of contrasting color as follows i) >2" in width n) Placed parallel to and ^" from the nose of the step or landing in) The strip is required to be as slip resistant as the treads of the stairs b) Treads shall be i) Smooth, rounded or chamfered exposed edges u) Have no abrupt edges at the nosing projecting ^ 1/2" past the face of the riser above in) Open risers are not permitted Carlsbad PC04-66 October 21, 2004 • ACCESSIBLE PARKING THE RESPONSE WAS TO SEE THE CIVIL DRAWINGS BUT SEEMS NOT SUBMITTED WITH THIS CYCLE. 6 Each lot or parking structure where parking is provided for the public, as clients, guests or employees, shall provide accessible parking as required by Section 1129B 7 Show on the site plan the required number of accessible parking spaces for new facilities Per Table 11B-7 the minimum number of spaces is a) 1 for each 25 spaces up to 100 total spaces b) 1 additional space for each 50 spaces for between 101 and 200 total spaces c) 1 additional space for each 100 spaces for between 201 and 500 total spaces d) For between 501 and 1000 total spaces, a minimum of 2% of the total number of spaces is required e) For greater than 1000 spaces, 20 plus 1 for each additional 100 spaces 8 Show that the accessible parking spaces are located, per Section 1129B 1 as follows a) On the shortest possible route to an accessible entrance, when serving a particular building b) On the shortest route of travel to an accessible entrance of a parking facility c) Spaces are to be dispersed and located closest to accessible entrances where buildings have multiple accessible entrances with adjacent parking 9 Show that accessible parking spaces comply with Section 1129B 4 1 as follows a) Single spaces shall be 14' wide and outlined to provide a 9' parking area and a 5' loading and unloading area on the passenger side of the vehicle b) When more than one space is provided, in lieu of providing a 14' space for each space, two spaces can be provided within a 23' area with a 5' loading zone between each 9'0" wide space c) Each space is to be a minimum of 18' in depth 10 At least one in every 8 accessible parking spaces shall be served by an access aisle >96" in width and designated as VAN ACCESSIBLE, per Section 1129B 4 2 11 The words "NO PARKING" shall be painted on the ground within each loading and unloading access aisle (in white letters no less than 12" high and located so that it is visible to traffic enforcement officials) Section 1129B 4 2 12. Ramps shall not encroach into any accessible parking space or the adjacent access aisle Section 1129B 4 3 13 Show on the site plan that accessible parking space(s) are to be located such that disabled persons are not compelled to wheel or walk behind parked cars other than their own, per Section1129B43 Carlsbad PCO4-66 October 21, 2004 14 Show or note on the plans that the accessible parking spaces are to be identified by a reflectonzed sign, permanently posted immediately adjacent to and visible from each space, consisting of a) A profile view of a wheelchair with occupant in white on dark blue background b) The sign shall >70 in2 in area c) When in the path of travel, they shall be posted >80" from the bottom of the sign to parking space finished grade d) Signs may also be centered on the wall of the interior end of the parking space >36" from the parking space finished grade, ground or sidewalk e) Spaces complying with Section 1129B 4 2 shall have an additional sign "Van- Accessible" mounted below the symbol of accessibility per Section 1129B 5 f) In addition, the surface of each accessible space is required to be marked with the international symbol of accessibility 15 Show, or note, that an additional sign shall also be posted in a conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each stall or space The sign shall be >17" x 22" with lettering not ^" in height Per Section 1129B 5 required wording is as follows "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense Towed vehicles may be reclaimed at or by telephoning " • CURB RAMPS 16 Plans shall show that curb ramps are >48" wide with a slope of ^ 12 (8 33%), per Sections 1127B 5 2 and 1127B 5 3 The lower end of each curb ramp shall have a 1/2" lip beveled 45°, per Section 1127B 5 5 17 Show that the landing at the top of the curb shall be level and >48" depth for the entire width of the curb ramp Section 1127B 5 4 18 The slope of the fanned or flared sides of curb ramps shall not exceed 1 10, per Section 1127B54 19 Show or note that the surface of all curb ramps and the flared sides are to be slip resistant, and contrasting from the adjacent sidewalk finish, per Section 1127B 5 6 20 Provide details or note on the plans that all curb ramps have a grooved border 12" wide at the level surface of the sidewalk along the top and each side approximately 3/4M o c , per Section1127B57 21 Show that detectable warnings, extending the full width and depth of the curb ramp, inside the grooved border are to be installed if the slope is <1 15 (6 66%), per Section 1127B 5 8 These consist of raised truncated domes with a diameter of 0 9" at the base, tapering to 0 45" at the top Spacing shall be 2 35" o c Only approved DSA/AC detectable warning products and directional surfaces shall be installed Carlsbad PCO4-66 October 21, 2OO4 • WALKS AND SIDEWALKS 22 If any proposed walks slope >1 20 (5%) they must comply with ramp requirements, per Section 1133B 5 1 23 Walks along an accessible route of travel are required to be >48" minimum in width and have slip resistant surfaces, per Section 1133B 7 24 The maximum permitted cross slope shall be %" per ft, per Section 1133B 7 1 3 25 Show or note that any abrupt level changes will be ?=&" along any accessible route of travel When changes do occur, they shall be beveled with a slope of ^ 2 Level changes of <&" may be vertical NOTE If level changes >Y2", they must comply with the requirements of curb ramps • PEDESTRIAN RAMPS 26 Show that any path of travel with a slope >1 20 (5%) complies with pedestrian ramp requirements, per Section 1133B 5 27 The allowable slope for an accessible ramp is ^ 12 (8 33%), per Section 1133B 5 3 Revise plans to show the least possible slope is being provided for all ramps, per Section 1133B51 28 The allowable cross slope at pedestrian ramps shall be ^" per ft (2%), per Section 1133B531 29 Show or note that ramp surfaces will be slip resistant EsGil Corporation In Partnership with government for Quitting Safety DATE September 8, 2004 O_ APPLICANT~~ JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO PCO4-66 SET II PROJECT ADDRESS Lot 47 Map 14543 PROJECT NAME Recreation Building for Morrow Development. 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 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to Michael Martin 1903 Wright Place, Ste 180, Carlsbad, CA 92008 E&gil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Michael Telephone # (760) 929-2701 Date contacted <?/fy£cf (by J^) Fax # 2705 Mail Telephone <-^^ Fax In Person REMARKS By Bert Domingo Enclosures Esgil Corporation • GA MB D EJ D PC 8/26/04 trnsmtl dot 9320 Chesapeake Dnve, Suite 208 * San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576 Carlsbad PCO4-66 September 8, 2OO4 RECHECK PLAN CORRECTION LIST JURISDICTION Carlsbad PLAN CHECK NO PCO4-66 PROJECT ADDRESS Lot 47 Map 14543 SET II DAT E PLAN RECEIVED BY DATE RECHECK COMPLETED ESGIL CORPORATION 8/26/04 September 8, 2O04 REVIEWED BY Bert Domingo FOREWORD (PLEASE READ): 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 state laws regulating energy conservation, noise attenuation and disabled access 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 or other departments 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, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law A Please make all corrections on the original tracings and submit two new sets of prints to ESGIL CORPORATION B To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans C The following items have not been resolved from the previous plan reviews The original correction number has been given for your reference In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections Please contact me if you have any questions regarding these items D 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 on the plans Have changes been made not resulting from this list? DYes QNo Carlsbad PC04-66 September 8, 2004 • GENERAL 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 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, (858) 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 . PLANS 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 This will be checked when all the items below are met. 3 Show on the Title Sheet all buildings, structures, walls, etc included under this application Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet Sec 10633 PLEASE SUBMIT THE CIVIL DRAWINGS AS RESPONDED. 5 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 THE RESPONSE WAS TO SEE THE STRUCTURAL RESPONSE BUT WAS NOT RESPONDED TO. • SITE PLAN ( PLEASE SUBMIT THE CIVIL DRAWINGS AS RESPONDED ) 6. Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. 7. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." 8. Show dimensioned parking layout, including any required disabled access spaces. Carlsbad PCO4-66 September 8, 2OO4 • TITLE 24 DISABLED ACCESSf PLEASE SUBMIT THE CIVIL DRAWINGS AS RESPONDED.) 12. 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. • FOUNDATION 16 Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4 Section 1804 5 PLEASE HAVE THE SOILS ENGINEER ADDRESS THIS ITEM. 17 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 (when required by the soil report) PLEASE OBTAIN FINAL LETTER FROM THE SOILS • ADDITIONAL STRUCTURAL 23 Please submit complete foundation plans and calculations 1) PLEASE SUBMIT CALCULATIONS 2) THE SOILS ENGINEER RECOMMENDED 4500 PSI CONCRETE WITH .45 W/C RATIO. PLEASE REVISE THE SPECIFICATIONS ACCORDINGLY • ADDITIONAL 27 Please identify the structures on the site plan PLEASE SUBMIT THE CIVIL 29 Please show construction detail for the one hour occupancy separation (room 107 to the other rooms) on the plans and cross reference The same should be from the foundation to the roof sheathing THE DETAIL 9/D3 SHOULD SHOW THE REQUIRED TWO LAYERS OF THE 5/8 TYPE X GYP BD FOR THE CEILING AND ALL THE WALLS SUPPORTING SUCH CEILING SYSTEM SHOULD ALSO BE ONE HOUR CONSTRUCTION OR SHOW THE SAME DETAIL TO THE ROOF SHEATHING. 32 Please show the ICBO approval of the fireplace on the plans PLEASE SUBMIT DOCUMENTATION OF THE ICBO 507 FOR THE FIREPLACE. Carlsbad PC04-66 September 8, 2004 PLUMBING AND MECHANICAL CORRECTIONS « JURISDICTION: Carlsbad DATE: 9/3/04 « PLAN REVIEW NUMBER: PC04-66 SET: II PLAN REVIEWER: Glen Adamek 1 Health Department approval is required for the restrooms and showers proposed to serve the public pools. The City Building Official to review evidence of Health Department approval (for public pool restrooms) 2 Provide data on proposed hazardous material to be stored and used UBC, Section 307 and UFC No Binder found in the plan package for the proposed hazardous materials to be stored and/or used within the building. Check the swimming pool chemical storage. A) Clearly show types of hazardous material is being stored or used Provide a list of the proposed hazardous materials as per the types in UBC, Tables 3-D, and 3-E Provide the material safety data sheets (MSDS) B) Clearly show the amounts of each type of hazardous material to be stored and in use C) Clearly show where in the buildings each type of hazardous material is being stored or used • PLUMBING (2000 UNIFORM PLUMBING CODE) 4 Please provide the site plumbing plans showing the sizes and locations of the gas meters and water meter, and the sizes, routes, and slopes of the building sewer, storm drainage system, site gas lines, and site water lines No response and sheet P-1 is incomplete as a site plumbing plan. Sheet P-1 does not show all property lines, building locations and the piping on the site. 7 Correct the gas line plans and sizing calculations on sheets P-2 and P-3: A) The 3 inch gas main is undersized, as per UPC, Table 12-3 the developed pipe length of 200 feet the 3 inch gas line may carry only 2,257 CFH of gas. The plans show the design gas load is 2,311 CFH. Please correct. B) The plumbing floor plan on sheet P-2 does not seem to match the Gas Riser Diagram on sheet P-3. The sheet P-2 done not show the gas line to the water heater #WH-1 and does not show the BBQ location and the gas line to the BBQ. Please correct. C) Detail the gas line to the island cook top, if under slab please detail the required gas tight conduit with required vent as per UPC, Section 1211.4. Carlsbad PC04-66 September 8, 20O4 9 Floors of public shower rooms shall be drained in such a manner that waste water from one bather will not pass over areas occupied by other bathers, as per UPC, Section 412 9 The shower drain locations as shown on the drawings still do not comply with this requirement. 10 No response provided? Detail the backflow protection of water connection to fire protection systems as per UPC, Section 603 418 13 The mechanical drawings M-2 and M-3 show the condensate waste lines from the air conditioning units # FAU/1A, FAU/1B and FAU/3 draining to floor drains. Floor drains are not approved indirect waste receptors.) Please correct. The floor dram does not have a basin designed to prevent splashing from air conditioning condensate dram lines mdirected to the floor dram Use a floor sink or funnel dram UPC, Section 804 1 The plumbing plans do not show indirect waste receptors as required on the mechanical drawings MECHANICAL (2000 UNIFORM MECHANICAL CODE) 14 Detail disposal sites of mam condensate drainage from air conditioning units UMC Section 310 1 & UPC 807 2 The plumbing plans do not show indirect waste receptors as required on the mechanical drawings The mechanical drawings M-2 and M-3 show the condensate waste lines from the air conditioning units # FAU/1A, FAU/1B and FAU/3 draining to floor drains (Floor drains are not approved indirect waste receptors.) Also the required separated secondary (overflow) condensate drains may not run to the same location and the secondary (overflow) condensate drains from each unit may not be combined with other secondary (overflow) condensate drains from other HVAC units. 15 The 1,335,000 Btu pool heater in storage room #3 must be separated for the storage room and the rest of the building by an one hour fire rated occupancy separation, as per UBC Section 302.5. Please correct. 16 No response provided? Detail the swimming pool and spa heaters flue (vent) terminations as per UMC Section 806 6 17 No response provided? Detail the swimming pool and spa heaters flue (vent) offsets, length, pitch and clearances as per UMC Section 805 Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans Carlsbad PCO4-66 September 8, 20O4 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 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 Q Yes a No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation Thank you Carlsbad PCO4-66 September 8, 20O4 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 • SITE PLAN REQUIREMENTS THE RESPONSE WAS TO SEE THE CIVIL DRAWINGS BUT SEEMS NOT SUBMITTED WITH THIS CYCLE. 1 Clearly show that the site development and grading are designed to provide access to all entrances and exterior ground floor exits, as well as access to normal paths of travel, per Section 1127B 1 Where necessary to provide access, shall incorporate pedestrian ramps, curb ramps, stairways and handrails, etc 2 Show, or note that at every primary public entrance, and at every major function area along, or leading to, an accessible route of travel, there is to be a sign displaying the international symbol of accessibility Signs are required to indicate the direction to accessible building entrances and facilities, per Sections 1117B 5 7 and 1127B 3 3 Show that an accessible route of travel is to be provided to all portions of the building, to accessible building entrances and between the building and the public way, per Section 1114B1 2 4 Where more than one route of travel is provided, all routes shall be accessible Section 1114B1 2 5 Show that stairways occurring outside a building comply with Section 1133B as follows a) The upper approach and all treads shall be marked with a strip of contrasting color as follows i) >2" in width n) Placed parallel to and ^" from the nose of the step or landing in) The strip is required to be as slip resistant as the treads of the stairs b) Treads shall be i) Smooth, rounded or chamfered exposed edges u) Have no abrupt edges at the nosing projecting ^ 1/2" past the face of the riser above in) Open risers are not permitted Car.lsbad PCO4-66 September 8, 2OO4 • ACCESSIBLE PARKING THE RESPONSE WAS TO SEE THE CIVIL DRAWINGS BUT SEEMS NOT SUBMITTED WITH THIS CYCLE Each lot or parking structure where parking is provided for the public, as clients, guests or employees, shall provide accessible parking as required by Section 1129B 7 Show on the site plan the required number of accessible parking spaces for new facilities Per Table 11B-7 the minimum number of spaces is a) 1 for each 25 spaces up to 100 total spaces b) 1 additional space for each 50 spaces for between 101 and 200 total spaces c) 1 additional space for each 100 spaces for between 201 and 500 total spaces d) For between 501 and 1000 total spaces, a minimum of 2% of the total number of spaces is required e) For greater than 1000 spaces, 20 plus 1 for each additional 100 spaces 8 Show that the accessible parking spaces are located, per Section 1129B 1 as follows a) On the shortest possible route to an accessible entrance, when serving a particular building b) On the shortest route of travel to an accessible entrance of a parking facility c) Spaces are to be dispersed and located closest to accessible entrances where buildings have multiple accessible entrances with adjacent parking 9 Show that accessible parking spaces comply with Section 1129B 4 1 as follows a) Single spaces shall be 14' wide and outlined to provide a 9' parking area and a 5' loading and unloading area on the passenger side of the vehicle b) When more than one space is provided, in lieu of providing a 14' space for each space, two spaces can be provided within a 23' area with a 5' loading zone between each 9'0" wide space c) Each space is to be a minimum of 18' in depth 10 At least one in every 8 accessible parking spaces shall be served by an access aisle >96" in width and designated as VAN ACCESSIBLE, per Section 1129B 4 2 11 The words "NO PARKING" shall be painted on the ground within each loading and unloading access aisle (in white letters no less than 12" high and located so that it is visible to traffic enforcement officials) Section 1129B 4 2 12. Ramps shall not encroach into any accessible parking space or the adiacent access aisle Section 1129B43 13 Show on the site plan that accessible parking space(s) are to be located such that disabled persons are not compelled to wheel or walk behind parked cars other than their own, per Section1129B43 Carlsbad PCO4-66 September 8, 2OO4 14 Show or note on the plans that the accessible parking spaces are to be identified by a reflectorized sign, permanently posted immediately adjacent to and visible from each space, consisting of a) A profile view of a wheelchair with occupant in white on dark blue background b) The sign shall >70 in 2 in area c) When in the path of travel, they shall be posted >80" from the bottom of the sign to parking space finished grade d) Signs may also be centered on the wall of the interior end of the parking space >36" from the parking space finished grade, ground or sidewalk e) Spaces complying with Section 1129B 4 2 shall have an additional sign "Van- Accessible" mounted below the symbol of accessibility per Section 1129B 5 f) In addition, the surface of each accessible space is required to be marked with the international symbol of accessibility 15 Show, or note, that an additional sign shall also be posted in a conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each stall or space The sign shall be >17" x 22" with lettering not ^" in height Per Section 1129B 5 required wording is as follows "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense Towed vehicles may be reclaimed at or by telephoning " . CURB RAMPS 16 Plans shall show that curb ramps are >48" wide with a slope of ^ 12 (8 33%), per Sections 1127B 5 2 and 1127B 5 3 The lower end of each curb ramp shall have a %" lip beveled 45°, per Section 1127B 5 5 17 Show that the landing at the top of the curb shall be level and >48" depth for the entire width of the curb ramp Section 1127B 5 4 18 The slope of the fanned or flared sides of curb ramps shall not exceed 110, per Section 1127B54 19 Show or note that the surface of all curb ramps and the flared sides are to be slip resistant, and contrasting from the adjacent sidewalk finish, per Section 1127B 5 6 20 Provide details or note on the plans that all curb ramps have a grooved border 12" wide at the level surface of the sidewalk along the top and each side approximately 3/4M o c , per Section1127B57 21 Show that detectable warnings, extending the full width and depth of the curb ramp, inside the grooved border are to be installed if the slope is <1 15 (6 66%), per Section 1127B 5 8 These consist of raised truncated domes with a diameter of 0 9" at the base, tapering to 0 45" at the top Spacing shall be 2 35" o c Only approved DSA/AC detectable warning products and directional surfaces shall be installed Carlsbad PCO4-66 September 8, 20O4 . WALKS AND SIDEWALKS 22 If any proposed walks slope >1 20 (5%) they must comply with ramp requirements, per Section 1133B51 23 Walks along an accessible route of travel are required to be >48" minimum in width and have slip resistant surfaces, per Section 1133B 7 24 The maximum permitted cross slope shall be %" per ft, per Section 1133B 7 1 3 25 Show or note that any abrupt level changes will be ^2" along any accessible route of travel When changes do occur, they shall be beveled with a slope of ^ 2 Level changes of ^i" may be vertical NOTE If level changes >1/2", they must comply with the requirements of curb ramps . PEDESTRIAN RAMPS 26 Show that any path of travel with a slope >1 20 (5%) complies with pedestrian ramp requirements, per Section 1133B 5 27 The allowable slope for an accessible ramp is ^ 12 (8 33%), per Section 1133B 5 3 Revise plans to show the least possible slope is being provided for all ramps, per Section 1133B51 28 The allowable cross slope at pedestrian ramps shall be ^A" per ft (2%), per Section 1133B531 29 Show or note that ramp surfaces will be slip resistant Carlsbad PCO4-66 September 8, 2004 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No PCO4-66 Job Address or Legal Description Lot 47 Map 14543 Owner Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet (over) Catfsbad PC04-66 September 8, 2004 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION" PLAN CHECK NUMBER: OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701 1 for the construction project located at the site listed above UBC Section 106 3 5 Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106 3 5 for the construction project located at the site listed above Engineer's/Architect s Seal & Signature Hera Signed 1 List of work requiring special inspection: [H Soils Compliance Prior to Foundation Inspection Q Field Welding D Structural Concrete Over 2500 PSI D High Strength Bolting D Prestressed Concrete D Expansion/Epoxy Anchors D Structural Masonry Q Sprayed-On Fireproofmg D Designer Specified D Other 2 Name(s) of mdividual(s) or firm(s) responsible for the special inspections listed above: A B. C. 3. Duties of the special inspectors for the work listed above. A B. C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site EsGil Corporation In Partnership witA government for <Bui(<fing Safety DATE June 11, 2004 a APPLICANT crtTJURJiD JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO PC04-66 SET I PROJECT ADDRESS Lot 47 Map 14543 PROJECT NAME Recreation Building for Morrow Development. 