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Home My WebLink About13101 W. 43rd DriveCERTIFICATE OF OCCUPANCY Permit 4: 201800136 1.'4 41 - - City of Date: 01/29/2018 Wheatj� COMiclge MUNITY DEVELOPMENT 7500 W 29TH AVE WHEAT RIDGE CO 80033-8001 *Stipulations: Rock Property Services This certificate verifies that the building constructed and/or the use proposed of the building and/or premises, under the above permit number and on property described below, does comply with the Wheat Ridge Building Code, Zoning and other related land use and development laws of the City of Wheatridge, and may be occupied for the use specified. OWNER: 44 W. INVESTMENTS CONTRACTOR/ADDRESS:. PROPERTY ADDRESS: 13101 W 43ru — — — , —u a[ xiuge, uu auu33 PARCEL #: 39-202-02-008 FOR TETE FOLLOWING PURPOSE: Bus ADDRESS: 13101 W 43rd DR #202, Wheat Ridge, CO 80033 Code Editions, 2012 ICC / 2014 NEC OCCUPANCY: B License Report TYPE OF CONST: V -B OCC LOAD: 10 No change shall be made in the Use of this building without prior notice and a new CERTIFICATE OF OCCUPANCY from the City of Wheat Ridge l Certificate MUST be posted by front door of commercial occupancies Chief Building Inspector Zoning Administrator CQT City of W heat idgc BUSINESS LICENSE INSPECTION PERMIT NO. 201800136 INSPECTION DAY/TIME Fri. Dec. 26 @ 10 AM BUSINESS NAME: Rock Property Services ADDRESS: 13101 W. 43rd Drive #202 CONTACT NAME: Lorrle C 5- -0 SQFT-a 170 - Qa.Gs�o.P OCCUPANCY TYPE OCCUPANCY LOAD �.Ck s�PY 7 SPRINKLERED NON-SPRINKLERED Inspector Signature I* � 4 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE , 3 1 VI Inspection Type: 0?> L _ - L s ',) a $-5 cP Ce Job Address: 4--54ot LV Ll 3'= i� r # a ca Permit Number: 'a c I -X o 3!c a y s -V Tn -�,1 G? -� + ® Cle , _ �D8C �U'Z e'ck Jam; ti� arc 'a ! 7O LZ ❑ No one available for inspection: Time 10 = 3 fl QPM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date:_1 1'9 & //,R—Inspector: —F -b DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division ` (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE P�� o Inspection Type: Job Address: D Permit Number: '%Cali ��C �— ❑ No one available for inspection: Time (-2 -Qv � A %PMS Re -Inspection required(ES)No When corrections have been made, call Ifor re-i4pection z2;DatejohIPInspector: DO NOT REMOVE THIS NOTICE 1* � 4 i CITY OF WHEAT RIDGE 1�9�Building Inspection Division (303) 234-5933 Inspection line ,(303) 235-2855 Office • (303) 237-8929 Fax tv6 2 04 2 INSPECTION NOTICE Inspection Type: Job Address: Permit Number: (`1 ❑ No one available for inspection: Time 12-cr, AWrM Re -Inspection required: Yes No �-� When corrections have been made, call for re -inspection at 303 -234 - Dated v 16 1 ) I _�_ Inspector:d)&, DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax 11 INSPECTION NOTICE Inspection Type: 19 t ----r Job Address: 1 3 i o 1 W 4 3 2D b - 2a Permit Number: 0 11 D S 0 $ % y2 L Avia, p Q6,, A f r I N t 4-'L� •. i7 `�'w D� �-�,X,ti ►..� b'ti!e'% �� `•v— Nvtvy� 5 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date: Inspector: DO NOT REMOVE THIS NOTICE J 3 3% q - r2 bA- w.� Certificate Of Completion Building Division 7500 W 29TH AVE WHEAT RIDGE CO 80033-8001 Permit#:201300269 Issued: 06/14/2013 Stipulations: Interior Remodel - Includes Electrical, Plumbing and Framing. This certificate verifies that the building constructed and/or the use proposed of the building and/or premises, under the above permit number and on property described below, does comply with the Wheat Ridge Building Code and development standards of the zone district in which it is located and may be occupied. All other licensing requirements for the City must be met. Owner: CAMP BOW WOW 13101 W 43RD DR #1 WHEAT RIDGE CO 8001 Contractor: Stephen French PO BOX 18584 BOULDER CO 80308 1 1i amw=�Mi� L L`5 - j NEW 04,44 ELI NK FENCE TO M-ATCH EX15TING - 7-7 L SeN�OR DOG LOUW4E CLOWT a m NEW CHA�NL�NK PENCE TO MATCi4 IST m NMRVIISW 01 AASA 34 3$ 36 31 3611 3S 40 41 42 43 44 45 4 - 41 CONTNIMS �� 51/W 20 GUZZ - 'N T74C4 ATTACWEV To S Snvs UATW V IITK ScReao P. 2' 4MZ0NTAL Roov sTmr $ LAYER bqW GYF'SLM SCARC Cm r�MTALI 5TUDO - wl oc, U747 CAW KIN6 CORRUGATED 02 I F1 0 mm� L}. COMMUNITY 1")EVELOPMENT Building & Inspecftn Services Division 7500 W 29"' Ave,, Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Request Line 303-234-5933 1W P r operty , Propetty Owner (please p rint)"—D- 12 char : PI I fierdw w4v didt (tic �Cthavk dktanccs proj'osw hy this Ilmnit application ary accurate and do not viokite appfik�aMc orjiflmlcv�, saga °v of n. riirtio aat`iiac City of Wbvat Ridge or a„ascs:aaatrtts, easc:taaews or restrictions arf rmord+' that ah rtta;aasaarcst ents *,Ptasetra an a lfgg�atice s made are aaara„aarale, that i have read and agmx to abide %X43 conditions printed on this a pphcaetdataa and that I a s-�'U w WH tcragscrsWAiiity , or caccs plLancc ca°s'tit aappiicaable City; of Wheat Rid ate°klea and ordinances fist work sander am « i�ennit is si h ased ease lhi alai isazatirata; that i ;sate iiac lc aai caattatr or itasaca lawn aasattacarizcd its beta €t vaai ama3tar of 01V prtaivtls to ivt•tias u 'tie des ribcd %kook and sates aaiw¢a awhorieed i?s the tt gwi own of a nr amiss ituJuded on this :application its HS1 that en itv on this ui ~r@aa aattatr ' C r a t(7r#"VER) C O.N r C W as F4d a' aa#? �" ' s ' a t: kg t t� r Date. Fleur permi z '" Electrical: 6, 1 Plumbing Il err z z 0 IlP 0 11 C cr w s m Fr 13 101 W 43rd Dr, Golden, CO - G oo l Maps .''� ' gle I I . . - , i - 'i W 11 By. DATE,: COMMENTS: mf http://maps.google.comlmaps?hi=en&q=13101+W+43rd+Dr,+Golden,+CO&bav=on.2,or.r. 2/8/2013 — - a N Loccl�vcr\ 0� -atc-tir\ You must complete this sheet and include it in the submittal package for any new wall signs. You will also need to create a site plan and a detail sheet of the signage. I Project Address: 1 (J) Contractor You are allowed I square foot of signage for every I linear foot of wall to which you a attaching a sign. i Step 1: Measure the length of the wall(s) where you are attaching the sign: Wall 1 - (10 feet Wall 2 - feet Wall 3 - fel ti _ square feet square feet squMre feet k X M MP • i M Ul • il! • r • IF M pgy k✓ W�a q N ggq #br gg� V p �W g � cn 0 0 AW \ «� / /� / > « .. � " \ . ^ K-Ll- Propetty 13 101 W, 43rd Drive, Golden, CO 80403 Propo*� 0*0 (please print)- Carrip Bow Wow (Tenant)/Dan Muse (Building Owner) Phone: 303-271-9663 OWNERICONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I btreby certify that thewthack distance's Proixised by dos jvmiit application are accuratcand do ratt violate arqifica ale cords nances. ruics, or regulations ofthe City (if Wheat Ridge or cov4=nts, easement% or rLstrictions oftvxor(L that all rucasurements ,,,hown ,, d an Micilations made are accurate that I have read andagmx to abide kyall conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinanco., for work under any pmiit issued based on this appficatitni that I :arcs the lo (le'ner or leave been authorized by dic legal owne ofthc projxniy to "'cribc g perfonn the des and arts also authorized by (tic It gal owner of any amity indudcd cm this apldication to list that entity on this application, riRcu'o.w. towNER) wowftwrm as muryoptnoRuR T AU UNU) VE) of (01 (( E fFM NAME. Stephen B, French SIGNAUIRE: ; Mvrc; MUTI�� Permit Application continued 13 101 W. 43rd Ave. Golden, CO 80403 Contractor: Flatirons Energy, 120199 Apply galvanized wainscot to areas 106 and 107. Install full height commercial door with ADA compliant hardware at 106. Install half height door with ADA compliant hardware at 107. Install galvanized wainscot in areas 1. 05, 1 13), ), and 114. Replace existing exterior canopy at main entrance. te Structural En APPROVED Subject to Field Inspectioris Flatirons Energy Date: P.O. Box 18584 Boulder, CO 80308 Signe : � , , w Plan checke 2590 31 -w Street Boulder Colorado 80301 303 495 5206 a 303 495 5276 f www.i2structural;c..orn F--- |�-- ---' f -- Q� N� u� ntegral, inc. Awm2"all ploll I 13013 CAMP BOB WOW REMODEL cri m 15 psf mm�� GENERAL NOT (Continued) 13013 Bo Yaw Remo =02 All fasteners that are exposed to eart or weatfilor car ore in treated wood, sha ll be galy Ized. -1 TJW . All grout shall be non-metallic with a minlow allowable compressive strength of 5= i ltd. All fas tene rs to concrete or CK shall be follows with standa eftedmen as specif led in the turer catalogue. t rs shall be installed In mcordonce with ail ter °s recomenclotlom ad specftotlons Expansion Hiltl Kwlk Bolt Capsu Hilti W + read Adhesive HIM HIT W150 MAX + read 5r,reen Hiiti HIT W20 + HIT-A rod Ep HIM HIT RE50 + reed B & D Condo Warehouses 13101 W. 43rd Dr. Lease Rate ~ Call- 303-589-9454 Unit square footage is approx 2350. Tenant finish includes 2 offices approximately 12 X 12 each plus a bathroom finish of 7' X 8'. Storage space over the office area is 300 sq. ft. This is a structural floor with 125 Ibs per foot loading and a stair access provided. Warehouse is 1700 sq. ft. with a 12 x 14 overhead door and a radiant tube gas heater. Furnace & AC for offices and 6 gallon electric water heater are provided. Gas and electric are individually metered. 125 Amp 3 phase power expandable to most any requirements. Y door directly into warehouse without going through offices. qaJe- C4tritYA tuiLu~E'.1u.s+.NCg, oF t~A~K1alGLDT. Can combine units to double square footage. Call for lease rate. CAM fee is inciuded in lease and the following are done by the Condo Assoc: Insurance for building only. Building maintenance Fire sprinkler monitoring and maintenance Water and sewer Snow removal Lawn care/ Tree care Sprinkler repair Trash removal All Xcel Energy- gas & electric paid by lessee. All janitorial paid by lessee. All signage is provided by landlord but lettering and graphics are paid by lessee. ~ -.6 79D, I X I i I nPJ-.E B t7E.P7N N ~ ~ N H ~I -SrA ie CCrss r6 FLEA/ roRq,t,G oVV- . bFFACE-S v ~ LLl 17- d W K N Q ~ ~TWl2 S TA FLEXf '~RA6E. ovE~ ~ BATH oF~Frlccs ~I v ~ N ~ I I ~ - ~ I - I ~X I 0 H ~ I I - - , - - - - I ~ 3 i ~ i~_. ~f3 r~I, `1~t WFIEqTRp . i u m C~CORp~O Wheat Ridge Community Development Department PRE-APPLICATION MEETING SUMMARY Meeting Date: April 8, 2004 Attending Applicant(s): Heidi Flammang 17011 Lincoln Ave, Suite 153 Parker, CO 80134 303-478-9933 Kelly Beasley 1660 17th Suite 450 Denver, CU 80202 Attending Staff: Travis Crane, Jeff Hirt, Alan White Address or Specific Site Location: 13104 W. 43`d Drive Existing Zoning: Planned Industrial Development (PID) Existing Comp. Plan: Planned Business/Industrial Parks (BP) Applicant/Owner Preliminary Proposal: Convert existing structure in PID zoning district to Canine Care Center which offers veterinary care, dog day care, boarding, grooming and training. The property is in the 44th Industrial Park Planned Industrial Development. Will a neighborhood meeting need to be held prior to application submittal? No Planning comments: A veterinary hospital is an allowable use under the PID regulations for the 44th Industriai Park, however the allowance for an outside dog run area is not specifically stated in the PID allowable uses. A letter from adjacent property owners and tenants stating their approval of the proposed use will be required to convert the existing structure into the proposed use. Public Works comments: None Building comments: Not in attendance, comments will be made after receiving submittal package. Streetscape / Architectural Design comments: None Other comments: Phone Number Meredith Reckert - Senior Planner 303-235-2848 Travis Crane - Planner 303-235-2849 Dave Brossman - Development Review Engineer 303-235-2864 Jeff Hirt - Planning Technician 303-235-2845 7500 West 29th Avenue Wheat Ridge, Colorado 80033 303.235.2846 Fax:303.235.2857 The City of Wheat Rr'dge 2 June 2004 Kelly Beasley 1660 17`h Street Suite 450 Denver, Colorado 80202 RE: 13101 W. 43`d Dr./Camp Bow Wow Dear Ms. Beasley: I have received your request for zoning verification at 13101 W. 43`a Drive, and I have the following response. The property is currenfly zoned Planned Industrial Development (PID). In conjunction with the rezoning, an Outline and Final Development Plan was recorded with Jefferson County under the name 44`h Industrial Park. The development plans specified an allowed set of uses and development standards. On Apri18, 2004, you met with staff members from the Community Development Department to discuss the potential to allow an inclusive canine care center in the PID. The Community Development Director opined that the use you described is similar to the allowed use of veterinary clinic listed in the development plan, and therefore would be allowed. He did request that a signed letter of consent shall be submitted from all adjacent property owners and tenants. I have received the signed letter of consent and associated site plan. Your next step will be to submit a building permit application for any interior or exterior construction, including, but not limited to tenant finish work and fencing. After the building permit application has been revieived and approved, you may commence construction. Feel free to give me a call with any further questions. I can be reached at 303.235.2849. Sincerely, V~~ Travis R. Crane Planner May 15 04 07:19a May 12,2004 p.l 131a ! WOrd Ave- This is a let#er bo support tfie proposed use for the property located at 13101 W. 43r° Avenue, wheat Ridge, Colorado. We undersland that the use includes veterinary care, dog day care, boarding, grooming and training, and wilt inctude outside piay areas for the dogs. We are not opposed bo their presence in the PID, or at this loqtion. Signed by landtord Date ° D Printed Signed by Printed Signed by 5-~- la - o; w, e'~ z0/ PrinbedName/tlddress ~ G ~e~' ~ ~c~ a v C' Signed by Neighbor Wte Printed 7500 West 29th Avenue Wheat Ridge, Colorado 80033 303/235-2846 Fax:303/235-2857 The City of Wheat Ridge DATE: 19 March 2007 TO: Accounting Department FROM: Director of Community Development SUBJECT: ESCROW REFUNDlRELEASE Reimbursement requested for escrow funds being held for: ICA Construction/13101 W. 43`d Drive The Landscaping has been completed to the City of Wheat Ridge satisfaction. RELEASE TO: Daniel Mues Address: 13200 W. 43'd Drive #207 Wheat Ridge, CO 80403 Amount to be refunded: $2,507.50 A I ka Alan White Director of Community Development T I~°~~ October 30, 2002 Mr. Mike Gazcia Development Review Engineer City of Wheat Ridge D1 ~ 7500 W. 29`h Avenue Wheat Ridge, CO 80033 1 ~ SELINE = evg~ueenng corporahon RE: Lot 25 of 44`h Industn'a-Mark Addenda No. 1: Relocate Trash Enclosures/Retaining Walls Mr Gazcia: Under Addenda No. 1 to the construction documents, we aze proposing to move retaining walls and trash enclosures that were originally designed at the reaz of the property. In moving these structures we have more room to finish grades behind the building where masimum cut is encountered. Also, a drainage pan is to be constructed against the rear foundation wall to carry runoff to the east parking lot. The 2 trash enclosures aze being relocated to the center of each pazking lot. This allows us to bring the required retaining walls to the south away from Reno Ditch. The banks of Reno Ditch will remain undisturbed. A series ofperfarated pipes are proposed behind all retaining walls and the foundation walls in this area. Well graded aggregate behind the walls will deliver infiltrafion to perforated pipes. To relieve any hydrostatic pressures or dynamic forces behind the walls and seepage from the ditch, a series of weep holes will allow the water to be outletted from the perforated pipes into the drainage pan and parking lot. Construction in this manner should maintain the integrity of the ditch. This new configuration will have no impact to the properties adjacent to this properry. The retaining walls as shown taper to zero as they turn para11e1 to the east and west properiy line. Runoff that originates on this property will stay on this property until it reaches its outlet point in the West 43`d Ave curb and gutter. Both adjacent properties current grades are retained above these proposed retaining walls and will not be altered. All finished grades shall have slopes not greater than 2: L Please contact me i ve any further questions. Ve T ,..•~.~?~p n' Y ~ Jo ~M. a; Director io31 • o z . " . l p • 3i o 1658 Cole Boulevard, Suite 295 Golden, Colorndo 80401 v. 303.940.9966 £ 303.940.9959 wwc¢ designengineev com W~~p~ i ~ • ~ N ~ II ZO~ m ~ x ~ a rn~ ~ ~ o X~W~ • m i z N:, ~J ~ ~ d~ > ~n C O O zo z 11 c ~ ~ ~ O ~o -~i ~ ~ 0 z v < r ~8 ' S y 46d . ~ f,# ~ ~ l~ { ys~ , ~ { ~ F t. ` . Q i ~ ? . s`~"~ xS tf ~C1 ~ ~ ~ ~ i~ D O ~ + ~P' ~ ~ § Z Z (~`k ~ , n ~ ~ ~ r t0'; N'< ; m ~ ° p p ~ ~ ~ . 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D O o, Q tA ~p ~ tA a" U~l ~ N A 'O ~ O ~~y. ~ p ~ t~A O ~G ~ p, S~. ; ~ ,_3+ c~ ~ v°~ 'v c ~ ~ i~ ~ w Q ~ ~a a~ ~ vi c _ c ~ o, Q ; , 0 3 . ~c ~ ~ ~ r~pt 'S ~ G. ~ ~ . +G N ~ ~ -n ,~p ~ Ll ~ ~ y = ~ ~ ~ C G 3~ ' ~ ~ G ~ tG _ -ti ,y. ~ ~ s, e~ • p U1 '~y, ~ p _~p• Q. 0 n, t~D ~ ~p ` p ~ O~ ~ p ' C r+ G°f' !J ~ N v' 3' ~ ,ny, ~D A. '~r ~ ~O ~ Q ~ ~ ~ REV. DESCRIPTION PREP 8Y DATE APPRVD ~ . . , i ~ n..~~'~ f N~ ~,e Third Construction Plan Submittal KSB _5 24 02 JMM ~ , ~ ~ s ~ ~ op ~ c s~ ~ z~ ~4•~r-~- ADDENDA NO 1 JMM 10 23 02 JMM . F N ~ ~ ~ ~ ~ CITY OF WHEAT RIDGE J~FFERSON COUNTY, CO ~ _ ~ ~ngineering corporat~on C~ I y ~ o i , ~ - N y ~ ~k' q ~ ~ ~~w ~ ~ o~ s. 3~ F K. Boyd J. Wo N ~r,~,~ 'l°=,°, a a ~ ,.s~,~ y~ LOT 25 QF ~4TH INDUSTRIAL PARK f ~r~' ~ . ~ ~ k~ ; suav c~ o x z % GRADING PLAN _ _ . ~ " ~r+aa~a enh ~ovtn sue~tm av ~ - m~y BUILDING DEPARTMENT (303) 235-2855 CITY OF WHEAT RIDGE * * Correction Notice Job Located at i' I have this day inspected this structure and these premises and ~ have found the following violations of City and/or State laws gov- erning same: ! , ~ ~ l You are hereby notified to correct the foregoing violations. When corrections have been made, call for inspection. Date Inspector for Builtling Dept. DO NOT REMOVE THIS TAG FORM WR6-22 Date: 3/21/03. A Certificate of Occupancy or Completion has been requested.for: ADDRESS: 13101 W. 43rd Dr PUILPOSE OF STRUCTURE: Offi ce/warehouse Bui[ding Department Approva(c /IV- P4 Remarks: Zoning Approva(:.dL~ Remarks: Pubyic Works Approval:ti Remarks: Fire Marshaf[ ApprovaL•_ (If App(icable) Remarks: Sanitation District Approval: ([f Applicab[e) Remarks: Water District Approva(:_ (If Applicable) Remarks: 3/41L, 3 ~m o, a M 2 cl~ ~ a m L N > ~ > M a w ❑ E~ o N N n 3 d m 0 a ~ 0 ~ 7 9 ~--1 c ~ y m ~ E a ' d O ~ ~a U W ~n rn v O p mo m y 7 ~ ~ N 0 L ~ O r a ~ ~ ~ O Q ~ o c o m = N U ~ m a W ' ~ ~S rn aN ° ow Q n9 ~ ~r . d O U U r H U c m ~ m N 9 ~ n/ " K U p~ N U N V L a3~ y T ~ y a m E:S U - L 00 N a y 01 ~o i o d i'= j . .--i 'o a > a~ 8 - o m d a a T ~ J u n E U Z y N 'O 1- V N E N a ~ > i ~ ~ i M ~ 3 O M ti Y U 0 U ~ ~ Y v ~ -Z = ~ W L 8 U) 4J N Q ~n m d O c.~ D a c¢J ~ ~ Z Q a Z o o O U ~ 0 a ~ W a a U Q J Q ~ ~ J O LL = ~ ~ `o m w r U ~ 0 ~ ~ Q N C ~ o~ `o m m 0 L 3 0 rn~ ~ U a ~ n N E w~ O V ~a d U w U C Q m E n m N N N 0 z m g a ` = N a 9 's a m m m ~ c ~ U N ~ W m Q ~W m ! 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W - y 7 C N = ~ c O - z - ~ ~ N c _ U ~ U ~ t3 LA ~ ~ m ~ S m L .0) O L CD O ~ .C 0) O ~ ~ i' p N N ~ 41 3 c cu N a, ~ p ~ c ttl ~ a[ ¢ a LL = o Q ~ w w a x ii io~ ii n . ~ 0 14 ~ ~ j U LJ,. ~ ~ W W W ~ W ~NW ~ e ILL'i W ~ U E : Q W n a U F-. O 0 Z ~ U CC a Q U O ! k / r O i ~ 70 C: i I' 3:0 W 4 ~ O ~ I ~ V ! W ~ U ~ L.L , ytY$ 4` ~~....H . . . V M~ ur ~ \ ~ ~ sf ~ ~D ~ BUILDING DEPARTMENT (303) 235-2855 CITY OF WHEAT RIDGE * * Correction Notice Job Located at 13101, You are hereby notified to correct the foregoing violations. When corrections have been made, call for inspection. Date _ 21ZO h) s Inspector for Buiitling Dept. DO NOT REIVIOVE THIS TAG FORM WR642 I have this day inspected this structure and these premises and have found the following violations of City and/or State laws gov- erning same: PLRNNIN6 & PW Fax:3032352857 Mar 10 2003 10:41 p.ni F WH£Ar 0 City of Wheat Ridge Planning and Uevelopmenr Department Landscape Escrow Agreement coR Thzs agreement made this 10"' day of March 2003 by and between the Caty of Wheat Etidge arid Daniel Mues/ICA (contrector/devetoper/owner). Escrow in tUe aruount of Two Thousand Five Hundred and Seven DOLLARS and fifty CBNTS 2,507.50) is being held until all landscaping unprovements aze completed at, 13101 W. 43`0 Drive, Wheat Ridge CO 80403 In the event that landscaping required by wheat Ridge Code of Laws, Section 26-502 azzd/ox as shown on an approved landscape plan is noi instailed by Nlay 1, 2003, the Ciry of Wheat Ridge or its designee shall have the right to entar upon said property to construct and/or install such improvements or do other such work [o accomplish that piupose as may be necessary, provided that the City of Wheat Ridge sha11 first give notice in writing to the contractor, developex or ownez of its intent to do so. If the City of Wheat Ridge exercises i[s right to perform work of any nature, including ]abor, auaterials and use of equipment either by force account or contract, the City shafl have the absolute right to withdraw the escrow funds to complete said landscape iznprovements. The only precondition to the City's right to withdraw the escXOw funds for this purpose shall be a]etter from the Planning and Development Dixector, stating that the landscape improvements have not been completed or provided and chac [he compliance date of Mey 2003 has expized. Approved aud Agreed: Contractor/DeveloperJOwner Slgnnture i tNnme yf ausm waarers ate Tltle Cit of W, t Rld e Colorado BY: b~- A Title: Communitv Development Dzrectoz Date: 2969 ICA CONSTRUCTION~ INC. BANK ONE, COLORADO, NA. 13200 W. 43RD DR #2W . DENVER, co aozoz GOLDEN, CO 80403 23-10111020 • 21 . - , , 3/7/2003 PAYTOTHE . . . • ~ $**2,SO7.SO . oROeR oF [';t; nf Wheat R;dge Tvn Thnncanrl Five Hundred Seven and 50/100********************************'~*********** ooLLARS a~ . City of Wheat Ridge 7500 W. 29th Ave. Wheat Ridge, CO 80215 . , MEMO 13101 W43rd Dr Lndscp Excrow. - ii9224027i11' Jan 21 03 09:35a Daniel Mues 303-278-0188 p.l 01/20l2003 12:33 3032870340 ENVIRONMENTAL DESIGS PAGE 01 1.111114 ~C;AQ e mental ~ A_E.112th Ave. iieison Siedo 80640 siin[[iue A'bscape ifzlla[ions b- ehagemeni The following proposa] is for Aan Mues with iCA Constmclion Re:The wmpletion of lot 25 in 40 Indusvial Park. The following is to be included: Removul of 3200 sq. ft• of cobble and river mck mix. $900 Installatien of 2117 sq. fr. of bluegrass sod.(Inrigation already eompiete) $735 Hydromulching & seeding of 4124 sq. ft. $371 Total for the project $2006. Tlu date wi11 be pending water restrietions in the spranglfa11 as soon as possible. lliis will be billed npon completion. ~ ~256-1. s-° ~ef eS-ta.a 2«.~• Fax: 303 .287.0340 www.e rvironmll1 L aldesiAnx.ncr 7500 West 29th Avenue Wheat Ridge, Colorado 80033 3031235-2846 Fax: 303/235-2857 The City of Wheat Rldge 16 January 2003 Max Mues ICA Construction, Inc. 13200 W. 43~d Drive Unit 207 Wheat Ridge, Colarado 80403 RE: 13101 W. 43`d Drive Landscaping Dear Mr. Mues: This letter is to follow up our conversation relating to the landscaping at 13101 W. 43`a Drive. The rock along the east and west property lines was not detailed on the approved set of plans. The approved set of plans detailed these areas to be hydroseeded. The Wheat Ridge Code of Laws states that non-living landscaping, such as rock, may not exceed twenty percent of the landscaped area. The approved set of plans detailed 872 square feet of rock for the entire site. The approved set of plans detailed a total landscaped area of 6,000 square feet for the entire site. Based on this, you are allowed a maximum of 1,200 square feet of rock. The addition of rock on the east and west property lines has increased your rock area to far more than 1,200 square feet. You have several options to remedy this situation. The first option is to remove the excess rock and revert to the approved landscaping plan. The second option is to apply for a variance before the Boazd of Adjustment. You must complete an application, have iY notarized, and submit it along with all pertinent documents to the City. I have included an application and some documentation that explains the variance process and requirements. The Board of Adjustment meets on the 4`" Thursday of every month, and the next available meeting date will be February 27, 2003. You will need to submit your application, all pertinent documents and a check for $290.00 before Wednesday February 5, 2003 to make this meeting. You should be aware that the Board of Adjushnent may only grant a variance to allow the site to contain no more than fifty percent (50%) non-living landscaping. Feel free to give me a call if you have any questions. I can be reached at 303.235.2849. Thank yo'u, ~ Travis R. Crane Planner ~f WHEqpP LAND USE CASE PROCESSING APPLICATION ofWHEATR i g Planning and Development Department ~ o ° 7500 West 29' Avenue, Wheat Ridge, CO 80033 °ocoano° Phone (303) 235-2846 • ~ o ~CORA~ (Please print or type al] information) Applicant Address Phone City State Zip Fax Owner Address Phone CityState Zip Fax Contact Address Phone City State Zip Fax (The person listed as contact wip be contac[ed to answer questions regarding this'application, provide addifional information when necessary, post public hearing signs, and will receive a copy of the staff ieport prior to Public Heazing.) Location of request (address): Type of action requested (check one or more of the actions listed below which pertain to your request.) Application submitta[ requrrements on reverse side ❑ Change of zone or zone conditions ❑ Special Use Permit ❑ Consolidation Plat O Subdivision: Minor (5 lots or less) ❑ Flood Plain Special Exception ❑ Subdivision: Major (More than 5 lots) ❑ Interpretation of Code ❑ Preliminary ❑ Final ❑ Lot Line Adjustment ❑ Right of Way Vacation ❑ Planned Building Group ❑ Temporary Use, Building, Sign ❑ Site Development Plan approval ❑ Vaziance/Waiver (from Section ) ❑ Zoning Ordinance Amendment ❑ Other: Detailed description of request: Tiequired information: Assessors Parcel Number: Size of Lot (acres or square footage): Current Zoning: Proposed Zoning: Current Use: Proposed Use: I certify that the information and exhibits herewith submitted aze true and correct to the best of my lmowledge and fhat in filing flus application, I am acting with the Imowledge and consent of those persons listed above, without whose consent the requested action cannot lawfully be accomplished. Applicanu other than owners must submit power-of-attorney from the owner which approved of this acdon on his behal£ Signature ofApplicant Subscribed and sworn to me this _ day of , 20 Notary Public My commission expires M ~ Date received Fee $ Receipt No. Case No. Comp Plan Desig. Zoning Quarter Section Map Related Case No. Pre-App Mtg. Date Case Manager. ❑ Original signed & notazized Applicarion Form ❑ Fee $ (Amount submitted per Fee Schedule) ❑ Letter of request indicating full intent and purpose of request ❑ Proof of ownership (Copy of Recorded Deed) ❑ Limited Power of Attorney ("zf applicant is not owner) ❑ Certified Survey of the property ❑ Site Plan: (If page size is 24"x 36'; must provide 11 "x 17" reduction) (Specia] Use, Vaziance, Planned Building Group, Planned Development) O List of property owners with 100 feet ❑ Neighborhood meeting (except for Flood Plain exception, TUPs and Yariances) ❑ Names and address of attendees ❑ Date, time, location of ineeting ❑ Legal description (except TUPs and Yariances) ❑ Building Elevations (optional) ❑ Copy of Pre-application meeting notes (if applicable) ❑ 16 pre-folded plans 24" x 36" and 1 reduction at 11" x 17" (Subdivision and PD only) ❑ Traffic Impact Report (may be required for Change of Zone, Special Use, Subdivision, and PD) ❑ Drainage, Grading and Erosion Control Plan (Subdivision and PD only) ❑ Mylazs (Will be required after approval for Subdivisions, Rezonings, and Annexations) Note: Incomplete application submittals will not be accepted. There may be other items required that aze not listed depending on type and complexity of applicarion. corrective measures required by the city council, and to modify the conditions which apply to the special use permit. H. Term. A speciai use permit is valid so long as the conditions of approval are maintained by the appiicant, unless a specific time limit for the use or development is set forth as part of the permit approval. If an approved special use ceases operation for any reason for a period of one (1) year, the special use permit shall be deemed expired, unless othervvise provided in the permit itself. 2. If the conditions of a special use permit become the responsibility of a person or entity other than the applicant, the planning and development department shall be notified in writing, identifying the new person or entity responsible for maintaining the conditions of the pertnit. Until such notice is received, the applicant shall remain responsible for maintaining those conditions. The notice shall be attached to the permit on file with the planning and development department. 1. Nonconforming specia/ uses: Nohvithstanding the provisions of section 26-120, any special use which is nonconforming to the provisions of this section by way of not having received approval of a special use permit under prior rules and procedures shall be allowed to continue. Any expansion, addition, or site modification shall require a special use review. All other provisions of section 26-120 shall apply. _+.Sec. 26-115 Variance/waiversltemporary permits/interpretations. A. Purpose. Where it is desired to gain relief from the strict application of any provision of this Chapter or to seek an interpretation of the provisions or associated official maps, appeal to the appropriate authority as described below shall be made in accordance with the requirements relating to the specific type of appeal. Where a public hearing is required, notification shall occur by newspaper publication, posting, and certified letter as prescribed in section 26-109. B. Application requirements. All requests for a variance, waiver, temporary permit or interptetation, as described herein, shall be made by the filing of an application, together with the required fee and supporting documentation. Where a request covered within this subsection is made a part of another administrative process, then both fees shall be imposed. 2. Documentation required: a. Copy of the deed for the property. b. Power of attomey if the applicant is not the owner of the property. c. Property survey if the request invoives relationship of structure(s) to lot lines or lot area. d. Posting certification (to be submitted at the hearing to the clerk). GED\53027\357901.09 -18- e. Other information which the applicant, the director of planning and development or the hearing authority determir,es is necessary in order to adequately evaluate the appiication. C. Variances and Waivers: Minor Variances or Waivers (Ten Percent (10%) or Less): The director of planning and development is empowered to decide upon applications for minor variances or waivers from the strict application of any of the "development standards" pertaining to zone districts in Article il of this Chapter, which apply throughout the various zone district regulations and in other situations which may be specifically authorized in the various sections, without requirement of a public hearing, under the following conditions a. The variance or waiver does not exceed ten percent (10%) of the minimum or maximum standard; and b. The director of planning and development finds that the "findings of fact," as set forth in subsection 3 hereof, are substantially complied with and support the request; and c. The director of planning and development has notified adjacent property owners by letter notice and posting of the site at least ten (10) days prior to rendering his decision, and that no protests have been received during such ten-day period. d. That no additional dweiling units would result from approval of such variance or waiver. e. That the limitations of Charter section 5.10.1 are not exceeded. 2. Variances and Waivers of More Than Ten Percent (10%): The board ot adjustment is empowered to hold public hearings to hear and decide only upon appeals for variances and waivers from the strict application of the development standards pertaining to zone districts in Article Ii. Where a variance or waiver is made a part of another administrative process, such as a change of zone, subdivision or a formal site plan or development plan review which requires a public hearing before the planning commission and/or city council, then the planning commission and/or city council shall be empowered to decide upon such variance or waiver request concurrent with such other process; however, in deciding such variance or waiver the planning commission and/or city council shall be subject to the voting ratio as applies to the board of adjustment, set forth in Wheat Ridge Code of Laws section 2-61. In no instance shall the board of adjustment hear or grant a variance as to use or as to an activity or development which is prohibited by this Chapter or by section 5.10.1 of the Charter. 3. Review criteria and findings of fact: The board of adjustment, planning commission or city council shall base its decision in consideration of the GED\53027\357901.09 -19- extent to which the following facts, favorable to the applicant, have been established by the evidence: a. Can the property in question yield a reasonable return in use, service or income if permitted to be used only under the conditions allowed by regulation for the district in which it is located? b. if the variance were granted, would it alter the essential character of the locality? c. Does the particular physical surrounding, shape or topographical condition of the specific property involved result in a particular and unique hardship (upon the owner) as distinguished from a mere inconvenience if the strict letter of the regulations were carried out? d. Has the alleged difficulty or hardship been created by any person presently having an interest in the property? Would the granting of the variance be detrimental to the public welfare or injurious to other property or improvements in the neighborhood in which the property is located, by, among other things, impairing the adequate supply of light and air to adjacent property, substantially increasing the congestion in pubiic streets or increasing the danger of fire or endangering the public safety, or substantially diminishing or impairing property values within the neighborhood? If criteria a through e are found, then, would the granting of the variance result in a benefit or contribution to the neighborhood or the community, as distinguished from an individual benefit on the part of the applicant, or would granting of the variance result in a reasonable accommodation of a person with disabilities? 4. Expiration: Any variance granted by the board of adjustment or director of planning and development shall automatically expire within one hundred eighty (180) days of the date it was granted, or within such other time as the board of adjustment or director of planning and development may prescribe, unless a building permit for the variance is obtained within such period of time. If the building permit expires, the variance shall expire at the same time. Extensions of time may be granted for good cause shown, but only if an application for the extension is made prior to the expiration of the variance. D. Temporary permit for uses, buildings and signs. General. Temporary permits for uses, buildings and signs may be permitted subject to the foilowing restrictions: GED\53027\357901.09 -20- 02/20/2003 57:09 3033555909 ALPIME SPECIALTY PRO FEE-24-2003 14:26 MRSONITE INTERNRTIONnL 308 534 4482 ziaaio3 Alpine Spxialry's Aun: Kea 4005 Grape Scaec Denver,Ce. 80216 l 3~ 01 ~V Dwr Y.en, I'm wtidug this ro hopefully clear up wLu ffie mamifacNrer of Fim doois is ellowtd m do ia regards to ua.dacsiae dnon. Masoaite tir.temationat (fotmaliy Pmndor, inc.) manufecwes fue doots. We caa make 20,45,60 and 90 minute dovcs almost aay size, We do not cut the dooss doua ia size afler they aze manufacnu'ed, we rerail and reatile the doors eutaag the oore before ure appty the slans. 'Ihe smallesc door wc can manufachue is 3" X I O" using Qewgia PeciGc com. You ,guys being a licensed shop caa then machine fer the doorlmob hole and pcap fm h;nges eod apply ihe fire tig. You aie allowed w cue k off the botoom of any of our fire doocs as long a9 we aze not uader tha mo»mum size. Ifthis does not aoswer yow inspecoors queaaons ptease feet free m coatact me or havc the inepecmis contact IncheapelWemock Hershey. The guy 1 caik to is in Wisconain and his neme is Den Schefar. His number is 1-608-824-70.13 that'e his direct 7iae. D W eeven Wesding Premdor Corporatian,11201ndustrlal AvenuE, P.0 eox 216, Nortb Platte, Nebraska 69101 7elephone: (309) 534-1102 • Fer: (3Q8) 534-4462 wwW.masonile.com PAGE 02 P.02 TOTFlL P.02 BUILDING DEPARTMENT (303) 235-2855 CITY OF WHEAT RIDGE Correction Notice Job Located at I~U~ ~ ~~j I have this day inspected this structure and these premises and have found the following violations of City and/or State laws gov- erning same: You are hereby notified to correct the foregoing violations. When corrections have been made, call for inspection. Date Inspector for Building Dept. DO NOT REMOVE--fiHIS TAG FORM WR6-22 ,[Y 1 /"iY-,-'-- 7`z ke1A-u -m tPl-" fiOiC Consolidated Juchem Ditch and Reservoir Company January 21, 2003 City of Wheat Ridge 7500 W. 29th Avenue Wheat Ridge, Colorado 80215 Attn: Planning and Development Darrin Morgan . Mike Garcia Re: 44th Av2nue Wheat Ridge Industrial Park Gentlemen:. On Wednesday, January 15, 2003 Robert Dexter, President of Juchem Ditch and Reservior Company, and I(member of board) met with Max Mues of IAC Construction to inspect the block retaining wall iristalled at the rear (north) of 13101 West 43rd Drive in the 44th Avenue Wheat Ridge Industrial Park. The Juchem Ditch flows west to east parallel to that wa11 approximately 30 feet north with flow channel just below the top eleyation of the wall. This part of the ditch flows year around (it was running on the day of inspection) with local ground water; return.flows from the north and south and allocated priorities out of Clear Creek near Coors. Ever since this industrial subdivision was established the Juchem Ditch has had leakage and drainage problems caused by construction on the lots therein: In the past, grading and construction in the subdivision has caused ditch bank breaching; ditch modification and loss of lateral support, all of which cause flow and seepage of ditch water and ground water onto the lots and streets of this subdivision. Proper accomodation for the Juchem Di£ch would have been to pipe.the: open ditch ad:jacent to this subdivision, as has been for many other developments along and adjacent to our ditch system. However, the modular block wall and drainage piping sump and pumping system installed at 13101 W. 43rd Drive appears to be a workable method to intercept and direct irrigation ditch water at this site. We understand that Brickell and Sons, the wall contractor, warrants the installation for one year and the materials for 10 years. The one year warranty would narrowly get this iristallation through one irrigation season (April through City of Wheat Ridge Darrin Morgan/Mike Garcia January 21, 2003 Page 2 October). With the present drought situation, release flows out of Clear Creek are likely to be minimal in 2003 and maximum flows will not be achieved until we experience a"wet year" for the system. At this time Juchem Ditch is willing to recognize the wall, drainage and pumping system as a remedial solution for our ditch at this address, however Juchem Ditch accepts no responsibility for the operation, efficiency or design of this system at this time or at any future time. Please contact me if you have any questions or desire further discussion. Yours truly, U*4e John S. Solheim John S. Solheim, Esq. 6878 Wyman Way Westminster, CO 80030 JSS:jls/JD78 OM : SOLHEIM PHONE N0. : 3934307270 Jan. 21 2003 02:49AM P1 Consolidated Juchem Ditch and Reservoir Compa~l January 21, 2003 ~ . City of Wheat Ridge 7500 W. 29th Avenue Wheat Ridge, Colorado 80215 \n\Q ,j. Attn: Pl.anning and Development Darrin Morgan . Mike Garcia Re: 44th Avenue Wheat Ridge Industrial Park Gentlemen: , On Wednesday, January 15, 2003 Robert Dexter, President of Juchem Ditch •and Reservior Company, and I(member of board) met with Max Mues of IAC Construction to inspeot the block retaining wall, installed at the rear (north) of 13101 West 43rd Drive in the 44th Avenue Wheat Ridge Industrial Park. The Juchem Ditch £lows west to east parallel to that wall approximately 30 feet north with flow channel just below the top eleyation of the wa11. This part of the ditch flows year around (it was running on the day of inspection) with looal qround water, return.flows from the north and south anfl allocated priorities out'of Glear Creek near Coors. Ever since this industzial subdivision was established the Juchem nitah has had leakage and flrainage prablems caused by construction on the lots therein. -in the past, gradinq and construction in the subdivision has caused ditch bank breaching; ditch modification and loss of I.ateral support, all of whieh cause flow and seepage of ditch water and ground water onto the lots and streets.of this subdivision. Proper accomoc3ation for the Juchem Ditch would have been to pipe.the. open ditch adjacent to this subdivision, as has been for many other developments along and adjacent to our ditch system. However, the modular block wall and drainage piping sump and pumping system installed at 13101 W, 43rd Drive appears to be a workable method to intercept and direct irrigation ditoh water at this site. We understand that Brickell and Sons, the wall contractor, warr.ants the installation for one year and the materials for 10 years. The one year warranty would narrowlg get this iristallation through one irrigation season (April through ( •Z(~e~3 SOLHEIM PHONE N0. : 3034307270 Jan. 21 2003 02:49AM P2 City of Wheat Ridge Darrin Morgan/Mike Garcia January 21, 2003 Page Z Octobez). With the present drought situation, release flows out of C1ear Creek are likely to be minimal in 2003 and maximum flows wi11 not be achieved until we experience a"wet year" Por the 5ystem. At this time Juchem Ditch is willing to recongnize the wall, drainage and pumping system as a remediai solution for our ditch at this adflress, however Juchem Ditch accepts no responsibility for the operation, efficiency or desigri of this system at this time or at any future time. Please contact me if you have ang questions or desire further discussion. Yours truly, G~~~~~ John S. Solheim J3S:jls/JD78 Friday, Decem6er 13, 2002311 PM Reid Gam6erg 303-274-1216 p.02 ~p ~ ~ A 13301 W. 43M Drive Golden, CO 80403 Phone 303-2742745 Fax 303•2741218 December 13, 2002 Mr. Dazrin Morgen The City af Wheal Ridge 7500 W.29th Avenue W6eatRldge, CO SOZIs Dersin, I would like W briag to your attention e had siWatioa here i¢ the 44th Iaduskial Patk. R seems tlwt t}u lstest develaponent at Lot # 25 thinks it is OK W dump his mase gtound waler across the sidewalk and onto the st:cet. Weu t nnd [hls very umcceptable, as 1'he Ciry of Wheat Ridge hae insisted tLat ell ofus other developers dispose of similer wa[er situations within our oav lots. Aleo, I might add tlus watar continws to drain easlrvard until it can ccoss 43td Drive, where on wldet evenings it &eezes, and makes it extremely Lazacduus to trive thru as we come to work. Tt won't be long until an accident will acur. i Wst yw witl look into thie matter, snd correct ihis public hazard Smcex ~ Reid Gamberg Presfaent cglom Friday, Decem4er 13, 2002 311 PM Reid Gamherg 303-274-1216 i ANARD GENERAL CONTRAGTOR, INC p.01 FAX COYER SHEET 13301 W.d3RDDRlV6•UNtr 18,GOLDsN,CO 80403 PnoNa 9032742745 Fwx 303274-7216 COMPANY NAME I FROM CITY OF 1lYHEAT RIDGE ArrExrIoH DnYX DARRIN MORCiAN I 12113/O2 PNONE NUMBER 1 PNONE NUMBUR I 303-27*2745 ( X UROENT -RtPLTASAr -I'MAGC COMMENT -P4¢AeE Retqew _F'OR YOUR INFORMATION TOTAL PACiEB [NCLUD1NCi COVER•2 RE: LVTT'ER REGARDING STREET HAZARD CREATED BY LOT 25. THANKS- RElD A. GAMBERG IF YOU HAHQ ANY PROSLEM9IN R6CEIYINO TH18 TMNiMI5810N, PLEAS6 CALL 303274v2745 , Cityodf vmeaMtx~~ i Departrtaent af Pubt[c worla December 16, 2002 DEPARTMENT OF PUBLIC WORKS (303) 235-2861 7500 WEST 29T" AVENUE WHEAT RIDGE, CO 80033 FAX (303) 235-2857 ICA Construction 851 HWY 224 #A-6 Denver, Colorado 80229 Re: Lot 25 @ 44' Industriai Park, Wheat Ridge Colorado 1310l •-J3rw 'C>Rtv c To Whom It May Concern: The construction of this site has resulted in the disturbance of the Reno Ditch embankment that may result in seepage to the site. There was nothing in the approved Final Drainage Report stating the ditch would be disturbed. The City of Wheat Ridge will require that a permanent sump pump be installed on site to pump the captured subsurface water from the site back into the Reno Ditch. This would reduce the flows that would be traveling into the Right-of-Way and into the detention ponds. This will require an agreement with the Consolidated 7uchem Ditch & Reservoir Company. The contact at the Ditch Company is Mr. Robert Dexter. Please submit a copy of the pump plan and signed agreement with the Ditch Company to the City of Wheat Ridge. This will be required to be approved and completed prior to Certificate of Occupancy. Please call me at 303-235-2868 if you have any questions. Sincerely, n Michael Garcia Dann M Development Review Enginee; Chief B ding Official Cc: Greg Knudson, Interim Public Works Director Steven Nguyen, Interim City Engineer Alan Wlute, Director ofPlasuiing and Development Chuck Braden, Engineer Tech. I 7olm L. McLain, P.E., BGA Engineering Consultants File 13101w43rd_pump.1tr DEPAR7'hffidTOFPUBLIC WORKS DEVELOPMENT INSPECTION REPORT ENGINEERING DIVISION PUBLIC WORKS DEPARTMENT DATE: `1 124°z TIME: l o! 3o LOCATION: 13101 tJ• WEATHER: ~uwtnl ~ 5-,50 DEVELOPMENT NAME: L~' Zs e- 4+T,.