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HomeMy WebLinkAbout4655;~- \ •· '~ GARFIELD couNti- BUILDING, SANITATION and PLANNING DEPARTMENT 109 8th Street Suite 303 Glenwood Springs, Colorado 81601 (303) 945-8212 ,., ! ,·-.. ,,;._ 0 4 !; .. '°'.· ·.~. 11 '' Job Address _____ l_·~~'f'--''f'-_,_:.~1_)1_,_r1_t_~r_:: __ ::.o_u_il_· _1_1_2_,_)_.1 1_·1_r_J_o_n_I_'l_-~AI_•_:;_,_,_c_a_r_r:_1i:_n_.i1_J.:_·i_l_e ____________ _ Nature of Work Use of Building ___ 3~· =i=n~;·~.l"e'-'F"-• al!J=····=i=l.,v_,D'-'<::;rn:.c.l=l.=i"n"'g"--'U"n"'i::.t::_ _________________________ _ Owner ~-:ant:. Gra.\:- Contractor _____ l_ln_v_•_3_D_o_o_l_e_.n_. ----------------------------------'--- Amount of Perm it: $ -010'-'l'-l"'::-8".-'-7-='.l~=--cc~---­ ~t' crm:i. t: C7 3. OD White -Treas. Canary -Office Pink -Applicant Gold.-Ouplicate :Pla11 : l:.L~O. 70 Date: ___ ..cDc...:.c-=c-=e=m=l-='e:.:r:_ . ..:;c:.~-::3_,_,--=l:.:~~c:'~--'! 2::.. ------------ Clerk GARFIELD COUNTY APPLICATION FOR BUILDING PERMIT PERMIT NUMBER /,;1-.,."?3-7z- please p.rint or type Assessor's Parcel /,I 23'!3 JH 1'3 oo I DATE / 2/34<"f 2 J-'2.?~~ TO BE FILLED OUT BY APPLICANT --ADDRESS t5i./if (2 R 112- "" SUBDIVISION f/n VO; f&;ffS 25 FILING # LOT # ~I~_ '.'.] TAX SCHEDULE # LEGAL (SEC/TrOi/RNG) BLOCK # -------------- re NAME "" !'!! !MAILING. ADDRESS c 'CITY C,.,.j,,.,,/,/r PH NE -~------------------------ '2 "' 1· ZVA11E u " ~ ra ADDRESS CITY ·---;--~i'IAME D .. v.e Dtuhn ti ADDRESS _2l }f 2¥.J /v e/ ~ .CITY Ne.,_ cd'$/-/p c' z I Or. S !PHONE t~'{-32~...,, LICENSE·-~-·· _______ _ CLASS OF llOPJZ l/Efv ALTERATION ADDITION ---- DEMOLISH REPAIR MOVE ------ MOBILE I/ONE (make/model) S .F. OF BUILDING 2 / 7'"(" S .F. OF LOT 5', .2( A.:... # OF FLOORS -~"----~--HEIGHT :;(? {,' # OF FAMILY UNITS # OF BEDROOMS ~--- IN~'ENDED USE OF BUILDING GARAGE: SINGLE DBL 1//CARPORT: SINGLE DBL FIREPLACE Nfj ("W1?vp£/0Vc) DOCUMENTS ATTACHED fo/ATER SUPPLY w I DRIVEWAY PERMIT SITE PLAN ~ BUILDING PLANS ;.,.--- SANITARY SEWER CLEARANCE /\/A ON SITE SEWAGE DISPOSAL PERMIT ~ - OTHER DOCUMENTS (specify) ZONING DISTRICT /b?_fD TYPE OF OCCUPANCY _g-3 TYPE OF CONSTRUCTION II-N S.F. OF BUILDING -71~/'fl S.F. OF I.0 0T 'f:.~-"',.2-/ctv MAX. HEIGHT ·'/..-/ ~ ROAD CLASS. , SETBACKS FROM PROPERTY LINE: FRON5ee ,f#dc6e REAR RIGHT LEFT ----- OFF STREET PARKING SPACES REQUIRED ,,...---- PLOT PLAN Ji!OTE: Show easements, property line dimensions, a11 other structures, specify north, and street name. For odd shaped .lots, or if space is too s:ma_l.l,,. PL"OVi.de separate .Plot plan. # OF BUILDINGS NOW ON PARCEL __ _,0"-------- USE OP BUILDINGS NOW ON PARCEL -------- ,fL-50 ;s-E£ -,-~~, Al I A Ci-/ E !:> 5/TE PJ.4N' FRONT PROPERTY LINE STREET NA/'IE/ROAD l/U/'IBER CHECK IF CORI/ER LOT / 12 J?,/ DESCRIPTION OF WORK PLANNE;,D-_________ _ cR:>n.£ :f-r-u. c Cre< c '"-"-,.. n c e- I hereby acknowledge that I have read this ap.T?licat1:on and the above is correct and I agree to comply with all county ordinances building construction SIGNATURE USE ONLY FLOOD HAZARD--------------- CERTIFIED BLDG ELEVATION -----------SPECIAL CONDTTIONS PROBLEMS P!ITH PERHIT ADDITIONAL INFORMATION NEEDED CERTIFIED BY COLORADO REGISTERED LAND SURVEYOR OR ENGINEER l 1 ' ,, ' i ' November 30, 1992 r---Mr. Hank Gray 483 Morrison Carbondale, CO 81623 --.._____, Dear Hank, ------·----·------------------·-···-- Based on the preliminary plans which you submitted last fall for the design of your house on Lot 1 of the Pinyon Peaks Subdivision, the Architectural Control Committee has granted conditional approval. This approval is contingent upon the Committee receiving the final plans and evidence that no major modifications have taken place. If the final plans are submitted to the Committee and have in fact not changed significantly from those preliminary plans previously submitted, final approval will be granted. Unrelated to the actual house construction, we still will need to review the location of the septic/leach field as well as your resolution for electric service. As these are not significant issues and do not effect the location of the house, we are willing to review them at a convenient time. As with the final plans, these will need to be reviewed prior to the final approval. We appreciate the fact that you incorporated the concerns we voiced at our on-site meeting and incorporated them into the plans that you submitted. I believe that this house will "fit" the site well and in so doing preserve the natural integrity of the site. I look forward to seeing this house built as it will be an asset to our subdivision. If you have any questions or comments please do not hesitate to contact me. Sincerely, ~atM?