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r j www.r-control.com Load Design Charts _~� SIPS (Structural Insulated Panels) 1 r Note: Information deemed reliable at time of printing. Please visit f. i www.r-control.com for latest information. April 2006 tm s" Architect/Engineering Review The Load Design Charts for R-Control SIPs have been developed from national testing standards,testing at inde- • pendent laboratories,and qualified structural engineers. They have been determined to be consistent with sound building practice. These charts cover most common construction requirements. Each building project should be reviewed by an architect/engineer to determine the suitability of R-Control SIPs. Evaluation Reports available from: IMES HUD various state and local jurisdictions Construction Details and Video Available R-Control SIPs are structural components for use in load bearing wall, roof, ceiling, or floor assemblies. 1 Contact us for complete detail drawings,technical specifications and a building techniques video. You can also download many of these documents from our website at www.r-control.com Example: ' vao pr remreer an i i f panel. Ridge Ventond Roaling(see R—Covnvtf Fasten wit'Bd n ch"'cal Bulletin s.P no.2oa6) PIP � 14 y. .th siaplesa ter ridge O 6' c.both sAes ! W'. R—Control a panel jo'nt a equi.alent. e SIP-1Ss tar - Typicol each riige o1 panel. R—Control screw. t pac g requirements. R—Control Do—ul—Ply ' R—Control a both side c e SIP—I]s I. spacing requirements. Optional factory _,J l71777]J1 Btl vilValent 4 ga - 'e] I/2'at ea o yjj7' R—Central R—Control ch Do—NI—Ply, Do—All—PI9 R—Control and O rov —tin—. sip root. net/2aejaint. V.PDeveled 2x top plot¢. e lo�der, along l-.dg`Ilontinuous .,. continuous. sip—11. SIP well. �. R—Canlrol Do—All—Ply a ch side,lop k EoR—C 111 D AlI Structural supb—i m e R—Control Do—All—Play panels leo 2h sider�ngf lontr SECTION each sore mnewoa. ` Same:NTs SECTION - -- scale:NTs R—Control° SIP R—Control° Slpe a-- mEE: No. Be�elee wort Pa sIP-1zz nnE: No. Root Ridge—Square Cut sIP-1210 R—Control Exterior I' SIP ku dedayrreot E"prdm well reQ a Er a ae. ad n R—Control mn^s y/i6 oor, Do—All—PIY R—Control ac nbnuoua. O 2a'o.c, ew R—Control I6d N.H. Do—NI9 Ply, aill Plvte ch ide. °regb. Bd Nmla a a ga. R9 Cantrvl s 1 1/2'atop es O e sIP—I]5 0 6"o a apocing req'd. or equiva ant,sid R—Cantral ttom 11oor panel. ° Trevted si p era llashiing, sill aeolerll O C 11-11l b. Caulk —Ply, Cementiliou each side. Anchor bolt ,.bt bq' by as, Perform Concrete° Dory Cuard EPs. foundation rwvll. SECTION score:ors R—Control° SIP ' m : No. _ FounfEdation Framing—Panel SIP—LOSE 2 l I I Table of Contents: • Pages 4-5 Wall Design 6 Header Design 7-10 Roof/Floor/Ceiling Design 11 Diaphragm Design I Notes: G R-Control SIPs for Walls • 2X Top Plate joints must be staggered a minimum of 1'from panel joints. • For non-loadbearing walls, refer to Transverse Load Design Charts#4,#3,#3a,and#3b for transverse capacity. • Double vertical boundary dimensional lumber of#2 Douglass Fir or better is required to achieve shear capacity. R-Control SIPs for Roofs, Floors, or Ceilings • Load Design Chart#1 provides transverse capacity using a surface or block spline detail for spans from 4'to 12'. • Refer to Load Design Charts#3,#3a,and#3b for higher loads and/or longer spans than provided for in Load Design Chart#1. • Minimum edge bearing for roof,floor,or ceiling panels is 11/2" • For application of R-Control panels as flooring, a minimum 7/16" OSB or equivalent overlay is recommended to provide additional impact and point loading resistance. • For sloped panels,the loading conditions and panel capacities should be reviewed based upon the inclined panel length. Refer to R-Control Technical Bulletin sip no.2042. • Load Design Chart#3,for spans greater than 22'and for all 111/4"core panels,the dimensional lumber is required to be #2 Douglas Fir or better. • R-Control SIPs used as Headers • The R-Control Load Design Chart#5 provides header capacity for R-Control panels. For higher capacties, code accepted K framing is recommended. R-Control SIPs used as a Diaphragm • Diaphragms can be design with R-Control panels with capacities up to 850 plf. Refer to R-Control Load Design Chart#7. R-Control SIP Deflections • R-Control SIPs should be designed to comply with the deflection limits of the applicable building code. R-Control load design charts are for total load(dead load+live load). For longterm deflection under sustained load(creep), additional deflection must be evaluated. R-Control SIP 2X Lumber • All R-Control SIP 2X Lumber shall be SPF#2,engineered equivalent,or greater; unless otherwise specified. ' General Recommendations `> Please review the R-Control SIP Detail Book for general recommendations on the storage,handling,installation,and protec- tion of R-Control SIPS. PANEL WEIGHT R-CONTROL®PANEL WEIGHT(p.s.f.) EPS CORE THICKNESS 31/2F51/ 2 71/4 91/4" 111/4" TTIT 7/16" OSB 3.3 3.5 3.6 3.8 4.0 THICKNESS 3 ri Wall - Unity Equation This equation is used to determine design suitablilt . The equation takes into account the ultimate load for panel subjected g Y p 1 to both axial and transverse(bending)conditions: design axial load + design transverse load < 1 allowable axial load allowable transverse load (SEE LOAD DESIGN CHART 213) (SEE LOAD DESIGN CHART 4) Wall - Axial Loading LOAD DESIGN CHART #2113 (SEE DETAIL SIP-101) optional blocking to increase point load R-CONTROL®STRUCTURAL INSULATED PANELS capacity. Design case. 0 L, 1/2" req'd for specific board (optional) 7 16" OSB THICKNESS where required for / r standard 8' drywall i application. PANEL EPS CORE THICKNESS ad Nails or 14 ga. HEIGHT 1 1/2' staples 0 6 o.c. each side, or equivalent. Typical 3 1/2"CORE 5 1/2"CORE top & bottom. I I 8'-0" 2750 4000 varies • Factory electrical chase. 10'-0" 2500 3500 AXIAL[1] LOAD 12'.-0" 2000 3000 I I [PLF] 1 1/2" I I 14'-0" 2750 NOTE: OSB skins must be fully supported by foundation system. 16'TT 2500 NOTE: Use minimum grade SPF }/2 or SECTION engineered equivalent for 2x plating. Scale: NTS updated 9-2-03 [11 LIMITED TO ULTIMATE FAILURE LOAD DIVIDED BY A FACTOR OF R—Control® SIP SAFETY OF THREE(3). TITLE: NO. I [21 PLEASE REVIEW NOTES ON PAGE 3. Plate Connections S P-101 Wall - Shear Loading LOAD DESIGN CHART #6 (SEE DETAIL SIP-101) R-CONTROL®STRUCTURAL INSULATED PANELS 7/16" OSB THICKNESS PANEL EPS CORE THICKNESS HEIGHT 3 1/2"CORE 5 1/2"CORE RACKING N/A 335 PLF 335 PLF SHEAR [11 PLEASE REVIEW NOTES ON PAGE 3. 4 - Wall - Transverse Loading LOAD DESIGN CHART#4 (SEE SPLINE DETAILS SIP-102 or SIP-102g) R-CONTROL®STRUCTURAL INSULATED PANELS 7/16" OSB THICKNESS PANEL HEIGHT EPS CORE THICKNESS 3 1/2"CORE 5 1/2"CORE DEFLECTION L/36O L/24O L/18O L/36O L/24O L/18O T R 8'-0" 28 401 401 42 611 611 A N � 10' 0" 20 30 321 32 48 491 E R S E 12'-0" 15 22 271 26 38 411 L 0 A 14'-0" 21 31 35' D (sp)- 16'-0" 17 26 311 F [11 LIMITED TO ULTIMATE FAILURE LOAD DIVIDED BY A FACTOR OF SAFETY OF THREE(3). [21 PLEASE REVIEW NOTES ON PAGE 3. • Note: Spline to be of 3„ material conforming to DOC PS2-92, min thickness • equal to the panel skins. 1 7/16 1 7/16' R-Control R-Control Do-AII-Ply Spline Do-AII-Ply P continuous. continuous. R-Control �/� Do-AII-Ply Spline Beam. each side, both Y splines, continuous. R-Control SIP. Factory electrical chose. Factory electrical chose R-Control " Do-All-Ply R-Control SIP. each side, top & bottom, continuous. t Fasten with 8d not or Fasten with 8d nails or---,"' 14 o. 1 1/2" staples 14 coo. 1 1/2" staples 6 o.c. both sides of @ 6 o.c. both sides of panel joint or equivalent. Note: panel joint or equivalent. Note: • Typical each side of panel. Vapor retarder recommended Typical each side of panel. Vapor retarder recommended on interior of panel when on interior of panel when SECTION/PLAN mandated by code or climatic SECTION/PLAN mandated by code or climatic conditions. conditions. Scale: NTS uvaotea 9-2-03 Scale: NTS undated 9-2-03 R—Control® SIP R—Control® Panel TITLE: Spline Connection N0. TITLE: Block Spline N0. R Surface Spline SIP-102 Connection SIP-1029 - C r r Wall - Header Loading LOAD DESIGN CHART#5 (SEE DETAILS SIP-112 through SIP-114) R-CONTROL®STRUCTURAL INSULATED PANELS HEADER HEADER DEPTH SPAN R—Control 12" 18" 24" Do—AII—Ply, each side. DEFLECTION L/480 L/360L/240 L/480 L/360 L/240 L/48 L/360L/24 R—Control SIP used as header. E 4'-0" 524 703 7081 762 773'. 773' 837' 8371 837' ad Nails or 14 go. 0 1 1/2" staples ® 6" A o.c. each side, top & it l .bottom or equivalent. - D N 6-0" 319 3741 3741 466' 4661 4661 5571 5571 5571 R-control Da—All—Ply ;I I; �_°'o° continuous.( ) I; as P �I li Np o our L 8'-0" 218 248 248 351 351 351 455 455 455 R-control o 0 1 1 1 1 1 1 1 1 'il liAF o��t Do—AII—Ply I l�typical each side,top & bottom. [11 LIMITED TO ULTIMATE FAILURE LOAD DIVIDED BY A Panel width �-- FACTOR OF SAFETY OF THREE(3). [21 PLEASE REVIEW NOTES ON PAGE 3. SECTION Scale: NTS - Updated 5-1-99 R—Control® SIP Note: Details SIP-112a and SIP-112b are TITLE: Header sections not illustrated here. Refer to R-Control SIP (R-Control Panel) SIP-„3 detail book. i l Headers R-Control SIP. 1 Continuous top plate. I I � 1 1 Surface spline. j R-Control 1 SIPS. Posts supporting header. Designed p for specific load s case. i Continuous bottom plate. 2x framing around Bottom plate. window and door openings. Numbers R-Control SIP NOTE: Diagram represents headers in indicate sequencing - infill below a wall assembly. Headers may be any _ for installation. NOTE: Diagram represents field/shop _ window openings. type, refer to detail SIP-113. Minimum Refer to SIP-115 cut openings in a monolithic dimensions are not required between . for connection of 2x's wall assembly. Splines may occur openings, but the posts supporting the to OSB panel faces. above & below openi 29,s. Minimum header must extend to the floor. Also, panel dimension of 1 must be the bottom plate of the header must maintained over openings. See ISOMETRIC extend to the outside of the post.- ISOMETRIC Header Load Design Chat for allowable loads. Scale: NTS Updated 5-1-99 Scale: NTS Updated 5—t-99 R—Control® SIP R—Control® SIP TITLE: N0. TITLE: SIP ssed as r+epder NO. qq Headers SIP-112 (senses spnne c,dlti-) SIP-114 6 Roof/Floor - Transverse Loading LOAD DESIGN CHART#1 (SEE SPLINE DETAILS SIP-102 or SIP.-102g) R-CONTROL®STRUCTURAL INSULATED PANELS 7/16" OSB THICKNESS PANEL SPAN EPS CORE THICKNESS 3 1/2"CORE 5 1/2"CORE 7 1/ CORE 9 1/4".CORE 11 1/4"CORE DEFLECTION L/360 L/240 L/180 L/360 L/240 L/180 L/360 L/240 L/180 L/360 L/240 L/180 L/360 L/240 L/180 T R 4'-0" 65 801 801 89 1221 1221 92 1361 136' 107 1361 1361 104 1361 1361 A IN ` S V 6'-0" 40 531 531 58 811 811 64 961 961 75 961 961 73 961 961 e E R S E 8'-0" 28 401 401 42 611 611 51 76' 761 61 761 761 60 76' 761 L 0 A 10'-0" 20 30 321 32 48 491 44 641 641 54 64' 641 55 641 641 0 ( \S/ 12'-0" 40 561 561 51 561 56' 55 56' 561 P Fl [11 LIMITED TO ULTIMATE FAILURE LOAD DIVIDED BY A FACTOR OF SAFETY OF THREE(3). [21 PLEASE REVIEW NOTES ON PAGE 3. • -€ Note: Spline to be of 3" u _ material conforming to - DOC PS2-92, min thickness j equal to the panel skins. .1 7/16' 1 7/16" 1 �J 2 � 2 R-Control R-Control Do-All-Ply Spline Do-AII-Ply continuous. continuous. 11 R-Control -------- Do-AII-Ply Spline Beam. . each side, both splines, continuous. R-Control SIP. Factory electrical chase. I Factory electrical chase R-Control Do-AII-Ply / R-Control SIP. each side, top & bottom, continuous. TaI� Fasten with 8d nails or _ Fasten with 8d nails or- 14 a�a. 1 1/2" staples 14 9a. 1 1/2" staples 0 6 o.c. both sides of @ 6 o.c. both sides of panel joint or equivalent. Note: panel joint or equivalent. Note. • Typical each side of panel. Vapor retarder recommended Typical each side of Vapor retarder recommended yp� p p ypi panel. P on interior of panel when on interior of panel when SECTION/PLAN mandated by code or climatic SECTION/PLAN mandated by code or climatic conditions. conditions. Scale: NTS updated e-2-03 Scale: NTS updated e-2-03 R—Control® SIP R—Control® Pcnel TITLE: Spline Connection NO. TITLE: Block Spline NO. Surface Spline SIP-102 Connection SIP-102g r Roof Floor - Transverse Loading g LOAD DESIGN CHART #3 (SEE DOUBLE 2X SPLINE DETAIL SIP-102d and SIP-108) R-CONTROL®STRUCTURAL INSULATED PANELS • 7/16" OSB THICKNESS PANEL SPAN EPS CORE THICKNESS 5 1/2"CORE 7 1/4"CORE 9 1/4"CORE 11 1/4"CORE DEFLECTION L/360 L/240 L/180 L/360 L/240 ]L/180L/360 L/240 L/180 L/360 L/240 L/180 10'-0" 53 79 1051 89 1091 150 1741 1741 1771 1771 1771 T R A 12'-0" 40 59 79 65_ 911 911 111 1451 1451 1481 1481 1481 N S V 14'-0" 30 45 60 48'` 72 781 84 1241 1241 115 1271 1271 E R S 16'-0" 24 35 47 37 55 681 65 98 1091 89 1111 1111 E L 18'-0" 19 28 37 28 42 57 51 77 971 70 991 991 0 A D 20'-0" 15 22 30 22 33 44 41 61 82 56 84 891 P S) I - F 22'-0" 33 49 66 45 68 811 24'-0" 7 27 40 54 37 55 74 • [11 LIMITED TO ULTIMATE FAILURE LOAD DIVIDED BY A FACTOR OF SAFETY OF THREE(3). [21 DOUBLE 2X MUST BE CONTINUOUS. [31 PLEASE REVIEW NOTES ON PAGE 3. 3' Continuous Double 2• spline 1 or engineered equivalent. 1 7/16-1 �1 7/16' Saee spline el02d (or SIP&102a) fastening information. - R-Control SIP, see #R-Control load Design Chart #3 Do-AII-Ply for panel load capacity. continuous. Continuous 1Dd Noils @ 12" o.c. Double 2X spline. two rows, staggered. R-Control SIP. R-Control Do-AII-Ply, continuous. R-Control Do-Al I-Ply continuous Factory electrical chase. each side, lop & bottom. Xd re \ oE / Note: Ede platingmaterial, Fasten with 8d nails or Vapor retarder required on 2xgluber r 14 go. 1 1/2" staples interior of panel. engineered equivalent, O 6' o.c. both sides of g� q Pal joint or equivalent. Note: Typical each side of panel. Continuous vapor retarder SECTION/PLAN required on interior of panel. • ISOMETRIC PLAN Scale: NTS _� _ updalee 9-2-03 Scale: NTS updated 6-1-02 R—Control® SIP R—Control® SIP TITLE: Spline Connection I No. TITLE: N0. Double 2x SIP-102d Floor/Roof Panel Connection SIP-108 8 > PANEL INFORMATION ----------------- STRESS - SKIN PANELS - 1/2" OSB, EPS CORE, 1/2 GYPSUM BOARD, 2 - SPLINES -------------------- THICKNESS R - VALUE WEIGHT - LBS. / SO. FT. --------- --------- ----------------------- 3-5/8" EPS CORE 16.72 3.63 5-5%8" Ep3..CORE _.._ 25:06 3.80 7-5/8" EPS CORE 33.40 3.97 9-3/8" EPS CORE 40.68 4.21 PLUS - 25 PANELS - 1/2" OSB, EPS CORE, 1/4" OSB, 1/2" GYPSUM, 2 - SPLINES ---------------- 3-3/8" EPS CORE 15.98 4.53 5-3/8" EPS CORE 24.32 4.70 7-3/8" EPS CORE 32.66 4.87 P' 9-1/4" EPS CORE 39.44 5.01 r: 1 ° OSTRUC USTRUC URAL-PANELS - 1/2" OSB, EPS -CORE, 1/2" OSB, 2 - SPLINES r 3-5/8" EPS CORE 16.91 3.37 5-5/8" EPS CORE 25.25• 7-5/8" EPS CORE 33.59 .71 9-3/8" EPS CORE 40.88 3. 7 INSUL - BASE PANELS - 1/2" OSB, EPS CORE, ALUMINUM FOIL, 1 _ SPLINE ------------------- 3-5/8" EPS CORE 16.27 1.83 5-5/8" EPS CORE 24.61 2.00 7-5/8" EPS CORE I E$ 2.17 9-3/8" EPS CORE 40�.25 2.33 FOR APPLICATIONS OF 1/2" GYPSUM BOARD, ADD .45 TO R VALUE AND 57.60 LBS. TO OVERALL WEIGHT. AIR - FLO PANELS - 1/2" OSB, EPS CORE, ALUMINUM FOIL, 1 - SPLINE 3-5/8" EPS CORE 13.67 1.79 5-5/8" EPS CORE 22.01 1.93 7-5/8" EPS CORE 30.35 2.07 9-3/8" EPS CORE 38.69 2.21 AIR - FLO STRESS - SKIN PANELS - 1/2" OSB, EPS CORE, 1/2" GYPSUM ------------------------------ 3-5/8" EPS CORE 14.12 3.59 5-5/8" EPS CORE 22.46 3.73 7-5/8" EPS CORE 30.80 3.87 9-3/8" EPS CORE 39.14 4.02 Roof/Floor - Transverse Loading LOAD DESIGN CHART#3A • (SEE I-BEAM SPLINE DETAIL SIP-102b and SIP-108a) R-CONTROL®STRUCTURAL INSULATED PANELS 7/16" OSB THICKNESS PANEL SPAN EPS CORE THICKNESS 7 1/4"CORE 9 1/4"CORE 11 1/4"CORE DEFLECTION L/360 L/240 L/180 L/360 L/240 L/180 L/360 L/240 L/180 10'-0" 811 811 811 1181 1181 1181 1311 1311 1311 T R A 12'-0" 63 681 681 981 981 981 109 1091 1091 N S V E 14'-0" 49 581 581 73 841 841 87 931 931 R S E 16'-0" 38 511 511 55 741 741 69 821 821 L 0 18'-0" 30 451 451 42 63 651 55 72 72 A D (P) 20'-0" 24 37 401 33 49 591 45 65 65 S F 221-0" 26 39 491 37 55 571 24'-0" 21 31 41 30 46 481 [11 LIMITED TO ULTIMATE FAILURE LOAD DIVIDED BY A FACTOR OF SAFETY OF THREE(3). [21 I-BEAM SPLINE MUST BE CONTINUOUS. [31 PLEASE REVIEW NOTES ON PAGE 3. 2 5/8" 1 1/4"� �1 1/4" Continu P ous R-Contrcl I-Beam Sline. See SIP-102b for —— spline connection & fastening informotior. R-Control Do-AII-Ply R-Control SIP, see continuous. fond anell9oad Chart a_to P P y R-Control Factory Do-All-Ply electrical R-Control both flanges, each chase. SIP. side, continuous. + Continuous R-Control b I-Beam SPline. II Note: See Load \\�� 04 P°�¢ ` Design Chart #3A p. �. —— — ——— for capacities. SP° Fasten with 8d nails or Note: Edge plating material, lumber 14 coo. 1 1/2" staples Vapor retarder recommended engin ered equivalent. ® 6' o.c. both sides of Note: on interior of panel when panel joint or equivalent. Vapor retarder recommended mandated by code or climatic Typical each side of panel. on interior of panel when conditions. • mandated by code or climatic SECTION/PLAN conditions. ISOMETRIC PLAN Scale: NTS 0pdoted 9-2-03 Scale: NTS 0pdcled 6-1-02 R—Control® SIP R—Control® SIP TITLE: Spline Connection N0. TITLE: 110. I-Beam Spline Connection SIP-102b Floor/Roof Panel Connection SP-108a 9 Roof/Floor - Transverse Loading LOAD DESIGN CHART#313 (SEE INSULATED I-BEAM SPLINE DETAIL SIP-102c and SIP-108b) R-CONTROL®STRUCTURAL INSULATED PANELS • 7/16" OSB THICKNESS PANEL SPAN EPS CORE THICKNESS 5 1/2"CORE 7 1/4"CORE 9 1/4"CORE 11 1/4"CORE DEFLECTION L/360 L/240 L/180 L/360 L/240 L/180 L/360 L/240 L/180 L/360 L/240 L/180 10'-0" 76 114 1321 101 151 1581 117 1381 1381 1491 1491 1491 T R 12'-0" 53 79 961 72 109 1321 88 1151 1151 1241 1241 1241 A N S V 14'-0" 38 57 701 54 80 1071 68 981 981 1061 1061 1061 E R S 16'-0" 28 42 541 40 61 81 53 80 861 76 931 931 E L 18'-0" 21 32 42 31 47 62 42 64 641 64 83 83 0 A 0 20'-0" 16 24 32 24 36 49 34 51 521 50 741 741 P S F 22'-0" 28 42 431 40 60 62 24'-0" 23 34 361 33 49 521 [11 LIMITED TO ULTIMATE FAILURE LOAD DIVIDED BY A FACTOR OF SAFETY OF THREE(3). [21 INSULATED I-BEAM SPLINE MUST BE CONTINUOUS. [31 PLEASE REVIEW NOTES ON PAGE 3. I 11/16" 11/16" Contam R-Control ulated -Beam. See SIP-1 02cIns for —— spline connection & fastening information. �.. t R-Control Do-AII-Ply R-Control SIP, see continuous. Load Design Chart w313 for panel load capacity. Factory R-Control Do-AII-Ply electrical R-Control both flanges each chase. SIP. side, con , tinuous. Continuous R-Control Insulated I-Beam Spline. `p 4 re Note: See Load Design Chart #3B o£ for capacities. Sp°r t Edge plating material, Fasten with Bid no or Note: 2x lumber a 14 coo. 1 1/2" staples Note: Vapor retarder recommended engineered equivalent. p 6' o.c. both sides of panel joint or equivalent. Vapor retarder recommended on interior of panel when Typical each side of panel. on interior of panel when mandated by code or climatic mandated by code or climatic conditions. • SECTION PLAN conditions. ISOMETRIC PLAN Scale: NTS updated 9-2-03 Scale: NTS upd—d 6-1-02 R—Control® SIP R—Control® SIP TITLE: Spline Connection N0. TITLE: N0. Insulated -Beam Spline SIP-102c Floor/Roof Panel Connection SIP-1081, 10 • Roof/Floor - Diaphragm Loading LOAD DESIGN CHART#7 Top Spline: (SEE CONNECTION DETAILS Fasten with ad d gammon nails in two rows 3" o.c. both sides of joint. SIP-139a, SIP-140 and SIP-141) R-CONTROL®STRUCTURAL INSULATED PANELS T- 3• Spacing of R-Control Screw Fasteners L at supported edges(minimum 1 5/8"penetration) I I 7/16" 3" 4n 6 OSB Spacing of spline fasteners(8d box or 6d common) PLAN THICKNESS at unsupported edges-top side of panel only- Scale: NTS Two staggered rows of fasteners on each side of joint R-control SIP. ------------------- - ------------------------- -------------- - ----------- 3" 3" 3" 850 PLF1 750 PLF1 500 PLF1 --------------- --_-_-_-_____-_-__-_- --------------------------------- ---- [1] SPLINE IS 7/16"OSB x 4" [2] PLEASE REVIEW NOTES ON PAGE 3. Fasten wp0 ( osl with Bd box or 6d common nails 6" a.c. in single Note: Spline to be of row both sides of joint material conforming to DOC PS2-92 SECTION Scale: NTS updated 2-1-02 Note: Detail SIP-139 is not illustrated here. R-Control® SIP Refer to R-Control SIP Detail Book. E:Diaphragm Connection N0. lines SIP-139a Sp 'i t f. Note: Spline to be of material conforming to .i DOC PS2-92, min thickness k equal to the panel skins. F R-Control Screw Fastener Fasten with 8d nails or 1 ve.l l 6d common two rows O 3" o.c. both sides of -- ---------- panel joint or equivalent. _ (See SIP-139) R-Control Do-All-Ply, R-Control each side. Do-Al I-Ply R-Control y. continuous. SIP. __ _ Surface spline I Member (see SIP-102) designed min. 5/8" — —— by others. penetration R-Control screw, R-Control see load design Do-All-Ply chart #7 for spacing continuous. requirements. min. _ 1 5/8" penetration. R-Control Structural support Do-AII-Ply member. Mi,mum each side, both R-Control 3" wide. splines. Do-AII-Ply �• SECTION SECTION Scale: NTS uvdatea 6-1-02 Scale: NTS uvdmea 6-1-02 R—Control® SIP R—Control® SIP TITLE:Diaphrogm Connection N0. TITLE:Diaphragm Connection ND. Support Member SIP-140 - Intermediate support SIP-141 11 t R t Industry Affiliations: SIPA, NAHB, AIA, SPRI, EPSMA, NRCA, ICFA • Branch River Plastics, Inc. 15 Thurber Boulevard Smithfield,RI 02917 (401)232-02701 Fax'(401)231-3434 � C tr 1® R-Control Building Systems (800) 255-0I76 General Information (800) 255-3908 Technical Information www.r-cdntrol.com Copyright©AFM Corporation 2006. All rights reserved. 04/06 Printed in USA. R-Control is a registered trademark of AFM Corporation,Burnsville,MN. m 12 RCO2 780 Cliff 36 G la. AND 'WO FAMILY DWELLING CODE (This,Section is unique to Massachusetts.) 780 CMR 3601.0 OF'.NERA,1f, 780 CMR 3601.2 PURPOSE ADNHNISTRATTON 3601.2.1 Minimum standards: The purpose of 3601.1 General: The provisions of 780 CMR 36 780 CMR 36 is to provide minimum standards for shall be known as the One and Two Family the protection of life, limb, health, property, Dwelling Code,and may be cited as such. environment and for the safety and welfare of the consumer, general public, and the owners and 3601.1.1 Application'of other laws: Nothing occupants of residential buildings regulated by herein contained shall be deemed to nullify any 780 CMR 36. provisions of the zoning by-laws or ordinance of any municipality in the Commonwealth of 3601.Z.2 Scope: 780 CMR 1, in its entirety, shall Massachusetts insofar as those provisions deal serve as the administrative requirements of exclusively with those powers of regulating 780 CMR 36. zoning granted by the provisions of M.G.L. c.40A and 41. 2/7/97 (Effective 2/28/97) 780 CMR- Sixth Edition 465 780 CMR:MR: STAYE BOARD OF BUILDING REGULATIONS GUL.ATIONS AND STANDA.RIJ °F7 N IASSACPlUSETTS STATE BUILDING CODE FIGURE 3604.3.32 INSULATION PLACEMENT FOR FROST-PROTECTED FOOTINGS IN HEATED BUILDINGS P ASHNG PER - 780 Civ1R 36073. SLAM-GFOOUNO FOUNDATIM FLOOR WSUtAT1oR Prq'iECiiOH PEA 790 CMX 36043.1 ead 3605.5 PER 790 QVIIt 3604.7 � � a g a N e s INSULATION DETAIL e ' - I BUT..r1. 1�i1-��>•1(=1111 VERTICAL WALL!NSV1AT10H, HOR20MAL WSU AT10N+ —HOMNAL•'THICK GRA A AR BASE STWbi FOUNDATION PERIMETER�y HORIZONTAL INSULATION PLAN : !Itl!.j E A C For SI: 1 inch=25.4 mm. foundation walls shall be constructed in 1. See table 3604.3.3 for required dimensions and R- accordance with Table 3604.4.1.1b. values for vertical and horizontal insulation. 3604.4.1.2 Design: Foundation walls subject to 780 CMR 3604.4 FOUNYDAnONl WALLS more pressure than would be exerted by backfill 3604.4.1 Concrete and masonry foundation walls: having an equivalent fluid weight of 30 pounds3 Foundation walls shall be constructed in accordance per cubic foot (141 kN/m ) shall be designed in with the provisions of 780 CMR 3604.4 or in accordance with accepted engineering practice by accordance with ACI 318, ACI 318.1, NCMA a registered professional engineer or registered TR68-A or ACI 530/ASCE 5flMS 402 as listed in architect. Appendix A, or other approved structural systems. 3604.41.11.3 Crude Clearance: Foundation walls 3604.4.1.1 Masonry and concrete wall shall extend at least eight inches above the finished grade adjacent to the foundation at all construction:Masonry and concrete foundation points. wails shall be constructed as in accordance with Table 3604.4.l.la. Exception: Where masonry veneer is used, Exception: Where unstable soil conditions foundation walls shall extend a minimum of four exist or where the foundation extends to or inches(102 mm)above the finished grade. below the seasonal high groundwater table, 494 780 CN R- Sixth Edition 2/7/97 (Effective 2/28/97) _..v._�_�_.• Construction Gui:!lelines 1.04 SYSTEM DESCRIPTION A. FORMS Reddi Form stay in place insulated forms come in two sizes 1) A 6"core with 5 vertical cores. Outside dimensions are 9 5/8"x 48"L x 12" H. 2) A 8"core with 4 vertical cores: outside dimensions are12"W x 48" L x 12" H Each size comes in four basic shapes; a Standard form, a Corner form, a Closed End form,and a Pilaster form. All forms are reversible side to side and top to bot- tom and interlock without regard to direction,therefore,the corner form can be used for right or left hand corners. The corner form becomes a tee form by cutting a core depression into the closed side of the form. The design of the interlocking teeth assures that the vertical cores align whether running in a straight line or at ninety degree angles. Lures on the forms between cores indicate cutting locations. B. REINFORCEMENT Refer to the structural chart in the details section of the "Construction Guidelines"for the proper amount and placement of reinforcing rods. An engineer who is familiar with conditions local to the construction project shall check any design to assure its adequacy. The horizontal rode can be placed on the connection webs of the form; and is to use the Reddi Form Rebar Chairs. The design of the chair gives maximum structural efficiency to the Reddi Form wall. C. CONCRETE For standard applications we suggest using a minimum 3,000 lb. pea gravel pump mix,poured at a slump of 4"to 6". Concrete of higher strength may also be used if desired or if specified by an engineer for a particular project. The concrete can be poured from a truck, by hand, or by bucket,but a concrete pump utilizing a 2" to 2 1/2" hose is much easier and recommended. It is a requirement to use a maximum gravel size of less than 1/2". When pouring, use accepted practices to avoid undue stress of the forms. 1.05 SUBMI'I"I'ALS A. Submit shop drawings and product data under provisions of Section [01300.1 [01340.] B. Submit most recent version of manufactures text titled "Construction Guidelines": which contains specific installation instructions, and other important information needed for construction. 61 Reddi Form, Inc. i Construction Guidelines i.o6 DELIVERY, STORAGE,AND HANDLING Reddi Form is manufactured out of 100% expanded polystyrene '(EPS). EPS has good resistance to acids, bases, salts and alcohol-based products, and poor resistance to fuel oils, solvents, keytones, esters and oil based chemicals. Where insects are a problem, protect Reddi Form with HDPE film. A. Deliver to job site in original manufactures wrapping clearly marked to identify contents. B. When stored outdoors for extended periods protect product from direct sunlight. PART 2 PRODUCT'S 2.01 ---- MANUFACTURER A. Reddi Form Incorporated; 10 Park Place, Suite 5B,Butler, NJ 07405 2.02 MATERIALS A. Reddi Form is manufactured using 100% Modified Expanded Polystyrene from one of the following manufacturers: NOVA Chemicals, BASF, or, Huntsman Chemical. All of the raw materials used shall meet or exceed the following guidelines: Property Test Result Maximum Thickness 3.6 inches Density 1.8 pcf Color White Maximum Recommended use Temperature 165 degrees F R-value ASTM C-236 20 Flame Spread ASTM E-84 <25 Smoke Developed ASTM E-84 <450 Tensile Strength MIL-P-19644 50 psi minimum Water Absorption % by Volume ASTM C-272 <2% Water Vapor Permeability (Perm-In) ASTM E-96 2.0-5.0 Sound ASTM E-336 52 STC Reddi Form, Inc. 62 I 780 CMR 3605 FLOORS 780 CMR 36!5.1 GENERAL 36,05.2.3.1c.The modulus of elasticity;E,and the 3605.1.1 Application: The provisions of.780 CMR actual stress in bending, Fb, shown in the tables 3605.0 shall control the design and construction of shall not exceed the values specified in Tables the floors for all buildings. The use of materials or 3605.2.3.1 d and 3605.2.3.1 e listed at the.end of methods of construction not specified in 780 CMR 780 CMR 3605.2. The values for Fb;specified as 3605.0 accomplishing the purposes intended by "repetitive member use"may be used when floor 780 CMR 36 and approved by the building official joists are spaced not more than 24 inches (610 in accordance with 780.CMR 109 shall be accepted nim)on center. as complying with 780 CMR 36. 3605.2.3.2 Joists under bearing partitions: Joists under parallel bearing partitions shall be 3605.1.2 Requirements:Floor construction shall be doubled or a beam of adequate size to support the capable of supporting all loads imposed according load shall be provided. Double joists which are to 780—CMR 3603.7 and transmitting tfiie resulting -separated-to permits-' ieinsfallason of piping or — - - loads to other supporting elements. vents shall be provided with solid blocking spaced not more than four feet(1219 mm)on center. 780 CMR 3605.2 FLOOR FRAM LNG 3605.2.3.3 Allowable girder spans: The 3605.2.1 General:Load-bearing dimension lumber allowable spans of girders shall not exceed the for joists,beams and girders shall conform to DOC values set forth in Tables 3605.2.3.3a and PS 20, as listed in Appendix A, and to other 3605.2.3.3b. applicable standards or grading rules and shall be so identified by a grade mark or certificate of 3605.2.4 Bearing: The ends of all joists,beams or inspection issued by an approved agency.The grade girders shall have not less than 1'/2 inches(38 mm) mark or certificate shall provide adequate of bearing on wood.or metal and not less than three information to determine Fb,the allowable stress in inches(76 mm)on masonry except where supported bending,and E,the modulus of elasticity. on a one-inch-by-four-inch (25 mm by 102 mm) Fkceptiom Use of Native Lumber shall be ribbon strip and nailed to the adjacent stud or shall allowed in accordance with 780 CMR 2303.0. be supported by the use of approved joist hangers. 3605.2.1.1 Preservative-treated lumber: 3605.2.4.1 Floor systems:Joists that are framed Preservative-treated dimension lumber shall also from opposite sides and extend over a bearing be identified by the quality mark of an approved support shall be tied together by lapping the ends agency. of each joist a minimum of three inches(76 mm), or with a wood or metal splice plate,or shall be 3605.2.1.2 Blocking and subfloorimmg:Blocking secured by overlapping the floor sheathing at shall be a minimum of Utility grade lumber. least three inches (76 mm) beyond the end of Subflooring may be a minimum of Utility Grade each floor joist,or by other approved methods. lumber or No.4 Common grade boards. 3605.2.4.2 Joist framing:Joists framing into the 3605.2.1.3 End jointed lumber:Approved end- side of a wood girder shall be supported by jointed lumber may be used interchangeably with approved framing anchors or on ledger strips solid-sawn members of the same species and measuring not less than nominal two inches by grade. two inches(51 mm by 51 mm). 3605.2.2 Design and construction: Floors of wood 3605.2.5 Lateral restraint at supports:Joists shall construction shall be designed and constructed in be supported laterally at the points of support by accordance with the provisions of 780 CN,'R 3605.2 full-depth solid blocking not less than two inch(51 and Figure 3605.2.2. mm) nominal thickness; or by attachment to a header,band or rim joist,or to an adjoining stud;or 3605.2.3 Allowable spans:Joists,girders and floor shall be otherwise provided with lateral support to sheathing shall comply with 780 CMR 3605.2.3.1 prevent rotation. through 3605.2.3.3 and 780 CMR 3605.3. 3605.2.5.1 Bridging: Joists having a depth-to- 3605.2.3.1 Allowable joist spans:The clear span of floor joists shall not exceed the values set forth thickness ratio exceeding 6:1 based on nominal in Tables 3605.2.3.1 a, 3605.2.3.16 and 2/20/98 (Effective 3/l/98) 780 CMR-Sixth Edition 501 780 CMER 3606 WALL CONSTRUCTION 780 CMR 3606.1 GENERAL in accordance with the provisions of 780 CMR 3606.1.1 Application:The provisions of 780 CMR 3606.2 and Figures 3606.1.3a and 3606.1.3b. 3606.1 shall control the design and construction of Components of exterior walls shall be fastened in all walls and partitions for all buildings. The use of accordance with Tables 3606.1.3a through materials or methods of construction not specified in 3606.1.3d. this chapter accomplishing the purposes intended by 3606.2.3.1 Special, provisions for high wind 780 C'MR 36 and approved by the building official loads:Exterior walls subject to wind pressures of in accordance with 780 010? 109.0 shall be 30 pounds per square foot (1.44 kN`/m2) or accepted as complying Aith.780 CMR 36. greater, as established by wind load maps, 780 CMR 1611.1a, h and c, shall be designed in 3606.1.2 Requirements:The wall construction shall accordance with accepted engineering practice. be capable of accommodating all loads imposed according to 780 CAM 3603.1 and transmitting the 3606.2.3.2 Stud spacing: 1n bearing walls, studs resulting loads to supporting structural elements. which are not more than ten feet (3048 mm) in length shall be spaced not more than is specified 3606.1.2.1 Floor-covering materials: Interior in Table 3606.2.3d for the corresponding stud and caerior bearing and non-loadbearing walls size. shall be placed directly on floor sheathing, underdayment or a structural framing member, 3606.2.3.3 Top plate:Exterior wall studs shall be fastened in accordance with Table 3606.1.3a capped with a double top plate installed to provide Compressible floor-covering materials that overlapping at corners and intersections with compress more than 1/32 inch (0.794 mm) when bearing partitions. End joints in top plates shall subjected to 50 pounds(23 kg)applied over one be offset at least 48 inches(1219 mm). square inch(645 mm) of material and are greater Exception: A single top plate may be installed than .1/8 inch (3.2 mm) in thickness in the in bearing and exterior walls, provided the uncompressed state shall not extend beneath plate is adequately tied at joints, corners and walls,partitions or columns which are fastened to intersecting walls with three-inch-by-six-inch the floor. by a 0.036-inch-thick (76 mm by 153 mm by 0.914 mm)galvanized steel plate that is nailed 780 CMDR 3606,2 WALL FRAMING to each wall or segment of wall by three 8d 3606.2.1 Identification: Load-bearing dimension nails,provided the rafters or joists are centered lumber used for studs, plates and headers shall over the studs with a tolerance of no more than conform to DOC PS 20, as listed in Appendix A, one inch (25 mm). The top plate may be omitted over lintels which are adequately tied and to other applicable standards and grading rules and shall be identified by a grade mark or certificate to adjacent wall sections with steel plates'or of inspection issued by an approved agency. The equivalent as previously described. grade mark or certificate shall provide adequate 3606.2.3.4 Bearing stands: Where floor or roof information to determine the "Fb" the allowable framing members are spaced more than I6 inches stress in bending, and "E,"the modulus of elasticity. (406 mm) on center and the bearing studs are Approved end jointed lumber, may be used spaced 24 inches (610 mm) on center, such interchangeably with solid-sawn members of the members shall bear within five inches (127 mm) same species and grade. of the bearing studs. 1^xreption: Native Lumber as identified in Exceptions: 780 CMR 2303.2 and 780 CMR R4 1. The top plates are two two-inch-by-six- inch(51 mm by 153 mm)or two three-inch-by- 3606.2.2 Grade: Studs shall be a minimum No. 3, four-inch(76 mm by 102 mm)members. Standard or Stud grade Iumber. 2. A third top plate is installed. Exception: Bearing studs not supporting floors 3. Solid blocking equal in size to the studs is and nonbearing studs may be Utility grade installed to reinforce the double top plate. lumber, provided the studs are spaced in 3606.2.4 Interior load-bearing partitions:interior accordance with Table 3606.2.3d. load-bearing partitions shall be constructed, framed 3606.2.3 Exterior Falls: Exterior walls of wood- and frestopped as specified for exterior walls. frame construction shall be designed and constructed 9/19/97 (Effective 2/28/97)-corrected 780 CMR-Sixth Edition 529 780 CMR 3608 ROOF-CEILING CONS''UCT KON 36MI G),.N'1RAL 3608.1.1�,pplicstiomm: The provisions of 780 Clot of Design and construction: Roof-ceilings . 3608.1 shall control the design and construction of of wood construction shall be designed and the roof-ceiling system for all buildings. The use of constructed in accordance with the provisions of 780 CMR 3608.7 or with the AFFA RIDS-199I materials or methods of construction not specified in materials 'National Design Specification for Wood 780 CMR -3608.1 accomplishing. the purposes Co intended with 780 CMR 36 and approved by the trswcd°n,,,the CWC-1987"Canadian Dimension building official in accordance with 780 CMR 36 Lumber Data Book," the rPA- 1992 "Western and approved by the building official in accordance Lumber Span Tables for Floor and Ceiling Foists and Roof Rafters," or the "Southern Pine Maximum ith 780 Cli�i 109 shall be accepted as complying w with 78U CA 36. Spans for Foists and Rafters," each as listed in Appendix A. Roof-ceilings shall be constructed in 3608.1.21Eieaguireenents: Roof-cetlirtg construction accordance with Figures 3606.4.E0a, 3606.4.F0b, shall be capable of supporting all loads imposed w E E le and 3608.1.4.E and nailed in accordance with according to 780 Ch 3603.E and shall transmit the with Table 3606.2.3a. �R resulting loads to supporting structural elements. 3608.2.2.1 Cathedral ceilings: When ceiling joists and rafter ties are omitted and the rafters are 3608.1.3 Roof drainage: In areas where expansive used to create a cathedral ceiling,rafter ends shall or collapsible soils are known to exist or where be supported on bearing walls, headers or ridge required by city or town ordinance or by-law, all beams. Rafters shall be attached to supporting dwellings shall have a controlled method of water members in accordance with Table 3606.2.3a. disposal from roofs that will collect and discharge Ridge beams shall be capable of carrying the all roof drainage to the ground surface at least five imposed roof loads and shall be supported by feet (1524 mm) from foundation walls or,:to an structural elements which transmit the loads to the approved drainage system. foundation. AUL 780 CMR 360&2 ROOF FRANUNG 3608.2.3 Fraaning details: Rafters shall be nailed to 3608.2.1 fdentificstion and grade: Load-bearing ceiling joists to form a continuous tie between dimension lumber for rafters, trusses and ceiling exterior walls where joists are parallel to the rafters. joists shall conform to DOC'PS 20 and to other Where not parallel,rafters shall be tied with a rafter applicable standards or grading rules, as listed in tie,located as near the plate as practical.Rafter ties Appendix A, and be identified by a grade mark or shall be spaced not more than four feet (1219 mm) certifi-.ate of inspection issued by an approved on center.Rafters shall be framed to ridge board or agency. The grade mark or certificate shall provide to each other with gusset plate as a tie. Ridge board adequate information to determine Fb,the allowable shall be at least one-ineW(25 mni)nominal thickness stress in bending, and E, the modulus of elasticity. and not less in depth than the cut end of the rafter. Approved end jointed lumber • may be used At all valleys and hips there shall be a valley or hip inwrchangeably with solid-sawn members of the rafter not less than two-inch (51 nun) nominal same species and grade. Blocking shall be a thickness and not less in depth than the cut end of minimum of utility grade lumber. the rafter. Kip and valley rafters shall be supported at the ridge by a brace to a bearing partition or be won: Use of Native .Lumber_shall be designed to carry and distribute.the specific load at allowed in accordance with 780 CAR 2303.0. that point. 3608.2.1.1 Fire-retardant-treated lumber: The 3608.2.3.1 Ceiling joists lapped: Ends of ceiling allowable unit stresses for fire-retardant-treated joists shall be lapped a minimum of three inches lumber, including fastener values, shall be (76 mm)or butted over bearing partitions or beam developed from an approved .method of and toenailed to the bearing member. When investigation which considers ,the effects of ceiling joists are used to provide resistance to anticipated temperature and humidity to which the rafter thrust,lapped joists shall be nailed together fire-retardant lumber will be subjected,the type of and butted joists shall be tied together in a manner treatment and redrying process. The fire-retardant to resist such thrust. treated lumber shall be. graded by an approved agency. 9/19/97 (Effective 2/28/97)- corrected 790 CAS- Sixth Edition 557 Architect/ n !nee ring Review The Load Design Charts for R-Control lPs have been developed from national testing standards, testing at inde- pendent laboratories,and qualified structural engineers. They have been determined to be consistent with sound building practice. These charts cover most common construction requirements. Each building project should be reviewed by an architect/engineer to determine the suitability of R-Control SIPs. Evaluation Reports available from: IMES HUD various state and local jurisdictions Construction Details and Vide® Available R-Control SIPs are structural components for use in load bearing wall, roof, ceiling, or floor assemblies. Contact us for complete detail drawings, technical specifications and a building techniques video. You can also download many of these documents from our website at www.r-control.com Example: l°rGer pn R;Oge vn er.or CVl4ovtl:nv(see R-C°nvPl oelen v n atl n Technicvin Ev l<Ur.sip o.20e6) LP reef. I< 1/2- v EPS fl-Contrel s C 6' 't Ii E lM1 aleele9r ;Iler pcie e. Y<< <SIP-I]ure ?Yjcvlooe°ch s�Ce cent. creme - spcc�np re irements. _ , uvl Iponel. �RC Canlrol s - R-Control Do-all-Ply R-Co scr. ccn s�Ge cont�nu e 1 1P-135 lar zDacng reavir<mentx. Ovhonpl f dory 6. C R-Canlrol R-Control I Do-al-Pry. Do-al-Plz - eocn pcna%2s a 1. I [d cIP 1. / Be+eleG 2.tee qct<.- ` EIe-AB Ply cine ovs on,nCv<I� R-Convol conlrnvous. - SIP.roll. R-Ccnlml Do-al-Ply a !DP k Bollom con.nu us. Sxructurvl 2pport m Ra Con frol D^al-uls panels epnsu SECTION S.:ors _ SECTION - R—Contrel' SIPe x pw<k r+o. R—Control® SIP v Be.eleG w nel SP-122 iRLE: n'0. Ropf a;tlge- e Cvl SIP-121p ' E.tuner f:�zn / SIR vallLolly es v�y enl voasum woll Dp^lat Ui2 -Csnly lcs P.-Control �Ir 6 15G sypsee ee a 3\s:iepez< ~JIj Roo�i olla�r neltl cn 11 `P-Copane pev`el volt°m ' o el. Insec - I � Treot<e vP p or Ilcznin5. i 6;11 savler. Ccun R-Canvvl \ _ •� Do-ul-Rly, Gue�G EPS. fvunEcl anPrr.pu �� f^ $FCTION Scale:xis 7>;• ' R—Conirdl SIPs. Penal sIP-lose h�: - 2 780 C!:,Il b S`I rVrE DOARLD OF BUILDING REGULATIONS AND STANDARDS r. ADMINISTRATION 780 C&IR 109.0 APPROVAL. 780 CNM 110.0 APPLICATION FOR P)ERI6 ff 109.1 Approved materials and equipment: All 110.1 Permit application: It shall be unlawful to PPPP materials, equipment and devices approved by the construct, reconstruct, alter, repair, remove or building official shall be constructed and installed in demolish a building or structure;or to change the accordance with such approval. use or occupancy of a building or structure; or to install or.alter any equipment for which provision is 109.2 Used materials and equipment: Used made or the installation of which is regulated by materials, equipment and.devices which meet the 780 CMR without first filing a written application minimum requirements of 780 CMR for new with the building official and obtaining the required materials,equipment and devices shall be permitted; permit therefor. however, the building official may require satisfactory proof that such materials,equipment and 110.2 Temporary Structures: devices have been reconditioned, tested, and/or 110.2.1 'General: A building permit shall be placed in good and proper working condition prior to approval. required for temporary structures, unless exempted by 780 CMR 110.3. Such permits shall 109.3 Alternative materials and equipment: be limited as to time of service, but such temporary construction shall not be permitted for 109.3.1 General: The provisions of 780 CMR more than one year. are not intended to limit the appropriate use or 110.2.2 Special approval: All temporary installation of materials,appliances,equipment or construction shall conform to the structural methods of design or construction not specifically, strength, fire safety, means of egress, light, prescribed by 780 CMR,provided that any such ventilation, energy conservation and sanitary alternative has been approved. Alternative requirements of 780 CMR as necessary to insure materials, appliances,equipment or methods of the public health,safety and general welfare. design or construction shall be approved when the building official is provided acceptable proof and 110.2.3 Termination of approval:The building has determined that said alternative is satisfactory official may terminate such special approval and P and complies with the intent of the provisions of order the demolition of any such construction at 780 CMR, and that said alternative is, for the the discretion of the building official. purpose intended, at least the equivalent of that prescribed in 780 CMR in quality, strength, 110.3 Exemptions: A building permit is not effectiveness, fire resistance, durability and required for the following activities, such exemp- safety. Compliance with specific performance tion,however,shall not exempt the activity from any based provisions.of 780 CMR, in lieu of a review or permit which may be required pursuant to prescriptive requirement shall also be permitted as other laws,by-laws, rules and regulations of other an alternate. jurisdictions(e.g.zoning,conservation,etc.). 1. One story detached accessory buildings used 109.3.2 Evidence submitted: The building as tool or storage sheds,playhouses and similar official may require that evidence or proof be uses,provided the floor area does not exceed 120 subi-rutted to substantiate any claims that may be square feet. made regarding the proposed alternate. 2. Fences six feet in height or less. 109.3.3 Tests: Determination of acceptance shall 3. Retaining walls which, in the opinion of the be based on design or test methods or other such building official, are not a threat to the public standards approved by the BBRS. In the safety health or welfare and which retain less than alternative, where the BBRS has not provided four feet of unbalanced fill. specific approvals, the building official may 4• Ordinary repairs as defined in 780 CMR 2. accept, as supporting data to assist in this Ordinary repairs shall not include the cutting determination, duly authenticated engineering away of any wall,partition or portion thereof,the reports, formal reports from nationally removal or cutting of any structural beam,column or other loadbearing support, or the removal or acknowledged testing/listing laboratories,reports change of any required means of egress, or from other accredited sources. The costs of all t . rearrangement of parts of a structure affecting the tests, reports and investigations required under egress requirements; nor shall ordinary repairs these provisions shall be borne by the applicant. include addition to,alteration of,replacement or 109.3.4 Approval by the Construction relocation of any standpipe, water supply, Materials Safety Bard: The building official mechanical system,fire protection system,energy, may refer such matters to the Construction conservation system or other work affecting Materials Safety Board in accordance with public health or general safety. 780 CMR 123.0 for approval. Note: Also see 780 CMR 903.1(Exceptions 1. and 2.). 11/27/98 780 CMR-Sixth Edition 19 780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS FOUNDATIONS FOR SINGLE-AND TWO-FAMTLY.!yWFLLL1 NGS 5404.2A Bac➢tfilling. Wood foundation walls of insulating concrete form f0c.-iX. walls for shall not be backfilied until the basement floor buildings not greater than;G -�L .,'?2 88 mm)in �. and first floor have been constructed or the walls plan dimensions, and floors lot L- t ter flan 32 have been braced. For crawl space construction, feet(9754 mm)or roofs not treat , 'fart 40 feet backfill or bracing shall be installed on the (12 192 mm)in clear span. Build;ngs shoJl not interior of the walls prior to placing bac,Uill on exceed two stories in height above-grade with the exterior. Backfill material shall be free each story not greater than ten feet (3048 mm) draining and free of organic materials, high. Foundation walls constructed in accordance construction debris,cobbles and boulders,shall with the provisions of 780 CMR 5404.4.1 shall be be placed in lifts not exceeding 12 inches(305 limited to buildings subjected to a maximum mm)and shall be mechanically compacted, ground snow load of 70 psf (3.35 kN/m`) and 5404.2.5 Drainage and Dampproofing. Wood located in Seismic Design Category A,B or C. foundation basements shall be drained and 5404.4.2 Flat Insulating Concrete Form Wall dampproofed in accordance with 780CMR 5405 Systems. Flat ICF wall systems shall comply and 5406,respectively. with 780 CMR Figure 5611.3, shall have a 5404.2.6 Fastening. Wood structural panel minimum concrete thickness of 5.5 inches (140 foundation wall sheathing shall be attached to mm),and shall have reinforcement in accordance framing in accordance with 780 CMR Table with 780 CMR Table 5404.4(1), 5404.4(2) or 5602.3(1)and 780 CMR 5402.1.1. 5404.4(3). 5404.3 Wood Sill Plates. Wood sill plates shall be 5404.4.3 Waffle Grid Insulating Concrete a minimum of two-inch by four-inch(51 mm by 102 Form Fall Systems. Waffle-grid wall systems mm)nominal lumber. Sill plate anchorage shall be shall have a minimum nominal concrete thickness in accordance with 780 CMR 5403.1.6 and R602.11. of six inches (152 mm) for the horizontal and vertical concrete members (cores) and shall be 5404.4 Insulating Concrete Form Foundation reinforced in accordance with 780 CMR Table Walls. Insulating concrete form (ICF) foundation 5404.4(4). The minimum core dimension shall walls shall be designed and constructed in comply with 780 CMR Table 5611.4 (2) and accordance with the provisions of 780 CMR 5404 or 780 CMR Figure 5611.4. in accordance with the provisions of ACI 318. . When ACI 318 or the provisions of 780 CMR 5404 5404.4.4 Screen Grid Insulating Concrete are used to design insulating Form Wall Systems. Screen-grid ICF wall g b concrete form systems shall have a minimum nominal concrete foundation walls, project drawings, typical details thickness of six inches (152 mm) for the and specifications shall bear the seal of the a horizontal and vertical concrete members(cores). Massachusetts-registered architect or a Massachusetts-registered professiona!en meet. The minimum core dimensions shall comply with g 780 CMR Table 5611.4(2) and 780 CMR Figure 5404.4.1 Applicability Limits.The provisions of 5611.5. Wails shall have reinforcement in 780 CMR 5404.4.1 shall apply to the construction accordance with 780 CMR Table 5404.4(5). 3/23/07 (Effective 4/1/07) 780 CMR-Seventh Edition 585 Town of Barnstable Building Department - 200 Main Street iARNSTABLE, * Hyannis, MA 02601 9 MASS. (508) 862-4038 i639' CFO MA'I a Certificate of Occupancy Application Number: 20065227 CO Number: 20080016 Parcel ID: 324094 CO Issue Date: 01117108 Location: 59 GOSNOLD STREET Zoning Classification: RESIDENCE B DISTRICT Village: HYANNIS Gen Contractor: SANTOS, MICHAEL Permit Type: RC00 CERTIFICATE OF OCCUPANCY RES Comments: ICI Building Department Signature Date Signed ,s 1HEr TOWN OF BARNSTABLEBuilding Application Ref: 20065227 * BARNSTABLE, * Issue Date: 03/12/07 Permit. 