+ P+Ag GENERALCONTRACTOR: le-0- SUPERVISOR: SUBCONTRACTOR: GENERAL COMMENTS: SUPERVISOR: INSTRUCTIONS TO CONTRACTOR: ~~LD 1 ''f 6~ To ~-vE 1~ hL ~r~~-~ d~ w~T'?onA ~i.t~ ~rtZ.Gl- ~e~ QG6A2D ~ ~"i.w R-I-~v . 45 ciED ~o . I ~-G'7 . D~ivsP - _ C hd..4- ~r'Ln ~ ~ _ . L PUBLIC WORKS INSPECTOR: CONTRACTOR: SUBCONTRACTOR: DATE: ,P°'- DATE: DATE: White: File Yellow: Duplicate DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : 14780 BUILDING WSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE Date : 11/12/02 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Property Owner: BARRY & VICKI GLASCOCK Property Address : 13101 W 43RD DR Contractor License No. : 21430 Phone : Company : DICK BRICKELL & SONS, INC Phone : 303-695-7792 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rulesor regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read ankagree to abide by all conditions printed on this application, and that I assume full respon~sibi' for cofi~iance with the Wheat Ridge Building Code (U.B.C.) and all other applirable W at e ordin~anAas, for work under this permit. (OW NER)(CONTRACTOR) Description : RETAINING WALLS ON EAST & WEST SIDE OF BLDG Construction Value : $15,000.00 Permit Fee : $251.25 Plan Review Fee : $163.31 Use Tax : $180.00 Total: $594.56 Use: 30 BUILDING DEPARTMENT USE ONLY Approval: Zoning : $',1~~ Approval: DM mi Approval : MJG Occupancy: Walis SIC : Sq. Ft. : Pflease AIa4e: Owner / contractor is responsible I'or !cca?ir3g nrc,r,~r~v lines and consWeting improvements accr.::rir;:r approved ptan and required devzlopmeni sYr. The City is not responsible for inaccurzte ir:.;:: submitted within [he plan set and any cei;s..;;eti~u errors resulting &om inaccurate infom;atiun. 1115102. RETAINING WALL REDESIGN APPROVED Roof Electrical License No Company : Expiration Date : Approval : Plumbing License No : Company : Expiration Date : Approval : Stories : Residential Units : Mechanical License No : Company: Expiration Date : Approval: (7) This permit was issued in accordance with [he provisions set forih in yopur applicafion antl is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Code of Wheat Ridge, Colorddo or any other applicable ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commenced within sixty (60) days 6om issue date or (B) the building authorized is suspended or abandoned for a period of 720 days. - (3) If this permit ezpires, a new pertnit may be acquired for a fee of one-half the amount nortnally required, provided no changes have 6een orwill be made in the original plans and specifcations and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension.or abantlonment :exceeds one (1) year, full fees shall be paid for a new permit. . (4) Noworkofanymannershallbedonethatwillchangethenaturalflowofwatercausingadreinageproblem. (5) Contractor shall notify ibe Building Inspector lwenry-four (24) hours in advance for all inspeclions and shall receive written approval on inspection card before proceediing with successive phases of the job. (6) The is ce of a pe it or ihe approval of drawings and specifcations shall not be construed to be a permit for, nor an approval of, any violation of the r' on o ' g codes or any other ordinance, law, rule or regulation. Chief Building spector OF WHEAl DEPARTMENT OF PLANNING AND DEVELOPMENT Building Pemut Number: ~ P BiJII.DING INSPECTION LINE - 303-234-5933 Date: CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE O WHEAT RTDGE, CO 80215 -(303-23$5-285~ s v~~ C~CORPO~ "P~i 9~~~X~Oj~~ 4V ~ J PropertyOwner: 4 Property Address: )-310) w~r-,-k pr Phone : Contractor License No.: ZJc+~,o g Company:4riC.kcd d SoYts Phone: O WNER/CON'f'RACTOR SIGN~AT[JRE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback disTances proposed by tlils petmi[ application aze accumte, md do not violate applicable ordinances, mles or regu]arions of ffie City of Wheat Ridge or covenants, easements orreslricNons ofrecord; thatatl measurements shown, md allegations made aze accurate; that I have read md agree to abide by all conditions pxinmd on this appticatioa md tFtat I assume fult responsibility for compliance with the Wheat Ridge Building Code (U.B.C) md all otUer appticable Wheat Ridge Ordinances, for work under this petmit. (OWNER)(CON2'AACTOR):SIGNED DAT& Conshucfion Value:$ j,~,) ppp Permit Fee:$ Z51- 25 Plan Review Fee:$ Jv3, 31 UseTax:$ !`bD:CO Total:$ DESCRIPTION: ~ P-e,/JcYa,US', (ltQ,)) "m/? -f G,-,eS~ !~~h c4 b/w~ BUILDING DEPARTMENT USE ONLY ZONING COMMENTS: Approval: Zoning: BUILDING COMMENTS: Approval: PUBLIC WORKS COMMENTS: Approval: waiis: Electrical License No: Company: SIC: Sq.Ft.: u~y1~a- r~"wwu, Itoof: . Stories: Residentiai uni[s: Plumbing License No: Mechanical License No: Company: Company: Expiration Date: Expiration Date: Expiration Date: Approval: Approval: Approval: (1) Thispeimit waz issued in accorda¢ce with We provisious set foith m your applicatioa and is subject ro the laws ofthe Sfate of Colotado md W fhe Zouing Regulafioas md Buildiag Codes of Wheat Ridgr, Colorado or any other appGcable ordiuances of the (,lty. (2) ThispeimitsheIlexp'veif(A)theworkauthoazedisnotcommencedwithinsisty (60)daysfromissuedateor(B)thebuild'mgauthorizedissuspendedor abandoned for a periqd of 120 days. (3) Ififiispemtitexpues,anewpennitmaybeacquiredforafeeofone-halftheamountnocmallyrequired,providednochangeshavebeenorwill bemade in Ne originel plans md speci5cations and any suspensio¢ or abandonment has not exceeded one (I) yeaz. If changes have been or if suspension or a6andonment rvcceeds one (1) yeaz, full fees shall be paid'for a new pemiit (4) No work of any manner shaIl be done ihat will cLange the naWral flow of wat¢ causing a drainage problem. (5) Conhacmr shall notify the Huiiding Inspector hventy-ku (24) hours m advance for all i¢specfions md shall xeceive writtrn appxwal ou inspecfion cazd beforo pxoceeding wifh successive phases of fhe joh. (6) 1Le itsuance of a pexmit or ihe approval of dmwings md specificatioua shell no: be consirued ro be a pmnit:og nor an app:oval of, any violation of ihe provisions of the building codes or mmy other ordinance, law, xule or rogulation. Chief Building Inspector MEMORANDUM A roved Date DEPARTM=OFVLMLIc WORM TO: Darin Morgan, Chief Building Official FROM: Michael Gazcia, Development Review Engineer M~ DATE: October 21, 2002 SUBJECT: 13101 W. 43'd Drive - Retaiuiug Wall Addition The Public Works Department has reviewedthe revisedplan withthe addirion ofretaiuingwalls in the northwest andnortheastcomers oftheproperiy atthe address listed above. It appears fromthe structural drawings submitted thattheretainingwallislocatedinclosevicinityofthepropertyline. There are concems with the location ofthe wall and the subsequent grading and drainage pattems that will be a direct result ofthis structure to the adj acent properties. The Engineer ofRecord, Mr. JohnM. Mclain, P.E. shall submit arevised grading and drainageplan that address these concerns. Please contact me at 2868 if you haue any questions. cc: File (3) 13101w43rd_wall.mem . . 1 t ' . . . . . . . . . 4~ ~ ~ . . . 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W~ ~ ti ~.a~ a~ ~~~us~~~. p~~ _ _ _ ~ A ~ ~ ~ I > ~ _ _ GRAQkN~ PLA~ sue~ar~m ar ►~r~ - mi.~} ~ ~ ' ~ r~te ~ _ ti, ~ ` +Y. ~ . ~ ~ ~ ~ . ~ ~ ~ ~ - . . . . . ~ " ~ 1 r tJAI,~: civil,dwg,pWG ~ATE: MR 23, 2f~32 TIM4E: 1:49 PM 8Y: ~Ohnny . . . . . . . . . . . . t . . . . ra 1 ~r . 1 ~ . ~ ~ ~ ~ ~ ~ ~ . ~ ~ ~ _ ~ J/ 1 ~ ~ . 1~? ~ J . . . ~ J 1 ~ ~ ~ . .y. ~ ~ ~ ' . ~ Z ~fi~ 1 ~ ~l ~ ~ ti t t ~ ~ ' ~ ~ t ~ ' ~ ~ ~ ~ ' 1 r / 1 ~ ~ ~ ~ l ti %f 4 ~ ~ ~ li ~ ~ ~ x~ 1 1 r+~ t ~ t 1 ~ ~ ~1, 't 1 \ , , 1 1 /t ~ ~ ~ 1 , ~ v~ Gj ~ 4 _ 1 ~ , ~ ` ; 1 ~ ~ ~ ~ ~ ~ ~ ~ ' ~ ` ~ ~ ~ ~ i~j ~ ~ ~ ~ ~ ~ ~ ~ , ~ 1 ~ ~,l _ tit ~ ~ ~ ; ~ tc f ~ 1 ~ p c,~ 4~ ~ ~ ; ~ ~ , ~ ~ ~ ~ r ~ ~ ; ~ ~ G , wi ~ , , , li,~ , ~ ~ ~ ~ ~ 1 t; ~ ~ ~ ~ ; ~ ~ + ~ ; ~ ~ ~ . ~ , ~ ; rn ti ~1 V ~i. _ ~ ; + i t, ~ ~ ~V ~ ~I i ~ ~ ~ i , ~ '~A 1 ~ ~ ~ ~ i i ~ . ~ . . . ~ ~ l t~~~ ~ ~ ~ ~ `t ! ~ ~ ~ 1 ~ ti~ . ~ y ! ~ ; ~ ~ ~ ~ ~ ~ ~ ~ , ~ ~ ~ 66 ~ , E ~ ~ ~ ' ' t ~ ~ ~ ~ rn ~ t ~ ~ `ti t ~ C~ . 4 ` ` ~ ` 4 j 1 1 . 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' ' ` i ~ t , ~ _ ~ ,1 . . ~ ~ . ~ s ' `~1 ~y k' ~ 1~~ ~ ~ ~ 1' ~ ~ l ~4~ r~ / ' . . 1 - l . ~ .1 }1 , . _ ' . 1 C> i ' . i 1~ ~ . . ~ ~ 1 ~ . . 1 ~i ~ ~y , ~ . ~ S~; j ~ r-~ y ~ 1 ~ ~ ~ `,1 ~ ~ ,i . - ~ i . ~t 1} 1 } ~5 ~ ~t Vl. lt i; ~ = ~ ° t ~ , ~ ~1 `I 1~ ~~~t 1. 14 ~ o , 5 s ~''n 5~---~ ~ ~ ~ ~ ~ t~. i~ ~ ~ ~ ~ ' ~ ~ ~ ~ `l ii i Rt ' ~ r~ - ti1 ~ ~ i ~ ~ ~QJ ~ ~ ' ~ '~l 1 ~ ~ 2 ,1 1 ~ 1: 1 ~ y ~ ~ 1`, 1~ i~.---i~'--,,, ~ ' ~ ~ ~t~ ~ ~ `~l t~ ~ ~I ` ~ ~ l 1 ~ , ~ l ~4 ~ _ , , ~ , r- ~ , ` . _ ` 1 1, ~ r ` ~ y ~ . l~, . ~ i '~4 ~ ~ . i . ~ 1~ JL"~ ~ ~ , • 1 _ ~ , , ~ ~ a ~ ~ ~ ~ ~ ~ ~ 1 ti _ ~ ~ ~ ~ s ~ '~_I ~ :-.r=-1t ~ ~ i; ~ 1M = „ , , ~ ~ i ~ ~ ~ Cc-a n ~ ~ ~ ~ - ~ , , ~ ~ ~ ! ~'4 11 w--e- ~ ' ` ~ - - ,ti , ~ , - t1, . -"~~l ~ ~ ~ ~~h~, ' ~ ~ ~ ~ ~ ~ 1~ ~ - , , , ~ ' .~r ~ - " ~ ~ ~ ~ ~ ~ ° ` ~ j -rc , ' ~ , ~ ~ _ ~ ~ , y _ ~ ~ ~ 't ~ ~ s, ~ C ' ` ~f ~ ~ ~ , ~ iC" ,1 y~ ~ , ' ti ~ ~r t << - i 7 ~ ~ ~ , , 1 t ~ ~1 tii~ ~ ~ ~l . ~-f ~ c.~ a ~ , ` ~ ~ ~i l~ ~ ~ ~ ~ _ ~ w.. ~ ~ ~ ~ { 1 ~ i a , , _ . ~ , ~1 „ ~ , ~ ~ ~ s~--_•<~~ _ , , ~ ~ ~t : ~ " ~ ~ ~ ~ .q ~ , t~ A . i~ j rM . = . . ~i ~iu l , ~ ~i i ~ . 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I ~ ~ ~ m A m ~L$ ~ ~J t71 Pi11 ~ ZJI IV "r fD fD ~ ~ ~ ~ ~ y atp ~ N .fl lb 'i fA tli ~ G n S ~ o ~ _ . . . . . , . . . p ~ ad ~p a ~p p A ~ ~ d v b 1 c~ ~ M ~ ~ m ~ .y ~ ~ n W O +C ~:c n O ~ ,a ~ O ~p tp ' CT ;~i m ~ m A ~ z ~ s ~ i N ~ ~ ~ w a ~ ~p ~ ~ ~ ~ z z~ ~ r-~ A C? C~ 7~ Z ryy Z Z ~ 7 y ~ ~E ~ r~' ~ n O tfl K R c~ n ~ M ~ g-° ~~V9 ~ U1V)~ lb O ~ n ~ ~ g ~ 9y D ~p S p ~I ~ C ~ ~q Q ~ ~ ~7 iR C G1. ~ C ~ ~ ~ tD t6 . il; CO z C; a ^9 ~I -I ~ e~^ N ~j r~r y (p ta. CT C rl+ fQ "1 ~ J.~ -i r°' ~ ~ O . ~ Z ~ O 'Q f ~ 4D ~ ~ fA tl, tD ~j G! e~F ~p V e~+' - ~ - ~j `1 f] tD S w iJ~ Q. ~3 p ~3~~. ~ ~ ~ ~P'~-,~ ~2 a~ ~+~a o ~ o ~ a ~ ~ F- z t~; ~ ~ ~ 1 c r~ z 'r p ~ a , _ ~ ~ ~ ~ ~ ~ n rs.~ ~ d ~ m ~ v~ vr -t~ ~ ~ m p~ ~ ~ o rt ~ ~ m ~ i ~ '"l'7 fTi l+' +'a Cl ~ -1 ~ ~ fTl £D ~ ~ ~ 'C7 O N Al L~' ~Q ~y ~ ~ l~ i ( ~ ~ ;o ~ z } ~ S ~ C7 ys ~I a^,I ~i tG j" rr .m~} ~ ip ,,C ~E ~ ~ :~1~ i~~~ ~ z n I 7+ ~ O D' ~ O c[ ~ cC -r. r~+' ' ~ L! c~- rt o ~ ~ a. c 1 0 Ca ~ 'CI ~ 0' CL~ rr p. ;;t1~" ~ I_ \ Z m C; Y ~ ~ ~w ~',i ~ 3 , ; i1r;~uF-'~~~.~ , . 'n ~ Q. ~ ~ ~ ~ XS ~ ~ Q ° Q tQ °--q (a f~~.~~..~ ~r, ~ ~ j ~ ~ ~ ~ ~j ~ I~ C -Oi ~ ~ p, ~ ~ ""j'L7 ~S ~C ' ~ S, 3, ~.1 ~ - ~~,1;a~i {*t ~ ~ ~I R7 CP D f''d 2 d~. e~r p 4 O ~r q l3 C3 ~ r+ fD ~ V,$ ~ S i~ Z C1 t1 d 5. G S+ Q ~ ~6 OfA '~i!~^' zi ~I I m~~~yp~Tf-C-i~~ ,Y+;`~ ~ ~ ~ ~ y~~ _ ~-~,i~~C'i~~~ ~ s. ~ r~n t*1 ~ cr ~ w ~G ~ n~ a n 3 n ~ s. o _ i, i. . _ , t T i o o c G. v' ~ ~ I ~ 1~4 _ s ~ p La ~ {'y ~ ~ !D ro O ~f ra p ~ W ~ e ~ t6 l4 ~4~ ~ ~ ~ f I=~a ~ ~ ~ ~ ~ ~ tO C ~ q U3 C t] ~ ~ ~ ~ tA - .r a o ~ '!1 pp ~ r'" p I!v1i„_~E~i~:~e 1 ~ :ii tT1 C3 ~ Z Ui ~ ~,ti, y fA ~ n fD t7' O~p G ~1 I- ~ i - ~ ~ ~ ~ r, ~ S~ ~ I'T1 V7 ~ ",.,s^' -°4 ~p O r+"{ G ~ ~ ~ ] . , ~ ~k~l,_(~I ,~1~ ~.r - - ~ C5 r~ a 'K 5. ~ ~ ~ - ; ...r . - -e~ O ~ . . . . ~ ~ ,rt o ~ 't6 ~ ~ yC ~.it _ i J : a ~ ~ -f C I'1i O d tA ~ ~ ~ tA ~ p ~r ~ . ~ ~ i: ~7 A ~ m{9 ~ ~ LL tp ~ y ,r M Q ~ C7 r► O h Ci ~p - !1 ~ " ..1 , ~ D ~ b ~ ~ {p n ~ ~ U9 g,~i CJ tD 0~p ~9 ~ _ ~ (fj ~ ~p ( _ _ ~ S ~ Q .Q...a. So ~ ~ f4 ~~~p'tA ~ fA ~ r• ~ 1~ I _ - ' f"°~!7 ~ C ~ -et ~ `C A ~ ~ rt fA G O. O ~ ~ ~ ~ O ~ ~ ~ . 1., z _ ~ P~T1 ~ ;a ~ ~i ~ ~ ¢p ~ ~ r►~' p p 7 ' . m - _ ~ ~ ~ C ~ i:~ ~ - ~ ~ 4 i . ~ _ ca ~ ~ ~ 4lS ~ ~ ~p ~ z ro ~ ~ ~ T~. 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C1~SCR4PTI~3N PREP 8Y DATE APPRVE~ I _ _ ~ ~ - - ~ ~ _ _ ~ ~ . ~ ~ ~ „ i ? ~ ~ITr ~i- WN~A~i ~I~~~~ ~i~~FE~t~~N ~,~'~~TY, C~} - _ _ emginearing earporatias ~ ~ ~ f ~ ° ~ ~ _ _ ~ ~ ~ ~ ~ L _P r ' ~ ~ K eoya ~ w~ ` ~ L~T 25 ~ 4~~-I INDUSTRIAL ~A~K . _ _ ~ ~ . s~v o~ ~ ~ : ~ x ~ ~RQ5I~ COI~1RQl. PLAPd _ _ _ _ , _ _ ~ ~ D r~r~ o~~e ~ ~ t; , '1 ~t ; ~ 1 li l ~s i { 1 ~ ~IAMEs civil.dwq.~WG aa~ ,a~ z~, ~ ~n~; a;~~ ~r: aor►r►~y ~ ~ ~ 1 ~ i, / / 1 1 ` t t ~E ~ --w--~ ~ ' ' ~ ~ ~ / i _ _ ,r ~ ~ ; z~ 1 ~ f~ ~ ~ t~ 1 1 ~ ' ' ~ ~ ' t'~ } i -I ~1 ~ 1, ~ . ~r " , 1 's ~ ~ ~ 4~i ~ ~ / 1 i 'i ~ i s~ I /t ~ 'rt ` . ~ ~ titi~~ ~ ~!I ~ _ , ~ ~ ~ 15 ~ t ~ ~ ; ~ ~ ~ ~ i ~ _ , ~ ~ '1'~ t ~ ~j ~ i ~ ~ ~ sp~~ 1~' , 1 ~ i 'ly + ~ f 11 1 ~ ~ tt9 ~ ~ ; ~ ' ~ ~s ~ ~ ~ ~ Iv ~ p ' ~ C13 . ~ ~ j _ ` . ~ ~ ~ 'i tJ) ~ ~ { t ~ ~ ~ ~ ~ !i ~~~1 ! . . . 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' ~ ~ ~ ~ ~ ~ ~ t~ {+,y -a ~ II ll 1! ~d 0 -g ~ C7 C7 C.~ C7 ~ C Y*q ;E7 ~ ~ Q3 G!} ~ D Y ~ 9 °p - G~ Z ~ ~ ~ ~DD~g ~ ~a r°~i rn ~ ~ p ~ ~ C~ r~ ~c~,~~ ~ ~ ~ ~ ~ ~ c~ ~ ~ ~ ~ ~ j v~~~ ~ ~ ~~c~~ v~1i ~ ~ ~ ~ ~ a , ~v ~tE'Vd C2ES~R1~'~t~~J ~REP ~Y DATE AP~~"v'~ ~ ~ % ~ ~ _ _ _ _ ~ ~ _ _ _ ~ ~ ~ ~ ~ ~ ~ ~ - - , ° - - ° ~ ~ ~ ~ ~ I i Y QF V4~~~~1~ ~l~~;~ ~ ~f~~~~~~~~ ~~a~~~'~, (~~i _ _ _ _ - - . _ ~ ~engineeri~~ carpor~~ioG . ) i ~ ~ -P ° ~ ~ . _ _ _ ~ ~ ~ A I~ ~ ~ K. Bu d ~ J. 1~ ~ ~~~~~~~~1~. _ _ _ y . a ~ " 9l~1 €t~ x ; DRAI~AGE PLAN _ _ _ ~ ' a~,+~ a~~€ ~rn~a ~v t~a ~ ~n~ ~ MEMORANDUM A roved Date L@PARTrs16~N~' OF;FillBLaL PJOR43 TO: Darin Morgan, Chief Building Official FROM: Michael Garcia, Development Review Engineer MU\ DATE: October 21, 2002 SUBJECT: 13101 W. 431 Drive - Retaining Wall Addition The Public Works Deparhnenthas reviewed the revised planwith the addition ofretainingwalls inthe northwest and northeast comers ofthe properiy at the address listed above. It appeazs from the shuctural drawings submitted that the retaining wall is located in close vicinity ofthe property line. There are concerns with the location ofthe wall and the subsequent grading and drainage patterns that will be a direct result ofthis structure to the adjacent properties. The Engineer ofRecord, Mr. JohnM. Mclain, P.E. shall submit arevised grading and drainageplan that address these concerns. Please contact me at 2868 if you have any questions. cc: File (3) 131Olw43rd_wall.mem The City of 7500 WEST 29TH AVENUE • WHEAT RIDGE, COLORADO 80215 June 29,2000 Roger Nichols, President R. Nichols Excavating ; Inc. 12558 Grizzly Drive Littleton, CO 80127 GWheat , 9Ridge Subject: Lot 25, 44`h Industrial Park; Trucking ancl Roll-Off Garbage/Waste Container Operation Dear Mr. Nichols: The Wheat Ridge Planning Department is in receipt ofyour correspondence dated June 28, 2000 concerning the above referenced Lot 25 located in the 44' Industrial Park Planned Industrial Development (PID). We have received and responded to previous requests for use interpretation on this Lot authored by Mr. Ed Sutton which we believe were for other business operations you have contemplated for the Lot. Your current correspondence, along with the accompanying photograph, is of a trucking and roll-off garbage/waste container operation. By its nature, the use you propose is inseparable from restricfions on trucks, heavy vehicles and heavy equipment. In your letter, you state that this proposed use is the same as that occurring on Lot 28, which is a concrete contractor's office with accessory storage yard. This Department does not agree that these uses are the same. During City CounciPs approval of the PID, Council made it clear that trucking operations were not a desirable land use for this industrial park. Based upon restrictive language within the PID pertaining to heavy vehicles and semi-trucks, and also from discussion during City Council's approval of the PID, it is Planning and Development DepartmenYs interpretation that trucking and roll-off container garbage/waste operarion uses are not what City Council intended in approving the PID. Sheet 3, Note 10 of the PID gives the Director of Planning and Development authority to interpret uses not specifically listed as approved in the PID. Therefore, my interpretation is that the use of trucking and roll-off garbage/waste container operation is not permitted in the 44' Industrial Park. Thank you for taking the initiative to investigate potential uses of property within the PID. I am available at (303) 235-2846 if you have any questions. Sincer 1 /L~WIn Alan White, AICP Director of Planning and Development cc: arin Morgan, Chief Codes Administrator Tom Duffy, Duffy Realty Correspondence File (303) 234-5900 • ADMINISTRATION FAX: 234-5924 • POIICE DEPARTMENT FAX: 235-2949 DEPARTMENT OF PLANNING AND DEUELOPMENT Building Permit Number : 13928 BUILDING INSPECTION DNISION - 235-2855 Date 5/29/02 CITY OF WHEAT RIDGE : 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Property Owner: BARRY & VICKI GLASCOCK Property Address : 13101 W 43RD DR Phone : 419-5321 Contrector License No. : 20582 Company : ICA Construction Ina Phone : 288-2476 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDWG ANDAGREEMENT Construction Value : $600,000.00 I hereby certify that the setback distances proposed by this permit.application are accurate, and Permit Fee : $3,708.75 do not violate applicable ordinances, rules or regulations of the Cify of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations Plan Review Fee : $2,410.69 made are accurate; that I have read and agree to abide by all conditions printed on this US8 T8X : $7,200.00 application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this permit. TOt81 : $13,319.44 (OWNER)(CONTRACTOR) SIGNED DATE USB : Description : 16500 SQ FT METAL BUILDING DIVIDED INTO 8 OFFICE/ WAREHOU Approval : TRC Zoning : PID "MEMNO Approval: N DM momwomo Approval : mm MJG Occupancy : Walls Electrical License No : 20345 Company :Colorado Concept Lighting Expiration Date : 2/28/03 Approval : OK/KS BUILDING DEPARTMENT USE ONLY 7-7 Sftease Note: Sq. Ft. : OK. 21 MAY 02 ~er / contractor is responsible for locating property lines and consttvcting improvements accordin;, to the approved p(an and required development stzndards. The City is not responsible for inaccurate ir.formaticn 5121102 submitted within the plan set and any constractic,: e::nrs resulting from inaccuraFe information. OK. 5128/02. PLEASE SEE ATTACHED COMMENTS Roof : Stories : Residential Units : Plumbing License No :20569 Company :Carroll Plumbing & Heating Inc. Expiration Date : 4/24/03 Approval : OKIKS Mechanical License No : 18111 Company : Cooper Heating & Cooling Expiration Date : 3/6/03 Approval : OKIKS (1) This permit was issuetl in accortlance wah the provisions settortn m yopur appucanon ana is suoJece to me iaws or me acaie or uoioraoo ano w urc ~onu'y Regulations and Building Cotle of Wheat Ridge, Coloredo or any ofher applicable ordinances of the City. (2) 7his pertnit shall ezpire if (A) the work authonzed is not commenced within sixty (60) days from issue date or (B) the building authorizetl is suspentletl or abandoned for a penotl of 120 days. (3) If this permit expires, a new permit may be acquiretl for a fee of one-half the amount normalty required, provitletl no changes have been or will be made in the original plans and specifcalions and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abantlonment exceeds one (i) year, full fees shall be paid for a new permit. -(4) No work of any manner shall 6e done that will change the natural Flow oF water causin9 a tlreinage problem. (5) Contractor shall notiry the Building Inspector hventy-four (24) hours in advance for all inspections and shali receive written appmval on inspection cartl 6efore proceediing with successive phases of thejob. (6) The issuance of a permii or the approval of drawings and specifications shall not be construed to be a pertnit for, nor an approval of, any violation of the provisio o he b ildin des or any other ortlinance, law, rule or regulation. CN ef Building Inspector THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION oF wHEqT DEPARTMENT OF PLANNING AND DEVELOPMENT Buiiding Permit Number: ~ ~ q BUII,DING INSPECTION LINE - 303-234-5933 Date: ~ m CPl'Y OF WHEAT RIDGE x t~ 7500 WEST 29TH AVENUE ~In U WHEAT RIDGE, CO 80215 - (303-235-2855) C~C ORP~~ ~~PIJCATtON o-r as PropertyOwner:ESRF,yz3 vlC..y, l [~~SCOCI< PropertyAddress: I 3I DI 3 2-~`DQ Phone: 3D.3-T{4-S3L I Contractor License N . cJ Comp Y: jiA CzAi;f)7V,Jc:nDA11..JG. Phone:.'~l,? -_SR9_94k~ AGREENIENT I hereby certify that the se[back distances proposed by ffiis permi[ application are accurate, and do notviolate applicable otdinanws, niles or regulations of the City of Wheat Ridge or covenants, easements or restricfions ofrecord; thatall measurements showq md allegations made.aze accurate; ffiat I have read md agree to abide by all condifions printed on this application md that I assume full responsibiliTy for compliance with the Wheat Ridge Building Code (U.B.C) md all other apylGcable Wheat R;dge Ordinances, for work under this permit. ] ~ \ . 13; 30 - " f i I "r~iF Uo Description: 1~-54~)00 `MEJ~L &)lL7j I~1G 1U('_t>E~> INTb 8 OFFICZZ~ ww~xous~. co,u~o ~N S. Con~ ~ MAY Q .9 2002 BUII,DING DEPARTMENT USE ONLY ~ SIC: Sq.Ft.: ~`~O OZ ZONING COMMENTS: 21 W`~~ Approval: Zoning: BUILDING APProval:' APR o il Z(j02 PUBUC WORKS COMMENTS: P~{P Sc S~~ 6(~ d Approval: ru4~ 5/Zs/o'Y~ Yi.«_ Occupancy: Wa11s: Roof: Stories: Residential Units: ctric al License Ng License Na Mechanical License No: I00I 7) ZOS ompa°y:~01.,C'417any:~P~OLL~LUhBI,~G~ Company:!/.J~ Expiration Date: ration Date: Expuation Date: . n,,.......~~. . , (1) This permit was issued in accordancewith fhe provis~o pplicafion and is sn6ject to ihe laws of tlie State of Colorado md to the Zowng Regulatiovs md Building Codu of Wheat Ridge, Colocado or aay other applicable ord'wavices of the City. (2) This permit shall exp've if (A) the work authorized is not commeuced within sixty (60) days from issue dace or (B) tlie bnilding antliorized is snspended or abandonedforaperiodoF120days. . (3) rf tliis permit exp'ves, a new pecmit may 6e acqu'ved for a{ee of one-half Uie mnount nonnally required, proviAed no changes have been br will be made in the original plans and specifcztions md any suspension or abandomnent haz not exceeded one (f) year. Ifchanpe+ hzve been ur il'>uspensiun ,n nbanJunnieni exceeds one (1) year, full feesshall 6e paid for a new peimit . (4) No work oF any maoner shal7 be done that will cUange tlie naRUZI flow of waror causing a drainage problem. (5) ContractorshallnofifytheBuildiuginspectortwenry-fouu(24)hoursinadvauceforallinspectionsandshallreceivewnttenappmvaloninspec[ioncarAbefDre proceeding vritli successive phases of fhejob. (6) The issuance of a peumit or tlie approval of drawiugs md specifications shall not be construed [o be a pennit foq nor an appmval of, any violation of tlie provisions of flie building codes or avy other ordinmce, law, mle or regulafion. Chief Building Inspector Construction Value:$ Permit Fee:$ 7j4p 8,4, Plan Review Fee:$ yas 9 'F/0. Use Tax:$ 2-c',0. c) The City of 7500 WEST 29TH AVENUE ~Whe at WHEAT RIDGE, CO 80215-6713 (303) 234-5900 City Admin. Fax # 234-5924 Police Dept. Fax # 235-2949 cRidge 13 May 2002 Daniel Mues ICA Construction 13200 W. 43Td Drive Wheat Ridge, Colorado 80403 RE: 13101 W. 43rd Drive Building Permit Review (2°d Review) Dan: I have completed my second review of the above mentioned project, and I have the following comments: 1. Landscaping: A. The landscaping plan details the five foot parking lot buffer to be landscaped with "cobble/gravel mulch". The response from Kim Holland of Powell and Tyler Associates dated Apri123, 2002 states that the parking lot buffer would be landscaped with native grasses. The plan should be clarified to reflect Ms. Holland's comments. B. The landscaping data table on the landscaping plan and the above mentioned letter from Ms. Holland details the provided tree count at twelve trees. In actuality, the plan details thirteen trees. Please make all required corrections. You will not be subject to another review by the Planning and Development Department. You should, however, make all of the above changes and resubmit three complete sets for review by the Building and Public Warks Departments. If you have any questions, feel free to give me a call. I can be reached at 303.235.2849. Thank You, Travis R. Crane, Planner ya~'0 RECYCLED PAPEP pE WHEqT APPL/CAT/ON FOR MINOR DUMPING/LANDFILL PERMIT ~ Pm . . c~CORAPo . APPLICANTS NAME: APPLICANT'S ADDRESS 1~,' m in I L,L 4>>~y~ (Include City, State, Zip) ADDRESS OF FILL: DATE OF APPLICATION: All permits shall be applied for through the Public Works Department. An approved permit is effective for a period of one (1) year from date of issue and may be renewed. All fees shall be in accordance with those fees established by the Uniform Building Code or other applicable City adopted Resolutions or Ordinances. Note: A/l public improvements, wiren constructed, shallbe maintained (by the respective individual(s) and/or company responsible for the construction of that public and/or private improvement in the respective deve%pmentJ on a daily basis, or as needed, such fhaf they are free of mud and other construction debris tracking fiom the site. Failure to comp/y with this requirement wil/ resu/t in the enforcement of Artic% l/, Specified Nuisances, Section 15-16 (4) of the City of Wheat Ridge Code of Laws. MINOR EXCAVATION AND FILL PERMITS 1. 1-50 Cubic Yards: No permit is required for dumping or excavation of earth aterials, which do not exceed 50 cubic yards, provided, however, that any fill deposited is on natural terrain of less than three (3) horizontal to one (1) vertical slope, or such fill is less than three (3) feet in depth and is not intended to support permanent structures, and in addition, such fill or excavation does not obstruct or otherwise adversely affect any drainageway. Should any of the above standards be exceeded, or a drainage way be affected, a permit shall be required under the guidelines for No. 2. 2. 51-500 Cubic Yards: Dumping or excavation of earth materials not exceeding 500 cubic yards may be allowed with a permit approved by the City Engineer. All applications are to be submitted on the appropriate completed application form and shall be accompanied by the appropriate fee and sketch plan indicating the following information before the permit will be issued. A Location and dimensions of all property boundaries and structures on the site. B Location and extent of areas to be filled and/or excavated. C. Location of existing and proposed drainageways, irrigation ditches, etc., and indication of how and where historic run-off will be maintained on and through the site. D. Cross section area to be filled and/or excavated indicating original slope, new slope and depth of fill. E. Statement which indicates the proposed use or purpose for said fill or excavation. F. Relative elevation of adjacent properties. G. Erosion control plan showing placement of confrol devices such as hay bales, etc.. FilesonEnginenflFocmTillPermit.wpd . 1 Rev. 04/02 3. 501-20,000 Cubic Yards: Operations in which earth material fill or excavation exceeds 500 cubic yards but does not exceed 20,000 cubic yards may be allowed by a permit issued by the City Engineer after review of an application and supporting information. The following information shall be submitted with the required application form: A. A site plan, prepared and signed by a Colorado registered professional engineer, at a scale of no less than1 inch to twenty feet (1:20) which illustrates the following: 1. Location an dimensions of all property boundaries and structures on the site. 2. Location and extent of areas to be filled and/or excavated. 3. Location of existing waterways and drainage courses indicating any changes. (for a site containing an established irrigation ditch, a letter of approval from the appropriate ditch company shall be required). 4. Location of existing and proposed points of ingress. 5. Location and extent of existing vegetation, proposed changes in such vegetation and methods of rehabilitation on site vegetation after earthwork operations are complete. 6. Erosion control plan. 7. Grading plan with existing (dashed lines) and proposed (solid lines) ground contours with contour intervais of. 2 feet and spot elevations. At least two cross sections (east to west and north to south) through the site showing depth of fill and/or excavation. 9• A drainage report may be required if site runoff characteristics are changed. 10. Relative elevations of adjacent properties and structures. 11. Statement of purpose of intended fill and/or excavation. 4. Performance Standards: The following provisions shall apply to all Minor Excavation and Fill Permits: A. Rehabilitation: Within thirty(30) days after cessation of filling and/or excavation, rehabilitation for the site shall have been completed in accordance with the approved plans. Rehabilitation shall consist of leveling, grading, landscaping or any combination thereof to minimize potential erosion anii be acceptable to the City Engineer. B. Debris: Debris and/or contaminants shall not be used except with the approval of the City Engineer. "For the purpose of this Section, the term debris shall have the same meaning as the terms "garbage, trash orjunk" as defined in the Wheat Ridge Code of Laws, Section 15-4." In no case shall debris or contaminates identified or classified as hazardous waste by local, state or federal agencies be used as fill in any fill areas within the City of Wheat Ridge. C. Excavation and/or fill areas shall be graded to facilitate weed controi until final grades are set and site rehabilitation and use occur (must be leveled with side slopes not to exceed 3 to 1). Files on EnginenflFomilFill Pemut.wpd Rev. 04/02 5. Permit Fees" 50 cubic yards or less 51 to 100 cubic yards 101to 1000 cubic yards for the first 100 cy plus for each additional 100 cy or fraction thereof 1001 to 10,000 cubic yards for the first 1000 cubic yards plus, for each additional 1000 cy or fraction thereof 10,000 cubic yards or over *Wheat Ridge Code of Laws Section 5-76. $10.00 $15.00 $15.00 $5.00 $60.00 $4.45 $100.00 TOTAL $ All permits shall be applied for prior to fill deposition or excavation operations begin. Any permit applied for after cutting or filling operations on site are in progress shall be subject to a double fee and other penalties as prescribed by Wheat Ridge Code of Laws, Section 26-1004. Any fill requested under this permit within the 100 year flood zone MUST COMPLY WITH WHEAT RIDGE CODE OF LAWS, SECTION 26-801, FLOOD PLAIN ZONING ORDINANCE. I HEREBY ACKNOWLEDGE THAT THIS APpLICATION IS CORRECT AND UNDERSTAND THAT I CANNOT START THIS PROJECT UNTIL THIS APPLICATION IS APpROVED. I SHALL COMPLY WITH THE LAWS OF THE STATE OF COLORADO AND WITH THE ZONING REGULATIONS AND BUILDING CODE OF THE CITY OF WHEAT RIDGE. ANY VIOLATION OF THE ABOVE TERMS WILL CAUSE IMMEDIATE REVOCATION OF THIS PERMITAND COMMENCEMENT OF ENFORCEMENT PROCEEDINGS BY THE CITY OF WHEAT RIDGE. THIS APPROVED PERMIT WILL BE KEPT IN MY POSSESSION OR PERMANENTLY ON THE JOB SITE. CITY OF WHEAT RIDGE: Owner's Signature (if different than above) FIles on En9inentlF0imTil1 Permit.wpd City Engineer Approval Date Rev. 04/02 o~ ~ r DEPARTMENT OF PUBLIC WORKS BUILD/NG PERMIT APPLICATION REV/EW " ~ c°t o a P9~ Date: S z Location: 13l o r4j. 140 4DM YE Attention: Building Department I haue reviewed the attached materials submitted in application for approval of a GoAel+ftc,.K Z"b . at the above referenced address. Please note the summary comments below. 1. Boundary Closure: OK _ Not OK; refer to stipulations. 2. ~ Drainage: a. Drainage plan and report needed _ b. Drainage plan not needed c. Lot draanage/grading to be reviewed by Building Division _ d. Site drainage/grading provisions have been reviewed and are: ✓OK Not OK; refer to stipulations. 3. _ NPDES Permit Required: _ Yes No 4. ~ Public Improvements: ✓ N a. street paving needed: _ Yes o b. curb and gutter needed: _ Yes ✓ No c. sidewallc needed: Yes No d. street lights needed: _ Yes Y No e. storm sewer needed: Yes ~ No £ letter of credit requued : Yes No If a letter of credit is required, for what improvem ents? _ Amount of letter of credit: No Y s ✓ 5 Subdivision Agreement required: _ ~ e . 6. ✓ Development Covenant requued: _ Yes ~ No 7. ✓ If Yes, for Traffic impact analysis and report required: _ Yes ~ No 8 ~ State Highway Access Permit needed: _ Yes ✓ No . 9. ~ New roadway or alley R.O.W. dedication recommended: _ Yes No 10. If yes, what is recommended? All existing dedicated roadways/alleys meet the standazds of the City: v Yes _ No If no, which do not and what is requested: 11. ✓ APPROVAL: The Public Works Deparlment has reviewed this request and hereby gives its proval , subject to the above and/or attached stipulations. S12 /L ign tur ichael Garcia Da et 12. NO APPROVAL: The Public Works Department has reviewed this request and does not give its approval for the reasons stated: Signature Michael Garcia 13. ✓ Stipulations attached: 14. r Summary Comments: Yes ✓ No Date A &E iS /ZE9viRCo 7-0 c• o. iSSu.wvG Ta C, p.. isSvvNCE. Files on Enginent\Forms\B1dprmt3.frm Rev 05100 DEPARTMENT OF PUBLIC WORKS (303) 235-2861 7500 WEST 29'" AVENUE • WHEAT RIDGE, CO 80215 FAX (303) 235-2857 - LETTER OF NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTOR,4TION DATED ADDRE55 13101 W• ~3eo Z:~F-•Vf Dear Contractor: In conjunction with the approval of the building permit application for the above referenced address, this letter is to inform you that all existing public improvements located along the frontage of said address shall be restored, (if damaged from related construction) to an acceptable condition, as determined by City of Wheat Ridge Public Works Deparfment, and prior to the issuance of a Certificate of Occupancy. Prior to any construction commencing, the City's representative will conduct an onsite inspection to determine the existing condi;ion(s) of the public improvements at this address. If you have any questions, piease contact me at 303-235-2868. Sincerely,y Michael Garcia, Development Review Engineer cc: File Files on Enginenf\Development Review/Forms & form letters\Notifcation of PI Restoration Rev 05/00 PUBLIC WORKS REVIEW FEE STRUCTURE FOR BUILDING PERMIT APPLICATIONS Date ~ z Appiicant~ ~~-Phone )2)M- Location of Construction / _:?/oi t,J. 41rw Purpose of Construction r mz,k_ B..c,6 Building Permit Value Single Family _ Commetcial r~ Multi-Family DEVELOPMENT REVIEW FEES Development Review Processing Fee: 10b.00 (for document processing) Single Family Residential Review Fee: $50.00 (for review of applicable technical documents ) Commercial/Multi-Family Review Fee: For review of existing technical documents $100.00 For rev.iew of technical documents for construction in right'-of-way, final drainage report and erosion control plarl5~ Subdivision Improvement Agreement Fee: $125.00 (for document processing and recording) Development Covenant Fee: $125.00 (for document processing and recording) CDOT Access Permit Fee: $100.00 (for document application and processing) Traffic Impact Study Review Fee: $100.00 (for document review and processing) Flood Plain Variance Review Fee: (for document review and processing) Class I application = $150.00 Class I PublicationlPubiic Notice = N/A Class II application = $250.00 Class 11 PublicationlPublic Notice = $90.00 $ /oo' o0 $ $ S~;~ , o0 $ $ TOTAL REVIEW FEES: (due at time of building permit issuance) $(ooo . o,-~ PLEASE NOTE THAT IN ADDITIO TO THE ABOVE FEES, ERE WILL 8E ADDITIONAL LICENSING AND PERMITiiNG FEES REQUIRED FOR CONSTRU~TION OF IMPROVEMEt~i~ WITHIN PUBLIC RIGHT-OF-WAY. Signature of Applicant Date &_.~_-Z49Rt~ZJ Files on Enginent/Forms/Review Fees-Building Permit Ap Rev 04/01 ICA CONSiRUCTION INC. 13200 W. 43rd Dr. #207 Golden, CO 80403 Phone 303-278-0078 Fax 303-278-0188 To: City of Wheat Ridge Project: 13101 W. 43rd Dr. Date: May 9, 2002 Colors and materials per attached color charts: Metal building- Watl metal is white Wall split face block is Eaglet Beige Roof inetal is white Roof gutter and trim is Stone Beige Retaining wall- Venture block in desert sand. Gates at trash encloswes- Chain link with tan color privacy slats Standard COLOR SELECTION GUIDE MISTY GRAY W~qLLS ~ ~ RobF DEXTER PAINT TRIM 26 GA. 24 GA. LIGHT BLUE • MISTY GRAY • SUNSEf~REDE ~!noar: i • COLONY GREEN • AUTUMN GOLD • SPANISH GOLD • CINNAMON BROWN • STiQNE.B~IG~^ ~ ~ ~ oeti:-', ; . • UVFIITE~~ • • • ROYAL RED.~ ~ ~ • oar .u • BURNIS E~t DSL~,~~~~- ~-=~=•'oa* ~ i • D,SRKlb REEN~ON ~ ~~„tii, s,• oar: ^ • GALVANIZED • • ,GA,LVAL'U.ME°:` a n'~~~~~,~F-~is ~ ~ , i . • SUNSET RED DARK GREEN COLONY GREEN AUTUMN GOLD Final colors of coated metal may vary slightly from samples shown. SPANISH GOLD The colors shown are based on information available at the time of publication. Manufacturer reserves the right, at its option, without liability, to change, add or delete colors. PANEL CONFIGURATIONS ARCHITECTURAL PANEL 36" COVERAGE HI-RIB STANDARD WITH PURLIN BEARING LEG 36" COVERAGE CINNAMON BROWN STONE BEIGE W H ITE ROYAL RED BURNISHED SLATE ROMAN BLUE LIGHT BLUE COLOR TRIM AVAILABLE AT ADDITIONAL COST. CONTACT YOUR ACCOUNT MANAGER. 1/02 , . . , . . - ~ , . CastWalm From ADUANTAGE Buildings & Exteriors, Inc. Give your projects the look, feel and durabiliry of masoiuy, without the usual delays, special construction costs or complicarions - with CastWal, the lightweight, precast, polymer-modified conaete products from ADVANTAGE Buildings & Exteriors. ADVANTAGE: CASTWAL. Say `goodbye' to cosdy footings, foLmdarions or special supports. CastWal eliminares all but a small fracrion of the weight of old-fashioned masonry. CastWal also means tl-lnuier exterior walls that leave more usable space for the building interioc Tough, unpact-resistuit and toially water resistuit, CastWal requires no costly re-sealing or moisture-proofing. Our special formularion eliminates efflorescence - uid there is no mortar to fail. With factory-finished ~ CastWal producu, you can always coLmt on consistent, top-to-bottom, wall-to-wall quality. Easy-Install Panels or Composite Studwall Units. Load-bearin8 units are also available. All are ectsily ancl guickly instczlled by your re8ular cr^ew, using stctndard construction methods fov pcznelized projects.. EASY, FAST-TRACK CONSTRUCTION IN ANY WEATHER. With CastWal, you can say `goodbye' to special subcontractors, too. Histallation is easily handled by your regular construcuon crew, using standard construcrion methods for panelized projects:, Bes2 of all, CastWal installadon is fast -"uid weatherproof. 4Vhile cold, snow or rain all too often calls a halt to old-fashioned masonry, CastWal can be installed in almost any weather, and in a fracrion of the time: Iii puiel-form, CdstWal is perfect for retrofits or as an attracaye upgrade to pre-engineered walls. Or use our complete, factory-made wmposite studwall uiuu to dose in your building quickly, Either way, you'll pull weeks out of your producdon schedule. The bigger your project, the more you'll save! ' Faster, eetsier in. Move consistent ( mortctr-less, ivnj y; no meather delays • , iosts • Water-resistcznt, IE ' f• s,. < , s" Q e`J" ADVANTAGE: STYLES AND COLORS FOR ANY DESIGN. Choose from six standard CastWal pattems and six attracrive, long-lasting, low-mainteuance colors. Or specify a custom-color. Md remember: CastWal can be combined with odier easy-to-install ADVANTAGE products to achieve a wide range of disbncave design effects. Our skilled, experienced uchitectural and engineering staffwill be happy to help you find the right ADVANTAGE products for your project - and the most efficient, creauve, value-enhancing ways to use diem. Simply give us a call! Rib-Casf' Fluted-rib panels, in three sryles: Rib-Casz, wifli 4" o.c., 2" wide ribs, available in a 2'-8" x 10' puiel; CF-Rib-Cast, nurower ribs & flutes with shallower depths, available ni 4' z 10' panel uid LP-Rib-Cczsy low-profile ribs with horizontal flatbands, available in 4' x 9' panel.* StLiCCO-C1StT„ The dassic stucco look, with a light, lacy "wormtrail" texture. Available in 4' x 10' panel.* ADVANTACE: SIX CREAT COLORS, THROUGH-AND-THROUGH. Brick-Cast" Impressive 8' wide muts capturing the beauty of brick in a nuuvng-bond pattern. Striated or wirecut finish. Available in 8' x 4' panel.* Block-Cast'" Attracuve 8" x 8" split-face block pattern. Available in 8' x 4' panel.* * All dimensions are novnvnal. Each CastWal product gives you consistent color, dirougli-and-through. Minor surface-damage is hidden by the perfect color-match with exposed underlying material. When repairs are called for, you need oiily repair affec wall. Rushing River Ligonier Tui San Antonio Sage Oriel Gray Stanclard colors matcbed at any Shervnan Wtlliczms outlet. ADVANTAC:E White 3YI.1 1=FlC.E I~ ADV'ANTAOsE Wi4 LL C6L.02 Buildin8s & Exteriors, Inc I8635 West 21st Street/Sand Springs, OK 74063-8529 9741 East 56th Stree[ Nor[h!, 918-246-9995 / Fax 918-245-1676 -272-2517 / www.abewal.com ~ ~ Ili i Fi-n I nir, EXPECT INNOVATION Low Maintenance ; 15 Year Warranty Add lasting beauty to your surroundings. Simply spray Warranry cove[s fading and breakage under normal with a garden hose to help maintain a clean newJook. conditions. Contact Kufco for pro-rata warranty details: Locking Bottom Rail i Easy Installation Kuflinks positive locking system keeps slats,properly Simple Drop'N' Lock system is asnap to install. Anyone can aligned in the fence; a deterrent`to vandals & theft. create a professional looking installation. 8 Standard Colors Durable Design Choose from our 8 standard colors. You careeven Durable enough for commercial installations.: Made from a combine colors to create your own unique design. U V.stabilized HDPE blend tha: res . h, m._als, sa!ts ar.d petroleum's: MATERIAL SPECIFICATIONS SIZE SPECIFICATIONS Low Temperature Brittleness -76° C ASTM D746 Tensile Strength 3850 PSI ASTM D538 Density .95 - ASTM D 7 505 Melt Mdex .39 ASTM D7238 Flexural Stiffness 120,000 PSI ASTM D747 Heat Resistance 125° C SLAT: NAME SLAT WIDTH MESH SIZE WIRE ' GAUGE FEET / BAG 11 Gauge 1'1/811 2" 71 10 9 Gauge 1" ' 2" 9 10 , Wide " 2 3/8" 3" x 5" 9 20 - Light G~Yu e 1 1/4" 2 3/8" ` 11 1/2 ` 12 10 ! ` Tennis Court : 7/8° 1 3/4° 11 10 T ~j ~'S.EILI SA.Ub y~ L;t . ~ SQPER[OR C(ISTOMER SER • :COST EFFECTIUE ,KES A DIFFERE[9CE • DtIRABLE • ~ Due to experience and involvement in the industry, we feel confident that Venture Retaining Wall, Systems provides the best quality control, service and technical assistance available. 2 Unit II[ $IZE: hx 18""wx 12"d iit Weight: Ibs. oosed Face Area: 1 sq. ft. ~ Delta I Unit iit Size: hx 18"wx 183/4"d iit Weight: Ibs. Cosed Face Area: 1 sq. ft. ~ Vctory I Unit (not available in all areas) Unit Size: 8"hx 18"wx 197/8"d Unit Weight: 95 Ibs. Exposed Face Area: I sq. ft. ~ - ,:~,.~..r..