~ Thomas G. Stevens ' C) / (? cc: Chuck Restivo // 1·~1_ ·d ( )11j(11 l ( ll I i1 I"•. '11:; I l I II )11( 'I ;\\ ( .. ~,[ i \!I \ 1 'I.'·; I,-· I -I _ \ \ ,----··J ' / ) () ., I ~-. 8 IJ-j · s-"'0 "' (') l -1= <;l)S. ··:',(_ ____ ----,_ .;-z--__ ---- 1(/r3j-1-_ ~l,~ ,:;1~ I ) --t _;! ' i ' -4. -! -----1---··-~-'~i_~_;~-~-/~------------------- ---------------"-- ?_ l~t~:,· ' '/, 4· 0 0 ---------_ _, ----------- - ----------r --:~· 2-,_-/_ ( " G/;,1.,t/I/ 1"?tJJ[ivlZ, ____ --21<:!..?, ~-: ;}_f --c;; s I{/;: ~~)_-{ ------ - ---_,,,. _ _ f 2 (/~~. v; '_(z!) ~'-- //• c-c---I"? !,) ·,) ----------,--~--. i ,,._.. //) " '"' ---~-- ---L ~--~------------.__. ,.,._,.,. ----------------------------/: . _/ ------------~~/·-- // ·I .. _, ;\ -, !'' ( _ _,, ""'"-' ·~ -"'·1-i .. -_--_ ----. . ~ ; , ____ \ ··-_-. 21 t3 ()_. .:;::.) = /;, l,-?/ ;, ? ) _ _:; - - I r ---~ .. -:~,~--r---------:..:::-j,S:.·--------- Jr; fo. ~__;>-~ ---l kl' ____ _ ~- ---·-r·- I ( ___ ,,.,_,., , / , ) I 7 ( I'-, {· '; r L ,:;, .::;,) ·-c; --- /.;,·-I ,. -,_ -----~-. ---\ I • , , J-,' ~ -~_ .. 1 I 2·.. ../;,·_ I ! ,·,, -+ /ij('r ') ·-f , \", ----, ----(----I '~-, -, ·.'"::l -__ / ,-: /~ /ID ,~.2[., ----- -_, ___ - '<Ji ,J \ ;z~-'-- ·-t"? " s· .:.r1 .. , '} ____ --;-, ___ ;;..___ --- J(§·y· ')i . / ' ' -~ ' --_ _-/ \ __ _ . "~@#£I 7 112 s 1-/. &RAY .s-;. re ;OLAN COUNTY C.VJ>Y FDR B p ,.&1'-.t: RBC r3317 '" .. ( ··~ 200 NOTE TT11S PLAT OF FIRST AMENDMENT 10 71-IE FIRST AMENDMENT TO THE FINAL PLAT OF PINYON PEAKS SUBDIVISION Alv1ENDS, SUPERCEEDS, REVOKES J"ND VACATES Tl/E PLAT or µ;NYON PEAKS SUBDIVISION. Oi\.TE BY CHKD. SCHMUESER GORDON MEYER INC. ENGINEERS & SURVEYORS 1512 GRAND AVENUE, SUITE 212 GLENWOOD SPRINGS, COLORADO 81601 13031 945-1004 cIRST AMENDMENT TO THE FINAL PLAT PINYON PEAKS SUBDIVISION A PARCEL OF LAND LOCATED IN SECTIONS 11 AND 14 TOHNSHIP 7 SOUTH, RANGE 88 WEST, 6TH P.M. GARFIELD COUNT~ COLORADO Chen~ Northern, Inc. December 16, 1992 Hank Gray 483 Morrison Street Carbondale CO 81623-1618 50GO =;oau' 15" Glen.•.ciod Springs. Colorndo 81601 303 9.'..5-74S8 303 9.:5-2353 F:1cs1milc Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot 1, Pinyon Peaks Subdivision, Garfield County, Colorado. Job No. 4 190 93 Dear Mr. Gray: As requested, Chen-Northern, Inc., performed a subsoil study for design of foundations at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to Hank Gray, dated December 4, 1992. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Proposed Construction: The proposed residence will be a two-story wood frame structure with a garden level basement located approximately as shown on Fig. 1. Cut depths will be relatively minor and probably up to about 6 feet below the existing ground surface. Foundation loadings for this type of construction are assumed to be relatively light. If building conditions or foundation loadings are significantly different from those described above, we should be notified to reevaluate the recommendations presented in this report. Site Conditions: The proposed development site consists of vacant property along the uphill side of County Road 112. The ground surface slope across the lot is variable and generally moderate to steep. Elevation difference within the building area is about 6 feet. Shallow snow depth and numerous cobbles and boulders covered the ground surface. The area is heavily wooded with pinon and juniper trees and an understory of grass, weeds and sagebrush. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits at the approximate locations shown on Fig. 1. The building site was identified by Dave Doolen, contractor. The pits were excavated with a rubber-tired backhoe. The logs of the pits are presented on Fig. 2. The subsoils encountered, below about 1 foot of cobbley topsoil, consist mainly of silty sandy clay with varying amounts of basalt rock fragments. The soils are slightly to heavily calcareous and slightly to moderately porous. Results of swell- consolidation tests performed on relatively undisturbed samples of the clay soils, shown on Fig. 3, indicate low compressibility under relatively light surcharge and moderate to high compressibility potential when wetted and loaded. Results of gradation analyses and Atterberg A member nl lhe(HIH)groupol companies (' t;)VN T '( C 0 \=' ',1 FoR_ SP F" ILE: .