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 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck X| The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck 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 Michael Martin 1903 Wright Place, Ste 180, Carlsbad, CA 92008 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 Michael Telephone # (760) 929-2701 Date contacted CM\«^(byj-& ) Fax # 2705 Mail ^Telephone Fax s^\n Person REMARKS By Bert Domingo Enclosures Esgil Corporation • GA • MB PI EJ D PC 6/1/04 trnsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 Caclsbad PCO4-66 June 11,2004 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO PC04-66 OCCUPANCY A3/B/S2 TYPE OF CONSTRUCTION VN ALLOWABLE FLOOR AREA SPRINKLERS'? Yes REMARKS DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED June 11, 2004 JURISDICTION Carlsbad USE Recreation Building ACTUAL AREA 4624 SQ FT STORIES ONE HEIGHT OCCUPANT LOAD DATE PLANS RECEIVED BY ESGIL CORPORATION 6/1/04 PLAN REVIEWER Bert Domingo FOREWORD (PLEASE READ): 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 state 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 1997 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, 1997 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. Carlsbad PC04-66 June 11, 2004 • GENERAL 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave , Carlsbad, CA 92008, (760) 602-2700 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, (858) 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 • PLANS 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 This will be checked when all the items below are met 3 Show on the Title Sheet all buildings, structures, walls, etc included under this application Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet Sec 106 3 3 4 On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below This will be checked when all the structural items below are met • 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 REQUIRED? REMARKS • SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION • STRUCTURAL CONCRETE OVER 2500 PSI • PRESTRESSED STEEL • FIELD WELDING • DESIGNER-SPECIFIED • OTHER . Carlsbad PC04-66 June 11, 2O04 5 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 • SITE PLAN 6 Clearly dimension building setbacks from property lines, street centerlmes, and from all adjacent buildings and structures on the site plan 7 Provide a statement on the site plan stating "All property lines, easements and buildings, both existing and proposed, are shown on this site plan " 8 Show dimensioned parking layout, including any required disabled access spaces • INTERIOR WALL AND CEILING FINISHES 9 Provide a note on the plans or on the finish schedule, stating, "Wall and ceiling materials shall not exceed the flame spread classifications in UBC Table 8-B " • ROOFS 10 Specify on the plans the following information for the roof materials, per Section 10633 a) Manufacturer's name b) Product name/number c) ICBO approval number, or equal • MISCELLANEOUS LIFE/SAFETY 11 Provide details of restrooms to show compliance with Section 807 regarding floors, walls and showers • TITLE 24 DISABLED ACCESS 12 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 • FOUNDATION 13 Provide a copy of the project soil report prepared by a California licensed architect or civil engineer The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804 14 In Seismic Zone 4, each site shall be assigned a near-source factor Identify this value in the soils report and on the plans Section 1629 4 2 Carlsbad PCO4-66 June 11,2004 15 Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation Section 106 3 3 16 Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4 Section 1804 5 17 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 (when required by the soil report) 18 Note on the plans that hold down anchors must be tied in place prior to foundation inspection Section 108 5 2 . MASONRY AND CONCRETE 19 Show anchored veneer support and connections attached to wood in Seismic Zones 3 and 4, comply with Section 1403 6 and Section 2307 Show ties, #9 wire in horizontal joints, etc • STRUCTURAL 20 Provide truss details and truss calculations for this project Specify on the plans the truss identification numbers The City does not allow deferred submittal 21 Please provide evidence that the engmeer-of-record (or architect) has reviewed the truss calculation package prepared by others (i e , a "review" stamp on the truss calculations or a letter) Section 106 3 4 1 • ADDITIONAL STRUCTURAL 22 It seems that deferring the foundation is not making sense Please clarify 23 Please submit complete foundation plans and calculations 24 The recommended grades of the beams and headers are not compatible with the specifications shown on the plans 25 The ridge beam recommendation at the breezeway is different than what is shown on the plans 26 The calculations show grid lines designation for the beams and headers locations but not shown on the plans or any diagram in the calculations Carlsbad PC04-66 June 11, 20O4 • ADDITIONAL 27 Please identify the structures on the site plan 28 It seems that the S2 occupancy could be S1 If S2, please indicate on the plans that only non combustible materials will be stored 29 Please show construction detail for the one hour occupancy separation (room 107 to the other rooms) on the plans and cross reference The same should be from the foundation to the roof sheathing 30 It seems that the doors G & H should be tempered 31 Please revisit the door schedule Some doors were not designated correctly 32 Please show the ICBO approval of the fireplace on the plans PLUMBING AND MECHANICAL CORRECTIONS * JURISDICTION: Carlsbad DATE: 6/10/05 * PLAN REVIEW NUMBER: PC04-66 SET: I PLAN REVIEWER: Glen Adamek 1 The City Building Official to review evidence of Health Department approval (for public pool restrooms) 2 Provide data on proposed hazardous material to be stored and used UBC, Section 307 and UFC Check the swimming pool chemical storage a) Clearly show types of hazardous material is being stored or used Provide a list of the proposed hazardous materials as per the types in UBC, Tables 3-D, and 3-E Provide the material safety data sheets (MSDS) b) Clearly show the amounts of each type of hazardous material to be stored and in use c) Clearly show where in the buildings each type of hazardous material is being stored or used 3 The shower room layouts on the plumbing plans do not match the architectural drawings shower room floor plans Please correct to agree Carlsbad PC04-66 June 11, 2OO4 • PLUMBING (2000 UNIFORM PLUMBING CODE) 4 Provide the site plumbing plans showing the sizes and locations of the gas meters and water meter, and the sizes, routes, and slopes of the building sewer, storm drainage system, site gas lines, and site water lines 5 Please show the upstream sewer manhole rim elevation As per UPC, Section 710 1, provide backwater valves on all building drains which serve plumbing fixtures with flood rim elevations below the upstream manhole rim elevations Only fixtures with flood rim levels below the upstream manhole rim elevation may flow through a backwater valve 6 Please correct the water line sizing calculations on sheet P-3 a) The drinking fountains are not shown in the water and sewer sizing fixture units b) The values for the water and sewer sizing fixture units use for the Urinals, water closets and drinking fountains must be corrected to be from the Assembly column of the UPC, Table A-2 and Table 7-3 Please correct water and sewer fixture units c) The maximum friction loss calculation is incorrect (30 5/263) x 100 = 11 5 psi per 100 feet Not the 13 5 psi per 100 feet shown on sheet P-3 d) The maximum GPM values shown for each pipe size are too large as per UPC, Chart A-4 Please correct the water line sizing 7 Provide gas line plans and calculations, showing gas pressures, pipe lengths and gas demands UPC Section 1217 0 Gas Riser Diagram on sheet P-3 does not show swimming pool and spa heaters Please correct 8 Provide complete gas, water, and dram, waste & vent plans Sheet P-2 is unclear as to gas lines, water line, waste lines and vent piping sizes Please provide isometric drawing or riser drawing for the systems 9 Floors of public shower rooms shall be drained in such a manner that waste water from one bather will not pass over areas occupied by other bathers, as per UPC, Section 412 9 The shower drains as shown do not comply with this requirement 10 Detail the backflow protection of water connection to fire protection systems as per UPC, Section 603 4 18 Carlsbad PCO4-66 June 11,2004 11 As per UPC, Section 603 4 5 Water supply inlets to tanks, vets, sumps, swimming pools and other receptors shall be protected by one of following means 1 An approved airgap, 2 A listed vacuum breaker installed on the discharge side of the last valve with the critical level not less than six (6) inches or in accordance with its listing, 3 A backflow preventer suitable for the contamination or pollution, installed in accordance with the requirements for that type of devise or assembly as set forth in this chapter 12 Provide a drinking fountain at each floor level in assembly occupancies (except drinking and dining establishments) UBC Section 2902 2 13 The floor dram does not have a basin designed to prevent splashing from air conditioning condensate dram lines mdirected to the floor dram Use a floor sink or funnel dram UPC, Section 804 1 The plumbing plans do not show indirect waste receptors as required on the mechanical drawings MECHANICAL (2000 UNIFORM MECHANICAL CODE) 14 Detail disposal sites of mam condensate drainage from air conditioning units UMC Section 310 1 & UPC 807 2 The plumbing plans do not show indirect waste receptors as required on the mechanical drawings 15 Boiler room (Equipment Room 107) must be separated from the remainder of the building with a (minimum) one hour fire rated occupancy separation and any exterior openings must be protected as per UBC Section 302 5 16 Detail the swimming pool and spa heaters flue (vent) terminations as per UMC Section 806 6 17 Detail the swimming pool and spa heaters flue (vent) offsets, length, pitch and clearances as per UMC Section 805 Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans Carlsbad PC04-66 June 11,2004 ELECTRICAL AND ENERGY CORRECTIONS PLAN REVIEWER- Morteza Beheshti 1 The licensed designer must sign the approved set of the plans • ELECTRICAL (1999 NATIONAL ELECTRICAL CODE) 2 Show the available fault current (Isc) from the serving utility co and at the equipment where Isc exceeds 10,000 amps 3 Show the ampere interrupting capacity (AIC) ratings of the service and sub- service equipment NEC 110-9 4 Show or note on the plans the method used to limit fault currents to 10,000 amps on branch circuits NEC 230-208 5 Note on the single line diagram that all service disconnect devices shall be labeled as a "Service Disconnecting Means" Please specify plaques to be installed at each service disconnecting means NEC 230-70(b) Q Note the following requirements on the prints for panelboards supplying fire alarm equipment Lockable cover, identified (red) circuit breaker, and the installation of a "lock off' device 7 Provide multiple switch light controls so that the lighting can be reduced by one half in a uniform pattern The switches must be located within sight of the lights which they control CBC Title 24, Sec 131 a-b 8 Show exit signs on the lighting plan(s) at all required exits and specify them as being self-luminous or having a second source of power (battery or generator) This is required when two exits are required per the UBC UBC 1013 4 and NEC 700-16 9 In all occupancies where the exit system serves 100 or more occupants, provide a minimum of 1 foot-candle of emergency illumination at the floor level and specify a second source of power for the emergency illumination (battery or generator) UBC 1012 2 & NEC 700-16 10 If utilizing a series-rated system, note on plans "Overcurrent device enclosures will be identified as series-rated and labeled in accordance with NEC 110-22" and " The overcurrent devices shall be AIC rated per manufacturers labeling of the electrical equipment" Carlsbad PCO4-66 June 11, 2O04 • ENERGY CONSERVATION 11 The Documentation Author and the Principal Envelope Designer must sign the PERF-1 form Note: If you have any questions regarding this Electrical or Energy plan review list please contact Morteza Beheshti at (858) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans 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 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 Q Yes Q No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation Thank you . Carlsbad PCO4-66 June 11,2004 DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 SITE PLAN REQUIREMENTS 1 Clearly show that the site development and grading are designed to provide access to all entrances and exterior ground floor exits, as well as access to normal paths of travel, per Section 1127B 1 Where necessary to provide access, shall incorporate pedestrian ramps, curb ramps, stairways and handrails, etc 2 Show, or note that at every primary public entrance, and at every major function area along, or leading to, an accessible route of travel, there is to be a sign displaying the international symbol of accessibility Signs are required to indicate the direction to accessible building entrances and facilities, per Sections 1117B 5 7 and 1127B3 3 Show that an accessible route of travel is to be provided to all portions of the building, to accessible building entrances and between the building and the public way, per Section 1114B 1 2 4 Where more than one route of travel is provided, all routes shall be accessible Section 1114B1 2 5 Show that stairways occurring outside a building comply with Section 1133B as follows a) The upper approach and all treads shall be marked with a strip of contrasting color as follows i) >2" in width n) Placed parallel to and ^" from the nose of the step or landing in) The strip is required to be as slip resistant as the treads of the stairs b) Treads shall be i) Smooth, rounded or chamfered exposed edges u) Have no abrupt edges at the nosing projecting ^Yz" past the face of the riser above in) Open risers are not permitted Carlsbad PC04-66 June 11,2004 ACCESSIBLE PARKING 6 Each lot or parking structure where parking is provided for the public, as clients, guests or employees, shall provide accessible parking as required by Section 1129B 7 Show on the site plan the required number of accessible parking spaces for new facilities Per Table 11B-7 the minimum number of spaces is a) 1 for each 25 spaces up to 100 total spaces b) 1 additional space for each 50 spaces for between 101 and 200 total spaces c) 1 additional space for each 100 spaces for between 201 and 500 total spaces d) For between 501 and 1000 total spaces, a minimum of 2% of the total number of spaces is required e) For greater than 1000 spaces, 20 plus 1 for each additional 100 spaces 8 Show that the accessible parking spaces are located, per Section 1129B 1 as follows a) On the shortest possible route to an accessible entrance, when serving a particular building b) On the shortest route of travel to an accessible entrance of a parking facility c) Spaces are to be dispersed and located closest to accessible entrances where buildings have multiple accessible entrances with adjacent parking 9 Show that accessible parking spaces comply with Section 1129B 4 1 as follows a) Single spaces shall be 14' wide and outlined to provide a 9' parking area and a 5' loading and unloading area on the passenger side of the vehicle b) When more than one space is provided, in lieu of providing a 14' space for each space, two spaces can be provided within a 23' area with a 5' loading zone between each 9'0" wide space c) Each space is to be a minimum of 18' in depth 10 At least one in every 8 accessible parking spaces shall be served by an access aisle >96" in width and designated as VAN ACCESSIBLE, per Section 1129B 4 2 11 The words "NO PARKING" shall be painted on the ground within each loading and unloading access aisle (in white letters no less than 12" high and located so that it is visible to traffic enforcement officials) Section 1129B 4 2 12 Ramps shall not encroach into any accessible parking space or the adjacent access aisle Section 1129B 4 3 Carlsbad PC04-66 June 11, 2OO4 13 Show on the site plan that accessible parking space(s) are to be located such that disabled persons are not compelled to wheel or walk behind parked cars other than their own, per Section 1129B 4 3 14 Show or note on the plans that the accessible parking spaces are to be identified by a reflectorized sign, permanently posted immediately adjacent to and visible from each space, consisting of a) A profile view of a wheelchair with occupant in white on dark blue background b) The sign shall >70 in 2 in area c) When in the path of travel, they shall be posted >80" from the bottom of the sign to parking space finished grade d) Signs may also be centered on the wall of the interior end of the parking space >36" from the parking space finished grade, ground or sidewalk e) Spaces complying with Section 1129B 4 2 shall have an additional sign "Van-Accessible" mounted below the symbol of accessibility per Section 1129B5 f) In addition, the surface of each accessible space is required to be marked with the international symbol of accessibility 15 Show, or note, that an additional sign shall also be posted in a conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each stall or space The sign shall be >17" x 22" with lettering not ^" in height Per Section 1129B 5 required wording is as follows "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense Towed vehicles may be reclaimed at or by telephoning " CURB RAMPS 16 Plans shall show that curb ramps are >48" wide with a slope of ^ 12 (8 33%), per Sections 1127B 5 2 and 1127B 5 3 The lower end of each curb ramp shall have a 1/2" lip beveled 45°, per Section 1127B 5 5 17 Show that the landing at the top of the curb shall be level and >48" depth for the entire width of the curb ramp Section 1127B 5.4 18 The slope of the fanned or flared sides of curb ramps shall not exceed 110, per Section1127B54 19 Show or note that the surface of all curb ramps and the flared sides are to be slip resistant, and contrasting from the adjacent sidewalk finish, per Section 1127B 5 6 20 Provide details or note on the plans that all curb ramps have a grooved border 12" wide at the level surface of the sidewalk along the top and each side approximately 3/4" o c , per Section 1127B 5 7 , Carlsbad PC04-66 June 11, 2004 21 Show that detectable warnings, extending the full width and depth of the curb ramp, inside the grooved border are to be installed if the slope is <1 15 (6 66%), per Section 1127B 5 8 These consist of raised truncated domes with a diameter of 0 9" at the base, tapering to 0 45" at the top Spacing shall be 2 35" o c Only approved DSA/AC detectable warning products and directional surfaces shall be installed WALKS AND SIDEWALKS 22 If any proposed walks slope >1 20 (5%) they must comply with ramp requirements, per Section 1133B 5 1 23 Walks along an accessible route of travel are required to be >48" minimum in width and have slip resistant surfaces, per Section 1133B 7 24 The maximum permitted cross slope shall be %" per ft , per Section 1133B 7 1 3 25 Show or note that any abrupt level changes will be ^2" along any accessible route of travel When changes do occur, they shall be beveled with a slope of ^ 2 Level changes of <&" may be vertical NOTE If level changes >%", they must comply with the requirements of curb ramps • PEDESTRIAN RAMPS 26 Show that any path of travel with a slope >1 20 (5%) complies with pedestrian ramp requirements, per Section 1133B 5 27 The allowable slope for an accessible ramp is ^ 12 (8 33%), per Section 1133B 5 3 Revise plans to show the least possible slope is being provided for all ramps, per Section 1133B 5 1 28 The allowable cross slope at pedestrian ramps shall be <&" per ft (2%), per Section 1133B53 1 29 Show or note that ramp surfaces will be slip resistant Carlsbad PCO4-66 June 11,2OO4 City of RECEIVED P 0 92)04 CarTsBsTd Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No PC04-66 Job Address or Legal Description Lot 47 Map 14543 Owner**631 Estat£ CoU 3ter&1 Address Lapas Road Hnrf Amber Lane Management Company You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet (over) Carlsbad PCO4-66 June 11, 2004 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION Lot 47 Map 14543 PLAN CHECK NUMBER' PC04-66 OWNER'S NAME: Real Estate Collateral Management Company I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701 1 for the construction project located at the site listed above UBC Section 106 3 5 Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106 3 5 for the construction project located at the site listed above Signed 1. List of work requiring special inspection: Soils Compliance Prior to Foundation Inspection Structural Concrete Over 2500 PSI - Prcstressed Concrete G Structural Masonry G Designer Specified EnginMrVArcliitect t S«il & Signature H«ra G Field Welding G High Strength Bolting (3 Expansion/Epoxy Anchors G Sprayed-On Fireproofing G Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A B. C. 3. Duties of the special inspectors for the work listed above: A. ^O\ LS CotM V U A fJCE. B. CQK)cue.T(t C. Carlsbad PC04-66 June 11, 2004 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO PCO4-66 PREPARED BY Bert Domingo DATE June 11, 2004 BUILDING ADDRESS Lot 47 Map 14543 BUILDING OCCUPANCY A3/B/S2 TYPE OF CONSTRUCTION VN BUILDING PORTION Rec Bldg Hd2°d ^"F F T<ibTi -tO) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq Ft ) 4624 <>P£ "p *Z&~1~$1& 4624 4624 cb Bldg Permit Fee by Ordinance ^ Valuation Multiplier 6000 kr*^> <i~ 360 1 80 By Ordinance Reg Mod VALUE ($) 277,440 16,646 8,323 302,410 $1,171 80 Plan Check Fee by Ordinance Type of Review (2 I I Repetitive Fee Repeats Complete Review D Other ,—, Hourly Structural Only Hour Esgll Plan Review Fee $761 67 $656 21 Comments Sheet 1 of 1 macvalue doc City of Carlsbad Public Works — Engineering BUILDING PLANCHECK CHECKLIST DATE PLANCHECK NO BUILDING ADDRESS PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER WC - Qfr/ - ENGINEERING DEPARTMENT APPROVAL 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 D A Right-of-Way permit is required prior to construction of the following improvements EST VALUE DENIAL Please see/tfis attached report of deficiencies marked with (D Jvlake necessary corrections to plans or specifications for compliance with applicable codes and standards Submit corrected plans and/or specifications to this office for review By Date «/tY°f N BY. FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT —^. Date ;- ATTACHMENTS HI Dedication Application 3 Dedication Checklist 3 Improvement Application HI Improvement Checklist [H Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application D u Sewer Fee Information Sheet Right-of-Way Permit Submittal Checklist and Information Sheet ENGINEERING DEPT CONTACT PERSON Name JANIYA BARROWS City of Carlsbad Address 1635 Faraday Avenue, Carlsbad, CA 92008 Phone (760) 602-2773 CFD INFORMATION Parcel Map No Lots Recordation Carlsbad Tract 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2720 • FAX (76O) 6O2-8562 F \BUILDING PLANCHECK CKLST FORM doc -I BUILDING PLANCHECK CHECKLIST SITE PLAN #• i3 9i'-Je f/Oh / ,1 Provide a fully dimensioned site plan drawn to scale Show A North Arrow B Existing & Proposed Structures C Existing Street Improvements D Property Lines E Easements 2 Show on site plan F Right-of-Way Width & Adjacent Streets G Driveway widths H Existing or proposed sewer lateral I Existing or proposed water service J Existing or proposed irrigation service A Drainage Patterns 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 " B Existing & Proposed Slopes and Topography C Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception D Sewer and water laterals should not be located within proposed driveways, per standards 3 Include on title sheet A Site address B Assessor's Parcel Number C Legal Description 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 F VBUILDING PLANCHECK CKLST FORM doc Rev 7/14/00 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD DISCRETIONARY APPROVAL COMPLIANCE/' D D 4a Project does not comply with the following Engineering Conditions of approval for Project No 4b All conditions are in compliance Date DEDICATION REQUIREMENTS Cd D D 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 $ 15.000 . 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 Yz" x^^" 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 Cd L~3 C3 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 $ 75.000 . pursuant to Carlsbad Municipal Code Section 1840040 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 F -BUILDING PLANCHECK CKLST FORM doc BUILDING PLANCHECK CHECKLIST ST 3RD D 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 1840 Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Neighborhood 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 D D D D D 6c Enclosed please find your Neighborhood Improvement Agreement Please return agreement signed and notarized to the Engineering Department Neighborhood Improvement Agreement completed by Date 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent 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 D D 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities (cut, fill import, export) 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 DateGrading Inspector sign off by c. Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) F VBUILDING PLANCHECK CKLST FORM doc Rev 7/14/00 BUILDING PLANCHECK CHECKLIST ST1 D D ,ND2' D RD3 D D D 7d No Grading Permit required 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS 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, tying into public storm dram, sewer and water utilities Right-of-Way permit required for n nan 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 Cammo 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 7153, for assistance Industrial Waste permit accepted by Date 10 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 d»scharge 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 11 Required fees are attached Q No fees required WATER METER REVIEW 12a Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized Oversized meters are inaccurate during low-flow conditions If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used • All single family dwelling units received "standard" 1" service with 5/8" service o F \BUILDING PLANCHECK CKLST FORM doc ST RD D D 12b BUILDING PLANCHECK CHECKLIST • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm) A typical fixture count and water demand worksheet is attached Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit • Maximum service and meter size is a 2" service with a 2" meter • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand (manifolds are considered on case by case basis to limit multiple trenching into the street) Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval The developer must provide these calculations Please follow these guidelines 1 If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets If so, at the water meter station, the demand in gpm may be listed there Irrigation services are listed with a circled "I", and potable water is typically a circled "W" The irrigation service should look like STA1+00 Install 2" service and 1 5 meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach) Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use Once you have received a good example of irrigation calculations, keep a set for your reference In general the calculations will include • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA) As long as the project is located within the City recycled water F \BUILDING PUANCHECK CKLST FORM doc ST BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future D D 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this 13 Additional Comments: F \BUILDING PLANCHECK CKLST FORM doc ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant Calculation based on building planchack plan submittal Address vX\a_P £ |-^-k<-~- (<_&~^7r-<-S' Bldg Permit No /in Prepared by Date /.i>/ t*}/£Y Checked by-,Date EDU CALCULATIONS- Types of Use &o«c- ^Types of Use r.Hr ADT CALCULATIONS: x~^sLDTypes of Use O"%"Ts Types of Use List types and square footages for al <2>UU Sq Ft /Units •V-- e-e Sq Ft /Units ^ i List types and square footages for all •"? / r-C£ Sq Ft /Units /W\: Sa Ft /Units 1 uses /Iftov uses > (W*} EDU's EDU's ADT's ADT's / 9 FEES REQUIRED- ^ WITHIN CFD EffES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee)DNO PARK-IN-LIEU FEE FEE/UNIT CT2 TRAFFIC IMPACT FEE ADT-s/UNITS PARK AREA & # X NO UNITS 7 FEE/ADT AfjlVBRIDGE AND THOROUGHFARE FEE (DIST #1 DIST #2 ADT's/UNITS \2T5 ^T FACILITIES MANAGEMENT FEE UNIT/SQ FT SEWER FEE EDU's BENEFIT, EDU's ^ SEWER LATERAL ($2,500) 7 DRAINAGE FEES PLDA_ ACRES 8 POTABLE WATER FEES UNITS CODE CONNECTION FEE / 5 X FEE/ADT ZONE /'^ X FEE/SQFT/UNIT. X FEE/EDI =$ X FEE/EDU HIGH. FEE/AC =$. =$_ /LOW METER FEE SDCWA FEE IRRIGATION F \FEE CALCULATION WORKSHEET doc 1 of 2 Rev 7/14/00 11/19/2004 09 47 FAI 17604384178 CITY OF CARLSBAD 12)01 CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR- (=Wy £> Oft .W^ PROJECT ir> C.T<*«U07. DATE GRAPINft PERMIT NO LOTS REQUESTED FOR RELEASE. N/A » NOT APPLICABLE V* COMPLETE or unacceptable Lot 47 1st yy y y y y / ^/A y 2nd 1 2 3. 4 5 6 7 8 9. D Site access to requested lots adequate and logically grouped Site erosion control measures adequate Overall site adequate for health, safety and welfare of public Letter from Owner/Dev requesting partial release of specific lots, pads orbldg &A" x 11" site plan (attachment) showing requested lots submitted Compaction report from soils engineer submitted, (if soils report has been submitted wrth a previous partial release, a letter from soils engineer referencing the soils report and identifying specific lots for release shall accompany subsequent partial releases), EOW certification of work done with finish pad elevations of specific lota to be released. Letter must state lot (s) is graded to within a tenth (.1) of the approved grading plan Geologic engineer's letter if unusual geologic or subsurface conditions exist Fully functional fire hydrants within 500 feet of building combustibles and an all weather roads access to site is required. Partial release of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process Partial release of the site is denied for the following reasons II Project Inspector Date Construction Manager Inclusionary Housing Fee required. YES _ (Effective date of Inclusionary Housing Ordinance - May 21 1993 NO Data Entry Completed? YES NO_ _ (A/P/Ds Activity Maintenance enter CBS toolbar Screens Housing Fees Construct Housing Y N Enter Fee UPDA~E Site Plan 1 Provide a fully dimensional site plan drawn to scale Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines 2 Provide legal description of property and assessor's parcel number Zoning | | 1 Setbacks. Front' Interior Side Street Side Rear Required Required Required Required Shown Shown Shown Shown 2 Accessory structure setbacks Front Required Interior Side Required Street Side Required Rear Required Structure separation Required Shown Shown Shown Shown Shown 3 Lot Coverage Required Shown 4 Height Required Shown 5 Parking Spaces Required Guest Spaces Required Additional Comments Shown Shown OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H \ADMIN\COUNTER\BldgPlnchkRevChklst ^Carlsbad Fire Department 040066 1635 Faraday Ave , Carlsbad, C*A 92008 Plan Review Requirements Category: Date of Report 06/28/2004 Fire Prevention (760) 602-4660 Building Plan Reviewed by Name Address Morrow Development I 1 903 Wright Place Suite 1 80 City, State Carlsbad CA 92008 Plan Checker Job Name La Costa Greens Rec Job # 040066 Job Address 1921 Dove Ln Bldg# PC040066 Ste orBldg No 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 modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards 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 Appioved The item you have submitted for review has been approved subject to the Subject to attached conditions The approval is based on plans, information and/or specifications provided in your submittal 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 Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards CD Incomplete The item you have submitted for review is incomplete At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards Please review carefully all comments attached Please resubmit the necessary plans and / or specifications to this office for review and approval Review FDJob# 1st 2nd 3rd 040066 FD File # Ot«ylD Carlsbad Fire Department _ °40066 163£ Faraday Ave Fjre Prevention « Carlsbad, CA 92008 (760) 602-4660 Plan Review Date of Report Q6/28/2004 _ Reviewed by Name Morrow Development Address 1903 Wright Place Suite 180 City, State Carlsbad CA 92008 Plan Checker Job Name La Costa Greens Rec Job Address 1921 Dove Ln ___ _____ Ste or Bldg No This approval indicates 'Subject To', FIRE shall require the submittal of plans for the installation of the automatic fire sprinkler system and fire alarm system, as each are considered 'deferred submittals' STRUCTURAL CALCULATIONS 'PROJECT DESIGN ASSUMPTIONS HOROWITZ TAYLORKUSHKAKI STRUCTURAL ENGINEERS CONCRETE STRENGTH AT TWENTY EIGHT DAYS- MASONRY GRADE "N" CONCRETE BLOCK F' M • MORTAR TYPES 1,800 PSI GROUT: 2000 PSI REINFORCING STEEL A-615 PSI PSI STRUCTURAL STEEL: A-36 LUMBER DOUGLAS FIR-LARCH JOISTS BEAMS AND POSTS STUDS GRADE 40 GRADE 60. #4 AND LESS (U O N.) #5 AND LARGER SEISMIC FORCE WIND FORCE i ^DESIGN LOADS: ROOF DEAD LOAD SLOPING ROOFING PLYWOOD JOISTS INSUL & CLG. MISC. TOTAL - 2A° #2 #2 STUD OR BETTER REPORT BY REPORT NO SOIL PRESSURE: FLAT ROOF LIVE LOAD SLOPING 1Q FLAT FLOOR DEAD LOAD INT FLOORING PLYWOOD JOISTS INSUL & CLG MISC. TOTAL - /Z~ FLOOR LIVE LOAD INTERIOR BALCONY EXIT WALKWAY WALL DEAD LOAD gXL INTERIOR EXTERIOR 10PSF 16PSF 40 PSF 60 PSF (U O N ) 100 PSF These calculations are limited only to the Kerns Included herein, selected by the client and do not imply approval of arty other portion of the structure by this office These calculations are not valid if altered in any way, or not accompanied by a wet stamp and signature of the Engineer of Record 3914 Murphy Canyon Road • Suite A100 • San Diego, CA 92123-4491 • (858) 560^4383 • Faxj858) 560-8842 SPl /5 TO ; "I1 xUi iU-u. 0- O IL LL ]'VV;NVld ONPVUd dOO« V < ~,N:; ,-.,. < ' I HOROWITZTAYLORKUSHKAKI STRUCTURAL CALCULATIONS STRUCTURAL INOIHM«S f " ^T-1,HTK PROJECT: Gg££A/T OF ' LA C'OZTA .. DESIGN ASSUMPTIONS: CONCRETE STRENGTH AT TWENTY EIGHT DAYS: MASONRY: GRADE "N" CONCRETE BLOCK F ' M MORTAR: TYPE S , 1BOO PSt GROUT: 200Q PSI REINFORCING STEEL: A*l« - GRADE 40: A\ GRADE 60: STRUCTURAL STEEL: .PSI PSI #5ANDLESS(U.O.N.) #9 AND LARGER LUMBER: DO,UGLAS FiR-LARCH JOISTS ' #2 BEADS' AND POSTS #2 STUDS STU.DOR BETTER saSMlC PORC& ^ - ^ f" ; REPORT BY: WIND FORCE: 7^ Ht>ti,ZXP C REPORT NO.i _ fc v .. DES1QTJ LOAPSi^" SOIL PRESSURE: FLOOR DEAD LOAD VVAL^ DEAD LOAD . SL-OPINQ ' FLAT EXT. ROOMINGPLYWOOD INSUL&CLG. MISC. TOTAL - 2/ PS ftQQFLJVEi,flAfl SLOPING FLOORING PLYWOOD JOISTS ' INSUL&CLG. MISC. TOTAL » 12 f$F FLOOR LIVE LOAD INTERIOR BALCONY EXIT WALKWAY INTERIOR ' EXTERIOR 10PSF 16PSF 40 PSf 60 J»SF(U.O.N.) 100 PSF , * •> catcutetiona are. Bmlted only to 4he Item* Inoluded herein, selected by the cHent and do not Imply approval of any other i of tha irfniH.M »«,<«. offlce.-These oalpalation* are not valid If altered In any way, or notaccompanled by a wet stamp ftfDAMAMjl PROJECT NO..0$SHEET..OF r ' ' ' "V .' , PROJECT NAME SUBJECT &>OF .-. C&lT&t. DESIGNED BY j?L CHECKED BY DATE DATE 1 / i -~<Jd[_a U-J.4-4-.'- -,-• ' i . i - f -: - t "-sy^'Lm _.j. ^;-J#p?l&. 3 --2-q_1 ^j^k;/^..^ ^3 « i _i '—-»4"i ^*i>t^ ,—*__ 'Jf-r- :.ll.i . ft- --I-j. _u i 'U4J- I—r4«U- Ii>.'>. .1....L. ^$ i_4_T_L H h~]-ni ! i" i r "" *v *.U * .v.xj?_5.ii*g*j7 ;- y.fe 1--L- i r 4-~H 1-4 p -i !•-,-/" — —i—I- !_ j..r ^r^£ _i\ T~br 1 .;...; •5 .. „ ....I * 3~&> ij ^ i ^t£j& f (fe/«i^>;) ,. 7"^ ;1 i. : _^._.I —T / PROJECT NO SHPFT 0F ' ' ' ' v -, , PROJECT NAME&E&S& "o SUBJECT DESIGNED BY, CHECKED BY_ DATE DATE 1 1 0-4-1 --.-11 i >t-hi -t 1 ...... r T-i i -,.*-. ~HJV*W-«t 2-ifr i--'- T- r JWNdT- ~-f^--- r '"" ') ;r-T—; i - - -. i i -f- -, — i — ..... i_- < .•>i '• -,' —7t —r— H- vt-t ~! h-- J - [.r T-Vt -4-1 r~ rfc 1 ~t-' 21. 4i 1 ** JZ-! ^4 4-4 i •• -i- i_j_ ..u. 4_.O-LJ_1^ ( ii*_JK.ati>PJUS- ...^C'f 1"~t I *** I- 0 _ 1. _i±L^-iJ_!^L.l PROJECT NO fry--70 4-SHEET..OF .' ., PROJECT NAME SUBJECT Vv • &T/.JTF/ DESIGNED BY Z.t 2)£gAS.»J CHECKED BY DATE DATE PROJECT NO SHEET..OF PROJECT NAME SUBJECT &T • £fA)TE/t. DESIGNED BY 2.CHrAMA CHECKED BY DATE DATE J>jrfe ' /"' • PROJECT NO ,' , PROJECT NAME SUBJECT * CB*tE&- DESIGNED BY CHECKED BY -14~. - - ^^fii^iiij . 11..44 _i—->•~ L .r.rPT -u n &/• , /• PROJECT NO _ M-704 SHEET OF ny .' , PROJECT NAME • exdT DESIGNED BY. CHECKED BY_ DATE DATE i__i—__i"" •>' rt-Jr-i ?; 3-M-. u 'IS! |r _ ' 't~"4~--- +-T-H-- I. -» 1 - -t-I I -il H-i-H- .- j._ t i u -i J4- .1. .i .U--4- -4H +H- -1Jk-l. i < I --I.-4-. ! i >.^ _.. ; 1 -1 ._L1 -4_:..L lr • r " 'jah Ti T "1_ _.l 1-rH-;ih ..... J -- (. „.. ._ . .4 / • PROJECT ;, , PROJECT k SUBJECT / • PROJECT , , PROJECT SUBJECT -7^4 T~T~V DESIGNED BY CHECKED BY_DATE PROJECT NO __ 04 "704 , PROJECT NAME6#FFAJC SIIR.IFRT SHEET..OF DESIGNED BY CHECKED BY DATE DATE 15", 2£_J?£! -.W^V, .l»..rf"'"''! ! ..... &?,.. .......\-i..- ( -.. i- - —i _..i _L . J..._ -f--f- ; -1- -I -4 .--i.....i- -t— •--< t- -)-.-i i-' : r i -rf ........ T- -' ~~! ~"^•3 <U.M , i PROJECT NO 04 ~SHEET..OF i—L. : , PROJECT NAMEggfiF SUBJECT . CftfrEA. DESIGNED BY CHECKED BY DATE DATE I b fer r *" i n •r O<3 ? CJ/t —I-, - 4 - - j _ --—4.--. - \-J ,L i i- <?. N. ^. X i ' W *** - / ..,—J- r - •:L#I- \— ,. .. .fr. \~-• -\- PROJECT NO , PROJECT MAME3flga/£ EFC SUBJECT SHEET OF DESIGNED BY "Z . CHECKED BY DATE DATE - ; Jj? f n;: T^ :~ -/ 'r ^SJFT ^ I «? : W i g|! "5" I ^t ,. .1. _ _...,4. 7 ^ -I- •=r ~\- P: \*t - ^ * 2 i .. t. J •t- rI L 4 - \f - .._ ; ............. ..<fe I" j .......... - j - -,r!^ •T~-j L.... 1 ff ' PROJECT NO SHEET..OF , PROJECT NAME 6EEEMC EBT £ SUBJECT DESIGNED BY ?.^/MM/4S CHECKED BY DATE A/°#l /^ DATE n_ -r - r i t \ -f 2. ' & ! -r~~f T-rPfr/ p:~: n" /Vf -- , j - ;• J! Vhlr * \d£ ,- 34 T'~T . 2, . .4— ^ 0- |7<sii. t... f <&.....]-. TtTT_jjt. = 2Jx-^ i C:..r i.•i/ if :' **« . r/42. •^r/?"f .^ L 1 •rr, PROJECT NO SHEET..OF .' , PROJECT NAME SUBJECT id DESIGNED BY Z. CHECKED BY DATE DATE , 2^4 ~=£&® ......-i... 4. 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ON EXPANSIVE For Greens $wim Club F( Vav\de>o\\ l\einf(9rcinq Company Project No, PTISlab 2.04 Geostructural Tool Kit, Inc Registered To Post Tension Design Unlimited Serial Number 100200022 Project Title GREENS SWIM CLUB - ASSEMBLY BLDG - CATIII Project Engineer REM Project Number 1656 Project Date May 14, 2004 Geotechnical Report GEOCON, INC Report Date July 12, 2004 Report Number 06403-52-09 DESIGN SUMMARY Slab Dimensions Jacking Force Material Properties Concrete Strength, f'c Tendon Strength, FpU Tendon Diameter Material Quantities Concrete Volume Prestressmg Tendon Number of End Anchorages In the LONG direction Quantity of Beams Depth of Beams Width of Beams Tendons per Beam Cover below Beam Tendon Beam Spacing Number of Slab Tendons Slab Tendon Spacing Slab Tendon Cover In the SHORT direction Quantity of Beams Depth of Beams Width of Beams Tendons per Beam Cover below Beam Tendon Beam Spacing Number of Slab Tendons Slab Tendon Spacing Slab Tendon Cover 29 00 FT x 80 00 FT x 5 00 Inches 3305 KIPS 4,500 PSI 270 KSI 1 12 Inch 664 Cubic Yards 1,327 Linear Feet 56 Type I Beam 2 30 0 Inches 120 Inches 0 0 0 Inches Type I Beam 2 30 0 Inches 120 Inches 0 0 0 Inches Type II Beam 1 30 0 Inches 12 0 Inches 0 0 0 Inches 14 50 Feet OC 3 38 Feet O C 2 25 Inches from top of slab Type II Beam 4 30 0 Inches 12 0 Inches 0 0 0 Inches 16 00 Feet OC 19 4 33 Feet 0 C 2 25 Inches from top of slab Page 1 of 5 Z \CADFlles\1600 1699M656 Greens Rec Center\CALCS\ADMIN BLDG CATIII pti Registered To Post Tension Design Unlimited PTISlab 2.04 Geostructural Tool Kit, Inc Serial Number 100200022 Project Title GREENS SWIM CLUB - ASSEMBLY BLDG - CATIII Project Engineer REM Project Number 1656 Project Date May 14, 2004 Geotechmcal Report GEOCON, INC Report Date July 12, 2004 Report Number 06403-52-09 RESULTS OF SLAB ANALYSIS Soil Bearing Analysis Applied Pressure on Soil Soil Pressure Safety Factor Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Minimum Effective Prestress (PSI) Mid-Slab Effective Prestress (PSI) Beta Distance Effective Prestress Eccentricity of Prestressmg Number of Slab Tendons Number of Beam Tendons 1,496 PSF 1 34 Short Direction ~62 62 63 409 19 0 Long Direction 54 54 81 511 9 0 Moment Analysis - Center Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Bending Stresses (KSI) Allowable Stress Actual Stress Tension in Top Fiber Short Long Direction Direction -0402 -0402 -0166 -0095 1619 Ft-K/Ft 15 35 Ft-K/Ft Compression in Bottom Fiber Short Long Pjiectipn Direction Allowable Stress 2025 2025 Actual Stress 0876 0598 Differential Deflection Analysis - Center Lift Mode Based on an Allowable Deflection of L / 360 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Short Direction 097 0 70 Long Direction 215 0 79 Shear Stress Analysis - Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Short Direction 126 84 Long Direction 125 78 Page 2 of 5 Z \CAD Files\1600 1699\1656 Greens Rec CentertCALCSWDMIN Bl DG CATIII pti 1 1 50 34 AM Registered To Post Tension Design Unlimited PTISlab 2.04 Geostructural Tool Kit, Inc Serial Number '00300022 Project Title GREENS SWIM CLUB - ASSEMBLY BLDG - CATIII Project Engineer REM Project Number 1656 Project Date May 14, 2004 Geotechnical Report GEOCON, INC Report Date July 12, 2004 Report Number 06403-52-09 RESULTS OF SLAB ANALYSIS continued Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Bending Stresses (KSI) Allowable Stress Actual Stress Tension in Bottom Fiber Short Long Direction Direction -0 402 -0 402 -0 341 -0 237 538 Ft-K/Ft 437 Ft-K/Ft Compression in Top Fiber Short Long Direction Direction Allowable Stress 2 025 2 025 Actual Stress 0177 0189 Differential Deflection Analysis - Edge Lift Mode Based on an Allowable Deflection of L / 720 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Short Direction 0 48 032 Long Direction 1 07 039 Shear Stress Analysis - Edge Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Short Direction " 126 92 Long Direction 125 72 Page 3 of 5 £ \CADFlles\16001G99\1656GreensRi5C CentertCAI CSWDM1N BLDG CATIII ptl 11 50 34 AM Registered To PCS' [vision Dos it) n U PTISlab 2.04 Geostructural Tool Kit, Inc snnal Numlwr I Of. .'«) ;)2i Project Title GREENS SWIM CLUB - ASSEMBLY BLDG - CATIII Project Engineer REM Project Number 1656 Project Date May 14, 2004 Geotechnical Report GEOCON, INC Report Date July 12, 2004 Report Number 06403-52-09 SUMMARY OF INPUT DATA Material Properties Concrete Strength, fc Concrete Creep Modulus, Ec Concrete Unit Weight Tendon Strength, Fpu Tendon Diameter 4,5000 PSI 1,500,0000 PSI 1450 PCF 2700 KSI 1 12 Inch Slab Properties Rectangle Geometry Number of Slab Tendons Beam Properties Quantity Depth Width Tendons Cover 29 00 FT x 80 00 FT x 5 00 Inches Short Direction 19 Average beam spacing used in analysis Long Direction 9 Short Direction Long Direction Type I Type II Type I 2 4 2 30 0 30 0 30 0 120 120 120 0 00 00 00 00 Type II 1 30 0 Inches 120 Inches 0 00 Inches Page 4 of 5 Z \CADFlles\1600 I699M656 Greens Rec CentertCALCSvAOMIN BLDG CATIII pti 11 50 3-1 AM Registered To Post r Design Unlnvteci PTISlab 2.04 Geostructural Tool Kit, Inc fiHl Nirntji:r '00 ,100 02. Project Title GREENS SWIM CLUB - ASSEMBLY BLDG - CATIII Project Engineer REM Project Number 1656 Project Date May 14, 2004 Geotechnical Report GEOCON, INC Report Date July 12, 2004 Report Number 06403-52-09 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure Edge Moisture Variation Distance, em Differential Soil Movement, ym Subgrade Friction Coefficient, u Soil Modulus of Elasticity, Es Load. Deflection and Subgrade Properties Slab Loading Uniform Superimposed Load Total Perimeter Load (Live + Dead) Allowable Deflection Limits Center Lift Edge Lift Prestress Calculation Center Lift 530 Feet 4 740 Inches 2,0000 PSF Edge Lift 260 Feet 1 150 Inches 075 1,0000 PSI 4000 PSF 1,10000 PLF L/360 L/720 Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss 150 KSI Page 5 of 5 Z'CAD FilesMSOC 1693*1656 Greuns Kec CentenCALCS'ADMIN BLDG CATIII pli to P:>sl R'nsion Desig-i Uninnito'l PTISlab 2.04 Geostructural Tool Kit, Inc fi.il Number 100 POO -K'2 Project Title GREENS SWIM CLUB - ADMINISTRATION BLDG - CATIII Project Engineer REM Project Number 1656 Project Date May 14, 2004 Geotechnical Report GEOCON, INC Report Date July 12, 2004 Report Number 06403-52-09 DESIGN SUMMARY Slab Dimensions Jacking Force Material Properties Concrete Strength, fc Tendon Strength, FpU Tendon Diameter Material Quantities Concrete Volume Prestressmg Tendon Number of End Anchorages In the LONG direction Quantity of Beams Depth of Beams Width of Beams Tendons per Beam Cover below Beam Tendon Beam Spacing Number of Slab Tendons Slab Tendon Spacing Slab Tendon Cover In the SHORT direction Quantity of Beams Depth of Beams Width of Beams Tendons per Beam Cover below Beam Tendon Beam Spacing Number of Slab Tendons Slab Tendon Spacing Slab Tendon Cover 31 67 FT x 79 00 FT x 5 00 Inches 3305 KIPS 4,500 PSI 270 KSI 1 /2 Inch 702 Cubic Yards 1,450 Linear Feet 58 Type I Beam 2 30 0 Inches 120 Inches 0 0 0 Inches Type II Beam 1 30 0 Inches 12 0 Inches 0 0 0 Inches 15 84 Feet OC 10 3 30 Feet O C 2 25 Inches from top of slab TVDC 1 Beam 2 30 0 Inches 120 Inches 0 0 0 Inches Tvpe II Beam 4 30 0 Inches 12 0 Inches 0 0 0 Inches 1 5 80 Feet O C 19 4 28 Feet O C 2 25 Inches from top of slab Page 1 of 5 Z>CADFilesM600 1li99M656 Greens Roc Cenler\CALCS\ASSEMB Bl.DG CATIII pli PTISlab 2.04 Geostructural Tool Kit, Inc -,:nn Design UnlirviteJ SI'.TM! Numcer 100 200 '>'.'".' Project Title GREENS SWIM CLUB - ADMINISTRATION BLDG - CATIII Project Engineer REM Project Number 1656 Project Date May 14, 2004 Geotechnical Report GEOCON, INC Report Date July 12, 2004 Report Number 06403-52-09 RESULTS OF SLAB ANALYSIS Soil Bearing Analysis Applied Pressure on Soil 1,512 PSF Soil Pressure Safety Factor 1 32 Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Minimum Effective Prestress (PSI) 62 58 Mid-Slab Effective Prestress (PSI) 62 58 Beta Distance Effective Prestress 64 85 Eccentricity of Prestressmg 413 482 Number of Slab Tendons 19 10 Number of Beam Tendons 0 0 Moment Analysis - Center Lift Mode Maximum Moment, Short Direction 16 63 Ft-K/Ft Maximum Moment, Long Direction 15 76 Ft-K/Ft Bending Stresses (KSI) Tension m Top Fiber Compression in Bottom Fiber Short Long Short Long Direction Direction Direction Direction Allowable Stress -0 402 -0 402 Allowable Stress 2 025 2 025 Actual Stress -0170 -0103 Actual Stress 0890 0668 Differential Deflection Analysis - Center Lift Mode Based on an Allowable Deflection of L / 360 Short Long Direction Direction Allowable Differential Deflections (Inches) 106 216 Actual Differential Deflections (Inches) 0 70 0 86 Shear Stress Analysis - Center Lift Mode Short Long Direction Direction Allowable Shear Stress (PSI) 126 126 Actual Shear Stress (PSI) 84 91 Page 2 of 5 / \CAD hlesMGOO 1699M656 Greens Ret Cunlc-i\CAI CSVASSPMB HI DO CA'I III pti 1 t 51 30 AM PTISlab 2.04 Geostructural Tool Kit, Inc Registered To Post tension IJesKt" Unlimited Serial Numbe' 100 ?00 022 Project Title GREENS SWIM CLUB - ADMINISTRATION BLDG - CATIII Project Engineer REM Project Number 1656 Project Date May 14, 2004 Geotechmcal Report GEOCONJNC Report Date July 12, 2004 Report Number 06403-52-09 RESULTS OF SLAB ANALYSIS continued Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Bending Stresses (KSI) Allowable Stress Actual Stress Tension in Bottom Fiber Short Long Direction Direction -0 402 -0 402 -0 341 -0 255 Allowable Stress Actual Stress 543 Ft-K/Ft 441 Ft-K/Ft Compression in Top Fiber Short Long Direction Direction 2 025 2 025 0179 0195 Differential Deflection Analysis - Edge Lift Mode Based on an Allowable Deflection of L / 720 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Short Direction "053 032 Long Direction f08~ 042 Shear Stress Analysis - Edge Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Short Direction 126 92 Long Direction 126 78 Page 3 of 5 Z \CADF~iles\1600 1699M656 Greens Rec Center\CALCS\ASSEMB BLDG CATIII pti 11 51 30 AM PTISlab 2.04 Geostructural Tool Kit, Inc Registereu To Post Tension Design Unlimited Serial Numhtsr 100200022 Project Title GREENS SWIM CLUB - ADMINISTRATION BLDG - CATIII Project Engineer REM Project Number 1656 Project Date May 14, 2004 Geotechnical Report GEOCON, INC Report Date July 12, 2004 Report Number 06403-52-09 SUMMARY OF INPUT DATA Material Properties Concrete Strength, fc Concrete Creep Modulus, Ec Concrete Unit Weight Tendon Strength, FpU Tendon Diameter 4,5000 PSI 1,500,0000 PSI 1450 PCF 2700 KSI 1 12 Inch Slab Properities Rectangle Geometry Number of Slab Tendons Beam Properties Quantity Depth Width Tendons Cover 31 67 FT x 79 00 FT x 5 00 Inches Short Direction Long Direction 19 Short Direction Type I Type I 2 4 30 0 30 0 120 120 0 0 00 00 10 Long Direction Type I 2 300 120 0 00 Type II 1 30 0 Inches Inches120 0 00 Inches Average beam spacing used in analysis Page 4 of 5 Z\CAD FilesilGOO 1699M656 Greens Rec Center\CALCS\ASStMB BLDG CATIII pti 11 51 30AM PTISlab 2.04 Geostructural Tool Kit, Inc Reqisterc-rl T" Post Tension Design Unlimited Serial Number 1002:00022 Project Title GREENS SWIM CLUB - ADMINISTRATION BLDG - CATIII Project Engineer REM Project Number 1656 Project Date May 14, 2004 Geotechnical Report GEOCON, INC Report Date July 12, 2004 Report Number 06403-52-09 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure 2,000 0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em 5 30 Feet 2 60 Feet Differential Soil Movement, ym 4740 Inches 1150 Inches Subgrade Friction Coefficient, u 0 75 Soil Modulus of Elasticity, Es 1,0000 PSI Load. Deflection and Subgrade Properties Slab Loading Uniform Superimposed Load 40 00 PSF Total Perimeter Load (Live + Dead) 1,100 00 PLF Allowable Deflection Limits Center Lift L /360 Edge Lift L /720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss 150 KSI Page 5 of 5 Z\CADFilesM600 1699U656 Greens Rec Center\CALCS\ASSLMB BLDG CATIII pti 115130AM PTISlab 2.04 Geostructural Tool Kit, Inc Registered To Pns: Tension Design I SIMIH! Number 100200022 Project Title GREENS SWIM CLUB - WORK OUT ROOM - CATIII Project Engineer REM Project Number 1656 Project Date May 14, 2004 Geotechnical Report GEOCON, INC Report Date July 12, 2004 Report Number 06403-52-09 DESIGN SUMMARY Slab