9 MASS. 1639• Applicant: SANTOS,MICHAEL Permit Number: B 20070424 Proposed Use: SINGLE FAMILY HOME Expiration Date: 09/09/07 Location 59 GOSNOLD STREET Zoning District RB Permit Type: REBUILD HOUSE.AFTERTEARDOWN Map Parcel, 324094 Permit Fee$ 1,025.00 Contractor SANTOS,MICHAEL . . Village HYANNIS App Fee$ 100.00 License Num 065318 Est Construction Cost$ - 250,000 . Remarks APPROVED PLANS MUST BE RETAINED ON JOB AND NEW 3 BEDROOM SINGLE FAMILY HOME 2 STORY THIS CARD MUST BE KEPT POSTED UNTIL FINAL INSPECTION HAS BEEN MADE. WHERE A CERTIFICATE OF OCCUPANCY IS REQUIRED,SUCH Owner on Record: SMITH,STEPHEN L 81 ROBERTA F BUILDING SHALL NOT BE OCCUPIED UNTIL A FINAL Address:, 6 NAZING ST IN,SPEC- ION.HAS BEEN MADE. DORCHESTER, MA 02121 -pot Application Entered by: PR Building Permit Issued By: THIS PERMIT.CONVEYS NO:RIGHT TO;OCCUPY ANY STREET,ALLY OR SIDEWALK OR`ANY PART THEREOF EITHER TEMPORARILY OR PERMANENTLY: . EN(CROACHENIENTS ON PUBLIC.PROPERTY,NOT SPECIFICALLY PERMITTED UNDER THE BUILDING CODE MUST BE APPROVED BY THE:JURISDICTION: STREET ORALLY GRADES AS WELL ' DEPTH AND LOCATION OF PUBLIC!SEWERS MAYBE OBTAINED FROIvf,THE DEPARTMENT OF PUBLIC WORKS THE ISSUANCE OF THIS PERMIT DOES.NOT RELEASE THE APPLICANT.FROM THE CONDITIONS OF ANY APPLICABLESUBDIVISION;RESTRICTIONS. WINMIUM OF FOUR CALL INSPECTIONS REQUIRED FOR ALL CONTSTRUCTION WORK: 1.FOUNDATION OR FOOTINGS. Z.ALL FIREPLACES MUST,BE INSPECTED AT THE THROAT LEVEL BEFORE FIRST FLUE LINING IS INSTALLED. 3.WIRING&PLUMBING INSPECTIONS TO BE COMPLETED PRIOR TO FRAME INSPECTION. 1.PRIOR TO COVERING STRUCTURAL MEMBERS(READY TO LATH). i.INSULATION. i.FINAL INSPECTION BEFORE OCCUPANCY. NHERE APPLICABLE,SEPARATE PERMITS ARE REQUIRED FOR ELECTRICAL,PLUMBING AND MECHANICAL INSTALLATIONS. NORK SHALL NOT PROCEED UNTIL THE INSPECTOR HAS APPROVED THE VARIOUS STAGES OF CONSTRUCTION. ?ERMIT WILL BECOME NULL AND VOID IF CONSTRUCTION WORK IS NOT STARTED WITHIN SIX MONTHS OF )ATE THE PERMIT IS ISSUED AS NOTED ABOVE. 'ERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS DO NOT HAVE ACCESS TO.GUARANTY FUND(as set forth in MGL c.142A). ► � r , r � � , r r ® r BUILDING INSPECTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRICAL INSPECTION APPROVALS —7 ���. L k� 7 -Z>: 04 5;- 1 b 1 Heating Inspection Approvals` Engineering Dept �i C-7 -0 Fire Dept 2 1 o $ Board of Health 15 # ��, / OA G '0� � 4 A i 12-13-2i 06 a 01 = 12P BARNTOW A!SnTAgLE r 16 9. ,� NOV 15 P 1 .35 Town of Barnstable Zoning Board of Appeals Decision and Notice Appeal 2006-089 - Smith Special Permit Section 240-91.11(2)Demolition/Rebuilding on Nonconforming Lot of 5,004 sq.ft. Demolish existing single-family dwelling on a 5,004 sq.ft.lot and rebuild a new single-family dwelling in conformance to the requirements of Section 240-91.H. Summary: Granted with Conditions Petitioner: Stephen L. and Roberta F.Smith Property Address: 59 Gosnold Street,Hyannis,MA Assessor's Map/Parcel: Map 324 Parcel 094 Zoning: Residence B Zoning District Background & Review: In Appeal 2006-089, the applicants sought a Special Permit to demolish an existing single-family dwelling on an undersized lot that is less than 10,000 sq.ft.,and rebuild a new,larger single-family dwelling. In the demolition/rebuilding provisions of the Zoning Ordinance, Section 240-91.H(2)it requires a special permit for all lots less than 10,000 sq.ft. The subject lot is 5,004+/-sq.ft., and developed with a 1.5-story, 1,420 sq.ft.,three-bedroom, single-family, dwelling. A detached 12 by 14-foot shed also exists on the lot. The proposed dwelling was originally designed as a two-story, 1,590 sq.ft. sq.ft.,three-bedroom structure. The plans for the new structure and building were revised during the proceedings to a footprint of 1008 sq.ft. and a gross floor area of 1,499 sq.ft.. The location of the new dwelling conformed to the district's required minimum yard setbacks Procedural & Hearing Summary: This appeal was filed at the Town Clerk's Office and at the office of the Zoning Board of Appeals on August 14, 2006. A public hearing before the Zoning Board of Appeals was duly advertised and notice sent to all abutters in accordance with MGL Chapter 40A. The hearing was opened October 04,2006 and continued to November 1, 2006, at which time the Board found to grant the special permit subject to conditions herein. Board Members deciding this appeal were,Randolph Childs, Sheila Geiler,John T. Norman,Kelly Kevin Lydon and Chairman,Gail C.Nightingale. Michael Santos of APCON,Inc.,the design and building firm for the proposed dwelling,represented the applicants. Mr. Santos indicates that the proposal is to demolish the existing dwelling.,and construct.a new dwelling relocated on the lot so as to conform to the current required setbacks. The new dwelling is to be a 3 bedroom,2 bath, single family dwelling consisting of approximately 1,400 square feet located as per the l r Town of Barnstable-Zoning Board of Appeals Special Permit 2006-089-Smith 5. The existing building is connected to the Town sewer and the proposed new dwelling will also be connected. 6 The subject lot is situated fully within a FEMA Flood Zone B. That zone is subject to possible flooding during the 500 year storm event. The elevation of the lot varies from 10 to 14 feet. The new dwelling is to be positioned to conform to the minimum floor elevation of 11 feet as required by FEMA. 7. Access to the lot is from one curb-cut on Gosnold Street situated on the east side of the lot. The plan . submitted shows two,on-site parking spaces. 8. The application and new plans conform to the requirements of Section 240-91(11),and the proposed new dwelling would not be substantially more detrimental to the neighborhood than the-existin-g-dwelling. 9. The proposal satisfies the requirements of Section 240-125 (C)[21 in that the application falls within the category specifically excepted in the ordinance for a grant of a Special Permit, and after evaluation of the evidence presented,the proposal fulfills the spirit and intent of the Zoning Ordinance and would not represent a substantial detriment to the public good or the neighborhood affected. Decision: Based on the findings of fact, a motion was duly made and seconded to grant the appeal with the following conditions: 1. Redevelopment of the property shall be as proposed in the revised plans submitted to the Board on November 1,2006,initialed and dated by the Chairman. The proposed site plan is entitled"Plot Plan of Land located at 59 Gosnold Street,Hyannis, MA prepared for Stephen&Roberta Smith"dated June 20, 2006, as drawn by Yankee Land Surveyors &Consultants. The Architectural Plans for the proposed dwelling are entitled"Smith Residence 159 [59] Gosnold St.Hyannis,MA"as drawn by APCON,Inc. and consists of 3 sheets dated 7/21/06 but with a revised floor layout; sheet A-2,with a revised date of 10/15/06. Plans do not exceed,a total footprint for all buildings and structures of 1008 sq.ft.,and gross floor area of the building not exceeding--1;501 sq.ft. 2. The total number of bedrooms shall not exceed three. The dwelling shall be connected to the Town sewer and public water. /eConstruction shall comply with all applicable Building Division requirements,including Flood Area Provisions and FEMA regulations.. 4. During all stages in the demolition and reconstruction of the dwelling,all vehicles,equipment and materials associated with the demolition/reconstruction shall be required to be located off the paved roadway of Gosnold Street, and no vehicles,equipment, or materials shall be stored within the right-of- way of Gosnold Street. 5. All mechanical equipment associated with the dwelling(air conditioners,electric generators,etc.)shall be located so as to conform to the minimum required setbacks of the district 6. The development allowed in this permit is full build out of the property under the Zoning Ordinance. No further structures shall be added nor those authorized expanded beyond that permitted in this decision. 3 °FTHE ipk� Town of Barnstable Regulatory Services r r * BARNSTABLE, v MASS. g Thomas F. Geiler, Director 1639n. °10 Building Division Thomas Perry, CBO Building Commissioner 200 Main Street, Hyannis, MA 02601 www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 June 18,2007 Mr. Michael Santos 4830 Route 28 Cotuit,MA 02635 RE: 59 Gosnold St. Hyannis MA 02601 Dear Mike, The purpose of this letter is to once again explain what this office is looking for regarding the ICF at 59 Gosnold St.,Hyannis. In early May you requested to change the foundation from a standard pc footing and wall to an ICF—an engineered foundation. A signed, sealed set of plans that was site specific was requested. Both CMR 780 and the literature that you submitted to this office required that this request for revision"...be accompanied by engineering calculations, construction documents, and adequate engineering details. Such calculations, details,and construction documents shall be signed and sealed by the responsible registered design professional"(research report 90-81).Nearly a month later this office received a generic stamped plan on which a 2x10 sill and standard anchor bolts were specified.Neither the 2x10 nor specified bolts were used. An engineered system needs to be changed by an engineer. When these discrepancies were addressed, you supplied an unsigned,unstamped generic letter which only spoke in vague general terms. What this office is looking for is agreement between the data required and the data submitted without having to read reams of manufacturer's brochures. What this office is looking for is agreement between the data and what is happening on site. What this office is looking for is site specific answers from appropriate sources. Is the existing 2x6 sill that is short of the foundation edge by several inches adequate? Is the existing 2x6 sill that is overhanging the foundation adequate? Are the anchor bolts as existing adequate? What specifically will be used for insect protection? What specifically will be used for a thermal barrier? Please answer these questions by June 22, 2007;your anticipated cooperation is appreciated. Sincere , Paul Roma Building Inspector 'brow* OF BARNSTABLE BUILDING PERMIT APPLICATION Map _ 2� Parcel 6 FGj� Applic tion# b lY Health Division 2 a� `�a� b Conservation Division Permit# Tax Collector y Date Issued Treasurer Application Fee / 7 Planning Dept. Permit Fee f Date Definitive Plan Approv nnin Board P�- Historic-OKH � Pr ervation/Hyannis Project Street Address .5-7 6ostu of d S+ Village ij*'em ►u i S Owner 9CJN11 +a rY_V1+k Address ( 411lg z i,errs S� Telephone ITT Y 3 S—,P19lS' 01 Permit Request Rexnov)e e-kis -,w% S f k c '_t4(_L W l,dg (W 4A--A!i x d- k e cow4lnk41 Square feet: 1 st floor:existing proposed 2nd floor:existing proposed Total new ®� Zoning District 1� B Flood Plain Groundwater Overlay Project Valuation�r— Construction Type ��v Lot Size 5001 S4 FT' randfathered: 2 es ❑No If yes, attach supporting documentation. Dwelling Type: Single Family &1 Two Family ❑ Multi-Family(#units) Age of Existing Structure / Historic House: 2(Yes ❑No On Old King's Highway:,, ❑Yes.- ❑ No Basement Type: ❑Full 0 Crawl ❑Walkout ❑Other -: Basement Finished Area(sq.ft.) Basement Unfinished Area(sq.ft) t(•.{ Number of Baths: Full:existing new cl Half:existing ::k1lnew t CD Number of Bedrooms: existing new _3 Total Room Count(not including baths):existing new First Floor Room Count Heat Type and Fuel: was ❑Oil ❑Electric ❑Other Central Air: As ❑No Fireplaces: Existing New Existing wood/coal stove: ❑Yes ❑No Detached garage:❑existing ❑new size Pool:❑existing ❑new size Barn:❑existing ❑'new size Attached garage:❑existing ❑new size Shed:❑existing ❑new size Other: Zoning Board of Appeals Authorization ❑ Appeal# Q Oo 6 - Recorded UK Commercial ❑Yes ❑No If yes, site plan review# Current Use A e 5?J J Proposed Use e es iAW44 J -~ BUILDER INFORMATION Name' Nam fAt4 �_ � '�5 0jo?,m _ Telephone Number '7:)©J Address 3® Kl- a License# d(O S-3l 7 V Home Improvement Contractor# IV3196 Worker's Compensation#A ALL CONSTRUCTION DEBRIS RESULTING FROM THIS PROJECT WILL BE TAKEN TO SIGNATURE <s DATE 3 bL, y FOR OFFICIAL USE ONLY, PERMIT NO. � DATE ISSUED WMAP/PARCEL NO. I - ADDRESS VILLAGE OWNER : DATE OF INSPECTION: FOUNDATION `7 Q_ O`7 S C- FRAME Or— (7 -o `, / F INSULATION ©ram" .. Cs b FIREPLACE ELECTRICAL:,- ROUGH FINAL " f PLUMBING: ROUGH FINAL GAS: ='i ROUGH FINAL FINAL BUILDING DATE CLOSED OUT ASSOCIATION PLAN NO. t i • L- Town of Barnstable Regulatory Services 8A11'XAM � Thomas F.Geller,Director 'prE16 K; Building Division Thomas Perry,CBO,Building Commissioner ID 200 Main Street, Hyannis,MA 02601 www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 PLAN REVIEW Owner: S 7-6 f d fag�� Map/Parcel: ���`f 09 4j- .5 e-t r T 14 Project Address 5-5 Goy K o c -16, S r Builder: Af IC1�(A 7z 5,40 10 S The following items were noted on reviewing: il- L-1— �f f S"P67cS fro(Z S 7'/Z u c.7v A44 C_ P 64rF �L� A � ��t� o L vwtPC P` P 20 v 0&ts (N sP, Reviewed by: Date: Q:Forms:Plnrvw I y � The Commonwealth of Massachusetts Department of Industrial Accidents - Office of Investigations 600 Washington Street Boston,MA 02111 www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Legibly Name(Business/Organization/Individual): . v Address: -(.r -so eL' r a-Y City/State/Zip:Cd 4V z ,�.- oa&3T- Phone.#: S:3�>,p- -(a o 9 a C-1' Are you an employer?Check the appropriate box: Type of project(required):. 1.Lr1 i am a employer with � 4. ❑ I am a general contractor and I 6. New construction employees(full and/or part-time).* have hired the sub-contractors 2.❑ I am a sole proprietor or partner- listed on the attached sheet. 7. ❑Remodeling ship and have no employees These sub-contractors have 8. ❑Demolition workingfor me in an capacity. employees and have workers' Y P tY• 9. ❑Building addition [No workers' comp.insurance comp.insurance.t required 5. ❑ We are a corporation and its 10.❑ Electrical repairs or additions 3.❑ I am a homeowner doing all work officers have exercised their 11.❑Plumbing repairs or additions myself. [No workers'comp. right of exemption per MGL 12.❑Roof repairs insurance required.]t c. 152, §1(4),and we have no r employees. [No workers' 13.❑ Other comp:insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. ZContractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name: L Policy#or Self-ins.Lic.M —7� 9 O 5I y 6 0 Expiration Date: L60 Job Site Address: �c1 GoSrw o wQ 54 City/State/Zip: Attach a copy of the workers' compensation policy declaration page(showing the policy number and expiration date). Failure.to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to$1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a STOP WORK.ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify under the pains andppenalties of perjury that the information provided above is true and correct. Si¢natur /6 +�i: ' ' Date: /Z i�41 7 Phone# � Official use only. Do not write in this area,to be completed by city or town official City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3.City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 1,Other Contact Person: Phone#: Information and Instructions Massachusetts General Laws chapter 152 requires all employers to provide workers' compensation for their employees. Pursuant to this statute,an employee is defined as"...every person in the service of another under any contract of hire, express or implied,oral or written." An employer is defined as"an individual,partnership,association, corporation or other legal entity,or any two or more of the foregoing engaged in a joint enterprise,and including the legal representatives of a deceased employer,or the receiver or trustee of an individual,partnership, association or other legal entity,employing employees. However the owner of a dwelling house having not more than three apartments and who resides therein,or the occupant of the dwelling house of another who employs persons to do maintenance,construction or repair work on such dwelling house or on the grounds or building appurtenant thereto shall not because of such employment be7deemed to bean employer." MGL chapter 152;§25C(6)also�statesI that''every state or local.licensing agency.shall withhold the issuance or renewal of a license or permit to operate a business or to construct buildings in the commonwealth for any applicant who has not produced acceptable evidence of compliance with the insurance coverage required." Additionally,MGL chapter 152,§25C(7)states"Neither the commonwealth nor any of its political subdivisions shall enter into any contract for.the performance of public work until acceptable evidence of compliance with the insurance requirements of this chapter have been presented to the contracting authority." Applicants Please fill out the workers'compensation affidavit completely,by checking the boxes that apply to your situation and,if necessary,supply sub-contiactor(s)name(s),address(es)and phone number(s)along with their certificate(s)of insurance. Limited Liability Companies(LLC)or Limited Liability Partnerships(LLP)with no employees other than the members or partners,are not required to carry workers' compensation insurance. If an LLC or LLP does have employees,a policy is required. Be advised that this affidavit may be submitted to the Department of Industrial Accidents for confirmation of insurance coverage. Also be sure to sign and date the affidavit. The affidavit should be returned to the city or town that the application for the permit or license is being requested,not the Department of Industrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers' compensation policy,please call the Department at the number listed below. Self-insured companies should enter their self-insurance license number on the appropriate line. City or Town Officials Please be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom of the affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the applicant. Please be sure to fill in the permit/license number which will be used as a reference number. In addition,an applicant that must submit multiple permit/license applications in any given year,need only submit one affidavit indicating current policy information(if necessary)and under"Job Site Address"I:he applicanfshould'wiite"all locitioiis in (city or town)."A copy of the affidavit that has been officially stamped or marked by the city or town may be provided to the applicant as proof that a valid affidavit is on file for future permits or licenses. A new affidavit must be filled out each year.Where a home owner or citizen is obtaining a license or permit not related to any business or commercial venture (i.e. a dog license or permit to bum leaves etc.)said person is NOT required to complete this affidavit. The Office of Investigations would like to thank you in advance for your cooperation and should you have any questions, please do not hesitate to give us a call. The Department's address;telephone and fax number:. The Commonwealth of Massachusetts Department of Industrial Aceidents Office of Investigations 600 Washington Street Boston,MA 02.111 Tel. # 617-727-4904 ext 406 or 1-877-MAS SAFE Fax 4 617-727-7749 Revised 11-22-06 www.mass.gov/dia z'aale J5:iao(eoaunned) Pberiptive packages far be and Tsso-Fami7y Ruldential Buildings Heated siit6'F`ns*0'FReis MAXfMIIM r 113ItH1MUM Gluing Glam3ng Ceiling Wall Floor Baserneat Slab Heatinivc0oling Anne U-valuer R-valuer ' R-value R-values Walt Perimeter Eopmeru Effideacy' Pae§age R-valuer R-value' 5701 to 65DO Heating De. Daye ' I2% 0.40 31 13 19 10 6 Normal R 12Ja 0.52 30 I9 At 10 6 Normal S . 12% 0.30 31 13 19 10 6 115-AFUE T 15% 036 31 13 25 NIA NIA Normal U I5% 0.4633 19 19 10 6 Normal y 15% 0.44 31 13 23 NIA NIA 113 AFUE QV 13% 0.52 30 19 19 10 d 15 AFUE x I s% 032 31 l3 25 NIX NIA Normal LzAZA % 0.47 31 19 25 N/A NIA NormalI3% 0.42 33 13 19 10 6 90 AFUE I 0.30 30 19 f9 10 6 90AFUE 1. ADDRESS OF PROPERTY: z 2. SQUARE FOOTAGE OF ALL EXTERIOR WALLS: gel 3. SQUARE FOOTAGE OF ALL GLAZING: 0 0 4, %GLAZING AREA(#3 DIVIDED BY 42): 10 5. SELECT PACKAGE(Q—AA-see chart above): NOTE: OTHER MORE INVOLVED METHODS OF DET WENING ENERGY REQUIREMENTS ARE AVAILABLE. A5K US FOR THIS INFORMATION, BUILDING INSPECTOR APPROVAL: YES:. NO: q-forms49 S03 03 a Town'of Barnstable Regulatory Services HAMNSTABLe, ` Thomas F. Geiler,Director MASS. � wilding Division Tom Perry, Building Commissioner 200 Main Street, Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-79076230 Property Owner Must Complete and Sign This Section If Using A Builder I, h erJ S r» ,as Owner of the subject property hereby authorize yA2CLc yt-LWr MIA Q. &Ar ,> to act on my behalf, in all matters relative to work authorized by this building permit application for: S'� (Address of Job) a � Signature of Owner Date Print Name Q:F0RMS:0W1,ERPERMISSI0N Town of Barnstable Regulatory Services ' BAMST"BM Thomas F.Geiler,Director Muss. . p i039' • Building Division QED Mfg` Thomas Perry, CBO,Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 PLAN REVIEW Owner: S 7 209e�ye-rA._50417y, Map/Parcel: `S �f O 9 9- Project Address S9 .6-05HOL6 57t NY Builder: HIC-17Wez- 5PfNVv5 The following items were noted on reviewingoo 4 NN 0,4 011- -rO 7741S oFtCfCE . Re5-M 12F PEP-"r T P26c67SS CAN Cotw/yv67, A40 E4-5 t ft i ® f}o vS� P��►S w N rC � AG-2CE �v�2R� .Dc cl's�a N �rrC S�T� r PR C E P e-a'r P"r-t w y rCY 46-kc S c�24A SQ r T, OF IiOK67 r®-o1- PP-► N T �Nl� 2oSS rLeo/Z AQUA �bgN g, Z rouN pa0 PANS rod DCC-L-S PO-C,�t:7 5 Reviewed by: -AJ Date: S - -7 Q:Forms:Plnrvw �oFlimit Town of Barnstable Regulatory Services BsT y Thomas F. Geiler,Director XASL pTEo�9-,�a 8 Building Division Thomas Perry,CBO,Building Commissioner 200 Main Street, Hyannis,MA 02601 www.town.barnstable.ma.us )ffice: 508-862-4038 Fax: 508-790-6230 PLEASE FORWARD THE ATTACHED PAGES)TO: TO: A / �1r S tCrO_5 ATTN: FAX NO: FROM: 64 v ko v-i DATE: PAGE(S): _(INCLUDING COVER SHEET) TRANSMISSION VERIFICATION REPORT TIME 02/07/2007 08:25 DATE DIME 02/07 08:25 FAX NO./NAME 95084209201 DURATION 00:00:41 PAGE(S) 02 RESULT OK MODE STANDARD ECM �0 BUILDING REC,ULA BO'pRD OFTRUCTION SUF<ERVISO� Ueeriso DONS 1 Nu►nbe C 065318 s . 6irt (�08 Tr.no O�t2 16 �, f E MICF►A d Gommfsslone 4;g30 } ' .. .. T- - T11ae �omvrw.uuea i o�./�aaaaclauaetla Board of Building Regulations and Standards License or registration valid for individul use only HOME IMTOVEMENT CONTRACTOR before the expiration date. If found return to: `` 'i.V� Board of Building Regulations and Standards Registralio =._i43064 One Ashburton Place Rm 1301 '-" 008 Tr# 124630 es Boston,Ma.02108 a Corporation APCON,INC. MICHAEL SANTO+ =___ T ��_ 00, 4830 RT 28 . •� COTUIT,MA 02635 Administrator T6f valid without signature x JAN-Ob-200t FR1 12:26 PM KEYSPAN ENERGY FAX N0, 508 394 5019 P, 01 Ney$pan Energy Dolivery I'+� •�'�� 12l Whiter.Path fnc�')y C)•r)id°,ry 5uu1B Yarmouth,MA 02.664 Jmivary 5, 2007 Mike FAX: 508-42.0-9201 l.tld': 59 Ciostiold St., Hyannis This is to Confirm that the natural gas line to the above address has been cut mid capped as requested. `f•ltis wigs clone on December 22, 2006. II'you have, any questions please call me at 508-760-7481. Sue MCM1111in Operations Coordinator " • �� �'�� •�•�� I11H14NlS WHItK SYSItM 508 790 1313 P.01/01 THe Department of Public Works 47 Old Yarmouth Rd, Water Supply Division P.O.Box 326 a i Hyannis,MA. BAMSMULE, 02601.0326 MAS& TEL;5oe-775.0063 019. Hyannis Water System Operations FAX:508-790.1313 January 2, 2007 Town of Banistable Building Inspector Town Hall Hyannis, MA 02601 `.Service# 59 GOSNOLD STREET—HYANNIS, .MA 'Dear Sir: Please be advised that the above water service was shut off at the curb and the meter was removed on 12/29/06. The owner has infomied us of plans to demolish the building. Sincerely, 6te tarcI Hyannis Water System _,• WhksWater•Pennlehuek • ..•.__._._.•�.• u�.u..eww. Inn anA Dwnnlchrrk W.Mer Services com. TOTAL P.01 �GORD CERTIFICATE OF LIABILITY INSURANCE DATE(MM/DD/YYYY) i *M 08/21/2006 PRODUCER (508)394-7648 FAX (508)760-1223 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Kevin McGrath Insurance Agency ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AMEND,EXTEND OR 420 Route 134 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. P.O. Box 1500 South Dennis, MA 02660 INSURERS AFFORDING COVERAGE NAIC# INSURED Apcon Inc. INSURER A: National Grange Mutual 14788 4830 Rte 28 INSURERB: American Internationl Group Contult, MA 02635 INSURERC: INSURER D: INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED.NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR ADD'L TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE POLICY EXPIRATION LIMITS LTR NSR DATE MM/DD/YY DATE MM/DD/YY GENERAL LIABILITY MPM17301 05/26/2006 05/26/2007 EACH OCCURRENCE $ 1,000,000 X COMMERCIAL GENERAL LIABILITY DA AGE TO RENTE PREMISES Ea occurence $ 100,000 CLAIMS MADE � OCCUR MED EXP(Any one person) $ S,000 A __ PERSONAL&ADV INJURY $ 1,000,000 GENERAL AGGREGATE $ 2,000,000 FE GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $ 2,000,000 POLICY PRO JECT LOC AUTOMOBILE LIABILITY. COMBINED SINGLE LIMIT ANY AUTO M9M17301 10/22/2006 10/22/2007 (Ea accident) $ 1,000,000 ALL OWNED AUTOS BODILY INJURY $ X SCHEDULED AUTOS (Per person) A HIRED AUTOS BODILY INJURY $ NON-OWNED AUTOS (Per accident) PROPERTY DAMAGE $ (Per accident) GARAGE LIABILITY AUTO ONLY-EA ACCIDENT $ ANY AUTO EA ACC $ OTHER THAN AUTO ONLY: AGG $ EXCESS/UMBRELLA LIABILITY CUM17301 05/26/2006 05/26/2007 EACH OCCURRENCE $ 3,000,000 X OCCUR ❑ CLAIMS MADE AGGREGATE $ A $ DEDUCTIBLE $ RETENTION $ $ WORKERS COMPENSATION AND TO BE ISSUED DIRECT BY CO 03/26/2006 03/26/2007 jTw0cRyTfTu Ts X ER EMPLOYERS'LIABILITY B ANY PROPRIETOR/PARTNER/EXECUTIVE E.L.EACH ACCIDENT $ 1,000,000 OFFICERIMEMBER EXCLUDED? E.L.DISEASE-EA EMPLOYE= $ 1,000,000 If yes,describe under SPECIAL PROVISIONS below E.L.DISEASE-POLICY LIMIT 1 $ 1,000,000 OTHER DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES/EXCLUSIONS ADDED BY ENDORSEMENT I SPECIAL PROVISIONS CERTIFICATE HOLDER O DER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF,THE ISSUING INSURER WILL ENDEAVOR TO MAIL Town of Barnsrtabl e 10 DAYS WRITTEN NOTICE TO THE CERTIFIC ER ,D TO THE LEFT, Attn• Building Dept. FAIAN TO MAIL SU NO E SHALL IM OSE NO OBLIGA71ON OR LfABILITY 200 Main Street FAYUPON THE It R ,I A ENTS R REPRESENTATIVE . Hyannis, MA 02601 RI DR S TA7*k _--y ACORD 25(2001/08) FAX: (508)420-9201 ©ACORD CORPORATION 1988 f IMPORTANT If the certificate holder is an ADDITIONAL INSURED,the policy(ies) must be endorsed.A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement.A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). DISCLAIMER The Certificate of Insurance on the reverse side of this form does not constitute a contract between the issuing insurer(s), authorized representative or producer, and the certificate holder, nor does it affirmatively or negatively amend, extend or alter the coverage afforded by the policies listed thereon. t ACORD 25(2001108) r""'I IVav t,Vrv1KVL 10002 'Town of Barnstable Department of Public Worlcs ' RUSS 230 South Street Nyaniais MA 02601 :e34. www,eD.gi.neeririg(a�town.barnstable.ma.us Office: 508-862-4090 Fax: 508-8624711 Mark S. Ells Director January 8 , 2007 Subject '. 59 Gosnold Street , Hyannis - Disconnect from Municipal Sewer Dear Sirs; This is to notify you that the property at 59 Gosnold Street, (Map Parcel in the village of Hyannis, in Barnstable, Mass was disconnected from mun c pal 94) , sewer on January 4 , 2007. The disconnection was inspected and accepted by the Construction Projects Inspector from the Town of Barnstable DPW—Admin & Tech Support. A field sketch of the disconnection was completed at the time of the work. A sewer compliance record and a record drawing will be completed and filed in the Wastewater Treatment Plant office, Bearses Way, Hyannis. If you have any questions, or need additional information, please call Dave Anderson at 508 — 790 - 6244. Sincerely; David J Anderson Town of Barnstable DPW Admin $ Tech Support I f NSTARNSTAR Electric 6 Gas Company EL EC T/7/CQ one NSTAR Way,Westwood,Massachusells 02090-9230 GAS January 12, 2007 Steven Smith 6 Nazing St. Boston,MA 02121 RE: 59 Gosnold Street, Hyannis, MA Dear Mr. Smith: This letter will serve as confirmation that the electric service Hyannis, MA,has been removed: at 59 Gosnold Street, Based on this information, there is no electric power to this building and you may proceed with the demolition, if you have any questions,please contact me at(781) 441-8922 Sincerely, oan Woronicz New Connections Office COW NewTemplate Z/Z LOOZ-Zl-lO 'W'eLS:9S:ll t,zozms Ans VVISN LZL8lDDl8L r c A , u %'S�T7 r G n n G G Western Surety Company n r r G n LICENSE AND PERMIT BOND F For County,City,Town or Village Only-Not Valid for Bonds Required by the State.Not Valid for Contract, ; Performance,Maintenance, Subdivision,Agent to Sell Hunting and Fishing Licenses or Utility Guarantee Bond. n KNOW ALL PERSONS BY THESE PRESENTS: BOND No. L&P-4 3A19 4415 y That we, APCON INC. of the Town of Cotuit , State of Massachusetts , as Principal, ll and WESTERN SURETY COMPANY, a corporation duly licensed to do business in the State of Massachusetts , as Surety, are held and firmly bound unto the Town of Barnstable , State of Massachusetts , Obligee, in the amount (Valid only when a County,City,Town or Village is named as Obligee) of Two hundred dollars DOLLARS ($ 200.00 ), (NOT VALID FOR MORE THAN$25,000) lawful money of the United States, to be paid to the said Obligee, for which payment well and truly to be made, we bind ourselves and our legal representatives, jointly and severally. THE CONDITION OF THIS OBLIGATION IS SUCH, That whereas, the Principal .has been licensed for construction @ 59 Gosnold Street, Hyannis MA 02601 by the Obligee. NQW�`i I RI FORE, if the Principal shall faithfully perform the duties and comply with the laws and ord%rlanees (higludiffg all amendments), pertaining to the license or permit, then this obligation to be void, oth pis_ emW'yin full force and effect for a period commencing on the loth day of t•`"�" na�!'a►"'J ' ' 2007 , and ending on the 10th day a = Januay?' 2008 , unless renewed by continuation certificate. �• r t.hi&on m,-ay,be;t�erminated at anytime by the Surety upon sending notice in writing to the Obligee and to t � rincip% m cam e of the Obligee or at such other address as the Surety deems reasonable, and at the expira- tion'*pty-�fiyP(35) days from the mailing of notice or as soon thereafter as permitted by applicable law, whicheverji�j aster,this bond shall terminate and the Surety shall be relieved from any liability for any subsequent acts or omissions of the Principal. Dated this 8th day of January 2007.. APCON INC. , Michael Santos, pres. Principal Principal Count si WESTERN SU ETYCO NY G , T'' G n B By / r Resident Agent President r c ACKNOWLEDGMENT OF SURETY STATE OF SOUTH DAKOTA l ss (Corporate Officer) F n f County of Minnehaha G n On this day of ,before me,the undersigned officer,personally appeared Stephen T.Pate ,who acknowledged himself to be the aforesaid officer of WESTERN SURETY COMPANY,a corporation,and that he as such officer,being authorized so to do,executed the foregoing ; instrument for the purpose therein contained,by signing the name of the corporation by himself as such officer. ; IN WITNESS WHEREOF, I have hereunto set my hand and official seal. n S D. KRELL S ns� NOTARY PUBLIC j n $FAi' SOUTH DAKOTA SEAL Notary Public, South Dakota My Commission Expires 1130-2006 Western Surety Company • 101 S. Phillips Ave. r Form 849A—2-2001 Sioux Falls, SD 57104 9 1-605-336-0850 ' tl c U F ACKNOWLEDGMENT OF PRINCIPAL r ° (Individual or Partners) tl F STATE OF r ll F ss F County of F u n tl On this day of ,before me personally appeared G tl F tl F tl c 9 f U known to me to be the individual— described in and who executed the foregoing instrument and r• acknowledged to me that_he_executed the same. r U My commission expires Notary Public ACKNOWLEDGMENT OF PRINCIPAL (Corporate Officer) STATE OF ss County of On this day of ,before me, personally appeared , who acknowledged himself to be the of , a corporation, and that he as such officer being authorized so to do, executed the foregoing instrument for the pur- poses therein contained by signing the name of the corporation by himself as such officer. My commission expires Notary Public ' , r r r r � r r c� 0.0 v r ( ) 4 r E � r e h+y U ^ r• •� r r "H"' Z o Z " 4ZJ U o Con strudion dufaaeifnes . FIGURE 15 shows G posOle scaffoldug detail,winch can be easily made and.used:to,support the.., walls.:as well.as provide a foot scaffold for-pouring-the-walls.- - This is the minimum recommended bracing. Bradng can be adjusted or added as conditions_require It must be adequate to,safelysupport.the .�--=-wall under all conditions,: (This:would..he.:especially true-in::high.wands.) - OPENINGS . Openings-of-any-kind. are.,easily achieved with the REDDI FORM system: Ttie 1orms-were deslgtned to be the width of a 2 10 Construct a frame to bog oaf your desued rough open- ing,.Using 2 g.ZO's_for the_top and sides and 2 g;4°s ar.2_g...:10°s;for,.the.bottom(FIGURE46)._.in- _ the:case.of-8"-core usen2xl2 and 2x4:-However;the=use of 3<4"wolmanized plywood-is-easier - than using wolmanized 2 x Wg Whew,using the`Plywaad 'make=sure to add temporary°'brae uig:until the concrete is poured The opecung ui the 2-g 4 bottom_paece_allows y+ou to pour` below the.,operurtg.and.;azds. n-visually check�ng:that ttie area,below,the:_opening is.filled-.prop erly- The frame,is placed imposition as•.the-wall is erected and-theforms-can be trimmed:accu rately to the-,frame--as;coursing=continues 4Ta`anchor the"entire°'frame into the concrete, lam" anchor bolts ar 40d galvanized spikes(pole'bia spikes)-are set tinrough the frame into the form cores if=using a-_bolt.be.sureto cauntersink.the,,nut_and washers and trim;.the,length.so that. t does-not encroach-into�the=rough:opening: . h K 1� Plastic Bucks which stay u%place_are now avaable`(see sectton 7)rA frame of I g 3's'should `` be:fastenecl to,the outer.edges of_both;sides,of:the frame coradd..support and,help;:keep;the .. � frame-centered4n the-wall=(FIGURE�16).=The-outer-frame:can-then=be-,fastened=to=the-plastic-fas- tenung stn to tem hold rt m: lace by V Buck at 8W'5-78-2825 2 -Curved,windows ar1e-casywith Reddi- orm since there is-no metal or plasttc.ties. Simply,cut.=>.,. through entire-block at-the desired=radius nserra piece-of masonite,-in the°cut-and-use•the-cut form to reinforce till conncrete rs oared - - 3. ;A 2x6-can.be let>into:the:foam�be-tw-=the,w,w s=;-and glued:in: This_will eliminate;•some;_- material costs_ :,Simply glue rigid foam to the,rough opening and temporarily brace AS,ei pour remove edge -r,_ foam=and::fasten directly.to.concrete Call.-major window-and door-::manubctures that-offerra_.., masonr-y-chpy-to=fasten,to conere.te: On_�'� ��large:openings, a should�.not be�placed�completely on one. side of rise .y opening:,,before;.placing.:on the-ather-side.->:=Rather;both!sides-:should--�be.filled„uniformly,.- negating=the=force-of the-wetrconcrete. He sure to place firaeing?sa=that it can oppose the forces of tiie wet concrete. `Placement of header reinforcement is siown=as item'°`F m'FIGURE 1 A header of wood or steel may also be used>f desrred.This requues formsng an adequate bearuig __ pocket:on ibothxsideskof,,the,.opening.-Any-�header�design-�should,be=checked.by_Fan=en&eer:,-v-_�-- "`� Fan t Note'If you are ine$perlenced�ln ponrhtg the last�°� � �` �`�` `� ,.� _ course or�twa,;must be_.glued�using a,Reddi Form or EPS compatible„-� r_�..:�....adhesitve oroa_hand-.he-id.foam gun7.Thisawill:eliminarP_ang-possl%gitgvof.. the=forms-floating. Co siruction Guideeftes. ,. FIGURE16 _.x Openings. ader Construction . A)' 2 10 x s framed as the rough opening _ a. B) 2-2 x 4s used for sill C.) Slot in sill used to fill below opening and'aliows - for visual check of concrete - - �' - z . . D) :Opening fashioned around the installed frame E.-) 1-x3s fashioned around outside of frame 4 n: ion-the width&-opening placed u r - ,• - An the center depression of the � x rebar ehalrs. • ,.: _ f N te• It is also possible to use woimanized pbrwraod whwb is_easy to cut,is5traaghter upped D A that there will be a need for additional bracing in the opening. I 19 Reddi Form,.Inc. r, Cottstrxicton Guidelines TYPICAL DOOR AND WINDOW LENTEL A minimum of two No.5 Grade 60 reinforcing bars are to be provided around all window and door openings.Powers Steel and Wire Inc.offers:a steel lentel design complete with structural design for loads. Adapts easily to Reddi Form contact. Powers Steel MqM can be contacted at 4118 E.Elmwood St.,Phoenix,AZ.85040 • Phone 602-437-1160 • Fax 602-437-5409 FIGURE 17 Typical Lentel Cross Sections Reddi For„ Reddi Form Full Block Fastening strips Anchor bolt or Reddi Form gals.spikes Half Block with Webs cut out 41FT. 0 0 0 44-yp 2'x 10n or Type 2 wolmanbed plywood. 2"x 12'x length Yerticai Rebar Extruded foam board Rebar Chair 2'x 4'Waler -r— 1 0 0 Redd!Form Half Block 0 0 Plastic Pipe section Temporary with Redd!-Foam. 1'x 3"bracing After tie remove Type 3 Type 4 Reddi Form, Inc. 20 CoiArtructioze Guidelines ESTIMATING MATERIAL REQUIREMENTS Reddi Form Block Required Calculate the total square footage of the walls,excluding the openings and divide by 4. This is the total number of blocks required. For the number of 90' comer Mocks,count the number of comers, multiply by the height (m feet). This is the number of comer blocks required. Subtract that number from the total number of blocks required. Since the blocks have no top or bottom,and are in 9.6"or 12"modules,the waste factor is approximately 2%. In cases where there are corners other than 90' or the dimensions are not in 9.6"or 12"modules,the waste fac- tor may be somewhat higher. Steel Below Grade Each 6"core block requires 4 feet of horizontal rebar and 5 feet of vertical rebar. Each 8"core block requires 4 feet horizontal rebar and 4 feet of vertical rebar, Do not forget to add for over- laps-approximately 2%. Concrete Required One yard of concrete will fill twenty 6" core blocks,producing 80 square feet of wall surface. One yard of concrete will fill twelve and one half 8"core blocks, producing 50 square feet of wall surface.Don't forget to add 1 yard of concrete for the pump. r Concrete Specifications: m 3,000 PSI in 28 days,aggregate must be 1/2"max,and preferably"Pea Gravel should be Six Bag with standard sand and aggregate proportions. to 6 inches. FINAL CITECH AND POURING NOTES After,the-wallas-completely,erected;;and.all;_openings,are::in,.pbace,the walt:should::be cchecked for plumb,level,and squareness Make any necessary adjustments Novm is the time t- foam � # n.gaps.and I -enings When,thus rs_completed the wall-is,ready to,be poured.,T'hexcancrete maybe=place-d�by-any.:desired=method:-A-�pump-is�the=recommended=-method.-Itzis,the-easiest and least tune consuming��-Iowever,it�y�be placed�Iiy bucket,by hand or duectty from the chute of the=tnick rWhen-pumping;a 23or 2-1/2n hose4s6est�of-larger=hoses-:cuts=down on. :mobility and�p�rod,uiyun�ess the hosewLs controlled°r suspended from aiboom If a boom i pump,is used--the�pump,rate-should.be-,care-fiilty�monitored ands a.douMe-.dbowrvan-ached;toAhe. -end of the hose tlhis�is a�"mtist, t`�w�71 greati�reduce the force of the falling concrete and beep you*mftom:the.spattermg,cone mte The-use of-a rolling=scaffold,orscaffotding a entke job cart speedngs upThe use of the scaffoldutg such as thattpictured u2 FIGIRE 15 wYllaid in ;pouring as well asap he..,proper-bracing Inc. r Comstru don'dita'fries ff-you are--going to-continuer upward with subsequent pours; be sure-to cover-the interlocking_teeth.on botli sides_of the farm to keep the interlock_fi�ee of strap con- Crete{with-,Duet-Tape or--U Channel):-Don't-forget-rebar overlapping-fore-ne upour. Hints for'SuccessWRourIng.' When beginnmg the,pour,.use the.same.accepted,pouruig.practces as.for eon�enttonaity formed walls. The->pouring should be-controlled-and,carefully monitored. 1) -Use=theeonnecting web:on the-top course-of the=wall to ease-=the flow of-concrete -- into the cellsHrtttng the web first creates a downward force on'the forms and ._. -, reduces-the,force-imposed on=the=wall-be-letting=the-concrete..gently-flow=into the= 2)`,Aty ay fill-the'c"ities tieloww openings-prior to beginning-the-pour,at-the-top Construction Guidelines .FIGURE-19 Beginning the_Concrete Pour 5tart concrete pours at corner and run hose - out a roommate 12 from corner return to corner and,run out hose in other direction, .and back Let concrete fall on foam.._ Webs further reducing concrete pressures. Web _ Start pour,in. cor-nercell.- -Cor tinue pouring mono steadily decreasing the distance in each dFACP99 so.as to create an>nverCecJ"V wrth�the corner cef[filled first 4 . ;; . J i'.:::E�1fi?'7.IR. i`:S' ..•zr�i_ rMF 4#�,._, .r. 4ri.' ... Y ?srkf 4 ,- 4*AI ra - ��Vhen-Pouring 1O�feet height the for-m will compress slightly due to the �: ���•.� ,¢��-� � x�� ,� � u��. ��sue. �._ �ammense we�ght.of,_the..concrete. Th>4sMs-�more_prevalent in-�th 8".core . block�A�11oWfor t'�hisLLmo` ement i�i:youir-final:measurements Construction Guidelines I _ 3) Floating(lifting of formwork from.footings).may.occur,if the slump is too high or if the pumping is-too fast near the of-the wall. To avoid these problems;it is recommended: that you glue last course._and the pouring:-.begins..at a corner. and the hose is run out -approximately 12 feet from the-corner:-The-hose is returned-to the corner and run out12 . feet in the other direction; Continue this pouring motion,steadily decreasing tie distance in-either direction=so as-.to create an-inverted W,"with the corner, cell filled to the-top--first (FIGURE 19) This solidifies tt-Wktmwork to the"footing and allows the"rest of the for work to.-relax.-Pour-the rest of the.walls out.from this corner;filling each cavity as you proceed along`the wall Pouring in'this fashion.does the following: !a)-Continues`to-settle the concrete-along°the-angWcreated inthe initial corner because of the,webbed openings in the_formwork; b) Reeps the cells dean in front of the concrete to aIlow a visual`check of the flowing -= -:concrete-{it is,possible to see•to-:the ooting..or=to a previously poured wail in:the Reddi Fotsn -c) Frevents'upwan Oressure from lifting the:forms up by flowing the concrete through the r_ cells inste d of dropping it(plopping).directly_.to the.bottom. _d) With_the two cell overlap it will also force.the,wall straight,, 4)---Consolidation of con crete=can be accomplished-.byintemW.,vibration,-exte-nW;vibndon or-- fiand rcidding Although, internal vrVbratioi has typically been used, it 'Ls difficult °to accomplish:within.the xforms.due-to-the-amount of steel-=within,the cells>and the narrow width of the cells e-nce has shown that-'intemal vibration will tend to hang. up on the steel.;aad -the ,rebar, chairs. You can. use,_conventtonal .concrete vibrators, by.. ,simply, placing themton the vertical steel rods, wliieh`will vibrate°the rod,-'and consolidate the :concrete Other methods in�large~plate vibratory sande>a a_ rectprocatirig saw, without a�blade or a-simple-block of woodiand,a-hammer:-Any--andiall=of these methods work;quite well to_meetA;C I rerequirements for consandatcon When concrete,slump_islvw, „_ ,a-.smalL4;penceit--vibrator=-;used=fwhde1 pouring =will=prevent-voids_.F:New smaller internal.. vibrators are now available which are desi�(„,ed forjICFs `� � -. ,.-- `5)oS.If farms -are handted properly, blowouts should -not occur �If there is a blowout in'a �:_ =RedclitFomz wall,-the.wall.will stay.intact.(unlike conventionally..formed:walls)but an�.,. : opening-will be created that can easily be fixedr(FIGURE 20) First,remove the piece of wall that has,�blo�wn-put,,clean,the concrete spill µaround the area and replace�the blown out piece Use-two pieces of lumber secured through the wall by lengths of tie wire to keep ;[hF a piece u place,,Repouimth�e blown out�area�Remove.;the lumber after the con to ss , set. TNotm�x,Cuncretezlosses due to�this-type=of-blowout are-minimai..-We tress.you --- will not,,lose the entire wa11 and can continue your pour without delay Thisa,�is due4o-ffie—A ignrof�thefor-ms.-, _,. .. Redd Construction Guidelines FIGURE 20 Correcting a Blowout or Bulge A) Area of form that has been damaged,this should be removed if possible then cleaned ✓". B• and replaced. - B.) Scrap wood should - work fine as support --%! for the weakened area. C.) Simply fasten together with the olylog screw. C. A. FINAL CHECK When the wall is completely poured,and the concrete is still wet, check the wall again for straightness,plumb,and level. There is still a little time to readjust if necessary. This should be done using extreme care. NOTES ON BACKFILLING Backfilling of basement walls should not be done until the first floor ism place. In the case of retaining walls,it should be ascertained that the concrete is sufficiently cured. Follow A.C.I. requirements. 25 Reddi Form, Inc. Gonstruation Guidelines SECTION 5 FASTENING To THE Redd! Form WALL FLOORS, WALLS & ROOFS Attaching walls, floors, or roofs to the Reddi Form wall is quite simple but requires some advanced planning. There are many possibilities. The one you select will depend upon your particular method of building. The following guidelines outline just a few of the methods. 1) Floors can be attached using many conventional methods or a few that have been developed for the Reddi Form system. a) If using the Reddi Form system for foundation walls only, joists may be supported on top of the wall using a conventional. sill plate. For 6" core (9-5/8" wide), a 2 x 10 is the recommended size of the sill plate. For 8"core (12" wide), a 2 x 12 is the recommended size of the sill plate. (FIGURE 21).Another advantage of the leave-in-place system is that all the sill plates can be cut and drilled prior to filling the walls_When the walls are filled and white the concrete is still wet,the sills can be placed on top of the walls and the anchor bolts set. The following day you can tighten the bolts and start ,framing.Since the concrete will shrink slightly by tightening the bolts into the concrete,you will create a sill seal into the foam, elimination the need for sill sealing material. b) When continuing upward with the form for additional stories,a ledger is directly attached to the form. before affixing the ledger board,drill holes in the foam approximately 5"in diameter corresponding to the center of every other cavity cell. It is best to stagger the holes rather than placing them in a straight line. Temporarily support the ledger strip with 2 x 4's. Pre-drill holes in the ledger corresponding to the center of the holes cut in the foam and set in anchor bolts so they protrude into the core of the block.When the concrete is poured,it flows against the ledger giving the bolt the needed support. To support the ledger during the pour,secure through the entire foam core using bolts,9"short-tail snap ties,or tie wire approximately every 8 or 10 feet along the ledger. Ensure the ledger is secured tight enough to the form to prevent leakage of the con Crete. When the concrete is set,remove the supports from the foam core and tighten the anchor bolts as needed(FIGURE 22). There are now plastic cups which hold the bolts and ledger can be added later.They are called anchor tunnels. For more detail cal 1-888-205-7655 c) There are new metal hangers developed for the ICF industry. See Simpson Strong Tie at 1 800 999-5099*1 Method. Reddi Form, Inc. 26 Construction Guidelines__ FIGURE 21 Sill Plate Showing Different Bearing Situations A.) 2 x 10 Sill Piste,fastened with . anchor bolts as required. 13.) Standard Lumber Joists i B. E. -�� D. A. C.) Tru5s Joists or Tru55e5(be sure to follow mfr5 installation methods). D.) Roof Trusses.or Standard Roof Framing E.) Anchor bolt 2) Walls of dissimilar construction are easily attached to Reddi Form walls by simply fastening the material into the concrete structure of the Reddi Form wall. The concrete is located behind the horizontal joints between courses; this is the centerline of the concrete beams. These attachments can also be made by providing anchor bolts in the necessary location before the wall is poured. If you know where the walls will intersect,this is usually the easier solution. 2A) In the case of a block wall punch some holes.in the courses and let concrete_flow into them. Solid concrete walls drill dowels. 3) Roofs are attached much the same way as conventional floors. A sill plate is placed on top of the wall then trusses or conventional framing of almost any kind can be easily attached(FIGURE 21). If there are gable ends on any of the roofs,these can also be easily constructed with Reddi Form. Simply stack the forms,strike lines to indicate the desired gable pitch,and cut the forms along those lines_ Be cautious of the angle on construction such as this—there may be some further bracing required to hold the concrete in such a configuration. 27 Reddi Form, Inc. Construction Guidelines FIGURE 22 Installation of Joists Using Anchor Bolts A.) 5"holes cut into blocks B.) Puce bolts into Ledger Strip C.)Support Ledger Strip using 2 x D.) Wooden Ledger strip E.) Joists or Trusses bearing on 4'5 and use Ledger Strip to shown bearing directly ledger by using joist hangers. stop concrete by fastening to onto concrete. Use foam with wire or snap ties. anchor bolts according �.F),S�rnpson3lCFL��Best„�����: to engineer specs. r A. V 00 O ` .E—C. E. FINISHES The Reddi Form walls are superior in construction and can be finished in any way desired. Electrical and plumbing can also be installed with ease. This section outlines only a few of the recommended methods for finishing. If using any methods or products that you are unsure of,test them in an inconspicuous area or on an extra form_ This will give you a chance to check for qualities such as color, bond, or destruction of the EPS foam. Some materials are incompatible with the EPS foam used for the manufacture of the forms. The most volatile and destructive of these is petroleum based coatings. Test all materials that you are unsure of on a piece of scrap foam. Observe this over several days. A partial list of compatible finishes is included with this manual. See Section 7"List of Compatible Products" The ENTIRE wall below grade must be WATERPROOFEA not dampproofe4 using a system compatible wttb foam. The wall stself WILL NOT stop water from entering the foundation. Reddi Form, Inc. 28 _ Construction Guidelines The system used can be any of those on the enclosed list or one of your choosing. Fully adhered waterproofing membrane systems compatible with foam work very well and are among the least expensive. Be sure to follow the manufacturers'recommended methods for.installation. Above grade finishes range from real brick to assorted stucco finishes. There are many different stucco products manufactured specifically for use with EPS. A few of these products are included in Section 7"List of Compatible Products." These stuccoes must be applied using the recommended method of the manufacturer_ Because Reddi-Foam is an all foam prod- uct several manufacturers of EPS systems offer warranties on Reddi Form. Conventional siding or sidewall treatment is best accomplished by using wood or metal furring strips. These can easily be screwed or nailed to the Reddi Form plastic fastening strips and adhered to the block using Reddi Form or EPS compatible adhesives. Because the fastening strips are located horizontally,you can set your own centers and reduce waste. Another way to fasten the furring strips to the foam is to install them the next day into the green concrete using concrete nails: However,this will be more difficult to do after several days. In this case there are air actuated tools maid expressly for this purpose. Please contact Reddi Form at 1-8Q0334-4303 for more information. The use of furring strips on exterior walls serves two functions: 1) It creates an air space which increased the R:value and permits air to circulate thus preventing a buildup of moisture which is critical when wood siding is used. In fact,most manufacturers of wood siding now recommend that an air space be left behind the siding. 