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HomeMy WebLinkAboutPermit File 1815 10th Street (4) y ' `.z v o„ CITY OF ANACORTES WASHINGTON sec co BUILDING DEPARTMENT o ,] CERTIFICATE OF OCCUPANCY This is to certify that the(Description of Building or Structure): II Located At 1 S i IS t 1,1-h - rn. STREET 8 NUMBER II Owner: rfil-r-, Ri :.n 'rn Constructed By: ; ;-t c. -• ,,;- OWNERORc6NTRAOTOR Bldg. Permit#: B:JD 2OO7--O0FL2 11 li Date Issued: m.,A l es a Occ. Group: - Use Zone: if Has Been Inspected And Occupancy Is Hereby Authorized. This .Si-h Day of (-I 20 AUTHORIZING OFFICIAL pry SEE REVERSE SIDE FOR SPECIAL REQUIREMENTS. ■ Final Inspection Checklist — 'i f / Site Address: I Ft/ 5 /0 ' `1 Permit No.: - 1Q Z Date Issued: ,SA 64 7 Zoning: Occ. Group: K3 Constr. Type: V Owners Name: /J , /- c fi Z Jo Owners Mailing Address: State: Zip: Variances: No Yes Safety Glass: No Yes l/ Sewer Fee Paid: No Yes Hand Rails: No Yes Sewer Inspected: No Yes Guard Rails: No Yes 1/ i , WSEC Compliance: No Yes ✓ Traps: No Yes b-" Attic Access: No Yes 1 C� ' e�s• r--Y�-- Smoke Detectors: No Yes V' Water Pressure: No Yes V/ T&P Drains: No Yes I House Numbers: No Yes 1/ Insulation Cert.: No Yes Site Drainage: No Yes I Curb Cut: No Yes raWiS Ins"E: ,' Yes Bedroom Windows: No Yes ✓ Water Heater Strp: No Yes 7// es D.W. Air Gap: No Yes i�/ Water Meter Box: No Yes ✓ Auto Garage Door: No Yes 1/ Exterior Decks/Landings: No Yes r/ - Outside Caulking: No\, Yes Garage/House Door: No Yes (1 Inspected By: g a / C 4/ Ci awl Spate Accab. Date: 2 IZ / pc Exh. Duct/Dryer Vent Dampers: No Yes 1/ 3 , 5 0q INSULATION CERTIFICATE A & E Insulation, Inc. 15205 39th Ave NE Marysville,WA 98271 (360)651-1058 'nv~-ln H1 ( tnSinA,Cif nle\ Contractor-Builder/Homeowner's Name )11 Ib ) ciy.en-4- ADDRESS f Aa-C-Orff5 VV./4 CITY STATE ZIP RECORD OF INSTALLATION BLOWING WOOL BAITS AND ROLLS 0 NEW CONSTRUCTION IF RETROFIT: R-VALUE THICKNESS AREA �IIN�S[ULATED ❑ RETROFIT CEILINGS c30 . /0 IN .244© SQ FT aDEPTH OF PREVIOUS IN SQ FT NUMBER OF BAGS USED � INSULATION IN �^7 / WALLS 2-I 1 ct/"_ IN eC7 SQ FT AREA INSULATED I2-4?O ESTIMATED R-VALUE OF SO FT PREVIOUS INSULATION _ IN _SQ FT I+ THICKNESS OF INSULATION `412- TYPE(S)OF PREVIOUS FLOOR IN SO FT INCHES INSULATION IN ATTIC . IN SO FT R-VALUE OF INSULATION S((ffa • INSULATION CONTRACTOR SIGNATURE gee' DATE 0/17tc7 HOME BUILDERS SIGNATURE v DATE COMPANY _ PHONE ADDRESS A&E Insulation, Inc. does guarantee that all work performed is free from defective material and is constructed in accordance with sound construction standard, in a workmanlike manner in compliance with all laws currently applicable to the work. In addition,we guarantee to repair or replace any or all of the work and/or material which may prove to be defective in workmanship and/or material: except for ordinary wear and tear and unusual abuse or neglect for a period of one(1)year from Date of Substantial Completion. TOO/10On 6EETTE909E via LE16 Ilia 800Z/80/Z0 0713604-2 0001 05/16/2007 002 8 Permit Fees 007373 $1 ,135.2.3 Seri Y dam. City of Anacortes Permit#: BLD-2007-0082 904 6th Street Issue date: 05/16/2007 +' P.O.Box 547 Expire date: 05/15/2008 �"J'+ tq. Anacortes, WA 98221-0547 0 'f (360) 293-1901 Job Address: 1815 10TH Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: Construct single-family residence. Owner: MIKE PIZZUTO Contractor: Address: 903 E DIVSION Address: MOUNT VERNON WA 98273 Phone: (360)336-3784 Phone: License#: General Information: Fees: Occupancy Group it-1 Plan Review Deposit 100.00 Use Zone R3 Building Permit Fee 585.50 #of Stories 1 Plan Review Fee 280.58 Building Valuation 160255 Mechanical Permit Fees 96 65 #of Bathtubs 2 Plumbing Permit Fee 118.00 #BOILERS < 100000 BTU 1 State Building Code Fee 4.50 #of Clothes Dryers 1 Sewer Inspection Fee 50.00 #of Clothes Washers 1 Total Calculated: 1,235.23 #of Dishwashers 1 Deposits/Receipts: 100.00 #of Gas Piping 3 #of Gas Water Heaters 1 Total Due: 1,135.23 #of Water Piping 1 #of Hose Bibbs 2 #of Kitchen Sinks 1 #of Lavatories 2 #of Range Hoods 1 #of Showers 2 #of Ventilation Fans 3 #of Water Closets 2 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION 71 SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY 0iff f co- tilt il I p. . Public V Y orks Engineering and Development Services Residential Inspection Address: i 5 lb-Pt -I Date: f 3-- 7 -CDiay Owner Contractor: 1Vb2-cK \A‘ — Mc(?_, 7c7_7(cicc.. - Inspected by: �osn ;Re.1‘.3tuv 1. Water Meter Box ❑ Set firm and level to finished grade or backside of sidewalk elevation. . ❑ Lid and box undamaged. ❑ Water meter and customer shutoff installed. ❑ No debris. ❑ Accessible—no landscape obstruction. ❑ Driveway instaloation has drive-over box and lid. ❑ Customer gate valve intact. ❑ No leaks at connections. 2. Curb and Gutter 0 ) pc ❑ No cracks, damage, graffiti, footprints, finishing blemishes, or other objectionable marks. If road frontage improvements: ❑ Expansion joints every 15 feet and at driveways. ❑ Concrete has broom finish. LNo low spot"at curb line, especially at driveway cut. Maximum grade change in 20 feet is % inch. 3. Sidewalk th No cracks, damage,graffiti, footprints, finishing blemishes, or other objectionable marks. ' vi ADA compliant=1 percent slope to curb. If road frontage improvements: O . Expansion joints every 15 feet and at driveways. ❑ Concrete has broom finish . 0), t. Driveway Approaches b No cracks, damage, graffiti, footprints, finishing blemishes, or other objectionable marks. 0 ADA compliant. • • 6. Streets V pi. . ❑ No crAcks, blemishes. - . If road or alley improvements: . ' - ❑ • Received proctor and sieve analysis of ballast, crushed rock, and asphalt. ❑ Received passing materials testing reports for sub-grade,.ballast, crushed rock, and asphalt. ❑ Received tonnage tickets consistent with requited thickness per approved plans. • •6. Sanitary Sewer Inspection card signed off and/or verified in Building Department database.. N As-built record filed in the address file. - . ❑ Screw cap(s),installed on clean-out(s). "11Clean-out(s) set at finished grade.. . 7. Storm Drainage . ❑ Inspection-card signed off and/or verified in Building Department database. ❑ As-built record filed in address file. • ❑ Not blocked oc diverted to adjacent parcel. 8. Public Utilities Out of Traveled Way 0 .Concrete collars around-City utilities_ • ❑ Final grading ok. ❑ Restored to prior condition or better. 9. Landscape • ❑ Bonded for completion at later date. Verified against approved landscape plan: a, Installation. ❑ Type and quantity of plants. Sod or.seed in place. 1 U Root barrier(receipt filed). . \ IN 10. Erosion Control Measures .. ❑ BMPs removed. ❑ All debris removed. Site dean. 0 Permanent vegetation established. ` TrIS t-c.,T(6W tit�y�p JOB `biAv.)rx 2Q 10EL ?Q CtoOuQtrr1OW \ CITY OF ANACORTES TITLE `c�' �A l (� SST 1;'�- Engineering Dept. CALCULATED BY NOT. l Z3 �I'\�,d-t DATE � ' ZT1LS-I # ,,'���,rrif (360)293-1920 CHECKED BY \\I lM 1-1�,1 C O vy l��� DATE '^hM.. f \' SHEET OF SCALE .M�\ 1ci..`L?z Lou to "� �1 11 c&# s urnx p 1\i�. 1vOe51� FI���FOI tnr—rlow, IU1 g ` rU/ allot t / tc �eJ 0<" ci" '• ... ,, .,. e• - i N. i 4114' ••• , .--• •.te,,- II, ° , 'I'*04%n •di1/4 "* a 1 _ . — 1 e OIL- 'tit '1-'•,.-. ....... 4 Itl.i. , A: 014 fii,, ' ., • di ',AIM ...._ ,1 ... r-,..,....s. •,i ,..-4- • .••"")- . ....- , - ?bilk:tit. 11; ." ' 111P041111;4 r- i ."'t 4 et,L-410 .1_ ,• V . opitiwommop-,,, ' _ c , i .r . . . 10 ' 11 t it + ' r• .1. •P•T " !,' , . , . t • i' ri t. ► 0a w .s: .' , �' ,. vj sue. ` :-•l: -Y .. r 7�. 4. t p . ,_. A . k* • •• *,F �, � . '' Aram`.- , ,�- - t:�. _ ►. - qr.' _ ,- : „ 4. t. fit" Y :,, . •_ g l4��' • ,,•g , ,per '°'I .. ,. i . f ^. ` - F r y - • =i 4 �f M- ' d• [ 1 . et4'.. *t '11111 .T. (!i 4 '+' • i' a 4♦ ,i t. n% •rit 4'. 4,- -3. . e rr r libti '. 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I N • . i . 4" • • ,.;,.. . . . _ .... ...... , _ ... .,,........._. -- -4 • 41110111111111.14' ti.+Z 4 it 141•1111101111e11Mv.• - ; • t # * • •••.".4 *1" No A dt • • " • •• I . * • ?di t 1p *.dik 4 111 4 ` : * • •, ° 1r , yvlt , f- -71101MENNIV , . , 1 li. iv- - #s. •' . 4 , m. . 4"-- .k. °° .... •I . , . • 4 e .): P -:• .. tilk • i. I • 4 • . . . . -.. i . . t- -..."- • ' i,S•. . ',. 1 .11,, "• 11. i 5. .... ili t / ..• • 1. , . . I ..1' ' • 1 L 4 "li . . i Ct.4 ' 1 , 1 1 i . i 1 -....41...... .44P r A . 0702904-1 0018 01,r29,2007 002 Permit Fees 007373 $100.00 . . Residential Building Permit Application8a.; Building Department ;` P.O. Box 547 Anacortes, WA 98221 Phone No.: 360-293-1901 FAX: 360.293.1938 I SITE ADDRESS: l ? S /D GONTRifiCT012;r .n.; 0 tkPPl i fitt'' . ROJECTI SCRT]'TIO?N Name IAA;Lit Pi via Address 403 G.,.` , �‘di9o1G City/State/Zip . llla vte n 1 In)4. Phone pit. 33t. -.0A' , State License# Exp PARCEI.NUMBER City of Anacortes License :I'ROl'ERTY OWIV`EER,. D'APplicaiit ..EEGAL DY+SCRIPTION . Name Att e PLZit✓7I-15 Address %``3^ CI A C. OWtsicn City/State/Zip Itt V tpt1/4 -r WA g g 19L( pRZO,IECT'P UTATION Phone (00- 336-33' Number of Dwelling Units t ' E-Mail Address Number of Stories Building Area: O;Archife licf esigher t tngineer: :Appllcaot 1"Floor i ti(pC s.f 2nd Floor s.f Name clot, 5p tZ4+,{I�'/ 3rd Floor s.f. Basement s.f. Address Ala Delta., V,€0 Garage s.f. Carport s.f. City/State/Zip ilaki Ate,trf.Tc51 WA 613224 Deck s.f. Lot Area s.f. Phone 360'ilk.(aOg e FAX E-mail Address eelCOPgµt1 �;'pit•(.It� ,t oat',oa CONTACT : H APplieani ' LENDER 1 LENDER INFORMATION MUST BE PROVIDED FOR PROJECTS OVER$5,000 Name Lt j2,Z.0 IN VALUATION PER RCW. Address el 03• . b t VtsIC+J St Name {M,�City/State/Zip . 116n wtp I VIA 90/Address Phone,5(K)%;36--3S1�AX City/State/Zip E-mail Address Phone No. CONTINUED ON THE BACK (ALIT - aco7 - Sa 4K4�Q- . Residential Energy Code 14. `` (Simple Form) 2003 Washington State Ventilation &Indoor Air Quality Code 2003 Washington State Energy Code This worksheet is intended to assist you in deciding which methods of construction will be used to meet the requirements of the WA ST VIAQ and WSEC Codes. After completing this form,please add all relevant information to your construction plans. PART 1 Whole-House Ventilation:select one of the following methods. A. Fresh air will be circulated by the central forced air furnace along with a whole house exhaust fan. A single whole- house exhaust fan,which usually does double duty as a room spot fan,is required and must be controlled by a timer set to operate fan a minimum of 8 hours per day. The CFM capacity of the fan must be measured at 0.25 w.g.and have a maximum sone(noise)rating of 1.5. Fresh air intake ports or ducts are required with this option. (WA VIAQ 303.4.1) The minimum size of the fan is based on the number of bedrooms and the size of the house. For houses up to 3,000 square feet,the following sizes are acceptable: 1 or 2 bedrooms—75 CFM 3 bedrooms—90 CFM 4 bedrooms—105 CFM For other options contact the Planning&Permit Center. B. Fresh air will be circulated by the central forced air furnace system. The furnace must have a fresh air intake duct and the blower must be activated by a timer to circulate air daily. An exhaust fan is not required with this system. (WA VIAQ 303.4.2) C.. Fresh air will be supplied by wall or window vent ports in each bedroom, kitchen,living room and other habitable rooms along with a whole-house exhaust fan as described in Option A. (WA VIAQ 303.4.1) D. A heat-recovery ventilation system.