Dimensions Jacking Force Material Properties Concrete Strength, fc Tendon Strength, FpU Tendon Diameter Material Quantities Concrete Volume Prestressmg Tendon Number of End Anchorages In the LONG direction Quantity of Beams Depth of Beams Width of Beams Tendons per Beam Cover below Beam Tendon Beam Spacing Number of Slab Tendons Slab Tendon Spacing Slab Tendon Cover In the SHORT direction Quantity of Beams Depth of Beams Width of Beams Tendons per Beam Cover below Beam Tendon Beam Spacing Number of Slab Tendons Slab Tendon Spacing Slab Tendon Cover 24 00 FT x 42 00 FT x 5 00 Inches 3305 KIPS 4,500 PSI 270 KSI 1 12 Inch 31 8 Cubic Yards 638 Linear Feet 38 Type I Beam 2 30 0 Inches 12 0 Inches 0 0 0 Inches Type II Beam 1 30 0 Inches 12 0 Inches 0 0 0 Inches 12 00 Feet OC 8 3 14 Feet OC 2 25 Inches from top of slab Type 1 Beam 2 30 0 Inches 120 Inches 0 0 0 Inches Type II Beam 2 30 0 Inches 12 0 Inches 0 0 0 Inches 14 00 Feet OC 11 4 00 Feet O C 2 25 Inches from top of slab Page 1 of 5 Z \CADFiles\1600 169911656 GieensRec CentertCAl CSWVKOUT RM CATIII pti 11 5221 AM PTISlab 2.04 Geostructural Tool Kit, Inc Registered To Post Tensor Design Unhmity.1 Serial Number 100200022 Project Title GREENS SWIM CLUB - WORK OUT ROOM - CATIII Project Number 1656 Project Date May 14, 2004 Report Date July 12, 2004 Report Number 06403-52-09 RESULTS OF SLAB ANALYSIS Project Engineer REM Geotechnical Report GEOCON, INC Soil Bearing Analysis Applied Pressure on Soil Soil Pressure Safety Factor Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Minimum Effective Prestress (PSI) Mid-Slab Effective Prestress (PSI) Beta Distance Effective Prestress Eccentricity of Prestressmg Number of Slab Tendons Number of Beam Tendons 1,476 PSF 1 36 Short Direction 66 66 67 484 11 0 Long Direction 71 71 81 577 8 0 Moment Analysis - Center Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Bending Stresses (KSI) Allowable Stress Actual Stress Tension in Top Fiber Short Long Direction Direction -0 402 -0 402 -0122 -0063 15 15 Ft-K/Ft 1436 Ft-K/Ft Compression in Bottom Fiber Short Long Direction Direction Allowable Stress 2 025 2 025 Actual Stress 0 649 0 460 Differential Deflection Analysis - Center Lift Mode Based on an Allowable Deflection of L / 360 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Short Direction 080 058 Long Direction 1 40 055 Shear Stress Analysis - Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Short Direction 127 60 Long Direction 128 53 Page 2 of 5 Z\CAD FitesMGOO 163y\1(>5b Greens Rec CentertCALCSWVKOUT RM CATIII pti PTISlab 2.04 Geostructural Tool Kit, Inc Registered To Post Tension Desicjn Unlimited Soii.il Numbei 100 200 (K2 Project Title GREENS SWIM CLUB - WORK OUT ROOM -CATIIi Project Engineer REM Project Number 1656 Project Date May 14, 2004 Geotechmcal Report GEOCON, INC Report Date July 12, 2004 Report Number 06403-52-09 RESULTS OF SLAB ANALYSIS continued Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Bending Stresses (KSI) Allowable Stress Actual Stress Tension in Bottom Fiber Short Long Direction Direction -0402 -0402 -0283 -0210 Allowable Stress Actual Stress 530 Ft-K/Ft 431 Ft-K/Ft Compression in Top Fiber Short Long Direction Direction 2 025 2 025 018 0192 Differential Deflection Analysis - Edge Lift Mode Based on an Allowable Deflection of L / 720 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Short Direction 0 40 026 Long Direction 6 70 028 Shear Stress Analysis - Edge Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Short Direction 127 72 Long Direction 128 57 Page 3 of 5 7 \CADniesM600 169&M655 Gieens Rec Cenl(!i\CAL CS\WKOUT RM CATIII pti V Registered To Post Tension Oosign Unlimited PTISlab 2.04 Geostructural Tool Kit, Inc Senal Number 1002000;!? Project Title GREENS SWIM CLUB - WORK OUT ROOM -CATIII Project Engineer REM Project Number 1656 Project Date May 14, 2004 Geotechnical Report GEOCON, INC Report Date July 12, 2004 Report Number 06403-52-09 SUMMARY OF INPUT DATA Material Properties Concrete Strength, fc Concrete Creep Modulus, Ec Concrete Unit Weight Tendon Strength, Fpu Tendon Diameter 4,5000 PSI 1,500,0000 PSI 1450 PCF 2700 KSI 1 12 Inch Slab Properities Rectangle Geometry Minimum Permissible Prestress Beam Properties Quantity Depth Width Tendons Cover 24 00 FT x 42 00 FT x 5 00 Inches Short Direction Long Direction 6000 PSI Short Direction Type I Type I 2 2 30 0 30 0 120 120 0 0 00 00 6000 PSI Long Direction Type I Type II 2 Y 30 0 30 0 Inches 120 120 Inches 0 0 00 00 Inches Average beam spacing used in analysis Page 4 of 5 Z \CADNesM600 1699M6b6 Greens Rec; Center\CALCS\WKOUT RM CATIII pti 11 52 21 AM PTISlab 2.04 Geostructural Tool Kit, Inc Registered To Post Tension Design Unlimited Serial Number '00200022 Project Title GREENS SWIM CLUB - WORK OUT ROOM - CATIII Project Engineer REM Project Number 1656 Project Date May 14, 2004 Geotechnical Report GEOCON, INC Report Date July 12, 2004 Report Number 06403-52-09 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Bearing Pressure Edge Moisture Variation Distance, em Differential Soil Movement, ym Subgrade Friction Coefficient, u Soil Modulus of Elasticity, Es Load, Deflection and Subgrade Properties Slab Loading Uniform Superimposed Load Total Perimeter Load (Live + Dead) Allowable Deflection Limits Center Lift Edge Lift Center Lift 530 Feet 4 740 Inches 2,0000 PSF Edge Lift 260 Feet 1 150 Inches 075 1,0000 PSI 4000 PSF 1,10000 PLF L/360 L/720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss 150 KSI Page 5 of 5 Z<CAUFl!es\l600 1699\1656 Greens Rec CentertCALCSWVKOUT RM CATIII ptl 11 5221 AM gt-tCfiroenorsrno3•5 z0m o t.c o(A DOm m i^SSltc*?>m o 2 P dZ -* =p 5" "-g-°nf||S= S wm? >mnmw i^ms LS wm^J-z2m o w TJ r, m^j p^ *» ^J ^> oQ]O?ni z > 2 ^ _j ^ mw 3 O 02-" 5 8 m m M (0 IS)to DD 9•&•(Q O O (Dao </> (D ^ S m co —| s £2 i cp. 0 mCD £75 CO CO m : ! CD "' : I ^TJ m CD fi)I0>0 CD •S; oo TJ 0 Zmz (0 H CD CD us o 3D OII oaor- III "-10CO 3D COxcmooco T> ED O (Q CD 3 C 3crCD CLcp_ CD-»*< CO 3 Q, CO 5To (Q i CO €-*••^co^^cjs 3 CD O—t CT O 5' CQ CO CO Z3JT3O®.5 Ho • CO CO~ oro " .- CO Q. — • _, CD « — - CD -J -* C_ CD O CO CO -1 O T3 CD ^ CD 3 O CQ IE — CD - O" CD Q Its?3 **•II o <5'p±10 cF I? *-*• O* 3 c CO CO Q.o —CQ'3 CD CL CDCO CO* CD 3*Q, o'2. CD Q, 3 Oc 3 !-*•o^ s5? CO OCD Po CD 0 CO CO ^^ CO o-cr 3-O ?CT CO CD Q. Q. CD B CD Q. O 31 ^CO TJ Om Co — O rj--i CD7T CO CQ 3 CO•-» • CD 5" O COft o' 3 > C CO 3- CO CL CD CL CO—i CD COCO 3" Q. o' CO•-•• CD C0_ O CQ O 3 CD O 3 CQ CO . LAYOUT tt POM TO' hMMMSONLYl i SSSSgSfS, UNIVBKSAI. TRUSS INC BRACING WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS © TRUSS PLATE INSTITUTE. INC 1976 INTRODUCTION In recognition of the inherent safety of • properly brand roof eyetem the apparent lack of knowledge of how. when and where to mtall adequate bracing, and in the interim of public safety the Truss Plate Institute. Inc. tn consultation with its Component Manufacturers Council | membership has undertaken the preparation of these recom mendatipni. Substantial minted study and deliberative review by the TPI Technical Advisory Committee (comprising a membership of the chief structural engineers of member plate manufacturing companies repre- sentatives of the academic community and Independent consulting engineer*) have been devoted to this effort. Consultation with the TPI Component Manufacturers Council has resulted in bringing practical field handling and erection problems into a sharper focus. Inclusion of the tentative recommendations for on-site handling and erection procedure* is one direct result of the consultation*. It is planned to study further and enlarge upon these tentative recommendations While the for brtctOQ QontwnflQ n>win technically sound it is not intended that they be considered the only method for bracing a roof system Neither should these recommend* tions bo interpreted as superior to or a standard that would necessarily be preferred in Keu of an architect's or engineer's design for bracing for a particular roof system These recommendations for bracing wood tru ifn ithe collective experience of (ceding technical personnel in the wood truss industry but must, due to the nature of responsMlitieii involved be presented only as a guid* for the use of a qualified building designer builder, or erection contractor Thus, the Truss Plate Institute expressly disclaims any responsibility for damages arising from the use applica- tion or reliance, on the recommendations and information contained herein by building designers or by erection contractors. Hov ' carefully wood trusses are designed and fabricated, ell this net stake in the fmalerectionendbracingofarooforfloorsvstam.lt Is at this critical stage of construction that many of the really sqniflcant design assumptions are either fulfilled or ignored. If ignored the consequences may result in a collapse of the structure which at best is a substantial toss of time and materials, and which at worst could result in e loss of life The Truss Plate Institute Design Specifications for Light Metal Plate Connected Wood Trusses* ere recoinii»iidad for the design of individual wood trusses as structural components only Lateral bracing, as may be required by design to reduce buckling length of individual truss members, is a part of the wood trust design end is the only bracing that will be specified on the truss design drawings. Lateral bracing is to be supplied in the size specified and installed at the location specified on the truss design drawings by the builder or erection contractor The building designer or inspector must ascertain that the specified lateral bracing is properly installed and that this bracing is sufficiently anchored or restrained by diagonal bracing to prevent its movement Special design requirements, such es wind bracing, portal bracing, seismic bracing, diaphragms, shear walls, or other load transfer elements and their connections to the wood trusses must be considered separately by the building designer He shall determine sin. location, and method o* eonfMctlons for diieonel bracing- *• needed to rasht these forces. Diagonal or cross bracing is recommended in the plane formed by the top chords, in the plane formed by the bottom chords and perpendicular to the truss web members, as needed for the overall stability of the entire structure Truss bracing and connection details should be shown on the building designer's framing plan as pert of the design drawings. Bracing materials are not usually furnished as part of the wood, truss package and should be provided by the builder or erection contractor ' The builder or erection contractor is responsible for proper wood trust bendling and for proper temporary bracing. He must assure that the wood trusses are not structurally damaged during erection and that they are maintained in alignment before during, and after installation. Temporary or erection bracing may follow but not necessarily be limited to the building designer^ framing plan Itisr erection bracing be applied as each truss is pieced in position. The design of wood trusses m accordance with TPI design criteria 1 Truss members are initially straight, uniform in cross section, and uniform in design propsrtios. 2. Trusses are plane structural nts, installed vertically braced to prevent lateral movement, and parallel to eech other at the design spacing. 3. Truss members are pinned at joints for determination of axial forces only 4 There is continuity of chord members at joints for determine- tion of frtotTMnt stfvoBt* 5. Compression members are laterally restrained at specific loca- tions or mleivah. 6. Superimposed deed or live loads act vertically wind loads em applied normal to the plane of the top chord and concentrated toads are applied at a point. 7 In addition to the lateral bracing specif ied by the truss designer, the building designer will specify sufficient bracing at right angles to the plane of the trim to hold every truss member in the position essumed for rt in design. 8 The building, designer (not the truss designer) will specify sufficient bracing and oaonecttons to withstand lateral loading of the entire structure The theory of bracing is to apply sufficient support at right angles to the plane of the truss to hold every truss member In the position assumed for it in design. TNs theory must be appbed at three stages. STAGE ONE During Building Design end Truss Design individual truss members are cheeked for buckling, and lateral bracing If specified e* required for each truss member The building desiujiei must specify how this lateral bracing is to be enchored or restrained to prevent lateral movement should ell truss members, so braced tend to buckle together as shown in Figure 1(b) This mey be accomplished by 1 Anchorage to solid end walls (Figure 1 (cl) 2 Diagonal bracing in the plane of web members (Figure 1WII 3. Other means es determined by the building deslgnei Figure He) Figure 1(fc) It n recommended that diagonal bracing (minimum 2 inch thick nominal lumber) be installed et approximately a 45 degree angle to the lateral brace. Diagonal bracing should be attached to the opposite side of the seme member requiring lateral bracing. This bracing may be continuous or intermittent at the building designer** option however it is recommended thet Intermittent spacing not exceed 20 feet, or twice the horizontal run of the diagonal bracing . Andwrao (bv bwkfcni Figure Kc) >&({_-_ , ->ae»- Figure 1(d) STAGE TWO During Truss Erection the builder or erection contractor must teke adequate precautions to assure that the wood trusses are not structurally damaged. Proper rigging, including the use of spreader ban and multiple pick-up points, where required is necessary to prevent damage during handling tentative recommendations are presented in the Appendix hereto It I* most important to brace th* first truss at the end of the building securely AH other trusses era tied to the first truss thus the NOTE Cflcaw *f«u«4 ferae* tor Mm mitt Figure 2<a> Figure 2(b) bracing system depends to e great extent on how wall the first truss is One satisfactory method is for the first truss top chord to be braced to e stake driven into the ground and securely anchoied The ground brace itself should be supported as shown m Figure 2 or H is apt to buckle Addition*) ground braces, m the opposite direction, inside the building are also recommended The ground braces should be located directly in line with ell rows of top chord continuous lateral bracing. Otherwise the top chord of the first truss can bend sideways and allow the trusses to shift This shift however slight, puts e tremendous strain on ell connections of the bracing system u the weight of the trusses would then be added to any wind force or construction toed such a* bundles of plywood or roof shingles tending to tip the trusses over All nailing of bracing should be done so thet if the trusses should tend to buckle or tip the nails will be loaded laterally not in withdrawal It is not recommended to nail scabs to the end of the building to brace the first truss. These scabs can break off or pull out thus allowing a total collapse As trusses are set in piece the builder or erection contractor must apply sufficient temporary bracing to hold the trusses plumb in alignment and in a safe condition until the permanent bracing, decking, and/or sheathing can be installed Temporary bracing should be not less then 2x4 dimension lumber end should bo as tong as practical for handling. The use of short soccer pieces of lumber between adjacent trusses b not '•commended' unless used temporarily in preparation for immediate installation of longer continuous bracing (B-feet minimum length) Temporary bracing lumber should be nailed with two double hsadsd 16d nails at every intersection with the braced member Pre-essemMy of groups of trusses on the ground into structurally braced units which are then lifted into place « assemblies is an auepuble alternate to the on**t-*-tim« method Exact spacing between trusses should be maintained es bracing is installed to avoid the Aanrdbus practice of removing bracing to adjust spacing as sheethmg a applied. This act of "adjusting spacing" can cause trusses to topple if a key connection is removed at th* wrong time. Truss bracing mutt be applied to three planes of reference in the roof system to insure stability 1 Top chord (sheathmg) plane 2. web member pUnt or verticil plane perpendicular to trusses, end 3. bottom chord (ceiling) pbne. 1 Tofr Chord Plane. Most important to the builder or erection contractor is bracing in the plane of the top chord. Truss top chords ert susceptible to lateral buckling before they era braced or sheathed. It b> recommended that continuous lateral bracing be installed within 6 inches of the ridge line or center line .and at approximately 8 feet to 10 feet Intervals between the ridge line of sloped trusses or center line of flat trusses and the eaves. For double number trusses this spacing between laterals may be increased to 12 feet to 14 feet Diagonals, located between the lateral bracing and set at approximately 45 degree angles, form the triangles required for stability in the plane of the top chord NOTE Long spans or heavy toads may require closer spacing between lateral bracing and closer intervals between diagonals Figure 3(a) illustrates temporary bracing in the plane of the top chord for gable trusses. If possible the continuous lateral besting for the top chord should be placed on th* underside of the top chord so thet It will not have to be removed as the plywood decking is applied. The trusses are then held securely even during the decking pro OIK. It is equally Important for the builder or erection contractor to install bracing in the plane of the top chord for flat roof or floor trusses. The use of e similar bracing pattern is recommended for all flat trusses. Particular attention is directed to bracing at the end of flat trusses as shown m Figure 3(b) 2 Web Member Plane. It is also necessary to install temporary bracing in the plane of the web members. This bracing is usually mm II 1/2 Hick ikckim) Figure 3(b) installed at the same locations specified on the architectural plan for ptrmanent bracing, and may become part of the pemianeiU bracing, it is recommended that diagonal bracing be added at each web member requiring continuous lateral bracing. If none is specified, it is recommended that it be placed at no greater than 16 feet intervals •long the truss length for roof trusses and 8 feet intervals for floor It is not generally necessary for diagonal bracing to run continu- ously for the fuU length of the building but it is recommended that the spacing between sets of diagonal bracing not exceed 20 feel, or twice the horizontal run of the diagonal bracing. Rows of 2x6 HiomfrbecKs may also be used to brace floor trusses where diagonal bracing is impractical. Figure 4(*| illustrates diagonal bracing in the plane of the web members. Figure 4<b| Illustrates the lateral movement that may r if latent bracing is used without diagonal braang. In uider to hold proper spacing, on the *g at no grevter tjhan 8 feel so 3. Bottom Chord bottom chord, tempoi Figure 3<e) 10 feet on camera along the truss length if recornmended fuU length of the building, nailed to the top of the bottom chord. Diagonal bracing BttOMG Wttl TUttSfrI^W^WI^MFW^P ^4TlJPWpPl|Pf 9 l1^^4F^P^lPfc"J§/4i DTHUSS (PLATE INSTITUTE, INC., 1f76 ran* In •!•«•<**•. l_—1 T1. ""*****.' - - - . „ -:. .- r«*' * * M «M kMh* «ml tow** » «• kt«wlItoAi [INK, *•«•«• MNM!* «f IT w«p«*l<r«h« M»«f« AMMMHMM M« MbnMMa•rlV«iw«MiaMNMHn. .V « t» iHMt Hw flm tnmm «• ••« of ttw II li HOt km ^^^^K ^^ ^^^^^^^^^ ^ ^^^^^^A VU* ^riW rirf ' ^_ . IIM VMMI W4 "* WM> ftt 4MMl MHfeV 1MHK Mi I%• toMM* » tl «M » M I MtMMI VAIMNM VMNNMjfMi WIMMM9iMPHMCT4§VMMt fcfM ttB ttta^^MI^^SMTlte ^^-^^^MNOtt: iM| IMM «r Nwy IMi «HV «•»*• MMT «MlM- "in I" tmil • m< iTinr limi ill>n mi auinili ^^ ^^tt ^^^MM ^tt ttHtt Jft ^^H I^M I n fe ^^M^d^ ^^L^^M^^^A ^^ «^^ ^||^^^ ^A•i ^^MPiy •npwmw ^w mv PIHW or to MM PIMM <f flw !•• tfiwB ivf UN wof 4f, Th» M «f • iMhr kMtai pMMm ta NNMMMM Hw •• fltt d&l •wy rito t> vni t> '|ia|ft-llwr MMi ••••I* 4h| »*•» 104MM DiajoMh tern hracta hiv «ipproxMimlv Figure 4<b) betw*«n laterals placed »t approximately 45 degrees n recommended for stability of the bottom chord Diagonal bracing m the plan* of the bottom chord H generally not required throughout the length of the building, but it is recommended that it be located at least at each end of the building. In most cases temporary bracing m the plane of the bottom chord is insulted at the locations specified on the architectural plan for permanent bracing, and is therefore left in place as permanent bracing. Figure 6 illustrates bracing in the plane of the bottom chord Full bundles of plywood should not be placed on trusses. This construction load should be limited to 8 sheets of plywood on any pair of trusses and should be located adiacent to the supports. No excess concentration of any construction materials (such « gravel or shingles) 10 Fi»ur*5 should be placed on the trusses in any one area they should be spread out evenly over a large area so as to avoid overloading «ny one truss All mechanical equipment should be located only on the trusses specifically designed to support it It should not be dropped or even set temporarily in any other area unless the trusses are adequately shored All floor trusses should be adequately shored if pallets of masonry materials are to be stored temporarily until the next higher walls are finished STAGE THREE Permanent Bracing is designed and specified by the architect or engineer for the structural safety of the building It is the responsibility of the building designer to indicate size location and attachments for all permanent bracing as required by design analysis. In general it is desirable to design and locate all bracing so that it may work together with other structural parts of the building (such as shear walls portal frames bearing walls columns beams etc.! to achieve total structural integrity Permanent bracing must provide sufficient support at right angles to the plane of the truss to hold every truss member m the position assumed for it in design In addition permanent bracing mutt be designed to resist lateral force* imposed on the completed building by wind or seismic forces Permanent bracing may be subdivided into three logical compo- nents 1 Top Chord Plane. This bracing is designed to resist lateral movement of the top chord If plywood floor or roof sheathing is properly applied with staggered joints and adequate nailing, a continu- ous diaphragm action is developed and additional bracing in 'the plane is generally not required Some metal roofing materials may be depended upon to act as a diaphragm when properly lapped and nailed Selection and use of these materials is at the discretion of the building designer 12 Figure 6(fa) If purlins are used spaced not to exceed the buckling length of the top chord and adequately attached to the top chord it is recom mended that diagonal bracing be applied to the underside of the top chord to prevent lateral shifting of the purlins. Figure 6(a) illustrates the necessity for applying diagonal bracing in the plan* of the top chord despite the use of closely spaced purlins It is recommended that this diagonal bracing, as shown in Figure 6<b) be installed on both sides of the ridge line in all end bays. If the building exceeds 60 feet in length this bracing should be repeated at intervals no greater than 20 feet 2 Web Member Plane. The purpose of this bracing is to hold the trusses in a vertical position and to maintain the design spacing. In addition this lateral bracing may be required to shorten the buckling 13 length of a web member As described earlier in the discussion of building design and truss design (STAGE ONE) diagonal bracing or end anchorage is essential to stabilize the lateral bracing. Diagonal bracing in the plane of the web members is also used to distribute unequal loading to adjacent trusses and to spread lateral forces to diaphragms or shear walls Spacing of rows of diagonal bracing in the plane of the webs n a matter of judgment to be made by the building designer and will depend upon the truss span truss configura- tion typ* of building, and the loading. Generally for roof trusses the spacing ranges from 12 feet to 16 feet depending upon how it relates to the bracing in the plane of the top chord For floor trusses the cross bracing should be approximately 8 feet on centers Lateral 2x6 strong-backs may also be used for some floor systems. Figure 1 and Figure 4 illustrate bracing in the plane of the webs Bottom Chord Plane This bracing is required to maintain the ig and to provide lateral support to the bottom chord 3 trussi to resist buckling forces in the event of reversal of stress due to wind uplift or unequal roof or floor loadings. For multiple bearing trusses or cantilever conditions portions of the bottom c^ord become compressicn numbers and should be braced laterally to resist buckling in the same manner as the top chord of simple span trusses. Bracing in the plane of the bottom chord is also designed to transfer lateral forces due to wind or seismic loads into side walls shear walls or other resisting structural elements. Diagonals between continuous lateral bracing serve to stabilite the bottom chord It is recommended that one complete bay of diagonal bracing be installed at each end of any building and additional such bays be located at specified intervals not to exceed 20 feet Figure S illustrates the use of bracing in the plane of the bottom chord These recommendations for bracing wood trusses have been derived from the collective experience of leading technical personnel in the wood truss industry but must due to the nature of responsibilities involved be presented only as a guide for the use of a qualified building designer builder or erection contractor APPENDIX It i« intended that this appendix contain only tentative recom mentations that may be used as a guide for on-site handling and erection until a more complete statement can be prepared Thar* may be some instances in which additional precautions will be necessary UNLOADING If possible trusses shall be unloaded on relatively smooth ground They shall not be unloaded on rough terrain that would came undue lateral strain that might result in distortion of truss joints. Dumping of trusses is an acceptable practice provided that the trusses are not damaged or excessively stressed in the act of dumping The builder shall provide protection from damage that may be caused by on site construction activity STORAGE Care shall be taken so as not to allow excessive bending of trusses or to allow lipping or toppling white the trusses are banded or when the banding is removed If trusses fabricated with fire retardant treated wood must be stored prior to erection they should be stored in a vertical position to prevent water containing chemicals leached from the wood from standing on the plates A further precaution may be taken by providing a cover for the trusses that will prevent moisture fiom coming in direct contact with the trusses and which can be ventilated to prevent condensation ERECTING TRUSSES, The truss erector or builder shall take the necessary precautions to insure that handling and erection procedures do not reduce, the load carrying capacity of the truss. Trusses shall be installed plumb at specified spacing and in-plane d e trusses will be properly aligned) Figure A(1) A suggested procedure for lifting trusses is illustrated in Figure A( 11 if the trust span does not exceed 30 feet. u For truss spans between 30 feet and 60 feet a suggested lifting procedure is shown in Figure A(2) It should be noted that the lines from the ends of the spreader bar "tot-in" If these lints should "tee-out," they will tend to cause buckling of tht truss. w For lifting trusses with spans in excess of 60 feet, it is recom mended that a strong-back be used as illustrated in Figure A(3) The strong-back should be attached to the top chord and web members at intervals of approximately 10 feet Further the strong-backs should be at or above the mid height of the truss so as to prevent overturning. Tht strong-back can be of any material with sufficient strength to safely carry tht weight of tht truss and sufficient rigidity to adequately resist bending of tht truss. Job E-2922 Truss AA1 Truss Type ROOF TRUSS Qty 1 Ply 1 SCF / The Greens Swim Club / Tim Universal Truss Inc Fontana CA 92335 17-0 120-0 4 0 32 s Feb 18 1999 MiTek Industries Inc Wed Jul 07 08 05 09 2004 Page 1 16-3-4 . 