2) It permits aluminum and vinyl siding to expand and contract easily. The following is an excerpt from an article in the October 1996 Journal of Light Construction... Siding applied directly over rigid insulation sheathing has a history of failures. The consensus seems to be that rigid-foam sheathing is so impermeable that moisture absorbed by the siding (from direct rainfall or splash back"at horizontal surfaces) cannot be buffered by temporary, absorption in the underlying wood framing elements.The rigid insulation also prevents the wail framing from absorbing any of the heat generated by exposure to direct sun. Depending on the action of the rain,sun,and temperature,the siding cups as moisture is driven back and forth through the siding. In this case,the peeling of the latex stain indicates that a solid-color stain was used.The surface film of stain lifts off the siding when underlying moisture tries to escape by migrating through the surface of the siding. Inward cupping results when the interior surface of the siding is drier than the exterior surface, and the back of any siding exposed to direct sun will often be"baked dry"when the foam sheathing blocks heat transfer to the underlying framing. The siding should be installed over furring strips,creating what is called a"rain screen"cladding system. The resulting air space allows both heat and moisture to dissipate. This.buffering effect can be increased by venting the air space at top and bottom. 29 Reddi Form, Inc. Consowdion Guidelines PLUMBING, ELECTRICAL AND DRYWALL Piping to be brought in with a diameter greater than 3 inches should be placed prior to pouring or provide a sleeve to allow placement after pouring. Piping with a diameter of 3 inches or less can be brought in by drilling through the form web after the pour has been completed. For interior piping with a diameter greater than 2 inches,place in forms before pouring. After pouring,electrical and other plumbing is easily installed in the Reddi Form walls with the use of a hot wire cutter or router and some common hand tools. First,locate all boxes and fix- ture locations. Boxes are easily attached with adhesive or power fasteners to the concrete struc- ture of the wall after the foam has been cut away After the boxes are in place, a small channel can be cut into the foam with the hot wire cutter or router.The wires or pipes are then located in the channels and inserted into the boxes or fixtures(FIGURE 23). Be sure to follow all local electrical and plumbing codes when carrying out this task. The interior can now be finished by gluing and screwing drywall directly to the foam using the Reddi Form plastic fastening strip. Remember, the plastic fastening strip is horizontal and is easily found. Using the plastic fastening strip will save time and eliminate waste, hence, reducing costs. For this step, it is good to keep in mind that most codes require that "Foamed Plastic" be covered with a 15-minute thermal barrier in all spaces including attics and basements. Be sure to check with local codes in regards to this. A 15-minute thermal barrier can be 1f2"drywall,or equivalent. Use the material most suitable to the location.in which it is being used. Depending on the area of the, country,several other alternatives are available. Plaster of Paris, will adhere directly to the foam and make an outstanding finish. Stuccoes,can also be used and will adhere directly to the foam. To fasten sheet rock to the foam,apply adhesive foam to the back side of the sheetrock,place the sheetrock against the foam,and temporarily fasten the sheetrock to the plastic fastening strips until the glue sets. This reduces spackling time and thee unsightly nail pops. Another way to fas- ten sheet rock: Spray on a watered down spackling compound to the foam wall.Then simply set the sheet in the wet compound. Use a heavy thread plastic screw See picture,to hold sheet until spackle sets. Then remove and use over again. This method has been used in NewYork City for many years in which they fasten sheet rock to concrete without furring strips. Since the plastic strip is horizontal, if you install the sheet rock vertically instead of horizontally, this will totally eliminate Butt Joints which are difficult to spackle. This also reduces the waste of sheet rock because there is no need to look for or cut to the nailing flanges. The strips are only required every third course. MOLDING With the proper planning base molding can be fastened to the Reddi Form system. Two suggested methods are as follows: Reddi Form, Inc. 30 _ Construction Guidelines. 1) Attach a strip of this plastic or light gauge metal directly to the foam using adhesive and/or screws where the molding will be placed. Attach the sheetrock/drywall to the foam covering the plastic or metal. The molding can be screwed to the plastic or metal behind the sheetrock/drywall using small head finishing screws or nailed to the plastic with nail rings. 2) A better method is to glue and screw a 1/2 inch thick rip of plywood slightly smaller in height than the base molding,directly to the foam,prior to installing the sheetrock/drywall. Stand the sheetrock/drywall on the rip:and glue and screw it to the foam above the rip. Nail the molding to the rip at the base of the sheetrock/dry wall. Since the molding is higher than the rip it will cover the joint between the rip and the sheetrock/drywall. A similar technique can be used to attach built-up crown moldings. FIGURE 23 Electrical and Plumbing A.) Use a hot wire cutter,router, a chainsaw with a depth gauge or common hand tools . to cut away Foam. A 13.) Small channels can be cut for wires or pipes. B. Note: Be sure to follow all local electrical and plumbing codes during this procedure. 31 Reddi Form, Inc. Construction Guidelines SECTION 6 MISCELLANEOUS DETAILS r f w5+". All CAD drawings are available online @ www reddiformcom or call Reddi Form at 1-800-334E-4303 we will send a disk. The following drawings are not to be altered for use on plans without the supervision of a licensed structural engineer or architect. These drawings are the sole property of Reddi Form, Inc. They are not to be reproduced by other than professional architects or engineers in any form without the express written consent of Reddi-Form,Inc_ Reddi Form, Inc. 32 GIRDER GIRDER CONNECTOR j -- 2x 1 O PLATE, PRESSI�RE TREATED — ANCHOR BOLT as _ AS REQUIRED ua a as q0o ii ioo a la ao REDDI--I-ORM PILASTER BLOCK 09 a; o �g� TERMITE INSPECTION [FLASH) L3 od yUl L1C °oa L-3 a- oao c �r Q PA'�LD oa o0 w as w #3 HORIZONTAL Lil _L oa ao ���—��� REBAR AS REQUIRED oa as I, 4 VERTICAL I — r REBAR AS REQUIRED fi y I I ` iBED PER CODE CONCRETE FOOTING o� ao PER CODE- - oao ot'o <1 Q Q ` — REBAR PER CODE p• ' ,o r COMPACTED SOIL C --- PER CODE i3ii i31i1 liiti illll illi REDD1-FORM R1LICPR [DRAWN BY: CHECKED 8Y_ R E I ® R , INCO SCALE:9"=1'-0'* :6 25 DATE. 96/' � i I-iRABER SHEET DUE TO VARANCES iN LOCAL CODES, ALL DETAsLS SHALL BE CONSTRUCTED IN ACC ORD WITH LOCAL CODES REGARDLESS OF DETAIL CONSTRUCTION SHOWN IN DRNAING. REFflRt.1 RE�DI—I L1RM i RESERVES THE R1+;NT Tf? CHANGE 3NFL,RfiAATdt7N SHOWN L4i1T1301iT0TiCE_ 3000 PSI CONCRETE PRESSURE TREATED 15 MINUTE THERMAL FURRING STRIPS, BARRIER FASTEN TO REM—FORM BLOCK WOOD SHINGLES �a� REDDI—FORM BLOCK OR SIDING ° SLAB, WITH REINFORCING, BLOCKING WELDED WIRE MESH, fla og PER LOCAL CODE FLASHING __T — TERMITE 00 INSPECTION� (FLASH) °° a� INSULATION } = 8c VAPOR BARRIER EXTERIOR a _ PER LOCAL CODE °g _� Qa FINISH a — #3 HORIZONTAL REBAR AS REQUIRED #4 VERTICAL REBAR AS REQUIRED EMBED PER CODE W¢U ' Dill - °�� I -_, � l_ CONCRETE FOOTING PER CODE a 9il a © i i^ REBAR PER CODE COMPACTED SOIL I PER CODE SHINGLES OR SIDING EXTERIOR SLAB ON GRADE TRENCH &F00_'IIONG 1c STEM WALL — DRAWN BY: CHECKED BY: REDDI — FORM , INCe SCALE_1 — O DATE:6/'25/96 i NUMBER SHEET DUE TO VARANCES IN LOCAL CODES, ALL DETAILS SHALL BE CONSTRUCTED IN ACCORDANCE WITH LOCAL CODES REGARDLESS OF DETAIL CONSTRUCTION SHOWN IN DRAWING. REDDI—FORM REDDI—FORM RESERVES THE: RIGHT TO CHANGE INFORMATION SHOWN WITHOUT NOTICE, i CONCRETE, 3000 PSI as °o ao °a 00 - 0 0°1 00 00 °o oa °a RED3i—FORM BLOCK a © '3 HORIZONTAL REBAR ° AS RE"UiRED PRESSURE TREATED FURRING STRIPS, FASTEN TO ° 1 MINUTE THERMAL REDDI—FORM BLOCK fla BARRIER 0 WOOD SHINGLES—-, �fl , 0R SIDING oa #4 VERTICAL REBAR AS REQUIRED a BLOCKING EMBED PER CODE ° o� °a FOOTING SIZE, 0 00 8n� REBAR, & WIRE MESH F rn PER CODE LASHING MONOLITHIC SLAB PER CODE 00 a° a° °o o° °o a° l= 1> INSULATION & VAPOR BARRI=R PER CODE .� COMPACTED SOIL n PER CODE C3 0 m WOOD OR SHINGLE EXTERIOR I ONOLITHIG SLAB REDDIFOR WALL IUNCTION F3 DRAWN BY: CHECKED BY: REDDI.— FORM , C® SCALE:3"=V-0" DATE:6/25J96 V JOB NUMBER SHEET DUE TO VARAI ES Rd LOCAL CODES, ALL DETAILS SHALL BE CONSTRidCTED iN ACC(W ANCE lYITH LOCAL CODES REGARDLESS OF DETAIL CONSTRUCTION SHOWN IN DRAWING- REDDI—fORAd REOD1—FORM F3 RESERVES THE RIGHT TO CHANGE INFORMATION SHOWN WITHOUT NOTICE. CONCRETE_ 3000 PSI. FLASHING 3„ AIRSPACE SEEP HOLES o° O o° °a a \ ca oe o° ao as REDDI—FORM BLOCK °flan ° 3 HORIZONTAL. REBAR AS REQUIRED I sa°o°°ao a -- 1 aM- aoaa°°o 0 Lo 000a i as 4 VERTICAL REBAR LA C3 A.5 REQUIRED EMBED PER CODE LO 9::�> > - ► -- ' °° ° it CONCRETE FOOT14NG PER CODE — , REBAR PER CODE • COMPACTED SOIL. �— PER CODE 8__qRICK VENEER W, REDDI - FOR1 BLOCK DRAWN BY: CHECKED BY: \C> } REDDI — FORM , IN s SCALE:1"=1'—O" � -'� DATE:6/25/96 � JOB NUMBER SHEET DU; TO VARANCES IN i.DCAL CODS, ALL DETAILS SHALL BE CONSTRUCTED IN ACCORDANCE WITH LOCAL CODES.REGARDLESS OF DETAIL CONSTRUCTION SHOWN IN DRAWING, REDDI—FORM REDDI—FORM F 4 RESERVES THE RIGHT TO CHANGE INFORMATION SHOWN WITHOUT N©T10E_ �acc'rts+*mc'%c_ua - .u+_�'%u'+um'a..s2asxta-,^.� , .. .. a..xaW,'nux�n*wM»rtl st.:pnxs r�aYW.w,car<acsw�r,W4#.f',x ar1`�wa"�m.ti� .� `` Humatilh u .� v �. .� a �x . W�rhueq.tc►geilrPr to�tel f►hu11a!drea_»rs,..� ��'� �a ' Bey � ' � x iw�e {2i13�r4A-i3ClD Fax 1203)7d4 1341 ,•� a tiatidat�iiiryrta bdat.org° mai3:� a� >�t3anbury:CT tJ6H].1 sx- ' ,s< - -a�wa w Oakla nd"NJ-07436 *� 3 ,...ti.,�;_;..�r. ..u.��.�«;ram .�E.�»o,��:.� ,� ;� �>< e� .•, ,.. i�waniEd#drop you a note to thank you for all ofyour hdp personally wsth our latest Habiiat for Humanity project,and iet you lm who ecstatic vee ai alaout .uxuz r. =Aw tlita.is not you Srsi Habitai.p jest,you are vicery awareof�the fact that we: .k� build homes wrtth-aKei" elp,of many unskilled ; - vohuiteers We Have had our fair share of delays in:tha�past building trachtiorial..block foundations,not to ", �ww r , - mcxtttoa�w�llsthac were not perfectly_�scpiare when<oompleted � :�� , . . ReddtFosi►,-'_sz"I._cgd.typ_e,"assembly_auowed us to=ereei�,�the entu±e foundation,�,.s._�>��` �� 4 .. �ndudmg verncalsaad ho.sontal�rebar,using tfie�samewlunteers,jm.only a�fea► ��tours Th`�e�foundation walls were sohd�with concrete the neatday '!\vo.,�= 4 '-'� �^� months of work{building 3days=aweek)-Stashed m two daysl�Addthonally,�it is >��. max. �lev�d,aqua,phzmb and�eh eady`insulated "� ' �.=.:..�.iw�fE.:�.i—..ahi8.-.asma*-u^..._+t .•:ants?48b ^_•.YLttT:s'.ttn.r�r,K.Ma9a6..x�� «�k"837tY..4"�4^?YY:rA'sYC3�u'!��a'Q 3'-i�.Y :'�^.epi.' n:5:: �'ikti9 y Loha changed the way digs Habitat for Humanity affhate butlds houses R _ forever 1N th the quahty,:q m vol> r fnt-dune sand price of a s Redd arm fMrda�ton,we vvM be`able to help�biuld houses for even more Tf mimes than everybefore ,;tee,-���r=� r..-axe;- K.=�: -;.rr � .-.� � +�=-�,-�-- e�x...�e:-��r ..mow• -n.- ^..�. ,,. .n„.w - -� -tom_Unoe again iFwould'hke-to thank you pecso�rally Ior�com_tng to the srteyancl .__-�_ -�.fptOVldlt4�=0Ur:=YolunteEd'S',wit�l.�yoLilSllppQrt. :jtrts.a,�.�p11>netltLO}lQll�w _�..si� � .�:,-.�-r ,�rs�.i'� 4�a .� :�� p�raonally%and=LoReddiPorm wall_.sysiems-that I cntsay,�. dn' have dozie �tt withoutyauuabl you shovwed us}ust how=weasy rt=was. :now we-cant a •s 'y.-., �= �,-� �� .xse:�as--.. .o,..=>-a�a ...�_..� x:.,��u -:.dr.r r+r4r�-�7�--r.we' -�...t', ks..�-�ems_ ". -- �. .cca..,sd�tiRk- i'�:: � .�-��+avaw .(hdac. zRunaanv�'ek.'_ ^--a•'u3a'a.sw..,suman" -.sz���-=�'--- ;:assraa.�:�nzaxcaaz.�x�r as*ws 9€es--...rn.�^�`:R4 3 - �sx�• -:.sib-�:�».�`:.ass`a•.ic-2--•-=x:.,.a3u�erec:s,a?�w.. waE+FiSi'+ksr- {�F#'sd-= .4�"-.^-�.-6',.wk:7€k�'h �+aT=:ro 'yr�,�f.�....v+..+tr. -�ydE., ^��`�fi , a,:^ih�--�.'�-�. ;y� "� �.,.+c'F,fn;=a. s5�-�..�re, �c^�u.fi^�'ac��yr•r,: 'ivs�'�:, eta'F4�,.-_:i�.�. .i p* :3.«:; ...'aiv:. t4w.:s:za"--ss�-��Y��, rr���'st.. --i�r�*lm CoilSt271Cho11 Stlperilt�r�Dl2YCtor . , �- Ho�tontc'�Habttat four Hivaatuty _ _.�. .'-`—> _ '.��.;"P`..^"�',"+Yh.'+S,�.:x--�;4Cf"aTv .AM^�r a.'�.s!r.'�.�.'.vaamtit+k:+T�zfw:^,^^•TMNx.+..t,"�'>..n� �& � >S'B�-y,+.'A'� :ram-,�n..rs,se�- �s: '.r�-z��;'m:�ae. '2 'i��-^r'-sum._:= '>ar.�v�.+:�t,����.'' "•^:�se'h-m ."�`.� • 1 r.; A .-,. .; .. ,..-- •. ». ,. ._...��.�.,.,-•ems ..,:. .._.�._ . . .,:u �z___ ,._. _ �7 Table cif Contents FACTS:ABOUT Reddi Forte EXPAND_ID POLYSTYRENE'�f~EPS)`�:F - �-__ 1 -..._._fi._ .d :�- � iam-�a¢•auu� N a* 'r-rnw•- ��.� xr� -'i+v. ...,c.,uu' "�.� ' aws€=N.fvrupyec.�uab ,{4 ayswa=o.faec.Xrw ...afa�c�.SiSaluz+d x.R+...waN'c...._,p.„�ir. ¢b'��.Yoe-eM.a::..•aectx�aci.:!vbacNa....aNeaaFu��..��'Eav�mr� .••••-^ ��' .•..•;Nav,. »rrk rw=:�A•z--d�-:.+en >;.-.. C. 's'�",+�*^" :a_4 _.'.Izu,�r �- tl�+s'sk.N M ' -IrK °SECTION 1_.'BASIC MATERIAIS.AND TOOLS.�NEEDED � 3 - 'k....wtYfYvesrss�G-.nY... '-'x�s4•s.Yx.ux.RS»,.,- Cay. b{Y'M+ Zef�sS "WaraiY'.zaWYeh: �.aYtYea GT.._ 'Sa ,• e'.M.. :.+.Ara` ' SECTION- . .,DESCRII'TTON_ .... ....... s ,. FORMS.:-:...... .....:::. ..... . :..... .::::. .......:..... ..:.:.... :::.. .....:..:.. ...... . ...:.,.. ... REINFORCEMENT .�.;�.•.....��,,�.,��£�.;.,,A.��.�.;� 4 ..z Skx54T r.^..., s✓ 'rti�' zadmc K: Jar k.- �wS -' -. ^I'�+' °� � .. +bf ._� _ Y.*Y`. :REINFORCEMEtVT......... ....:.... .... .:::.......... .......: ....:..:...... •-- .......::..... ..:. ...BRACING ° .:: .. OPENINGS TYPICAL DOORAND WIl�IDOW�LEDFfEL. .:: :: .. :. :_ ... - 20. .,E5TWATING�MATERTAI REQ 2 FINAL CHECK' ..,...>.•��.,<:.�R sr".:�- ...�*r,r .r�^.a-ate. �r "^`:�- �' s- : ems- -.•s. w .xerx� .n. .,�n,... : �r ua^ s�� � SECTION 5�,.�FASTENING�TO�THE Reddi Form�WALL y a.�,. �"` � , �26 .. . ,w; , - Q- . ... - �4+5,"zh"�,.^�vtes Ms •k-+^zcS�'.�t' �:'k3 - C+1 J '1 Y eh .. p � .. yv:.. !� :, 'L '.. ''� PLUMBING,ELECTRICAL AND DRYWALL "` '` ;a 30 - i.r...a'xs�s r z4a>.e.»,.-..+- . ^aa usi�eru%srux^sxsyss�.su<alc.eaxwvsrmsr«•uak'sra°rmczas3eaal,'nemr •mse`u�k'�w'_.rN�'aua+.Xsx�nksu .::.^ 1-,.at+ �- -=' -.✓.,?"dMEfv Y!'u k •ix,+' � k � -�.- .s�e'.mws.� _.t.-a�T-w.'`Ssn '�.t�m' ..iK� �. SECTION 6��;MiSCEi1.ANEOUS�DETAII.S�- _. w_ .. ...= __-�"_. �_�__• _�::.• 32 1 ARCHTI'ECTURAL SPECIFICATIONS � �Reddi loan LENGTH CONVERSION CHART . � °�"`"' - �SE,� - �...�-s�,r .-'�3�3*'�,'.'^-'€vi'�+ csc..,�.-,.ram:n�'a"�,_v;Srma ;-x:FM�':r d�'�'A�.s: -rc ,ram .ia>.< x wu��.�,�...�+k. �:cA.*,q sz- ;✓ ;2�°` ^�"`.�'• �.�'..�e•'..r..rrc.-wx".»+�ra�s.....�cv.-.ro...•mswa.��arra��smc>- .�a��xaa»m �"m.- �.�a:� a^-r�i SUNS FIGLTRE 1 DesmpttonrofrR6WForm Forms.:: .. _ FIGURE2 FIGURE=4i:i ROM Form No Teadd=S andacdzRebac=Gli�urs... ..... ....... 7 `FIGTjREgS Basic Co p vents ofythe Reddi Form'�System _ - ..�- ' FIGiIRF=7Stu►g andOverlaPPuComer Patter :: ::: 11 FIGTiffREa8�F�raittple�f StaggeredgPattern ,�.:, `,e -t2-�S'R'i�A.%°S�sr" 7.yg" ''.'F .aj..T.-}-9ki#.F^"tA"�`xii3^•,7-^`3JdP -L4 -�'E'd. �"^^:'N�""�p� "ti P�3R^#M dK 'w'YS, Y'mod". _ � 1 Gorisiructlon-Gufdelines - ILLUSTRA'ITONS�(continued) FIGURE 10 Plastdc Nadin-g Stnp„�_ ...•. -�$�.�._:.a «�.a-_��,-.��... -_..x,�.:�.. 13,E` FIGURE 12. -0lylog Screw.: ...:..:: .:. �- IS FIGURE 14Using a Iionzontal Sicker "" �" 17 FIGURE 15-Redd�Form Wall Brace-and�Scaffold �___ x _r_ ;- �y,� _ .17 I ......................... 1FIGU1 Sadead _R69 FIGURE 17 Typiall,entel Cross Sections FIGURE 19 Beginning the Concrete Pout r 23 FIGURE 20 Cartecting a Blowout or Bulge FIGURE 21 -Sill Plate ShgWingmDiffent Bcanng Situattons w „ a FIGURE=22 InstaQation of.JolstsUsingAnciior-Bolts. : ... 28 FIGURE 23�"`Electrical and Plumbu►g �" t - kr-..st4 s�:w�W�az+rroprawt�nrc��:r.;as�zt..;..A._:.a's�:p•Es..ea�_-ae�a�.aYw.�...ss.�.uc:...ve',SK..uR..:r...',�,v.�..-a:--s-�^r... _ .- ..; s ' Y rz�,.�rvi.'xz+b-..z�_-xu..�ss«.'.r::.....i.:-...��'R:♦ '___.-'..5..._y<-.. .. _ ..w'-..�4:-_a.�. n....., .,...'22tr�...r-....mod?=rt�. ne....�a.i.F^.xats♦R'-.r.aa.x <. rv^_�P.�.o-n'itii*7i.:...n.c -+1 ....v�:.e+ MISCEII:ANEOUS DETAILS AD:=READYDL�TAILED:11RA1INGSAUAIIABLE 011�DISK ReddrFotmePilingShpport Shingles or Siding tenor Slab on Grade w►th TYench Footing and'Stem Wall "' �' CAD,F2 °'»� Wood'*or Shiagie Egfenor 1Vlonolrthic Slab Reddi Form WaIIJunctton :CAT)>F3 � Back Eztenor and Redd1 Form Wall Juactton� M BnckEaterior Slab_on�Grade�wrtli'l�tich._Footing and Wall_J.uncnon_�;�- _,--_�_.______.�;._� '�CAD,F6 ...: .- .... '� Basement and Wall Footing Detail Monolitlue Slab with=Redd�i Form Wall -. .. CAD �.,,.. .x�.�. Slab on GradewdthTreIIch Footing_and Stem Wall ;,:. __, Wood o-Shingle EgtenorWallTop Plate with Wood=Fi ing�and�Tl?pi #.,, .,����,��:,~'_..��.=-.�;, CAD,Rl � Bnck'_ExteroiWallTop Plate withWood FramingandTypical_Eave�Overhaug E mH6 Finish System WailTop Plate.width,µWood Framing andTypieal Eave OverhangQ CAD,R35 D Flat Roof�Construchon withOpen Weft Steel Joist:,� � � ; Wood`Sidrng`Egten P Floor an"d Foundation Wall Juncx►on�wdth Wow Fr wing '�"""�_ _ ..._.GAD,W2„��, Bnci�=Extrio sFlorand„Fodl�ndatdonFWall junction wd�i Wood�F.raming.� �A. � . � ,��.GAD,�3-x:r BrickxEgtenvr_FioorxaadWall*Junc�ionnwdth:Wood'Fl�rjoist. � �"" ': � :: :- __ CROPFloor and Wall junction With=Open VPeb Steel jodst" CAD,W5 %A. 7 Bnck"Ts�ctenor Floor and Wxlt'Junction anth Preeasc Concrete I�1oo CAD,W6 Fuush System Flogr.and Wall Junction withwood�Framing-_aad h�tenor_F%nish_ � �� .�GAD,x Exter�orFhaish�SystemFlooraad�wa,��ll.J�inecionwitho�rr=weaSte�oist, ,..�.,�v •�;:�,,,�,�. ._-__- �CA°,�° Exterior FuiishzSystem Floor'and Wall Junetton with Precast ConecetesFloor GAD,W9 �pdcal=Door->and Window I.entel Details ..... CAD,SL�y �'�.. �ar�=aa�z r��-* +w.�i —:�_ ,{,+..��� uvs:..�� a—✓�..� -�: ��z-�- a.s .. *s++'.r�'.c4�. �` .�.7sss� i �i Typical D or and WmdoW Centel Detai�s� .z:-....,u ' s-t':� s � x ;a" CAI , - InstallattonofJoists�Us�ngAnchor�Bolts ..:.: ......: ....... ...... .... ......_ ....... CA�1�D Head=ambgand Sill=Detail:-width Beek Veneer �•�--� � �. �" '� ". Head;Jamb;and Sill Detait:with Extenor Finish > GAPP aSte-COIIStRICtIOn ....................... e�+�r,� _ w- �•.• �aetim�s .`. .�c'uaa�i.�,.m.�_a.?s�,s,i4v _+�...ni;1.r.�.�,;�.nm;�� rm-k�s^,�.,.�wn+vx'.�.;.'r.�__xv:am��4�v.w,v;+_ ;.-s .r..,t...;,�...r.�aw:..sK.u.:_c.r�e r,.��...�s... �r+y �,. 'Gv`-._"� .a.T.%��, as%':._ ."w K '. ^'i '_ d.. - %'- .-.-'�yncsdw *- :� ...✓�sx.�.+'' R�ddl Form, InE . . �. - , Cot%Ttructfrni-Guidelrnes— ABOUTReddiForm EPAl�ZDD:.P( LYS'1tE1�TE (EFS): S-S�.s manufactured from expandable polystyrene beads containing a hydrocarbon blowing agent and a flam�rretanlant additive it is a closed cell,hghfweight res�hent;foamed plastic composed of hydrogen aril carbon atoms There a=,two common types of polystyrene fooam,e�Enided.poy styreneXEPS_(populady known:by it'sDow trademark;Stgrof�oam)_and ezpandedpolystgrene(EPS)- a x. w, _ .. _.sernee.:.�....s-_.�zw......w.va.'�. ww•r.>i::.x.. - - ,axaze;..�,�ra: Both expanded polystyrene:and extruded polystyrene:are used egt'enstveiy as thermal uisulatioi�m. I indusmal�,.commei+cial and�res►dential construction -= � ,=„ ,- _ �. q=� � �- �.� �. During th"e processing of EPS,steam heat'softens the beads and kcauses the blowing agent to d eapan to producermo�sture�resistant multt-cellular pazt�cles�whict mcnease in size ugvto 40�Umes�tteir ', ' • ....x+• �r"i»MkY.u. d '.,:.p .:sw•+auNY.- u+'4= .•.w: -. _ ,y .i ottiginal;volume, '$.f '�:-.C' .ii'A' -.Y..=.. a .... -:.._ .:: :'.. aRr",..... _ -... -,rr.y,,,. , ,..,v _.. y5,k.re� n:.....1 ..... .. a., __.___. ...-..____,v.. ...s•'.. zr'mand'Y.Wt.�ma5<�aC4'.atSa7ma ,..• -• ..--_. _.. w EoIlowinga period.of stabilization,duruig which trinee�u adslase their moisture the b1Qw�gg 4 �y agent-Condenses ouc�and air d�ffises mtorthe�r cellular structtrc+e,thepre-expanded beads areimolci�' edymto Redch Form.blocks Tolerances of molded EPS 0596 p�foot ��" � ��� — .. «:..afei'vs'..X,vxr ar'* maim-saxn-,.cxxht.nv;.'w'.. treN'.4rCkiw¢K i3:.�•ram:ti,'�Ygcn�c'x.:. .. The_benefits�of EPS:ihengnal insulatton�products are_it's lightweight,has stable=Tong term�thermal -en paced resistance,no=R value loss over tune, and cost effectiveness wh coin to other ngia FUoard*v: . ._ _ .. . - 1 insulation'sw.on the..tiasis;of:R value ..._s:;;._.w_, . _ .. ..�� rc ,,G,. <,_.�•. _. _ < __ . .._.. ....,, r _,�,x _ ,o U;.-, Is EPS�a water,vapor or air bawler? _ EPS �s consideied-wader resistant=andyva�r permeable and�at the�density,�and��ttucimess of-Reddy ' Form blocks,the matetrai acts as both a vapor retarder and an air barner This character�c essen- T F� Bally moves the d w porn[to the exterior sid of the concrete wall,mmmuzmg5mtenorhumidity in-the=summer;=and�ac thesame time<elmuiates:-ai infltratic�n ingall-seasons which�s recogmaed as_�' a_malor causeaof Rvahie foss in fiberglass u�sulatlon. � ��-' � �'" �` ` � �"""" �mce�housesbulltwith�Yteddi Form are extremely autiight;�tlie useoof an�airr-�egclianger orM �� t�I - OVely vPnt�A-d'- S�s11�1Y1�.S 1^Ct`OIYl1IleIId�. _ _ IssEPS_foam EPS-as�au,m��ert,non biodegradable�orgaruc plasic foam wh�ch�"vill�not�$iot aria is higlily�resisiant=to mildew _According,o�National Bureaus of StandarclsTCom^bustton Tests,data collected from sevens labs^concluded that-underthe=worstcase fire scenanofiimesrfromEPS are no more toxic than=tholes ;9BS Study o o6ad iay Su uaueifR ch,sae Tier NRCA t1NRCA,�amd 'µme- a 1 Reddi rm I 'Wi_ .xi s...G+.,^a...r t.._,wC"=^ems�:. +•ve .1_..2:w ,.x...x.'Ynrs. 'Y•s* eAa•.+.>rr•i.a ..EM fi. . Ytt..M.>;. 1 M_31., Yw. s.d'X.a'A<..,.. ✓.5�'s_et�S3nc . - tSaP.iifi'6pwt-.4�Y.=.±�Srucr_r3:.v. ..• •-• 3)'rx=_42C�-._..c_�.Y"v:irP�t . CostrucY�ion Gitidelrnes a_T �_ _ u _ Is`EPS,Flammable,? , Therequuements of all=the mayor axle orgamzattons for foam plastics is that they have a flame ` spread of not mcoie than�5 and a smoke development rating of not more than450;The foam usedM m=Reddi,�Form has a flame.rspread rating of-15 and a smcike.development-rdttng of�125�basedons�;., ASTMF,B 87_:tests,weII.Wow,theicodesrequirements.. _nv m tton%1'em "'of vanous:Products _ Seff fgn�tfon Temperature ,_Paper Whit x soucMreo,:.�d�_irfi�r7 d�av_Ee_k�u Thecha illus aces both woAPP..ntaaen clh�n;_Wi�.i.i,�v-rE.e42�91OQ=01n �.u..,_�e--:� 4at,a c:.�.h wer temperatw es than •modified-EPS �....� >» .;.�� �.�.�,. ._._z-_ .h ���.,.,��-.:: ..,.�W>-� a�.,.,.:�:.��..�.,.,�. �,,;.,,�,.. ;�,.� -:�-sue�3+✓ab- 4ie3v +�n.tl x+^Y i Eli' L L'c TFa^x•K^ . .�'N'.h^.5' � f"*�+7 Vte3EiJ, 1+YvtitCu�w�3- '�" +s Important:Code regnires,�a 15 minutethermal hairier trs bettache to all foam ins Rliving r Te� eb f -b :F1x yo *7ddffiha +m�._,.-:..,m+ �Ms..-�-xk,s+i&�:s-:ua._...u..'>a.,me,+�.:�._4_Sk.A��irb.ibex:u,-a-:-a_reNte.�S...:'.a�rca�-_��,�i-..6rbvl)�:rzt4avar�+,9Wu 2.v�.i•,.. .�x'.fartidu<h..=r+^. Redd Form was do' ed t be the least expensive and the most versatileICF onttlie market Via= .�ac�'"__-. — .ram-•_timer�-��g =• -�;-,a� -- .� ..-bini.�t�<.--�....-3- >t- rrmr�asx.eravx: �ee�.•s:r--�.,�_ 1 The we3$h�of the 6"core block is 501bs psgnare foot induduig=concrete-an_d steel �T-hts. - �� makes it ideal�for curt�.in�walls�=in�lugh rise:construction.>�It-_can.redeice�the:dead weagtit:design .. of beams and columns This tssalso an=advantage when designing n=seismic at+eas. -' �u�+�,i.wiu,..�y,-sc„ acGvkr�+�_rsnr=.z. xi::�::•..Z.a�.xvr�aYs�ua�e-s�z�oc'z+�srsmne=c3:mae.xau.i:�*.�eYs,2>�a :�..E'�e.;i�- �c.4vscwa�a. ��' e�s'nz:a =walls can:be ed as Free SMda dTolecance bg reducing the need fare High taming footiri It�aiso=c:an�be=sevet�ed3to � _-•areas�there�b _ ._ �the-need=for-extta' --- :eat,-ee • per v^,:..,maw.ivi?.�.n�n'r �rc w- „a. �_-ao'�ttan vs,." sss,a `.,�;..., �d. -* _.. t^"...1ssr�-sstm •: e�"mc.,4r- 3 �.--Ideal-for�th�eattes amd areas where sound reduction Ls necessary,�:x » �:;�-� � _-�- �� .r__ ,.:;�•:.,.�.�,��,.�.,� .�-•-.� _tea: 4" Camles�;G�ry+es,Amhes,and Sr�ckshelves are ver��easily done�onsite�"`'ya�th Reddl�orm fir.-:a...._�r.;✓raei+Fi+;.:.�a...-0e.4:�.e �...>�.r....,_ ,.•+�-s:rzcr...�az�:surN �,hz'xika�s:t•�-..,:�..rsm�Fs 4�a ,'s:c..�r asr_^ �x.�xsex_. .:,. � -;�-r-a -.,... :-._.--.,._ -...„-• _•, ..e,,::. - .. tic:— itr.�+�.r:�z=' .>.nv wr..aetic>resr.��:e't5i�.c .as�.x_ - �--.-.R.., ,3� :��s., �.r,.r�„-a�•-�.s�;�c��c-�+:�r._i�. aa�...,.•a-��s.�:.3:rra.�xm.-x-=__s...�n..sc..�,,:v.,a�. � :��ss� :SECTION 1 BASIC�M�TE_ i�: � - _ i,� .�F.9�.�_KA►ND.�.TOOIS�NEEDED�.4.: Redd For-ni Hot Witv,Cutter µ =�- or Handsaw - :R_edchForm7Dispensu�.g Gun�.� ,..�ti � -° "Cordless Drill x. ,- _Chalk ,.- Rebar�{Bender�Cutter.�, z .Sc-W IdManks _ s j o � Reddt F--b .Hot W,�r�mutter or�Hands�w :9 Step Ladder - 'Tape Measure 4 Level Level:-�T�ranst-tea Snap Ties and�Iau•Pins SharpeMark�ng Pens - S JHY1 i2edd�Foam:and�i3ispen5in Gun -' � --Reddy Forrr� lnc:;_, I sEcr�oN za DESCRII'�T� UN�30F -��ASIC�..,_-�U �PCg3N�NTS. FORMSCAMEIN TWOSIZES,.r The six Inch Redd><,Form stayurplac_e_farms are 9-5/g"W z 48"L,x�12"H,;wxth five verttcal�6"�,�` cores T'he zeight=nch Reddt Form stay_3n-place forms are 12� 48"z 1,2D H.wteli four vertical 8"cores The forms come mryfour basic shapes a:Standard form;a Cornerform,a Closed�End form(FIGURE 1),and aaPtlaster form(FIGURE 2} All forms are reversible(side-to-side and topes to bottomj'and interlock without regard tafdirection Therefore,the corner form can tie`used ..��� ..�..� �. for.'nght and lef[,haad corners:The:cornerrform becomes a"tec;',r—by cutting a core:d_epres . s sloe=into=the closed side of the forrri=(FIGURE 1)-The design:bf the=mterlockingteeth`assures'�`Y . � w � <, that_.rthe vertical cores•:-= whether �""'• _��� � �atign nu�nirtg m`:xa straight line�or�at.9.Q•,angles :`Lines.>oA the�.,,u forms between icoressindicatezcntting�Locations���,•Y :-�=� �_�P-�°=� �.� �,���-�: ;c:4:Y•Was;y_.x.:::ix's �_..�.,....1"_3�d6Wn'ze.-ieneat�br E.:hrNi�ieb _abn-++5 .£.^ `:it�sae . PLASTIC«FASTENING=S'ITtIPS--��1 A:plastic f�stenuig strip�(FIGTJRE hieh�is�nota an-rote. �� �of�the Reddt�Form„�_ em� s,,;� avaabie�Ttiisp s inserted�uito�e top'and botio_m�of adjacent rows of blocks and forms�'a continuous horizontal=tine:-between-rowstozwliich�any�material�can�be::screwed<or nailed.�.The� ": honontai placement provides for easy iocatton of the�stnp Yat�any point,reducing cutting ands: TheYptastic?f�tsteriingstrip_is d-esigned tozbe used`in combmati9n,�wth,�Redclt Form or A'S comp�� patihe�lile-adhesioes'to_�ten furring steps or�to the Reddi.Form system In other sy�tems� tties-which hol�=thefiorms together,�whetherplastic or-°metaialso=serve as listening surfaces.„w The tiesaz?e�sevecticaily and areas Integra apart of e-systems This pla _ entmakes locatinfast Wing suiface ignore=difficuttnd can suit in uicreased cuttiQg nd waste = SEE=SECTIONFIVE=fnrumonedetaits '/s"x�1 4 p:masonite as=analtemative:) s tf :REINFORCEMENT'..-: Refer tothe Structural Chart on page S�ia Section �Iaiiscelianeoiis Details"fo �theTpro_tr� amount and placemen of eufo c ng=rods:An�eigin er who s familiar wi"tli.conditions I ro�the-constr=uction�nro'ect=s ,� d=che� �any�design�to�=assure°ts�adecfuacy�R.: �Tmust.lie�p cede. �.y Q s^ ReddL orm, Inc .. • � , .,_- a .. n h _.,.. ,�._. . . ,.-• .a �_a. Coins ufd �_.•.... . ._ tnuhon G elines withinACi tolerances It is'--strongly recommended that rebar be placed-.using Reddi-Form-Rebar. . Chaus and/or No Tie Rebar,Chars These_pracucal rebar chairs are designed to elun�nate tying,,, ensuring better placement of:.the steel ,(FIGURE=. 4) ...-rThe structural chart used in this.: manual refers to walls using the rebar chat The design of the cl�a mawmum �w GURE1; _ Description of RAM Form Forms B)Connecting,WebS _ µ lord Fo - n i y. R ,r- _ -. s-..wr.,.:s..w:....-. '• ref..-P4s.r.s ... .-.:,_ .akV.-=. 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'.,_... :::> ,.+aa-.zv_r__' x - - � Redd Form Plastic Nallling Strt s 2 I i.ES+�v ^.ic:"tiraM> _,u :_��• .,'1,9.-...^d..RY �C`xeys_ tYr~.^�*;*:".:'.�:�,M'"._a-ii.'..1 ..u. .V.,v..v.G'..ax.cY.�aRM1"�'.S�apk:V�i:�tH+1t J.e.�_.-f:.4rt. z_._.s.. .Y�a...-. ,.... .. �Mi:�iL�tY_�^•_u_�z•zP._�':�•'Fi4�.�`._.ertiE.f:__�%.rlmYx.-._a33vA��^9__M..�...'•L::Si..a^5.'xti4i:_�nL`¢+i4'."��'^'.'. ...�..3.YrT rt++J1eR.?v.:H-K+ma wstnM1n!f h� '�vi�:5".+ :c,"fih�'/.t•:4rC ..rt[a+fxa?9tXtHGaY.,.-e"x-'3nT$Saz:erv:.c- fe�,._t�&2�"�`,:e'i -:,.+1?C'G�9}'_^n�i�E�!+B•'�'"__.=.�._�Lc'�= 'd 3"l�.Y.i+��-ate _._...—�^C�°drN_s¢r_SC•.'�..t=.t,9':Sv.�.y.,w.!^�-a»-a�...aux..ka'='Yvi±Gia[:r+m,�i�'s�:.«��'r.arv.,cTN.:'�Jv,:x. l.nuz �: s:_�.- -a.�•'M�Standard».-�*s.__� .t-�__.-:_ia._. .f":ve.� re a Y.v..-e .5et..��._. ..... ,..m'.v�...-r._......:.'::.. ,.mYs_..: .:-m at_.._.�r.'tt s.✓ ,..._..., .,M-axrr�11a46.$ 3r�'<�`. �Rebar Chair y - t— Standard Heber pas through opening e o Tie Re ar air�5 p �c between ahx rt thht� rl lu techTh a�rrte oc ng is supports =yerGcal Re-Bar.in the cent�ofthe �� :L.}a ���•�..�.:� _ - �.�_ _ rz�-�x4 ,.�,��.�..F(Suggested-.use_i5�three,per.8�f�t�walla•.��.�. dass^ Re Bar Char�s placed m_bet en the cells m.slat prgmded ThiS�support5 he i' A n ,.��,,._ � a�ns:�:::rxae4 .:s,.m�,�;e:.s^u ;S�''x,�+�e'reii�,�xve.- '.>,K't<ssvL u�5c;s,,rs ��. �' � ;,.t:::z.-•-sin..+�:,a�,r�c�.�. FIGUR -�„� � = .��rer.,F'see: 'per u�caaz rzmcxrJ�: a .er�.x�.c. >✓.�a��au:%-as,y�w ..,�es"awk"'�`ssi.9 Reddy For_mNo-Tie - ti -. r a'nd andard RetiarCharrs :—_...--- --------------------`---'---_—.�..,._._ ------- ----emu�.. atReddi-Forth Inc: Consdructiori GurdeCines CONCRETE._.. Standard_applications regwre a muiunum 3.,p00 Ili,mix,concrete It is recommended,that it be„ , poured-,at--a 4"�to 6A-,slump,with a imaximum aggregate size of l/21,pea-,gravel works pbest Placement of the concrete is most easily accompl�shedusing a smatl concreteRpump with a 2�" -� s nz. to-2-1/2 hose.--Howevervitcan--also be-placed=-byAhand bucket-or-boom5mick,5�-�,4�ww.,''x (All.4the.'basic-system._components are shown:and.,described>in.EIGURE 5),-=:-a X :r�,1:i,.s..Ert...3__.::wr�nfY.^- v ':dN.�wa3'r.nvu�:`�vrSf6.a,.a:..+;�'. ��.�rv.•. ,casit..va�>.Y 3F..r_....�r-,!°&.a.h.,*m�.'vf. i'ainC+.:at��-+mws»_:_+�:-. ex. i-.._'iY... -v_,!'Y"w'i.N^ ._.".�._-Yf.Y. vc�...^T-+ '.'c'.,.a,n—:fie ..� _•-__—=. _:_-Y•�y ..-,r_�':= v...._._:.+t _ c..?>-:,:iW,.ad.a..4,z,-[.:�.v l a^�.•.�:..:.,r. ::�..._�uR -�.._,.nss.��.. ice.-.raX...z�:.xz�-.s..ee. m�-,..�,. __m..,�:r fi ,:..�.::r.�..s..x,.rs:..�z....a�.caa..:_'._^-si.. -..R�.�ee..s^ravx.,.s�.,e=�-_».>�m..�.:.,..or+.a:_-,:_,.�� Sn ltw _---Basic Com onents of,the--:,--- "ReddimForm�System .,z.. �. A-_g ri r r 1 ..Y�B:)Horizont i�an �:� ... ; . • .. :.- .__ __ - - - - -_�. _ �. ��� _.0 t 2 Corner Remforcin``2 feet er( 1 � - �' 1 , ..:::.'N.'., ,.,. .-..i..c a,» ..,:.ay.u. y..... ....,wn ,...:..,s ,. ^r.. at_ .tea. 5.... _:V..^a,.M.._r.-._ .R+m.v¢�:.sv rsro4 r-� ..a2>x• vi .. �..� , za 1 �.[ 2 ::<v- _�2.,:+ ,._ __.:✓v;rR. _.. �'_,_... ...._.:_�.,....r�.. ....5%_il_.�.:.^.^.rwsrsi!.,� s .u�^ �8�:,_w(,�9 -..«i J>.... -z+a� � xt,_ r.'�l.s,..kt.;' ad.5rs 'c..s .w-., -_�✓n-.d ".:�Jn ,.^:v ; -.r.:.= 1! _ �aAyt1 :.�k .a+sv-- s'wr•;.. 1 tt 1 .r sum.,:..', wr :.��• ,,,,-,z-a'+: :,.v i ��.:,..�__ _ M ,w r ��tary t� .,P R 3,w m �.;':,.r' ->��a+'�S �-�.:�. ! i=�.c.�` _._•=_.3G �'4� �.�� ,. s'>yzv;-'r_l Y -. v�.r.._s.fm-� -7n:�'a=i.. --�_-.d.:.0:.�i-.� - _..�lv�st'uivre •-�;-"�aev.e-.......�-.._."e-a S>'�' ^hs_:.-:;:� -.»-.=-...'tNe c.ar .x' 7Ca,_'__ r:..c`:�-'"u.3144a:.is9 7s;kA:3"`:.:--.�rtm=.a'_.��::•. ^�C: ."a 5,^.�EYli��+F �]s_�t+ ;v,sj,7:ro'�- wrn{.+_-iv�Y'4_ -.i=�pc' _-cL�'i3'C.�'#.c:•.4'-'�.rcam��.�ii.9LL'e u- :,� �tN •u.n�..s'..r�s` .*3-�3•i..wt-,...�_i..:. .ri�¢ws zs+reFf J4�k".�-�_te�>5 s.....•r+# :,�.^11�>. �Y9�Ti - -° _� -_-�+i,_=-•t�..:_�s�.`�' '-s�G.�_e:3`�-ssGs^'_ys���.k aas,�: _>.c.._,�.,v.a.=+,vr#:riz--:s�`�i� ._A.:�3 a.. — "es"s�_"� '� �ri�2 v_._.�.:rNw.v�£'•,. '�.b.�Y s ;�'" 'ilc±+^tCa�'d5�9T + .✓.L.:d.�.: '[(+'d..[s:b�:�i�:a'�...d a:N:::�Y^ ._3xa.. w'* + - t C)Concrete Co(umn5 D)Plastic 5tnp5 ..,ex ,...v=:u..mr> , [ --,:,®,mee:t�us>s�s'-a-_�...�,-� „ x:>:._ _:q..a. ......,.. _ --;vG,.s..:e,-,a_�b�,�ar ...::, ,,,_,.... _.r,_,._....,...,_.._.._ __,. ., ....,:.,-Y•.e;.,� .: ' . ., ., � _ n �._. _ yr IiReddi.F=orm, Inc: Win, i �4 SEC OU01\` 3 H , . m ,�.,Constructaon elines _M BASICINSTA►LLATI(JN (GETTW STARTED) DESIGN NOTE, The,Rcedcii Form building=system.is manufacpw u _a,9 6"module,for 6 core . an&12" -module-for-•-8"cores= :The--L-ength-Conversion- Chart..on }:page.--,66-i.in,,Section-�6= "Miscellaneous Defails"will be of great importance if you decide to design and`build unth Reddi Form ,,If your structure is_already designed aad cannot be,coneerted to Redd Form modules,�_ .donzt:-worry,::any,length-wall=can:be-._built:.This.will require_-:some.-.cutting.<of-the-:;for>msrat-odd -7� m dales.. FOOTINGS.(FIGURE 6) .R 1) Footuigs`should,be;level aricl not less than'16 niches wrde for 6"cor"e anr120"forte 8Acore.,The,footings-can-be keyed or-rebar n4 be:pinned or`cast.in-place, If_for-.any.;:... reason footings are,not level;foamblocks can easily be scribed and-cut or use>foam shims and;fill the gaps with spray foam to level the first course 2)-After footings are poured and a layout and building hnes,are established start:your Important >:TaGke extra time to pour and level the°footings to This will save you many hours later 3) the fooling is'poured and sM,a layout ffi.madred-as in'any sta tbM cooson ion project y =FIGURE 6 t. .. Fo.,otings and:'Layout Courses �. .. . A;.Foo this should�t�e a minimum of .-, => _ ,- _,16 inches-Mde for- core and-20"and 8 core:, 13) Tx2"UmCha_iIa4 _. to hold block�n proper �' - posimon N _. C)T_R,ebar to p�n,foot�ng into wap � ,B„ - - .;erg 'ng ..length -�- , . n. b.r ....... ._ ,m-¢..r..� . ..,,.._..a -�- �_..�=. _�"..v�: _;�._�_.:_'z'.'.aJi�,-�-: ..:x.aA.r., � ..•w--. ...-.-._:-:... .Y°?l _" .N?'.... ... ..r.,, �.... _....,.-�..�.......:.., -._ .r......,.... .�. ... ..- �.... . . _.. yReddi Form,v tnc Co»strudion Grtaedsnes FIGURE 6A Jump Footings Tal waft(AA bs5mient).__ 6hart V W(garageztGMWJ) —r DistortAauo�sfmoGl•.gsworici�ef�rcon- max,:; Cretewatts.which ran bsrie�nfmced't9 �n take the bails A typuat srGaatran u+here - a garage stema+atl abuts a maw9 basement - ' wall can be handled reirrf drawef takes ' ing with two#4 bars al the top.and fiF+e on load bottonbextendi 3.fastjnWeach ng adlan- � .- _ � _ � �-. ' mg secWn�wall abovethe footing.This ._ 5 max ,: p ._.. . — utituf as mired to a 4-foaL loom ` span'and a 5 foot maw7num change M ele elevation _ _ -r -� - .._ vatiiQri;l#�watts are.atrghtangles;the_ _... rear has to be-bent accordinglx 1). To:aelueve_the best:resultss layout a complete fIIrst course-of:forms:starting-at-the corners--and--working-=toward-the--center ofthe walls,then�follow-with a=second TM course to complete layout courses. _ 2A)- 6"Cove.-Second-course 4isst-arted at=the,:corners (See.Fig.7.):A:com.e.block is- cut at-the=ce-IFline-=as pictured-lietween the third and>fourth cells. This starts the `over lappingrcpattern This pattern or bond keeps the walls straight Start each ., x :corner ii this fashion and proceed to he center of the wall ,,,, 2B)- Core. Again--second=coursexis,started,at=the--comers=The comer-blockid cut,= at the cell'liie betaveeri"the third"a�four[l-cell:' w 2Q), Note:The-third:course<is the:same-as the-first-.course and,the::fourth:is_the same v =` - as the�-second.Thiss,creates the-bond:-ContinueAwthisIashion until the wall is to A'Y the correct Height 3) in the center-=of-the-wall xhey should;butt.loosely=Cut forms ' ,, _needed with'a hand saw or hot wire cutter.There should onWl3e one},cut=per side:, - As courses are built,align-the�oints using short piecesTofFthe plastic nailuig stop to -....-Note: after->the=-wall-pis -erect --b --and lumbvdo:y -foam in _. .< -��3' fully ed,; raced, p you= ttie�butt=joints:_ �. : - are-comp 4)� Oncethe first two courses leted supply foamPthe formsomyour bwlduzg _-,4Note:There are other-ways�to�hold�block on=building line(U;rhannel_>or 2)4s)w� -but-foaming-isTfaster :easier;and=cheaper; providing the best,way. .,.,_ .. .. _ FIGURE-7 Start�n an Overta PP m Corner-.Pattern-._:, _. '. .; (&"_core shown)f , , , , _ RIGURE 8 �- _ �Corner4rPaRip - {8 core shoVM - Al _ N 'A y a u 1 «..a ^._-t=".:, .r_ Mart • .:.:_ �. _ :._" _-�—_'r"_. _r.:.: ^._M. '�M_ ."yam':�„�L .da....--�—.K'".u� ._- -..� �:�£^`:''::�: Rc1i-Form;inc ..fix- Construction.Guidelines IEHelpful Hint on=Maintaining-Straight-and-Plumb Nulls enteuof,the wall-where the cuts occur,mark•these cats-with�a,magic . These cuts should remain`the same length for the entire height of wall iif not then.the wall=will be out:of plumb...;., ,. .. _. 5) Angle'cuts of any.degree.can be easily_made.using Reddi,Forms hot wire cutter.: Usin g the_plastic nadi step cut small Lengths bend them to the angle,place in - rovided Once=th _ groo ve-p e wall is„erected=plumb it-up-support it;andglue-the-angle=;�, together,then add duct tape as showy in figure 9 _ ^;Ezanuple :`10 degree angler Set,the cutter at 15 degrees, cut_the block,:.ahen the.piece that's left is--flippe&over.and,you-have your 30 degree angle-4- Any angle--is:,, possible an&the-•waste-factor-is zero. T wIt isamportant,that the,.entire.layoutMbe checked:for.•compl ance with-t"Ian , - dimensions and is square: 6) `"1%erectfig basement walls with fire place,ash dumps Leave basement side open Thissrcm be blocked ui.later.by the fire place contractor-It allows the ash dump fog __ -be pamged-toprewnt the-foam from melting;also affows-�for-better-placement,of.. - thimbles 7) Do not cut'the connrecting-webs under anp circumstances x�:A.s:a�.. ._ ea;.:..; -..�,..-.�_ �.e:-•:- ..��.:::,_.,__... ..�',.:s;.,.,-.:....i...;,-. .,..c. .•-.�..,..-.-, -r......�t. .,-, :.-r.'s[tx,=�.....i-,...:��':_,»..,...».f. ,-.._._.�,.A....�...... .._.. Foot-Note.--Do-not-foam=any-forms until the v�all has zbeemplumbed-and} -=s br ced Foaming prior will preven correct alignment _.. .... ,r=:.:�.J.:. .,�:,.,-� :fir-.,i-„-.M :4.c. r ..-n. .:�:r:.r, ' ....sue.....s -_.............. rr-,:_a .�,'�..`.._ . ..r._` ,_"r -'�� a• ..�,-;�- ....::x-- .i ,.= ,.. ..-,:�'.,..".. :.re-r.., ,... ,, usrST.. ... ...... :.r..,,_ ...-,..,....,.. ...h:r,-s�... „-.._..�.-. Construction Guidelines_ Possible;- -_ Reddi=Foam- :Duct rape FIGURE 9 " ,Angie Cuts - } Plastic Na�ing StrpY -Slot is cut PiaSGc Strip Is 11 thick ,;for ent�te length,- _ _ _ � _ :E.._ and anchors rtself into riot, , _ „ �- of hocks cwt into blocks ;. r s r _ +�.g -.x.:x.-.- ;t v. 7-,-,:".�:„- s ":'� c�ryc. _ :.-,,•,a.� ;,�.> b�...,� ;c ;f -- ;�-, ,..., ,_.,T Q--`-•'`ter, ^'�-�:-v�.. _�' ".-.".'-; r� - _:.Fr.°W'• �'A. .:emu,.. w..`#E ._- ', �: n. m Top ::-ws... .., ,xz-; ....,.-r,+':✓-�'.... ».td2•.- -,.k-.x, .�. -r. .�-S.,.c�-._ �'--,. ,..i...._ v:=.,.- ...a?x�.;:-n w ,.,, °�..,. ? .�_. -�._::��-_ ..,zm_—.—= :.......... .......� -,x.•,.».. . ... ....,,.._ .......,.:;..-cis.m-=±r..�:.- .:,.�.� �.... ..<,._,........ ...��.,.?�� ter,,.... �r _:^:.�:-._ 5. Construction dWkikanes - Placement of the SECTIONt 4 ._ _ _ Reddy Form?No-Tier_ ERECTINGr THE - Rebar Chairs y. T picat 8'wall.. WAIL '' After the ,footings and-layout :courses-are completed,the remainder of the wall is erected __ _ � ,� _ __ _ "_ by-simply snapping-the:forms intor position. _, Continue the overlap patterns established in - the_layout courses over the aremawing courses u, 41 of,the wall. -Follow:these important guidelines s regarding: reinforcement, bracing;::openings, _ concrete:pouring,etc.. _ Be sure;to keep in mind the placement -horizontal-r-bar while:erecting the-wall. The-- required- rebar placement„ is shown m ' 4_ =r Structural-- Chart.; on;_page ".6.,5 "Miscellaneous Details' Ilse of,lteddf-Form Rebar Chaurs will greatly suriplify the task of -:: -. -y - placing r-ods .To use:,,the rebar chairs,=simply :.:. . stick them°into the- op of tlieforms`every 4 feet O C.iri therequired courses_..The chairs _ -- _ - `" y.� _-- _ are most-easily located. between.cells in=the :-,. r.- depression provided The use of the chairs the};recommended,method�of,rod lacement � F ,,, '� 4� and-helps-add-to-,the structural-=bihty-of=the " wall::. bye more exactly controlling the rebar ,� ` _ � �' placement Thye vertical rbar should also be placed accord , �,_ �� � �, :ing;�to engineering specifications. y FT Red&Form;lnc _ . Corutruction Guidelines , A.) Footing R)`Vertical,2 X 4 braces, ._:. . :.--naitedto-wood C) 2 x 4 Kicker D.).-5take or fasuminto _;-solid surface:- - > •se• >� x -:.� x..... .,r,. :-;� '. :r .a ,.:.v m..u_- ,::cis.-, :u,r�' .. T.�- �-"i e-: T � - �. 800 633 3800 A ,zR I ..ry'-4sS-�-A.�='C" � c';.k:-'�R- =F.::�.•_�ekl k'C�ti w,{.:§ i _..:x""' 2 cs:ni'C t::xp ,1Y r,:F1°»,II .a CP:ti4,'�`<; ... �- "JX- - . r_ =_ eddi=Form, construction Guideline _ FIGURE Using,-a-H6-i, tal Kicker ._,.- A);:.Drill Holes i M _ for snap=ties in center offvam<core _ i the ve5 can be removed- an_ u over an over` , :,.:. w _;,•� � _ . :::...... o r -_• .,• .-.:;r, va. :2:P':t, . ,..t.•an. .,._,... ,..x w -=.�;,a s,�,.�.....r,.., .._.z:x. :.i,`-: . _ -_ . ; Retld� Form_Wa11B.race and Scaffold `- ,' P.eddi Form N7a11 Brace an�1'ScafFoid_._� _. .. •.�n be made from aluminum or'light`steel , '``` "' 2 x 4 x 10 3/4"Plywood angle iron and foot scaffold can /c be made adjustable - — - -2x4�81ock-� _ �_ •� �-s,. _ - _ 5 - - _ -- y►-' use Snap Fe and - -- - u� �= � Top You► p . 744 „. ..�.r. ......'- _�w.....w-'r ,,.:-'s�:r„ _ .:;,,. �:sf� s*'�. ..s<;;. ,�,h;•�:. . s.",., ..,.... ,. _ ,. r., _. _,-r. .__, ...._ .,, -.. Rebaw .buckle to , make=adjustments. Joke Angle Clip s .n .ram h -, :�.•-n- �.:a-• .0 - r t^., -.� -is.: s 3/4--'� za.�" ,e'-s'" �: � , �.,�. � � - -�•� �.,� P�� �- * � E.Set Screw ; z..a..,.+ s.zv-.5 _.rY.�__ f .,.��t;� �.et,-=R s w. � F-�...:'n:=-xc- <.�'�.-.-,.._x_?•_.�-.w.'. ,._ �:'•-�....-'=�"'"._.. =.• _.��-r�-a.., .�,.F� �r.. mg �.� '.Rxi ...=:�.a�-,-. '—:.i�v r'.-.:-��£"�—Y ^_."�.- ....:-`a'r-' =;%_viz- .-.- .-'_'�;,'-.,".__-•� .. =.. -.�-. :—'-.-ffi--':S£s^Y Reddri.;Form Inc. _ Construction Guidelines - Vertical rebar.placed:and.maintained-in:position,before_pouring,.facilitates steel in_place..code, . inspections prior to-pour The REDDI:FORM No-Tie--Rebar Chair are to place rebar in-the desired ,position (FIGURE 11) In most cases,#3 bar every course;honzontally;.and#4 bar�verncally�s.,`. sufficient for-=walls below grade:-(See-Structural=Chart-page 64): . _ -Consult with .our:bull ' ins ctor .n nor,to„starting any-lob t - y duig pe p o-=familiarize-your-self=with.the `proper procedure-for-obtaining code're ctions: _ P P P g�' quu+ed u?spe -BRACING -Bracuig should-staruonce�you:have,erected-4-or_5�courses.:of block,or,sooner if in a::high,wind.:.,._: area--Bracitig'should be''at'intervals=of-'9 to`10 feet:-A staddar l-2x4:cau`be'attached"to'either" side of the wall and secured with a 9"short tail snap tte near the top of the.wall Refer-to(FIGURE 3 i4 and 15)-- - Another.-way-to=fasten 2 g-4=or-:metal-bracing ito>wall=is-use-a-log=home,screw as manufactured- by Oipmpic Aganufactunng at 800 633-3800 'They come in vanous"lengths for different wall < . ,thickness. MG .t ; .-OLYLOG�Scr�wl` MP Man kTPOF� z�m ; a-r FASTOi �� �= � Jun 15 2007 9: 55AM HP LASERJET FAX 508-420-9201 P. 1 y ewria Fax Transmiff l 6 21 L To: Mr.Paul Roma Fax: 508-790-6230 From, Mike Santos Date: 6115/07 — . �r — _--- U7 M 59 Gomold St. Pager: a •., o i' s � � e s s ry h1 ForPavlew ®PleamCommmt ®PMw t Jun 15 200? 9: 55RM HP LRSERJF-T FRX 509-420-9201 p. 2 .A = . and June 6, 2007 ; J -Mike Santos 59 Gosnold St. o Hyannis, MA 02494 RE: Reddi Form acceptable building methods and compatible products Mike, In response to your questions regarding sill plate/anchor bolts bearing/attachments and acceptable waterproofing membrane please see the comments below. 1. A 2"x 6" plate will provide 3.6 Inches of b a:. ' faced a,the exterior edge of Reddi Form and is acceptable to use e;Re t1 'y; &oiled it meets the rninimum bearing and framing re q yen , the truc codes. ;, pd local ` r » a r 2: Anchor bolts can be utilized in the RdbdiRprbtreym Ito odes and the bolts manufacturers' r+equiremen y th of� m n`t ap- pressive strength minimums for concrete I J,ac €►,tFe Ceeter of the 6"vertical Reddi Form core provioi mum . a r lh,I barn of 3000 psi is recommended for all Redd M a, 3. Peel and Stick waterproofirrtr nbra ctt,�rrrit a 'n4e use hr.}he Reddi Foam systern,, tied the m4nuf�t ao'ts it .'a a 4. to EPS (expanded po rene)and thet it iiilo- s in . a" p to Manufacturer ctf��tions. 0-0 e °��'1. i� �i ,ref Q. If you have any ad 'tional due I or cc nce , e � olir Conructibr�j Guidellnes o fee c ctly. I ��' t M. �„ g *,... r r k � d Sri . ... '�� ,i°. ,.w°.;.•w p ,.,,,a. .„ i � I �I r '� ,. Reddi Form Inc. 10 Park Place Suite 5-B, Butler, NJ 07405 Tel, 500-334-4303 www.reddiforni.com i� CONCRETE, 3000 PSI a°< BRICK TIES. a� °a TYP. o REDDI—FORM BLOCK ga FLASHING & — 3 HORIZONTAL REBAR WEEPHOLES AS REQUIRED a° js oo °o° 15 MINUTE THERMAL BARRIER bpo o° bbbb o a° 4 VERTICAL REBAR AS REQUIRED a° oO 0 u° EMBED PER CODE a FOOTING SIZE, REBAR, & WIRE MESH ° PER CODE MONOLI!E',IC SLAB d a° PER CODE INSULATION & VAPOR --- r BARRIER PER LOCAL CODE PER p OCALOD D SOIL —I I I-1 1 101 1 1 1 1 —1 i i--1!!—1 1 t-1 1 1-1 1 1 BRICK EXTERIOR AND 5 REDDI -FORM WALL IUNCTION 1" = 1'-0" DRAWN BY: CHECKED BY. >yy REDDI — FORm , INCS SCALE_1"=V-0" DATE:6/25/96 JOB NUMBER SHEET DUE TO VARANCES IN LOCAL CODES, ALL DETAILS SHALL BE CONSTRUCTED IN ACCORDANCE WITH LOCAL CODES REGARDLESS OF DETAIL CONSTRUCTION SHOWN IN DRAWING. REM—FORM REDDI—FARM RESERVES THE RIGHT TO CHANCE INFORMATION SHOWN WITHOUT NOTICE. #4 VERTICAL REBAR p AS REQUIRED f 15 MINUTE THERMAL BARRIER CONCRETE, 3000 PSI FLASHING REDDI—FORM BLOCK SLAB, WITH REINFORCING, #3 REBAR ec WELDED WIRE MESH, eg a! PER LOCAL CODE a� WEEPHOLES o #4 REBAR �b --- ---- ._�—� ©- CONTINUOUS as op �• (7 INSULATION i s a & VAPOR BARRIER ca v iaoo`aa as _ O SLY ; eo oo� ofl PER LOCAL CODE Q' .J l:3 3 HORIZONTAL REBAR c a- - AS REQUIRED m a U i I as as I I EMBED PER CODE > f 1 CONCRETE FOOTING A111 "ao II — PER CODE I I o © - REBAR PER CODE { ` qi jy COMPACTED SOIL PER CODE BRICK EXTERIOR SLAB ON GRADE / TRENCH DF6 FOOTING IS, WAII JUNCTION 1., = 1._O" i / DRAWN BY: CHECKED BY: �\C REDDI — FORM , N . SCALE_1"=1`0" DATE,6/25 f 96 JOB NUMBER SHEET DUE TO VARANCES IN LOCAL CODES, ALL DETAILS SHALL BE CONSTRUCTED IN ACCORDANCEIm WITH LOCAL CODES REGARDLESS OF DETAIL CONSTRUCTION SHOWN IN DRAWING. REDDI-FORM RED©I—FORM F U C RESERVES THE RIGHT TO CHANGE 1NFORMATIDN SHOWN WITHOUT NOTICE. r 3000 PSI CONCRETE #3 VERTICAL REBAR ----_.____�- AS REQUIRED 8g i 15 MINUTE THERMAL BARRIER RFDDI—FORM BLOCK -1 11=111 #4 HORIZONTAL. REAR _ AS REQUIRED =1 1 aa4 I 'ga a og 11-111 p' WATER PROOFING ° MEMBRANE OR ECrUAL FOOTING SIZE & REBA PER LOCAL_ CODS i - _ EMBED PER CODE PRI-FORATED 4 CONC, SLAB PER CODE `-FOUNDATION DRAIN I 11 L-1 I I � �o { _ I 1 ia -111-ii1 t i1 _ as , 111-1 gASEMENT AND '11ALL FOOTING DETAIL DRAWN BY: CHECKED $Y: REDDI — FORM , 11 �C . SCALE:1"=1'-0" DATE,6/25/96 JOB NUMBER SHEET DUE 70 VARANCES IN LOCAL CODES, ALL DETAILS SHALL BE CONSTRUCTED IN ACCORDANCE WITH LOCAL CODES REGARDLESS OF DETAIL CONSTRUCTION .SHOWN IN 4 DRAWING, REDDI-FORM RFDDI—FORM E 7 RESERVES THE RIGHT TO CHANGE INFORMATION 51•-10V.1V WITt-iflLiT 7.lflT:GE. , CONCRETE, 3000 PSI oa EXTERIOR X TERIO11p FINISH �iIS H � i 3 REDDI—FORM BLOCK #3 HORIZONTAL REBAR a a° °O AS REQUIRED FLASHING 15 MINUTE THERMAL °° aO BARRIER or a° a° oaa #4 VER tT ICAL REBAR 00 a AS REQUIRED _3 Q 3 {� J as )or EMBED PER CODE fl u° oo f` ° FOOTING SIZE 8c A REBAR & WIRE MESH PER CODE 0 MONOLI THIC SLAB p PER CODE - _ INSULATION & VAPOR ➢ 1 BARRIER PER LOCAL CODE COMPACTED SOIL PER LOCAL CODE ,MONOLITHIC SLAB W/ REDDIFORM WALL (F8 I _ V-0" DRAWN BY. CHECKED BY: N REDDI — FORM , INC * SCALE-1,._1'-0"DATE:6/25/96 JOB NUMBER ISHEET DUE TO VARANCES IN LOCAL CODES, ALL DETAILS SHALL BE CONSTRUCTED IN ACCORDANCE WITH LOCAL CODES REGARDLESS OF DETAIL CONSTRUCTION SHOWN IN DRAWING_ REDDi—FORM M RESERVES THE RIGHT TO CHANGE INFORM ATI r REDD1—FORM r ON SHOWN WITHOUT NOTICE_ 8. 15 MINUTE THERMAL I BARRIER EXTERIOR FINISH REDDI—FORM BLOCK TERMITE SLAB, WITH REINFORCING, N INSPECTIO �'g WELDED WIRE MESH, (FLASH) °o a° PER LOCAL CODE oa o — INSULATION & VAPOR BARRIER PER LOCAL GORE ' i9 #3 HORIZONTAL REBAR AS REQUIRED 20 I 1 #4 VERTICAL REBAR 00 �oa AS REQUIRED EMBED PER CODE °D b CONCRETE FOOTING PER CODE REBAR PER CODE — COMPACTED SOIL {{ PER CODE iif ! ! illi # Mil iiili liii SLAB ON GRADE WJV TRENCH �9CTlNG STEM '/SEE DRAWN BY: CHECKEfl BY: REDDI - FORM , INC . SCALE:I'=1'-D" �'� DATE:6/25/96 JOB NUMBER SHEET DUE TO VARANCES IN LOCAL CODES. ALL DETAILS SHALL BE CONSTRUCTED IN ACCORDANCE WITH LOCAL CODES REGARDLESS OF DETAIL CONSTRUCTION SHOWN IN DRAWING. REDDI—FORM REDDI-FORM F9 RESERVES THE RIGHT TO CHANGE INFORMATION SHOWN WITHOUT NOTICE. ROOF SYSTEM PER CODE RAFTERS OR TRUSSES PER CODE �— INSULATION PER CODE GYPSUM BOARD ------------- , eg PRESSURE TREATED ° WO O SILL PLATE ANCHOR BOLT PER CODE D' 1. ' RE'DDI—FORM BLOCK o `T3 as VENT a° 3 HORIZONTAL REBAR TRIM AS REQUIRED CONCRETE, 00 00 T 3000 PSI #4 VERTICAL REBAR WOOD SHINGLES OR SIDING ;" I AS REQUIRED �a i 15 MINUTE THERMAL BARRIER PRESSURE TREATED .FURRING STRIPS, FASTEN TO REDDI FORM BLOCK WOOD OR SH NGLE EXTERIOR ' ALLTOP PLATE W/WOOD FRAMING 8c R� i YPI NA1_ EAVE OVERHANG DRAWN BY: CHECKED BY: RED DI -FORM , INS, SCALE1'=1'-0" DATE:6/25/96 JOB NUMBER SHEET DUE TO VARANCES IN lflCAl CODES, ALL DETAILS SHALL BE CONSTRUCTED IN ACCORDANCE WITH LOCAL CODES REGARDLESS OF DETAIL CONSTRUCTION SHOWN IN DRAWING, REDDI—FORM REDDI—FORM R RESERVES THE RIGHT TO CHANGE INFORMATION SHOWN WITHOUT NOTICE. i ROOF SYSTEM PER CODE RAFTERS OR TRUSSES PER CODE -- INSULATION PER CODE ° GYPSUM BOARD as PRESSURE TREATED WO SILL PLATE ANCHOR BOLT PER CODE REDDI—FORM BLOCK VENT � 11 a I_ o0 3 HORIZONTAL REBAR fl id AS REQUIRED T RIIV.