-- _ . . : -.,z. liiir seline Unit iooth face) iit Size: hx 18"wx 183/4"d iit Weight: Ibs. oosed Face Area: 1 sq. ft. ~ 1 A~4'~,.5"• Delta II Unit iit Size: h x 18" w x 18 3/4" d iit Weight: Ibs. :)osed Face Area: 1 sq. ft. ~ > s _ i . .s°~`^•.: ~ K. tory II Unit ~t available in all areas) iit SiZe: hx 18"wx20112"d iit Weight: Ibs. Dosed Face Area: 1 sq. ft. BASELINE OR DELiA I UNITS SUGGESTED FOR TALLER WALLS. DELTA I (iYP) THE FACE OF THE BLOCK HAS A ROUGH TEXTURE WHICH GNES A SHADOWING EFFECT AND RESEMBLES QUARRIED STONE. ANCHORBAR ASSEMBLY UNR Isouo aAa) PL9CE UNI7 FlLL IN CELLS AND BEfWEEN PLACE UNR FILL IN CELLS AND BETWEEN . Wni i uNitt Although standard stock colors are gray, buff and brown, all Uenture units can be made to order in uarious colors. GRID COURSE ANCHORS (iYP) Corporate Headquarters Venture Retaining Wall Systems, LLC • 1333 W. 120th Avenue, Suite 312 • Denver, Colorado 80234 Phone: 303.254.8846 • Toll-Free: 800.853.8846 • Fax: 303.254.8901 TYPICAL WALL UNIT INSTALfATION V-12 (il'P) SHOULD SOIL REINFORCEMENT BE REQUIRED. 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Q ~ ° a ~r ~ 0 ~0 w ~ ~ cv O 3 P'. m C~~ m ~ F . ~~~hj~ A ~ t , < ~ . ~-~5 ~ e-,e ~ oi o-,o~ ,o t__ ,s ~o~-, ~o~-,ti s a,oi o- ,o s~,e ~ , ~ _ _ p _ , . , _u~__ . ._.._....r.. _..r~.~__.. : . ~ ~ ~ ► ~ ~ ~ ~ ~ ~ ~ N ~ ~ ~Q AS 3 ' 'b' N M ~3 ~ ~5~ t~'~~Z y r.- . _ . S _ . _ . i I I ~ I I I I, j ~ I I I I , _ ' i o~-,o~ _ . { j ~ D' ~ I 1 ~-,5 ~~-,5~ I _ _ { _ _ _ ~ _ _ _ ~ _ _ _ _ o-,s~ o-,t~ a,t~ ~ o-,s~ i~ _ _ _ _ _ _ _ _ . ,4 _ ~ ~ _ _ 4 ~a a d Q a ~ - ~ ~r ~ i ' - wu~~: ~~i.dw~.owa bAT~; JAN 17, 2002 T~ME: 1:49 ~1 BY: johnny ~Z W p~ N ~ ~ ~ ~ ~ ~ ii ~ - ~rt z ~ -i ~ m ~ ~ ~ c,, x I a ~ `ti ~ ~ +t~ ~ ~ A ~ ~ O Z II m ~ ~ ~ N•p~Zb < tA , - ~ r ~ mz ~o ~ ~ ~r ~ J ~ ~ ~ ~ ~ D ~ Z ~ ~ f1 y ~ N ~ ~ ~G~ ~ ~ ,ti~ ~ ~ ~ , Z ~ ~L~~ ~ + _ ~ ~ : r ° ~ ~ ~ , ~ t~t Z ' ~ ~ ~ ~ ~ ~ ~p ~ ~ ~ ~ UD , ~ ~ ~'i ~ " ' ` ~ d o N . . ' I ~ ~a p ~ ~ ~ ~ ' ~ N;"' ' a. ~ ~ ~ { 6 . , , ~ ~ b ~ ~ ; F~~~. , d! ' a ~ ~ ~ i ~ a - ; . . ~ i~ ; 1~ ~ ; ~ ~C~ ~ F ~o ~ ~ ~ ~ ~ . s ; ~ ' ~ ~ ~ m n~ z ~ ~a . . 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A o~ a o , ~ Q ~y a p Q. p p a ~ ~ ~ ~ ~ t ~ ~ r~+ ~ , _ ~ ~ t~ ~ z o_ Z ~ - n; r. `o ~ y ~ C'~ 0 D ~ C •~rm Z Q ~ ~ 2 ~ C7 n ~ ~ • ~ ~ oo ~ ~ m ~ ~ :..r ~ ~ ~ ^ ~ . ~ ~ ~ b ~ o z Z m ~i c~ • ~ ~ Z ~ CZ) ~n • ~ ~ i~ ~ z~ ~m v t.~ N Q ~ ~ O ~ ~ W~ C ~ ~ 'Q ~ ~ ~ ~ < -1 Q o ~o > ~ ~ ~ ~ A c - ~ -o ~ o ~1 n ~ - -i -i ~ ~x ~ r , ~ ~ 1 -0 ~ ~ ~z c~ o ~ . z ~ ~ ~ . o ~ o , . ~ _ C ~ 4v 4 A7 ~ ~ ~ Q a . . y , ~ . s . ~ ~ ~ ~ ~ N n ~ ~ "Q ..Z A 4 A = m~i ~ ~ q o n d ~ ~ ~ Cl .'9 t~ ~ A G y, a A~ ~9 r~ ~ c~ o o m ~ ~6 ~ ~ c ~ ~ A` w , , a ~ • D D(~ o, ~ ~ y Q v o v c ~i m f'~11'~`1 W dl ~ ~ u~ ~ m w ~cn N y-~ ~S ~ ~ ~ ~fj a~ N t" ~ > v~~ D D~ aa aa aa Q N N ~ v A D ~ ~ ~ ~ v Z 4 S ~ M ~ ~~i~ ~i ~ ~ N 4 4 A ~ ~ ~ v a ~ a a ~a a~i ~ io ~ ~ j + M~ ~ ~ *~1 ~ , ~ ~ ~ ~ ~ ~ ~ ~ 6. ~SEE NOtE) R~V. D~SGRIPTIQN PREP 8Y DATE APpRVD - ~ ~ ~ ~ t ~ ~ ~ ~ ~ ~ Z ~ . . . , F N~ CITY OF WHEAT RIDGE JEFFERSON CQUNTY, CO _ eng~neermg eorparatton z C~ a i ~ ~ , , ~ _ ~ ~ ~ " ' ~ . - s. K. Boyd J. Wo a A LOT 25 OF 4411•I INQUSTRIAL PARK .-.u . j• Y- • ~ su~v a E x~ Z SI P AN - . T~ L ~ p ~ee~a~ pi suewn~a er ~t - a e~T1W~i1! {p~~ ~ ~ W~iE: c~il.dwq.DWQ DA'{~: JAN 17, 2002 TIME: 1:49 PM BY: johnny r W ~ N ~ a _ 0 ~ 2 J ~ ~ ''1' ~ rnR V ' x~W • m i z ~ ~ N ~ mm ~ < ~ O 2 ~j C ~ C ~ p`rl C r ~ ~ ~ N~p'~Q G 4! ~ 'q ~ ~ r Y 4~ 14. x ~ ~ ~~+0 4;~ , 9 , ~ ' 5,~ Y `?~o K 'q~ ~y'~ ~ a.,SM y~ ~ ~ ~ ~ i ~ '~`y= ~ 4 L~ n ~ ~ *w 1 3 i~ # t yn ~ ,y h 4 µe a y ~ ~ ~v~ ~ ~ ~ ~ j ~ t ~ ~ G ~ g "z""'~~` ~.cf~ '0 C9 ~ } ~5 t @ 9 Q ~ ~ 1 . Z ~ I~ C~ ~ # n w~ ~ ~ 62 i ~ ~ ~ , 6 . ~ ~ ti~ , ~ ~ c~ ~ ~ , , ~ i ~ ~ 'y ~ ~ ~ 2 ;4 ~ tt`n (}1.~'V ~ 5„ ~ ` l' ~1~ _ ~h. 4 4 t" / ' 't 1j ~ f V I ~N ~ j } - ~J } 1 ~ f . ~Uh , ~i . ~ ~ ' ~ V . ,.r,_ Tj p : . l ~ ~'i ~ S : , r ~ Z " ~ ' ~ ,a ~ x, C~ ~ ~ 4. ~ ~ `t A ~ 4 m ~ ~ , , : ~ a~ ~ 3 ° ~ - ~ ~ + ~ ~ . t 3 ~ fi . d,, y 1 ~ ~34 ~l ~1,. t ~ 1 ' ! i ~ ~ ` ~ ~ d ~s T, i ~ ~ ~ 1 ~ . ~ 's, ~ ~ ~ti ~ ~ ~ ~ s , ~ ~ ~ , ~ i ~ ~ • _ _ `~QS~ ~ ~ ~ ,t i ar'~ f ~ "t ~ "t ~ 1. a . - (~i .I ~ 1 / ~ ~ ~ ` `ah o +A~{ M41 ~ ~ ~',,3 ~~MR 6 ti i ~ 6 1" '4 ~k ~ ~ ~ ' ✓ 3, # ~ r,.,~'- ` ~i } ,s s. i . r'~ . ^ ~...a~ ~ 1 h - , ~ ` ~ ~ -r , l ~ ~4 ~ I ~ ~ ~ d ~ r , , ` . ✓ b ~ 3 k r"' I ' 4 ~ i } i ~S ~ ~ ~ ~ ~ Y~ ^ '~q s ~h 2 ti n a ~ ° I! ~ ~ ~ ~ ~ ~E 1 ' ' 3 ~1 l , ~ ° i4 j %/a~ tT S S ~ ♦ ~ . ° ti4 , ~ ~p ' W ^4 i ~ ? • a 4. c~ ~ ~ ~ ~ ~ ,fi i ~ ~ ~ ~,p ~ t y' ot O C71 ~s ~ V ` ''3 4 q ~ ~`s , ` 4~ ~ ~ ~ ~ , i c-> ~ ~ ~ ~ , ^ a~ ~ ~ ~ ~j1 ~ " d ~ ~ ~ y~ ~ ~ u 'r „ ~ . `y s ~ G , y, t 4, . ~ F ~t ~ ~ ~ r ~ , E5~' e ~ ax ~ ~ 1 ~ , ~ ~ fi _ ~ , c~ ~ ` i C 1 ~ ~ 1 ~ . . ~ ~ ~ 3 . :~v R o ~ ~ r } , ~ ~ ~ ~ ~'a4 i ry . 1 ~ . ~ . . ° ~ ~ ~6 ~ ~'i~ 4~ ~ " '-1 v ~ Q; B , ji ' ~k ~'z , ~ ''s 54~2 ~ ~ . 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Q. ~ ~ ' o ooo00 ooo~aoc ~ Q O ~p n ~ e ~ D p` ~ ~ ~ a ~p - t9 ~ ~ ~ p Z e+ W~' t 0 ~ i p~ Q ~ O ~ ~ 0 G ~ ~ C ~ 7 S O P° ~ t A ~ C ~ C a o o o c c o o o c co a o o ~ ~ C 9 t C C n a ~ ~ S ~ p~ p 00 0000 000000 000000o O 7~ rr Q ~ C m i ~ o00 oooaooo ooao~o 00o i* 7 ~ ~ ~ ~ _ ~ O 't ~ a ~ ~ Q - ~p O ~ ro ~ ~ ~ ~•C J ~ ~ 3 ~ ~i' _ co c ~ ~ n ~ ~ ~ aoo ooeaoo ~aooooo oocoao A ~ (A p~' ~ W ' ~ r+ ~ G, ~ 'G O m 40 o0000 ~ooooo ocooooo - 0 ~ - ~ ~ ~ ~Q ~ ~ ' ~ ~ ~ ~ n ~ ~p rP r"' ~ 8' o o a o 0 0 0 0 0 0 0 0 0 o c t"1 ~~p~ C' 'S 7 O' 3 ~ 1 fC ~ 7 3 r~» ~ 1 /y 9 ~ ~ s n` o a o ~ o o r o a o 0 oQ - ~ ~ '1 tA ~ r~i. =ti Q' C ~p ~ C f.'7' Q ~i 1~ T7 C ~ ~ i O. 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D~SGRIPTIQN PREP BY C~ATE APPRV[~ : I ; ~ ~ ~ N/ ~ ~ - ~ _ _ ~n z ~ ~ CITY OF WHEAT RIDGE J~FFE(~SON COUNTY, CO ~ eng~IIeering corporatioa n ~ ~ D ~ ~ ~ ° ~ - ~ l I ~ 5. ~ ~ K, 8oyd ~ J. W a ~ L,OT 25 ~F 441H INpUSTRIA(. PARK - _ ~ au+v a+ x~ Z GRADING PLAN - er ~t - m~ ~ ' APPqOVED lE APPRa4m P ~ ~ mAOMddN 3tV~ ~1V0 ° ~'dAMQI A6 G31J,IP16flC - 1~W,~~o7 ~~~hl~~ \ M Z x o+ 8DFt3 tq ~ N ~ ~~a~ 7a~~tsnaNi ~a ~z lo~ ~ NMe~~w ~r P~aM ~r p~~e aa~a ~ ~ ~ ac . 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TYP K ~ ~ ry N V ~ N 71 ~ n N ~ ~ ICACONSiRUCTION INC. 13200 W. 43rd Dr. Unit 207 Golden, CO 80403 Phone 303-278-0078 Fax 303-278-0188 March 27, 2002 Darin Morgan Codes Administrator City of Wheat Ridge Re: 13101 W. 43rd Dr. One 8 Unit office condo warehouse building Codes Analysis Group F Division 1 only Plastic products- prefab countertop Millwork (sash and door) Woodworking, cabinet. Group M Sales rooms - Wholesale and retail stores Group S Division 1 and 2 only Anticipated Uses Small Contractors needing small office with.inside storage: Plumbing Heating Electrical Landscape Carpentry/ Cabinet Gutter Drywall Mirrod Glass Concrete/ Flatwork Carpet cleaning Countertop-prefab formica or granite Retail/ Wholesale Vending distributorxs Limousine service Auto glass/ Accessories/ Parts Prepazed For: ICA Construction 851 Highway 224 Denver, Colorado 80229 Lot 25, 44" Industrial Park City of Wheat Ridge, Jefferson County, State of Colorado DRAINAGE REPORT Prepazed By: Baseline Engineering Corp. 11445 W.48' Avenue Wheat Ridge, Colorado 80033 January 2002 This Report for Phase I I I drainage design of Lot 25, West 441" Industrial Park was prepared by me (or under my direct supervision) in accordance with the provisions of the Wheat Ridge Storm Drainage Design and Technical Criteria, and was designed to comply with the provisions thereof. I understand that the City of Wheat Ridge does not assume liability for drainage facilities designed by others. John M. McLain, P.E. N° 32350 ~ Lot 25, 44"' Industrial Park ~ City of Wheat Ridge Final Drainage Report ~ 1. SCOPE AND PURPOSE OF REPORT The purpose of this report is to insure that the proposed development complies with the ~ Final Drainage Report completed for the 44`h Industrial Park in the City of Wheat Ridge. Drainage calculations for the 5-yeaz and 100-year storm frequency show the runoff volume that will be conveyed to the Industrial Park's detention area from the proposed ~ development. 2. GENERAL SITE LOCATION a) The subject property is located in the Cotuity of Jefferson in the Town of Wheat Ridge on the south side of West 43rd Drive located in the 44"' Industrial Park. b) The properties adjacent are, or will be, developed as similar light commercial/industrial lots. 3. PROPERTY DESCRIPTION a) The subject property contains no trees or shrubs, but only grass. The subgrade was recently graded and slopes southward with about 4.0%, with about 16 feet of elevation change between the high and low points. The outside berm for the Reno Ditch is located on the north side of the property and rises about 6 feet with a 4:1 slope. A small drainage swale at the south end of the property is designed to convey runoff west to east into one of the Industrial Park's regional detention areas. b) The stormwater detention area is located in the neighboring lots to the east and is approximately 210' by 60' in size. There are no known major drainageways or irrigation ditches near the subject property. The subject property is not located in a floodplain or flood hazard zone. 4. PROPOSED SITE IMPROVEMENTS a) The property owner proposes to piace a 18,500 sf warehouse on the lot. The warehouse building will comply with the Industrial Park's building regulations. There are two proposed access points for the lot. One on the southeast corner and the second on the, southwest corner. The drive and parking areas will be asphalt paved. The warehouse will contain 8 individual units. 5. RELEVANT STUDIES a) There are no relevant flood hazazd studies available for this site. The proposed development complies with the July 1998 Final Drainage Report prepared by ADG ENGINEERING, INC. -1- ~ 6. HISTORICAL DRAINAGE SYSTEM ~ a) The major drainage channel for the basin is Cleaz Creek. It is located about 1000 feet south of the subject property. Cleaz Creek runs mostly west to east. Eventually all runoff from the site which does not evaporate or infiltrate into the subsurface flows to Cleaz _ Creek. b) The 44`h Industrial Park was designed in such a manner that very little runoff from adjacent properties crosses lot lines. Therefore, offsite runoff will not adversely unpact the drainage of the proposed development. Most of the runoff across the property originates on the property. c) The existing drainage pattem consists of overland flow across the site from north/northwest to south/southeast. The volume of historic runoff for this area was calculated to be 0.00 cfs for the 5-yeaz storm and 1.2 cfs for the 100-year storm. d) There are no negative effects o£historic runoff flows upon adjacent properties. 7. DEVELOPED DRAINAGE SYSTEM a) The Rational Method_ was used to determine the 5-yeaz and 100-yeaz storm Tunoff volumes for this site. This method is generally accepted for basins less than 90 acres in size. b) Off-site runoff is very minimal across the properfy due to the orientation of the lots and the grades sloping from north to south. All lots in the business park take access at Wesf 43rd Ave. West 43`d Ave. is a 34-foot wide asphalt road with curb and gutter on both sides which prevents runoff from entering the site from the north. c) All runoff from the proposed development will flow into the detention pond located at the south end of Lots 9 and 10. d) The developed runoff is mostly sheet flow through the parking area then channel flow through the swale in the middle of each lot into 43'd Drive. Runoff from 43rd Ave. flows souttt where it enters 43rd Ave. and flows into the regional detention pond. The developed onsite flows aze 3.2 cfs for a 5-yeaz storm and 6.8 cfs for a 100-year storm. e) The developed flows have no negative effects on adjacent properties. 8. DEVELOPED DETENTION VOLUMES a) Two regional detention ponds were provided for the entire business pazk when the 44' Industrial Pazk was first constructed. The east detention pond will be utilized by the developed site. It is located on the far eastem side of the Industrial Pazk and provides 48,053 cf and 68,026 cf of storage for the 10-year and 100-yeaz stoims, respectively. The detention required for the proposed development was calculated to insure it is within the detention level expected for the subject property. The proposed development will require about 3,081 cf of the 5,287 cf of storage for the 10-yeaz and 100-yeaz storms, respective(y. b) The release rate of the developed flow is 6.6 cfs higher than the historic flow rate for the 100-year storm. This quantity is less than the assumed developed quantity given in the 44" Industriai Pazk Final Drainage Report. Therefore, the proposed development will not negatively affect the Industrial Pazk's detention pond. -2- ~ c) Offsite flow will be eliminated once the adjacent properties aze developed. Developed properties aze required to release onsite runoff into 43rd Avenue or directly into the ~ regional detention ponds. 9. STREET FLOWS a) The access street (West 43rd Drive) to the south of the subject proper[y carries runoff from the north lots to the detention azea. The velocity of runoff through the street is less than 6.8 cfs. Runoff in 43rd Drive wili not impact the proposed development. 10. CHANNEL FLOWS ~ a) Channel flows are proposed only down the middle of each pazking lot. The small asphalt channels will convey runoff into 43`d Avenue, which will then be conveyed into the regional detention pond. There are no grass-lined or rip-rap lined channels proposed for ~ the site. b) No culverts currently exist on the property and none aze proposed. 11. CONCLUSIONS a) There have been no drainage improvements proposed for this project. Developed site conditions comply with the level of expected development as given in the 44" Industrial Pazk, July 1998, Final Drainage Report prepared by ADG ENGINLERING, INC. b) T'he proposed drainage does not impact adjacent properties. c) No detention pond is proposed for this development. Detention was provided for ali developed lots when the Industrial Pazk was constructed. The detention pond is within the drainage easement located on Lot 9 and Lot 10. d) Runoff velocities and depths for the swales were designed to prevent erosion and promote better stormwater qualiTy from the developed property. Stormwater runoff from the proposed development is in the same direction and at a slower velocity than what was assumed in the 44" Industrial Pazk Final Drainage Report. -3- BASELINE ENGINEERING CORP. . sKEeteo. +ors ianei.aeanmwm.uxo«wn.eoiwmm . .aexo eox67-xo _ EXISTING WEIGHTED "C" FACTORS . LOT 25, 40 INDUSTRIAL PARK oesuvEner icseop fufl. mmaosobwa~ c~EcKEoer: nna.ln onre ja:unnrxm Wheal.Ridge Rainfall Zone UNDEVELOPED DRAINAGE AREA= 1.05 ACRES RUNOFF ANALYZE PARCEL COMPOSITION ONLY COEFFICIENTS DRAINAGE AREAS < 90 ACRES FREQUENCY (yr) AREAI x QUANTITYI OVERALL AREA ACRES ' 2 5 10 100 WIDTH x LENGTH ft ROOF AREA - 0.80 0.85 0.9 0.9 . EXISTING STRUCTURES 0 SF . 1 0 SF = 0.00 TOTAL 0.00 PAVED AREA 0.87 0.88 0.9 0.93 EXISTING PAVED AREAS 0 SF 1 0 SF = 0.00 . TOTAL 0.00 GRASS AREA 0.00 0.01 0.05 020 EXISTING LANOSCAPED AREAS 45738 SF . 1 45738 SF = 1.05 - TOTAL 1.05 CALCULATED"C"FACTORS= 2-YR FACTOR, C2 = 0.00 RUNOFF COEFFICIENTS FROM TABLE 3-1 5-YR FAC70R, Cs = 0.01 - uSOCM voL i 70-YR FACTOR, Cio = 0.05 100-YR FACTOR, Goo = 0.20 °•eEINE EHGINEERINO CORP. SHEET N0. 20F 6 ~WeP.9.G.ipeaT.LaWUn JOBNO. C0360I340 WEIGHTED "C" FACTORS LOT 25, 44'^ INDUSTRIAL PARK OEJGNED BY: NSBoM f6E: trwp~do.WB~ LXECKEDBY: JMd.an ONIE' JANUMY2W2 Wheat Ridge Rainfall Zone DEVELOPED DRAINAGE AREA total = 1.05 ACRES RUNOFF ANALYZE PARCEL COMPOSITION ONLY COEFFICIENTS DRAINAGE AREAS < 90 ACRES . FREQUENCY r AREA/ x QUANTITY/ERALLAREA ACRES 2 5 10 700 WIDTH x LENGTH ft ROOF AREA . 0.80 0.85 0.9 0.9 PROPOSED STRUCTURES 16500 SF 1 16500 SF = 0.38 EXISTING STRUCTURES 0 - 1 0 SF = 0.00 TOTAL 0.38 PAVEDAREA 0.87 0.88 0.9 0.93 PROPOSED PAVED AREAS 18500 SF 1 18500 SF = 0.42 EXISTING PAVED AREAS 0 SF 1 0 0.00 - TOTAL 0.42 GRASS AREA 0.00 0.01 0.05 0.20 ' . LANDSCAPED AREAS 10738 SF 1 10738 SF = 0.25 TOTAL 1.05 CALCULATED"C"FACTORS= - 2-YR FACTOR, C2 = 0.64 RUNOFF COEPFICIEN TS FROM TABLE 5-YR FACTOR, CS = 0.66 USDCM VOL 1 10-YR FACTOR, Go = 070 1 00.YR FACTOR, Gao = 0.75 BASELINEENGINEERINGCORP . sneerNO. oova uuuuri...e.rwwia+.ca.ww. . wexo. caxm-mo STORM DRAIN CALCULATIONS L0T 25,44M INDUSTRIALPARK CESIWIFDBYKYN'e . i6E ~.WBJ GIECKEOBY Ju0.v. WTE- 1WV.VIYA]] . EXISTING ONSITE DRAINAGE QUANTIFY RUNOFP . ASSUMPTIONS Wheat Ridge Rainfall Zone CONTRIBUTING DRAINAGE AREA, A= 7.05 acres . 2-YR RUNOFF COEFPICIENT, Cz= 0.00 . 5-YR RUNOFF COEFFICIENT, Cs= 0.01 10-YR RUNOFF COEFFICIENT, Cio= 0.05 100-YR RUNOFF COEFFICIENT, Cioo= 0.20 (OVERLAND FLOW) INITIAL PATH, Li= 55 tee[ (SHEET FLOW) SECONDARY PA7H, Lz= 230 feet INITIAL SLOPE, Si= 16.0 % " SECONDARY SLOPE, Sx= 4.3 % OVERLANDFLOWCONCENTRATION,O= 5.83min (Equa6on3.arorNOo-umanaeawatanhaes) veLociTr,v= 0.50 w5ec (FmmFigure32) SHEET FLOW CONCEN7RATION, U= 9.50 min CALCULATED TIME OF CONCEN7R4TION, k= 15.3 min = L.4 (Equauon 3-2) tr 1158 min 2-YR STORM INTENSIN, la= 2.28 iNhr (Fiom Fig 5o2A) 5-YR STORM INTENSIN, is= 3.22 in/hr 10-YR STORM INTENSITV, iio= 3.82 in/hr 100-YR STORM INTENSIN, iioo=. 5.94 iNhr . 2-YR STORM RUNOFF, Qx= 0.0 cfs = t i A (Equauon 5-1) Radonal FoimWe - 5-YR STORM RUNOFF, Qs= 0.0 cfs 10-YR STORM RUNOFF, Qio= 02 ds 100-YR STORM RUNOFF, Qioo= 12 cfs - PROPOSED ONSITE DRAINACaE QUANTIPY RUNOFF - ASSUMPTIONS Wheat Ridge Rainfall Zone CONTRIBUTING DRAINAGE AREA, A= 1.05 acres 2-YR RUNOFF COEFFICIENT, Cz= 0.64 5-YR RUNOFF COEFFICIENT, Cs= 0.66 . 10-YR RUNOFF COEFFICIENT, Gr- 0.70 . 100-YR RUNOFF COEFFICIENT, Cioo-' 0.75 (OVERLAND FLOW) INITIAL PATH, LI= 50 feet (SHEET FLOW) SECONDARY PATH, Lx= 260 feet INITIAL SLOPE, St= 4 % SECONDARY SLOPE, Sz= 7.6 % OVERLANDFLOWCONCENTRATION,L= 3.68 min (Equetion5.3taNwwroenizatlxatarshetls) VELOCITY,V= 170fVsee ffmmFigure?EStcfAVgFlovNeboNi:v..".'..`;-r^..i^.~ , SHEET FLOW CONCEi.ifLi"I'ION, 4= 2So mm CALCIJLATED TIMEOFCONCENTRATION,tc= 6.2min =L.U (Equatian3~2) UmanDreinagaenaFiooaConwlGStria tr 11.72 min (Use the lesser of the two 1.'s for urbanized basins) 2-YR STORM INTENSIN, iz= 3.35 iNhr 5-YR STORM INTENSITY, is= 4.64 iNhr 10.YR STORM INTENSITY, ito= 5.53 iNhr 100-YR STORM IWTENSIN, iioo= 8.71 iNhr - 2-YR STORM RUNOFF, Qz= 2.3 cfs = t i A (Equauon s1) Rauonel Fomima 5-YR STORM RUNOFF, Q5= 32 cfs . 10-YR STORM RUNOFF, Qio= 4.1 cfs 100-YR STORM RUNOFF, Qica= 6.8 cfs crvmncomnb~.urcr. SnEETNO. 40F6 I.MUeeFSminY.GW0.+9n.Cmwdmh JOBNO. . C03W7-30p :~.j, . ..':O"J . aa ~ir:cw N„KK DESIGNEpBY: KS" F6E: 4wquµy.WB] MECKEOBY' JM4an DAiE. JM'UPRY2pp1 PROPOSED DRAINAGE AREA I DESIGN POINT 2 QUANTIFY RUNOFF ASSUMPTIONS - Wheat Ridge Rainfall Zone - . CONTRIBUTING DRAINAGE AREA, A= 0.53 acres 2-YR f2UNOFF COEFFICIENT, Cz= 0.64 5-YR RUNOFF COEFFICIENT, Cs= 0.66 . 10.YR RUNOFF COEFFICIENT, Go= 070 100.YR RUNOFF COEFFICIENT, Ciao= 0.75 (OVERLAND FLOW) INITIAL PATH, Li= 55 feet (SHEET FLOW) SECONDARY PATH, Lz= 230 feet INITIAL SLOPE, Si= 4.0 % SECONDARY SLOPE, Sz= 4.3 % OVERLAND FLOW CONCENTRATION, h= 3.86 min (Equation 3.3 mr Noo-urbanrzee watersneas) VELOCITY, V= - 0.50 ft/sec (From Figure 12) SHEET FLOW CONCENTRATION, tr 9.50 min CALCULATED _ TIME OF CONCENTRATION, t.= 13.4 min = t. tt (Equation 3-2) tc= 11.58 min (Use the lesser af the two tc's for urbanized basins) 2-YR STORM INTENSITY, iz= 2.61 in/hr (From Fig sozn) 5-YR STORM INTENSITY, is= 3.66 in/hr . 10-YR STORM INTENSITY, iio= 4.33 in/hr 100-YR STORM INTENSITY, iioo= 6.82 inlhr 2-YR STORM RUNOFF, Qx= 0.9 cfs = c i A (Equation S1) Rational Formula 5-YR STORM RUNOFF, Qs= 1.3 cfs 10-YR STORM RUNOFF, Qio= 1.6 cfs 100-YR STORM RUNOFF, Qiao= 2.7 ds - . PROPOSED DRAINAGE AREA I DESIGN POINT 3 ' QUANTIFY RUNOFF - J Wheat Ridge Rainfall Zone CONTRIBUTING DRAINAGE AREA, A= 0.53 acres 2-YR RUNOFF COEFFICIENT, Cx= 0.64 5-YR RUNOFF COEFFICIENT, Cs= 0.66 10-YR RUNOFF COEFFICIENT, Go= 070 100.YR RUNOFF COEFFICIENT, Goo= 075 (OVERLAND FLOW) INITIAL PATH, Lj= 55 feet (SHEET FLOW) SECONDARY PATH, Lz= 230 feet . INITIAL SLOPE,-S7= 4.0 % SECONDARY SLOPE, Sx= 4.3 % OVERLAND FLOW CONCENTRATION, t= 3.86min (Equation5.3forNOnurbanizeAwatershaGS) VELOCITY, V= 0.50 Wsec (From Figure 2 Esl. of Avg Fbw Veloply br Use vrilh the Ralional Fo SHEET FLOW CONCENTRATION, 4= 9.50 min CALCULATED TIME OF CONCENTR4TION, k= 13.4 min = 4.4 (Equalian &2) Urban Drainage and Flootl ContW Disiria tc= 11.58 min - (Use the lesser of the two k's for urbanized basins) 2-YR STORM INTENSITY, iz= 2.61 inlhr 5-YR STORM INTEN$ITY, is= 3.66 inlhr 10-YR STORM INTENSITY, iio= 4.33 in/hr , 700-YR STORM INTENSITY, iioo-= 6.82 in/hr 2-YR STORM RUNOFF, Qs= 0.9 tfs = c i A (Equalion bt) Ratianal Fortnula SYR STORM RUNOFF, Qs= 1.3 cfs 10-YR STORM RUNOFF, Qlo= 1.6 cfs 100-YR STORM RUNOFF, Qioo= 2.7 cfs BASELINE ENGINEERING CORP. areErqo. sov; ~wa uw a.wy. cwww. cm.ua.m . . JOBNO. COMY)3W STORM DRAIN CALCULATIONS . LOT 25, 44'^ INDUSTRIAL PARK OESIGNEDBY: FSppp FRE' trwqulv.WB] CXEC8E02Y' JM4an pATE' JANVMY21p2 OFFSITE DRAINAGE DESIGN POINT t QUANTIPY RUNOFF ASSUMPTIONS - Wheat Ridge Rainfall Zone . CONTRIBUTING DRAINAGE AREA, A= 0.18 acres 2-Y{2 RUNOFF COEFFICIENT, Cz= 0.00 5-YR RUNOFF COEFFICIENT, Cs= 0.01 10.YR RUNOFF COEFFICIENT, Go= 0.05 - 100-YR RUNOFF COEFFICIENT, Cioo= 0.20 (OVERLAND FL01A) INITIAL PATH, Li= 50 feet (SHEETFLOW) SECbNDARY PATH, Lz= 200 teet INITIAL SLOPE, Si= 4.0 % SECONDARY SLOPE, Sz= 6.7 % OVERLAND FLOW CONCENTRATION, h= 8.82 min (Eqdation3.3forNOo-urbanizeawatersheas) VELOCIIY, V= 2.50 fUSeC (From Figure 3-2) SHEET FLOW CONCENTRATION, tr 1.67 min CALCULATED TIME OF CONCENTRATION, k= 10.5 min = ti. tt (Equation 3-2) - tc= 11.39 min 2-YR STORM INTENSITY, iz= 2.71 inlhr (From Pig 502A) 5-YR STORM INTENSITY, is= 3.79 in/hr 10-YR STORM INTENSITY, im= 4.48 in/hr 100-YR STORM INTENSITY, iiao= 7.Q8 iNhr . 2•YR STORM RUNOFF, Qz= . 0.0 tTs = c i A (equation s1) Rational Formma 5-YR STORM RUNOFF, Qs= 0.0 ds 10-YR STORM RUNOFF, Qio= 0.0 cfs 100-YR STORM RUNOFF, Qioo= 0.3 cfs TOTAL INCREASE IN PLOWS 2-YR STORM RUNOFF, Q2= 2.3 cfs 5-YR STORM RUNOFF, Qs= 3.2 cfs 70-YR STORM RUNOPF, Qio= 4.0 ofs 100-YR STORM RUNOFF, Qioo= 6.6 cfs . . .'ORP. ..OfI5t11120I5 STORM STORAGE CALCULATIONS LOT 25, 44'" INDUSTRIAL PARK DESIGNED BT K56ay0 CHECKEDBY 1IACU:n SHE[TNO. JOBNO. . FILE: OATE' 6OF6 C02607Q00 Unuupeu1u.Yr83 JANUMY.pp} THE012ETICAL DETENTION STORAGE REQUIREMENTS Wheat Ridge Rainfall Zone DESIGN DRAINAGE AREA total = 1.05 ACRES - . ANALYZE PARCEL COMPOSITION ONLY DRAINAGE AREAS < 90 ACRES USEV=kA PERCENT IMPERVIOUSNESS (I) AREA x QUANTITY OVERALLAREA ACRES ROOF AREA 90% PROPOSED BLDGS = 16500 SF 1 16500 SF = 0.38 EXISTING BLDGS = 0 SF 1 0 SF = 0.00 TOTAL 0.38 PAVED AREAS 100% PROPOSED PAVED AREA 18500 SF 1 18500 SF = 0.42 EXISTING PAVED AREA . 0 SF 1 0 SF = 0.00 TOTAL 0.42 GRASS AREA . 0% LANDSCAPED AREAS = 10738 SF 1 10738 SF = 0.25 TOTAL 0.25 TOTAL 1.05 TOTAL CALCULATED % IMPERVIOUSNESS = 72.9% - 10-YR STORM CALCULATIONS kio =(0.95 i- 1.90) / 1000 0.0674 . Vio = 0.071 acre-feet 10-YR STORAGE REQUIRED = 3081 CF 100-YR STORM CALCULATIONS kloo =(1.78 i- 0.002 i2 - 3.56) / 1000 = 0.1156 Vioo = 0.121 acre-feet 00-YR STORAGE REQUIRED = 6287 CF ~ ~ ~ h ` Y ` ~ , 4 \ t ~ J ~ ~ z i 51313]~T 1~`'.71 ' . ~ ~ \ ~ k I \ zm ~ ~~i ~ ~ ~ ; ~ ~ ~ \ 1` y \ w \ \ ~ s "o ~ n A ~ Z ~ ~ g ~ ~ ~ ~ t t ED , ; ~ ~ =m ` + . . A . y~ - ` \ ~ • ~ - F I ~ 000 ~ ¢ ~ O 6 x lr W 6 . ~ $ S U Z t 4 ~ H ~ 2 W F Z 3 . . . ~ . . . 2 1 0-16 0 FIGURE 5-1 EXAMPLE 5.2 TIME INTENSITY - FREQUGNCY CURYES T. 3 S. , R.66 W. 5-1-84 , YR6AN DRAIHwGE i FLOOD CONTROL DI-ZTRICT - 10 20 30 40 50 60 TIME IN MINUTES DRAINAGE CRITERIA h1ANUAL TABLE 3-1 (42) RECOMMENOED•RUNOFF COEFFICIENTS AND PERCENT IMPERVIOUS LAND USE OR PERCENT FREQUENCY SURFACE CHARACTERISTICS IMPERVIOUS 2 5 10 100 Business• Commercial Areas 95 .87 .87 .88 .89 Neighborhood Areas 70 .60 .65 JO .80 Residential: . Single-Family * .40 .45 .50 .60 Multi-Unit (detached) 50 .45 .50 .60 .70 Multi-Unit (attached) 70 .60 .65 .70 .80 1/2 Acre Lot or Larger * .30 .35 .40 .60 Apartments 70 .65 .70 .70 .80 Industrial: Light Areas 80 .71 .72 .76 .82 Heavy Acres 90 .80 .80 .85 .90 Parks, Cemetaries: 7 .10 .18 .25 .45 Playgrounds: 13 .15 .20 .30 .50 Schools: 50 .45 .50 .60 .70 Railroad Yard Areas 20 .20 .25 .35 .45 Undeveloped Areas: Greenbelts, Agriculturul Offsite Flow Analysis 45 (when land use not defined) Streets• Paved 100 Gravel (Packed) 40 Drive and Walks: 96 Roofs: 90 Lawns, Sandy Soil 0 Lawns, Clayey Soil 0 43 .47 .55 .65 .87 .88 .90 .93 .40 .45 .50 .60 .87 .87 .88 .89 .80 .85 .90 .90 .00 .01 .05 .20 .05 .15 .25 .50 RUNOFF NOTE: Thesp Ra+ional Fnrmula coeffirients may not be valid for large basins. _ , - .09 *See Figure 2-1 "ror percent impervious. 11-1-90 URBAN DRAINAGE AND FLOOD CONTROL DISTRICT .S .1 RUNOFF 3 0 ~ tl e O f r ~r N ~ s~= y V 4 ~Q v y~ P v Q'W G'!Q ~v~ yZ zr o s~ 0 0 ~ r" y ° yy . a yb t~r 3~i W e = 0 r yr~ y 00 4 Q 'O 0 W Qf e~e Q .z .s .5 7 2 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. DRAINAGE CRITERIA MANUAL 50 30 20 _ W U cc W a 10 Z W a y 5 W ¢ 3 n O U 2 ¢ W Q 3 1 f MOST FREOUENTLY OCCURRING"UNDEVELOPED° LAND SURFACES IN THE DENVER REGION. REFERENCE: "Urban Hydrology For Smail Watersheds" Technical - Release No. 55, USDA, SCS Jan. 1975. . 5 -1-84 URBAN DRAiNAGE d FLOOD CONTROL DISTRICT W ~A s~3 I 1 1 ~ 1 ~ i~ 0 •v N N 7 S ~ a ~ .Ci a~ w r+ ry r w J $ ~1 ~ ~ A1 ~ (Q Y 3 F t 0 ro a N O o u u m `o ,q 9 ~ (7 M d V > b X L O b N E ~ H a w w 0 T N ❑ ~ O U ~ `o g 0 0 m ~ ~ y O F W > i 6 ~ . N N 0 m °v ~ ~ w 'O O 0 V x a ~ a ~ ~ a ~ 4 ~ N ,l' 4l T ~ < ~ m u C 3 C D N a ~ vd V m r~ ~ T ~s O V Y S `o A a °z 7 x ~ w. ~ o ~ i ~ u ~ 3 ~ o ' C ~ o ~ ~ Y 1 e ~ 1 V ~ 1 C 1 b ~ 1 k 1 u 1 1 Vd ~ i ~ ~ o O z°z ~ 4 : 7i Y ~ S C e F . C O a ^ " 6 a~ g~. OD 9 n ~ D G`° C $ o s G ffi 5 1 L U G S T.fl. . .a q°m ^ c o U i E ~ F' o@~~ ~ o a " y: ~ 4 ` a d y o g a o .o o . c 6 W ♦ 3 V e ay L C ~ C Y O A oa~e b~ d~•a i . s . o~ 6 h 6 '0 e°u ro 'd . ' o ~ ° ` 'ao kr 0 S°u p ° ~ ~ u i,o ~ :a~8 +,a, - a d 3 ~ w ~ o O T~ {l ~ > ~ ~ C Y~~ Y O Y > • ^ C y ~ C~ Y F O a0 O G 4 m. 7 p L Q. V + ~'B e o O•~ a > ~y y Sy Y . N c C t i . 7 ~ ~ u ~ ~ ~ D N~_ V ~ , ~ 4 o L Y e • q~ r < o ~ ~ a N ~ ~ g 3 ~ ~ ~ A : ~ e ~ ; - , ~ O . . . ~ 4 3 c a c«~ ~ V C a ~ D C = Y o~ Q ` O > o 'd 3 a a ° 'S~ a~ 5 r ~ S J a i S o . . . ~ ~ ' 5 ' ° mm M y~ y m „~o n~ .r t ~ ~ 3 ~ . ; C] y ~ y $ ~ i~ `3 E • ~ g, 3 0 i c~ '0 'O ° i 3 m s 0~' « i W o` c y m m 0 q O ~ 'S ? a E L' o u i md O N ~ ° C B~ ' oG a ` 3 ~ ~ o"^ C~ m = 8eo ~ 7 e ~ c. ~ vW o ~ s • ~ a ~ ~ O 9 I Q~ V ■ O r1 Y s i G q G tl 4~ { 4 Y~D p ° ` 3 u ~ y Z o• L`u ~ u~ z ~ a b i o a > W re u L c ~ 3 5 0. „~o d ap+ ~ `d c.5 ~ e`o ~ a g. 't e ~ F m o c , } y b ; n.e ~ ` , a U atl6 a - ! W ~ e O~ q O > o tl O~~ V m ~ 3 r l ~ $ ~ . 5` a E" o a~ E i ~ v a ~ ~ a 3 i o ° o ty e ~ > 1 y y V d L N O SSs Y q . O O 4 y p ~ C~ 'C ~4 y C 2'J H L L 7 p O'V' ~J u Q~" 4~ Q~? 9 n G y~ O@ O . f- ~ i ~ 0 U~ ~ Xcel Energysm PUBLIC SERVICE COMPANY January 14, 2002 ICA Construction Co. 13200 W. 43`' Dr. #207 Golden, CO 80403 Subject: Service Availability Dear Dan: 5460 West 60th Avenue Arvada, Colorado 80003 In accordance with our tariffs filed with and approved by the Colorado Public Utilities Commission, gas and electric facilities can be made available to serve your project at 13101 W. 43`d Dr.. Cunently our lead time for design is 4 weeks and lead time for conslruction is 6-8 weeks. Due to workload, material availability and design complexity, design and construction lead times are approximate and subject to change. Please submit your plans at the eazliest opportunity to better assure meeting your proposed schedule for receiving service. M Gas costs will be calculated in conformance with ow filed SERVICE LAT'ERAL CONNECTION AND DISTRIBUTION MAIN EXTENSION POLICY. Z Electric Costs for the project will be calculated in conformance with our filed SERVICE CONNECTION AND DISTRIBUTION LINE EXTENSION POLICY. If you have any questions or comments, or if I can be of fuRher assistance, please call me at the number listed below. My noanal work hours are 7:00 a.m. to 330 p.m, Monday through Friday. Sincerely, X l_G.clxC/L Mike Easler 303 425-3955 CARROLL PLUMBING & HEATING, INC. PLUMBING & HOT WATER HEAT CONTRACTORS 3754 UNION COURT WHEAT RIDGE, COLORADO 80033 (303) 420•6784 Mazch 25, 2002 ICA Construction, Inc. 13200 W. 43`d Dr. Unit 207 Golden, CO 80403 Re: 13101 W. 43rd Dr. - 8 unit bldg. To Whom It May Concem: Building drain: 4" schedule 40 PVC from building sewer continuous to last unit. 3" branch to each bathroom group in each unit . All below grade drain, waste and vent shall be 2" or larger as required by Uniform Building Code. Each unit shall have a 2" vent through roof at bathroom group as required by uniform building code. Building cold water main shall be 1" type M copper from meter with'/a" branches to each unit with isolation valves to each unit. No branches to fixtures smaller than '/z" Gas pipe shall be 1" iron pipe from meter location into each unit. Each unit shall have a 6 gallon hot water heatec Sincerely, John Carroll II PresidenUOwner NEW CONSTRUCTION • REMODEL • REPAIR Keystone Engineering, Inc. STRUCTURAL CALCULATIONS FOR 8-UNIT OFFICE/WH WHEAT RIDGE, COLORADO JOB NO. 2002-012 PREPF,I2ED EOR: ICA CONSTRUCTION, INC. 13200 WEST 43RD DRIVE SUITE 207 GOLDEN, CO 80403 4400 S. Federal Blvd., Ste. 1A Sheridan, Colorado 80110-5368 720-283-4400 fax 720-283-4248 ATTENTION: MR. DAN MUES KEYSTONE ENGINEERING, INC. ' 720-283-4400 FAX 720-283-4248 DESIGN CRITERIA DATE: 3/21/2002 PAGE: REFERENCES ACI 318-95 - Building Code Requirements for Reinforced Concrete AWS D1.4 - Structural Welding Code - reinforcing steel Hilti Product Catalogs Metal Building Anchor Bolt Setting Plan by Rockford Mfg., Job No. R10402, sealed 3/13/02 Metal Building Design Calculations by Rockford Mfg., Job No. R10402, sealed 3/13/02 NDS - National Design Specification for Wood Construction, 1997 Ed. Simpson Strong-Tie Product Catalogs Soils report by CTL/Thompson, No. 34,199, datedl/10/02 TrussJoist MacMillan Product Catalogs UBC - Structural Engineering Design Provisions, 1997 Ed. MATERIALS Concrete reinforcement: Deformed reinforcing bars ASTM A615 (fy=60 ksi) Concrete reinforcement: Welded Wire Fabric: ASTM A185 (fy=60 ksi) Concrete: ASTM C39 (28 day fc=3000 psi unless noted otherwise) Dimension Lumber: Douglas Fir-Larch No. 2(Fb=900 psi, E=1600000 psi) Glued Laminated Timber: 24F-V4 DF/DF (Fb=2400 psi, E=1800000 psi) Metal studs: ASTM A570 (Fy=50 ksi for 14 and 16 GA, Fy=33 ksi for 18 and 20 GA) Prefabricated Wood: Microllam LVL (Fb=2600 psi, E=1900000 psi) Prefabricated Wood: Parallam PSl (Fb=2900 psi, E=2000000 psi) Soil: Native Site Soils or Strubtural Fill (q a= 3000 psf, q p=250 pcf, p=0.40) Design Criteria PPL REV. 4/1612001 KEYSTONE ENGINEERING, INC. 720-283-4400 FAX 720-283-4248 DESIGN CRITERIA DATE: 3/21/2002 PAGE: 71, DESIGN DEAD AND LIVE LOADS Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF SUB-TOTAL = 0.0 PSF SLOPE CORRECTION "X:12" 0.50 1.00 . MISCELLANEOUS = 0.0 PSF i TOTAL = 0.0 PSF IIROOF SNOW LOAD : = 30 0 PSF . IROOF LIVE LOAD : - 20.0 PSF FLOOR TYPE T DEAD LOAD: 314" plywood or OSB = 2.5 PSF 11 7/8" TJI @ 16" o.c. = 3.3 PSF 1/2" gypsum board = 2.2 PSF = 0.0 PSF = 0.0 PSF = 0.0 PSF SUB-TOTAL = 8.0 PSF PARTITIONS = 0.0 PSF MISCELLANEOUS = 2.0 PSF TOTAL = 10.0 PSF FLOOR LIVE LOAD : Light Storage = 725.0 PSF OR A CONCENTRATED LOAD = 0 LBS APPLIED OVER = 0.0 SF BALCONY OR DECK TVPE 1 DEADLOAD: Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF SUB-TOTAL = 0.0 PSF MISCELLANEOUS = 0.0 PSF . TOTAL = 0.0 PSF FLOOR LIVE LOAD : EnterT ehere - 0.0 PSF EXTERIOR WALL TYPE > DEADLOAD: Metal Building Wall = 3.0 PSF = 0.0 PSF = 0.0 PSF = 0.0 PSF = 0.0 PSF MISCELLANEOUS = 0.0 PSF TOTAL = 10 PSF Enter Materials here . = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF SUB-TOTAL = 0.0 PSF SLOPE CORRECTION "X:12" 2.00 1.01 MISCELLANEOUS = 0.0 PSF TOTAL = 0.0 PSF ROOF SNOW LOAD : = 21.0 PSF ROOF LIVE LOAD : - 20.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF SUB-TOTAL = 0.0 PSF PARTITIONS = 0.0 PSF MISCELLANEOUS = 0.0 PSF TOTAL = 0.0 PSF FLOOR LIVE LOAD : Enter Type here = 0.0 PSF OR A CONCENTRATED LOAD = 0 LBS APPLIED OVER = 0.0 SF Enter Materials here = Enter Materials here = Enter Materials here = Enter Materials here = Enter Materials here = Enter Materials here = SUB-TOTAL = MISCELLANEOUS = TOTAL = FLOOR LIVE LOAD : Enter Type here 0.0 PSF 0.0 PSF ' 0.0 PSF 'i 0.0 PSF I 0.0 PSF ' 0.0 PSF ' 0.0 PSF ' 0.0 PSF 0.0 PSF PSF I EXTERIOR WALL TYPE 2 DEADLOAD: Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF MISCELLANEOUS = 0.0 PSF TOTAL - 0.0 PSF Design Criteria PPL REV. 3/21/2002 KEYSTONE ENGINEERING, INC. 720-283-4400 FAX 720-283-4248 DESIGN CRITERIA DATE: 3/21/2002 PAGE: INTERIOR WALL TYPE 1 DEAD LOAD: 112" gypsum board = 2.2 PSF 2x4 stud & 16" o.c. = 1.1 PSF 1/2" gypsum board = 2.2 PSF = 0.0 PSF = 0.0 PSF MISCELLANEOUS = 2.5 PSF TOTAL - 8.0 PSF INTERIOR WALL TVPE 2 DEADLOAD: 5/8" gypsum board = 2.6 PSF 6" 18 Ga. mtl stud @ 24" o.c. = 0.7 PSF 518" gypsum board = 2.8 PSF = 0.0 PSF = 0.0 PSF MISCELLANEOUS = 1.7 PSF TOTAL - 8.0 PSF UNIFORM AND CONCENTRATED LOADS EXIT FACITIES EXIT FACILITIES > 10 = 100 PSF OTHER EXIT FACILITIES = USE OR OCC. INDIVIDUAL STAIR TREADS = 300 LBS (NOT TO BE COMBINED WITH UNIFORM LIVE LOAD) SPECIAL LIVE LOADS PARTITIONS AND INTERIOR WALLS = 5.0 PSF LATERAL BALCONY RAILING AND GUARDRAILS EXIT FACILITIES > 50 = 50.0 PSF LATERAL OTHER EXIT FACILITIES = 20.0 PSF LATERAL COMPONENTS = 25.0 PSF LATERAL (NOT TO BE COMBINED WITH RAILING LOADS) HANDRAILS = 200.0 LBS VERTICAL OR LATERAL WIND LOADING BASIC WIND SPEED = 90 MPH EXPOSURE = B IMPORTANCE FACTOR = 1.00 SEISMIC LOADING ZONE = 1 SOIL PROFILE TYPE = SD IMPORTANCE FACTOR = 1.00 SNOW LOADING BASIC GROUND SNOW LOAD = 30 PSF SNOW EXPOSURE FACTOR = 0.7 IMPORTANCE FACTOR = 1.00 MINIMUM ROOF SNOW LOAD = 21.0 PSF BLDG DEPT MIN ROOF SNOW LD = 30 PSF ADDITIONAL DESIGN CRITERIA Retained earth pressures; On-site clays -"at res£' = 60 PCF Scope of Work Structural design of foundation and mezzanine framing Design Criteria PPL REV. 3/21/2002 KEYSTONE ENGINEERING, INC. 720-283-4400 FAX 720-283-4248 DESIGN CRITERIA DATE: 3/28/2002 PAGE: PRE-ENGINEERED METAL BUILDING REACTIONS Manufacturer: Rockford, Mfg. Notes: Outside J~Injs ide 1. R eactions provided by Metal Building Manufacturer. This spreadsheet is only a summary of the worst case conditions to be used for foundation design. 2.The positive directions for the column reactions are: HX a) Horizontal: inward direction to the building. b) Verticai: upward direction. 3. Forces on the foundation will act in the opposite direction to the direction of the HZ column reactions Column T pe Manuf. Grid1/ Grid2 Struct. Grid1/ Grid2 Dead Hx Kips Live Hx Kips Wind Hx Kips Dead Hz Kips Live Hz Kips Wind Hz Kips Dead Vy Kips Live Vy Kips Wind Vy Kips 7 J-1 r n-1 € :~,~A9_ . . u ~ 2 R 4 21A 21A 6.97 30.31 -14.35 7.93 30~95 -12.63 4m w wm wm 755 x '1;$50 ~x ~6` . u , ~ LL .,a. , 5 5/A 5%P, 8.41 27.58 -13.10 7.33 28.50 -11.63 93 =,3t29, ' ~263 ~ 7 7/A 71A 7.55 32.76 -15.50 8.52 33.37 T13.62 a h e i~.v'w ~ P x 0 'RT " a ~ 2& 4 2/G 21G 8.97 30.31 -14.35 7.93 30.95 ~ -12.63 5 5%G 5/G 6.41 27.58 -13.10 7.33 28.50 -11.63 1~~~ ,u3d,35 ;„,_.;12~3 7 7/G 7G 7.55 32 .76 -15.50 8.52 33.37 -13.62 rj ~ ,3 u ?Ei i YA 9 W.'~..Si ~*a G Z4 ~ : 1~! ¢ ^'~x ~j 1~c.t' Y{ " (L .~/11 ~ 1 •+S A+ 5 9 ~l x{ v.._.:. +u AY . YR.f ,n Cu:. r r.~ t . a V.....-r ....Y....3n., n S rc 4.,l , v~'. ^ . i..FI n~ Portal Frames '"c. 2 "R G M r~ .1 5 , . F. ~ 3 3/A 3/A 4.57 6.61 8 8/A S/A 4.57 6.61 2 2/ G 2 / G 4.57 -6. 6 1 34 xnkX~'xLr.vit'T x y M._ ~..,'~w 9 I „>`t. ~ '`S,~St?Sew r5=r S'xSF mS"a~~L52~.'.~.F ( ~ ~ 7 7/G 7/G 4.57 -6.61 °HL S III~+ 4~# ' E3IG'' ; ! ~ i~_ ~ t t~ ys ~ r p .yj 5 ' ~ 'T i `'k ~ • 1; 86 -.n ~ vFv r 4u.w e . v h~ ~v3 ~ 'v 3: ~ . x, i4 rv_ l3 ~Y . n~'.kP i.~ vi: sJ: I ....+)YA.Ff.✓: rc m y<4: a. , , ti M c . e ~ ~ R-CC 1/A 1/A 078 0.47 2.18 -1.14 432 COL-2 1/C 1/C 3.14 3.26 6.75 -5.82 ' ~ 3 ; ~ - wg~6 O % % „ , , n. : C L-4 1 F 1 F 1.80 0.29 4.32 -1.47 ~ ~ l« . ~ ~ R-CC 9/A 9/A 0.79 0.18 2.16 -0.78 Gk?L 9 K s 976 r 91H ~ ~ ~ ~ - . ` , 2_18 ~ COL-2 9/C 9!C 2.09 1.43 3.96 -2.81 3~:` C6L 9/D 9lp ~ fi ~46 ; ~ ~ 2D# 408 ' 35~ ♦ ; a.~ x,. , , . ~ _e _ COL-4 9/E 9/E 2.09 1.43 3.96 -2.81 9COL~r ° 9/F 4 9/F2W :.M U 1 $2 ~~Y 21 & t 432 , ~ .~r _ , ~ n ~ ~ _>3.,~ : L-CC 9/G 9/G 0.79 0.18 2.16 -078 . ~ . . . . t t2 vnM T .....T. t 4.'S 1 s... tCV. ....e~ < ^ X-Brace 1 1/C 1/C 2.48 4.84 Ql- 2 O 9 9113 9/B 2.48 -4.64 9~C" Mti Bldg Reactions.xls PPL REV: 3128/2002 KEY5T0E BJ6INEE2IN6, M. 120-283-4400 FAX 120-283-4248 .JOB NO.: 2002-012 DESI6EP BY, PPL DATE: 03/2N/02 PA6E: PRO,EGT: 8-UNIT OFFIGE/Wi FEATURE= FOUNDATION DETAILs PLAN 4 ~ ~ Keystone Engineering,inc. 4400 S Federal Blvd, Ste tA Sheridan, CO 80110-5368 Bus: (720) 283-4400 Fax: (720) 283-4248 Title : S-Unit Office/VJH Dsgnr: PPL Description : Scope: Job # 2002-012 ~ Date: 3:22PM, 28 MAR 02 i~ UseriW-0604160,Ver5.5.0,25-Sev2001 Multi-Span Concrete Beam Page 7~ fe11983-2401ENERCALCEnnineerinoSOftware di9009~90~9.0»~9n02M~e~i..i^d.d»b.~~ Description ~ General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements ~ Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 fc 3,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.70 I Concrete Member Information 9 Description AroA.5 A.5ro8 8 taB.5 8.5mC Cm0 ❑roE EtoE.5 E.StoF Span tt 7.96 7.96 8.00 8.00 17.00 17.00 8.00 8.00 Beam Width in 8.00 8.00 8.00 5.00 5.00 8.00 8.00 8.00 Beam Depth in 42,00 42.00 42.00 42.00 42.00 42.00 42.00 42.00 End Fixity Pin-Pin PinPin Pio-Pin Pin-Pin PimPin Pin-Pin Pin-Pin PimFix Reinforcing Center nfed~ 0 62in2 0.62in2 0.621n2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 Bar oevtnl 38.50in 38.50in 38.50in 38.50in 38.50in 38.50in 38.50in 38.50in Left Areai 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 BarOepthi 2.50in 2.50in 2.50in 2.50in 2.50in 2.50in 2.50in 2.50in Right A1B~ 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.621n2 0.62in2 earoePtw 2,50in 2.50in 2.50in 2.50in 2.50in 2.50in 2.50in 2.50in Loads ~ Using Live Load This Span Yes Yes Yes Yes Yes Yes Yes Yes Dead Load k/ft 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 Live Load k/ft R05UIt5 Beam OK Beam OK Beam OK Beam OK Beam OK Beam OK Beam OK B mae OK Mmax @ Cntr k-ft 2.81 1.00 2.30 0.00 7.77 775 - 0.73 2.10 @ X= k 3.18 4.09 4.43 0.00 7.93 9.07 5.97 3.36 Mn' Phi k-ft 104.86 104.86 104.86 104.86 104.86 104.86 104.86 104.86 Max @ Left End k-ft 0.00 3.62 325 -122 -9.78 -15.33 -9.81 -1.04 Mn' Phi k-ft 107.65 107.65 107.65 107.65 107.65 107.65 107.65 107.65 Max @ Right End k-ft -3.62 -3.25 -1.22 -9.78 -15.33 -9.81 -1.04 -3.96 Mn " Phi k-K 107.65 107.65 107.65 107.65 107.65 107.65 107.65 107.65 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 1.77 2.28 2.49 1.17 4.43 5.08 3.34 1.87 Shear @ Right k 2.68 2.18 1.99 3.31 5.09 4.44 1.14 2.61 Reactions & Deflections DL @ Left k .1.27 3.54 3.34 226 5.53 7.27 5.55 2.16 LL @ Left k 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total @ Left k i 1.27 3.54 3.34 2.26 5.53 727 5.55 2.16 DL @ Right k l 3.54 3.34 2.26 5.53 727 5.55 2.16 1.86 LL @ Right k 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total @ Right k 3.54 3.34 2.26 5.53 7.27 5.55 2.16 7.86 Max. Deflection in -0.000 0.000 0.000 0.000 -0.001 -0.001 0.000 0.000 @ X= ft 3.55 4.09 4.32 5.44 8.05 8.95 2.51 3.52 . Inertia : Effective in4 49,392.00 49,392.00 49,392.00 49,392.00 49,392.00 49,392.00 49,392.00 49,392.00 Shear Stirrups StirrupRebarArea in2 0.220 0.220 0.220 0.220 0.220 0.220 0.220 0220 Spacing @ Left in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ 2'L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @.4*L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @.6'L in Not Req'd Not Req'd Not Req'd Not Req'tl Not Req'd Not Req'd Not Req'd Not Req'd Spacing @.8*L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Keystone Engineering,lnc. 4400 S Federal Bivd, Ste 1A Sheridan, CO 80110-5368 Bus: (720) 283-4400 Fax: (720) 283-4248 Title : 8-Unit OfficeNJH Dsgnr: PPL Description : Scope: Job # 2002-012 ~ Date: 3:23PM, 28 MAR 02 'MPV: DOUIUV I Vser:KW-0604160,Vei5.5.0,25-Se0-2001 Multi-Span Concrete Beam Pa9e"Itc musna.lnm rniFar.ni r. c~~ma.dnn soaware Description Line A General Information Calcuiations are designed to ACI 318•95 and 1997 UBC Requfrements Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 Fc 3,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.70 I Concrete Member Information I Description Ito1.5 1.5m2 2m2.5 2.5ro3 3 io3.5 3.5ro4 4 1o4.5 4.5io5 Span ft 8.96 8.96 11.13 11.13 11.13 11.13 10.04 10.04 Beam Width in 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 Beam Depth in 34.00 34.00 42.00 42.00 42.00 42.00 34.00 34.00 End FiXlty Pin-Pin Pin-Pin Pin-Pin Pin-Fin Pin-Pin Pin-Pin Pin-Pin - Pin-Pin Reinforcing Center ^fedj 062in2 0.62in2 0.621n2 0.62in2 0.621n2 0.62in2 0.62in2 0.62in2 BarOepih 30.50in 30.50in 38.50in 38.50in 38.50in 38.50in 30.50in 30.50in Left A,e=~ 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 I ea, oevh 2.50in 2.50in 2.50in 2.50in 2.50in 2.50in 2.50in 2.50in Right ^fBd l 0 62in2 0.621n2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 e., oepm ~ 2.50in 2.50in 2.50in 2.50in 2.50in 2.50in 2.50in 2.50in Loads Using Live Load This Span 7? Yes Yes Yes Yes Yes Yes Yes Yes Dead Load k/ft 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 Live Load k/ft Point#1 DL k LL k 16.000 16.000 16.000 16.000 @ X ft 3.920 0.960 0.000 0.000 0.000 0.000 8.000 3.960 R25UIt5 Beam OK Beam OK Beam OK Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k-ft 48.64 0.00 4.50 2.48 3.14 2.34 6.72 ~ 40.68 @ X= ft 3.94 0.00 4.75 5.78 5.56 5.27 7.10 3.95 Mn ` Phi k-ft 82.54 82.54 104.86 104.86 104.86 104.86 82.54 82.54 Max @ Left End k-ft 0.00 37.73 -1.89 -6.79 -5.60 -5.45 -7.26 -51.31 Mn' Phi k-ft 85.33 85.33 107.65 107.65 107.65 107.65 65.33 85.33 Maz @ Right End k-ft l 37.73 -1.89 -6.79 -5.60 -5.45 -7.26 -51.31 0.00 Mn`Phi k-ft 85.33 85.33 107.65 107.65 107.65 107.65 85.33 85.33 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 13.59 30.79 2.67 3.22 3.13 2.95 3.96 24.39 Shear @ Right k 18.62 1.42 3.56 3.01 3.10 3.28 28.87 8.43 Reactions 8 Defiections DL @ Left k 1.43 3.97 3.86 4.62 4.38 4.57 4.05 4.52 LL @ Left k 6.82 25.80 -0.77 0.18 0.01 -021 0.92 27.61 Total @ Left k 6.25 29.77 3.09 4.80 4.38 4.37 4.97 32.13 DL @ Right k 3.97 3.86 4.62 4.38 4.57 4.05 4.52 1.59 LL @ Right k 25.80 -0.77 0.18 0.01 -0.21 0.92 27.61 3.65 Total @ Right k 29.77 3.09 4.80 4.38 4.37 4.97 32.13 524 Max. DeFlection in -0.003 0.000 -0.000 -0.000 -0.000 -0.000 -0.000 -0.004 @ X= ft 3.94 2.63 5.12 5.78 5.56 5.34 5.15 5.15 Inertia : Effective in4 26,202.67 26,202.67 49,392.00 49,392.00 49,392.00 49,392.00 26,202.67 26,202.67 Stirrup Rebar Area in2 0.220 0.220 0.220 0.220 0.220 0.220 0.220 0220 Spacing @ Left in 15.75 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 15.75 Spacing @.2'L in 15.75 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'tl Not Req'd 15.75 Spacing @.4`L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Noi Req'd Not Req'd Spacing @.6"L in 15.75 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @.8'L in 15.75 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ Right in 1575 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd KEYSTONE ENGINEERING, INC. p., 720-283-4400 FAX 720-283-4248 Foundation DATE: 3/28/2002 PAGE: V DRILLED PIERS INTO BEDROCK (Net allowable loads have 1/3 increase for wind or earthquake) Description: 1.5/A 3/A 3/A+pF 3/A-PF 5/A N/A NIA NIA PierNo.: 18P1 18P1 18P1 18P1 18P1 NIA N/A NIA Loading Data Dead Load (k) 3.14 12.42 12.42 12.42 16.72 0.00 0.00 0.00 Live Load (k) 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 Snow Load (k) 0.00 33.37 33.37 33.37 28.50 0.00 0.00 0.00 Wind Load (k) 0.00 -13.62 6.61 -6.61 -11.63 0.00 0.00 0.00 Earthquake Load (k) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Drilled Pier Data Diameter (in) 18 18 18 18 18 18 18 18 Penetration (ft) 10 10 10 10 10 10 70 10 No. of Bars 4 4 4 4 4 4 4 4 Bar Size # 6 6 6 6 6 6 6 6 Tie Bar Size # 3 3 3 3 3 3 3 3 Tie Bar Spacing (in) 12 12 12 12 12 12 12 12 fc(psi) 3000 3000 3000 3000 3000 3000 3000 3000 fy(psi) 60000 60000 60000 60000 60000 60000 60000 60000 Concrete Weight (pc~ 150 150 150 150 150 150 150 150 Design Criteria Allowable End Bearing (ps~ 25000 25000 25000 25000 25000 25000 25000 25000 Allowable Skin Friction (psfi 2500 2500 2500 2500 2500 2500 2500 2500 % For Struct. Uplift 100 100 100 100 100 100 100 100 % For Soil Uplift 100 100 100 100 100 100 100 100 Mininimum Dead Load(psg 15000 15000 15000 15000 15000 15000 15000 15000 Mininimum Penetration (ft) 8 8 8 8 8 8 8 8 Mininimum Pier Length (ft) 25 25 25 25 25 25 25 25 Mininimum Reinforcing: 1) % Gross Area of Concrete 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 2) Quantity of Bars: a) No. of Bars 4 4 4 4 4 4 4 4 b) Bar Size # 5 5 5 5 5 5 5 5 Calculated Forces Maxium Compressive Load (k) 3.14 45.79 45.79 45.79 45.22 0.00 0.00 0.00 Net Allow. Comp. Load (k) 155.36 155.36 155.36 155.36 155.36 207.15 20715 207.15 Maximum Tensile Load (k) N/A 1.20 N/A N/A N/A N/A N/A N/A Net Allow. Tensile Load (k) 3.68 3.68 3.68 3.68 3.68 3.68 3.68 3.68 Uplift Factor of Safety (>1.5?) N/A 3.06 N/A N/A N/A N/A N/A N/A Minimum Dead Load (k) 3.14 12.42 12.42 12.42 16.72 0.00 0.00 0.00 Net Req'd Min. Dead Load (k) < ZERO < ZERO < ZERO < ZERO < ZERO < ZERO < ZERO < ZERO Maximum Factored Load (k) 4.39 74.11 74.11 74.11 71.85 0.00 0.00 0.00 Dsgn. Axial Load Strength (k) 42023 420.23 420.23 42023 42023 420.23 420.23 42023 Reinforcing Actual As (in^2) 1.77 1.77 1.77 1.77 1.77 1.77 1.77 1.77 Min. Req'd As (in^2) 1.27 127 1.27 127 1.27 1.27 127 1.27 As.add = 1.7T/(0.9*fy) (in^2) 0.00 0.04 0.00 0.00 0.00 0.00 0.00 0.00 As.min+As.add (in^2) 1.27 1.31 1.27 127 1.27 1.27 1.27 127 0.5*0.01`Ag (in^2) 1.27 1.27 127 1.27 127 1.27 1.27 1.27 0.08*Ag (in^2) 20.36 20.36 20.36 20.36 20.36 20.36 20.36 20.36 Drilled Piers Ln A.xis PPL REV. 3/27/2002 KEYSTONE ENGINEERING, INC. ~ 720-283-4400 FAX 720-283-4248 Foundation DATE: 3/28/2002 PAGE: _ DRILLED PIERS INTO BEDROCK (Net allowable loads have 1l3 increase for wind or earthquake) Description: 1/A 1/A.5 1/13 11B+XB 1IB-XB 1/C 11C+XB 1/GXB PierNo.: 18P1 18P1 18P1 18P1 18P1 18P1 18P1 18P1 Loading Data Dead Load (k) 3.43 2.79 3.08 3.08 3.08 4.67 4.67 4.67 Live Load (k) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Load (k) 2.16 0.00 4.32 4.32 4.32 6.75 6.75 6.75 Wind Load (k) -1.14 0.00 -1.47 -4.64 4.64 -5.82 4.64 -4.64 Earthquake Load (k) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Drilled Pier Data Diameter (in) 18 18 18 18 18 18 18 18 Penetration (ft) 10 10 10 10 10 10 10 10 No. of Bars 4 4 4 4 4 4 4 4 Bar Size # 6 6 6 6 6 6 6 6 Tie Bar Size # 3 3 3 3 3 3 3 3 Tie Bar Spacing (in) 12 12 12 12 12 12 12 72 fc(psi) 3000 3000 3000 3000 3000 3000 3000 3000 fy(psi) 60000 60000 60000 60000 60000 60000 60000 60000 Concrete Weight (pcf) 150 150 150 150 150 150 150 150 Design Criteria Allowable End Bearing (psf) 25000 25000 25000 25000 25000 25000 25000 25000 Allowable Skin Friction (psf) 2500 2500 2500 2500 2500 2500 2500 2500 % For Struct. Uplift 100 100 100 100 100 100 100 100 % For Soil Uplift 100 100 100 100 100 100 100 100 Mininimum Dead Load(ps~ 15000 15000 15000 15000 15000 15000 15000 15000 Mininimum Penetration (ft) 8 8 8 8 8 8 8 8 Mininimum Pier Length (ft) 25 25 25 25 25 25 25 25 Mininimum Reinforcing: 1) % Gross Area of Concrete 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 2) Quantity of Bars: a) No. of Bars 4 4 4 4 4 4 4 4 b) Bar Size # 5 5 5 5 5 5 5 5 Calculated Forces Maxium Compressive Load (k) 5.59 2.79 7.40 7.40 9.88 11.42 11.42 11.42 Net Allow. Comp. Load (k) 155.36 155.36 155.36 155.36 207.15 155.36 155.36 155.36 Maximum Tensile Load (k) N/A N/A N/A 1.56 N/A 1.16 N/A N/A Net Allow. Tensile Load (k) 3.68 168 3.68 3.68 3.68 3.68 3.68 3.68 Uplift Factor of Safety (>1.5?) N/A N/A N/A 2.36 N/A 3.19 N/A N/A Minimum Dead Load (k) 3.43 2.79 3.08 3.08 3.08 4.67 4.67 4.67 Net Req'd Min. Dead Load (k) < ZERO < ZERO < ZERO < ZERO < ZERO < ZERO < ZERO < ZERO Maximum Factored Load (k) 8.48 3.90 11.66 11.66 14.66 18.01 19.42 18.01 Dsgn. Axial Load Strength (k) 420.23 42023 420.23 42023 42023 420.23 420.23 420.23 Reinforcing Actual As (in^2) 1.77 1.77 1.77 1.77 1.77 1.77 1.77 1.77 Min. Req'd As (in^2) 1.27 1.27 127 1.27 1.27 1.27 1.27 1.27 As.add = 1.7T/(0.9'fy) (in^2) 0.00 0.00 0.00 0.05 0.00 0.04 0.00 0.00 As.min+As.add (in^2) 1.27 1.27 127 1.32 127 1.31 1.27 127 0.5`0.01*Ag (in^2) 1.27 1.27 1.27 1.27 1.27 1.27 1.27 1.27 0.08'Ag (in^2) 20.36 20.36 20.36 20.36 20.36 20.36 20.36 20.36 Drilled Piers Ln 1.xls PPL REV. 3l27/2002 KEYSTONE ENGINEERING, INC. ry7 720-283-4400, FAX: 720-283-4248 JOB NO.: Q'/L-0I Z DESIGNED BY: 7 NL DATE:372U• C~Z PAGE: 10 ~ PROJECT: f/V,~I-r IW~ FEATURE: IoIIo•~Iln4 DETAIL: LlNX- ~ t*R~~ 6E44M % D ~ , O ~S aM 4►b`'~,~_ ~ ~n (z) -0 - S x Co*►~. f+l oTci M ! nISPGZ.