24-0-0 , 25-7 0 , 170 4-3-4 7-8-12 1 7-0 350(12" 3x4= 3x4= LOADING (psf) TOLL 20 0 TCDL 14 0 BCLL 0 0 BCDL 7 0 SPACING 2-0 0 Plates Increase 1 00 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 087 BC 084 WB 031 (Matrix) DEFL (in) (loc) l/defl Vert(LL) 023 68 >999 VerKTL) 0 49 68 >581 HorzfTL) 007 6 n/a 1st LC LL Mm I/den = 360 PLATES GRIP M20 197/144 Weight 81 Ib BRACING TOP CHORD Sheathed or 2 4-13 on center purlin spacing BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing LUMBER TOP CHORD 2 X 4 DF N No 1/No 2 BOT CHORD 2 X 4 DF N No 1/No 2 WEBS 2X3 SPF Stud REACTIONS (Ib/size) 2=1092/0-5-8 6=1092/0-5-8 FORCES (Ib) First Load Case Only TOP CHORD 1-2=30 2 3= 2433 3-4= 2059 4 5= 2059 5 6=-2433 6-7=30 BOT CHORD 2-10=2264 9 10=1629 8 9=1629 6 8=2264 WEBS 3-10=-491 4-10=550 4 8=550 5-8=-491 NOTES 1) This truss has been checked for unbalanced loading conditions 2) All plates are M20 plates unless otherwise indicated 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC-97 4) This truss has been designed with ANSI/TP11 1995 criteria LOAD CASE(S) Standard TRUSS ENGINEERING TO BE USEU ONLY FOR TRUSSES MANUFACTURED BY UNIVERSAL TRUSS INC FONTANA CA Job E2922 Truss AA1 2 Truss Type COMMON Qty 1 Ply 1 SCF / The Greens Swim Club / Tim Universal Truss Inc Fontana CA 92335 4 0-32 s Feb 18 1999 MiTek Industries Inc Wed Jul 07 08 05 09 2004 Page 1 24*0 . | 25-7-0 , 12-0-0 1 7-0 1X411 350 nr 1x411 1x411 7 DRAG=4400# 1X411 1x411 1x4|l 3x4= 1x411 16-0-0 1x411 5-4-0 4-0-0 LOADING (psf) TCLL 20 0 TCDL 140 BCLL 0 0 BCDL 7 0 SPACING 2 0-0 Plates Increase 1 00 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 064 BC 011 WB 035 (Matrix) DEFL (in) (loo) I/den Vert(LL) n/a - n/a Vert(TL) 000 1-2 >999 HorzfTL) 0 00 n/a IstLCLL Mm l/defl = 360 PLATES GRIP M20 197/144 Weight 96 Ib LUMBER TOP CHORD 2 X 4 DF N No 1/No 2 BOT CHORD 2 X 4 DF N No 1/No 2 WEBS 2X3 SPF Stud OTHERS 2X3 SPF Stud BRACING TOP CHORD Sheathed or 4-4-6 on center purlin spacing BOT CHORD Rigid ceiling directly applied or 6 0-0 on center bracing REACTIONS (Ib/size) 2=305/24-0 0 18=5/24-0-0 25=273/24 0-0 23=193/24 0 0 14=273/24-0 0 16=194/24 0 0 20=77/24-0 0 12=74/24 0-0 13=-7/24-0-0 15=17/24-0 0 17=16/240-0 19=178/2400 27=74/240-0 26=-7/24-0-0 10=305/24-0-0 24=17/24-00 22=19/24-0-0 21=181/24-0-0 Max Horz2=1588(load case 5) 23= 684(load case 6) 16=684(load case 5) 10= 1588(load case 6) Max Uplift2—168(load case 6) 25=-273(load case 6) 23= 175(load case 5) 14= 273(load case 5) 16= 175(load case 6) 13= 7(load case 6) 26= 7(load case 5) 10= 168(loadcase5) MaxGrav2=778(loadcase5) 18=11 (load case 2) 25=818(load case 5) 23=562(load case 6) 14=818(load case 6) 16=563(load case 5) 20=77(load case 6) 12=99(loadcase2) 13=22(load case 2) 15=43(load case 2) 17=39(load case 2) 19=180(load case 5) 27=99(load case 2) 26=22(load case 2) 10=778(loadcase6) 24=44(load case 2) 22=45(load case 2) 21=183(load case 6) FORCES (Ib) First Load Case Only TOP CHORD 1 2=30 2-3=91 3-4=35 45=46 5-6=26 6-7=26 7-8=46 8-9=-16 9-10=91 10-11=30 BOT CHORD 227=0 2627=0 25-26=0 24-25=0 23-24=-0 22-23=0 21 22=0 20-21=0 1920=0 18-19=0 17-18=-0 16-17=0 15-16=-0 14-15=0 13-14=-0 12-13=0 10 12=0 WEBS 3-25= 247 4 23=-142 9 14= 247 8-16= 142 3-23=-64 9-16= 64 6 20= 57 7-19—162 5-21—162 NOTES 1) This truss has been checked for unbalanced loading conditions 2) All plates are M20 plates unless otherwise indicated 3) Gable requires continuous bottom chord bearing 4) Gable studs spaced at 1 4-0 on center 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC97 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 Ib uplift at joint 2 273 Ib uplift at joint 25 175 Ib uplift at joint 23 273 Ib uplift at joint 14 175 Ib uplift at joint 16 7 Ib uplift at joint 13 7lbuplift at joint 26 and TRUSS ENGINEERING TO BE USED 168 Ib uplift at joint 10 ONLY FOR TRUSSES MANUFACTURE 7) This truss has been designed with ANSI/TP11 1995 criteria gy UNIVERSAL TRUSS. INC 8) Load case(s) 5 6 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss FONTANA CA LOADCASE(S) Standard Except 5) User defined Lumber Increased 33 Plate lncrease=1 06 Uniform Loads (plf) Vert 2 27= 140 26 27= 140 25 26= 140 24-25=-140 23-24= 140 22 23= 140 21 22= 140 20-21—140 19-20=-140 18-19= 140 17 18= 140 16-17= 140 15-16= 140 14-15=-140 13-14= 140 12-13=-140 10-12= 14 0 1 2= 68 0 2 3= 124 1 3 4= 121 7 4-5= 121 7 5 6—121 7 6-7= 14 3 7 8= 14 3 8-9= 14 3 9 10—11 9 10-11=-680 Horz 2-3=-6038 3-4=6309 4-5-6309 5-6=6309 6-7=6309 7-8=-6309 8-9-6309 9-10=-6038 6) User defined Lumber Increased 33 Plate lncrease=1 06 Continued on page 2 Job E-2922 Truss AA1 2 Truss Type COMMON Uty 1 Ply 1 SCF / The Greens Swim Club / Tim Universal Truss Inc Fontana CA 92335 4 0-32 s Feb 18 1999 MiTek Industries Inc Wed Jul 07 08 05 09 2004 Page 2 LOAD CASE(S) Uniform Loads (plf) Vert 2 27=-14 0 26 27= 14 0 25 26= 14 0 24-25= 14 0 23 24= 14 0 22 23= 14 0 21 22—14 0 20-21= 14 0 19 20= 14 0 18 19= 14 0 17-18-14 0 16-17= 14 0 15 16= 140 14-15= 140 13 14= 140 12 13= 140 10-12= 140 1 2—680 2 3= 11 9 3-4-143 4 5= 143 5-6= 14 3 6 7—121 7 7-8—121 7 8-9= 121 7 9 10= 1241 10-11—680 Horz 2 3=603 8 3-4=630 9 4 5=630 9 5 6=630 9 6 7=630 9 7 8=630 9 8 9=630 9 9-10=603 8 TRUSS ENGINEERING TO BE USEu ONLY FOR TRUSSES MANUFACTURED BY UNIVERSAL TRUSS, INC FONTANA CA Job EZ922 Truss AA1-3 Truss Type ROOF TRUSS Qty 1 Ply 1 SCF / The Greens Swim Club / Tim Universal Truss Inc Fontana CA 92335 4 0 32 s Feb 18 1999 MiTek Industries Inc Wed Jul 07 OS 05 09 2004 Page 1 i 24-0-0 , 25-7-016-3-4 -\ 4-3-4 78-12 1 7-0 350 [TT DRAG=3000# 10 9 4x4= 3x4= LOADING (psf) TOLL 20 0 TCDL 14 0 BCLL 0 0 BCDL 7 0 SPACING 2-0-0 Plates Increase 1 00 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 094 BC 082 WB 024 (Matrix) DEFL (in) (loc) l/defl Vert(LL) 018 9-11 >999 Vert(TL) 029 9-11 >662 HorzfTL) 008 6 n/a IstLCLL Mm l/defl = 360 PLATES GRIP M20 197/144 Weight 101 Ib LUMBER TOP CHORD 2X4 DF-N No 1/No 2 BOT CHORD 2 X 4 DF No 1&Btr WEBS 2X3SPFStud OTHERS 2X3 SPF Stud BRACING TOP CHORD Sheathed BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing 6 0 0 on center bracing 212 Except REACTIONS (Ib/size) 2=890/4-6 0 6=886/4 6-0 8=207/4 6-0 12=202/4 6 0 Max Horz 2=3409(load case 5) 12= 3369(load case 6) MaxGrav2=1346(loadcase5) 6=1305(load case 6) 8=257(load case 2) 12=254(load case 2) FORCES (Ib) First Load Case Only TOP CHORD 1-2=30 2 3= 2069 3 4= 1718 4 5= 1712 5-6—2061 6-7=30 BOT CHORD 2-12=0 11 12=1907 1011=1374 910=1374 8-9=1899 68=1899 WEBS 3-11=-442 411=422 49=411 5-9=-439 NOTES 1) This truss has been checked for unbalanced loading conditions 2) All plates are M20 plates unless otherwise indicated 3) Gable studs spaced at 1-4 0 on center 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 5) This truss has been designed with ANSI/TP11 1995 criteria 6) Load case(s) 5 6 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss LOADCASE(S) Standard Except 5) User defined Lumber lncrease=1 33 Plate lncrease=1 06 Uniform Loads (plf) Vert 1 2= 68 0 2 3=-105 6 3-4= 104 5 4 5= 31 5 5 6= 30 4 6 7=-68 0 2 12= 14 0 11 12=-14 0 10-11= 14 0 9 10—140 89= 140 68= 140 Horz 2-3=-415 6 3 4= 428 6 4 5= 428 6 5-6-415 6 6) User defined Lumber lncrease=1 33 Plate Increased 06 Uniform Loads (plf) Vert 1 2= 68 0 2 3—30 4, 3 4= 31 5 4 5= 104 5 5-6= 105 6 6 7= 68 0 2 12= 14 0 11 12—14 0 10-11= 14 0 9 10—140 89= 140 68= 140 Horz 23=4156 3-4=4286 45=4286 5-6=4156 THUSS ENGINEERING TO BE USEU ONLY FOR TRUSSES MANUFACTUREC BY UNIVERSAL TRUSS, INC FONTANA CA Job E-2922 Truss AB1 Truss Type ROOF TRUSS Universal Truss Inc Fontana CA 92335 1 7-0 . B-1 14 , 14-6-0 Qty 1 Ply 1 SCF / The Greens Swim Club / Tim 4 0 32 s Feb 18 1999 MiTek Industries Inc Wed Jul 07 08 05 10 2004 Page 1 20-10-2 . 29-0-0 | 30-7-0 . 350fiT 3x4= 3x4=3X7= 10-1 3 LOADING (psf) TCLL 200 TCDL 14 0 BCLL 0 0 BCDL 7 0 SPACING 200 Plates Increase 1 00 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 092 BC 073 WB 045 (Matrix) DEFL (in) (loc) l/defl Vert(LL) 023 2 10 >999 Vert(TL) -050 2 10 >683 Horz(TL) 010 6 n/a 1st LCLL Mm l/defl = 360 PLATES GRIP M20 197/144 Weight 99 Ib BRACING TOP CHORD Sheathed BOT CHORD Rigid ceiling directly applied or 10-0 0 on center bracing LUMBER TOP CHORD 2 X 4 DF No 1&Btr BOT CHORD 2 X 4 DF No 1&Btr WEBS 2X3 SPF Stud REACTIONS (Ib/size) 2=1297/0 5 8 6=1297/0-5 8 FORCES (Ib) First Load Case Only TOP CHORD 1 2=30 2 3= 3115 3 4= 2742 4 5=-2742 5 6= 3115 6-7=30 BOT CHORD 2 10=2915 9 10=2001 8 9=2001 6-8=2915 WEBS 3-10= 529 4 10=790 4 8=790, 5 8=-529 NOTES 1) This truss has been checked for unbalanced loading conditions 2) All plates are M20 plates unless otherwise indicated 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC 97 4) This truss has been designed with ANSI/TP11-1995 criteria LOADCASE(S) Standard > u-KalNtERlNG TO GE USEU ONLY FOR TRUSSES MANUFACTUREC BY UNIVERSAL TRUSS* INC FONTANA CA Job E2922 Truss AB1-2 Truss Type ROOF TRUSS dry 1 Ply 1 SCF / The Greens Swim Club / Tim Universal Truss Inc Fontana CA 92335 4 0 32 s Feb 18 1999 MiTek Industries Inc Wed Jul 070805 102004 Page 1 1 7-0 8-1 14 , 14-6-0 . 20-10-2 . 29-0-0 . 30-7-0 . 5x8= 350fl2~ DRAG=2700# ~ 15x411 3x4= 3x4= 4x5= 1 10-1 3 ! 14-6-0 | 18-10-13 | 29-0-0 ( 10-1 3 4-4-13 4-4-13 10-1 3 Plate Offsets (X.Y) [205 6,0 0 4], [4 0-4 0,0 1 81, [605 6,0-0 4] LOADING (psf) TCLL 20 0 TCDL 140 BCLL 0 0 BCDL 7 0 SPACING 2-0-0 Plates Increase 1 00 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 097 BC 067 WB 078 (Matrix) DEFL (in) (loc) l/defl Vert(LL) 00416-17 >999 VertfTL) 006 6-7 >333 HorzfTL) 003 6 n/a 1st LC LL Mm l/defl = 360 PLATES GRIP M20 197/144 Weight 128 Ib LUMBER TOP CHORD 2X4 DF-N No 1/No 2 BOT CHORD 2X4 DF-N No 1/No 2 WEBS 2X3SPFStud OTHERS 2X3 SPF Stud BRACING TOP CHORD Sheathed or 2 8 11 on center purlin spacing BOT CHORD Rigid ceiling directly applied or 5 1 14 on center bracing REACTIONS (Ib/size) 2=428/5-0-0 11=250/600 6=425/5-00 13=1210/60-0 8=172/500 10=232/6-00 12=128/600 17=170/5-0-0 15=170/6-0-0 14—91/6-0-0 Max Horz2=2143(load case 5) 17= 1169(load case 6) MaxUphft2= 119(loadcase6) 11=-383(load case 6) 14= 154(load case 5) MaxGrav2=976(loadcase5) 6=642(load case 6) 13=1520(load case 6) 8=237(load case 2) 10=339(load case 6) 12=202(load case 6) 17=236(load case 2) 15=261 (load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1 2=30 2-3=-397 3-4=102 4-5= 11 5-6= 385 6 7=30 BOT CHORD 2 17=0 16 17=307 15-16—432 14-15=-432 13-14=-432 12 13=-424 11-12=-424 10-11—424 9 10=-424 8-9=295 6-8=295 WEBS 3 16= 535 4-16=538 4 9=517 5-9= 532 4-13= 1165 NOTES 1) This truss has been checked for unbalanced loading conditions 2) All plates are M20 plates unless otherwise indicated 3) Gable studs spaced at 1-4-0 on center 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC 97 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 Ib uplift at joint 2 383 Ib uplift at joint 11 and 154 Ib uplift at joint 14 S) This truss has been designed with ANSI/TP11 1995 criteria 7) Load case(s) 5 6 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss LOADCASE(S) Standard Except 5) User defined Lumber Increased 33 Plate Increased 06 Uniform Loads (plf) Vert 1-2-68 0 2 3=-96 2 3 4= 95 2 4 5= 40 6 5-6= 39 8 6 7= 68 0 2-17= 14 0 16-17= 140 15 16= 14 0 1415=140 13-14= 140 12 13= 140 11 12= 140 1011= 140 910= 140 89= 140 6-8-140 Horz 2 3= 313 1 3-4= 325 4 4-5—322 3 5 6=-313 1 6) User defined Lumber Increased 33 Plate Increased 06 Uniform Loads (plf) Vert 1-2—68 0 2-3—39 8 3 4=-40 8 4 5= 95 4 5-6= 96 2 6 7= 68 0 2 17= 14 0 16-17—14 0 15 16= 14 0 14-15= 140 13-14-140 12 13= 140 11 12-140 10 11= 140 9 10= 140 8-9= 140 6-8= 140 Horz 2 3=313 1 3 4=325 4 4-5=322 3 5-6=313 1 ENGINEERING TO BE USED ONLY FOR TRUSSES MANUFACTURED BY UNIVERSAL TRUSS INC FONTANA, CA Job E-2922 Truss AB1D Truss Type ROOF TRUSS Universal Truss Inc Fontana CA 92335 .170, 8-1 14 . 14-6-0 Qty 1 Ply 1 SCF / The Greens Swim Club / Tim 4 0-32 s Feb 18 1999 MiTek Industries Inc Wed Jul 07 08 05 10 2004 Page 1 20-10-2 . 29-0-0 . 30-70 . 3 50 [12" 10-1 3 8-9-10 10-1 3 Plate Offsets (X,Y) [202 0,0 1 81, [402 8,0 2 121, [602 0,0 1-81. [8 0-1-12,0-1 81, [10 0 1 12,0 1 81 LOADING (psf) TCLL 20 0 TCDL 14 0 BCLL 0 0 BCDL 7 0 SPACING 200 Plates Increase 1 00 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 077 BC 076 WB 093 (Matrix) DEFL (in) (loc) l/defl Vert(LL) -0 19 2 10 >632 VertfTL) -036 2 10 >330 HorzfTL) 003 6 n/a IstLCLL Mm l/defl = 360 PLATES GRIP M20 197/144 Weight 99 Ib LUMBER TOP CHORD 2 X 4 DF No 1&Btr EOT CHORD 2 X 4 DF N No 1/No 2 WEBS 2X3 SPF Stud BRACING TOP CHORD Sheathed BOT CHORD Rigid ceiling directly applied or 6 0 0 on center bracing 4-1 0 on center bracing 6-8 WEBS IRowatmidpt 4-104-8 Except REACTIONS (Ib/size) 2=484/20 0 0 9—35/20 0-0 10=806/20-0-0 8=871/20-0-0 6=468/0 5 8 Max Horz 2=3205(load case 5) 10= 904(load case 6) 8= 3010(load case 6) Max Uphft2=-405(load case 6) 9= 36(load case 6) 8=-165(load case 5) 6= 88(load case 5) MaxGrav2=1374(loadcase5) 10=1509(load case 5) 8=1908(load case 6) 6=1025(load case 6) FORCES (Ib) First Load Case Only TOP CHORD 1 2=30 2 3= 324 3-4=191 4 5=245 5 6= 270 6 7=30 BOT CHORD 2 10=0 9 10=-0 8 9=0 6-8=192 WEBS 3-10= 575 4-10= 301 4-8=-373 5 8= 575 NOTES 1) This truss has been checked for unbalanced loading conditions 2) All plates are M20 plates unless otherwise indicated 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC-97 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 405 Ib uplift at joint 2 36 Ib uplift at joint 9 165 Ib uplift at joint 8 and 86 Ib uplift at joint 6 5) This truss has been designed with ANSI/TP11 1995 criteria 6) Load case(s) 5 6 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss LOADCASE(S) Standard Except 5) User defined Lumber lncrease=1 33 Plate lncrease=1 06 Uniform Loads (plf) Vert 1-2=-68 0 2 3= 137 4 3 4= 135 4 4-5= 0 6 5 6=1 4 6 7= 68 0 2 10=-14 0 9-10= 1408 9=-14 0 6 8= 14 0 Horz 2 3=-7694 3-4=-792 0 4-5= 792 056= 769 4 6) User defined Lumber Increased 33 Plate Increased 06 Uniform Loads (plf) Vert 1 2= 68 0 2 3=1 4 3 4=-0 6 4-5=-135 4 5-6-137 4 6 7= 68 0 2-10= 14 0 9 10= 14 0 8 9= 14 0 6-8= 140 Horz 2-3=769 4 3-4=792 0 4 5=792 0 5-6=769 4 TO BE USED ONLY FOR TRUSSES MANUFACTURED BY UNIVERSAL TRUSS, INC FONTANA CA Job E2922 Truss A62 Truss Type ROOF TRUSS Universal Truss Inc Fontana CA 92335 a-1 14 Qty 1 Ply 1 SCF / The Greens Swim Club / Tim 4 0 32 s Feb 18 1999 MiTek Industries Inc Wed Jul 07 08 05 10 2004 Page 1 14-6-0 , 20-10-2 . 29-0-0 , 30-7-0 . 3 50 fi 2" 10-13 LOADING (psf) TOLL 200 TCDL 14 0 BCLL 0 0 BCDL 7 0 SPACING 2-0-0 Plates Increase 1 00 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 092 BC 075 WB 047 (Matrix) DEFL (in) (loc) l/defl Vert(LL) 0 23 19 >999 VertfTL) -0 54 19 >639 HorzfTL) 010 5 n/a IstLCLL Mm l/detl = 360 PLATES GRIP M20 197/144 Weight 97 Ib BRACING TOP CHORD Sheathed BOT CHORD Rigid ceiling directly applied or 10-0 0 on center bracing LUMBER TOP CHORD 2 X 4 DF N 1800F 1 6E "Except* 3-62X4DFNo1&Btr BOT CHORD 2 X 4 DF No 1&Btr WEBS 2X3 SPF Stud REACTIONS (Ib/size) 1=1173/0585=1301/058 FORCES (Ib) First Load Case Only TOP CHORD 1 2= 3153 2 3=-2776 3 4=-2754 4 5=-3127 5 6=30 BOT CHORD 1 9=2953 89=2014 7-8=2014 5-7=2926 WEBS 2 9= 540 3 9=816 3-7=787 4-7= 530 NOTES 1) This truss has been checked for unbalanced loading conditions 2) All plates are M20 plates unless otherwise indicated 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC-97 4) This truss has been designed with ANSI/TP11 1995 criteria LOADCASE(S) Standard TRUSS ENGINEERING TO BE USED ONLY FOR TRUSSES MANUFACTURED BY UNIVERSAL TRUSS, INC FONTANA CA Job E-2922 Truss AB22 Truss Type ROOF TRUSS Qty 1 Hy 1 SCF / The Greens Swim Club / Tim Universal Truss Inc Fontana CA 92335 4 0 32 s Feb 18 1999 MiTek Industries Inc Wed Jul 07 08 05 1 1 2004 Page 1 14-6-0 I 29-0-0 . 30-7-0 . DRAG=1400# 3x4= 1x411 5-4-0 28-0 Plate Offsets (X,Y) [1 0 5 6,0-0 10], [7 0-5-6,0-0-101 LOADING (psf) TOLL 20 0 TCDL 140 BCLL 0 0 BCDL 7 0 SPACING 2-0-0 Plates Increase 1 00 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 062 BC 026 WB 029 (Matrix) DEFL (in) (loc) l/defl Vert(LL) n/a - n/a VertfTL) 001 8 >999 HorzfTL) 0 00 n/a IstLCLL Mm l/defl = 360 PLATES GRIP M20 197/144 Weight 118lb LUMBER TOP CHORD 2 X 4 DF N No 1/No 2 BOT CHORD 2 X 4 DF N No 1/No 2 WEBS 2X3 SPF Stud OTHERS 2X3 SPF Stud BRACING TOP CHORD Sheathed or 4 9 11 on center purlin spacing BOT CHORD Rigid ceiling directly applied or 6 0 0 on center bracing REACTIONS (Ib/size) 1=325/2900 16=6/2900 25=405/2900 23=192/2900 10=420/290-0 12=198/290-0 18=17/29-0-0 9=89/29-0-0 11=30/29-00 13=19/29-00 14=19/29 0 0 15=17/29 0 0 17=12/29 0 0 26=135/29-0 0 24=38/29-0 0 22=20/29 0-0 21=18/29 0 0 7=478/29 0-0 MaxHorz1=1030(loadcase5) 23=467(load case 5) 12=-471(ioad case 6) 7=-1026(load case 6) MaxGrav1=474(loadcase5) 16=15(load case 2) 25=589(load case 5) 23=317(load case 6) 10=604(load case 6) 12=324(load case 5) 18=40(load case 2) 9=144(loadcase2) 11=60(load case 2) 13=46(load case 2) 14=46(load case 2) 15=42(load case 2) 17=30(load case 2) 26=163(load case 2) 24=63(load case 2) 22=47(load case 2) 21=45(loadcase2) 7=627(load case 6) FORCES (Ib) First Load Case Only TOP CHORD 1-2-616 2-3=-845 3-4=-886 4-5= 886 5 6= 843 6 7=-615 7 8=30 BOT CHORD 1-26=0 25-26=0 2425=0 23-24—0 22-23=0 21 22=0 20-21=0 1920=0 18-19=0 17-18=0 1617=0 15-16=0 14-15=0 13-14=0 12-13=0 11 12=0 10-11=0 9 10=0 7-9=0 WEBS 2 25=-457 3-23= 329 6-10=-443 5-12—336 2 23=296 6-12=300 NOTES 1) This truss has been checked for unbalanced loading conditions 2) All plates are M20 plates unless otherwise indicated 3) Gable requires continuous bottom chord bearing 4) Gable studs spaced at 1 4 0 on center 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC-97 6) This truss has been designed with ANSI/TP11-1995 criteria 7) Load case(s) 5 6 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss LOADCASE(S) Standard Except 5) User defined Lumber lncrease=1 33 Plate lncrease=1 06 Uniform Loads (pit) Vert 1 2= 82 9 2-3= 82 3 3 4-82 3 4 5-53 7 5-6= 53 7 6-7=-53 1 7 8= 68 0 1 26= 14 0 25 26=-14 0 24 25= 14 0 23-24= 14 0 22 23= 14 0 21-22= 14 0 20 21—14 0 19-20= 14 0 18 19—14 0 17 18= 14 0 1617—140 1516—140 14-15—140 1314—140 1213=140 11-12—140 10-11—140 910=140 7-9—140 Horz 1 2= 1608 2 3—1680 3-4= 1680 4-5= 1680 5 6= 1680 6-7= 1608 6) User defined Lumber Increased 33 Plate Increased 06 Uniform Loads (plf) Vert 1-2= 53 1 2-3= 53 7 3-4= 53 7 4 5-82 3 5 6= 82 3 6 7= 82 9 7-8= 68 0 1 26= 14 0 25 26= 14 0 2425= 140 23-24=-140 22-23-140 21 22= 140 20-21= 140 1920= 140 18-19= 140 17 18=-140 1617-140 15-16=140 14-15=-140 13-14-140 1213=140,11 12=-140 10-11=140 910-140, 7-9= 140 Horz 1-2=1608 23=1680 3-4=1680 4-5=1680 5-6=1680 67=1608 TRUSS ENGINEERING TO BE USED ONLY FOR TRUSSES MANUFACTURED BY UNIVERSAL TRUSS, INC FONTANA CA Job E-2922 Truss AB2D Truss Type ROOF TRUSS Universal Truss Inc Fontana CA 92335 .170 , 8-1 14 Qly 1 Ply 1 SCF / The Greens Swim Club / Tim 4 0 32 s Feb 18 1999 MiTek Industries Inc Wed Jul 07 08 05 11 2004 Page 1 14-6-0 , 20-10-2 | 29-0-0 . 30-70 . 170 350fl2" DRAG=5500# 1x4^-1x4^ g^r -- ^ Li 4x8= yxyyyyyyyyyyyyyyxvyyy^ 3x4= 3x4= 3x5= -t=i-,,KX| 3x4= Plate Offsets (X,Y) [202 2,edgel. [502 12,0-2 01 LOADING (psl) TCLL 20 0 TCDL 14 0 BCLL 00 BCDL 7 0 SPACING 2 0-0 Plates Increase 1 00 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 076 BC 090 WB 080 (Matrix) DEFL (in) (loc) I/den Vert(LL) 020 2 11 >934 Vert(TL) -041 211 >464 Horz(TL) 008 7 n/a IstLCLL Mm l/defl = 360 PLATES GRIP M20 197/144 Weight 102 Ib LUMBER TOP CHORD 2 X 4 DF N No 1/No 2 'Except* 5-82X4 DF No 1&Btr 1-42X4 DF-N 2400F 2 OE BOT CHORD 2 X 4 DF N No 1/No 2 WEBS 2X3 SPF Stud "Except* 5-112X4 SPF Std 592X4 SPF Std BRACING TOP CHORD Sheathed or 2 6-11 on center purlin spacing BOT CHORD Rigid ceiling directly applied or 4-6-4 on center bracing WEBS 1 Row at midpt 5-9 REACTIONS (Ib/size) 2=786/0-5 8 10=-9/13-0 0 9=1485/13 0 0 7=332/13 0-0 Max Horz 2=5455(load case 5) Max Uphft2= 303(load case 6) 10= 13(load case 4) MaxGrav2=1875(loadcase5) 10=6(loadcase2) 9=2280(load case 6) 7=628(load case 6) FORCES (Ib) - First Load Case Only TOP CHORD 1 2=30 2 3=-1357 3-4= 970 4 5= 900 5-6=720 6-7=356 7 8=30 BOT CHORD 2-11=1233 10-11=274 9-10=274 7-9=259 WEBS 3-11-563 5-11=822 5-9-1272 6 9=-582 NOTES 1) This truss has been checked for unbalanced loading conditions 2) All plates are M20 plates unless otherwise indicated 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC-97 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 Ib uplift at joint 2 and 13 Ib uplift at joint 10 5) This truss has been designed with ANSI/TP11-1995 criteria 6) Load pase(s) 5 6 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss LOADCASE(S) Standard Except 5) User defined Lumber lncrease=1 33 Plate lncrease=1 06 Uniform Loads (plf) Vert 1-2—680 2-3—1250 3-4= 1234 4-5= 1234 5-6= 126 6-7=-11 0 78=680 2 11= 140 10-11= 140 9 10—140 7-9=-140 Horz 2 3= 632 8 3-4= 651 4 4-5—651 4 5-6= 651 467= 632 8 6) User defined Lumber Increased 33 Plate Increased 06 Uniform Loads (plf) Vert 1 2—680 2 3= 11 0 3-4—126 4-5= 126 5-6=-1234 6-7= 1250 7-8=-68 0 2 11= 140 10-11—140 9-10= 140 7-9=-140 Horz 2 3=632 8 3-4=651 4 4-5=651 4 5 6=651 4 6 7=632 8 TRUSS ENGINEERING TO BE USED ONLY FOR TRUSSES MANUFACTURED BY UNIVERSAL TRUSS, INC FONTANA CA Job E 2922 TIM Truss AB3D Truss Type ROOF TRUSS Universal Truss Inc Fontana CA 92335 .170, 8-1 14 Qty 1 Ply 1 SCF / The Greens Swim Club / Tim johan 4 0-32 s Feb 18 1999 MiTek Industries Inc Tue Aug 03 16 21 19 2004 Page 1 14-6-0 20-10-2 | 29-0-0 . 30-70 . 