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HomeMy WebLinkAboutApplication- Permitr GARFIELD COUNTY BUILDING, SANITATION and PLANNING DEPARTMENT 109 Sth. Street, Suite 303 Glenwood Springs, CO 81601(970) 94S-8212 Job Address ' `K5 y 0-R to Nature of Work Building Permit No. 7790 Use of Building: D1) — GARAGE- Owner ARPG Owner Contractor -� Amount of Permits 3C) i a(.7 f 3a8: 9� Date 'of IIP/o0-) 1 GARFIELD COUNTY BUILDING PERMIT APPLICATION GARFIELD COUNTY (GLENWOOD SPRINGS), COLORADO TELEPHONE: (970) 9454212 . INSPECTION LINE: (970)384-5003 PERMIT NO. '-7-7! r� PARCEUSCHEDULE No. 70® ADDRESS: �5t1 CR ioc7 1 2 3 4 5 IAT NO. / BLACK NO. NN41( f/ -' SUBDIVISION/EXEMPITON reg ! y,`j 2IN f .b 3g7 V�Wf� V AT/�� Apusas 1 r 116 ' CORMACIOR TMPIE TWO: fftz N 7m Cdr' NGR/t✓ "1•q6.. -676c) uc) az Fr. at 630fris SQ. rr.e.LOT t' A6re Isom m 6 7 8 9 10 tesetrsueum0 2 6"44/2/41 MCI= WORM CLAM OP WOIX: GAEOMOPI DALT8M,I0N oRD1OYS MRAQ: ossasa CARPORT: nsswu ODOOne e pRNSWAT PD. IT o«Pa18 IMAM 00004a (111,110 oars PLAN vMAAlmdawOrxcl IPICIAL COMMON*: ADAPT= VAwwnoNII 31% UD NOTICE A SEPARATE ELECIRICAL PERMIT 1S REQUIRED AND MUST BE ISSUED BY THE STATE OF COLORADO. THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN ISO DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 110 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED TIES APPLICATION AND KNOW 7HE SAME TO BB TRUE AND CORRECT. ALL PROVISIONS OF LAWS GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WIITi WIIEITIER SPECIFIED BURIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL 111E PROVISIONS OF ANY OTHER STATE OR LOCAL F IA. c CQNS1RUCTION OR THE PERFORMANCE OF OONSTR '• , N. 1 1-' f/ , 77' f� iiiv - r '/Ji, r///, /.//:, , 4 >/ �28Iaa Batiks DepL APwovs8D e PLAN CHECK FES: (`1(.7( PERMIT FEB: Y-7. 2,3 - TOTAL FES: / DATE PERMIT ISSUED: OCC: GROUP: CONST: TYPE: ZONING: HOME: SETBACKS: ISDS NO. do FEE: AC EEMEWr PERMISSION IS HEREBY GRANTED TO TFIE APPLICANT AS OWNER, CONTRACTOR AND/OR TIE AGENT OF THE CONTRACTOR OR OWNER TO CONSTRUCT THE STRUCTURE AS DETAILED ON PLANS AND SPECIFICATIONS SUBLIMED TO AND REVIEWED BY THE BUILDING DEPARTMENT. IN CONSIDERATION OF THE ISSUANCE OF THIS PERMIT, THE SIGNER HEREBY AGREES TO COMPLY WITH AIL BUDDING CODES AND LAND USE REGULATIONS ADOPTED BY GARFIELD COUNTY PURSUANT TO AUILIORIIY GIVEN IN 30.21.201 CRS AS AMENDED. THE SIGNER FURTHER MARES THAT IF THE ABOVE SAID ORDINANCES ARE NOT FULLY COMPLIED WITH 1N TIE LOCATION, ERECFKON, CONSTRUCTION AND USE OF THE ABOVE DESCRIBED STRUCTURE, THE PERMIT MAY THEN BE REVOKED BY NOTICE FROM THE COUNTY AND THAT THEN AND THERE IT SHALL BECOMENULL AND VOID. THE ISSUANCE OF A PERMIT BASED UPON PIANS, SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE BUHDINO OFFICIAL FROM THEREAFTER. REQUIRING TIM CORRECTION OF ERRORS IN SAID PLANS, SPECIFICATIONS AND OTHER DATA 011. FRO PREVENTING BUILDING OPERATION BEING CARRIED ON THEREUNDER WHEN 114 VIOLATION OF THIS CODE OR ANY OII1ER ORDINANCE OK REGULATION OF THIS JURISDICTION. THE REVIEW OF 1118 SUBMITTED PIANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTTfUTE AN ACCEPTANCE OF ANY RESPONSIBILITIES OR LIABILITIES BY OARFLEI.D COUNTY FOR ERRORS, OMISSIONS OR DISCREPANCIES. THE RESPONSIBILITY FOR THESE ITEMS AND INOLEMENTATION DURING CONSTRUCTION RESTS SPECIFICALLY WITH THE ARCHTIBCT, DESIGNER, BUI,DER AND OWNER COMMENTS ARE 1NYENDII1 TO BE OONSERVATIVE AND IN SUPPORT OF THE OWNERS IMAGIST. 12-1.1) ovl Y CKNOWI EDCIE THAT I HAVE READ AND UNDERSTAND THE AOAEEAENT ABOVE. (INITIAL)(INITIAL)L) 22- CO The following items are required by Garfield County for a final inspection: 1. A final Electrical Inspection from the Colorado State Electrical Inspector; 2. Permanent address assigned by Garfield County Building Department posted where readily visible from access road; 3. A finished roof, a lockable house, complete exterior siding, exterior doors and windows installed, a complete kitchen with cabinets, a sink with hot & cold running water, non-absorbent kitchen floor coverings, counter tops and finished walls, ready for stove and refrigerator, all necessary plumbing; 4. A complete bathroom, with wash bowl, tub or shower, toilet stool, hot and cold running water, non-absorbent floors and walls finished and a privacy door; 5. All steps outside or inside over three (3) steps must have handrails, guard rails on balconies or decks over 30" high constructed to all 1994 UBC requirements; 6. Outside grading done to where water will detour away from the building; 7. Exceptions to the outside steps, decks and grading may be made upon the demonstration of extenuating circumstances, i.e. weather, but a Certificate of Occupancy will not be issued until all the required items are completed and a final inspection made. A CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL � THE ABOVE ITEMS HAVE BEEN COMPLETED. * * * *CANNOT OCCUPY OR USE DWELLING UNTIL A CERTIFICATE OF OCCUPANCY (CA.) IS ISSUED. OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE CONSIDERED AN ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATION PREMISES UNTIL ABOVE CONDITIONS ARE MET. I understand and agree to abide by the above conditions for occupansss and the issuance of a Certificate of Occupancy for the dwelling under building permit # 0 . /4 4fhfl Signature bpcont Date -77/4/7 !?a4 MEti 478. 6y /11 3¥0 • ob 04,2x 221.21.. 3off .9(0 10/17/00 16:03 FAX 9709636761 A4 ARCIIITECTS Ij 01 A4 fax transmittal A4 ARCHITECTS, LLC 242 NORTH SEVENTH STREET CARBON DALE CO 81623 970.963.6760 FAX 970.963.6761 mall@a4arc.corn to: Arlo Ehlers fax #: 384-6004 from: Mark Mahoney date: 17 October 00 re: Nadi Steindler Building Permit No. 7790 pages: 2 cc: Arlo, Please consider this change in building construction for Nadi Steindler's garage. The price we received for the pre -cast wall system was more expensive than building conventionally, so we would like to build with a typical thicketed slab/ stud wall construction. Thank you for your consideration, 10/17/00 16:03 FAX 9709636761 I.10101 0001.1.16 a aor ®rw PIO 01 0011.00100011.0010r4-10grlOW M1flK 000•00r-� A4 ARCHITECTS I 1 II :01 lit= -1I_ 111 111 Illrg{111[!1-- 1.-X11 r'1 TTriC /L WALL SEC1 N ♦s.:r Y4. • rC to 0 2 ARCHITECTS LLC 242 H 7714 STREET CARDOHDALE. CO !76.961.4766 976.941.674.1 IF) STEINDLER GARAGE ADDITION ww.r� m PLANS•CLEVATIONS SECTIONS ar..:b A2.1 • -EASING 5TE/S FUTURE BREUEWAYCONNECTION •c.lc 114" . ro- I .ulr.. 1' x 10'-0" OVa) f;Y N67 t3nC/31 CCC r 64 1} co/`14777titS-ANY' GvMT ' IN 6.& -rt €7U 7 < /71i �. ,crAC' [m,e+o STRUCIII F rooasrr t/f - (P-EFtha)A (0 c -- -00 JJW(4 OD ARCHITECTS LLC 242 N 7TH STREET CARBONDALE, CO 970.963.6768 978.963.6761 (F) STEINDLER GARAGE ADDITION 1 AUG 00 Dalt Design Review Issued For er.pns: 013 D...usT1w SITE. PLAN A0.1 eklILDIN3 SECTION 4,54k 114'. T 0 LOFf F1 -AN 1hC_ST ELEVATION KIIe: VI" • 1'-0' EAST ELEVATION ui KIS V4'. I'-0" •U4•. r-0" 4..2 3,2" 9.P GARAGEPLAN .�.a. u4• . r P NORTH E WAT10N .c.lr u4• . ra SOUTH ELEVATION SMUF WILT QAEAOE O00R5 ARCHITECTS LLC 242 N 7TH STREET CARBONDALE, CO 978.963.6768 978.963.6761 (F) STEINDLER GARAGE ADDITION DO Das 11.0.ds, 013 ]k.etI.'TNI. PLANS, ELEVATIONS SECTIONS Sheet A1.1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ENGINEERING MANUAL Superior Walls Insulated Concrete wall.; 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SUPERIOR WALLS OF AMERICA, LTD. THIRD PARTY INSPECTION The precast wall system is to be produced per Superior Walls of America, Ltd. Quality Assurance Manual, latest edition, and inspected by, and bear the label of PFS Corporation, an independent third party inspection agency. Exceptions: Nitterhouse Concrete Products, Inc. has been designated a PCI certified plant and as such is inspected by Ross Bryan Associates, Inc. engineers, an independent third party inspection agency, retained by the Precast Concrete Institute, and shall bear the seal of PCI. Superior Walls of the Rockies, shall be inspected by GeotechnicalEngineering Group, Inc. The PFS Seal of Distinction recognizes and represents building products and materials that have been tested and/or inspected and have met nationally recognized standards. The manufacturing facilities and quality control program are periodically inspected to reinforce the manufacturer's capability to consistently produce units conforming to SWA standards. 