·/ ·;. ·.· .. ·.· .. ·· .· /. Hank Gray December 16, Page 2 ..1· 1992 limits testing, presented in Table I, indicate the soils are mainly low plasticity silty clay. No free water was observed in the pits at the time of excavation and the soils were relatively dry. Foundation Recommendations: Considering the subsoils encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural soil designed for. an allowable soil bearing pressure of 1500 psf for support of the proposed residence. The soils become compressible when wetted which could result in some post-construction foundation settlement. Precautions to help prevent wetting of the bearing soils such as by providing positive surface drainage away from the structure, using PVC liner material below the underdrain system and pressure testing utility lines should be observed. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. Loose and disturbed soils and any existing fill encountered at the foundation bearing level within the excavation should be removed and the footings extended down to the natural soils. The excavation should be protected against frost during construction. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 36 inches below the exterior grade is typically used in this area. Continuous foundation walls should be well reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of 50 pcf for backfill consisting of the on-site soils devoid of vegetation, topsoil and oversized rock. Floor Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support lightly loaded slab-on-grade construction. To reduce the effects of some differential movement which may occur, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and. the intended slab use. A minimum 4-inch layer of free-draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus 2-inch aggregate with less than 50 % passing the No. 4 sieve and less than 2 % passing the No .. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95 % of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on-site soils devoid of vegetation, topsoil and oversized rock. Underdrain System: Although free water was not encountered during our exploration, it has been our experience in mountainous areas that local perched groundwater may develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can also create a perched condition. We recommend below grade construction, such as retaining walls, crawl space and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. Chen~ Northern. Inc. / / I Hank Gray December 16, 1992 Page 3 The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free-draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1 % to a suitable gravity outlet. Free-draining granular material used in the underdrain system should contain less than 2 % passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 2 feet deep. An impervious membrane, such as 20 mil PVC, should be placed below the drain gravel in a trough shape and attached to the foundation wall with mastic to prevent wetting of the bearing soils. Surface Drainag.e: The bearing soils may tend to settle when wetted and precautions should be taken to prevent moisture infiltration to below the building. The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) 2) 3) Inundation of the foundation excavations and underslab areas should be avoided during construction. Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95 % of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in pavement and walkway areas. A swale will be needed uphill to direct surface runoff around the residence. @-4) 5) Roof downspouts and drains should disclJarge well beyond the limits of all backfill. Utility lines should be pressure tested for leaks and repaired as necessary prior to backfilling. 