-i~13-? R>tqy" L•~~ ~~~TTM, ~mc~) l~ m ° F€1~.~ ~ ~ ~ ~~pti N : (43Z" f ~76~ ~ (~t -4 ~AY. kGtivv.► t,,: aA fv~o kfe7'j ~ ~q,554~ ,43e <z~~~~ ~k e~m t" ~t~tr4~ HSrnlt~ dZ." r ~ ~ =~,tavi7`+' A~ = a, r~°►`~ 19Z Ew;7- (3 u afovE7- A, v vtnvl-L oB I I r,) O!r- COOTI)r~us - ~ 5 q ~C I~'' ~ ~ f?IUW l.eV A°%:= d~L702-0 (rV~) (j;>11) ~t Wt~9-L 14 7- vr-.i J~,5 WUM KEYSTONE ENGINEERING, INC. y(~^n~ 2 ~ I 720-283-4400, FAX: 720-283-4248 .IOB NO.: Z'Ut~ DESIGNED BY: DATE: r/ PAGE: PROJECT: FEATURE: 4vtmjtk" orJ DETAIL A 1,71 r ~~LRrvCtL OfT Z/A i ',4 (-M77'Z 4 C30,9z~y'~ _ U3,-IZx° 5 li ( ,Z~ -A 7.7741 ` '~Zr~ t Yl Z t~~►4~ 1Z = [,tz l c~~~ = a,~ivCn~ul~o.'~5 (°~"~'>~I!/z ~r~ ►~~Z 1-i- W~~fPfuZ,vlz~] = Z u?a,-l2v < zn,5 ~ W` i/ - ~n~'vc.~ tgv- fz, (om> ►4~ rw? &W4lAlpA1> p"AFL)?5 CIS== ~i ~~~`2 ~t~. ~T ; vci°w;)'~ 5Lo ~zs7~:►,zq' 73z c~t j 'o ~ad . ~l ~ ~ t-'~Z KEYSTOPE Br61PEERIN5, ING. 120-283-4400 FAX 120-283-4248 JOB N0.= 2002-012 DE5I6NED BY= PPL DATE: 03/24/02 PA6E: l2 PfdO.EGTi 8-UNIT OFFICFIYH FEATUf€: hEZZANINE DETAIL: PLAN Q Q .vii .L/I .Y/G Y~6 J t-,GI ML YG / LIO .Y/G 6.9G . .y .ric d~c~ . cn a. rri c-. a i a,a .c, a .ria u-.t .L/I .L/1 0 .L/1 W~ 6 d ~ I o 0 ~ F I I I I g ( I I I I I I ~I I I I I I I a t i w u i ~r . ~ i l N o 0 ~ O N Q O ~ a ~ i ai u i U~ a ~ . I o ( I I I I I I I I ~ an a O ~ I , . I ~ I I I I g I I : 0 J J/6 Pdl .a~i ~i .o-~u•.o-~i•~u .+n n au ~no i un .ric o-~ac \I ~ R ~ n 4 0 z \ R a _ n i § II x _ u M sie~ fJ/G Ylb n 6 • . Mezzanine Joist (Single Span) 1~ iLi eem~~a Serial mber:70011760t 11.875" TJIO/ProT""-150 JOIST @ 12.0" o/c BEAMUSA 1001 3/2112002 1:11:37PM Page 1 of 1 Build Code: 148 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ~ ~ ~❑r ' 10' 10 ~u Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - COM. Application. Loads(ps~: 125 Live at 100% duration; 10 Dead; 0 Partition SUPPORTS: INPUT BEARING REACTIONS(Ibs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x4 Plate 3.50" 2.25" 678 / 54 / 732 1 11.9" Detail A3 1.25" LSL Rim 2 2x4 Plate 3.50" 2.25" 678 / 54 / 732 1 11.9" Detail A3 125" LSL Rim See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(Ib) 1000 1000 1420 Passed(70%) Lt. end Span 1 under Safe loading Reaction(Ib) 995 995 1081 Passed(92%) Bearing 1 under SaFe loading Moment(ft-Ib) 1835 1835 3765 Passed(49%) MID Span 1 under Floor loading Live Defl.(in) 0.133 0.348 Passed(U938) MID Span 1 under Floor loading Total DeFl.(in) 0.144 0.521 Passed(L/868) MID Span 1, under Floor loading - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: L/360, TL1/240, ALT:L/480@50.0 pso. - Deflection analysis is based on composite action with single layer of the appropriate span-rated, GLUED & NAILED wood decking. - Brecing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherv✓ise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Concentrated load requirements for standard non-residential floors have been considered. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier orTJ technical representative for product availability. = THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Aliowable Stress Design methodology was used for Code UBC analyzing the TJ Residential produd listed above. OPERATOR INFORMATION: 2002-012 S-Unit Office/WH Keystone Engineering Inc Paul P Larsen PE 3361 S Necombe Ct Lakewood, CO 80227 303-763-2840 303-763-2874 Copyright 0 2000 by Trus Joist, a Weyethaeuser Business. PmTM, TJ-Pm*" antl TJ-Beamn^ are iratlemarks of Tms Joisl. 7JIO is a registered trademark ot Trus Joist. , Mezzanine Joist (2-Span) sTJ-BeaV~s.s5Serial N moer:7oo1nso1 11.875" TJIO/ProTM-150 JOIST @ 12.0" o/C BEAMUSA 1001 312112002 1:13:06PM Pa9e 1 of 1 Builtl Cade: 148 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension = 22' 1 116" ~ 11' 4 0' 8 Product Diagrem is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - COM. Appiication. Loads(psf): 125 Live at 100% duration; 10 Dead; 0 Partition SUPPORTS: INPUT BEARING REACTIONS(Ibs.) WIDTH IENGTH LIVE/DEAD/TOT. PLY DEPTH DETAII OTHER 1 2x4 Plate 150" 225" 635 / 45 / 680 1 11.9" Detail A3 125" LSL Rim 2 2x4 Plate 3.50" 3.5" 1695/ 136 / 1831 1 11.9" Detail B3 3 2x4 Plate 3.50" 2.25" 602 / 40 / 643 1 11.9" Detail A3 125" LSL Rim - See TJ SPECIFIER'S / BUILDE R'S GUIDES for detail(s): A3, B3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(Ib) 1000 1000 1420 Passed(70%) Lt. end Span 1 under Safe loading Reaction(ib) 1831 1831 1895 Passed(97°/a) Bearing 2 under Floor loading Moment(ft-Ib) 1989 1989 3765 Passed(53%) Rt. end Span 1 under Floor loading Live Defl.(in) 0.121 0.373 Passed(L/999+) MID Span 1 under Floor ALTERNATE span loading Total Defl.(in) 0.127 0.559 Passed(V999+) MID Span 1 under Floor ALTERNATE span loading - Allowable moment was increased for repetitive member usage. - DeFlection Criteria: STANDARD(LL: U360, TL:U240, ALT: V480@50.0 psf). - Deflection analysis is based on composite action with single layer of the appropriate span-rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed othenvise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - The load conditions considered in this design include Alternate member loading. - Concentrated load requirements for standard non-residential floors have been considered. ADDITIONAL NOTES: H - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specifc product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Code UBC analyzing the TJ Residential product listed above. PROJECT INFORMATION 2002-012 8-Unit Office/WH OPERATOR INFORMATION: Keystone Engineering Inc Paul P Larsen PE 3361 S Necombe Ct Lakewood, CO 80227 303-763-2840 303-763-2874 Copyright 0 2000 by Trus Joist, a Weyerhaeuser Business. Pm*", TJ-Pro^^ antl TJ-Beam*" are tratlemarks of Tms Joist. TJIS is a regisleretl irademark of Trus Joisi . D12002\2002-012\M-J01.em J~~ei~i' Mezzanine Header '~"`v~ r~` TJ-Beam(TM) 6.02 Serial Number: 7002013908 2 Pcs of 1 3/4" x 9 1/4" 1.9E Microllam@ WL User:2 3/2912002113774AM Page 1 Engine Vereian: 1.2 1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN . CONTROLS FOR THE APPLICATION AND LOADS LISTED ~ ~~F2~ d--3' 3"-c Product Oiagrem is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 12' Primary Load Group - Storage - Light (pso: 125.0 Live at 100 % duration, 10.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/UpIifflToTal 1 Stud wall 1.50" 1.78" 2438 / 210 / 0/ 2647 2 Stud wall 1.50" 1.78" 2438 / 210 / 0/ 2647 Detail Other A1: Blocking 1 Ply 1 1/2" 1.5E TimberStrandO LSL A1: Blocking 1 Ply 1 1/2" 1.5E TimberStrandO LSL -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A1: 8locking -Bearing tength requirement exceeds input at support(s) 1, 2. Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: Maximum Shear(Ibs) 2647 Moment (Ft-Lbs) 2151 . ve Load Defl (in) ~ otal Load Defl (in) Design Control Control -1188 6151 Passed(19%) 2151 11204 Passed(19%) 0.016 0.081 Passed (U999+) 0.017 0.162 Passed (U999+) Location R[. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading I~ -Deflection Criteria: STANDARD(L1:V480,TL:L1240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed othenvise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -Concentrated load requirements for standard non-residential floors have been considered. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ), TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. -Note: See TJ SPECIFIER'S / BUII.DER'S GUIDES for multiple ply connection. PROJECT INFORMATION: 2002-012 8-Unit Office/WH Copyright O 2001 by Trus Soist, a Weyerhaeuser Business MicrollamO is a regis[ered trademark of Trus Sois[. D:\2002\2002-012\M-H01.sms OPERATOR INFORMATION: Paul Larsen Keystone Engineering Inc. 4400 S. Federal Blvd. Ste. 1A Sheridan, CO 80110-5368 Phone:720-283-4400 Fax :720-283-4248 office@kstonecorp.com Keystone Engineering, Inc. 4400 S Pederal Blvd, Ste 1A Sheridan, CO 80110-5368 Bus: (720) 283-4400 Fax:(720) 283-4248 Title : 8-Unit OfficeIWH Dsgnr: PPL Description : Scope: Job # 2002-072 P ~ Date: 12:47PM, 29 MAR 02 I User:IW0604160,Ver5.5.0,25-Sep2001 Timber Column Design r'age ~ I fo119A3JMiENERCALCEnaineerimSoftware d420021200Z0@4 2 0 0 2-012ecw~Calculatiore Description I General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements M Rectangular Column Column Depth Width Sawn 2x4 i otai t;oiumn rieignt Load Duration Factor 3.50 in Fc 1.50in Fb E - Elastic Modulus 1.00 Le W for Azial 1,300.00 psi Lu XX for Bending 850.00 psi 1,300 ksi 0.00 ft 8.00 ft Hem Fir, No2 Loads - ~ 00H Dead Load Live Load Short Term Load Axial Load 160.00Ibs 2,000.00 Ibs 0.00 Ibs Eccentricity O.OOOin Appiied Moment 0.00 in-# 0.00 in-# 640.00 in-# Max. Design Moment O.OOin-# O.OOin-# 640.00 in-# ammary Column OK Using : 2x4, Width= 1.50in, Depth= 3.50in, Total Column Ht= B.OOft DL+LI DL+LL+ST DL+ST fc : Compression 411.43 psi 411.43 psi 30.48 psi Fc : Allowable 474.31 psi 474.31 psi 474.31 psi fbx : Flexural 0.00 psi 208.98 psi 208.98 psi F'bx : Allowable 1,193.87 psi 1,193.87 psi 1,193.87 psi Interaction Value 0.8674 0.7524 0.1907 Stress Details ~ Fc : X-X 474.31 psi For Bending Stress Calcs... Fc : Y-Y 1,495.00 psi Max k•lu I d 50.00 F'c:Allowable 474.31 psi Actual k'Lu/d 21.22 F'c:Allow' load Dur Factor 474.31 psi Min. Allow k'LU / d 11.00 F'bx 1,193.87 psi Cf:Bending 1.500 F'bx' Load Duration Factor 1,193.87 psi Rb :(Le d/ b^2) ^.5 16.576 For Axial Stress Calcs... Cf : Azial 1.150 FUCial X-X k Lu / d 27.43 Axial Y-Y k Lu / d 0.00 1:;'~ r~ \ QIIf ~ ~ ~ ~ ~ ~ ~ I ~ ~ o ~n - ~ o o n m ~n v m m o m m m ao ~ m o <o ~ m o m a m ~ o ~ m o S ~ v m ~ n r ~n o o m o o m a . O O ~ C ) O O I W ~ O l C ~ O m ~ O O1 N ~ O) ~ O N N ~ O ) 1 ~ ' O N ~ O CI N O t 7 N ~ d C J ~ N Q N . J ~ N l~D C O r 1 ~ t ~ N O ~ ~ 1 [I ~ S U N C O O O N ~ h CI n d O N O LO ~ m( 7 YI ( O O ~ N O O C O J 1 ~ p . . N O A N ~ O C ] ~ O M ~ O C J N O Y m ~ K N ~ V t7 ~ N V N ^ m ~ u) V N f 0 N C ) ! 1 A t h m t O 4 J ~ b d. C p~ ( p r y ~ < O h 1 ~ O 1 ~ ~ h N In VI r O O 1 ~ m O~ C J C ) 1 ~ O O N 1 ~ m ~ E ' O N O ~ O O ~ W Z [7 N O K C l ~ N a 7 ~ N( 7 ~ N d N 10 V CI ( O d N N V 1 [ 7 f ~ t 0 C h N l 7 F l 0 C m h N O~ Cl 1 n N Of 0 , O ~ 1~ m N ~ ^ A ( O [ O N N t0 N O ~ ~O 1~ ~ D O < CJ ~ ~ W( ~ I ~ C O~ (7 O t 0 ~ 1 ~ O [O N~ O O N N ~ r O OI W ~ O RI r O Ol ~ O O~ N O O~ ! ~ O N Ol N ~ O CI N O CI N O m N ~ V( 7 ~ N ^ N fO P N J . N N = h ~ ~ ~ ~ C O n ~ W C m t7 ~ N 1~ O~ U Al N ~ O CJ m m M 1~ N N N m N ~ O C) ~ O CJ N O C] N O V f ~ N C) ~ d M ~ v1 M N (O < N N < N f0 ^ (h h y M L (C < O~ h N y m b C N ~ V O t0 ~ 0 (7 C m (7 h C ~ ~ N 1~ 1~ OI f7 C (D e f- . N Ol 1~ O d' C] m O ~ O~ ~ c0 O ~ ~ h O ~ N < \ J . • ~ ~ d . CJ ~ - ~ 1II - i t7 - ~ - . N - r d - N - ~ N - ~ Y - i N - (C - d - N - 1~ VI m N N (7 . h N Cl f0 (O V 0 l0 C m f~ < O~ I~ Ifl N ~ (O N O~ h ~ O C N N p m I~ t7 N O 0 N O OI t0 (O O Cl ~ N O O C h < m th O C r c0 ~ n (7 1~ < i ~ N N 0 ~ O O [O ~D J y.l ~ O 0 ~ O OI N ~ ~ O) ~ N ~ m N T ~ ~ O i t7 ~ N ~ O i CI ~ ~ O ~ t7 ~ N i O ~ C ~ [7 " r C] • N ~ ~ C r ' ~ N i l7 N [O V' i N ~ 1~ ~ 1n i ^ LL N I ~p Cl O (O ~ F O N ~ ~(1 ul ~ N O m ~ O~ V 10 VI O [7 ~ I~ W ~ d 1(1 (O O ~ th GI m N fO . VI . N ~ N ~ CE , N . V ~ O ~ O N O CJ N ~ V . . {7 ~ C . Cl . ~ . VI . t~f ~ . i(1 . V . N ~ YI . C . N ~ (O ~ C . N ~ l0 , VI . C] tO N l~l 1~ N (7 l0 ~O O Of n Yl N J IO . m . J~ ~ ~ rv m o o v n ~o o ~ ~o o ~ a n m o ~n a m o o ~m m ~ a r a = w o m ~ m m 0 ~o ~ ~ ~n ~ o a J~ N t7 N N C N l0 N CJ ~O ~(1 CI N t0 (O O h t0 V [O l0 V O1 f~ I(1 m r VI T I~ N N W t0 N W 1~ N ~ m p~ ~ O e eJ N Of m ~ O N O h O N ~ N N Oi O O N O~ t0 o'I oJ Oi ~ N h N ~ N d ~ J ~ ~ ~ ~ ~ ~ ~ f N - O a N ~ t7 ~ N ~ ~ ~ V . CI ~ ~ N ^ N < C] ~ Vf d f f0 V N h N t7 OJ t0 y a O ~ y Z O ~ ~ ~ m N m m n ~ ~ t - - - N Cl O l0 t0 N ~2 2 r V1 t7 1~ N l~ Ul 9 1~ N N I~ C OI h ~(I N m fD N m N N O~ ~O N N n N N m N N m ~ ~ p.C ~ OI ~ f~ N r V ~ ~ • h r ~ ~ t0 ~ O ~ ~ 1~ . O (O • O • f ~ ~ f0 ~ O ~D i ~ . V i C • O ~ O ~ ~ i ~D ~ m ~ m • N ~ Cl i N ~ ~ ~ ~ 0 ~ O i 0 ~ (O ~ OI ~ f0 ~ ~ N ~ O O) N O C] N ~ Cl N ~ V ~ f) C) N C CJ ~ N a N f0 C M N < ~ N - f0 - N - C] - h - N ty - UJ - ~D - p - pl - 1~ - N - (n - ~o - a m o a n ~o ~ ~o o ~ ~v > v~ a m o o ~m m ~ < n a ~ a o m m m o m ~ ~ ~n ~ o v o N : j ~ ~n n N in c t~ ~c v~ m m ~m m ~ a « ~o a , n ~ m ~ a m m a m n ~n m r ~m m ~ ~n N m ~o ~ m n ~ N N ~C C O) OI ~ N < ~ N O ~ ~ O m 1aryr 0 OI N PI V O N N N N h t0 t0 N h 10 ~ O) 1~ ~ N ~ ~ N O O N ~ n vi m m ~o v m r ~m m ~ ~n m ~ > CO l0 O W l0 ~ Gi (O N O 1~ N O 2 h N O f~ (O ~ m N N A f0 y p O t0 O r N I(1 (7 (0 V - ft r 6 ; i W n ~ ~ m ~ N C ~ O N ~ O T O t0 Ol O l0 W ~ p Vl O CJ t7 m CJ e- I(] Vl N V O W ~ ~ I~ OI N Of p m N ~ N 0 ~ I J~ O ~ I I~ N O! 0 N ~ O N [O ~ f0 ~ O N W f0 ~ N ~ J J O N (O ~ N N ~ t7 N N m ~ Y N N N T ~ N N m ~ e{ N N N O~ fO N [7 N O N h N N e- N pi N ~p N CJ N C ~ ~ ~ ~ ~ ~ C N ~ N ~ O O (O O J N W (O T W N f~ 1~ h C O N O O (7 ~ vl m < ~ 1~ J S.' O N W tC ~ N OI ~ fO N O N 1~ N O N h ~ N ' •1 N Oi ~ Cl N N m ~ < N N Of ~ N N N IA N l7 N O N ~O N C N N I~ N YI N ry N N N N M N N ~y ~ c ~ ° ° ~ a m m rv m m m . Ij . o m o m c~ c~ t~ m m ~ ~n o m ° v ~o = o ~ N ° m m m •r a ~ ' M ~ ~ m m N J L' . v N N m in N w N m ~ ~c m N o N m N m N o N n N I fo N w N m N ~n N ~ m m N m N o CI n N v N o l7 n N m N f7 m N v N m C] N m N v M t7 n N CI w [7 m N ~ ~ n O ~ A ~ ~ O t' 1 T ~ N OI N V Oa Va O ~ N t0 N VI h N O ~ C l7 Cl ~ h t0 Ol lh ~ ~ Cf 0 p N V N • J L' ~ N . N . N ~ N ~ N ~ N r M . N i N • N ~ N . N ~ (7 N N ~ N . N . m ~ N ~ N ~ ~ ~ ~ . ~ ~ c~J ~ ~ N y lh ~ C] ~ N . tN+l . l~'l . N ~ m . m ~ N . [m'1 ~ t~~l ~ . < ~ m ~ [~+1 Q CJ C N 10 < N N < N Ip N t0 N 10 N 1O N b C N 10 O N IO O N 10 N 0 V N b N f0 N . = ~ N N N N N N Q tp p l1_OC m OJ f0 LO (O [O 1O C ^ R Q N N N ~ ' N N 3 I ~ . ~ ~r N ~i N ~i N 1 ~i y 11 f ~ N V U U U U U V U U U U U U U ~ Vl CO l~Y Q ~ Y 4 ~ V J ~ ~ 9 d~ ~ ~ Cf T U 3 z z m %Nl 4,/tCJ"r7- IV IC462 1'fj6lA " 1~~ Al k9'~"e',e~ O ~e~,'2.2 = \olhrll 7~012) ~nU = (27 tc" ) ~cZ)4;`!LZ = V '~Cl `'o ° ~iM~ ~`o ° ~S ~ " ~M ~ ~~~'iz =5 ~ "~Q ~ ° ~ ~ ~1~') ~ ~.t~~~}~7 . C7 ~ 1.~,~~a2 ~w4oz ~ , <MZ L ' "z f+ -W,f~ SN--Azn ~l~}1 I"tSi~v~,L ✓ ~ °z =W ~ ol = 0 A ~ N ~c S~ ~a ~ (01 103road f°+~tzmvd O. Z 31ea ne oaNOisao oN eor gqZ7-E8Z-OZL :Xt/~ `004b-£8Z-OZL ~ ~ ~ 'ONI `JNRi33NIJN3 3NOlSA3)1 ICACONSTRUCTION INC. 13200 W. 43rd Dr. #207 Golden, CO 80403 Phone 303-278-0078 Fax 303-278-0188 To: Travis Crane City of Wheat Ridge Project: 13101 W. 43rd Dr. Date: April 24, 2002 In response to your plan review comments: Item 1. Landscaping: A. Has been addressed by Baseline Engineering and changes have been made to the site plan. This has also been addressed by PowelUTyler and the changess have been made to the landscape plan. B-F are all addressed by PowelUT'yler on 4her landscaping plan and all necessary changes have been made. Item 2. Parking: A. The van accessible handicap pazking requirements have been changed on the site pian. B. The curb cut changes have been made to the site plan. Item 3. Building: A. A complete set of architecturai drawings with elevations have been submitted. All details such as lighting and grade to roof ineasurements have been included. The materials of the building aze the same as the buildings located at 13200 W. 43rd Dr., except for slight variatons due to different metal manufachuers. Color charts of the building colors and material manafacturers are included as a separate sheet. B. A detail of the trash enclosures is included on the site plan. The back side of fhe encloswe will be incorporated into the retaining wall, which is a venhue block wall. The front and gate part will be a chain link with the plastic privacy slats. A brochure of the fencing materials and colors is on the color sheet. Item 4. Exterior Lighting: A. No free-standing lighting is proposed at this time. B. Lighting on the elevation plan is ind'uect lighting underneath the canopies. Item 5. Signage: A. As we discussed, the wall mounted signs will be an 8 foot by 2 foot frame with a removable blank to keep the signage on the building consisitent. As owners and tenants move in they will individually submit for a sign permit. I am well aware that no free standing signage is permitted., Item 6. Fences: A. No perimeter fencing is planned for at this time. Should you have any further questions, please do not hesitate to call. Sinc e , D ielues 303-589-9454 POWELL • TYM ASSOCIATES, Inc. PLANNING AND LANDSCAPE ARCHITECTURE April 23, 2002 City of Wheat Ridge 7500 West 29`h Avenue Wheat Ridge, Colorado 80215-6713 RE: 44T" Street Industrial Pazk Lot 25 Dear Travis R. Crane: The applicant has reviewed the 13101 W. 43`a Drive Building Permit Review letter (Dated April 9, 2002) by Travis R. Crane, Planner. We would like to provide the following responses to Landscaping: A. There must be a minimum five foot (5') landsca~ing buffer between the parking spaces and the east and west property lines. Pursuant to the 44` Avenue Planned Industrial Development, the minimum side yard setback for any parking lot is five feet. You should be aware that this will increase your total landscaped area, thereby increasing your required specimens. APPLICANT RESPONSE: Parking has been shifred S offthe property line. Native grass will be planted in this space. ,7 ~ B. There must be a minimum ratio of sixTy percent (60%) coniferous trees for this development. APPLICANT RESPONSE: Trees have been added: the 6,000 sf of landscape area there are 12 ~ (twelve) trees total, 7(seven) (60%) of which are coniferous, 3(three) of which are deciduous shade trees, 2(two) being ornamental. C. There are conflicting figures for the total landscaped area provided. The landscape plan details 6,298.7 square feet. While the Site Summary on page C-1 details 8,302J4 square feet. The required street tree count will also need to be increased, dependant on which figure is correct. The 44'h Industrial Park P.I.D. requires a minimum of 2 trees per one thousand square feet of landscaped area. APPLICANT RESPONSE: Total project site area is 45,551.78 sf. Total landscaped area provided is 6,000 sf. Trees have been added, (2 trees per 1,000 sf of landscape area) there are 12 (twelve) trees. D. There should be a data table which details the amount of living landscaping and non-living landscaping, such as bark or rock. These figures should be in square feet. APPLICANT RESPONSE: See landscape plan for revised Project Data table. E. There should be a note on the landscape plan which indicates that all cobble/rock material will be at a depth of at least three inches (3"). APPLICANT RESPONSE: See landscape plan `Landscape Notes-Mulch' for updated information for depth of mulch. 1120 Washington Avenue, Suite 260 • Golden, Colorado 80401 •(303) 271-9040 Office •(303) 271-9043 Fax F. The boulder massing at the northwest comer of the property is ambiguous in nature. If these boulders are existing, they should be labeled as such. If they are proposed, you should be aware that all landscaping must be on-site. APPLICANT RESPONSE: The ambiguous boulder massing has been removed. A boulder retaining wall has been added on the project lot. See landscape plan. If you have any questions or comments please don't hesitate to call. Sincerely, Powell Tyler Associates, Inc. Kim Holland Landscape Architect KRH: kh CC: pan Mues-ICA Construction Incorporated Baseline Engineering The City of 7500 WEST 29TH AVENUE ~he at WHEAT RIDGE, CO 80215-6713 (303) 234-5900 City Admin. Fax # 234-5924 9 April 2002 ICA Construction Incorporated 13200 W. 43rd Drive Golden, Colorado 80403 Police Dept. Fax # 235-2949 GRidge RE: 13101 W. 43`d Drive Building Permit Review I haue completed my initial review of the above mentioned project which was submitted to the City, and I have the following comments: Landscaping: A. There must be a minimum five foot (5') landscaping buffer between the parking spaces and the east and west property lines. Pursuant to the 44`h Avenue Planned Industrial Development, the minnnum side yard setback for any parking lot is five feet. You should be aware that this will increase your total landscaped area, thereby increasing your required specimens. B. There must be a minimum ratio of sixty percent (60%) coniferous trees for this development. C. There are conflicting figures for the total landscaped area provided. The landscape plan details 6,298.7 square feet, while the Site Summary on page C-1 details 8,302.74 square feet. The required street tree count will also need to be increased, dependant on which figure is correct. The 44`h Industrial Park P.I.D. requires a minimum of 2 trees per one thousand square feet of landscaped area. D. There should be a data table which details the amount of living landscaping and non- living landscaping, such as bark or rock. These figures should be in square feet. E. There should be a note on the landscape plan which indicates that all cobble/rock material will be at a depth of at least three inches (3"). F. The boulder massing at the northwest corner of the property is ambiguous in nature. If these boulders are existing, they should be labeled as such. If they are proposed, you should be aware that all landscaping must be on-site. 2. Parking: A. You must provide at least one van accessible handicapped parking space. This van accessible space must be at least eight feet (8') wide with an eight foot (8') access aisle. B. The curb cuts for both drive aisles are located eighteen feet from the property lines. Pursuant to Section 26-501(D)(4)(a), curb cuts must be located a minimum of twenty- five (25') from the property line. 3. Building: A. You must supply engineered elevation drawings, to be in the standard 24"x36" format. g, RECVCLED PAPER The City of 7500 W EST 29TH AVENUE ~7h e at WHEAT RIDGE, CO 80215-6713 (303) 234-5900 City Admin. Fax # 234-5924 Police Dept. Fax # 235-2949 GR idge The 8.5"xl l" elevations are not acceptable for review. These elevations should detail, among other things, materials used, expected color of all materials, measure of distance from grade to roof line, including all pertinent features such as doars and windows, color of canopies and location and height from grade of all wall-mounted light fixtures. You may view an example of an acceptable elevations drawing at City Hall. B. You must provide a detail of the trash enclosure, complete with material used and height of structure. 4. Exterior Lighting: A. If any free-standing lights aze proposed, you must detail them on the plans. You should be aware that the maximum allowable height for a free-standing light fixture is eighteen feet (18'), and there must not be any light pollution spilling over the property lines. B. As mentioned in item 4A above, the wall mounted lighting must be detailed on the elevations page. 5. Signage: A. Any exterior wall mounted signs must be approved by the City prior to installation. The individual tenants must apply far and receive a sign permit. You should be aware that free-standing signage is not permitted for this site. 6. Fences: A. If any perimeter fencing is planned for this site, it should be detailed on the site plan. You should be aware that the maacimum height for fencing is six feet (6) for fencing not to be located in the front yard setback. Any fencing within the thirty foot (30') front yard setback may only be 48 inches in height. Please make all corrections prior to the next submittal. You should be aware that the City charges a resubmittal fee far any corrections required after the second submittal. Please be awaze that any corrections required by either the Public Works or Building Departments may impact my comments. If you have any further questions, feel free to give me a call. I can be reached at 303.235.2849. Thank You, Travis R. Crane, Planner g~ RWVCLEO PAPER City of Wheat ltidge, Colorado L~ A Building Division ~ ~ Plan Review Correctiois Notice ~a!/ I Ghj~ Address: 13101 W 431d Drive Owuer: Glascock Contractor: ICA Construction Project: 16500 sq ft Office/Warehouse Occupancy: S-3 / B/ Valuation: $600K Date: April 8, 2002 1✓Provide a warranty deed filed with the county. 2: /Provide a site plan showing building setbacks, distance to property lines, dumpster enclosure material ~nd gate materials, handicap parking stall details with signage. 3.✓ Foundation plan does not indicate pier diameter, pier length, bedrock penetration depth. 4. Provide complete plans drawn to scale, i.e. floor plan, plumbing plan, mechanical plan, restroom detail, ~ne-hour wall and floodceiling assembly details. 5. Storage area guardrails to be 42 inches high minimum, with baluster spacing not exceeding 4 inches. 6.✓ Provide one-hour fire resistive exterior wall detail for north wall due to distance to property line. 7! Provide approval letter from fire district with resubmittaL 8. Provide complete individual, stapled rolis of plans (3 sets), unassembled and incomplete plan sets will not be accepted for resubmittal. Please make these atlditions or corrections to the submittal and resubmit for review, if you have any questions please contact me at 303-235-2853. Thank ou, Darin M Cotles inistrator ICA CONSTRUCTION INC. 13200 W. 43rd Dr. Unit 207 GoidPr, rn anans Phone 303-278-0078 Fax 303-278-0188 March 27, 2002 Darin Morgan Codes Administrator City of Wheat Ridge Re: 13101 W. 43rd Dr. One 8 Unit office cond'o warehouse building Codes Analysis Group F " Division 1 only Plastic products- prefab countertop Millwork (sash and door) Woodworking, cabinet. Group M Sales rooms Wholesale and retail stores Group S Division 1 and 2 only Anticipated Uses Smail Contractors needing small office with inside storage: Plumbing Heating Electrical Landscape Carpentry/ Cabinet Gutter Drywall MirroN Glass Concrete/ Flatwork Carpet cleaning Countertop-prefab formica or granite Retail! Wholesale Vending distributorxs Limousine service Auto glassl Accessories/ Parts ICACONSTRUCTION INC. 13200 W. 43rd Dr. #207 Golden, CO 80403 Phone 303-278-0078 Fax 303-278-0188 To: Dazin Morgan City of Wheat Ridge Project: 13101 W. 43rd Dr. Date: April 24, 2002 Ip response to your plan review correction notice: Item 1. A warranty deed with reception number is enclosed. Item 2. Site plan included originally has been updated with additional dimension detail to proper[y lines. Also the dumpster gate material is specified and will be the chain link material with the plastic privacy slats. More detail has been included on the site plan for the handicap parking stall and signage. Item 3. Foundation plan does include the pier diameter, pier length, and bedrock penetration depth in the schedule. Item 4. New architectural plans and mechanical plans have been drawn with necessary details including restroom detail and one-hour wall and floor/ceiling assembly details. Item 5. Storage azea gaurdrails have been changed to show 42 inch high rails and rails will be drywalled, thereby eliminating the problem of 4 inch balluster spacing except on stair rails. Item 6. Detail for one-hour fire resisitive eacterior wall at north wall is included on architectural drawings. Item 7. Approval letter from fire district is included. Item 8. 3(Three) complete, individually stapled and rolled sets of plans for your wnvenience. If there is anything else you need, please do not hesitate to call. Since el , Daniel Mues 303-589-9454 0 0 o ~ u7 :G . p N J ti ^ U O o ~ I ^ ~ W 2 7 W 7 co ~ J 1 ~ ? u^ O N T m O :t ~ M O J O u7 Si T O La ~ N ~ O 0 2 O i:t y z IL t` GS O \ ~ 1 ~ ~ ~ v U \ ¢ W - - K ~ N W A N O a ; ~ L N r ~ N 0 i ,V.i ~ v b~ w a° c 0 -0 m N o x --1 U O O U O w ~ U y -rl x ~ U ~ 7 ~ ~ X U 0 u N N ~ ~ W 1-1 o a ~ a ~ G n c w ti o m ~ N W O U v 0 O 3 N x ro a W 7 G v ~i ~ L. N 3 ~n m ~ r b a .y. ~ c 3 C? Irl l C, e Cl v V. a C 0 N }1 W w w m f] w >1 L c 7 O Y ~ O v; b ti C.a ° G T I i $ p f: ~.,j i . ~ U O i ,Q o C n .r ~ m ~ ~ n ai ~ m ~ v I N 9 y d ~ U.+ E# 1'' C a v' ~ G u ~ 9 ~ a G a O . i o , G 4 6: p ,:a <i C ~ I ~ o p~ ' N G j E 'LY m y pp C ~ > C ii c a• i ' y ti~ ~ LI ~ L4 v - S~ ~ L G T ~ ~ N L7 fJ' ~p 1 G C N C U ' > > ' 1 I ~ Ln ~ GTI N N a O C 9 4 7 [3. ~ ti rGj .~y - ~ 9 nS v a i -Q9 V V J C C1 I (A ^ G~~ N IP s J~ 1...~' N~ C N' ~ F O N~ N~l J ry : ? 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U ~ Q a 3 ~ I« 9=~ 1 o Y w 7 e Q Q .:7 F, L~ .0 L G y ~ oA m 4 4 @ U m y U _ D-~~ -miy~uu►+~raboa~vis ~ i i1l 1V I " n 2 ~ O L 9 N w ~ O N : e . = N 5 ~ 3 U ; ~ a x } a S~? y c a W y C :J G ~ O S, ~ 4 a J t ~ 13 I~ ~ E W ~ z a I 3 f V' '!9"TFire Protection Disfrict Protectlng Lives And Property Since 1962 April 23. 2002 I<.:A Construction 13200 W.4" "d Dr. Unit 307 Guldcn, Cc.) 80401 A7'TN: Dcuiiel Mues . Re: 131111 West 43"' Drive Danicl Mues, (44"' nve lndustriul Park) FPPU-054-02 I'he. Fuirmount Pire Protection llistrict has no ul>leccion tu dtc release of Uic pennit tbr ihc abuve-mcntioncd propeny, with the understnnding thai a munirorcd tire ,prinl:ler system .tnd ;111 other fire alurm requiremcnts be installed and plaus be subittit[ed tu thc l=airmoune Fire Prurection Disirict fur appruval and issuance ol'a systems permit. lY I can be af:uty htcther assislan¢o pleasc leel froe to contaot my oflice 303-279-2928. PAIRMUUN f PIRE PRU'CECTIOn DlS'I'RICT ~ Damiun l)iFco. l ire Inspectur 4755 loubcll Street 0 GoldPn, Cotoradn 90403 • Phoue (303) 279-2928 • Fax (303) 278-1252 Zi2d WdL5:20 200Z £Z '~dC ZS2I 8L2 'ON XtiJ aitj 'yunowlcp_,l; t402J_j ~ Xcel Energysm PUBLIC SERVICE COMPANY January 14, 2002 ICA Construction Co: 13200 W. 43" Dr. #207 Golden, CO 80403 Subject: Service Availability Dear Dan: 5460 West 60th Avenue Arvada, Colorado 80003 In accordance with our taziffs filed with and approved by the Colorado Public Utilities Commission, gas and electric facilities can be made available to serve your project at 13101 W. 43rd Dr.. Currently our lead time for design is 4 weeks and lead time for construction is 6-8 weeks. Due to workload, material availability and design complexity, design and construction lead times are approximate and subject to change. Please submit your plans at the earliest opportunity to better assure meeting your proposed schedule for receiving service. 0 Gas costs will be calculated in conformance with our filed SERVICE LATERAL CONNECTION AND DISTRIBUTION MAIN EXTENSION POLICY. Z Electric Costs for the project will be calculated in conformance with our filed SERVICE CONNECTION AND DISTRIBUTION LINE EXTENSION POLICY. If you have any questions or comments, or if I can be of fuRher assistance, please cali me at the number listed below. My normal work hours are 7:00 a.m. to 330 p.m., Monday through Friday. Sincerely, /44 G~ Mike Easler 303 425-3955 ICACONSTRUCiION INC. 13200 W. 43rd Dr. #207 Golden, CO 80403 Phone 303-278-0078 Fax 303-278-0188 To: City of Wheat Ridge Project: 13101 W. 43rd Dr. Date: May 9, 2002 Colors and materials per attached color charts: Metal building- Wall metal is white Wall split face block is Eaglet Beige Roof inetal is white Roof gutter and frim is Stone Beige Retaining wa(I- Venture block in desert sand. Gates at hash enclosures- Chain link with tan color privacy slats CruS'rm ,~RaEY 5 ~ COLOR Standard SELECTION GUIDE MSTYGRAY DEXTER PAINT TRIM 26 GA. 24 GA. LIGHT BLUE • MISTY GRAY • SUNSET RED • OPT. • COLONY GREEN • AUTUMN GOLD • SPANISH GOLD • CINNAMON BROWN • STONE BEIGE • oPr. • WHITE • • • ROYAL RED • oar. • BURNISHED SLATE • OPT. • ROMAN BLUE • OPT. • DARK GREEN • OPT. • GALVANIZED • • GALVALUME • • • SUNSET RED DARK GREEN COLONY GREEN AUTUMN GOLD Final colors of coated metal may vary slightly from samples shown. SPANISH GOLD The colors shown are based on information available at the time of publication. Manufacturer reserves the right, at its option, without liability, to change, add or delete colors. I PANEL CONFIGURATIONSI ARCHITECTURAL PANEL 36" COVERAGE HI-RIB STANDARD WITH PURLIN BEARING LEG CINNAMON BROWN STONE BEIGE l W H ITE ROYAL RED BURNISHED SLATE ROMAN BLUE I ~ 36" COVERAGE I LIGHT BLUE COLOR TRIM AVAILABLE AT ADDITIONAL COST. CONTACT YOUR ACCOUNT MANAGER. 1/02 ADUANTAGE: STYLES AvD COLORS FOR ANY DESIGN. Choose from six standard CastWal patterns and six attractive, long-lasting, low-maintenance colors. Or specify a custom-color. And remember: CastWal can be combined with other easy-to-install ADVANTAGE products to achieve a wide range of disbncuve design effects. Our skilled, experienced architectural and engineering staff will be happy to help you find the right ADVANTAGE products for your project - and the most efficient, crearive, value-enhancing ways to use them. Simply give us a call! Rib-CastTM Fluted-rib panels, in three sryles: Rib-Casy with 4" o.c., 2" wide ribs, available in a 2'_8" x 10' panel; CF-Rib-Cast, narrower ribs & flutes with shallower depths, available in 4' x 10' panel and LP-Rib-Cczsy low-profile ribs with horizontal flatbands, available in 4' x 9' panel. * Stucco-CastT" The classic stucco look, with a light, lacy "wormtrail" texture. Available in 4' x 10' panel.* ADVANTAGE: S~ GREAT Col,oxs, THROUGH-AND-THROUGH. Stczndctrd colors matchecl at any Sherman Willictrrxs outlet. Brick-Cast" Impressive 8' wide uruts capturing the beauty of brick in a running-bond pattern. Striated or wirecut fuush. AvailaUle in 8' x 4' panel.* Block-CastTM Attracuve 8" x 8" split-face block pattem. Available ui 8' x 4' panel.* ' All diyveensions are nominczl. S?L.I i FACiE ADVANTAGE ~ WALL ~ / Buzldangs Fxterzors, Inc I 5635 West 21st Street/Sand Spdngs, OK 74063-8529 9741 East 56th Streec North 918-246 9995 / Fax 918-245-1676_ --2517 / www.abewal.wm From ADVANTACCE CastWalm ngs & Exteriors, Inc. ,r MASONRY BENEFITS WITHOUT THE wuu MASONRY HASSLES. si'%, Give your projects die look, feel and ducability of masonrg without the usual delays, special construcuon costs or complicarions - with CastWa(, the lighnveight, precast, polymer-modified concrete producrs from ADVANrAGE Buildings & Exteriors. ADVIINTAGE: CASTWAL. Say `goodbye' to cosdy footiiigs, foundauons or special supports. CastWal elimniates all but a small fracdon of the weight of old-fashioned masonry. CastWal also means tlinuier exterior walls that leave more usable space for the building interior. Tough, impact-resistant and totally Nvater resistant, CastWal requires no cosdy re-sealing or moismre-proofing. Our special formiilarion eliminates efIlorescence - uid there is no mortar to fail. Wi[h factory-finished ~ CastWal products, you can always count on consistent, top-to-bottom, wall-to-wall qualiry. Easy-Install Panels or Composite Studwall Units. Load-bearing units are also available. All are easiGy ancl guickly inszallecl by your regular cret% using stanclard construction methods for yanelized projects.. EASY, FAST-TRACK CONSTRUCTION IN ANY WEATHER. With CastWal, you can say `goodbye' to special subcontractors, too. Histallation is easily handled by your regular construcdon crew, using standard construcdon methods for panelized projects. Best of all, CastWal installation is fast - and weather-proof. While cold, snow or raui all too ofren calls a halt to old-fasluoned masonry, CastWal can be installed in almost any weather, and in a fracdon of flie time: In panel-form, CastWal is perfect for retrofits or as an attracuve upgrade to pre-engineered walls. Or use our complete, facrorp-made composite snidwall muts to close in your building quickly. Either way, you!ll pull weeks out of your production schedule. The bigger yoiir project, die inore you ll save! Fctster, easzer anstallktion; guickev projectcompletzon • InstazlLataon an any meather, no meatber delcays • More cansistent guality • No neeit for specialist subcantriictars • Lower structural costs • Water-resistant, ! martar-lzss, ivnpctct-i^esistant • Low maintenance; faster, easier repczirs ~~~~~~~GIE Buildings & Exteriors, 7nc ~a~ " • F < ~ A . i ~ + . „ d` ~i • 3'IflF/21RQ • 3Jf.I3213A3I(j V S3}I .LJ3dd2 .LSO:) • 2[3WO.LSQZ) 2101213dD$ S ii rc . mf n ~ . . . . zsac;~, Due to experience and involvement in the industry, we feel confident that Venture Retaining Wall Systems provides the best quality control, service and technical assistance available. 2 Unit IC $IZE: hx 18"wx 12"d it Weight: Ibs. )osed Face Area: 1 sq. ft. ~ Delta I Unit Unit Size: S"hx IS"wx 183/4"d Unit Weight: 95 Ibs. Exposed Face Nea: 1 sq. ft. ~ i"> tory I Unit )t available in all areas) it Size: h x 18" w x 19 7/8" d it Weight: Ibs. posed Face Area: 1 sq. ft. ~ t-: Qr Baseline Unit fsmooth face) Unit Size: 8" h x I S" w x 18 3/4" d Unit Weight: 95 Ibs. Exoosed Face Area: 1 sq. ft. ~ rv> ~ aLN If Unit Unit Size: 8" h x 18" w x 18 3/4" d Unit Weight: 95 Ibs. Ecposed Face Nea: 1 sq. ft. ~ K- .~t . . tory II Unit rt available in all areas) iit Size: hx 18"wx20 I12'"d iit Weight: Ibs. Dosed Face Area: 1 sq. ft. \ VIZffYP) GRID COURSE ANCHORS (IYP) eASELINE OR DELTA I UNITS SUGGESTED FOR TALLER WALLS. DELTA I (TYPJ TYPIW. WALL UNIT WSTALfATION i SHOULD SOIL REINFORCEMENT BE RECUBED. ANCHORBAR ~ PSSEMBLY UNR (SOL1D HAR) 'L PIACE UNIT FILL IN ' i I CELLS AND BENJEEN WALL UNITS j ANCHORBAR ASSEMBLY UNR (SOLID HAR) PIACE UNIT FlLL IN CELLS AND BE"f WEEN~ - WALL UNITS THE FACE OF THE BLOCK HAS A ROUGH TEXTURE WHICH GNES A SHADOWING EPPEQAND RESEMBLES GUARRIED SfONE. ALthough standard stock colors are gray, buff and brown, all Venture units can be made to order in uarious colors. GRID COURSE ANCHORS (il'P) Corporate Headquarters: Venture Retaining Wall Systems, LLC • 1333 W. 120th Avenue, Suite 312 • Denver, Colorado 80234 Phone: 303.254.8846 • Toll-Free: 800.853.8846 • Fax: 303.254.8901 ~ Ku Eco I N c. EXPECT INNOVATION iow Maintenance 15 Year Warranty Add lasting beauty to your surroundings. Simply spray Warranty covers fading and breakage under normal with a garden hose to help maintain a clean new look conditions. Contact Kufco for pro-rata warranty details. Locking Bottom Rail Kuflinks positive locking system keeps slats properly aligned in the fence, a deterrenk to vandals& theft. ° 8 Standard Colors Choose from our 8 standard colors. You can even combine cobrs to create your own unique design. MATERIAL SPECIFICATIONS Low Temperature Brittleness 760 C ASTM D746 Tensile Strength 3850 PSI !ASTM D638 Density .95 ASTM D7505 Melt Index .39 ASTM D123S Flexural Stiffness 120,000 PSI ASTM D747 Heat Resistance 125° C ; Easy lnstallation ;i Simple Drop'N' Lock system is a snap to install. Anyone can ' create a professional looking installation. ~ Durable Design ~ Durable enough for commercial installations. Made from a % U.V. stabilized HDNE blend that resists chemicais, salts and petroleum's. SIZE SPECIFICATIONS SLAT' NAME SLAT WIDTH MESH ` SIZE ' - WIRE GAUGE FEET/ BAG 11 Gauge 1 1/8" 2" 11 10 9 Gauge 1" 2" 9 10 Wide! 2 3/8° 3" x 5" 9 20 Light ' Gau e 1 1/4" 2 3/8" 11 1/2 12 : 10 ' Tennis` Court 7/8" 13/411 11 10 ~ I .ooa Keystone Engineering, InC. 4400 S. Federal Blvd., Ste. 1A Sheridan, Colorado 80110-5368 720-283-4400fax 720-283-4248 STRUCTUFtAI, RESPONSE TO PLAN REVIEW FOR 8-UNIT OFFICE/WH WHEAT RIDGE, COLORADO JOB NO. 2002-012 PREPARED FOR: ICA CONSTRUCTION, INC. 13200 WEST 43RD DRIVE SUITE 207 60LDEN, CO 80403 ATTENTION: MR. DAN MUES S-UNIT OFFICE/WH Response to Plan Review Page 1 of 1 STRUCTURAL ITEM 3 2002-012 Comment: Foundation plan does not indicate pier diameter, pier length, bedrock penetration depth. Response: Type of drilled pier noted thus "#P#" on Foundation Plan, reference Drilled Pier Schedule for diameter, length and bedrock penetration. ITEM 5 Comment: Storage area guardrails to be 42 inches high minimum, with baluster spacing not exceeding 4 inches. Response: Storage area guardrails changed to be 42 inches high. Knee walis aze used in lieu of open guardrails, which aze sheathed each side with gypsum wall board. Y Keystone Engineering, Inc. STRUCTURAI, CALCULATIONS EOR 8-UNIT OFFICE/WH WIiEAT RIDGE, COLORADO JOB NO. 2002-012 PREPARED FOR: ICA CONSTRUCTION, INC. 13200 WEST 43RD DRIVE SUITE 207 GOLDEN, CO 80403 4400 S. Federal Blvd., Ste. 1A Sheridan, Colorado 80110-5368 720-283-4400 fax 720-283-4248 ATTENTION: MR. DAN MUES KEYSTONE ENGINEERING, INC. ~ 720-283-4400 FAX 720-283-4248 DESIGN CRITERIA DATE: 3/21/2002 PAGE: REFERENCES ACI 318-95 - Building Code Requirements for Reinforced Concrete AWS D1.4 - Structural Welding Code - reinforcing steel Hilti Product Catalogs Metal Building Anchor Bolt Setting Plan by Rockford Mfg., Job No. R10402, sealed 3113/02 Metal Building Design Calculations by Rockford Mfg., Job No. R10402, sealed 3/13102 NDS - National Design Specification for Wood Construction, 1997 Ed. Simpson Strong-Tie Product Catalogs Soils report by CTUThompson, No. 34,199, dated1/10l02 TrussJoist MacMillan Product Catalogs UBC - Structural Engineering Design Provisions, 1997 Ed. MATERIALS Concrete reinforcement: Deformed reinforcing bars ASTM A615 (fy=60 ksi) Concrete reinforcement: Welded Wire Fabric: ASTM A185 (fy=60 ksi) Concrete: ASTM C39 (28 day Fc=3000 psi unless noted otherwise) Dimension Lumber: Douglas Fir-Larch No. 2(Fb=900 psi, E=1600000 psi) Glued Laminated Timber: 24F-V4 DF/DF (Fb=2400 psi, E=1800000 psi) Metal studs: ASTM A570 (Fy=50 ksi for 14 and 16 GA, Fy=33 ksi for 18 and 20 GA) Prefabricated Wood: Microllam LVL (Fb=2600 psi, E=1900000 psi) Prefabricated Wood: Parallam PSL (Fb=2900 psi, E=2000000 psi) Soil: Native Site Soils or Structural Fill (q a= 3000 psf, q p=250 pcf, N=0.40) Design Criteria PPL REV. 4/16/2001 KEYSTONE ENGINEERING, INC. 720-283-4400 FAX 720-283-4248 DESIGN CRITERIA DATE: 3121/2002 PAGE: Z DESIGN DEAD AND LIVE LOADS EMer Materials here = 0.0 PSF . Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF SUB-TOTAL = 0.0 PSF SLOPE CORRECTION "X:12" 0.50 1.00 MISCELLANEOUS = 0.0 PSF TOTAL = 0.0 PSF ROOF SNOW LOAD : = 30.0 PSF ROOF LIVE LOAD : - 20.0 PSF FLOOR TYPE 1 DEAD LOAD: 314" plywood or OSB = 2.5 PSF 11 718" TJI @ 16" o.c. = 3.3 PSF 112" gypsum board = 2.2 PSF = 0.0 PSF = 0.0 PSF = 0.0 PSF SUB-TOTAL = 8.0 PSF PARTITIONS = 0.0 PSF MISCELLANEOUS = 2.0 PSF TOTAL = 10.0 PSF FLOOR LIVE LOAD : Light Storage = 125.0 PSF OR A CONCENTRATED LOAD = 0 LBS APPLIED OVER - 0.0 SF Enter Materials here = Enter Materials here = Enter Materials here = Enter Materials here = Enter Materials here = Enter Materials here = SUB-TOTAL = MISCELLANEOUS = TOTAL = FLOOR LIVE LOAD : Enter Type here 0.0 PSF 0.0 PSF 0.0 PSF 0.0 PSF 0.0 PSF 0.0 PSF 0.0 PSF 0.0 PSF 0.0 PSF 0.0 PSF I EXTERIOR WALL TYPE 1 DEAD LOAD: Metal Building Wall = 3.0 PSF = 0.0 PSF = 0.0 PSF = 0.0 PSF = 0.0 PSF MISCELLANEOUS = 0.0 PSF TOTAL = 3.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materiais here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF SUB-TOTAL = 0.0 PSF SLOPE CORRECTION "X:12" 2.00 1.01 MISCELLANEOUS = 0.0 PSF TOTAL = 0.0 PSF ROOF SNOW LOAD : = 21.0 PSF ROOF LIVE LOAD : - 20.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF , Enter Materials here = 0.0 PSF I Enter Materials here = 0.0 PSF ' Enter Materials here = 0.0 PSF SUB-TOTAL = 0.0 PSF PARTITIONS = 0.0 PSF MISCELLANEOUS = 0.0 PSF TOTAL = 0.0 PSF FLOOR LIVE LOAD : Enter Type here = 0.0 PSF OR A CONCENTRATED LOAD = 0 LBS APPLIED OVER = 0.0 SF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF SUB-TOTAL = 0.0 PSF MISCELLANEOUS = 0.0 PSF TOTAL = 0.0 PSF FLOOR LIVE LOAD : Enter T e here = 0.0 PSF EXTER/OR WALL TYPE 2 DEAD LOAD: Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF Enter Materials here = 0.0 PSF MISCELLANEOUS = 0.0 PSF TOTAL - 0.0 PSF Design Criteria PPL REV. 3/21/2002 KEYSTONE ENGINEERING, INC. 720-283-4400 FAX 720-283-4246 DESIGN CRITERIA DATE: 3121/2002 PAGE: ~ INTERIOR WALL TYPE 1 DEADLOAD: 112" gypsum board = 2.2 PSF 2x4 stud 8 16" o.c. = 7.1 PSF 112" gypsum board = 2.2 PSF = 0.0 PSF = 0.0 PSF MISCELLANEOUS = 2.5 PSF TOTAL = 8.0 PSF INTERIOR WALL TYPE 2 DEADLOAD: 518" gypsum board = 2.8 PSF 6" 18 Ga. mtl stud @ 24" o.c. = 0.7 PSF 518" gypsum board = 2.8 PSF = 0.0 PSF = 0.0 PSF MISCELLANEOUS = 1.7 PSF TOTAL - 8.0 PSF UNIFORM AND CONCENTRATED LOADS EXIT FACITIES EXIT FACILITIES > 10 = 100 PSF OTHER EXIT FACILITIES = USE OR OCC. INDIVIDUAL STAIR TREADS = 300 LBS (NOT TO BE COMBINED WITH UNIFORM LIVE LOAD) SPECIAL LIVE LOADS PARTITIONS AND INTERIOR WALLS = 5.0 PSF LATERAL BALCONY RAILING AND GUARDRAILS EXIT FACILITIES> 50 = 50.0 PSF LATERAL OTHER EXIT FACILITIES = 20.0 PSF LATERAL COMPONENTS = 25.0 PSF LATERAL (NOT TO BE COMBINED WITH RAILING LOADS) HANDR4ILS = 200.0 LBS VERTICAL OR LATERAL WIND LOADING BASIC WIND SPEED = 90 MPH EXPOSURE = B IMPORTANCE FACTOR = 1.00 SEISMIC LOADING ZONE = 1 SOIL PROFILE TYPE = SD IMPORTANCE FACTOR = 1.00 SNOW LOADING BASIC GROUND SNOW LOAD = 30 PSF SNOW EXPOSURE FACTOR = 0.7 IMPORTANCE FACTOR = 1.00 MINIMUM ROOF SNOW LOAD = 21.0 PSF BLDG DEPT MIN ROOF SNOW LD = 30 PSF ADDITIONAL DESIGN CRITERIA Retained earth pressures; On-site clays -"at resY' = 60 PCF Scope of Work _ Structurel design of foundation and meuanine framing Design Criteria PPL REV. 3/21/2002 KEYSTONE ENGINEERING, INC. 720-283-4400 FAX 720-283-4248 DESIGN CRITERIA DATE: 3/28/2002 PAGE: ~ PRE-ENGINEERED METAL BUILDING REACTIONS Manufacturer: Rockford, Mfg. Nates: Outside Inside 1. Reactions provided by Metal Building Manufacturer. This spreadsheet is only a Vy summary of the worst case conditions to be used for foundation design. i 2. The positive directions for the column reactions are: HX a) Horizontai: inward direction to the building. b) Vertical: upward direction. 3. Forces on the foundation will act in the opposite direction to the direction of the HZ ~ column reactions Column Type Manuf. Grid1/ Grid2 Struct. Grid1/ Grid2 Dead Hx Kips Live Hx Kips Wind Hx Kips Dead Hz Kips Live Hz Kips Wind Hz Kips Dead Vy Kips Live Vy Kips Wind Vy Kips ._f. . ~l ; n L h G 4 L f A ~ 4 t o-~~ 2 • 2& 4 2/A „ 2/A ~ , 6.97 30.31 a ~ . -14.35 r ..u x, e ~ 7.93 : ~ 30.95 -12.63 WA; 3/~ ~ S 52 ' .13. '7 - 6~ 5 _ 5/A _ . 51A ~ 6.41 ~ 27.58 -13.10 7.33 _ . 28.50 -11.63 .6~~x~ 697 ~ a'~O~I sz~ _ 7 7/A 7/A 7.55 32.76 -15.50 8.52 33.37 , -13.62 ` r} - a ~ ~ 2& 4 ~ 2 / p ~ 2/ G ~ 6.97 3 0.31 - 1 4 .35 ..7.~, . 7.93 F . ~ 30.95 , ~ -12.6 3 r( ~ ~ - Y ` /a ~j ^ ~ fj 5(~ ~ C? Y4~ 5 ^ t~ 51G 51G 6.41 27.58 iu ~v r..v}' na -13.10 7.33 ~ 28.50 i -11.63 T$3 ~ 7 7/G 7/G 7.55 32.76 -15.50 8.52 33.37 -13.62 EM 3 ' i w { . Portal Frames ~ £ ..a e p~?{ ' ~ s~ p + : ima r~ c - ~.Hi~ 3 . .4^k bs.. 3/A _ 3/A , 4.57 ~ . 6.61 ~Y.~-?M~ vgm a~ w matwu 5'~ ' :~a ~ ~..57 GEM "X` ,~fm r,fi*. ~'u'~'~ ~ - 8 8/A ~ 8/A , s 4.57 , . . . 6.61 4~ ' ~ i" ~~`!^a r & S `~'ts ' 5 ' < L " ~ ~ v „ " 2 ~ 2Th. . 21G ~ ~u? 21G ~ :2 stD. ..:x 4.57 , e . -6.81 : ~S~z:r, 37 ~a ~ x . 7 ,n . _ ,w 7/G 7%G 4.57 -6.61 f ~ = - ?r $ .a~>~~ a , A49'~ ~ ~ „ R- C C ~ 1/ A 1 1A 0.78 0.47 ~ 2.18 -1.14 / ~p ~iYt- 4 5~ 4E§ ~ p ~ i ~ - ~ rv i ' {t3 ~ ~ . f~ ...h..a .cs COL-2 5..~,_.. 1/C in.a-.-T.- 1/C .+.-.3.F..u~Wp. 2 ~SC'd{= .M1 i e-..vva..S.vn 3.14 -n`vea~f. ~..o>s.4 ,i.. v. 326 675 -5.82 ~ ~f~ ~ ~ ~ i a ~ ~Q' ~ r ' ~m ~ i F~ : m r = .s COL-4 xv3.i 1%F : 4 ✓i. 'i/F ~ £.;.tY - .ss~., ..sxx H . 1.80 w~A«,.«.a._:,::i. . _ _ : z..t...v. .k 029 . ; 4.32 . . ~-1.47 L } i ~if~ t S . ~ ~ 'AY~ e`d ` ~t~ ' ~~'~'s-...~vs~~= ~.n...u-s. T, rv..,.._ 2x. ...v.:r e • . , ....ra - x 4`F ` ~.3 ._.a¢~,.,.,...t~... 18 0 2 16 -0 78 R-CC 9/A 9/A 0.79 . . ~i~.. $16 ~ 9 143 96 3 2 81 COL-2 91 C 91C 2.0 . . / n 1 43 96 3 81 -2 COL-4 9/E 91E 2.09 . . . ~ ~ " ~ st rxr.:'~., ,xi3„ ~m82 ~ ,..v w•.:~ +~'~2,~ ~u u ; . k ~ ~ : -,o-~ s € ~ . ~ n, 18 0 16 2 78 -0 L-CC 9/G 9/G 0.79 . . . X Brece ~ ~ 1~3 ~ ~ ~ a ...~_~~.=.:a.»...e.,b~... _......w.,_ _ .a , . a....__.._.~n 8 64 4 1 1/C 1/C 24 . kk , 9 91B 9/6 ,~,t._ '~a -a.a.,:ii3. 2 48 -4 64 q(~ ~(8 W Mtl Bldg Reactions.xls PPL REV: 312812002 KEY5T0W Br6INEERIN6, M. ~ 120-283-4400 FAX "f20-283-4248 JOB NO.: 2002-012 DESIfi~~ BY, PPL DATE: 03/29/02 PA6E: 9W.EGT: 8-UNIT OFFIGE/Wi FEATURE: FOUNDATION DETAIL: PLAN 4 4 ~ Keystone Engineering,lnc. 4400 S Federal Blvd, Ste 1A Sheridan, CO 80110-5368 Bus: (720) 283-4400 Fax: (720) 283-4248 Title : S-Unit OfficeNVH Dsgnr: PPL Description : Scope: Job # 2002-012 ~ Date: 3:22PM, 28 MAR 02 I user:KV:nsoaso.vzr s.s.o,zaseP-zooi Multi-S an Concrete Beam rage i (c719832001ENERCALCEnaineeiinaSOlnaaie p di3pp2f2002.0182002012ecw:Caluulalions I Description Line 1 (Partial) I GBt1C1'81 InfOlf118YiOn Calculations are designed to ACI 318-95 and 1997 UBC Requirements ~ Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 Pc 3,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.70 ~Concrete Member Information . I Description AroR.5 A.SroB BmB.S B.5roC Cro0 OtoE ExoE.5 E.StoF Span n 7.96 7.96 8.00 8.00 17.00 17.00 8.00 8.00 Beam Width in 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 Beam Depth in 42.00 42.00 42.00 42.00 42.00 42.00 42.00 42.00 Erld FU(ity I Pin-Pin PiroPin PimPin PimPin PimPin Pin-Pin Pin-Pin Pio-Fix Reinforcing Center ^`°°j 062in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 BaiDept 38.50in 38.50in 38.50in 38.50in 38.501n 38.50in 38.50in 38.50in Left Area 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 earoePin 2.501n 2.50in 2.50in 2.50in 2.50in 2.50in 2.50in 2.50in Right A1Bd 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 e., o.vtn 2.50in 2.50in 2.50in 2.50in 2.50in 2.50in 2.50in 2.50in Loads Using Live Load This Span Yes Yes Yes Yes Yes Yes Yes Yes Dead Load k/ft 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 Live Load k/ft RBSUItS Beam OK Beam OK Beam OK Beam OK Beam OK Beam OK Beam OK Beam OK Mmau @ Cnh k-ft 2.81 1.00 2.30 0.00 777 775 0.13 2.10 @ X= ft 3.18 4.09 4.43 0.00 7.93 9.07 5.97 3.36 Mn ` Phi k-ftl 104.86 104.86 104.86 104.86 104.86 104.86 104.86 104.86 Max @ Left End - k-ft I 0.00 3.62 325 -122 -978 -15.33 -9.81 -1.04 Mn * Phi k-ft I 107.65 107.65 107.65 107.65 107.65 107.65 107.65 107.65 Max @ Right End k-ft -3.62 -3.25 -1.22 -9.78 -15.33 -9.81 -1.04 3.96 Mn " Phi k-k 107.65 107.65 107.65 107.65 707.65 107.65 107.65 107.65 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bentling OK Bending OK Shear @ Left k 1.77 228 2.49 1.17 4.43 5.08 3.34 1.87 Shear @ Right k 2,68 2.18 1.99 3.31 5.09 4.44 1.14 2.61 Reactions & Defiections DL @ Lefi k 127 3.54 3.34 226 5.53 727 5.55 2.16 LL @ Left k 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total @ Left k 127 3.54 3.34 2.26 5.53 7.27 5.55 2.16 DL @ Right k ' 3.54 3.34 2.26 5.53 7.27 5.55 2.16 1.86 LL @ Right k 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total @ Right k 3.54 3.34 2.26 5.53 7.27 5.55 2.16 1.86 Max. Deflection in -0.000 0.000 0.000 0.000 -0.001 -0.001 0.000 0.000 @ X= ft 3.55 4.09 4.32 5.44 8.05 8.95 2.51 3.52 Inertia : Effective in4 49,392.00 49,392.00 49,392.00 49,392.00 49,392.00 49,392.00 49,392.00 49,392.00 Shear Stirrups Stirrup Rebar Area in2 0220 0220 0220 0.220 0220 0.220 0.220 0220 ' Spacing @ Left in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req d Spacing @ 2•L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @.4*L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @.6'L in Not Req'd Not Req'd No[ Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @.8'L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Keystone Engineering,lnc. 4400 S Federal Blvd, Ste 1A Sheridan, CO 80110-5368 Bus: (720) 283-4400 Fax: (720) 283-4248 Title : 8-Unit Office/WH Dsgnr: PPL Description : Scope : Job # 2002-012 -7 Date: 323PM, 28 MAR 02 USer.KlJ-O604160,Ver5.5.0.25-Sep2001 Multi-SPan Concrete Beam rage I I (c)19832001ENERCALCEnyineeiina5ofwaie n.0noAznoaain2ouvmze.w:caitdauons Line A(Partial) w/ HS20 Loading G@f16r81 InfOrfTlBtlOn Calculations are designed to ACI 318-95 and 1997 UBC Requirements Fy 60,000.0 psi Spans Considered Continuous Over Suppods ACI Oead Load Factor 1.40 fc 3,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 170 LConcrete Member Information I Description 1ta1.5 1.6t02 2co2.5 2.5ro3 3 io3.5 15ta4 4to4.5 4.5ta6 Span fti 8.96 8.96 11.13 11.13 11.13 11.13 10.04 70.04 Beam Width in 5.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 Beam Depth in 34.00 34.00 42.00 42.00 42.00 42.00 34.00 34.00 End FiXity PimPin PimPin PimPin PimPin PimPin Pio-Pin PimPin PimPin Reinforcing Center A1B° 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 e:r oePm 30.50in 30.50in 38.50in 38.50io 38.50in 38.50in 30.50in 30.50in LeR l Area, 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 earDepthl 2.50in 2.50in 2.50in 2.50in 2.50in 2.50in 2.50in 2.50in Right ^fB°, 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 0.62in2 BaeDepth~ 2.50in 2.50in 2.50in 2.50in 2.50in 2.50in 2.50in 2.50in Loads eal Using Live Load This Span Yes Yes Yes Yes Yes Yes Yes Yes Dead Load k/ft 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 Live Load k/ftl Point#1 DL kl LL k 16.000 16.000 16.000 16.000 @ X ftl 3_920 0.960 0.000 0.000 0.000 0.000 8.000 3.960 I R0SUIY5 Beam OK Beam OK Beam OK Beam OK _ Beam OK Beam OK Beam OK Beam OK_ ~ Mmau @ Cntr k-ft 48.64 0.00 4.50 2.48 3.14 2.34 672 40.68 @ X= ft 3.94 0.00 4.75 5.78 5.56 5.27 7.10 3.95 Mn' Phi k-ft I 82.54 82.54 104.86 104.86 104.86 104.86 82.54 82.54 Mau @ Left End k-ft 0.00 37.73 -1.89 -6.79 -5.60 -5.45 -7.26 -51.31 Mn' Phi k-ft 85.33 85.33 107.65 107.65 107.65 107.65 85.33 85.33 Max @ Right End k-ft 37.73 -1.89 -6.79 -5.60 -5.45 -7.26 -51.31 0.00 Mn * Phi k-k 85.33 85.33 107.65 107.65 107.65 107.65 85.33 85.33 Bending OK Bending OK Bending OK 8ending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 13.59 30.79 2.67 322 3.13 2.95 3.96 24.39 Shear @ Right k 18.62 1.42 3.56 3.01 3.10 328 28.57 8.43 Reactions & Deflections DL @ Left k 1.43 3.97 3.86 4.62 4.38 4.57 4.05 4.52 LL @ Left k 6.82 25.80 -077 0.18 0.01 -0.21 0.92 27.61 Total @ Left k 825 29.77 3.09 4.80 4.38 4.37 4.97 32.13 DL @ Right k 3.97 3.86 4.62 4.38 4.57 4.05 4.52 1.59 LL @ Right k 25.80 -0.77 0.18 0.01 -0.21 0.92 27.61 3.65 Total @ Right k 29.77 3.09 4.80 4.38 4.37 4.97 32.13 5.24 Max. Deflection in -0.003 0.000 -0.000 -0.000 -0.000 -0.000 -0.000 -0.004 @ X= fti 3.94 2.63 5.12 5.78 5.56 5.34 5.15 5.15 Inertia : Effective in4 26,202.67 26,202.67 49,392.00 49,392.00 49,392.00 49,392.00 26,202.67 26,202.67 - Shear Stircups Stirrup Rebar Area in2 0220 0.220 0.220 0.220 0220 0220 0220 0.220 Spacing @ Left in 15.75 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 15.75 Spacing @.2*l in 15.75 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 15.75 Spacing @.4*L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd No[ Req'd Not Req'd Not Req'd Spacing @.6'L in 15.75 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd ' Spacing @.S'L in 15.75 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd d Not Req ' Spacing @ Righi in 15.75 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req d KEYSTONE ENGINEERING, INC. ~ 720-283-4400 FAX 720-283-4248 Foundation DATE: 5/7/2002 PAGE: DRILLED PIERS INTO BEDROCK (Net allowable loads have 1/3 increase for wind or earthquake) Description: 7.5/A 31A 3/A+pF 31A-PF 51A N/A N/A N/A Pier No. : 16P1 16P1 16P7 16P1 16P1 N/A N/A N/A Loading Data Dead Load (k) 3.14 12.42 12.42 12.42 16.72 0.00 0.00 0.00 Live Load (k) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Load (k) 0.00 33.37 33.37 33.37 28.50 0.00 0.00 0.00 Wind Load (k) 0.00 -13.62 6.61 -6.61 -11.63 0.00 0.00 0.00 Earthquake Load (k) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Drilled Pier Data Diameter (in) 16 16 16 16 16 16 16 16 Penetration (ft) 10 10 10 10 10 10 70 10 No. of Bars 4 4 4 4 4 4 4 4 Bar Size # 6 6 6 6 6 6 6 6 Tie Bar Size # 3 3 3 3 3 3 3 3 Tie Bar Spacing (in) 12 12 12 12 12 12 12 12 f'c(psi) 3000 3000 3000 3000 3000 3000 3000 3000 fY(Psi) 60000 60000 60000 60000 60000 60000 60000 60000 Concrete Weight (pcf) 150 150 150 150 150 150 150 150 Design Criteria Allowable End Bearing (pso 25000 25000 25000 25000 25000 25000 25000 25000 Allowable Skin Friction (psf) 2500 2500 2500 2500 2500 2500 2500 2500 % For Struct. Uplift 100 100 100 100 100 100 100 100 % For Soil Uplift 100 100 100 100 100 100 100 100 Mininimum Dead Load(pso 15000 15000 15000 15000 15000 15000 15000 15000 Mininimum Penetration (ft) 8 8 g g g g g 8 Mininimum Pier Length (ft) 25 25 25 25 25 25 25 25 Mininimum Reinforcing: 1) % Gross Area of Concrete 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 2) Quantity of Bars: a) No. of Bars 4 4 4 4 4 4 4 4 b) Bar Size # 5 5 5 5 5 5 5 5 Calculated Forces Maxium Compressive Load (k) 3.14 45.79 45.79 45.79 45.22 0.00 0.00 0.00 Net Allow. Comp. Load (k) 134.39 134.39 134.39 134.39 134.39 179.19 179.19 179.19 Maximum Tensile Load (k) N/A 1.20 N/A N/A N/A N/A N/A N/A Net Allow. Tensile Load (k) 5.24 5.24 524 5.24 524 5.24 524 5.24 Uplift Factor of Safety (>1.5?) N/A 4.35 N/A N/A N/A N/A N/A N/A Minimum Dead Load (k) 3.14 12.42 12.42 12.42 16.72 0.00 0.00 0.00 Net Req'd Min. Dead Load (k) < ZERO < ZERO < ZERO < ZERO < ZERO < ZERO < ZERO < ZERO Maximum Factored Load (k) 4.39 74.11 74.11 74.11 71.85 0.00 0.00 0.00 Dsgn. Axial Load Strength (k) 343.97 343.97 343.97 343.97 343.97 343.97 343.97 343.97 Reinforcing Actual As (in^2) 1.77 1.77 1.77 1.77 1.77 1.77 1.77 1.77 Min. Req'd As (in^2) 1.23 1.23 1.23 123 1.23 123 123 1.23 As.add = 1.7T/(0.9*fy) (in^2) 0.00 0.04 0.00 0.00 0.00 0.00 0.00 0.00 As.min+As.add (in^2) 1.23 1.27 1.23 1.23 123 123 1.23 123 0.5'0.01'Ag (in^2) 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 0.08'Ag (in^2) 16.08 16.08 16.08 16.08 16.08 16.08 16.08 16.08 Drilled Piers Ln A.xls PPL REV. 3127/2002 KEYSTONE ENGINEERING, INC. 720-283-4400 FAX 720-283-4248 Foundation DATE: 517/2002 PAGE: ~ DRILLED PIERS INTO BEDROCK (Net allowable loads have 113 increase for wind or earthquake) Description: 1/A 1IA.5 1/B 1/B+XB 1/B-XB 1/C 11C+XB 1/C-XB Pier No.: 161`7 16P1 16P1 16P1 16P1 16P1 16P1 16P1 Loading Data Dead Load (k) 3.43 2.79 3.08 3.08 3.08 4.67 4.67 4.67 Live Load (k) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow Load (k) 2.16 0.00 4.32 4.32 4.32 6.75 6.75 6.75 Wind Load (k) -1.14 0.00 -1.47 -4.64 4.64 -5.82 4.64 -4.64 Earthquake Load (k) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Drilled Pier Data Diameter (in) 16 16 16 16 16 16 16 16 Penetration (ft) 10 10 10 10 10 10 10 10 No. of Bars 4 4 4 4 4 4 4 4 Bar Size # 6 6 6 6 6 6 6 6 Tie Bar Size # 3 3 3 3 3 3 3 3 Tie Bar Spacing (in) 12 12 12 12 12 12 12 12 fc(psi) 3000 3000 3000 3000 3000 3000 3000 3000 fy(psi) 60000 60000 60000 60000 60000 60000 60000 60000 Concrete Weight (pcf]l 150 750 150 150 150 150 150 150 Design Criteria Allowable End Bearing (psf) 25000 25000 25000 25000 25000 25000 25000 25000 Allowable Skin Friction (psf) 2500 2500 2500 2500 2500 2500 2500 2500 % For Struct. Uplift 100 100 100 100 100 100 100 100 % For Soil Uplift 100 700 100 100 100 100 100 100 Mininimum Dead Load(psfl 15000 15000 15000 15000 15000 15000 15000 75000 Mininimum Penetration (ft) 8 8 8 8 8 8 8 8 Mininimum Pier Length (ft) 25 25 25 25 25 25 25 25 Mininimum Reinforcing: 1) % Gross Area of Concrete 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 2) Quantity of Bars: a) No, of Bars 4 4 4 4 4 4 4 4 b) Bar Size # 5 5 5 5 5 5 5 5 Calculated Forces Maxium Compressive Load (k) 5.59 2.79 7.40 7.40 9.88 11.42 11.42 11.42 Net Allow. Comp. Load (k) 134.39 134.39 134.39 134.39 179.19 134.39 134.39 134.39 Maximum Tensile Load (k) N/A N/A N/A 1.56 N/A 1.16 N/A N/A Net Allow. Tensile Load (k) 5.24 5.24 5.24 5.24 5.24 5.24 5.24 5.24 Uplift Factor of Safety (>1.5?) N/A NIA N/A 3.36 N/A 4.53 N/A N/A Minimum Dead Load (k) 3.43 2.79 3.08 3.08 3.08 4.67 4.67 4.67 Net Req'd Min. Dead Load (k) < ZERO < ZERO < ZERO < ZERO < ZERO < ZERO < ZERO < ZERO Maximum Factored Load (k) 8.48 3.90 11.66 11.66 14.66 18.01 19.42 18.01 Dsgn. Axial Load Strength (k) 343.97 343.97 343.97 343.97 343.97 343.97 343.97 343.97 Reinforcing Actual As (in^2) 1.77 1.77 177 1.77 177 177 1.77 1.77 Min. Req'd As (in^2) 1.23 1.23 1.23 1.23 1.23 123 123 123 As.add = 1.7T/(0.9*fy) (in^2) 0.00 0.00 0.00 0.05 0.00 0.04 0.00 0.00 As.min+As.add (in^2) 1.23 1.23 1.23 1.28 1.23 1.26 123 123 0.5'0.01*Ag (in^2) 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 0.08*Ag (in^2) 16.08 16.08 16.08 16.08 16.08 16.08 16.08 16.08 Drilled Piers Ln 1.xls PPL REV. 3/27/2002 KEYSTONE ENGINEERING, INC. I(~ 720-283'4400, FAX: 720-283-4248 JOB NO.: 0~9 V4° QIL DESIGNED BY: DATE:3'7V'~~/ PAGE: ~ PROJECT:1~✓`NLr V7~"L(z/1'e/~' FEATURE:_ ~G~I7`~•~fp11D~ DETAIL: (nk yto.JT_ 0 RS e~ ~ 1 ~ , ~ (z1 ~ 5 x e.as t . 110Te: 4 Fsi F r.xh-o~.~3 Z=~5 lot I 0.~aar€vja (sa ~ s~ ~ ~70 ~ ( I mci; ) P + Ny~ (Z,ob~ '~a~d~'"3 ~ I E?z 0~ `v~° ~ ,k'•~'~~ Jiir vw 4~~ < MK kLw4.► 0a46,;-okf)(&/►~)Cm,~~eM. 17'~ 6 ~ ~q?,S4 ok ~l,p n"mjv ~ ~~E ~t Ac, = 01. 014 142 00 17. A ~ ~~pai,s q ~tc' ~ pz (;,vpzv pvLn~tz~) t1>11 ~ =0,l~~ ,4 z' vvse ~~"~a~v ow- KEYSTONE ENGINEERING, INC. ` 72O-ZH.3-A4OO, FAX: 72O-ZH.~S-4L4H Joa NO9.:(Yn~nZ'V1Ii DESIGNED BY: Pn/~ ' DATE: ~I PAGE: ~ PROJECT: ~?-VQ1TO Vm!iG .wI~ FEATURE: ~~1NVF7 + J VN DETAIL `Clr ° Pjr~ j t.LA (-LCY~A 1,71 ZLf K ~S = 71-7 47' 2lA r ~ t ~ 1~ -A 7c1 Tl, ~ ~ ~1~~T a vt 'L 2 104~4~ Iz. ~ ~,~z 1~{1 r . k = p1~! ~~A = a,Do(n~a~Co,~S (~~11(IVZ (~~.Z 2 t~S~° - o` ~ ~j `Tt~S ~'i tv~ v~ ~ A;r" I z. ~~~~i~ l~~,, ~~►~~Enli~ ~tt,~C~ t~~ t~SA~-t`7~, ~b,MEL~ ~,LA-0a-wc- ~tj~- kT 5M ; Pvv- O,9 0,52~~ i -10,oq K bUII'f~3 -ir Z"~5k ~io S (z'b~ Fo1f~ IP 4t 3i ar . ~ 'o \ NZa° • J ~~2jxv P~ - ic~okF (ubz) _Z1ZS i1 i Mezzanine Joist (Single Span) TJ-Beamn~ Serial mber:7001t7601 11.875" TJIO/PI'oT"^-150 JOIST @ 12.0" O/C BEAMUSA 7001 3/21/2002 7:17:37PM Pa9e 1 of t Build Cotle: 148 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Ell; - -10' 10 118" ' LOADS: Product Diagram is Conceptual. Analysis for Joist Member Supporting FLOOR - COM. Application. Loads(pso: 125 Live at 100% duration; 10 Dead; 0 Partition SUPPORTS: INPUT BEARING REACTIONS(Ibs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x4 Piate 3.50" 2.25" 678 / 54 / 732 1 11.9" Detail A3 1.25" LSL Rim 2 2x4 Plate 3.50" 2.25" 678 / 54 / 732 1 11.9" Detail A3 125" LSL Rim - See TJ SPECIFIER'S / BUILDE R'S GUIDES for detail(s): A3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 1000 1000 1420 Passed(70%) Lt. end Span 1 under Safe loading Reaction(Ib) 995 995 1081 Passed(92%) Bearing 1 under Safe loading Moment(ft-Ib) 1835 1835 3765 Passed(49%) MID Span 1 under Floor loading Live Defl.(in) 0.133 0.348 Passed(L/938) MID Span 1 under Floor loading Total DeFl.(in) 0.144 0.521 Passed(L/868) MID Span 1_ under Floor loading - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: 1-1360, TL:LJ240, ALT:U480@50.0 psf). - Deflection analysis is based on composite action with single layer of the appropriate span-rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Concentrated load requirements for standard non-residential Floors have been considered. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specifc product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowa6le Stress Design methodology was used for Code UBC analyzing the TJ Residential product listed above. PROJECT INFORMATION 2002-012 8-Unit OfficeNVH OPERATOR INFORMATION: Keystone Engineering Inc Paul P Larsen PE 3361 S Necombe Ct Lakewood, CO 80227 303-763-2840 303-763-2874 CopyrigM 82000 by Trus Joist, a Weyerhaeuser Business. Pro*°, TJ-Pro1B and TJ-Beam*" are tratlemarks of Tms Joisl. TJIC) is a registeretl tratlemark of Trus Joist. I er~ Mezzanine Joist (2-Span) I~ •TJ-Beam*M~~SeialN mber:700177601 11.875" TJIO/ProTM-150 JOIST @ 12.0" o/c BERMUSA 7007 3/21/2002 1:1306 PM Page 1 of t Build Cotle: 148 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED = 22' 1 1/8" 11' 4 3/4" - 10' 8 3/8"- ~ LOADS' Product Diagram is Conceptual. Analysis for Joist Member Supporting FLOOR - COM. Application. Loads(pso: 125 Live at 100% duration; 10 Dead; 0 Partition SUPPORTS: INPUT BEARING REACTIONS(Ibs.) WIDTH LENGTH LIVE/DEAD/TOT. PLY DEPT H DETAIL OTHER 1 2x4 Plate 3.50" 2.25" 635 / 45 / 680 1 11.9" Detail A3 125" LSL Rim 2 2x4 Plate 3.50" 3.5" 1695 / 136 / 1831 1 11.9" Detail 83 3 2x4 Plate 3.50" 225" 602 ! 40 / 643 1 11.9" Detail A3 1.25" LSL Rim - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3, B3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(Ib) 1000 1000 1420 Passed(70%) Lt. end Span 1 under Safe loading Reaction(Ib) 1831 1831 1895 Passed(97%) Bearing 2 under Floor loading Moment(ft-Ib) 1989 1989 3765 Passed(53°/a) Rt. end Span 1 under Floor loading Live Defl.(in) 0.121 0.373 Passed(U999+) MID Span 1 under Floor ALTERNATE span loading Total Defl.(in) 0.127 0.559 Passed(L1999+) MID Span 1 under Floor ALTERNATE span loading - Ailowable moment was increased for repetitive member usage. - DeFlection Criteria: STANDARD(LL: L/360, TL:L/240, ALT:U480@50.0 psf). - Deflection analysis is based on composite action with single layer of the appropriate span-rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - The load conditions considered in this design include Alternate member loading. - Concentrated load requirements for standard non-residential floors have been considered. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code UBC analyzing the TJ Residential product listed above. PROJECT INFORMATION 2002-012 8-Unit OfficeNVH OPERATOR INFORMATION: Keystone Engineering Inc Paul P Larsen PE 3361 S Necombe Ct Lakewood, CO 80227 303-763-2840 303-763-2874 Copyright 0 2000 by Trus Joist, a Weyerhaeuser eusiness. Pro"", TJ-ProTM antl TJ-Beam'" are iretlemarks of Trus Joist. TJIS is a registered Vademark of Tms Joist. . D:12002=02-012W1-J01.Bm JuWye r, ~ Mezzanine Header LLSC53 1~ 1~ ' Td-Beam(TM)6.02SeriaiNUmber:]0020B139N08 2 Pcs of 1 3/4 x 9 1/4 1.9E Microllam(g) LVL Usec 2 312912002113]:14 AM Page1 EngineVereiort121 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED F__1 0~2❑ 6-- 3' 3"--5 Praduct Oiagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 12' Primary Load Group - Storage - Light (psf): 125.0 Live at 100 % duration, 10.0 Dead SUPPORTS Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/DeadlUpliftlTotal 1 Stud wall 1.50" 1.78" 2438 / 210 / 0/ 2647 A1: Blocking 1 Ply 1 1/2" 1.5E TimberStrand@ LSL 2 Stud wall 1.50" 178" 2438 / 210 / 0/ 2647 A1: Blocking 1 Ply 1 1/2" 1.5E TimberStrandO LSL -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A1: Blocking -Bearing length requirement exceeds input at support(s) 1, 2. Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: Maximum Shear(lbs) 2647 Moment (Ft-Lbs) 2151 ve Load Defl (in) ~ otal Load Defl (in) Design Control Control -1188 6151 Passed(19%) 2151 11204 Passed (19%) 0.016 0.081 Passed (L/999+) 0.017 0.162 Passed (L1999+) Location Rt. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Fioor loading MID Span 1 under Floor loading -Deflection Criteria: STANDARD(LL:V480,TL:U240). -Bracing(Lu): All compression edges (top and bottom) must be braced a12' 8" o!c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -Concentrated load requirements for standard non-residential floors have been considered. ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from soflware developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all producfs are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: 2002-012 8-Unit OfficeNVH OPERATOR INFORMATION; Paul Larsen Keystone Engineering Inc. 4400 S. Federal Blvd. Ste. 1A Sheridan, CO 80110-5368 Phone:720-283-4400 Fax :720-283-4248 office@ks[onecorp.com Copyright O 2001 by Trvs Joisq a Weyerhaeusen Business Microllama is a registered [iademank o2 Trus Sois[. 0:\2002\2002-012\M-H01.sms Keystone Engineering, Inc. 4400 S Federal 81vd, Ste 1A Sheridan, CO 80110-5368 Bus: (720) 283-4400 Fax: (720) 283-4248 0.8674 Job # 2002-012 1 y/ Date: 12:47PM, 29 MAR 02 6ser.KW0604160,Ver5.5.0,25-Sep~2001 Timber Column Design Page 1I (cp983-2001 ENERCALC Engineeiing 5oltwaie n.isnro~~nro.mn~nna.ui2r~wr.amw;tions Description Mezzanine Stud I GBnef21 InfOrf178tlOft Calculations are designed to 1997 NDS and 7997 UBC Requirements il wood Section 2x4 Total Golumn Height 8.00 ft Le XX for /aial 8.00 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 0.00 k Column Depth 3.50 in Fc 1,300.00 psi Lu XX for Bending 8.00 ft Width 1.50in F6 850.00 psi Sawn E - ElasticModulus 1,300ksi Hem Fir, No.2 Loads Dead Load Live Load Short Term Load Axial Load 160.00 Ibs 2,000.00 Ibs 0.00 Ibs Eccentricity O.OOOin Applied Moment 0.00 in-iF 0.00 in-0f 640.00 in-# Max. Design Moment O.OOin-# O.OOin-# 640.00 in-fF Using : 2x4, Width= 1.50in, Depth= 3.50in, DL+ LL fc : Compression 411.43 psi Fc : Allowable 474.31 psi Pox : Flexural F'bx : Allowable 0.00 psi 1,193.87 psi Interection Value Stress Details Fc: X-X Fc : Y-Y F'c : Allowable F'c:Allow' Load Dur Factor F'bx F'bx * Load Duretion Factor Title : 8-Unit OfficeNVH Dsgnr: PPL Description : Scope: Total Column Ht= 8.00ft DL+LL+ST 411.43 psi 474.31 psi 208.98 psi 1,193.87 psi 0.7524 474.31 psi For Bending Stress Calcs... 1,495.00 psi Max k'lu / d 474.31 psi Actual k'Lu/d 474.31 psi Min. Allow k'Lu / d 1,193.87 psi Cf:Bending 7,193.87 psi Rb :(Le d/ b^2) ".5 For Axial Stress Calcs... Cf : Axial Axial X-X k Lu / d Axial Y-Y k Lu / d Column OK DL+ ST 30.48 psi 474.31 psi 208.98 psi 1,193.87 psi 0.1901 50.00 2122 11.00 1.500 16.576 1.150 27.43 0.00 i 00 o n ~ w m ~ r n m o o m o o m m~ ~ ~ o n ° m m v M m o m n m m ~ m o m ~ m , o ~ m a ~ ~ m ~ m ~ , ~ 7 j ~ O A 0 O A m ~ O ~ ~ O m ~ O m N ~ A ~ O N N^ A m ~ O N ~ O M N O m N 7 V M ~ N V N N N ~ O ~ r r N O ~ ~ < 0 N ~ 4 O V O T ~ n M r 4 O N O 0 ~ m~ N N O ~ N~ ~ < m r p j ~ a o m ~ o M ~ o m o M N o e m ~ a N ~ a m ~ ~ v w ~ m - N ro n~ m m m a 0 C T ~ n y ~ C O n n O n O n N N ~ ~ O O r m m~ r O O N n 0 ~ V ~ O N O ~ O O ~ m y N . . . . . . . . . ~ ~ . ~ . . 7 ~ ~ . . . ~ . . ~ ~ ~ j ~ ~ N O C m ~ N~ h< N ~ ^ m N ~ N m r N 4 n~ m r~ a m n h m ~ N m ~ O C m m N N N N N O O C ~ ~ f m r < m m O ~ n O ~ N ~ a O N N 0 b r T T j Z O Q W ~ O ~ ~ O m 7 O m N ~ O N ~ O M N O m N O m ~ a m > N ~ R N LL y e ~ o ° ~ ~ a o r ° m a m n ~ T n ZZ m n n m T M C m M j N ~ O m ~ O M N O m N O a N N M ~ C m ~ H m N ~ < N h < N 2 4 M r N m N < T n N °y N 5 ~ o o m < m m n c ° m n o v m m o ~ m ° r n C ' N C N N C N r h M ~ N m n h ~ 0 N V 0 N ' ~ < T n ~ N ~ ~ N W r O C N N ~ 0 n m N m N O T O m ~ b O ~ C r O m ~ O < ~ ~ n ? n V ~ N N m ~ O T N J F ~ O 0 m ! O ^ N O 7 O M H O K m ~ m N ~ ~ ~2 ~ m ~ ~ ~ ~ ~ N m LL ~ b C M O ~ ~ n O N ~ T N O m ~ W < N N O m ~ r m ~ V N ~ O ~ ~ m m N b N N N ~ N V O 1 m ~ ~ . . ~ ~ ~ ~ . ~ ~ ~ ~ j ~ M N O M N ~ Y m ~ C ~ ~ N V N N C N ~ < N ~ ~ ~ h m n h ~ 0 ~ ' T n N N 0 ~ Q C N W ~ V r N O ~ ~ O ~ N n 0 O V m O O h m n < r C ~ N O m ~ ~ ~ ~ N ~ O O N T J It! ` m N N Y N 0 N m m r N M m N C n ~ < m N < ~ n N 0 r N A n N N ~ N N m ^ N N m F~ L ~ m N N ~ O ~ ~ N M ~ m M N M m ~ O N O n O N ~ N N W O O N A ~ ~ m ~ m ~ N n m ~ N V ~ j Z ~ O Q N ~ m N ~ O N ~ O ~ N O V N . i ~ i M N . . ~ i C m ~ N ~ m ~ N ~ a ~ ~ ~ 7 ~ N ~ d ~ i N ~ ~ N i Y ~ N r - - ~ h - ~ ~ - i 0 - ~ b i V ❑ J a LL Z ~ W O e C - m N m v m v ~ a M ~ a ~ m m m m n n ~ o ~ m 1 o v m r ~ ~ a m ~ m m v ~ m a ~ m o , , , , , ~ , . , , , , , . , Z N W J~ V - N - ~ - C - m - r - h - ~ - N - N - ~ - N - N - V - N - ~ - h w m ~ C ~ r - N - m - m - ~ - O - r - N - ~ - m - N - V W n N N ~ ~ N ~ n 3 w 0 p c m m ° m e m ~ ~ e ~ ~ m n m N h m ~ n m m n m c 7 m ~ o 7 m 7 7 m < N ~ r v m N J~ 2 d N ~ N m n N ~2 r h m ~ P r N ' m n C Q r ^ N 0 ~2 ^ N 0 h ~ m N N N n N N ~ N N N m p C Q 1~ N d' ~ i~ ~ t0 O ~ h O ~O y0 ~ ~ (G ~ (G 4 < ~ m W N (D 10 ~ ~ 0 ~O W ~O j~ N ~ O (O N O ~ t7 N (7 N < ~ I (1 W ~ N ' f0 ~ N d' N lD V Cl N Q N tp ~ (7 1~ In Cl W tO f OI f~ N N 1 ~0 G N Oi D ~ V I T O (O O ~ N N> N d' CO O O T O~ 1~ V h R ~ N O OI ~ W O~ ~ t0 ~ ~ ~[I ~ O C a m ~ ~ ~ ~ 7 . ~ . . . ~ . . ~ , T ~ N J=. N N N V N t0 f l~ ~D ' CI 1~ O IO < 1~ (D V W ~U V W h N W n Y1 0 1~ 1(1 N W ~ O~ I~ N N 0] . ~ V OI W r N O ~ N O ~ ~ O m ~ O 0 N Ol V O r N O~ N N 1~ (A t0 N h ~D O ~ N ~ ~ ~ . ~ . ~ ~ ~ ~ ~ ~ • sA`° ~ ~ ~ ~ ~ ~ . ~ . ~ . ~ ~ ~ • ~ ~ ~ ~ 1~ N [7 m (O C 0 I~ N 0 f~ N O~ J t0 ~O O ~ W ~O N O f W 1~ N O 1~ C1 m VI N O~ (O < ~ O~ ~ Ol N m V m d' ~ N CI 9 CI Cl N , O ~ t0 h O C Ol 1~ ~ ~ V W h 10 V N (O N (O t0 O J V N tl' (7 N C] N i N . t7 i N . f rr~ J u . Vl W f0 C i CI ~ h ~ N ~ (7 ~ a0 ~ (O ~ d ~ 1~ ~ N • ~ U1 ~ t0 i < i T ~ 1~ ~ 1II ~ N m i t0 ~ N ~ O~ ~ I~ LL 1 ~ C m N N ~ ~ N (O T - T T OI N m IA OI vl 7 > V ~ .f- ~ Oi Ol Ol ~ O~ N N .f- N Y) ~ N In J~..{ l0 VI ' {7 ^ h N ! CJ t0 N Q ^ t0 ^ ~O Q f [O ' ~ 0 N h Ol 1~ N N m (O N T (O N CO 10 ~ 0 h N N m N N ~ N N N O C ` d' N e'- O OI O t0 OI O t0 N c~ ~ ] N O OI t7 0 t7 ~ N IA N V O (O e^- ~ h W N Qa W [O N ~ N (O V . . 7 J S' O+ ~ n N O1 N N O N V1 (O ~ O N 9 ~ (O ~ N J d O N [O ~ N N O N 1~ ~ (7 N N 0 V N (y N N N N U] ~ C N N N O~ ~ fO N f~ N N f~ N N N N ~ N 10 N Ol N ~ C ~ ~ 0 O O 0 O ri • ! Y ~ N m N Ol m N I~ ~ 1~ i h i V ~ O ~ ~ • v1 ~ O O ~ t7 ~ N ~O d' ~ ~ 1~ J~ N m ~ ~ ~ N . N • n (y~ ~ N ~ n r N 1 ~ ~ m ~ N • i m i N i N i m i N N N N N N N N N N N ~y N N N N [~'J N N N N • N N ' LL ~ C f O O ~ N OI O~ N O ~ O~ M . . O A O (O (~l CI f~ M W ~ In O t+J ~ C (O ~ O ~ N ~ 0 0 0 V N Y { a IA M , J X V N N T ~ N N N N O~ ~ ~O N CJ N O N ~D N t~I N O N 1~ N ~ ) ' f0 1 N N N tO N N N N IV N (O N C1 N O l+l 1~ N C N O t7 I~ N C1 N CJ Q N ~ C N M W W N 10 N V ~ t7 h N 0 C] l7 Cl W N < C I~ O O O~ O O C~ m ~ N Ol N C ~ T i O N ~ ~O ~ ~ VI ~ r ~ N O ~ ~ i < . t0 . t7 • ~ i 1~ ~ (O ~ W . (7 ~ • ~ i • c0 O . N ~ V . ~ N ~ J U' ~ N N N . N . N . N ~ (h ~ N ~ N ~ N ~ N ~ N • t7 ~ N .r t~~ l N ~ N m N N [7 ~ N a~~I ~ N a ~ CJ C l N t7 ~ N t^~1 y C] N CJ ~ m a m C'I (m~l azU~L.' N IO C N fO C N b N N IO N ^ ID N N 10 O N 10 V N 10 O N IO C N ~C N N 'D C N ~ N ~ ~ N ~ b N y-0... . . ~ o 0 o m m m ~o m ~e v ~ ° ~ T . - m L ~ c i ~ ~ ~q if ~ \ f .L ry u! ~ { L+ ~ ~y 5~~ ~ C S= ~ ~ ~Vql V ~ /-a~. ~J \Y I LL I ' ~ ~ 3 ~ rn KEYSTONE ENGINEERWG, INC. ~jy~pd ~n ~ 72O-ZH.3~OO, FAX: 720-283-4248 JOB NO.: GCOVCs`,y~VI~& DESIGNED BY: {(y~~ 1 r'+ ~ DATE: e/~~. w PAGE: l ' PROJECT: &141-11,r qm5,e44 FEATURE: Mbamwte/ DETAIL: M4sC AL"d" f Fr o ~ ~ ~ "fe.~1o,J ~tT ~flu S ~ N@~ ~t01~ 4 ~la2_A. ~ ~c 12A 6:4~1 Sk}ti1i5~Z R'f L~l~ ~~5 ~ = Zo~/Fr ~~~6ft ~ r----~----~ AQ~ G*Urf c~ 114 " ~ LA17 5CZt~0 : 5ph I S= 2 I yit > 1,5(1',)Za,5n " 6 ~n1' = 271~~ (Z,~~ ( l ~ f~~l L v~ = 4W i ~A-~ ~o~ do Ie u,4- eeG'!Tl of 2ac,~ F~ = V-P ~"~~~>ca,~~c~F~~~~,~>r►~~>ct,~5~ o,iv c lto ok, z ~o 3,.Ov3 iA% JOB NAME: Manidigo Custom Builders LOCATION: Golden, CO DESCRIPTION: 100' x 165' x 16' PO NO.: R10402 DATE: 03-13-02 CALCULATIONS & DETAILS ~O~O\pQ`PDO• ~ EG~ST \ G~ ~:;~'.6AUbl~f••. (~,9 ' n ~ V i.oP A~~i O 199 A: Debra R. Baumgai Registered Professional DL9 (S~ L9 uvL9 ~ MAR 15 2002 "CEYSTONE ~ext+~t~+~~~x<x:~«~~aa<xxt<ta<+~~++~r~<xx~x~+~ax~~+rr++t~e~~at~~~e+x++x~+~~e~~ ` SOB: R10402 * ` ESTIMATEiDESIGN/DRAFTING 575TEM * * rQDtE.iT 11 10::,'1.8/02 * ~ VERSION-10.1.0 _14:50:22 * * «..t...+t+.,«,:<.« .t~* ~ +~.«I « TABLE OF CONTENTS INPUT ECHO/DESIGN LOADS PAGES (H1 TO A%'i) GENERAL CALCULATIONS/SKETCHES PAGES ( 1 TO FRAMING SUMMHRY PAGES (B1 TO B3 ) _ ENDWALL REACTIONS PAGES (C1 TO C1 ) PURLIN DESIGN PAGES (D1 TO Dt-l ) SIDEWALL GIRT DESIGN PAGES (E1 TO Etb ) ROOF AND SIDEWALL PANEL DESIGN PAGES (F1 TO F1 ) ENDWALL FRIIMING/PANEL DESIGN PAGES (G1 TO G~'~ ) BRACING LOADS PAGES (H1 TO A2 ) B.2ACING DESIGN PAGES (I1 TO 16 ) . . POR`S_'PT, FRAMF. 1]7CTf:N____ PAGE -(5-1- -TLl aLS- S'IDESdTCEL --G-]~RY';-3~fB-F:RFH--[q-g~$LR-DES ~-(-[rti~`pH-gg RIGID FRAME #1 DESIGN PAGES (L1 TO L12 ) RIGID FRAME #2 DESIGN PAGES (M1 TO M12 ) R- R E ! O . T G ~ • enutic`•. F9 ~ m~ 2 ~wtt~er~~~t:x~s~~~r~~~<w+~«~r~r<+<~~~~«~~++~t+txxxx+x~~~x~xxtxx++~«~~ « x~x~~~ ' JOB: R10402 PAGE:A1 * ~ ESTIMATE/DESIGNiDRAFTING SYSTEM * ~ CONEST II 2S-FES-03 * ~ VERSION-10.1.0 09:39:31 " DESIGN/ ESTIMATE INPUT ECHO REPORT JOB IDENTIFICr1TION: R10402 SHr1PE: Width Length Eave-Hit= RoofSlope Bay-Space :rame Type Eave Offse*_ (ft) (ft) (ft) (in/ft) (ft) - Left Right 100.00 _ 83.92 16.00 , - ,2.000 20.98 RF 0.00 0.00 BUILDING CODE: Code Expo./ I Opening Seismic/ 2 View S.S. Roof UBC-97 , B`- 1 .00 C"~ `1 1.00 N N LOADS: Live Wind Added Dead (psf) (mph) (psf) Load Reduction 30.00 ' 90.00-,. - 3.00 RgdFrm:N Endwall:N PROGRAMS AND OPTIONS: Y ALL ADDITIONAL LINES: # of Add Lines Line Numbers 10----.--- 8 1Q_Ll _12.13__14__Lfi_17__19_23-_-_.._..__ FRAME SPACING: Side Wa11 # Blocks Width # of Bays 3 19.00. 1 22.25- 2 20.42 1 GIRT LOCATION: Side # of Girts Girr_ Locations BACK 1 14.00 FRONT 1 14.00 GIRT,PURLIN TYPE: Girt: L.End B.Side R.End F.Side Purlin ZF ZB ZF ZB Z$ LEFT ENDWALL: BUILT-UP COLUMNS ONLY ENDWALL BAYS LEFT : End Walls # Blocks 5 L9idth # of Bays 17. 00 1 16. 00 1 34. 00 1 16. 00 1 17. 00 1 1*tt*t**tt1*lttt***kt*1**#*t***t***#t1*1*<************t**********k***********+ ` JOB: R10402 PAGE:A2 * * ESTINLATE/DESIGN/DRAFTING SYSTEM * ~ rnNFST TT 29-FEF-02 t * VERSrGN-10.1.0 05:33:31 * **~YrtY**tk1t1*#t*****tt'kk****<1*tk*ttlttlt**rt***1******tk****kt****1*stt****t RIGHT ENDWALL: RIGID FRAME ENDWALL BAYS RIGHT: End raalls # Blocks Width 4 of Bays 1 100.00 1 PARTIAI, WALLS: Elevation Of Lowest Wall L.End B.Side R.End F.Side 3.33 8.00 99.00 8.00 FRAMED OPENINGS: # of walls wi Wall # # Openings Type Width (ft) 2 2 11 10.00 11 10.00 4 2 11 10.00 11 10.00 PORTAL FRAME DATA: # portals B. SIDE 1 F. SIDE 1 :h framed openings= 2 Hite Bay Offset Jmbtype (ft) (ft) 14.00 1 3.00 2 14.00 4 6.00 2 14.00 1 4.42 2 14.00 4 6.00 2 Col Depth Raf Depth Bay #s 0.00 0.00 2 0.00 0.00 3 SPECIAL PURLIN DATA: Max. Spacing Left end addnl load Right End addnl load (Sloped) WOUT WIN WLEP7 WOUT WIN "uJLEN 5.00 0.00 0.00 0.00 3.14 0.00 1.87 ~iCILTIPLE FRAME LINES: Number of Different Frames= 3 Frame Design Bay # Size (Ft) Frame Line Numbers 1 20.63 2 4 2 22.25 3 3 1.00 5 ♦t~+«+« «~+~tx+t+xr+:~+~~~+>tr<xxt+« ~~w~rx~~rx~a+~t<at+xa++t~++~+t+++:ttte~ * SOB: R10402 PAGE:A3 * ` ESTIN~?TE/DESIGN/DRAFTING SYSTEM * ' CONEST II 38-r°B-03 t * VERSION-10.1.0 09:39:31 * +~t«>ttt~~ar+« t<t++artttx+r~r« <:~=x+s=+x«xr«r<ra<x++++<t+x~++~ta~xwxtrxx~« OUTPUT REPORT FOR WIND LOADINGS (Load In (PSF) For Pressure Fo: Suction) CODE= UBC-97 , EYPOSURE= B, OPENINGS= C, WIND SPEED (MPH) = 90.00 A. CORRECTED VELOCITY PRESSURE = 13.93 @ 20.17 FT (Qs*Ce, Ce= 0.67) PRESSURE SUCTION C. WALL GIRTS: 12.53 -12.53 D. ROOF PURLINS: 0.00 -13.93 E. EW COL/DR JAM,HDR: 12.53 -12.53 F. ENDWALL RAFTERS Backside 0.00 -13.93 Frontside 0.00 -13.93 G. BRACING IN PLANE OF ENDWALL: C1 C2 C3 C4 Wind From Left 11.14 4.18 -9.75 -6.96 H. BRACING IN PLANE OF SIDEWALL, ROOF Windward End 18.11 Roof -9.75 Leeward End 0.00 PRESSURE SUCTION I. WALL PAP1EL5: 16.71 -16.71 J. ROOF PANELS: 0.00 -18.11 K. OVERHANG: -36.21 L. PARAPET: 18.11 -18.11 M. RF. EAVE/RIDGE: -36.21 DEFLECTION LIMITS: Purlin (Live) 180 .0 • Purlin (Wind) 120 .0 Girt (Wind) 90 .0 W.Panel (Wind) 90 .0 R.Panel (Live) 180 .0 R.Panel (Wind) 120 .0 E.W. (Column) 180 .0 E.W. (Rafter) 180 .0 - ~t<xra+r+r~a<«e« ~~~~~+~t+ttt+++~t~~~x~t~tt+++~~x« <z+a+xxa«+~rt~~x+~<tr~xrt+ * JOB: R10402 PAvE:A9 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CnTiEST T,L ~A-rER-02 ` * * VERSION-10.1.0 09:33:31 ~t<tt « x« r~+t+a« +~r~rxatt<t«+t<x+t~.r+t~<+<r«~x « «~tx~tr+xr~~« ++t+«x~e+x~+t WIND PRESSURE ON COMPONENT AND CLADDING - Q: Rcof Angle= 9.46 (deg.) a: Wid. of Pressure +'I I'+ Coeff. Zone (£t) ~ (4) I(5)I ~ (5)I(5) a= Min. of 1) 1W 2) 1L - - - - - - - >I a 1<- a= 8.39 ft (5)= End zone 5 ->I a j<- ~(3)~ (2) 1(3)1 J(2)1 (1) 1 1 +++I++++++++++++++++++++++I +++I a-- Ridge I I (1) I(Z) I a 1(3)1 (2) 1(3)1 WIND PRESSURE (psf) qh= 13.93 psf @ 20.17 ft ~ I Zone (2) 1 Zone (3) ~ ~ Rf. Purlin ~ I Closed ~ Closed ~ ~ I I -32.03 ~ -32.03 ~ ~ Rf. Panel ~ Zone (2) ~ Zone (3) ~ ~ - I I -32.03 ~ -32.03 ~ ~ Wall Girt ~ Zone (5) ~ I Ref: Pu11 over capac'-ty of I I '20.89 ~ #12-14 screws in lbs ~ Wa11 Panel ~ Zone (5) ~ 29ga 26ga 24ga ~ + 200 285 400 ~ 1 -20.39 1 JCB :QC. JC3 P.O. ~ DATE ~ J'- PAGE ' OF The L' niform Building Code/1994 U&CDRFTI.AICD Snow Drift Calculations DATE: 195 REV: 2/9i C2/JHG Input: pj = l Proj=c[ion factor (UBC APPENDIX 1641.5) SPF DL PSF uaad Load Pf= 30-PSF Flat-Rcof Snow Load Ce:= J Snow Exposure Coefficient RS _ ?-Slope Roof Slope (inches/foot) Wb= 32.5-FT Horizonal Dim oi upper Roof Line ( 50< Wb <500) hr:= 2.FT Difference in Height Between Upper & Lower Roof 5= O-FT Horizonal Separation between adjacent structur=s L.= '_'0•FT Length of inember to which snow acts on 1.= O-FT Length of cantilever member which snow acts on TW I-FT On Frame, or Bay Spacing p, U Fri Jul 3l 0 9:I0^5 1993 Calculated Results Pf ( 0.1' l' Po = Pg = 42.357 • PSF D.= if Pg + 14 PCF> 35 PCF, 35 PCF. Ps + 14-PCF ' Ce \ FT FT I a=( atan( RS ))Degrees a- 30 Pf 7 hr - hb hb _ Z_ Q,_ Csl l- a= 9.462 40 D 6 hb u= iy.-~ ii•ecr Pf - 20- PSF a- 20 HSF 'O-FT - S hb = 1.533 • FT Cs2 I- Pf 40 20• FT d = 0.305 Cs if( Pf> 100 PSF , if( a> 30 , Cs2 , 1), i f( Pf> 20 • PSF , if( a> 30 , Cs I, 11)) Cs = 1 HSF= i r~ I ~ 1 I hdl = IWb'~-(Pg+ 10•PSF)4•.43. FTS I_ IS•FTI•PJ LB ~ hd = if(d<0?,O-FT,if(hr- hb<hdl,hr - hb,hdO) hdl =3S47•FT hd = 0.467•FT hd = hd Ps = D•hd•HSF-Cs Pm = D-((hdHSF) + hb) Wd =4-hd-HSF * t * SUMMARY OF SNOW DRIFT ANALYSIS * * ' * * Height of Snow Drift......... hd = 0.467•FT * < Leagth of Snew Dri`t......... Wd = 1.369•FT ' t Base Snow Load Pf = 30•PSF ' + Snow Drift Load Ps = 9.143•PSF ' . Total Snow Load (Ps+pf ) . . . Pm = 39.143 • PSF ' F ~ Fttlt#4!f'Yi'ltftkt:ttfttY'*:4t'Fkt~Fkt~.ht2tltvlhl'A't'tt-F:Fttt'F!\'ltthi'!*~kt~F+-k<'F+t+:~'<t IM Rockford Manufacturing, Ltd. 504 Thunderbolt Drive -Walterboro, SC 29488 (843) 538-4600 TM JOB TITI F DESCRIPTION ~ _ I l v _F . ~ ~ N 1 r V - S NZ -a ~ V } N =a ; ~a j~~ qr,g I ~ J ~ ~ P' 91J~ IJ ~ 9 ~nb i ~ - ~ J q~y ! i i I ~ . ~ J ~ 1 I~ : {V~'I ~ `A I<T a17~~ , . ~ . . J ; r ?i' v - n ~u r 'i z ' ~ = n ' ^ - - n ~ L] cq lU ` 2 ~ G ~ q 2 JOBNO. {!`D SHEET N0. MADE BY ` CK'D BY l DATE `~'"O~ ~ Rockford Manufacturing, Ltd. 504 Thunderbolt Drive •Walterboro, SC 29488 (843) 538-4600 TM JOB TITLE DESCRIPTION 7 i y L,a6 'J 0 0 ~ , 49( JOB NO. SHEET N0. MADE BY CX'D BY DATE ' ~ FJIL o ) ~ C; c , i4-7 7 Rockford Manufacturing, Ltd. 504 Thunderbolt Drive •Walterboro, SC 29488 (843) 538-4600 TM J08 TITLE DESCRIPTION Enc#wafl X-$racirrg t?esign ~ L Q y fi r y!, s S~ 's. ~ . 4 ~ ' ~ V =f z. 4 ~ Li. V=+ C J08 N0. SHEET NO. MADE SY CX'D BY DAiE ~ r :~a._,~-'.. (~~-•a.5j r ~Sx q.~: 1~3,L .a<e«rr~aa+x++~t~r~«~+a<ttr~r~+x+t~+++~~+<++~+<t+~+++~<+~+~~«~+~<~+e~w~s~«<:+ t SOB: R10402 PPGS:B1 * ` ESTIMATE/DESIGN/DRAFTING S`fSTEM ' * 19-FER-O2 * * ROCKFORD STEEL 11:30:40 * r~xx<t<a++~trrx<«~~a+w~~++atrttt++~«e+«i~ez<t« « xtt~a<ext~+tt++~+ttax+rex« < FRAMING SUMMARY ROOF PANEL : 26 GA (HR) EAVE STRUT: 8C16 PURLIN: 24 ROWS OF BY PASS MOUNT 11) Ytx-i2l.~lJ ~C~{(_l;J L~NtS -'r ~.~";.l.r• v.a..l.~..ni~`_ '.'+r~. ~ Lw= ~ :'^a ~,~-P.:~-,"rt~,~ SPACING (SLOPED (HORIZ. STUB PURLINS--> Gt1BLE EXT.----> BAY # 1 SPAN 19.00 SIZE 6.SZ16 BR. CABLE SAG ANG NONE 61Y- C47 PURLINS WITH 2 1 (FT) B. SIDE (FT) B. SIDE LEFT END= Y LEFT END= 0.000 2 3 22.25 22.25 6.5Z16 6.5Z16 i/2" z ~ 4.154 , 4.098 , , RIGHZ , RIGH'I 4 20.42 6.SZ14 i 875 (FT) EXTERIOR LAP - 875 (FT) INTERIOR LAP F. SIDE= 4.154 F. SIDE= 4.098 EDID= N END= 0.000 - „ ~ -rI C ~.~.:F s~-r-c5; ~ L,J< ~Cjl BAC:C SIDEWALL: (Bay # starts from Right looking from outside of this wall.) PANEL : 26 GA (HR) --GIBTS-:-2_B01dS_ QE_Hy_P&9G MnTmTT aTRTG wTTH __0_8_7_5"ET4_EXT-ER-I11T--LAn 0.875 (FT) INTERIOR LAP LOCATIONS-> (,5.~.291'j L BAY # 1 2 ~ L 3 4 SPAN 19.00 22.25 22.25 20.42 SIZE 9Z16 9Z16 9Z16 9Z16 BR. CABLE SAG ANG NONE NONE NONE NONE FRONT SIDEWALL: (Bay # starts from Left looking from ~CJ outside of this wall.) PANEL : 26 GA (HR) GIRTS : 2 ROWS OF BY PASS MOUNT GIRTS WITH 0.875 (FT) EXTERIOR 7,AP 0.875 (FT) INTERIOR LAP ' LOCATIONS-> ! 8.000) IZ.L917 ~ G BAY # 1 2 3 4 SPAbT 19.00 22.25 22.25 20.42 SIZE 9Z16 9Z16 9Z16 9Z16 BR. CABLE SAG ANG NONE NONE NONE NONE ~x«+ax~~~<t~~+~+ta~a+r+~w~« x~x+t~~tt+t~~rxrx++<ax++~x~~++~a~~~«+<+~+« « «x ` JOS: R10402 PP_GE:B2 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * 2A-FEB-02 t ' ROCKFCRD STEEL 09:39:49 * rw++++et++art «<at~t<t+r+~+tr+~~~+xxt«xxtx«t++s~~x~~r~wx:«t «~zzr+ « az~~+++xx FRAMING SUC1(MAR`l L,;s u LEFT ENDWALL: (Bay # starts from right looking `rom outside of this wall. ) PANEL : 26 GA (HR) RAFTER 5. x.250 W 9.50 x R-CC 5. x.250 W 7.50 x COL-1 5. x.250 W 7.50 x COL-2 5. x.250 W 7.50 x COL-3 5. x.250 inl 7.50 x COL-4 5. x.250 W 7.50 x L-CC 5. x.250 W 7.50 x SAG ANGLES, BRACINGS, AND GIRTS: BAY SPAN SAG ANGLE BRACE DIA. NG. (FT) LOCATIONS (CAHLE) 1 17.00 NONE p 2 16.00 NONE 3 34.00 NoNc 112 112 ' 112 i 112 112 ~ 112 112 < GIRTS NO SIZE LOCATION (FT) ~ 9Z16 2 9Z16 ?,33> I~"'.`~ ~ 9Z13 4 16.00 NONE 5 17.00 NONE 2, 9Z16 7 1 3Tj31 I411~0 L; 9Z16 RIGHT ENDWALli: (Bay # starts from right looking outside of this wa11.) PANEL : OPEN WALL FRAME : 1.00 (FT) BAY RIGID FRAME. from GIRT: OPEN WALL SAG ANGLES, BRACINGS, AND GIRTS: BAY SPAN SAG ANGLE BRACE DIA. < GIRTS NO. (FT) LOCATIONS (CABLE) NO SIZE LOCATION (FT) 1 100.00 NONE txr<s+.<rrx<++~«x~<a~ra++arx~+r>rxs~<a~+++~~a~e~+~ntr~+~~a+~++x<+~~~~ner+<«~++ ~ JOB: R10402 PZIGE:B3 * ~ ESTIMATE/DESIGN/DRAFTIDiG SYSTEM * ~ 28-FEB-02 * ' ROC{FORD STEEL 09:39:q9 ' xax« ~~aa~++ttt<+xr<rt+:tx+xa>:rx+« xatt+:t;tet+x:t~+~t~+x~rat~st~x+ae~:~~x~~*r~+~ FRAMING SUMIMe1RY -(Base Plate and Ancnor Bolt) "REACTIONS" EW COL COL D+L D+W NO LOC SHP H V (all reactions 1 R-CC W 0.00 2.63 1 COL-1 W 0.00 4.61 1 COL-2 W 0.00 10.01 1 COL-3 W 0.00 10.01 1 COL-4 W 0.00 4.61 1 L-CC W 0.00 2.63 COL SIZE BASE PLT. A. BOLT H V NOTE W x L BPW x HPL x BPT DIA NO LENG in (KIPS) ) (IN) (IN) (IN) (IN) ( IN) (1 =std) 0 .78 -0. 