2000 SUPERIOR WALLS of AMERICA, LTD Page 5 SUPERIOR WALLS New Holland, PA See BOLA®research report no. 98.4 THIRD PARTY INSPECTION PF= iv NER-QA251 The PFS Seal of Distinction recognizes and represents building products and materials that have been tested and/or inspected and have met nationally recognized standards. The manufacturing facilities and quality control program are periodically inspected to reinforce the manufacturer's capability to consistently produce units conforming to SWA standards. 2000 SUPERIOR WALLS of AMERICA, LTD Page 5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SUPERIOR WALL SYSTEM Engineered according to national recognized standards #3 REB THE FLOOR SYSTEM MUST BE ADEQUATELY ATTACHED TO THE WALL TO SUPPORT THE LATERAL SOIL FORCES 1 FLOOR JOIST h SILLPLATE 21/4" x'h" PRESSURE TREATED LATH 1/2" x51/2" BOLT #4REBAR 1" HOLE FOR PLUMBING AND WIRING 5,000 PSI FIBROUS CONCRETE WATERTIGHT CONCRETE FACE NO EXTERNAL DAMPPROOFING REQ. (REF. INSPECTOR BOOK) .33 WATER / CEMENT RATIO (REF. ACI 318, TABLE 4.5.2.) 1 "EXTRUDED DOW POLYSTYRENE 2'/."X6'/."CONCRETE STUD STUD SPACING 24" OC CAVITY 7'/s" X 21'/," SHEAR CONNECTOR MaTiyzmts.rticlir:1: M 4 to 6" of /" size stones Virgin soil Install drain pipe inside or outside the wall. Soil bearing will be the same with Superior Walls as any other foundation. Walls can be purchased in 4'- 4' 8" - 8'2" - 9' - 10' height, wall loading calculations are the same on all size walls. Wall loading is as follows, 4360 Ibs per linear foot, Point loading, one studs 10,000 lbs. double studs 13,000 Ibs. triple studs 16,000 Ibs. Heavier point loads require additional review for specific location on wall, with support under the wall. Walls must be supported at the bottom by the concrete slab, and supported at the top of wall by the floor or the roof connection before backfilling. Then the wall can be backfilled. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Drain trench to sump pit or daylight drain 31205 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ■ STONE FOOTER / BACKFILLING PROCEDURES GRAVEL FOOTER PROCEDURE GRAVEL FOOTER WITH LOOSE FILL Sketch 1 Virgin Soil Below Frost [Clean stone) trench must be drained to sump pit or daylight drain. Sketch 2 5" Minimum Flat Area 4" Minimum Backfill Grade Stone To 45 °angle Polyethylene Backfill Y Virgin Soil r Drain Trench 0 Compact Stonc • in 12" lifts. Virgin Soil Note; Distance X must equal or exceed distance Y Stone size= 1/2" to 1". The top 4" must be 1/2" stone 4 7. X - Below Frost Insidcof stone is 2"inside of wall 24" Minimum Virgin Soil The stone trench footer shown in sketch one is used with all sizes of the Superior Wall System. The stones extend down to the frost depth of the locality. Clean stones must be used in the trench, 1/2" to 1" in size. This trench must be drained to either a sump pit or a daylight drain, so water does not fill up the trench footer and freeze. It is important that the virgin soil holds the gravel on each side of the trench, When fill is used at the top of the trench refer to sketch two and widen the stones at the loose fill area according to the drawing. Lay polyethylene on the stones on the outside before backfilling the ground, placing a minimum of 4" of ground on top of the polyethylene. If the frost depth in your locality is 50" and the wall is backfilled to a minimum of 50", use the standard 4 - 6" of stone for the sub base footer. After the floor is poured in the basement and the top of Superior Wall is connected according to SWA standard procedure, the foundation can be backfilled to the top with excavated soil from the site according to normal procedures for any other concrete foundation system. NOTE: When backfilling the 10' wall refer to the Builder Site Preparation Booklet for special backfilling procedures. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • SUPERIOR WALL FOOTING PRESSURES JOB NUMBER 87310-1 DATE: OCTOBER 1998 FOOTING BEARING PRESSURES WITH VARIOUS DEPTHS OF CRUSHED STONE 4912 SHEET I OF TYPE & SIZE HOUSE EXTERIOR FACING MAX. LOAD PER FT. D = 4' D 6" D- 8" D-10" D R 12" D= 14" D-16" OF WALL OF BEARING PRESSURE (PSF) 32' WIDE HOUSE 2'Y2 STORY ABOVE BSMT. 6" STONE 4360 PLF 3510 3040 2680 2400 2170 1980 1820 12/12 ROOF PITCH 32' ROOF SPAN 4" BRICK 3420 PLF 2760 2390 2110 1880 1700 1550 1428 16' FLOOR SPAN ATTIC STORAGE SIDING (WOOD, vara, EIC.) 2810 PLF 2260 1960 1730 1550 1400 1275 1170 30' WIDE HOUSE 2'/2 STORY ABOVE BSMT. 6" STONE 4220 PLF 3410 2955 2605 2330 2110 1920 1765 12/12 ROOF PITCH 30' ROOF SPAN 4" BRICK 3278 PLF 2640 2285 2015 1800 1630 1490 1365 15' FLOOR SPAN ATTIC STORAGE SIDING 2665 PLF 2145 1860 1640 1465 1325 1210 1110 28' WIDE HOUSE 2 /2 STORY ABOVE BSMT, 6" STONE 4080 PLF 3310 2865 2530 2260 2045 1865 1715 12/12 ROOF PITCH 28' ROOF SPAN 4"BRICK 3135 PLF 2525 2185 1930 1725 1560 1420 1305 14' FLOOR SPAN ATTIC STORAGE SIDING 2520 PLF 2030 1758 1550 1385 1255 1140 1050 24' WIDE HOUSE 21/2 STORY ABOVE BSMT. 6" STONE 3800 PLF 3060 2650 2340 2090 1890 1725 1585 12/12 ROOF PITCH 24' ROOF SPAN 4" BRICK 2850 PLF 2300 1990 1750 1570 1420 1290 1190 12' FLOOR SPAN ATTIC STORAGE SIDING 2230 PLF 1800 1560 1370 1230 1110 1010 930 24' WIDE HOUSE 1 'Y2 STORY ABOVE BSMT. 6" STONE 2480 PLF 2000 1730 1530 1370 1240 1125 1035 4112 ROOF PITCH 24" ROOF SPAN 4" BRICK 2000 PLF 1610 1400 1230 1100 1000 910 835 12' FLOOR SPAN ATTIC STORAGE SIDING 1700 PLF 1370 1190 1050 940 850 770 710 D Crushed Stone Depth below wall All ofthe above designed for live ground snow load of50 PSF, slate roof, hardwood floors, and wind loads. See next page for minimum width of crushed stone centered under wall. 2000 SUPERIOR WALLS of AMERICA, LTD 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SUPERIOR WALL FOOTING PRESSURES (Cont.) DATE: OCTOBER 1998 JOB NUMBER 87310-1 SUPERIOR WALL BEARING PRESSURE ON CRUSHED STONES BELOW FROST LINE BEARING PRESSURE ON SUBSOIL SHEET 2 OF 491. 2 CRUSHED STONE BASE UNDER WALL DESIGN WIDTH W DEPTH OF CRUSHED STONE DESIGN WIDTH D=4" W=14718" D=6" W= 173116" D=8" W=191/2" D=10" W= 21 13/16" D =12" W = 24 1/8" D=14" W=267/16" D=16" W=283/4" DEPTH OF CRUSHED STONE SEE SHEET 1 OF2 OF "SUPERIOR WALLS FOOTING PRESSURES" PENNSYLVANIA CON I1tACTOR MUST USE 1/z" CLEAN CRUSHED STONE OR COARSE SAND (NOT SMALLER THAN 1/16" GRAINS) 1999 SUPERIOR WALLS of AMERICA, LTD 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 RETTEW Associates, Inc. October 22, 1993 Melvin Zimmerman Superior Walls of America, Ltd. P. O. Box 427 Ephrata, PA 17522 Dear Mr. Zimmerman: 3020 Columbia Avenue. Lancaster. PA 17603 • (717) 394 3721 • FAX 1717E 394l063 RE: Superior Walls Footing Pressures Project No. 931197-01 At your request, we are sending this letter to explain the theory behind the "FOOTING BEARING PRESSURES WITH VARIOUS. DEPTHS OF CRUSHED STONE" table developed by RETTEW Associates, Inc. (sheets 1 and 2 of 2 dated 4/7/88). We have used the "sixty degree approximation", which is a commonly accepted approximate method of determining the soil pressure at a particular distance below a footing. This theory is based upon experiments by J. Boussinesq in the late 1800's. Basic Soils Engineering' states, "When an exploration reveals the presence of a weak substratum, the bearing value to be used in foundation design must be adjusted to eliminate the possibility of overstressing the weak material. The increase in stress at