- CONCRETE, �a 3000 PSI 4 VERTICAL REBAR oa 11 AS REQUIRED o as a 11 as 15 MINUTE THERMAL. BARRIER as as oa au BRIG. EXTERIOR WAL_TOP PLATE W/WOOD FRAMING 8_�,',YPJl,C.,Al EAI� OVERHANG DRAWN BY. CIIECKEO BY: REDDI — FORM , S SCALE:1' DATE,6/25/96 Jab NUMBER SHEET DUE TO VARANCES IN LOCAL CODES, ALL DETAILS SHALL BE CONSTRUCTED IN ACCORDANCE WITH LOCAL CODES REGARDLESS OF DETAIL CONSTRUCTION SHOWN IN DRAWING. REDDI—FORM RESERVES THI= RIGHT TO CHANGE INFORMATION SHOWN WITHOUT NOTICE_ REDDI—FORM R2 i — ROOF SYSTEM PER CODE �-- RA;TERS OR TRUSSES PER CODE INSULATION PER CODE GYPSUM BOARD - ------- ° PRESSURE TREATED 2x 7 O SILL PLATE o° �g ANCHOR BOLT PER CODE os I a; RE3DI—FORM BLOCK VEN T -- °° #3 HORIZONTAL RESAR TRIM AS REQUIRED ° 7 CONCRETE, go 8� EXTERIOR 3000 PSI FINISH — #4 VERTICAL RESAR 00 �l AS REQUIRED °o 15 MfNUTE THERMAL BARRIER EX I E-RIOR FINISH SYSTEM WALLTOP PLATE W WOOD. FRAMING 8c ICAL EA�/E OV RNAN(E��Y DRAWN BY: CHECKED BY: REDDI — FORm , INC . SCALE-1 —0- DATE:s/25/ss <> JOB NUMBER SHEET DUE TO VARANCES IN LOCAL CODES, ALL DETAILS SMALL BE CONSTRUCTED IN ACCORDANCE WITH LOCAL CODES REGARDLESS OF DETAIL CONSTRUCTION SHOWN IN DRAWING_ REDDI-FORM REDDI—FORD R3 RESERVES THE RIGHT TO CHANGE INFORMATION SHOWN WITHOUT NOTICE_ ROOF DETAIL �— BY SYSTEM MANUFACTURER FLOOR DECK BEARING & ANCHOR PLATE DETAIL PER CODE EXTERIOR FINISH STEEL ,JOIST PER CODE I p-- #3 HORIZONTAL REBAR a AS REQUIRED 00 or oa an CONCRETE, p 3000 PSI b° n; #4 VERTICAL REBAR AS REQUIRED afl a o° oa no a° n o° a FLAT ROOF CONNECTION 1IV OPEN WEB STEEL ,FOIST �ft REDDI — FOR INC* DRAW�fSY: CHECKED 8Y: SCALE:i»_=,_D.. \ /'�/ ' DATE:6/25/96 DUE TO VARANCES IN LOCAL CODES, ALL DETAILS SHALL BE CONSTRUCTED IN ACCORD—— JOB NUMBER SHEET E WITH LOCAL CODES REGARDLESS OFDETAIL CONSTRUCTION SHOWN IN DRAWING- REM-FORMREDflI-FORM R4 RESERVES THE RIGHT TO CHANGE INFORMATION SHOWN WIT-HOUT NOTICE. SHEATHING WITH VAPOR FLOOR DECK AND BARRIER FRAMING WOOD SHINGLES OR SIDING I BLOCKING BEYOND ANCHOR BOLT PRESSURE TREATED FURRING STRIPS, „ FASTEN TO t! PREASURE TREATED REDDI-FORM BLOCK i 2x70 3 HORIZONTAL REBAR AS REQUIRED 4 VERTICAL REBAR �� II I1. •oo AS REQU RED oo Iill � 000 P_SJ_ CONCRETE �o o° eo 31 = oa REDDI-FORM BLOCK _ 15 MINUITE THERMAL BARRIER WOOD SIDINI3 EXTERIOR FLOOR & FOUNDATION WALL JUNCTION Vl� 11100D FRAM IN CW2 DRAWN BY: ICHECKED BY: >J R E D O — FOR I C O SCALE_i„_V—on < ' DATE:6/25/96 \/ JOB NUMBER SHEET DUE TO VARANCES IN LOCAL CODES, All DETAILS SHALL BE CONSTRUCTED IN ACCORDANCE WITH LOCAL CODES REGARDLESS OF.DETAIL CONSTRUCTION SHOWN IN DRAWING. R£DDI—FORM RE{�D1-FORM W2 RESERVES THE RIGHT TO CHANGE INFORMATION SHOWN WITHOUT NOTICE. BRICK 1" AIR SPACE BRICK TIES AS REQUIRED SHEATHING WITH VAPOR BARRIER — FLOOR DECK AND FRAMING BLOCKING ;BEYOND ANCHOR BOLT AS REQUIRED 11 PRESSURE TREATED 2x10 4 VERTICAL REBAR AS REQUIRED 0o A #3 HORIZONTAL REBAR AS REQUIRED 'o° DUI Qa REDDI—FORM BLOCK ae 11TI i ° �jil as ao eo 3000 P.S.I. CONCRETE i 15 MINUITE THERMAL BRICK EXTERIOR BARRIER FLOOR & FOUNDATION WALL JUNCTION �v3 W/ WOOD FRAMING DRAWN BY. CHECKED BY: REDDI — FORm , INC . SCALE:1"=V—O" D ATE:6/25/96 JOB NUMBER SHEET DUE TO VARANCES IN LOCAL CODES, ALL DETAILS SHALL BE CONSTRUCTED IN ACCORDANCE WITH LOCAL CODES REGARDLESS OF DETAIL CONSTRUCTION SHOWN IN DRAWING. REDDI—FORM REDDI—FORM W M RESERVES THE RIGHT TO CHANGE INFORMATION SHOWN WITHOUT NOTICE_ - BRICK 1" AIR SPACE REDDI—FORM BLOCK ° 2x 1 O LEDGER �03 4 oa PREASURE TREATED a _ BRICK TIES AS REQUIRED ga; ° FLOOR DECK AND FRAMING ANCHOR BOLT AS REQUIRED HANGER °aa� •j �- LOCATE TEMPORARY 2x4 BRICK BRACING TO SUPPORT ' "I TIED, JOISTS DURING POUR o° > a� ;° n1��..-�'' TYP. #3 HORIZONTAL REBAR ag og AS REQUIRED CONCRETE, 3000 P.S.I. 00 #4 VERTICAL REBAR AS REQUIRED 42. 15 MINUTE THERMAL BARRIER a BRICK EXTERIOR ERIOR FLOOR & WALL JUNCTION �� t�f/ 1OOD FLOOR JOIST DRAWN BY: CHECKED BY: REDDI - FORM , INC . SCALE:1"=V—D" DATE:6/25/96 \/ JOB NUMBER ISHEET DUE TO VARANCES IN LOCAL CODES. ALL DETAILS SHALL 6E CONSTRUCTED IN ACCORDANCE \ iMTH LOCAL CODES REGARDLESS OF DETAIL CONSTRUCTION SHOWN 1N DRAWING. RE�l—FORM REODI—FORM W/4 RESERVES THE RIGHT TO CHANGE INFORMATION SHOWN WITHOUT NOTICE. 1 REDDI-70RM BUCK BRICK TIES AS REQUIRED FLOOR BECK BEARING & ANCHOR PLATE AS REQUIRED a° IQ ao BY CODE 77 _ o oa ,1 oo — STEEL JOIST o°a j o i� CODE PER CODE Da 3 HORIZONTAL REBAR g o a o00 AS REQUIRED O c oa o0 fla© a CONCRETE, 3000 P.S.I. r' oo a o0 o #4 VERTICAL REBAR AS REQUIRED v �g a °o °n CE11ING SYSTEM STEM 00 � °Do B 15 MINUTE THERMAL BARRIER BRICK EXTERIOR r LOOR & WALL JUNCTION (w� W/ OPEN WEB STEEL JOIST DRAWN BY: CHECKED BY: � > REDDI - FORM , INC ® SCALE:/ ,° 6� DATE:6/25/96 JOB NUMBER SHEET DUE TO VARANCES IN LOCAL CODES, AIL DETAILS SHALL BE CONSTRUCTED IN ACCORDANCE WITH LOCAL CODES REGARDLESS OF DETAIL CONSTRUCTION SHOWN IN DRAWING. REDDI-FORM REDDI—FORK! CIS RESERVES THE RIGHT TO CHANGE INFORMATION SHOWN WITHOUT NOTICE. poo °o ° o0 3,000 PSI CONCRETE 4 VERTICAL REBAR / AS REQUIRED 0o co 15 MINUTE THERMAL BARRIER g° 3 HORIZONTAL REBAR ° AS REQUIRED oa ooa DRILL PANEL TO ACCEPT REBAR u° ao ao o° oa °a 0 . f . ° ao FURRING 1IIVV STRIPS 8" PRE STRESSED PANEL 00 0 0 oa + D 15 MINUTE THERMAL BARMIER -- o 1 ' AIR SPACE as � ao ao D W. a ffflllDfDfDf BRICK TIES AS REQUIRED o° °o a a + 0 � BRICK EXTERIOR REDDI-I ORM BLOCK FLOOR & WALL JUNCTION vas 1�/ PRECAST COi�C. FLOOR DRAWN BY: CHECKED BY: REDDI — FORm , INC . SCALE:1"=1'-0,> DATE:6/25/96 DUE TO VARANCfS IN LOCAL CODES, ALL DETAILS SHALL BE CONSTRUCTED IN ACCORDANCE JOB NUMBER SHEET WITH LOCAL CODES REGARDLESS OF DETAIL CONSTRUCTION SHOWN IN DRAWING. REDDI-FORA R�DDI-FORM C RESERVES THE RIGHT TO CHANGE INFORMATION SHOWN WITHOUT NOTICE_ a EX TERIOR FINISH REDDI—FORM BLOCK � oD o0 2x 10 LEDGER 1 4 ♦- PRESSURE TREATED as• oO ° °° a0 ANCHOR BOLT AS REQUIRED �; °\ 3►T° HANGER LC CAE TEMPORARY 2x4 BRACING TO SUPPORT n: JOISTS DURING POUR ag 1 3 HORIZONTAL REBAR AS REQUIRED I/J 3000 P.S.I. CONCRETE I #4 VERTICAL REBAR a; AS REQUIRED 15 MINUTE THERMAL ga BARRiER 4 EXTERIOR FINISH SYSTEM FLOOR & WALL JUNCTION 8W� Wl WOOD FRAMING & EXTERIOR FINISH DRAWN BY: CHECKED BY; ` REDDI — FORM INC. SCALE,1 T'-D,> DATE:6/25/96 J413 NUMBER ISHEET DUE TO VARANCES IN LOCAL CODES, All DETAILS SHALL BE CONSTRUCTED IN ACCORDANCE WITH LOCAL CODES REGARDLESS OF DETAIL CONSTRUCTION SHOWN IN DRAWING_ REDDI—FORM REDD!—FORM W 7 RESERVES THE RIGHT TO CHANGE INFORMATION SHOWN WITHOUT NOTICE. REDDI—FORD BLOCK FLOOR DECK SEARING & ANCHOR ^� PLATE DETAIL EXTERIOR n� PER CODE FINISH o — a° • � � � _ — STEEL JOIST 00 PER CODE a� og #3 HORIZONTAL REBAR °o • °° AS REQUIRED oo � 111 eo ZI�(�//�� �3 i o``•S` ao 3000 P.SJ_ CONCRETE #4 VERTICAL REBAR AS REQUIRED a Qo < t o0 °O oo no I CEILING 5 MINUTE THERMAL BARRIER EXTERIOR FINISH SYSTEM FLOOR & WALL JUNCTION `VI OPEN WEB STEEL JOIST DRAWN BY: CHECKED BY: REDDI — FORM , INC s SCALE:t V-0" DATE:6/25/96 JOB NUMBER SHEET DUE 7O VARANCES IN LOCAL CODES, ALL DETAILS SHALL BE CONSTRUCTED IN ACCORDANCE i � / WITH LOCAL CODES REGARDLESS OF DETAIL CONS TRUC nON.SHOWN IN DRAWING. REDD1—FORM REDDI—FORA { W�' RESERVES THE RIGHT TO CHANGE INFORMATION SHOWN WITHOUT NOTICE. } EX T ERIOR FINISH o n° og 3,000 PSI CONCRETE #4 VERTICAL REBAR a° °o AS REQUIRED Al a- 15 MINUTE THERMAL BARRIER a° p �• rI�'e�-- #3 HORIZONTAL REBAR oo�o AS REQUIRED i as DRILL PANEL TO ACCEPT REBAR pp apa O o° a g D CA oa 0 ap a oo°� 00 � o0 8" PRE STRESSED PANEL o° da v r.D p a �D O° Op !I!I"1111 O° Opp q o° � pOei ao � oad r D y REDDI—FORM BLOCK EXTERIOR FINISH SYSTEM FLOOR & WALL JUNCTION w9 W/ PRECAST CONC. FLOOR DRAWN BY: CHECKED BY: REDDI - FORm , I SCALE:t _ DATE:6/25/96 JOB NUMBER ISHEET OUE TO VARANCES IN LOCAL CODES, ALL DETAILS SHALL BE CONSTRUCTED IN ACCORDANCE WITH LOCAL CODES REGARDLESS Of DETAIL CONSTRUCTION SHOWN IN DRAWING. REDDI—FORtI REDD!—FORM W 9 RESERVES THE RIGHT TO CHANGE INFORMATION SHOWN WITHOUT NOTECE. ' #4 VERTICAL REBAR ° AS REQUIRED ma� � ao oa 31 u° REDDI—FORM FULL BLOCK I I I a #3 HORIZONTAL REBAR ANCHOR BOLT OR I D8a AS REQUIRED GALVINIZED SPIKE aaajl na 2x10 PRESSURE TREATED OR VdOLMINIZED PLYV:IWOD TEMPORARY Ix TYPE BRACING 4 VERTICAL REBAR fl°a AS REQUIRED a° as a° mo RE—BAR CHAIR REDDI—FORM HALE BLOCK +I ANCHOR BOLT OR 11 ° �% og GALVINlZED SPIKE 3 HORIZONTAL REBAR ° AS REQUIRED TEMPORARY RY x3� TYPE 2 WOLMINIZED PLc TREATED O;� A Mi'NIMUM OF TWO (2) NUMBER 5 GRADE 60 REINFORCING BARS ARE TO BE PROVIDED AROUND ALL WINDOW AND DOOR OPENINGS, WITH THE LINTELS REINFORCED AS . SHOWN IN -THE LINTEL TABLE TYPICAL DOOR AND WINDOW &LI.NTEL DETAILS - - DRAWN BY: CHECKED BY: >' REDDI — FORm , I C . SCALE: T V—Op DATE:6/25/96 JOB NUMBER SHEET . DUE TO VARANCES IN LOCAL CODES. ALL DETAILS SHALL BE CONSTRUCTED IN ACCORDANCE WITH LOCAL CODES REGARDLESS OF DETAIL CONSTRUCTION SHOWN IN DRAWING. REDDI—FORM REDDI—FORM Sul RESERVES THE RIGHT TO CHANGE INFORMATION SHOWN WITHOUT NOTICE. I ° CAL aL ii `' , ' S REQUIIRED REBAR R ° 1! a� REDDI—FORM HALF BLOCK og RE—BAR CHAIR WITH WEB CUT OUT + ANCHOR BOLT OR GALVINIZED SPIKE II1 + 3 HORIZONTAL REBAR - --- +, ° I AS REQUIRED TEMPORARY Ix3-- 2x10 PRESSURE TREATED OR BRACING TYPE WOLMINIZED PLYWWOD I o°r 4 VERTICAL REBAR °°gg5 AS REQUIRED 9D I1 oa R—F FASTENING STRIPS 00 0° +I 2" x 12" X LENGTH I EXTRUDED FOAM BOARD 2X4 INHALER +! +' 3 HORIZONTAL REBAR ANCHOR BOLT OR AS REQUIRED GAI_VINIZED SPIKE a °� �g OLY-LOG SRCEW 1 na �t PLASTIC PIPES WITH REDDI FOAM AFTER TIE REMOVAL 'IEMPORARY Ix TYPE 4 2x1O PRESSURE TREATED OR BRACING WOLMINIZED PLYWWOD A MINIMUM OF TWO (2) NUMBER 5 GRADE GD REINFORCING BARS ARE TO BE PROVIDED AROUND ALL WINDOW AND DOOR OPENINGS, WITH THE LINTELS REINFORCED AS SHOWN IN THE LINTEL TABLE TYPICAL DOOR AND WINDOW sue -I TEL DETAILS = 1°_0. DRAWN BY: CHECKED BY: REDDI - FORM , INC . SCALE:IH=V DATE_6/25/96 JOB NUMBER SHEET DUE TO VARANCES IN LOCAL CODES, ALL DETAILS SHALL DE CONSTRUCTED IN ACCORDANCE WITH LOCAL CODES REGARDLESS OF DETAIL CONSTRUCTION SHOWN IN DRAWING, R£ODI—FpRkd REDDI—FORM Sul RESERVES THE RIGHT TO CHANGE INFORMATION SHOWN WITHOUT NOTICE. A. � B. A.) 5" HOLES CUT INTO BLOCKS PRIOR TO POUR B.) PLACE BOLTS INTO LEDGER STRIP -- C. D. E, C.) SUPPORT LEDGER STRIP USING 2X4's AND USE LEDGER STRIP TO STOP CONCRETE BY FASTENING TO .FOAM WITH WIRE OR SNAP TIES. D.) WODDEN LEDGER STRIP SHOWN BEARING DIRECTLY ONTO CONCRETE_ USE ANCHOR BOLTS ACORDING TO ENGINEER SPECS. E.) JOISTS OR TRUSSES BEARING ON LEDGER. F.) SIMPSON ICFL BEST SOLUTION. INSTALLATION OF MISTS 1-800-999-5099 D� USING ANCNC.R BOLTS - S'_0. DRAWN BY: CHECKED BY: I C SC ALE- V-0- REDDI - FORM IN . <>/� DATE:6/25f 96 JOB NUMBER SHEET DUE TO VARANCES IN LOCAL CODES, ALL DETAILS SHALL BE CONSTRUCTED IN ACCORDANCE R���I-���� D� WITH LOCAL CODES REGARDLESS OF DETAIL CONSTRUCTION SHOWN IN DRAWING. REDDL-FORM Tl RESERVES THE RIGHT TO CHANGE INFORMATION SHOWN WITHOUT NOTICE I REDDI—FORM BLOCK 0 I" AIRSPACE li VERTICAL REBAR AS REQUIRED FACE BRICK Ii FLASHING oa a, WEEP HOLES 3 HORIZONTAL REBAR iI p AS REQUIRED 00 4� oD STEEL LINTEL ' °a as off. 2x1O PRESSURE- TREATED HEAD OR FOLLOW WINDOW li PRESSURE TREATED 3/4" PLYWOOD MANUFACTURER DETAIL FOR �— TRIM WATER SEAL TRIM -- �� HEAD REDDIFORM BLOCK #3 HORIZONTAL REBAR 1" AIRSPACE-------- AS REQUIRED i, #4 VERTICAL REBAR FACE BRICK AS REQUIRED FOLLOW WINDOW ii 200 PRESSURE TREATED ,IAMB OR MANUFACTURER_______ �i PRESSURE TREATED 3/4" PLYWOOD DETAIL TRIM TRIM — '' -- INSULATE JAMB SILL PLATE WINDOW TRIM MANUI'ACTRER — DETAIL aa; ao 2x 1 O PRESSURE TREATED SILL BRICK SILL n OR PRESSURE TREATED 3/4» PLYWOOD #3 HORIZONTAL REBAR FACE BRICK o Ii d „ oo AS REQUIRED" i9 Q 1» AIRSPACE i�'#�_ 15 MIN11 . THERMAL BARRIER )I °° n 4 VERTICAL REBAR a I AS REQUIRED oa- o° i3 ° LL IS REDDI FORM BLOCK i u° I o o° HEADI JAMB, 8c SILL DETAIL o V1�� BRfCK VENEER DRAWN BY: CHECKED BY: RED' DI - FORm , INC . DATE:6/25/96 JOB NUMBER SHEET DUE TO VARANCES IN LOCAL CODES, ALL DETAILS SHALL BE CONSTRUCTED IN ACCORDANCE WITH LOCAL CODES REGARDLESS OF DETAIL CONSTRUCTION SHOWN IN DRAWNG- REDDI-FORM REDDI-FORM D2 RESERVES TFiC RIGHT TO CHANCE iNEORMATION SHOWN WITHOUT NOTICE, REDDI—FORM BLOCK oa n a° EXTERIOR FINISH og 1, 4 VERTICAL REBAR a° AS REQUIRED 7-1 #3 HORIZONTAL. REBAR I RIM " AS REQUIRED ag lI �08 °o li v oo FLASH FOLLOW EXTERIOR FINISH MANUFACTURER I�° 200 PRESSURE TREATED HEAD OR AND WINDOW PRESSURE TREATED 3/4" PLYWOOD MANUFACTURER'S TRIM DETAILS FOR FLASHING A HEAD REDDIFORM BLOCK -- 1/2" PROTECTION BOARD EXTERIOR FINISH o° Q �-- #3 HORIZONTAL. REBAR TRIM 1,D AS REQUIRED #4 VERTICAL REBAR FOLLOW EXTERIOR AS REQUIRED o� tl o FINISH MANUFACTURER -- 2xi0 PRESSURE TREATED JAMB OR AND WINDOW U PRESSURE TREATED 3/4" PLYWOOD MANUFACTURER'S TRIM DETAILS FOR FLASHING IAMB SILL PLATE TRIM TRIM 200 PRESSURE TREATED SILL ag „ og OR PRESSURE TREATED +I 3/4" PLYWOOD i� ° 3 HORIZONTAL REBAR ° AS REQUIRED EXTERIOR FINISH °° i� °° 15 MIN. THERMAL FARRIER i P a e° #4 VERTICAL. REBAR I AS REQUIRED ^ °a �' ag REDDIFORM BLOCK HEAD, JAMB, & SILL DETAIL 3 W/ EXTERIOR FINISH DRAWN BY: CHECKED BY: REDDI — FORm , INC . SCALE:1"=1'-0„ DATE:6/25/96 DUE TO VARANCES IN LOCAL CODES, ALL DETAILS SHALL BE CONSTRUCTED IN ACCORDANC J08 NUMBER ISHEET E WITH LOCAL CODES REGARDLESS Of DETAIL CONSTRUCTION SHOWN IN DRAWING. REDDI—FORM REDDI-FORM D3 RESERVES THE RIGHT TO CHANGE INFORMATION SHOWN WITHOL.T NOTICE-[ CDrstrr�e[on Guideltnes 0 Pilaster Blocks -s ' • 0 o � o 0 Typical Pilaster Construction DETAIL 5CALE: 11l2"= f-O" 59 Reddi Form, Inc. Corrstructiot.Gtcidellnes ARCHITECTURAL SPECIFICATIONS MANUFACTURER: Reddi Form Incorporated, 10 Park Place,Suite 5B,Butler,NJ 07405 Phone: (973) 283-0055,(800) 3344303 Fax:(973) 283-9505 SECTION 03100 STAY IN-PLACE INSULATED CONCRETE FORMING SYSTEM PART 1 — GENERAL Reddi Form refers to one component of an entire wall construction system. 1.01 SECTION INCLUDES A. Reddi Form insulated wall forms for concrete. B. Reinforcing. C. Concrete. 1.02 RELATED SECTIONS A. Section 03200: Concrete Reinforcement. B. Section 03250: Concrete Accessories. C. Section 03300: Cast-In Place Concrete. D. Section 03370: Concrete Curing. E. Section 06050: Fasteners and Adhesives. E Section 06100: Rough Carpentry. G. Section 07100: Waterproofing. H. Section 07200: Insulation. I. Section 07240: EIFS. J. Section 07480: Exterior Wall Assemblies. 1.03 REFERENCES A. ASTM C-236 — Steady State Thermal Transmission by means of a"Hot Box" B. ASTM E-84 — Flame Spread and Smoke Developed. C. ASTM C-203 — Flexure Strength. D. ASTM C-273 — Sheer Strength. E. ASTM D-1621 — Compressive Strength. E ASTM C-303 — Density. G. ASTM C-272 — Water Absorption. H. ASTM E-96 — Water Vapor Permeability. I. ASTM E 336 — Measurement ofAirborne sound insulation in buildings. Reddi Form, Inc. 60 Construction Guidelines 1.04 SYSTEM DESCRIPTION A. FORMS Reddi Form stay in place insulated forms come in two sizes 1) A 6"core with 5 vertical cores. Outside dimensions are 9 5/8"x 48"L x 12"H. 2) A 8"core with 4 vertical cores: outside dimensions are 12"W x 48"L x 12"H Each size comes in four basic shapes; a Standard form, a Corner forma, a Closed End form,and a Pilaster form. All forms are reversible side to side and top to bot- tom and interlock without regard to direction,therefore,the corner form can be used for right or left hand corners. The corner form becomes a tee form by cutting a core depression into the closed side of the form. The design of the interlocking teeth assures that the vertical cores align whether running in a straight line or at ninety degree angles. Lines on the forms between cores indicate cutting locations. B. REINFORCEMENT Refer to the structural chart in the details section of the "Construction Guidelines"for the proper amount and placement of reinforcing rods. An engineer who is familiar with conditions local to the construction project shall check any design to assure its adequacy. The horizontal rode can be placed on the connection webs of the form;and is to use the Reddi Form Rebar Chairs. The design of the chair gives maximum structural efficiency to the Reddi Form wall. C. CONCRETE For standard applications we suggest using a minimum 3,000 lb.pea gravel pump mix,poured at a slump of 4"to 6". Concrete of higher strength may also be used if desired or if specified by an engineer for a particular project. The concrete can be poured from a truck,by hand,or by bucket,but a concrete pump utilizing a 2"to 2 1/2"hose is much easier and recommended. It is a requirement to use a maximum gravel size of less than 1/2". When pouring, use accepted practices to avoid undue stress of the forms. 1.05 SUBMITTALS A. Submit shop drawings and product data under provisions of Section [01300.1 [01340.1 B. Submit most recent version of manufactures text titled "Construction Guidelines": which contains specific installation instructions, and other important information needed for construction. 61 Reddi Form, Inc. Construction Guidelines 1.06 DELIVERY, STORAGE,AND HANDLING Reddi Form is manufactured out of 100% expanded polystyrene (EPS). EPS has good resistance to acids,bases,salts and alcohol-based products,and poor resistance to fuel oils, solvents, keytones, esters and oil based chemicals. Where insects are a problem, protect Reddi Form with HDPE film. A. Deliver to job site in original manufactures wrapping clearly marked to identify contents. B. When stored outdoors for extended periods protect product from direct sunlight. PART 2 PRODUCTS 2.01 -- MANUFACTURER A. Reddi Form Incorporated, 10 Park Place,Suite 5B,Butler,NJ 07405 2.02 MATERIALS A. Reddi Form is manufactured using 100% Modified Expanded Polystyrene from one of the following manufacturers: NOVA. Chemicals, BASF, or, Huntsman Chemical. All of the raw materials used shall meet or exceed the following guidelines: Property Test Result Maximum Thickness 3.6 inches Density 1.8 pcf Color White Maximum Recommended use Temperature 165 degrees F R-value ASTM C-236 20 Flame Spread ASTM E-84 <25 Smoke Developed ASTM E-84 <450 Tensile Strength MIL-P-19644 50 psi minimum Water Absorption % by Volume ASTM C-272 <2% Water Vapor Permeability (Perm-In) ASTM E-96 2.0-5.0 Sound ASTM E-336 52 STC Reddi Form, Inc. 62 _ Canst►-rEcfiont Gatidelines B. For a complete list of accepted compatible materials refer to the manufacturer's Construction Guidelines." Any material may be used with Reddi Form upon obtaining notice of compatibility from the Manufacturer. 2.03 SOURCE QUALITY CONTROL A. Test Reddi Form at the time of manufacture in accordance with ETL Laboratories "Report and Procedural Guide for complying with ETL classification in-plant labeling,and follow-up requirements for leave-in-place formwork for concrete"Report No. 513149. ETL Laboratories,Inc.,Industrial Park,Cortland,New York 13045 PART 3 EXECUTION 3.01 INSTALLATION A. The installation procedures are too expensive to list in this section,refer to the manufacturer's"Construction Guidelines": for all installation procedures. For additional or added installation information the manufacturer can be contacted directly for consultation as to the uses of its products. 63 Reddi Form, Inc. Construction Guidehnes Re" Form Length Conversion Chart for 6" core LENGTH LENGTH #CORES LENGTH METERS #CORES LENGTH METERS 1 0'-9.6" .244 36 28'-9.6" 8.778 2 V-7.2" .488 37 29'-7.2" 9.022 3 2'-4.8" .732 38 30'-4.8" 9.266 4 3'-2.4" .975 39 31'-2.4" 9.510 5 4'-0" 1.219 40 32'-0" 9.754 6 4-9.6" 1.463 41 32'-9.6" 9.997 7 5-72" 1.707 42 33'-7.2" 10.241 8 6'-4.8" 1.951 43 34'-4.8" 10.485 9 7'-2A" 2.195 44 35-2.4" 10.729 10 8'-0" 2.438 45 367-0" 10.973 11 8-9.6" 2.682 46 36'-9.6" 11.217 12 9'-7.2" 2.926 47 37'-7.2" 11.460 13 10'-4.8" 3.170 48 38'-4.8" 11.704 14 11'-2.4" 3.414 49 39'-2.4" 11.948 15 12'-0" 3.658 50 40'-0" 12.192 16 12'-9.6" 3.901 51 40'-9.6" 12.436 17 13'-7.2" 4.145 52 41'-7.2" 12.680 18 14'-4.8" 4,389 53 42'-4.8" 12.924 19 15-2.4" 4.633 54 43'-2.4" 13.167 20 16'4" 4.877 55 44'-0" 13.411 21 16'-9.6" 5.121 56 44'-9.6" 13.655 22 17'-7.2" 5.364 57 45'-7.2" 13.899 23 18'-4.8" 5.608 58 46'-4.8" 14.143 24 19'-2.4" 5.852 59 47-2.4" i 4.387 25 20'-0" 6.096 60 'W-0' 14.630 26 20'-9.6" 6.340 61 48'-9.6" 14.874 27 21'-7.2" 6.584 62 49'-7.2" 15.118 28 22'-4.8" 6.828 63 50'-4.8" 15.362 29 23'-2.4" 7.071 64 51'-2.4" 15.606 30 24'-0" 7.315 65 52'-0" 15.850 31 24-9.6" 7.559 66 52'-9.6" 16.093 32 25'-7.2" 7.803 67 53-7.2" 16.337 33 26'-4.8" 8.047 68 54148" 16.581 34 27'-2.4" 8.291 69 55'-2.4" 16.825 35 28'-0" 8.534 70 56'-0" 17.069 if this chart is used to locate centers of cells for rebar,remember to start first bar a 4,8"and 9k thereafter. Bold characters define multiples of uncut forms. Maximum tolerance of this chart is f 1/4 One form=9 5/8"Wide X 12"Tall X 48'Long=.244 M.Wide X.305 M.Tall X 1.22 M.Long. Reddi Form, Inc. 64 Constrctaott Guidelines AIRNMUM VERTICAL WALL REINFORCEMENT FOR 6-INCH AND 8-INCH CORES REDDI-FORM BASEMENT WAU S Minimum Vertical Reinforcement Maas. Maximum Maximum Maximum Maximum Null Unbalanced Equivalent Equivalent. Equivalent Fluid Height Backfill Fluid Density 45 pa Density Height' 30 pcf 60 pef (feet) (feet) Minimum Wall Thickness(inches) 6 8 6 8 6 8 #4®48' NYR #3 @ 9-V2'; N/R #3 @ 9-1/2; N/R 4 #4 0 19'; #4 @ 9-1/2' #5 @ 28-3/4- 45 @ 19' #3 @ 9m; N/R #3 0 12'; #4®24'; #4 @ 9-1/2n; #4 @ 12`; 5 #4 @ IT: #4 0 12' #5 @ 36' #5 @ 9-1/2" #5 @ 24' 8 #5 @ 19' 4 @ 9-1/2'; #4 @ 24% W @ 9-1/r; #4 @ 12F; #4 @ 9-1/2'; #4 @ 12% #5 @ 9-1/2' #5 @ 36, #5 @ 9-1/2' #5® 24' #5®9-1/2' #5 @ 12' #4 @ 9-1/2'; #4 0 12' A @ 9-1/2'; #4 @ 1r; s4 @ 9-1/2'; #5 @ 12; 7 #5 @ 9-1/2`; #5 @ 12'; #5®9-1/2' #5 @ 12' 45 @ 9-1/2' #6 @ 12" #6 024' N, #3® i,2'; #3®9-1/2';4 #4 @ 19'; #4 0 9-1/2'; #5 @ 28-3/4" #5®9-1/2' #3 @ 9-1/2'; N/R A @ 9-1/2'; #4® 12'; #4®9-1/2`; r4 @ 1r; 9 5 #4 @ 94/2' --5®9-1/r #5 @ 24' #5 @ 9-1/2' #5 @ 247 #5 @ 19' 6 #4 @ 9-1/2'; #4 @ 24'; #4®9-1/2' #4® 12'; #T @ 99�1/2' #4 @ 12'; #5®94/2' #5® 24' *5® 12' . #5 @ 12' 7 #4 @ 9-1/2'; #4 @ 12'; #4 @ 9-1/2"; #5 @ 12'; #4 @ 9-1/2'; #5® 12'; or#5 @ 9-1/2- #5 @ 24' or#5 @ 9-1/2-1 #6 @ 12, or#5 @ 9-1/2' #6 @ 12' 8 #4 @ 94/2'; #4 @ 12'; #4 @ 9-1/2'; #5® 12'; *4 @ 9-1/2'; Design or#5 @ 9-1/2 #5 @ 12' or#5 0 9-1/2' #6® 12' or#5 @ 9-1/2' Required 8' #3-9 2"; #4 @ 2 ' #3 t 9 2=; #3 @ 12% 4 #4 @ 9-1/2"; #5 @ 24"; #4 @ 9-1/2' #4 @ 12'; _ #5@IT; #6®36' #5@24' #3 @ 9-1/2"; #4 @ 9-1/2'; #3 @ 12'; #4 @ 9-1/2' #4 @ 12'; 5 #4 @ 9-1/21 #5 @ 9-V2' #4 @ 24'; #5 @ 24' #5 @ 24% 10 #6 @ 36, 6 #4 @ 9-1/21; #4 0 12'; #5 @ 9-1/2' *4 @ 12'; #5 @ 94/2' #5 @ 12'; #5 @ 9-1/2' #5 @ 24" .#5 @ 12' #6 @ 12' 7 #4 @ 9-1/2'; #4 @ 12'; #5 @ 9-1/2' #5 @ 12`; #5 @ 9-1/2' @ 12' #5®9-1/2' #5 @12' #6 @ 12' 8 #4 0 9-1/2' #4 0 12% #5®9-1/2' # 0 12' #5 0 9-1/2' Design #5 @ 9-1/2' #5 @ 12' Required For SI: 1 foot-0.3048ax 1 inch=25.4mm; ipct=16.0179 kg/m� Table values are based on reinforcing bars with a.minimum yield strength of 40,000 psi(276 Wa)and concrete with a minimum specified compressive strength of 2,500 psi(17.2 NPa), F pacing of rebar staid be permitted to be increased by 12 (305 mm)when reinforcing steel with:mininoum yield strength of,000 psi(414 MPa)is used. Reinforcement,when required,shall not be less than one#4 bar at 48 irnhes(L2 m)on centres 'N/R indicates no reinforcement is required. 'Deflection criterion is L/240,where L in the height of the basement wall in inches. 'Interpolation shall not be permitted. &Malls shall be laterally supported at the top before badd'illigg. 65 Reddi Form, Inc. Coarstruclsorz Guidelines MINIMUM VERTICAL WALL REINFORCEMENT 6-INCH AND 8-INCH CORES FOR REDDI-FORM ABOVE-GRADE WALLS 1,2.3 Minimum vertical Reinforcement Design Maximum Wind Wall Supporting Roof or Non- Supporting Light- Supporting ICF Second Pressure Height Load Bearing Wall Frame Second Story Story and I3ght-Frame (Table 4.1) Per Story and Roof Roof (psf) (feet) Minimum Wall Thiclmess(inches) 6 8 6 1 8 6 8 8 #4 @ 48 #4 @ 48 #4 @ 48 F#4 @ 48 #4 0 48 #4®48 20 9 @ @ 10 #4 @ 48 #4 @ 48 #4 @ 48 0 48 #4 @ 48 #4®48 8 #4 @ 48 # @ 48 #4 0 48 #4®48 #4®48 30 9 #4@48 #4@48 #4@48 #4@48 #4@48 #4@48 10 #4 @ 28-314• #4 @ 48 #4 @ 28-3/4- #4 @ 48 *4 @ 28-314; :4 @ 48 #5 @ 48 #5 8 48 #5 @ 48 8 #4 @ 28 3/4 4 8 #4 @ 48 4 @ 48 #4 @ 48 *4 @ 48 #5 @ 48 40 9 #4 @ 28-3/4. #4®48 #4 @ 28-3/4; #4 @ 48 #4 @ 28-3/4; #4 0 48 #5®48 #5@48 #5@48 10 #4 @ 19-1/4; #4 @ 36; #4 @ 19-1/4; #4 1I 48 #4® 19-1✓4; #4 @ 48 #5 @ 28-3/4 #5 @ 48 #5 @ 28-3/4 #5 @ 28-3/4 8 @ 28-3/4; #4 @ 48 #4 @ 28-3f4; _#4®48 #4 @ 28-3/4; 94 @ 48 #5 0 48 #5 @ 48 #5 @ 48 50 9 #4 @ 19-1/4• #4 @ 36; -#4® 19-1/4; #4®48 #4 @ 19-1/4: #4 @ 48 #5 @ 28-3/4 #5 @ 4.8 #5 @ 28-3/4 #5 @ 48 10 Design #4 @ 36• Design #4 @ 36; Design #4 @ 36; Required #5 @ 48 Required #5 i8 48 Required #5 @ 48 8 #4 @ 19-1/4• #4 0 48 #4 @ 19-1/4: #4 @ 48 #4 @ 19-1/4• #4 @ 48 #5 @ 28-3/4 #5 @ 28-3/4 #5 @ 48 60 9 #4 @ 19-1/4; #4 @ 36; Design #4 @ 36; Design #4 @ 36; #5 @ 28-3/4 #5 @ 48 Required #5 @ 48 Required #5®48 10 Design #4 @ 24• Design #4 @ 24: Design #4 @24- Required 4-5 @ 36 Required #5 @ 36 Required #5 @ 48 8 #4 @ 19-1/4; #4 @ 36; #4 0 19-1/4;15@ 3 ; #4 0 19- 4• #4 @ 38 #5® 28 #5 @ #5®28-3/4 #5 @ 28 4 70 - 9 Design *4.@ 24; Design24; Design - #4 @ 24- Required #5 @ 36 Required48 Required #5 @ 48 10 #4 @ 12; Design24; Design #4 @ 24; Design euffred #5 @ 36 R 36 Required #5 @ 36i 8 #4 @ 9-5/8• #4 0 24; 0 9-5/8; 24• #4 @ 9-5/8; #4 @ -5 @ 19-1/4 -5 @ 48 #5 tI 19-1/4 48 #5®19-1/4 #5 @ 48 80 9 Des' #4 @ 24; 24 #4 @ 24- R #5 @ 36 R 36 ,.>�uired #5 @ 36 10 Design #4® 12• Design12 Design #4 @ 12; Required #5® 24 Required24 Required 1 #5®24 For SI:1 foot=0.3048 m; 1 inch= 25.4 mm;I mph =km/hr his table is based on reinfomrig bars with a minimum yield strength of 40,000 psi(276 Nift)and concrete with a minimum spedfed cam- Qresuve strength of 1,500 psi(17.2 hltPa). 'befleetion criterion is V240,where t is the height of the wail story in inches. 'Interpolation shall not be permitted �trinformment spacing shall be permitted to be increaved by 12 inches(305 mm)when re infiming steel with a minimum yield strength of 60,000 psi(414 hfPa)is used or#4 reinforce bars shag be permitted to be subsdme d for#5 bars when reinforcing steel with a minimum yidd strength of 60,000 psi(414 Wa)is used with the same sparing. Reinforcemertshall not be less than one#4 bar at 48 inches(L2 m)on cent= Reddi Form, Inc. 66 Construdion Guidelines DESIGN WIND PRESSURE FOR USE WITH MINIMUM VERTICAL WALL REINFORCEMENT TABLES FOR ABOVE GRADE WADS 1 Wind Design Wind Pressure(pso Speed Enckweda Partiapy Enclosed- Ex (mph) B C D B C D 85 18 _24 29 23 31 37 90 20 27 32 25 35 _ 41 100 24 34 39 31 43 51 110 29 41 48 38 52 61 120 _ 35 48 57 45 62 73 _130 41 56_ 66 53 73 854 140 47 6.5 77 61 84 99 150 54 75 88 70 96 114j For SI:1 psf=0.0479kN/in2; lmph= 1.6W3 km/br This table is based on ASCE 7-98 components and cladding wind pressures using a mean roof height of 35 ft(10.7 W and a tributary area of 10 ft2(0.9 m2). 'Enclosure Classifications; used for the purpose of determining internal wind pressure. Buildings are classified as Partially endosed or enclosed as defined in ASCE 7[Q. Sure Categories: Reflects the effect of the ground surface roughness on wind loads in accordance with.ASCE 7 141. Exposure.Category B includes urban and suburban areas,or alter terrain with numerous closely spaced obstructions having the size of single-family dwellings or larger. Exposure Category C includes open terrain with scattered obstructions having heights generally less than 30 It(9.1 i )and shorelines in hurricane prone regions. Exposure D includes open exposure to large bodies of water in non-hurricane-prone regions. `For wind pressures greater than 80 psf(3.8 Wrn2),design is required in accordance with accepted practice and approved manufacturer guidelines. MRNBWM VERTICAL WALL RFX*WOIt,�s, FOR REDDI FORM CRAWISPACE WALLS hIMMUx Vsttr[cAL RmOmtcENEvr WML MAXDIUM AUXMUM Aqn THICKNESS EQWAt rrtr EQvrnALIENT EQMVALEN r FUJM (inches) Ftoip DE Nsny FWD DENsay DEtNsrff 30 Pcf 45 Pcf 60 ESf 6 #3 ® 19-1/4' #3 ® 19-1/4" #3 @ 9-5/8"; r4 @ 48' #4 0 48" #4® 24-;#5 @ 36 8 N/R N/R N/R For SI: 1 foot=0.3048 m; 1 inch— 25.4 nun; 1 pcf= 16.0179 kg/m3 'Table values are based on reinforcing bars with a minimum yield strength of 40,000 psi(276 MPa)and concrete with a min- imum specified compressive strength of 2,500 psi(1.7.2 MPa). WIR indicates no vertical wall reinforcement is required. 'Spacing of rebar shall be permitted to be multiplied by 1.5 when reinforcing steel with a minimum yield straight of 60;000 psi(414 MPa)is used. Reinforcement,when required,shall not be less than one#4 bar at 48 inches(1.2 m)on center. Applicable only to crewlspace wails 5 feet(1.5 m)or less in height with a maximum unbalanced badM height of 4 feet (1.2m). 5Interpolation shall not be permitted galls shall be laterally supported at the top before baddilling. 'Applicable only to one-story construction with floor bearing on top of crawlspace wall 67 Reddi Form, Inc. Construction Guidelines Minimum Horizontal Wall Reinforcement Reddi Farm 6" and 8" core Maximum Reddi-Form Height of Location of Horizontal Reinforcement wall type wall story One No.4 bar within 12 inches (305 mm) of the top 8 (2.4) of the wall story and one No.4 bar near mid-height of the wall story. Reddi-Form One No.4 bar within 12 inches (305 mm) of the top 6"and 9 (2.7) of the wall story and one No. 4 bar near third points 8" Core in the wall story, One No.4 bar within 12 inches (305mm) of the top 10 (3.0) of the wall story and on No.4 bar near third points in the wall story. ASTM Standard Reinforcement Bars Bar Size Pounds Diameter Cross Sec. Perimeter Designation Per Foot Inches Area Sq.. In. Inches #3 .376 .375 .11 1.178 #4 .668 .500 .20 1.571 #5 1.043 .625 .31 1.963 #6 1.502 .750 .44 2.356 #7 2.044 .875 .60 2.749 #8 2.670 1.000 .79 3.142 Reddi Form, Inc. 68 Construction Guidelines Maximum Allowance Clear Spans for Reddi-Form Lintels in Load-Bearing WallS 1,2,1A5,6,7,8 (No. 4 Bottom Bar Size) Maximum Clear Span(feet-inches) Minimum Minimum Lintel Lintel. Supporting Supporting Supporting ICF Thickness,r Depth,D Light-Frame Roof Light-Frame Second Second Story And (inches) (inches) Only Story And Roof Light-Frame R000fL- Maximum Ground Snow Load(psi) 30 70 30 1 70 1 30 1 70 6 12 3-7 2 10 2 5 1 2-0 2-0 D/R 24 9 i0t 8 1 7-6 Maximum Allowance Clear Spans for Reddi-Form Lintels in Load-Bearing Walls 1,2,3,4,5,6,7,8 (No. 5 Bottom Bar Size) Maximum Clear Span(feet-inches) Minimum Minimum Lintel J Lintel Supporting Supporting Supporting ICF Thickness,r Depth,D Light-Frame Roof Light-Frame Second Second Story And (inches) (inches) Only Story And Roof Light-Frame Root1- Maximum Ground Snow Load(psf) 30 70 1 30 70 30 1 70 6 12 3 7 2 10 1 2 5 1-10 2-0 D/R 24 8'3 8 k For SI, 1 foot=25.4mm; 1psf=0-0479 kN/&; I foot=0.3.m `Table values are based on concrete with a minimum specified compressive strength of 2,500 psi(17.2 Mft),reinforcing steel with a minimum yield strength of 40,000 psi(27611tPa),and a building width(floor and roof clear span)of 32 feet(9.8m):D/R indicates design required. 'Stitups are not required for 12 in(304-8 nun)deep screen grid lintels-Stinips shall be required at a maximum spacing of 12 inches(304.8 mm) on center for 24 in(609.6 mm)deep screen grid lintels. 'Deflection criterion is U240,where L is the clear span of the fntel in inches. - 'Linear interpohnon is permitted between ground snow loads and between lintel depths- Spam located in shaded cells shall be permitted to be multiplied by L2 when reinforcing steel with a minimum yield strength of 60,000 psi (414 MPa)is used. c Spans shall be permitted to be multiplied by 1.05 for a building width(floor and roof clear span)of 28 feet(8.5 m)- 'Spans shall be permitted to be multiplied by 1.10 for a building width(floor and roof clear span)of 24 feet(7.3 m). °Lintel thickness corresponds to the nominal screen grid ICF wall ducimess_ For actual wall thickness,infer to section 2.0. 'Supported ICF Wall dead load is 53 psf(2-5kPa). `flat I(F lintels may be used in lieu of smw grid lintels. (b)Double Form Height (a)Single Form Height 1.5 in.Min- T as M imuan No•3 Stirrup 2.5 Max Required 1.5 in-Min. 2.5 in.Max }— —p v` j Horizontal Concrete Core(Ridden) �•` ; Horizontal concrete No.4 Bar lintel c Reinforcement Core(Hidden) No.4 Bar Lintel j ^4 I Reinforcement D d D d Vic'•: 9 DwA&nng Form vertical Concrete Cott Vertical Concrete curt Iasift ing Form l b 1.5 in ilia 1.5 in—Alin. 2.5 in-:lax Horizontal lintel 2.5 irt—Wx Horizon Lintel Reirdortement as Rtgoired Reintorcrment as Regnhtd 69 Reddi Form, Inc. construction Guidelines Maximum Allowance Clear Spans for Flat Lintels/Design Without Stirrups in Load;Bearin Walls 1,2,3,4,5,6,7 g (No. 4 or No-5 Bottom Bar Size) Maximum Clear Span(feet-inches) Minimum Minimum Lintel Lintel Supporting Supporting ICF Thickness,r Depth,D Light Frame Roof Light Frame Second Second Story And (inches) (inches) Only Story And Roof Light-Frame Roof Maximum Ground Snow Load(psf) 30 70 30 70 30 70 12 , 3 3-11 3-10 6 3-7 24 9-8 7-11 7-4 7 -1 24 9- 7-11 7-4 -7 -0 'Spans located in shaded cells shall be permitted to be multiplied by 1.05 when concrete with a minimum compressive strength of 3,000 psi (20.7 MPa)is used or by 1.1 when concrete with a minimum compressive strength of 4,000 psi(27.6 MPa)is used. 'Supported ICF wall dead load varies based on wall thickness using 150 psf(2403kg/m3)concrete density. Maximum Allowance Clear Spans for Flat Lintels/Design With Stirrups in Load-Bearing Walls 1,2,3,4,5,6,7 (No. 4 Bottom Bar Size) Maximum Clear S (feet-inches) Minimum MinimumLintel I Lintel Supporting Supporting Supporting ICF Thickness,r Depth,D Llght Frame Roof Light Frame Second Second Story And. (inches) (inches) Only Story And Roof Light-Frame Roof'-' Maximum Ground Snow Load(psi) 30 70 30 70 30 70 12 24 .... S-() 7 7 12 $ 24 1'Iable values are based on concrete with a nummhmh specified compressive strength of 2,500 psi(17.2 MPa),remfincitlg steel with a minimum yield strength of 40,000 psi(276 MPa),and a building width(floor and roof clear span)of 32 feet(9.8m). 2Ddlection criterion is L/240,where L is the clear span of the lintel in inches. 3unear interpolation is permitted between ground snow loads and between lintel depths. 4Lintd depth,D,is permitted to include the available height of lCF wall located directly above the lintel,provided that the increased limet depth spans entire Length of the lintel. 5Spans located in shaded cells shall be permitted to be multiplied by 1.2 when reinforcing steel with a minimum yield strength of 60,000 psi (414 MPa)is used 6Spans shall be permitted to be multiplied by 1.05 for a building width(floor and roof clear span)of 28 teet(8.5 m). 7Spans shall be permitted to be multiplied by 1.1 for a building width(floor and roof clear span)of 24 feet or less(7.3 m)- 8Supported ICF wall dead load is 69 psf(33 kPa) t 1/2'(38 MM)mulimm . 2'tR'(64 uMO Maxim= No.4 Bar Untd Rdntorcement NHaimum No-3 sunup as Regaind D d ' h Farm 14R"(38 mm)Afiniar 2-1/2'(64 mat)Maximum Horizontal iintrl mt Rcinforccmehtt as> Reddi Form, Inc. 70 Construction Guidelines Maximum 2Y" eel ICFLC t4' �yS� ti ICFLC-W (For Wood Ledger) Typical Wood Ledger Installation with ICFLC ICFLC and ICFLC`W Installation Side View ICFLC-W (Minimum Spruce-Sne-Fir Ledger ICFLC Installation Top View-Spacing ICFLC w/ICFLC-w Spacing to Replace Anchor Bolts Q 'I.-diameter baits at 'A"diameter bOitS at � ° oo. 'a ° ° o o o � -.a .....' , .. - . ad9 n," ab' Qe t2"oc. 24"ac 36"ac 48"o.c 12"o c 24"oc 36"o.c 48"o.c 4 4' 1 4' 1 4 4 4' 1 4' 1 4' MAXIMUM 48 U.C.SPACING 2-%-diameter bolts at "I.-diameter bolts at (See Table) 12"o c. 24"o c 36 o c 48"o c 12"o.c. 24"o c. o c 4r o c. 2' 4' 4' 4' 4' 4' 4' 4' 1.Maximum capacity is 2235 Ibs. Allowable load is based an a safety factor of 3 2.No bad duration increase is allowed. 3 Use 6-D3 screws(provided bh.l.= O � r Requires 3 screws at # , . each location •C. Follow Table for on tenter spadng. Typical Wood Ledger Installation with ICFLC (Minimum 16 gauge steel ledger) ICFLC Spacing to R ace Anchor Bolts Ledger '12"diameter bolts at */."diameter bolts at (Gauge) 12"o.c. 24"o.c. 12"o.c. 24"O.C. 16 0.060 1'-3" 2'-6" 1' 2' 14(0.075) 1' 2'" 0-9" V-6" Is- 1.Maximum allowable load for ICFLC is 2235 Ins.Allowable load is teased an a safety factor of 3 2.No load duration increase is allowed. 3.Use three'N°-14 0",83 drill point screws(not provided). Minimum slaw shear capacity is 750%& 4.Minimum tensile strength(Fu)of steel ledger is 60 ksL 71 Redd! Form, Inc. 05/24/2007 12:05 5084326792 LABARGE ENGINEERING HAUL b1 Custom Building • Engineering Sales /Rentals 237 Main Street West Harwich,MA 02671 Phone: 508432-6360 Fax: 508432-6792 www.lobargerealestate.com °: Mike Santos From Todd LaBarge awc 508-420.9201 17 (Including cover sheet) hen& 608.420-9200 Thursday,May 24,2007 Reddi-Form NottgComments• This message Is considered confidential and Intended for the addressee only. If you receive this message in orror,please contact sender at phone (508}432.8380. 05/24/2007 12:05 5084326792 LABARGE ENGINEERING PAGE 02 ICI30 Evaluation Service;- Inc. - - - - - "' S360 WORKMAN MILL. ROAD „e WHrM1 R.CAUFORNIA 90601-2299 'A subsidiary corporation offhe Intemational Conference of Building Officials EVALUATION REPORT Repon No.s194 cbpyr*a 19%IC10 Evaluation service,Inc. Issued January 1, 1996 Filling Category:DESIGN--Concrete (038) RED01-FORM POLYSTYRENE FORMS FOR REINFORCED CONCRETE icwue.er.ttta, WALLS Iheaoea Yr�Asrs.. R.oa�N. REDDI-FORM INCORPORATED aF•32: BASF Wyandotte Corpom NER-M 523 RAMAPO VALLEY ROAD 608 OAKLAND, NEW JERSEY 07436 Huneram EPS Type Huar:mao Chemicw Com• M.3rla TUSCARORA PLASTICS(3 LOCATIONS) ""a 980 1100 CARDER 000A.ROA0 10yule M.17 1 Arco Chaniw Co. I NER-236 COLORADO SPRINGS,co 10907 The blocks are manufactured to a nominal density of 1.8 pounds per 23SS EAST NEVADA STREET Cubic toot(28.9 kg per cubic meter)and have a maximum flame-spread LA9 CRUCES,NEW MEXICO 9e001 rating of 25 and a maximum smoke-developed rating of 450.in accord- 109 LYNCH MEET ance with U.8.C. Standard 8-1. PARDEEVIt.LE.WISCON31M 53954 2. Concrete:Normal-weight concrete complying with Uniform Build- MApI(0 FOAM(J LOCATIONS) ing Code(U.S.C.) Chapter 19,with maximum aggregate size of 1/2 inch 2191 WEST WIRTON AVENUE (12.7 mm)and a minimum compressive strength of 3.000 psi(20.7 MPa). WAYWARD,CALIFORNIA 94543 3. Reinforcement:The concrete is reinforced with Nos.3.4.and 5(9.5 9749 S.W.MILLMAN COURT mm. 12.7 mrrt and 15.9 mm)deformed steel reinforcing bars,Type A615. WILSONVILLE.OREGON 97070 Grade 60,with a minimum yield strength of 60.000 psi(413 MPa). 4. Other.Wood members for plates and window and door framing are 25co WEST 1100 SOUTH preservative-treated lumber secured In place with galvanized anchor bolts SALT uxE CITY, UTAH 941e4 Or galvanized spike$,in accordance wi h Section1811.3 of the code. 1,Subject:Reddi-Forme Concrete Wall System. C.Design: 1. General: Oesign of concrete in Reddi-Form wall units is 11. Oescriptlon: A. General: Reddi-Form Concrete Wall Systems are in accordance with Chapter 19 of the U.B.C.,with the following require- used as permanent modular-form work units in the construction of plain merits.and reinforced concrete walls.The reinforced concrete wall system may a. Design calculations are based on equivalent rectangular sections be used as bearing interior or exterior walls, nonbearing interior or exte- detailed in the Reddl-Form Technical Manual dated May 9. 1995. rior walls,foundation walls,retaining walls,and lintels. b.Wall loading is based on U.B.C.Chapter 16 design criteria,with rein- Aeddi-Form blocks are produced in lour basic shapes:Standard,Cor• forced Concrete wall design in accordance with Sections 1910 and 1914. ner,Closed End and Pilaster,See Figure 2 for block details,Each unit con. c. Minimum reinforcement for all walls conforms to Section 1914.3. sists of two opposing laces of molded, expanded polystyrene (EPS), d.Walls are anchored to all floors and roots in accordance with Section creating a wahle-shaped void that forms a grid of columns and beams. 1611 of the code.Walls are interconnected at corners by embedding and The void is filled with concrete and required reinforcing steel. lapping the reinforcement In accordance with Section 1912 of the code. The opposing faces are connected with two Integral EPS endwalls,and e,Shear walls: Design of the horizontal section for the shear plane of four integral EPS.panitlons.The minimum cross section of each column wall complies with Section 1911 of the code.Calculations are based upon formed is 6 inches by 6 inches(152 mm by 152 mm).The minimum cross the minimum thickness of the Reddi•Foam configuration,which is 5.75 section of each beam formed is 53/4 inches by 51/7 inches(146 mm by Inches(146 mm), 140 mm). Each unit is 48 inches (1219 mm) in length, 12 inches (305 2. Alternate Design: In lieu of calculations required in the general mm)tall,and 9.6 inches(249 mm) thick overall. The opposing laces of design section of this report, Reddi-foam Form walls may be designed EPS are 1.8 and 1.925 inches(46 mm and 49 mm)thick with planar outer using the design tables included In this report under the following condi- surfaces.Each integral EPS endwall is 1.8 inches(46 mm)thick.The Inte- (Ions: gral EPS partitions are 3.6 inches(91 mm)thick. Edges of tops and bot- a.Maximum total roof live and dead load is 40 psf ILL_30 psf(1.44 kPa) lams of the opposing EPS faces have ribs for interlocking placement of and OL-10 psf(479 Pa)). the modular units. b.Maximum total floor live and dead load is 50 psf ILL=40 ps1(1.92 Typical construction details are shown in Figures 3 through 8. The kPa)and DL=10 psf(479 Pa)). construction of a plain concrete wall Is limited to 24 Inches(610 mm)in c,Maximum wall spacing is 20 feet(6096 mm). height(foundation wall), d.Maximum basicwind speed Is 110 mph(1T7 kWh)in Exposure Zone B.Malertair.l.Blotto:The blocks are molded from modified expand- C areas,as deflned in Section 2311 of the code. able polystyrene beads recognized by 00 ES and manufactured under e.Structures are limited to two stories and 10-loot(3048 mm)unsup• the following product names: ported wall heights.The Foam Form system may also be used on a one- &Wwldon raperar df 1 C110 hllalaaef/ap sa vlea.lne.,an tsrrad lolly in prdri"Wom wAm to Cast A mewbrrs 41IC210,inftnt thr coo rode wAleh rAe reps► it bstol Efth"dan r ra arc roc to be eonswu*t to►oprrsex&C sadu tcs er ady others"aw not tpwQTsaQy addreaeod raer as an eAdMened or naede * dwbx fir am of the ouklea npwt 7hm raprt it bated upon L%d&P P%dorat dad or edw HtAela d Asm submiliud by Aa dppgadrat 774 IC30&Wu&**Sar►tar,In*, rKrathNd Savdaa,rvrtdwida err i p&4 am�"pvndiwel aroeho amass in the l'a��r "t t p/1'J 1V t�le as warnnly by Icao 8►dleeadse sa►rfor,rn�atspnt R �t er at►d dry prsdoier to rtNJ by the►rpart Tkb drtc(abrter bae/a4t,bau t.weer rarind At,etosJlawas1l11ty Page I of I 05/24/2007 12:05 5084326792 LABARGE ENGINEERING PAGE 03 Psg.Z d Rawl N0.6194 stf>r Rman Willi a EasantefR do has a 104W(3048 mm) unsup- trm orltle tttpuatl W wdl a Hysteric to 1111SWfed falk*rq ftte ftmnahurtarilf pries h*ht limmm for tits bestefnent and the story. IrtsMor L No t 0 P'N ffAY be appned agafnstiflet wall unW the comptft I.Wage are reinforced as shoam In design tables Included wtth this Aocrlrrg Totem Ia In oleos,Becial of the basement wall must be free of moot conga CdOO de0rlls,sharp object is or large rods, g.A mlydmum Of two No.5(150 mnt)Grade 60 reinforcing bars are pro- 7. 3"dill IMSCOOtl:Speclal Inspection Is required,as noted In Sec- vided around all window and door openings,with the fi tels relnforced as dons 1701.1 and I WS of the code, for concrete mix design,concrete shown In fhe table irdttded wRh tMs repoR gtWltY,placement of the forth,reinfortng sleet and concrete,fresh con- h,Walls are anchored to Roar and root diaphragms in accordance with ante testing,and test maniple preparation. Section 1610 of the Code. 8. INeetlfloelloe:Fish pallet of Foam Form units bears a label w(th the i.Anchorage to foundations is with steel reinforcing bars(or steel dOw- cOmparry name,the evaluation report number(ICBO ES Evaluation Report els) the same sire as the vordcW reinforcement within the Reddi•Form No.5194)and the name Of the quality control inspect,3n agency(ETL Lab- will.InsWtation of relnfOreement must comply with the Uniform Building oratories). Cade.All SDIIM must be a minimum of 12 inches. III•EYldente Subntatfed:Finite element models,calculations and sirue- i.See Table t for soKMc reinforcing steel requirements. turai detalis,and,reports of tests in accordance with the IC80 ES Accep- 3. Interior Finishes;Panels must be.separated from the interior with tance Criteria for Concrete and Concrete Masonry Wall Systems(AC IS) an app►oved thermal barrier such" 1/2-inch-thick (12.7 mm) gypsum dated June 1987 and the IC80 ES Acceptance Criteria for Foam Plastic wallboard or other finishes having an index of 13.as required by Section Insulation(AC12)dated January 1995, ?602.4 of the code.Gypsum wallboard shall be attached to furring strips, nhich art attached to the concrete core.Spacing of anchors and fasteners Flndinga must comply with Section 2511 of the code and with manufacturers IV.Findings: Y� instructions. gs: Thai The Foam Form Concrete wall system complies a. Exterior Finishes:Panels exposed to the exterior must be provided with the 1994 Uniform Bulldlilg Gaderm,subject to the following condl- Wilh a weal he(-resistive barrier installed in accordance with the code or Ilona: a specific evaluation report.Suitable finishes include,but are not limited 1• The farms are manufactured, Identified and InrlaUed in accord- anee with this report and the manufactu tor STO Industries,Inc.. "STO Exterior wall Finish" (ICBO ES Evaluation rer's Instnrellons. Report No. 3906),and Universal Polymers. Inc., •'Therm-A-Tex Exterior 2. wells are limited to rwo-story walls and unsupported wall Nall Finish"(1080 ES Evaluation Report No. 4372). heights of/0 toot(3048 mm) far each story and basement. S. Crawl Spaces:Exposed Reddi-Form units in underfloor spaces are 3. W3113 using the loam blocks are considered combustible permitted under the following conditions- construction. a. Entry to the crawl space is only for the service of utilities. 4• For each structure, plans and calculations showing compliance D. There are no interconnected basement areas, with this report are submitted for building department approval. c.Air in the crawl space is not circulated to other pans of the building. S. Where the calculatlon method In Section II 0 2 Is used,a copy d.Ventilation complying with Section 23173 0l the code is rovided• of the Reddl-Form Technical Manual dated May 9,1995,Is sub- p milted for building department approval, 6. Installation:The Reddl-Form units are constructed in running bond 6. The loam blocks are separated from the building interior by a with vertical cavities aligned and reinforcement installed as required.The vertical reinforcement must coincide with the dowels embedded in the Thermal harrier as specified in Section II al this report, footing. The forms are assembled and braced,and concrete is poured as 7• Special Inspection Is provided In accordance with Section II of described in the detailed procedures provided by the manufacturer. this report. For basement installation.walls are constructed as noted above and the 8. The unlig are manufactured by the additional lisle@ companies drainage system around the basement wall is provided as noted in the In this report under a quality control program with Inspeclians ranulacturer's instructions. The wall surfaces dnd the footings are by Inchcaps Testing Services (NERQA-219). deanedtoremoveanydirtordust.Amembrame-typewater•proofing sys• TAIs report Is subject to re-examinallon In one year. TABLE 1. SUBGRADE CONSTRUCTION(70 pcf Sall Loed) Ne1QM OF eACKFILL AUNFORCM0 ReQYIRto Up to 10 Feat No.3 as 12 inches O.C,Honzonral No.4 at 10 inches O.C.Vertical For Sr: 1 root a 304,8 mm. I incb a 25.4=4 l pound per equine foot a 47.6e Pe. IThe reinfomement is baud onf,■60.000 psi andJe a 3.000 psi). 3'11te mtdormMMl reuse be placed usioq Re"-Pam rebat chain for masUoum eKetdve depth. rBaddp must bs wau QeinK rule f4st noon must ho in pr.ae poor to becYEl4oe. r1A saismit:woe.replace No.3 h0dmoe11 eabar With No.4 mhar. 05/24/2007 12:05 5084326792 LABARGE ENGINEERING PAGE 04 Pap 3W` Repot No.311M e.):-blpeo "k..A G)lYsb,y,rr r 10\Irr ��I dam � Iar�M141,•Aelewb.i� � 0.)Op�y h�adagr Ifr haflN 6w E h.w..r..�.d...N.r...m D, 00 •�1 MrmandCw O.p...�� E G G)tia.,.aw 4wr. t\ gals It 1s mlee pvsrM to wod%Wwwm d '- �Iy.aaA�IOi b aay d GR,b Rrslghta► f•14 ww.•'►•��.�•awv •rA MC 6NPP.L ft is Ce nrna*lis. � aY�•�s in a wt w.e-J br s b addtbnal br34J 4 HOwopmKIP4 INS cawbewra+"mohe. rI@�4_71?Allj IS 20 J 4 S 6 7 1 10 12 IJ 14 E IJ rJ �J rJ r] rJ rJ 'mar! " a ry 1 �J /� /J 1 JJ tJ / dA AS 1 IJ H IJ IJ 04 I4 rS Ie q M E I 'aJ ► 03 a I r4 67 1 b D. 03 rJ 13 04 O re rs 5m 1 )] a r] 1 44 it ;4 rs re n I �G 1l� /J q IratS 17 1500 a eJ I 16 1 • 0. 2= oe D. ?S00 I] 14 ro Id '�."R�;"be`w� •aa..vo. �moA.00i,.,m�o- C]oxd End Fo.+w\ i i•,e•e•.••.v....e.ootw...a•.es.o.+�. 7J 11 1) °�"o��'��w o ron \ FIGURE 1 FIGURE 2 l e o$ Y «—ts►krowmwDpr.4r �1s,.e�ec,w►,oa. e.)n•�b.x.:R.�,.sw • �.)•oe+w Wprawr ti a�e.r+�Jr • 0,' n'e'vtie.�•awrby wrro,p.,�y FIGURE 3 FiOURE 4 LAiiAKUt LNU1NLLK1NU PAGE 05 pop `"m•NIL 5194 • • • J ano sa n.0 wtit•�ti--� i o 0 0 FIGURE 5 FIGURE 6 wry Ar"can be u•d tq ►asfs�.eod.•brn►�.w O•.ryf Pam" this is Um•m•t ef%Owm-•y Co t"Cm Os&Am hmm di'"M 016'11� �._ Fxco•o►Co•t:�y SCfOw9 can be used to fusion into concrete core. R le••L'„1/1.4rta LP'Yrrt�. Rd�ienn�Ip�,b. f)ryr01 or&W►y • FIGURE 7 RiGU"z 8 05/24/2007 1:2:05 5084326792 LABARGE ENGINEERING PAGE 06 FOUNDATIONS 5404.1.6 Height above finished grade. Concrete and Backfillmaterialshallbefree draining andfreeoforganic masonry foundation walls shall extend above the finished materials,construction debris,cobbles and boulders,shall grade adjacent to the foundation at all points a minimum of be placed in lifts not exceeding 12 inches 005 mm)and 4 inches(102 mm)where masonry veneer is used and a min- shall be mechanically compacted. imum of 6 inches(152 mm)elsewhere. 5404,1.7 Backtill placement.Backfill shall not be placed S404.2.5 Drainage and datnpproofing.Wood foundation against the wall until the wall has s with Sections 540ufficient strength and has basements shall drained and dam cve ed in accordance been anchored to the floor above, or has been sufficiently 5 and S4lNi,respectitivelly, braced to prevent d-amage by the backfrll.Dackflll material $404.2.6 Fastening.Wood structural panel foundation wall shall be free draining and free of organic materials,con- sheathing shall be attached to framing in accordance with struction debris,cobbles and bouldery,shall be placed In Table 5602.3(I)and Section 5402.1.1. lifts not exceeding .12 inches (305 mm) and shall be 5404 3 Wood sill plates.Wood till plates shall be a minimum mechanically compacted. of 2-inch by 4-inch(51 mm by 102 mm)nominal lumber,Sill Exception: Such bracing is not required for walls sup- plate anchorage shall be in accordance with Sections 5403.1.6 porting less than 4 feet(121.9 mm)of unbalanced back- and R602.11. fill. 5404.1.8 Rubble stone masonry. Rubble stone mason 5404.4 Insulating concrete form foundation walls. Insulat- rY ing concrete form(ICF)foundation walls shall be designed and foundation walls shall have a minimum thickness of 16 constructed in accordance with the provisions of this section or inches(406 mm), shall not support an unbalanced backfll in accordance with the provisions of AC1318.When ACI 318 exceeding 6 feet (2438 mm)in height, shall not support a or the provisions of this section are used to design insulating soil pressure greater than 30 psf(481 kg/m ). concrete form foundation walls, project drawings, typical 5404.2 Wood foundation walls.Wood foundation walls shall details and specifications shall bear the seal of the a Massa. be constructed in accordance with the provisions of Sections chusetts-registered architect or a Massachusetts-registered 5404.2.1 through 5404.2.6 and with the details shown in Fig- professional engineer. ures 5403.1(2)and 5403.1(3). 5404.2.1 Identification. All load-bearing lumber shall be 5404.4.1 Applicability limits. The provisions of this see- tion shall apply to the constriction of insulating concrete identified by the grade mark of a lumber grading or inspec- form foundation walls for buildings not greater than 60 feet Lion agency which has been approved by an accreditation (18 288 mm)in plan dimensions,and floors not greater than body that complies with DOC PS 20.In lieu of a grade mark, 32 feet(9754 mm)or roofs not greater than 40 I`eet(12 192 a certificate of inspection issued by a lumber grading or mm)in clear span.Buildings shall not exceed two stories in inspection agency meeting the requirements of this section height above-grade with each story not greater than 10 feet shall be accepted. Wood structural panels shall conform to (3048 mm) high. Foundation walls constructed in accor- DOC PS 1 or DOC PS 2 and shall be identified by a grade dance with the provisions of this section shall be limited to mark or certificate of inspection issued by an approved buildings subjected to a maximum ground snow load of 70 agency. psf(3.35 Min) and not subject to seismic design. 