350pl2~ 3x4 DRAG=4000#1x44- 6 3x8 =11 3x4 = 141 10 3x5 = 9 3x4 = •=•& 3x8 = LOADING (psf) TCLL 20 0 TCDL 14 0 BCLL 0 0 BCDL 7 0 SPACING 200 Plates Increase 1 00 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 092 BC 073 WB 045 (Matrix) DEFL (in) (loc) l/defl Vert(LL) -023 2 11 >999 VertfTL) -051 211 >680 Horz(TL) 012 7 n/a IstLCLL Mm l/defl = 360 PLATES GRIP M20 197/144 Weight 99 Ib BRACING TOP CHORD Sheathed BOT CHORD Rigid celling directly applied or 6 1 11 on center bracing LUMBER TOP CHORD 2 X 4 DF No 1&Btr 'Except* 4-5 2 X 4 DF N No 1/No 2 BOT CHORD 2 X 4 DF No 1&Btr WEBS 2 X 3 SPF Stud REACTIONS (Ib/size) 2=1297/0 5 8 7=1297/0 3 8 Max Horz 2=4163(load case 5) FORCES (Ib) First Load Case Only TOP CHORD 1-2=30 2 3= 3116 34= 2743 4 5= 2676 5 6=-2742 6 7= 3115 7 8=30 BOT CHORD 2 11=2915 10 11=2001 9 10=2001 7-9=2915 WEBS 3-11= 530 5-11=790 5 9=790 6 9= 529 NOTES 1) This truss has'been checked for unbalanced loading conditions 2) All plates are M20 plates unless otherwise indicated 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 4) This truss has been designed with ANSI/TPI1 1995 criteria 5) Load case(s) 5 6 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss LOADCASE(S) Standard Except 5) User defined Lumber lncrease=1 33 Plate lncrease=1 06 Uniform Loads (plf) Vert 1 2= 28 0 2-3= 71 5 3 4= 70 3 4 5=-70 3 5 6=14 3 6 7=15 5 7 8=-28 0 2 11= 14 0 10-11= 14 0 9-10= 14 0 7 9= 14 0 Horz 2 3= 483 0 3 4= 497 1 4 5= 497 1 5 6=-497 1 6 7= 483 0 6) User defined Lumber Increased 33 Plate Increased 06 Uniform Loads (plf) Vert 1-2—28 0 2 3=15 5 3 4=14 3 4-5=14 3 5-6= 70 3 6 7= 71 5 7 8=-28 0 2-11= 14 0 10 11= 14 0 9 10=-14 0 79= 140 Horz 2-3=483 0 3-4=497 1 4 5=497 1 5-6=497 1 6-7=483 0 Job E-2922 Truss AC1 Truss Type ROOF TRUSS Qty 1 Ply 1 SCF / The Greens Swim Club / Tim Universal Truss Inc Fontana CA 92335 . 1 70 | 4 0-32 s Feb 18 1999 MiTek Industries Inc Wed Jul 07 08'05 12 2004 Page 1 I 9-0-0 , 1 70 4-1 11 Plate Offsets (X.Y) [4 0 1 8,0 2 41. [5 0 1 12.0 2-41 LOADING (psf) TCU 20 0 TCDL 140 BCLL 0 0 BCDL 7 0 SPACING 2-0-0 Plates Increase 1 00 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 091 BC 046 WB 030 (Matrix) DEFL (in) (loc) l/defl Vert(LL) 011 2-5 >911 VertfTL) 020 2-5 >531 Horz(TL) 001 5 n/a IstLCLL Mm l/defl = 360 PLATES GRIP M20 197/144 Weight 33 Ib BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing except end verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing LUMBER TOP CHORD 2 X 4 DF N No 1/No 2 BOT CHORD 2 X 4 DF N No 1/No 2 WEBS 2X4 SPF Std 'Except* 3-52X3 SPF Stud REACTIONS (Ib/size) 5=345/0-1 8 2=490/0 5-8 FORCES (Ib) - First Load Case Only TOP CHORD 1-2=30 2 3=-624 3-4= 106 4-5= 118 BOT CHORD 2-5=557 WEBS 3-5= 521 NOTES 1) All plates are M20 plates unless otherwise indicated 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC-97 3) Bearing at joinl(s) 5 considers parallel to grain value using ANSI/TP11 1995 angle to gram formula Building designer should verify capacity of bearing surface 4) Provide mechanical connection (by others) of truss to bearing plate at jomt(s) 5 5) This truss has been designed with ANSI/TP11 1995 criteria LOAD CASE(S) Standard THUSS ENGINEERING TO BE USED ONLY FOR TRUSSES MANUFACTURED BY UNIVERSAL TRUSS, INC FONTANA CA Job E2922 Truss AC1 2 Truss Type ROOF TRUSS Qty 1 Ply 1 SCF / The Greens Swim Club / Tim Universal Truss Inc Fontana CA 92335 1 70 -t- 4 0-32 s Feb 18 1999 MiTek Industries Inc Wed Jul 07 08 05 13 2004 Page 1 9-0-0 | 1 7-0 9-0-0 1x411 1X411 7- 1x411 1x4|l 1x4|| LOADING (psf) TOLL 20 0 TCDL 140 BCLL 00 BCDL 7 0 SPACING 200 Plates Increase 1 00 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 023 BC 009 WB 006 (Matrix) DEFL (in) (loc) l/defl Vert(LL) n/a - n/a VertlTL) 0 02 12 >999 Horz(TL) 0 00 n/a IstLCLL Mm l/defl = 360 PLATES GRIP M20 197/144 Weight 34 Ib LUMBER TOP CHORD 2 X 4 DF N No 1/No 2 BOT CHORD 2 X 4 DF N No 1/No 2 WEBS 2X4 SPF Std OTHERS 2X3 SPF Stud BRACING TOP CHORD Sheathed or 6 0 0 on center purlin spacing except end verticals BOT CHORD Rigid ceiling directly applied or 6 0-0 on center bracing REACTIONS (Ib/size) 8=31/9 0-0 2=287/9 0 0 12=263/9 0-0 11=39/9 0 0 10=127/9 0 0 9=87/9 0 0 Max Horz8= 1(load case 1) 2=1 (load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=30 2 3=35 3-4= 27 4-5=14 5-6=10 6-7= 11 7 8= 25 BOT CHORD 2 12=0 11 12=0 10-11=0 9-10=0 8-9=0 WEBS 3-12= 215 4 11= 36 5-10= 104 6-9= 73 NOTES 1) All plates are M20 plates unless otherwise indicated 2) Gable requires continuous bottom chord bearing 3) Gable studs spaced at 1-4-0 on center 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC-97 5) This truss has been designed with ANSI/TP11 1995 criteria LOAD CASE(S) Standard TRUSS ENGINEERING TO BE USED ONLY FOR TRUSSES MANUFACTURED BY UNIVERSAL TRUSS INC FONTANA CA Job E 2922 Truss BA1 Truss Type ROOF TRUSS Qty 1 Ply 1 SCF / The Greens Swim Club / Tim Universal Truss Inc Fontana CA 92335 . 1 70 . 6-9-13 4 0-32 s Feb 18 1999 MiTek Industries Inc Wed Jul 07 08 05 13 2004 Page 1 16-23 . 23-0-0 H 170 6-9-13 4-8-3 350fl2~ 1x4-4- 4x4= 9-1 0 Plate Offsets (X.Y) [2 0-4 2,edgel, [6 0-4-2,edge1 LOADING (psf) TCLL 20 0 TCDL 140 BCLL 0 0 BCDL 7 0 SPACING 2 0-0 Plates Increase 1 00 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 069 BC 077 WB 030 (Matrix) DEFL (in) (loc) l/defl Vert(LL) 018 67 >999 VertfTL) -039 6-7 >697 HorzfTL) 007 6 n/a 1st LC LL Mm l/defl = 360 PLATES GRIP M20 197/144 Weight 76 Ib BRACING TOP CHORD Sheathed or 2-11 9 on center purlin spacing BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing LUMBER TOP CHORD 2X4 DF-N No 1/No 2 BOT CHORD 2 X 4 DF N No 1/No 2 WEBS 2X3 SPF Stud REACTIONS (Ib/size) 6=926/0 5-8 2=1056/0-5 8 FORCES (Ib) First Load Case Only TOP CHORD 1 2=30 2 3= 2385 3 4= 1997 4-5= 2017 5 6= 2414 BOT CHORD 2 9=2225 8 9=1585 7 8=1585 6 7=2256 WEBS 3 9=-463 4 9=485 4 7=517 5 7=-479 NOTES 1) This truss has been checked for unbalanced loading conditions 2) All plates are M20 plates unless otherwise indicated 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC-97 4) This truss has been designed with ANSI/TP11-1995 criteria LOADCASE(S) Standard iUSb ENGINEERING TO BE USED FOR TRUSSES MANUFACTUREC SY UNIVERSAL TRUSS. INC. FONTANA, CA Job E-2922 Truss BA1 2 Truss Type ROOF TRUSS Qty 1 Ply 1 SCF / The Greens Swim Club / Tim Universal Truss Inc Fontana CA 92335 40-32 s Feb 18 1999 MiTek Industries Inc Wed Jul 07 08 05 142004 Page 1 1 7-0 6-9-13 I 118-0 . 16-23 . 23-0-0 . DRAG=6100# 3x12 = 9-1-0 Plate Offsets (X.Y) [206 6,0 1 8], 1606 6,0-1 8] LOADING (psf) TCLL 20 0 TCDL 14 0 BCLL 0 0 BCDL 7 0 SPACING 200 Plates Increase 1 00 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 086 BC 087 WB 029 (Matrix) DEFL (in) (loc) I/den Vert(LL) 026 7 >999 Vert(TL) -0 43 67 >639 HorzfTL) 0 15 6 n/a IstLCLL Mm l/defl = 360 PLATES GRIP M20 197/144 M16 176/121 Weight 97 Ib BRACING TOP CHORD Sheathed BOT CHORD Rigid ceiling directly applied or 5-2 15 on center bracing LUMBER TOP CHORD 2 X 4 DF No 1&Btr BOT CHORD 2 X 4 DF No 1&Btr WEBS 2X3 SPFStud OTHERS 2X3 SPF Stud REACTIONS (Ib/size) 6=926/0 5 8 2=1056/0-5-8 Max Horz 2=6040(load case 5) Max Grav6=1833(load case 6) 2=1963(load case 5) FORCES (Ib) First Load Case Only TOP CHORD 1 2=30 2 3= 2385 3-4= 1997 4-5= 2017 5 6= 2414 BOT CHORD 2 9=2225 8 9=1585 7-8=1585 6-7=2256 WEBS 3-9=-462 4-9=485 4-7=516 5-7=-479 NOTES 1) This truss has been checked for unbalanced loading conditions 2) All plates are M20 plates unless otherwise indicated 3) Gable studs spaced at 1-4-0 on center 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcuirent with any other live loads per Table No 16-B UBC 97 5) This truss has been designed with ANSI/TP11-1995 criteria 6) Load case(s) 5 6 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss LOAD CASE(S) Standard Except 5) User defined Lumber Increased 33 Plate Increased 06 Uniform Loads (pit) Vert 1 2= 68 0 2-3= 148 3 3-4= 145 6 4 5=9 6 5-6=12 3 2 9=-14 0 8 9= 14 0 7 8=-14 0 6 7= 14 0 Horz 2 3= 880 7 3 4= 912 0 4-5= 912 0 5 6=-880 7 6) User defined Lumber Increased 33 Plate Increased 06 Uniform Loads (plf) Vert 1-2=-68 0 2 3=12 3 3 4=9 6 4-5=-145 6 5 6=-148 3 2 9=-14 0 8-9= 140 7 8= 14 0 6-7= 14 0 Horz 2 3=880 7 3 4=912 0 4 5=912 0 5 6=880 7 rnub3 CNOMEERING TO BE USEL) ONLY FOR TRUSSES MANUFACTURED BY UNIVERSAL TRUSS, INC FONTANA, CA Job E 2922 Truss BA1D Truss Type ROOF TRUSS Qty 1 Ply 1 SCF / The Greens Swim Club / Tim Universal Truss Inc Fontana CA 92335 4 0 32 s Feb 18 1999 MiTek Industries Inc Wed Jul 07 08 05 15 2004 Page 1 . 23-0-016-23 H 4-8-3 6-9-13 DRAG=7100# 350 flf Plate Offsets (X.Y) [2 0-3 10.ed.qe1. [603 IQ.edqel LOADING (psf) TCLL 20 0 TCDL 14 0 BCLL 0 0 BCDL 7 0 SPACING 200 Plates Increase 1 00 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 092 BC 068 WB 071 (Matrix) DEFL (in) (loc) l/defl Vert(LL) n/a - n/a Vert(TL) 011 12 >191 HorzfTL) 0 00 n/a 1st LC LL Mm l/defl = 360 PLATES GRIP M20 197/144 Weight 76 Ib LUMBER TOP CHORD 2 X 4 DF N No 1/No 2 BOT CHORD 2 X 4 DF N No 1/No 2 WEBS 2X3 SPF Stud BRACING TOP CHORD Sheathed or 2-6 0 on center purlin spacing BOT CHORD Rigid ceiling directly applied or 6 0-0 on center bracing REACTIONS (Ib/size) 6=298/23-0-0 2=437/23 0-0 8= 224/23-0-0 9=645/23-0-0 7=826/23-0-0 Max Horz 6=-3089(load case 6) 2=3078(load case 5) 9= 885(load case 6) 7=896(load case 5) Max Uphft6=-618(load case 5) 2=-481(load case 6) 8= 363(load case 2) 9=-355(load case 6) 7= 266(load case 5) MaxGrav6=1118(loadcase6) 2=1256(load case 5) 9=1382(load case 5) 7=1474(load case 6) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=30 2-3= 284 3 4=221 4-5=222 5 6= 291 BOT CHORD 2 9=0 8 9=0 7 8=0 6 7=0 WEBS 3-9= 507 4-9= 221 4-7= 224 5-7=-523 NOTES 1) This truss has been checked for unbalanced loading conditions 2) All plates are M20 plates unless otherwise indicated 3) Gable requires continuous bottom chord bearing 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC 97 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 618 Ib uplift at joint 6 481 Ib uplift at joint 2 363 Ib uplift at joint 8 355 Ib uplift at joint 9 and 266 Ib uplift at joint 7 6) This truss has been designed with ANSI/TP11 1995 criteria 7) Load case(s) 5 6 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss LOADCASE(S) Standard Except 5) User defined Lumber Increased 33 Plate Increased 06 Uniform Loads (pit) Vert 1-2=-680 2-3= 161 3 3-4=-158 1 4-5=22 1 5-6=253 Horz 2 3=-1023 1 3 4=-1059 445= 1059 456= 1023 1 6) User defined Lumber lncrease=1 33 Plate Increased 06 Uniform Loads (plf) Vert 1 2= 68 0 2-3=25 3 3 4=22 1 4 5= 158 1 5-6= 161 3 Horz 2-3=10231 3-4=10594 4-5=10594 56=10231 TflUSS ENGINEERING TO BE USELt ONLY FOR TRUSSES MANUFACTURED BY UNIVERSAL TRUSS, INC FONTANA CA Job E2922 Truss BA2 Truss Type ROOF TRUSS Qty 1 Ply 1 SCF / The Greens Swim Club / Tim Universal Truss Inc Fontana CA 92335 17-0 6-9-13 4 0-32 s Feb 18 1999 MiTek Industries Inc Wed Jul 07 08 05 16 2004 Page 1 . 16-23 | 20-1-4 , ; 1 70 6-9-13 4-8-3 3-11 1 350fl2" 1x4-4- Plate Offsets (X.Y) \6 0-1 0.0 2-01, [7 0 1-8.0-1 81 LOADING (psf) TCLL 20 0 TCDL 14 0 BCLL 0 0 BCDL 7 0 SPACING 2-0-0 Plates Increase 1 00 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 065 BC 069 WB 065 (Matrix) DEFL (in) (loc) l/defl Vert(LL) -016 2 10 >999 VertCTL) -0 32 210 >745 HorzfTL) 004 7 n/a IstLCLL Mm l/defl = 360 PLATES GRIP M20 197/144 Weight 72 Ib BRACING TOP CHORD Sheathed or 3 6-8 on center purlin spacing except end verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing LUMBER TOP CHORD 2 X 4 DF N No 1/No 2 BOT CHORD 2 X 4 DF N No 1/No 2 WEBS 2X3 SPF Stud 'Except* 672X4 SPF Std REACTIONS (Ib/size) 2=938/0 5 8 7=807/0 5-8 FORCES (Ib) First Load Case Only TOP CHORD 1-2=30 2 3—1983 3-4= 1599 4 5=-1320 5 6= 257 6 7—194 BOTCHORD 2-10=1840 9-10=1189 89=1189 7-8=1235 WEBS 3-10=-456 4-10=512 4-8=63 5-8= 13 5-7= 1166 NOTES 1) This truss has been checked for unbalanced loading conditions 2) All plates are M20 plates unless otherwise indicated 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC 97 4) This truss has been designed with ANSI/TP11 1995 criteria LOADCASE(S) Standard i RUSS ENGINEERING TO BE USED ONLY FOR TRUSSES MANUFACTURED BY UNIVERSAL TRUSS, INC FONTANA CA Job E-2922 Truss BA2-2 Truss Type ROOF TRUSS Qty 1 Ply 1 SCF / The Greens Swim Club / Tim Universal Truss Inc Fontana CA 92335 170, 4 0 32 s Feb 18 1999 MiTek Industries Inc Wed Jul 07 08 05 17 2004 Page 1 20-1 4 3-0-0 10-121 70 DRAG=2300# 350 [12"1x411 1x411 3x4= 5-4-0 Plate Offsets (X.Y) [5 0-2 O.edgel. [900 12,0-1 121 LOADING (psf) TCLL 20 0 TCDL 140 BCLL 0 0 BCDL 7 0 SPACING 2-0-0 Plates Increase 1 00 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 044 BC 012 WB 038 (Matrix) DEFL (in) (loc) I/den Vert(LL) n/a - n/a VertfTL) 001 1 >999 Horz(TL) 0 00 n/a 1st LC LL Mm l/defl = 360 PLATES GRIP M20 197/144 Weight 84 Ib LUMBER TOP CHORD 2 X 4 DF N No 1/No 2 BOT CHORD 2X4 DF-N No 1/No 2 WEBS 2X3 SPF Stud 'Except* 892X4 SPF Std OTHERS 2X3 SPF Stud BRACING TOP CHORD Sheathed or 4-11-9 on center purlin spacing except end verticals BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing REACTIONS (Ib/size) 2=399/20-1-4 14=6/20-1-4 9=251/20-1-4 21=343/201-4 19=153/201-4 10=210/20-1-4 12=176/20-14 16=10/20-1-4 11=20/201-4 13=16/20-1-4 15=12/20-1-4 22=84/20 1-4 20=29/20-1-4 18=20/20-1-4 17=16/20 1-4 Max Horz 2=1223(load case 5) 9= 1 15(load case 6) 19=469(load case 5) 10= 685(load case 6) 12= 552(load case 6) MaxUpim9= 143(loadcase5) 19=-67(load case 5) 12=-63(load case 6) MaxGrav2=685(loadcase5) 14=16(load case 2) 9=645(load case 6) 21=667(load case 5) 19=374(load case 6) 10=329(load case 6) 12=415(load case 5) 16=25(load case 2) 11=38(load case 2) 13=37(load case 2) 15=28(load case 2) 22=142(load case 2) 20=60(load case 2) 18=48(load case 2) 17=38(loadcase2) FORCES (Ib) First Load Case Only TOP CHORD 1 2=29 2 3=-353 3-4=-430 4 5=-434 5-6=-435 6-7=-419 7 8= 275 8-9=-227 BOT CHORD 2 22=0 21 22= 0 20 21=0 19 20=-0 18 19=0 17-18=0 16 17=0 15-16=0 14 15=-0 13-14=0 12 13=0 11-12=0 10 11=0 9-10=0 WEBS 3-21= 362 4-19—195 7-10= 268 6 12= 241 3 19=112 7 12=164 8-10=199 NOTES 1) This truss has been checked for unbalanced loading conditions 2) All plates are M20 plates unless otherwise indicated 3) Gable requires continuous bottom chord bearing 4) Gable studs spaced at 1-4-0 on center 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC97 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 Ib uplift at joint 9 67 Ib uplift at joint 19 and 63 Ib uplift at joint 12 FHUSb ENGINEERING TO BE USbu 7) This truss has been designed with ANSI/TP1 1 1995 criteria ONLY FOR TRUSSES MANUFACTURE L 8) Load case(s) 5 6 has been modified Building designer must review loads to verify that they are correct for the intended of this truss LOAD CASE(S) Standard Except 5) User defined Lumber Increased 33 Plate Increased 06 Uniform Loads (pit) Vert 1 2= 68 0 2 3= 103 1 3-4-101 5 4-5= 101 5 5-6= 34 5 6 7= 34 5 7-8= 34 5 2 22= 14 0 21-22= 14 0 20 21= 14 0 19 20= 14 0 18 19= 14 0 17 18= 14 0 16 17= 14 0 15 16= 14 0 14-15= 14 0 13 14—14 0 12 13=-140 11 12=-14 0,1011= 140 9-10=-140 Horz 2 3—377 0 3-4= 394 3 4 5—394 3 5 6= 394 3 6 7= 394 378= 394 3 6) User defined Lumber Increased 33 Plate Increased 06 Uniform Loads (plf) Vert 1 2=-68 0 2 3= 32 9 3-4=-34 5 4-5= 34 5 5-6—101 5 6-7= 101 5 7 8= 101 5 2 22=-14 0 21-22= 14 0 20-21= 140 19-20—140 18-19= 140 17-18= 140 16 17= 140 15-16—140 14 15—140 13-14—140 12 13= 140 11 12—140 10-11= 140 9-10= 140 Horz 2 3=377 0 3-4=394 3 4-5=394 3 5-6=394 3 6-7=394 3 7-8=394 3 BY UNIVERSAL TRUSS, FONTANA CA Job E2922 Truss BB1 Truss Type ROOF TRUSS Qty 1 Ply 1 SCF / The Greens Swim Club / Tim Universal Truss Inc Fontana CA 92335 4 0 32 s Feb 18 1999 MiTek Industries Inc Wed Jul 07 08 05 18 2004 Page 1 13-0-7 | 18-0-0 . 19-7-0 , 4-0-7 4-11 9 1 7-0 DRAG=4300# 350 [12" LOADING (psf) TCLL 20 0 TCDL 140 BCLL 0 0 BCDL 7 0 SPACING 2-0-0 Plates Increase 1 00 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 044 BC 092 WB 031 (Matrix) DEFL (in) (loc) l/defl Vert(LL) -015 8 >999 Vert(TL) -025 68 >835 HorzfTL) 010 6 n/a IstLCLL Mm l/defl = 360 PLATES GRIP M20 197/144 Weight 62 Ib BRACING TOP CHORD Sheathed or 2-7-11 on center purlin spacing BOT CHORD Rigid ceiling directly applied or 8 11 15 on center bracing LUMBER TOP CHORD 2 X 4 DF N No 1/No 2 BOT CHORD 2X4 DF-N No 1/No 2 WEBS 2 X 3 SPF Stud REACTIONS (Ib/size) 2=846/0-5 8 6=846/0 5-8 Max Horz 2=4232(load case 5) Max Grav2=1488(load case 5) 6=1488(load case 6) FORCES (Ib) - First Load Case Only TOP CHORD 1 2=30 2 3= 1803 3-4—1342 4 5= 1342 5-6—1803 6-7=30 BOT CHORD 28=1680 6-8=1680 WEBS 3 8=-450 4 8=421 5-8=-450 NOTES 1) This truss has been checked for unbalanced loading conditions 2) All plates are M20 plates unless otherwise indicated 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC 97 4) This truss has been designed with ANSI/TP11 1995 criteria 5) Load case(s) 5 6 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss LOADCASE(S) Standard Except 5) User defined Lumber Increased 33 Plate lncrease=1 06 Uniform Loads (plf) Vert 1 2= 68 0 2-3= 141 2 3-4=-137 7 4-5=1 7 5-6=5 2 6 7=-68 0 2 8=-14 0 6-8= 14 0 Horz 2-3= 780 0 3-4= 819 4 4 5—819 456= 780 0 6) User defined Lumber Increased 33 Plate Increased 06 Uniform Loads (plf) Vert 1 2=-68 0 2 3=5 2 3 4=1 7 4-5= 137 7 5-6= 141 2 6-7= 68 0 2 8= 14 0 6-8=-14 0 Horz 2-3=780 0 3 4=819 4 4-5=819 4 5 6=780 0 THUSS ENGINEERING TO BE USEU ONLY FOR TRUSSES MANUFACTURED BY UNIVERSAL TRUSS, INC FONTANA CA Job E-2922 Truss BB1 2 Truss Type ROOF TRUSS Qty 1 Ply 1 SCF / The Greens Swim Club / Tim Universal Truss Inc Fontana CA 92335 4 0 32 s Feb 18 1999 MiTek Industries Inc Wed Jul 07 08 05 19 2004 Page 1 18-0-0 | 19-7 0 , 9-0-0 1 7-0 DRAG=1000# 350 [TT 1x411 1x411 1x411 1x411 1x411 1x411 1x411 1x411 1x411 LOADING (psf) TCLL 20 0 TCDL 140 BCLL 0 0 BCDL 7 0 SPACING 2 0-0 Plates Increase 1 00 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 030 BC 010 WB 006 (Matrix) DEFL On) (loc) l/defl Vert(LL) n/a n/a Vert(TL) 0021213 >999 Horz(TL) 0 00 n/a IstLCLL Mm l/defl = 360 PLATES GRIP M20 197/144 Weight 65 Ib LUMBER TOP CHORD 2X4 DF-N No 1/No 2 BOT CHORD 2X4 DF-N No 1/No 2 OTHERS 2X3 SPF Stud BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing REACTIONS (Ib/size) 2=288/180-0 12=288/1800 18=74/18-0-0 14=263/180-0 15=39/18-0-0 16=125/18-0-0 17=94/18-0-0 22=263/18-0-0 21=39/180-0 20=125/180-0 19=94/180-0 Max Horz 2=503(load case 5) 12=-503(load case 6) Max Grav 2=441 (load case 5) 12=441 (load case 6) 18=74(load case 5) 14=268(load case 5) 15=40(load case 5) 16=126(load case 4) 17=95(load case 4) 22=268(load case 6) 21=40(load case 6) 20=126(load case 3) 19=95(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=30 2-3=29 3-4= 33 4-5=8 5-6= 21 6 7= 17 7 8= 17 8 9=-21 9-10=-15 10-11= 33 11 12=-48 12 13=30 BOT CHORD 2-22=0 21-22=0 20-21=0 19-20=0 18-19=0 1718=0 1617=0 15-16=0 14-15=0 12-14=0 WEBS 7-18=-60 11 14= 215 10 15= 36 9-16= 102 8 17= 78 3-22—215 4 21=-36 5-20—102 6 19=-78 NOTES 1) This truss has been checked for unbalanced loading conditions 2) All plates are M20 plates unless otherwise indicated 3) Gable requires continuous bottom chord bearing 4) Gable studs spaced at 1 4 0 on center 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC 97 6) This truss has been designed with ANSI/TP11 1995 criteria 7) Load case(s) 5 6 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss LOADCASE(S) Standard Except 5) User defined Lumber lncrease=1 33 Plate lncrease=1 06 Uniform Loads (plf) Vert 1-2=-680 2-3=-85 3 3-4= 84 3 4-5= 84 3 5-6= 84 3 6-7=-84 3 7-8=-51 7 8-9=-51 7 9 10= 51 7 10-11= 51 7 11-12—50 7 12-13—68 0 2 22= 14 0 21 22= 14 0 20-21= 14 0 19 20—14 0 18-19= 14 0 17 18= 14 0 16-17—140 15 16= 140 14-15= 140 12-14= 140 Horz 2 3= 181 1 3 4= 192 0 4 5= 192 056= 192 0 6-7= 192 0 7 8= 192 0 8 9= 192 0 9 10-192 0 10-11= 1920 11 12= 181 1 6) User defined Lumber lncrease=1 33 Plate lncrease=1 06 Uniform Loads (plf) Vert 1 2=-68 0 2 3= 50 7 3-4= 51 7 4-5=-51 7 5 6= 51 7 6-7= 51 7 7 8= 84 3 8 9=-84 3 9-10=-84 3 10-11= 84 3 11-12-853 12 13= 680 2 22= 140 21-22= 140 20-21= 140 19-20= 140 18-19= 140 17-18= 140 16 17= 140 15-16= 140 14-15-140 12 14= 140 Horz 23=181 1 3-4=1920 4-5=1920 5-6=1920 67=1920 78=1920 8-9=1920 910=1920 10-11=1920 11-12=181 1 1HUSS ENGINEERING TO BE USfcL ONLY FOR TRUSSES MANUFACTURED BY UNIVERSAL TRUSS, INC FONTANA CA Job E 2922-1 Truss BC1 2 Truss Type ROOF TRUSS Qty 1 Ply 1 SCF / The Greens Swim Club / Tim johan Universal Truss Inc Fontana CA 92335 40 32 s Feb 18 1999 MiTek Industries Inc TueAug 03 162948 2004 Page 1 1 5x4 II DRAG=2500# 350[72~ 3x4^ 1x4|| 3x5 =1x411 1x411 LOADING (psf) TCLL 20 0 TCDL 14 0 BCLL 0 0 BCDL 7 0 SPACING 2 0-0 Plates Increase 1 00 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 087 BC 025 WB 039 (Matrix) DEFL (in) (loc) l/defl Vert(LL) n/a - n/a Vert(TL) 003 1 >771 HorzfTL) 0 00 n/a IstLCLL Mm l/defl = 360 PLATES GRIP M20 197/144 Weight 52 Ib LUMBER TOP CHORD 2 X 4 DF N No 1/No 2 BOT CHORD 2 X 4 DF N No 1/No 2 WEBS 2X4 SPF Std OTHERS 2X3 SPF Stud BRACING TOP CHORD Sheathed or 3 6 5 on center purlin spacing except end verticals BOT CHORD Rigid ceiling directly applied or 6 0-0 on center bracing REACTIONS (Ib/size) 6=127/12 0-10 2=337/12 0-10 12=132/12-0 10 11=-50/12-0 10 10=421/12 0 10 9=13/12 0 10 8=96/12 0 10 7=8/12 0 10 Max Horz 6= 558(load case 4) 2=2024(load case 3) Max Uplift6= 446(load case 3) 2=-266(load case 4) 11= 52(load case 4) 8= 605(load case 4) 7= 11 (load case 4) MaxGrav6=700(loadcase4) 2=940(load case 3) 12=164(load case 2) 10=422(load case 3) 9=40(load case 2) 8=798(load case 3) 7=43(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=30 2-3=36 3-4=-74 45=17 5-6=92 BOT CHORD 2 12=0 11 12=0 10-11=0 9-10=0 8-9=0 78=0 67=0 WEBS 3-10= 384 4-8= 74 4-6=-26 NOTES 1) All plates are M20 plates unless otherwise indicated 2) Gable requires continuous bottom chord bearing 3) Gable studs spaced at 1-4-0 on center 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC 97 5) This truss has been designed with ANSI/TP11 1995 criteria 6) Load case(s) 3 4 has been modified Building designer must review loads to verify that they are correct for the intended use of this truss LOADCASE(S) Standard Except 3) User defined Lumber Increased 33 Plate lncrease=1 06 Uniform Loads (plf) Vert 1 2=680 23= 1329 3-4= 1307 45= 1307 2 12= 140 11 12= 140 10 11= 14 0 9 10= 14 0 8 9= 14 0 7-8= 140 6-7= 140 Horz 2 3=-711 8 3 4= 737 2 4 5= 737 2 4) User defined Lumber lncrease=1 33 Plate Increased 06 Uniform Loads (plf) Vert 1 2=-680 2 3= 3 1 3-4= 53 4 5= 5 3 2 12= 140 11 12= 140 10 11= 140 9 10= 140 89=-140 7-8= 140 67= 140 Horz 2 3=711 8 3 4=737 2 4 5=737 2 Job E-2922 Truss 8C1 Truss Type MONO TRUSS Qty 1 Ply 1 SCF / The Greens Swim Club / Tim Universal Truss Inc Fontana CA 92335 4 0 32 s Feb 18 1999 MiTek Industries Inc Wed Jul 07 08 05 19 2004 Page 1 2x4 II 350[T2~ Plate Offsets (X.Y) K 0-1-12,0 1 81. [4 0 0-12.0 2-01 LOADING (psf) TCLL 20 0 TCDL 140 BCLL 0 0 BCDL 7 0 SPACING 2 0-0 Plates Increase 1 00 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 042 BC 033 WB 069 (Matrix) DEFL (in) (loc) I/deft Vert(LL) -004 28 >999 Vert(TL) -008 2-8 >999 Horz(TL) 001 7 n/a 1st LC LL Mm l/defl = 360 PLATES GRIP M20 197/144 Weight 44 Ib BRACING TOP CHORD Sheathed or 5-11 3 on center purlin spacing except end verticals BOT CHORD Rigid ceiling directly applied or 6 0 0 on center bracing LUMBER TOP CHORD 2X4 DF-N No 1/No 2 BOT CHORD 2 X 4 DF N No 1/No 2 WEBS 2X3 SPF Stud *Except* 472X4 SPF Std REACTIONS (Ib/size) 2=588/0 3 8 7=507/0-5 8 FORCES (Ib) First Load Case Only TOP CHORD 1 2=30 2 3= 878 3 4= 90 4 5=-13 4 7=-193 BOT CHORD 2-8=785 7 8=785 6 7=0 WEBS 3-8=87 3-7=-798 NOTES 1) All plates are M20 plates unless otherwise indicated 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC-97 3) This truss has been designed with ANSI/TP11 1995 criteria LOAD CASE(S) Standard TRUSS ENGINEERING TO BE USED ONLY FOR TRUSSES MANUFACTURED BY UNIVERSAL TRUSS. INC FONTANA CA Job E2922 Truss BD1 Truss Type ROOF TRUSS Qty 1 Ply 1 SCF / The Greens Swim Club / Tim Universal Truss Inc Fonlana CA 92335 40-32 sFeb 18 1999 MiTek Industries Inc Wed Jul 07 08 05 21 2004 Page 1 8-4-12 350pi2" Plate Offsets (X,Y) [2 0-3 4.0-2 01, f3 0-3-4,0-1 81, [503 4.0-2 01 LOADING (psf) TCLL 20 0 TCDL 140 BCLL 0 0 BCDL 7 0 SPACING 200 Plates Increase 1 00 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 083 BC 090 WB 013 (Matrix) DEFL (in) (loc) l/defl Vert(LL) -016 78 >999 VertfTL) -031 7-8 >610 Horz(TL) 006 5 n/a IstLCLL Mm l/defl = 360 PLATES GRIP M20 197/144 Weight 66 Ib LUMBER TOP CHORD 2X4 DF-N No 1/No 2 BOT CHORD 2 X 6 DF N No 1/No 2 WEBS 2X3 SPF Stud REACTIONS (Ib/size) 2=1521/0 5 8 5=1521/0-5 8 BRACING TOP CHORD Sheathed or 2-1 1 on center purlin spacing BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing FORCES (Ib) First Load Case Only TOPCHORD 1-2=35 2-3—4298 3-9=-4079 9 10=-4079 10-11—4079 4 11—4079 4-5=-4281 5-6=35 BOT CHORD 2-8=4104 8-12=4095 12 13=4095 13-14=4095 7-14=4095 5-7=4087 WEBS 3-8=136 3-7=-18 4-7=128 NOTES 1) This truss has been checked for unbalanced loading conditions 2) Except as shown below special connection(s) required to support concentrated load(s) Design of connection(s) is delegated to the building designer 3) Provide adequate drainage to prevent water ponding 4) All plates are M20 plates unless otherwise indicated 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 B UBC-97 6) This truss has been designed with ANSI/TP11 1995 criteria LOAD CASE(S) Standard 1) Regular Lumber lncrease=1 25 Plate Increased 00 Uniform Loads (plf) Vert 1 2=-680 2 3= 680 3-9= 1452 9-10—1452 10-11= 1452 4-11= 1452 4-5=-680 5-6—680 2-8= 299 8-12= 29 9 12-13= 29 9 13-14= 29 9 7 14= 29 9 5-7= 29 9 Concentrated Loads (Ib) Vert 9—51611=-516 TRUSS ENGfNEERlNG TO BE USED ONLY FOR TRUSSES MANUFACTUREC BY UNIVERSAL TRUSS, INC FONTANA, GA *»• X-BRACS BAY SIZE - iO•-0<• iz'-or w-o" 16'-0" JS'-O" SO'-O" /I% l+m y.UNIVERSAL TRUSS, INC t 1176 ailLTANA AVB FONTAHA, CA Mttt WEB BRACING RECOMMENDATIONS™ — • - MAXIMUM JfSB FORCE (ibs.) 24"O.C. BRA( A 4600* 3942* 3450* 3066* 2760* 2503* 3NG MA B 4600* 3942* 3450* 3066* 2760* 2509* SERIAL '. C 4600* 3942* 3456* 3066* 2760* 2509* FYPE D 6900* 5914* 5175* 4600* 4140* 3763* 48"O.C. BRA A 1344 1344 1344 1344 1344 1344 CING MA B 4600* 3942* 3450* 3066* 2760* 2509* TERIAL ' C 4600* 3942* 3450* 3066* 2760* 2509* rcpE D 6900* 5914* 5175* 4600* 4140* 3763* 72" O.C. BRACING MA C 4034 3942* 3450* 3066* 2760* 2509* TERIAL TYPE D 6382 5914* 5175* 4600* 4140* 3763* 16'-0" JS'-O" 20'-0" 1 TYPE A B C D 1 f U 1 X 4 2X9 2X4 3066* 2760* 2503* 3066* 2760* 2509* 3066* 2760* 2509* 4600* 4140* 3763* 1344 1344 1344 3066* 2760* 2509* 3066* 2760* 2509* 4600* 4140* 3763* 3066* 2760* 2509* 4600* 4140* 3763* ^CONTROLLED BY CONNECTION BRACING MATERIALS :_4_wa.j*5_jap -OR- #2 SRB (OF, HF, SPF) #3, STD, CONST (SPF, DF» HF, #3, STD, CONST (SPF, OF, HF, 2' X 6 #3 OR BETTER (SPF, OR SYP) OR SYP) OF, HF, OR SYP) 1. X-BRACflROOF ANPttOfUSS 2. THESE C GENERAL NOTESW B REQUIRED TO TRANSFER IKE CUMULATIVE LATERAL BRACE FORCE INTO THED/OR CEIUNO DIAPHRACU. THE DWKRACU B TO BE OESI6KED BY A QUALF1EDlAw. ILCULATIOKS BASED OH LATERAL BRACE CARRTWQ W OF THE WEB FORCE, 3. X-BRACM9 MATERIAL IMATERIAL, AND SHALL 1ATAPPROX. « DECRBTRUSS WTO 2-1W CO* ws ft. LATERAL B. FDR ADODsa-aa*HAHOUNQM3D-ON 7. SEE SB*a. me wWITH KM (jaXfl tATERAI BRACE SHOUUIMUOT. nONALCUIDANnMPORARTBfBCWUWOAonao DRIVE, RATE TRUSS I UULS SPEEtFIIin7« lUST BE SAVE3E INSTALLED5 AND SHALLUMOH WIREN fa&i^ > BECONIWU BC RECARDHO (ACNQ OF HE!