(WA VIAQ 303.4.4) PART 2 Insulation and Windows:select one of the following methods. (WSEC Table 6-1) Glazing% Li-factor Ceiling Vaulted Walls Floor Slab t (2x4 construction) up to 12% 0.35 R-38 R-30 R-15 R-30 R-10 2. (2x6 construction) unlimited 0.40 R-38 R-30 R-21 R-30 R-10 If you intend to use 2x4 construction,compute the window glazing percentage of heated floor area to verify that the project falls below the 12%maximum allowed glazing: Total area of windows,skylights and patio doors: sq.ft. Total heated area: sq.ft Total window area divided by total heated area=glazing Updated. August 24,2004 Page 1 of 2 t o ANACORTES PUBLIC WORKS DEPARTMENT P.O.BOX 547,RNRCORTES,WR 98221 PH (360)293-1919 FRED BUCKENMEYER,P.L.S.,DIRECTOR fRX (360) 293-1938 � � E-MAIL:fredb@cityofanacortes.org April 25, 2007 Ed Sprauer Anaco Drafting Services 3410 Oakes View Lane Anacortes, WA 98221 SUBJECT: Required Frontage Improvements at 1815 10Th Street Dear Ed, Thank you for your letter dated March 25, 2007 agreeing to the construction improvements as outlined in the March 20, 2007 letter from the City. Please provide a drawing that details the needed information to construct the improvements, as well as existing conditions in the area and all utilities at an appropriate engineered scale that is legible. This project will be required to grade the swale, in a manner to achieve positive drainage to the existing structure downstream, as well as redirecting and collecting the upstream drainage. If you have any additional questions or would like to meet and discuss, please contact me at 360.661.3468 Sincerely, CITY OF ANACORTES Steven R. Lange Project Manager CC: Fred Buckenmeyer, Jeff Miller, Dave Walde, Don Measamer, Rick Harvey •Water •Wastewater •Streets•Storm Drainage •Engineering • Solid Waste •Transportation and Equipment • Capitol Projects • Development Services SrtY O G` ANACORTES PUBLIC WORKS DEPARTMENT .� ' ._- •i) P.O.BOX 547,RNRCOATES,WR 98221 PH (360) 293-1919 tq FRED BUCHENMEYER,P.L.S.,DIRECTOR w FAX(360) 293-1938 fredb@cityofonocortes.org C• n March 20, 2007 Bill Obrock Clayton Design 1015A 14th Street Anacortes, WA 98221 SUBJECT: Required Frontage Improvements at 1815 10'h Street Dear Bill, Your request for information regarding the required frontage improvements at 1815 10th Street was reviewed at the March 13, 2007 Development Review Committee meeting. The required improvements are: - Replace the existing sidewalk along the frontage of the property and replace with a 5- foot wide sidewalk. - Excavate the swale and install grass for water quality. The swale will need to have a 1- foot wide bottom with 3:1 side slopes. The 3:1 side slopes are easy to maintain and are mowable. Provide a 2-foot flat area between the edge of sidewalk and the beginning of the slope. This is the safe zone for pedestrians. - Pave the existing gravel parking area from the edge of road to the edge of the grass lined swale. If you have any additional questions or concerns regarding this, please contact me at 360.661.3468 Sincerely, Y OF CIT lYu- GOI�TES Steven R. Lange) Left— Project Manager CC: Fred Buckenmeyer, Jeff Miller, Don Measamer, Rick Harvey •Water •Wastewater • Streets•Storm Drainage •Engineering •Solid Waste •Transportation and Equipment •Capital Projects • Development Services .1-k dSpar 'S' Cased Monument • 1th St 4 6 Ave 3 _ � o - ei °ri, utcut.y Pale rC., m N iOth Street Skagit County Auditor $ Auditor's Certificate Nal 58q°25'S8'E Nail 581°25'2q"E /1� 314.53 311.88 7 edge of pavement Nail at 10th St 4 I Ave V Fire Hydrant Property Description T 581°2558'E 581°2558"E 5841°2558'E Auditor's File Number 2008110801641 541.4:11 , 51.411 Viq.T2 —II Ei.=1Of.8 EL=100.4 I I Lots i and 8, Block 16i, Mop of the City of Aracortes, according to the plat thereof, recorded in Volume 2 of Plats, pages 4 through T, records of Skagit County, Washington. I Situate in Skagit County, Washington. W i- Subject to: Restrictions, reservations and easements of record. n 13 n No. 4815 O n i i ;� 10 q ii P56051 eC 6 O 0 6 ° 6 S,g80 sq Ft, o I 5 4 3 2 ;� 0.14 acres O i 00 8 T Board Fence 4 Shed on line '• 0EL=100 , I NSq°25150°1"1 NSq°25'S0"W I NSq°25`50"W O 4?C - IA 544.11 5q.11 1'{q.T3 C m 6 �' K1 in EL.=103.8 Reber 4 Cap, L5 O O < O o- 241535 (typical) > m 6 0 Rn C onn 2 1 a '� G, � , I 1 Basle of BearinS3s sae survey per AFN 1 ith Street 940211012T Nall at Ilth St 4 I Ave V N81°25'42" i N81°25'4210,1 N841°25142"1N -All_A\ 11561 19 3147.541 31q.5q (1140 plat) (380 plat) Nall at Ilth St 4 D Ave Graphic Scale 30 0 15 30 60 Survey Notes I inch = 30 feet This survey has been prepared from a closed random traverse using on electronic instrument measuring angles to 3 seconds of arc and distances rounded to hundredths of feet. Surveyor's Certificate y Record of Survey The purpose of this survey has been to locate, describe and to [11 N c �oz see 1Alt19 Met set monuments to mark the existing lines and corners of the above g p This map correctly represents a survey made by me orMICHAEL C. dt ANA P. PIZZUTO described proper . Tat�'oE eunder my direction in conformance with the _reqirements of the Survey VZecordino Act a: the 11115 10th Street mx xTe a T+a: Anacortee, Ska it Count gVertical Datum Elevations are relative to this site, displayed on request of Michael G. and Alana P. Plzzuto, owners of 9 y, YYaehin tancorner monuments. The anticipated positional tolerance of ,5 property in Skagit County, Yashington In February, PAM4 �` 'elevations is 4010 . 200T. Parrish Land Surveying,,Inc. .O. N°. 22 itei io �J �j a ARTER SECTION To SHIP vwicE I41 Blossom Lane,Port Townsend,WA 983Gs WOW �im� rti ?cf ote Flo. 2- 41 SW 1 13 �35N i 1 E! ` .;mm l ( ss ms4Ka mmiliminibigimddiusimm Anaco Drafting Services 3410 Oakes View Lane Anacortes, WA 360-929-6088 April 27, 2007 Mr. Don Measamer Senior Plans Examiner City of Anacortes 904 6th Street Anacortes, WA RE: The Pizzuto Residence 1815 10`h Street, Anacortes, WA Dear Don, I have included the Landscaping Plan and the Surveyor's Plan in this packet. This should complete the packet for 1018 10`h Street. If there is any further information you need, please call. I thank you for your patience. Sincerely; t" Ed Sprauer Anaco Drafting Services 360-929-6088 ‘," eliOP - /PieLe Lit 1-e;'er°"' , CITY OF ANACO ' FA $UIDLING DEPARTMENT RESIDENTIAL` '' ' CHECKLIST �� l (This form is to be completed prior to issuing the building permit) � `�� ( f h / ` Site Address: I r I S / 0 ate: 3 �/9"7 Contact Person: In-• (WF lP i 2' Phone No.: Assessors No.: Lot Block: - Addition: ci-t1 v of ) (Building Department Checklist for Completeness) I OK NA. OK NA ❑ Fire Department Access ❑ Fire Hydrant Located within 250 feet O Fire Flow Required ❑ Site Plan ❑ 0 Shoreline or Wetlands O 0 Covenant Approval 0 Variance Required 0 0 Regulated Slopes ❑ Plat Facts and Findings Compliance 0 ❑ Survey in File O Fill on Site Received and Reviewed by: Date: — `4)? (Engineering Department Checklist for Completeness) OK NA OK NA 1 0 Water Extension/Meter 0 0 Sewer Extension/Connection 0 Street Improvements/Sidewalks i 0 Site Drainage Plan ❑ ❑ Covenant Not to Oppose Future LID ❑ ❑ Latecomers Agreement ® 0 Street Drainage ® ❑ Driveway location,slope,culvert O 0 Storm Drain Extension Received and Reviewed by: �, `��p� Date: `/S-�7/ FURTHER COMMENTS Zoning. Lot Size: COf(,gyp Coverage Allowed: A ,e31 69 0 c,fL,;,�CLZ�" Actual Coverage: _ �� __ i i.._ M ;Ykv,-Nl� C27_ ovZ7S ii i tillpa,p 42607 s.ae AS SHOWN p.ewo ns ADDRESS: 1815 LOTH STREET nes,a. PARCEL NO. P56059 AREA CALCULATIONS: PROPOSED RESIDENCE FOOTPRINT I HOUSE: 1560 S.F. ' I �- 'tt .. -, ns-,,,y p,T». .__.. i i j. .:3 TOALCOVERAGE: i t,= LOT SIZE: 99.82 x 59.91' =5,890 S.F. 0000 APR "7 i lis PROPOSED RESIDENCE AREA 1560 S.F. Lb i t > r j ii PERCENTAGE OF COVERAGE: 26% -ioo'-o- `'t` `- s'` -': .11 ri. j` NOTES: 21' :z=.i6'-&�'-t�_.Y'..-4.�,_i s_.y_. -- ..'t.•:: `, Z-rq2�o TTT 1. SEWER:WILL BE CONNECTED TO THE EXISTING STUB, s W f" AS SHOWN. • • �� 10 W LU ' 2.WATER:EXISTING METER AS SHOWN :•� �•' ` � 4;.; 1 , Q-p 1 CO Et° iiiE Q h • (/) F-+I rnO• • �j —i ~t j \ `r' ■ = N 3 WHITE ASH } ; y.•,' 1 I ;.:. ,^'. x11 n ;t E. _ I— a0 U) 3 NORWEGIAN MAPLE 0 1 °. '4 ' -• z iy ;t., ,s <7,n..•r,:r, 1 PROPOS'. N HOUSE y 7 :o. t r I °d%.''}�:S�`r`-''�*`; '?; :; i 815 . HSTRE �1 �� s.• �� ;: ` I In - LLI W 10 HAWTHORNE SHRUBS ® 1 -• ;._:1:e.•w3,' .:1 1 —3 H : :•. .• t I- 7ROCKROSESHRUBS 's' , '•;Af"' !' I`•'. . . ,„ y.. CC rn 'it.:;'.,�?.^a;i%•i�''r 3tlf,•,'fa ,f� •I'':' : U'I :''•' ' .•1 ;, T ;yi ' .1'• rn = 1815 10TH STREET I ; ■■■■■ ., i •' ' :5 D ■■B■■: �g :•:•:;:;:;:• 4 '• r O J ` NLO03 iI F+ F-i r W' i■ R iiir n w co-o'M �3i r U ji MI 1 LL1. L A. ,,...,:i ,......„ z i . , _< 1 ii s pail ' 1 [IP 4' -I - I tom 1 ni 1 0 v) ! VT CD LL 0 in I 0ail -'.'("AVE. ♦ ,, ; . % i 1 VMS 1.1 Srn 1z N O Kl Mill . IR :,\L\34b- low i 'ICJ 1 lair il i Q MI m 1 ■ SITE PLAN -ThIll: r..r7 h i IL 1 at I c SCALE: 1/8" = 1'-0 0,�1 — > >- p 1 "H"AVEig ��_ I I A-1 1 I, — n.r. Iaeax IS ' e AS SHOWN I H,em ES Cased Monument \ Monument nAS PER 9N St 4 0 Ave AS PER REVIEW BY STEVE LANCE, 32007 FO rR et),Utility Polerat , I- IOth Street Skoglk County Awltor v Auditor's Certificate Nall S °25564 Moil raga°2529°E 145 Y3 ® 51488 7 a qe of pavement EW PAVING Nall at lath St 6 I Ave yy EW SWALE AW�e F NEW 5'WIDE SIDEWALK Property Pescrlptlort SW OD 689.2558B _ Auditor*Fite Number 20061106016i 59, 59.91 1 rr912 EI•IOIB EI. .4 Lots I and 8,Block 161,Map or the City of Anacorkes,according to the plot thereof,recorded M Volume 2 of Plots,pages 4 through 1,records of Skagit County,Washington. w Situate hi Skagit County,kbahington. r Z W Z ; t/ S m $m No.1815 8 ry o m Subject to.Restrictions,reservations and easements or record. L klR p 10 9 'n Q P56059 n e1 D P c W W d A 8 P 0.1144va eeat Q v 5 4 9 2 I v W a 1 CO j 1 Beard Pence 4 Shed onIMe W 2 Z Elv100 fr a D N89 sq.gl 9 ..2.,,,,,, e1 N89°2550'W o °F g p gpt `fi...lo6a Reber<Cop,LS 51.41 U 11 qt.. 1r \%/ h 29S%pyalcaU > .(Lm t 7� 1 N CO I 111—' � Q�l - --- = -- ---= '^ t V 4- LL Stock 161 - -- 1 CO 1 r N 1 -I _ 1 I I— CD PARRISH SURVEY -1 yy ppxx SCALE: 1/32' = ' '-0" M see sulai9403110121 llth Street Nall at 118 St 6 1 Ave N89°4.1.1 N8 s'41.54 11284 915'4 N89.25'42'W AO (1140 pled to plo Nall at IIM St t ID Ave (9 plat) e Graphic Scale 90 O (5 30 60 0?'sl //L■ M /.134l4% (W� Survey Notes I Inch•90 teat The survey has bean prepared tram a closed random traverse using an elecbionic Instrument meads be to 5 seconds ofCt ang les arc and distances roweled to hundredths of feet. 41rYA'JlG.- f'Atr}IPIc W u, e flaw or the survey Nos been to locate,deecrWe ad ko Rtocord of Survey Z the flaw - set monuments to mark the existing lines one canners of the above E This map correctly represents a survey mode by me or m•see no-se Z desargad property, a under sty direction In conformatee with the _ MICHAEL C. &ALMA P. RIZZUTO /I� VaMkal Mew ElevgNOM are relative to this attar,due �; recOreme to or the Survey Recording Act at the ' F O ��� 1815 108 Street v Q _ caner l Mewm El va ions played on request Of Michael C.one Alone P.Pluuto.owners of s m Meccrtq Men County,Washington oar 1- dated positional tolerance of l property M Skagit County,VUshington In F CL elevations Is YJ Io'. V. ql�i i 2001. /,L7/�,� 4,,,, re Ina _ PLS P�arisshhLand Sureying,/Se,mnnes,num. w ate° 9 cc ` a al �aricae No.29535 SM 13 135N 1E ' wrorods 'verat LLi. O' ' CC ZMQ 0 ` a (p 12•+ BUFFER O w FOR PAVEMENT V SFABIl17ANON 1 Sc NEW PAWNG FROM 2'-011+ END OF PAWNER!. GR 3:1 FIAT 5'-0• ZQ TO BUFFER SWALES SIDEWALK STREET IMPROVEMENTS DETAIL SCALE: 1/2" = 1'-0" S. J o IS \//\\\/\\�\//�\\//\j • j\/\/\/�j��j 1\ A.C\j\�/\/\\�/\j\/\\\ \� \\//\ \ \ / \ \/ ////\��,fi/ �\�\\//\//\'... n/\ \�*/\ a ^/ `/\Ya\5\\\.�\\i'\ \,/\\i� N\4\/r/\\X/r/�\\i\ \//\A\ /\\/T\`<\\i\\\\�i�\ia\�i�\/\ice\\ \/A\\i/�\`r�\r/\\i\\\r/�\\i/�\\i�\\/ram\i�\i\\\i�\\r�\`".�`i\�\i\/\\\ i\\i��ti �/\\i\\ �/�\\i//� S-2 1_,j iarrin IrTh I � S_P 2 4 213u l O STRUCTURAL CALCULATIONS FOR PIZZUTO RESIDENCE Anacortes, WA September 21, 2007 Job No. 07-186 PREPARED BY: 1;iSCHEMMER ENGINEERING INC. 317 Commercial Avenue, Suite 101 11S©I' /14: Anacortes, Washington 98221 � ' '" ��, (360) 293-9006 �y www.schemmereng.com �� 27481,2c) e� RFGisrEw- e FSSIONALVN EXPIRES: 041161 sa DESIGN ANALYSIS - --- COMPUTED BY IDATE SHFf7 --- OF -- - -- - C37ECKED BY0DA7£ JDH O 7.../4 SCHEMMER ENGINEERING INC. 'PR4DJLC7/W/2 Z vT® 2cS/ ramp 2-73c._ 85" M P+-I 'I xP S = I.0 )+ /.O ! F 1.0 x 4 f3F Use- aI' c 2 c ( 11' 69x , ' = /q4/ /4 4a ` /•/7/ I=Q= Acs 4in5- 1/./?/x/•0,3 = 4Z.,9 tit a.3t1 . Psi- 1,6ff' f ear, 451,5 iz/ ,.zoo - OY- gip( -3/5� eo f: I. ti Cu • = i twig ' : iL^Tb; _ St-'c ' LM-YJATt S�t} 1 p42_. 1 1-0t'-4/-iFr-A 1 ar A: /7 zy6 : /Z,Z - to I I U . 23,5 '3.3a/ "Z Go 7. f / Q� c j6,5 930 sob ' /(o/ _ D" (D•S 74e, 29.y . 32 • / .