the level of the weaker material due to the footing and its load may be calculated by methods developed from the previously discussed Boussinesq theory. Of these, the most common use in practice is the 60° approximation... In fact, many building codes specify that this method is to be used." The Standard Handbook for Civil Engineers2 states, "Another common assumption in foundation design is that the pressure spreads out with a depth from the bottom of the foundation at an angle of 30° with the vertical..." Superior Walls uses the high Ioad-bearing ability of the crushed stone foundation as a effective medium to transfer the wall loads to the underlying soil. The thicker the crushed stone, the lower the loads which are transferred to the soil. 2 Basic Soils Engineering, by B. K. Hough, The Ronald Press, New York, 1957, pages 295 and 298. Standard Handbook for Civil Engineers, Frederick S. Merritt, Editor, McGraw-Hill, Inc., New York, 1968, page 7-21. Mechanicsburg. PA • Stetting. VA ENGINEERS • PLANNERS • ENVIRONMENTAL CONSULTANTS • LANDSCAPE ARCHITECTS • SURVEYORS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ■ • RETTEW Associates, Inc. October 22, 1993 Melvin Zimmerman Superior Walls of America, Ltd. P. 0. Box 427 Ephrata, PA 17522 Dear Mr. Zimmerman: 31:1211 Columbia Avenue. Lancaster. PA 17603 • (717) 594 372E • FAX (717) 394.1063 RE: Superior Walls Footing Pressures Project No. 931197-01 At your request, we are sending this letter to explain the theory behind the ''FOOTING BEARING PRESSURES WITH VARIOUS. DEPTHS OF CRUSHED STONE" table developed by RETTEW Associates, Inc. (sheets 1 and 2 of 2 dated 4/7/88). We have used the "sixty degree approximation", which is a commonly accepted approximate method of determining the soil pressure at a particular distance below a footing. This theory is based upon experiments by J. Boussinesq in the late 1800's. Basic Soils Engineering' states, "When an exploration reveals the presence of a weak substratum, the bearing value to be used in foundation design must be adjusted to eliminate the possibility of overstressing the weak material. The increase in stress at the level of the weaker material due to the footing and its load may be calculated by methods developed from the previously discussed Boussinesq theory. Of these, the most common use in practice is the 60° approximation... In fact, many building codes specify that this method is to be used." The Standard Handbook for Civil Engineers' states, "Another common assumption in foundation design is that the pressure spreads out with a depth from the bottom of the foundation at an angle of 30° with the vertical..." Superior Walls uses the high load-bearing ability of the crushed stone foundation as a effective medium to transfer the wall loads to the underlying soil. The thicker the crushed stone, the Iower the loads which are transferred to the soil. 2 Basic Soils Engineering, by B. K. Hough, The Ronald Press, New York, 1957, pages 295 and 298. Standard Handbook for Civil Engineers, Frederick S. Merritt, Editor, McGraw-HiII, Inc., New York, 1968, page 7-21. Mechanicsburg. PA • Sterling, VA ENGINEERS • PLANNERS • ENVIRONMENTAL CONSULTANTS • LANDSCAPE ARCHITECTS • SURVEYORS 1 1 1 1 1 Page 2 of 2 Superior Walls of America, Ltd. October 22, 1993 Project No. 931197-01 ,If there are further questions concerning this, please do not hesitate to call. Sincerely, r., 1 Galen C. Collins, PE Project Manager ' Structural Engineering 1 1 1 1 1 1 1 1 GCC ENC193119701. fot1121 1 1 1 1 1 1 1 1 1 1 1 1 1 • .•d j RETTEW Associates, Inc. 3020 Columbia Avenue, Lancaster, PA t 7603' (717) 394.3721' FAX (717) 3941063 October 2, 1996 Mr. Melvin Zimmerman Superior Walls of America, Ltd. P. O. Box 427 Ephrata, PA 17522 RE: Superior Walls - Loads used in Calculations Project No. 951208-01 Dear Mr. Zimmerman: You have asked me to state the loads used in the design of the Superior Walls wall system. That is a difficult question to answer because if we say we use 40 pounds per square foot (PSF) load for the first floor live load of residences (per BOCA requirements), that does not mean that the wall is limited to that. Probably of more use to Code officials is the following: The 8'-2" high walls have been tested according to SOCA testing requirements, and have successfully passed the test for a maximum liquid pressure (caused by soil pressure) of 60 pounds per cubic foot (PCF): To obtain the 60 PCF rating; the BOCA test required that the wall be loaded to 2.5•times the 60 PCF (or 150 PCF), the load had to remain for a certain number of hours, then the system had to rebound a set amount for the wall unit to pass the test. The test was monitored both by RETTEW Associates, Inc. (me personally) and by Dr. Stutter of Lehigh University Testing Laboratory, and we both attest that it met the BOCA requirements, and therefore successfully passed the test for the 60 PCF rating. Exact requirements for the test can be supplied, if necessary. Based on the those tests, the 10' walls will safely carry a 38 PCF liquid pressure, although Superior Walls conservatively rates them at 30 PCF liquid pressure. • Concerning vertical loading, the walls can safely carry more than 4,000 Pounds per lineal foot (veryfew residences have loads of this magnitude) in addition to concentrated loads where additional studs are. added. • If the walls are exposed to wind, they can carry a wind pressure with a bending force (i.e., • moment) equivalent to a 60 PCF liquid pressure, which is a sizable amount. This assumes that the wall is adequately designed against uplift. • Mechanicsburg. PA. ENGINEERS • PLANNERS • LANDSCAPE ARCHITECTS • E:NVIRONMENTAL CONSULTANTS • SURVEYORS Quality Engineered Through Commitment 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Page 2 of 2 Superior Walls of America October 2, 1996 Project No. 951208-01 All of the above assumes that the Superior Walls are supported on crushed stone as specified by Superior Wallsof America. If there are any other'questions please do not hesitate to call. • Sincerely, Galen C. Collins, PE Project Manager Structural Engineering 11,195195120601%4in ngth.lvy m! 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 9' & 10' WALL LIMITATIONS NOTE: Bolt sill plate according to chart below and backfill with stones. Construction adhesive recoarunended under sill plate. CAUTION Maximum backfill hcightis9' Stolle Mind Soil backfill above tones or stone height ee backfill chart 2xlOSill plate recomended (Backfill chart) Fill Stones 9' 5' 8' 3' 7' 0' Concrete floor 4-6' qf, $t,ptles 1. See Site Preparation Booklet for soil chart, use caution when backfilling with exspansive soils. 2. Always slope ground away from the foundation, according to Code, or 1" per foot. 3. The 9' and 10' wall puts additional stress on the sill plate and floor joist connections. The nailing procedures are extremely important, and must be strictly adhered to when connecting the super -structure. 4. It is the builders responsibility to provide proper site conditions, soil must not exceed thirty pounds per cubic foot equivalent fluid pressure. Backfill may require stones according to chart above. These procedures provide pre-engineered foundation design, to be used as a guide for backfilling. The tabulated information is based on past experiences, and must be followed for super -structure connection. SUPERIOR WALL CONNECTION STANDARD OVERDIG PROCEDURE #1 Standard overdig 24" S' Maximum overdig span N rgin Soil Virgin Soil 4e 8„ BLOCK CAN BE USED FOR FROST WALL #3 �— i kamem Brick ties cast into the precast wall helps to tie the block wall into the precast wall I T 1;'Q 0 0 0 U 0 .1 1 I LENitL 1 0 Caine rooting Virgin Soil Virgin Soil The block lintel can span the over dig and be supported by a ledge on the superior wall. EXCESSIVE OVERDIG PROCEDURE When supporting a connecting wall on a concrete ledge on an 8'2", 9', or 10' Superior Wall, the wall can spand accross a 5' overdig. (See drawing # 1) If the overdig is over 5' use a concrete support. (sc.draµing#2) This concrete support can also be use ifthe ledge on the wall is missing or at the wrong position. When the frost walls are planned using block walls, a lintel can span the 5' overdig. However ifthe overdig is more then 5', use a support as shown on drawing # 2, or use the details on drawing # 3. (Ref. Builder Site Preparation, Page 2). 