6) Landscape irrigation should be limited within about 10 feet of the building. Limitations: This report has been prepared in accordance with generally accepted soil and foundation engineering practices in this area for use by the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations indicated on Fig. 1 and the proposed type of construction. The nature and extent of subsurface variations across the site may not become evident until further excavation is performed. If during construction, fill, soil, rock or water conditions appear to be different from those described herein, this office should be advised at once so reevaluation of the recommendations may be made. We recommend on-site observation (hPn~Nnrthf'rn lnr / Hank Gray December 16, 1992 Page 4 of excavations and foundation bearing strata and testing of structural fill by a representative of the soil engineer. If you have any questions or if we may be of further assistance, please call our office. Sincerely, CHEN-NORTHERN, INC. ~t:-~ Steven L. Pawlak, P.E. SLP/ec Attachments cc: Doolen Construction -Attn: Dave Doolen ---- rhPn~Nrnihf'rn fnr / ;1 .. / LOT 1 4 190 93 ChenONorthern,Inc. PROPOSED RESIDENCE • PIT 2 I COUNTY ROAD 112 / APPROXIMATE SCALE = 1" = 100' LOCATION OF EXPLORATORY PITS Fig. • , ./ '· 190 93 / Datum : Ground Surface Prepared By . : Excavation Equipment: Backhoe Reviewed By Pit No. 1 Elevation Location: Southwest (lower) ~plh, Fi. 0 -1 1 -8 ' 3 5 7 Cl.iSS. OL CL CL CL CL Dc-scr1p1ion o( M.1.CC'f'"i.:ils Topsoil; sandy silty clay, cobbles, roots, moist, brown. Clay; sandy, s i 1 ty, gravelly, with cobbles and boulders, slightly to highly calcareous slightly moist, brown to white. Practical refusal on basalt boulders at 8 feet. No free water. Samples: Hand driven liner Hand driven liner Hand driven liner Pit No. Loc.Jtion : DC"plh, Ft . 0 -1 1 -11 4 9 LOG or EXPLORATORY HOLES TA/C-N., Inc. Date 12-9-92 SLP/C-N., Inc. Date 12-15-92 2 E!evJtion Northeast (upper) C!.o1s$. OL CL CL CL Topsoil; sandy silty clay, cobbles, roots, moist, brown. Clay; sandy, silty, gravelly, with cobbles and boulders, slightly to highly calcareous, slightly moist, brown to white. Bottom of Pit at 11 feet. No free water Samples: Hand driven liner Hand driven liner Fig 2 ----------. -·-,, .. .I Moisture Content= 12 percent Dry Unit Weight = 88 pcl Sampleol: Calcareous sandy clay From: Boring 1 at 5 feet "" 0 ' -c D 0 1 ·~ Ul ~ / Ul <lJ ,._ ~ Additional '-~,_ 0. 2 )'-.. compression E -~ ~~ 0 " under constant '-' "\ pressure due 3 to wetting -~ --I\, I 4 0.1 1.0 10 100 APPLIED PRESSURE -ksf Moisture Content = 13 percent Dry Unit Weight = 76 pcl Sample of: calcareous sandy clay "" 0 ' ~ From: Boring 2 at 9 feet c 0 1 ·~ I I I I Ul Ul c:: ,_, Q) '-"-0. 2 E \ Additional 0 ,_ u compression under constant 3 '\ pressure due to wetting 4 5 \ \ 6 0.1 1.0 10 100 APPLIED PRESSURE -ksf 4 190 93 Chen 0 Northern, Inc. SWELL-CONSOLIDATION TEST RESULTS Fig. 3 Chen-Northern, Inc. TABLE SUMMARY OF LABORATORY TEST RESULTS SAMPLE LOCATION GRADATION NATURAL NATURAL PERCENT ATTEABERO LIMITS UNCONFINED MOISTURE DRY PASSING COMPRESSIVE DEPTH CONTENT DENSITY NO. 200 STRENGTH PIT (feel) r-"J (pd) GRAVEL SANO SJ EVE UOUJO PLASTICITY {psll (%) (%) LIMIT INDEX (%) (%) 1 5 12 88 . 7 10 100 70 29 8 2 4 11 86 85 9 13 76 68 4 190 93 ' .. ,, : .· ... "'~,·-. '. ' -t1;..,,, __ .·· •c ., SOIL OR BEDROCK TYPE ~f!sareous sandy . sandv c!av -. calcareous sandy c I a 11 ~Hsareous sandy ! ii !l . ,,,.....,... __ _;,_ _______________________ -, ~ T. WALL ---------1 TOP OF WALL ~'-r-...--s~E~E~P=LA=N----------.......... -...... t--. I CONDITION VARIES , , ,, , , , ,, , , , , , ' ' ' ' ' ' ' ' ' ' ' ' ..... # ,, , , , ~ , , , , , , ............................. #5@ 16" O.C. EACH WAY '-',',·',',', ·.· ·.· ~ ,.. , ,, ~ (VERT. BARS MAY BE ~: UJ SUBSTITUTED w/ FULL o HEIGHT DOWELS IF ~ DOWELS ARE CHANGED TO E #5 @ 16" O.C.) FOUNDATION DRAIN h IF REQUIRED BY SOILS ENGINEER T. FOOTING SEE PLAN SEE PLAN · ... .· ... .· ... . :-. . . :-. . ..... . . . . . :--: . . ... ·:· . ·.· ·.· . ·.· ·.· . ·.· ·.· ·.· ... ·.· .· .... . . . . . . . ......... . . . . . . . ....... ' . . . . . . . . . . . . . . . . 3" CLR --------------------1 2-#5 CONT I @TOP ~~ -------1 #4 DOWELSj 24" ~ @ 32" o.c. 6" ,..,-----1 2-#5 LONGIT / I CONT. / FTG. SHALL BEAR ,~ ON UNDISTURBED NATURAL SOIL jL_ _ _-!3~E~E ~l'LA~ll~· c---J c..-o" ·' 1' ,':I'. ,,,1?-·· r , ' / '' ' 1 -( I ( ,· Ty ical Low Foundation Wall 3/4"= 1'-0" Maggert & Associates, Inc. Structural Engineers 1101 Village Road. Suite UL3D Carbondale. Colorado 81623-1571 (303) %3-9643 • FAX 963-0135 Doolen Residence CF~OOl .