-. E /S'„5- 23L /7,3 /29 1. .._ �r !3(pe : 3s,z 4/0 ► _ rev 500016 ASCE 7-02 Earthquake Load Calculations Page 1 I Description 2000 119X- 6 . Occupancy Category ASCE 7-02 Table 1-1, 2 18C Table 1604.5 "I" : Buildings and other structures that represent a low hazard to human life in the event of failu Occupancy Importance Factor = 1.00 ASCE 7-02 9.1,4 Seismic Use Group = I ASCE 7-02 Table 9.1.3 Ground Motion ASCE 7-02 9.4.1.1, 2003 IBC 1615.1 Latitude = 48.465deg North Longitude = 122.617deg West Location : Anacortes, Skagit County, WA 98221 Max.Ground Motions,5%Damping,from USGS 1996 maps S g = 1.171 g,0.2 sec response S 1 = 0.361 g, 1.0 sec response Site Classification ASCE 7-02 Table 9.4.1.2, 2003 IBC Table 16.15.1.1 "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D Site Coefficients Fa&Fv ASCE 7-02 9.4.1.2.4, 2003 IBC 1615.1.2 (using straight-line interpolation from table values) Fa = 1.03 Fv = 1.68 Maximum Considered Eartquake Acceleration ASCE 7-02 Equation 9.4.1.2.4-1 & 2, 2003 IBC Equations 16-38& 16-39 SMs = Fa*Ss = 1.208 S M1 =Fv*S1 = 0.606 Design Spectral Acceleration ASCE 7-02 9.4.1.2.5, 2-3 IBC 1615.1,3 S Ds=SMs*2/3 = 0.805 Sol =S M1 *2I3 = 0.404 Seismic Design Category = D ASCE 7-02 9.4.2.1, 2003 IBC 1616.3 (SDS is most severe) Basic Seismic Force Resisting System ASCE 7-02 Table 9.5.2.2, 2003 SC Table1617.6.2 Bearing Wall Systems Light-framed walls sheathed w/wood structural panels rated for shear resist NOTE!See ASCE 7-02 for all applicable footnotes. Response Modification Coefficient "R" = 6.50 Building height Limits System Overstrength Factor "Wo" = 3.00 Category"A&B"Limit:No Limit Deflection Amplification Factor "Cd " = 4.00 Category"C"Limit: No Limit Category"D"Limit: Limit=65 Category"E"Limit: Limit=65 Category"F"Limit: Limit=65 rev 590016 ASCE 7-02 Earthquake Load Calculations Page 2 I Description Average Floor Area per Level= 0 ft2 User defined Shear Carrying%Ratio= 0.000 Reliability Factor"p"= 1.000 Equivalent Lateral Force Procedure ASCE 7-02 9.5.2.5, 2003!BC 1617.4 The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE7-02 9.5.5 Determine Building Period "Cu"factor from Table 9.5.5.3.1 = 1.40 Per ASCE 9.5.5.3.1 the true fundamental Building Period shall not exceed = 0.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.000 sec "Cs" Response Coefficient ASCE 7-02 9.5.5.2.1 SOS: Short Period Design Spectral Response per 9.4.1.2 = 0.805 "R" : Response Modification Factor from 9.5.2.2 = 6.50 " I ": Occupancy Importance Factor from 9.1.4 = 1.00 From Eq. 9.5.5.2.1-1 : Preliminary Cs = 0.12 From Eq. 9.5.5.2.1-2 Cs need not exceed = 0.00 • From Eq. 9.5.5.2.1-3&4 Cs shall not be less than = 0.04 9.5.5.2.1 : Seismic Response Coefficient = 0.12 Seismic Base Shear ASCE 7-02 9.5.5.2 Cs = 0.1239 from 9.5.5.2.1 W(see Sum Wi below) = 0.00 k Seismic Base Shear V= Cs*W = 0.00 k Vertical Distribution of Seismic Force s ASCE 7-02 9.5.5.4 "k":hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height Wi*Hi"* Cvx Fx=Cw`V Sum Story Shear Sum Story Moment Sum Wi= 0.00 k Total Base Shear= 0.00 k Sum pm*Hi^k) = 0.0 k-ft Base Moment= 0.0 k-ft Diaphragm Forces : Seismic Design Category" D "," E"& " F" ASCE 7-02 9.5.2.6.4.4 Level# Wi Fi Sum Fi Sum Wi Fpx Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat. Force"of current level plus all levels above MIN Req'd Force @ Level 0.20"S DS*I'Wpx MAX Req'd Force @ Level 0.40"S DS*I*Wpx Fpx: Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level, n=Top Level it • LResr. 580016 ASCE 7-02 Earthquake Load Calculations Page 3 M Description Combination of Load Effects ASCE 7-02 9.5.2.7, 2003!BC 1617.1.1 D Qe H&V Load Effect E Load Description Dead Load Seismic Load 0.000 0.000 E=p*Qe +0.20*SDS•D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p`Qe +0.20`sus-u = 0.000 0.000 0.000 E=p Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p•Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 • • • p 15pgtt v40'12,1 s 3 • wwrrwF n ^?:` rr'y r� Tt 2.�fL� t7,;�11 T D�• t7 Lq(1� $� ���n�a SX,= IS�S { i; , e soli �L ' cv 36piCa3/�) ' ,1°Belt VP, lc' 36Cai�)= tb P L F 68 1f 0 ,.a1 tlif 2 , ty II tsC2" 3` ttdctf + to' r y,` g 1 E • '1 A � = v8°O��tZ,3� ?, 9L' 30,u l � ' �, ,Di: tst .10 = waof rtt ; ti (li ! k HD/ I L�. 3wet 36 �6'S/r) " 2ql 5p el t Li 1 _ Q° i w � C it f _ .11 let ?rwr smismillillii\r le , ©� i,L,htk p:tz2�T UHF Q ' tro Q 4E c�°/t ` ° /t21 • � o ' y; 'S ,Ft � C � t5C CQtWS/ 41 5NF A � Wn4P � s . 1= 233ei 153e1.F dig:':1 •.F.. Issas�r�Lm rrsrr� arrrr-ie,=nj.,',_T.rirrrrrr4m,~04 ti - 1 O • ' r,+ : IS sF( z3�i) t 17311f T as Dc 15(91%) ° 6dr. Ij_ � .r' l4` 3E`sf(Z3�F) yo3Pf �'i ..,. /t,, • L-' ` til� Lis %('it)' tbtp pl = 6slf �� ' ` 0 `1 D!_ 1s(24�)` IE�elf +c►o � L gig ' 9 Q� I � . ` woe/cog /, .•O• A ♦ ♦ ,' 1 (p °yelf I � , � •�3allFf � r I 4 : L tv act-lz..)= tbzt1F I� Iz•R 0L= 15- 14.57t) ' 11` ( • i O IL. 3F(14472.) ` 211t14 �0 ra v H es h( pr ISM Qlk(9u� w� 1 - r �r 6E'. r:1/4: _ _-rairanorr rrn warrr at _rrri,sO j • Q�/ er O 1(e•$' 5 nrt .w. s.r t e• town. 1 tF sT t JOF t'!..At� Q= 16o it+k`I0�/i z =.:'°�/ i 5i vr. IS'L P= tso� /t) = Z46t1f 13So' ` `{3$B �itia' ���A � Wh'41* ' CAN :t �5.8' . ,,, • s Z33 e1* t53e!F tfit.:1' .. a . . SHEARWALL SCHEDULE 8d COMMON (SHANK DIA. = 0.131"), 10d COMMON (SHANK DIA. = 0.148") MARK SHEATHING NAILING NOTES ze, a7/16" CD—X ONE FACE 8d @ 6" O.C. PNL EDGES 1,2,6,9 OR STRUCT II OSB 8d @ 12" O.C. FIELD 360 © 7/16" CD-X ONE FACE 8d @ 4" O.C. PNL EDGES 2,3,6,9 OR STRUCT II OSB 8d @ 12" O.C. FIELD ye° 7/1-6=01--X- ONE-FACE - 811a 3" -0 X. PhIL EDGES 2,3,7,9 OR STRUCT II OSB 8d @ 12" O.C. HELD two 4 7/1-6 C-O-X--8N1 -F +,CE ---8d- -2---0-.G._PNL,EDGI=S- - -_2,3,4,$,T OR STRUCT II OSB 8d @ 12" O.C. FIELD 74 / \ 7/16" CD-X TWO FACES 8d @ 4" O.C. PNL EDGES 2,3,4,8,9 \� / OR STRUCT II OSB 8d @ 12" O.C. FIELD ego 6 7/16" CD-X TWO FACES 8d cll 3" 0.C. PNL EDGES 2,3,4,8,9 OR STRUCT II OSB 8d @ 12" O.C. FIELD iao 07/16" CD-X TWO FACES 8d @ 2" O.C. PNL EDGES 2,3,4,8,9 OR STRUCT II OSB 8d @ 12" O.C. FIELD 8 EXISTING OKAY 1 4D15/32" CDX ONE FACE 10d 0 2" 0.C. PNL EDGES 2,3,4,8,9 OR STRUCT II OSB 10d @ 12" O.C. FIELD 0 1/2" GWB TWO FACES 5d COOLER @ 4" O.C. 2,6 PANEL EDGES AND FIELD 1/2-" GWB TWO FACES 5d COOLER 0 7" O.C. I AT SUPPORTS, UNBLOCKED SHEARWALL NOTES SHEARWALL NOTES 1. ALL EXTERIOR WALLS TO BE TYPE 0 U.N.O. 2. BLOCK ALL PANEL EDGES. 3. PROVIDE NOMINAL 3x FRAMING AT ABUTING PANEL EDGES RECIEVING EDGE NAILING. 4. PROVIDE 3x SILL PLATE. 1 5. OFFSET PANEL EDGES. 6. PROVIDE )"0 A.B. @ 48"O.C. W/ 1/4"x3"x3" PL WASHERS. 7. PROVIDE 3z"0 A.B. @ 24"O.C. W/ 1/4"x3"x3" PL WASHERS. 8. PROVIDE X"0 A.B. @ 12"O.C. W/ 1/4"x3"x3" PL WASHERS. 9. STUDS SHALL BE SPACED NOT MORE THAN 16" O.C. ESE DEOVEU derail Scheibe PE,SE ' Inc> ► � Enagafi Schneider Engineering, c. Stephen N.Sharpies,PEWahidG Eaaaal,,PE,SE Michael E SIeasfram,PE,SE SHOMANA 931 Sonia Fe Onve,Suite 200 SSI DALLAS Denver,Colorado 80204 ESE DENVER ► ' 17201904-1234 ESS POREEANO FAN 17201004 5670 April 23, 2007 1 D Attn: Greg Bulger B ) BiggSkyky ��/R-Control ^ 629 2°a Street SE, Suite B Puyallup, WA 98372 a A311D Dear Greg, Enclosed are calculations for structural insulated wall panels on the Pizzuto Project. All other structural design, including but not limited to, foundations, interior walls, floor framing, roof framing and trusses, stairs, decks, and interior bearing walls are designed and built by others. Enayat Schneider Engineering is only responsible for the SIP design. Enayat Schneider Engineering is not the Engineer of Record for this project and does not claim responsibility for the accuracy and adequacy of the other structural components of the building. If you have any questions, please call me. Sincerely, Ada Sh es , IT Wahid Enayat, P.E. Design Engineer President � G. EN ' 4 op WAsyj 11, AS/as ,r enclosure be he 2 A SdONALd ; ''� EXPIRES 06-24-b = r DESIGN CRITERIA Project Name: Pizzuto Project location: Anacortes, Washington Governing Building Code: IBC 2003 Design Loads: • Roof Live load: 25 psf Roof Dead load: 15 psf Wind Criteria: Wind Velocity 90 mph 11 Exposure C Seismic Design Category: D Soil Type D R(Light framed bearing walls) 6.5 Importance factor 1.0 • _. ....YM' Syr ESE BEAVER PROJECT --- Inc. _-4...v. .4i EnagalSchneiderEngineering a. SSEOMANA �' 931Sa ge0me SuA¢200 Oen,,Calorado80204 PROJECT# BY SSI DAL AS r t;' [1201904-1234 ESEOENVER ► , j faep201904-5678 BATE PARE ESSPORI AND t+'u`'`. G iambi 6' 8'= Z6',a. y w .8 o • / / KQ°-?e 3 to �Lf-i- 1;ntwtu., ;II— G.0 > -.3.3t1 K (se stn“.."1 _ se Ste,- L M (o) JIl'c).)Icr = 2.i1 k. v W•''1 n al(«ng C t o _ P. '00't1, atfi_1.24"to`.S o I r . - . . "`ri�ahq AreA. ` (y2.t .- '.10')+ ( It :Z'.t) — wee; /1 ltn'C oT WaEi _ 3 I • O - Mass ` .za88 7 z ( IS s ) . + to tic"( &/L) (3o0 ') V 433zca -# ii Z 5(En/ .). =. D,zo � CetAx rD cc c ' �St -5144t : S3f f, 7= 344 .k O : -... .:_.._ .._:...... . .:._ _ - - ... .... .. .. _ . . . .. - . .__ . . .._ HECKED BY BATE. E.�8 • ASCE 7-05 COMPONENTS AND CLADDING WIND Project Name: Pizzuto Location: Anacortes,WA INPUT RIGID BUILDINGS OF Basic Wind Speed(3 sec.gust) (Fig.6-1) 90 mph HEIGHTS LESS THAN 120 ft Exposure Category C Importance Factor(I) (Table 6-1) 1.0 . Wind Directional Factor(Kd) (Table 6-4) 1.00 Topographic Factor(Kzt) (Figure 6-4) 1.00 ft Mean Roof Height of Bldg.(h) 11 ft Eave Height - aliEi; ft Bldg Width Perpendicular to wind(B) 58.5 ft Bldg Width Parallel to wind(L) 40 ft Angle of Roof Slope 28 deg Pos.Internal Press.Coef.(GCpi) (Figure 6-5 0.18 Neg.Internal Press.Coef.(GCpi) (Figure 6-5 -0.18 Parapet Height ±:m<;';02'4:;; ft Elevation of structure above sea level 0 ft VELOCITY PRESSURE Discontinuity Length(a)= 4 ft qz= .00256 K,Kzt Kd V2 I (Eq.6-15) Ht Zone: 15 20 25 30 40 50 60 70 80 90 100 120 Kr 0.85 0.90 0.94 0.98 1.04 1.09 1.13 1.17 1.21 1.24 1.26 1.31 q1(psf) 17.59 18.63 19.46 20.28 21.53 22.56 23.39 24.22 25.04 25.67 26.08 27.11 qh= 17.59 psf (Eq.6-15) COMPONENTS AND CLADDING FOR BUILDINGS <= 60 ft WIND PRESSURE FOR WALLS AND ROOF p=gh[(GCp)- (GCP)] (Eq. 6-22) WALLS (Fiq. 6-5A1 PRESSURE (PSF) LOCATION EFF.AREA Zone 4 Zone 5 SQ.FT Pos(+) Neg(-) Pos(+) Neg(-) <= 10 20.76 -22.52 20.76 -27.80 20 19.88 -21.64 19.88 -26.21 3 50 18.65 -20.41 18.65 -23.57 3 100 17.77 -19.53 17.77 -21.64 200 16.89 -18.65 16.89 -20.06 a >=500 15.48 -17.24 15.48 -17.24 GABLED ROOFS WITH a a 7° (Fla.6-11 B) PRESSURE (PSF) LOCATION I EFF.AREA Zone 1 Zone 1 Zone 1 Zone 2 Zone 2 Zone 2 Zone 3 Zone 3 Zone 3 SQ.FT Pos(+) Neg(-) Overhang Pos(+) Neg(-) Overhang Pos(+) Neg(-) Overhang s a 10 8.44 -20.76 -33.08 8.44 -34.83 -33.08 8.44 -52.43 -52.43 20 7.92 -20.23 -32.55 7.92 -31.14 -32.55 7.92 -43.63 -42.05 50 7.21 -19.53 -31.84 7.21 -26.21 -31.84 7.21 -31.32 -27.62 100 6.69 -19.00 -31.32 6.69 -22.52 -31.32 6.69 -22.52 -17.24 >=500 6.69 -19.00 -2252 6.69 -22.52 -22.52 6.69 -22.52 -17.24 it a t-,.h COMPONENTS AND CLADDING Project Name: Pizzuto WALLS Location: Anacortes, WA *PRESSURE (PSF) EFF. AREA LOCATION WIND SPEED 90 SQ. FT Zone 4 Zone 5 EXPOSURE C a 10 22.52 27.80 IMPORTANCE FACTOR 1.00 20 21.64 26.21 -, 50 20.41 23.57 100 19.53 21.64 VD ek CO at t ct 4a.t. 200 18.65 20.06 >= 500 17.24 17.24 *Maximum absolute value ROOF Roof Type- Gable less than 60'w/27o < Q <= 45o PRESSURE (PSF) LOCATION EFF. AREA Zone 1 Zone 2 Zone 3 SQ. FT * Overhang * Overhang * Overhang a 10 20.76 N/A 24.28 • 38.35 24.28 38.35 , 20 19.70 N/A 23.22 37.30 23.22 37.30 50 18.47 N/A 21.99 36.07 21.99 36.07 100 17.24 N/A 20.76 34.83 20.76 34.83 200 17.24 N/A 20.76 34.83 20.76 34.83 >= 500 17.24 N/A 20.76 34.83 20.76 34.83 *Maximum absolute value PARAPET Parapet is not susceptible to internal pressure Height from grade to top of parapet = 8 ft. EFF. AREA SQ. FT. PRESSURE (PSF) <= 20 65.1 50 61.3 100 55.3 200 51.0 >= 500 48.3 THIS SPREADSHEET CALCULATES WINO LOADS(psf)FOR RIGID BUILDINGS BASED UPON THE ASCE 7-05 STANDARD USING THE ANALYTICAL PROCEDURE . (METHOD 2)OULINED IN SECTION 6.5. WIND PRESSURES ARE LOADS FOR BUILDING COMPONENTS AND CLADDING ONLY. THE MAXIMUM BUILDING HEIGHT - ALLOWABLE FOR THIS SPREADSHEET IS 120 ft. STEPPED,MULTISPAN GABLE,SAWTOOTH,AND DOMED ROOFS CAN NOT ANALYZED WITH THIS PROGRAM. - -s MAIN WIND FORCE RESISTING SYSTEMS ` Wall Pressures (psf) Project Name: Pizzuto ' Height(ft) Windward Leeward Total Location: Anacortes, WA 100 - 120 22.0 -4.5 26.5 90 - 100 21.3 -4.5 25.8 WIND SPEED 90 80 - 90 21.0 -4.5 25.5 EXPOSURE C 70 - 80 20.6 -4.5 25.1 IMPORTANCE FACTOR 1.00 60 - 70 20.0 -4.5 24.5 50 - 60 19.4 -4.5 23.9 40 - 50 18.9 -4.5 23.3 30 -40 18.1 -4.5 22.6 25 - 30 17.3 -4.5 21.8 20 - 25 16.7 -4.5 21.2 15 - 20 16.1 -4.5 20.6 0 - 15 15.4 -4.5 19.9 Side Wall Pressure (psf) = -7.5 Horiz. Roof Pressure (psf) = 11.7 Building long dimension = 58.5 ft Total Parapet Pressure (psf) = 44.0 Building short dimension = 40 ft BUILDING FORCES Floor to Floor Story Shear(k) Total Shear(k) Level Flr. Ht. (ft) Press. (pif) Short Dir. Long Dir. Short Dir. Long Dir. Parapet Ht. 0 0.00 0.00 0.00 0.00 0.00 Roof Ht- 6 70.39 2.82 4.12 2.82 4.12 12th - .;..