1 1 1 1 1 1 1 1 1 1 1 1 1 CHIMNEY SPECIFICATIONS WALL DIMENSIONS NOTES: Calculated weight of 25' high chimney 48,565 lbs. With 4" of crushed stone under the Superior Wall, the soil must have a safe bearing value of 2,600 pounds per square foot (PSF). With 5" of crushed stone under the Superior Wall, the soil must have a safe bearing value of 2,400 PSF. h:1951951208011CHEM NEY %%%%%%%%%% }Uj ip% of MP.4 AtZr 9 /6/9'6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 March 31, 1989 Mr. Melvin Zimmerman Superior Walls of America, Ltd. P.O. Box 427 Ephrata, PA 17522 :RE: Brick Ledge Calculations for 8'-2" High Wall Project No. 88313-02 491.8 AsSociates Inc Lanraster Lemoyne Dear Mr. Zimmerman: We have completed calculations for a standard brick ledge with 30' height of brick placed on the brick ledge. These calculations were performed in accordance with Building Code Requirements for Structural Plain Concrete (ACI 318.1-83) and Commentary. Our calculations indicate the brick ledge is capable of carrying the specified load as long as there is no construction joint between the face concrete and the brick ledge concrete. Proper fabrication is very important even though the tensile and shear stresses in the concrete are quite low. If the fabricators of Superior Walls follow your brick ledge fabrication instructions explicitly, the brick ledge appears adequate for the design load shown. There is one limitation if brick ledges are used with full backfill height, the equivalent fluid pressure of the soil backfill should not exceed 55 PCF. In many areas of the country, soil backfill pressures are not over 45 PCF. Sincerely, RETTEW ASSOCIATES, INC. Galen C. Collins, P.E. Chief Structural Engineer Engineers • Landscape Architects • Planners • Surveyors 3020 Columbia Avenue, Lancaster, PA 17603 (717) 394-3721 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 July 21, 1988 Mr. Melvin Zimmerman Superior Walls of America, Ltd. P.O. Box 427 Ephrata, PA 17522 RE: Frost under Brick Ledge Project No. 88313-02 Dear Mr. Zimmerman: It is our opinion that frost will not cause a problem with the Superior Walls Brick Ledges. This is based on the fact that the slope of the brick ledges is not too far from vertical; therefore, the vertical forces applied will be resisted by the weight of the Superior Walls Panel and the house above. In the past, we have used a similar detail at the bottom of DRYVIT facings on block walls. The DRYVIT protrudes about 3" beyond face of block, extends slightly below grade, then we use a sloped piece of concrete which looks very similar to a brick ledge to resist frost damage on the DRYVIT. We have no record of any damage to the DRYVIT facing, which is much more fragile then brick; therefore, we see no reason why the brick ledge on the Superior Walls Panels should be any problem. If you have further questions concerning this, please do not hesitate to call. GCC/dmh Sincerely, RETTEW ASSOCIATES, INC. / Galen C. Collins, P.E. Chief Structural Engineer Engineers • Landscape Architects • Planners • Surveyors 3020 Columbia Avenue, Lancaster, PA 17603 (717) 394.3721 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ARCHITECTURAL 7• TESTING r' `-: INC. 130 Derry Court • York, PA 17402-9405 web www.testati.com • Facsimile 717.764-4129 • Telephone 717-764-7700 PERFORMANCE TEST REPORT Rendered to: SUPERIOR WALLS OF AMERICA, LTD. 937 East Earl Road New Holland, Pennsylvania 17557 Report No.: Test Dates: Thru: Report Date: Expiration Date: 01-35597.02 09/27/99 09/28/99 03/30/00 09/28/03 Project Summary: Architectural Testing, Inc. (ATI) was contracted by Superior Walls of America, LTD. to perform Structural Ledge Load tests not exceed 36,000 lbf. on insulated precast concrete stud wall panels. The following report includes a general description of the stud walls and all test results including photographic documentation. Scope: Type of Test: Uniform and Points Load (Weight Bearing) Ledge Tests. Procedure: The wall panel was installed into a steel test frame in the inverted position. A hydraulic jack and load cell was employed to exert and measure loads on the ledge of each specimen. The steel frame provided lateral support at the top and bottom edges of the panel as well as continuous support for the vertically applied test load. Purpose: To determine point of failure up to 36,000 lbf. Specimen Description: All specimens were 4' x 4' pre -cast concrete wall panels formed with 2-1/4" x 6-3/4" integral concrete studs spaced on 24" centers. Overall thickness of each panel is 10" with a 1-3/4" thick outside face. Reinforcing with deformed steel bars consists of a #4 bar located near the interior side in each concrete stud and a #3 bar in the top and bottom panel edges also located near the interior face. Ledges were formed as an integral part of the wall. The size and location of the ledge for each specimen is further described below. General Note: Panels were poured 28 days prior to testing. Specimens #1 and #2: 4' 0" long by 6" wide ledge with uniform load across entire ledge (Reference Sketch No.1 and Photo No.1). Specimens 113 and #4: 1' 8" long by 4" wide ledge (10" load plate at center of ledge). (Reference Sketch No.2 and Photo No.2). Specimens #5 and #6: 1' 8" long by 4" wide ledge (10" load plate at outer edge of ledge). (Reference Sketch No.3 and Photo No. 3). Laboratories in Pennsylvania, Minnesota & California 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TEST RESULTS September 27 and 28. 1999 01-35597.02 Page 2 of 3 Specimen #1: Results: Failure occurred at 31,000 lbf. Mode of Failure: Entire ledge along with top half of panel broke away from rest of panel. General Note: Prior to testing Specimen #2, a 4' 0" long by 1/2" thick piece of drywall was applied to the ledge to create a more uniform load. Specimen #2: Results: Failure occurred at 29,000 lbf. Mode of Failure: Entire ledge broke away from rest of panel. Specimen #3: Results: Specimen reached 36,000 lbf, with no visible damage. Specimen #4: Results: Specimen reached 36,000 lbf with no visible damage. General Note: Prior to testing Specimen #5, noted hairline crack around bolting saddle on top ofpanel closest to ledge. Specimen #5: Results: Failure occurred at 26,000 lbf. Mode of Failure: Crack in skin across top of ledge running diagonally towards bottom opposite comer of panel (Reference Photo No.4 and No.5). Specimen #6: Results: Failure occurred at 29,000 lbf Mode of Failure: Skin peeled off face of panel and cracked along top and inside edge of ledge and extended to bottom panel (Reference Photo No.6). 1 1 1 1 1 1 1 1 1 1 1 1 01-35597.02 Page 3 of 3 Summary: Test results indicated above represent the wall specimen's ultimate capacities to resist laboratory -applied loads as indicated. 