« BRA0HO FWADBON. M. HCtHEERIHOP EB SHOULD 61 SIZE AND GRADE OR BETTER. AS THE LATERAL BRACE« SUCH A MANNER THAT IT MTERSECJS WEB MEMBERSBE HAILED AT EACH END AND EACH HIERUEXXATEMLS. (3-1M HAAS FDR 2X8 UATERIAL) RUSS WIH TWO 1Bd COUUON WIRE WAS. (IHREE led DUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE DESKN AND INSTAUATIOH OF BRACKS. CONSULTH. PLATE COHHECTED WOOD TRUSSES AND KB-91OR RECOUUEHOATIOKS FROU TRUSS PLATE INSTnUIE.S3710. OR DEStCH OF WEB UEUBER. : 3Jf IONS AND Mef M DUMBER, W ACCORCXWCE - t LATERAL BRACING MATERIAL 16d NAILS (SEE NOTES 4 & 8) TRUSS WEB MEMBERS X-BRACING MATERIAL D2 '3 , I t • . v * s - k • i - - '- « 1 * »* BRACING DETAIL PLACED UNIVERSAL TRUSS, INC Un SULTANA AVB. FOMTAHA. OA KIMS STANDARD DETAILS SHEET D3 ^-COMMO HIP TRUSS HIP G RDER /\ :-4 \ PLAN VIEW JACK TO HIP CONNECTION afflREP" mv& HIP CONNECTION DETAIL AT COMMON TRUSS RIDGE SECTION BB HIP TRUSS ' VHIP GIRDER SECTION AA SECTION CC ISOMETRIC VIEW 11 1 ^^ft UNIVERSAL TRUSS, INC 1178 6ULTAHA AVB. FOMTANA, CA IMJI STANDARD DETAILS IMM pun tt.«0«> niyii i r~ SHEET D4 Universal IVuss, Inc. fka GANG-NAIL® COMPONENTS PD ElOX 578. Fontana. CA 92334 8375 Sultana Avenue, Fontana, CA 92335 Tel (909] 823-9500 Fax (909) 823-6780 H-?>-I*- OR LOADING TOP JBOTT (MTJ tt STR.INC.: LUMB - 1.25 PLATEREPETITIVE STRESSES M0TU5£O 1.25 MINIMUM GRADITOP CHORD: 2*4BOT CHORD* 2*4WEBS s2*4 SPACING : 24.0 in. o. c.NO. OF MEMBERS = 1 OF LUMBERNo.l 91 DF-LNo.l 91 DF-LSTANDARD 91 DF- PUTES ARE HITEK N20-186,147 MANUFACTURED FROH ASTH A *W 6RO A GALVANIZED STEELfEXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYMMETR1CAU.Y(EXCEPT AS SHOUN)OESIGN CONF08HS WITH NDS DESIGN SPECS, UBqrICBO/TI>l-91 1H1S DES16H IS TOR TRUSS FABRICATION ONLY FOR PERMANENT AND TEMPORARY BRACINGtWUCH IS ALWAYS REOD)CONSULT BLDG ARCHITEa OR BWINEEft TYPICAL HIP RAFTER DETAIL Trusses and Buildina ComoonentS S'O T.C. BRG. WALL S'O" 6'0" 4'Q!, 2'Q' 2'Q" . 2'Q' EXT. EXT. ' EXT. y MAY • -B/W9. WAU. SIDEJACK (MAXIMUM) DETAIL FOR COMMON. AND ENDJACKS HIP RAFTER BASED ON U.B.C. CODE (TABLE 23-1 UNIVERSAL TRUSS, INC 1175 8ULTAHA AYE. FOKTANA. CA ItUS STANDARD DETAILS DETAIL A HIP RAFTER PLAN VflEW JACK TO HIPCONNECTION 2X_ HIP RAFTER • -BRC3 WALL • -BRQ WALL HIP RAFTER SIDEJACK END JACK Rll HIP RAFTER—ISOMETRIC VIEW ALL CONNECTIONS REQUIRED A8 PER U8O UNIVERSAL TRUSS, INC IITJ ailLTANA AVE. FONTANA, CA KM STANDARD DETAILS NOW un aa.BOOO SHEET D6 STANDARD GABLE., END, DETAIL, WIHO SPEED 78 HPH. MEAN WALL HEIGHT 15 FT. 1A fRETMED ar MMU «=££ X DIAGONAL OR L-BRACINO REFER TO TABLE BELOW 4X4 -2X3 TYP. ,2 PR. VARIES TO COMMON TRUSS NOT& TOP CHORD HAY BE NOTCHED FOR 2X3 OR 2X4 INSTALLED FLATWISE Q 32' oc. ON GABLE END WITH VERTICAL Q Iff aa TRUSSES AT 2? OC. !/2' PLYWOOD SHEATHING- 2X1 LATERAL BRACING AS | REQUIREa 3X5 END WALL CONT. BEARING. 3X6 SPL. OPT. SPAN TO MATCH COMMON TRUSS. / FURRING STRIP OR LATH A^CMJtefoRSntW Gt<J<y, TYPICAL 2X4 L-6RACE- MAILED TO 2X1 VERTICALS W/Sd NAILS, 8" O.C. VERTICAL STUD SECTION A-A LATERAL BRACING NAILWC SCHEDULE VERT.HEIGHT. UP TO 7'-0' 7'-0'- 8'-6' OVER 8'-6' » NAIL 2 - 3 - AT Q I6d 16cl END 4 - 16d MAXIMUM VERTICAL STUDS HEIGHT. SPACING OF VERTICALSr 12 INCH O.C. ' 16 INCH 0,C, 24 INCH O.C. WITHOUT BRACE 5-7-2 5-1-0 4-5-t WITH LATERAL BRACE W-3-12 12-4-12 10-1-7 WITH L-BRACE 1B-4-14 9-5-8 8-0-3 NOTE LVERT. HAD BEEN CHECKED FOR 70 HPH WIND LOAD, MEAN WALL HEIGHT OF IS FT, KNO L/24Q DEFL CRIT. ZCONNECTIOH BETWEEN BOHOM CHORD OF CABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT EHGINEER OR ARCHITECT, 3.FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION, 1 BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY, CONSULT BLOC. ARCHITECIjQR ENGINEER FOR TEMPORARY AND PERMAgiBf«!ACING Of ROOF SYSTEM MINIMUM GRADE OF LUMBER T.C. 2X4 Hal 91 DF-L BC. 2X4 Ho. I 91 DF-L Webs 2X4 STUD DF-L LOADING (PSF) L 0 TOP 25 /0 BOTTOM 8 10 SPACWGi 24 Inch 0£, CRITERIA UBC-97 STR. INCR, i 15 '/. DRAWN BY i JB CHECKED BY i JAI REP. STRESS D7 -3S-fi tfe•£1<n 0 -3- . |o Jr«| !- ^^2 !!o| AS .,-^ -3 , a »|"^i\!iSI5-E-V\ K r* t .2 S-r^E -\4<Z- UNIVERSAL TRUSS, INC UTS SULTANA AVE FOKTANA, CA12111 STANDARD DETAILS |JunNONE 28,9000 D7 STRUCTURAL FILL TRUSS DETAIL L, / NOTE CONTINUOUSLY SUPPORTED GABLE ENDS WITH MAXIMUM1200 PLF DRAG LOAD DO NOT REQUIRE NAILER CBEAVE OUTRIGGER NOTCH DETAIL UNIVERSAL TRUSS, INC SHEET M7ISULTAHA AYE. FONTAKA, CA IU» STANDARD DETAILS nan*\Jain D8 t - \ •O •Q MI 1 SI «j! I o iCO f O(/>g o K I GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS Project No 06403-52-09 August 24, 2004 Real Estate Collateral Management Company c/o Morrow Development 1903 Wright Place, Suite 180 Carlsbad, California 92008 Attention Mr Mike Martin Subject References RECREATIONAL CENTER THE GREENS CARLSBAD, CALIFORNIA FOUNDATION PLAN REVIEW 1 Final Report of Testing and Observation Services Performed During Site Grading, Lot 47- Recreation Center and Lot 34- Pond Area Villages of La Costa, Carlsbad, California, prepared by Geocon Incorporated, dated July 12, 2004 (Project No 06403-52-09) 2 Post-Tension Foundation Plans for the Villages of La Costa - The Greens, Recreational Building, titled Greens Swim Club, Morrow Development, San Diego, California, prepared by Davidson Reinforcing Company, dated May 20, 2004 (Job No 1656) Gentlemen In accordance with your request, we have reviewed the above-referenced structural plans to determine whether the plans and details have been prepared in substantial conformance with the recommendations presented in our referenced geotechmcal report except as noted below The structural sheets include site-specific information with respect to post-tension foundation plans and details Based upon our review of the revised project plans and the information contained within the geotechmcal report, it is the opinion of Geocon Incorporated that the foundation plans and foundation details have been preparpH in cnVictqntigi conformance with recommendations presented :n the geotechmcal report, except as noted below Sheet No CVR Within the Project Design Notes section, the provided information should be corrected to read Report Number 06403-52-09 Report Date July 12, 2004 6960 Flanders Drive E San Diego, California 92121 2974 As indicated in the referenced report, a sample obtained from the Lot 47 building pad was subjected to water-soluble sulfate testing to evaluate the amount of water-soluble sulfates within the finish- grade soils The test result is used to determine the potential for sulfate attack on normal Portland Cement concrete The test result indicates sulfate contents that correspond to "severe" sulfate exposure ratings as defined by Uniform Building Code (UBC) Table 19-A-4 It is recommended that the concrete used at the subject building pad meet the UBC requirements for "severe" sulfate exposure rating Please see Table 1 of the referenced report for further information Geocon Incorporated does not practice in the field of corrosion engineering Therefore, if improvements that could be susceptible to corrosion are planned, it is recommended that further evaluation by a corrosion engineer be performed It should be understood that our review was limited to geotechmcal aspects of project development and did not include the review of other details on the referenced plan Geocon Incorporated has no opinion regarding other details found on the referenced plans, structural or otherwise, that do not directly pertain to geotechmcal aspects of site development Should you have any questions regarding this letter, or if we may be of further service, please contact the undersigned at your convenience Very truly yours, GEOCON INCORPORATED Shane Rodacker RCE 63291 SRL AS bjl (2/del) Addressee (I/del) Davidson Reinforcing Company Attention Mr Mike Davidson Project No 06403-52-09 -2-August 24, 2004 GEOCON INCORPORATED GEOTECHNICAL CONSULTANTS Project No 06403-52-09 October 8, 2004 Real Estate Collateral Management Company c/o Morrow Development Incorporated 1903 Wright Place, Suite 180 Carlsbad, California 92008 Attention Mr Mike Martin Subject Reference VILLAGES OF LA COSTA - THE GREENS LOT 47 - RECREATION CENTER CARLSBAD, CALIFORNIA RESPONSE TO PLAN CHECK COMMENT 1 Plan Check Correction List [for Project Address Lot 47], Map No 14543 (Plan Check No PC04-66), prepared by EsGil Corporation, dated September 8, 2004 2 Final Report of Testing and Observations Services Performed During Site Grading, Villages of La Costa - The Greens, Lot 47 - Recreation Center and Lot 34 Pond Area, Carlsbad, California, prepared by Geocon Incorporated, dated July 12, 2004 Gentlemen Tn accordance with your request, this correspondence has been prepared to respond to Comment No 16 as stated in the referenced plan check The plan check comment and our response are presented below Plan Check Comment No 16 Investigate the potential for seismtcally induced soil liquefaction and soil instability in seismic zones 3 and 4 Section 1804 5 Response Liquefaction typically occurs when a site is located in a zone with seismic activity, onsite soils are cohesion]ess, groundwater is encountered within 50 feet of the surface, and soil-relative densities are less than about 70 percent If all four previous criteria are met. a seismic event could result in a rapid pore water pressure increase from the earthquake-generated ground accelerations Due to the dense nature of the compacted fill and formational materials and the lack of a permanent groundwater table, the potential for liquefaction occurring at the site is considered to be very low 6960 Flanders Drive • San Diego, California 921 21 2974 • Telephone (858) 558 6900 • Fax (858) 558 61 59 If you should have any questions regarding this correspondence, or if we may be of further service, please do not hesitate to contact the undersigned at your convenience Very Truly yours, GEOCON INCORPORATED Shane Rodacker RCE 63291 SR AS anh (4/del) Addressee CEG 1778 Project No 06403-52-09 October S, 2004 . GEOCON I i\ 0 O R P O K A T E U Project No 06403-52-09 May 27 2004 GEOTECHNICAL CONSULTANTS Real Estate Collateral Management Company c/o Morrow Development Incorporated 1903 Wright Place. Suite 180 Carlsbad. California 92008 Attention Subject Reference Mr TimCrGiady VILLAGES OF LA COSTA - THE GREENS - PHASE 1 LOT 47 - RECREATION CENTER CARLSBAD, CALIFORNIA COMPLETION OF MASS GRADING 1 Update Soil and Geologic Investigation, Villages of La Costa - The Greens, Carlsbad, California, prepared by Gcocon Incorporated, dated June 25, 2001 (Project No 06403-12-03) 2 Grading and Erosion Control Plans for Villages of La Costa, prepaied by Hunsaker and Associates, City of Carlsbad approval dated May 27, 2003 Gentlemen In accordance with your request, this lettei has been prepared to confiim that the mass grading of Lot 47 - Recreation Center of the subject development is complete From a geolechnical engineering standpoint, earthwork operations were performed in substantial conformance with the referenced grading plan and project geotechmcal report A final report of testing and observation for the subject area is in preparation and will be issued shortly It is our opinion that the building pad has been pioperly graded and is ready to leceive the planned improvements Should you have any questions regarding this letter, 01 if we may be of further service, please contact the undersigned al your convenience Very truly yours. GEOCON INCORPORATED AliSadr • CEC. 1778 AS SR dmc (4/del) Addiessee nanc Rodackcr RCE 63291 6960 Flanders Drive • San Diego, California 92121 2974 • Telephone (858^518 6901 N.>IJ K LTWN :A FINAL REPORT OF TESTING AND OBSERVATION SERVICES PERFORMED DURING SITE GRADING VILLAGES OF LA COSTA THE GREENS LOT 47 - RECREATION CENTER A LOT 34 - POND AREA CARLSBAD, CALIFORNIA PREPARED FOR REAL ESTATE COLLATERAL MANAGEMENT COMPANY c/o MORROW DEVELOPMENT INCORPORATED CARLSBAD, CALIFORNIA i I 1 • -1 1 1 1 1•^F 1 I 1 1 1 |VI 1 1 GEOCON INCORPORATED ^ GEOTECHNICAL CONSULTANTS Project No 06403-52-09 July 12, 2004 Real Estate Collateral Management Company c/o Morrow Development Incorporated 1903 Wright Place, Suite 108 Carlsbad, California 92008 Attention Mr Tim O'Grady Subject VILLAGES OF LA COSTA - THE GREENS LOT 47 - RECREATION CENTER AND LOT 34 - POND AREA CARLSBAD, CALIFORNIA FINAL REPORT OF TESTING AND OBSERVATION SERVICES PERFORMED DURING SITE GRADING Gentlemen In accordance with your request and our proposal dated May 6, 2003, we have prepared this report of compaction testing and observation services provided during the grading of the subject Oui services were performed during the period of December 5, 2003 through June 24, 2004 scope of our services summarized in this report included the following AKT % final site The • Observing the grading operation, including the removal and/or processing of topsoil, colluvium, and alluvium • Performing m-place dry density and moisture content tests in fill placed and compacted at the site • Performing laboratory tests to aid in evaluating maximum dry density and optimum moisture content of the compacted fill soils Additionally, laboratory tests were performed on samples of soil present at finish grade to evaluate expansion characteristics and water-soluble sulfate content • Preparing an "As-Graded" Geologic Map • Preparing this final report of grading The purpose of this report is to document that the grading for Lot 47 - Recreation Center, Lot 34 - Pond, have been performed in substantial conformance with the recommendations of project geotechmcal report, and that the fill materials have been properly placed and compacted 6960 Flanders Drive • San Diego, California 92121 2974 • Telephone (858) 558-6900 • Fax (858) 558-6159 and the I I I I I I I I I I I I I I I I I I I It is our understanding that three separate buildings, a swimming pool, and a wading pool will be constructed at the Lot 47 Recreation Center, and a single hned-gunite pond will be constructed for Lot 34 The grading operations for the recreation center building pad and pond were performed concurrently with the balance of The Greens project GENERAL The grading contractor for the project was Signs and Pinnick Incorporated of El Cajon, California Grading plans for the project were prepared by Hunsaker and Associates and are entitled Grading and Erosion Control Plans for Villages of La Costa, with City of Carlsbad approval date of May 27, 2003 A digital version of the grading plans was used as the base map for our As-Graded Geologic Map (Figure 1) The project geotechmcal report is entitled Update Soil and Geologic Investigation, Villages of La Costa - The Greens, Carlsbad, California, dated June 25. 2001 (Project No 06403- 12-03) References to elevations and locations herein are based on surveyor's or grade-checker's stakes in the field and/or interpolation from the referenced grading plans Geocon Incorporated does not provide surveying services and, therefore, has no opinion regarding the accuracy of the as-graded elevations or surface geometry with respect to the approved grading plans or proper surface drainage GRADING The Recreation Center - Lot 47 and pond - Lot 34 is located within of the Villages of La Costa - The Greens Phase I, southwest of the intersection of Amber Lane and Lapis Road Prior to grading, this area generally consisted of a west-trending canyon drainage that ultimately intersected San Marcos Creek Grading for the site consisted of daylight cuts and fills on the order of 10 and 40 feet, respectively, to achieve the finish-grade elevations Grading began with the removal of brush and vegetation from the area to be graded The brush was then exported Topsoil, colluvial, and alluvial soils were removed to expose formational material Within these areas, and prior to placing fill, the exposed (overexcavated) ground surface was scarified (where possible), moisture conditioned, and compacted Fill materials derived from on-site excavations were then placed and compacted in layers until design elevations were attained Fill Materials and Placement Procedures The composition of the fill materials generally varied from gravels and boulders produced by on-site blasting of hard metavolcamc rock to clayey fine sands, sandy to silty clay, and sandy to clayey gravels from within other portions of The Greens project Excavations within the sedimentary- Santiago Formation and surficial deposits predominately produced sandy clays and silty sands and Project No 06403-52-09 - 2 - July 12, 2004 I I I I I I I I I I I I I I I I I I I weie suitable for capping material Structural fill placed and compacted at the site consisted of material that can be classified into three zones • Zone A - Material placed within 3 feet from pad grade, consisted of "soil" fill with a maximum particle dimension of 6 inches • Zone B - Material placed within 10 feet from pad grade and below Zone A consisted of "soil-rock" fill with a maximum particle dimension of 12 inches In addition, material placed on the outer 6 feet of fill slopes and 2 feet below Zone A "soil-rock" fill with a maximum particle dimension of 12 inches • Zone C - Material placed below Zone B consisted of "soil-rock" fill with a maximum particle dimension of 48 inches It should also be noted that larger rocks with a maximum dimension of approximately 8 feet were buried individually during grading operations Placement procedures for "soil-rock" fill consisted of spreading and compacting the material with a D9 or larger Caterpillar bulldozer with a maximum lift size of 3 feet Materials placed as "soil-rock" were watered heavily during spreading to help properly fill voids with finer material and "seat" the larger rocks During the placement of each lift, compactive effort was applied to the fill by wheel- rolling with loaded rock trucks such that the entire lift was compacted "Soil fills" were placed in lifts no thicker than would allow for adequate bonding and compaction The soil was moisture conditioned as necessary and mixed during placement and then compacted utilizing conventional heavy-duty compaction equipment "Soil-rock" fills were predominately placed within the central portion of the canyon cleanout at lower elevations During grading operations, compaction procedures were observed and m-place density tests were performed to evaluate the dry density and moisture content of the "soil" and "soil-rock" fill material The m-place density tests were performed in general conformance with ASTM Test Method D 2922-01, Standard Test Method for Density of Soil and Soil-Aggregate in Place by Nuclear Methods The results of the m-place dry density and moisture content tests are summarized on Table I Grading for Lot 34 and Lot 47 were performed concurrently with the balance of the Villages of La Costa - The Greens development The results presented on Table I apply to Lot 34 and Lot 47 only As such, the test numbers are not in consecutive order Any tests taken outside of the subject site have been addressed in reports for other neighborhoods within the Greens Project No 06403-52-09 - 3 - July 12, 2004 I I I I I I I I I I I I I I I I I I I Using methods suggested by AASHTO T224-86, corrections were made to the laboratory maximum dry density and optimum moisture content on fill soils being tested containing rocks larger than % inch The values of maximum dry density and optimum moisture content presented on Table I reflect these corrections In general, the m-place dry density test results indicate that the fill sod has a dry density of least 90 percent of the laboratory maximum dry density near to slightly above optimum moisture content at the locations tested In addition, moisture tests performed in "soil-rock" fills generally indicate moisture contents at or above optimum The approximate locations of the m-place dry density and moisture content tests are shown on the As-Graded Geologic Map (Figure 1) Laboratory tests were performed on samples of material used for fill to evaluate moisture-density relationships, optimum moisture content and maximum dry density (ASTM D 1557-02), shear strength (ASTM D 3080-03) expansion potential (ASTM D 4829-03), and water-soluble sulfate content (California Test No 417) The results of the laboratory tests are summarized on Tables II through V Slopes The project slopes consisted of fill slopes constructed at inclinations of 2 1 (horizontal vertical) or flatter, with maximum heights of approximately 20 feet All slopes should be planted, drained, and maintained to reduce erosion Slope irrigation should be kept to a minimum to just support the vegetative cover Surface drainage should not be allowed to flow over the top of the slope Subdrains Subdrams were installed at the general locations shown on the As-Graded Geologic Map (Figure 1) In addition, the subdrams were "as-built" for location and elevation by the project civil engineer The subdrams consisted of a 6-inch and 8-mch-diameter, Schedule 40, PVC perforated pipe placed in crushed aggregate surrounded by Mirafi 140N (or equivalent) filter fabric The dram was placed at least 15 feet below grade and constructed at a gradient of at least 1 percent The canyon subdram outlets on the western margins of The Greens project and should be maintained regularly to prevent sediment and debris from obstructing the free flow of water out of the subdram system Finish Grade Soil Conditions Observations and laboratory test results indicate that the prevailing soil conditions within the upper approximately 4 feet of finish grade have an expansion potential of "medium" (Expansion Index of 90 or less) as defined by Uniform Building Code (UBC) Table 18-I-B Project No 06403-52-09 -4- July 12,2004 I I I I I I I I I I I I I I I I I I I It should be noted that although rocks larger than 6-mch-diameter were not intentionally placed within Zone A, some larger rocks may exist at random locations Laboratory tests were performed on the sample from Lot 47 building pad to determine the percentage of water-soluble sulfate The test results indicate sulfate content that correspond to "severe" sulfate exposure ratings as defined by UBC Table 19-A-4 The results of the soluble-sulfate test are presented in Table V Table 1 presents a summary of concrete requirements set forth by UBC Table 19-A-4 It is recommended that the concrete used within Lot 47 meet the requirements for "severe" sulfate exposure rating, as provided in Table 1 TABLE 1 REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS Sulfate Exposure Negligible Moderate Severe Very Severe Water-Soluble Sulfate Percent by Weight 000-010 010-020 0 20-2 00 >200 Cement Type — II V V Maximum Water to Cement Ratio by Weight — 050 045 045 Minimum Compressive Strength (psi) — 4000 4500 4500 Geocon Incorporated does not practice in the field of corrosion engineering Therefore, if improvements that could be susceptible to corrosion are planned, it is recommended that further evaluation by a corrosion engineer be performed SOIL AND GEOLOGIC CONDITIONS The soil and geologic conditions encountered during grading were found to be similar to those described in the project geotechmcal report The Santiago Formation (Ts) and Santiago Peak Volcanics (Jsp) were