}O:O01:',_,y, 0.00 0-00 0.00 2.82 4.12 11th Espt7 .-�0_*11 . if=-:•;•; 0.00 0.00 0.00 2.82 4.12 • 10th „AfiaQA iru ': 0.00 0.00 0.00 2.82 4.12 • 9th '=3 L,W.-,':•<; 0.00 0.00 0.00 2.82 4.12 8th f;;` •'DiOQ. FIV 0.00 0.00 0.00 2.82 4.12 7th fi bOt00''t/Q• •1•• 0.00 0.00 0.00 2.82 4.12 6th 's L p'_.. : ,-? 0-00 0.00 0.00 2.82 4.12 5th -1 'r�,=v 0:00 - 0.00 0.00 0.00 2.82 4.12 4th ;0.00,t.: 0.00 0.00 0.00 2.82 4.12 3rd v;� ,0',b4;;;, :,: 0.00 0.00 0.00 2.82 4.12 2nd f_ �'fal,T'` .'', 79.54 3.18 4.65 6.00 8.77 <-- Roof diaphragm shear 1st = '^Ci&Ao-• : :, 79.54 3.18 4.65 9.18 13.42 Base Shear (V) = 6.00 k Elevation of 1st flr above grade(ft) _`.;r f:.:: Base Shear (V) = 8.77 k THIS SPREADSHEET CALCULATES WIND LOADS(psf)FOR RIGID BUILDINGS BASED UPON THE ASCE 7-05 STANDARD USING THE ANALYTICAL PROCEDURE(METHOD 2)OULINED IN SECTION 6.5. WIND PRESSURES ARE PRIMARY LOADS FOR THE MAIN WIND-FORCE RESISTING SYSTEMS THE MAXIMUM BUILDING HEIGHT ALLOWABLE FOR THIS SPREADSHEET IS 120 ft. BUILDINGS OVER 60 ft IN HEIGHT SHOULD INCLUDE TORSIONAL EFFECTS(FIGURE 6-9)NOT CONSIDERED IN THIS SPREADSHEET. DOMED AND ARCHED ROOFS ARE NOT COVERED IN THIS PROGRAM. - W4 Enayat Schneider Engineering, Inc. Title: Job# 931 Santa Fe Drive Dsgnr: Date: 2:38PM, 18 APR 07 Suite 200 Description : .Denver CO 80204 Scope: 720-904-1234 Rev: 5E10016 g�,:Kw40fi17•21d Jelin. Nont2g76 ASCE 7-02 Earthquake Load Calculations Page 1 (c)19B3-200fi ENERCALC Engineenng Software Description Pizzuto Lat.Analysis Occupancy Category ASCE 7-02 Table 1-1, 2003!BC Table 1604.5 "II" : All Buildings and other structures except those listed as Category I, Ill, and I Occupancy Importance Factor = 1.00 ASCE 7-02 9.1.4 Seismic Use Group = i ASCE 7-02 Table 9.1.3 Ground Motion ASCE7-02 9.4.1.1, 2003 IBC 1615.1 Latitude = 48.465 deg North Longitude = 122.617deg West Location : Anacortes, Skagit County,WA 98221 Max. Ground Motions, 5%Damping, from USGS 1996 maps : 5 s = 1.171 g,0.2 sec response S 1 = 0.361 g, 1.0 sec response Site Classification ASCE 7-02 Table 9.4.1.2, 2003 IBC Table 16.15.1.1 "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D Site Coefficients Fa & Fv ASCE 7-02 9.4.1.2.4, 2003 IBC 1615.1.2 (using straight-line interpolation from table values) Fa = 1.03 Fv = 1.68 Maximum Considered Eartquake Acceleration ASCE 7-02 Equation 9.4.1.2.4-1 & 2, 2003/BC Equations 16-38 & 16-39 SPAS = Fa*Ss = 1.208 SM1 = Fv*S1 = 0.606 • Design Spectral Acceleration ASCE 7-02 9.4.1.2.5, 2--31BC 1615.1.3 SDS=S MS*2/3 = 0.805 • SD1 =S M1*2/3 = 0.404 Seismic Design Category = D ASCE 7-02 9.4.2.1, 2003 IBC 1616.3 (SOS is most severe) Basic Seismic Force Resisting System ASCE 7-02 Table 9.5.2.Z, 2003 IBC Table1617.6.2 Bearing Wall Systems Light-framed walls sheathed w/wood structural panels rated for shear resist NOTE!See ASCE 7-02 for all applicable footnotes. Response Modification Coefficient " R" = 6.50 Building height Limits : • System Overstrength Factor "Wo" = 3.00 Category"A& B"Limit:No Limit Deflection Amplification Factor " Cd" = 4.00 Category"C"Limit: No Limit Category"D"Limit: Limit=65 Category"E" Limit: Limit=65 Category"F"Limit: Limit=65 Enayat Schneider Engineering,Inc. Title: Job# 931 Santa Fe Drive Dsgnr: Date: 2:38PM, 18 APR 07 ` Suite 200 Description • Denver CO 80204 Scope: 720-904-1234 Rev: 580016 I tc)198 W6ENEROALGEngneev47:,ftware ASCE 7-02 Earthquake Load Calculations Page 2 Description Pizzuto Lat.Analysis Average Floor Area per Level = 2,100 ft2 User defined Shear Carrying % Ratio= 0.436 Reliability Factor" p "= 1.000 Equivalent Lateral Force Procedure ASCE 7-02 9.5.2.5, 2003 IBC 1617.4 The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE7-02 9.5.5 Determine Building Period Use ASCE 9.5.5.3.2 - 1 Structure Type for Building Period Calculation : All Other Structural Systems "Ct"value = 0.020 "hn ":Height from base to highest level = 8.00 "x"value = 0.75 "Ta"Approximate fundemental period using Eq.9.5.5.3.2 -1 : Ta=Ct*(hn 4 x) = 0.095 "Cu"factor from Table 9.5.5.3.1 = 1.40 Per ASCE 9.5.5.3.1 the true fundamental Building Period shall not exceed = 0.133 sec Building Period "Ta" Calculated from Approximate Method selected = 0.095 sec " Cs " Response Coefficient ASCE 7-02 9.5.5.2.1 SDS: Short Period Design Spectral Response per 9.4.1.2 = 0.805 "R" : Response Modification Factor from 9.5.2.2 = 6.50 • " I " : Occupancy Importance Factor from 9.1.4 = 1.00 From Eq. 9.5.5.2.1-1 :'Preliminary Cs = 0.12 From Eq. 9.5.5.2.1-2 Cs need not exceed • = 0.00 From Eq. 9.5.5.2.1-3 &4 Cs shall not be less than = 0.04 • 9.5.5.2.1 : Seismic Response Coefficient = 0.12 Seismic Base Shear ASCE 7-02 9.5.5.2 Cs = 0.1239 from 9.5.5.2.1 W(see Sum Wi below) = 43.32 k Seismic Base Shear V= Cs*W = 5.37 k Vertical Distribution of Seismic Forces ASCE 7-02 9.5.5.4 "k" :hx exponent based on Ta= 1.00 1 i Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height Wi*Hi"k Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 1 43.32 8.00 346.56 1.00 5.37 5.37 0.00 Sum Wi= 43.32 k Total Base Shear= 5.37 k Sum(Wi*Hi^k) = 346.6 k-ft Base Moment= 42.9 k-ft 4 Diaphragm Forces : Seismic Design Category" D ", " E "& " F " ASCE 7-02 9.5.2.6.4.4 d Level# Wi Fi Sum Fi Sum Wi Fpx 1 43.32 5.37 5.37 43.32 6.98 - • ASCE 7-05 UNBALANCED SNOW ANALYSIS Job Name: Pizzuto Location: Anacortes,WA Job Number. 12907 Select Load Type 1 Design Snow toad(psf) :• : - 26 ' psf Input Importance Factor(I) (Table 7-4) - :1.00 - Eave to Ridge Distance-W(ft) - Zp:O.' ,' Roof Slope-B ❑Check if Roof is Unobstructed Slippery Surface Select Thermal Condition(Table 7-3) Roof Geometry other/rypcal Value of Cf imp 14 W bl Select Terrain Category(Table 7-2,6.5.6) - I Category c I ir Value of Ce 1 0 1 L__ - Select Roof Exposure(Table 7-2) S I Partially Exposed iv Value of Cs 1 00 Ground Snow Load- 35.7 psf Balanced Snow Load- 25.0 psf <—Note:Balanced snow load does not include Rain-on-snow surcharge(if applicable) Equations Snow Density-y=0.13pa+14 5 30 Drift Height-ha=0.43(W)"t1/3I'(Po+10)41el•1.5 Snow Surcharge-Mary)/dS - Unblanced Condition Drift Distance-D=(8/3)"he•JS 14 D Results - IF W>20 ft `� - -- Snow Density-y(pcf) t.''.j :1 8:6C .. Drift height-ha(ft) I hey/JS Snow Surcharge(leeward side)(psf) k'23:0: ♦ i Drift Distance-D(ft) " :".'6.8 Windward Unbalanced(psf) - "N/A :;7-' 0.3 p: Ps Leeward Unbalanced(psf) 4"..::NIA .: ' + ♦ ♦ ♦ ♦ Results - IF W<_20 ft Windward Unbalanced(psf) ^"%-^''a-— Leeward Unbalanced(psf) .. :357?�_ ♦ • ♦ ♦ - THIS SPREADSHEET CALCULATES UNBALANCED SNOW LOADS(PSF)FOR HIP AND GABLE ROOFS BASED ON ASCE 7-05 USING THE"UNBALANCED SNOW LOADS FOR HIP AND GABLE ROOFS"ANALYSIS PROCEDURE OUTLINED IN SEC.7.6.1. FOR HIP AND GABLE ROOFS WITH A SLOPE EXCEEDING 70 DEGREES OR WITH A SLOPE LESS THAN THE LARGER OF 2.38 DEGREES AND 70/W+0.5.UNBALANCED SNOW LOADS ARE NOT REQUIRED TO BE APPLIED. UNBALANCED SNOW LOADS FOR CURVED,SAWTOOTH,BARREL VAULT,AND MULTIPLE FOLDED PLATE ROOFS ARE NOT COVERED IN THIS PROGRAM. - -- - - +.,_ra Q s1rJO Q�f l�1o'L)s3 li 41.4 - C ,fl2 p�5 1...,.1=0(00 I-i‘i),---i-t-r.,\I Icr1i,,.1ir.,.,.;.:\*,s1\Y Wl..,':4 :.2„"&<t.;..,.s-F.I._n4A-...i7.A._t.. 1‘02 { mow it.twine•1 ,, ,, 68 a ; S0• s jw�-uy c 1 73 s pL 15ttt , t pN 1 ° 36 f(z3°k) `�p3Ql ■ t" _._' L. bQ14 � { A ' tl LL'161. (1 1 T ts(24k : lBi i2I0 \DLt T5�jir$ ytad." T 1 y "4 , ii 4 vL. 10 ,Aga° �17 ,° ��` Q —n . = 4oyQ� 1 e; ISl�J1'� i i _ IYJ C,4.5'11) Il ' tSD Q,(t it '9�: fl t�t�'t i la•4 DL r 0b.51L) . 2,0 p° 4 4 3(nl'' rL� z �++ lL 3�` 1�O I2 C) ' 1 - g,3 .r _ ej,2 £.... ,r lord Q1 C It: J 5. n° Ko 1� `1��L�` � Jl1 11' 0 <11 4k; r,14 Q` 1 Q Z9bg1f 565li) cytx '�1AN Qs1cot GpcI. vo,I 1,550.15'13, : 153 e�f z's3 ek cif. pi.:: 124t{{ I4 —yY a- e koa�= _ { i ` 1rltT1 .s+sc''sax a47. `x�'/SYp' ty'fi• $W" �t��s� 1 _ 0,Ji c "e3 OKf 4„ a..R1 . Cl/It A- b`— Skc� • t 4 ��z� }„o, Litt 1t(5h) . 1053 t8'f 5�= 0 Lec K{n9 Si ,ho Sk , pax x1 . ( kts'Itil: 6S k1A- '" s) .- on J MvJ° ��' r k kitef c„,Rkuki-.103 t‘f > yz114 °lc f ��rt ' 3 tko' M :> cot* oil v-134 g1t (b, sqo r 0 kt 'gd� VID< • A Xi --, ,N Raki,& H� — Shcp k [9 t ioeC� z')(1{) < 2l13 � � T'-� = -pp _ s/�'' � frig � �tg" 0.c . 41 > rnt: y(s( 1°aQl�} `31Ljz3 ` 3`11 LOCATION : Wall 1 •r,b 64u6,5 1,61000: icoLUSV[N°'ANALY'SIS "' AXIAL LOAD = 1053 lbs -::-PROPERTIES X-AXIS Y-AXIS Ft-. ; -_.: , •is 800=;`.psi. ECCENTRICITY = 0 0 in. . SIDE LOAD (S.L) = 0 0 lbs :Fb. 675 PSI ECCENTRICITY = 0 0 in. Lu BELOW S.L. = 0 0 ft. ' El::; :: .'.;1200 f::ksi : TRANSV. MOM. = 520 0 lb-ft K = 1 1 "-Emfa.': = ` .'440: ks . UNBR. LENGTH = 8.0 1.0 ft. Ill factor = 1.63 1.63 (UNIF.LOAD( ADJUST. FACTORS SPECIES = HF (DF, HF,GL, ML,TS, PLM) GRADE = stud (#1,#2, Stud) NOMINAL WIDTH = 2 in. CD = 1.60 NOMINAL DEPTH = 6 in. Cfu = 1.15 # MEMBERS = 2 LDF = 1.60 Cf (Fb) = 1.00 BOT PL SPECIES = HF Cf(Fc) = 1.00 X-AXIS Y-AXIS • Ps = 0 0 lbs le = 53 165 in. Rb = 6 4 FbE = 16,438 32,173 psi c = 0.8 Fb* = 1,080 1,080 psi CL = 0.997 1.000 Fb' = 1,076 1,242 psi K*le/d = 17.5 4.0 Fc* = 1280 psi ecc.fc = 64 64 psi FcE = 1,187 22,605 psi Cp = 0.40 S = 15.1 8.3 in^3 TRANSVERSE fb = 413 0 psi Fc' = 510 psi ECCENTRIC fb = 0 0 psi AMPLIF. FACTOR = 1.013 1.001 fc = 64 psi [fc I 2 fbx+AMP f ECC.fbx, fby+ AMP( ECC.fb13 F"c Fb"x(1 - F cEx, Fb"y 1 1 (F cfc EyJ i fbxFbEC.fbx1 0.02 + 0.41 + l 0.00 J = 0.42 DEFL = 0.12 in. { 2 X- - $ ' HUM = L/ 799 ,,ram=< LOCATION : Wall 1 girder truss post WOOD COLUMN ANALYSIS AXIAL LOAD = 2600 lbs PROPERTIES: ,a;` X-AXIS Y-AXIS `Fe _ 80.0 . 'ps'i'. ECCENTRICITY = 0 0 in. SIDE LOAD (S.L) = 0 0 lbs Fa::_ =, :_;675:<:psi:. ..: ECCENTRICITY = 0 0 in. Lu BELOW S.L. = 0 0 ft. .:-E. ' :: : 1200. =ks.. : TRANSV. MOM. = 0 0 lb-ft K = 1 1 E ; :i rit : : ,<440: ;ksi''': UNBR. LENGTH = 8.0 1.0 ft. lu factor = 1.63 1.63 (UNIF.LOAD I ADJUST. FACTORS SPECIES = HF (DF, HF,GL, ML,TS, PLM) GRADE = stud (#1,#2,Stud) NOMINAL WIDTH = 2 in. CD = 1.15 NOMINAL DEPTH = 6 in. Cfu = 1.15 #MEMBERS = 2 LDF = 1.15 Cf(Fb) = 1.00 BOT PL SPECIES = HF Cf(Fc) = 1.00 X-AXIS Y-AXIS Ps = 0 0 lbs • le = 53 165 in. Rb = 6 4 FbE = 16,438 32,173 psi c = 0.8 Fb* = 776 776 psi CL = 0.998 1.000 Fb' = 774 893 psi Wield = 17.5 4.0 Fc' = 920 psi ecc.fc = 158 158 psi FcE = 1,187 22,605 psi Cp = 0.46 S = 15.1 8.3 inA3 TRANSVERSE fb = 0 0 psi Fc' = 426 psi ECCENTRIC fb = 0 0 psi AMPLIF. FACTOR = 1.031 1.002 fc = 158 psi fbx+AMP f ECC.fbx, fby+ AMP( ECC. fb3 [...LC F fc"c Fb"x 1 - fc Fb"y 1 - fc tfbx+ECC.fbx]) F'cEx) C (F'cEyJ FbE 0.37 + 0.00 + 0.00 = 0.37 .... .. (2) 2 x -S H SIR �� 0j t Ilitkt 2 t Ow ,—r n 1 `' _ n 1 —.A.....esAt? ..\ 1,4 *Ai e I\ I1, 1 1 t t' \ I t r 1‘ 1t y- ✓ ltlj • L • sd u( 2R‘ Q1 * "Olt �a\d >w s °11) �> pkoi 2t. �0 �\3°�ta lZ�� � `sLe ��95 E _5 1, is AA' ti-ktt^ • WSJ ay. . , LOCATION : Wall 2 jamb studs WOOD:COLUMN;- ANALYSIS. , • AXIAL LOAD = 460 lbs u:PROPERTIES . 1 ..... .. . . .... X-AXIS Y-AXIS :::Fe _ .'-: :' 800' Iasi. ECCENTRICITY = 0 0 in. SIDE LOAD (S.L) = 0 0 lbs Fb, 675 :PSI ECCENTRICITY = 0 0 in. Lu BELOW S.L. = 0 0 ft. '. ::E : ; °. 1200 kst TRANSV. MOM. = 416 0 lb-ft K = 1 1 UNBR. LENGTH = 8.0 1.0 ft. lu factor = 1.63 1.63 (UNIF.LOAD) ADJUST. FACTORS SPECIES = HF (DF,HF,GL, ML,TS, PLM) GRADE = stud (#1,#2, Stud) NOMINAL WIDTH = 2 in. CD = 1.60 NOMINAL DEPTH = 6 in. Cfu = 1.15 #MEMBERS = 2 LDF = 1.60 Cf(Fb) = 1.00 BOT PL SPECIES = HF Cf(Fc) = 1.00 X-AXIS Y-AXIS Ps = 0 0 lbs le = 53 165 in. Rb = 6 4 FbE, = 16,438 32,173 psi c = 0.8 Fb* = 1,080 1,080 psi CL = 0.997 1.000 Fb' = 1,076 1,242 psi K*leld = 17.5 4.0 Fc* = 1280 psi it ecc.fc = 28 28 psi i FcE = 1,187 22,605 psi Cp = 0.40 S = 15.1 8.3 inA3 TRANSVERSE fb = 330 0 psi Fc° = 510 psi ECCENTRIC fb = 0 0 psi - 1 AMPLIF.FACTOR = 1.005 1.000 fc = 28 psi i i fc 1 2 4. fbx + AMP[ECC.fbx] fby +AMP[ ECC. fby� F"c Fb"xr 1 - F fc cEx] Fb"y r1 -(F'fc cEyI i fbxFbE+ECC.fbx J l l J 1- p + 0.31 + 0.00 = 0.32 1 t DEFL = 0.096 in. HFFMIFJK =L/ 999 -* • Pt.? La p!f B,-0' if 1,1-44 j F1: ' aI�R F= I re1t III 179 1 'Iit EtI ,o• ice• y' or° : oK ✓ 5 ds : (91x - ; SCL WALL L (32x K- k Co ran:cd lo...J Partl '. 