100% of the pre -cast wall section _strength is available to resist the test loads applied to the wall ledge. Test results do not account for the interaction of multiple loads that may be imposed in actual construction applications. Evaluation of a specific application requires qualified engineering analysis that considers the combined stresses from all applied loads, code permitted stresses applicable to the materials and construction and, appropriate factors of safety. A copy of this report will be retained by ATI for a period of four years. This report is the exclusive property of the client so named herein and is applicable to the sampled tested. Results obtained are tested values and do not constitute an opinion or endorsement by this laboratory. For ARCHITECTURAL TESTING, INC. • Joseph ' i . e Direct + ' oj-ct/Curtain Wall Testing CWH:pag 01-35597.02 Craig H. agner, P. Senior Project Engineer �a� 1 1 August 1, 1988 1 1 1 1 1 1 1 1 1 1 1 Mr. Carl Martin Superior Walls of America, Ltd. PO Box 427 Ephrata, PA 17522 RE: Beam Pocket Allowed Load Project No. 88331-04 Dear Mr. Martin: Rcttew Associates, Inc: Lancaster & Lemoyne' Assuming a 26' by 36' one and a half story house with clapboard siding, second floor bedrooms, a 26' roof span, and a center floor support for the first and second floors, the Superior Walls beam pocket is capable of carrying the load (approximately 10,000 lbs.) bearing on the beam pocket . This assumes a basement beam span of 18' (a post at center of basement). In addition, the footing material will not be over stressed, assuming a safe soil bearing capacity of 2,000 lbs. per square foot and a minimum of 4" of crushed stone below the wall. To summarize, when using BOCA loads, the capacity of the beam pocket is not exceeded by the above described building, and the Superior Wall should give satisfactory structural performance for the life of the structure. call. If there are other questions, please do not hesitate to GCC/dr i.RrClts r tr PR F‘tS11111111. .yC01'L1NS EN6IMFER Y!►i / 14s 15233 E ; , r Af s y t.�I f/ .. ,2. Sincerely, RETTEW ASSOCIATES, INC_ Galen C. Collins, P.E. Chief Structural Engineer i Engineers • Landscape Architects • Planners • Surveyors 3020 Columbia Avenue, Lancaster, PA 17603 (717) 394.3721 3" BEAM POCKET 5-114" 114 5.. A 2" 6" STONE 2" STONE WHEN WALL JOINT IS AT LEAST 2'-0" AWAY FROM BEAM POCKET 2 Studs 3 Studs 4 Studs 5 Studs 6 Studs BEAM LOAD 13,000 lbs. 16,000 lbs. 22,000 lbs. 26,000 lbs. * 30,000 lbs. * * When load exceeds 18,000 lbs., a column pad or poured concrete footer is required below the load. If wall joint is at the beam pocket, the maximum load is 10,000 lbs. unless a column pad is used under the studs supporting the load. 1 1 1 1 1 1 1 1 1 1 1 1 SLAB CONNECTOR FIELD DETAILS Use this procedure when back fill is less than 6", and when stacking walls. Place SWA shear connectors in studs in footer beam to lock bottom of wall into slab. The shear connector can easily be bent down before pouring floor. MANUFACTURING DETAILS FORM LID 21/2" 21/2" STUD DIVIDER PLATE STUD LATH Bend SWA Shear Connector and hook into rebar in stud o� : •1 GISMO orlssIar+ H TONN rENGIRIER PE•e35545 E _vS Yt.-s1 MAY.( 71995 SUPERIOR WALL TWO-HOUR FIRE WALL On March 25, 1996, SUPERIOR WALL Panels were tested for a fire endurance rating of 120 minutes, Project No. 15524-99645 by Omega Point Laboratories, Inc. The report by Omega Point Laboratories states that the test was conducted according to ASTM E119 -95a, which is identical or very similar to standard test methods UL 263, UBC 43-1, NFPA 251, and ANSI A2.1. The test specimen had two layers of 5/8" Type X Gypsum Wall Board (with joints staggered) attached to the furring lath on the inside face of the concrete studs. The specimen was not tested with fire on the Gypsum Wall Board side of the wall since the two layers of 518" Type X Wall Board is known to produce a two hour fire rating. When connecting two adjacent panels, use one bead of two-hour fire caulk on the concrete face connection. Having seen the Omega Point Laboratories test report, I can attest to the fact that the fire test was conducted using fire on the concrete side of the wall only. If you need additional information, please call SUPERIOR WALLS OF AMERICA, LTD. (717-626-9255). H:95\9512080112 hou r, wa l AN INDEPENDENT ENGINEER SEAL e • �• �� . A .IS ERE,$1i+t ShIPAL 11, asik GALEN C. COLLIN t.ENGI EEt >;o. 1523J•E .,, "",00 1 .! F/71g 1 1 1 1 1 1 1 1 1 1 1 1 1 2 HR. FIRE WALL CROSS secrloN NOTE I: Apply two Layers of 5/8" Type X Wallboard. Stagger joints. For base layer use 1 1/4" type W screws 16" O.C, and for face layer use 1 5/8" type S screws 12" O.C. 2x4 Cast or drilled hole for1/2"dia 11'edgc type Anchor. bolt eve 4' PENNSYLVANIA Engineer's Seal applies only to Superior Walls and their attachment, not to the fire wall extended above Superior Walls. H channel horizontal and vertical or at all scams Angle spacer clip fastened to the stud but not to the fire rated dr)x'all to maintain 1" space 2 pieces of 1"x 2' x 9' dry wall 1" space on both sides 2x4 Channel 1/2" dia bolt cvcry 4' 1 x 2 bridging lath Nail 2 x 4 into sill plate with 3-12d nails every 4' 518" type X \ 'allboard (see note) Superior Walls with 1 3/4" face shell thickness 1" Rigid Fiberglass board R&D page 20 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PRECAST LALLY COLUMN PAD 24" X 24" Reinforced Precast Laity Column Pad Superior Wails 5000 PSI Concrete with 4 # 3 Rebar Depth of Bearing Bearing All owable Column Load, Kips Stone, in. Width, in. Area, ft2 Based on Soil Bearing Capacity, psf' 3000 2000 0 24 4.00 12,000 lbs. 8,000 lbs. 4 28-5/8 5.69 17,060 lbs 11,375 lbs. 6 30-15/16 6.64 19,9251bs. 13,285 lbs. 8 33-1/4 7.67 23,015lbs. 15,340 lbs. 10 35-112 8.77 26,3201bs. 17,550 lbs. 12 37-7/8 9.95 29,850 lbs. 19,900 lbs. See Superior Wall "Builder Site Preparation Booklet" Page 3 and 4 "Table 1 - Types of Soils and Their Design Properties", or Superior Wall "Inspection Procedure Support Data" book. 4 43 rebar pad size 24" x 24" x 4'h" Soil Bearing Area 14" crushed stone 6" crushed stone 8" crushed stone 10" crushed stone 12" crushed stone EXAMPLE: When using 12" of stones under the precast pad, a load of 19,900 lbs can be safely loaded on the reinforced pad with 2000 psf soil. t Ti-�r 1,f�NIA C= �D . ►r, � RIT1EW 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Associates, Inc. November 6, 1995 Mr. Carl Martin Superior Walls of America, Ltd. P. 0. Box 427 Ephrata, PA 17522 Dear Mr. Martin: 3020 Columbia Avenue, Lancaster, PA 17603 • (717) 394-3721 •FAX (7i 7) 394-1063 RE: WaII Bearing Capacity for Point Loading Project No. 951208-01 Based on my calculations, the allowed concentrated loads on the Superior Walls should be as follows: 1. For a single stud, 10,000 pounds. 2. For a double stud, 13,000 pounds. 3. For a triple stud, 15,000 pounds. The double and triple stud loads are governed by the bending in the footer bond beam due to footing pressure. The more studs that are added side by side, the shorter the span of the footer bond beam. We have assumed that the load is carried by a 4' length of wall. The above loads are dependent on the following: A. A wall joint must not be closer than 2' to the concentrated load. B. With the exception of the concentrated load and the self weight of a stud wall with siding, the wall is to be a non -load-bearing wall for 2' each side of concentrated load. If a brick wall is supported on the Superior Walls basement wall, then the allowable loads shown above must be reduced. C. The crushed stone base is of sufficient thickness to transfer the load to the soil without exceeding the allowable bearing pressure of the soil. Although testing might indicate that the wall is capable of more load, we cannot be sure, so the above calculated loads are our recommendations. •Mechanicsburg, PA• ENGINEERS • PLANNERS • LANDSCAPE ARCHtTEC1S • ENVIRONMENTAL CONSULTANTS • SURVEYORS Quality Engineered Through Commitment 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Page 2 of 2 Superior Walls of America, Ltd. November 6, 1995 Project No. 951208-01 The allowable concentrated said loads listed above, limit the bearing on the crushed stone to about 4,500 PSF, which is well within its 6,000 PSF capacity. For concentrated loads above 15,000 pounds, special concrete footings must be designed for use directly below the load arca. Sincerely, Galen C. Collins, PE Project Manager Structural Engineering I:L951951208011studcap.gcclpzh 004' 'd rioo0 110 1 1 1 1' 1 1 1 1 1 1 1 1 1 1 May 20, 1988 Mr. Melvin Zimmerman Superior Walls of America, Ltd. P.O. Box 427 Ephrata, PA 17522 RE: Superior Walls Load; Tests Project No. °87310--01. 