5404.2.2 Stud size.The studs used in foundation walls shall 5404.4.2 Flat Insulating concrete form wall systems,Flat be 2-inch-by-6-inch(51 mm by 152 mm)members. When ICF wall systems shall comply with Figure 5611.3. shall spaced 16 inches(406 mm)on center,a wood species with an l7b value of noI less than I,250(8612 kPa)as listed in have a minimum Concrete thickness of 5.5 inches(140 mm). AF&PA/NDS shall be used. When spaced 12 inches (305 and shall have reinforcement in accordance with Table mm)on center,an Fb of not less than 875(6029 kPa)shall be 5404.4()), 5404.4(2)or 5404.4(3). required. 5404.4.3 Waffle grid insulating concrete form wall sys- $404.2,3 Height of baekfill.For wood foundations that are terns.Waffle-grid wall systems shall have a minimum nom- not designed and installed in accordance with AF&PA inal concrete thickness of 6 inches (152 mm) for the Report No.7,the height of backfrll against a foundation wall horizontal and vertical concrete members(cores)and shall shall not exceed 4 feet(1219 mm),When the height of fill is be reinforced in accordance with Tablc 5404.4(4).The min- more than 12 inches(305 mm)above the interior grade of a imum core dimension shall comply with Table 5611.4(2) crawl space or floor of a basement,the thickness of the ply- and Figure 5611.4. wood sheathing shall meet the requirements of Table 5404.2.3. 5404.4.4 Screen grid insulating concrete form wall sys- urn 5404,2.4 Backfillin&Wood foundation walls shall not be nominal concrete thickness of 6 nchesl(152emm) for backfilled until the basement floor and first floor have been horizontal and vertical concrete members(cores).The mini- constructed or the walls have been braced. For crawl%pace mum core dimensions shall comply with Table 561 1.4(2) construction, backfrll or bracing shall be installed on the and Figure 5611.5,Walls shall have reinforcement in accor- interior of the walls prior to placing backfrll on the exterior. dance with Table 5404.4(5). ` SEVENTH EDITION,MASSACHUSETTS BUILDING CODE FOR ONE.AND TWO-FAMILY DWELLINGS(no CMR) 77 62 SEVENTH EDITION,MASSACHUSETTS BUILDING CODE FOR ONE-AND TWO-FAMILY DWELLINGS(7so cMA) 05/24/2007 12:05 5084326792 LABARGE ENGINEERING PAGE 07 PRt"ITED AP'RIL,1902 Edltorlal Revision:April,1905 _. 'b3mc:ft� DIVISION 03' CONC ►. ::: et RET)l1:.. .' .';t�rl. : ;j��::�:cl:`�'a ft,.-�Sh-=ibl:a�y7C�.o�N, ;,x..;.,n:;�uxi:..�•• ,,.. • „< ...-.M«:, p•:•. _.. Y,.. •'j!ti � _. ;c :.._.:v Z.Z, Structural Anal 3ltlandDesl SECTION o t y, ►..,..:,.::•t:' �tg:. T .j✓:�.,�r,..... -,. .mow �► 1�4. 3130:..PERMANENTFORMS `SG., �ka� ,'..,: � �.;+::;.�r—�..::,.: I•.... ,..._..,,. .........: n ..:,,; t;.::; ... `t ::.: 'Structural'Analys - . RLDDI-FORM .......'....:. ;.,concrete walls d componennttsois in'ac orlonre with ttho r,REDDl-FORM INCORPORATED "requirements applicable for the,.particular installation. See:.��.7,. '. ; section,4.2 of this report139 FLORENCE AVE. : DENVILLE, NJ 07834 �4 �' ..':t"«: ' The tables and'deWis contained in this report(see Tables I-M and Figures 1-6 including assumptiow)include foundation and 1.0 DESCRIPTION OF EVALUATION � above grade wall design,and lintel sections, ' This report evaluates RedpFOM as permanent formwork 2.3 Forme and Reinforcement Inctallatlon units for plain and reinforced concrete walls. Footings or slabs are placed as required on the approved drawings.Reinforced walls shall have the required number of 2.0 DESCRIP'TION AND USE OF PRODUCT ASTM A615 reinforcing bars installed as dowels across the 2.1 General footing and well interface After footings are cured,wall limas are struck and a 2x4 inch Reddi-Forms'~are intended as permanent modular formwork lumber shoe is nailed to the footing along strike lines. units for use in construction of plain and reinforced concrete walls and components, including: bearing interior or exterior ! Forms are installed in accordance with the manufacturer's walls,nonbearing interior or exterior walls,foundation walls, instructions refeared to in item 3.1 of the"CODE ANALYSIS retaining walls,and lintels. OF SUBMITTED INFORMATION"section ofthis report,and " this report such that the final structure conforms to the shape, Redd!Forms are produced as a Running Form, and as a i lines and dimensions of the members as required by the Comer Form (Figures In and lb). Each unit consists of two approved drawings, Opposing faces of molded,expanded polystyrene(EPS),creating a waffle shaped void that forms a grid of columns and beams. Starting at the comers, forms are laid two courses high.Where The void is filled with concrete and required reinforcing steel. courses meet at centers of walls the forms are cut along the form surface marks, located every 95/1 inches horizontally, The opposing faces are connected with two integral EPS After courses are in place, a second 2x4 lumber shoe is placed endwalls,and four integral EPS partitions.The minimum cross along the strike lines and nailed to the shoe below. section of each column formed is 6 itches by 6 inches. The minimum cross section of each beam formed is 53/4 inches by Vertical reinforcing bars are centered in the vertical cores and S In itches• secured against movement to the vertical dowels. Where i required, horizontal reinforcement chairs having notches are Each unit is 48 inches in length, 12 inches tall,and 9.6 inches ;placed 4 feet o,c. along the top of each course. Horizontal thick overall. The opposing faces of EPS are 1.8 and 1.925 reinforcement is secured to the chairs at the required notch inches thick, with planar outer surfaces. Each integral EPS I locations. Vertical reinforcement is secured to the anchored endwall is 1.8 inches thick.The integral EPS partitions are 3.6 vertical reinforcement and to the horizontal reinforcement.Lap inches thick. splices are provided in accordance with code requirements, Edges of tops and bottoms of the opposingEPS faces have As Corner braces are constructed of lumber members and placed for interlocking placement of the modular units. ..... on both sides of the top of the footing. Ptease tontaet BOCA Lvnluallon Services,Inc..with any quastlons you m►y here regal Ins this report Additionally,please contact ua If you hive any lo(onnation on the performance of the product dtttrlbed herein which It conlrbry to this report report is subject to the limlta,ions lifted herein and to the)peai(a product,data end last reports submitted try the application requesting this report Independent lots were nm rfbrmed by BOCA Evaluation Services.Inc.,and BOCA Evaluation Services, Inc..Evaluation repallyorts does not make any constWarraruty.ed either tang 1eod el implied, o he any nrsdln;o other matter in this report or as to any product covered by this report Evesubject reports arc not This be construed cl representing aesthetics or any chant ebillfy.es not specincally addressed nor as an endorsement or recommendation for the use or ` the subject of the report This disclaimer includes,but Is not limited to,merehanmblllry, Copyhohl, 1902, 60CA Eva)uslion Servlcas, Inc. Page 1 of 8 I Pot C41zvt9./. 1 L:U:) nUd4J2b/'JZ l-.AbARGE ENGINEERING PAGE 08 i Resevzh Report 90.81 - Page 2 of a Forms are stacked in rtuming bond pattern to no bigher than 10 3.1 Structural Performance feet per lift with vertical joints staggered 18 inches minimum. i Comer units are placed at corner locations...'.: :. . SECTION >.,.>.•., CODE. ,: •. -. }. .�, • :�: 107.4 Alternative...:•materials..,antic Required locations for anchor bolts for mtermactin-walls and equipment; 111_7$nVneerinEdetails;Article 11 Structorai, g Loads;Article 12 Foundation Systems and lttatalalcg.WaW;. for ledger beams are marked and the required number and size'' of anchor bolts are installed prior to concrete ' tea d placom .: rch•an Investigation;Articts 1S Concrete: . .. ..`Yi". ....f:. •:, 1'•...��•;�i,l':'..1:1'�-_•��. ���I.`rl.:. 1 ..,.. .., W®t ;•�. 'I?tas0 stKdom req that suffi betbnlatl information,bo Window frames,door.frames,wall closures and other opcninga* laubmitbed.-for.`" r are constructed of2x10 pressure preservative treated lumber, p °pO3ed m�D�=_of:reinforcced�ccntxete anchored with the required number of 14 inch diameter bolts or � � ,which �O not :is accordance with specific. 40d galvanized spikes,and securely braced against movement P'e9t"r°me� of the code and. rigttued standards•'prop ' or leakage.Special cut forms shall be cut to fit tightly. g.Bracing alternative methods of reinforced concrete construction.shall`be is installed where special cuts occur and where ton emonmted as being in accaadartee with accepted eugineerlog . gues and tacdce and at least equivalent to that pr•escnbed in the coda in grooves have been removed. uality strength,durability and saf , • Intermediate'vertical bracingmemb ...N•,; _ - .. cry...,••:; embers are installed on both dequate engineering details are required to be submitted.Whom sides of forms,and toe nailed to the shoe at the base.A lumber ch kicker is then installed.All forms shall be adequately tied doom details involve the practice of professional engineering the to prevent floating. submitted information sball be signed and sealed by the cesponstbk professional engineer in accordance with state laws. Bracing is inspected for Numbness,.levelness and squaronegs. Locations where the forms will ruptura require additional ORIIIATION SUBMITTED: bracing, potentially including; interior and exterior corners; n areas around doors and windows; forms which have been Structural design/analysis, including calculations, titled specially cur,and locations of special cutouts for pipes,conduit Reddi-Form Concrete Wall , dated November S, 1991, and vents. signed and sealed by.Donald M. Hammett,P.E.,.State of Pennsylvania. Design of an 8 feet tall basement wall constructed using 10 inch Reddi-Forms, for a two-story 2.4 Concrete Quality,Mixing,and Placing residential building was investigated,and compared to a 12 A concrete mix having an fc m 3,000 psi minimum,a permitted inch un-reinforced c,m.u.wall and an 8 inch un-reinforceIc rr axunWn slump of 6 inches and a maximum a concrete wall having the same loading coodiaons. 1/2 inch is lifted into the forms at a maximum vertical rateof 3 Structural deli a gn/aa1ysis including, calculations, dated feet per hour.vertically in a 70 degree temperature when 150 July 9, 1991,by Balaur S.Dillon,PE-031290-6;State of pef concrete is specified.Concrete placement begins at comers. Pennsylvania. Design of a 2-story above grade plus NJ basement wall,constructed using 10 inch Reddi-Forms,for The top of the wall is to be level and anchor bolts are installed a residential building was performed based upon one and in accordance with code requirements. two dimensional finite element analyses. I 2.5 Waterproofing and Dampproofang �• Structural.design/analysis, including calculations, titled Reddl-Form Lintel Design", dated July 9, 1991,. signed Walls required to be watt roofed or dam and sealed by Donald M. Hamnett, P.E•, State of to be seated with coatings compatible with EPS Petroleum Pennsylvania. Design of lintels constructed using Reddl- based products are not compatible with EPS(see item 9 of the FO1ms is given for several lengt8s end loadings. "LIMITATIONS"section of this report), Structural desiplanalysis, including calculations, titled 2.6 Attachment of Interior Finishes and Exterior Coverings °Reddi-Fora Construction Design",dated July I0, I991, B signed and scaled by Donald M. Hamnett, P.E., Sate of Interior finishes and exterior coverings are permitted to be Pennsylvania. Pressure on Reddi-Forms due to concrete head is investigated. installed in accordance with code requirements, or a valid research report.Adhesives used for interior or exterior finishes , Manufacturer's users manual titled"Roddi-Form Inc are required to be compatible with EPS(sec"LIMITATIONS"), Construction Guidelines", published by Reddi-F Incorporate IncaSuch adhesives are permitted to be used in conjunction with mechanical fastenings, issued by the proponent. 2 Flre/Flame Resistance 3.0 CODE ANALYSIS OF SUBMITTED INFORMATION ODE SECTION 2002.3 Surface burning characteristics, The following data was submitted b the This section requires foam plastics and foam plastic cones o ` y proponent for anufactured assemblies to have a flame spread rating of not demonstration of compliance with the respective code sections ore than 75 and a smoke developed rating of not more than listed above each item of information. The basis.is the 1990 faximurn 0 when tested in accordance with ASTM E84 in the BOCA National Building Code with the 1992 Supplement. thickness intended for use. I 05/24/2007 12:05 5084326792 LABARGE ENGINEERING HAUL UJ Reserrch Report so-el Page 3 of 8 DYLITE 33M & DYLffE 35M DYLITE M77 3.3 ENERGY CONSERVATION Maximum Maximum Maximum !Code Section 3101.1 General: This section requires that Density Thickness Thickness necessary computations be submitted to indicate compliance (pcf) (Inches) (Inchea) with required energy conservation. measures, including R. 1 1 Ivalues of the exterior envelops. 1616 4 INFORMATION SUBMITTED:Calculations ofR-Values 4 5 prepared,signed and sealed by Michael G. Shade,P.E.,.State of Pennsylvania.The following R-Values am for the construc- 1.5 1 1 tion indicated: 1 e/a 4 6 Reddi-Form/Concrete R-21.6 2 1 1 Reddi-Form/concrete/ 3 1/4 inch roofing cement(1 sidey 4 5 to inch gypsum board(I side) R-22.2 � i Code Section 2002.9 Diversified teats: This code section 4.0 I INSTRUCTIONS TO THE CODE OFFICIAL states that foam plastics need not comply with thermal barrier and prescriptive installation requirements when specifically 'The Reddi-Fomu'm have been evaluated for conformance with approved based on diversified tests, the sections of the 1990 BOCA National Codes with the 1992 Supplement as listed in the "Code Analysis of Submitted INFORMATION SUBMITTED: "Crawl Space Evalua• information"section of this report.This report is limited to the tions", April, 1989, Project No. 01-7788-205, by Southwest 'applications and products as stated herein.This evaluation is Research Institute for ARCO Chemical Company, Newtown ;based solely upon information provided to the BOCA Evalua- Square,Pennsylvania. tion Services, Inc. by Reddi-Form Incorporated and has not The report examines fire performance characteristics of three .men independently verified.BOCA-ES intends that the report be used by the code official to determine that Reddi-Form''w insulated crawl wall configurations. In summary, insulation comply with the code requirements specifically addressed in was applied to the crawl space side and a wood crib was Section 3.0 of this report,provided;Scat this product is installed placed in the corner and ignited. The time of ignition of the in accordance with the following limitations: exposed plywood sub0oor above the floor joists was greater for the exposed BPS installation than for the exposed fiber` Limitations glass installation specifically permitted for walls by the code, The results were as follows: I4.1 The application for permit shall be accompanied by engineering calculations, construction documents, and TIME OF BURN adequate engineering details. Such calculations,details, INSULATION TYPE THROUGH OF PLYWOOD i and construction documents shall be signed and sealed by FLOORIDECK I the responsible registered design professional. EPS (3"thick, 2 PCF) 9 minutes, 33 seconds *2 Material requirements for each permit are in accordance with code requirements specific to that installation unless EPS (3"thick, 1 PCF) 7 minutes, 50 seconds limited or modified by this report. w/-1/4 inch PLWD 4.2.1 Structural Analysis and Design(Tables): Fiberglass 7 minutes, 54 seconds (R-11, Kraft faced) The use of Tables I-11I and Figures 1.6 included in this report .is permitted as a basis for structural design Code Section 2002.2 Labeling; 1307.3 Labeling: These provided the loads, assumptions and configuration sections require that foam plastics be labeled by an approved indicated therein apply to the specific installation. independent inspection agency. 4.2.2 Structural analysis and Design(other): Code Section 1308.2 Inspection of Fabricators:This section I Concrete design not addressed by Tables I-III and requires special inspection of prefabricated structural assem- Figures 1-6(including plain concrete design)is subject blies.Special inspection is not required where an agreement is to alternative approval by the code official and is not maintained with an approved independent quality control within the scope of this report Sao item 3.1 of the Agency to conduct periodic plant inspections and assure "CODE ANALYSIS OF SUBMITTED INFORMA- conformance with the approved quality control program. TION" section of this report for approval basis. All INFORMATION SUBMITTED:Quality control manual and ' such uses require engineering details signed and sealed signed a I by the responsible professional. gn greement for inspection services,Report No.513149, dated 12/18/91, prepared by ETL Laboratories (see NER- 4.2.3 Foundation walls or footings shall extend to or QA219)' below the frost line of the site. 05/24/2007 12:05 50B4326792 LABARGE ENGINEERING PAGE 10 Research Report 9"1 Page 4 of 8 4.2.4 Anchorage dowels are required across the inter- 4.3 Use of the forms is limited to Type 5 construction when face of all reinforced concrete walls and footings, the forms are used for exterior walls except that the type The size,spacing,and grade of the dowels is the of construction shall not be limited by the forms when an same as required for vertical reinforcing bars, exterior covering of a minimum of 1 inch thickness of 4.2.5 Required horizontal reinforcement shall be solid masonry is provided. tenured in cores, the vertical minforecement 4.4 Firestopping shall be provided in accordance with Section shall be placed consistent with the calculations. 921..0. The EPS material thickness shall not vitiate 4-16 Maximum size course aggregate shall be 1/2 required firestopping. inch, 4.5 The CI'S shrill be saparotcd from the interior of the 41.7 The minimum required concrete strength is Cc,4 building by a thertnul barrier or't/2-inch gypsum board or 3,000 psi. Maximum slump permitted is 6, equivalent approved material, attached in an approved inches. manner, in accordance with Section 2002.4. 4.2.8 Form bracing and tie down during construction: On the interior side of crawl spaces the EPS material does not require a thermal barrier to separate it from the The extent ofrequired bracing and other measures for interior when all of the following conditions exist: installation of the formwork necessary to provide for public health and safety are dependent upon evaluation 4.5.1 Entry is made only for service of utilities; of each installation. The use of the methods given in this report,and the methods and quantity of bracing and 4.5.2 there are no interconnected spaces intended for other measures given in the manufacturer's users human occupancy; manual referenced in item 3.1 of the"CODE ANALY- SIS OF SUBMITTED INFORMATION"section of this 4.5.3 the air in the crawl space or attic is not circu- report are permitted provided they meet the following lated to other parts of the building;and, minimum required performance criteria: 4.5.4 additional thicknesses of foamed plastic are not Forms are installed such that the final s tructure con- installed over the exposed d forms. forms to the shapes, lines and dimensions of the mem- bers as required on the approved drawings. The form' 4.6 Use of concrete walls,constructed in accordance with this shall be sufficiently tight to prevent the leakage of report,asstructurally independent Cue walls and party walls mortar,and properly braced and tied together to main- meeting the requirements of Section 907.0, or as fire tain position and shape, prevent floating, and prevent separation assemblies is not within the scope ofthis report. rupture of the forms. 4.7 Walls exposed to the exterior are required to be faced 4.2.9 Concrete placement: with a durable, weather-resistant covering in accordance with code requirements or a specific research report. Forms are assembled to a maximum height of 10 Feet per lift.Concrete is placed at a maximum rate of 3 feet 4.8 Yellow and dusty surface oxidation on the EPS(resulting per hour vertically in a minimum 70 degree temperature from sun exposure) shall be removed by brushing thor- when a maximum 150 pcf concrete is specified. oughly prior to application of adhesives,water-proofing, 4.2.10 All concrete shall be thoroughly consolidated and dampproofing materials. by a suitable means. 4.9 Waterproofing, dampproofing and adhesive materials: 4.2.11 For both reinforced and plain concrete walls a 4.9.1 Applied materials are required to be compatible minimum of 2-#5, grade 60, ASTM A615 with EPS and durable for this purpose.EPS is deformed bars shall be placed and extend not compatible with organic solvents such as around all door and window openings past hydrocarbons, chlorinated hydrocarbons, corners for the development length of the bar, ketones and esters, but not less than 24 inches. 4.9.2 Cold or hot setting asphalts shall conform to 4.2.12 Required construction joints are provided in ASTM D449 Type C. accordance with Section 1505.4. 4.2.13 First floor Gaming or bracing shall be in lace 4.9.3 Hot applications of materials shall not be in prior to backfilling of retaining walls. p excess of 200 degrees. 4.2.14 All wood sill plates,door,window and opening 4.9.4 A!1 proposed materials are subject to sample frames shall be preservative treated. 8 testing and specific approval by the code official. 4.Z.1S Special inspection is required to be provided for 4.10 R-values assigned to walls constructed in accordance all installations, in accordance with Sections „Nrth this report are limited as given in item 3.3 of the 1308.8 and 1308.4, including materials, installa- CODE ANALYSIS OF SUBMITTED INFORMA- tion of reinforcing steel, formwork installation T10N section of this report. and bracing,and concteting operations. 4.11 STC class ratings are not within the scope of this report. 05/24/2007 12:05 5084326792 LABARGE ENGINEERING PAGE 11 Research Report 9ae1 Page S of 4.12 Each pallet of Reddi-Form"units shall be labeled with 5.4 The manufacturer shall provide the user of this report with the authorized listing mark of the third parry inspection complete instructions on the safe construction of systems agency, ETL Testing Laboratories, Inc. (sea NER- utilizing Reddi-FormTM Forms. These instructions shall QA219) The label shall give the product's identifies- include,but not be limited to,the following: tion,and fire performance characteristics(flame spread and smoke developed ratings.) 5.4.1 Complete Instructions for bracing of wall 4.13 This report is subject to annual certification. Reports systems during construction. that are not certified shall not be used or referred to.In 5.4.2 Complete instructions on the proper use and order to determine the status of certification of this handling of power acturated fasteners used on report,see the current BOCA Evaluation Services,Inc., walls formed with Reddi-FonnTM units. National Product Evaluation Quarterly. 5.4.3 Any other safety precautions needed for the safe erection of walls utilizing Reddi-FotmTM 5.0 INFORMATION REQUIRED ON CONSTRUCTION forms. DOCUMENTS 5.1 The language "See BOCA Evaluation Services, Inc., 6.0 IDENTIFICATION Research Report No.90-8 L" All pgllets of Reddi-Fornns'"shall be marked at the plant with 5.2 All permit applications for buildiogs using Redd!-)•ornTM the manufacturers name and model number along with the forms shall be accompanied by evidence which substanti language, "See BOCA Evaluation Services Inc., Research aces the ability of the walls to Cary sll superimposed Report No. 90-81." loads as required by Article 11. Reference to this research report is limited to the identification 5.3 The information submitted under Item 5.2 above shall be as described herein, signed and sealed by the registered architect or engineer who performed them, in accordance with the registration laws of the state in which construction is to take place. 05/24/2007 12:05 5084326792 LABARGE ENGINEERING FAGt 1Y Research Report 90-81 Page 6 of 8 REDDI-FORM REINFORCING REQUIREMENTS TABLE LINTEL CONSTRUCTION TABLE (FOR USE WITH FIGURE 5) SPAN (PIO (ft) 1.5 2.0 3 4 5 6 7 8 10 12 14 16 LOAD 5u #3 03 #3 #3 #3 83 03 #3 #3 #4 #4 Its 100 #3 113 #3 93 #3 #3 #4 #5 06 #6 200 #3 #3 A►3 #3 #3 04 1#14 #5 #6 #7 #8 300 #3 Ara #3 #3E#4 #4 #4 #5 #5 400 #3 #3 #3 #3 #4 #5 #6 #8 500 #3 #3 #3 #4 # #6 07 1000 03 rtt3 #7 1500 03 #3 #5 #e 2000 #3 #4 #5 #8 2500 #3 #4 #6 #e 3000 #3 #4 #7 3500 #4 #5 1 07 (1) The reinforcement Is based on ly b 60,000 psi and r,=3,000 pal. (2) The reinforcemant shell be placed using Redd)-Form rebar chairs for proper placement as shown and noted. (3) The reinforcement shall be placed In the first MI horizontal core above the opening. (4) Lintel/load combinations to the right of the heavy line requires additional shear reinforcement. TABLE II SUBGRADE CONSTRUCTION (50 PCF SOIL LOAD) HEIGHT OF BACKFILL REINFORCING REQUIRED UP TO 7 FEET #3 at 120 O.C. Hor. 8 FEET #3 at 12"O.C. Hor. #4 at 1 .C. V 9 FEET #3 at 12'0.0, Hor. #5 at 1 0" O.C. Vert. (1) The reinforcement is based on fy=60,000 psi and r,=3,000 psi. (2) The reinforcement shall be placed using Redd[-Form rebar chairs for maximum effective depth. (3) Backf ll shall be well drained and less than 50 pcf equivalent fluid pressure. (4) The first Iloor shall be In place prior to backfilling. TABLE III ABOVE GRADE CONSTRUCTION (110 MPH WIND LOAD, EXPOSURE B) MAXIMUM CLEAR FLOOR SPAN (FT 5 10 16 20 26 30 35 40 ) MAX 1ST FLR LOADS LL+OL IPSFI 200 100 66 60 40 33.3 28.6 25 MAX 2ND FLR LOADS LL+DL IPSFI 160 80 52.8 40 32 26.4 22.8 20 MAX ALLOW ROOF LOADS (PSF) 240 120 80 60 48 40 34 30 (1) The reinforcement is based on fy=60,000 psi and f,m 3,000 psi. (2) The reinforcement shall be placed using Reddl-Form rebar chairs for maximum affective depth. (3) Assuming 03 rebar horizontally every core and 84 rebar venically every core. (4) Maximum permltlad height between flours or floor and roof Is 10 feet. 05/24/2007 12:05 5084326792 LABARGE ENGINEERING PAGE 13 Research Report g0-81 Page 7 of 8 S TOP A V DOTTOM VIW tl t r t r t r t r ► r � I t t t r t t r r s t t J SIDE V1fa-f END VIEW (FIGURE 1A) THE RUNMG FORM A F i I C I ' I � I , t THE CORNER FORM � I I (A)Horizontal Core Depresslons (B)Connecting Webs (C)interlocking Tooth (A)The Reddi-Form Forms (D)Cut Lines between cello (B)Horizontal and Vertical Reinforcement (E)Ventral Cores (1)Reddl-Form Rabat Chalrs (F)Tb create s Tee-form using a comer (2)Comer Relnforcing.2 last per leg. form,cut d core depression In the (C)Concrete Columns and Beams created location indicated using the system (FIGURE tB) (FIGURE 2) DESCRIPTION OF REODI-FORM FORMS BASIC COMPONENTS OF THE P.�ODI-FORM SYSTEM O 05/24/2007 12:05 5084326792 LABARGE ENGINEERING PAGE 14 Research Report 90-81 Page 8 of 8 I I I I i A I B (ngure 4A) C C (A)Footlnp,shall be a minimum o116 inOh9e wide. (figure 4B) (8)20 or sfa shoes to hold block in proper position (A)Fooling (0)Robot to pin looting Into wall,comply with (8)Wood Shoes code requirements for length and placement. (C)Vertical'2 by'Braces (0)Oepth,size and placement of looting,drainage,vapor (D)-2 by'Kicker barrier,waterproofing,thermal barrier,etc.shall (E)Stake or lesion Into reliable Surface Comply with code requirements (F)Dep►h.alze and placement of footing,drainage,vapor barrier, waterproofing,thermal barrier,etc.shall comply with coda. requirements (FIGURE (FIGURES AA&B) FOOTINGS AND LAYOUT COURSES BRACING METHODS REBAR TuPPOAT2 e 4'-01 Dr. I I IA I it (A)2x10's framed as the Rough Open. ing (B)2.2x4's used for sill (C)Bracing made of soap wood to I A hold frame square. I �— I-► (0)Slat In sill used to(III below open- Ing .� j C (E)Opening fashioned around the J Inslatiedframe. q1� = i (F)Raba►,shall be 4 last longer than i w a ( width of opening,placed In the center i depression of the rebar chairs and I sized as In the Chart below, 1`• .I I (G)See TABLE I for lintel reinforcing. 0 'A• SIDE VIEW •g (FIGURE 5) FOR PAOPIA PLACEyLM of RESAA UGE AEODI-FORyREUA CHAIAA$SHOWN AOP (FOR USE WITH TABLE I) ITIwIETw e � iE aH FLACEa Ewu�A- MOTIc1THII VERTICAL Aan R OrFoWe .E LOAD WOE SHOWN ENINGS AND HEADER CONSTRUCTION THIq m AGe1Ve0 eY PLACINO THE HORIZONTAL REaAR W THE oUT1R000gy AND CENTER RKwIa OF The 49W CHAIRS ALTEAHATINo EVERY COVAse.THEN RACING THE VERTICAL 141AAA DOWN W DOWUN TAW. W h111 WALL Ie AtloVh;gRADe,THE R1aM SK4LL aE HALED Aa SNOWW W DIAoA,W$ SINCE WIND LOAD$CREATE BOTH POSITIVE AND NEOATIVJ PRISSURIE ON THE WALL. THE AEBAR$SHALL Of KEPT AS CLOSE TO THE CENTER A4 PO$&KL TNI$a ACNEVED BY PLACINO THE HOW20NTAL MARS W THE OUTERYDBT RIO13ES OF THE REDM CHNRs ALTERNATWO EVERY COVABC THEN PLACING THE VEAMAL nEaAA GOWN IN selwepr n+IY (FIGURE el 1-4 9-614wMat tOM•Mm1,6" onop a wu ra uuAOAner P"w"ttlr.TweT•AMR tIrYWCM woo*A CWA/4uCnw taOYn�w no RNAOtI d r•tAtA�oII a IMtlhta CONSULTING ENGINEERS, CORP. PROJECT ENG-MA JOB NO MA07025 ciENGINEERING CONSULTANTS(703)481-2100 SUBJECT SHEET NO DESIGNED BY MHJ DATE 05/30/07 CHECKED BY RAJ/ANDY DATE 05/30/07 PROJECT : DESIGN OF ICF BASEMENT WALL FOR ADDRESS: 59 GOSNOLD STREET, HYANNIS, MA SUBDIVISION : HOUSE MODEL : PVZN OF Mqs g MAHARAJ K G a JALLA n c� CIVIL -'y N 39206 CLIENT: LABARGE DESIGN BUILD Consulting Engineers, Corp. Project : ICF Basement Wall Designed by :MHJ Date: 05/30/2007 For Labarge Residence Checked by :RAJ/ANDY Date: 05/30/2607 Introduction 1. Scope of work : The project includes 1) Design of ICF Basement Wall. 2. Materials 2.1 Concrete Structural concrete shall be designed in accordance with the `Building Code requirements for reinforced concrete (ACI 318-99). The minimum ultimate compressive strength of concrete has been taken 3000 psi for design of Basement walls. 2.2 Steel The reinforcement of ASTM A615 Grade 60 shall be used in the basement walls. 3. Criteria and Approach ICF Basement Wall: The ICF basement wall has been checked for 60 pcf equivalent fluid weight&height is 9'-0" The given height of backfill is 7'-0"max. } I I Page 1 of 3 Consulting Engineers, Corp. Project : ICF Basement Wall Designed by :MHJ Date: 05/30/2007 For Labarge Residence Checked by :RARANDY Date: 05/30/2007 DESIGN OF ICF WALL 6" Thk.Core Wall Height of Wall = 8'-0" ft Core thickness of Wall = 6" Backfill height = 6'-0" ft max. Equivalent Fluid Pressure= 60 pcf Gravity Load on Wall: w = Nominal load from Roof Framing (16/12 x 47) 96 plf Provide 6"thk Core ICF wall w/#4 Vert.Rebar @ 9 5/8"O.C.  Horz. Rebar @ 12" o.c. Refer Calculation attached. Calculation for Lap Splice(Typ.) Lap splice= 30 d or minimum 12" (ACI 318- 89 Section 12.16.1) =30 x 0.50 = 15 inch. Lap splice=40 d (AMVIC manual) 40 x 0.50 =20 inch. So provide 20"where it occurs. I Page 2 of 3 Consulting Engineers, Corp. Project : ICF Basement Wall Designed by :MHJ Date: 05/30/2007 For Labarge Residence Checked by :RARANDY Date: 05/30/2007 Basewall ICF Analysis and Design of Basement Wall Windows Version 1.0.0.1 : 2004 Consulting Engineers, Corp. (703) 481-2100 *********************************************************************** PROJECT DATA Client Labarge Design Build Location Title Basement wall with ICF Units Date 5/30/2007 BASEWALL DATA Axial load from superstructure = 500 plf Basewall height = 8 ' Backfill height = 6' Form type 6" Form Overall thickness of form unit = 9.25 in. Form depth = 16 in. Eqv. cell thickness (normal to wall) = 5 in. Eqv. cell width (parallel to wall) = 6.25 in. Cell spacing = 12 in. Rebars in vertical cells = #4 @ 9 5/8 in. Rebars in horizontal bond beams = #4 @ 12 in. MATERIAL DATA Eqv. fluid weight of backfill soil = 60 pcf Compressive strength of concrete(f,c) = 3 ksi Yield strength of rebar steel = 60 ksi FOOTING DATA Width of footing = 20 in. Thickness of footing = 10 in. Rebars in footing = 2 nos. - #4 Bond rebars (wall to footing) _ #4 @ 12 in. FRAMING CONNECTION DATA Framing connection at Ist floor level Rim joist connection Anchor bolt spacing = 12 in. Machine bolt spacing 12 in. DESIGN OUTPUT Factored bending moment (Mu) = 1836 ft-lbs Design flexural strength (omn) = 1882.4 ft-lbs (O.K. ) Factored axial load (Pu) = 500 lbs Design axial load (oPn) = 48384 plf (O.K. ) Combined flexural and axial compression = 0.9857 (O.K. ) ********End Of File******** Page 3 of 3 05/:30/2007 15: 12 5084326792 LABARGE ENGINEERING PAGE 01 H• .. ua J�iu n�,!w1I. cl 64 X g 9 j ! I I C II \ ) 1 I 1 D I ! ! x I � I o Kx ................ i - V a POiNDATION PLAN 0 w � CON$ULTW� ENOINEBP$ CORP. R O nor rD. 59 cO9wOLD enrLn.M'MINi9.Mn ,wm suo6iwiww WTT mg cut. tnmAwa[oe$iow BukD 4*Attpw vw voila 3w M YI•.Im z'� oozetarsvt aav �easo Lo as cow x 5 L q Fe. < k y� t Y � _ i a x S _ ..le�f1�{{ifU�UYCYi G.rrb}e1r V �. / VI �r �.,:�•—• � 'S` `,�"' A„ � ��' --`—a yam"` ,�... r^ few—,• s .� v s .� j I i Transmittal Cover Sheet ` 4.. i rwc jr 11T 1 hu c(;onwlrntt-ion of ha En lan x i' TO: Town of Barnstable From: Apcon, Inc. Att: Mr. Paul Roma Michael A.Santos 200 Main St. 4830 RT B � < MR Hyannis, AAA. 02601 AACtcut;MA. 02635 a p .n lu rs aw )f m a Fri � Acknow edgerr eat requlrec� ,a ...� w 'F9 a U£ X rl M i ed' a andA®1 l- ,ect a -I �� � m�»s P Prect: 59 Gosnold St Hyan4Is, Ma,,, Project# u ' , 'yI! Remarks R . . P ase fins spec Ef-caVdhWrequested on the SIP panelsgand Reddi Forms foundation system Please feel free to call with any questrons��^,� ik ARNE 4f Signe ,� Date: 5/22/07 Michael Santos Apcon.Inc. 4830 Rt.28 Cotuit, MA. 02635 Phone 508-420-9200 Fax 508-420-9201 Building technology serving commercial and residential builders since tg9o' 1 � 1 A- 1-00 1000 i i r� Construction Guidelines & Compatible Products . . _ . . :III I i I I IF . . Visit our web site for current projects and news www.ReddiForm.com Construction Guidelines AIICHITECTURAL SPECIFICATIONS MANUFACTURER: Reddi Form Incorporated, 10 Park Place,Suite 5B,Butler,NJ 07405 Phone: (973) 283-0055,(800) 334-4303 Fax: (973) 283-9505 SECTION 03100 STAY-IN-PLACE INSULATED CONCRETE FORMING SYSTEM PART 1 --- GENERAL Reddi Form refers to one component of an entire wall construction system. 1.01 SECTION INCLUDES A. Reddi Form insulated wall forms for concrete. B. Reinforcing. C. Concrete. 1.02 RELATED SECTIONS A. Section 03200: Concrete Reinforcement. B. Section 03250: Concrete Accessories. C. Section 03300: Cast-In Place Concrete. D. Section 03370: Concrete Curing. E. Section 06050: Fasteners and Adhesives. F. Section 06100: Rough Carpentry. G. Section 07100: Waterproofing. H. Section 07200: Insulation. I. Section 07240: EIFS. J. Section 07480: Exterior Wall Assemblies. 1.03 REFERENCES A. ASTM C-236 — Steady State Thermal Transmission by means of a"Hot Box." B. ASTM E-84 — Flame Spread and Smoke Developed. C. ASTM C-203 — Flexure Strength. D. ASTM C-273 — Sheer Strength. E. ASTM D-1621 — Compressive Strength. E ASTM C-303 — Density. G. ASTM C-272 — Water Absorption. H. ASTM E-96 — Water Vapor Permeability. I. ASTM E-336 — Measurement of Airborne sound insulation in buildings. Reddi Form, Inc. 60 Construction Guidelines 1.04 SYSTEM DESCRIPTION A. FORMS Reddi Form stay in place insulated forms come in two sizes 1) A 6"core with 5 vertical cores. Outside dimensions are 9 5/8"x 48"L x 12" H. 2) A 8"core with 4 vertical cores: outside dimensions are12"W x 48"L x 12"H Each size comes in four basic shapes; a Standard form, a Corner form, a Closed End form,and a Pilaster form. All forms are reversible side to side and top to bot- tom.and interlock without regard to direction,therefore,the corner form can be used for right or left hand corners. The corner form becomes a tee form by cutting a core depression into the closed side of the form. The design of the interlocking teeth assures that the vertical cores align whether running in a straight line or at ninety degree angles. Lines on the forms between cores indicate cutting locations. B. REINFORCEMENT Refer to the structural chart in the details section of the "Construction Guidelines"for the proper amount and placement of reinforcing rods. An engineer who is familiar with conditions local to the construction project shall check any design to assure its adequacy. The horizontal rode can be placed on the connection webs of the form; and is to use the Reddi Form Rebar Chairs. The design of the chair gives maximum structural efficiency to the Reddi Form wall. C. CONCRETE For standard applications we suggest using a minimum 3,000 lb. pea gravel pump mix,poured at a slump of 4"to 6". Concrete of higher strength may also be used if desired or if specified by an engineer for a particular project. The concrete can be poured from a truck, by hand, or by bucket,but a concrete pump utilizing a 2" to 2 1/2"hose is much easier and recommended. It is a requirement to use a maximum gravel size of less than 1/2". When pouring, use accepted practices to avoid undue stress of the forms. 1.05 SUBMITTALS A. Submit shop drawings and product data under provisions of Section [01300.1 [01340.1 B. Submit most recent version of manufactures text titled "Construction Guidelines": which contains specific installation instructions, and other important information needed for construction. 61 Reddi Form, Inc. Construction Guidelines 1.06 DELIVERY, STORAGE,AND HANDLING Reddi Form is manufactured out of 100% expanded polystyrene (EPS). EPS has good resistance to acids, bases, salts and alcohol-based products, and poor resistance to fuel oils, solvents, keytones, esters and oil based chemicals. Where insects are a problem, protect Reddi Form with HDPE film. A. Deliver to job site in original manufactures wrapping clearly marked to identify contents. B. When stored outdoors for extended periods protect product from direct sunlight. PART 2 PRODUCTS 2.01 --- MANUFACTURER A. Reddi Form Incorporated, 10 Park Place,Suite 5B,Butler,NJ 07405 2.02 MATERIALS A. Reddi Form is manufactured using 100% Modified Expanded Polystyrene from one of the following manufacturers: NOVA Chemicals, BASF, or, Huntsman Chemical. All of the raw materials used shall meet or exceed the following guidelines: Property Test Result Maximum Thickness 3.6 inches Density 1.8 pcf Color White Maximum Recommended use Temperature 165 degrees F R-value ASTM C-236 20 Flame Spread ASTM E-84 <25 Smoke Developed ASTM E-84 <450 Tensile Strength MIL-P-19644 50 psi minimum Water Absorption % by Volume ASTM C-272 <2% Water Vapor Permeability (Perm-In) ASTM E-96 2.0-5.0 Sound ASTM E-336 52 STC I Reddi Form, Inc. 62 Construction Guidelines B. For a complete list of accepted compatible materials refer to the manufacturer's Construction Guidelines." Any material may be used with Reddi Form upon obtaining notice of compatibility from the Manufacturer. 2.03 SOURCE QUALITY CONTROL A. Test Reddi Form at the time of manufacture in accordance with ETL Laboratories "Report and Procedural Guide for complying with ETL classification in-plant labeling,and follow-up requirements for leave-in-place formwork for concrete"Report No. 513149. ETL Laboratories, Inc., Industrial Park, Cortland,New York 13045 PART 3 EXECUTION 3.01 INSTALLATION A. The installation procedures are too expensive to list in this section,refer to the manufacturer's"Construction Guidelines": for all installation procedures. For additional or added installation information the manufacturer can be contacted directly for consultation as to the uses of its products. 63 Reddi Form, Inc. f Construction Guidelines ReMi Form Length Conversion Chart for 6" core LENGTH LENGTH # CORES LENGTH METERS # CORES LENGTH METERS 1 0'-9.6" .244 36 28'-9.6" 8.778 2 1'-7.2" .488 37 29'-7.2" 9.022 3 2'-4.8" .732 38 30'-4.8" 9.266 4 3'-2.4" .975 39 31'-2.4" 9.510 5 4'-0" 1.219 40 32'-0" 9.754 6 4'-9.6" 1.463 41 32'-9.6" 9.997 7 5'-7.2" 1.707 42 33'-7.2" 10.241 8 6'-4.8" 1.951 43 34'-4.8" 10.485 9 7'-2.4" 2.195 44 35'-2.4" 10.729 10 89-0" 2.438 45 36'-0" 10.973 11 8'-9.6" 2.682 46 36'-9.6" 11.217 12 9'-7.2" 2.926 47 37'-7.2" 11.460 13 10'-4.8" 3.170 48 38'-4.8" 11.704 14 11'-2.4" 3.414 49 39'-2.4" 11.948 15 12'-0" 3.658 50 40'-0" 12.192 16 12'-9.6" 3.901 51 40'-9.6" 12.436 17 13'-7.2" 4.145 52 41'-7.2" 12.680 18 14'-4.8" 4.389 53 42'-4.8" 12.924 19 15'-2.4" 4.633 54 43'-2.4" 13.167 20 16'-0" 4.877 55 44'-0" 13.411 21 16'-9.6" 5.121 56 44'-9.6" 13.655 22 17'-7.2" 5.364 57 45'-7.2" 13.899 23 18'-4.8" 5.608 58 46'-4.8" 14.143 24 19'-2.4" 5.852 59 47'-2.4" 14.387 25 2W45 6.096 60 48'-0' 14.630 26 20'-9.6" 6.340 61 48'-9.6" 14.874 27 21'-7.2" 6.584 62 49'-7.2" 15.118 28 22'-4.8" 6.828 63 50'-4.8" 15.362 29 23'-2.4" 7.071 64 51'-2.4" 15.606 30 24'-0" 7.315 65 52'-0" 15.850 31 24'-9.6" 7.559 66 52'-9.6" 16.093 32 25'-7.2" 7.803 67 53'-7.2" 16.337 33 26'-4.8" 8.047 68 54'-4.8" 16.581 34 27'-2.4" 8.291 69 55'-2.4" 16.825 35 28'-0" 8.534 70 56'-0" 17.069 If this chart is used to locate centers of cells for rebar, remember to start first bar a 4,8"and 9.6"thereafter. Bold characters define multiples of uncut forms. Maximum tolerance of this chart is± 1/4". One form = 9 5/8"Wide X 12"Tall X 48"Long = .244 M.Wide X .305 M.Tall X 1.22 M. Long. Reddi Form, Inc. 64 Construction Guidelines MINIMUM VERTICAL WALL REINFORCEMENT FOR 6-INCH AND 8-INCH CORES REDDI-FORM BASEMENT WALLS 1,2,3,4,s,6 Minimum Vertical Reinforcement Max. Maximum Maximum Maximum Maximum Wall Unbalanced Equivalent Equivalent Equivalent Fluid Height Backffil Fluid Density 45 pcf Density Height' 30 pcf 60 pcf (feet) (feet) Minimum Wall Thickness(inches) 6 8 6 8 6 8 #4 @ 48" N/R #3 @ 9-1/2"; N/R #3 @ 9-1/2; N/R 4 #4 @ 19"; #4 @ 9-1/2" #5 @ 28-3/4" #5 @ 19" #3 @ 9"; N/R #3 @ 12"; #4 @ 24"; #4 @ 9-1/2"; #4 @ 12'; 5 #4 @ 19"; #4 @ 12" #5 @ 36" #5 @ 9-1/2" #5 @ 24" 8 #5 @ 19" 6 #4 @ 9-1/2"; #4 @ 24"; #4 @ 9-1/2"; #4 @ 12"; #4 @ 9-1/2"; #4 @ 12"; #5 @ 9-1/2" #5 @ 36" #5 @ 9-1/2" #5 @ 24" #5 @ 9-1/2" #5 @ 12" #4 @ 9-1/2'; #4 @ 12" #4 @ 9-1/2"; #4 @ 12"; #4 @ 9-1/2"; #5 @ 12"; 7 #5 @ 9-1/2"; #5 @ 12"; #5 @ 9-1/2" #5 @ 12" #5 @ 9-1/2" #6 @ 12" #6 @24" # @ 8" N R #3 @ 9-1 2": N/R #3 @ 9-1 2"; N/R 4 #4 @ 19": #4 @ 9-1/2"; #5 @ 28-3/4" #5 @ 9-1/2" #3.@ 9-1/2"; N/R #4 @ 9-1/2"; #4 @ 12"; #4 @ 9-1/2"; #4 @ 12' 9 5 #4 @ 9-1/2" #5 @ 9-1/2" #5 @ 24" #5 @ 9-1/2" #5 @ 24" #5 @ 19" 6 #4 @ 9-1/2'; #4 @ 24'; #4 @ 9-1/2" #4 @ 12"; #4 @ 9-1/2" #4 @ 12"; #5 @ 9-1/2" #5 @ 24" #5 @ 12" #5 @ 12" 7 #4 @ 9-1/2"; #4 @ 12"; #4 @ 9-1/2"; #5 @ 12"; #4 P 9-1/2"; #5 @ 12"; or#5 a 9-1/2" #5 @ 24" or#5 @ 9-1/2" #6 @ 12" or#5 @ 9-1/2" #6 @ 12" 8 #4 @ 9-1/2"; #4 @ 12"; #4 a 9-1/2"; #5 @ 12'; #4 @ 9-1/2"; Design or#5 @ 9-1/2" #5 @ 12" or#5 @ 9-1/2" #6 @ 12" or#5 @ 9-1/2" Re uired #4 @ 8" N/R #3 @ 9-1 2"; # @ 2 " #3 @ 9-1 2"; #3 @ 12' 4 #4 @ 9-1/2"; #5 @ 24"; #4 @ 9-1/2' #4 @ 12"; #5 @ 19" • #6 @ 36" #5 @ 24" #3 @ 9-1/2'; #4 @ 9-1/2"; #3 @ 12'; #4 @ 9-1/2" #4 @ 12"; 5 #4 @ 9-1/2" #5 @ 9-1/2" #4 @ 24"; #5 @ 24" #5 @ 24"; 10 #6 @ 36" 6 #4 @ 9-1/2"; #4 @ 12"; #5 @ 9-1/2" #4 @ 12"; #5 @ 9-1/2" #5 @ 12"; #5 @ 9-1/2" #5 @ 24" #5 @ 12" #6 @ 12" 7 #4 @ 9-1/2"; #4 @ 12"; #5 @ 9-1/2" #5 @ 12"; #5 @ 9-1/2" #6 @ 12" #5 @ 9-1/2" #5 @12" #6 @ 12" 8 #4 @ 9-1/2" #4 @ 12"; #5 @ 9-1/2" #6 @ 12" #5 @ 9-1/2" Design #5 @ 9-1/2" #5 @ 12" I:equired For SI: 1 foot=0.3048m; 1 inch=25.4mm; 1pcf=16.0179 kg/m' 'Table values are based on reinforcing bars with a minimum yield strength of 40,000 psi(276 MPa)and concrete with a minimum specified compressive strength of 2,500 psi(1.7.2 MPa). 'Spacing of mbar shall be permitted to be increased by 12 inches(305 mm)when reinforcing steel with a minimum yield strength of 60,000 psi(414 MPa)is used Reinforcement,when required,shall not be less than one#4 bar at 48 inches(1.2 m)on center. 3N/R indicates no reinforcement is required. 'Deflection criterion is L/240,where L in the height of the basement wall in inches. `Interpolation shall not be permitted. 'Walls shall be laterally supported at the top before backfilling. 65 Reddi Form, Inc. Construction Guidelines MINIMUM VERTICAL WALL REINFORCEMENT 6-INCH AND 8-INCH CORES FOR REDDI-FORM ABOVE-GRADE WALLS 1,2,3 Minimum Vertical Reinforcement Design Maximum Wind Wall Supporting Roof or Non- Supporting Light- Supporting ICF Second Pressure Height Load Bearing Wall Frame Second Story Story and Light-Frame (Table 4.11 Per Story and Roof Roof (psf) (feet) Minimum Wall Thickness(inches) 6 8 6 8 6 8 8 #4 @ 48 #4 @ 48 #4 @ 48 #4 @ 48 #4 @ 48 #4 @ 48 20 9 #4 @ 48 #4 @ 48 #4 @ 48 #4 @ 48 #4 @ 48 #4 @ 48 10 #4 @ 48 #4 @ 4.8 #4 @ 48 #4 @ 48 #4 @ 48 #4 @ 48 8 #4 @ 48 #4 @ 48 #4 @ 48 #4 @ 48 #4 @ 48 #4 @ 48 30 9 #4 @ 48 #4 @ 48 #4 @ 48 #4 @ 48 #4 @ 48 #4 @ 48 10 #4 @ 28-3/4• #4 @ 48 #4 @ 28-3/4• #4 @ 48 1 #4 @ 28-3/4• #4 @ 48 #5 @ 48 #5 @ 48 #5 @ 48 8 #4 @ 28-3/4; #4 @ 48 #4 @ 48 #4 @ 48 #4 @ 48 #4 @ 48 #5 @ 48 40 9 #4 @ 28-3/4• #4 @ 48 #4 @ 28-3/4• #4 @ 48 #4 @ 28-3/4• #4 @ 48 #5 @ 48 #5 @ 48 #5 @ 48 10 #4 @ 19-1/4; #4 @ 36; #4 @ 19-1/4; #4 @ 48 #4 @ 19-1/4; #4 @ 48 #5 @ 28-3/4 #5 @ 48 #5 @ 28-3/4 #5 @ 28-3/4 8 #4 @ 28-3/4; #4 @ 48 #4 @ 28-3/4• #4 @ 48 #4 @ 28-3/4• #4 @ 48 #5 @ 48 #5 @ 48 #5 @ 48 50 9 #4 @ 19-1/4., #4 @ 36• #4 @ 19-1/4• #4 @ 48 #4 @ 19-1/4• #4 @ 48 #5 @ 28-3/4 #5 @ 48 #5 @ 28-3/4 #5 @ 48 10 Design #4 @ 36: Design #4 @ 36• Design #4 @ 36• Required #5 @ 48 Required 1 #5 @ 48 Required #5 @ 48 8 #4 @ 19-1/4; #4 @ 48 #4 @ 19-1/4; #4 @ 48 #4 @ 19-1/4• #4 @ 48 #5 @ 28-3/4 #5 @ 28-3/4 #5 @ 48 60 9 #4 @ 19-1/4; #4 @ 36; Design #4 @ 36• Design #4 @ 36• #5 @ 28-3/4 #5 @ 48 Required #5 @ 48 Required #5 @ 48 10 Design #4 @ 24: Design #4 @ 24• Design #4 @ 24• Required #5 @ 36 Required #5 @ 36 Required #5 @ 48 8 #4 @ 19-1/4; #4 @ 36; #4 @ 19-1/4; #4 @ 36; #4 @ 19-i/4; #4 @ 38 #5 @ 28-3/4 #5 @ 48 #5 @ 28-3/4 #5 @ 48 #5 @ 28-3/4 70 9 Design #4 @ 24: Design #4 @ 24• Design #4 @ 24• Required #5 @ 36 Required #5 @ 48 Required #5 @ 48 10 Design #4 @ 12: Design #4 @ 24• Design #4 @ 24• Required #5 @ 36 Required #5 @ 36 Required #5 @ .36 8 #4 @ 9-5/8• #4 @ 24; #4 @ 9-5/8• #4 @ 24• #4 @ 9-5/8; #4 @ 3 • #5 @ 19-1/4 #5 @ 48 #5 @ 19-1/4 #5 @ 48 #5 @ 19-1/4 #5 @ 48 80 9 Design #4 @ 24: Design #4 @ 24 Design #4 @ 24• Required #5 @ 36 Required #5 @ 36 Required #5 @ 36 10 Design #4 @ 12: Design #4 @ 12• Design #4 @ 12• Required #5 @ 24 Required #5 @ 24 Required #5 @ 24 For SI:1 foot = 0.3048 m; 1 inch = 25.4 mm;1 mph = km/hr This table is based on reinforcing bars with a minimum yield strength of 40,000 psi(276 MPa)and concrete with a minimum specified com- pressive strength of 2.500 psi(17.2 ION). Deflection criterion is 1.1240,where L is the height of the wall story in inches. 3Interpolation shall not be permitted. Reinforcement spacing shall be permitted to be increased by 12 inches(305 nun)when reinforcing steel with a minimum yield strength of 60,000 psi(414 MPa)is used or#4 reinforcing bars shall be permitted to be substituted for#5 bars when reinforcing steel with a minimum yield strength of 60,000 psi(414 MPa)is used with the same spacing. Reinforcement shall not be less than one#4 bar at 48 inches(1.2 m)on center. Reddi Form, Inc. 66 Construction Guidelines DESIGN WIND PRESSURE FOR USE WITH MINIMUM VERTICAL WALL REINFORCEMENT TABLES FOR ABOVE GRADE WALLS ' Wind Design Wind Pressure(psf) Speed Enclosed; Partiall Enclosed2 Exposure3 Ex osure3 (mph) B C D B C D 85 18 24 29 23 31 37 90 20 27 32 25 35 41 100 24 34 39 31 43 51 110 29 41 48 38 52 61 120 35 48 57 45 62 73 130 41 140 47 65 77 61 84' 99-- 150 .54 75 88' 70 96' 114' For SIA psf= 0.0479kN/m2; lmph = 1.6093 km/hr This table is based on ASCE 7-98 components and cladding wind pressures using a mean roof height of 35 ft(10.7 m) and a tributary area of 10 ft2 (0.9 m2). Enclosure Classifications: Used for the purpose of determining internal wind pressure. Buildings are classified as P p g P g Partially enclosed or enclosed as defined in ASCE 7 [4]. Exposure Categories: Reflects the effect of the ground surface roughness on wind loads in accordance with ASCE 7 [4]. Exposure Category B includes urban and suburban areas, or other terrain with numerous closely spaced obstructions having the size of single-family dwellings or larger. Exposure Category C includes open terrain with scattered obstructions having heights generally less than 30 ft (9.1 m) and shorelines in hurricane prone regions. Exposure D includes open exposure to large bodies of water in non-hurricane-prone regions. For wind pressures greater than 80 psf(3.8 kN/m2), design is required in accordance with accepted practice and approved manufacturer guidelines. MINIMUM VERTICAL WALL REINFORCEMENT FOR REDDI-FORM CRAWLSPACE WALLS 1,2,3,4,5, MINIMUM VERTICAL REINFORCEMENT WALL MAXIMUM MAXIMUM MAXIMUM TmcKNESS EQUIVALENT EQUIVALENT EQUIVALENT FLUID (inches) FLUID DENSITY FLUID DENSITY DENSITY 30 Pcf 45 Pcf 60 pcf 6 #3 @ 19-1/4" #3 @ 19-1/4" # 3 @ 9-5/8"; #4 @ 48" #4 @ 48" #4 @ 24 #5 @ 36" 8 N/R N/R N/R For SI: 1 foot = 0.3048 m; 1 inch = 25.4 mm; 1 pcf= 16.0179 kg/m3 Table values are based on reinforcing bars with a minimum yield strength of 40,000 psi (276 MPa)and concrete with a min- imum specified compressive strength of 2,500 psi (17.2 MPa). LN/R indicates no vertical wall reinforcement is required. 'Spacing of rebar shall be permitted to be multiplied by 1.5 when reinforcing steel with a minimum yield straight of 60,000 Psi (414 MPa) is used. Reinforcement, when required, shall not be less than one#4 bar at 48 inches (1.2 m) on center. Applicable only to crawlspace walls 5 feet (1.5 m) or less in height with a maximum unbalanced backfill height of 4 feet (1.2m). `Interpolation shall not be permitted. Walls shall be laterally supported at the top before backfilling. 'Applicable only to one-story construction with floor hearing on top of crawlspace wall. 67 Reddi Form, Inc. Construction Guidelines Minimum Horizontal Wall Reinforcement Reddi-Form 6" and 8" core Maximum Reddi-Form Height of Location of Horizontal Reinforcement wall type wall story One No.4 bar within 12 inches (305 mm) of the top 8 (2.4) of the wall story and one No. 4 bar near mid-height of the wall story, Reddi-Form One No.4 bar within 12 inches (305 mm) of the top T and 9 (2.7) of the wall story and one No. 4 bar near third points 8" Core in the wall story, One No. 4 bar within 12 inches (305mm) of the top 10 (3.0) of the wall story and on No. 4 bar near third points in the wall story. ASTM Standard Reinforcement Bars Bar Size Pounds Diameter Cross Sec. Perimeter Designation Per Foot Inches Area Sq.. In. Inches #3 .376 .375 .11 1.178 #4 .668 .500 .20 1.571 #5 1.043 .625 .31 1.963 #6 1.502 .750 .44 2.356 #7 2.044 .875 .60 2.749 #8 2.670 1.000 .79 3.142 Reddi Form, Inc. 68 Constructiolx GuideUiies Maximum Allowance Clear Spans for Reddi-Form Lintels in Load-Bearing Walls 1,2,3,4,5,G,7,8 (No. 4 Bottom Bar Size) Maximum Clear Span(feet-inches) Minimum Minimum Lintel Lintel Supporting Supporting Supporting ICF Thickness,r Depth, D Light-Frame Roof Light-Frame Second Second Story And (inches) (inches) Only Story And Roof Light-Frame Roof° Maximum Ground Snow Load(psf) 30 1 70 1 30 1 70 1 30 70 6 12 3 7 1 2 10 2 5 1 2-0 1 2 0 D/R 24 910jj S1 :76 6; 6 ` �„ ��: 'e Maximum Allowance Clear Spans for Reddi-Form Lintels in Load-Bearing Walls 1,2,3,4,5,6,7,8 (No. 5 Bottom Bar Size) Maximum Clear Span (feet-inches) Minimum Minimum Lintel Lintel Supporting Supporting Supporting ICF Thickness,r Depth, D Light-Frame Roof Light-Frame Second Second Story And (inches) (inches) Only Story And Roof Light-Frame Roof Maximum Ground Snow Load(pst) 30 70 1 30 70 30 70 12 37 1 210 1 25 110 1 20 D/R 24 l2 2 1® 0 9 � For ST: 1 foot=25.4mm; 1psf=0.0479 kN/m'; 1 foot=0.3 m 'Table values are based on concrete with a minimum specified compressive strength of 2,500 psi(17.2 MPa),reinforcing steel with a minimum yield strength of 40,000 psi(276 MPa),and a building width(floor and roof clear span)of 32 feet(9.8m):D/R indicates design required. 'Stirups are not required for 12 in(304.8 mm)deep screen grid lintels.Stirups shall be required at a maximum spacing of 12 inches(304.8 min) on center for 24 in(609.6 min)deep screen-grid lintels. 