__ _ _, Dwn by: Date: ALS 12/28192 Chkd by: SHEET BKM C1-1 Job#: DOOLEN OF 2 •. T. PLYWD SEE PLAN ~ T. WALL SEE PLAN FOR FOOTING & REINFORCING SEE DETAIL Cl -1 T. FOOTING SEE PLAN RIM JOIST / . • ~~ ~ j FLOOR JOISTS ~ (SEE PLAN FOR . ~ ' SIZE & SPACING) ~ . A35 CLIP -EA. SIDE I (EACH JOIST) 11 /2" CLR -----j #5 HORIZ. -------------I @ , 6 .. o. c. ------------- __________j #5 VERT . ...-----------~ I @ , 6" o.c . ...----------- SEE GENERAL NOTES FOR SLAB & REINF. ic__ __ SE_E_PLA_N_----+J Exterior Foundation Tall Wall @ Joists 3/4"= 1'-0" Maggert & Associates, Inc. Structural Engineers 1101 Village Road, Suite UL3D Carbondale, Colorado 81623-1571 (303) 963-9643 • FAX 963-0135 Doolen Residence CF-206 1-.-...1 Dwn by: Date: ALS 12/28 /92 Chkd by: SHEET BKM C1-2 Job#: DOOLEN OF 2 ,• Doolen Residence GENERAL RE UIREMENTS: A. B. DESIGN LIVE LOADS L Snolv 50PSF 4. Garages 2. Residential Floors 40PSF 5. Wind, 80 mph (,;30' height) 3_ Decks 50PSF DESIGN CODES The requirements of lhe Uniform Building Code as published by lhe International Coriference of Building Officials, shall govern the design and construction of lhis work. The following codes and editions were used: • International Conference of Building Officials Uniform Building Code (UBC 1988) • American Concrete Institute Building Code (AC! 318-89) • American Institute of Timber Construction Timber Construction Manual (AITC 3rd Edition) • National Forest Products Association National Design Specification for Wood Construction (NDS 1986) C. CHANGES Any changes to lhe structural drawings required due to lhe acceptance of alternates and/or substitutions are lhe responsibility of lhe contractor and shall be submitted to lhe structural engineer for approval. D. GENERAL L All dimensions and details on structural drawings shall be verified against lhe architectural drawings and any discrepancies shall be brought to lhe attention of lhe architect before construction or fabrication commences. DO NOT SCALE DRAWINGS. 2. Coordinate all openings lhrough floors, walls and roofs wilh lhe Mechanical and Electrical Contractors. Notify Engineer if any openings are to be cut in structural systems. 3. Provide all necessary temporary bracing, shoring, guying or olher means to prevent excessive stresses and to hold structural elements in place during construction. 4. Details on lhe structural drawings are typical. Verify all dimensions wilh lhe architectural drawings. 5. The contract structural drawings and specifications represent lhe finished structure. They do not indicate lhe melhod of construction. The contractor shall provide all measures necessary to protect lhe structure during construction. Such measures shall include, but not be limited to, bracing, shoring for loads due to construction equipment, protection of existing structures. Observation visits to lhe site by the structural engineer shall not include inspection of lhe above items nor will lhe structural engineer be responsible for the contractor's means, melhods, techniques, sequences for procedure of construction, or lhe safety precautions and lhe programs incident lhere to. 6. Options are for lhe contractor's convenience. He shall be responsible for all changes necessary ifhe chooses an option and shall coordinate all details. The cost of additional design work necessitated by selection of an option shall be borne by lhe contractor. 7. Any engineering design provided by olhers and submitted for review shall bear lhe seal and signature of an engineer registered in Colorado_ 8. Dimensions on lhe structural drawings are exact wilh lhe exception of masonry and sawn lumber dimensions which are nominal. Verify all dimensions wilh lhe architectural drawings. 9. Where required construction details are not shown or noted on these plans lhe contractor shall notify lhe engineer and lhe engineer shall provide sufficient details for lhe work to proceed. 