491.01' •Dear Mr. Zimmerman: This letter is to attest to -the fact that 1 was present during the load tests as noted in Lehigh University Fritz •Laboratory Report Number 200.87.914.1. Ther"Summary and Conclusions":shown on page 5. of the.above mentioned report is correctly stated and 1.. quote it below: "SUMMARY AND CONCLUSIONS' The wall unit was Toad tested to twice design load and exhibited satisfactory recovery immediately after the load was removed. The same unit -was loaded to 2.5 times the design load and was able.to•support this load without failure. 'The unit tested,meets the loading and recovery requirements of The BOCA National'Building Code 1987 and the. 1988 Supplement for.twice.design load based on GO lbs./ft.3 design pressure:. The loading.5•times design load did not .produce failure. and .thus 'the, ultimate strength require- ments of the BOCA Code were -also exceeded. " S i'ncere1y, . RETTEW..ASSOCIATES, INC.. GCC/jad Galen Collins,:•P.E. •,Ch'ief: Structural . Engineer 1 1 1 1 1 1 1 1 1 1 1 1 1 1 RETTEW Associates, Inc. May 17, 1994 Mr. Carl Martin Superior Walls of America, Ltd. P. O. Box 427 Ephrata, PA 17522 Dear Mr. Martin: 3020 Cnlu bia Avenue, Uneasier, PA 17603 • (717) 304.3721 • FAX (717) 30.1.1063 RE: Overdig•Under a Precast Concrete Lintel Project No. 931197-01 We have performed calculations to check the allowable overdig (see attached sketch titled CONCRETE BLOCK CONNECTION and numbered 491' 13) when using a garage wall of concrete masonry units (CMU) supported by two 4"x 8 (nominal) precast lintels. Our calculations were done according to the Building Code Requirements for Reinforced Concrete (ACI 318-89). The IinteIs were checked for the proper reinforcing, concrete shear, and concrete bearing on the 4" ledge cast into the 8' basement wall panel. We have checked the lintels specifically for this use, using the 4" of end bearing on the 8' or 10' high Superior Walls units. We have assumed two nominal 4" x 8" lintels made with 3,000 PSI concreteand reinforced with one //4 Grade 60 bar in the bottom of each 4" x 8" lintel. We have found them to be structurally sound for this usage when conforming to the design .results indicated below. Our design covered three different scenarios with the following results. • BUILDING NO. 1 ASSUMPTIONS: A 24' wide ONE -story garage with no interior supports. A 4" thick brick facing on wood or metal stud backup. RESULTS: MAXIMUM OVERDIG = 4' ivtechanicsberg, PA • Sterling, VA • ENGINEERS • PLANNERS • ENVIRONMENTAL CONSULTANTS • LANDSCAPE ARCHITECTS • SURVErons 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Page 2 of 2 Superior Walls of America, Ltd. May 17, 1994 Project No. 931197-01 BUILDING NO. 2 ASSUMPTIONS: A 24' wide TWO -story garage with no interior roof supports. A center support beam for the second floor. Vinyl or wood siding on wood or metal stud backup. RESULTS: MAXIMUM OVERDIG = 4' BUILDING NO. 3 ASSUMPTIONS: A 24' wide ONE -story garage with no interior supports. Vinyl or wood siding on wood or metal stud backup. RESULTS: MAXIMUM OVERDIG = 5' If you have questions concerning th .above, please do not hesitate to call. Sincerely, fl Galen C. Collins, PE Project Manager Structural Engineering Attachment ENG193119701.dig1131 7/71-- 1 � Superior Walls* 1 1 1 1 1 1 1 1 1 1 The Energy Efficient Precast Wall System for the 21st Century WOOD WALL JOINED TO SUPERIOR WALL' .4,yly11S 1711 '111 k1;‘,Cc 11094 f 9UR 'VR11ti7 This is a standard procedure that has been used since the conception of superior wall in 1982. By using a wood 2 x 8" or a 2 x 10" treated stud on the end of the superior wall provides a nailer for the connection, and the sill plate ties the two walls together at the top. ['goad trig Superior Walls of America, Ltd. • P.O. Box 427, Ephrata, PA 17522-0427 • Ph. (717) 733 -WALL Shipping: 545 East 28th Division Highway, Lititz, PA 17543-9766 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SUPERIOR WALL JOINED TO EXISTING WALL Footer line • ■ a w ■ ■ ■ ■ , 1 ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ la ■ 2 or 3 connecting pins Pin the Superior Wall to the existing wall at top of wall, place another pin close to the bottom of the wall. This will help to hold the Superior Wall in position until the gap between the Superior Wall and the existing wall is closed with concrete. These pins will add support to this filled in area after gap is filled with concrete. After the concrete slab is poured, the floor deck properly connected, then the backfill can be completed. Ref. drawing for details. 0 Pour concrete to fill void of "/" rebar top to bottom fy: . 1" insulation 2 x form • • A • • • • Existing wall or foundation NEW JERSEY 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SUPERIOR WALL CONNECTING TO WOOD WALL Wood wall Thickened slab footing End view Concrete slab The Superior Wall can be connected to a wood wall that is on a concrete thickened slab or footer. The concrete footing or thickened slab must be frost protected as any other footing. A special wood end is cast on the Superior Wall, or a wood end can be bolted on the concrete stud of tl ie superior wall. This procedure is used fora walk out basement where there is no backfill. The Superior Wall must be installed first, then the footer or concrete slab can be poured, and preparation made for framing the wood wall: This procedure is shown in CABO which is reconized by the three national reconized model codes. 1995 CABO (Fig. 403.1 - 403.1c - 4033a) Concrete slab PYYI11 tt cc 09,i iy b. l ] yh 45. •••••' `l aa1 1998 Heading 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PROCEDURES TO FIELD CUT PATIO DOOR Band joist Sile plate Concrete Stud 1 • • I "Extruded Dow Polystyrene • 6' Max. • • Footer beam If door opening was missed or added, it can be field cut. It is important to add a header above the open- ing using two joist to transfer the load to the nearest concrete stud. Site the lumber and install with back up. Nail the header joist together securely, and also nail securely into the band joist. When a two story home is framed on this header, add the third aditional joist. Frame the door opening with the side jams run- ning to the bond beam as shown on drawing. Ifhouse is already framed, a special header on the inside of the wall will be required. Note drawings for details. Band joist Added header Sill plate PENN ,VANIA TROUBL iOOTING&REb'ERENCEMANUAL 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 FIELD CUT BEAM POCKET SUPERIOR WALL PANELS Concrete Stu Washer do Nut 1"Extruded Dow Polystyrene 1 1 4 x ,l Place lally column pad when two story home A beam pocket can be field cut by cutting out the bondbeam ofthe precast wall. Install three studs as shown on the drawing. Place the studs under the pocket by cutting the concrete studs on an angle to fit the footer beam. Run %2" all -thread through studs as shown. The studs can be placed at any position between the standard 2' OC studs. If the beam falls on the standard stud, cut the stud at the desired height and place two studs along side ofthe stationary stud. ( SEE DRAWING ABOVE ) IF YOU HAVE ANY QUESTIONS PLEASE CALL - 717-351-9255 PENNSYLVANIA .w \. v I o �e.:11STER^ :17(-) PRIIFES131 ,PAUL H. EP JR, DEC 10 1999 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CONCRETE BLOCK CONNECTION Below local frost depth 491.I3 Concrete Floor Floor Joist Concrete Footer H. 16" Min. Lintel support 4" Ledge Overdig area 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SUPERIOR WALLS WATERPROOFING & DAMPPROOFING Superior Walls precast foundation system was designed and