exposed within the canyon cleanout, and compacted soils were placed in fill areas and are designated as Qcf on Figure 1 In addition, compacted fill soils placed m undercut areas is designated as Quc The enclosed "As-Graded" Geologic Map (Figure 1) depicts the general geologic conditions observed No soil or geologic conditions were observed during grading that would preclude the continued development of the property as planned Project No 06403-52-09 -5-July 12, 2004 I I I I I I I I I I I I I I I I I I I CONCLUSIONS AND RECOMMENDATIONS 1.0 General 1 1 Based on observations and test results, it is the opinion of Geocon Incorporated that the grading to which this report pertains has been performed in substantial conformance with the recommendations of the previously referenced project soils report and the geotechnical requirements of the grading plans Soil and geologic conditions encountered during grading that differ from those anticipated in the project soils report are not uncommon Where such conditions required a significant modification to the recommendations of the project soils report, they have been described herein 12 No soil or geologic conditions were observed during grading that would preclude the continued development of the property as planned Based on laboratory test results and field observations, it is the opinion of Geocon Incorporated that the fill soils observed and tested as part of the grading for this area were generally compacted to a dry density of at least 90 percent of the laboratory maximum dry density near to slightly above optimum moisture content 1 3 The pond should be properly waterproofed to reduce the potential for moisture migration into the underlying soils 2.0 Future Grading 2 1 Any additional grading performed at the site should be accomplished in conjunction with our observation and compaction testing services Grading plans for any future grading should be reviewed by Geocon Incorporated prior to finalizing All trench and wall backfill should be compacted to a dry density of at least 90 percent of the laboratory maximum dry density near or above optimum moisture content This office should be notified at least 48 hours prior to commencing additional grading or backfill operations 3 0 Seismic Design Criteria 3 1 The site is located within Seismic Zone 4 according to UBC Figure 16-J Compacted fill soils underlie the proposed buildings For seismic design, the site is characterized as soil type SD Table 3 summarizes site design criteria The values listed on Table 4 1 are for the Rose Canyon Fault, which is identified as a Type B fault The Rose Canyon Fault is located approximately 10 miles west of site The corresponding values from Table 3 should be used for seismic design Project No 06403-52-09 -6- July 12,2004 I I I I I I I I I I I I I I I I I I I 4.0 41 42 TABLE 3 SITE DESIGN CRITERIA Parameter Seismic Zone Factor Soil Profile Seismic Coefficient, Ca Seismic Coefficient, Cv Near-Source Factor, Na Near-Source Factor, Nv Seismic Source Value 040 SD 044 064 10 10 B UBC Reference Table 16-1 Table 16-J Table 16-Q Table 16-R Table 16-S Table 16-T Table 16-U Foundations Due to the presence of significant differential fill thickness within Lot 47, Foundation Category III is recommended for the proposed recreation buildings We understand that a post-tensioned foundation system will be used for the buildings The post-tensioned systems should be designed by a structural engineer experienced in post-tensioned slab design and design criteria of the Post-Tensionmg Institute (UBC Section 1816) Although this procedure was developed for expansive soils, it can also be used to reduce the potential for foundation distress due to differential fill settlement The post-tensioned design should incorporate the geotechmcal parameters presented on Table 4 for the particular foundation category designated TABLE 4 POST-TENSIONED FOUNDATION SYSTEM DESIGN PARAMETERS Post-Tensionmg Institute (PTI) Design Parameters 1 2 3 4 5 6 7 8 9 10 Thornthwaite Index Clay Type - Montmonllomte Clay Portion (Maximum) Depth to Constant Soil Suction Soil Suction Moisture Velocity Edge Lift Moisture Variation Distance Edge Lift Center Lift Moisture Variation Distance Center Lift Foundation Category HI -20 Yes 70% 70ft 36ft 0 7 in /mo 26ft 1 15 in 53ft 4 74 in Project No 06403-52-09 -7-July 12, 2004 I I I I I I I I I I I I I I I I I I I 4 3 UBC Section 1816 uses interior stiffener beams in its structural design procedures If the structural engineer proposes a post-tensioned foundation design method other than UBC Section 1816, it is recommended that interior stiffener beams be used The depth of the perimeter foundation should be at least 18 inches Geocon Incorporated should be consulted to provide additional design parameters as required by the structural engineer 4 4 Foundations may be designed for an allowable soil bearing pressure of 2,000 pounds per square foot (psf) (dead plus live load) This bearing pressure may be increased by one-third for transient loads such as wind or seismic forces 4 5 The use of isolated footings that are located beyond the perimeter of the building and support structural elements connected to the building is not recommended Where this condition cannot be avoided, the isolated footings should be connected to the building foundation system with grade beams 46 No special subgrade presaturation is deemed necessary prior to placing concrete, however, the exposed foundation and slab subgrade soils should be sprinkled, as necessary, to maintain a moist condition as would be expected in any such concrete placement 4 7 Our experience indicates post-tensioned slabs may be susceptible to excessive edge lift, regardless of the underlying soil conditions, unless reinforcing steel is placed at the bottom of the perimeter footings and the interior stiffener beams Current PTI design procedures primarily address the potential center lift of slabs but, because of the placement of the reinforcing tendons in the top of the slab, the resulting eccentricity after tensioning may reduce the ability of the system to mitigate edge lift The foundation system should be designed to reduce the potential for edge lift to occur 4 8 Consideration should be given to connecting exterior slabs that exceed 5 feet in width to the building foundation to reduce the potential for future separation to occur 4 9 Where buildings or other improvements are planned near the top of a slope steeper than 3 1 (horizontal vertical), special foundations and/or design considerations are recommended due to the tendency for lateral soil movement to occur • Building footings should be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope • Swimming pools located within 7 feet of the top of cut or fill slopes are not recommended Where such a condition cannot be avoided, it is recommended that the portion of the swimming pool wall within 7 feet of the slope face be designed Project No 06403-52-09 - 8 - July 12, 2004 £S OF LA COSTA THE GREENS hON CENTER AND LOT 34 - POND AREA CARLSBAD, CALIFORNIA SCALE 1" = 60' LEGEND COMPACTED FILL COMPACTED FILL IN UNDERCUT AREA SANTIAGO FORMATION (Dotted Where Buned) SANTIAGO PEAK VOLCANICS (Dotted Where Buned) APPROX LOCATION OF GEOLOGIC CONTACT (Dotted Where Buned) APPROX. LOCATION OF DENSITY TEST FG Finish Grade ST Slope Test R Removed APPROX BASE OF FILL APPROX. LOCATION OF 8-INCH SUBDRAIN APPROX. LOCATION OF 6-INCH SUBDRAIN APPROX ELEVATION OF SUBDRAIN GEOCON INCORPORATED GICMAP GEOTEGHNICAL CONSULTANTS 6960 FLANDERS DRIVE SAN DIEGO, CALIFORNIA 92121-2974 PHONE 858 558-6900 FAX 858 558-6159 PROJECT NO 06403 - 52 - 09 FIGURE 1 DATE 07-12-2004 E/2004/THEGREENS/G LOT47 34.DWGA.nl I I I I I I I I I I I I I I I I I I I 5.0 Retaining Walls 5 1 Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of 35 pounds per cubic foot (pcf) Where the backfill will be inclined at no steeper than 2 1, an active soil pressure of 45 pcf is recommended These soil pressures assume that the backfill materials within an area bounded by the wall and all plane extending upward from the base of the wall possess an Expansion Index of less than 90 For those lots with finish-grade soils having an Expansion Index greater than 90 and/or where backfill materials do not conform to the above criteria, Geocon Incorporated should be consulted for additional recommendations 5 2 Unrestrained walls are those that are allowed to rotate more than 0 001H (where H equals the height of the retaining wall portion of the wall in feet) at the top of the wall Where walls are restrained from movement at the top, an additional uniform pressure of 7H psf should be added to the above active soil pressure For retaining walls subjected to vehicular loads within a horizontal distance equal to two-thirds of the wall height, a surcharge equivalent to 2 feet soil should be added 5 3 All retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect The use of drainage openings through the base of the wall (weep holes, etc) is not recommended where the seepage could be a nuisance or otherwise adversely impact the property adjacent to the base of the wall A typical retaining wall drainage system is presented as Figure 2 The above recommendations assume a properly compacted granular (Expansion Index less than 90) backfill material with no hydrostatic forces or imposed surcharge load If conditions different than those described are anticipated, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations 54 In general, wall foundations having a minimum depth and width of 1 foot may be designed for an allowable soil bearing pressure of 2,000 psf, provided the soil within 3 feet below the base of the wall has an Expansion Index of less than 90 The proximity of the foundation to the top of a slope steeper than 3 1 could impact the allowable soil bearing pressure Therefore, Geocon Incorporated should be consulted where such a condition is anticipated The location of the retaining wall footings, however, should comply with the recommendations presented in Section 4 8 Project No 06403-52-09 - 10 - July 12, 2004 I I I I I I I I I I I I I I I I I I I with the assumption that the adjacent soil provides no lateral support This recommendation applies to fill slopes up to 30 feet in height, and cut slopes regardless of height • Although other improvements that are relatively rigid or brittle (such as concrete flatwork or masonry walls) may experience some distress if located near the top of a slope, it is generally not economical to mitigate this potential It may be possible, however, to incorporate design measures that would permit some lateral soil movement without causing extensive distress Geocon Incorporated should be consulted for specific recommendations 410 Exterior slabs should be at least 4 inches thick and reinforced with 6 x 6-W2 9 x W2 9 (6 x 6-6/6) welded wire mesh The mesh should be placed within the upper one-third of the slab Proper mesh positioning is critical to future performance of the slabs It has been our experience that the mesh must be physically pulled up into the slab after concrete placement The contractor should take extra measures to provide proper mesh placement Prior to construction of slabs, the subgrade should be moisture conditioned to at least optimum moisture content and compacted to a dry density of at least 90 percent of the laboratory maximum dry density 411 All concrete slabs should be provided with adequate construction joints and/or expansion joints to control unsightly shrinkage cracking The design of joints should consider criteria of the American Concrete Institute when establishing crack-control spacing patterns 412 Where exterior flatwork abuts the structure at entrant or exit points, the exterior slab should be dowelled into the structure's foundation stemwall This recommendation is intended to reduce the potential for differential elevations that could result from differential settlement or minor heave of the flatwork Dowelling details should be designed by the project structural engineer 4 13 The recommendations of this report are intended to reduce the potential for cracking of slabs due to expansive soils (if present), differential settlement of deep fills, or fills of varying thicknesses However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions may still exhibit some cracking due to soil movement and/or shrinkage The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and by the placement of crack control joints at periodic intervals, particularly where re-entrant slab corners occur Project No 06403-52-09 - 9 - July 12, 2004 I I I I I I I I I I I I I I I I I I I 6 0 Lateral Loads 6 1 For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed natural soils The allowable passive pressure assumes a horizontal surface extending at least 5 feet or three times the surface generating the passive pressure, whichever is greater The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance An allowable friction coefficient of 0 4 may be used for resistance to sliding between soil and concrete This friction coefficient may be combined with the allowable passive earth pressure when determining resistance to lateral loads 6 2 The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 8 feet In the event that walls higher than 8 feet or other types of walls (such as crib-type walls) are planned, Geocon Incorporated should be consulted for additional recommendations 7 0 Pool/Spa Recommendations 7 1 The proposed swimming pool/spa should be reinforced and designed by a structural engineer The soils have an expansion index category of medium The corresponding lateral pressures used for the design should be equivalent to a fluid pressure of at least 40 pcf The swimming pool/spa also should be designed for any possible surcharge loading if such nearby loading is a lateral distance from the top of the pool equal to the depth of the pool 7 2 The bottom of the swimming pool/spa should not be supported by different types of earth materials A uniform layer of common bearing material is needed to provide uniform support for the pool/spa If a formational cut/fill condition is present on the bottom of the pool/spa, the bottom of the excavation should be overexcavated at least 3 feet and recompacted up to rough grade The bottom of the excavation should be scarified, moisture conditioned, and compacted prior to the placement of fill soils The grading should be performed in accordance with Section 2 0 of this report Geocon Incorporated should observe the bottom of the excavation to verify the geologic conditions 7 3 Surface drainage around the pool/spa should be designed to prevent water from ponding and seeping into the ground Surface water should be collected and conducted through non- erosive devices to the street, storm dram, or other approved water course or disposal area Leakage from the proposed pool/spa will create an artificial groundwater condition that Project No 06403-52-09 -11 - July 12, 2004 I I I I I 1 t I 1 I I I I I I I I I will likely create instability problems Therefore, all plumbing and the pool/spa should be absolutely leak free 7 4 The deck for the swimming pool/spa should be cast separately of the swimming pool/spa, and water stops should be provided between the bond beam and the deck Jointing for concrete flatwork should be provided in accordance with the recommendations of the American Concrete Institute All joints should be sealed with an approved flexible sealant to reduce the potential for introduction of surface water into the underlying soils 8.0 Slope Maintenance 8 1 Slopes that are steeper than 3 1 (horizontal vertical) may, under conditions that are both difficult to prevent and predict, be susceptible to near-surface (surficial) slope instability The instability is typically limited to the outer 3 feet of a portion of the slope and usually does not directly impact the improvements on the pad areas above or below the slope The occurrence of surficial instability is more prevalent on fill slopes and is generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of subsurface seepage The disturbance and/or loosening of the surficial soils (as might result from root growth, soil expansion, or excavation for irrigation lines and slope planting) may also be a signifi- cant contributing factor to surficial instability It is therefore recommended that, to the maximum extent practical (a) disturbed/loosened surficial soils be either removed or properly recompacted, (b) irrigation systems be periodically inspected and maintained to eliminate leaks and excessive irrigation, and (c) surface drains on and adjacent to slopes be periodically maintained to preclude ponding or erosion It should be noted that although the incorporation of the above recommendations should reduce the potential for surficial slope instability, it will not eliminate the possibility, and therefore it may be necessary to rebuild or repair a portion of the project's slopes m the future 9 0 Drainage 9 1 Adequate drainage provisions are critical to the future performance of the project Under no circumstances should water be allowed to pond The building pads and sheet-graded areas should be properly finish graded so that drainage water is directed away from foundations, pavements, concrete slabs, and slope tops to controlled drainage devices 9 2 All underground utilities should be leak free Utility and irrigation lines should be checked periodically for leaks for early detection of water infiltration and detected leaks should be repaired promptly Detrimental soil movement could occur if water is allowed to infiltrate the soil over a prolonged period of time Project No 06403-52-09 - 12 - July 12, 2004 I I I i i I i i i I i i i i i i i i i 9 3 Landscaping planters adjacent to paved areas are not recommended due to the potential for surface or irrigation water to infiltrate the pavement's subgrade and base course We recommend that subdrams to collect excess irrigation water and transmit it to drainage structures or impervious above-grade planter boxes be used In addition, where landscaping is planned adjacent to the pavement, we recommend construction of a cutoff wall along the edge of the pavement that extends at least 6 inches below the bottom of the base material LIMITATIONS The conclusions and recommendations contained herein apply only to our work with respect to grading and represent conditions at the date of our final observation on June 24, 2004 Any subsequent grading should be done in conjunction with our observation and testing services As used herein, the term "observation" implies only that we observed the progress of the work with which we agreed to be involved Our services did not include the evaluation or identification of the potential presence of hazardous or corrosive materials Our conclusions and opinions as to whether the work essentially complies with the job specifications are based on our observations, experience and test results Subsurface conditions, and the accuracy of tests used to measure such conditions, can vary greatly at any time We make no warranty, expressed or implied, except that our services were pei formed in accordance with engineering principles generally accepted at this time and location We will accept no responsibility for any subsequent changes made to the site by others, by the uncontrolled action of water, or by the failure of others to properly repair damages caused by the uncontrolled action of water The findings and recommendations of this report may be invalidated wholly or partially by changes outside our control Therefore, this report is subject to review and should not be relied upon after a period of three years Should you have any questions regarding this report, or if we may be of further service, please contact the undersigned at your convenience Very truly yours, GEOCON INCORPORATED SR AS JH bjl (4/del) Addressee Project No 06403-52-09 -13-July 12, 2004 IIIII I 1 1 I I I I I I I 1 I I 1 •d CL,•g-s liOS "* U•= — c(U u C2 2 S5- o oa. 5 U '§ LU 3 ^- ^ ^ (0Uj ^ CC .558? • B. 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T? vS vB \So o o o o 111in vo vo II vovovovoTt-vninininininminvovovommminooooooooooooooooooooooooCNCNCNCNCNCNCNCNCNCNCNCNCNCNCNCN Tt in vo r- o —• CN- - - - -- VO VO '- E- f- f-oo oo on r- H O H H00 00 UH CO 00 IIIII I I 1 I I I I 1 I I I I I I oCM TABLE 1EXPLANATION OF CODED TERMSinsity test failure, following moisture conditioning and/or recompaction<L»-o VI O £0, •o-*-> C/3£ocd rS f1 £ U ( w « £ H < tS iH a ^as removed and replaced with properly compacted fill soil£ * «5 4—1LO4> >p t/3C(UT3 (4-10 _. ej<U3 S 3 a \ * Hb TEST NUMBERS05 Ott.REFIX CODE DESIGNATIONOH ST - SLOPE TESTFG - FINISH GRADESZ - SLOPE ZONEO£w 1u ;d in the summary of laboratory maximum dry density and optimumuo W3 Corresponds to curve number"or selected fill soil samples encountered during testing and observationu3a moisture content test results t;OCK CORRECTIONK age greater than zero, laboratory maximum dry density and optimumDaua.^ 2 5 w 4—1ws >^55 i)•a Sl-Ln >->fe1J2 §N 2 13 1 4—1c 1oo ^s ^ ^!/3 'S?U 1 u ou^u2 £•o moisture content were adjuste1 Cfl I i VIU 13 53 §u^3w3 c maximum dry density and opt00sss>H S"ly-jmss^*co <^^ 4—*V3OHu OU T3 cjto U00 (NCNON CN1Q HCO< C/3 E^>, « ID Q^ea , £ S30 J3 3 ^^ o P H^ O LEVATION/DEPl^Hw o£_u"o 1 •^-<W22rto M O 4— ) Q ?-a o>- c<u<D Test elevations/depths have b8 ,1 I i i i i i i i I i I i i i i i i i i TABLE II SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557-02 Sample No. 14 17 19 24 30 Description Grayish brown, Silty, fine to coarse SAND Light yellowish brown, Silty, fine to medium SAND, with trace clay Olive gray, Silty, fine SAND Grayish green, fine to medium Sandy CLAY Light brown, Silty, fine SAND Maximum Dry Density (pcf) 1222 1165 111 8 1170 1184 Optimum Moisture Content (% dry weight) 121 133 158 147 125 TABLE III SUMMARY OF LABORATORY SHEAR TEST RESULTS ASTM D 3080-03 Sample No. 24 30 Dry Density (pcO 1053 1066 Moisture Content (%) 147 127 Unit Cohesion (psf) 480 390 Angle of Shear Resistance (degrees) 35 36 Samples were remolded to a dry density of approximately 90 percent of the laboratory maximum dry density at near optimum moisture content TABLE IV SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D 4829-03 Sample No. EI-AX Moisture Content Before Test (%) 119 After Test (%) 25 1 Dry Density (pcf) 1089 Expansion Index 68 Project No 06403-52-09 July 12, 2004 I i i B I I I I I I I I I I I I I I I TABLE V SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS VILLAGES OF LA COSTA - THE GREENS LOT NO. 47 - RECREATION CENTER BUILDING PAD CALIFORNIA TEST NO 417 Sample No. EI-AX Water-Soluble Sulfate (%) 0765 Sulfate Exposure Severe TABLE VI SUMMARY OF AS-GRADED BUILDING PAD CONDITION AND FOUNDATION CATEGORY FOR VILLAGES OF LA COSTA - THE GREENS LOT NO. 47 - RECREATION CENTER BUILDING PAD AND LOT 34 - POND Lot No. 34 47 (Recreation Center) Pad Condition Fill Pad Fill Pad Approximate Maximum Depth of Fill (feet) 24 29 Approximate Maximum Depth of Differential Fill (feet) 12 25 Expansion Index N/A 68 Foundation Category N/A in Project No 06403-52-09 July 12, 2004 City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit The City will not issue any building permit without a completed school fee form Project Name Building Permit Plan Check Number Project Address APN Project Applicant (Owner Name) Project Description Building Type Residential Q?J Number of Now Dwelling Units- Square Feet of Living Area in Now Dwetimg- Second Dwelling Unit -Square Feet of Living Area in SOU Residential Additions Net Square Feet New Area Commercial/Industrial Square Feet Floor Area City Certification of Applicant Information / Date OOL DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District 6225 El Cammo Real Carlsbad CA 92009 (331-5000) Encmitas Union School District 101 South Rancho Santa Fe Rd Encmitas, CA 92024 (944-4300 ext 166) Marcos Unified School District 2l5Mata Way San Marcos, CA 92069 (290-2649) Nancv Dolce (By Appt OnlyX-.. San Dieguito Union High School District 710 Encmitas Blvd Encmitas, CA 92024 (753-6491) Certification of Applicant/Owners The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner isuhe dVvnetfdevel^per flf the^above described project(s), or that the person executing this declaration is authorized to sign on ^hplifpf t(ie Owi{er Signature Revised 4/20/00 FAraday AVeniJje • Carlsbad, CA 92008-7314 • (760) 602-270O Building Cbunter • (760) 6O2-2719 • FAX (760) 602-8558 11/09/2004 TUB 13 37 FAX 0003/003 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s))***********^*****************i«****************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED SCHOOL DISTRICT The undersigned, being duly authorized by the applicable School Distnct, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District The City may issue building permits for this project SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL ^ TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER V9 00 Revised 4/20/00 tr ^-^ ^»" jP 7-c —^r '-x. r V ^•^5u^Lr, <0 —D 01 r~ •*>§£|«8S ^sS g5O gf< 7) 2o U1 w rtw |}' oc 4 ^ ^ ^ 0 flf T) 0? I 0 -JL. S-' \