10. Construction materials shall be spread out if placed on framed construction. Load shall not exceed the design live load per square foot Doolen Residence December 28, 1992 FOUNDATION: See Soils Investigation Report No., 4 190 93; letter dated December 16, 1992, as prepared by: Chen-Northern, Inc. of Glenwood Springs, Colorado Page 2 for test hole and pit.Jog, site conditions, slabs on grade, backfill and compaction, drainage and possible need for site inspection by soils engineer. A. EXCAVATION 1. Contractor shall provide all necessary sheeting, shoring and bracing where required to properly and safely complete the work. 2. Avoid excessive wetting or drying of the foundation excavation during constmction, keep excavations reasonably free of water at all times and completely free of water during placement of the concrete. B. BEARING REQUIREMENTS 1. Footings shall bear on natural undisturbed soil or adequately (per soils engineer) compacted structural fill, below the frost depth required by the applicable building code. Any discrepancies with the footing elevations shown on the plans shall be brought to the attention of the engineer. 2. Building to be founded on continuous concrete spread footings placed on undisturbed granular soil with the following allowable bearing pressures: l\1aximnm Minimmn 3. Retaining walls are designed with the following soil pressures: 1500 psf 0 psf Active pressure 50 pcf C. GENERAL REQUIREMENTS I. Center foundations under colunms and walls unless noted otherwise. (DL+LL) (DL) 2. Provide foundation ventilation in crawl space areas as required by section 2516 of the Uniform Building Code. 3. Backfill on walls with fill on both sides shall be compacted in equal lifts each side of wall. Walls backfilled on one side only shall have all snpporting slabs, permanent framing or temporary bracing in place prior to placement of the backfill (unless noted otherwise on plans). Doolen Residence December 28, 1992 CONCRETE: A. CONCRETE REQUIREMEN!S Page3 Concrete has been designed and shall be constructed in accordance with the latest editions of the American Concrete Institute Building Code, AC! 318 and Speclficationsfor Structural Concrete for Buildings, AC! 301. Provide hot or cold weather protection per ACI 305 & 306. 1. Concrete shall have a minimlllll compressive strength at 28 days of: Walls & footings 3000 psi Slabs 3000 psi 2. Provide Type II cement throngbout with 4% air entraimnent. 3. Mechanically vibrate concrete. 4. No admixtures shall be used without approval by the engineer. 5. Addition of water to the batch material for insufficient sllllllp is not permitted. 6. Do not place pipes, ducts, or chases in the structnral concrete without approval of the engineer. 7. Thoroughly clean all keyways and constrnctionjoints prior to placing concrete in adjacent pour. 8. Concrete shall not be in contact with alwninlllll. B. REINFORCING Detailing, fabrication, and erection of reinforcing steel bars shall comply with the ACI Manual of Standard Practice for Detailing Reinforced Concrete Structures AC! 315. 1. Reinforcing bars shall be ASTM A615 -Grade 60. 2. Welded wire fabric shall conform to ASTM Al85. Furnish in flat sheets only. 3. Concrete protection for reinforcement: Cast against and permanently exposed to earth ........................................ . Exposed to earth or weather......................................... #6-#18 bar #3-#5bar Not exposed to earth or weather·······'··························· slabs & walls beams & cols. 3 Ill. 2 in. 1112 m. 3/4 in. 1112 in. 4. Re-bar lap splices shall be a minimlllll of 36 bar diameters unless noted otherwise. Lap wire fabric reinforcement one full mesh plus 2" at sides and ends and wire together. 5. Splices in horizonial beams and walls shall occur at midspan for top bars and over supports for bottom bars. 6. Discontinue 1/2 of horizontal steel across constructionlcontroljoints. 7. Provide comer bars of equal size and spacing around all comers. 8. Provide 2-#5 bars with a minimlllll of 2'-0" projection beyond the sides of all openings in walls, beams and slabs. Provide 1-#5 x 4' -0" diagonally at all re-entrant comers of slabs. 9. Provide accessories necessary to properly support reinforcing at the positions shown on the plans. 10. Reinforcing spacings are IlliL'<imlllll on center and all reinforcing is continuous, unless noted otherwise. C. SLABS-ON-GROUND 1. All slabs-on-ground shall be 4" thick and reinforced with 6"x6"-Wl.4xW1.4 welded wire fabric or #4 @ 18" on center each way unless noted otherwise on the plans. Reinforcement to be placed in center of slab. 2. Thicken all free slab edges to 8" x 8" with 2-#5 continuous. 