230 \ f 26,sf(1'$/L)1, -r2le 4) (cram oro5 9030 ('! Ps+ 3 — No 5 (e1% µ- DI.` bittif r}'-0" _ e•_o" _ Lt. = kalif i i i f iy — 4 1 t — i II Q" - L ---- ! L _e Jr 4 O" 3-'34a 4 O' 7 -1 V V 1 _._ tS y f ftLL 5 - GK t4 2113 f pc of W ALL 6 — fatal : s e- Lk . W( oK ✓ J Cva.)-tdr) • Sft wisf-LL b 2 Cwles- antaC Q)tx K') —5Ltat • 244 `I-t — 8.1 @ 4...p.C. Moc- lib( 3-$')(r) _) 1418"41" ' MF = 2/3(130 ( 3-8/i) _ (2U ..) T=L_ 18a3 Is. .3 STNDto halms-1 S ) 5/81' A.B. @N8"0-c. s Pt.". 113 flf • �t LL ° `iO3 elf /G.t. ao rr ;' �y- - - - traILLI �I II - iI I ;1 ' I I 11 1 1 Plc, II - I I lI .�. 1' I ;LI PI:. F1 i I *1� r / :I rn .. iM L G Ii p' i{ I i, I. 1 y--- 1 Jr-- =m;1 ! � /�'"= NI 1P rz i1 Iggr—�__��ry1I 41 C-�L- JL.., ..nAL JIIL. _1!L ,.L r` JL Jj 104IW' •.. {,.a• ` r0._7%• -c,C• jI g-101,ci" } 11I 9 Na 1I o Cort ,L4 (Jrd b^ (an.. ; �7 76 tlf ) - ( ii, ,f ) + p 0,57 < 1-0 oK ✓ 400u Qlf 0 `cf y ` oQ-3 • AXI';-( - 3-76(9/t) ' nsLU 6) ix 4v.:, C�.I,.d ) r"`,�-- u (4��C) Sz(1f(8%J Nib" 4- () Lx kw) ow-il<r -kr•ss no, : 2O o s " (2)7 OK to or (L) 2.... 4r:" In;1/4je,"‘ -.- (j.i befit r.: sn I-Jr s s —511ur : tot p" - 8deb^ o.c, a i 1 'IQ Mort lot ( 3,9')CS") - 31$tn AK= 2/3( too) ( ilt) ' 507 "ft- 1 h -> T G ` kJCse- No hJtiow.s I —5f8" 91 ,4.8. € qF' o-c, 4 4 w 'LOCATION : Wall 7 jamb studs : wOoD>coLUMN ANALYSIS . AXIAL LOAD = 1152 lbs :PROPERTIES.- ' . _: X-AXIS Y-AXIS : Fe 800: psi : ECCENTRICITY = 0 0 in. SIDE LOAD (S.L) = 0 0 lbs ,fib: .:= . 675.- psi a.: ECCENTRICITY = 0 0 in. Lu BELOW S.L. = 0 0 ft. E _ :IP00 ksi .:..' TRANSV. MOM. = 416 0 lb-ft K = 1 1 UNBR. LENGTH = 8.0 1.0 ft. lu factor = 1.63 1.63 (UNIF.LOAD( ADJUST. FACTORS SPECIES = HF (DF,HF, GL, ML,TS, PLM) GRADE = stud (#1,#2, Stud) NOMINAL WIDTH = 2 in. CD = 1.60 NOMINAL DEPTH = 6 in. Cfu = 1.15 #MEMBERS = 2 LOF = 1.60 Cf(Fb) = 1.00 BOT PL SPECIES = HF Cf(Fc) = 1.00 X-AXIS Y-AXIS Ps = 0 0 lbs • le = 53 165 in. Rb = 6 4 FbE = 16,438 32,173 psi c = 0.8 Fb* = 1,080 1,080 psi CL = 0.997 1.000 . Fb' = 1,076 1,242 psi _ — -" Kiehl = 17.5 4.0 Fc* = 1280 psi ecc.fc = 70 70 psi FcE = 1,187 22,605 psi Cp = 0.40 S = 15.1 8.3 inA3 TRANSVERSE fb = 330 0 psi Fc' = 510 psi ECCENTRIC fb = 0 0 psi AMPLIF. FACTOR = 1.014 1.001 fc = 70 psi fc 12 fbx + AMP[ECC.fbx] fby + AMP( ECC. fby3 + + < 1.0 (F"c Fb"x 1 - fc Fb"y 1 - fc {fbx+ECC.fbx ]) . F'cEx, C �F'cEy, l FbE • 0.02 + 0.33 + 0.00 = 0.34 DEFL = 0.096 in. ' #ENE = L/ 999 ?la 1 DI.=6➢4 r iI.= Iezelf 6' 1 ._ 1 � ,i ' i {1 III_IIII _ i1 J. l..— — y. Al-id 1 L_ C S ' ho' coQau}V ' 17lo ell > 2,3ot'F .> arL ,54-1 -1 : 0)Lx te-1^ is Sec wM�1 01 Lx Kt talcs, — SV..0 } 153 t1C — 84€ 4 'o.c, . MoT ° 153 ( 1° ' )CY')° 121,40 { Mq t" V1 ( too) t 113%) ` 3 333 Ka NoLOowlrs ‘„a1 ti z+ ' ail a-= Pr( aw lS U f(�.f, N y3t If u ---- 1 1 F , 111 1 _; ib-Wy - Gtfatr 40`SS P1m z Z400 M "•' (2 Zx OK✓ — 000. Sods ( 3' pit) U'bt }n:•. �) Zlc Kx«.i - r r 109 ett — Od 1. (ono,c, - MOT - IOM ( 4i)(8.)= 3328"f+ Mt = via 010) 414) 587' (43 J rf , Pa Ili o(ao- kS .. T A.S. € N8"o.c. 4 r-t r DL- 68plc b,-,' R�- pelt 1 I In LI,- 9/1!If 3 c„,� ir3i sc N 1�'� {`. N _.I r. I Nil N " I V I I :we' IV-214" 21-141. I 41,°• 7 a i> ,L_ _ I A__!_ Lkp Wk1.1S 3:N oTuER MIEcfof TO (7ZJE't2,)la" oN EAcY SLOE of GARA&E ( STrCK fRA14EwfLL.S' - wAU,s To 5yc9y • Foy. 514 1;R -5SP -.AAr+6 ST„os : Mit;I - Z3o err( Is'2X) _ 7093s N r (2) zx fhw = 26t1+(11,4-) z37?IT( $ /E) ` l89' #ft5 o) 2x kti.;5. - SHcAt '. 233 gIc a 7/is: os3 w)%4 M1a;-1L Q. Le o.c. F.96E and 2"o•C. EIgt.P ( corci4/ r 3zbelf) w' MEn-Ftg _' wawa 'b BE bet, I1Fe ib" o.C. REpactsoN —W ALL It Star , RYA Ql7 `ad e1ai*"o .c. MoT` 332444 MF ' y/3(zoo QIC)( yt/c) _ low" - 9 - 5Jg" 0 li-' taw " U.C. -= ' v LoCATION : Wall 10 jamb studs WOOD`:COLUMN ANALYSIS • • AXIAL LOAD = 2093 lbs PROPERTIES X-AXIS Y-AXIS :. 'Ft'.: _';-: 1100 psi ECCENTRICITY = 0 0 in. SIDE LOAD (S.L) = 0 0 lbs :', Pb. -= 675 ',psi.; ECCENTRICITY = 0 0 in. Lu BELOW S.L. = 0 0 ft. E.:; :: . 1200 : Ksi '; TRANSV. MOM. = 1,893 0 lb-ft K = 1 1 Emit,.: = :'_3:: 440 ksi : UNBR..LENGTH = 8.0 1.0 ft. lu factor = 1.63 1.63 (UNIF.LOAD( ADJUST. FACTORS SPECIES = HF (DF, HF, GL, ML,TS, PLM ) GRADE = stud (#1,#2, Stud) NOMINAL WIDTH = 2 in. CD = 1.60 NOMINAL DEPTH = 6 in. Cfu = 1.15 #MEMBERS = 3 Cr = 1.15 LDF = 1.60 Cf(fb) = 1.00 BOT PL SPECIES = HF Cf(Fc) = 1.00 X-AXIS Y-AXIS Ps = 0 0 lbs le = 69 170 in. Rb = 4 5 FbE = 28,149 20,881 psi c , = 0.8 Fb* = 1,242 1,242 pSi CL = 0.998 1.000 Fb' = 1,239 1,428 psi K*Ie/d = 17.5 2.7 Fc* = 1280 psi ecc.fc = 85 85 psi FcE = 1,187 50,861 psi Cp = 0.40 S = 22.7 18.6 inA3 TRANSVERSE fb = 1,001 0 psi Fc' = 510 psi ECCENTRIC fb = 0 0 psi AMPLIF.FACTOR = 1.017 1.000 fc = 85 psi ( +fc 2 fbx+AMP[ECC.fbx, fby + AMP( ECC. fby3 + <_ 1.0 F"c Fb"x 1 - fc Fb"y 1 - fc fbx+ECC.fbx ( F'cEx, ( (F'cEy) ( FbE 0.03 + 0.87 + 0.00 = 0.90 DEFL = 0.291 in. <;;:.;;<::.>:.. ....:. .:.:::::::-.:.:,..::::._.:::._..::..::::::.: ,....:...: ,:: ... .. .......:. . .._...... =L/ 329 " ia- Olt. Vat m: e•-on L = -y2 q! II J x II !I N '3� N t I �7 J JI $'-.^..? ! 3-2)V t — 12'W4' 214:. kcr\L_.. 12. - qwt a b1 (7,=Q«h-c4% — 5k¢ar 153 ckk - 84Q b"c.L. Mop- t53( 5.9 ')( ) " 72.ZL`'4r Mt._ 2/1 ( Iw ( 54) = 1116o'4 -� T=C • to2 1 i '' SYHD !O (aN (' Seehe; afily) -% t AS C y8" 0 .G. A Y VS REPORT' ESR-10063 Issued November 1, 2003 This report is subject to re-examination in one year. Business/Regional Office•5360 Workman Mill Road,Whitrer,California90601 •(562)699-0543 ICC Evaluation Service, Inc. Regional Office•900 Montclair Road,Suite A Birmingham,Alabama 35213 •(205)599-9800 www.icc-es.or0. Regional Office•4051 West Hossmoor Road,Country Club Hills Illinois 60478•(708)799-2305 DIVISION:06—WOOD AND PLASTICS 1-0 EVALUATION SCOPE Section:06120—Structural Panels Compliance with the following-codes: DIVISION:07—THERMAL AND MOISTURE PROTECTION • 2000 International Building Code®(IBC) Section:07210—Building Insulation • 2000 International Residential Code®(IRC) Section:07220—Roof and Deck Insulation • 2002 Accumulative Supplement to the International REPORT HOLDER: Codes TM a BOCA®National Building Code/1999(BNBC) AFM CORPORATION • 1999 Standard Building Code®(SBC) 211 RIVER RIDGE CIRCLE,#102 BURNSVILLE, MINNESOTA 55337 . 1997 Uniform Building Code TM (UBC) www.r-control.com • 1998 International One-and Two-Family Dwelling Code® afmAr-control.com (I1&2) EVALUATION SUBJECT: Properties evaluated: R-Control®EPS Boards. R-CONTROL® EPS BOARDS, R-CONTROL® PERFORM • Surface burning characteristics GUARD® EPS BOARDS, R-CONTROL®®TRUCTURA® • Thermal performance(R-values) INSULATED PANELS, AND R-CONTROL® FIRERESIST STRUCTURAL INSULATED PANELS • Attic and crawl space installation R-Control®Perform Guard®EPS Boards: ADDITIONAL LISTEES: • Surface burning characteristics R-Control®EPS Boards, R-Control®Perform Guard®EPS ■ Termite resistance Boards, R-Control® Structural Insulated Panels and R- • Thermal performance(R-values) Control®FireResist®Structural Insulated Panels: R-Control®Structural Insulated Panels ACH FOAM TECHNOLOGIES,LLC • Structural BIG SKY INSULATIONS, INC- • Fire-resistance-rated assemblies BRANCH RIVER PLASTICS,INC. R-Control®FireResist®Structural Insulated Panel: FLEXIBLE PACKAGING COMPANY ■ Structural NOARK ENTERPRISES, INC. • Fire-resistance-rated assemblies • Thermal barrier TEAM INDUSTRIES, INC. 2.0 USES R-Control® Structural Insulated Panels and R-Control® 2.1 R-Control®EPS Boards: FiroResist®Structural Insulated Panels: R-Control®EPS boards are used as nonstructural insulation CHAPMAN BUILDING SYSTEMS in buildings of any construction, and in approved single-ply membrane roof-covering assemblies. R-Control® EPS Boards and R-Control® Perform Guard® 2.2 R-Control®Perform Guard®EPS Boards: EPS Boards: R-Control® Perform Guard® EPS boards are used as the KNAUF USA POLYSTYRENE INC. expanded polystyrene (EPS) core material for R-Control® Structural Insulated Panels and R-Control FireResist PACIFIC ALLIED PRODUCTS,LTD. Structural Insulated Panels,and as nonstructural insulation in buildings of any construction.The boards are termite-resistant POLY-FOAM INC. and are permitted to be installed below grade in accordance THERMA FOAM,INC. with this report. *Revised November 2006 F$REPORTS" are not to be construed ac representing aesthetics or any other attributes not specifically addressed,nor are they to be construed ac an endorsement of the subject of the report or a recommendation for Its use There is no warranty by ICC Evaluation Service,Inc.express or implied,as to any ANSI finding or other matter in this report,or as to any product covered by the report llM�� Y Aleiteenattsifteffi. m mmcvicemc nux Copyright O 2006 Page 1 of 15 Page 2 of 15 ESR-1006 • 2.3 R-Control°Structural Insulated Panels: installed in accordance with the manufacturer's published R-Control®Structural Insulated Panels are used as structural installation instructions and this evaluation report insulated wall, floor and roof panels in buildings of any The manufacturer's published installation instructions and construction. this report shall be strictly adhered to, and a copy of the 2.4 R-Control°FireResist®Structural Insulated Panels: instructions shall be available at all times on thejobsite during ® ® installation. The installation instructions within this report R-Control FireResist®Structural Insulated Panels are used govern if there are any conflicts between the manufacturer's as structural insulated wall,floor,and roof panels in buildings instructions and this report of any construction without a thermal barrier 4.2 R-Control®EPS Boards: 3.0 DESCRIPTION 4.2.1 General:R-Control®EPS boards shall be attached to 3.1 R-Control®EPS Boards: supports in a manner which will hold the insulation securely R-Control® EPS boards are molded, closed-cell, expanded in place polystyrene boards. The boards are manufactured at The boards are permitted to be used as exterior perimeter minimum densities of 0.90, 1.15, 1.35 and 1.80 pcf insulation around concrete slab edges,foundation walls,and (14.4,18.4, 21 6, 28.8 kg/m ). The designations for each crawl spaces, and under flat concrete slab on grade density are Type I, Type VIII, Type II, and Type IX. The construction. The boards are also permitted to be used as products comply with ASTM C 578. See Table 1. interior wall sheathing and general insulation; as roof R-Control® EPS boards with a maximum thickness of 6 insulation when listed as a component of a roof-covering inches(152.4 mm)have a flame-spread index not exceeding assembly in a current ICC-ES evaluation report,in any EIFS 25 and a smoke-development index not exceeding 450 when system when listed as a component of the system in a current tested in accordance with ASTM E 84 ICC-ES evaluation report; and in other proprietary wall 3.2 R-Control®Perform Guard®EPS Boards: systems recognized in a current evaluation report. R-Control® Perform Guard EPS boards are molded, The EPS boards shall not be used structurally to resist closed-cell,expanded polystyrene boards treated for termite transverse,vertical or in-plane loads The boards shall not be resistance. The boards are manufactured at a minimum used as exterior stud wall bracing. Wall bracing shall be density of 0.90 pcf(14 4 kg/m3) The products comply with provided in accordance with the applicable code. ASTM C 578. The boards include a borate additive in the The EPS boards shall not be used as a nailing base for foam to provide termite resistance. The boards are used as exterior siding materials.All nailing shall be made through the nonstructural insulating sheathing and foundation insulation maximum 11/2-inch-thick (38 mm) sheathing into the wall (as described in Section 4. 