67 5 ' .00 8.00 5 .00 8.00 0 .50 " 0 .75 2 1 1 .80 -1. 15 5 .00 8.00 5 .00 8.00 0 .50 0 .75 2 1 3 .14 -2. 56 5 .00 8.00 5 .00 8.00 0 .50 0 .75 2 1 3 .14 -2. 56 5 .00 8.00 5 .00 8.00 0 .50 0 .75 2 1 1 .80 -1. 18 5 .00 5.00 3 .00 8.00 0 .50 0 .75 2 1 0 .78 -0. 67 5 .00 8.00 5 .00 8.00 0 .50 0 .75 2 1 3 R-CC 0.00 0.00 2.90 0.00 RF 3 L-CC 0.00 0.00 2.90 0.00 RF 2 NOTE : 1 1 3 fi'W 1= LEFT EW 3= RIGHT ENDWALL 4 RF = SEE RIGID FRAME OUTPUT FOR FINAL BASE PLATE/AB DESIGN SUMMARY CLP = SEE TFIE FOLLOWING TABLE FOR THE TYPE I OR T'fPE II DESIGT7 CAPACITY OF COLUMN CLIP BASE PLATE -(KIPS) 8C16 ~ 8C14 ~(2)8C16 ~(2)8C14 ~ ~ TYPE I ~ 5.42 ~ 6.88 ~ 10.86 ~ 13.78 ~ ~ TYPE II 1 10.84 1 13.76 1 21.72 1 27.56 ~ ++++++x « ~+~trt~rxx~a~« « t~r+~~w~<x~~~~~ax~~t~~<trr+>xx~x~~xta~x<>~~~<t~~w+re~ ` Jos: R10402 PAGE:C1 * ` ESTIMATE/DESIGDI/DRAFTING SYSTEM * " CONEST II ^R- . FEB-02 * ° VERSIGN-10.1.0 09:39:31 * <'k#****tt*t<1**#*t*!*k**:F*!t***k4***3***i'#** « ***k****i'**********t*1t*t*\***** REACTIONS FOR ENDLVALL COLiJMA75 LEFT ! n;c ~ ENDWALL - REACTION** (KIPS) COLUMN DL+LL DL+WL LOCATION H V H V A R-CC 0. 00 2.63 0.78 -0. 67 ~ COL-1 0. 00 4.61 1.80 -1. 18 L COL-2 0. 00 10.01 3.14 -2. 56 S r_OL-3 0. 00 10.01 3.14 -2. 56 F COL-4 0. 00 4.61 1.80 -1. 18 6, L-CC 0. 00 2.63 0.78 -0. 67 +~~++zx+<+x~~<z+«<x++t+r~rx~<x~~++~~~et~x+r<rx>« ~+t~~~~~t~xx+taa~x++xarxw+t+ ' JOB: R10402 PAGE: D1 * ' ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONE.ST IT 02'i9!02 * ` VERSION-10.1.0 11:30:27 * twae~tt+<wwe« <a~+ **~r++w~t++tt+ttr+t+~<xtrxx~~a+x+~+>~a+e~ax awt++~~r~++.a~r+< INPUT ECHO FOR PURLIN-GIRT-PANEL PROGRAM SOBID : R10402 BUILDING SHf1PE: WI➢ LEN , H1 H2 PR PO EOL EOR (FEET) 100.0 83.9 16.0 16.0 8.3 50.0 0.0 0.0 FRAME SPACING: # BLOCKS WIDTH (FT) # BAYS - - - - 3 18.667 1 22.250 2 20.083 1 GABLE EXT, PURLIN, GIRT: GABLE EXT MAX PURLIN GIRT SPACING LEFT RSGAT SPACIVG Wr1LL NO. i,OC. - 0.3 0.3 5.00 / 4.93 B. SIDE : 1 14.00 (SL/HZ) F. SIDE : 1 14.00 GIRT, PURLIN TYPE: GIRT PANEL TYPE BACK FRONT PURLIN WALL ROOF ZA 7R 7R HR HR ROOF LOADS: DEAD+COL LIVE WIND UPLIFT* ADD LOAD-L ADD LOAD-R ( PSF ) 30.0 0.0 16.9 N Y *NOTE: WIND UP LIFT INCLUDES COLLATERAL LOAD ADDTIONAL LOADS: RIGHT END . (PSF) W-OUT W-IN W-LEN 9.14 0.00 1.87 WALL LOADS: WIND LOAD (PSF) PRESSURE SUCTION 12.53 12.53 PANEL LOADS: WALL ROOF (PSF) PRESSURE SUCTION PRESSURE SUCTION - - - 16.71 16.71 0.00 18.11 DEFLECTION LIMITS : PURLIN ROOF PANEL WALL LIVE WIND GIRT LIVE WIND PANEL " 180. 120. 90. 180. 120. 90. PARTIAL PSALLS: BOTTOM LEVEL OF WALL BACP SIDE FRONT SIDE 8.00 8.00 ~e:t+e+~ta~tttx~xta++~x<«arr+*<a++++~ex« «+~~~~++++++a~t+~~+~~x~« x++t<x+~~~~ ' JOB: R10402 PaGE: D2 * ~ ESTIMATE/DESIGN/DRAFTING SYSTEM * ` CONF.ST iI (?:;,-'1.Q!0^ * ` VERSION-10.1.0 11:30:28 * ROOF PURLIN DESIGN DESIGN DATA PURLIN TYPE........ _ PURLIN SPACING (LT) _ PURLIN SPACING (RT) _ LIVE LOAD.......... _ DEAD LOAD.......... _ COLLATERAL LOAD.... _ WINDUP LOAD........ _ ROOF SLOPE......... _ DEFL. LIMIT (LL)... _ DEFL. LIhfIT (WL)... _ ADD LOADS: RIGHT END W-OUT = W-IN = LENGTH = MEMBER LAYOUT (FEET) SPAN SIZE L. CANT 1 6.SZ16 0.33 2 6.5'-16 3 6.5216 4 6.SZ14 Z SECTION, BYPASS MOiIDTT 4.154 (FT) (SLOPED) 4.098 (FT) (HORIZ.) 4.154 (FT) (SLOPED) 4.098 (FT) (HORIZ.) 30.000 (PSF) 2.200 (PSF) 3.000 (PSF) 16.930 (PSF) 2.000 / 12 L/180.00 L/120.00 9.140 (PSF) 0.000 (PSF) 1.870 (FT) BAY SIZE R. CANT L. LAP R. LAP SAG ANG. LOC 18.67 2 .88 NONE 22.25 2. 88 1 .88 NONE 22.25 1. 88 2 .88 NONE 20.08 0.33 2. 88 NONE ********************t**********#*****ti************Y*t**<*****t**k*****t*k**tt ' JOB: R10402 PAGE: D3 * * ESTIyATE/DESIGN/DRAFTING SYSTEM * ' CONEST II 02_!19!02 * ` VERSICN-10.1.0 11:30:28 * t<rrt<tx+a<+<++tx~tx+r« tatx~xt~+~+x~«t<~~x+a~~~x~«x~~xt~~« x<x<txt« <++x+~~xr ROOF PliRLIN DESIGN REPORT ON DEAD+LIVE+ADD LOAD: MOMENTS (K-FT) SPtlN LEFT LEFT MAi{ BETWEEN AT RIGHT RIGHT INFLEC . PTS. N0. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT 1 -0.01 3.57 7.47 -1.94 -6.17 0.01 14.03 2 -6.17 -2.09 2.98 11.13 -3.03 -5.76 4.89 17.65 3 -5.76 -3.07 2.76 11.13 -2.47 -6.60 4.72 10.96 4 -6.60 -2.08 4.35 12.05 -0.01 4.60 20.07 SHEARS (KIP) SPAN LEFT LEFT RIGHT RIGHT N0. SUPPORT LAP LAP SUPPORT OH -0.05 1 1.02 -1.26 -1.68 2 1.63 1.21 -1.32 -1.59 3 1.57 1.30 -1.23 -1.65 4 ou 1.78 n py 1.36 - - -1.15 - - BOLT SHEARS (KIP) BOLT SHEAA RATIO(.5 D A307) SPAN LEFT LAP RIGHT LAP LEFT LAP RIGE3T LAP 1 0.00 0.54 0.00 0.28 2 0.54 0.77 0.28 0.40 ~ 3 0.77 0.50 0.40 0.26 l 4 0.65 0.00 0.33 . 0.00 ~x~rt~aw+r+~~<r++~~~+tr<rx<rxa~++t+x«~x~+~:~«<e~+x++x+e~x~+tr<arx~~r<+~x+~ * JOB: R10402 PAGE: D4 * * ESTIPIP.TE/DESIGN/DRA°TING SYSTEM * * CONPST II 02i1~:'0.'. * t VERSION-10.1.0 11:30:28 * <!*******t****1*#******tt**t***t**t******t1*tk****tt***k#******************tf* ROOF PURLIN DESIGN REPCRT ON DEAD+LIVE+ADD LOAD: - MEMBER FORCES - - DESIGN ALLOWABLE MOMENT SPAN PURLIN MOMENT MOMENT Rt1TI0 LOC N0. SIZE (K-FT) (K-FT) 1 6.SZ16 3.57 3.48 1.027 MS 2 6.5216 -3.08 3.48 0.887 liTS 3 6.5216 -3.07 3.48 0.883 ' LTL 4 6.SZ14 4.35 4.76 0.915 MS DESIGN ALLOWABLE SAEAR BEND+SHEAR SPAN PURLIN SHEAR SHEAR Rt1TI0 LOC RATIO LOC N0. SIZE (KIP) (KIP) 1 6.SZ16 1.26 3.04 0.416 ; RTL 0.484 RTL 2 6 5Z15 1.32 3.04 0.434 RTL 0.950 RTL 3 . 6.SZ16 1.30 3.04 0.427 LTL ~ 0.963 LTL 4 I 6.SZ14 1.36 - 5.95 0.229 LTL 0.244 ---------I LTL ~ I LTS=LEFT SUPPORT RTS=RIGHT SUPP012T MS=MID SPAN ~ - MEMBER DEFLECTIONS (IN) SPAN DEAD LOAD LIVE LOAD LIVE LOAD LIMIT 1 0.17 0.98 1.24 2 0.16 0.93 1.48 3 0.14 0.81 1.48 4 0.19 1.11 1.34 TS •f#++**k*******M*#********l+tfs****tf+*****1*##t##*fk**tk<*****t*<k#st!*k***## ` JOB: R10402 PAGE: DS * t ESTIMATE/DESIGN/DRIr^TING SYSTEM * * CONEST IL 02;14'03 t ~ Vz-RSION-10.1.0 11:30:28 * WEB CRIPPLING STRENGTH (KIP) BEARING WIDTH (IN) SP_AN REACTION 3 5 6 8 10 LEFT END 1.067 0.692 (0.9QS 1.020 1.252 - 1.483 RIGHT END 1.206 1.200 1.639 1.983 2.326 TE ,.._i TS COMBINED BENDING PND WES CRIPPLING STRENGTH (LAP ASSUMED AT THE C?N7iLEVER ENDS) FRAME LINE NO. BEARING WIDTH (IN) COMBINED RATIO 1 5.0 0 .444 2 5.0 1 .013 3 5.0 0 .956 L 4 5.0 0 .880 5 5.0 0 .290 TE +++~+r<r+~+t+ew++tt~tt~~ae+x+t+++~<+~~st+++x~x~+~~~xxtx+>+++w~x«+t~~~rat+~++* " JOB: R10402 PAGE: D6 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CODtEST II ~ VERSION-10.1.0 11:30:23 " t+<~e«,rt~.e~rx<+:tt~r~t~« <r~<ttta~tx«+x~+~:t~<xt<s+~<+r~ta:~eax<tr~+txta~~~t~+~:t ROOF PURLIN DESIGN REPORT CN DEAD+WINDUP LOAD: MOMENTS (K-FT) SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS. N0. SUPPCRT LAP SUPPORT X= LAP SUPPCRT LEFT RIGHT 1 0.00 -1.20 7.47 0.65 2.08 0.01 14.03 2 2.08 0.71 -1.00 11.13 1.02 1.94 4.89 17.65 3 1.94 1.04 -0.93 11.13 0.33 2.23 4.72 16.90' 4 2.23 0.70 -1.47 12.05 0.00 4.61 20.07 SHEARS (KIP) SPAN LEFT LEFT RIGHT RIGHT NO. SUPPORT LAP LAP SUPPORT OH -O.OS 1 -0.34 0.43 0.57 2 -0.55 -0.41 0.44 0.54 3 -0.53 -0.44 0.41 0.55 4 -0.60 -0.46 0.38 OH f) 0 r - BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D fl307) SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP 1 0.00 0.18 0.00 0.07 2 0.18 0.26 0.07 0.10 3 0.26 0.17 0.10 0.07 4 0.22 0.00 0.08 0.00 ~~w<++<+x+t~«~rex~tst~~t~~+~++ar++«x~<x<xa~>a~~+<a~~~~++xt~x~+zr~xt~~~e<r:+++r ~ JOB: R10402 PAGE: D7 * ~ ESTIMATE/DESIGN/DRAFTING SYSTEM * ' CONEST ZI O:iil°'03 * * VERSION-10.1.0 11:---0:28 * ***tttltt}~y-y#tM'f**ttkklk*1***kM't******tkt***t******t*******#t*t***kti,t*Y*h**k= ROOF PURLIN DESIGN REPORT ON DEAD+WINDUP LOAD: MEMBER FORCES DESIGN ALLOWABLE MOMENT SPAN PURLIDi MOMENT MOMENT RATIO LOC NO. SIZE (K-FT) (K-FT) 1 6.SZ16 -1.20 3.24 0.371 MS 2 6.3zi6 -1.00 3.24 0.310 MS 3 6.SZ16 -0.93 3.24 0.287 . MS 4 6.SZ14 -1.47 4.44 0.330 MS Dr.SIGN Ai.i,OWABi.E SHEAR BEND+ SAEAR SPAN PURLIN SHEAR SHEAR RATIO LOC RATIO LOC NO. SIZE (KIP) (KIP) 1 6.SZ16 0.43 4.05 0.105 RTL 0 .031 RTL 2 6.SZ16 0.44 4.05 0.110 RTL 0 .061 . RTL 3 6.SZ16 0.44 4.05 0.108 LTL 0 .062 LTL 4 I 6.5Z14 0.46 7.94 - 0.058 LTL 0 .016 ~ LTL LTS=LEFT SUPPORT RTS=RIGHT SUPPORT MS=MID SPAN MEMBER DEFLECTIONS (IN) - - - SPAN DEAD LOAD WIND LOAD WIND LOAD LIMIT 1 0.17 -0. 56 -1. 87 2 0.16 -0. 53 -2. 23 3 0.14 -0. 46 -2. 22 4 0.19 -0. 63 -2 .01 +::a~~.<x+xt~«++~ « rx+~~+~~x~>w«++~~+~<+t~~+~x+t+««x<r«~<x«za+.+t~~~+~« tr * JOB: R10402 PaGE: E1 * * ESTINLATE/DESIGNiDRAFTING SYSTEM * * CONEST II O~rl?~02 t * VERSION-10.1.0 11:30:28 * ~x« ~<t<t+t<t+tt+attx~sx~~t~~~~~a~+~+~+~<+>ts+r+~x~~ar« <><+~x<x~xea~xr+++~~~< SIDEWALL GIRT DESIGN DESIGN DATA BUILDING SHAPE: (FEET) WID LEN H1 100 0 83.9 16.0 H2 PR PO 16.0 8.3 50.0 PARTIAL WALLS (FEET) WALL GIRTS: GIRT SPACING ELEVATION BACK FRONT -8-0 -8-0 TYPE BACK FRONT ZB ZB WALL LOCATION (FT) SACK 8.00 14.00 FRONT 8.00 14.00 RA`L,CTZE_~~ ft BIyQCKS-W-bT1TU.~FT-)--tk-`-F-FM~S - ~ ----3--- ---18-7-- ----i- 22.3 2 20.1 1 i LOAD: WIND - PRESSURE SUCTION (PSF) - 12.53 12.53 DEFL. LIMIT: L/ 90 <+~t~+r~x<rt~~rrt+~t+t«+a~e<+~~~~a+~+~++++x~>xxx+>~r~ra~~~t«~~t~~~a « xr«<+ts« * JOB: R10402 PP.GE: E2 * ' ESTIMr1TE/DESIGN/DRAFTING SYSTEM * * CONEST II 02/19i02 t ` VERSION-10.1.0 11:30:28 * **#*w<***tt**t**kt*~t**Y*Y*****~t*****~*f***<t**<!*t!******t******Mi**k*#****t SIDEWALL GIRT DESIGN MEMBER SELECTION, BOTH WALLS: BYPASS MOUNT GIRTS MEMBER LAYOUT (FEET) SPAN SIZE L. CANT BAY SIZE R. CANT L. LAP R. LAP SAG ANG. LOC 1 9Z16 0.33 18 .67 0 .88 NONE 2 9Z16 22 .25 0.88 0 .88 NJNE 3 9Z16 22 .25 0.88 0 .88 NONE 4 9Z16 20 .08 0.33 0.88 NONE ~ « «rta<r~xtx~~wrra~«arr~<+<e~<w+t++<x~~ax« x~~«+<a~«xx~x« ~+t+xa~~~« « x+ * JOB: R10402 PAGE: E3 * * ESTIMATE/DESIGN/DRAFTING SYSTEM ` * CODIEST LI 02/19'0= • t VERSION-10.1.0 11:30:28 * SIDEWALL GIRT DESIGN REPORT ON WIND PRESSURE: MOMENTS (K-FT) SPAN LEFT LEFT MAX BETWEEN AT RIGHT RiGHT INFL EC . PTS . N0. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT 1 0.00 1.24 7.47 -1.65 -2.14 0. 00 14. 03 2 -2.14 -1.67 1.04 11.13 -1.53 -1.99 4. 89 17. 57 3 -1.99 -1.53 0.95 11.13 -1.82 -2.31 4. 71 16. 92 4 -2.31 -1.78 1.50 12.05 0.00 4. 64 20. 08 SHEARS (KIP) SPAN LEFT LEFT RIGHT RIGHT NO. SUPPORT LAP LAP SUPPORT 1 0.35 -0.54 -0.58 2 0.56 0.52 -0.51 -0.55 3 0.54 0.50 -0.53 -0.57 . 4 0.62 0.57 -0.39 --°o^LT--SHEAR-q-(-K-P-) - B9L`F SH£7R-RA'FZ9-~5-D-A~-&'~) SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP 1 0.00 0.61 0.00 0.24 2 0.61 0.57 0.24 0.22 3 0.57 0.66 0.22 0.25 4 0.66 0.00 0.25 0.00 >~~~+~+~++++<sr<t~<xr«~tra<«+++x~t+«~ « zx+« ~++~x+a~~at~~x+<~tx+t<x< * JOB: R10402 PAGE: E4 * * ESTIM?TE/DESIGN/DRAFTING SYSTEM * * CONEST II 03/19'03 * * VERSION-10.1.0 11:30:28 * r<aa«~~tr« « r« «~~~tr~~~~~« <tx<x~~~i:~++~<r>t+xx«« ~~~+++x<++>« ~<a++~~~+:+a~ SIDEWALL GIRT DESIGN ~+«<«««.~«~+«~x<+++ REPORT.ON WIND PRESSURE: MEMBER FORCES DESIGN ALLOWABLE MOMENT. SPAN GIRT MOMENT MOMENT RATIO LOC N0. SIZE (K-FT) (K-FT) 1 9Z16 -1.65 6.95 0.238 RTL 2 9216 -1.67 6.95 0.24C LTL 3 9Z16 -1.82 6.95 0.263 RTL 4 9Z16 -1.78 6.95 0.257 LTL DESIGN ALLOWABLE SAEAR BEND+SHEAE2 SPAN GIRT SHEAR SHEAR RATIO LOC RATIO LOC NO. SIZE (KIP) (KIP) 1 9Z16 0.54 2.86 0.188 RTL 0.092 RTL 2 9Z16 0.52 2.86 0.182 LTL 0.091 LTL 3 9Z16 0.53 2.86 0.184 RTL 0.103 RTL 4 I 9Z16 0.57 2.86 0.201 LTL 0.106 ~ LTL LTS=LEFT SUPPORT RTS=RIGHT SUPPORT MS=MID SPAN MEMBER DEFLECTIONS (IN) SPAN ACTUAL WIND LOAD LIMIT 1 0.18 2. 49 2 0.17 2. 97 3 0.14 2. 97 4 0.26 2. 68 +~«+~x« +~x++.+++a+.«+~.+~+~~xx<t~r~x.x+<x«xa~~+++x+~+<r~~+~t~+~t+~~a+c~t<xtx+ ~ JOB: R10402 PAGE: ES * ~ ESTIMATE/DESIGN/DRtlFTING SYSTEM * * rnNFST TT 02%].9'02- * ` VERSION-10.1.0 11:30:28 * +t «.t«<.<t<t<t« ~..t.t+~.<.<.+t:~t.tt., ««~.~.~«~«~«.«.<.<t~~~..t~~t+«..<+. SIDEWALL GIRT DESIGN REPORT ON WIND SUCTION: MOMENTS (K-FT) - SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC . PTS. N0. SUPPORT LAP SUPPORT Y= LAP SUPPORT LEFT RIGHT 1 0.00 -1.24 7.47 1.65 2.14 0 .00 14.03 2 2.14 1.67 -1.04 11.13 1.53 1.99 4 .89 17.67 3 1.99 1.53 -0.95 11.13 1.82 2.31 4 .71 16.92 4 2.31 1.75 -1.50 12.05 0.00 4 .64 20.08 SHEARS (KIP) - - SPAN LEFT LEFT RIGHT RIGHT NO. SUPPORT LAP LAP SUPPORT 1 -0.35 0.54 0.58 2 -0.56 -0.52 0.51 0.55 3 -0.54 -0.50 0.53 0.57 4 -0.62 -0.57 0.39 BBL.T SHE]kR&-~ICI-P-4------ -BF1bT-SHE13R-RP.Tq-0.5-a-a30.7-?- - . SPr1N LEFT LAP RIGHT LAP LEFT LA2 RIGHT LAP 1 0.00 0.61 0.00 0.24 2 0.61 0.57 0.24 0.22 : 3 0.57 0.66 0.22 0.25 4 0.66 0.00 0.25 0.00 +x+r+~~r~r~«a « ~<+xx~>+~~r~~x~+~e+x+~x~~~~t~«~~ee~~~+~+~++++++t~t+++a+++«~tt+ * JOB: R10402 PAGE: E6 * * ESTIMATE/DESIGN/DRAETING 5`IST°M * * rnDiE:~T SI 02:~ 19102 * ' VERSIGN-10.1.0 11:30:28 * <..+,~«<t.<r...+~t+rrt~..~~t«t.<.<.+t~++«.~«<.<r«.<«..t~~~~+t~.«..« <+«.~t+«... REPORT ON WIND SUCTION: MEMBER FORCES DESIGN SPAN GIRT MOMENT N0. SIZE (K-FT) 1 9Z16 -1.24 2 9Z16 1.67 3 9Z16 1.82 4 9Z16 -1.50 DESIGN SPAN GIRT SHEAR NO. SIZE (KIP) 1 9Z16 0.54 2 9Z16 0.52 3 9Z16 0.53 4 1 9Z16 0.57 SIDEWALL GIRT DESIGN ALLOWABLE MOMENT MOMENT RATIO LOC (K-FT) 4.87 0.255 MS 6.95 0.240 LTL 6.95 0.263 RTL 4.87 0.309 MS ALLOWABLE SHEAR BEND+SHEAFc SHEAR RATIO LOC RATIO LOC (KIP) - 2.86 0.188 RTL 0.092 RTL 2.86 0.182 LTL 0.091 LTL 2.86 0.184 RTL 0.103 RTL 2.86 0.201 LTL 0.106 ~ LTL LTS=LEFT SUPPORT RTS=RIGHT SUPPORT MS=MID SPAN MEMBER DEFLECTIONS (IN) SPAN ACTUAL WIND LOAD LIMIT 1 -0.18 -2.49 2 -0.17 -2.97 3 -0.14 -2.97 4 -0.26 -2.68 xx.~~~.~.~~+r<«+>~~~tr~~x« ~~~+~a+txx<+x+~<+~~~~~ «x~+x+xxe«~.+xs~x+~++~x~++< ` JOB: R10402 PAGE: Fl * ' ESTIMATE/DESIGN/DRt1FTING SYSTEM * ~ CONEST II 03/1.9/02 * ` VERSION-10.1.0 11:30:28 * **ik**t~ft**<t*#i****t*****kktt******t**t**tk*****t****~t*f********t**<t*t**** * ROOF AND WALL PALNEL DESIGN DESIGN DATA LOADS: ROOF: DEAD= 1.0 (PSF) , LIVE= 30.0 (PSF) , WIND UP= 18.1 (PSF) WALL: WIND PRESSURE= 16.7 (PSF) WIND SUCTION= 16.7 (PSF) ROOF: NO. OF SPANS= 3, ROOF SLOPE= 2.0 /12 PURLIN SPACING (SLOPED) (LT)= 4.154 (FT) (HORIZ.) (LT)= 4.098 (FT) SIDEWALL: 1 DIFFnRENT WALL GIRT SPACINGS SPACING: WALL ID SPACES, (FT) 2 6.00 2.00 2AIQE:, GAGE: Wx:.i,i,= 26, ROOF= 26 PANEL TYPE: WALL= HR, ROOF= AR PANEL STRESS AND DEFLECTION MID - SPAN SUPPORT 1,48IL.- -ACTU&L- &LLQCiS.- &CTUAL` .&LLQw-_ --~1EPLECTZOnSS____ LOAD ON PAN MOMENT MOMENT MOMENT MOMENT ACTUAL LIMIT STATUS LOC COMB PSF FT-#/FT FT-#/FT FT-#/FT FT-#/FT IN IDI ROOF DL+LL 40.2 53.9 129.2 -67.4 189.2 0.102 0.273 OK ROOF DL+WI, -17.1 -23.6 252.2 29.5 172.2 -0.052 0.415 OK WI, 2 WL-PR 16.7 48.8 172.2 -58.5 252.2 0.196 0.800 OK WI. 2 WL-SU 16.7 -48.8 252.2 58.5 172.2 -0.225 0.800 OK ~++r« <++tawrx~+ « « <x~~+++r~xa~taae«~+x~++x+~+++« +x~~+<+~xx~x+~~<e~~t~t<+~+ * JOB: R10402 PAGE:Gi * ' ESTIMATE/DESIGN/DRAFTING S`ISTEM * * CONEST Ii 02/28/03 * * VERSION-10.1.0 09:39:34 t rt~+r+tt+<+~rtt~w~+~~x~~<t~r+~+~<ax~+t~~x~~a+~x+ «~+++++~+a:++r<x+<sx+~+ «r<s~ GENERAL ENDWALL DESIGN INPUT ECHO: JOB ID: R10402 BLDG SHAPE: W H1 H2 PR 100.00 16.00 16.00 8.3 EW FACTORS: NO WELD ONL`f PANEL D] EW LEFT RIGHT TYPE COL 2 Y N E3R. 180 ENDWALL END FRAME GABLE FRAMING: WALL RECESS ERTEN. ENDBAY LEP: U.u0 0.00 19.GC RIGHT 0.00 0.00 20.42 4 PO PP 50.0 6.5 :FLECTION L RAF GIRT 180 90 STt1NDARD SPACING N N GP EOL EOR 9.0 0.0 0.0 LMIT PANEL 90 CONSTANT WALL HT. GIRT DEPTH 3.3 N 99.0 N ENDWALL BAY SIZES-->: START FROM RIGAT CORNER, LOOKING FROM OUTSIDE NO OF BAY NO BAY NO BAY NO BA`I NO WALL BL OCKS WIDTH TIMES WIDTH TIMES WIDTH TIMES WIDTH TIMES LEFT 5 17.00 1 16.00 1 34.00 1 16.00 1 Rrr,um 1 17.00 1 1 nn nn 1 MPY GIRT & PURLIN SPACING:ENDWALL LEFT END = 7.33 RIGH T END = 99.00 BACKSIDE LEFT EW = 8.00 RIGH T EW = 8.00 FRONTSIDE LEFT EW = 8.00 RIGHT EW = 8.00 ROOF (SLOPED) (LT) = 4.154 (HORIZ.) (LT) = 4.098 GIRT LOC. WALL NO. GIRTS GIRT LOCATION LEFT 0 RIGHT 0 LOADS: DEAD = 5.20 LIVE = 30 .00 PANEL: PRESSURE = 16.70 SUCTION = 16 .70 GIRT: PAESSURE = 12.50 SUCTION = 12 .50 COLUMN: PRESSURE = 12.50 SUCTION = 12 .50 RAFTER (BACK) : PRESSURE = 0.00 SUCTION = 13 .90 RAFTER (FRONT) : PRESSURE = 0.00 SUCTION = 13 .90 xe+~x+~<+~+a~t<t+~« ~<«x~~~w~~te~tat+a~w+~~~ttt~~~+~~x++xx+«rra~~~+«+t « x~+x * JOB: R10402 PAGE:G2 * * ESTIMA TE/DESIGN/DRPFTING SYSTEM * * CONEST iI 02/34i02 * * VERSION-10.1.0 09:39:34 * Y**t****t fkt*~***t* k****t**<1* *11#****t*t*t*1**L*****t*k*** #*********t**~<***< ENDWALL DES IGN FOR LEFT WALL BAY SIZES : 19 17 .00 19 16.00 1@ 34.00 1@ 16.00 1 @ 17 .00 MEMBER IN FORMATION: WELDED C-SECTION MEMBER FLANGE WEB TYPE LOC. LENGTH WIDTH THICK DEPTH THICK WEIGHT SIZE RAFTER W 101.38 5.00 0.250 9.50 0.112 1230. R-CC W 0.00 14.63 5.00 0.250 7.50 0.112 166. COL-1 W 17.00 17.46 5.00 0.250 7.50 0.112 198. COL-2 W 33.00 20.12 5.00 0.250 7.50 0.112 229. COL-3 W 67.00 20.12 5.00 0.250 7.50 0.112 229. COL-4 W 83.00 17.46 5.00 0.250 7.50 0.112 198. L-CC W 100.00 14.63 5.00 0.250 7.50 0.112 166. TOTAL LBS. = 2417 CAPACITY CHECK: * COLD FORM S ECTIONS--> ALLOWABLE SHEAR & AXIAL ARE IN (KIPS) ALLOWABLE BENDING ARE IN (FT-R) * HOT ROLLED SECTIONS-> ALLOWASLE SHEAR, A XIAL & BENDING ARE IN (KSI) MAX SHEAR MAX AXIAL COMS (K) (KSI) * - (K) (KSI) * RAFTER W DL+LL 5. 87 5 .51 11. 56 0. 48 0. 00 0.00 22.42 0. 00 R?FTER W DL+WL 1. 46 1 .37 15. 41 0. 09 0. 00 0.00 29.89 0. 00 R-CC W DL+LL 0. 00 0 .00 16. 05 0. 00 2. 63 0.79 20.96 0. 04 COL-1 W DL+LL 0. 00 0 .00 16. 05 0. 00 4. 61 1.35 20.96 0. 07 COL-1 W DL+LL/2+WI, 1. 80 2 .14 21. 40 0. 10 0. 78 0.23 27.95 0. 01 COL-2 W DL+LL 0. 00 0 .00 16. 05 0. 00 10. 01 3.00 20.96 0. 14 COL-2 W DL+LL/2+WL 3. 14 3 .74 21. 40 0 .17 1. 70 0.51 27.10 0. 02 COL-3 W DL+LL 0. 00 0 .00 16. 05 0 .00 10. 01 3.00 20.96 0. 14 COL-3 W DL+LL/2+WL 3. 14 3 .74 21. 40 0 .17 1. 70 0.51 27.10 0. 02 COL-4 W DL+LL 0. 00 0 .00 16. 05 0 .00 4 .61 1.38 20.96 0 .07 COL-4 w DL+LL/2+WL 1. 80 2 .14 21. 40 0 .10 0 .78 0.23 27.95 0 .01 L-CC W DL+LL 0. 00 0 .00 16. 05 0 .00 2 .63 0.79 20.96 0 .04 M AX BENDING BENDING WEB BEND COL MOMENT STRESS ALL OW RAT20 +AXIAL +SHEAR NO (FT-K) (KSI) * RATIO RATIO RAFTER W DL+LL 27.33 24.32 29. 75 0.82 0.82 Rt1FTER W DL+WI, 6.78 6.03 39. 66 0.15 0.15 R-CC W DL+LL 0.00 0.00 26. 58 0.00 0.04 COL-1 W DL+LL 0.00 0.00 26. 58 0.00 0.07 COL-1 W DL+LL/2+WL 7.86 9.09 35. 44 0.26 0.26 COL-2 W DL+LL 0.00 0.00 26. 58 0.00 0.14 COL-2 W DL+LL/2+WL 15.82 18.30 35. 44 0.52 0.54 COL-3 W DL+LL 0.00 0.00 26. 58 0.00 0.14 COL-3 W DL+LL/2+WL 15.82 18.30 35. 44 0.52 0.54 +x<xx~trax+<+x~t~~~ «<+~+<x<++x+<>«+++r~++~~~~««++~~~~++t~x+x+><xa++++~+~~<r * SOB: R10402 PAGE:G3 * " ESTIMATE!DESIGN/DRt1FTING SYSTEM * ` CONEST II 03!38!03 * * VERSION-10.1.0 09:39:34 * CCL-4 W DL+LL 0.00 0.00 26.58 0.00 0.07 COL-4 W DL+LL/2+WI, 7.86 9.09 35.44 0.26 0.26 L-CC W DL+LL 0.00 0.00 26.58 0.00 0.04 *#****k******~********X*****~*****+********k**xfi*t**+***k***Xtl~****%s#***f##* ' JOB: R10402 PAGE:G4 * ~ ESTIMATE/DESIGN/DRAFTING SYSTEM * ` CONEST II 02/28/02 * ` VERSIGN-10.1.0 09:39:34 ' « * ~ .<«<...* . t.,. , ..<«<. «<...<... ENDWALL DESIGN FOR LEFT WALL MEMEER DEFLECTIONS: MEMBER SIZE DEFLECTIONS (IN) ACTUAL LIMIT RacTER S.x .250 w 9.50 x .112 1.79 2.27 COL-1 S.x .250 W 7.50 x .112 0.35 1.16 COL-2 S.x .250 W 7.50 x .112 0.94 " 1.34 COL-3 S.x .250 W 7.50 x .112 0.94 1.34 COL-4 S.x .250 W 7.50 x .112 0.35 1.16 COLiJMN REACTIONS: COliJMN SIZE DL+LL DL+WI, RArT STF ~ H V H V R-CC S.x .250 W 7. 50 x .112 0.00 2 .63 0 .78 -0. 67 - NO COL-1 S.x .250 W 7. 50 x .112 0.00 4 .61 1 .80 -1. 18 NO COL-2 S.x .250 W 7. 50 x .112 0.00 10 .01 3 .14 -2. S6 NO COL-3 S.x .250 W 7. 50 x .112 0.00 10 .01 3 .14 -2. S6 NO COL-4 S.x .250 W 7. 50 x .112 0.00 4 .61 1 .80 -1. 18 NO L-CC S.x .250 W 7. 50 x .112 0.00 2 .63 0 .78 -0. 67 NO INFORMATION FOR RAFTER SPLICES ENDWALL COLUMN N0. 1 2 3 4 RAF MOM @ COL (FT-K) 5.2 27.3 27.3 5.2 INFL PTS: LT OF COL. (FT) 1.76 0.00 5.57 0.00 INFL PTS: RT OF COL. (FT) 16.00 5.57 16.00 1.76 MOMENT AT PEAK (FT-K) 22.49 x~x<x.xaxz« x~af~txx~x~xx~~xxxxx~z<x«xx<> « x~x« x+ex<xes~xaxw<z+x~« xsz<sxxx<x ' SOB: R10402 PaGE:G^ 5 x ` ESTIMATE/DESIGN/DRAFTING SYSTEM * ' CONEST II 02/28/02 x ' VERSION-10.1.0 09:39:34 * e.r~xx.++~~xxxxxa.xxzxx.<xx~~+xx «xsx~<:tx<x~.t+xxxa~:r~xtr+s~+tzxttr:xxxxt~~~<:r~.r ENDWALL GIRT DESIGN LEFT ENDWALL GIRT LOCATION <--BAY--> AVG. # OF WP.LL $ SPACE HITE GIRTS LOCe?TIONS 1 1 17.00 17.4 3 3.33 8.33 13.91 1 2 16.00 20.2 3 3.33 8.33 15.33 1 3 34.00 21.5 4 3.33 7.91 12.50 17.08 1 4 16.00 20.2 3 3.33 8.33 15.33 1 5 17.00 17.4 3 3.33 8.33 13.91 MEMBER SELECTION FOR LEFT WALL: SAG BENDING MOMENTS (FT _KIPS)-> BA`I GIRT ANGLE PRESSURE -->o-- SUCTION <---DE FLECTIONS---- > # SIZc LOCPTIONS ACTUAL, AL,LOW ACTUAL Ai,LOW PRSSR SUCTN AI,LJW 1 9Z16 NONE 2.24 6.89 2.24 3.44 0.34 -0.34 2. 27 2 9Z16 NONE 2.24 6.89 2.24 3.44 0.30 -0.30 2. 13 3 9Z13 9.0 17.0 25 8.02 12.29 8.02 8.93 3.27 -3.27 4. 53 4 9Z16 NONE 2.24 6.89 2.24 3.44 0.30 -0.30 2. 13 5 9Z16 NONE 2.24 6.89 2.24 3.44 0.34 -0.34 2. 27 RIGAT ENDWALL GIRT LOCATION: x~~+x>*+« xzxx~+~~x~x~a«x~x+~txxxt+wx+x+~x+~~xe~+:~ «~~<xx~~x~x+xzrxx>~+~x~+<: ` SOB: R10402 PaGE:GgG " ~ ESTIMZ~,TE/DESIGN/DRAFTING S7STEM * ` CONEST II 02/28/02 ' ` VERSION-10.1.0 09:39:34 * **#*hh**+x#***###**!*#**R*~**+*1*k********++#****+ht#*t<*t*##t**xtXk*#*x#~!x%* ENDWALL PANEL DESIGN DESIGN DATA LOADS: WALL: raIND PRESSURE= 16.7 (PSF) WIND SUCTION= 16.7 (PSF) IIVDWALL: 2 DIFFERENT WALL GIRT SPACINGS S?ACING: WALL ID SPACES, (FT) 1 4.58 4.58 4.58 4.42 3 PANEL GAGE: 26 PANEL TYPE : FIR PANEL FORCE AND DEFLECTION MID - SPAN SUPPORT LOAD ACTUAL ALLOW. ACTUAL ALLOW. DEFLECTIONS LOAD ON PAN MOMENT MOMENT MOMENT MOMENT ACTUAL LIMIT STATUS LOC COMB PSF FT-#/FT FT-#/FT FT-#/FT FT-#iFT IN IN WL 1 WI,-PR 16.7 27.1 172.2 -37.5 252.2 0.062 0.611 OK WI, 1 WL-SU 16.7 -27.1 252.2 37.5 172.2 -0.062 0.611 OR ~xxxxx~z+x~xt<xx~~xxxxx<++~t++~:+~~x~azx~~x++~xx~<x~« <xxs=e~+xxx~xxx<zx+tx~xx ` JOB: R10402 PAGE:H1 * ~ ESTIMATE/DESIGN/DRAFTING SYSTEM ' " CONEST II 19-FES-02 * * VERSION-10.1.0 11:30:29 ` BRACING REPORT INPUT ECHO: JOB ID R10402 . BUILDING SIZE: WIDTH...... = 100.0 (FT) LENGTH..... = 83.9 (FT) AT LEFT.... = 16.0 (FT) HT RIGHT...= 16.0 (FT) PEAK RISE..= 8.3 (FT) PEAK OFFSET= 50.0 (FT) NO. OF DIFFERENT ENDWALLS = 2 LEFT ENDWALL : COL SPACES (FT) 16.7 16.6 33.5 16.6 16.7 SUM OF WALL OPENINGS= 0.0 (FT) RIGHT ENDWALL: COL SPACES (FT) 100.0 SUM OF WALL OPININGS= 0.0 (FT) ROOF BAYS.... : 1@ 19.0 29 22.3 11 20.4 LOADS........ : DEAD= 5.2 LIVE= 30.0 SEISMIC CODE= 1 WIND LOADS.... : ENDWP_LL : WINDWARD LEEWARD FROM LEFT 11.14 4.18 -9.75 -6.96 vonn,r niFHmz- 1 ;54 -°,7S (.nc SIDEWALL: WINDWARD END= 18.11 LEEWARD END= 0.00 ROOF....: -9.75 REQUIRED DIAGONAL BRACING AND WEIGHT LOCATSON NO. OF BAYS WITH BRACING WEIGHT CABLE ROD LBS. C1 C2 C3 R1 R2 R3 R4 RS R6 R7 RS R9 ROOF 5 196.5 B. SIDEWALL 1 37.0 F. SIDEWALL 1 37.0 L. ENDWALL 0.0 R. ENDWALL 0.0 TOTAL WEIGHT = 270.6 NOTE: CABLE C1 - 5/16" C2 - 3/8" C3 - 1/2" ROD R1 - 1/2" R2 - 5/8" R3 - 3/4" Ra - 7/8" RS - 1" R6 - 1 1/8" R7 - 1 1/4" R8 - 1 3/8" R9 - 1 1/2" *xi*~*******f******#****************************k****y*k*+*Xkk******t***t*i**t ~ JOB: R10402 PaGE:H2 * ` ESTIMATE/DESIGN/DRAFTING SYSTEM * ~ CONEST II 19-FEB-02 * ` VERSION-10.1.0 11:30:29 * CONTROLLING LOP.DS (EAVE FORCES) FOR DESIGN (KIPS) ROOF BRACING . WIND = 9. 13 SEISMIC = 3. 01 SIDEWALL BR?CING (BACK) . WIND = 9. 13 SEISMIC = 3. 01 (FRONT) : WIND = 9. 13 SEISMIC = 3. 01 ENDWPLL BRACING (LEFT) . WIND = 2. 48 SEISMIC = 0. 63 (RIGHT) : WIND = 2. 66 SEISMIC = 0. 73 ***t>***********k*******************t***t***********~***+**++***>;***t**#****t ~ JOB: R10402 PAGE:I1 * ` ESTIMATE/DESIGN/DRAFTING SYSTEM * ' CONEST II 19-FEB-02 * ` VERSION-10.1.0 11:30:28 * **#xzk**s*krx*x****s##****!*#*##*****##!#*+*!+*W****##*%**t*<ktf~x*#t#+*kt**kt BRACING DESIGN REPORT IPIPUT ECHO: JOB ID: R10402 BUILDING SHAPE: WIDTA.... = 100.00 (FT) LENGTH..... = 83.92 (FT) LT. EAVE = 16.00 (FT) RT. EAVE...= 16.00 (FT) PEAK RISE= 8.33 (FT) PEAK OFFSET= 50.00 (FT) N0. OF DIFFERENT ENDWALLS= 2 LEFT ENDWALL: COLUMN SPACES (FT) = 16.67 16.58 16.75 16.75 16.58 l0'.67 SUM OF FRAME OPENINGS = 0.00 (FT) RIGHT ENDWALL: COLUMN SPACES (FT) = 100.00 SUM OF FRAME OPENINGS = 0.00 (FT) ROOF PURLINS.: BY-PASS , END BAY SIZE= 6.5Z16 , INT BA Y SIZE= 6.5Z14 LAP= 1.875 (FT), SPACING (SLOPED) (LT)= 4.154 (FT) EAVF STRUT (HORIZ.) (LT)= 4.098 (FT) ROOF BAYS.... : 1@ 19.00 2@ 22.25 1@ 20.42 LT EXTENSION= 0.00 , RT EXTENSION= 0. 00 BACK S.W.... : TOTAL NO. OF BAYS = 4 NO. OF BAYS AVAILABLE FOR BRACING= 2 PORTAL FRAME = Y FRONT S.W.... : TOTAL N0. OF BAYS = 4 NO. OF BAYS AVAILABLE FOR BRACING= 2 PORTAL FRAME = y ENDWALL BRACING REQUIRED: N, PANEL TYPE: HR (26 GAGE) LEFT E.W.... : TOTAL N0. OF BAYS = 6 N0. OF BAYS AVAILABLE FOR BRACING= 6 RIGHT E.W.... : TOTAL N0. OF BAYS = 1 NO. OF BAYS AVAILABLE FOR BRACING= 1 LOADS---> DEAD= 5.20 (PSF), LIVE= 30.00 (PSF), SEISMIC ZONE= 1 ~h%****zsS*%#**1****+**********t****#***********!***S**********ht***S*t*ik***x ' JOB: R10402 P_ ~ * ~GE:I~ ' ESTIMATE/DESIGN/DR?FTING SYSTEM * ` CONEST II 19-FEB-02 * ~ VERSION-10.1.0 11:30:28 * L4IND LOADS: (PSF) IN PL?NE OF ENDWALL: WINDWARD LEEWARD SIDE ROOF ROOF SIDE FROM LnFT 11.14 4.18 -9.75 -6.96 FROM RIGHT 11.14 4.18 -9.75 -6.90' WIND ON ENDWALL INTO ROOF AND SIDEWALL: (PSF) WINDWARD END= 18.11 , ROOF= -9.75 , LEEWARD END= 0.00 BRACING MEMBER SIZES: ~ C2.BLE : C1 - 5/16" C2 - 3/8" C3 - ~ ROD : R1 - 1/2" R2 - 5/8" R3 - 3/4" ~ ~ R4 - 7/8" RS - 1" R6 - 1 1/8" ~ ~ R7 - I 1i4" nS - 13/8" R9 - 1 1i," ~ ~~«x+e+xxxxxx~<x~«~~e<xx+xxx+~~xzxxx~xt+t «~axxxx:~x<+~x~+xxzxxzzxxxzxrs~<.x x JOB: R10402 P4GE:I3 ` ~ ESTIHATE/DESIGN/DRAFTING SYSTEM x s CONEST II 19-rEB-02 * ` VERSION-10.1.0 11:30:28 * WIND BR?CING DESIGDT REPORT FORCES ON ENDWALL COLUMNS: (LEFT E.W. SPACING CONTROLS) COLUMN NO. = 0 1 2 3 4 5 6 FORCE (K) = 1.26 2.83 3.25 3.58 3.25 2.83 1.26 ROOF BRACING: (LEFT E.W. SPACING CONTROLS) BAY N0= 2 (BACK SIDE) MAX. CABLE TENSION (KIPS) = 9.83 BAY TENSION HOR.LOAD CP_BLE (KIPS) (KIPS) ! 2 9.33 7.87 E C3 6.29 5.04 C2 2.24 1.79 C1 , 2.24 1.79 C1 6.29 5.04 C2 9.83 7.87 F C3 (B: BACK SIDE, F: FRONT SIDE) ! NOTE: SEE TASLE IN INPUT ECHO FOR BRACING MEMBER SIZES EAVE STRUT: DIA. OF 2 CONN. SOLTS= 1/2" BAY N0= 2 (BACK SIDE) MA%. EAVE FORCE (KIPS) = 9.13 (EA. SA`I) ALLOW. FORCE (KIPS) = 17.52 * FOR EAVE STRUT EAVE STRUT IS ASSUMED TO BE FULLY SRACED IN Y AND Y DIRECTIONS) WALL EAVE FORCE FOR EAVE STRUT (KIPS) (EA. BAY) saCx 9.13 FRONT 9.13 NOTE: A325 H.S. BOLTS AND PLATE STIFFENER REQUIRED hilk ~ PURLIN CAPACITY CHECK NO ACTUAL_P ALLOW_P ACTUAL_M ALLOW_M UNITY BAY LOAD PURLIN (KIPS) (KIPS) (IN-K) (IN_K) CHECK 1 DL+LL+TrIL/2 1 1_79 13.20 -41.10 51.45 0.89 1 DL+WL 1 3.58 13.20 6.41 51.45 0.40 2 DL+LL+WL/2 1 3.93 18.17 -32.57 72.53 0.65 2 DL+WL 1 7.87 18.17 5.08 72.53 0.51 **k**x**~*****w*x******************Y~#***********************~********~*%***** ` JOB: R10402 PAGE:I4 * " ESTIMATE/DESIGN/DRAFTING SYSTEM * ' CONEST II 19-.°EB-02 x ` VERSION-10.1.0 11:30:38 * <xxxzxx+~xxx<x~e~~~xa~xz..+++~~<~~~~t~x+x~~xxx~s~~ex~+~+x+<z+a+<~~~«~+x.xxx<«< SIDEWALL BRACING: WAi,L DIA. TEN (K) ALW (K) WALL BAY NO BACK 1/2" 11.25 13.45 1 2 FRONT 1/2" 11.25 13.45 1 3 ENDWALL BRACING: - LEFT E.W. BRACING: LATERAL LOAD CARRIED BY PANEL SHEP_R OF 24.8 LB/FT, ALLOWABLE= 100. LS/FT. RIGHT E.W. BRACING: RIGID FRtlME USED AT THIS ENDWALL. PANEL CAPACITY NOT APPLICABLE. : GOVERNING CASE) #*******z**<xY#**#***%********tt*k********##*****f***~**~~******i**~+*#*%+**kz * SOB: R10402 PAGE:25 * " ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 19-FSB-02 * ' VERSION-10.1.0 11:30:28 t *XRZFZ*i*>*#~****z*N*rt********s*#*s#*#*#***#****hR**t**1***x*!*tt*t*x*xX*NTxx# SEISMIC BRACING DESIGN REPORT FORCES GN ENDWALL COLUNIlQS: (LEFT E.W. SPPCING CONTROLS) COLUMN NO. = 0 1 2 3 4 5 6 FORCE (K) = 0.50 1.00 1.00 1.01 1.00 1.00 0.50 ROOF BRACING: (LEFT E.W. SPACTNG CONTROLS) BAY N0= 2 (BACK SIDE) MAX. CABLE TENSION (KIPS) = 3.13 BAY TENSION AOR.LOAD CABLE (KIPS) (KIPS) ! 2 3.13 2.51 B C1 1.88 1.51 C1 0.63 0.50 C1 - 0.63 0.50 C1 1.88 1.51 C1 3.13 2.51 F C1 (B: BACK SIDE, F: FRONT SIDE) ! NOTE: SEE TA13LE IN INPUT ECHO FOR BRACING MEMBER SIZES EP_VE STRUT: DIA. OF 2 CONN. BOLTS= 1/2" BAY N0= 2 (BACK SIDE) MAX. EAVE FORCE (KIPS) = 3.01 (EA. BAY) ALLOW. FORCE (KIPS) = 17.52 * FOR EAVE STRUT EAVE STRUT IS ASSUMED TO BE FULLY BRACED IN X AND Y DIRECTIONS) WALL EAVE FORCE FOR EAVE STRUT (KIPS) (EA. BAY) BACK 3.01 FRONT 3.01 +xxx+~<+x~xtxaxt~~+~x~a«zx~x~t+xxw~xx~x~>t~xexa~x+at<t~x~xx~~<x~xxx+~+~<xx~<+x ~ JOB: R10402 PAGE:Io' * ~ ESTIMATE/DESIGN/DRAFTING SYSTEM * ~ CONEST II 19-FEB-02 * " VERSION-10.1.0 11:30:28 * SIDEL4P_LL BRACING: WALL DIA. TEN (K) ALW (K) WALL BAY NO BACK 5/10" 3.70 5.60 1 2 FRONT 5/16" 3.70 5.60 1 3 ENDWALL BRACING: - - LEFT E.W. BRACING: LATERAL LOAD CARRIED BY PANEL SHEAR OF 6.8 LB/FT, ALLOWABLE= 100. LB/FT. RIGHT E.W. BRACING: RIGID FR7:M° USED AT THIS ENDWALL. PANEL CAPACITY NOT APPLICABLE. : GOVERNING CASE) x~e:~~a«<+~zx~t~.~x~s~xtxxzx<:xx+~~++~e>x~t~~z>x«x~x++xxzz<tx~xx:x~zz.x.r>exxx ` JOB: R10402 PAGE:J1 * ` ESTIMATE/DESIGN/DRAFTING SYSTEM * ~ CONEST II 19-FEB-02 * ' VERSION-10.1.0 11:30:38 x P O R T A L F R A M E I N P U T E C H O Job Number . R10402 Portal Frame Number i Sidewall ID SS Bay Number 2 Building Width 100.000 Building Length 83.917 Bay Spacing Eave Height Wind Pressure Rid ge Loc. Roof Slope St eei Yie1d - (ft) (ft) (psf) (ft) (in : 12) (ksi) 22.250 16.000 18.110 50.000 2.00 50.000 B1dg Code Ca/Aa Sei. Imp. Snow Load Dead Load - (psf) (psf) UBC -97 0.1900 1.0 000 30.0000 8.4500 Addition al Eave Loads Wind E1ev. Seismic E1ev. (kip) (fc) (kip) (ft) Backside: 0.00 14.67 0.00 14.67 Frontside: 0.00 14.67 0.00 14.67 D E S I G N L 0 A D R E P 0 R T Load Type Eave Force Moment Hor. Reaction Ver. Reaction (kip) (£t-kip) (kip) (kip) - WSNn A-1-3$5 f~ 97 z~ 9 4-56-5-2-- Fr.-6r3-G- SEISMIC 1.9813 14.5328 0.9906 1.4350 SEI CGNN 5.5476 40.6827 5 E C T I 0 N P R O P E R T I E S R E P O R T Property Description Column X Axis Moment of Inertia in 4) 246. 0372 X Axis Section Modulus in 3) 32. 8050 Y Axis Radius of Gyration in ) 1. 9476 Twisted Radius of Gyration in ) 2. 1674 Total Cross Sectional Area in 2) 5. 6240 Bending 5lenderness Ratio .(in/i n) 81. 2036 P3cial 5lenderness Ratio .(in/in) 90. 3662 Qs 1 0. 7613 Effective Web Depth in ) 13. 4587 X Axis Effective Section Modulus in 3) 32. 8036 Qa (Web) . ( ) 0. 9793 Qa (Axial Compression) ) 0. 8298 seam 307.8123 38.4765 1.4747 1.6319 6.2080 148.9069 104.7841 13.4587 38.4698 0.9677 0.8410 D E S I G N P R O P E R T I E S R E P 0 R T Property Description Column Beam Combine Unity Check .......(AISC ) EQ.H1-3 0.9553 EQ.A1-3 0.9906 H:cial Str2ss Ratio ........(faiFa) 1.18/17.35= 0.0678 0.74/ 7.33= 0.1003 ~~x+xa>e~+«+xx+~~<zxzxxz<+z~+~xs+xe:xxx>~ « ~~~~z~xx~x~<xxxxx.x+<zxxxxezx+~<x> * JOB: R10402 P.AGE:J2 * " ESTIMATE/DESIGN/DRAFTING S`ISTEM " ' CONEST II 19-FEB-02 * ` VERSION-10.1.0 11:30:38 * xx**s**!*h*##*s~***t**x*Xi*****+*t*%****k**#*******************%*Yf*%txxiW*rt*x Bending Str2ss Ratio ......(fb/Fb) 24.50/27.60= 0.8875 20.89/23.46= 0.8904 Shear Stress Ratio ........(fv/Fv) 5.62/ 6.65= 0.8457 3.87/ 6.00= 0.6456 Allowable Deflection= 2.9333 Actual Deflection= 1.8041 Ratio= L/ 98 P 0 R T A L F R A M E O U T P U T Item - Description Qty Width/Dia. - - Length Thickness Weight - (in) (in) (in) (lb) Beam Outside Flange. 1 6.0000 219.5000 0.3750 140.0630 Beam Web 1 15.2500 219.5000 0.1120 111.9007 Beam Iaside Flange.. 1 6.0000 319.5000 0.3750 140.0630 Col. Outside Flange. 2 8.0000 179.1250 0.2500 202.9845 Col. Web 2 14.5000 179.1250 0.1120 173.6532 Col. inaide Flange.. 2 8 .G000 i63.5625 0.250C 132.0911 Splice Plate........ 4 8.0000 21.6250 0.5000 98.1256 Col. Cap Platz...... 2 8.0000 14.7500 0.3750 25.098' Col. Base P1ate..... 2 8.0000 15.0000 0.5000 34.0320 Col. Hor. Stiff..... 4 3.9440 14.3750 0.3750 24.1181 Col. Diag. Stiff.... 4 3.9440 19.5933 0.2500 21.8923 c„t;..o n1-a-t2-RQ1f:,~ ^..b~-9:~5&(3 &0-0-0 .32-00-'.. Col. O.F. Bo1ts....... 8 0.5000 1.2500 1.4592 Base Plate Bo1ts...... 8 0.7500 STD Total Weight 1164.8092 *f**k*~************<*#*******************t******#~************##********** Y+** ` JOB: R10402 PAGE:J 3 * ' EST INLATE/DESIGN/DRAFTI NG SYSTEM * ~ CONEST II 19-FEB- 02 * ° VERSION-10.1.0 11:30: 3^0 * X*~**zh**k%*##k*}!*+>****** h+***kt***t*#****X* ****#**R*****X*t*h*#* t**sFZ* ~t#fi P 0 R T P. L F R A M E I N P U T E C H 0 Job Number R10402 Portal Frame Number 2 Sidewall ID FS Bay Number 3 Building Width 100.00 0 Building Lzngth 83.91 7 Bay Spacing Have Heignt W ind Pressure Ridge Loc. Roof Slope St eel Yie 1d (ft) - (ft) (psf) (f t) (in : 12) (ksi) 22.250 16.000 18.110 50 .000 2.00 50.00 0 Bldg Code Ca/Aa Sei. Imp. Snow Load Dead Load (psf) (psf) UBC -97 0.i900 1.00 00 30.0000 8.4500 Additiona l Eave Loads Wind E1ev. Seismic Elev. ikipi (ic) (kiP) lfti Backside: 0.00 14.67 0.00 14.67 Frontside: 0.00 14.67 0.00 14.67 D E S I G N L 0 A D R E P O R T Load Type Eave Force Moment Hor . Reaction Ver. Reacti on (icip) (ft-kip) (kip) (kip) rarnrn g__ i~ n S 6b. 3Z~Q 5-~52 - 6.-e139 SEISMIC 1.9813 14.5328 0.9906 1.9350 SEi CONN 5.5476 40.6827 S E C T I 0 N P R 0 P E R T I E S R E P O R T Property Description Column Bea ri - X Axis Moment of Inertia - in 4) 246.0372 307. 8123 X elxis Section Modulus in 3) 32.8050 38. 4765 Y Axis Radius of Gyration . in ) 1.9476 1. 4747 Twisted Radius of Gyration in ) 2.1674 1. 6319 Total Cross Sectional Area in 2) 5.6240 6. 2080 Bending Slenderness Ratio . .......(in/in) 81.2036 148. 9069 Axial Slenderness Ratio .......(in/in) 90.3662 164. 7841 Qs ) 0.7613 Effective Web Depth in ) 13.4587 13. 4587 X Axis Effective Section Mo dulus in 3) 32.8036 38. 4698 Qa (Web) ) 0.9793 0. 9677 Qa (Axial Compression) ) 0.8298 0. 8416 D E S I G N P R 0 Property Description Combine Unity Check .......(AISC ) A.cial Stress Ratio ........(fa/Fa) P E R T I E S R E P O R T Column EQ.A1-3 0.9553 1.18/17.35= 0.0678 Heam EQ.H1-3 0.9906 0.74/ 7.33= 0.1003 xnxx+x~wz~xx+x~<x~t~~<a<x«xxxx+++x~+~~~~~~~xzax+<t~+x~x<x+xx:rxxxa+xrzxzxxx« ` JOB: R10402 PAGE:J4 * ` ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 19-FEn-02 * ' VERSION-10.1.0 11:30:38 * <.x~«<«.<.<~« x« x<.~....>~~«~«.<..<.x+«.<~~~t..«..<.~. « :xx+« x=xkxx<.<«. Bending Str2ss Ratio ......(fb/Fb) 24.50/27.60= 0.8875 20.89!23.46= 0.8904 Sh2ar Stress Ratio ........(fv/FV) 5.62/ 6.05= 0.8457 3.87/ 6.00= 0.6450 A1lowable Deflzction= 2.9333 Actual Deflection= 1.8041 Ratio= L/ 98 P O R T A L F R A M E 0 U T P U T Item - Description Qty Width/Dia. Length Thickness weight - (in) (in) (i n) (lb) Beam Outside Flange. 1 6.0000 219.5000 0. 3750 140.0630 Beam Web 1 15.2500 219.5000 0. 1120 111.9007 Beam Inside Flange.. 1 6.0000 219.5000 0. 3750 140.0630 Co1. Outside Flange. 2 8.0000 179.1250 0. 2500 202.9845 Co1. Web 2 14.5000 179.1250 0. 1120 173.6532 Col. Inside Flange.. 2 5.0000 163.5525 0. 2500 182.0911 Splice Plate........ 4 8.0000 21.6250 0. 5000 98.1256 Co1. Cap Plate...... 2 8.0000 14.7500 0. 3750 25.0980 Co1. Base Plate..... 2 8.0000 15.0000 0. 5000 34.0320 Co1. Hor. Stiff..... 4 3.9440 14.3750 0. 3750 24.1181 Co1. Diag. Stiff.... 4 3.9440 19.5933 0. 2500 21.8923 .-75^v8 2:$000r .32-00-'. Co1. O.F. Bolts....... 8 0.5000 1.2500 1.4592 i Base Plate Bo1ts...... 8 0.7500 STD , Total Weight 1164.8092 4*x********##tk##**£*******************#*#****i*****kt**********s#+****F**~lzt " JOB: R10402 #1 PAGE:L2 * ` ESTIMATE/DESIGN/DRrIFTING SYSTEM ~ ' CONEST II 05-MAR-02 ' ~ VERSION-10.1.0 08:40:31 * F R A M E L O A D I N G D A T A °UILDSNG CODE 1997 UBC USE CATEGORY... : 1 L=~~? LOP_D..... : 0.00 PSF WIND LOAD (Qs). : 20 .74 PSF DEAJ LJAD..... : 5.20 PSF COLL. LOAD..... : 0 .00 PSF *t NOTE LIVE LOAD IS TRnATED AS SNOW LOAD. ERPOSURE B SEISMIC ZONE........ : 1 ROOF SNOW LOAD...... : 30.00 PSF WIND VELOCITY....... : 90.00 MPH BASIC WIND PRESSURE = Qs * Ce = 13.93 PSF @ 20.17 FT (MEAN ROOF HEIGHT) (Ce = 0.67) :JIND CGEFcICIcIQTS: WIND FROM LEFT (WLL C1= 0.8000 C2= -0.9000 C3= -0.7000 C4= -0.5000 WIND FROM RIGHT (WLR C1= 0.8000 C2= -0.9000 C3= -0.7000 C4= -0.5000 WIND FROM LEFT (WLL1): C1= 0.8000 C2= 0.3000 C3= -0.7000 C4= -0.5000 WT_ND FROM RIGHT (WLR1): C1= 0.8000 C2= 0.3000 C3= -0.7000 C4= -0.5000 . TCA.➢~'nMBINA`^IQPSS- COtSB # 1--> 1.00 Y(DL+ SL) CONiB # 2--> 1.00 X(DL+ UBL) COMB # 3--> 1.00 X(DL+ WI,L) COMB $ 4--> 1.00 :{(DL+ 1/2SL+ WLL) CCMB # 5--> 1.00 X(DL+ SL+ 1/2WLL) COMB ik c--> 1.00 X(DL+ UBL+ 1/2WI,L) COMB ;i 7--> 1.00 %(DL+ WLL1) COMB # 9--> 1.00 X(DL+ 1/2SL+ WI,L1) COMB # 9--> 1.00 X(DL+ SL+ 1/2WLL) COMB ik10--> 1.00 X(DL+ UBL+ 1/2WLL1) COMB #11--> 1.00 X(DL+ SEIL) COMB #12--> 1.00 X(DL+ SEIR) UBL-> 1.00X SNOW LOAD ON LEFT SLOPE ROOF+ O.SOX SNOW LOAD ON RIGHT SLOPE ROOF NOTE: MGMENT CONNECTIONS ON THE RIGID FRAME HAVE BEEN CHECKED WITH LOAD COMBINATION DL+LL(OR SL)+(2,8)V (V=BASE SHEAR FOR SEISMIC). THIS LOAD CONDITION IS NOT SHOWN ON THE aBOVE LIST. z JOB: R10402 #1 PAGE:L3 " ' ESTIMATE/DESIGN/DRAFTING S`ISTEM * ° CONEST IZ 05-MAR-02 ' ' VERSION-10.1.0 08:40:31 * xxz%k*#*x##s#x**sfi#***sx**+*Xk+**k*kt*+~******1*#tx}**X*t%**~*st~tW<***zhh~x*Y D E S I G N S U M M A R Y S?-JOR DEPTHS AtiD LOCATT_ONS: (DEPTHS ARE IN INCHES.) ~ ~ ~ COL BASE ~ COL KNEE ~ ~ Rt1F ~ KNEE ~ PEAIC ~ LEFT SIDE ~ 15.250 1 48.000 ~ 1 46 ~ .000 1 24.000 RIGHT SIDE --->1 1 15.250 1 I 48.000 1 46 p .000 1 p PTNCH LCCATIONS AND DEPTHS: (DIST. ARE MEASURED FROM STEEL LINE) ~ DIST. ~ DEPTH ~ DIST. ~ DEPTH ~ DIST. ~ DEPTH ~ DIST. ~ DEPTH ~ I(FT.) ~ (IN.) I(FT.) ~(IN.) I(FT.) ~(IN.) (FT.) ~(IN.) ~ LEFT--> 23.900 24.000 ~ RIGHT-> 23.900 24.000 ~ RAFTER SPLICE LOCATIONS: (DIST. ARE MEASURED FROM STEEL LIIQE) ~ DIST. I (FT.) ~ LEFT--> 23.900 1 RIGHT-> 23.900 1 I DIST. ~ DIST. ~ I-------- I DIST. ~ I I DIST. ~ DIST. I I-------- I DIST. ~ DIST. I (FT.) I - (FT.) ~ (FT.) ~ (FT.) I(FT.) ~ (FT.) I(F'^.) I 50.000 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ **x~**#XS*****#t*t***************#******+#*~***%*#t***t*X*t#+yk+#*****w*****%w ` SOB: R10402 41 PAGE:L4 * ` ESTIMATE/DESIGN/DRAFTIPIG SYSTEM * ' CONEST II 05-MAR-02 * ' VERSION-10.1.0 08:40:31 * D E S I G N S U M M P R Y - - ' SEC':=ON LENGTH -DEPTHS (IN) - CUTER FLk'qGE WEg INNER FLANGE . NAISE (rT) START END (IN) (IN) (IN) . LEFT SIDE CORNER WEB THICKNESS= 0.3125 EXT. COLGhIIQ--> (FY= 50. KSI) BLlA 10.00 15.25 41.87 8.0000 X 0.3750 0.3125 5.0000 X 0.3750 BL1B 2.30 41.87 48.00 8.0000 X 0.3750 0.3125 8.0000 X 0.3750 ICD7EE CONNECTION AT THE END OF THIS SECTION RAFTER BEAM---> (FY= 50. KSI) ' LP1A 10.00 46.00 35.00 6.0000 X 0.2500 0.2500 6.0000 X 0.5000 LP1B 10.00 35.00 24.00 6.0000 X 0.2500 0.2500 6.0000 X 0.3750 : RAFTER CONNECTION AT THE END OF THIS SECTION LP2A 10.00 24.00 24.00 5.0000 X 0.2500 0.1790 5.0000 X 0.3750 LP2B 16.46 24.00 24.00 5.0000 X 0.3750 0.1790 5.0000 X 0.2500 , ««aa PEAK CONNECTION AT THE END OF THIS SECTION RIGHT SIDE CORNER WEB THICKNESS= 0.3125 EXT. COLUNIIV---> (FY= 50. KSI) . BR1A 10.00 15.25 41.87 8.0000 X 0.3750 0.3125 8.0000 X 0.3750 BR1B 2.30 41.87 48.00 8.0000 X 0.3750 0.3125 8.0000 X 0.3750 E~---EONN-E2~I?E-EI3-B-t1F-'Ffi3-~'-~E~Y`I-6Id->-»»r RiiFTER BEAM--> (FY= 50. KSI) RP1A 10.00 46.00 35.00 6.0000 X 0.2500 0.2500 6.0000 X 0.5000 RP1B 10.00 35.00 24.00 5.0000 X 0.2500 0.2500 6.0000 X 0.3750 RAFTER CONNECTION AT THE END OF THIS SECTION RP2A 10.00 24.00 24.00 5.0000 X 0.2500 0.1790 5.0000 X 0.3750 RP2B 16.46 24.00 24.00 5.0000 X 0.3750 0.1790 5.0000 X 0.2500 PEiiK CONbiECTION AT THE END OF THIS SECTION , FRAME GEOMETRY: LEFT EH= 16.000 (FT) LEFT RS: 2.000 /12 RIGHT EH= 16.000 (FT) RIGHT RS: 2.000 /12 DISTANCE TO PEAK FROM LEFT SIDE: 50.000 (FT) , L-------------- P-------------- R 100.0 8 g FRAME LINES 010402 #1 2 4 xtxxz« +ax~x<x~xa><+<+xzxxxxx+~xraxx+x* «x* <xxaxt* x* « « * x* * wx++x+* xxaxextxxx<~ ' JOB: R10402 #1 PP.GE:LS * ' . ESTIMPTE/DESIGDi/DRAFTING SYSTEM * ' COD7EST II 05-NfAR-02 * ' VERSION-10.1.0 08:40:31 * D E S I G N S U M M A R Y (CONTINUED) FORCES * r1LLGWASLES * STRESS RATIOS *COMBINED SECTICiQ SENDING* BENDING * --BENDING-- *BEiSDING+i.'~{IAI. NAME AXIAL MOMENT* AXI_3L OUTER INNER *?,XIAL OUTER IiqATER *RATIO LOAD DIST. (KIP) (K-FT) * (KSI) (KSI) (KSI) * * CASE (FT) - BL1A -38.26 -329.61 * 14.79 30.00 25.09 * 0.08 0.55 0.73 * 0.81 1 10.00 BL1B -33.12 -405.63 * 13.73 30.00 24.56 * 0.08 0.56 0.70' * 0.83 1 12.30 LP1A -42.46 -412.91 * 12.16 30.00 27.40 * 0.12 0.88 0.89 * 1.01 1 0.00 LP1B -41.23 -191.13 * 14.31 30.00 26.73 * 0.23 0.59 0.62 * 0.85 1 10.00 LP2A -30.68 81.03 * 15.08 28.74 30.00 * 0.27 0.64 0.42 * 0.91 2 30.00 LP2B -30.12 88.98 * 15.76 30.00 30.00 * 0.26 0.57 0.58 * 0.83 2 34.57 BR1A -38.26 -329.61 * 14.79 30.00 25.09 * 0.08 0.55 0.73 * 0.81 1 10.00 BR1B -38.12 -405.64 * 13.73 30.00 24.56 * 0.07 0.56 0.76 * 0.83 1. 12.30 RP1A -42.40 -412.91 * 12.16 30.00 27.40 x 0.12 0.88 0.89 * 1.01 1 0.00 RP1S -41.23 -191.14 * 14.31 30.00 26.73 * 0.23 0.59 0.62 * 0.85 1 10.00 RP2A -30.65 -99.98 * 21.57 40.00 25.54 * 0.19 0.50 0.74 * 0.93 10 21.00 RP2B -37.76 73.71 * 15.98 30.00 30.00 * 0.32 0.49 0.42 * 0.81 1 38.23 ScCTICN FOF.CES ALLOWABLE STRESS CASEDIST NAME (KIP) (KIP) RATIO _ (FT) BL1A -37. 27 -62. 76 0. 59 _ 1 10. 00 BL1B -37. 27 -55. 34 0. 67 1 12. 30 LP1A 28. 01 -28. 36 0. 99 1 0. 00 LP1B 20. 66 -37. 21 0. 56 1 10. 00 LP2A 13. 31 -19. 89 0. 67 1 20. 00 LP2B -8. 70 -19. 89 0. 44 2 46. 46 BR1A 37. 27 -62. 76 0. 59 1 10. 00 BR1B 37. 27 -55. 34 0. 67 1 12. 30 RP1A -28. 01 -28. 36 0. 99 1 0. 00 RP1B -20. 60' -37. 21 0. 56 1 10. 00 RP2A -13. 31 -19. 89 0. 67 1 20. 00 RP2B 6. 24 -19. 89 0. 31 1 46. 46 **#*s*****i*#**s~****t******k*******kk**+*****F**#*+**********W*z******s**##*# ` SOB: R10402 #1 PAGE:Lo' * ' ESTIMATE/DESIGN/DRAFTING 5`ISTEM * ' CONEST II OS-M.AR-02 ` ` VERSION-10.1.0 08:40:31 * :tx.r+xxxx~.x<x<x~~~:ex~+<z~x«zt«~x:txsx<x<x.rs:rx*x+x~xa~t+xz«sxx<xx~r<xx~+x~,re~< sE crzoN MINOR MEMBER SECTICN CORD N?.ME & POINT # (FT) - - BL1A 1 0.00 BLlA 2 1.00 BL1A 3 3.00 BL1A 4 5.00 BL1A 5 7.00 BL1A 6 9.00 BL1A 7 10.00 nLiB 1 10.00 BL1B 2 10.58 BL1B 3 11.73 BL1B 4 12.30 LPlA 1 0.00 LPlA 2 1.00 LPlA 3 3.00 LPlA 4 5.00 I,P1 '1. 5 7_98 LPlA 6 9.00 LP1A 7 10.00 LP1B 1 10.00 LP1B 2 11.00 LP1B 3 13.00 LP1B 4 15.00 LP1B 5 17.00 LP1B 6 19.00 LP1B 7 20.00 LP2A 1 20.00 LP2A 2 21.00 LP2A 3 23.00 LP2A 4 25.00 LP2A 5 27.00 LP2A 6 29.00 LP2A 7 30.00 LP2B 1 30.00 LP2B 2 30.91 LP2B 3 32.74 LP2B 4 34.5"7 LP2B 5 36.40 LP2B o 38.23 LP2B i 40.06 LP2B 8 41.89 P R 0 P WEB DEPTH (IN) 15.25 17.91 23.24 28.So' 33.88 39.21 41.87 41.87 43.40 46.47 48.00 46.00 44.90 42.70 40.50 38.30 36.10 :5.00 35.00 33.90 31.70 29.50 27.30 25.10 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 E R T I E S ARE? MOMENT SECTICN MODULUS OF INERTIA OUTER INNER (IN-2) (IN-4) (IN-3) (IN-3) 10.77 458.64 57.33 57.33 11.60 651.34 69.80 69.80 13.26 1162.95 96.97 96.97 14.92 1862.48 127.09 127.09 16.59 2773.52 160.17 160.17 18.25 3919.63 196.19 196.19 19.08 4588.21 215.31 215.31 19.08 4588.31 215.31 215.31 19.56 5003.69 226.66 226.66 20.52 5904.16 250.09 250.09 21.00 6390.28 262.17 262.17 16.00 4374.90 171.96 205.31 15.73 4121.65 165.68 198.42 15.18 3643.50 153.43 184.93 14.63 3202.05 141.59 171.83 14.97 27S .-9T1 13.52 2423.88 119.15 146.84 13.25 2250.19 113.80 140.84 12.50 2048.85 108.87 121.91 12.23 1896.10 103.84 116.57 11.68 1612.60 94.09 100.18 11.13 1357.34 84.75 96.20 10.57 1129.00 75.82 56.61 10.02 926.23 67.30 77.43 9.75 834.02 63.20 72.98 7.42 660.53 49.71 58.26 7.42 660.53 49.71 58.26 7.42 660.53 49.71 58.26 7.42 660.53 49.71 58.26 7.42 660.53 49.71 58.26 7.42 660.53 49.71 58.26 7.42 660.53 49.71 58.26 7.42 660.53 58.26 49.71 7.42 660.53 58.26 49.71 7.42 660.53 58.25 49.71 7.42 660.53 58.26 49.71 7.42 660.53 58.26 49.71 7.42 660.53 58.26 49.71 7.42 660.53 58.26 49.71 7.42 660.53 58.26 49.71 ^nt1DIU5 GF GYRATION - RX RY RTO RTI (IN) (IN) (IN) (IN) 6.53 1.72 2.05 2.05 7.49 1.06 2.02 2.02 9.36 1.55 1.95 1.95 11.17 1.40 1.89 1.89 12.93 1.39 1.83 1.83 14.65 1.32 1.78 1.78 15.51 1.29 1.76 1.76 15.51 1.29 1.70 1.75 15.99 1.28 1.74 1.74 16.96 1.25 1.72 1.72 17.44 1.23 1.71 1.71 16.54 0.92 1.12 1.38 16.19 0.93 1.13 1.39 15.50 0.94 1.14 1.40 14.80 0.90 1.16 1.41 --l-4-e~-o--4a-~rr-r. -~3~ 13.39 1.00 1.19 1.44 13.03 1.01 1.20 1.45 12.80 0.95 1.22 1.37 12.45 0.96 1.22 1.37 11.75 0.98 1.24 1.39 11.05 1.01 1.26 1.41 10.33 1.03 1.29 1.43 9.61 1.06 1.31 1.45 9.25 1.07 1.32 1.40 9.43 0.94 1.13 1.34 9.43 0.94 1.13 1.24 9.43 0.94 1.13 1.24 9.43 0.94 1.13 1.24 9.43 0.94 1.13 1.34 9.43 0.94 1.13 1.24 9.43 0.94 1.13 1.24 9.43 0.94 1.24 1.13 9.43 0.94 1.24 1.13 9.43 0.94 1.24 1.13 9.43 0.94 1.24 1.13 9.43 0.94 1.29 1.13 9.43 0.94 1.24 1.13 9.43 0.94 1.24 1.13 9.43 0.94 1.24 1.13 CONTINUED ON NEXT PAGE ***t*%*R**W****R********#****k*#k***X***Y*#****R*#***#***!***+#***%**i***t**k* - JOB: R10402 #1 PAGE:L7 * ~ ESTIMATE/DESIGN/DRP,FTING SYSTEM t " CONEST II 05-NAR-02 ' ` VERSION-10.1.0 08:90:31 * S E C T I 0 N P R 0 P E R T I E S (CONTINUED) - - - - - - - - - - - - - - MINOR MEMBER SBCTION CORD NAME k POINT 4 (FT) LP2S 9 43.72 LP2B 10 45.55 LP2B 11 46.46 WEB ARE? DE2TH (IN) (IN-2; 24 00 7.42 24.00 7.92 24.00 7.42 MOMENT OF INERTI?. ( IDi-4 ) 660.53 660.53 660.53 SECTION MODliLTJS OUTER INNER (IN-3) (IN-3) 58.26 49.71 58.26 49.71 58.26 49.71 RADIUS OF GYRATION RK RY RTO RTI (IN) (IN) (IN) (IN) - 9.43 0.94 1.24 1.13 9.43 0.94 1.24 1.13 9.43 0.94 1.24 1.13 **kz***i***i**************#***R~*+************h*!