3. Provide constrnction!controljoints in slabs-on-ground not to exceed 15' on center or as shown on the plans. Doolen Residence December 28, 1992 STRUCTURAL WOOD FRAMING: A. DIMENSIONAL LUMBER Page-4 All wood for structural framing shall be kiln dried Douglas Fir/larch or graded as per latest edition of the Nationnl Design Specifications for Wood CoTLStruction by the National Forest Products Association and the WWPAW. 1. Tue following design values were used for Douglas Fir/Larch : Structural Joists (;,, 2x6), No. 2 or better Fb = 1250 ( 1450 rep.) psi F v = 95 psi F .,1.. = 625 psi Beams and Stringers, No. 1 Fb = 1350 psi Posts and Timbers, No. 1 Fb= 1200 psi Fv = 85psi Light Framing and Stods, Standard or better Fb = 600 (675) psi F v = 95 psi 2. Tue following design values were used for Redwood: Construction Grade Fb = 825 (950) psi F v = 80 psi 3. Sizes shown for structural wood framing are nominal sizes, F .,1.. = 625 psi F .,1.. = 625 psi F .,1.. = 625 psi F .,.i.= 425 psi E= 1 700000psi E= 1600000psi E= 1600000psi E= 1500000psi E = 900 000 psi 4. All wood attached to concrete or masonry shall be 2x redwood or pressure treated hnnber. Attach sill plates with 1/2"¢ hooked anchor bolts (7" minimum embedment) at 48" on center (unless noted otherwise). 5. Provide solid blocking between all joists (greater than 2x6's) at bearing supports. Provide additional blocking only as required by the U.B.C., section 2506 (h). 6. Inslall all joists and beams with camber, if any, to top. 7. Provide double joists under all load bearing partitions running parallel to joists and solid blocking under all load bearing partitions running perpendicular to joists (unless noted otherwise). 8. Provide built-up wood columns of 2-2x6 (or 2-2x4 at 2x4 stud wall) or a minimum number of studs to equal supported beam width (unless noted otherwise), B. FASTENERS AND CONNECTORS Alternate fasteners and connectors to those listed below, which have LC.RO. approval, may be used with approval by the Engineer. I. Connectors shown on the plans are manufactured by the Simpson Strong-Tie Company, Inc. Connectors by other manufacturers shall be deemed as equivalent if their rated capacity is equal to or greater than that of the connector specified. Follow manufacturer's recommendations for installation of connectors. 2. All timber nailing and connections shall conform to the UBC and AITC. Reference UBC Table No. 25-Q - Nailing Schedule. Aii nails shown signify 'sinker' wire nails unless noted otherwise. 3. Bolts for wood member connections shall be 3/4"¢, AS1M A307 with a minimum 1 112" washer each end (unless noted otherwise). 4. Self-drilling fasteners for the attachment to structural steel shall be 'Teks' fasteners as manufactured by Buildex. C. PLYWOOD SHEATI-ONG Plywood sheathing for roofs, floors and exterior shear walls shall be APA Grade-Trademarked C-D, Exposure!. I. RoofDiaphragms (240 plf) shall be 5/8", APA rated sheathing, 40/20 placed with 8'--0" dimension perpendicular to the joist, rafter or truss span. End joints shall be staggered. Attach plywood at edges with 8d nails at 6" O.C. and at intermediate supports with 8d nails at 12" O.C. Sheathing shall be T & G or provide Doolen Residence December 28, 1992 plyclips midway between rafters at unsupported edges. Page 5 2. Floor Diaphragms (250 pl!) shall be 3/4", APA rated Sturdi-I-Floor, 24 O.C. placed with 8'-0" dimension perpendicular to the joist span. End joints shall be staggered. Attach plywood with APA glue and at edges nail with8dnails at6" O.C. and at intermediate snpports with 8d nails at 10" O.C. Sheathing shall be T & G. 3. Shear Wall Diaphragms (180 plf, 380 plf wind) shall be 1/2", APA rated sheathing, 24/0 with 8'-0" dimension vertical. End joints shall be staggered. Stnds shall be 16" O.C. Attach plywood with APA glue and at edges nail with 1 Od nails at 4" O.C. and at intermediate supports with Sd nails at 12" O.C. Sheath all exterior walls full height with 112" plywood. At all comers, min 4'-0" each direction, block plywood edges and nail as noted above. D. GLUELAMINATEDBEAMS I aminated members shall be designed and fabricated in accordance with The Standard Specifications for the Design and Fabrication of Structural Glue Laminated Lumber published by the AITC and the appropriate Lwnber Producers' Association. 1. Use exterior glue for all exposed laminated members. 