'Deflection criterion is L/240,where L is the clear span of the lintel in inches. Linear interpolation is permitted between ground snow loads and between lintel depths. Spans located in shaded cells shall be permitted to be multipliedby 1.2 when reinforcing steel with a minimum yield strength of 60,000 psi (414 MPa)is used. fi Spans shall be permitted to be multiplied by 1:05 for a building width(floor and roof clear span)of 28 feet(8.5 m). Spans shall be permitted to be multiplied by 1.10 for a building width(floor and roof clear span)of 24 feet(7.3 m). "Lintel thickness corresponds to the nominal screen-grid ICF wall thickness. For actual wall thickness,refer to section 2.0. .Supported ICF Wall dead load is 53 psf(I5kPa). "'Flat ICF lintels may be used in lieu of screen-grid lintels. (b)Double Form Height (a)Single Form,Height 1.5 n. Minimum No.3 Stirrup Min. r -as Required 1.5 in.Min. 2.5 in.Max. 2.5 in.Max. Horizontal Concrete Core(Hidden) �• Horizontal Concrete No.4 liar Lintel Core(Hidden) Reinforcement i No.4 Bar Lintel Reinforcement D d Insulating Form Vertical Concrete Core Vertical Concrete Core Insulating Form j• 1.5 in.Min. 1.5 in.Min. 2.5 in.Max. Horizontal Lintel , Reinforcement as Required 5 in.Max. Horizon al Lintel q Reinforcement as Required 69 " Reddi Form, Inc. • s Construction Guidelines Maximum Allowance Clear Spans for Flat Lintels/Design Without Stirrups in Load-Bearing Walls 1,2,3,4,5,6,7 (No. 4 or No.5 Bottom Bar Size) Maximum Clear Span(feet-inches) Minimum Minimum Lintel Lintel Supporting Supporting Supporting ICF Thickness,r Depth, D Light-Frame Roof Light-Frame Second Second Story And (inches) (inches) Only Story And Roof Light-Frame Roofr° Maximum Ground Snow Load(psf) 30 70 30 70 30 70 12 fi47 3-11 3-10 3-7 ...., .� . 6 24 9-8 7-11 7-4 T_1 8 12 xn59, ` ,>F...... ..... 0 3=1C 37 :>y 24 1 9-6 7-11 7-4 � �-6 6-7 6-0 'Spans located in shaded cells shall be permitted to be multiplied by 1.05 when concrete with a minimum compressive strength of 3,000 psi (20.7 MPa)is used or by 1.1 when concrete with a minimum compressive strength of 4,000 psi(27.6 MPa)is used. `Supported ICF wall dead load varies based on wall thickness using 150 psf(2403kg/m3)concrete density. Maximum Allowance Clear Spans for Flat Lintels/Design With Stirrups in Load-Bearing Walls 1,2,3,4,5,6,7 (No. 4 Bottom Bar Size) Maximum Clear Span(feet-inches) Minimum Minimum Lintel Lintel Supporting Supporting Supporting ICF Thickness,r Depth, D Light-Frame Roof Light-Frame Second Second Story And (inches) (inches) Only Story And Roof Light-Frame Roof10 Maximum Ground Snow Load(psf) 30 70 30 70 30 70 771 6 24 ( � 12 7 5 5 :<5 Q� 1 �� u 24 :: ng "a w,,,.,, N 7 4 �,& ITable values are based on concrete with a minimum specified compressive strength of 2,500 psi(17.2 MPa),reinforcing steel with a minimum yield strength of 40,000 psi(276 MPa),and a building width(floor and roof clear span)of 32 feet(9.8m). 2Deflection criterion is U240,where L is the clear span of the lintel in inches. 3Linear interpolation is permitted between ground snow loads and between lintel depths. 4Lintel depth,D,is permitted to include the available height of ICF wall Iocated directly above the lintel,provided that the increased lintel depth spans entire Length of the lintel. SSpans located in shaded cells shall be permitted to be multiplied by 1.2 when reinforcing steel with a minimum yield strength of 60,000 psi (4 14 MPa)is used. 6Spans shall be permitted to be multiplied by 1.05 for a building width(floor and roof clear span)of 28 feet(8.5 m). 7Spans shall be permitted to be multiplied by 1.1 for a building width(floor and roof clear span)of 24 feet or less(7.3 m). 8Supported ICF wail dead load is 69 psf(33 kPa) T T 1-1/2"(38 mm)Minimum 2.1/2"(64 mm)Maximum No.4 Bar Lintel Reinforcement Minimum No.3 Stirrup as Required D d Insulating Form I-I/2"(38 mm)Minimum 2-1/2"(64 nim)Maximum Horizontal Lintel Reinforcement as Required Reddi Form, Inc. 70 Construction Guidelines Maximum 21/2' � ,4m ICFLC o ° x ti ICFLC-W (For Wood Ledger) Typical Wood Ledger Installation with ICFLC ICFLC and ICFLC-W Installation Side View ICFLC-W (Minimum Spruce-Pine-Fir ledger ICFLC Installation Top View-Spacing ICFLC w/ICFLC-W Spacing to Replace Anchor Bolts /z'diameter bolts at 5/e"diameter bolts at ° °° ° ° 2 ' ' 12"o.c. 24"o.c.1 36"o.c 48"o.c 12'o.c. 24"o.c. 36"o.c 48"o.c. I 4' 1 4' 1 4' 1 4' 4' 4' 4' 4' MAXIMUM 48"O.C.SPACING ►I 2-5/9"diameter bolts at 3/4"diameter bolts at (See Table) 12"o.c. 24"o.c. 36"o.c 48"o.c 12"o.c. 24"o.c. 36"o.c 48"o.c. 2' 4' 4' 4' 4' 4' 4' 4' 1.Maximum capacity is 2235 lbs. Allowable load is based an a safety factor of 3 $ � 3 2.No load duration increase is allowed. 3.Use 6-D3 screws(provided). Requires 3 screws at �' } ,uY#; t5ai"yi,i0 '4 4t gt i each location. Follow Table for \°�SPAC�N 3: ' on center spacing. s �; Typical Wood Ledger Installation with ICFLC (Minimum 16 gauge steel ledger) ICFLC Spacinq to Replace Anchor Bolts Ledger '/2"diameter bolts at '/a"diameter bolts at (Gauge) 12"ox. 24"o.c. 12"o.c. 24"O.C. 16 0.060 1'-T 2'-6" 1' 2' 14(0.075) 1' 2"' 0-91, 1'-6" 1.Maximum allowable load for ICFLC is 2235 lbs. Allowable load is based an a safety factor of 3 2.No load duration increase is allowed. 3.Use three'/a°-14 x'%",#3 drill point screws(not provided). Minimum screw shear capacity is 750 lbs. 4.Minimum tensile strength(Fu)of steel ledger is 60 ksi. 71 Reddi Form, Inc. Construction Guidelines A Note on Energy Savings: Study Finds 13% Average Energy Savings With EPS Insulation Recently, the Florida Solar Energy Center in Cape Canaveral, Florida, conducted a study of a conventional stud-frame house insulated with fiberglass and cellulose and a stressed-skin, insulated-core (SSIC)panel house insulated with EPS. The results of the study showed that the house insulated with EPS had an average energy savings of 13 percent,with a predicted total seasonal energy savings between 14 and 20 percent. The study also measured the conductive thermal transmittance of the two houses. This refers to the amount of energy needed to maintain a certain temperature inside the house,taking into account the difference between the inside and the outside temperature. Although the study states that the houses were designed to have the same conductive thermal transmittance, a one-night, co-heating test showed that the SSIC house required less energy to maintain a set inside temperature. The study found that the SSIC house had approximately 30 percent less air infiltration than the stud-frame house. It also heated up and cooled down more quickly. Barring the difference in insulation,the two houses used in the study were identical except that the stud-frame house was constructed with conventional studs and a truss roof,while the other was constructed with SSIC panels for the walls and 1 second-floor ceiling. Both houses, located next to each other in Louisville, y \ Kentucky,were unoccupied during the study. A / computer simulated internal heat gains which would normally be caused by people and appliances. Researchers continuously moni- tored a weather station installed on tup of one of the houses to gauge atmospheric changes. a 9 The study,conducted as part of the United States Department of Energy's Energy-Efficient Industrialized Housing Project, also measured thermal insulation quality and pressure differential of the two houses, but found no significant differences in these areas. e Reddi Form, Inc. 72 Construction Guidelines n DEPARTMENT OF ENERGY August 19, 1992 Reddi-Form Bob Caspell Sales Representative 8828 N.E. Halsey St. Portland, OR 97220 Dear Bob: Thank you for sharing with the State of Oregon Department of Energy the test reports performed by Sparrell Engineering Research Corporation on your polystyrene/concrete wall structure. The ASTM C236 thermal resistance testing procedure used by Sparrell Engineering of Damariscotta, Maine is approved for use within the State of Oregon. The wall system submitted had a tested U-Value of.055 with an over-all R-Value of 18.27. These values are for the polystyrene/concrete wall system only. The wall system tested meets the requirements of the Oregon amendments to the CABO One and Two Family Dwelling Code for both above grade (U-.060) and below grade (U-.056) applications. Please feel free to share this information with your colleagues. If I can be of any further assistance, please don't hesitate to contact me again. Sincerely, Cindy Brown Barbara Roberts Energy Analyst-Residential Governor Policy&Planning Division 0 625 Marion Street NE Salem,OR 97310 (503)378-4040 FAX(503)373-7806 Toll-Free 1-800-221-8035 73 Reddi Form, Inc. Construction Guidelines " •, U.S.Department of Housing and Urban Development Washington,D.C.20410-8000 ��IIIIIII�� OFFICE OF THE ASSISTANT SECRETARY FOR HOUSING-FEDERAL HOUSING COMMISSIONER Mr. Henry J. Guarriello, Jr. President Reddi Form Incorporated 250 Canal Road Fairless Hills, PA 19030 Dear Mr. Guarriello: Thank you for your letter of May 19, 1992, concerning the Department of Housing and Urban Development's (HUD) acceptance of your Reddi Form Wall System for one and two-story dwellings. The stay in-place forms, reinforced concrete walls can be inspected in the field and accepted by HUD Field Offices. Therefore, your system does not, warrant or require a Structural Engineering Bulletin (SEB) . The reinforced concrete walls should be analyzed and designed by a registered structural engineer and be in accordance with the HUD Minimum Property Standards MPS) , copy enclosed. You may note in the MPS the applicable construction code for a specific area is available through the HUD regional and field offices having jurisdiction. Technical assistance to HUD Field Offices to determine acceptability of individual designs may also be requested by the Field Offices from HUD Headquarters. I appreciate your interest in innovative construction and the Department's programs. If you need additional information please contact Davis White on (202) 708-1929. Sincerely, Donald R. Fairman Chief, Standards and Products Branch Manufactured Housing and Construction Standards Division Enclosure Reddi Form, Inc. 74 Construction Guidelines PAREXO November 16, 1998 Mr. Ron Ardres Reddi-Form, Inc. P.O. Box 165 Oakland, NJ 07436 Ref: EIFS Dear Mr. Ardres: Some exciting news about ICF and EIFS: Parex, a nationally recognized EIFS manu- facturer, recently conducted tests using our coatings over Reddi-Form®ICF system. We have determined that Parex IMPACT SYSTEM, a flexible polymer modified coating system, can be installed over Reddi-Form@ ICF system, in accordance to the enclosed specification. Impact System consist of Parex I-C One Base Coat installed in two coats and reinforced with Parex mesh, and of Parex 100%Acrylic Dirt Pick-up Resistant Finish. Parex Impact System provides superior puncture and impact resis- tance, yet is flexible like standard EIFS coatings. Parex Impact System is available from all Parex distributors, 100 locations throughout the US. A 5-year material warranty is available for Parex Impact System installed over Reddi-Form@ ICF. Please find enclosed our specification and literature. We believe that the combination of Parex and Reddi-Form will provide an outstanding construction system. Please contact us at 800-537-2739 to know your closest Parex distributor location. Sincerely, Gerard Migeon Product Manager Parex,Inc. P.O.Box 189,1870 Stone:MtAithonia Rd.,P.edan.GA 30074 Phone 770-482.7872 Fax 770-482.6878 w .parex.com 75 Reddi Form, Inc. Construction Guidelines SECTION 7: A PARTIAL LIST OF PRODUCTS COMPATIBLE WITH THE Reddi Form WALL SYSTEM The following list of products is included for convenience only. It in no way endorses or recommends one product over others. This is not a comprehensive list. If there are any products or companies that would enhance this list, we will add them with each successive printing. Having ones name or product on this list does not constitute individual companies' approval or warranties. Please check with the companies before using products for warranty and use information relative to application on the Reddi Form wall system. Waterproofing Systems POLYKEN Technologies (Membrane Type) 690 Canton Street Westwood,MA 02090 Chase Corp./Royston Laboratories Div. (800) 248-7659 128 First Street (Blawnox) Pittsburgh,PA 15238 PROTECTO WRAP Waterproofing (412) 828-1.500 Membranes (800) 245-3209 Protecto Wrap Company 2255 S.Delaware Street Pacific Polymers Denver,CO 80223 12271 Monarch Street (303) 777-3001 Garden Grove,CA 92641 (800) 759-9727 (71.4) 898-0025 WR Grace,Inc. PARASEAL Dual Membrane Eastern Region Sales Office Waterproofing 2133 85th Street Mameco/Paramount North Bergen,NJ 07047 4475 175th Street (201) 869-5220 Cleveland,OH 44128 (800) 862-7327 (800) 658-5500 WR Meadows,Inc. POLYGUARD Waterproofing Membranes P.O.Box 543 Polyguard Products,Inc. Elgin,IL 601.21 P.O.Box 755 (708) 683-4500 Ennis,TX 75119 (214) 875-8421 VOLCLAY (800) 541-4994 American Colloid Co. 1500 W.Shore Drive POLYKEN Technologies Arlington. Heights,IL 60004 690 Canton Street (708) 392-4600 Westwood,MA 02090 (708) 506-6195 Fax (800) 248-7659 Reddi Form, Inc. 76 Construction Guidelines Waterproofing Systems NICOLON Mirafi (Stucco Type) 3500 Parkway Lane Retro-Tek Suite 500 3865 Hoepker Road Norcross,GA 30092 Madison,WI 53704 (800) 685-9990 ext.382 (800) 225-9001 Exterior Coating Systems THORO Foundation Coating Thoro Systems Products DRYVIT Systems,Inc. 7800 N.W.38th Street One Energy Way Miami,FL 33166 P.O.Box 1014 (800) 327-1570 West Warwick,RI 02893 (401) 822-4100 Waterproofing Systems (800) 566-7752 (Spray-On Type) Grail Coat RPC,Inc.Rub-R-Wall 73 Aurora Ave 1135 West Portage Trail Ext. Ponce Inlet,FL 32127 Akron,OH 44313 877-472-4528 Tuff--N-Dri Finestone Coatings 800 Irving Wick Drive 3000 W.Beecher Drive P.O.Box 2155 Adrian,MI 49221 Heath,OH 43056 (800) 545-6555 (800) 876-5624 Parex Inc. Drainage Systems P.O.Box 189 1870 Stone Mt.-Lithonia Rd. ENKADRIAN Redan,GA 30074 Subsurface Drainage Matting 770-482-7872 Type 9010 to 10'depth, Website:www.parex.com Type 9020 to 30'depth American Enka Company Perma Crete Enka,NC 28728 501 Metroplex Drive (704) 667-7713 Suite 115 Nashville,TN 37211 GEOTECH Insulated Drainage Board/ (615) 331-9200 GEOTECH Insulated Drainage Panel (615) 834-1335 Fax Foam Products,Inc. (800) 60 PERMA 900A 77th Avenue Oakland,CA 94621 RUB-R-WALL (415) 569-9681 (800) 860-7721 California Stucco MIRADRAIN Prefabricated Drainage 85 Zabrinskie Street Structure,Styles 3000,4000,6000 & 9000 Hackensack,NJ 07601 Mirafi,Inc. (201) 342-0878 P.O.Box 240967 Charlotte,NC 28224 (800) 438-1855 Reddi Form, Inc. 77 Construction Guidelines PLASTER GLAS Stucco System Lentel Systems Barret Industries Route 3,Box 21.1B1 Powers Steel &Wire San Antonio,TX 78218 4118 E.Elmwood St. Phoenix,AZ 85040 POWERWALL Fiber Reinforced Stucco Ph.602-437-1160 System Fax.602-437-5409 Powerwall Corporation 2701 East Camelback Road,No.450 Stone and Brick Veneers Pheonix,AZ 85016 Rekto-Tek Cultured Stone 3865 Hoepker Road P.O.Box 270 Madison,WI 53704 Napa,CA 94559 (800) 225-9001 Inside CA - (800) 445-9877 This company will give a standard 5-year Outside CA- (800) 225-7462 warranty for its product used on the Reddi Form Wall system. U.S.Brick System P.O.Box 907 Silpro Owosso,MI 48867 2 New England Way (800) 447-7440 Ayer,MA 01432 (800) 343-1501. Footing Forming Drainage System STO Exterior Wall Finish and Insulation System Form-A-Drain STO Industries,Inc. Certain Teed Corp. P.O.Box 219 750 E.Swedesford Road Quality Lane Valley Forge,PA 19482 Rutland,VT 05701 (610) 341.-6950 (800) 851-5533 Tools SYNERGY Exterior Wall Finish and Insulating System For hot wire tools,air nailer— contact: Synergy Methods,Inc. Reddi Form,Inc. 1367 Elmwood Avenue (800) 334-4303 Cranston,RI 02910 Demand Products Weatherall Co.,Inc. 1055 Nine North Drive 106 Industrial Way Alpharetta,GA 30004 Charlestown,IN 47111 1-800-325-7540 (81.2) 256-3378 Fax:888-534-8383 (800) 367-7068 (812) 256-2344 Fax Wind Lock 1-877-468-5643- toll free Vinyl Technologies Inc. Email:sale@hotknife.com U Bock Web:www.hotknife.com P.O.Box 4238 Logan,Utah 84325 1-888-578-2852 Fax:435-750-6948 Email:uti@uBock.com www.uBuck.com I 78 Reddi Form, Inc. Buildln9 technal"Y service ( � Y"� ! commercial a�residenGai R � � � halidery since 1l190. 1 I 1 P.O. Box 165 10 Park Place, Suite 5B Butler,NJ 07405 1-800-334-4303 E-Mail: Ron@ReddiForm.com Web Site:www.ReddiForm.com Distributed by: 3000 PSI CONCRETE #3 VERTICAL REBAR - = 0a o0a AS REQUIRED II—III °000 oa oa 15 MINUTE THERMAL BARRIER —III—III 00 ° ° 00 REDDI—FORM BLOCK II—III oa =1�IIIIIII 0a0.000 #4 HORIZONTAL REBAR AS REQUIRED .00 =1 II _—I I o °0 0 a o %� ° asa o oo WATER PROOFING I I—I MEMBRANE OR EQUAL =IIIIIIIII O� 000 O0 0O 00 00 .III=III ILO° °0 o a FOOTING SIZE & REBAR —III—III o0 80 PER LOCAL CODE I—III ac ° '° -I I I—I 11. o 000. o EMBED PER CODE PREFORATED i M II o0 a 4" CONC. SLAB PER CODE FOUNDATION DRAIN _I III=III 0a .0a —III=1 —III 0o oa 11= I I=III-1 =1 I I o00' a D o _III—I I . o:",D � a�•o `" , ` . � ; I -i I I�I I 1=1 11=1 11=1 11=1 11=1 11=1 11=1_I 1=1 I I-1_I I-1 F� BASEMENT AND WALL FOOTING DETAIL 1„ = 1'—o" DRAWN BY: CHECKED BY: ReddiForm, Inc. SCALE: 1 I'=1'-0" DATE:6/25/96 JOB DUE TO VARIANCES IN LOCAL CODES, ALL DETAILS SHALL BE CONSTRUCTED IN ACCORDANCE NUMBER SHEET WITH LOCAL CODES REGARDLESS OF DETAIL CONSTRUCTION SHOWN IN DRAWING. REDDI—FORM REDDI—FORM 7 RESERVES THE RIGHT TO CHANGE INFORMATION SHOWN WITHOUT NOTICE. P _.-.- -... �_ .`� �.-. ..._ .-.� _-a_ � - 1 A � � � � / > 1v 1\1 aJ//I `V' `r 1 \ ' V.J . ` (� �L �, : . . � � � x. � v J k' \V 1 � C 11 V � � �� �. i r '� ��� --�. . � V � I �� 1 - -� - - �� ���� May 30 ZOO,? -_4:I-qPM.. HP LRSERJET FAX 508-420-9201 p. 1 ZINC. Fax Transmittal To: Mr.Paul Roma Fare 508-790-6230 From: Mike Santos Ewe: 5/30107 o 59 G®Snold St. Pages: 1'' k 1�r�1 l�•.i1 ® ® O ®For p4vlgw a Please Comma ®Please Fie !k } ply ®PhaseIllaWSO . 1 do MOft rdgs d.blte aIGO addOd♦Bte anchor ism as discussed.i uric i Errol ddkw the lard as arw vw am re""md martaorr -Please ist nw later inhere is WV turew need.doewnentation you ThwkB, MIM May. 30 2007 4: 19PM HP LASEl2JET FAX 508-420-9201 p. 2 TECHNICAL DATA SHEET Henru. A"uatac TM Primer 1 t1t 0iC� tS® i:rr ul3lon Primer for Solf-Adhesive Membranes WERE Pltyiricat proParides -Color Aqua Drying Time Q 50%R.H.6811F Dry Substrate -Solids by Volume 53%(approx.) ! Initial Set 30 r7inu tas -Weight 8.3 Ibs.igal(approx.) Set Through 2 hcurn -Application Temperature 25°F to 104°F -Service Temperature Minus 40°F to 150°F -Coverage Up to 5W felgal.depending on -Flammability porosity and textLn of surface. Wet Mon-Flammable -Maximum VOC 100 glL Dry Bums Descripg6on �- Aquatac"A is a polymer emulsion based primer for se14dhesive membranes. Features -Quick drying. �-- ---------._—.--._. •Environmeritaly friendly-Low VOC content. -Highly tacky film provides positive adhesion to membrane. -Non-flammable during application. -Easily applied by spray, -Water based,no solvent odors. -Specially designed to provide a high level of taek an vertical aurfaoes. uses Used a primerfor self-adhesive membranes such a8 nWcf wdPLUS6 SA flashing applications,BIUG$kln'&SA and Bluesklna WP 200 when applied to wood,preserved wood,gypsum board including Dens Glass Gold,polystyrene,masonry,c onomte.and metal, AgUittlie Is Bte primer of choice when it is necessary to achieve a Not drying,solvent free,tacky surface wther®walking overthe surface is not required during application, Thls Is Important for the application of membranes on vertacal surfaces. undtadons Avoid Freezing,store ACIUMAc"r above 3211F. If frozen,alkyw to thaw at room temperature and mix prior to use. Apply under dry conditions. Prepar adon Surfaces must be dry and free from dust,dirt,grease, oil or other foreign matter. --�ti ----- laasskaging Aquatac is packaged in 5 gal pails. ---~- ---------- Henry Company 2911 Slauron Avanue.Huntington Park,CA90255 REVISION;01/01/04 Technical Services-Phone:(600)486-1273_Ejall: Henrycompany is the parent company of 9akor ft. NRonsoy 14akor is rroiy f1®nry ronj any Please visit our web site for the most current Technle.,al Data and Material Softly I ftiy Deti9'SPweis i Mab 30 2007 4: 19PM HP I_RSERJET FAX 508-420-9201. P. 3 +k uathacnc Primer EmUslon Primer for Selz Adhasive Merribmne Application Apply by collar at the rate shown. Airless,air assist,orair sprsay,equipment may also be uea o. Not suitable for use with a gardentype sprayer, Pour primer from 0011 liner into sprayer and spray fine mist over entire substrate. Allow primer to dry thoroughly before applyirg membrane. Expect extnded dry time own moisture realaunt substrates. Primed surfaces not covered by membrane during the some v�oridng dray must be rupriated. Aguat c Is intended to be used as supplied and need not be diluted. Clean Up For uncured film use water. Use rrainaral ardrtte for cured films. Caution DO NOT TAKE INTERNALLY! Use protective nwasures to avoid contact with eyes and skin. If smmilswed, CALL PHYSICIAN IMMEDIATELY! In came of eye comsat,open eyellds vide and flush immediately with plenty of waror for at least 15 minutes. t?ET MEDICAL ATTENTIONI Do not heat container or store at ternparatures greater than 120'F. Claw ocmisainar afbar each use.KEEP OUT OF REACH OF CHILDREN. Llm tad Warranty We:the manufacturer,warranty only tat2his product is fra+e of defects,since nary factors Witch affect ihO results obtained from this product-such as weather,workmanship,equipment utiked and prior oondifJon of the substrate-are all beyond our control, wa vAil replace at no charge any product proved to be defective within 12 morrihsof purchas(r,Provided it has been applied In accordance with our written directions for asses we recommended assultaable,for this product. Proof of purLb.0*e rrvArt be provided. DISCLAIMER OF WARRANTIES:'rho Limited Warranty is IN LIEU OF any otter warranties express or implied including but not limited to any implied h^wunty of MERCHANTABILITY orfitnees for a particuiaar purp lociacing liability for consequential ar incidental damages result ose,and we,has ntaraufaequrerr,shall have nolwtfrter Liability of any kind Sf ng from aaly defects orartyAllays caused byrepiao&mentorotmnvise. Henry Company 2911 Siauzon Avenue,htintington Perk,CA 902155 REV'18I0N:01/01/04 Technical Stervk7es-PlhOne:(.800)486-1278—E-rrreC: Henry Company is the parent company of 96kor Inc. Mousey Elskor is now HenryCo. Please visit near web Site,)MM for the most current Teethnicat Onto and Material safety of ty i7ats Sits May 30 2007 4: 20PM HP LASERJET FAX 508-420-5201 p.4 TECHNICAL DATA SHEET Henr,. eki Sdf-Adhesive Waterproofing Membrane Physlkel propertlsa -Color Blue -Minimum Puncture 50 ibe(222 Wm)minimum_ -Thickness 60 mills(1.5 mm) Resietence-!Membrane -Applioation Temp 23T and above (ASTM Et 54) -Elongation 300%(To ultimate failure of -Flexibility at-40°F Pass (ASTM D412) rubberized asphsk) (ASTM D1970) -Tensile Strength 325 Pat(2.24 Mpa) -Water Vapor 0.02 perms(1.2 ngfPa.s,m2) (Membrane) Transmission ASTM D412-modified (ASTM E96) -Tensile Strength 5000 psi(34.5 Mpa) -Lap Peel Strength 0 41°F 5 IbfAra(884 N/m) (Film)ASTM D882 (ASTM DtS76) -Pool Strength 9 IbsAln(1576 Nhn) -Hydrostatic Head 231 feet(7D m of vrats+r) (ASTM D903) (ASTM D5385) Crack cycling @-266F Unaffected Moisture Absorption 0.2%maximum 100 cycles(ASTM DB38.) (ASTM D570.81) Packaging Thickness 60 mils(1.5 mm) -Gross Coverage -Roll Length 66.7 t. 36' 200 ft? Roll Width 36` -Net Coverage" -Top Surtaos Blue cross-laminated 36* 188 polyethylene(HDPE) -Bottom Surface Sihoonized Release Film — __—.-- *Bawd on 65 rum lops both sides and ertid lbs. DeaerlpYlan Slueskin'WP 200 is a self-edhering composite membrane consisting of an SBS rubberized asphalt compound,which is integrally laminated to a blue,high-density polyethylene film. The membra ne is specifically designed to be self-adhered to a prepared substratn oroviding a high-performance waterproofing barrier. Feabires -SOS membrane flexible at lowtemperratures -Fully adhered systems prevents lateral water movarnent -No flame required -Factory controlled thickness -Negligible odor during application Limitations Non-maistant to oils and solvents, Not designed for u3o in direct contact with potable water or permanent exposure and must be covered to prevent damage from sunlight. Good practice calls for the membrane to be covered immedistelyfollovring app.Rcation.Refer to minirnum cure time requirements of sealant and mastics prior to applying polystyrene insulation. Use 200 32 Rubber Asphalt Emulsion with Polystyrene form foundedons. Do not use In contactwith flexible PVC/vinyl products. Some sealants may discolor if in contact with the asphalt compound or may soften the asphalt compound. Contact sealant rnanufacturerllor more information. Storage _—_--—-- — ---- -- Store on original pallets or elevated platform. Protect from weather oratore in an enclosed area below 120°F. -- Henry ComParry 2911 Shauson Avenue,Huntington Park,CA 90255 RirVlSION:Qtl01104 Temn;cal Ser4ces-Phone:(800)4MI273-E-mall Henry Company is the parent company of Bakor lnc. Money askor is now Henry Company Please visit our web site MMMWA0VJ=for the most currant Tschnicai Date and Material Safety oats Sheets i , Mai 30 2007 4: 20PM HP LASERJET FAQ{ 508-420--9201 p. 5 atueskin*WP 200 SW4Whesive Watwpro!5! ng Membrane Uses Blueskln®WP 200 is aesigned frar use as a self-adhered shoat waterproofing membrane. Its principal application is on concrete foundation wslis,plaza decks,tunnels,and parking docks in both vertical and horizontal orientations. tBluoskine WP 200 loan Ideal membrane for use in interior applications such as mechanical rooms,laboratories and wet rooms. Surface Preparadon Acceptable substrates are cast4rrplace concrete,precaletooncrets,wood,concrete block,and polystyrene insulabonform faundstons. Parging of concrete blocks is not required. All surfaces to receive Blaae9kine WP 200 must be clean of oil,dust and excess mortar. Concrete surfaces must be smooth and without large voids,spelled areas or sharp protrusions. Concrete must be alloyed to cure a Minimum of 7 days and merit be dry and froe from frost before Blues kin®WP 200 is applied. Structural llghti eight concrete must be cured 14 days. Vithere curing compounds are used,they must be clear resin based,without oil,wax or pigments, ?rime substrata using Aquatadm applied by spray orrollor at a ratio of 300*2/3,78L can and ailowto dry thoroughly before applying Bluesklns WP 200. Primed surfaces not covered by membrane during the same working day must be reprinnead. Application Rotor toBlusskln WP200 Guide Spe ificatonfordetaileda Picationirforrr�ation, lMhea�Po/yas[y�repa[arR�ortfo g�grg�, cubaHtvfe a%aler based stiollalart s+esiant for fts to-Sedi LU a nd P*4fb1t vm9 57"5. Joint and Crack Treatment: All cracks in concrete ill6"to 118"wide am to be pre-"atod wM a 60 mil coating of dElasto-Seaal"R LM liquid membrane 2"wide o6rtte1ed Dn the crack Altemately,apply a 6"wide strife of BI ueskln"�WP 200 centered overcrack. Provide 3' end laps. horizontal to vertical Inside ccM2r transition auras are to be pre-treated wraith an Eiasto tialTM LM filietextending'/o"vertically and horizontally from the corner. Apply a minimum 9"strip of Blusskin't WP 200 membrane centered at the joint. Ail 2.ugW a corners am to be pre-ft9t6d with s minlrnum of 9"strip of Blues kin'WP 200 membrane centered at the joint. [Drains:At drains,apply vrwWrprooftng membraneoollaarcentered on drain and exbm:16"beyond flange onto deck Apply field rrambrane!n full width centered over drain. Apply e clamping ring Ina 60-mil bed cif Ellas9.or 11w LM liquid membrane or Poly'bitunil 570-05 mastic. o' span Extend Blrreskin WP 200 membrane tight to projection end seal with Elaste-Saaff LM 11clUd membrane extending 2"along projeMon and 2"onto Blueskine WP 200 membrane. Vertical Agplications•Apply Blues kin"WP 200 waterproofing membrane to prepared substrate in lengtJhe of B'or less. Provide 2 W laps at both sides and ends. Position for alignment and remove pratective film. Press fi mly into place. Pronhptly roll all laps wltlt a counter bop rollerto effectmal. If more than one length is required an a verfical surra;.e,apply a shingle fashion, Terminate membrane using Polybitume$70-06 or termination bar, reglet or counter flashing as indicated, refer to manu%cttarom standard dethls. Ail laps Within 12"of 900 change in plane are to be sealed with Polybltume 57o.03, Ho'ontaal Aruslicetione:apply Bluaeskins'WP 200 waterproofing membrane to prepared substvarto peginning at the low point of it+e _ Provide 2 V side and end laps. Roll membrane immediately over entire surface and working in file high paint in a shingle fashion surface to ensure best seal. At all terminations and T-joints,seal laps using Elasto4ealym LM or PelybIturree S70-09. All lapa within 12"of a 901 change in plane are to be sealer!with Polybltume aya.08. ProtEc don of Membrane Protection Board is recommended over Slueskin'a WP 200. �� — -- --�' Limited Warranty Ma the manufacturer,warranty only that this product is free of defects,since many factors which affect the resulis obtained from this product-such as weather,workmanship,equipment utilized and prior c»ndition of the substrate-are all beyond oft control.We will replace at no charge any productproved to be defective within 12 months of purchase,provided ithas been applied in accordance with our written directions for uses we recommended as sUtable for this product. Proof of purchase mast be provided. DISCLAIMER OF WARRANTIES:The Lirnl%d VWrmnty is IN LIEU OF any other warranties express or implied including but not limited to any implied '!warranty of ME RCHANTABILiTY orfitness for a particular purpose,and we,the manufacturer,III have nc furtherilability of any kind including liabilityfor consequential orIncidental damages resulting from any defects or any delays caused by roplaaementaro#herlarieeD. <a Mrnry Company 29f 1 Slauson Avenue,Huntin REVISION.01101/04 Technical Sevioas-phan®:(800)4�-1218—E-mail g0 5 Henry Conhpnny is tthv parent co ftM`.UM Please visit our web slte r.teaiary cocas n'y a �kor lnc. Monsey Bekor is:,now Henry Cornpony - for the most current Technical Data and Material Safety Data sheets i r. R®p bD 07 05419P etc 705�®ibZC® p.2 mrr �a tag 8114aaB s+i'�s� 4Mi 1A�f7o aao aea9 � a90fY8V9 :u.7rtf. QOOd dflq 19l11 k51"�IRYAN'li7Y10 �'diDa '$ NIONZ ®N0.t'IMRPfOH LN011YQM!o A C e . . ..._.�.. ... ...........� -xl•• I r i � es�• � �b I I r ; r a�v$� � oj his � r 9 L@ 3Dad KJNI633NISN3 3'984 EV-1 Z6L9zEp8a5 L60z0taelSR 9 'd TO 6 OZi:-80S Xd3 13r83SU-1 dH Wd22 :ia L002 06 REW May 30 2007 4: 22PM HP LRSERJET FAX 5081-420-9201 p. 7 (90S'NOLD STREET RECORD.- 47. 45' CALC:' 47,57 �. �z r AWA4 500WtS.F. ®�®(1,• LOT JIS ti LOT 114 Lor iog �® b'k- t IV LOT 122 ® LOT 110 LOT 123 " I Ft.00D ZONE ,.B' FO UNDA TIDN CE'RTf ICA ZION Res 70sW WYMNIS' SCALS. r AL REF 9¢-,P0 SL 't! NIA sts'T Bi9CX. FO'-10'—IlI' CER?'IF°Y THAT THE 7`;��Ye � & CONJLTrNTS"FOUNDATION" IS SHowN � 4 ' P.O. BOA' 265� ON THE CLAN .��' I?' F'�I.S / STE`"�r; � ► UM �. 40 IN p}� N D�,.TRY FOA.0 ON THAP GRO Zlj �D. S ", �6_ . j AVA,STOMS MILLY MA 00'848 TEL 5l1B-. ' S; a0-5559 �B�l�D55 �'AA' 5OB— JOB '' DA9'E'05—21—07 MUMBE'R 5419'8AVD CONSULTING ENGINEERS, CORP. PROJECT ENG-MA JOB NO MA07025 ENGINEERING CONSULTANTS(703)481-2100 SUBJECT SHEET NO DESIGNED BY MHJ DATE 05/30/07 CHECKED BY RAJ/ANDY DATE 05/30/07 PROJECT : DESIGN OF ICF BASEMENT WALL FOR : ADDRESS: 59 GOSNOLD STREET, HYANNIS, MA SUBDIVISION : HOUSE MODEL � aOF MAHARAJ 4( o JALLA CIVIL CLIENT: LABARGE DESIGN BUILD J Consulting Engineers, Corp. Project : ICF Basement Wall Designed by :MHJ Date: 05/30/2007 For Labarge Residence Checked by :RAJ/ANDY Date: 05/30/2607 Introduction 1. Scope of work The project includes 1) Design of ICF Basement Wall. 2. Materials 2.1 Concrete Structural concrete shall be designed in accordance with the `Building Code requirements for reinforced concrete (ACI 318-99). The minimum ultimate compressive strength of concrete has been taken 3000 psi for design of Basement walls. 2.2 Steel The reinforcement of ASTM A615 Grade 60 shall be used in the basement walls. 3. Criteria and Approach ICF Basement Wall: The ICF basement wall has been checked for 60 pcf equivalent fluid weight&height is 9'-0" The given height of backfill is 7'-0"max. Page 1 of 3 i i Consulting Engineers, Corp. Project : ICF Basement Wall Designed by : MHJ Date: 05/30/2007 For Labarge Residence Checked by :RAJ/ANDY Date: 05/30/2007 DESIGN OF ICF WALL 6" Thk.Core Wall Height of Wall = 8'-0" ft Core thickness of Wall = 6" Backfill height = 6'-0" ft max. Equivalent Fluid Pressure= 60 pcf Gravity Load on Wall: w = Nominal load from Roof Framing (16/12 x 47) 96 plf Provide 6"thk Core ICF wall w/#4 Vert.Rebar @ 9 5/8"O.C.  Horz. Rebar @ 12" o.c. Refer Calculation attached. Calculation for Lap Splice (Typ.) Lap splice= 30 d or minimum 12" (ACI 318- 89 Section 12.16.1) =30 x 0.50 = 15 inch. Lap splice=40 d (AMVIC manual) 40 x 0.50 =20 inch. So provide 20"where it occurs. Page 2 of 3 r � r ? Consulting Engineers, Corp. Project : ICF Basement Wall Designed by :MHJ Date: 05/30/2007 For Labarge Residence Checked by :RARANDY Date: 05/30/2007 Basewall ICF Analysis and Design of Basement Wall Windows Version 1.0.0.1 : 2004 Consulting Engineers, Corp. (703) 481-2100 *********************************************************************** PROJECT DATA Client Labarge Design Build Location Title Basement wall with ICF Units Date 5/30/2007 BASEWALL DATA Axial load from superstructure = 500 plf Basewall height = 8 ' Backfill height = 6' Form type 6" Form Overall thickness of form unit = 9.25 in. Form depth = 16 in. Eqv. cell thickness (normal to wall) = 5 in. Eqv. cell width (parallel to wall) = 6.25 in. Cell spacing = 12 in. Rebars in vertical cells = #4 @ 9 5/8 in. Rebars in horizontal bond beams = #4 @ 12 in. MATERIAL DATA Eqv. fluid weight of backfill soil = 60 pcf Compressive strength of concrete(f'c) = 3 ksi Yield strength of rebar steel = 60 ksi FOOTING DATA Width of footing = 20 in. Thickness of footing = 10 in. Rebars in footing = 2 nos. - #4 Bond rebars (wall to footing) = #4 @ 12 in. FRAMING CONNECTION DATA Framing connection at Ist floor level ' Rim joist connection Anchor bolt spacing = 12 in. Machine bolt spacing = 12 in. DESIGN OUTPUT Factored bending moment (Mu) = 1836 ft-lbs Design flexural strength (o n) = 1882.4 ft-lbs (O.K. ) Factored axial load (Pu) = 500 lbs Design axial load . (oPn) = 48384 plf (O.K. ) Combined flexural and axial compression = 0.9857 (O.K. ) ********End Of File******** Page 3 of 3 MAY-21-2007 MON 08:09 AM Botellos Lumber Company FAX NO. 508 477 2896 P. 02 Single 11-7/8" AJSTM 25 MSR JoistIJ01 809sm~ Monday, May 21,2007 09:07 BC CALC®9.3 Design Repoli-US 1 span I No cantilevers 10/12 slope Y' Y Build 057 16"OCS I Repetitive I Glued&nailed construction File Name; APCON-SMITH.BCC Job Name: SMITH RESIDENCE Description:J01 Address; 59 GOSNOLD ST. Specifier: City,State, Zip; HYANNIS, MA Designer: DAVID GREENLAW Customer: Company; BOTELLO LUMBER Code reports: ESR-1144 Misc: I 1 . � I ...!r li, I::i�}5 d'! rl' v;u1, ':! +" .'ll4l'1 r'I:• u l(( �,ry v st•: ::.4i1.j,y;. i;tr r l�, • ii.,1 II i dY•, i ' yy ! 1 I -r j.r•1 I 1,• I dl'1 II� , II . li � '(fy.t i.r fl,1'r 1 I r I ' � I i h I, h r,4;1 i!„sl ,I'�'In.N:�iI�1I�':•,1:�::I�:,Ihilli1•fii: I' ::,'":-n:!Yi,i ;r i.lr 6'•,,��.II•, II ! .Itr. r I �II f ilk. (d.l.tlll �11' ',llr i N, 11_! ildlftll .u�lrl rl rl:..,111'IIJ 1 it ml lrl .,l,i�Vl.,o l.l,ll�.':rtr N ;'�I:;:i�stv,a�' '611aiu ,.11!!i',,u?I•N:I•.:,:Ilihj�:r;11'L;•4+�i�IN11.�1,l.r, :.r fe_Ir a„ti,lllr:;i '%• i 19-02.00 91,1.314" Bo.1.314" LL 511 Ibs LL 511 Ibs DL 256 Ibs DL 256 Ibs Total of Horizontal Design Spans=19-02.00 Load Summary Live Dead snow Wind Roof Live 'tag Descrl tion Load Ralf, Start End 100% 90% 115% 133% 125% 0 63 1 Standard Load Unf.Area(psf) Left 00-00-00 19-02-00 40 20 Controls Summary value %Allowable Duration Load Case Span Location Disclosure Pas. Moment 3674 ft-Ibs 58.90,E 100% 1 1 - Internal be Verified by anyone who accuracylaieness and of input ld rely on End Reaction 761 Ibs 66.5/0 100 1 1 -Left output as evidence of suitability for Total Load Defl, L/503(0,457") 47.7% 1 1 particular application.Output here based Live Load Defl. U766(0.306") 47.7% 1 1 on building code-accepted design Max Defl, 0,457" 91.4% 1 1 properties and analysis methods. Span/Depth 19.4 n/a 1 Installation of BOISE engineered wood products must be in accordance with current installation Guide and applicable Notes building codes.To Obtain Installation Guide Design meets Code minimum(L1240)Total load deflection criteria. or ask questions,please call Design meets Code minimum(L/360)Live load deflection criteria. (e00)232-0788 before Installation. Design meets arbitrary(0.5")Maximum load deflectioncriteria. 1/2 min,end bearing+ BC CALCOI,BC FRAMERS,AJSTM Entered/Displayed Horizontal Span Length(s)=Clear Span ALLJOISTO,BC RIM BOARDTM Bct0, 1/2 intermediate bearing BOISE GLULAMTm.SIMPLE FRAMING Composite El value based on 23/32 thick sheathing glued and nailed to joist. SYSTEM®,VERSA-LAMO,VERSA-RIM PLUS®,VERSA-RIMQD, VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Wood Products, L.L.C. Page 1 of 1 MAY-21-2007 MON 08:08 AM Botellos Lumber Company FAX NO, 508 477 2896 P. 01 Triple 1-3/4" x 7-1/4" VERSA-LAM® 2.0 3100 SP Floor Beam1ENT. GABLE p BC CALC®9.3 Design Report-US 1 span I No cantilevers 1 0/12 Slope Monday,May 21, 2007 09:06 Build 057 File Name: APCON-SMITH.BCC Job Name: SMITH RESIDENCE Description: ENT. GABLE Address: 59 GOSNOLO ST, Specifier: City,State,Zip: HYANNIS,MA Designer: DAVID GREENLAW Customer: Company: BOTELLO LUMBER Code reports! ESR-1040 Mise: :,:::.,...•^^—naruy,uxtmmmanr•tl„r+�vocrrx:v.ro-¢gmlm�.:.•.-.^.w:.y.+w,••^• �ueuvu®mnnlreuhterrrm��+a..r.euaamr�'+n. .n,. vumc.¢n.- -- mn...�r+r,,aa aV - ����'!�►' � y..... tlY4ID�'DIN!d4tlhValii�' "rc'�+. ...I_...._r.—nnp :1-• i11QIF:r.+l 2 iY ♦ .y 111LMlll �� Yvyy ryry � . + _�_S_.—T.r.X.wn��n.��. .u_u..••w.:SSIIQWYfYY:SSi.LTIAf�>�CCYM �n1mL^1Y9JiTyV1 � n � 7 . I v... v.. �._w.. .� i__yv d....� •._...�...i ..�.... �....r....♦ 'k.._,�!.p• ..!r_.._.:.. ♦ ,.�_._. �......x...s ..i.....e... 1.._� .vr tr ""I. !gl�.o �I'1!j,..,e'�rIIf���'1' :. 4 � ! 1.. �,�i 11.06.00 B1 80 DL 1039lbs DL 1039 Ibs SL 862 Ibs $L 862 Ibs Total of Horizontal Design Spans=11-06.00 Load Summary Live Dead Snow wind Roof Live TagDescri Lion Load Type Ref. start End 100% 90% 115% 133% 125% Tn a 1 Unf.Lin.(plf) Left 00-00-00 11-06-00 90 150 n/a 2 Unf. Lin. (plf) Left 00-00-00 11-06-00 0 80 Controls Summary value 'ae Allowable Duration Load Case Scan Location Disclosure Pos, Moment 5467 ft-Ibs 37.8% 115% 2 1 -Internal Completeness and accuracy of input must End Shear 1678 Ibs 20.2% 115% 2 1 - Left be verified by anyone who would rely on 2 1 output as evidence of suitability for Total Load Defl. U354(0.39") 67.9% 2 1 particular application.Output here based Live Load Defl. U779(0.177") 46.2% 2 1 on building code-accepted design Max Defl. 0,39" 62.5% properties and analysis methods. Span/Depth 19.0 nla 1 Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable Notss' building codes.To obtain installation Guide Design meets Code minimum(U240)Total load deflection criteria. or ask questions,please call Design meets Code minimum(U360)Live load deflection criteria. (800)232-0788 before installation. Design meets arbitrary(0.625")Maximum load deflection criteria. BC CALCS,BC FRAMER®,AJSTM Minimum bearing length for SO Is 1-1/2". ALLJOISTV,BC RIM BOARD"" SCIS, Minimum bearing length for B1 is 1-1/2"• BOISE GLULAM'" SIMPLE FRAMING Entered/Displayed Horizontal Span Length(s)=Clear Span+1/2 min. end bearing+ SYSTEMS,VERSA-LAMS,VERSA-RIM 1/2 intermediate bearing PLUS®,VERSA-RIMS, VERSA-STRANDS,VERSA-STUDS are trademarks of Boise Wood Products, Connection Diagram L.L.C. a a minimum=2" c=3-1/4" b minimum=3" d= 12" e minimum=3" Nailing schedule applies to both sides of the member, Member has no side loads. Connectors are:16d Common Nails Page 1 of 1 MAY-21-2007 MON 08: 10 AM Botellos Lumber Company FAX NO, 508 477 2896 P. 04 Double 1-3/4 x 9-1/2 VERSA-LAM®2.0 3100 SP Roof Beam1MAIN RIDGE ����- �� rr BC CALC®9.3 Design Report-US 3 spans I No cantilevers I O112 slope Monday, May 21,2007 09:07 Build 057 File Name: APCON-SMITH.BCC Job Name: SMITH RESIDENCE Description: MAIN RIDGE Address: 59 GOSNOLD ST. Specifier: City, State,Zip: HYANNIS,MA Designer: DAVID GREENLAW Company: BOTELLO LUMBER Customer: Code reports: ESR-1040 Misc: ` `ID 12 � tti;i!lilr� ,, r a 7 �' .._L.,.,..I,,,+.� it ] �.. .It!i ,p ,.'I,..i t�(l;•'1( 1� %;I��i;t(pi)I I,)l,( li j+ al",�;�r. Iiii�;.,,'.' �f j'?;5'Y,r?{II,��:�•Vpl trnlP 1!:I�?�,TI I y p,.;,,,, ,rll Ir))I�7 rU )�p' I;n'e�l II t'r,} ^I 1'P1, 6111 i.� I 1 `I I"!�I ,�;(i+C'lh: Lt�t,ht lllL,pL.t�U:�1:�,.4,,, d,�,.;,l,l�(lt,l,l, I �I:I.irp;.!I:,:,ri llly'li;) I,L,r,i�lll%tl�,l,l y1 �$,IiYt(�J(�,i��l��i�i� �.,� Ir., + II�( 7 1� l�f li�icl i � '+��1 �� I tjl �.• �ry,,�1(I�)�liq.,!I I�, r.,l�Ir,,, �I II ��LL},r�7 Iifill I �i=':'+- 'IL'16��ei.l:':1�iwL�1 �1 �II it I 11-00.00 * tt-OB-00 `'1 �`1i-De-oo B3 i! 1 B1 B2 DL 972 Ibs Bo DL 2587 Ibs DL 2587 Ibs SL 1548 Ibs DL 972 Ibs SL 4069 Ibs SL 4069 Ibs SL 1648 Ibs Total of Horizontal Design Spans=34.00-00 Load Summary Live Dead Snow Wind Roof Live Ta d Su ion Load a Ref. start End 100% 9 20 1 30 133% 126% Trib. 1 Unf.Area(psf) Left 60-00-00 34-00-00 10 00-00 Controls SUMMary ilue %Allowable Duration Load Case S n Location Disclosure Po8• Moment 6233 ft-Ibs 38.8% 115% 193 1 -Internal Completeness and accuracy of input must -7144 ft-Ibs 44.5% 115% 195 1 -Right be verified by anyone who would rely on Neg,Moment output as evidence of suitability for End Shear 2080 Ibs 28.6% 115% 193 1 -Left particular application.Output here based Cont. Shear 3072 Ibs 42,3% 115% 195 1 -Right on building code-accepted design Total Load Defl. U515(0,268") 34.9% 193 1 properties and analysis methods. Live Load Defl. U775(0,17B") 31.0% 193 1 installation of BOISE engineered wood 14 4% 193 2 products must be in accordance with Total Neg.Defl. -0.108' 193 1 current Installation Guide and applicable Max Defl. 0.268 S3.6% 1 building codes.To obtain Installation Guide Span 1 Depth 14.5 We or ask questions,please call (800)232.0788 before installation. Notes SC CALCAD.BC FRAMER®,AJSTM Design meets Code minimum(U180)Total load deflection criteria. ALLJOISTO,BC RIM BOARD-,BCI®, Design meets Code minimum (U240)Live load deflection criteria. BOISE GLULAMI ,SIMPLE FRAMING Design meets arbitrary(0.5")Maximum load deflection criteria. SYSTEMO,VERSA-LAM®,VERSA-RIM Minimum bearing length for 80 Is 1-V2". VERSA-STRANDS). S®,VERSA-RIME, VERSA-STRAND,VERSA•S7UD9are Minimum bearing length for B 1 is 3". trademarks of Boise Wood Products, Minimum bearing length for B2 is 3". L.L.C. Minimum bearing length for 63 is 1-112". t Entered/Displayed Horizontal Span Lenghs)= Clear Span+ 112 min. end bearing+ 112 intermediate bearing Member Slope=0, consider drainage. Connection Dia ram �Ibly i~ d r a minimum=2" c=5-112" b minimum=3" d= 12" Member has no side loads. Connectors are:16d Common Nails Page 1 of 1 Jun 07 2007 4: 27PM HP LRSERJET FAX 508-420-9201 p. 2 m—� GOSMO.LID STREET . c� r' --�Fzv,,94-p N - . r RECORD.- 47 45' p,,nb :p4CV 4p:14 eh of CALC' 47.57' i b C = S. AREA5004_t F. � yO ALO 3 if LOT 114 p� LOT 109 ti l0 3; o 4�� b c LOT 102 yr�5 Dp LOT no - a � v LOT 123 Z' w FLOOD ZONE "B" FOUNDATION CERTIFICATION 1'OR'N: 'HYANNIS' SCALR 1#=20' RL''S` ZONE:• B„ PLRE 34-29 EL V N/A SETBACKS,• 20'--10=10' PLAN AS IT EXISTS ` J. f CERTIFY THAT THE �`?��r lf�ss YANKED' LAND SURVEYORS 'FOUNDATION" IS' ShTO yYN ' g`SC�����',STEq�O cy`� ' & CONSULTANTS ON THE TE � P.D. BOX .265 J. y UNIT 1, 40 INDUSTRY ROAD ON THE GRO UND. 4 00;5L-_Eo MARSTONS 1WLLS, MA 02640 508-4,28-0055 FAX, 508-420-5553 mmommum DATE 05—,21-07 NUMBER 54176FND I Jun 07 2007 4: 27PM HP LASERJET FAX 508-420-9201 p. 2 GOSMOLD STREET 6� RECORD.- 47. 45' er cF , ash ���.�► CALC.• 47 57 _. �0 AREA=5004.*S.p On;� � AAI. 324-94 �! LOT 113 2 �O Col • I � LOT 114 LOT 109 ti .� 0 Ir cv LOT 122 yr�OD, LOT 110 LOT 1,23 FLOOD ZONE "B" FO UNDA TIO.IIT CERTIFICA TION 'W.- 'HrANN15- SCALE 1'!20. R S ZONE 'RB" PL RED 34-29 ELEµ N/A SEMACKS- f CERTIFY THAT THE ►'��`t�ar r�;,Ss ot YANKEE LAND SUR VE'YORS c�'° ��1sTEgF SPy : & CONSULTANTS 'FVUWDATWNAO IS SHO HN �STEPHEN �� P.0. BOX 265 ON THE PLAN AS IT EXI5'TS � � y UNIT 1, 40 INDUSTRY ROAD ON THE GROUND. 4 �l 00,E MAIRS'TONS ,WLI s, MA 0,2640 TEL• 508-428-0055 FAX 508-420-5553 u a DATE 05-21—O7 NUMBER.54178MD MAY-21-2007 1ON 08:09 All Botellos Lumber Cowpany FAX NO, 508 477 2896 P, 03 Double 1-3/4" x 11-7/8" VERSA-LAM®2.0 3100 SP Roof Beam1LIV RM RIDGE BC CALCO 9.3 Design Report-US 1 span I No cantilevers 10/12 slope Monday, May 21,2007 09:07 Build 057 File Name: APCON-SMITH,BCC Job Name: SMITH RESIDENCE Description: LIV RM RIDGE Address: 59 GOSNOLD ST. Specifier: City, State,Zip: HYANNIS, MA Designer DAVID GREENLAW Customer: Company; BOTELLO LUMBER Code reports; ESR-1040 Misc: �P °I •II I Lr....I,4N,.i,t.'.si.,{,a1.••.:,"rarf,l.,...4<•�.,.I.L:C,;,',l,,.,l•f•�•t,'If1r.,•,.•d'..',,'l'•,f,it,•,!.r.r I(�,-�,1,1,r 1 1hm r5':4�,•,,r'M1�^In�'I.e;,;Iy•r,n�•i1r4,Wl,�l,r+ilt,rm.,:,rIrr,•�t GL,r,l.:(I-Q l•'.r�I,'L'�',.iL��,J.11.p x,.�L��t'rI lL;'�rir,-?IIl.�p.b,yr.,.1ll17,�,r-..I•�.,.t..n(-:•r,^,.rI,,,,PIrRI1:I1.1..�IxpJ:t,,F:�..Ir!I)'>J�^j��N�'II'l'1.!.�1 J 1 {':,yh�!'�•yr+N!,1 Ii1,I;,L�Rll p'>��rm h,1I�I1 ha,;y,,.L(.f.;I i:n�ri-Iu.�,.,,.�,1y I,'t1.P(,lI 1 �;Nrl `Ii aIJl:r ijr�.rl ��i q(I i'l,Il�9I r I,1 I,j,Il�..IrI..I.!��<41`•1 1�F.1��tJ,�.h4I dI;.tLl fill tl��I��JIIlI�Ilr�,,l,-:{1�k.rI�{I'I.•I;>rF,r,.�I l��.,ai,.ft,•_l,1!`.,IL,{lI-4L,,.,.yl,i7l,',f,ulI.>,r-..,r,_.l,,�!I!,.,.,L I;L!,;I:I Lu",,r.•..t•L.'L,;,..I.,:lI�.i.•lti'T,'.ilr,,'�t1,�,,,,1':�nr,AI1;,1�.:•,l,r:I.r:I,,.:•:I,,.,I,,,II.l,.l,.„l:•T•,.,,r,'�9,i I,,1•„:.6�,.i,,�`1'w.d I,rr,,.,�a:,.•U,•I t,..l�l.,ri�I�:�.�11`�..>•4:,,i�.l I�1�,.W'r,r'•. I. , , �•_ �J:.�.4�n.a :S_w, �L. 14.00-00 Bl BO Di-922 Ibs DL 922 Ibs SL 16BO Ibs SL 1680lbs Total of Horizontal Design spans=14.00-00 Load Summary Live Dead Snow Wind Roof Live Start End TagDescription Load Type Ref. 100°� 80% 116°6 133°k 125°6 Trib. 1 Standard Load Unf, Area(psf) Left 00-00-00 14-00-00 15 30 08 00 00 Controls SummarY Value Y.Allowable Duration Load Cabe Span Location DISCIOSUre Pos. Moment 9106 ft-Ibs 37.2% 115% 3 1 -Internal Completeness and accuracy of input must End Shear 2207 Ibs 24.3% 115% 3 1 -Left be verified by anyone who would rely on 3 1 output as evidence of suitability for Total Load Defl. U511 (0.329") 35.2% 3 1 particular application.Output here based Live Load Defl. U791 (0.212") 30.3% 1 on building code-accepted design 3 Max Defl. 0.329" 32.9% properties and analysis methods. Span/Depth 14.1 n/a 1 Installation of BOISE engineered wood products must be in accordance with current Installac.)n Guide and applicable Notes building codes.To obtain Installation Guide Design meets Code minimum(U180)Total load deflection criteria. or ask questions,please call Design meets Code minimum(U240)Live load deflection criteria. (900)232-0788 before installation. Design meets arbitrary(1")Maximum load deflection criteria. BC CALCV,6C FRAMER®,AJST", Minimum bearing length for BO is 1-112"• ALLJOISTO.BC RIM BOARD"' BCI0, Minimum bearing length for B1 is 1-1/2". BOISE GLULAMym SIMPLE FRAMING Entered/Displayed Horizontal Span Length(s)=Clear Span+ 1/2 min. end bearing+ SYSTEMS.VERSA-LAM®,VERSA-RIM 1/2 intermediate bearing PLUS®.VERSA-RIM®, Member Slope=0,consider drainage. VERSA-STRAND®,VERSA-STUDO are trademarks of Boise Wood Products, L.L.C. Connection Diagram bN y d a minimum=2" c= 7-7/8" b minimum=3" d= 12" Member has no side loads. Connectors are:led Common Nails Page 1 of 1 I °FtHErc„�ti Town of Barnstable Regulatory Services • BAMSTABLE, v MAW. �, Thomas F. Geiler, Director TEo,r,ArA Building Division Thomas Perry, CBO Building Commissioner 200 Main Street, Hyannis, MA 02601 www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 June 18,2007 Mr. Michael Santos 4830 Route 28 Cotuit,MA 02635 RE: 59 Gosnold St.Hyannis MA 02601 Dear Mike, The purpose of this letter is to once again explain what this office is looking for regarding the ICF at 59 Gosnold St.,Hyannis. In early May you requested to change the foundation from a standard pc footing and wall to an ICF—an engineered foundation. A signed, sealed set of plans that was site specific was requested. Both CMR 780 and the literature that you submitted to this office required that this request for revision"...be accompanied by engineering calculations, construction documents, and adequate engineering details. Such calculations, details, and construction documents shall be signed and sealed by the responsible registered design professional"(research report 90-81).Nearly a month later this office received a generic stamped plan on which a 2x10 sill and standard anchor bolts were specified.Neither the 2x10 nor specified.bolts were used. An engineered system needs to.be changed by an engineer. When these discrepancies were addressed, you supplied an unsigned,unstamped generic letter which only spoke in vague general terms. What this office is looking for is agreement between the data required and the data submitted without having to read reams of manufacturer's brochures. What this office is looking for is agreement between the data and what is happening on site. What this office is looking for is site specific answers from appropriate sources. Is the existing 2x6 sill that is short of the foundation edge by several inches adequate? Is the existing 2x6 sill that is overhanging the foundation adequate? Are the anchor bolts as existing adequate? What specifically will be used for insect protection? What specifically will be used for a thermal barrier? Please answer these questions by June 22,2007;your anticipated cooperation is appreciated. Sincere , J�� Paul Roma Building Inspector 28 ® USA>•rbill __ Farm 5 1 r l _ ( �� N�mea._•8 5 8.5 7 5 6 9. 8-8 0-7 m Np. 0 21 Service Packages . Expres, O 1 From This portion can be removed for Recipienfe records. 4a Express Packageg up ro 15glbs. O ! 8 5 8 5 7 5 6 9 8 8 0 7 FedEx Priority Overnight FedEx Standard Overnight FedEx First Overnight Date �-/� '3 P 1 r FedEx Tracking Number Neathusinr mominvered aey ❑Nex husinesse emoon.` ❑ Eedies pert business mommg 6 -shipmemswill be delivered an Monday Saturday Delivery NOTavailable. deliveryto select locations.' W - unless SATURDAY Delivery is selected. "' Saturday Delivery NOT available. " ••• t Icc O Sander's FedEx2Day FedEx ExpresssSaver tt Name I '4' �'. r C7, Phone fr' Z1 i-1I -•it tld} ❑ seaaw basinesseayrrnu saay ❑ Third businessDolivr'y. t ahipmentsvriAh delivered an Monday Saturday Delivery NOT available. �nless$ATURDA'Deliveryis selected. •To most locations Fed,,1 pe to mava'labl M'n'mu charge:One-pound rate - ,• 4b Express Freight Service Packages over 159lbs tL i Com an f_ 1'"I:iZ I? 3'is . fG::.11i 11�.. ( f7t�= P 9 FedExress a eigqht* SedEx2DayFre Thursday FedEx MayFreight O M ❑ Ne#huvndss day.»Fiday ❑Secarento inessday. Thursday ❑ S.,dusiness y.O j O M Z shipments voll bedelivered on Monday shipmenlsvnll hedelivered an Monday Saturday Oelrvery NOTa dehle. M �f. �•at unless SATUflDAV Delivery is selected. unless SATURDAy Delivery is selected. C'M) t' Address 1. 4 p�n t%t.i��tk "f YI I rs �'fi ~�iJr DepURaor/Bode Room Call forConfirmation. »To m ran l aliens. v, 5 Packaging O m City ''ri i ` xf State VA ZIP i-:'!9i, - 't ElFedEx/ ❑ FedEx Pak* ❑ FedEx ❑ FedEx ©Other O Envelope* Includes fedFx Small Pak. Box Tube r i FedEx large Pak and FedEx Sturdy Pak. "Declared value limit W. 2 Your Internal Billing Reference 6 Special ecial Handling 111 p g r--- Iaelode hdEr address in Section& O cc,:' A ^_ a �— _ r w SATURDAY Delivery HOLD Weekday HOLD Setufday 0 3 To ❑ Naavadahleor ❑ atFedFxLocaton ❑ atFedExLocahon i ,lJ _ _ FedEx Standard Overnight Notevailahlefor Available ONLY for FedEx Priority f o "--•Recipient's-•- � s` "�` FadE%First Overnight FedEx Express Fed&First Overnight Onnughtand FedE.2Dy - CCD, Name tl l 1 ,,l t� �Ll I- Phone _ —/. - `� Saver.or FadEx 3Day Freight - to select lacebore. Does this shipment contain dangerous goods? One box mutt be checked. —I - `t R O �� }�' , ❑� No —❑ Yes ❑ Yes ❑ Drylce x Company Asper attached Shippers Declaration Drylce,9,UN 7845 "kA S (� F Shippers Declaration. not required. Cargo Aircraft only X Dangerous goods lincluding dry ice)cannot be shippedin Fed&packaging. ❑ Recipients -o ,' "ta�y 1 '(? 