3), and as core material for studs. R-Control®Structural Insulated Panels (in accordance with In areas where the probability of termite infestation is very Section 3.3 of this report)and R-Control FireResist®Structural heavy and when foam plastic insulation is used with wood Insulated Panels(in accordance with Section 3 4) construction,the foam plastic shall be installed in accordance R-Control® Perform Guard EPS boards with a maximum with Section R324.4of the lRC,or Section 2603.3of the SBC, thickness of 6 inches(152.4 mm)have a flame-spread index or Section 323.4 of the 11&2 not exceeding 25 and a smoke-development index not 4.2.2 Special Use-Attics and Crawl Spaces:R-Control® exceeding 450 when tested in accordance with ASTM E 84. EPS boards with a 2-inch(50.8 mm)maximum thickness and 3.3 R-Control®Structural Insulated Panels: a 2 0 pcf (32.04 kg/m') nominal density, and a maximum R-Control®Structural Insulated Panels are factory-assembled, thickness of 4 inches(102 mm)and a nominal density of 1 pcf engineered-wood-faced,structural insulated panels with EPS (16 02 kg/m ), are permitted to be installed exposed in attics foam plastic as the core material.The panels are intended for and crawl spaces without the ignition protective coverings use as load-bearing or nonload-bearing wall, roof, and floor listed in Section 2603 4.1.6 of the IBC,Section R318.3 of the IRC,Section2603.5.16of the SBC,Section26034.14ofthe components The R-Control® Structural Insulated Panels consist of two layers of minimum 7/m inch-thick (11.1 mm) BNBC,Section 2602 4(Exception 4)of the UBC,and Section oriented strand board (OSB) facings complying with DOC 317.3 of the I1&2, under the following conditions PS2-92.The EPS core material is minimum 0.95 pcf density • Entry to the attic or crawl space is limited to service (15 22 kg/m3), flame-modified polystyrene foam plastic ofutilities insulation board, identified as R-Control® Perform Guard® • There are no interconnected attic or crawl space areas. EPS. Panel core thicknesses range from 31/2 through 111/, • Air in the attic or crawl space is not circulated to other parts inches(88.9 mm to 285.8 mm). The facing is bonded to the of the building. EPS core with high-quality structural-grade adhesive and cured under factory-controlled conditions.The panels vary in • Ventilation of the attic or crawl space is provided in width from 4 feet to 8 feet(1 2 m to 2.4 m)and in length from accordance with the applicable code,and combustion air is 8 feet to 24 feet(2.4 m to 7.3 m). provided in accordance with the applicable mechanical 3.4 R-Control®FireResist®Structural Insulated Panels: code. R-Control® FireResist® Structural Insulated Panels are 4.3 R-Control®Perform Guard®EPS: identical to the R-Control® Structural Insulated Panels 4.3.1 General:R-Control®Perform Guard®EPS boards shall described in Section 3.3, except that one face of the OSB be attached to supports in a manner which will hold the board has a minimum 0.060-inch thickness of fiber-reinforced insulation securely in place.The boards shall be covered on inorganic coating applied to the OSB to provide a 15-minute the interior of the building by an approved 15-minute thermal thermal barrier. barrier. 4.0 INSTALLATION The boards are permitted to be used as exterior perimeter 4.1 General: insulation around concrete slab edges,foundations walls,and crawl spaces, and under flat concrete slab on grade R-Control® EPS boards, R-Control® Perform Guard® EPS construction. See Section 4.3.2. The boards are also boards, R-Control® Structural Insulated Panels, and permitted to be used as interior wall insulation and general R-Control® FireResist® Structural Insulated Panels are insulation;in insulating concrete form systems when listed as Page 3 of 15 ESR-1006 a component of the system in a current ICC-ES evaluation methods shall be in accordance with the manufacturer's report; in other proprietary wall systems recognized in a recommendations subject to approval by the local code current evaluation report, and as the core material for official R-Control Structural Insulated Panels and R-Control 4.4.2.3 Interior: Panels shall be covered on the interior of FireFinish Structural Insulated Panels when installed as noted the building by an approved 15-minute thermal barrier. in Sections 4 4 and 4 5 R-Control® Perform Guard® EPS shall be installed in 4.4.3 One-hour Fire-resistance-rated Roof-ceiling combination with Do-All-Ply®. Assemblies—R-Control® Structural Insulated Panels: R-Control Structural Insulated Panels, with a minimum 4.3.2 Special Use—Wood Construction in Areas of Very 31/2-inch-thick(88.90 mm)EPS core and 7/is-inch-thick(11.11 Heavy Termite Infestation: R-Control Perform Guard®EPS mm) OSB on each face, are permitted to be used as boards are termite-resistant and are not restricted under components of the following UL design assemblies Section R324 4 of the IRC, Section 2603 3 of the SBC, or 4.4.3.1 (See Figure 1): Restrained Assembly Rating, 1 Section 323.4 of the 11&2. Hour; Unrestrained Assembly Rating, 1 Hour: 4.4 R-Control®Structural Insulated Panels: 1. Wood beam. Minimum 4'/2-inch-wide-by-972-inch-deep Each structure built using R-Control® Structural Insulated (114 mm by 241 mm)wood beam,spaced in accordance Panels and R-Control®FireResist®Structural Insulated Panels with the applicable code shall be designed by a registered design professional. 2. Roof covering: Consisting of hot-mopped or Drawings shall be provided that bear the design cold-application materials compatible with the AFM professional's registered stamp or seal when application is R-Control panels that comply with the code as Class A, B made for a building permit. Such drawings shall contain or C roof coverings. For hot-mopped applications,a base specific instructions with regard to connections,erection,and ply is required. installation of the panels,and shall be available at all times on the jobsite during installation. In lieu of the item described immediately above, a roof covering consisting of a single-ply roofing membrane that For jurisdictions enforcing the IRC,the structural insulated is either ballasted, adhered or mechanically attached is panels shall be designed in accordance with the IBC permitted under the membrane manufacturer's current The R-Control®Structural Insulated Panels and R-Control® ICC-ES evaluation report. FireResist®Structural Insulated Panels are connected to each 3. AFM R-Control®Panels Minimum 3i/zinch-thick-core(89 other at the panel edges through the use of splines. The mm)panels,with minimum 7/,s inch-thick(11.1 mm)OSB splines are field-coated with Do-All-Ply®adhesive/sealant and facings. fastened with 8d box nails at 6 inches(152.4 mm)on center, 4. Side plates Nominal 2-inch-thick wood members, or an approved equal. installed in each side joint of the AFM R-Control panels, The top and bottom plates of the panel are dimensional and fastened through the OSB panels with 8d common wood plates sized to match the core thickness and installed nails spaced 8 inches(203 mm)on center. with Do-All-Ply®and fastened with 8d box nails at 6 inches End plates:Nominal 2-inch-thick wood blocking installed (152.4 mm) on center, or an approved equal. Do-All-Ply® in each end joint, and fastened through the OSB panels adhesive/sealant is applied along the base plate prior to the with 8d common nails spaced 6 inches (152 mm) on panel placement. center In jurisdictions enforcing the IBC and the IRC, use of the 5. Gypsum wallboard: Minimum 5/0 inch-thick (15.9 mm), panels as shear walls(racking shear)is limited to structures 4-foot-wide (1219 mm) panels complying with ASTM C in Seismic Design Categories A, B and C 36-92(IRC:ASTM C 36-97)as Type X are installed in two 4.4.1 Allowable Structural Loads for Panels: Allowable layers with the long dimension perpendicular to the wood axial, transverse, racking, header, and diaphragm loads are beams. The inner layer is attached to the panels using noted in Tables 2 through 9 For loads greater than those 1'/4-inch-long(31.7 mm),Type S,buglehead steel screws specified in Tables 2 through 7 and Table 9, the specific spaced 8 inches(203 mm)on center along the joints and condition shall be framed by other methods to meet in rows spaced 16 inches(406 mm)on center,located 1/2 applicable code requirements inch (12.7 mm) from the edges. The joints of the inner layer of the wallboard must be staggered from the joints Openings in the wall panels shall be limited to 48 inches of the panels The outer layer is attached to the panels (1219 mm) in width and to the allowable loads specified in using 2-inch-long (51 mm), buglehead steel screws Table 8. For openings greater than 48 inches (1219 mm), spaced 8 inches(203 mm)on center along the edges and loads shall not exceed the those indicated in the header load located'/4 inch(19.1 mm)from the edge,and in rows 12 design chart or shall be framed to meet current requirements inches (305 mm)on center in the field. The joints of the in the applicable code. outer layer must be staggered from the joints of the inner 4.4.2 Panel Cladding: layer.For beams,two layers of5/9inch(15.9 mm)gypsum 4.4.2.1 Roof CoverinThe roofshall comply with wallboard are fastened to the wood beam using covering 1 /;inch-long(31.8 mm),Type S,buglehead steel screws the applicable code. Underlayment and flashing shall be spaced 8 inches(203 mm)on center,with the outer layer installed in accordance with the applicable code. Roofs with fastened to the wood beam using 2-inch-long (51 mm), hot-asphalt or hot-coal tar pitch are prohibited. Type S, buglehead steel screws. 4.4.2.2 Wall Covering: Panels,at the time of their erection 6. Joint system- Outer wallboard joints are covered with and placement, shall be covered on the exterior by a paper tape and joint compound.Screw heads are covered water-resistive barrier as required by the applicable code with joint compound Under Section 2510.6 of the IBC and Section 2506.4 of the 4.4.3.2 (See Figure 2): Restrained Assembly Rating, 1 UBC, when exterior plaster is applied over wood-based Hour;Unrestrained Assembly Rating,1 Hour: sheathing,the water-resistive barrier shall include two layers of Grade D paper. The exterior of the wall panels shall be 1. Steel joist: Type 10K1, minimum size, designed, covered with an approved exterior wall covering Installation constructed and installed in accordance with the standard • Page 4 of 15 ESR-1006 specification for steel joists, K Series, LH Series, DI H minimum 31/2-to maximum 51/2-inch(88.90 mm to 139.7 mm) Series and Joist Girders, 1994, as referenced in Section EPS core and 7/,5-inch-thick (11.1 mm) OSB facings are 2206 of the IBC, Section 2221 of the UBC, or Section installed with top and bottom plates attached to the OSB 2205 of the SBC and the BNBC facings with 12d common nails spaced 12 inches(304.8 mm) 2. Roof covering: Consisting of hot-mopped or on center. The panels are covered with two layers of cold-application materials compatible with the AFM 5/2-inch-thick(15.88 mm),Type X gypsum wallboard on each R-Control Panels that comply with the applicable code as face. Where the panels are exposed to the exterior, the Class A, B or C coverings For hot-mopped applications, exterior side shall have5/8-inch-thick (15.9 mm), Type X, a base ply is required water-resistant core gypsum sheathing complying with ASTM C 79, instead of the gypsum wallboard. The gypsum In lieu of the item described immediately above,a roof wallboard is installed vertically, with all joints staggered 16 covering consisting of a single-ply roofing membrane that inches (406 4 mm) on center. The first layer of gypsum is is either ballasted, adhered or mechanically attached is secured with 15/6-inch-long(41.28 mm)and the second with permitted under the membrane manufacturer's current 2-inch-long(50.8 mm),bugle head self-tapping screws,each ICC-ES evaluation report. spaced 12 inches(304.8 mm)on center along the perimeter 3. AFM R-Control Panels: Minimum 31/2-inch-thick-core(89 and 24 inches (609.6 mm) on center in the field. The joints mm)panels with minimum'/,s inch-thick(11 1 mm)OSB are taped and the nails are covered with joint compound.The facings wall is limited to 9 feet (2.70 m) in height and a maximum superimposed allowable bearing load of 1,800 plf(26 269 02 4. Spline.Nominal 4-inch-wide-by-'/16 inch-thick OSB spline N/m) installed between the AFM R-Control panels in accordance with spline detail SIP-102 shown in Table 4. 