2. All members exposed to weather shall receive one coat of end sealer to trimmed ends and seal all exposed surfaces with sealer coat as soon as practical after erection. 3. Appearance grade shall be in accordance with arcbitectnral drawings 4. 1f beam is cantilevered and the cantilever is greater than one-third of the back span, install beam 'TOP' down. 5. Allowable unit stresses for dry conditions of nse required shall be as follows: Members stressed principally in bending such as beams & girders (AITC 24F-V4) Unless otherwise noted on drawings. Fb = 2400 psi F v = 165 psi F cl= 425 psi E = 1 800 000 psi. Members stressed principally in compres'n or tens'n such as columns & truss members (AITC A-3) Uuless otherwise noted on drawings. F di= 1900 psi E = 1 700 000 psi. E. MICRO-LAMINATED BEAMS Micro-laminated members shall be designed and fabricated in accordance with the National Research Board and the National Design Specification for Wood. !. Allowable unit stresses for dry conditions of use required shall be as follows: Fb = 2600 psi F v = 285 psi F cl = 500 psi E= 1 800 000 psi 2. Install micro-laminated members in accordance with the marmfactnrer' s recommendation. 3. Holes, cuts, or notches not previously approved be the engineer or the manufactnrer shall not be made. 4. Micro-laminated lwnber is marked on the drawings as 'ML' and shall be 1 3/4" wide, unless noted otherwise. F. FABRICATED WOOD JOISTS (I-Series) I-series fabricated joists with structnra! wood flanges and plywood webs called for on the drawings (Til/25, Til/35 & Til/55) are as manufactnred by the Trus-Joist Corp. of Boise, Idaho. Joists by other manufactnrers may be used if the depth and deflection is equal to or less than that of the joist specified for the particular span and spacing and when authorized by the Arcbitect'Engineer. I. Fabricated wood joists shall be installed in accordance with the manufactnrer' s recommendations 2. Supply all plates, blocking, bridging, bracing, stiffeners and other related items as recommended by the manufacturer. ., ·,' Doolen Residence D=:mber 28, 1992 G. FABRICATEDWOODTRUSSES Page 6 Truss manufacturer shall be a member of the Truss Plate Institute (IP!) and the Component Manufacturer's Council. Trusses shall be design by a registered Professional Engineer employed by the manufacturer. I. Provide engineered open web roof trusses as profiled by drawings and shall be designed to handle live and dead loads as indicated on the structural drawings. 2. Shop drawings shall be supplied to detail each truss type, truss layout, bracing and any applicable connections related to the trusses. 3. Submit design calculations, bearing the seal of the manufacturer's Engineer, with the shop drawings. Calculations shall indicate species and grade of lumber, design loadings and allowable stresses, force analysis of each member and design of each connection. 4. Supply all plates, blocking, bridging, bracing, stiffeners and other related items as reconunended by the manufacturer. \::.:;, INSPECTION WILL'N.' /BE ,MADE . UNLESS THIS CARD IS POSTED. ON ·THE JOB 24 HOURS NOTICE REQUIRED FOR INSPECTIONS BUILDING PERMIT G~R JELD COU_NTY, COLORADO ~ Date Issue./? J ~oned.Area ~D ............... Permit No~--~S., ............ . °ll , AGREEMENT In consideration of the issuance of this permit, the applicant hereby agrees to con1ply with all laws and regulations related to the zoning, locH.tion; construction and erecti.on 1 of the proposed structure for which this permit is granted, and further agrees that if the above said regulations are not full)' ·complied with '.in the zoning, location, erection· and construction of the above described structure, the per_Init may then be revoked by notice from~ 'gins e to ndIMMEDI T LYBEC MENULLANDVOID, Use -'""'~L-~-f;o"--'1~.c_""-~~~~J-~.'-:~~")-L,f'-~-t--fio#--,-.,~~~...,..,-• Setbacks Front Side Side Rc~r. This Card Must Be Posted So It ls Plainly Visib~ ,from the St~t Until Final IIJl'pection. !f c 't:<N'? '--I,, -'( I 1.2. !'I q'/ C n/,, .. /;!,, INSPECTION RECORD Zoning Roof Covering Foundation~ Drywall Electric-Rough " ,, ,cl"l, -(!JySTATEinspector) 1.-A,, ;I, Final ~ ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING - WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND. THIS PERMIT IS NOT TRANSFERABLE Phone 945-8212 10 9 8th Street, County Coufthouse, Glenwood Springs, Colo. CLEAR PLASTIC ,>. '.