*********t4~Y**xt*<***x*#t*** " JOB: R10402 #1 PAGE:LS * * ESTIMATE/DESIGPI/DRAFTING SYSTEM * * CONEST II 05-MAR-02 * * VERSION-10.1.0 08:40:31 * D E F L E C T I 0 N S AND C L E A R A N C E S HORIZONTAL VERTICAL LOADING LEFT RIGHT AT CODIDITION KNEE KNEE PEAK (IN) (IN) (IN) DL -0.09 (EH/2118) 0.09 (EH/2118) -O.So' (SPAN/2145) SL -0.40 (EH/ 482) 0.40 (EH/ 482) -2.40 (SPAN/ 489) WLL 0.22 (EH/ 893) -0.07 (EH/2633) 0.90 (SPAN/1338) WLR 0.07 (EH/2633) -0.22 (EH/ 893) 0.90 (SPAN/1338) UBL 0.27 (EA/ 720) 0.86 (EH/ 222) -1.84 (SPAN/ 651) WLL1 0.94 (EH/ 204) 0.86 (EA/ 223) 0.24 (SPAN/5063) WLRl -0.86 (EH/ 223) -0.94 (HH/ 204) 0.24 (SPAbT/5063) SEIL 0.05 (EH/4218) 0.05 (EH/4218) 0.00 (SPAN/ 0) SEIR -0.05 (EH/4218) -0.05 (EH/4218) 0.00 (SPAN/ 0) VERTICAL CLEARPNCE AT LEFT KNEE = 12.30 FT VERTICAL CLEARANCE AT RIGHT KNEE = 12.30 FT HORIZONTAL CLEP.RANCE AT KNEE = 90.38 FT VERTICAL CLEARANCE AT PEAK = 21.70 FT exx~xxx<r~.xx« xxx+<x~+~~aaxttxtx+t~+x~x+x~>t~~~+ax++~+~~xx~~x+++x»ae+rzxxx<a ' JOB: R10402 #1 PAGE:L9 x " ESTIMATE/DESIGN/DRAFTING SYSTEM x ~ CONEST Ir 05-MPR-02 * ° VERSION-10.1.0 08:40:31 ' F R A S4 E R E A C T I O N S LEFT EH= 16.000 (FT) LEFT RS: 2.000 /12 E'cT_GHT EH= 16.000 (FT) RIGHT RS: 2.000 /12 DIST_Z1NCE TO PEPY. FROM LEFT SIDE: 50.000 (FT) L-------------- P-------------- R 100.0 HL ~ I HR --->B B<--- ~ ~ VI. Ug FRAME LINES (R10402 #1 2 4 ~ BUILDING ~ COLUNIN REACTIONS (KIPS) I ~ LOADS ~---------------------------------I I I xL I VL I HR I VR I ~ ~ DL ~ 6.97 ~ 7.93 ~ 6.97 ~ 7.93 ~ ~ WLL ~ -14.35 ~ WLR ~ -8.85 ~ UBL ~ 22.73 ~ WLL1 ~ -7.39 ~ WLR1 ~ 0.98 ~ SEIL ~ -0.34 ~ SEIR I 0.34 ~ COMB # 1 I 37.27 ~ COMB # 2 ~ 29.70 ~ COMB # 3 ~ -7.38 ~ COMB # 7 ~ -0.43 ~ COMB #10 ~ 26.00 ~ COMB #11 ~ 6.63 ~ COMB #12 ~ 7.30 NOTE: Load combination. foundation desig: additional combi: LOAD COMBINATIONS: COMB # 1--> COMS # 2--> COMB # 3--> COMB # 7--> COMB #10--> COMB #11--> COMB #12--> 1.00 1.00 1.00 1.00 1.00 1.00 1.00 -12. 63 ~ -8.85 -10. 36 ~ -14.35 27. 19 ~ 22.73 -0. 17 ~ 0.98 -5. 58 ~ -7.39 -0. 12 ~ 0.34 0. 12 ~ -0.34 38. 88 ~ 37.27 35. 12 ~ 29.70 -4. 69 ~ -1.89 7. 77 ~ 7.94 35. 04 ~ 30.19 , 7. 81 ~ 7.30 8. 06 ~ 6.63 a listed are not c i. It may control iation s o ther than X(DL+ X(DL+ X(DL+ %(DL+ %(DL+ X(DL; Y(DL+ SL) UBL) WLL) WLL1) UBL+ 1/2WLL1 SEIL) SEIR) ~ -10.36 ~ ~ -12 -63 ~ I 19.23 ~ -5.58 ~ ~ -0.17 ~ ~ 0.12 ~ -0.12 ~ ~ 38.88 ~ ~ 27.16 ~ ~ -2.43 ~ ~ 2.35 ~ ~ 24.37 ~ ~ 8.06 ~ ~ 7-81 ~ )mplete for Dy doing listed. ~k**z#k***k#****t******i***********************!****#+********+*****f%**4*t#!f ' JOB: R10402 #1 PAGE:1,10 * " ESTIM?TE/DESIGN/DRAFTING SYSTEM * * CONEST II 05-MAR-02 * * VERSION-10.1.0 08:40:31 * <t*tz**#*ss~**iY***#xxx*t+***t**;******#s#************k***k**t******t!**x*z~*t UBL-> 1.00R SNOW LOP_D CN LEFT SLOPE ROOF+ O.SOX SNOW LOPD ON RIGHT SLOPE ROOF BASE PT~?TE SUMDIARY: L.COL: 8.00 X 16.00 X 1/2" ( 6) 1" DIa. A.B.s R.COL: 8.00 X 16.00 X 1/2" ( 6) 1" DIA. A.B.s NOTES: 1. The positive directions for the frame column reactions ar2 : Horizontal - inward direction to the building. Vertical - upward direction. 2. Forces on foundation will act in the opposite dirzction to the dirzction of the column reactions. x~~~~t~xex~<xt+tez.x<+~~zxaxe«xzaxxx~t~xxx~~>z~<z+x.r~<.x«x+x«~<s<+x«x<x~++< ' JOB: R10402 #1 PAGE:L11 * ' ESTIM2TE/DESIGN/DRAFTING SYSTEM * ~ CONEST II 05-MaF.-02 X ' VERSION-10.1.0 08:40:31 * EXTERIGR COLUNIIQ CONNECTION: <-------BASE PLATE---------- > ANCHOR SOLTS-------- > WIDTH LENGTH THICK WELD N0. DIA. TYPE GAGE SP1C° (IN) (IN) (IN) (IN) (:N) (IilT) LEFT COLUMN--> 8.00 16.00 0.5000 STD 6 1.00 STD 4.0 4.0 RIGHT COLUMN--> 8.00 16.00 0.5000 STD 6 1.00 STD 4.0 4.0 LEFT KNEE CONPTECTION BOLT DIA= 0.7500 (IN) BOLTGAGE= 3.00 (IN) WIDTH LENGTH THICK N0. OF SET OF A-325 BOLTS (IN) (IN) (IN) TOP BOTTOM SPACER COIVNECTION PL 8.000 53.020 0.5000 5 2 2 COL. TOP FLANGE 8.000 0.2500 AORZ. STIFFENER 3.844 47.875 0.5000 KNEE WEB PLATE 0.3125 NO. OF BOLTS PER SET AND SPACINGS FROM OUTER TO INNER END: N0. BOLTS 2 2 2 2 2 2 2 2 2 0 SPACING 1.500 3.000 3.000 3.000 3.000 11.673 11.673 11.673 3.000 1.500 N0. BOLTS SPACING RIGHT KNEE CONNECTION BOLT DIA= 0.7500 (IN) BOLT GAGE= 3.00 (IN) WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS (IN) (IN) (IN) TOP BOTTOM SPACER CONNECTION PL 5.000 53.020 0.5000 5 2 2 COL. TOP FLANGE 8.000 0.2500 HORZ. STIFFENER 3.844 47.875 0.5000 KNEE WEB PLATE 0.3125 NO. OF BOLTS PER SET t1ND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 2 2 2 2 2 2 2 2 2 0 SPACING 1.500 3.000 3.000 3.000 3.000 11.673 11.673 11.673 3.000 1.500 NO. BOLTS SPACING z**W**ii*s*z***#***#*t***t***#****#***%********<*******************x<**z**k*%• ' SOB: R1040 2 #1 PAGE:L12 ' ° ESTIMATE/DESIGN/DRAF TING SYSTEM * ' CONEST II 05-M.AR-02 ' ' VERSION-10.1 .0 08:40:31 ° RAFmER CODINECTION AT 23.90 (FT) FRGM LEFT STEEL LINE: _ BOLT DIA- 0.7500 (IN) BOLT GAGE: 3.0000 (IN) WIDTH LENGTH THICK N0. OF SET OF A-325 BOLTS (IDi) (IN) (IN) TOP BOTTOM SPACER CONNECTION PL 6.000 30.359 0.5000 2 2 1 N0. OF BOLTS/SET AND SPACINGS FROM OUTER TO INNER END: N0. BOLTS 2 2 2 2 2 0 SPACING 1.500 3.000 10.680 10.680 3.000 1.500 PEAK CONNECTION AT 50.00 (FT) FROM LEFT STEEL LINE: BOLT DIA= 0.7500 (IN) BOLT GAGE: 3.0000 (IN) WIDTH LENGTH TEiICK N0. OF SET OF A-325 BOLTS (IN) (IN) (IN) TOP BOTTOM SPACER CONNECTION PL 5.000 30.648 0.5000 2 2 1 N0. OF BOLTS/SET AND SPACINGS FROM OUTER TO INNER END: N0. BOLTS 2 2 2 2 2 0 SPACING 1.500 3.000 10.824 10.824 3.000 1.500 RAFTER CONNECTION AT 23.90 (FT) FROM RIGHT STEEL LINE: . OLT - . 7 5 (}B-(-PI<Y)----B6L`f'GAG: --37$6"0"0- - ' WIDTH LENGTH THICK N0. OF SET OF A-325 BOLTS (IN) (IN) (IN) TOP BOTTOM SPACER CONtJECTION PL 6.000 30.359 0.5000 2 2 1 ~ NO. OF BOLTS/SET AND SPACINGS FROM OUTER TO INNER END: ' NO. BOLTS 2 2 2 2 2 0 i SPACING 1.500 3.000 10.680 10.680 3.000 1.500 ~ *******s**xR***********#**********k****t*****%******#**~#****#*#k#**#*Fh***#*s ` JOB: R10402 #2 PAGE:bIl * ` ESTIMATE/DESIGN/DRAFTING S7STEM * * CONEST II 05-MAR-02 * x VERSION-10.1.0 08:40:34 * FRAME TYPE.... :RF (Symmetrical) WIDTA......... : 100.00 (FT) BAY SPACING...: 22.25 (FT) ?,ErT cPVE HET_GHT.... : 16.0000 (FT) RIGAT EAVE HEIGHT...: 16.0000 (FT) LErT ROOF SLOPE..... : 2.0000 (IN/FT) RIGAT ROOF SLOPE.... : 2.0000 (IN/FT) PEAK DIST. cRCM LEFT: 50.0000 (FT) RIGHT COL. BASE DISP: 0.0000 (FT) USED AT FRAME LINES GIRT AND PURLIN DATA LEFT SIDE RIGHT SIDE GIRT PROSECTION (IN) 9.000 9.000 GIRT SPACINGS (FT) - 0.001 BL 0.001 BL 8.000 8.000 12.292 12.292 PURLIN PROJECTION (IN) 6.500 6.500 ?:;RLI'9 S?I:CIN33 (SLOPED) ici) ------>:12@ 4.154 12@ 4.154 19 0.840 1@ 0.840 (HORIZ.) (FT) ------>:12@ 4.098 12@ 4.098 19 0.829 1@ 0.829 FLPS7GE BRACING AT PURLIN LOCATIONS: LEFT SIDE: 2BL 4BL 6BL 8BL 12BL RIGHT SIDE: 2SL 4BL 6BL 8BL 12BL NnTF- FnT.i.nWTNf: ARF. N C1M7.Nf TA TURE-USFjy. T~TnTnrrn~.~nrmr rnr ~~,~~~.p ~T _ S= ONE SIDE FB B = BOTH SIDE FB L= 1.5 X 1.5 X 11Gage Angle H = 2.5 K 2.5 X 3/16 Angle G= BRACED BY G IRT - * = INADEQUATE FB MISC. DESIGN DATA: NUMBER OF CYCLES.... : 9 MAX. COMBINED RATIO.: 0.95 MPY. SHEAR RATIO.... : 0 .73 HORZ. DEFL. RATIO...: 204 VERT. DEFL. RATIO...: 481 VERTICAL CLEARANCE AT LEFT KNEE= 12 .29 FT VERTICAL CLEARANCE AT RIGHT KNEE= 12 .29 FT HORIZONTAL CLEARANCE AT KNEE = 90 .38 FT VERTICAL CLEARANCE AT PEAK.. = 21 .70 FT FRAME WEIGAT SUMMARY: RAFTERS 3569. 04 LBS . EXTERIOR COLUMPi75.... : 1549. 97 LBS ( L= 774.99 , R= 774.99 ) INTERIOR COLUMNS.... : 0. 00 LBS TOTAL FRAME......... : 5119. 01 LBS FLANGE BRACES....... : 96. 98 LBS CONNECTION PLATES...: 589. 42 LHS CONNECTION BOLTS.... : 38. 28 LBS GRAND TOTAL 5843. 70 LBS C*zs**rt*******t******Y*******k*#********************t***********************#* ` SOB: R10402 #2 PAGE:M2 * ~ ESTIMATE/DESIGN/DRPFTING SYSTEM * F CONEST II 05-MAR-02 * * VERSION-10.1.0 08:40:34 * F RA M E L 0 A D I N G D A T A BliILDING CODE 1997 UBC USE CATEGORY...: 1 LIVE LOP1:..... : 0.00 PSF WIND LOAD (Qs).: 20.74 PSr DEP.D LOP_D..... : 5.20 PSF COLL. LOAD..... : 0.00 PSr NOTE LIVE LOAD IS TREATED AS SNOW LOAD. EXPOSURE B SEISMIC ZONE........ : 1 ROOF SNOW LOAD...... : 30.00 PSF WIND VELOCITY....... : 90.00 MPA BASIC WIND PRESSURE = Qs * Ce = 13.93 PSF @ 20.17 FT (MEAN ROOF HEIGHT) (Ce = 0.67) WIND COEFFICIENTS: WIND FROM LEFT (WLL C1= 0. 8000 C2= -0. 9000 C3= -0 .7000 C4= -0.5000 WIND FROM RIGHT (WLR C1= 0. 8000 C2= -0. 9000 C3= -0 .7000 C4= -0.5000 WIND FROM LEFT (WLL1): C1= 0. 8000 C2= 0. 3000 C3= -0 .7000 C4= -0.5000 WIND FROM RIGHT (WLRl): C1= 0. 8000 C2= 0 .3000 C3= -0 .7000 C4= -0.5000 COMB # 1--> 1.00 X(DL+ SL) COMB ik 2--> 1.00 X(DL+ UBL) COMB # 3--> 1.00 B(DL+ WLL) COMB # 4--> 1.00 X(DL+ 1/2SL+ :nILL) COMB # 5--> 1.00 X(DL+ SL+ 1/2WLL) COMB # 6--> 1.00 X(DL+ UBL+ 1/2WLL) COMB k 7--> 1.00 X(DL+ WLL1) COMB # 8--> 1.00 X(DL+ 1/25L+ WI,L1) COMB # 9--> 1.00 X(DL+ SL+ 1/2WLL) COMB #10--> 1.00 X(DL+ UBL+ 1/2WLL1) COMB #11--> 1.00 X(DL+ SEIL) COMB #12--> 1.00 X(DL+ SEIR) UBL-> 1.OOX SNOW LOAD ON LEFT SLOPE ROOF+ O.SO:f SNOW LOAD ON RIGHT SLOPE ROOF NOTE: MOMENT CONNECTIONS ON THE RIGID FRAME HAVE BEEN CHECKED WITH LOAD COMBINATION DL+LL(OR SL)+(2.8)V (V=BASE SHEAR FOR SEISMIC). TH25 LOAD CONDITION IS NOT SHOWN ON THE ASOVE LIST. « « xw~x~a~~~~x~~x+<xax<z<+~+szx « xxx~x~+~~+++xx>r:x.<x+x~xx:zz+x.x «~z~xxx.<s ; * SOB: R10402 # 2 PAGE:M4 * * ESTIMATE/DESIGN/DRAFTSNG SYSTEM * CONEST II 05-M?R-02 x VERSION-10.1.0 08:40:34 . x~~<.x+ ~.zz+x~wx +«~xe«x.t<x rs~x+rx:«~~~+xx+x ««a«f>nx~~xxrxx~+~+ xw<x.~xx.xz j D E S I G N S U M M A R Y SECTION LENGTH -DEPTHS (IN) - OUTER FLANGE ; WEB INNER FLANGE NAME (FT) START END (IN) (IN) (IN) ' ~ LEFT SIDE CORNER WEB THICKNESS . = 0.3125 EXT. CO LUMN---> (FY= 50. KSI) BL1A 10.00 15.25 41.89 5.0000 X 0.3750 0.3125 5.0000 % 0. 3750 : BL1B 2.29 41.89 48.00 8.0000 X 0.3750 0.3125 8.0000 % 0. 3750 . ««a< KNEE CONNECTION AT THE END OF TH25 SECTION RAFTEF. BEP.M---> (F`l= 50. KSI) LP1A 10.00 46.00 35.00 6.0000 X 0.3750 0.3125 6.0000 X 0. 5000 LP1B 10.00 35.00 24.00 6.0000 X 0.2500 0.2500 6.0000 X 0. 3750 ' «<a« RAFTER CONNECTION AT THE END OF THIS SECTION , LP2A 10.00 24.00 24.00 5.0000 X 0.3750 0.1790 5.0000 X 0. 3750 ' LP2B 16.46 24.00 24.00 5.0000 X 0.3750 0.1790 5.0000 X 0. 2500 « PEAK CONNECTION AT THE END OF THIS SECTION , RIGHT SIDE . CORNER WEB THICKNESS= 0.3125 , EXT. COLUMN---> (FY= 50. KSI) - BR1A 10.00 15.25 41.89 8.0000 X 0.3750 0.3125 8.0000 X 0. 3750 BR1B 2.29 41.89 48.00 8.0000 X 0.3750 0.3125 8.0000 X 0 .3750 ' c<,,-KNEE 28AR}EE'T E6Id-AT-FffE- Eldi~-vP~r'nzS SE£~F3A= RAFTER BEPS4---> (F7= 50. KSI) RP1A 10.00 46.00 35.00 6.0000 X 0.3750 0.3125 6.0000 X 0 .5000 RP1B 10.00 35.00 24.00 6.0000 X 0.2500 0.2500 6.0000 X 0 .3750 ' « RAFTER CONNECTION AT THE END OF THIS SECTION R22A 10.00 24.00 24.00 5.0000 X 0.3750 0.1790 5.0000 X 0 .3750 I RP2B 16.46 24.00 24.00 5.0000 X 0.3750 0.1790 5.0000 X 0 .2500 I « PEAK CONNECTION AT THE END OF THIS SECTION ~ FRAME GEOMETRY: LEFT EA= 16.000 (FT) LEFT RS: 2.000 /12 RIGHT EH= 16.000 (FT) RZGHT RS: 2.000 /12 DISTANCE TO PEAK FROM LEFT SIDE: 50.000 (FT) L-------------- P-------------- R 100.0 B B FRAME LINES (R10402 42 3 x~ee~=~xx+xa<xx<:+x~xz+~<t~+~xxxxxzx~<ze+xx~xx~~ax~w~~~~~xr<a~t<+~« xx.<xs+x~~ * JOB: R10402 #2 PAGE:MS * ' ESTIM?T°/DESIGN/DRAFTING SYSTEM * * CONEST II 05-MAR-02 * * VERSION-10.1.0 08:40::4 ' ~x<«.+.~t.«~<.«.<«r«+~.~..«r.~..~~+~+« t~~t«+~++<.+ «x=+«~~~.:<.<..+«<x..+..>. D E S I G N S U M M A R f (CONTINUED) - r0RCE5 ' ALLOWABLES * STRESS RATIOS *COMBIVED SECTIODI BENDING* BENDING * --BENDING-- *BENDING+AXIAi N?24E AXIAL MGMENT* P.:{IAL OUTER INNER *AXIAL OUTER INNER *R2.TI0 LOpD DIST. (KI?) (K-FT) * (KSI) (KSI) (KSI) * ' CASE (FT) - BL1A -41.28 -356.49 * 18.56 30.00 24.96 * 0.09 0.59 0.80 * 0.88 1 10.00 BL1B -41.14 -438.33 * 13.14 30.00 24.45 * 0.08 0.60 0.82 * 0.91 1 12.29 LP1A -45.90 -451.34 * 13.04 30.00 28.78 * 0.10 0.74 0.80 * 0.89 10.00 LP1B -44.58 -209.43 * 14.07 30.00 26.72 * 0.25 0.65 0.69 * 0.94 1 10.00 LP2A -33.18 84.95 * 16.67 30.00 30.00 * 0.25 0.51 0.41 * 0.76 2 30.00 LP2B -32.57 93.29 ' 15.65 30.00 30.00 * 0.28 0.61 0.60 * 0.89 2 34.57 BR1A -41.28 -350.49 * 14.56 30.00 24.96 " 0.08 0.59 0.80 * 0.88 1 10.00 BR1B -41.14 -438.34 * 13.14 30.00 24.45 * 0.08 0.60 0.82 * 0.90 1 12 .29 RP1A -45.90 -451.34 * 13.04 30.00 28.78 * 0.09 0.74 0.80 * 0.89 1 0.00 RP1B -44.58 -209.43 * 14.07 30.00 26.72 * 0.25 0.65 0.69 * 0.94 1 10.00 RP2A -34.42 -87.29 * 16.61 30.00 25.23 * 0.26 0.42 0.63 * 0.89 2 20.00 RP2B -5.45 -50.61 * 22.91 40.00 13.19 * 0.02 0.24 0.93 * 0.95 7 30.00 SECTION FORCES ALLOWABLE STRESS CASE DIST. NAME (KIP) (KIP) RATIO (FT) BL1A -40. 31 -62.73 0.54 1 10.00 BL1B -40. 31 -55.34 0.73 1 12.29 LP1A 30. 22 -55.40 0.55 1 0.00 LP1B 22. 29 -37.21 0.60 1 10.00 LP2A 14. 35 -19.89 0.72 1 20.00 LP2B -9. 40 -19.89 0.47 2 46.46 BR1A 40. 31 -62.73 0.64 1 10.00 BR1B 40. 31 -55.34 0.73 1 12.29 RP1A -30. 22 -55.40 0.55 1 0.00 RP1B -22. 29 -37.21 0.60 1 10.00 RP2A -14. 35 -19.89 0.72 1 20.00 RP2B 6. 75 -19.89 0.34 1 - 46.46 « w~xx~~z~:>e++~~~<x+x~+<z« xzxxx+t~xx+t~z~x+x~+<x+~x~x+x~~~~z+« ~++~~~zz=~~x~ ~ SOB: R10402 #2 PAGE:M6 x ` ESTIMATE!DESIGN/DRAFTING SYSTEM * ' CONEST II 05-NLAR-02 * ` VERSION-10.1.0 08:40:34 * S E C T T_ 0 N P R O P E R T I E S - - - - - - - - - - - - - - MINOR MEMBER SECTION CORD NAME & POINT # (FT) BL1A 1 0.00 BL1A 2 1.00 HL1A 3 3.00 BL1A 4 5.00 BL1A 5 7.00 BLl?1 6 9.00 aLla 7 10.00 BL1B 1 10.00 BL1B 2 10.57 BL1S 3 11.72 BL1B 4 12.29 LP1A 1 0.00 LP1A 2 1.00 LP1A 3 3.00 LP1A 4 5.00 L-~ D- LP1A 6 9.00 LP1A 7 10.00LP1B 1 10.00 LP1B 2 11.00 LPIB 3 13.00 LP1B 4 15.00 LPIB 5 17.00 LPIB 6 19.00 LPIB 7 20.00 LP2A 1 20.00 LP2A 2 21.00 LP2A 3 23.00 LP2A 4 25.00 LP2A 5 27.00 LP2A 6 29.00 LP2A 7 30.00 LP2B 1 30.00 LP2B 2 30.91 LP2B 3 32.74 LP2B 4 34.57 LP2B 5 36.40 LP2B 6 38.23 LP2B 7 40.06 LP2B 8 41.89 WEB DEPTH (IN) 15.25 17.91 23.24 28.57 33.90 39.23 41.89 41.89 43.42 46.47 48.00 46.00 44.90 42.70 40.50 a8-.3fl 36.10 35.00 35.00 33.90 31.70 29.50 27.30 25.10 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 AREA (IN-2) 10.77 11.60 13.26 14.93 16.59 18.26 19.09 19.09 19.57 20.52 21.00 19.63 19.28 18.59 17.91 17.22 - 16.53 16.19 12.50 12.23 11.68 11.13 10.57 10.02 9.75 8.05 8.05 8.05 8.05 8.05 8.05 8.05 7.§2 7.42 7.42 7.42 7.42 7.42 7.42 7.42 MOMENT SECTION MODULUS OF INERTIA OUTER INNER (IN-4) (IN-3) (IN-3) 458.64 57.33 57.33 651.52 69.82 69.82 1163.72 97.01 97.01 1864.20 127.16 127.16 2776.60 160.27 160.27 3924.55 196.34 196.34 4594.24 215.48 215.48 4594.24 215.48 215.48 5008.47 226.79 226.79 5905.93 250.13 250.13 6390.28 202.17 262.17 5350.56 220.45 236.71 5040.97 212.56 228.51 4456.56 197.16 212.51 3917.15 182.27 197.01 --3-4-2-r~~-a$-~a-2-a o- 2966.65 154.00 167.50 2754.54 147.25 160.44 2048.85 108.87 121.91 1896.10 103.84 116.57 1612.60 94.09 106.18 1357.34 84.75 96.20 1129.00 75.82 36.61 926.23 67.30 77.43 834.02 63.20 72.98 763.26 61.68 61.68 763.26 61.68 61.68 763.26 61.68 61.68 763.26 61.68 61.68 763.26 61.68 61.68 763.26 61.68 61.68 763.26 61.68 61.68 660.53 58.26 49.71 600.53 58.26 49.71 660.53 58.26 49.71 660.53 58.26 49.71 660.53 58.26 49.71 660.53 58.26 49.71 660.53 55.26 49.71 660.53 58.26 49.71 RADIUS OF GYRATION RX RY RTO RTI (IN) (IN) (IN) (T_N) 6.53 1.72 2.05 2.05 7.49 1.60' 2.02 2.02 9.37 1.55 1.95 1.95 11.17 1.46 1.89 1.89 12.94 1.39 1.83 1.83 14.66 1.32 1.78 1.78 15.51 1.29 1.76 1.75 15.51 1.29 1.70 1.70 16.00 1.28 1.74 1.74 16.96 1.25 1.72 1.72 17.44 1.23 1.71 1.71 16.51 0.90 1.19 1.30 16.17 0.90 1.20 1.31 15.48 0.92 1.22 1.32 14.75 0.94 1.23 1.34 14.1e--o :-s6 1 .z 13.40 0.98 1.27 1.37 13.04 0.99 1.27 1.38 12.80 0.95 1.22 1.37 12.45 0.96 1.22 1.37 11.75 0.98 1.34 1.39 11.05 1.01 1.26 1.41 10.33 1.03 1.29 1.43 9.61 1.06 1.31 1.45 9.25 1.07 1.32 1.46 9.74 0.99 1.23 1.23 9.74 0.99 1.23 1.23 9.74 0.99 1.23 1.23 9.74 0.99 1.23 1.23 9.74 0.99 1.23 1.23 9.74 0.99 1.23 1.23 9.74 0.99 1.23 1.23 9.43 0.94 1.24 1.13 9.43 0.94 1.24 1.13 9.43 0.94 1.24 1.13 9.43 0.94 1.24 1.13 9.43 0.94 1.24 1.13 9.43 0.94 1.24 1.13 9.43 0.94 1.24 1.13 9.43 0.94 1.24 1.13 CONTINUED ON NE$T PAGE *x#*xk**sik***!***#*#S#*h*#*#**#*************t*1F****Fkk*k*k***Y*#x**x*****##k " JOB: R10402 #2 PAGE:M8 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 05-MAR-02 ` ` VERSION-10.1.0 08:40:34 * D E F L E C T I O N S AND C L E A R A N C E S a------ EORIZONTAL VERTICAL LOPDING LEr^T RIGHT AT CGDiDITION KNEE KNEE PE?K (IN) (IN) (IN) - - - - DL -0.09 (EH/2118) 0.09 (EA/2118) 0.57 (SP?:~'q/2107) SL -0.40 (EH/ 483) 0.40 (EH/ 483) -2.49 (SPAN/ 481) WLL 0.21 (EH/ 898) -0.07 (EH/2636) 0.91 (SP.BN/1318) WLR 0.07 (EH/2636) -0.21 (EH/ 898) 0.91 (SPAN/1318) U2L 0.27 (EH/ 710) 0.87 (EH/ 222) -1.87 (SPAN/ 642) wLLl 0.94 (EH/ 204) 0.86 (EH/ 222) 0.24 (SPaN/4989) WLR1 -0.86 (EH/ 222) -0.94 (EA/ 204) 0.24 (SPAN/4989) SEIL 0.05 (EH/4225) 0.05 (EH/4225) 0.00 (SPAN/ 0) SEIR -O.US (EH/4225) -0.05 (EH/4225) 0.00 (SPAN/ 0) VERTICAL CLEARANCE AT LEFT KNEE = 12.29 FT VERTICAL CLEARANCE AT RIGHT KNEE = 12.29 FT HORIZONTAL CLEARANCE AT KNEE = 90.38 FT VERTICAL CLEARANCE AT PEAK = 21.70 FT xxx~ «=<x<~« +x~z+x+~~x~x«xsx~<xx~x~xxx~rxx~x~~xx« x<+x~e<+« xxx.<sx« ' SOB: R10402 #2 PAGE:M9 * ` ESTIMAT°/DESIGN/DRBFTING SYSTEM * ' CONEST II 05-DIAR-02 ' ° VERSION-10.1.0 08:40:34 ° F R A M° F. E? C T I 0 N 5 LEFT EH= 16.000 (FT) LEFT RS: 2.000 /12 RIGHT 3H= 16.000 (FT) RIGHT RS: 2.000 /12 DISTPNCE TO PEAK FROM LEFT SIDE: 50.000 (FT) L-------------- P---- R 100.0 HL I I AR --->S B<--- VI, VR FRPSIE LINES (R10402 #2 ) : 3 ~ BUILDING ~ COLUMN REACTIONS (KIPS) ~ ~ LOADS I ----------------I I I ~ HL I VL I HR I VR I ~ DL ~ 7.55 ~ I ~ 8.52 I ~ 7.55 I ~ 8.52 I ~ WLL ~-15.50 ~ -13.62 ~-9 .57 ~-11.17 ~ ~ WL2 ~'9•57 ~ -11.17 ~-15 .50 ~-13.62 ~ ~ UBL ~ 24.57 ~ 29.32 ~ 24 .57 ~ 20.74 ~ ~To7LL1 ~-7.98 ~ -0.18 ~ 1 .05 ~-6.02 ~ ~rr1Lit1 ~ 1.05 ~ -6.02 ~ -7 -98 ~ -0.18 ~ ~ SEIL ~-0.36 ~ -0.13 ~ 0 .36 ~ 0.13 ~ ~ SEIR ~ 0.36 ~ 0.13 ~-0 .36 ~-0.13 ~ ~ COMS # 1 ~ 40.31 ~ 41.89 ~ 40 .31 ~ 41.89 ~ ~ COMB # 2 I 32.12 ~ 37.84 ~ 32 .12 ~ 29.26 ~ ~ COMB # 3 ~-7.95 ~ -5.10 ~-2 .02 ~-2.65 ~ ~ COMB # 7 ~-0.43 ~ 8.34 ~ 8 .59 ~ 2.50 ~ ~ COMB #11 ~ 7.19 ~ 8.39 ~ 7 .91 ~ 8.65 ~ ~ COMB #12 ~ 7.91 ~ 8.65 ~ 7 .19 ~ 8.39 ~ NOTE Load combinations listed are n ot c omplete for foundation design. It may cont rol by doing additional combina tions o ther than listed. LOAD COMBINATIONS COMS # 1--> 1.00 X(DL+ SL) COMB # 2--> 1.00 X(DL+ UBL) COMB # 3--> 1.00 X(DL+ WLL) COMB # 7--> 1.00 %(DL+ WLL1) CCMB #11--> 1.00 Y(DL+ SEIL) COMB #12--> 1.00 Y(DL+ SEIR) UBL-> 1.00X SNOW LOAD ON LEFT SLOPE ROOF+ 0.50X SNOW LOAD ON RIGHT SLOPE ROOF ***F****x#**t**********~*****s******fY*#*~*t********#*t*********ki**tF*x%fttsi " JOB: R10402 #2 PAGE:M11 x ' ESTIMATE/DESIGAT/DRAFTING SYSTEM * ` CONEST II 05-Nu1R-02 x ` VERSION-10.1.0 08:40:34 * ***xs~:Fkic#.F*s*T*hh***+***S<x***i********h*****t*:h*****t*!*******##*h#**zx*z#x'k EYTERIOR COLiTMN CONNECTION: BASE PLATE---------- > a------- ANCAOR BOLTS-------- > WIDTH LFNGTH TAICK WELD NO.DIA. TYPE GAGE SPACE (IN) (IN) (IN) (IN) (IN) (IN) LEFT COLUMN--> 5.00 16.00 0.5000 STD 6 1.00 STD 4.0 4.0 RIGHT COLUhIIV--> 8.00 16.00 0.5000 STD 6 1.00 STD 4.0 4.0 LEFT KNEE CONNECTION BOLT DIA= 0.7500 (IN) BOLT GAGE= 3.00 (IN) WIDTA ( IPS) CONNECTION PL 8.000 COL. TOP FLANGE 8.000 HORZ. STIFFENER 3.844 i{NEE WEB PLr1Tc N0. OF BOLTS PER SET APTD N0. BOLTS 2 2 SPACING 1.500 3.000 NO. BOLTS SPACING LENGTH THICK NO. OF SET OF A-325 BOLTS (IN) (IN) TOP BGTTOM SPACER 53.083 0.5000 5 2 2 0.3750 47.875 0.5000 0.3125 SPACINGS FROM OUTER TO INNER END: 2 2 2 2 2 2 2 0 .000 3.000 3.000 11.694 11.694 11.694 3.000 1.500 RIGHT KNEE CONNECTION BOLT DIA= 0.7500 (IN) BOLT GAGE= 3.00 (IN) WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS (IN) (IN) (IN) TOP BOTTOM SPACER CONNECTION PL 8.000 53.083 0.5000 5 2 2 COL. TOP FL?NGE 8.000 0.3750 HORZ. STIFFENER 3.844 47.875 0.5000 KNEE WEB PLATE 0.3125 N0. OF SOLTS PER SET AND SPACINGS FROM OUTER TO INNER END: N0. BOLTS 2 2 2 2 2 2 2 2 2 0 SPACING 1.500 3.000 3.000 3.000 3.000 11.694 11.694 11.694 3.000 1.500 N0. BOLTS SPACING ROCKFORD MANUFACTURING LTD Section: PURLINS GIRTS AND PANELS Issued: Su6jecf: "C" SECTION AND "Z" SECTION PROPERTIES $196 "C" SECTIONS (Dimensions in Inches) SECr10N DEPTH FLANGE WIDTH LIP RADI. THKNS. FLAT WIDTH 8C16 8.00 3.00 0.75 0.1875 0.059 14.62 8C14 5.00 3.00 0.75 0.1875 0.075 14.62 9C16 9.00 3.00 0.75 0.1875 0.059 15.62 9C14 9.00 3.00 0.75 0.1875 0.075 15.62 9C13 9.00 3.00 0.875 0.1875 0.090 15.76 9C12 9.00 3.00 0.875 0.1875 0.105 15.76 "Z° SECTIONS (Dimensions in Inches) SECTION DEPTH FLANGE WIDTH L/P R,4DI. THKNS. FLAr WIDTH 6.5Z16 6.5 2.50 0.75 0.1875 0.059 12.50 6.5Z14 6.5 2.50 0.88 0.1875 0.075 12.50 9Z16 9.0 2.75 0.81 0.1875 0.059 15.62 9Z15 9.0 2.75 0.81 0.1875 0.067 15.62 9Z14 9.0 2.75 0.81 0.1875 0.075 15.62 9Z13 9.0 2.75 0.81 0.1875 0.090 15.76 ROCKFORD MANUFACTURING LTD Section: PURLINS GIRTS AND PANELS /ssued: SubjeCt: SECTION PROPERTIES FOR "C" and "Z" SECTIONS 8196 SECTION PROPERTIES FOR "C" SECTIONS Sec. Area (full) inz Weigh plf Area (Effecf) in2 Ix (DeFl.) in' Sx (Se) in' Rx in ly in' Sy in' Ry in J irr' Ma kip-in Va kip. Cw in° Xo ( x ) in Ro in Ix Gross in' Sx Gross 8C16 0.8786 2.99 0.7869 8.2240 1.7007 3.0595 1.0353 0.4834 1.0855 0.0010 56.01 2.28 13.58 2.21 3.93 8.09 2.77 8C14 1.1110 3.78 1.0404 10.7318 2.3199 3.1080 1.2901 0.6024 1.0776 0.0021 76.40 4.71 16.85 2.19 3.95 10.93 2.73 9C16 0.9376 3.19 0.8096 10.8950 1.9056 3.4088 1.0733 0.4892 1.0699 0.0011 62.76 2.02 17.57 2.10 4.74 11.43 2.54 9C14 1.1860 4.03 1.1154 14.1116 2.7352 3.4494 1.3375 0.6097 1.0619 0.0022 90.08 4.1fi 21.83 2.08 4.17 14.40 3.20 9C13 1.3613 4.63 1.2882 16.5063 3.2037 3.4822 1.5937 0.7379 'I.0820 0.0033 105.51 6.06 26.70 2.16 4.24 16.50 3.67 9C12 ~.0714 1 5.68 1.6329 20.1362 4.2603 3.4710 1.9215 0.8899 1.0722 0.0061 140.31 11.49 32.06 2.14 4.22 20.13 4.47 Sf = Elascic Secnon Moduizs oEFuII Unreduced Sec[ion E=?9 500 ksi -lX = Sy (Gross) G= 11 300 ksi d!2 Se = Sc = Eluric Seaion btodulzs of Effzccive Sec[ion Fy = 55 ksi SECTION PROPERTIES FOR "Z" SECTIONS Sec. Area Weight Area Ix Sx Rx ly Sy Ry J Ma Va Cw Ro (fulp (Effect) in2 plf in2 in4 in3 in 04 in3 in in4 kip-in kip. 06 in 6.5Z16 0.7391 2.51 0.6865 4.8645 72553 2.5655 1.1654 0.4775 12557 0.0009 41.34 2.85 7.57 2.86 6.5Z14 0.9582 3.26 0.9059 6.3385 1.7133 2.5720 1.6658 0.6765 1.3185 0.0018 56.43 5.90 10.03 2.89 9Z16 0.9237 3.74 0.8008 11.0077 1.8826I 3.4531 1.5477 0.5752 1.2948 0.0011 02.00 2.02 20.76 3.69 9Z15 ~.0546 3.59 0.9654 12.0690 2.3198 3.4600 1.7942 0.6605 1.3043 0.0016 76.40 3.00 23.40 3.70 9Z14I 1.1727 3.99 1.1028 14.1230 2.6905 3.5703 1.9800I 0.7299 12994 0.0022 88.61 4.76 25.79 3.70 9213I 1.1164 4.82 1.3500 17.0462 3.3590 3.3691 2.3538 I 0.8703 1.2891 0.0039 710.62 7.45 30.58 3.70 ROCKFORD MANUFACTURING LTD Secfion: PURLINS GIRTS AND PANELS Issued: Subject: PANEL SECTION PROPERTIES (HI-RIB PANEL) 8196 11197 9198 PANEL SECTION PROPERTIES (HI-RIB PANEL) Pane/ Gauge Thick in. Girth in. Weight psf Panel Top in Compr ession Pane/ B ottom in Com pression Ix Sx Ma Ix Sx Ma in4/ft. in3/R. in-kip/ft, in4/ff, in3/ft. in-kipift. 29 0.015 41.56 0.7535 0.0361 0.0319 1.15 0.0307 0.0457 1.64 26 0.018 43.00 0.85 0.0450 0.0435 1.55 0.0392 0.0632 2.27 26 0.019 41.56 0.9450 0.0478 0.0469 1.68 0.0422 0.0696 2.50 24 0.024 41.56 1.1774 0.0636 0.0626 2.25 0.0573 0.1049 3.77 1. Section properties have been calculated in accordance with 1986 AISI Specifications. 2. Minimum yield stress of steel is 80 ksi. 3. Sx and Ma are for stress determination. 4. Ix is for deflection determination. 29 gauge allow. int. bearing @ 3" end bearing @ 2" _ " 26 gauge (0.018) allow. Int. bearing @ 3" = 0.267 kip/ft end bearing @ 2" = 0.107 kip/ft 26 gauge ailow. int. bearing @3" = 0.306 kip/ft. end bearing @ 2" = 0.118 kip/ft. 24 gauge allow. int. bearing @ 3" = 0.501 kip/ft. end bearing @ 2" = 0.174 kip/ft. ` R/t exceeds 7.0 (AISI Section 03.4) ROCKFORD MANUFACTURING LTD Section: PURLINS GiRTS AND PANELS Issued: Subjecf: MAXIMUM ALLOWABLE UNIFORM LOADS IN PSF 8196 11197 9198 MAXIMUM ALLOWABLE UNIFORM LOADS IN PSF (HI-RIB PANEL) Span Gauge 4'-0" 4'-6" 51-0" 5'-6" 6'-0" 6'-6 " 7"-0" 7'-6" 81-0" Condition 29 48 35' 26' 19' - - - - - Simple 64 47' 34 26' - - - - - Span 91 72 58 48 41 35 30 26 - 26 63' 45' 33' 25' 19• - - - - (0.018) 82' S9' 42 32' 24" - - - - 702 100 80 66' Sg 48 41 36 32 26 "o"o' 47' 34' 26' 20' 88' 62' 45 34' 26' 139 110 89 73' 62 53 45 40 35 24 88' 62` 45' 34' 26' 21' 118' 83' 60 45' 35' 209 166 134 1l1 93 79 68 60 52 29 68 54 44 36 30 26 22 - - Two 91 72 58 48 41 35 30 24' - Spans 64 50 41 34 28 - - - 26 100 79 64 52 43 35' 29' 23' 19' (0.018) 126 100 80 0"0 55 45* 37' 31' 25' 84 66 59 44 37 32 28 25 _ 26 104 82 67 55 46 37' 30' 24' 20' 139 110 89 73 62 50' 40' 32' 27' 93 74 60 49 41 35 30 27 - 24 157 124 101 82' 63' S0' 40' 32' 27' 209 166 134 109' 84' 66' 53' 43' 35' 12S gg 80 66 56 47 41 36 31 Three or 78 61 50 39' 30' 23' 19' - - More 29 103 82 66 52' 40' 31' 25" - - Spans 75 59 48 39 33 28 - - - 26 106 83 65' 19' 38' 30' 24' 18' - (0.018) 136 107 gq* 64' S0` 40' 32' 25' - 98 77 63 SZ yq 38 33 29 25 26 113 90 'a8' 51' 39' 31' 25' 20" - 151 119 9P fi8' S3' 41' 33' 27* - 109 86 70 58 48 31 36 31 27 24 152 120 91' 68' S2' 41' 33' 27' 22' 202 160 121' 91' 70' S5' 44• 36' 29' 146 115 93 77 65 55 48 31 36 LTop values are based on live loads. Middle values are based on wind. Bottom vaiues are based on wind uplift. Above loads are limited 6y, and meet or exceed deFlection ratio oi 1-1180 of span. 3. Allowable loads for wind have been increased by 33 percent 1. Values for 3 or more spans are calcula[ed using 3 span condition 5. These load capacities are for Ne panel i45elf. Frames, purlins, clips, (asteners and all supports must be designed to resist all loads imposeA by tha panel. 6. For full panel capacity, (especially on short spans), bearing must 5e checked using actual loads and bearing lengths. 7. ' Indicates load conVOlled by deFlection limitation of L/180 of span. ROCKFORD MANUFACTURING LTD Section: PURLINS GIRTS AND PANELS Issued: Subject: MAXIMUM ALLOWABLE SPANS IN FEET (HI-RIB PANEL) 8196 9/98 MAXIMUM ALLOWABLE SPANS IN FEET (HI-RIB PANEL) Span Condition Gauge 20 psf 25 psf 30 psf 35 psf 40 psf 45 psf 50 psf 29 5.4' 5.0' 4.7' 4.5' 4.3' 4.7 3.9' Simple Span 6.0' 5.6' 5.2' 5.0' 4.7' 4.6' 4.3 8.5 7.6 7.0 6.5 6.0 5.7 5.4 26 5.6' 52' 4.9' 4.6' 4.4' 4.3' 4.1' ' (0.018) 6.4' 6.0' S.o 5.4' 5.1' 4.9' 4.7 102 9.1 8.3 7.7 7.2 6.8 6.4 26 5.4' 5.1' 4.9' 4.6' 4.5' 4.3' ' 6.4' 6.0' 5.6' 5.4' 5.1' 4.9' 4.7 10.5 9.4 8,6 8.0 7.5 7.0 6.7 24 6.6' 6.1' S]' 5.4' 5.2' 5.0' 4.8' ' 7,2' 6.7' 6.3' 6.0' 5.7' 5.5' 5.3 12.9 11.6 10.6 9.8 92 8.6 8.2 29 7.3' 6.6 6.0 5.6 5.2 4.9 4.7 8.0' 7.4' 7.0 6.5 6.0 5.7 5.4 7.1 6.4 5.8 5.4 5.0 4.8 4.5 Zs 72' 6.7• 6.3' 6.0' 5.7 5.5 Two Spans (0.018) 8.6' 8.0" 7.6' 7.1' 6.7' 6.4' 6.1' 8.3 7.4 6.7 6.3 5.8 5.5 5.2 26 8.0' 7.4' 7.0" 6.6' 6.3' 6.1 ` 5.8 ' 8.8' 8.2' 7.7' 7.3' 7.0' 6.7 6.5 8.7 7.7 7.1 6.5 6.1 5.8 5.5 24 8.8' 8.2' 7.7 7.3 7.0' 6.7' 6.5' ' 9.7' 9.0' 8.5' 8.0' 7.7' 7.4' 7.1 10.0 8.9 8.2 7.6 7.1 6.7 6.3 Three or more zs s.e* 7.5' s.a' 7.0' s.o• 6.6' s.r 6.3' s.r 6.0" s.z• 5.8' 5.0 5.6' Spans 7,7 6.9 6.3 5.8 5.5 5.1 4.9 26 6.9' 6.4' 6.1 5.9' 5.6' 5.4' ' (0.018) 8.1• 7.6' 7.1* 6.8• 6A' 6.2' 6.0 8.9 8.0 7.3 6.7 6.3 5.9 5.6 zfi 7.5' 7.0' 6.6" 6.2' 6.0' 5.7' 5.5' ' 8.3' 7.7' 7.2' 6.9' 6.6' 6.3' 6.1 9.3 8.4 7.6 7.1 6.6 62 5.9 24 8.3' 7.7 r 7.2' 6.9` 6.9' 6.3' 6.P ' 9.1 8.5' 8.0' 7.6' 7.6' 6.9' 6.7 10.8 9.7 8.8 8.2 82 72 6.8 I. Top values are based on live loads. Middle values are based on wid. 8ottom values are based on wind uplift. Above loatls are limited by, and meet or exceed deFlection ralion of V180 of span. Allowable loads for wind have been increased by 33percent. d. Values for 3 or more spans are ralculated using 4 span condition. 5. These load capacities are for the panel itself. Frames, purlins, clips, fasteners, and all supports must 6e designed to resist all loads imposed by the panel. 6. For full panel rapaciry, (especially on short spans), bearing must be checked using actual loads and bearing lengths. Z ' Indicates load controlled by deFlectian limitation of L/180 sp2n. * ROCKFORD MANUFACTURING LTD Section: PURLINS GIRTS AND PANELS lssued: Su6jecf: PANEL SECTION PROPERTIES (ARCHITECTURAL PANEL) 8196 PANEL SECTION PROPERTIES (ARCHITECTURAL PANEL) Pane/ Thick Girth Weight Pane/ Top in Compression Panel 8ottom in Compression Gauge In. In. psf Ix T Sx Mx Ix Sx Mx in4/Ft. in/3Ft. I in-kip/Ft. in4/Ft. in/3Ft. in-kip/Ft. 29 0.015 41.56 0.72 0.0224 0.0451 1.62 0.0199 0.0279 1.00 26 0.018 43.00 0.86 0.0269 0.0547 1.97 0.0248 0.0359 125 26 0.019 41.56 0.91 0.0284 0.0569 2.04 0.0265 0.0374 1.34 24 0.024 41.56 1.15 0.0359 0.0715 2.57 0.0349 0.0500 1.80 1. Section propeRies have been calculated in accordance with 1986 AISI Specifications. 2. Minimum yield stress of steel is 80 ksi. 3. Sx and Ma are for stress determination. 4. Ix is for deflection determination. 29 gauge allow. int. bearing @ 3" 26 gauge (0.018) int. bearing @ 3" = 289 kip/ft 26 gauge allow. int. bearing @3" = 0.330 kip/ft. 24 gauge allow. int. bearing @ 3" = 0.536 kip/ft. end bearing @ 2" end bearing @ 2" = 0.116 kip/ft end bearing @ 2" = 0.128 kip/ft. end bearing @ 2" = 0.187 kip/ft. ' R/t exceeds 7.0 (AISI Section C 3.4) ROCICFORD MANUFACTURING LTD S2ction: PURLINS GIRTS AND PANELS Issued: SubjeCf: MAXIMUM ALLOWABLE SPANS IN FEET (ARCHITECTURAL 8196 19197 9198 PANEL) MAXIMUM ALLOWABLE SPANS IN FEET (ARCHITECTURAL PANEL) I Span Condition Gauge 20 psf 25 psf 30 psf 35 psf 40 psf 45 psf 50 psf 29 4.6' 4.3' 4.1' 3.8' 3.7' 3.5' 3.4' 5.1' 4.7' 4.5' 4.2' 4.1' 3.9' 3.8' 6.7 6.0 5.4 5.0 4.7 4.4 4.2 26 4.6` 4.3' 4.1' 3.9' 3.7' 3.6' (0.018) 5.4" 5.0' 4.8' 4.5' 4.3' 4.2' 4.0' Simp/e Span 7.5 6.7 6.1 5.6 5.3 5.0 4.7 26 5.0' 4.7• 4.4" 4~• 4.0' 3.8' 4.0' 5.5' 5.1 4.8• 4.6' 4.4' 4.2' 4.1 7.7 6.9 6.3 5.8 5.5 5.2 4.9 24 5.4' 5.0' 4.7 4.5' 4.3' 4.1' 4.0' 6.0' 5.5' 5.2 5.0" 4.7' 4.6' 4.3' 8,9 8.0 7.3 6.8 6.3 6.0 5.7 29 5.8 5.2 4.7 4.4 4.1 3.9 3.7 6.7 6.0 5.4 5.0 4.7 4.4 4.2 8.5 7.6 6.9 6.4 6.0 5.7 5.4 26 6.4 5.8 5.3 4.9 4.0" 4.3 4.1 (0.018) 7.2' 6.6' 6.0 5.6 5.3 5.0 4•7 Two Spans 9.3 8.3 7.6 7.0 6.6 6,2 5.9 26 6.7 6.0 5.5 5.1 4.7 4.5 4.2 7.4' 6.9' 6.3' 5.8 5.5 5.2 4.9 9.5 8.5 7.8 72 6.7 6.3 6.0 24 7.3' 6.7' 6.3 5.8 5.5 5.2 9.9 8.0' 7.4' 7.0' 6.6' 6.3 6.0 5.7 10.7 9.6 8.7 8.1 7.6 7.1 6.8 29 5.8 5.4' 5.1 4.7 4.4 4.2 3.9 6.4' 6.0' 5.6" 5.3' 5.1 4.8 4.6 8.5 7.6 6.9 6.4 6.0 5.7 5.4 26 6.2' 5.7' 5.4' 5.1' 4.8' 4.6 4.4 (0.018) 6.9' 6.4' 6.0 5.7' 5.4' 5.2' 4.9' Thfee Of more 915 8.5 7.7 7,2 6.7 6.4 6.0 Spans 26 6.3' 5.9' 5.5' 5.2' S.0' 4.8 4.6 7.0' 6.5' 6.1' 5.8' 5.5' 5.3' 5.1' 9.8 8.8 8.0 7.4 7.0 6.6 6.2 24 6.8' 6.3' S.7' S.4' S.2' 5.0' 7.5' 7.0' 6.6` 6.2' 6.0' S.7' 5.5' 11.4 102 9.3 8.6 8.0 7.6 7.2 t. Top values are based on live loads. Middle values are 6ased on wid. Bottom values are based on wind uplift. Above loads are limited by, antl meet or exceed deflection ration of V180 of span. 3. Allowable loads forwind have heen increased by 33percent. 4. Values for 3 or more spans are calculated using 4 span condition. 5. These load rapacities are for the panel itself. Frames, pudins, clips, fasteners, and all supports must he designed to resist aIl loads imposed by the panel. b. For full panel capaciry, (especially on short spans), bearing must be checked using actual loads and bearing lengths. 7. ' Intlicaces load controlled by deFlection limitation of V180 of span. ROCKFORD MANUFACTURING LTD Secfion: PURLINS GIRTS AND PANELS Issued: Subject: MAXIMUM ALLOWABLE UNIFORM LOADS IN PSF (nRCr+irecTUwAL aaNeL) 8196 9/98 MAXIMUM ALLOWABLE UNIFORM LOADS IN PSF (ARCHITECTURAL PANEL) Span Contlition Gauge 3'-0" 3'-6" 4'-0" 4'-6" 51-0" 5'-6" 6'-0" 29 74' 46' 31' 22' - - - Simpie Span 98' 62* 41 29' - - - gg 73 56 44 36 29 25 26 90' 57' 38' 26' 19' (0.018) 120" 75' 41' 35` 26' 127 93 70 55 45 37 31 26 93' 59' 39' 28' 20' 125' 78' 53' 37' 27' 132 97 74 59 48 39 33 24 118' 74' 50' 35' 26" - - 758' 99' 66' 47' 34' 26' - 178 131 100 79 64 53 44 29 54 42 33 27 22 - Two Spans 99 73 56 44 36 29 25 160 118 90 71 58 48 40 26 93 68 52 41 34 28 23 (0.018) 124 91 70 55 45 37 31 192 141 108 85 69 57 48 26 99 73 56 44 36 30 25 132 97 74 59 48 39 33 202 148 113 90 73 60 50 24 133 98 75 59 48 40 33 178 131 700 79 64 53 44 254 187 143 113 91 76 63 Three or Z9 86 64 49 38 31 24' - More Spans 115 85 65 St 41 32' 25' 160 117 90 71 58 48 40 26 108 80 61 48 38' 29' 22' (0.018) 144 106 81 gq 50' 38' 29' 201 147 113 89 72 60 50 26 116 85 65 57 40' 30' 23' 154 113 87 69 54' 41' 31" 214 157 121 95 77 64 54 24 156 114 88 69 51' 38' 30' 207 152 117 92 68' 51' 39' 288 211 162 128 104 86 72 l. Top values are basetl on live loatls. Mltldle values are basetl on witl. Bottom values are basetl on wmtl upurt. Ahove loads are limited by, and meet or exceetl deflection ratlon of LI180 of span. 3. Allowa6le loads for wind have heen increased by 33 percent. a. Values for 3 or more spans are calculated using 4 span condition. 5. These load capacities are for the panel itself. Frames, purlins, clips, fasteners, and all supports must 6e designed N resist all loads imposed by the panel. 6. Far full panel capaciry, (especially on short spans), bearing must be checked using actual loads and beanng lengths. 7. ' Intlicates load controlied by deFlection limitation of V'180 of span. TSBJRGH TESTING LABORATORY oi"; ~ j T ` 715O l,?NE 0.VENUE NCF iH.lACX50NVILLE. FLORIOA =iCS ..~e. n,..... ~~r~~v,.. rn< <v..~a<.xu~ ..e.v.~ c~~a..~• . eo.c~~..e.. e. ~ae..c-. . ...c..e..a u r<.a.7.. y~:~•~n0 •o• a.. ~cre.r~ 1 . .u...~a AAEA CODE 1°_bal 72:•4=00 F_0-LOCT" Cac. Eri5 SiHAND ?ST:t-A+75- Size F!II30LS Size H?N. ASSE':3LY 3rzak4ng 5:=er.g[h (Pocr.ds) * F,+C 250 Ba 1/4" i/2ll 6,650 FWC 312 3A 5/16" 5/8" 11,200 Fi+C 373 Sd 3I8" S/9" 15,400 eS;C 437 S.k 7115" 3/4" 20,200 iriC 500 Bn 1/2" 718" 26.900 izscs _e=z cor.ducCed us:ao th2 F1c-T oc S.:a^.d G;i?s, r*C =:'.S sc_anc aad F+:C eyebolcs as sec for[S in c.`.z abeve .ab_e rz[h a'_1 c=_=_czd assemb_ies p:ov'-d=1g ac leasC 100: o_ Che sccaa? :a:ed b:ez~cag loed io... I ~ pe_ AS~!-A+75. ;rwooo , ~S `~cj~Fic~rE ~iQ Ce:.z_`i>_d PIT?SBUiG^ T=STING LFC3CnA=0RY j ~c O - Ne. 25773 ~ Charles L. Mocr_, P. E. ~ STaTE OF rr Fc/S~EREDtD~~ *-.:C gua:ancees cha: a11 r_oss b=-=e asse_:'__es fab:`_ca.ed ia ~ accordar.ce v'_.h cie a-o~re Cc0.2 ~tll ez=c o.- ex:eed c:e spe=:.`i-a n°_ni_u= asse=bly b:eaking s:ceag[h. HIGH13651 W. 43rd Drive ~ ~ EAU Golden, CO 80403 303-278-9744 TRUSS,, INC. 303-278-3928 Fax Specialized Electric Company 13301 West 43`d Drive #13 Golden, CO 80403 , To Whom It May Concern; This letter is in reference to truss TOl provided by High Plateau Truss, Ina There is engineering provided detailing a nail connection pattern for truss TOi to the existing truss and this shows that there is clearly an additional load to be attached to the new truss. Truss TO1 is designed and engineered to carry the remaining pieces of the existing truss as long as the connection directions are followed on the engineered drawings. If there are any questions concerning the design, engineering or installation of truss T01 please feei free to call High Plateau Truss, Ina Thank you, / / / G~\:_~~/ L~ Barak Strange MiTek Industries, Inc. 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 USA PAX (916) 676 7909 TELEPHONE (916) 676 7900 Re: Sad13301 ADAMSLUMBER-MARK The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by xigh Plateau Truss. Pages or sheets covered by this seal: R28233839 thru R28233839 My license renewal date for the state of Colorado is June 30, 2008. The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any par[icular building is the responsibility of the building designer, per ANSUTPI-2002 Chapter 2. •yY° uy ry unvuLV-oCrt-IVIMrtn R28233835 el,J13301 " T01 MONO SqS50R 12 1 Job Reference ( pf p High Plateau Tmss, Inc., Goitlen, CO 80403 6.500 s Apr 2 2007 M7ek Intlustries, Ina Fri Apr 11 11:02:49 2008 Page 4&5 I 913 ~ 13-9-8 48-5 4-0-13 48-5 5x6 = Scala= t:bfi2 5 i , e~ry 600 12 3.4 4 6 2x4 = Sx5 ~ 3a4;- 3 2 ] ~ 3x4 i ~ 4.90 12 __4z6G_"""_'_"_____________"_"'""_""""""""__"_"_'__________""_"""_""""""__ ~ 10x16 % 4a6 4 610.12 I 13-&8 I 6-10.12 610.12 GENERAL REPAIR NOTES: THIS REPAIR IS FOR INSTALLING MONO SCISSOR AS DESCRIBED IN NOTE 1. 1) INSTALLT07TRUSSANDATTACH T.C. TO EXISTING MONO TRUSS WITH WITH 10D COMMON NAILS (0.148" X 3.0" )@ 6" O.C., 2 ROWS. PlateOffsets(Xl): f1:0-03Edqej f1:1-8-100-5-01 f6'0-2-004-07 TCLDING(P530.0 SPACING 2-0-0 CSI DEFL in (loc) IldeFl Ud PLATES GRIP (Roof Snow=30.0) Plates Increase 1.15 TC 0.97 Vert(LL) -0.18 7>923 240 MT20 169M23 TCDL 7.5 Wmberincrease 1.15 BC 0.53 Vert(TL) -026 7>637 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Hoa(TL) 0.07 8 n/a n/a BCDL 7.5 Code IRC20031TPI2002 (Matnx) Weight:541b LUMBER BRACING TOP CHORD 2 X 4 SPF 2700F 1.eE TOP CHORD SVUCtural wood shea[hing directly applied or 3414 oc pudins, excep[ BOT CHORD 2 X 4 SPF 1650F 1.SE end vertirals. WEBS 2X4VWJStutl . BOTCHORD StmcNralwoodsheathingdirecttyappliedor6-243ocbrecing. OTHERS 2X45PF165oF7.5E SLIDER LeR 2 X 6 SPF 1650F 1.5E 3-2-12 REACTIONS (Ib/size) 1=609/03-8, 8=583/0-3-8 Max Hoa1=417(LC 7) Mae Upliftl=-152(LC 7), 8=-361(LC 7) Max Gravt=679(LC 2), 8=842(LC 2) FORCES (Ib)-MaximumCompression/MaximumTension TOP CHORD 1-2=-2996/1047, 23=-282011047, 3-4=-2503/621, 4-5=-408154, 5-6=-287/742 BOTCHORD 1-7=-1302/2606,6-7=-972/2137 WEBS 3-7=-2331274, 4-7=-571401, 4-6=-16951788, 5-8=-860/370,fi-8=-e6/177 NOTES 1) Wind: ASCE 7-98; 105mph; h=25ft; TCDL=4.5psf; BCDL=4.5psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and nght exposed ; end vertical IeR and nght exposed; Lumber DOL=7.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=30.0 psf (Flat roof snow); Exp C; Fuliy EYp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 70.0 psf bottom chord live load nonwncurtent with any other live loads. 5) This [russ requires piate inspection per the Tooth Count Method when this Iruss is chosen tor quality assurance inspection 6) eearing atjoint(s) 7, e consitlers pa211ei to grain value using ANSI/TPI 1 angle to grain tormula. Building tlesigner shoultl of beanng surface. 7) This Vuss is designed in accordance with the 20031ntemational Residentiai Code sections R502.11.1 and R802.102 and standartl ANSI?PI 7. LOAD CASE(S) Standard A WAAMNG - Verlfy d¢tign parumeters und READ NOTES ONTffiS ANO INCLUDED MITEX R&PEFENCE PAGE HIF9493 BEFORE US&. ~ DesignvalidioruseonlywitbMiekcannecfors.ihistlesignisbosedonlyoponparameiersshown,andisioronindivitlvalbviltlingcomponent Applimbiliryoftlesignpommenfersandproperincorpomtionofcomponeniisresponsibility ofboildin9designer-nofimsstlesignecBrocingshown ' is far loteral sopporl of intlivitloal web members onty. Additional femporary bmcing to insure sfability dvring conshvcHOn is the responsibilliN of the ~iTek erecfor. Additional permanenf bracing of the ovemll strocNre is the responsibiliry oi the builtling designec For geneml guidance regarding _ fabncofion,quolirymnhol,stomge,tlelivery,erectionondbmcing.mnsult ANSIRP11pvality Ctltetla.OS8-89andBC511BUIIdingCOmponent ' ~~~~GreenbackLnSUile1i109 Safety InlortnaXOn ovailoble from Tmss Plofe InstlN1e.583 0 Onofno Dnve, Motlison, Wl 53119. Cilms HeigM1ts, Ca.95610 April 11,2008 M O N Q N ~ N c ~rt O c~NG)~o~za O ~.CS(D44 O 340QQ~ (D -~'Q N Q. n(o O(Q ~OQ q-Q J - Q G)o ~ o m O~ Q m N ~QQaQoco 0 ]'_OO' QQy O'(Q 4 (D p -6 ~~n'~ -12F0 0 n. 3~:(p4 QQ- ~ Q ~ N~ N 0 v=3' ~ Q {j n ~ Q ~ 00 j Q w ~ (0= C N o VQ O p W D ~ z ~ 3°a°- 6=a o moN~ ~ ~ ~ O (D O n C, 6 ~ ~ O N j' J Qp_n~ j o O S (Q4~m O CD Q ~ ~ C O CT 'G 3 N F 0 ' ~ F ~ m A ~ ■ ~I o " m m 3 T A m ~ n v a 3 A co A m N Z m a ~ +~O 6 j a aa~n n~ Q-❑ - (D (pC3Q ~(p N 3 10 y O Q 3 m ~ O 3'O j S Q (D 40 O ~ j 6 3 ~ O ~ O (Q (D N A W A o~ o~~W O~ V (fi ~ Z A' A' N m W y .i10 ]J P V P W N A P A V c' D o W b d D w 5 m A D D n Z 0 1 0 n y 0 Z n O N c A y N a n O 0 ~ m 0 D N ~ ~ y X y m 3 o E. 5 m~am ~ N 3 'D Q an~3 Qo~~ fl O_aO m°_aD -3 N ~ O <p -O ~ (D 3 I (D ~ 0.ao ~ z o cs mn m N N ~D A~ N T m N D m m z m K Z O `o y 0 ~O N o 00 ,0 V 3 0 ry N C y 0 ~o 0 P m ~ 3 N F O 0 sAO mCN ~ Oy A sm m A m ~m N A D y ~ DK ~Z Z C m ~m m ~ ? A Dv A n SO y0 Oy m 0 9 ~ ~ c Q ~ Q- O am~ Qna (~Dpn O N O ~ ~3 J maT QQo a ID ~ X R, ON O 2 P- m 36 00 a~ N n O N TOP CHORD m ~ ci-a V N P 0, W ~ m a. QDOO T(~ ~ a -(D aaID c N m ~-°-o ° -o Q 3 R ~ 7 ~ Q a NO N-0j O Qo-50~. N0 „N~ (D N j Q v 3 - Q ~ ID X (D O (~p D k ~ ~ -1 m O n y 0 Z D Z v O 22 m D 0 z N ~ O H N T ~ P A ~ a 3 m 00 ~ s f° o 3 3 O 3 O v n J ~ N x J S O O N V P (n A W nJ ~ p ~O W V P (n A W N - ~ T o ' Q Q n<~p~ cpa n 'o. o o a° D m o o-°o 00 00~ m' 3 f„~ ~ tD m~n pm 3 °~n a~ m o o as a ~o ~aO 03o a oc n 3~ ~'oo av'c na R6m To as o° o°0 3 ~.°n oo 0c2 ° oo p3 ~=o c~o~ a o° °~a n3 na 0a a ~~o 3~ ~3° m m~~. amozd 0 O gm -.Q~ R -o a oa p m~ o~ o5 3m poo o< m~ D~o mm° o0 n~ ~a aon,3 66 O . ~ N~ S4 < N~ JN N' 10 50 i> > a, v t02~ u N~~ ON (6Dn(]~ ~ 3 Om QNN N o~ (pn O.u C- . O.CA O.O n° mo moo ~ m.- o- s o~° oQ 3m o-a a- oo oc° m°" q Sa n~=Q ~6 °5p_ j N'm a~ 'm c3 ncc' 30. a- °m Q ° oac o ~00:~0a <°B H o0 3o a, a'^ a~ a°n c0c ~oo oJ -oo mno m~ 3 oF. Qan ~ m 2.~ n3 aa O a~° o~ ~ n m`Fco Oo~ 0 o. 3 n°-Q ~o. ma Q0 ~O~ 2m° oo £m zo°- o a~ m'n aooa 4 O ao q° m.°n. D 30. n° `m~. ao ~Q ~oo o mo' a~ ~oo a" C n a ~O~o ~o ° ° 0 °-o ~ I~ ~o ooo° - °.3 va ~`°o o om a£ ~om m6 ~ Q o ~o ~m n ~0 6 mo o 3° ao aa o~ -m os o °3 N m a.'nc '0 ~m °a oOc ~ 3 ~ 'O- ma 33~ mro -O ~ o0 0~ m o 0 3a m~ 3 3 'md Sa v a~°n o j No ~m m o ° m o~o H 0 f a ' o a n~ o ' 0 3 s~ 3 ~ m C ~ ~ N N ~ ~ V e ~ ~ ~ iW yry Y ~ \ ~ O rt ~ H TOPCHORD CTLITHOMPSON, INC. CONSULT9NG ENCalNEERS ~ GEOTECHNICAL INVESTIGATION O-UNIT OFFICE WAREHOUSE BUILDING LOT 25, 44T" INDUSTRIAL PARK 13101 WEST 43RD DRNE WHEAT RIDGE, COLORADO Prepared For: ICA CONSTRUCTION, INC. 13200 West 43rtl Drive Suite 207 Golden, Colorado 80403 Attention: Mr. Dan Mues Job No. 34,199 January 10, 2002 CTL/THOMPSON, INC. CONSULTING ENGINEERS 1971 WEST 12TH AVENUE - DENVER, COLORADO 80204 - (303) 825-0777 ~ TABLE OF CONTENTS SCOPE 1 SUMMARY OF CONCLUSIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 SITE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 PROPOSED CONSTRUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 SUBSURFACE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 SITE DEVELOPMENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 BUILDING FOUNDATIONS . . . . . . . . . . . . . . . . . . . . . . . . 6 FLOOR SYSTEMS 8 BELOW GRADE CONSTRUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 RETAINING WALLS 10 PAVEMENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 CONCRETE 14 SURFACE DRAINAGE . . . . . . . . . . . . . . . . . . . . . . 14 LIMITATIONS 15 FIG. 1- LOCATIONS OF EXPLORATORY BORINGS FIG. 2- SUMMARY LOGS OF EXPLORATORY BORINGS FIGS. 3 and 4- INTERIOR FOUNDATION WALL DRAIN FIG. 5- TYPICAL EARTH RETAINING WALL DRAIN APPENDIX A- LABORATORY TEST RESULTS APPENDIX B- MATERIAL AND CONSTRUCTION RECOMMENDATIONS APPENDIX C- GUIDELINE MAINTENANCE RECOMMENDATIONS ICA CONSTRUC710N, INC. LOT 25,44- INDUSTRIAL PARK CTLlT 34,199 . . I ~ SCOPE This report presents the results of our Geotechnical Investigation for the 6-unit office/warehouse building on Lot 25 of 44"' Industrial Park located at 13101 West 43" Drive in Wheat Ridge, Colorado. The purpose of our investigation was to evaluate subsurface conditions at the site and provide geotechnical design and construction criteria for the proposed development. The scope was described in our Proposal dated December 5, 2001. This report includes descriptions of subsurface conditions found in exploratory borings, our evaluation of the engineering characteristics of the subsoils, and our opinions and recommendations regarding design criteria for foundations, floor systems, exterior flatwork, pavements and other design and construction details influenced by the subsoils. The report was prepared from data developed during field and laboratory investigations, engineering analysis of the field and laboratory data and our experience with similar projects. The recommendations presented in this report are based on our understanding of the construction as currently planned. Revisions of the construction could affect our recommendations. If the construction will differ from descriptions in this report, we should be contacted so that we can provide new recommendations and/or design criteria, if necessary. SUMMARY OF CONCLUSIONS Subsoils found in our borings consisted of 1 to 14 feet of sandy clay or clayey gravels underlain by weathered and comparatively unweathered claystone and/or interbedded claystone/sandstone bedrock. Samples of bedrock exhibited low to moderate swell. Ground water was encountered at depths of 4.5 to 10 feet during this investigation. 