4.4.4.2 One-hour Fire-resistive-rated Bearing Wall: One-hour fire-resistive-rated with a 5 /z inch(139.7 mm)EPS End plates Nominal 2-inch-wide wood blocking installed core and 7/16 inch (11 11 mm) OSB skins. The EPS core is in each end joint and fastened through the OSB panel recessed 11/z inches(38 1 mm)along the edges of the panels with 8d common nails spaced 6 inches (152 mm) on (along the bottom and both sides), and 3 inches (76 2 mm) center along the top, to allow for the installation of nominal 2-by-6 5 Metal lath: Diamond mesh, 3/8-inch (9.5 mm) expanded wood studs (No. 2 hem-fir), bottom plate, studs and double galvanized steel lath weighing 3.4 pounds per square yard top plates. Double studs are assembled together with 16d (1 3 kg/m2), complying with Section 2505 3 of the UBC coated sinker nails. spaced 24 inches(609.6 mm)on center (IBC/IRC: ASTM C 847-97) The lath is secured to one and staggered along the stud length. The double studs are side of the joist using No. 20 SWG steel tie wire located installed in the recesses between adjoining panels and at the mid height of every other web member.Additional secured to the OSB with 6d common nails, spaced 6 inches lath is installed on the bottom surface of building units and (152.4 mm)on center,after the surfaces have been caulked, secured by means of 1-inch-wide-by-11/2-inch-long(25.4 with R-Control Structural Building Panel Seal Latex mm by 38 mm) staples spaced 7 inches (178 mm) on All-Purpose Caulk,to be in contact with the EPS core.A gap center. of /e inch (3.18 mm) is left between adjoining edges of the OSB panel facers The single bottom plate is secured to the 6. Spray-applied fire-resistive materials:The material is Type OSB with 6d common nails spaced 6 inches (152 mm) on DC-F,recognized in ICC-ES reports ER-1244 and 9423E. center, and to each wood stud with two 16d coated sinker Type DC-F is prepared and applied to wetted surfaces of nails, after the surfaces have been caulked, with R-Control steel joists, to the bottom surfaces of the AFM R-Control Structural Building Panel Seal Latex All-Purpose Caulk,to be Panels, and to metal lath, all of which are made free of in contact with the EPS core.The first top plate is secured to dirt, oil or loose scale by spraying with water, to achieve each stud with twol6d coated sinker nails, after the surfaces a minimum 21/4-inch (57 mm) thickness. The specified have been caulked,with R-Control Structural Building Panel fiber density requires a minimum individual fiber density Seal Latex All-Purpose Caulk, to be in contact with the EPS of 11 pcf(176 kg/m3). For areas in which the fiber density core. The second top plate is installed over the first and is between 10 and 11 pcf(160 and 176 kg/m3), the fiber secured to the OSB with 6dcommon nails spaced 6 inches thickness must be increased in accordance with the (152.4 mm) on center, and to the first top plate with 16d following formula: coated sinker nails,spaced 16 inches(406.4 mm)on center, 11(Design Thickness,inch) and staggered along the top plate length. Thickness, inch= Electrical chases, 11/2 (38.1 (Actual Fiber Density,pot) inches mm) in diameter, are permitted to be installed horizontally in the wall, 16 inches (406.4 mm) and 45 inches (1142 mm) above the bottom of For SI:Thickness, mm = 176(Design Thickness, the wall. (Actual Fiber Density(k9)) 3/8-inch m The panels are covered with one layer of (15.88 mm) Standard Gypsum Co. Type SG-C gypsum fire-rated wallboard on each face, and secured to the OSB with PC cupped-head drywall nails, 15/8 inches (41.28 mm) long, Fiber density must not be less than 10 pcf(160 kg/m3). For spaced 8 inches(203 2 mm)on center along the perimeter of method of density determination,refer to UBC Standard 7-6, the wallboard and 12 inches(304.8 mm)on center vertically or Section 1704 11 of the IBC, or Section 1705.12 of the and 16 inches(406.4 mm)on center horizontally in the field BNBC, or Section 1709 of the SBC. Other installation and of the board.The joints of the wallboard are treated with joint inspection requirements are described in ICC-ES reports compound and paper tape. The nails are covered with joint ER-1244 and 9423E. compound.The wall is limited to 10 feet(3 m)in height and a superimposed allowable bearing load of 2,200 plf (32 4.4.4 Fire-resistance Wall Assemblies-R-Control® 107N/m). Structural Insulated Panels: 4.5 R-Control FireResist®Structural Insulated Panels: 4.4.4.1 One-hour Fire-resistance-rated Bearing Wall R-Control FireResist Structural Insulated Panels are Assembly: R-Control Structural Insulated Panels with permitted to be installed in the same manner as the R-Control Page 5 of 15 ESR-1006 Structural Insulated Panels (See Section 4 4.) When the 5.9 R-Control®Structural Insulated Panels and R-Control® inorganic coating is oriented to the interior of the building,the FireResist®Structural Insulated Panels fabricated with R-Control FireResist Structural Insulated Panels do not EPS foam cores with thicknesses of 71/4, 91/,and 111/4 require a supplemental thermal barrier. inches(184 15, 234.95 and 285.75 mm)are used only R-Control FireResist Structural Insulated Panels use as roof panels R-Control Perform Guard EPS as the termite-resistant core 5.10 In jurisdictions that have adopted the SBC, the 11&2, material. See Section 4.3. and the IRC,when use is in areas of very heavy termite 5.0 CONDITIONS OF USE infestation,the bottom of R-Control®Structural Insulated Panels and R-Control FireResist® Structural Insulated The R-Control®EPS Boards,R-Control®Perform Guard®EPS Panels shall not be less than 6 inches(153 mm)above Boards, R-Control® Structural Insulated Panels, and finish grade,and the panels shall not be installed below R-Control® FireResist® Structural Insulated Panels as grade or in contact with earth.See Section 2603.3 of the described in this report comply with or are suitable alternates SBC, Section 323 1 of the 11&2,and Section R324 4 of to what is specified in the codes specifically listed in Section the IRC. 1.0 of this report, subject to the following conditions' 5.11 R-Control EPS Boards, R-Control Perform Guard®EPS 5.1 R-Control® EPS Boards, R-Control® Perform Guard® Boards, R-Control® Structural Insulated Panels and EPS Boards,and R-Control®Structural Insulated Panels R-Control Fire Resist®Structural Insulated Panels shall shall be fully protected from the interior of the building not be used as an integral part of a fire-rated assembly by an approved 15-minute thermal barrier,except for: unless test reports substantiating their performance are • R-Control®EPS Boards as permitted in Section 4 2.2 submitted to the code official when application is made of this report for a permit.R-Contr®1 Structural Insulated Panels and R-Control Firekesist® Structural Insulated Panels are • R-Control®FireResist®Structural Insulated Panels as permitted to be used in fire-resistive assemblies when permitted in Section 4.5 of this report. installation is as described in Sections 4.4.3 and 4 4 4 5.2 When R-Control® EPS Boards are used with wood of this report. construction, see Section 4.2 of this report. 5.12 Heat-producing fixtures shall not be installed in the 5.3 R-Control®EPS Boards and R-Control®Perform Guard® panels unless protected by a method approved by the EPS Boards shall not be used as structural sheathing. code official or documented in test reports prepared by Walls on which the boards are applied shall be braced an approved testing laboratory.This limitation shall not in accordance with the applicable code. be interpreted to prohibit heat-producing elements with suitable protection. 5.4 When R-Control®EPS boards and R-Control®Perform Guard® EPS Boards are used in Type I, II, Ill or IV 5.13 In jurisdictions enforcing the IBC and the IRC,use of the (noncombustible) construction, the boards shall be panels as shear walls (racking shear) is limited to installed in accordance with a separate, current structures in Seismic Design Categories A, B and C. evaluation report or the installation shall be justified to 5.14 The products are manufactured by the listees at the the satisfaction of the building official locations specified in Table 10 under a quality control 5.5 R-Control®EPS Boards and R-Control®Perform Guard® program with inspections by Underwriters Laboratories EPS Boards shall not be used as nailing bases for Inc. (AA-668) exterior siding materials 6.0 EVIDENCE SUBMITTED 5.6 Each structure built using R-Control® Structural 6.1 R-Control®EPS Boards: Insulated Panels and R-Control®FireResist®Structural Insulated Panels shall be designed by a registered Data in accordance with the ICC-ES Acceptance Criteria for design professional.Construction documents,including Foam Plastic Insulation(AC12),dated June 2006, and a test engineering calculations and drawings providing floor report on crawl space comparative fire testing with plans, window details, door details, and connector independent engineering analysis. details, shall be submitted to the code official when 6.2 R-Control®Perform Guard®EPS Boards: application is made for a permit The individual preparing such documents shall posses the necessary Data in accordance with the ICC-ES Evaluation Guideline for credentials regarding competency and qualifications as Termite-resistant Foam Plastics (EG239), dated November required by the applicable code and the professional 2003; and the ICC-ES Acceptance Criteria for Foam Plastic registration laws of the state where the construction is Insulation(AC12),dated June 2006. undertaken. These documents are not covered by this 6.3 R-Control® Structural Insulated Panels and report. R-Control®FireResist®Structural Insulated Panels: 5.7 Design loads to be resisted b®R-Control® Structural Data in accordance with the ICC-ES Acceptance Criteria for Insulated Panels and k-Control®FireResist®Structural Sandwich Panels (AC04), dated May 2006; and reports of Insulated Panels shall be determined based on the tests in accordance with UBC Standards 7-1 and 26-3,ASTM design loads in the applicable code. Loadings on the E 119 and UL 1715. panels shall not exceed those noted in this report. Calculations demonstrating that the loads applied to the 7.0 IDENTIFICATION panels are less than the allowable loads described in Each of AFM Corporation's R-Control® EPS Boards and R- this report shall be submitted to the code official for approval. Control® Perform Guard® EPS Boards, as described in this report,is marked with the report holder's name(AFM)and the 5.8 R-Control®Structural Insulated Panels,R-Control®EPS plant ID number; the product type; the name or logo of the Boards, R-Control® FireResist® Structural insulated inspection agency(Underwriters Laboratories Inc.); and the Panels and R-Control® Perform Guard® EPS Boards evaluation report number (ESR-1006). Additionally, an shall be used only on buildings of combustible inspection agency certificate, including the flame-spread construction. index, the smoke-developed index, and the thermal- Page 6 of 15 ESR-1006 resistance R-value, is provided with each shipment of the name or logo of the inspection agency (Underwriters insulation boards. Laboratories Inc.); and the evaluation report number(ESR- Each structural insulated panel,as described in this report, 1006) Additionally,an inspection agency certificate,including is marked with the report holder's name (AFM) and plant ID the flame-spread and smoke-developed indices of the foam number; the product name (R-Control® Structural Insulated plastic panel core, is provided with each shipment of panels. Panels or R-Control®FireResist®Structural Insulated Panels); AU AFM plants producing EPS Boards will display the following on each board Short Edge of Beard: eSee Cert.AFM-1 AFM s QC Agency Long Ed e of Board: Type* FCC ES U-I E5 ifitti Plant Identification Number ASTM C 578 Evaluation Types UNIT or IX Report Number TABLE 1—PHYSICAL PROPERTIES PROPERTY TYPE I TYPE VIII TYPE II TYPE IX Density,min.,Ib/ft3(kg/in') 0 90(15) 1.15(18) 1.35(22) 1.80(29) Thermal Resistance,min.,per 1.0 in.thickness 75F.