2- 7 Payment Bill to: Obteln Racip. 2 9 Address EnterFedExAccLNo.orCreditCardNo.below. ACctNq.` O O � we cannot deriver toP..O.boxes orP.O.ZIP codes. Dapunggnsaamoam ❑ Sender ❑Recipient ❑ Third Parry ❑ Credit Card ❑ Cash/ChLck Aca No.in Section 3 • .. 1 vill be billed. ♦♦�� Address - Ito To request a package be held at a specific FedEx location,print FedEx address here. a CG .'t O State MA City r �.... Total Packages Total Weigh Total Charges- O ` � � M'''n ZIP f � 3`7 , •♦ ,� r r �. - S Credit Card Auih. �,t-���•�.{�j '� tour liability is limi[edmS100 unless you declare e higher value.Seethe current FedEx Service Guide for details. O -`""""""""°-"""-"-""'-'t>wl_ullull 111gL11Lllllll111_IIL11 8 NEW Residential Delivery Signature Options If you require a signature,check DL�,�ndmclO, `• PRIORITY OVERNIGHT No Signature DirectSignature Indirect Signature THU ❑Required ❑Amroneatrec Pienys ❑It no one's eve able t C� em 7 PeckQeAe may be ten address may siAnfor m pienrs address arryone J p 30MAY0/ .. del veryFeeeppliex a[eneghharingaadessmeyOsiMaturefomoa ninge sgn fordel very re ppl'es O sia. gnature for delivery: TRK# 8585 7569 8807 Deliver BY: Rev.Date Il gS Pert/15e2790199C 3005 FedEx•PRINTEOIN U.SA.•SPS FORM 31 MAYO 7vr 0215, AM. Bos 02635 -MA-us ® 0 413dufteICW"Wing conumcidandreakkafflO June 6, 2007 Mike Santos 59 Gosnold St. Hyannis, MA 02494 RE: Reddi Form acceptable building methods and compatible products Mike, In response to your questions regarding sill plate/anchor bolts bearing/attachments and acceptable waterproofing membrane please see the comments below. 1. A 2" x 6" plate will provide 3.5 inches of bearing=provided1t1s,placed at the exterior edge of Reddi Form and is acceptable to use withlthe Reddi F�00 system provided it meets the minimum bearing and framing requirementWof the stru to a in q e4stron,and local codes. 2. Anchor bolts can be utilized in the R&ddi�Form system pro -meet local codes and the bolts manufacturers' requirements for c e adepthf placement andcom- pressive strength minimums for concrete to bye a it ed�ically p.lace� mentin the center of the 6 vertical Reddi Form core providing maximum coverage(depth,and a minimum of 3000 psi is recommended for all Reddi Form walls a �Myl 3. Peel and Stick waterproofing,i. Ttrmite,barriers_can.be used withrthe Reddi Form system provided the manufacturer warrants it use andxadhe- toTEPS (expanded polystyrene) and thafit is installed-a �rding to Manufacturers specifications. P 41 I If you have any additional) questions comments or concemstplease refer to our Constructions. Guidelines or feel free to conta re y. s Regartls, Ronniei IArtlres JPresident, C'00 R i_. lnc., �ReddiFormp 1 0=3�34-43.03 f Reddi Form Inc. 10 Park Place Suite 5-13, Butler, NJ 07405 Tel. 800-334-4303 www.reddiform.com I � Transmittal Cover Sheet 1>1 1_`�1 LJ1V_ c. `z Yhase n3lrnction of ea w n and To: Building Dept. From: Apcon, Inc. Mr. Tom Perry Michael A.Santos 200 Main St. 4830'RT:=287_7_ R _,- Cotuit,-MA. 02635--,` Hyannis,M.A. 02601 n Acknowledgement-requir`ed:, Mailed Via"?-,,, ti_ 0 -- Project :159 Gosnold St:—µ -Project Remarks: Please find-information as requested:Feel free to call�rn with-anyr - further Oestions.- Thank you,--— Mike Signed: Date: 6/08/09 Michael Santos aver � fl 0ro@ © All Phase Construction of New England,INC. 508-420-9200/Fax 508-420-9201 Cape Cod, MA I - ► 1 ANC110flING Mums DESCRIPTION/SUGGESTEDSPECIFICATIONS © Wedge Type Anchors— SPECIFIED FOR ANCHORAGE INTO CONCRETE Wedge anchors feature a stainless steel split expansion ring and a threaded stud bolt body and integral Wedge Anchors cone expander,nut and washer.Anchor bodies are made of plated carbon steel,hot-dipped galvanized carbon steel,type 304 stainless steel or type 316 stainless steel as identified in the drawings or other notations. Trubolt ' The exposed end of the anchor is stamped to identify anchor length. Dependable, Stampings should be preserved during installation for any subsequent Wedge embedment verification. Heavy-Dutyj Anchor Use carbide tipped hammer drill bits made in accordance to ANSI Inspectable, 8212.15-1994to install anchors. Wedge T Anchors are tested to ASTM E488 criteria and listed by[CC(formerly ICBO).Anchors are fisted by the following (� agendes as required by the local building code-UL,FM,Gty of Los Angeles,Califomia State Fre Marshal and ExpansionADVANTAGES Cal Trans Anchor 0 Versatile fully threaded design is standard 13 Non bottom-bearing,may be used in hole on sizes up to 3/4"diameter and 10"length depth exceeding anchor length 0 Anchor diameter equals hole diameter 0 Can be installed through the work fixture, 0 One piece stainless steel expander dip eliminating hole spotting resists corrosion 0 Inspectable torque values,indicating O Standard or carbon and stainless steel anchors proper installation - 0 360•contact with concrete assures full � F expansion for reliable working loads Fully Threaded Advantage O'. O o. 0. o o-.O Trubolfs fully threaded r feature eliminates subsurface : Q - . obstruction problems. O : O O- O O- O O- . � I<� J` 15 Rtlly threaded design accommodates various material thicknesses at the same embedment. O- O-.. O One anchor length saves p- time and money. b D 9- O V O 9 ' ffwRmlisetM Ileac`. 60 . , tdaumutreemmfttID9094t00rr"wtvebsaefetfimt em tmretpmha and tedmirdtndm uftaz Trub®lt Anch®r$ APPLICATIONS APPROVALS/LISTINGS Anchoring machinery and conveyors Meets or exceeds U.S.Government G.S.A.Specification A-A-1923AType 4 is a common wedge anchor application. (Formerly GSA FF-S 325 Group II,Type 4,Class 1) The Tmbolt is fully threaded to allow a Underwriters laboratories large range of embedment and Factory Mutual fixture thidmess. [CC Evaluation Service,Inc.-()ER-1372(formerly ICBO) (including seismic loading conditions) Metro-Dade County-#01-0504.12 Safety railings are commonly anchored City of Los Angeles-fi11112748 r �, r with Trubolt wedge anchors becam of California State Fire Marshal ,Yr availability in four material types for Cal Trans - " all corrosive atmospheres. Florida Building Code I !t LENGTH INDICATION CODE CODE LENGTHOFANCHOR CODE LENGTH OF ANCHOR Pre-Cast panels are typically anchored to A 1-1/2<2 (3&1< S09) K 6-1/2<7 (165.1<177.8) the concrete slab temporarily with Tfubolt 8 2<2-1/2 (502< 633) L 7<7-1/2 (1772<1905) C 2-1/2<3 (635< 761) M 7-1/2<8 (1905<2031) y v f ry wedge anchors bemuse of reliable D 3<3-1/2 (761< 8&9) N 8<B-1/2 (2031<2153) 1 performance and economical pricing. E 3-112<4 (8&9<101.6) 0 8-1/2<9 (2159<22&6) - - F 4<4-1/2 00116<1143) P 9<9-1/2 (22&6<2413) G 4-1/2<5 (1143<127.0) Q 9-1/2<10 (2413<2S4.0) H 5<5-1/2 (127.0<139.7) R 10<11 (2S4.0<279.4) 1 5-1/2<6 (139.7<152.4) S 11<12 (279.4<304J3) J 6<6-112 (152 4<165.1) T 12<13 (304.8<3302) •Incited onwpof anftrforeM heoo. INSTALLATION Length ID Head Stam"mvides for 1. Using a bit where diameter equals the anchor h embedment inspection after installation t� (. diameter,drill hole to any depth exceeding the minimum embedment Clean hole. •:oo 0 00 T hdiyThreaded Design Cold-Formed—manufacturing process 2• Assemble anchor with nut and washer so that adds strength the top of the nut!slush with the top of the a.- anchor.Drive anchor through material to be Stainless steel split expansion ring 4 c fastened so that nut and washer are flush with surface of material. r Anchor Body—available in zinc-plated steel,hot-dipped galvanized steel,304 3. Expand anchor by tightening nut 3 to 5 turn, ' - y n -;s stainless steel and 316 stainless steel or to the specific torque requirement (see selection chart). I /Try✓ /ftd Hwt c�no,�mnseenu��o•>�zwoar,n�wr��fo<nu�rRED HEAD' 6 ammtpmGo<i aid reel Udomwwn at Recommended Spacing and Edge Distance Requirements • - for Shear Loads* ANCHOR EMBEDMENT ANCHOR EDGE DISTANCE MIN.EDGE MIN.EDGE DISTANCE SPACING MIN.ALLOWABLE DIA. DEPTH TYPE REQUIREDTO DISTANCEATWBICH AT WHICH THE REQUIREDTO SPACING BETWEEN In(ran) In.(mm) OBTAIN MAIL THE LOAD FACTOR LOAD FACTOR OBTAIN MAIL ANCHORS In.(mm) WORKING LOAD APPLIED=.Go APPUED=20 WORKNG LOAD LOAD FACTOR Ha(rmo) hL(mm) in.(mm) In.(mm) APPU W=.40 1/4 (6.4) 1-18 (28.6) 2 (50.8) 1-5116 (333) - - 3-15116 (100.0) 2 (50.8) 1-15/16 (492) 1-15/16 (492) 1 (25.4) - - 3-78 (9&4) 1-15/16 (49.2) 3/8 (93) 1-1/2 (38.1) 2-58 (66.7) 1-3/4 (445) - - 5-1/4 (133.4) 2-58 (66.7) 3 (762) ,r WS-Catbon _ .,3-3/4 (953) 3 p6.2) 1-1/2 (38.1) 6 (152.4) 3 (762) r iR'(12.7) 2-1/4" (571)" 349T67 (100.OY--. ,• 2-9116. (65.1). -- -- ' 74Xt' (200.0). . 3-15/16 (100.0)4-1/8 (1048) or S-3116 (131.8) 3-118 (79:4) 1-9A6 (39.7) 6-3A6 (1572) 3-118-, (79.4)' 5B (159) 2 3/4 (69.9) W5-G 4-13/16 It" 3-1/9 (79.4) - - 9-5/8 (2445) 4-13116 (1222) 5-18 (1302) Not•apped 6-7/16 (1635) 3-78 (98.4) 1-15116 (492) 7-11A6 (1953) 3-78 (98.4) 314 19.1 3-1/4 .6 Gahamed 5-11 6 1445( ) (82 ) A 3 3/4 953 11-38 .9 S-il t6 (1443) 6-SB (1683) or 6-5/16 (1603) 5 (127A) 2-1/2 (63S) 9-15116 (252.4) 5 (127k) 7B (222) 3 3/4 (953) WW-304S5• 6-9/16 (166.7) 4-5fl6 (1095) - - 13-18 (333.4) 6A116 (166.7) 6-1/4 (1582) or 8-1/2 (2153) 6-1/4 (1582) 3-18 (79.4) 12-1/2 (3175) 6-1/4 (1588) 1 (25.4) 4-114 (108.0) SWW-3165S 7-78 (200.0) 5-18 (1302) - - 15-3/4 (4W.1) 7-78 (20D.0) 7-38 (1873) 10-1116 (255.6) 7-38 (1873) 3-11/16 (93.7) 14-3/4 (374.7) 7-38 (1873) 1-1/4 (318) 5-1/2 (139.7) 9-5/8 (2445) 6-114 (1568) - - 19-1/4 (489.0) 9-5/8 (2445) 8 (203.2) 11-7116 (2905) 8 (203.2) 4 (101.6) 16 (406.4) 8 a032) SDn®g and edge dktamsbiatl be didded by 035 whenandw am placed in structural fiftweight conaft ticear Mypolation maybe used for komedlite spdog and edge distanom r4l, 0 . SX'1 f•�11i� 7� • Recommended Spacing and Edge Distance Requirements • • - for Tension Loads* PANtOCHORPEMBEDMENT ANCHOR ED rtM DISTANCE MIN.ALLOWABLE SPACNG REQUIRED MIN.ALLOWABLE . DEPTH TYPE REQUIREDTO EDGE DISTANCE AT TO OBTAIN MAIL SPACNG0WHICH In.(mm) In.(mm) OBTAIN MAIL WHICH THE LOAD WORKING LOAD THE LOAD FACTOR WORKING LOAD IAMB APPLIED=AS Wrol") APPLIED=30 In.(mm) In.Gnn) In.(mm) 114 (6.4) 1-1/8 (2B.6) 2 (508) 1 (25.4) 3-15116 (look) 2 (SOS) 1-15/16 (492) 1-15/16 (492) 1 (25.4) 3-78 (9&4) 1-15/16 (492) 2-1B (544) 1-5/8 (413) 13116 (20.6) 3-3/16 (81.0) 1-58 (413) 3B (93) 1-1/2 (38.1) 2-58 (66.7) 1-5116 (333) S-1/4 (133.4) 2-58 (66.7) 3 (762) 3 V62) 1-1/2 (38.1) 6 (152.4) 3 V61) 4 (101.6) 3 (762) 1-1/2 (3&1) 6. (152.4). 3 (761) EUB (IS.9) 2-1X (571)" 3-15116" (100:0)' Z: (S08Y= 77X- (20MOI! 3-15116: (1W:0) ► (1044 WS�athonor•- 318" (194)' 19116=_ (39.2)- ' 6-3116. (1571)' 3-1/8 (79.4) 6- (1314)' WS-G 4-1/2 (1143) 2-114 (S71)' 9 (22&6)' 4-1/2' (1143) 2-3/4 (699) Hot-Dipped 4-13/16 (1222) 2-7A6 (61.9) 9-58 (2445) 4-13116 (1222) 5-18 (1301) Galvanized 3-78 (98.4) 1-15/16 (492) 7-1A6 (1953) 3-7/8 (9&4) 7-1/2 (1905) 5-58 (1429) 2-13/16 (71.4) it-1/4 (2858) 5-5/8 (1429) . 3-1/4 (8m) or 5-11116 (1445) 2-78 (73.0) 11-38 (288.9) 5-11/16 (1445) 6.5/8 (1683) WW-3WSS 5 (127A) 2-1/2 (635) 9-15116 (252.4) 5 (127A) 10 (254.0) or 7-1/2 (1905) 3-3/4 (953) 15 (381A) 7-1/2 (1905) 7/8 (22 ) 3-3/4 (953) SWW-316SS. 6-9/16 (166.7) 3-5116 (84.1) 13-18 (333.4) 6-9/16 (166.7) 6-1/4 (1SB8) 6-1/4 (1588) 3-18 (79.4) 12-lf2 (3175) 6-1/4 (1588) 8 (2031) 6 (152.4) 3 (761) 12 (3048) 6 (152.4) 1 (25.4) 4-1/2 (1143) 7-78 (200.0) 3-15116 (100.0) 15-3/4 (400.1) 7-78 (200A) 7-38 (1873) 7-3/8 (1873) 3-11/16 (93.7) 14-3/4 (374.7) 7-38 (1873) 9.1/2 (2413) 7-18 081.0) 3-9116 (905) 14-1/4 (362.0) 7-18 (181.0) 1-1/4 (312) 5-1/2 (139.7) 9-58 (2445) 4-13/16 (1222) 19-1/4 (489.0) 9-58 (2445) 8 (2031) 8 (2031) 4 (101.6) 16 (40&4) 8 (203.2) Spacing and edge dwancssha0hediMedbyOJSwhwanchms are placed insoumuaU*welghtocnveteUnear6tlepdation maybe used fork mediatespaomgandedgedatanms Combined Shear and Tension loading for Trubolt Anchors Allowable bads by anclors subjected to combined shear and tension forces are deternilned by the bilowing equation: (B/PWO+(W 10 s 1 Ps=Applied tension load Vs=Applied shear load Pt=Allowable tension bad Vt=Allowable shear load nwRamwtM Head' aurertpradmnnatwwwraA an ^ D HEAD' , • • - Ultimate Tension and Shear!Values (Lbs/kiN)in Concrete* ANCHOR INSTALLATION EMBEDMENT ANCHOR fc=2OOOPS3(13AMPa) fc=400OPSI(27AMPa) fc=6000PSI(41AMPa) DUA. TORQUE DEPTH TYPE TENSION SHEAR TENSION SHUR TENSION SHUR la(MM) Ft Lbs(MM) In.(tole) Lbs.(kN) Lbs.(k N) Lbs.(kN) Ibs.(kN) Lbs.(kN) lbs.(k N) 1/4 (6.4) 8 (102) 1-1/8 (2815) 1,180 (52) 1,400 (62) 1,780 p9) 1,400 (64 1,900 (85) 1,400 (62) 1-15/16 (492) 2,100 (93) 11M (75) 3,300 (14.7) 1AW (75) 3,300 (14.7) 1,680 (75) 2-18 (54.0) 2,260 (10.1) 1AW (75) 3,300 (14.7) 1AW (75) 3,300 (14.7) 1ASO (75) 3/8 (95) 25 (33.9) 1-12 (3B.1) 1AM (75) 2,320 (103) 2.240 (10.0) 2,620 (11.7) L840 (12.6) 3,160 (14.1) 3 (762) 3,480 (155) 4,000 (172) 5,940 (2&4) 4,140 (18.4) 6,120 (272) 4,500 (20.0) 4 (101.6) 4,800 (21.4) 4,000 (178) 5" (2&4) 4,140 (18.4) 6,120 (272) 4500 (20A) 12,(12.7) 55.! (70): 2-1/4 (57])a t650:1 =0 : . 4,760' (IlJ): r 5,100. R27) 4,760-:, (21.2) 7,040. (3.13), ' 7,MO."% (313).=P 44/9-r (WAY 060-- R0.7)' 7,240- (321) 9.640- (429) 7,240 (322) 1082si' (187).. 8,1.% (363) � 1_ 6. (1514)' . IYS-Carba�.or:... 5p (239)- 7,240' (32J): 91A0" (429). 7R40' (322): ...10;820--(48.1)-. -_8.160-._064 5/8 (153) 90 (122.0) 2-3/4 (699) PDi 6,580 (293) 7.120 (31.7) 7,180 (319) 7,120 (31.7) 9,720 (432) 9,616 (429) 5-1/8 (1302) Hat- 6,580 (293) 9AW (42.7) 14,920 (66.4) 11,900 (529) 16X (729) 17,520 (55.7) 7-12 (1905) Galvanized 7,060 (31.4) 9f600 (42.7) 15.020 (668) 11,900 (52.9) 16,360 (729) 12,520 (55.7) or 314 (19.1) 175 (2373) 3-1/4 (82.6) WW-304S5. 7,120 (31.7) 10,120 (45A) 10,840 (482) 13,720 (61.0) 13,300 (592) 15,980 (71.1) 6.5/8 (1683) or 1OX (488) 20,3I0 (90.4) 17,700 (78.7) 23,740 (105.6) 20,260 (90.1) 23,740 (105.6) 10 (254A) SWY-316SS. I0,W (488) 20,320 (90.4) 170 (795) 23,740 (105b) 23X (1049) 23,740 105.6) 7/8 (222) 250 (339A) 3-3/4 (953) 9,520 (423) 13,160 (585) 14,740 (6SAi) 16X (738) 17.420 (775) 19,160 (85.2) 6-1/4 (1588) 14,660 (652) 20ABO (929) 20" (93.1) 28) 0 (128.1) 24,360 (108.4) 2"00 '(128.1) 8 (2032) 14AN (652) 20ABO (92.9) 20" (93.1) 28)0 (128.1) 24,360 (108.4) 28,800 (128.1) 1 (25.4) 300 (406.7) 4-12 (1143) 13,940 (62.0) 16AN (71.5) 20,180 (898) 22.820 (1015) 21,190 (942) 24,480 j(1089) 7-38 (1873) 14AM (649) 28AN (127.6) 23X (106.7) 37X (1688) 33,260 (148A) 3UN (169.4) 9-12 (2413) 18,700 (832) 28AN (127.6) 26,540 (118.1) 37" (16B8) 33,260 (148.0) 3810110 (169.4) 1-1/4 (318) 500 (6779) 5-12 (139.7) 18,140 (80.7) 23,2SO (103.6) 26,380 (1173) 29,460 (131.0) 33,640 (149.6) 33,780 (1503) 8 (2032) 27X (121.6) 35,080 (156.0) 43,300 (192.6) 44,260 (1%9) 45,540 (202.6) 50,560 (2249) •AOmuNevatuesarehasedupma4tolafelybelmOWdeby4forabwaNeloadvabes. • forlie4PoeWedgeAnft TW-1400,use tensi n data fmm V4'diamEemmalb 1-1fi'embedment aj;• e giYAW SlY:1t11'a • . Ultimate Tension and Shear Values (Lbs/kN)in • • - Lightweight Concrete* ANCHOR INSTALLATION EMBEDMENT ANCHOR LIGH WE6HTdDNIBETE IOWER FLUTE OF STEEL DECK WITH DIA. TORQUE DEPTH TYPE fc=3000 PSI(203 MPa) LIGHTWEIGHT CONCRETE FILL la.(MM) FL lbs.(Nm) In.(MM) fc=3000 PSI(103 MPa) TENSION SHEAR TENSION SHEAR lbs.(kN) lbs.(ITN) Lbs(kN) Lbs.(kN) 318 (95) 2S (339) 1-12 (38.1) 2,120 (9.4) 3,720 (165) 1,900 (95) 3,160 (14.1) 3 (762) WS-Carbon or 2" (13.1) 4,240 (189) 2,810 (12.6) 4,000 (178) 12 (12.7) 55 (74.6) 2-1/4 (572) WSJ 3,600 (16.0) 7,040 (313) 3,400 (15.1) 5,3110 (23.9) Noe-Dipped 3 p62J Galvanized or R1A) 6,620 (B.4) 4,480 (199) 6,620 R9.4) 4 (101h) or - - 6,920 (308) 4,BW (21.4) 6,440 RM) 5/8 (159) 90 (122.0) 3 (762) WW-304S.S 6,000 (26.7) 9,240 (41.1) 4,720 (21.0) 5,500 (245) 5 (127.0) or 5,%0 (265) 9X (413) 6,5110 (293) 9,140 (40.7) 3/4 (19.1) 175 (2373) 3-1/4 (816) SWW-316SS. 7,160 (319) 12M (56A) 5)M (26A) BAN (395) 5-1/4 (133.4) 8,9% (39.6) 15,920 p08) 7,040 (313) - - •MbLviNevduesarebmdapma4tolsaferybdaDiMeby4forabvaWbadvakm AifwRmrA1RW head° 64 RED HEAD , (neoortolltmimft0�6 l011-784DQvhftww&51m ordieMan �eapodan aidted Kral inform at ICBO Evaluation Service, Inc. ° w t) ° 5360 WORKMAN MILL ROAD • WHITTIER,CALIFORNIA 90601-2299 _�• A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT ER-1372 Copyright @ 20001CBO Evaluation Service,Inc. Reissued March 1,2000 Filing Category:FASTENERS—Concrete and Masonry Anchors (066) ITW RAMSET/RED HEAD SELF-DRILLING,TRUSOLT ments of Type 302 orAIS1 C-1010,respectively.Cold-formed WEDGE,AND MULTI-SET II CONCRETE ANCHORS anchor studs are available only for the 1/4-inch-, 3/8-inch-, 17W RAMSET/RED HEAD 1/2-inch-,5/8-inch-and 3/4-inch-diameter(6.4,9.5,12.7,15.9 1300 NORTH MICHAEL DRIVE and 19.1 mm)wedge anchors.The anchor stud is threaded WOOD DALE,ILLINOIS 60191 at its upper end and has a straight cylindrical section reduced 1.0 SUBJECT in diameter,around which the expander sleeve is formed.A straight-tapered section enlarging to a cylindrical base acts to ITW Ramset/Red Head Self-Drilling, Trubolt Wedge, and increase the diameterof the expander ring as the stud istight- Multi-Set 11 Concrete Anchors. ened in the concrete hold.The expander ring,which is formed 2.0 DESCRIPTION around the stud bolt,consists of a split-ring element with a 2.1 ITW RamsetlRed Head Self-Drilling Anchor. "coined"groove at each end.The expander ring is designed 9 to engage the walls of the concrete hold as the tapered portion 2.1.1 General:The ITW Ramset/Red Head anchor is a self- of the stud is forced upward against its interior. drilling concrete expansion shell anchor with a single cone ex- 2.2.2 Installation: Embedment, spacing, edge distance, pander.Both elements are made from heat-treated steel.The steel for the body conforms to AISI C-12L14,and the steel for 10.and concrete requirements are shown in Tables ght or lightweight 5 and the plug conforms to AISI C-1 010.The anchor has eight sharp concreesmustbepr-tipped a onrydwlbitsmanufa turgid teeth at one end and is threaded internally at the other end. concrete with carbide-tipped masonry drill bits manufactured The outer surface of the tubular shell at the toothed end has swithinions the range of the maximum and minimum drill tip dimen- annular broaching grooves and four milled slits. At its sions of ANSI B2e nom1994.The anchors must size, installed threaded end, the anchor is provided with an unthreaded g holes the same nominal size as the anchor size,with o greater depth than the length of embedment desired,but no chucking cone that has an annular break-off groove at its less than the minimum embedment. The hole must be base for flush mounting.Anchor shell and expandercone are cleaned out prior to installation of the anchor. The anchor electrodeposit zinc and chromate-plated. mustbetapped into the hole to the embedment depth desired, 2.1.2 Installation: Embedment, spacing, edge distance, but no less than the minimum embedment.A standard hexag- and concrete requirements are shown in Tables 1 and 2.The onal nut and washer must be used over the material being anchors are installed by a Model 747 Roto-Stop Hammer,by fastened and the nut tightened until the minimum installation air or electric impact hammer,or by hand.The anchor is used torque,as indicated in Tables 3 and 10,is reached. as a drill in forming the hole in normal-weight concrete.After 2.3 ITW Ramset/Red Head Multi-Set 11 Anchor. the hole is formed,the anchor must be removed and the hole thoroughly cleaned.The hole depth is regulated by the drill 2.3.1 General: The Multi-Set anchors are designed to be chuck.A Red Head plug must be set into the bottom of the an- installed in a predrilled hole equal to the anchordiameter.The chor prior to insertion in the hole.The concrete anchor must anchor consists of a shell formed from carbon steel meeting be driven over the plug,to cause expansion of the anchor in the minimum requirements of AISI CA 213 and an expansion the hole.The chucking end of the anchor is broken off with a plug formed from carbon steel meeting the minimum require- hammer blow.Verification that the anchor has been installed ments of AISI C-1010.The expansion end is divided into four properly is evidenced by the fad that the anchor does not equal segments by radial slots.The expansion plug is preas- project above the surface of the concrete and the red plug is sembled and is cylindrical in cross section. visible at the bottom of the hole. 2.2 ITW Ramset/Red Head Trubolt Wedge Anchor. 2.3.2 Installation: Embedment, spacing, edge distance, and concrete requirements are shown in Tables 6,7 and 9. 2.2.1 General:The Trubolt Wedge anchor is a stud bolt type Holes must be predrilled in normal-weight or lightweight con- of drop-in anchor.The anchors are cold-formed or machined crete with carbide-tipped masonry drill bits manufactured from zinc-plated and chromate-dipped carbon steel, hot- within the range of the maximum and minimum drill tip dimen- dipped galvanized carbon steel or stainless steel.Steel used sions of ANSI B212.15-1994.The anchors must be installed to produce the anchors complies with AISI C-1015 to AISI in predrilled holes,the hole depth and diameter for each an- C-1022 and AISI C-1213 carbon steels,Type 304 orType 316 chor size being listed in Tables 6,7 and 9.After the hole is stainless steels.Hot-dipped galvanizing complies with ASTM drilled,it is cleared of all cuttings.The anchor is set by instal- 153 Class C requirements.The expander sleeves are fabri- ling the expansion shell and then driving the cone expander cated from stainless steel or carbon steel meeting the require- with a setting tool provided with each anchor size.When the Evaluation reports ofICBO Evaluation Service,Ina,are issuedsolely toprovide information to CAL%A members ofICBO,wdlz ngthecode upon which the report ishased Evaluation reports are notto beconsumdas repnesennngaesthedesorwW other adributes notspecdfrcally addressed norasan endorsement or rerommen- dadon for—of the subject report This report is based upon independent tads or other technical data submitted by the applicant TheICBO Evaluation Service,Inc.,technindstafJ''has reviewed the test resultsand/or other data,but does notpossecs te-stfacmdes to make an independent verifuaation.There is no warranty bylCBO Evaluation Service,Inc.,express orimp&4 as toany"Finding"oroMermancrin thereponorastoanyprodudcovered bydmreport Thisdisclaimerindudes,but isnoinmited to,merchantabiGt)t Pagel of 7 Page 2 of 7 ER-1372 cone expander is driven down into the anchor,the legs of the 4.0 FINDINGS shell expand. That the ITW Ramset/Red Head fasteners described in 2A Design: this report comply with the 1997 Uniform Building Allowable static loads are as set forth in Tables 1,3,8,9 and CodeTM,subject to the following conditions: 10.Allowable loadsforanchors subjected to combined shear 4.1 Anchor sizes,dimensions and installation are as and tension forces are determined by the following equation: set forth in this report. 4.2 Allowable shear and tension loads are as set forth (PS/Pa5/3 (Vs�Vas/3 <_ 1 in Section 2.0 where: 4.3 Calculations justifying that the applied loads com- ply with this report are submitted to the building of- PS Appliedficial for approval. Pr = Allowable service tension load. 4.4 Special inspection is provided as set forth in Sec- VS = Applied service shear load. tion 2.5. V = Allowable service shear load. 4.5 Anchors are limited to installation in uncracked t concrete, which is concrete subjected to tensile The anchors cannot be subjected to vibratory loads. stresses not exceeding 170 psi (1.2 MPa) as in- Sources of such loads include,for example,reciprocating en- duced by external loads,deformations and interior gines,crane loads and moving loads due to vehicles. exposures. 2.5 Special Inspection: 4.6 Anchors are limited to non ire-resistive conshuc- When special inspection is required,compliance with Section tion unless appropriate data is submitted to dem- 1701.5.2 of the de is necessary.The special inspector must onstrate anchor performance is maintained in fire- resistive on the jobsite continuously during anchor installation to resistive situations. verify anchor type,anchor dimensions,concrete type,con- 4.7 Anchors are manufactured at Highway 12, Michi- crete compressive strength,hole dimensions,anchor spac- gan City,Indiana,with inspections by PFS Corpora- ings,edge distances,slab thickness,anchorembedment and tion(NER43A251). tightening torque. 4.8 Use of electroplated or mechanically plated carbon 2.6 Identification: steel anchors is limited to dry, interior locations. Use of hot-dipped galvanized carbon steel is per- The concrete anchors are identified by their dimensional mittedinexterior-exposureordampenvironments. characteristics, the anchor size, and by the length code 4.9 Except for ITW RamsetlRed Head Carbon Steel and stamped on the anchor.The conical-shaped expander plugs Stainless Steel Trubolt Wedge anchors embedded are colored red. See Figure 1 for additional details. Length in normal-weight concrete,as noted in Table 3,use codes are in Table 8.Packages are identified with the anchor of anchors in resisting earthquake or wind loads is type and size,the manufacturer's name and address,and the beyond the scope of this report. name of the quality control agency,PFS Corporation. 4.10 The anchors are not subjected to vibratory loads, 3.0 EVIDENCE SUBMITTED such as those encountered by supports for recip- Data complying with the ICBO ES Acceptance Criteria for Ex- ruing engines, crane loads and moving loads pansion Anchors in Concrete and Masonry Elements(AC01), due to vehicles. dated January 1999. This report is subject to re-examination in two years. TABLE 1—rW RAMSET/RED HEAD SELF-DRILLING ANCHOR ALLOWABLE SHEAR AND TENSION VALUES(pounds)1,3-4 F.=2.OW Psi %o=4,0W PM MINIMUM Tension Tension BOLT ANCHOR BMEDMENT With wrtlrout with VA#Md DUUIETER DIAMETER DEPTH Spedal Special Spedal Special md� (inctres) Inspae - Irmpection Shear 1 � Inspection Show 1/4 7/16 13/32 415 210 295 650 325 365 3/s 9/16 17/32 785 395 770 1,035 520 650 l/2 11/16 21/32 1,150 575 920 1,555 775 930 3/8 27/32 215/32 1,510 755 1,605 2,485 1,240 1,755 3/4 1 31/4 1,985 995 2,495 3,165 1,585 2,575 For SI:1 inch=25.4 rum,1 lbf=4A5 N,1 psi=6.89 kPa IThe tabulated shear and tensile values are for anchors installed in normal-weight concrete having the designated ultimate compressive strength at the time of installation. Values have been tabulated for both ASTM A 307 and A 449 bolts installed with the device. 2These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.5. 3The minimum concrete thickness is 11/2 times the embedment depth,or the embedment depth plus three times the anchor diameter,whichever is greater. 47he anchors are illustrated as follows: Page 3 of 7 ER-1372 TABLE 2-RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR ITW RAMSETIRED HEAD SELF-DRILLING ANCHORI DESCRIPTION Min.Attowable Min.Allows I SSpacing Edge spad Between MIN. Requin38dm (incDli�e) __ Raw .Ito et ) Obtain M. Load actor ed Obtain Max. Load actor Ap ad DIAMETER DIAMETER SOLT ANCHOR �D�I�T Waddn9Lmd =085 for Tension workingLa� =095fnlnr.n (lncices) (lnehes) =0.75 for Sher (inches) =0.70 for Shear 1/4 /16 13/32 11 /l6 1 3/g 1 /16 3/8 9/16 032 211/16 13/g 53/8 21t/16 1/2 11/16 21/32 39/16 113/16 71/8 39/16 5/8 27132 2"/32 43/8 23/16 8ll/16 43/8 3/4 1 31/4 511/16 2-1/8 113/g 511/16 For SI:1 inch=25.4 mm ILmear interpolation may be used for intermediate spacing and edge distances. TABLE 3-ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES(pounds)IX4,5,8 f'o=2,000 psi V.=4,0110 psi f'e=6-Ow psi Tension Tension Tension ANCHOR INSTALLATION EMBEDMENT With Without With w-thout wa wdhout DIAMETER TORQUE DEPTH Spacial SpeolaI Special Special Special Special inehaa ndrea Ir�p - Inspection Shear IrmpeeUon InepaeSon Shear i�pection Inspection Shear 1/4 8 11/8 295 150 350 445 225 350 475 240 350 Its/16 525 265 420 825 410 420 825 410 420 21/g 565 280 825 410 825 410 3/g 25 0/2 420 210 580 560 280 655 710 355 790 3 870 435 1,000 1,485 740 1,035 1,530 765 1,125 4 1,200 600 1,485 740 1,530 1 765 1/2 55 21/4 1,165 580 1,190 1,275 640 1,190 1,760 880 1,760 4/g 1,165 580 1,810 2,410 1,205 1,810 2,705 1,355 2,040 6 1,335 665 2,410 1,205 2,705 1,355 1/8 90 23/4 1,645 820 1,780 1,795 900 1,780 2,430 1,215 2,405 51/8 1,645 820 2,400 3,730 1,865 2,975 4,095 2,045 3,130 7112 1,765 880 3,735 1,880 4,095 2,045 3/4 175 31/4 1,780 890 2,530 2,710 1,355 3,430 3,325 1,665 3,995 65/8 2,745 1,375 5,080 4,425 2,210 5,935 5,065 2,530 5,935 10 2,745 1,375 4,470 2,235 5,895 2,950 7/8 250 33/4 2,380 1,190 3,290 3,685 1,940 4,145 4,355 2,180 4,790 61/4 3,665 1,835 5,220 5,235 2,620 7,200 6,090 3,045 7,200 8 3,665 1,835 5,580 2,790 6,090 3,045 1 300 41/2 3,485 1,745 4,020 5,045 2,520 5,705 5,295 2,650 6,120 73/g 3,650 1,825 7,170 5,995 3,000 9,485 8,315 4,160 9,520 9112 4,675 2,340 6,635 3,315 8,315 4,160 11/4 500 51/2 4,535 2,270 5,920 6,595 3,300 7,365 8,410 4,205 8,445 8 6,935 3,413 8,770 10,825 5,410 11,065 11,385 5,695 12,640 10 1 9,035 1 4,515 11,385 5,695 14,075 7,040 For SI:1 inch=25A mm,I psi=6.89 kPa,I tbf.ft=1355 818 N.m,I Ibf=4.45 N. IThe tabulated shearand tensile values are foranchors installed in stone-aggregate concrete having the designated ultimate compressive strength at the time of installation. 2The holes are drilled with bits complying with ANSI B212.15-1994.The bit diameter equals the anchor diameter. 37hese tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.5. 4The minimum concrete thickness is 11/2 times the embedment depth,or the embedment depth plus three times the anchor diameter,whichever is greater: SAllowable static loads may be increased one-third for earthquake or wind resistance in accordance with Section 1612.3.3 of the code.No further increase is allowed 6The anchors are illustrated as follows: Page 4 of 7 ER-1372 TABLE 4-RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR TENSION LOADS FOR ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHORSI DESCRIPTION Min.Allowable Min.Allowable Edge Distance EMBEDMENT O�be�in Max (D1sen� Spy �q�ued to S dAn", n Obtain tno o (InohOs) DIAME�IER DEPTH world, Load Load FaMor toad Load Factor fmGes (inches) Applied=0.65 (inches) Applied=0.70 1/4 11/8 2 1 31S/16 2 115/16 1"116 1 37/8 I I S/l6 21/8 15/8 13/16 33/16 15/8 3/8 11/2 25/g 15/16 51/4 25/8 3 3 11/2 6 3 4 3 11/2 6 3 1/2 21/4 3"/16 2 7718 315/16 41/g 31/g 19/16 63/16 31/g 6 41/2 214 9 41/2 5/8 23/4 413/t6 27/16 95/8 413/16 51/8 37/8 115/I6 711/16 37/8 71/2 55/8 213/16 111/q 5518 3/4 31/4 511/16 27/8 113/8 511/16 65/g 5 21/2 915/16 5 10 71/2 334 15 7112 7/g 334 69/16 35/16 131/g 69/16 61/4 61/4 31/g 121/2 61/4 8 6 3 12 6 1 41/2 7/g 31 /16 1534 77/8 7318 73/g 311/16 143/4 73/8 91/2 7t/8 39/16 1 141/4 71/9 11/4 51/2 9518 413/16 19114 95/8 8 8 4 16 8 10 71/2 334 15 71/2 For SI:1 inch=25A mm. ILinear interpolation may be used for intermediate spacing and edge distances. 2Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accordance with Table 10. TABLE 5—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR SHEAR LOADS FOR 11 W RAMSET/RED HEAD TRUBOLT WEDGE ANCHORSI (� DESCRIPTION Edge Distance Min.tE a Min.E Min Allowable Required to Distance at Which Distance inch SpaGrgl Main Max the Load Factor the Load Factor Spacing BetHreen Working Load Applied=0.60 Applied=0.20 Required to Anchors ANCHOR ELMEDUENT (inches) (Inches) (Itches) obtain Max.OM R DEPTH (lodes) Waffing Load Load Factor index (See Figs 2) (See Figure 2) (Sao Figure 2) (inches) Applied=0.40 i/q 11/8 2 15/16 N/A 31S/l6 2 113/16 0S/16 1 N/A 37/g 05/16 3/8 11/2 25/8 134 N/A 514 25/g 3 334 3 11/2 6 3 1/2 21,4 315/16 29/16 N/A 77/g 315/16 4/g 53/16 31/8 19/16 63/16 31/8 518 2314 413/16 31/g N/A 95/g 413/16 51/8 67/16 37/8 113/16 711/16 37/g 3/q 31/4 51I/16 33/q N/A 113/8 511/16 65/9 85/16 5 21/2 915/16 5 7/8 33/4 69/16 45/16 N/A 131/g 69/16 614 81/2 614 31/8 121/2 614 1 41/2 77/8 51/g N/A 153/4 77/g 73/g 101/16 73/8 31l/16 143/4 73/g 11/4 51/2 95/g 614 NIA 1914 95/8 8 117/16 8 4 16 8 For Sl:1 inch=25A mm. N/A=Not applicable. ILinear interpolation may be used for intermediate spacing and edge distances. 2Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accordance with Table 10. Page 5 of 7 ER-1372 TABLE 6—M RAMSET/RED HEAD MULT14ET II ANCHOR ALLOWABLE SHEAR AND TENSION VALUES(pounds)1,2AS fie=2,000 psi fie=4 000 psi f'c=6.000 psi MINIMUM Temion Tension Tension _ With Without With Without With Without DIAMETER DIAMETER DEPTH T Special Special Special Special Special Spedal (nel-) Inspedions Inspectim Shoar Irwpedio0 Inspemml Shear Inspeaiona Ikon Shaw 1/4 3/8 1 420 210 270 590 295 300 745 375 325 3/8 1/2 15/8 745 375 790 950 475 625 1,560 780 465 1/2 5/8 2 825 415 1,145 1,460 730 875 2,075 1,035 600 5/8 1/8 2112 1,375 685 1,860 2,160 1,080 1,385 2,755 1,375 910 3/4 1 33/t6 2,070 1,035 2,620 2,370 1,185 1,920 3,065 1,530 1,215 For SI:1 inch=25A rmn,1 lbf=4A5 N,1 psi=6.89 kPa. IThe tabulated shearandtensile values are foranchosinstalled in stone-aggregate concretehaving the designated ultimate compressive strengthatthetimeofinstallation. Values have been tabulated for both ASTM A 307 and A 449 bolts installed with the device. 2The holes are drilled with bits complying with ANSI B212.15-1994.The bit diameter equals the anchor diameter. 3These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.5. 4The minimum concrete thickness is 11/2 times the embedment depth,or the embedment depth plus three times the anchor diameter,whichever is greater. 5The anchors are illustrated as follows: TABLE 7—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR ITW RAMSETIRED HEAD MULTI-SET II ANCHORI DESCRIPTION Min.Altowable Min.Allowable Spadng Dist— Spacing MIN. �RegaImdDistance W indres) Requhedt0 j elres�j B BOLT ANCHOR EMBEDMENT Obtain Mac Load actore Obtain Mac Load odor Aped OUIMETER DIAMETER DEPTH Wafdrg Load =Ob0 for T WoAdng Load =0.80 for T incf 61ch (nd—) ( ) =0.70 for Sher (ind-) =0.55 for Show I/4 3/8 1 13/4 7/8 31/2 13/4 3/8 1/2 15/8 27/8 17/16 51l/16 27/8 1/2 5/8 2 31/2 13/4 7 31/2 5/8 7/8 21/2 43/8 23/16 83/4 43/8 3/4 1 33/16 55/8 213/16 113/16 5518 For SI:1 inch=25A mm ILinnr interpolation may be used for intermediate spacing and edge distances. 2Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accordance with Table 9. TABLE S—LENGTH IDENTIFICATION CODES LENGTH OF ANCHOR LENGTH OF ANCHOR CODE 00dars) ( ) CODE (Incas) (rtrn) A Black 11/2<2 38<51 N 8<81/2 203<216 B White 2<21/2 51<63 O 81/2<9 216<229 C Red 2t/2<3 63<76 P 9<91/2 229<241 D Green 3<31/2 76<89 Q 91/2<10 241<254 E Yellow 31/2<4 89<102 R 10<11 254<267 F Blue 4<41/2 102<114 S 11<12 267<305 G Purple 41/2<5 114<127 T 12<13 305<330 H Brown 5<51/2 127<140 U 13<14 330<366 I Orange 51/2<6 140<152 V 14<15 366<381 J N/A 6<61/2 152<165 W 15<16 381<406 K N/A 61/2<7 165<178 X 16<17 406<432 L N/A 7<71/2 178<191 Y 17<18 432<457 M N/A 71/2<8 191<203 Z 18<19 457<483 Page 6 of 7 ER-1372 TABLE TRW RAMSETIRED HEAD MULTI-SET 11 ANCHOR ALLOWABLE SHEAR AND TENSION VALUES(pounds)TA4 LOWER FLUTE OF STEM DECK WITH LIGHTWEIGHT CONCRETE LIMITMGHT CONCRETE FILL f"e=3.000 psi f'c=3.000 psi MINIMA Tension Tension ANCHOR EMBEDMENT BOLT DIAMIETER DIAMETER DEPTHS With Special Without Sppeecial With Special WdhmA SppeeCW (inch) Inch (hdms)s Inspecti ons Inspection shear Inspection inspection Shear 3/8 1/2 19/16 965 482 1,105 835 417 1,105 1/2 5/8 2 1,020 510 1,410 800 400 1,235 /8 /8 21/2 1,570 785 2,610 1,490 745 1,460 314 1 33/16 2,750 1,375 3,945 2,045 1,022 2,280 For SI:I inch=25A mm,1 lbf=4A5 N,1 psi=6.89 kpa. IThe tabulated shear and tensile values are for anchors installedm structural lightweight concrete having the designated ultimate compressive strength at the timeof instal- lation.Values have been tabulated for both ASTM A 307 and A 449 bolts installed with the device. 2The holes are drilled with bits complying with ANSI B212.15-1994.The bit diameter equals the anchor diameter. 3These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.5. 4hrstallation details are in Figure 3.Spacing and edge distances are in Table 7 as modified by Footnote 2. TABLE 10-4TW RAMSET/RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES(pounds)TA4 LOVER FLUTE OF STEEL DECK WITH LIGHTWEIGHT LIGHTWEIGHT CONCRETE CONCRETE FILL f'c=3,000 psi I".=3.000 psi ANCHOR INSTALL MINIMUM Tension Tension IAMETER TORQUE ®DEPTHS BEDWENT With SpecialsWdhmd Special W Wit ith Special hout SSppeBcial M Rob. llnahe8l9 Inspection Inspection Slur Inspection Inspection Shear 3/8 25 11/2 530 265 930 475 237 790 3 735 367 1,060 710 355 1,000 1/2 55 21/4 900 450 1,760 850 425 1,345 3 1,180 590 1,655 1,120 560 1,655 4 N/A N/A 1,730 1,200 600 1,610 /8 90 3 1,500 750 2,310 1,180 590 1,375 5 1,490 745 2,320 1,645 822 2,285 3/4 175 31/4 1,790 895 3,150 1,460 730 2,220 51/4 2,225 1,112 3,980 1 1,760 880 N/A For SI:1 inch=25A mm,1 psi=6.89 kpa,1 Ibf=4A5 N. N/A=Not applicable. IThe tabulated shear and tensile values are for anchors installed in structural lightweight concrete having the designated compressive strength at the time of installation. 2The holes are drilled with bits complying with ANSI B212.15-1994.The bit diameter equals the anchor diameter. 37hese tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.5. 4lnstalletion details are in Figure 3.Spacing and edge distances are in Tables 4 and 5 as modified by Footnote 2. Self-Drills S(bolt size) Trubolt Wedge Anchors WS-Carbon Steel anchor size x length) Mu"et II RNA-Carbon Steel(bolt size) FIGURE 1-IDENTIFICATION SYMBOLS FOR THE VARIOUS ANCHORS f Page 7 of 7 ER-1372 1.00 0.60 0.20 E2 E1 E FIGURE 2—LOAD FACTORS FOR TRUSOLT WEDGE ANCHOR SHEAR LOADS AT REDUCED EDGE DISTANCES(See also Table S) MULTISET[I Y CLR.MIN. i E I * 1'CLR.MIN. TRUBOLT LIGHTWEIGHT CONCRETE ONLY t"CLR.MIN. MULTI-SET n f__flX TRUBOLT .4-12" 2OOA STEEL MIN. DECK MIN. STEELDECKWITH UGHTWEIGHTCONCRETE FILL E=DEPTH OF EMBEDMENT For SI:1 inch=25.4 mm FIGURE 3—TRUBOLT AND MULTI-SET D ANCHORS IN LIGHTWEIGHT CONCRETE(f' =3,000 ps" AND STEEL DECK WITH LIGHTWEIGHT CONCRETE FILL(f c-3,000 Building technahW serving A Y: t. i cemrsrmW and msideMid { buiitkm since"199D. °. �� June 6, 2007 >. Mike Santos 59 Gosnold St. Hyannis, MA 02494 RE: Reddi Form acceptable building methods and compatible products Mike, In response to your questions regarding sill plate/anchor bolts bearing/attachments and acceptable waterproofing membrane please see the comments below. 1. A 2"x 6" plate will provide 3.5 inches of b`p�(a'ng roi ef,�ls; laced a the exterior edge of Reddi Form and is acceptable to use wit ,.lheReddrl=Qrsystern provided it meets 12 the minimum bearing and framing regtiremeri bf the 5trucf r"eftn que'`%ion and local d codes. 2. Anchor bolts can be utilized in the ReidiRiv proved tieymget local codes and the bolts manufacturers' requirements ogr" er�g�,;.,d th of pEappment ani C.Om- pressive strength minimums for concrete o by ti i ,, �G Iacem6h Jn the center of the 6" vertical Reddi Form core providin�g'ma�jmum�O�vL ag.y% �#fif;knr� a mtniifium of 3000 psi is recommended for all Reddi Forrp galls.., 3. Peel and Stick waterproofing 0 mbra es';nc tormite, harm,,fan be used With the Reddi Forms stem rev ed the manuf�cttare iia'trarjts its�u re arids�adheikki to° ex anded of a gene and that it is inst lee: oc y " ( P a p ,Y rho ) F � 1•dyjir g�}to Myanufacturersispecifications tiF Ji 6 � ur` � r �d � If you have any add bonaIcques i ,�s co en"ts or cpncerns please refer�to our ConstructiGuidelines or feel fr.etQ. n� lii y. Regarg! s, a v ,2 onnle Ard os ,� P '' I r PreSlderat 0,0 Reddiforn,-Inc 0"34-4f303 4 1 N ,.t Reddi Form Inc. 10 Park Place Suite 5-B, Butler, NJ 07405 Tel. 800-334-4303 www.reddiform.com GOSMOLD STREET RECORD: 4 7. 45' CALC- 47. 57'—. i AREA=5004fS.F. (��Z) Q A.M. 324-94 Oc LOT 113 ti LOT 109 LOT 114 'O y ti y. c LOT 122 ���D, LOT 110 LOT 123 FLOOD ZONE "B" FO UNDA TION CERTIFICATION RES ZONE- "RB" TOWN.- "HYANNIS" SCALE 1"--20' PL REF` 34-29 ELEV N/A SETBACKS.• 20-10'-10' �..pA•�..° YANKEE LAND SURVEYORS & CONSULTANTS I CERTIFY THAT THE �a�� G -ERF�CyG "FOUNDATION" IS SHOWN �� P.O. BOX 265 a U STEP"J. =N N UNIT 1, 40 INDUSTRY ROAD ON THE PLAN AS IT EXISTS DOYLE MARSTONS MILLS, MA 02648 ON THE GRO UND. o F _37 F TEL• 508-428-0055 FAX 508-420-5553 a► 'D suc�` �� JOB v J� DATE.• 05-21-07 NUMBER 54176FND r Jun 08 07 08: 02a P. 1 _ I j G/S la 70 ', • ' - Ultimate Tension and Shear Values (Lbs/kN)in Concret e* ANCHOR INSTALLATION EMBEDMENT ANCHOR fc=2DODPSI(13.8MPa) ft=400oPSl(27,6MPa) DIA. TORQUE DEPTH TYPE fc=6000 PSI(41.4MPa) ;I Tn•from) Ft,tbs.(Nm) In.(mm) TENSION SHEAR TENSION SHEAR TENSION dJ Lbs.(kN) lbs(kN) lbs(YN) TENSION tbs.(kN) lbs(kN) 1/4 (6.41 8 00.8) 1-1/8 (28.6) 1,180 (5.2) 1,400 ti !1 1.15/16 (49.2) 162) 1,780 (7.9) 1,400 (6.2) 1,900 2,100 (9.3) 1,680 (7.5) 3300 (14.7) 1,680 {8'S) 1,400 (6.2) i 2-1/8 (54.0) 2,260 (10.7) 1,660 (1.5) 3300 (14.7) 7,68D (1.5) 3,3DO (14.7) 1,660 (7,5) i 318 (95) 25 (33.9) 1-1/2 (36.1) (75) 3,300 (14,1) 1,680 (7.5) 1,680 (7.5) 2,32D (10.3) 2,240 (70.0) 2,620 (11.7) 2,840 3 (76.2) 1,480 (15.5) 4,0D0 (17,8) 5940 (11.6) 3,160 (14.1) 4 (101.6) 4,600 (21.4) 4000 (26.41 4,140 (18.4) 6.110 (1).2) 4500 (20.0) 1/2 (12.7) 55 (74.6) 2-1/4 (11.8) 5,940 (26.4) 4140 (18.41 6,120 (27.2) 4,500 (20.0 151.2) 4,660 4-1/8 (104.8) 41660 (20,7) 7,240 ) 5,100 (22.7) 4,760 (2 . (31.1) 91640 (42.9) 71240 (32.2) 10,820 0 (31.3) 6 (15 WS•Carbonor 5340 (23.8) 7,240 (31.2) 9,640 (48.1) 8,IG0 (36.3) 5/8 (15.9) 90 (122.0) 2 3/4 (69.9) WS-G (42.9) Z) 10,820 (48.1) 8,160 (36,3) 5.1/8 Hot-Dipped 6,560 6,580 (29.3) 7,120 (31.7) 71180 (31.9) 7,12D (31.7) 9,720 (43. (130,2) Galvanized (29.3) 9,600 ' (42.7) 14,920 .8) ! 7-112 (190.5) 1,060 (31.4) 9,600 (66,4) 11,900 (52.9) 16,380 (72.9) 12,520 (55.7) ! 3/4 (19.1) 175 (237,3) 3.7/4 or (42,7) 15,020 (66.8) 11,900 (52.9) 16,380 (72.9) 12,520 (82.6) WW-304 S.S. 7,120 (31.7) 10,120 (45.0) 10,640 6-5/B (168.3) or 10,980 (48.8) 20,320 (48.2) 13,720 (61.0) 13,300 (59.2) 75,980 10 (254.0) 70,980 (48.81 20,320 (90.4) 11,880 (78.7) 23,740 (105.6) 20,260 (90.1) 23,740 (105.6) 7/8 (22.21 250 (339.0) 3-1/4 SWW316S.5. (79.5) 23,140 105.6) 23,580 (95.3) 9,520 (42.3) 13,160 ( (104.9) 23.740 (105.6) 6-1/4 (158.8) (58.5) 14,740 (65.6) 16,S80 (73.8) 17,420 (77.5) 19,160 (85.2) 14,66D (65.2) 20,880 192.9) 20,940 (93.1) 28,800 (128.1) 24,360 8 (203,2} 14,660 (65,2) 20,880 (92.9) 20,940 (106,4) 28,800 (126.1) 1 (25.4) 300 (406.7) 41/2 (1143) (93.1) 28,800 (128.1) 24,360 (108.4) 28,BD0 (128.1) 13,940 (62.0) 16,080 (71.5) 20,180 (89.8) 12,820 (101.5) 21,180 1-3/8 (181.3) 14,600 (64,9) 16,680 (127.6 23,980 (94.2) 14,480 (108.91 ( 9.1/2 (24).3) 18,700 ) (1�•7) 31,940 (168.8) 33,260 (146.0) 38,D80 (169.4) 1-1/4 (31,81 500 (677.9) 5-1/2 (139.)) IR 71 28,680 (127.6) 26,540 (]18.11 37,940 (168.8) 33,260 (148.0) 38,080 (169.4) 18,140 (80.7} 23,280 (103.6) 16,380 (111.31 29,460 (131.0) 33,640 B (203.1) 27,340 (R1.6) 35,080 (156.0) 43,300 (149.6) 33,780 (150.3} 'WInNablevaluesalebasedupon84101Safetyfactoc0lvideby4fasallativableloadvalues. (192.6) 44,160 (196.9) 45,5g0 (201.6J 50,560 (114.9) ' For tit-Wire Wedge Anch041W-1400,use lension data from l/4'dlameter with I.1/8"embedment. i . •, Ultimate Tension and Shear Values (Lbs/kN)in L►ghtweight Concrete ANCHOR INSTALLATION EMBEDMENT ANCHOR LIGHTWEIGHT CONCRETE DIA• TORQUE DEPTH TYPE fc=3000 PSI(20.7 MPa) LOWER FLUTE OF STEEL DECK WITH In.(mm) Ft lbs.(Nm) In.(Mon) LIGHTWEIGHT CONCRETE FILL fc=3000 PSI(20.7 MPa) j TENSION SHEAR TENSION SHEAR 1 Lbs.(kN) lbs.(kN) Lbs.(kN) 3/8 (95) 25 (33.9) 1-1/2 (38.1) lbs,RN) 2,120 (9.4) 3,120 (76.5) 1,900 (8.5) 1,11 3 (76,1) WS-Carbonor 2,940 (13,1) 4,240 (18,9) 1,840 (14.1) 112 (12.7) 55 (74.6) 2-1/4 (57.2) WS-G (12.6) 4,DD0 3 (76.2) Hot-Dipped 3,600 (16.0) 7,040 (31.3) 3,400 (15.1) 5,380 q Galvanized 4,720 (21.0) 6,620 (29.4) 4,480 (23.9) (101,6) or 6,910 (30.8) 4,800 (19.9) 6,620 (29.4) 5/6 (15,9) 90 (122,0) 3 p6,2) (2T.4) 6,440 (28.6) i 5 WW 304 S.S. 6,000 (26.7) 9,140 (41.1) 4,720 (21.0) 5,500 (121.0) or 5,960 (26.5) 9,280 (41.3) 6,580 (29.3) 9,140 (40.7) 3/4 (19.1) 175 (237.3) 3-114 (82.6) SWW-316S.S. 7,160 (31,9) 12,600 5-1/4 (133.4) (56.0) 5,840 126.0) B,H80 (39.5) i 15,920 (70.8) 7,DO Albwabk values are based upon a 419 7 safety factor.Dlvide by 4110(allowable load values. 8,900 (39.6) 1 t , r - rriwRamset/Red Head' fall 0un00 free number 800-899,7690 orvisit our web site fa the most mrrent pmdutt and trdmiral infomuGon at gww.nassvt•redbead vwn GOSMOLD STREET RECORD: 4 7. 45' CALC.• 47. 57' i AREA=5004fS.F. A.M. 324-94 O�OC�. LOT 113 ti LOT 109 LOT 114 .� C� LOT 122 sr�Op, LOT 110 LOT 123 FLOOD ZONE "B" FO UNDA TION CERTIFICA TION RES ZONE- "RB" TOWN. "HYANNIS" SCALE 1"=20' PL REF` 34-29 ELEV N/A SETBACKS- 20'-10'-10' ►A••AA YANKEE LAND SURVEYORS v �\ Or 1,14Ss� �° & CONSULTANTS I CERTIFY THAT THE STERE `tip ° P.D. BOX 265 FOUNDATION IS SHOWN STEPHEJ. N ► UNIT 1, 40 INDUSTRY ROAD ON THE PLAN AS IT EXISTS o Do E MARSTONS MILLS, MA 02648 ON THE GRO UND. ,37 W : TM 508-428-0055 FAX 508-420-5553 JOB �o DATE.' 05-21-07 NUMBER 54176FND self-adhered �waterproo g-.,m emorane "Y E 0*'key Below grade waterproofing Integrated waterproofing System IWA -4,V 60 rail thick protection 4.0 rj �k VIV 51 4. -,7 &T q f t Js t' _NJL0_ A A 0 4W. V, dit blueskin wp200 Composition component qualties • SIBS (styrene butadiene styrene) SBS polymer modified asphalt compound polymer modified asphalt - excellent adhesive qualities waterproofing and adhesive compound - ability to span cracks in substrate • Tough cross laminated polyethelene film elf - has minimum 300% elongation • Silicone treated release paper - excellent self sealing properties • Cross laminated polyethylene film 209 Elastomastic or Polybitume* 570-05 - provides toughness TERMINATION SEAL - high tensile strength - good puncture resistance Henry DB Silicone treated release film Drainage Board provides ease of application 4 Re I'd 4u fir` Y A— AJ Synko-Flex or Hydro-Flex 4-4 Waterstop X, u '!Pr_ 4 AquataCTM or '0 BlueskinTIM PRIMER ELASTO-SEALTm LIVI FILLET M. 2'A A k3 j U4, T 7" 1 z A Primer is applied to prepared substrate Silicone treated release paper protects Blueskin WP 200 is set into position. by roller or spray. adhesive side of sheet. ----- -------- ------- design features system components 1 Factory Controlled 60 Mill ThAss 6e System cdfrnoorieritsM6I Lid 6 A'U6tdCTW water based " I" MT, �, IR d� "N prim -provides ',built-in',' coverage, no thin spots*, primer or ueskin Primer solvenf btise—d61a'seor-rier- _1 10 IV , * " W a P W a a MA 6 "A Fully Adhered Sheet Membrane jj i -SEAL T % A j, Jc primer, ELASTO LM,mastic,for detailing,' 14� V v 'r TMqMa -eliminates-lateral water migration * 4, -209 Elastomastic and,,Polyb�iitume sticfor te r- v/ Self -Adhering f 4A 44 4, t, v % A� Ininations,iHenry Protection jBoard. .easy to apply in both Vertical and j I + + # t horizontal orientations - - 4 -safe application + 45 4 0 # & -6 41- 4, EdgeBead compound bead extends,beyond polyfi I rn a A 1 ne surface and provides'positive 4 compound to compound �Lop seal I'c 'h, " - aIek W V, 4s, ov, & V Blueskin Primer or Aquatac?rIImer;I -,provides low VOC - low,odor, system o Low Temperature Application V o r 4 0 1& 40 J* qr, 1101 14 4 10 ve o 4' 4 4h 4k % *1 40 If 4 4 0 A -0 G_ 0 0 11ro Jk tn P t. 10 16 a, lk * 4% 0 $ 0 + P v q 's 0 4 "o, % $W 4 4, 4 A s 6 r, I a _ 4 t 6 Jo 4 0 '0, 0 V 0 4 a. 20im I Flo h. mk Once in place, release paper is removed All laps and sheet surfaces are rolled. The top edge and laps at changes in and sheet is pressed against substrate. plane are sealed with Elastomastic or Polybitume®. A q7 1W '4 on V� ATWR70 no -fibtm wmuo kk d " 0 do kob s- PHYSICAL PROPERTIES PROPERTY TEST METHOD RESULT Color Blue Thickness ASTM D3767 (Method A) 1.5 mm (60 mils) Tensile Strength (Membrane) ASTM D412 (die C) (Modified) 2.24 MPa/M2 (325 psi) Tensile Strength (Film) ASTM D882 34.5 MPa/M2 (5000 psi) Elongation ASTM D412 300% (To ultimate failure of rubberized asphalt) Flexibility ASTM D1970 Unaffected at-40°C (-40°F) Crack Cycling ASTM C836 Unaffected at -320C (-250F), 100 cycles Puncture Resistance (Membrane) ASTM E154 222 N (50 lb.) minimum Lap Peel Strength ASTM D1876 880 N/m (5 lbf/in.) @ -40C (25°F) Resistance to Hydrostatic Head ASTM D5385 70 m (231 ft.) of water minimum Moisture Absorption ASTM D570 - 0.2% max. by weight Peel Strength ASTM D903 1576 N/m (9 lbf/in.) Permeance ASTM E96 Method B 2.8 ng/Pa.s.M2 (Water Vapor Transmission) (0.05 perms) max. Refer to Product Data Sheets at www.henry-bes,com SUPERIOR QUALITY - TOTAL CUSTOMER SATISFACTION Henry is recognized worldwide for its innovative Building Envelope technologies. This leadership position is a direct result of over 70 years in the research, development and manufacture of high quality construction products for use around the world. Specialists J in roofing,waterproofing and air barriers, Henry provides both the products and expert- ise to ensure superior building performance. f'N From project start to finish, Henry provides the support services that ensure customer satisfaction. Design and specification assistance is available on all our products. Our Technical Department provides complete onsite support and inspection services. 0—, single source product warranties guarantee that we accept full responsibility for the per- 'Nv formance of our products. Our commitment to manufacturing quality is reflected in our ISO 9002 registration. Our products are manufactured to the most stringent industry standards,assuring you of superior performance in even the most severe climatic conditions. Manufactured in an ISO 9002 registered facility. J Henrue go #1 CHOICE OF PROI:ESSIOFIALSo g SELF-ADHESIVE MEMBRANE PRIMERS a, Why use a primer? Primers are used to prepare substrates by binding loose dust. You could almost say they make the surface "clean". €.' How does using a primer help? As well as binding dust, priming helps by leaving a tacky residual film. That way, when the self-adhesive membrane is applied, it's "sticky to sticky". Can a self-adhesive membrane work without primer? It is possible do get a decent bond under ideal, clean conditions without the use of primer. Reality is that construction sites are not ideal. A construction site is a dusty, dirty place. Priming is best practice to ensure a good long-term bond. For best results Henry always " recommends the use of primer. .. Isn't using primer expensive? Not when you consider the cost of labor. Going back and repairing problems that wouldn't - exist if the initial bond was good is very costly. For pennies a square foot, priming is not 9 expensive. 