2. We recommend a drilled pier foundation for the proposed building. Ground water will likely affect drilled pier installation. Detailed design and construction criteria are presented in the report. 3. Expansive claystone and claystone/sandstone bedrock are present near proposed finished floor elevations. About 1 to 3 inches of heave ICA CONSTRUCTION, INC. LOT 25, 44T" INDUSTRIAL PARK CTL/T 34,199 ~ is predicted if 15 feet of wetting were to occur. Likely heave is about 2 inches or less. We recommend structurally supported floors in highly finished areas, and other spaces where floor movement is not tolerable. To mitigate impacts of swelling soils and reduce potential heave of slabs-on-grade, we recommend removing the expansive clay to a depth of 4 or more feet below finished floor elevation. Sub- excavation can reduce likely heave to 1 inch or less, depending on depth of re-working. Existing materials can be reworked and moisture treated to result in low swell. Detailed design and construction criteria are presented in the report. 4. Based on the modified AASHTO design procedures, we recommend full thickness asphalt pavement sections of at least 6 inches in automobile parking areas and 7.5 inches in fire lanes and truck traffic areas. Alternative pavement sections are included in the report. 5. Good surface drainage should be constructed to provide rapid run-off of surface water away from the proposed building and off of pavements. Water should not be allowed to pond anywhere on the site. SITE CONDITIONS The site is Lot 25 of the 44w Industrial Park at 13101 West 43'' Drive in Wheat Ridge, Colorado (Fig. 1). The site is vegetated with weeds and grasses and is relatively flat. Forty-third Drive borders the site to the south and is paved. The parcel to the west is undeveloped and an existing commercial building is located to the east. A south facing slope, approximately 10 to 12 feet high, borders the site to the north. The slope appears to have been graded recently by cutting to about a 3:1 (Horizontal:Vertical). Claystone bedrock is exposed on the slope. An irrigation ditch is located at the top of the slope and was flowing with approximately 8 to 10 inches of water at the time of our investigation. The slope did not show signs of instability. PROPOSED CONSTRUCTION Based on observed grades, we estimate very little cut and fill will be required to reach construction grade. The project includes construction of a one-story office/warehouse building approximately 80 by 175 feet (Fig. 1). No basement is ICA CONSTRUC710N, INC. LOT 25, 44^' INDUSTRIAL PARK 2 CTLlT 34,199 . ~ planned. Pavement is planned around the entire building. A retaining wall, up to about 8 feet high, is planned at the north side of the building. SUBSURFACE CONDITIONS The subsurface conditions at the site were investigated by drilling four exploratory borings at the locations shown on Fig. 1. Borings TH-7 through TH-3 were drilled in the originally proposed building area to depths of 25 and 35 feet, with a shallow boring (S-1) in proposed pavement area. The site plan was subsequently changed as reflected on Fig. 1. The borings were drilled with 4-inch diameter, continuous flight auger and a truck-mounted drill rig. A representative of our firm was present during drilling to obtain samples and log the subsoils. Graphic logs of the soils found in our borings and field penetration resistance test results are presented Fig. 2. Laboratory test results are presented in Appendix A and summarized on Table A-L Subsoils found in our deeper borings consisted of 1 to 14 feet of sandy clay or clayey gravel underlain by weathered and comparatively unweathered claystone and/or interbedded claystone/sandstone bedrock. Unweathered claystone was encountered near the ground surface in TH-2 at a depth of 1 foot. Unweathered bedrock in TH-7 and TH-3 were encountered at depths of 14 and 17 feet, respectively. Field penetration tests indicated the clay was stiff, the grevels were dense to very dense and the bedrock was weathered to very hard. The soils and bedrock have low to moderate swell behavior. Six samples of the weathered and comparatively unweathered claystone bedrock were selected for one-dimensional swell- consolidation tests and exhibited low to moderate swell (1.3 to 3.0 percent) when wetted under an applied pressure of 1,000 psf. One sample of interbedded claystone/sandstone bedrock exhibited low swell (0.1 percent). Ground water was not encountered during drilling. When the holes were checked several days after drilling, ground water was measured in all three deep ICA CONSTRUCTION, INC. LOT 25, 44" INDUSTRIAL PARK 3 CTUT 34,199 ~ borings at depths of 4.5 to 10 feet below existing grade. Ground water will likely affect pier installation and may be encountered if sub-excavation is performed. SITE DEVELOPMENT Based on observed grades, we estimate very little cut and fill will be required to reach construction grade. About 1 to 3 inches of heave is predicted for floor slabs constructed on the natural sandy clay and bedrock if about 15 feet of wetting were to occur. Movement of 2 inches or less is more likely. To mitigate impacts of swelling soils and reduce potential heave of slabs-on-grade where structural floors are not economical, we recommend removing the expansive clay and claystone to a depth of 4 or more feet below floor subgrade. Sub-excavation should extend at least 5 feet laterally outside the building area. We believe the existing soils and bedrock can be re-worked at relatively high moisture content (0 to 4 percent above optimum) and compacted to at least 95 percent of standard Proctor (ASTM D 698) maximum dry density. We believe this process will reduce likely potential heave to about 1 to 2 inches for 4 feet of sub-excavation and about 1 inch or less for 8 feet of sub-excavation, as well as provide a uniform layer of new, compacted fill under floors. Sub-excavation depths of greater than 4 or 5 feet will likely require dewatering along the northern portions of the site. The table below presents our estimate of the range of heave potential for various depths of sub-excavation. TABLE A HEAVE POTENTIAL FOR SUB-EXCAVATION DEPTHS F Depth of Sub-Excavation ft: Range of Neave irr. 0 1-3 4 1 -2 8 about1 ICA CONSTRUC710N, INC. . LOT 25, 44T" INDUSTRIAL PARK CTL/T 34,199 4 ~ In highly loaded areas the owner may consider topping the sub-excavation backfill with imported granular soils within 3 feet below floor slabs. The natural sands and gravels from the west part of the site could also be used. We believe this practice can result in enhanced floor performance compared to providing only low swell clay fill. Another method to increase the stiffness of the subgrade for slab support is to provide a layer of 1 to 2 feet of lime-treated clay (in place of imported sands). We can discuss the merits of lime treatment with you. Imported fill (if used) should consist of silty to clayey sand with 100 percent passing the 3-inch sieve, 10 to 40 percent passing the No. 200 sieve, a liquid limit less than 30 percent and a plasticity index less than 15. A sample of the proposed fill should be submitted to our office for approval prior to importing to the site. Fill and backfill should be placed in thin, loose lifts of 8 inches or less, moisture conditioned to within optimum and 4 percent above optimum for clays and within plus/minus 2 percent of optimum moisture content for sands (maximum 40 percent passing No. 200 sieve) and compacted to at least 95 percent of standard Proctor (ASTM D 698) maximum dry density. A representative of our firm should be on site to observe placement and test compaction of fill during construction. Water and sewer lines are usually constructed beneath floors, paved roads or parking areas. Compaction of trench backfill can have a significant effect on the life and serviceability of floor slabs, pavements and flatwork. We believe the site soils can be excavated with normal heavy duty excavation equipment. Utility trenches should be sloped or shored to meet local, State and Federal regulations. Based on our investigation, we believe the natural clays and bedrock classify as Type A or Type B soils according to Occupational Safety and Health Administration (OSHA) standards governing excavations. The gravels would classify as a Type C. Excavation slopes specified by OSHA are dependent upon types of soils, ground water conditions, and depth of trenches. Type A soils require a maximum slope inclination of 3/4:1 (horizontal:vertical), Type B soils require a maximum slope inclination of 7:1 and Type C soils require a maximum slope inclination of 1-1/2:1. The contractor should have an competent person identify the ICA CONSTRUCTION,INC. LOT 25, 44'" INDUSTRIAL PARK 5 CTLlT 34,199 . ~ soils and bedrock encountered and refer to OSHA standards to determine appropriate slopes. Excavations for utilities will likely penetrate ground water. If ground water is encountered, shallow dewatering can likely be accomplished by sloping excavations to a sump where water can be removed by pumping. The sumps should be several feet below the bottom of the excavations so that water is pumped down through the soils rather than up through the bottom of the excavation, thus destroying the bearing capacity of the subsoils. The ground surrounding the excavation should be sloped to direct runoff away from the excavation. BUILDING FOUNDATIONS The subsurface conditions found in our borings consisted of low to moderate swelling clay and claystone near probable foundation level. We believe a drilled pier foundation is safest for the proposed building. Foundation criteria are presented below. 1. Piers should be designed for a maximum allowable end pressure of 25,000 psf and an allowable skin friction value of 2,500 psf for the portions of piers in bedrock. 2. The piers should be designed for a minimum deadload pressure of 15,000 psf based on the pier end cross-sectional area to concentrate deadload on the piers. If the minimum deadload cannot be achieved, the pier length and bedrock penetration should be increased using a skin friction value of 2,500 psf to compensate for deficiency in minimum deadloads. 3. Piers should penetrate a minimum of 8 feet into relatively unweathered bedrock. Greater penetration may be required depending upon foundation loads. One of our borings encountered as much as 12 feet of weathered bedrock, which should not be considered for penetration. Piers should have a minimum length of 25 feet. Due to the depth to relatively unweathered bedrock, some piers may be as much as 30 feet long. Piers should not exceed a length:diameter ratio of 25:1. Pier drilling should produce shafts with undisturbed bedrock exposed. Excessive caking of spoils on pier walls should be removed. Pier shafts should be roughened in the bedrock penetration portion. ICA CONSTRUCTION, INC. LOT 25, 44^' INDUSTRIAL PARK CTL/T 34,199 ~ 4. All piers should be reinforced their full length and the reinforcement should extend into grade beams or foundation walis. We recommend minimum reinforcement of two No. 6(Grade 60) bars for pier diameters less than 16 inches and 0.005 times the pier cross-sectional area using Grade 60 steel for diameters equal to or greater than 16 inches. Additional reinforcement may be necessary, depending on structural loads. 5. Piers should have a center-to-center spacing of at least 3 pier diameters when designing for vertical loading conditions, or they should be designed as a group. Piers aligned in the direction of lateral forces should have a center-to-center spacing of at least 8 pier diameters. Reductions for laterally loaded piers spaced closer than 8 diameters are discussed in the following section. If it is necessary to have piers irr dose proximity, please call so that we may provide design criteria for pier groupa 6. There should be at least a 4-inch continuous void beneath the grade beams, between the piers, to concentrate the deadload of the structure onto the piers. 7. All grade beams and foundation walls should be reinforced. Reinforcement should be designed by a qualified structural engineer. 8. Casing of piers will likely be required in the west and southwest portions of the building where gravels were encountered. Piers should be carefully cleaned prior to placing concrete. Concrete should be on- site and placed in the pier holes immediately after the holes are drilled, cleaned and inspected utilizing a"drill and pour" construction procedure. Ground water was encountered in our borings. If ground water is encountered during drilling, temporary casing or a tremie pipe may be required for proper cleaning, dewatering and placement of concrete during pier installation. Concrete should not be placed in pier holes containing more than 3 inches of water. We recommend pier concrete be designed with a 5 to 7-inch slump. 9. The installation of drilled pier foundations should be observed by a representative of our firm to confirm the piers are bottomed in the proper bearing strata and to observe the contractor's installation procedures. ICA CONSTRUC710N, INC. LOT 25, 44'" INDUSTRIAL PARK CTL/T 34,199 ~ FLOOR SYSTEMS Soils and bedrock with variable swell are present near proposed floor elevations. Some movement of a slab-on-grade floor should be anticipated regardless of sub-excavation depth. Based on our experience and laboratory test results, we calculated about 1 to 3 inches of heave is possible if 15 feet of wetting were to occur. About 2 inches or less of heave is more likely. The movement may cause cracking in floor slabs and affect other structural members founded on slabs. We recommend structural floors in highly finished areas, and other spaces where floor movement is not tolerable. To reduce potential heave of slabs-on-grade where structural floors are not economical, we recommend sub-excavation of at least 4 feet of existing expansive clay as discussed in SITE DEVELOPMENT. Subexcavation depths greater than 4 feet will likely require dewatering along the northern portion of the site. If sub-excavation is chosen existing clay materials can be re-worked with moisture treatment to result in low swell which should enhance slab support conditions. In heavily loaded floor slab areas, the owner can consider topping the moisture-treated fill with 3 feet of imported granular soils or 1 to 2 feet of lime-treated clay, also discussed in SITE DEVELOPMENT. Sub-excavation and replacement with low swelling fill should reduce potential heave to estimates presented in Table A in SITE DEVELOPMENT. The structural engineer should design the floor slab reinforcing. For design of slabs, we recommend a subgrade modulus of 100 pci for clay, 150 pci for imported granular fill and 250 pci for clay fill topped with 12 inches of lime-treated clay. If movement cannot be tolerated, structural floors should be used. Structural floors can be considered for specific areas which are particularly sensitive to movement such as entries or bathroom areas. For swinging door entry slabs, heave of slabs can cause problems for door openings. A structurally supported slab would be best for slabs under swinging doors. If brittle, sensitive, expensive stone or tile floor coverings are planned at entries, the risk of damage from small movements is increased and a structural floor should be considered. ICA CONSTRUCTION,INC. LOT 25, 44T" INDUSTRIAL PARK $ CTLl734,199 ~ If the owner elects to use slab-on-grade construction and accepts the risk of movement and associated damage, we recommend the following precautions for slab-on-grade construction at this site. These precautions will not prevent movement from occurring, they tend to reduce damage if slab movement occurs. Slabs should be separated from exterior walls and interior bearing members with a slip joint which allows free vertical movement of the slabs. 2. Use of partitions built over slabs should be minimized. Where such partitions are necessary, at least a 3-inch space should be provided above or below interior non-bearing partitions to allow vertical movement of the slab. The connection between slab-supported partitions and foundation-supported walls should be detailed to allow differential movement. 3. Plumbing and utilities which pass through the slabs should be isolated from the slabs. Heating and air conditioning systems supported by the slabs should be provided with flexible connections capable of 3 inches of vertical movement so that slab movement is not transmitted to duct work. 4. Exterior flatwork and sidewalks should be' separated from the structure. These slabs should be reinforced to function as independent units. Movement of these slabs should not be transmitted directly to the foundation of the structure. 5. Frequent control joints should be provided to reduce problems associated with shrinkage and cracking. Panels which are approximately square generally perform better than rectangular areas. We advocate an additional joint about 3 feet away from and parallel to foundation walls. BELOW GRADE CONSTRUCTION We understand no basement is planned for this building. Under these conditions, a perimeter foundation drain is usually not required. If plans change, we should be consulted regarding drain recommendations. If a structural floor system is chosen, we recommend provision of a drain system in the crawl space. A typical foundation drain detail is presented in Fig. 3. If imported granular fill is provided below floors, we recommend a drain system at the base of the sand (Fig. 4). Surface ICA CONSTRUCTION, INC. LOT 25, 44'" INDUSTRIAL PARK 9 CTL/T 34,199 - ~ drainage recommendations should be carefully implemented. Crawl space areas below basement floors should be well ventilated. RETAINING WALLS A 4 to 8-foot high retaining wall is planned on the north of the building as shown on Fig.1. We recommend any retaining walls planned at the base of the slope be engineered. Internal and global stability of the retaining system with respect to the slope (with the irrigation ditch) should be evaluated. We have analyzed the global stability of the slope and wall system using the SLOPEIW Version 5 developed by GEOSLOPE International, Ltd. Based on site observations, we believe the slope and therefore, retained materials will consist of claystone bedrock. We used nominal strength parameters of 20 degrees, cohesion, c= 400 psf and a moist unit weight of 125 pcf to model the global stabiliTy. Using the aforementioned strength parameters, the slope and retaining wall system has an adequate global factor of safety for a maximum height of 8 feet. Analysis of the internal stability of the wall system is not included in this investigation. Retaining walls connected to the buildings should be designed for "at resY" pressures and supported on drilled piers bottomed in bedrock. Site retaining walls separated from the building can be supported by footing foundations provided movement due to heave of swelling soils can be tolerated. Frequent control joints are recommended in concrete walis to control cracking. Footings supported on the natural soils or well compacted fill should be designed for a maximum allowable soil pressure of 3,000 psf. A minimum width of 20 inches and a frost depth of 3 feet are recommended. We recommend a representative from our firm observe footing excavations prior to forming to confrm the subsurface conditions are as anticipated from our borings. The lateral earth pressure on a retaining wall depends on the height of the wall, type of backfill, slope of the backfill surface and allowable horizontal movement of the top of the wall. If the on-site clays are used as backfill behind walls, an active ICA CONSTRUCTION, IN0. . LO7 25, 44'" INDUSTRIAL PARK 10 CTLlf 34,199 . . ~ earth pressure calculated using an equivalent fluid density of at least 50 pcf should be used for foundation walls which may rotate marginally. If the wall is restrained or movement cannot be tolerated, the pressure should be increased to 60 pcf for "at resY" conditions. If granular fill is used as backfill behind walis, an "at-rest" pressure of 45 pcf and an "active" pressure of 35 pcf can be used. We have assumed the backfill will have a level surface. The recommended equivalent fluid densities do not include allowances for surcharge loads or hydrostatic pressures. For lateral load resistance, the footings can be designed with a coefficient of friction between the base of footing and on-site soils of 0.4. A passive earth pressure of 250 pcf can be used in design if the soil or backfill in front of the footing is compacted to at least 95 percent of ASTM D 698 maximum dry density and will not be removed. The structural grids of inechanically stabilized earth (MSE) retaining walis should be backfilled with a CDOT Class 1 structural fill. MSE walls can be designed with a ~ = 34 degrees and a 130 pcf moisture unit weight for Class 1 structural fill. The strength parameters for the in situ material is provided above. An irrigation ditch is located at the top of the slope. We anticipate ground water will be encountered during construction of the wall. Temporary dewatering will likely be required. Temporary dewatering is discussed in SITE DEVELOPMENT. Hydrostatic pressure on retaining walls should be relieved with drains or weep holes. A typical drain detaiFfor concrete retaining walls is shown on Fig. S. PAVEMENTS Subgrade samples were obtained from one boring, S-1, drilled in an originally proposed pavement areas as shown on Fig. 1. The pavement subgrade soils will consist of sandy clay. The sample from S-1 had a liquid limit 47 percent, plasticity index of 30 percent and contained 61 percent silt and clay size particles (percent passing the No. 200 sieve). The sample classified as an A-7-6 based on the AASHTO classification system, considered poor pavement subgrade. We estimated an R- Value result of 5. If imported fill is utilized, it should have equal or better pavement ICA CONSTRUCTION, INC. . LOT 25, 44'" INDUSTRIAL PARK CTUT 34,199 ~ support characteristics than the soils tested or the pavements sections may require revision. Our designs are based on the Modified AASHTO design method and our experience. We understand the pavement areas will be subjected primarily to automobile and heavy truck traffic. We used an Estimated Daily Load Application (EDLA) of 5 for automobile parking areas and 10 for fire lanes and truck traffic areas. Table A below presents our recommendations. TABLE A PAVEMENT DESIGN ALTERNATIVES Pavement Classification Asphaltic Concrete Asphalt & Base Course Portland Cement Concrete Automobile 6" 4" + 9" Not Recommended Parkin Areas Fire Lanes + Not Access Drives 7.5" Recommended 6" Our experience indicates problems with asphalt pavements can occur where over-the-road trucks drive into loading and unloading zones and turn at low speeds. In areas of concentrated loading and turning movements by heavy trucks, such as at entrances, loading dock zones, and trash collection areas, we recommend Portland cement concrete pavement placed directly on prepared subgrade. We recommend installation of concrete pads at loading and dumpster areas (6-inch minimum) sufficient in size to support the entire truck. Asphalt over base course is not recommended in areas to receive heavy truck traffic. We have included recommendations for flexible and rigid pavement construction in Appendix B. The design of a pavement system is as much a function of paving materials as supporting characteristics of the subgrade. The quality of each construction material is reflected by the strength coefficient used in the calculations. If the ICA CONSTRUCTION, INC. LOT 25, 44TM INDUSTRIAL PARK ,~t CTLIT 34,199 ~ pavement system is construction of inferior materials, then the life and serviceability of the pavement will be substantially reduced. Materials and placement methods should conform to the requirements of the City of Wheat Ridge. The structural coefficient assumed for the aggregate base course in our evaluation is an R-Value of 78. A Colorado Department of Highways Class 5 or Class 6 base course will normally meet these tequirements. Base course varies considerably and can be sensitive to change in moisture; therefore, we recommend the material planned for base course be laboratory tested prior to importing it to the site. Control joints should separate concrete pavements into panels as recommended by ACI. No de-icing salts should be used on paving concrete for at least one year after placement. Routine maintenance, such as sealing and repair of cracks and overlays at 5 to 7-year intervals, are necessary to achieve long-term performance of an asphalt system. We recommend application of a rejuvenating sealant such as fog seal after the first year. Deferring maintenance usually results in accelerated deterioration leading to higher future maintenance costs. A primary cause of early pavement deterioration is water infiltration into the pavement system. The addition of moisture usually results in softening of base course and subgrade and the eventual failure of the pavement. We recommend drainage be designed for rapid removal of surface runoff. Curb and gutter should be backfilled and the backfill compacted to reduce ponding adjacent to pavements. Final grading of the subgrade should be carefully controlled so that design cross- slope is maintained and low spots in the subgrade which could trap water are eliminated. Seals should be provided between curb and pavement and at all joints to reduce moisture infiltration. Landscaped areas and detention ponds in pavements should be avoided. Pavement maintenance recommendations are presented in Appendix C. ICA CONSTRUCTION, INC. . . LOT 25, 44T" INDUSTRIAI PARK ,~3 CTUT 34,799 ~ CONCRETE Concrete which comes into contact with soils can be subject to sulfate attack. We measured water-soluble sulfate concentrations in 2 samples from this site. Concentrations of 0.015 and 0.024 percent were measured. Sulfate concentrations less than 0.1 percent indicate negligible exposure to sulfate attack for concrete which comes into contact with the subsoils according to the American Concrete Institute (ACI). ACI indicates Type I or Type II cement can be used for concrete which comes into contact with the subsoils. In our experience, superficial damage can occur to the exposed surfaces of highly permeable concrete, even though sulfate levels are less than 0.1 percent. To control this, the water to cement ratio should not exceed 0.52 for concrete in contact with soils which are likely to stay moist due to surface drainage or high water tables. SURFACE DRAINAGE Performance of pavements, flatwork and foundations is influenced by changes in subgrade moisture conditions. Carefully planned and maintained surface grading can reduce the risk of wetting of the foundation soils and pavement subgrade. We recommend the following precautions be observed during construction and maintained at all times after the completion of the building: 1. Positive drainage should be provided away from all foundations. We recommend a minimum slope of at least 6 inches in the first 5 feet away from the foundations in landscaped areas. Pavements and sidewalks adjacent to the building should be sloped for positive drainage away from the building. Water should not be allowed to stand or pond on pavements. 2. Backfill around foundations should be moisture treated to within optimum to 4 percent above optimum moisture content, and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698). 3. Roof drains should be directed away from the building. Downspout extensions and splash blocks should be provided at all discharge ICA CONSTRUCTION, INC. - LOT 25, 44'" INDUSTRIAL PARK 4 CTLlf34,199 ~ points. We specificalty recommend against burial of downspout discharges to help prevent subsurface wetting. 4. Landscaping should be carefully designed to minimize irrigation. Irrigation should not be located within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; application of more water will increase likelihood of slab and foundation movements. 5. Impervious plastic membranes should not be used to cover the ground surface immediately surrounding the building. These membranes tend to trap moisture and prevent normal evaporation from occurring. Geotextile fabrics can be used to limit weed growth and allow for evaporation. LIMITATIONS Our borings were spaced to obtain a reasonably accurate picture of subsurface conditions. The borings are representative of conditions encountered only at the exact boring locations. Variations in the subsoils not indicated by our borings are possible. Placement and compaction of site grading fill, backfill, subgrade and pavement construction should be observed and tested by a representative of our firm during construction. Pier installation should also be observed by a representative of our firm to verify that the proper bedrock strata has been achieved. We believe this investigation was conducted in a manner consistent with that level of care and skill ordinarily used by geotechnical engineers practicing in this area at this time. No other warranty, express or implied, is made. If we can be of further service in discussing the contents of this report, or in the analysis of the ICA CONSTRUCTION, INC. . LOT 25, 44T" INDUSTRIAL PARK CTL/T 34,799 i5 ~ influence of the subsurface conditions on the design of the building and pavements, please call. CTLITHOMPSON, INC. Richard D. Johnson, P.E. Project Engineer RDJ:DAG/rdj/ha (5 copies sent) David A. Glater, P.E., C. Associate Geological E ICA CONSTRUCTION, INC. LOT 25, 44TM INDUSTRIAL PARK CTUT 34,199 16 Reviewed by: SCALE: 10= 40' LEGEND: TH-1 INDICATES LOCATION OF 0 EXPLORATORY BORING S-1 INDICATES LOCATION OF Q SUBGRADE SAMPLE TBM TEMPORARY BENCHMARK: ~ PROPERTY CORNER PIN (ASSUMED EL. = 100.0') ~ ~ ~ W ~ SITE ~ ~ 44TH AVE. w HWY 58 0 J O w W. 43RD DR. ~ ~ VICINITY MAP NO SCALE ~ PROPOSED REfAINING WALL , , ~ i TH-2 11 PROPOSED i OFFICE/WAREHOUSE i BUILDING TH-1 • S-1 O a m , ~ LANDSCAPE AREA i b~--- TBM WEST 43RD DRIVE ~ ICA Construction, Inc. a unrc omce warerwuse eunamo Job No. 34199 TH-3 • i _ J Locations of Exploratory Borings Fig. 1 e ~ 0 ~ i a E r U 'a ~ m z 0 F a > w w m N O TH-1 TH-2 TH-3 EI.102 EI.103 EI.100 105 100 i 5016 2 95 50/5 50/6 ? 1 100 90 23/12 ~ ~ - w w LL 0 85 ~ a > w 5019 J W [,n/7 75 70 INOUSTRIALPARK JOB NO. 34,199 S-1 El. 100 SUMMARY LOGS OF EKPLORATORY BORBNGS 105 90 85 80 75 70 65 LEGEND: 11 CLAY, SANDY, STIFF, SLIGHTLY MOIST, BROWN (Cl). GRAVEL, CLAYEY, DENSE TO VERY DENSE, SLIGHTLY MOIST, BROWN, TAN (GC). ~ WEATHERED CLAYSTONE, MOIST, OLIVE, BROWN, GRAY. ~ BEDROCK, CLAYSTONE, MEDIUM HARD TO VERY HARD, SLIGHTLY MOIST, OLIVE, BROWN, GRAY. ~ BEDROCK, INTERBEDDED CLAYSTONE/SANDSTONE, VERY HARD, SLIGHTLY MOIST, BROWN, GRAY. ~ DRIVE SAMPLE.THE SYMBOL 44/12 INDICATES THAT 44 BLOWS OF A 140-POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE A 2.5-INCH O.D. SAMPLER 121NCHES. L WATER LEVEL MEASURED SEVERAL DAYS AFTER DRILLING. NOTES: Z 7. THE BORINGS WERE DRILLED ON DECEBER 19, 2001 USING 4-INCH DIAMETER 0 Q CONTINUOUS FLIGHT AUGER AND A TRUCK MOUNTED DRILL RIG. > w w 2. BORING LOCATIONS AND ELEVATIONS WERE SURVEYED BY A REPRESENTATIVE OF OUR FIRM REFERENCING THE TEMPORARY BENCHMARK SHOWN ON FIG. 1. 3. THESE LOGS ARE SUBJECT TO THE EXPLANATIONS, LIMITATIONS AND CONCLUSIONS CONTAINED IN THIS REPORT. ~ FIG. 2 ~ SYSTEM 0 0 0 SLOPE PER REPORT r _ REINFORCING STEEL DRILLED PIER ENCASE PIPE IN WASHED CONCRETE AGGREGATE (ASTM C33, N0. 67). CRAWL SPACE J COVER GRAVEL WITH MIRAFI 140 OR ROOFING FELT. 411 4-INCH DIAMETER PERFORATED DRAIN PIPE. THE PIPE SHOULD BE PLACED IN A TRENCH WITH A SLOPE RANGING BETWEEN 1/8-INCH AND 1/4-INCH DROP PER FOOT OF DRAIN. NOTE: DRAIN SHOULD BE AT LEAST 4 INCHES BELOW BOITOM OF VOID AT THE HIGHEST POINT AND SLOPE DOWNWARD TO A POSITIVE GRAVIlY OUTLEf OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING Interior Foundation Wall Drain Job No. 34,199 Fig. 3 ~ PROVIDE POSITIVE SLIP JOINT ~ BETWEEN SLAB AND WALL FLOOR SLAB SLOPE PER REPORT F--~ DRILLED PIER ENCASE PIPE IN WASHED CONCRETE AGGREGATE (ASTM C33, N0. 67). 4" MIN. 4-INCH DIAMETER PERFORATED DRAIN PIPE. THE PIPE SHOULD BE PLACED IN A TRENCH WITH A SLOPE RANGING BETWEEN 1/8-INCH AND 1/4-INCH DROP PER FOOT OF DRAIN. NOTE: DRAIN SHOULD BE AT LEAST 4 INCHES BELOW BOTTOM OF VOID AT THE HIGHEST POINT AND SLOPE DOWNWARD TO A POSITIVE GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. ~ ~ 0 Job No. 34,199 Interior Foundation Wall Drain Fig. 4 ~ 12" MIN. 10' BACKFILLED WITH SILTY OR CLAYEY ON SITE SOIL 2' REfAINING WALL . _~:~A••.'~ SCREEN OR COARSE GRAVEL OVER HOLE ♦ ~ BACKFILL ON SITE ~ \ MATERIALS PROVIDE GRAVEL LAYER BEHIND WALL, WASHED CONCRETE AGGREGATE (ASTM C33, N0. 57 OR 67). 4-INCH DIAMETER PERFORATED DRAIN PIPE. THE PIPE SHOULD BE PLACED IN A TRENCH WITH A SLOPE RANGING BEfWEEN 1/8-INCH AND 1/4-INCH DROP PER FOOT OF DRAIN NOTE: DRAIN PIPE AND/OR WEEP HOLES CAN BE USED. FOOTING OR OTHER TYPE FOUNDATION o Job No. 34,199 Typical Earth Retaining Wall Drain Fig. 5 ~ APPENDIX A LABORATORY TEST RESULTS ICA CONSTRUCTION, INC. LOT 25, 44TM INDUSTRIAL PARK CTLIT 34,199 ~ 3 2 1 Z 0 O N Z a a X w ~ 0 z .z O N y W 6.' -3 a E O U q TO 0.1 lA 10 APPLIED PRESSURE - KSF Sample Of INTERBEDDED CLAYSTONE/SANDSTONE NATUanL DRY UNIT WEIGHT= From TH-1 AT 19 FEET NATURAL MOISTURE CONTENT= 3 I I I . . I I i i. i i i i i 2 1 2 Q 0 y 2 Q a -i x W e Z O 'Z y y W d 3 E O U 4 iw 110 PCF 14.0 % 01 7.0 10 100 APPLIED PRESSURE - KSP Sample of CLAYSTONE NATURAL DRY UNIT WEIGHT= 122 PCF From TH-2 AT 4 FEET NATURAL MOISTURE CONTENT= 14.7 % Swell Consolidation JOB NO. 34,199 Test Resu Its FIG. A-1 ~ 3 2 1 RE DUE TO z o O U) I z a X w ~ 0 z .z O N U) W d' 3 a ~ O U q 0.1 1.0 10 APPLIED PRESSURE - KSF Sample of CLAYSTONE NATURAL DRY UNIT WEIGHT= From TH-2 AT 9 FEET NATURAL MOISTURE CONTENT= 3 I . I I I I I I i i i i i i I 2 1 Z O o cn Z a a _i x w ~ 0 z o z V5 y W d 3 2 0 U q 0.1 APPLIED PRESSURE - KSF Sample of CLAYSTONE From TH-2 AT 14 FEET JOB NO. 34,199 10 1.0 300 125 PCF 13.2 % 100 NATUR4L DRY UNIT WEIGHT= 104 PCF NATURAL MOISTURE CONTENT= 21,$ % Swell Consolidation Test Results FIG.A-2 ~ 7 DUE 6 5 4 3 2 0 i 2 3 Z O -4 y Z Q a F X W e Z Q E N N W x a ; 2 O U 0.1 lA . 10 100 APPLIED PRESSURE - KSF Spfllpl8 Of WEATHERED CLAYSTONE NATURAL DRY UNIT WEIGHT= 97 PCF From TH3 AT 14 FEET NATURAL MOISTURE CONTENT= 24.9 % JOB NO. 34,199 Swell Consolidation Test Results FIG.A-4 p Q w J m H F- J 7 N W K N W H } ~ O ~ 0 a J LL 0 ~ Q ~ ~ M N W W w w w o 0 0 F p J v) O Z Q Q Q J N a U U U U N W W W W ~ w 0 w ~ w > Z O Z 0 Z 0 Z 0 a w Z y y W x W 2 W x N (1) y Q a Q a g g Q Q U U U U 0 o e n i QO N o Z a W U) m ~ ~ N D LL e O O O J O O N ~ N ~ ~ X ~ W U J N 0 o M (D Z Q m a K ~r w ~ ~ e y Q ~ J w ~ J~ LL W ~ 0 O O ~ ~ O O O 0 O O N~ a p 0 o F U) W N I~ ui ~n M Q ~ o a y o~ W W:D LL O O O O O O O O O J a~ a W O O O O O - W Q ~ 3 a N J J W a N M O W N ~ ~ O (V ~ ch ~ N U) J } < }F-LL Z U ~ N N O O O ~ ~ Q a Q W Z 0 J W Q W D O N OJ N W O] Ql F y o ~ ~ M N N N N 0 Z S a W v rn r" v rn ~ o w LL ❑ C9 Z N [h 0 m 0 ~ m a m w v C7 ~ Z m 0 ~ ~ APPENDIX B MATERIAL AND CONSTRUCTION RECOMMENDATIONS ICA CONSTRUCTION, INC. LOT 25, 41'" INDUSTRIAL PARK CTUT 34,199 ~ MATERIAL REQUIREMENTS FOR FLEXIBLE PAVEMENTS 1. Asphalt Concrete a. Design assumes a strength coefficient of 0.40. b. Asphalt concrete should be relatively impermeable to moisture and should be designed with crushed aggregates that have a minimum of 80% of the aggregate retained on the No. 4 sieve with two mechanically fractured faces. c. Gradations that approach the maximum density line (within 5°/a between the No. 8 and 50 sieve) should be avoided. d. A gradation with a nominal maximum size of 3/4" developed on the fine side of the maximum density line should be used. e. Total void content, Void in the Mineral Aggregate (VMA) and voids filled shall be considered in the selection of the optimum asphalt cement content. The optimum asphalt content shall be selected at a total air void content of 4°/a. The mixture shall have a minimum VMA of 74% and voids filled that range from 65 to 80%a. f. Polymer modification can change the rheology and viscosity to improve pavement performance and is recommended for the upper 3 inches of high volume pavements: An alternative treatment to polymer modification for residential streets is the placement of a fog seal approximately 30 days after the placement of asphalt concrete. This type of application will seal small surface cracks and voids, inhibit raveling and make the surface impermeable to air and water to reduce oxidation embrittlement. The total quantity used is normally 0.1 to 0.75 gallons per square yard. g. Ajob mix design is recommended and periodic checks on the job site shall be made to verify compliance with the specifications. 2. Lime Stabilized Subgrade a. Design assumes a minimum 5-day 100° F compressive strength of 200 psi. b. For planning purposes, 4 to 7 percent quick lime content, by dry weight, will give the desired strengths and soil stabilization. c. A design should be performed using the subgrade soils and lime source designated by the contractor. If the construction materials cannot meet these recommendations, then the pavement design should be evaluated based upon available materials. Materials and placement methods should conform to the requirements of the City of Wheat Ridge. All material planned for construction should be submitted and the applicable laboratory tests performed to verify compliance with the specifications. ICA CONSTRUCTION, INC. LOT 25, 44'" INDUSTRIAL PARK CTL/T34,199 B"1 ~ CONSTRUCTION GUIDELINES FOR FLEXIBLE PAVEMENTS The construction procedures of the pavement system is as important as the quality of the materials. Inadequate compaction of the subgrade is often the reason for early pavement failure, resulting in pavement instability, rutting, cracking, settlement and heave. We recommend the proposed pavement be constructed in the following manner. Preparation A. Subgrade Preparation 1. Subgrade shall be stripped of organic matter, scarified, moisture treated, and compacted. 2. Utility trenches and all subsequently placed fill shall also be compacted and tested prior to paving. 3. Final grading of the subgrade should be carefully controlled so the design cross-slope is maintained and low spots in the subgrade that could trap water are eliminated. B. Cohesive Soils (A-6 to A-7-6) 1. Soils shall be moisture treated between optimum to 4% above optimum moisture content. 2. Soils shall be compacted to at least 95% of maximum standard Proctor dry density (ASTM D 698, AASHTO T 99). C. Proof Testing 1. After final subgrade elevation has been reached and the subgrade compacted, the area shall be proof-rolled with a pneumatic-tired vehicle loaded to at least 18 kips per axle. 2. Subgrade that is pumping or deforming shall be scarified, moisture conditioned, and tested. 3. If areas of very soft or wet subgrade are found, the material shall be subexcavated and replaced with approved on-site or import material, moisture conditioned, compacted and tested. D. Construction Observation 1. Where soft, yielding subgrade is encountered, the excavation shall be inspected by a representative of CTLIThompson, Inc. 2. CTLIThompson shall be notified and tests taken to confirm the subgrade meets the specifications. ICA CONSTRUCTION, INC. LOT 25, 44T" INDUSTRIAI PARK CTLlT34,199 . B-Z ~ 2. Lime Stabilized Subgrade a. Slaked quick lime shall be mixed to the specified depth and at the design concentration. b. The contractor shall have a lime-soil mix design performed using the actual construction materials. CTLIThompson shall approve the mix design prior to beginning construction. c. The mixture shall be mixed until a uniform blend of soil, lime and water is obtained and the moisture content is at least 3% above the soil/lime optimum. d. A mellowing period of up to 7 days will be required. Upon approval of the material, the mixture shall again be mixed and moisture conditioned to 3% over optimum moisture content and compacted to at least 95% of maximum standard Proctor dry density (ASTM D 698). e. Up to 7 days may be required for curing prior to paving. The treated surface shall be kept moist or sealed and traffic not allowed during the mellowing and curing periods. a. Where sulfate concentrations are 0.5 percent or higher, a double treatment method shall be used with at least 14 days of moist cure time between the lime treatments. The final lime concentration shall be increased by 0.5 percent. 3. Curb and Gutter a. Curb and gutter shall be backfilled and compacted to reduce the potential of heave or settlement that would cause water to pond adjacent to the pavement. b. Compaction shall be in accordance with Section 203.11 of the State of Colorado Standard Specifications for Road and Bridge Construction and the City of Wheat Ridge specifications. c. An asphalt cement tack coat should be applied to the curb, subgrade and all joints at a rate of not more than 0.10 gallon per square yard. The tack should be applied at a temperature between 80°F and 730°F and allowed to cure for'/2 hour prior to paving. 4. Asphalt Concrete a. Asphalt concrete shall be hot plant-mixed material compacted to at least 92 to 96% of maximum theoretical density. b. Paving should only be performed when subgrade temperatures are above 40°F and air temperature is at least 40°F and rising. c. The temperature at laydown time shall be determined according to the temperature-viscosity relationship of the asphalt cement. Experience indicates that the laydown temperature shall be at least 275°F for PG 64-22 asphalt cement. d. The maximum compacted lift should be 3.0 inches and joints shall be staggered. No joints shall be placed within wheel paths. ICA CONSTRUCTION, INC. LOT 25, 44'" INDUSTRIAL PARK CTLff 34,199 B-3 ~ e. Surface shall be sealed with a finish roller prior to the mix cooling to 185°F. The subgrade preparation and the placement and compaction of all pavement material shall be observed and tested by CTLIThompson. Compaction criteria shall be met prior to the placement of the next paving lift. The additional requirements of the City of Wheat Ridge shall apply. ICA CONSTRUCTION, INC. LOT 25, 44T" INDUSTRIAL PARK CTLif34,t99 . B"4 ~ APPENDIX C GUIDELINE MAINTENANCE RECOMMENDATIONS ICA CONSTRUCTION, INC. LOT 25, 44T" INDUSTRIAL PARK CTUT 34,199 ~ MAINTENANCE RECOMMENDATIONS The primary cause for deterioration of high traffic volume pavements is loss of integrity of the asphalt concrete and subgrade failure. High volumes also create pavement rutting and smooth, polished surfaces. Preventive maintenance treatments will typically preserve the original or existing pavement by providing a protective seal and improving skid resistance through a new wearing course. Annual Preventive Maintenance a. Visual pavement evaluations shall be performed each spring or falL b. Reports documenting the progress of distress shall be kept current to provide information on effective times to apply preventive maintenance treatments. c. Crack sealing shall be performed annually as new cracks appear. 2. 3 to 5 Year Preventive Maintenance a. The owner should budget for a preventive treatment at approximate intervals of 3 to 5 years to reduce oxidative embrittlement problems. b. Typical preventive maintenance treatments include chip seals, fog seals, slurry seals and crack sealing. 3. 5 to 10 Year Corrective Maintenance a. Corrective maintenance may be necessary, as dictated by the pavement condition, to correct rutting, cracking and structurally failed areas. b. Corrective maintenance may include full depth patching, milling and overlays. c. In order for the pavement to provide a 20 year service life, at least one major corrective overlay can be expected. ICA CONSTRUCTION, INC. LOT 25, 44TM INDUSTRIAL PARK CTL/T34,199 C+"1 CTUThompson, Inc. 1971 West 12th Avenue Denver, Colorado 80204 (303) 825-0777 Commercial Testing Laboratories, Inc. 22 Lipan Street Denver, Colorado 80223 (303) 825-0777 CTL/Thompson, Inc. 5240 Mark Dabling Blvd. Colorado Springs, Colorado 80918 (719) 528-8300 CTL/Thompson, Inc. 234 Center Dr. Glenwood Springs, Colorado 81601 (970) 945-2809 CTUThompson, Inc. 375 E. Horsetooth Rd. The Shores Office Park Building 3, Suite 100 Ft. Collins, Colorado 80525 (970) 206-9455 CTL/Thompson, Inc. 4718 N. Elizabeth Street, Suite G2 Pueblo, Colorado 81008 (719) 595-1287