-fe-h/Btu 3.60(0.63) 3.80(0.67) 4.00(0.70) 4 20(0.74) (`K-m'/W) _ Compressive strength @ 10% 10.0(69) 13.0(90) 15.0(104) 25.0(173) del,min.psi(kPa) Flexural strength min.,psi(kPa) 25.0(173) 30.0(208) 35.0(240) 50.0(345) Water vapor permeance of 1.0 in. 5 0 3.5 3.5 2.0 thickness max.,perm Water absorption by total 4.0 3.0 3.0 2.0 immersion,max.,volume% Page 7 of 15 ESR-1006 WALL—UNITY EQUATION This equation is used to determine design suitability.The equation takes into account the ultimate load for a panel subjected to both axial and transverse(bending)conditions: design axial load + design transverse load ` 1 allowable axial load allowable transverse load (See Load Design Table 2) (See Load Design Table 4) TABLE 2—WALL AXIAL LOADING1.2.3®® (See Detail SIP-101) R-CONTROL®STRUCTURAL INSULATED PANELS Panel Height 7/16®OSB Thickness EPS Core Thickness 3112-inch Core 51V2-inch Core 8'-0" 2,750 4,000 10'-0" 2,500 3,500 Axial Load'(plf) 12'-0" 2,000 3,000 14'-0" — 2,750 16'-0" — 2,500 For SI: 1 inch=25.4 mm, 1 foot=304.6 mm, 1 psf=47.9 Pa, 1 plf=14.59 N/m. N/A=not applicable 'Maximum allowable axial load is limited to the loads tabulated for axial condition alone. 'Ultimate failure load divided by a safety factor of 3.0. 'For fire-resistive assemblies,see Section 4.4.4 for axial loading. 'Values based on a maximum height-to-width ratio of 31/2:1. 'See plate connection detail SIP-101 TABLE 3—SHEAR LOADING (See Detail SIP-101) R-CONTROLS STRUCTURAL INSULATED PANELS Panel Height 7116 inch OSB Thickness EPS Core Thickness 31/2 inch Core 5112-inch Core Racking Shear N/A 335 plf 335 plf 'Vertical boundaries(shear walls)require double studs. 1 — u • • .: ,i , { Page S of 15 ESR-1006 TABLE 4—TRANSVERSE LOADING(psf(2'3.4 ` (See Details SIP-102 and SIP-102g) R-CONTROL®STRUCTURAL PANELS I Roof and Wall 7/6-inch OSB Thickness or Floor Panel EPS Core Thickness Span 31/2-inch Core 61/2-inch Core 7'/4 inch Core 91/2-inch Core 111/4-inch Core Deflection L/360 U240 U180 L/360 L/240 L/180 L/360 L/240 L/180 U360 U240 L/180 U360 L/240 U180 T r 4'-0" 65 80' 80' 89 122' 1221 92 136' 136' 107 1361 1361 104 136' 136' a n v 6'-0" 40 531 58 811 811 64 961 96' 75 96' 961 961 73 961 961 e r s 8'-0" 28 401 401 42 611 611 51' 761 761 61 761 761 60 76' 76' e L 0 10'-0" 20 30 32' 32 48 49' 44 641 641 54' 641 641 55 64' 64' a d 12'-0" 15 22 27' 26 38 411 40 56' 561 51 56' 561 55 561 56' (psi) For SI: 1 inch=25.4 mm, 1 foot=304.8 mm, 1 psf=47.88 Pa. NP=not permitted 'Limited to ultimate failure load divided by a safety factor of 3.0. °Floor panels limited to Group R Occupancies. Wall panels have 7'/2-inch maximum core thickness. °See surface spline detail SIP-102 and SIP-102g. , c • - a control coftinuaus fee /' _ �Ir spine Seam (1 1 / \ F-Control S.p Rectory electrical chose , ( 4-Control ; '.� \Oa-NI-Pry . each side, top z oot;om, continuous. ttte , yy .1-I •. I J-� r .. .. • t i.i..- . . _.. 1 i 4 --' i )?r � rw Fasten with Stl nails orJ ' 1# ° r G1m a -4 p• 14 v. 1 1/2" staples 0 6 c c oath sides of ate truce' „, ante t+ 1.00- 'dP.' .090 ri 000 p Joint : iypgolenahsitleoPanel par retarder remen dea ric h^, Pa:n i o of panel when M.01,4,,'f!t Ali_.... ne.a.:.oa4 ^a:. ! n ' SEC.ro.. -Cyr-1/PL4N _ mandated oy code or climatic conditions a ;. uoam.a a-z-oc or_ Page 9 of 15 ESR-1006 TABLE 5—TRANSVERSE LOAD2'3.4 ' (See Details SIP-102d and SIP-108) R-CONTROL®STRUCTURAL INSULATED PANELS Roof,Wall or '/sinch OSB Thickness Floor Panel EPS Core Thickness ' Span 51/2-inch Core 7'/4-inch Core 9'/4-inch Core 111/4-inch Core Deflection U360 U240 L/180 U360 L/240 U180 L/360 U240 U180 L/360 U240 L/180 T 10'-0" 53 79 105' 89 1091 109' 150 1741 1741 1771 1771 1771 r a 12'-0" 40 59 79 65 911 911 111 145' 145' 148' 148' 148' n v 14'-0" 30 45 60 48 72 78' 84 124' 1241 115 127' 1271 e r 16'-0" 24 35 47 ' 37 55 681 65 98 109 89 111 111' s e 18'-0" 19 28 37 28 42 57 51 77 97' 70 99' 991 L 20'-0" 15 22 30 22 33 44 41 61 82 56 84 891 0 a 22'-0" NP NP NP NP NP NP 33 49 66 45 68 81' d (psf) 24'-0" NP NP NP NP NP NP 27 40 54 37 55 74 For SI: 1 inch=25.4 mm, 1 foot=304 8 mm, 1 psf=47.9 Pa NP=not permitted 'Limited to ultimate failure load divided by a safety factor of 3.0 'Roof,wall and floor panels are framed with continuous doubled nominal 2-inch lumber in the spanning direction,spaced 4 feet on center,and single nominal 2-inch lumber at panel ends Lumber is minimum spruce-fire No.2 grade.Panels below heavy line require Douglas fir—larch,No. 2 grade lumber. 'Top facing thickness for floor panels is 3/4 inch,minimum As an option,minimum 7/,6-inch top facing may be overlaid with a minimum'/sinch finish flooring perpendicular to the panels. °See details SIP-102d and SIP-108. Ir \ . tl y11t l_r C D c 1,73 sid^-c •„•a.n _ a.v u..cn. Lin. a: r.. adtV:. �. ' �t„,,,,,,t c. d C-.e /OCr:. a _- - >. Darr I sEc,::vrv`i,.Ah =.:.. as ' o"„«... .. 1 , - �1 Page 10 of 15 ESR-1006 , TABLE 6—TRANSVERSE LOADING33'°'' i. (See Details SIP-102b and SIP-108a) R-CONTROL°STRUCTURAL INSULATED PANELS Roof or Floor 7/15--inch OSB Thickness Panel Span EPS Core Thickness 71/4--inch Core 9'I4-inch Core 111/4-inch Core Deflection U360 U240 U180 L/360 U240 U180 U360 L/240 U180 ' T 10'-0" 811 81' 811 1181 1181 1181 131' 1311 131' r a 12'-0" 63 681 881 98' 881 981 109 109' 1091 n ✓ 14'-0" 49 581 881 73 841 84' 87 931 931 e r 16'-0" 38 51' 51' 55 74' 74' 69 82' 821 s e 18'-0" 30 45' 45' 42 63 65' 55 72 72 0 20'-0" 24 37 401 33 49 59' 45 65 65 d 22'-0" NP NP NP 26 39 49' 37 55 57' (psf) 24'-0" NP NP NP 21 31 41 30 46 481 i For SI: 1 inch=25.4 mm, 1 foot=304.8 mm, 1 psf=47.9 Pa. NP=not permitted. 'Limited to ultimate failure load divided by a safety factor of 3 0. =Panels require continuous wood I-beams installed in the spanning direction spaced 4 feet on center. 'Top facing thickness for floor panels in minimum 3/4 inch.As an option,the minimum 6/16 inch-thick top facing may be overlaid with minimum 7/is-inch-thick finish flooring perpendicular to the panels. °Wood I-joist is SWI-T-34 recognized in ICC-ES legacy report PFC-4801. 'See details SIP-102b and SIP-108a. • • I ' _ Seo _ -.0 li r • .q 'j�. ' It/ r i CY n::a 3!1 t � r .....✓e'>e >+3 n-1t.:5. ,j-C1nCl..a •J`J.N fMC Al t:il4'::nf n):i ,y'� ' ' W 3"„, „,., S:.f... a. d^MTC :.:.n.P.� I o' uuoN "'el .',.f c n cle t'' ;' ce le. e ( n b, tone nr .e r ‘.4 ,„ N v„ m r,¢nF ne.4n.�.. .tmJ SIG_iONJPidli „, LW.,.1_li [vCf :. t i .C.. 1�4iic1'Pii' °L4ti^ 4 . sir.. f.,7 .__ -� .. ._ .. I. . eL ,a '? _ _ n Page 11 of 15 ESR-1006 ., TABLE 7—TRANSVERSE LOADING (See Details SIP-102c and SIP-108b) R-CONTROL®STRUCTURAL INSULATED PANELS Roof or Floor '/16 inch OSB Thickness Panel Span EPS Core Thickness 51/z inch Core 7114-inch Core 9'/4-inch Core 111/4-inch Core Deflection U360 U240 L/180 U360 L/240 U180 U360 U240 L/180 U360 U240 U180 T 10'-0" 76 114 132' 101 151 158' 117 1381 1381 149' 149' 1491 r a 12'-0" 57 79 96' 72 109 1321 88 115' 1151 1241 124' 124' n ✓ 14'-0" 38 57 70' 54 80 107' 68 98' 981 106' 106' 1061 e r 16'-0" 28 42 541 40 61 81 53 80 86' 76 931 931 s e 18'-0" 21 32 42 31 47 62 42 64 641 64 83 83 0 20'-0" 16 24 32 24 36 49 34 51 521 50 741 74' d 22'-0" NP NP NP NP NP NP 28 42 431 40 60 62 (psi) 24'-0" NP NP NP NP NP NP 23 34 361 33 49 521 For SI: 1 inch=25.4 mm, 1 foot=304.8 mm, 1 psf=47.9 Pa. NP=not permitted 'Limited to ultimate failure load divided by a safety factor of 3.0 'Panels require continuous insulated spline beams installed in the spanning direction spaced 4 feet on center. 3Top facing thickness for floor panels is 3/4 inch,minimum.As an option,the minimum'/,s inch-thick top facing may be overlaid with minimum '/cinch-thick finish flooring perpendicular to the panels. °See details SIP-102c and SIP-108b • i , r..o,5 J -Al,—cl t \ Qp. fi' / 1 rt1c 13o-,•,' 11.>oIL .,'.: L= nd^r, r t :Ec. -or 0'• n.1211,1 � corc.,0r. : t"V'ttl J['US'Z..: ~Y: �,t E,,,, ,, ,- LI, .nC.i.o!5 `'F:.':r 11nt.,a7... .n _ _o�- _� _.:r" ?SCImni3i~,FLAY - :.c' R' rl''' Page 12 of 15 ESR-1006 - 0. TABLE 8—WALL-HEADER LOADING (See Details SIP-112 and SIP-114) R-CONTROL'STRUCTURAL INSULATED PANELS2'3'4•s Header Span Header Depth 12 inches 18 inches 24 inches Deflection U480 U360 U240 U480 U360 U240 U480 U360 U240 L 4'-0" 524 703 7081 762 773' 7731 837' 837' 837' 0 d 6'-0" 319 374' 374' 466' 4661 466' 5571 557' 557' (Plf) 8'-0" 218 248' 2481 3511 3511 3511 455' 455' 455' For SI: 1 inch=25.4 mm, 1 plf= 14.59 N/m. limited to ultimate failure load divided by a safety factor of 3 0. 'See details SIP-112 and SIP-114. 'Supports and connections shall be designed for each installation. 4Top and bottom plates shall be Douglas fir No.2. 'See details SIP-112 and SIP-114. I . .. .:''.f '1 its i• � i : in :w. • .ram ir,sVhh__ y i d� I \f i I 2t from is -•acne-- _ �1 c .c 1 7 c . :. e n¢4tG yael.n:ir.y` ' =, - _ r i e 1, .. .neleacam HG r n i-m me:melte fic=cimee e 0 Ii,: _ rer--'rr, S'ni + - ice 404n r'cf rc ,,, nil: cceeme't'. -tr^^3 R,csr;'. ,,dox ommese ryle-r� a -:I �,1�. t_ GSs a_-s:mm pcn'C x ke',o o„ccMy. tie fn,.+s'e:: i ^.1 •c ,b O'i'c ' crt r,a'..ca nut gna•,n,a $+,: hec eRe•e te =le fire e., flcaar Imed Ucetic Ctr: '_ :nF>;t ''^c .' the m 441 IC-'39.' CIA.C4.. aCmce_ Iced: :5.P.t4[Tj?:''_ M.. It 'n::Ga S=2 4 c'e Page 13 of 15 ESR-1006 TABLE 9—ROOF/FLOOR-DIAPHRAGM LOADING' (See connection details SIP-139a,SIP-140 and SIP-141) R-CONTROL®STRUCTURAL INSULATED PANELS Spacing of R-Control Screw Fasteners at supported edges(minimum 15/,inch penetration) 3 inches I 4 inches 6 inches '/,s inch OSB Thickness Spacing of spline fasteners(8d box or 6d common)at unsupported edges—top side of panel only—two staggered rows of fasteners on each side of joint 3 inches 3 inches 3 inches 850 pit' 750 plf 500 Of 'Spline is'/,s inch OSB x 4. 'See details SIP-139a,SIP-140,and SIP-141. f / { .yA PI AN .y.r inPc- „th x..,_. . _. .: 5F;iTiC,t ., , Page 14 of 15 ESR-1006 1 5 FIGURE 1 FIGURE 2 Restrained Assembly Rating-1 hour Restrained Assembly Rating-1 hour Unrestrained Assembly Rating-1 hour Unrestrained Assembly Rating-1 hour Refer to Section 4.4.3 for installation instructions Page 15 of 15 ESR-1006 • '+ „ TABLE 10—MANUFACTURING LOCATIONS LISTEE LOCATION PLANT ID NO. PRODUCTSI'2 ACH Foam Technologies,LLC 5250 North Sherman Street U-1 EPS,SIP Denver,Colorado 80216 ACH Foam Technologies,LLC 111 West Fireclay Avenue U-2 EPS Murray, Utah 84107 ACH Foam Technologies,LLC 920 Kleppe Lane U-53 EPS,SIP Sparks,Nevada 89431 ACH Foam Technologies,LLC 2731 White Sulphur Road U-4 EPS,SIP Gainesville,Georgia 30503 4001 Kaw Drive U-8 EPS ACH Foam Technologies,LLC Kansas City,Kansas 66102 1418 ACH Foam Technologies,LLC Newt Cow Palace Road U-41 EPS Newton,Kansas 67114 ACH Foam Technologies,LLC 90 Trowbridge Drive U-37 EPS Fond Du Lac,Wisconsin 54936-0669 • ACH Foam Technologies,LLC 809 East 15`"Street U-55 EPS Washington,Iowa 52353 • 3751 Sunset Avenue ACH Foam Technologies,LLC Waukegan,Illinois 60087 U-57 EPS,SIP Maquiladoras#331 Int A y B ACH Foam Technologies,LLC Tijuana,Baja California U-60 EPS Mexico Big Sky Insulations,Inc. 15 Arden Drive U-30 EPS,SIP Belgrade,Montana 59714 15 Thurber Boulevard Branch River Plastics, Inc. Smithfield,Rhode Island 02917 U-6 EPS,SIP Chapman Building Systems 5275 Highway 27 East U-25A SIP Kerryville,Texas 78028 Bayamon Gardens Flexible Packaging Company Station,Bayamon U-10 EPS,SIP Puerto Rico 00985 2725 Henkle Drive U-58 EPS Knauf USA Polystyrene Inc. Lebanon,Ohio 45036 Noark Enterprises,Inc. 10101 Highway 70 East U-24 EPS,SIP North Little Rock,Arkansas 72117 Pacific Allied Products,Ltd. 91-110 Kaomi Loop U-17 EPS Kapolei,Hawaii 96707 Poly-Foam, Inc. 116 Pine Street South U-22 EPS Lester Prairie,Minnesota 55354 Team Industries, Inc. 326 McGhee Road U-14 EPS,SIP Winchester,Virginia 22603 Team Industries, Inc. 4580 Airvvest Drive SE U-12 EPS,SIP Grand Rapids,Michigan 49512 Therma Foam,Inc. 2324 Franklin Drive U-25 EPS Forth Worth,Texas 76106 'EPS products include R-Control®EPS Boards and R-Control®Perform Guard®EPS Boards. 'SIP products include R-Control®Structural Insulated Panels and R-Control®FlreResisl®Structural Insulated Panels.