4" What primers does Henry offer for self-adhesive membrane applications? v Three primers used depending on the application and conditions. They are AquaprimeTM, Blueskin°Primer and AquatacTM Primer. e` What's the difference? s` AquaprimeTM is an environmentally friendly, low odor, water based primer. AquaprimeTM is applied by roller or low-pressure "pump up" sprayer. Blueskin° Primer is a fast drying "High Tack" primer. Blueskin° Primer is most commonly applied by roller. TM Aquatac Primer is a high tack emulsion primer designed for any vertical application. Which membranes belong with which primer? R_ Roofing: Lo-Sloe One PI A ua rimeTM is best. It develops a g ti g: p y q p p good tack on wood N, decks, but it's not so tacky that you can't walk on it. Waterproofing: Blueskin° WP 200 - AquaprimeTM or AquatacTM Primer is safest for below grade projects like foundation walls and elevator pits. Blueskin° Primer can be used if safety precautions are taken. No smoking, open Flame or spark in the work area and allow to dry thoroughly before membrane application. Blueskin°Weather Barrier: AquaprimeTM or AquatacTM Primer are most suitable. Air Barrier Blueskin° SA: AquatacTM Primer or AquaprimeTM is fine for summer but for colder weather.Blueskin Primer is most commonly used. f " z How are the primers packaged? Presently, Blueskin° Primer is available in 4.5 USG and 1 USG pails and 350g aerosol. AquaprimeTM is packaged in 5 USG and i USG. AquatacTM is packaged in 5 USG and 1 USG. What about coverage? Coverage will vary depending on the level of dust on the porosity of the surface. The chart below is a good guideline. Blueskin® Aquatmirm ft2/ U.S.gallon—Blueskin®Primer Rolls®pail Aquaprime primer TM Blueskin SA 36" Primer /Aquaprime /Aquatacrr�Primer (200ft2 coverage) New wood X X X 300/300 7- 7.5 Block X X X 200/300 4.5 - 7.5 Concrete X X X 300/300 7-7.5 Metal X X X 350/400 8- 10 Dens Glass Gold X X X 100/ 150 2.5- 4 /Dens Deck 1 TECHNICAL DATA SHEET Blueskino WP 200 #1 CHOICE OF PROFESSIONALSm Self-Adhesive Waterproofing Membrane Physical Properties -Color Blue -Minimum Puncture 50 Ibs(222 N/m)minimum. -Thickness 60 mils(1.5 mm) Resistance—Membrane -Application Temp 23OF and above (ASTM E154) -Elongation 300%(To ultimate failure of -Flexibility at—40OF Pass (ASTM D412) rubberized asphalt) (ASTM D1970) -Tensile Strength 325 psi(2.24 Mpa) -Water Vapor 0.02 perms(1.2 ng/Pa.s.m2) (Membrane) Transmission AS D412—modified (ASTM E96) -Tensile Strength 5000 psi(34.5 Mpa) -Lap Peel Strength @ 41 OF 5 Ibffin(880 N/m) (Film)ASTM D882 (ASTM D1876) -Peel Strength 9 Ibs/in(1576 N/m) -Hydrostatic Head. 231 feet(70 m of water) (ASTM D903) (ASTM D5385) -Crack cycling @-26°F Unaffected -Moisture Absorption 0.2%maximum 100 cycles(ASTM D836) (ASTM D570-81) Packaging -Thickness 60 mils(1.5 mm) -Gross Coverage -Roll Length 66.7 ft. 36" 200 flz -Roll Width 36" -Net Coverage* -Top Surface Blue cross-laminated 36" 186 ftz polyethylene(HDPE) -Bottom Surface Siliconized Release Film *Based on 65 mm laps both sides and end laps. Description Blueskin®WP 200 is a self-adhering composite membrane consisting of an SBS rubberized asphalt compound,which is integrally laminated to a blue,high-density polyethylene film. The membrane is specifically designed to be self-adhered to a prepared substrate providing a high-performance waterproofing barrier. Features -SBS membrane flexible at low temperatures -Fully adhered systems prevents lateral water movement -No flame required -Factory controlled thickness -Negligible odor during application Limitations Non-resistant to oils and solvents. Not designed for use in direct contact with potable water or permanent exposure and must be covered to prevent damage from sunlight. Good practice calls for the membrane to be covered immediately following application.Refer to minimum cure time requirements of sealant and mastics prior to applying polystyrene insulation. Use 200-32 Rubber Asphalt Emulsion with Polystyrene form foundations. Do not use in contact with flexible PVC/vinyl products. Some sealants may discolor if in contact with the asphalt compound or may soften the asphalt compound. Contact sealant manufacturer for more information. Storage Store on original pallets or elevated platform. Protect from weather or store in an enclosed area below 120°F. REVISION:01/01/04 Henry Company 2911 Slauson Avenue,Huntington Park,CA 90255 Technical Services-Phone:(800)486-1278—E-mail:techservicesOhenry.00m Henry Company is the parent company of Bakor Inc. Monsey Bakor is now Henry Company Please visit our web site www.henry.com for the most current Technical Data and Material Safety Data Sheets Blueskin®WP 200 Self-Adhesive Waterproofing Membrane Uses Blueskin®WP 200 is designed for use as a self-adhered sheet waterproofing membrane. Its principal application is on concrete foundation walls, plaza decks,tunnels,and parking decks in both vertical and horizontal orientations. Blueskin®WP 200 is an ideal membrane for use in interior applications such as mechanical rooms,laboratories and wet-rooms. Surface Preparation Acceptable substrates are cast-in-place concrete,precast concrete,wood,concrete block,and polystyrene insulation form foundations. Parging of concrete blocks is not required. All surfaces to receive Blueskin®WP 200 must be dean of oil,dust and excess mortar. Concrete surfaces must be smooth and without large voids,spalled areas or sharp protrusions. Concrete must be allowed to cure a minimum of 7 days and must be dry and free from frost before Blueskin®WP 200 is applied. Structural lightweight concrete must be cured 14 days. Where curing compounds are used,they must be dear resin based,without oil,wax or pigments. Prime substrate using Aquatac7m applied by spray or roller at a rate of 300ft2/3.78L can and allow to dry thoroughly before applying Blueskin®WP 200. Primed surfaces not covered by membrane during the same working day must be reprimed. Application Refer to Blueskin WP 200 Guide Specification for detailed application information. Where polystyrene foundation farms are used, substitute a water based asphalt sealant for E/asto-Sealm LM and Polybitume 570-05. Joint and Crack Treatment: All cracks in concrete 1/16"to 1/8"wide are to be pre-treated with a 60 mil coating of ElastoSealTm LM liquid membrane 2"wide centered on the crack. Alternately,apply a 6"wide strip of Blueskin®WP 200 centered over crack. Provide 3" end laps. Horizontal to vertical inside corner transition areas are to be pre-treated with an ElastoSealym LM fillet extending%"vertically and horizontally from the comer. Apply a minimum 9"strip of Blueskin®WP 200 membrane centered at the joint. All outside comers are to be pre-treated with a minimum of 9"strip of Blueskin®WP 200 membrane centered at the joint. Drains: At drains, apply waterproofing membrane collar centered on drain and extend 6"beyond flange onto deck. Apply field membrane in full width centered over drain. Apply clamping ring in a 60-mil bed of ElastoSeal""LM liquid membrane or Polybitume 570-05 mastic. Projections: Extend Blueskin®WP 200 membrane tightto projection and seal with ElastoSeal""LM liquid membrane extending 2"along projection and 2"onto Blueskin®WP 200 membrane. Vertical Applications:Apply Blueskin®WP 200 waterproofing membrane to prepared substrate in lengths of 8'or less. Provide 2 Y2" laps at both sides and ends. Position for alignment and remove protective film. Press firmly into place. Promptly roll all laps with a countertop roller to effect seal. If more than one length is required on a vertical surface,apply a shingle fashion. Terminate membrane using Polybitume 570-05 ortermination bar,reglet or counter flashing as indicated. Refer to manufacturers standard details. All laps within 12"of 900 change in plane are to be sealed with Polybitume 570-05. Horizontal Applications:Apply Blueskin®WP 200 waterproofing membrane to prepared substrate beginning at the low point of the surface and working to the high point in a shingle fashion. Provide 2 Y2"side and end laps. Roll membrane immediately over entire surface to ensure best seal. At all terminations and T joints,seal laps using ElastoSealTm LM or Polybitume 570-05. All laps within 12"of a 900 change in plane are to be sealed with Polybitume 570-05. Protection of Membrane Protection Board is recommended over Blueskin®WP 200. Limited Warranty We,the manufacturer,warranty only that this product is free of defects,since many factors which affect the results obtained from this product-such as weather,workmanship,equipment utilized and prior condition of the substrate-are all beyond our control.We will replace at no charge any product proved to be defective within 12 months of purchase,provided it has been applied in accordance with our written directions for uses we recommended as suitable for this product. Proof of purchase must be provided. DISCLAIMER OF WARRANTIES:The Limited Warranty is IN LIEU OF any other warranties express or implied including but not limited to any implied warranty of MERCHANTABILITY or fitness for a particular purpose,and we,the manufacturer,shall have no further liability of any kind including liability for consequential or incidental damages resulting from any defects or any delays caused by replacement or otherwise. REVISION:01/01/04 Henry Company 2911 Slauson Avenue,Huntington Park,CA 90255 Technical Services-Phone:(800)486-1278—E-mail:techservices(-henrv.com Henry Company is the parent company of Bakor Inc. Monsey Bakor is now Henry Company Please visit our web site www.henrv.com for the most current Technical Data and Material Safety Data Sheets Henrue a v #1 CHOICE OF PROFESSIONALS® INNER r AOUATACTM PRIMER What is it? AquatacTM Primer is an emulsion primer for use with vertical applications of self-adhesive membranes such as BlueskinO Breather, Blueskin° SA, BlueskinO TWF, BlueskinO WP 200, or BlueskinO Weather Barrier. Those Henry self-adhesive membranes are pretty darn sticky! Do I really need to use a primer? Primers bind up residual dust and leave a tacky film to allow the self-adhesive membrane to E get the best possible bond. How is Henry AquatacTM Primer different from AquaprimeTM? AquatacTM Primer is composed of different base polymers than AquaprimeTM and is a higher solids formulation. How does higher solids help? The unique high solids formulation of AquatacTM Primer allows the same coverage as AquaprimeTM yet dries to an even tackier film - more material is left on the wall. � F. So, AquatacTM Primer is safe to use below grade and in confined spaces?Just like _ AquaprimeTM Exactly. a_ Are there any other differences between AquatacTM Primer and AquaprimeTM On most horizontal applications such as with Henry Lo-Slope One Ply Self-Adhesive Roof Membrane, Blueskin° PE 200 HT Roof Underlay and on horizontal applications of Blueskin°WP 200, AquatacTM Primer is just too tacky to walk on. In order to spray AquatacTM Primer you need heavier equipment such as high-pressure spray pumps. AquaprimeTM can be sprayed with simple, low pressure, pump up type } sprayers. How is AquatacTM Primer applied? ° AquatacTM Primer is applied by roller, brush or high-pressure spray equipment. r a,,E How long does it take to dry? Typically allow 1/2 hour for AquatacTM Primer to dry before applying self-adhesive membrane. Actual dry time in the field may vary with temperature and relative humidity. It V. is important to let the primer thoroughly dry prior to the application of the membrane. What is the coverage? Expect to get about 300ft2/U.S. gallon or 7.4 m2/ L QiAT .' What are the temperature limitations for application of AquatacTM Primer? AquatacTM Primer should be applied at temperatures above 25°F. =1 S What happens if AquatacTM Primer freezes in storage? Simply thaw out and remix prior to use. i it } t' ® r i b Milli #1 CHOICE Of PROFESSIONALSoIN I III, What substrates can AquatacTm Primer be applied over? Aquataem Primer is used over concrete block, concrete, wood, preserved wood, polystyrene, metal and gypsum board including Dens Glass Gold. 1 What if there is an existing asphalt coating on the surface? AquataCm Primer can still be used but you should expect the dry time to at least double to one hour since the existing coating will not absorb the primer, it will only dry and bond to the coating surface. +LTA' � r G t r s �r�s nT s a1-1 J TECHNICAL DATA SHEET - � x AquatacTMPrimer #t 04010 OF PROMS' ALSe Emulsion Primer for Self-Adhesive Membranes Physical Properties -Color Aqua -Drying Time @ 50%R.H.680F Dry Substrate -Solids by Volume 53%(approx.) Initial Set 30 minutes -Weight 8.3 lbs./gal(approx.) Set Through 2 hours -Application Temperature 25°F to 1040F -Service Temperature Minus 40°F to 150°F -Coverage Up to 500 fe/gal.depending on -Flammability porosity and texture of surface. Wet Non-Flammable -Maximum VOC 100 g/L Dry Bums Description Aquatac'""is a polymer emulsion based primer for self-adhesive membranes. Features -Quick drying. -Environmentally friendly-Low VOC content. -Highly tacky film provides positive adhesion to membrane. -Non-flammable during application. -Easily applied by spray. -Water based,no solvent odors. -Specially designed to provide a high level of tack on vertical surfaces. Uses Used a primer for self-adhesive membranes such as modifiedPLUS®SA flashing applications,Blueskin®SA and Blueskin®WP 200 when applied to wood,preserved wood,gypsum board including Dens Glass Gold,polystyrene,masonry,concrete and metal. Aquatacm is the primer of choice when it is necessary to achieve a fast drying, solvent free,tacky surface where walking over the surface is not required during application. This is important for the application of membranes on vertical surfaces. Limitations Avoid Freezing, store Aquatac'"'above 32°F. If frozen, allow to thaw at room temperature and mix prior to use. Apply under dry conditions. Preparation Surfaces must be dry and free from dust,dirt,grease,oil or other foreign matter. Packaging Aquatac is packaged in 5 gal. Pails. I REVISION:01/01/04 Henry Company 2911 Slauson Avenue,Huntington Park,CA 90255 Technical Services-Phone:(800)486-1278—E-mail:techservicesb-henry.com Henry Company is the parent company of Bakor Inc. Monsey Bakor is now Henry Company Please visit our web site www.henry.com for the most current Technical Data and Material Safety Data Sheets Aquatac""Primer Emulsion Primer for Self-Adhesive Membrane Application Apply by roller at the rate shown. Airless,air assist,or air spray equipment may also be used. Not suitable for use with a garden type sprayer. Pour primer from container into sprayer and spray fine mist over entire substrate. Allow primer to dry thoroughly before applying membrane. Expect extended dry time on moisture resistant substrates. Primed surfaces not covered by membrane during the same working day must be reprimed. Aquatac""is intended to be used as supplied and need not be diluted. Clean Up For uncured film use water. Use mineral spirits for cured films. Caution DO NOT TAKE INTERNALLY! Use protective measures to avoid contact with eyes and skin. If swallowed, CALL PHYSICIAN IMMEDIATELY! In case of eye contact,open eyelids wide and flush immediately with plenty of water for at least 15 minutes. GET MEDICAL ATTENTION! Do not heat container or store at temperatures greater than 120°F. Close container after each use. KEEP OUT OF REACH OF CHILDREN. Limited Warranty We,the manufacturer,warranty only that this product is free of defects,since many factors which affect the results obtained from this product-such as weather,workmanship,equipment utilized and prior condition of the substrate-are all beyond our control. We will replace at no charge any product proved to be defective within 12 months of purchase,provided it has been applied in accordance with our written directions for uses we recommended as suitable for this product. Proof of purchase must be provided. DISCLAIMER OF WARRANTIES:The Limited Warranty is IN LIEU OF any other warranties express or implied including but not limited to any implied warranty of MERCHANTABILITY or fitness for a particular purpose,and we,the manufacturer,shall have no further liability of any kind including liability for consequential or incidental damages resulting from any defects or any delays caused by replacement or otherwise. REVISION:01/01/04 Henry Company 2911 Slauson Avenue,Huntington Park,CA 90255 Technical Services-Phone:(800)486-1278—E-mail:techservicesO-henry.00m Henry Company is the parent company of Bakor Inc. Monsey Bakor is now Henry Company Please visit our web site www.henrv.com for the most current Technical Data and Material Safety Data Sheets F CONSULTING ENGINEERS, CORP. PROJECT ENG-MA JOB NO MA07025 ENGINEERING CONSULTANTS(703)481-2100 SUBJECT SHEET NO DESIGNED BY MHJ DATE 05/30/07 CHECKED BY RAJ/ANDY DATE 05/30/07 PROJECT : DESIGN OF ICF BASEMENT WALL FOR : ADDRESS: 59 GOSNOLD STREET, HYANNIS, MA SUBDIVISION : HOUSE MODEL MAHARAJ K u CLIENT: J CIVIL VIL 0 39206 SSIONALEN�'�� LABARGE DESIGN BUILD J Consulting Engineers, Corp. Project :ICF Basement Wall Designed by :MHJ Date: 05/30/2007 For Labarge Residence Checked by :RARANDY Date: 05/30/2607 Introduction 1. Scope of work The project includes 1) Design of ICF Basement Wall. 2. Materials 2.1 Concrete Structural concrete shall be designed in accordance with the `Building Code requirements for reinforced concrete (ACI 318-99). The minimum ultimate compressive strength of concrete has been taken 3000 psi for design of Basement walls. 2.2 Steel : The reinforcement of ASTM A615 Grade 60 shall be used in the basement walls. 3. Criteria and Approach ICF Basement Wall: The ICF basement wall has been checked for 60 pcf equivalent fluid weight&height is 9'-0" . The given height of backfill is 7'-0"max. Pagel of 3 i Consulting Engineers, Corp. Project :ICF Basement Wall Designed by : MHJ Date: 05/30/2007 For Labarge Residence Checked by : RAJ/ANDY Date: 05/30,'2007 DESIGN OF ICF WALL 6" Thk.Core Wall Height of Wall = 8'-0" ft Core thickness of Wall = 6" Backfill height = 6'-0" ft max. Equivalent Fluid Pressure= 60 pcf Gravity Load on Wall: w = Nominal load from Roof Framing (16/12 x 47) 96 plf Provide 6"thk Core ICF wall w/#4 Vert.Rebar @ 9 5/8"O.C.  Horz. Rebar @ 12" o.c. Refer Calculation attached. Calculation for Lan Splice(Typ.) Lap splice= 30 d or minimum 12" (ACI 318- 89 Section 12.16.1) =30 x 0.50 = 15 inch. Lap splice=40 d (AMVIC manual) =40 x 0.50 =20 inch. So provide 20"where it occurs. Page 2 of 3 i Consulting Engineers, Corp. �► Project : ICF Basement Wall Designed by :MHJ Date: 05/30/2007 For Labarge Residence Checked by : RARANDY Date: 05/30/2007 Basewall ICF Analysis and Design of Basement Wall Windows Version 1.0.0.1 : 2004 Consulting Engineers, Corp. (703) 481-2100 PROJECT DATA Client Labarge Design Build Location Title Basement wall with ICF Units Date 5/30/2007 BASEWALL DATA Axial load from superstructure = 500 plf Basewall height = 8' Backfill height = 6' Form type 6" Form Overall thickness of form unit = 9.25 in. Form depth = 16 in. Eqv. cell thickness (normal to 'wall) = 5 in. Ecv. cell width (parallel to wall) = 6.25 in. Cell spacing = 12 in. Rebars in vertical cells = ##4 @ 9 5/8 in. Rebars in horizontal bond beams = ##4 @ 12 in. MATERIAL DATA Eqv. fluid weight of backfill soil = 60 pcf Compressive strength of concrete(f'c) = 3 ksi Yield strength of rebar steel = 60 ksi FOOTING DATA Width of footing = 20 in. Thickness of footing = 10 in. Rebars in footing = 2 nos. - ##4 Bond rebars (wall to footing) = ##4 @ 12 in. FRAMING CONNECTION DATA Framing connection at Ist floor level Rim joist connection Anchor bolt spacing = 12 in. Machine bolt spacing = 12 in. DESIGN OUTPUT Factored bending moment (Mu) = 1836 ft-lbs Design flexural strength (oMn) = 1882.4 ft-lbs (O.K.) Factored axial load (Pu) = 500 lbs Design axial load (oPn) = 48384 plf (O.K. ) Combined flexural and axial compression 0.9857 (O.K. ) ********End Of File******** Page 3 of 3 ..r - } ' . ' , as er d ^` r d " 4 v-° a< ? - rVA m d ! 2 q s ... 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"'� A 7 „{• + er" ;rye MR gbh oil r. y` .y. yb 1 b::Yn b' n rill ��oF1HEro Town of Barnstable Regulatory Services it s - • BARNSTABLE, 9e MASS. Thomas F. Geiler, Director �oA ib39• 10 TE019 Building Division Thomas Perry, CBO Building Commissioner 200 Main Street, Hyannis, MA 02601 www.town.barnstable.ma.us Office: 508-862-4038 Fax: 508-790-6230 June 18,2007 Mr. Michael Santos 4830 Route 28 Cotuit,MA 02635 RE: 59 Gosnold St. Hyannis MA 02601 Dear Mike, The purpose of this letter is to once again explain what this office is looking for regarding the ICF at 59 Gosnold St.,Hyannis. In early May you requested to change the foundation from a standard pc footing and wall to an ICF—an engineered foundation. A signed, sealed set of plans that was site specific was requested. Both CMR 780 and the literature that you submitted to this office required that this request for revision"...be accompanied by engineering calculations, construction documents, and adequate engineering details. Such calculations, details, and construction documents shall be signed and sealed by the responsible registered design professional"(research report 90-81).Nearly a month later this office received a generic stamped plan on which a 2x10 sill and standard anchor bolts were specified.Neither.the 2x10 nor specified bolts were used. An engineered system needs to be changed by an engineer. When these discrepancies were addressed, you supplied an unsigned,unstamped generic letter which only spoke in vague general terms. What this office is looking for is agreement between the data required and the data submitted without having to read reams of manufacturer's brochures. What this office is looking for is agreement between the data and what is happening on site. What this office is looking for is site specific answers from appropriate sources. Is the existing 2x6 sill that is short of the foundation edge by several inches adequate? Is the existing 2x6 sill that is overhanging the foundation adequate? Are the anchor bolts as existing adequate? What specifically will be used for insect protection? What specifically will be used for a thermal barrier? Please answer these questions by June 22,2007;your anticipated cooperation is appreciated. Sincere , Paul Roma Building Inspector OFTHE r Town of Barnstable Regulatory Services " BAR"'S'"B`� ' Thomas F. Geiler,Director 9 MASS. 039..�A Building Division Thomas Perry,CBO Building Commissioner 200 Main Street, Hyannis, MA 02601 www.town.b arnstable.maxs Office: 508-862-4038 Fax: 508-790-6230 June 15, 2007 Mr. Michael Santos 4830 Route 28 Cotuit, MA 02635 Re: 59 Gosnold St. Hyannis,MA Dear Mike, This letter will confirm receipt of the proper certified plot plan for the above referenced address. Also, it will serve to confirm the advice of this office to not proceed with this project until the various issues concerning the foundation have been resolved. Just as the unbraced foundation was backfilled as a"proceed at your own risk," so too are you proceeding at you own risk by beginning the framing of this house. If you have any questions,please do not hesitate to call. Sincerely, Paul Roma Local Inspector J Town of Barnstable-Zoning Board of Appeals Special Permit 2006-089-Smith UThe top of the foundation for the new dwelling shall conform to FEMA requirements. It shall further be at a minimum of 11 feet and shall not exceed 14 feet in elevation. 8. The existing shed located on the property shall be removed. 9. This decision must be recorded at the Barnstable Registry of Deeds and a copy of that recorded document must be submitted to the Zoning Board of Appeals Office and to the Building Division before any demolition or building permit is issued. The relief authorized must be executed within one year of the grant of this permit. The Vote was as follows: AYE: Randolph Childs, Sheila Geiler,John T.Norman,Kelly Kevin Lydon and Gail C.Nightingale NAY: None Ordered: Special Permit 2006-089 is granted with conditions. This decision must be recorded at the Registry of Deeds for it to be in effect. The relief authorized by this decision must be exercised within one year. Appeals of this decision,if any, shall be made pursuant to MGL Chapter 40A,Section 17,within twenty (20)days after the date of the filing of this decision. A copy of which must be filed in the office of the Town Clerk. / 0� Nightingale, airman Date AigneJ Hutchenride ,Clerk of the Town of Barnstable,Barnstable County,Massachusetts,hereby certify that twenty(20)days have elapsed since the Zoning Board of Appeals filed this decision and that.no appeal of the decision has been filed in the office of the Town Clerk. Signed and sealed this day a, 40 under the pains and penalties of perjury. � s Linda Hutchenrider, Town Clerk t`- 4 r • b i N C ON INC. A P All Phase Construction of New n lan 4830 Rt 28 Cotuit Ma 02635 (508)420-9200 L 1. Feb. 20,2007 , Town of Barnstable Building Dept. Mr.Paul Roma 200 Main St. Hyannis,MA.02601 Re: 59 Gosnold St. Dear Paul, Please find the following information as requested: 1.The revised Plot Plan 1/08/07 changes the location of the bulkhead to the rear of the dwelling due to the 10 ft/set li4 ck requirements.The previous plan,approved by the ZBA did not conform with the set back. • This- * os reflects the proposed utility locations. 2.The-Architectural drawings were revised since the 10/15/06 drawings.This revision adds a rear egress door with a 4'x 4'landing and step.This will add apx. 19 sq.ft to the proposed lot coverage per plan, Which is 1005 sq.ft.We will eliminate the proposed two story deck in order to bring this into compliance andd up with a--totalllot coverage of 1005 sq.ft. 3.The total propos" ed Sq.Ft.of dwelling will be: First Floor 920 Sq.Ft Second Floor 580 Sq.Ft Total 1500 Sq.Ft. 4.The_shop drawings for the structural panels and beams will be provided in conjunction with the certified plot plan. 5.Due to the fact we have eliminate the deck framing these details will no longer be necessary. However the front entry will consist of an elevated masonry platform and step rather than wood construction. Feel free to call me ith any further questions. Sincerely. Michael A. Santos President Apcon. Inc. . . . . . . . . . . . . . . . . . . . � � 1 �' � I { • 0111712007 10:02 5084205553 T YANKEE SURVEY PAGE 01/01 — HYANNIS -I?F-L!ljE 1 ' i � I ` G y LOCUS WA 7S O I �4 LOT 109 LOCUS MAP PLAN REF, 34^-29 DEED REF 0723—008 ` ZONING: ORBA• SETBA(CKS- 201-10'-10' P1,00D ZONE: "B EE PANEL NUMBER 28000f 0008 D LDATED• PLOT PLAN' OF LA.t1TIJ LOCATED AT- 59 CO,S1V OLD STREET HrANXIS, .CIA. L D p�}�p� FOR: PRG�L--AR E1J FOR: .a.a� ST&PI-1E'.N' & ROBE'RTA SMITH LOT 110 JZIIYL' 20, 2006 REV- JUNE 28 2006 REV JANCIARY 08, 2007 A\ RE YA.1 NEEI,AND . SURVEYCRS X CONSULTANTS GRAPHIC SCALE P.O. BOX 265 ?0 0 10 20 _ cq UNIT 1, 40 JNDU5r)?Y ROAD MAARSTONS MILLS, AM 02648 808-428-0055 .F'AX 508-420 5553 t. inch - 20 ft. St1RET 1 OF 1 OB 54175 Jr r hi m N m r U1 m co . rasrmic � h� CD U1 Cn rn Ch W hh7 n•U� `V 0 ~ � D�_ Z Ito, rD `� -'`—�--- \. � �fib► ,.. `` � yyy� rD a p� 1 Q r , Town of Barnstable �A c:c 0AR T.ABLI; Department of Public Works M 230 South Street, Hyannis MA 02601 i '1 ,� S MASS. www.engineering@town.barnstable.ma.us i63Sk ti� DIVISION Office: 508-862-4090 Mark S. Ells Fax: 508-862-4711 Director January 8 , 2007 Subject : 59 Gosnold Street , Hyannis - Disconnect from Municipal Sewer Dear Sirs; This is to notify you that the property at 59 Gosnold Street, (Map & Parcel 324 - 94) , in the village of Hyannis, in Barnstable, Mass was disconnected from municipal sewer on January 4 , 2007. The disconnection was inspected and accepted by the Construction Projects Inspector from the Town of Barnstable DPW—Admin & Tech Support. A field sketch of the disconnection was completed at the time of the work. A sewer compliance record and a record drawing will be completed and filed in the Wastewater Treatment Plant office, Bearses Way, Hyannis. If you have any questions, or need additional information, please call Dave Anderson at 508 — 790 - 6244. Sincerely; David J Anderson Town of Barnstable DPW Admin & Tech Support �lfjs' v V4V/V V� j1U1Lv(r��j(��r��.lf/V . 230 South Slree, k P,t P Hyannis,Massachusetts 02601 i BARNSTABLE TOWN OIL BAWIS FABLE, O �' C`.�`? ������P Z ! PfA t;, t�l Notice of Intent to Demolish or Move an Historic Buildi //Structure "06 PEAR 21 P 1,.. 0 in Ink )ate of Application: 3uilding/Structure Address: S�J ro .SA)Vld assessor's Hap and Lot Number: _ L� (7V{ a building/structure located in a local or regional historic districts Y H. If yeer Protection of Historic Properties Bylaw does not apply and it is not iecessary to complete the remainder of this form. Is building/structure listed on the National Register of Historic Places or ?ending listing on the National Register of Historic Placest 7 N sow old is the building/structures Architectural style of building/structurep lescribe if not knownt Is-this building/structure associated with one or more historic events or personsp name and description /VD Type of Building/Structure and Proposed Work: �xiskNw �32✓j gyve yL /�w , . IV o Z�r e•✓ Zoning District: 8) Fire Ui.strict: ,/ w—ly/..5 Applicant's Name: /G �y.Yj� s / ' '� /J'� ci. 0 : .�DB-yd�-gd00 Address: ���a RT a8 C &ZI. Owner's Nance: 51Th V/J �- �c�6.Q_� Sm� `�, Tel. 11 1 Address: to /VA7,4n Si J)"Je-Si -c &A 0,21 DI Contractor: Aoc atv�Ztv e- Tel: N �dg-�{a0-ga08 Address: ��3D ATa R �r,�-u,i Material of Building/Structure: 11oo How is Building/Structure Occupied piccop1ra1 No. of Stories: J� Explanation of the proposed use to be made ul• the slte: ' 01 - ;ram of Lot and Building/Structure wi.th WlitvnGiuns, I f P a r h r i >t rY r.s «r iF •` "•¢ � �,s � ......... a-•�£.�. ,�ar4 r a x f lfom' ��� �, a � i .r ,�p B1�sHp:, •.• r i S Parcel Detail Page 1 of 2 c v��cis �i°��,��" - �. � � �" `:,!� �' !✓ '+1�' > a�a.��/,`����.�..A �'� ; a. Logged InParcel OEMsi Friday, Febn3a Patty Mackeyckey ey Parcel Lookup Parcellnfo Parcel ID f324-094 Developer Lot[LOT 113 Location,59 GOSNOLD STREET Pri Frontage 147 Sec Road F Sec Frontage Villaget.HYANNIS Fire District HYANNIS Sewer Acct E4052 Road Index 1,10617 Owner Info Owner SMITH, STEPHEN L& ROBERTA F Co-owner .. . - ........._ � a.n �._ .. : -.:_ Streetl 6 NAZING ST Street2 .. _ City DORCHESTER State MA zip ,02121 Country US Land Info Acres 0 11 use Single Fam MD Zoning 'RB Nghbd 30110 �. in Topography 'Level Road Paved �TMwvW Utilities`All Public Location Construction Info Building 1 of Year=.:: ,.�-.-1 W__. Roof j....... AC _... Built 11882 Struct[Gable/Hip Type,None Effect Roof�_. . ...-._— ...... Bed Area f 1420. Cover IAsph/F GIs/C Rooms 13 Bedrooms . Int- Bath style Conventional wall Drywall Rooms _ M_ .....,m ., m. Model Residential Total Rooms`6l Rooms r Grade !Average Minus Int ---- ....--:- Bath j _ Floor Style Kitchen r - stories 11 1/2 Stories Style,': p Ext yAsbest Shingle'. Heat w„ , w,.. _, w Bath R Wall Fuel I Split Type F ation Hot Water IGas http://Issgl/intranet/propdata/ParcelDetail.aspx?ID=26910 2/17/2006 nFm .i� r A p�Nf � too e IAHfi g b2 0 _— JI v AAC 30 .0gAC yO4C. � U, .58AC 22 % 7.3 a 8 .55 1 y y zo J9AC $ 20pc . Ob 1!4 AC 105 es b WALLEY. COUNT �r 5\ 4 ee t° 29 pC19 1 Tsw �L23 5 tTeC 5 3S 4•q r.te `y2 a z a tix ,S pt .209 zo z1 zapc �a (j �7 '� ,��•"C r as 1403 t itE 40, •R6Ac y .Z�WC 98X, ��AL - 29D.c • 23 0 r ar /OS .Z K 14 p IIO! .Aral 96 q6}4 ��! 95 r „ ...Ouc f .gnat J AC 93 a! 0 95 97 by 90 5 M L - n .1sat o .zoac I B4 �9�. x2AC z W ?5AC A A::" 192 100 N Sj-5 i et r I J?AC 44 .'Y! t W A T 5. ��, so A L t 73 Vil 66 W A� A2 I W 26 AC,S- ta Y 112 ' 00 $I s 90 O " ,V z 1.�c 5 91 a c� 22AC m 2 AC 25at-S N d0. I Cogc`t*� _63�) .SAC �9B 9�ac `p O 94 :59 4 213AC-S ,It INC .46,E �9 c-s o r?�1J 4?�B qc ,or 44 zwgr so41 )44 4 r )�. 907 5 .#44C R Bpn4C w 60 �qc• Od 4C_ rs y . 4 s .2 4 YE t� '4: .62AC=S Ic 61 45AC A � � S6 / `5 8J AC a bti a' ` Y a v 6 � 4;)4c s c 4 bi«y r a �B )e 46,ENU rz 4Iac qc•' � f /g4 • 63 67 c 3 sus t rr 4AC_ .gS.�S rvi !C 66 = 1p °FIMEr Town of Barnstable °* Regulatory Services BARNSTABM ' Thomas F.Geiler,Director MASS. 1639. 1% Building Division f0 MA'S Thomas Perry,Building Commissioner 200 Main Street, Hyannis,MA 02601 Office: 508-862-4038 Fax: 508-790-6230 March 8, 2006 To Whom It May Concern: RE: 59 Gosnold St., Hyannis, Map:324 Parcel: 094 Our records indicate we have the following permits on record with our department: Permit# 84662 Gas permit issued 6/7/05 Permit# 84663 Plumbing permit issued 6/7/05 Both permits have been completed with final inspections. We do not have any other permits on record for the above address. A stop work order has been issued for the work done without permits. Sincerely Tom Perry Building Commissioner Q:\WPFILES\SALLY\59 gosnoldhyannis3 806.DOC HYANNIS GO,�'1�OLD STREET RECORD: 4 7. 45' CALC.• 4 7.57'-. LOCUS � o LD / AREA=5004fS.F. / • /l�l ! I r'0 WATS N CO A 94 LOT 113 / i • �ClRCUlT / / /q• o�.4v ARCH � ,4 • l l • q / �7 ''' 44 LOT 109 LOCUS MAP LOT 114 " pkopl/,6 ED r J l PLAN REP- 34-29 IWO 4-;3 00- DEED REF 2723—008 ZONING: "RB" EXISTING / / pb c� SETBACKS.• 20'-10'-10' -HEE 59% FLOOD ZONE.• "B" Z� PANEL NUMBER., 250001 0006 D N DATED. 07-02-92 PLOT PLAN OF LAND LOCATED AT.• 59 GOSNOLD STREET ,x J HYANNIS, MA. / CV SHE'D �� �®®pAAA��® PREPARED FOR. STEPHEN & ROBERTA SMITH 61, LOT 110 ® DUNE 20, 2006 LOT 122 / oont %a%�J REV JUNE 28, 2006 REV JANUARY 08, 2007 l LOT 123 ,--' REV MARCH 07, 2007 / YANKEE LAND SURVEYORS / & CONSULTANTS / GRAPHIC SCALE P.0. Box 265 LOT 111 20 0 10 20 40 UNIT 1, 40 INDUSTRY ROAD MARSTONS MILLS, MA 02648 TEL• 508—428—0055 FAX 508—420—5553 1 inch = 20 ft. SHEET 1 OF I JOB #• 54176 :J:Fj, � i HYANNIS G0,�'NOLD STREET RECORD.- 4 7. 45' CALC.• 4 7 57'-. yp LOCUS Rn AREA=5004fS.F. / / l • WA TS N O� O A.M.LOT 113 94 /� W l �♦ �CfRC UlT Q. t PORCH LOT 109 LOT 114 � opo ED /' J l LOCUS MAP PLAN REF 34-29 DEED REF 2723—008 ZONING. RB Po ETISTING- / SETBACKS: 20'-10'-10' HlS"E59 l �' FLOOD ZONE: "B" / PANEL NUMBER- 250001 0006 D DATED.• 07-02-92 PLOT PLAN OF LAND y / LOCATED AT.• x ; J 59 GOSNOLD STREET HYANNIS, MA. SHED �� PREPARED FOR- OF / its STEPHEN & ROBERTA SMITH ' o�, � \STEa v LOT 110 ® �STEPHEN� GJ� JUNE 20, 2006 LOT 122 / ® o J. / ® q ® REV JUNE 28, 2006 �q�r-v'` REV JANUARY 08, 2007 l LOT 123 _. REV MARCH 07, 2007 YANKEE LAND SURVEYORS / & CONSULTANTS / GRAPHIC SCALE P.O. BOX 265 LOT 111 zo o io 20 ao UNIT 1, 40 INDUSTRY ROAD MARSTONS MILLS, MA 02648 TM 508—428—0055 FAX 508—420—5553 1 inch = 20 ft. SHEET 1 OF 1 J09 # 54176 JF HYANNIS D S TREE T. . . GO RECORD: 47. 45' � LOCUS CALC.• 4 7. 57' --— ------- o w . i AREA=5004 tS.F. G0SN0� v WATS N A.M. 324-94 �'IRCUIT O00LOT113 O c0 I 00 C N . o 0 ti 8 •o O o 0 Deck Top of foundaUoa >> 56:; LOT 109 LOCUS MAP LOT 114 oo PLAN REF 34-29 i tcj DEED REF. 2723-008 ZONING: »RB» SETBACKS: 20' 10'-10' 7 0.0 O��l FLOOD ZONE. B H,SE #59 7Q00, Cb.( PANEL NUMBER: 250001 0006 D DATED: 07-02-92 t PLOT PLAN OF LAND - Q '� LOCATED 4T 59 GOSNOLD STREET HYANNIS, MA. _ . PREPARED FOR. STEPHEN & ROBERTA SMITH % 1 ¢�00, LOT.:110 DUNE 20, 2006 • LOT 1.22 / - ^ _ � REV DUNE 28, 2006 /`b h REV 123 REV LOT YANKEE LAND SURVEYORS & CONSULTANTS GRAPHIC SCALE P 0. Box , / 40 UNIT 1, 40 INDUSTRY ROAD LOT• 111 20 *' . 0 i0 20 MARSTONS MILLS, MA. 02648 { TEL- 508=428-0055 FAX 508-420-5553 _ 1 inch = 20 ft. SHEET 54091 =,fF 1 OF 1 .SOB � !+ .. 3. V � �� ,� V ' i • a t '. r O O o X �, cr CA O � -------------------------- J O i- -----------------[----------------------1 f) = 0) T I V r I 1 r------------------------ I w N O - -------------------� I r---------------------------� I ----------------- (nW Q N 1 I • o X > I r----------------------------� I I (n N� Z o0 v ------------ i I I W C)H O FRAMING PER UJ U Ir----------- - I I Z r cn cr r, ARCH. FRAMING i — r Z I L---------- i i W I I I I r-----� r-----� , Z I I I I I I r----- I I I I I I i 1 I X i i X J �� i � I O I I • I I • 1 t FINISHED F I I I I d I SIM. �i X i i X ---- ---- ---! i i fn GRADE FOOTING DESIGN BY OTHERS (TYf i Z I I O 60 9 5/8" TH K. ICF WALL (TYP.) W/ G" CORE i ------------------------- I I 1 -----=--------------------- X, I U I ---------------------, r----------------------J I I) ---------------------i ----------- -----�� i----------------------� 9 5/8" THK. ICF WALL -------------- ------- PROOFING I #4 VERTICAL REBAR W/ 6" GORE (fYP.) X @ 9 5/8" O.C. FOUNDATION PLAN 2 � I w ° REINFORCED CONCRETE z = I Q o m I #4 HORIZONTAL REBAR 1 w @ 1 2" O.C. MT.) Lu m o w z 0 0 #4 BOND REBAR NOTES :- z c� O Lu @ 1 2" O.C.I � z � Q I . REFER ARCH. DWG5. FOR DIMENSIONS. O_ m co -CONCRETE SLAB AS `n Q 2. DESIGN BASED ON:- PER ARCH. DWG. Q TH OF Mqs Pc = 3000 PSI @ 28 DAYS. Q Fy = GO,000�PSI MIN. oz z PER ARCH. DWG. Z MAHARAJ K N EQUIVALENT FLUID PRESSURE = GO PCF O x` a x z' JALLA (TO FIELD VERIFY) tL (TYP.) —. ° CIVIL 0.39206 3. CEC'S SCOPEOF WORK IS TO PROVIDE DATE: CONCRETE FOOTING ,o AL Q DESIGN FOR ICF WALL. ALL CONNECTIONS, 05.30.2007 DESIGNED BY OTHERS FOOTINGS AND OTHER STRUCTURAL ELEMENTS SCALE: ARE DESIGNED BY OTHERS AND NOT INCLUDED NONE /'��'57775�7' IN THE CEC'S 1SCOPE OF WORK. SHEET NO.: I SECTION X-X of d. I �_ — — o . , - '��.; _ � ' -- - - - - ,. i R � - ,/ _-� f i f Q co rz ¢ cm X O--------------------- J r- __- _ J O i I r-------------------- ------ I w N O -- ----------- ------------------- 1 I r--- -----� 1. wQN z I I X I I o > ----— ' I r______—_ __—__� W (n N Z w r-----------J I ow O e 1 W aoF_ cnco FRAMING PER � � c I 1 Z � E3wo I I ARCH. FRAMING I I I I Ur t I i i Z I I I L------------- I I W ------------- 1 U ' I I Z I 1 I I I I I I X I I X J I 1 I 1 I r I --- I I I A 1 I • I I • I FINISHED �( I I �( SIM. GRADE �' I I L-----J L-----J I FOOTING DESIGN BY OTHERS (TYP.) I I Z 1 1 ! I I O ° 9 5/8" TH K. ICF WALL (TYP.) \ \\ p W/ G" CORE i L-------------- I I I W L------ ---------------------- ---------------------' I " I I v I I I I i _____J L..---------------------� �------ r---------------------J a I 1 9 5/8" THK. ICF WALL L-------------- ------- I PROOFING I #4 VERTICAL REBAR W/ 6 CORE (TYP.) X @ 9 5/8" O.G. Q a FOUNDATION PLAN REINFORCED CONCRETE LU z F ( z ° Q o w ro I ° #4 HORIZONTAL REBAR LU �— @ 1 2" O.C. (TYP.) z o I a a/- mo w #4 BOND REBAR r 0 @ 1 2" O.C. NOTES :- i rL o ° z Q I . REFER ARCH.+DWGS. FOR DIMENSIONS. O m m —CONCRETE SLAB AS f `n Q 2. DESIGN BASED ON:- Q PER ARCH. DWG. Pc = 3000 PSI @ 28 DAYS. Q o Fy = GO,000 PSI MIN. z z w E I = O - QU VALE T � P PER ARCH. DWG. � x° °. x N FLUID RESSURE 60 PCF o J (TYP.) -----� a (TO FIELD VERIFY) J �-��OF lyq 3. CEC'5 SCOPE OF WORK 15 TO PROVIDE DATE: -- CONCRETE FOOTING �� MAHARAJ K yc�'n DESIGN FOR FiCF WALL. ALL CONNECTIONS, 05.30.2007 DESIGNED BY OTHERS CIVtL FOOTINGS AND OTHER STRUCTURAL ELEMENTS SCALE: No-59206 ARE DESIGNED BY OTHERS AND NOT INCLUDED NONE RF SrE ° IN THE CEC'S!SCOPE OF WORK. A SHEET NO.: SECTION X—X OF 1. I . I i _ I o X (I � N O U ' ------------------------- J r-- -----------------_.----------------- J O I v = r I + ————————— I w N O r---------------------------� I c 1 1 cow Q N I z (=j > ' I I I 1 Z) O -r I r---------------------------� X �' I I W CnN Z a W 0 Iw— w O co FRAMING PER Z) w0 I ---- i i Z cf) cc ARCH. FRAMING 1 77 z L-----------� i i W I I I 1 I U I I « I I Z I I i-----i i-----� r-----, X I I X J , i i I � ,I I • I I FINISHED • ,, 1 I I 1 I 1 I 51M. X i i X GRADE i I L------J L-----J L---_-J 1 I U) 1 FOOTING DESIGN BY OTHERS (TYP.) i i Z 1 I I I O 9 5/8" TH K. ICF WALL (TYP.) a W/ G" CORE --------------------------� ' UL---------------------------� I I ----------------------� X r---------------------- 1 I I I I I 1 �--------------------- �----------- —————- r---------------------- WATER- `4 9 5/8" THK. ICF WALL ` -------------- --------� PROOFING ( #4 VERTICAL REBAR W/ G" CORE (TYP.) X @ 9 5/8" O.C. a FOUNDATION PLAN wu I REINFORCED CONCRETE z z I z o Q I ° #4 HORIZONTAL RE BAR + L m @ 1 2" O.C. (TYP.) L- z o I a cn o L; z p o #4 BOND REBAR NOTES :- g z O Lu @ 12 O.C. 1 0oz ° z � _ Q REFER ARCH. DWGS FOR Di EN IONS Omm CONCRETE SLAB AS f Ln Q � PER ARCH. DWG. 2. DESIGN BASED ON:- Q Pc = 3000 PSI @ 28 DAYS. C) � 4 Fy = GO,000 P51 MIN. z z PER ARCWDWG x ° x �P��N�FM,14 '4ss9 EQUIVALENT FLUID PRESSURE = GO PCF O o (NP•) a ° MAHARAJ KT - (TO FIELD VERIFY) J c' JAL � 3. CEC'S SCOPPOF WORK IS TO PROVIDE DATE: CIV— CONCRETE FOOTING .392o6 DESIGN FOR ICF WALL. ALL CONNECTIONS, 05.30.2007 DESIGNED BY OTHERS Q F OOTINGS AND OTHER TR TURAL ELEMENT I O ER S UC S SCALE. SSIONA�E� ARE DESIGNEE) BY OTHERS AND NOT INCLUDED NONE IN THE CEC'S SCOPE OF WORK. SHEET NO.: SECTION X—X 1 OF { 1 +� 34'-0" NehZxIZ'foolin SM KE DETECTORS ��:�'c-v.- ILD 14'—O" with z x I2"footir� � 1 with 2- 5 rebar �a J� - =1 4—g Lower height asp �6 prequred BARNSTABLE BUILDING DEPT DATA roaa &let in z' "Perimeter --- New 4"concrete slab with 6 mil vapor barrier _7ypecs,lm FIRE DEPARTMENT i AIE N ° New 8" ITfo FoundationFJ1 i•> New s"Foundation �; o BOTH SIGNATURES ARE REOUIF-i-F;;C^rR,r`:� n!/7ING — 6'-3"— with z x 12"footing I with z x lz'footing I with 2-•5 rebar with 2-"5 rebar tp ON ......—_—•---... = r 0'-9" Excavation acid compactbn as required I'overhang at all soffits 0 Cross Section A Cross Section B ol w n s®oroam o Lo N1 11'-4 1/2° /Bearing wall below\ W 7'-4" %8LStr-uetural-insulated'. ,,:Panels designed by manufacturer 4•oe. _U Foundation Plan 4 x 4 post as required SG Loral. idge #by' Z O U ' Q " Qq$INFa A SA Structural ridge sized by - T on ufacturer � cmmr, �rN 9F 11NSS 12 \\ 2 x 8 overframe with 2 x 10 ridge Q7 $ 73 8"Structural Insulated � (n \ Panels With 15'felt&30 Structural ridge sized by "Q 2 x 6 ceiling joists I6"o.c \ Yr.Arch.shingles *. I. f a \\\ Roof Framing Y L o 'C � 61 6"Structural Insulated 8"Structural Insulated . n.5 Panels all exterior walls Preflnished Hardl Plank Panels With 15'felt&30 Siding Yr.Arch.shingles MONQXrDEALARMS ----------------------- --0° --------- A9A$MUSTiEINSTALLEDPER SACHuSETr s"Strnctur�l insulated S QUILDING(,�pE REwsioNs O'—1 O Panelr all exterior walls /`Prefintshed Hardl Plank 2x 10 t with T&G � r�� — W — I Siding Warmboard&R 30 0/1 cJ/O6 Insulation I 2x IO_Pislswith T&G Warrnboa d&R 30 /03/07 00 •I insulation Adjust risers as required r—On New"I concrete slab ,New 8"foundation with with 6 mil vapor barrier 10"x 24"Footing 1: jl CROSS SECTION Stair Detail CROSS SECTION DATE 7/21/t76 .I 17'-2" 6'-10 34'-0" 1/2" - 7'— ' 9'— ' 7'-10" DWI LC D_rn ,_1„ — �M I 0 I _ o O I Zero Clearance Gas Insiert Ln —0" — 5'—O" stone veneer to ing O ) 5-8 N Master Deck o 0 12" Breakfast Bar Bedroom o Bedroom 3 Bedroom 2 Deck 3 —2' 1 1"olo I 0I a 6 0 �1" a� 7 U O) w cV I I n 14'-0" I 00 10'-9"1 10'-6" � 11'-2" _ 11'-5 K�i' 2'-11" �271L. iFL:::::2 5117 _ 11'-6" _�� 5—7" 5—7 _ I 1- 11 —6 1 U z First Floor Plan Revised Second Floor Plan Revised z 0 Q 9£$I NF,F 0.gqT COiUII, 55. G A�rH OF S� N cn 3-2"x 10"support gbter.. N -5 0 E L cn 2 x 10 Joists 16 o-c with I"Warmboard x pnst as requir REVISIONS 0/15/06 /03/07 LVL wed by manufacturer ITAIIJoists16"o.with Second Floor Framing Plan I"Warmboard First Floor Framing Plan A-2 ' - DATE 7/21/OG n B M N [III It IlITI1 HIT It 11 P o O p N I lo " - IA Adifw 'F C. -•7'.�d!::. - .mil:?i+ •� Z z 0 Front Elevation Left Side Elevation �£SINFR A SO r `\\\�4�rH oP MPSSB Q) _ L7 a � o c. 6) E Ln n 11 11 11 1!IIY III,111YMY A M 191 11 111 1 1 i'd,I' REVISIONS 0/15/06 LL .. �..�:^1,-�.y�f:i;_e...._-.:....{.��:.:. '.i�v1 Y'� lis Syr- Y.;'.ii Wa. `\i:'•a• 1�-::�.— v'4: r .. . •.?.. :C-''. ^-i:y.: '':{'.:. 'mot-+'� Rear Elevation Right Side Elevation A-3 DATE 7/21IOG 34'-0" 34'-0". D LC O Ln t 00 y - r • \ Master Deck o [Ref /�� Bedroom Bedroom 3 Bedroom 2 Deck I o it7 �\\o oMo o a � o � z a i U 14'-0" 11'-2" - k First Floor Second Floor G LL � I } Deck p / � cc�urr. jri i \iL f J � V to to rao �., p -- nooee c � Second Floor Reflective Ceiling Plan G — First Floor Reflective Ceiling Plan - REVISQNS it LEGEND ® Smoke Dectectors IE Outlets Switches 0 MR 16 Recessed li hts i ting Vixture oCat 5 Data EBasement o ble 0 Thermostat E-1 I ,� DATE 1/03/07 I 17, 2„ , — ��s —C -1 " ,..,. I 7 —�, .__, ,. � r 10Lj ` I . ED W LC 7 — 1 4 ° 3 —4 �. �j OQ �! - ' N'4 Gas Insert T I I � W Zero Clearance I I ' 5 wj stone veneer to ceiling I � I � — i C )- 9)1 Master J L;7 I Deck I Brea Bedroom Bar _ ! Rem > Bedroom 3 Bedro:..�� ° � � o Bedroom 2 Deck i 3 -- 7 0 3 _ 2 i ! f: ro00 , I w � 1I " i X� � I , CD LO 1 6 - - x ! LLI �t L 14' o" - 1 _ — 6FJ s= : IEEE= 51- 711 2'— 11 , ! First Hoor Plan Revised Second Floor Flan Revised -71 ,r �j M NLR \� MA>> C �LfR OF nt1�r?� I ' IQ G.) j i 2x10 W o.c. 12`{ AJS25 16" o c �) 3 4'— i / i. t- 3 � � Z a l� , I EE ! I I I I I I I I I I I I I t I i _ I i � I n , v I i. A 0 1 � 0 El o�I I I / / o307 / / ', t• i i E i i � I , I 1-1 i , I : i I I E E .. i I '. k V : I i 5 /21 'O 7 i rt . II I I I I I � I I I I III I � II .1 I I I : I I l I I : I E I ! ! 1 It e }1: . l/ I I I I � I I I I I I � I I, I I I I ► I � i. 1I I I I II I ! t flee A mnc in" a gad r irsi rioor r ram ina an Second Floor i•- ram inQ Plan I • I A - 2 DATE 7/2 1/OG f� I LJ 11 L-1 Ll j 34,- 0„ I ----------- ---------------------------------------------------------------------------------------------------- New 8" Foundation — „ I with 2' x 12"footing : ! 4 0 t ------------------ --------- - - with 2- 5 rebar - : , , , , . yam Lower height as requred ,; i ----------------------------------- - ----------- - ----- ---------- - ------ ---------------------- - - O e x perimeter & 1 let 6" pe i B !New 8" Foundation New 4" concrete slab 01 / j with 6 mil vapor barrier with 2' x 12}} footing s ------------ / with 2- # 5 rebar E New 8" Foundation i with 2 x 12 footing — ; _ i with 2- 5 rebar i i F` Excavation and -r compaction as required F overhang at all soffits Cross Section A Cross Section B C'J q -------------------------------- : I ' s , I I r I E (X) -------------------------------------- 77 { i 11 — 4 1 / ---- i tVI r ; -r 8" Structural Insulated 7 — 4 Pan is designed b man ifacturer 4' o c. C ) Foundation Plan 2 x 8 overf i ame with 2 x 10 ridge P Structural ridge S1ZLd b fern ' manufacturer.._ MAS', �7V OF 12 - �> 8" Structural Insulated T Panels With 15* felt & 30 a n -. Yr. Arch. shin les Structural ridge sized by 2 x 6 ceiling joists 16« g o.c. manufacturer U) U Roof Eramin � c> 12 +, 8 8" Structural Insulated I 6" Structural insulated __---Panels all exterior walls -►� 1 Prefinished Hardi Plank ,�Q . Panels With 15' felt & 30 _- ----- _ -- �' ;= _ Yr. Arch. shingles Siding - - - � 2 x 6 ceilin joists 16" o.c. 16 — 0" I i o, 7 0, 0 6" Structural Insulated REVISIONS i - Panels all exterior walls . - Prefinished Hardi Plank 12"AJS25 joists 16 o.c. Q ®2�� Siding 0 15 06 with T & G R30 / / Insulation -00 I 12"AJS joists with T &G 0 3 0 7 � ( R 30 insulation � 5 21 0 7 ------------------------------------------------------------- ------ 4:— .: I Adjust risers as required New 4" concrete slab New 8" foundation with � with 6 mil vapor barrier 10" x 24°° Footing --------------------------- a. is ... vi, 0S IS SECl i f 0N e Sta ; r D eta i RoSS SECTIo A - 1 DATE-7/21/OG Note: Spline to be of material conforming to DOC PS2-92, min thickness equal to the panel skins. 4 O Top plate. 1� 5 4' BRl 4' 4 _4' 4> —4' 2' 4' - - . - - R-Control Do-All-Ply Spline'': b.' o G. �{ Q ° Continuous. Nail top plate r2 Gypsum wall - - --�-- - - ---- --_- -- --- - -- 12 to vertical 1 , �.. board. 14'R 14'R 14'R 14'R 14'R 14'R 14'R 14'R p / r plate with C� 8 R-Control 3-16d nails: Top plate. O -- - ---- - Do-All-Ply each side; both PLAN R-Control Z f-i / splines, continuous. SIP wall. (� N 14'R I I Factory electrical chose- ScreTil w ~'i Scale: NTS BRi // I Screw Fastener / I I �-- C� 24 0. 6 R-Control 51P. H Q U BR1 N W N N C , R-Control �-+ 7d Q S. / 1Q 18 _ Do-All-Ply, R-Control L li III each side. Do-All-Ply O SD 4, 2, 4, 4 � r IIII ' continuous. O C\2 c� 1 1 I I I iI v f 1 III 1 I R-control BR1 I Fasten with Sd nails or Do-AII-PI , O - I 14 coo. 1 1/2 staples y —' �- each side. „ N Y ® 6 o.c: both sides of P 1 q 8tli Nails or 14 go. c� panel joint or equivalent. Note: "" Typical each side of panel. Vapor retarder recommended 1 1/2' staples ® 6" U 12 R 12 R 12 R 12 R a;° ( I J I I on interior of panel when o,c; each side mandated'by code or climatic or equivalent. 4Effi , I I I I -- SECTION/PLAN SECTION " 110, � _ aonditlons• I I I I -- I Scale: N75 updated 9-2-03 Scale: NTS updated 5-i-ss Lo ® W q I R—Control. SIP R—Control . SIP — _— — -— IFM - -- -- I TITLE: Spline Connection NO, TITLE: NO. 80 r 8� I I I I Surface ..pllne 1 Corner Connection 2 tl 8 8 -T 7T I • I' <. I $R1 li Exterior_finish R--Control AD 2 I I I I I III & underloyment SIP wall. i► _ BR1 as req'd by code. I t O► rn I I I I I I I p I Gypsum wall / f tp R-Co trot board. U I I BRi Do-All-Ply t am IIIIM_ r I I 1 ' 12' r I continuous: 16d Nails 8 1 1 4 R-Control .into flgor joist R-Control Do-AII-Ply, q y Do-All-Ply I I I I I I I I I continuous. as re d b code. each side. 8d Nails or 14 ga. ---- - -- r r t R1 r r , , - -, Field installed I l l g 8 I I 8 g I I I I I o.c/each tas de les c� s _ 9 g 9 8 panel bottom - -- L -- -- _J ----- -- or equivalent - - - L-- ---- ---- -- _. - L__-. -- --- 1 - plate. 10d Nails @ 12" o.c. Subfloor -r_---- Continuous two rows, staggered. ' Floor foist. Tripp le 2X spline. R-Control R-Control SIP. R-Control Do-AII-Ply, .--I i bo-All-Ply. EPS joist plug. 61 � -.-- 61 R-Control continuous. (� Nail as req'd ---_ Do-Adl-Ply continuous Factory electrical chase. 1 -5 4 4 4 4 4 2 7 11 -6 2 -10 4 4 6 4 4 4 4' by code. Treated sill plate. each side, top & bottom. 2' 6 _ » Insect joist. ..«. Sill sealer. - I lip orflashing Anchor bolt as I 16' Caulk — req'd by code. Cementitious 14' coat.34' __ 20' scratch - - coat. Concrete or Masonry Fasten with 8d nails or 00 .foundation wall 14 a: 1 1/2" staples. Q' is Perform ® 6�' O.C. both sides of Guard EPS. Notei �- panel joint or equivalent. Continuous vapor retarder FRONT SECTION LEFT SECTION Typical each side of panel. p required on interior of panel. SECTION SECTIONIPLAN Scale: NTS updated 5-1-99 Scale: NTS updated 9-2-03 R—Controll' SIP R—Contro19 SIP TITLE: N0. TITLE: Post Connection N0. Q " Foundation Framing - Joist 3 Tripple 2x 4 Q, C\Z 1 .. 4 I -1 Note:1 R-Control SIP-Tape LO Q i 5 Vertical wirechese p CO IN 4 4 —4'-~+- 4 4 BR1 4 2 4 2' OTC Typical. on interior of panel. SIP roof. co C\2 Fasten with 8d nails or 0 1-' 14 a. 1 1 2" staples Joint filled with R-Control Q � / p Do-AII-Ply continuous. R-Control screw, N Imo• 0 6' o.c. both sides of see SIP-135 for � Q, e� panel joint or equivalent. spacing requirements. -' - - - -- - - , Typical each side of panel. �+ �Fr R-Control Do-All-Ply. P 9 q � r---1 L{"�, 14'R 14'R 14'R 14'R 14'R 14'Rfin 1 14'R 8 // / p / continuous. - - - - R Control screw, �// Q N I // --I II`- - \ see SIP-135 for Optional tion l factor / spacing requirements. \ 0' 14'R /, ' III / W 00 0 4, r I 8d Nails or 14 go. 1 1/2" staples 0 BR1 N I I 6" o.c. each side or equivalent. �_ I / I \ R-Control R-Control R-Control III BR1 _ SIP roof. _ I II I each Isidelyand 0 I Do-AII-Ply, I 4 4 2 4 I continuous. I roof panel/2x joint. ) LO I I III I Beveled 2x Blocking ` I I III I ; I �-- — -- � 12.'R r I .III I slpCwanal 12R 12R 12R I I I I See Tech. Bulletin sip no. N 2056 for use of 110, ' ' ' ' R--Control SIP Tape in Structural su ort member 1�2 18 III 18 1 * 1 PP 0 I Hot/Humid Climates. to be engineered �J I 8 8, $► 8r . I BR1 _- — _ 8 Yz �- U 8 8 _ — -- — -- — — I BR SECTION SECTION I T BR1 I I III I Scaler NTS Scale: NTS updated 5-1-99 — __ - _^ _-- ___ _ - _ _ _ _ _— r J L R—Controls SIP R—Cantrol® SIP — - ------- ---- --- -- ------ _ _ _ __-_ --- __ _� _ TITLE: - NO. TITLE: NO. N r-———— ----- ' --- — r I ( I I I I Roof Ridge - Plumb Cut 5 Beveled Wall Panel 6 � � ✓� ' I I I I I III I I i k _ I , 1 I I I II Noce;nR-Control `SIP Tape BRi I I BR1 I BR1 III I on interior of panel. U I I R-Contras I 1 I I I 8'A 8' 8 g N li r � I — 51P wall. REVISIONS: , , r r r r r gr I I 9r 9r I I LI. 3 1 REVISIONS- Gypsum wall 8 A 8 8 � -8 8 R-Control screw, z -Control R-Control board: - - - -- --_ - -- - - - -- -- - _, - -- - -- - — see Sig-1 q5 for P roof. Dont continuous.- - spacing requirements.I I I I I I I $Rl _ I R-Control 16d Nails - J : L --_ -_ _ J _ -- -- --_- _ ,-� - --- as req'd by code. L- --- --° _ _ _ ��-_ _ - -- --- --- _-_4.,- _ _ � _- --- - - - _ - Do--AII-Ply, -_ -- - into r t _ - __ each side. 8d Nails or 14 ga. „ Field installed 1 1/2 staples 0 6 8d Nails or 14 go. o,c. each side 1 1/2"' staples 0 panel bottom or equivalent. 6 „ 6 ,> 6 I__ Ol„ 6" o.c. each side Plate. ` �u or equivalent. Subfloor 61 4 q 4 - 4 4 4' - 4' 4' 4' 4' �4' V-5j„ 2' 4' 4' 4' 4'- 2' Floor joist. ,` - - -- - - R-Control --�'J Do-All-Ply. PS Insulation plug II�8d Nail as req'd Nails or 14 go. by code. Nail as req'd. R-Control 1 1/2" staples 0 Rim joist. Do-All-Ply continuous, 6" o.o each side each side and ® raof or equivalent.. 14' panel/top plate joint. I I For connection Spacer board (optional) 34 20' I R-Control information, sealant, where required for Do-AII-PI and adhesive, see standard 8' drywall 2x top plate. continuous wall above. application, R-Control DATE: 05/3h/0"7 SIP wall. DRAWN BY: JHV REAR SECTION ���� � x � RIGHT SECTION See Tech, Bulletin sip r<; no.r':2057 for use of : R-Control SIP Tape in SHEET: ' ti71.1LiL 1 A Hot/Humid Climates. h SECTION SECTION � >` Scaler NTS updated 9-2-03 Scale: NTS updated 5-1-e9 ; r R—Control® SIP R—Control® SIP TITLE: NO. TITLE: Floor Joist N0. Goble End 7 Bearing an Wall Panel 8 SCALE: 1/4" 1'