engineered to he a watertight foundation, to create a warm, dry and 1 iveable basement. The CODES encourage the use ofnew methods and materials by presenting the purpose to be accompl i shed, rather than a method to be fol lowed. (Ref. BOCA PREFACE). BOCA allows the user the widest possible freedom for approved methods and materials, not to hamper developement (Ref 1996 BOCA 18113.2.2) The special formulated concrete mix design and advanced casting techniques result in a system that is watertight. This concreteis designed for protection against degradation orspa lling even when exposed to the m ost severe soil or weather conditions. The styrofoaminsulationbonded tothe concrete, inside where it is protected, adds to the water tightness of the foundation and also offers additional dampproofing characteristics. According to ACI water permeability is a direct function of the water/cement ratio. A lower water/cement ratio results in1owerpernneabi1ity. Superior Wal !s concrete rn i design specifies 6781 bs. of cement to 225 lbs. (max) of water, giving a water/cement ratio of.33 according to ACI 3I 8-16 table 4.5.2. The max water/cement ratio for concrete intended to be watertight is 0.50. Superior Walls' concrete design ratio is well below this requirement and therefore considered dampproofed and waterproofed according to an approved method. See 1996.BOCA (1901.1) (1901.2) (table 1907.1.2 (2) (1813.3.2.2) (1813.4.1.I) (1813.5). Panel joints are sealed with a one part polyurethane sealant meeting federal specifications. This requirement specifies that the sealant be a nonsag gun grade compound, resistant to50%joint movement. One bead between each panel, then after panel is bolted top and bottom, another bead on the outside and another bead on the inside ofwall. Standard procedures for Superior Wal ls foundations is to pl ace a 4" diameter drain pipe 1ft. from . the base ofthe wall. The pipe is drained to daylight or to a sump pit. This will prevent ground water from collecting against the basement wall, which would create a hydrostatic pressure condition against the wall and also ahydrostatic uplift on the floor slab. SuperiorWalls ofArnerica does not require any tar or bituminous material coating on the face ofthewal1. Inthepast 10 years,thousandsoffoundationshavebeeninstalledwithoutanyadditional coating. Some were installed in veryadverse conditions without any unfavorable results. ■ NOTE : For env ioronmental reasons bituminous materials are not recommended. Ifthere are anyquestions regardingthis issue, please call Superior Wal Is ofAmerica, 1 -717 -626 -WALL, 1 -800 -452 -WALL. 1 PAGE 17 WATER PRO 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 E /Ink AFFILIATED ENGINEERING SERVICES, P.A. 1921-A BOULEVARD STREET GREENSBORO, NC 27407 TEL (910) 854-2480 FAX (910) 854-2761 January 23, 1997 RE: Watertightness or Waterproof of SUPERIOR WALL Foundation System Superior Walls of America is a manufacturer of precast concrete insulated foundation walls. The system consists of a continuous 2" thick face shell, concrete studs @ 24" o.c., rigid insulation and continuous top and bottom beams. Panels arc bolted together at the top and bottom beams. Superior Walls has asked AFFILIATED ENGINEERING SERVICES to investigate the watertightness of their wall system. There are three major concerns in determining the watertightness of the system: the permeability of the concrete face shell, the caulking material at panel joints, and subsurface draining. Permeability is a direct function of the water/cement ratio, a lower water/cement ration results in lower permeability. Typical ratios forair entrained concrete arc in the rage of 0.35 - 0.54. Superior Wall's concrete batch design specifies 611 lb. of cement to 244 Ib. or water, giving a water/cement ratio of 0.40. According ACI 318-83 Table 4.5.2 the maximum water/cement ratio for concrete intended to be water- tight is 0.50. The specified ratio of 0.40 is within this requirement and therefore the concrete face shell is watertight. Panel joints are caulked with a one part polyurethan sealant, meeting federal specification TT -S -230-C, Type II, Class A. This requires that the sealant be a non -sag, gun grade compound resistant to 50% total joint movement. Superior Wall specifies that a 3/8" bead of caulk be placed 1/2 inch from the outside edge of panel before placing the next panel. After the panel is placed , an additional caulking bead is placed on the interior joint after the panels have been bolted together. Superior Wall requires that a 4" diameter perforated drain pipe be installed around the base of the wall. The pipe is placed in a bed of gravel and drains to daylight or a sump pump. This measure will prevent leakage by preventing groundwater from collecting against the basement wall. ' Based on the ACI Standards and the construction details described above, we believe the Superior Walls of America product should be considered watertight. Sincerely, AFFILIATED ! ERING SERVICES P.A. Ralph Ton RE r. r.91.14. . �O ;l�LPH L. TONN �1fy'�e+r_f+1'rFy'{�1'y R -035545•E 9? 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Superior Walls of America, Ltd. P.O. Box 427 Ephrata, PA 17522 RE: Superior Wall Wind Load Project No. 921227-01 Tested for Equiv. Fluid = 60 PCF M=.1.283WL = .1283 (60 x 8 x 8/2) 8' 1970.71b.(L wL2 M-- 8 =1970.7 w = 1970.7 181 =246 PLF (8) 2 RT 8' Ra 312.09 September 14, 1992 = 246 PSF = Equiv fluid converted to uniform load Assuming a 160 MPH Wind: q= = 0.00256 k= (IV)2 q= - 0.00256 (1.20) (1.05 x 160 mph)2 — 87 PSF required by: ASCE 7-88, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES E 8' x 60 = 4801b) Based on the Superior Walls load test of May 20, 1988 , the wall can carry an equivalent fliud pressure of 60 PCF. Based on the test of May 20, 1988, Superior Walls can carry a uniform load of 246 PSF. The ASCE 7-88 bldg. code requires an 87 PSF design load for a 160 mph wind. If the top and bottom of the Superior Wall can be supported to resist it, the Superior Wall itself is capable of carrying 246 PSF of wind load. With a wood plate and wood ,trusses on top of the wall, a connection to develop forces of this magnitude (246 PSF) is impractical. However, we believe a connection may be able to be developed to resist 87 PSF. If there are questions on the above, please do not hesitate to call. Sincerely, Rettew Associates, Inc. rt,l.Q-'1��� Galen C. Collins, P.E. Project Manager Structural Engineering 31102 19 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 OdleId Associates Inc. OtficefLaboralory Design. Research. Testing Affiliations Attentjon: Company: Address: Subject Regarding; Phone: Fax: From: Project Memo: Date: 2709 East 25th Street Minneapolis Minnesota 55406 612 721.2455 721.2457 (F) Acoustics ASA Audio IES Video AES Lighting ASTM Daylighting ANSI Human Factors IFMA SID Steven J. Orlield Richard G. Pierson Fred G. Hewitt David M. Berg Zhonghu Lt B. J. Alexander MEMORANDUM Carl S. Martin, Tech. Service Dir. Superior Walls of America, Ltd. P.Q. Box 427 Ephrata, PA 17522-0427 Calculated STC Values for Superior Wall Concrete Basement Insulated Panels Mechanical Concerns (717) 626-9255 (717) 626-7319 Paul L. Tan, Sr. Consul SW-STC1 November 28, 1995 We have examined the estimated STC performance of the following scenarios per your request: • Scenario 1: O Scenario 2: o Scenario 3: • Scenario 4: • Scenario 5: Standard wall (Superior Wall) as detailed in cross section provided. Same as above + one layer 5/8" drywall on interior side of 3/4" thick wood lath. Same as above + R-11 unfaced fiberglass insulation • in stud cavity. Same as above + one layer 5/8" drywall on furring lath on exterior concrete side of wall assembly. Same as above with 1/2" drywall instead of 5/8" drywall. Superior Wall - STC Performance 1 Qrfield Associates. Inc. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Please note that the calculation results given below are estimates based on established calculation methodology for determining estimated STC performance of different contraction materials. Valid STC values can only be determined by actual laboratory testing in an accredited product testing Iaboratory. This however, does not take into account as -built conditions such as wall penetrations, edge details, etc. In order to determine the performance of an installed assembly, a field sound transmission classification test (FSTC) should be made. We strongly recommend that this should be done to determine the validity of the calculated results. The table below shows the estimated STC performance of each scenario without insulation,' and with 3" or 6" thick, 2 to 3 pcf density mineral wool blanket in the stud cavity. Scenarios 1 to 5 represent the different schemes that we were asked to examine, and Scenario 6 represent our recommendation to attain a minimum STC of 60 based on telephone discussions with Mike Johnson, Metro Materials, Inc. (Des Moine, IA). STC Table Scenario # w/o fuzz 3" fuzz 6" fuzz Scenario 1 46 53 - Scenario 2 46 - - Scenario 3 - 53 - Scenario 4 4$ „ Y i Scenario 5 48 55 Scenario 6 4857 61 Scenario 6 is composed of a typical Superior Wall panel with an additional 5/8" thick dry -wall attached to the outside face of the existing 3/4" thick wood lath, retaining a clear 6" stud cavity. By adding one layer of 6" thick, 2 to 3 pcf density mineral wool insulation to the cavity, we are able to attain a theoretical STC performance of 61. This is assuming that there are no windows or doors on this wall, and that the construction is airtight with special care given to acoustically sealing all wall penetrations and edge conditions. Superior Wall - STC Performance 2 Corfield Associates. Inc; 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ■ The presence of any openings such as doors or windows will yield a dramatically lower overall wall STC performance. In other words, the composite or combined STC of the wall+door+window combination will likely be lower than the STC of the wall when measured or calculated individually, due to the lesser STC performance of most doors and windows. In order to maintain an STC of 60 or 61, any door or window 'present should match the performance of the wall — this is very expensive and impractical for most applications. This conclude our subject memorandum. If you have any questions or would like for us to send you a proposal for doing additional testing, please give us a call. ea Mike Johnson, Metro Materials, Inc. Fax No: (515) 246-8434 Superior Wall - STC Performance 3 Orfield Associates. Inc.. 1 1 1 1 1 1 1 1 1 1 1 1 1 Bostik March 25, 1993 Superior Walls of America, Ltd. P.O. Box 427 Ephrata, PA 17522 Gentlemen: We hereby certify that Bostik's Chem -Calk 915 One -Part Urethane Sealant, passes Federal Specification TT -S -00230c, Type 2, Class A and all of its existing requirements and conditions. We hereby certify that Bostik's Chem -Calk 915 also meets ASTM C- 920-87 Type S, Grade NS, Class 25. We further certify that the ingredients in Bostik's Chem -Calk 915 are all TSCA inventoried. Chem -Calk 915 will perform according to the specification in sealing and caulking preformed concrete panels, used in subterranean applications. If you have any further questions regarding the above product, please contact me. Sincerely yours, '6iiat----C-1) Joseph S. Am tock Business Manager, sealants JSA:gg BOSTIK, INC., 1740 COUNTY LINE ROAD, HUNTINGDON VALLEY, PA 19006 USA 7EL. 215-674-5600 FAX 215357.0460 or 215-357.0586. MIN TOTAL ■ N 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 August 2, 1995 To Builders/Home Developers: Chem -Calk 915 is a high performance, one -component Polyurethane Sealant designed for Tong -term waterproofing. It cures to a tough, flexible rubber -like substance when exposed to moisture present in the atmosphere. Bostik Chem -Calk urethane sealants were developed in the 70's to meet the expanding demands for technical sealing requirements then, and is presently meeting the demanding needs in today's construction industry. Bostik Chem -Calk 915 has been certified to meet federal specification #'s TT -S-00230, (type 2, class A) and all of its existing requirements and conditions, and ASTM C920, and is expected to provide the highest level of quality for Superior Walls application. This sealant has performed exceptionally well in testing for cohesion, adhesion and longevity. Bostik, in conjunction with Superior Walls of America, will stand behind the use of this product in the Superior Wall application for sealing subterranean precast panels. The effects on Chem -Calk 915 under normal weathering conditions, including natural UV, generally result in a surface deterioration that extends only a few mils deep. Once this condition, which is essentially cosmetic, is achieved, there are no further UV - induced effects. Below -grade these induced effects do not occur. Typically, influences below -grade would be primarily water contact. This does not mean hydrostatic head. We feel that contact with moist soil at soil temperatures does not have a significant effect on the sealant by comparison with above -grade UV influences. In subfreezing temperature the curing process continues, but occurs at a slower rate. Bostik Chem -Calk 915 has provided excellent waterproofing since its inception for the most difficult applications. Bostik supports Superior Walls of America's position that Chem -Calk 915 will outperform a masonry mortar joint. In conclusion, from past performance building owners have learned to appreciate the commitment of Bostik for this high quality product, and we do not expect any failures due to product quality in our lifetime. Sincerely, Kurt Zintner, Jr. Technical Service Manager, Construction Sealants • BOSTIK INC., 1740 COUNTY LINE ROAD, HUNTINGDON VALLEY, PA 19006 USA • TEL. 215-674-5600 FAX 215-357-0460 or 215-357-0586 ■ MINN TOTAL L V S/9.c'j 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 FILTER MEMBRANE The Filter Membrane will keep the ater tirninage 11111111111111111111111111111 IMIE111111011111111111E ■1111■■■L'1■■■ ■■■■■■►1■■ ■■■I•MI•lwlf■ untiumual s•1 OE• OE VIRGIN SOIL ■•• 7.■ ■•.■ ■ Option inside or outside If the drain pipe is on the inside of the wall as in the design (see above), a membrane covering may or may not be needed. Refer to your building inspection requirements to clarify each situation. Ifthe drain pipe is on the outside ofthe wall, a filter membrane should be used to conform to national standard codes. Floors of basements shall be placed over a base course not less than 4 inches (102mm) in thickness consisting of gravel or crushed stone containing not more than 20 percent of material that passes allo.4 sieve. Foundation Drain: A drain shall be placed around the perimeter of a foundation consisting of gravel or crushed stone containing not more than 10 percent material that passes a No. 4 sieve. The drain shall extend a minimum of 12 inches (102 mm) beyond the outside edge of the footing, The thickness shall be such that the bottom of the drain is not higher than the bottom of the base under the floor, and the top of the drain is not less than 6 inches (152 mm) above the top of the footing. The top of the drain shall be covered with an approved filter membrane material. Where a drain tile or perforated pipe is used, the invert of the pipe or the tile shall be not higher than the floor elevation. The top of joints or the top of perforations shall be protected with an approved filter membrane material. The pipe or tile shall be placed on not less than 2 inches (51 mm) ofgravei or crusher] stone complying with section 1224.5.1 and covered with no less than 6 inches (152 mm) of the same material. COPYRKIFrr @ 1994 SUPERIOR WALL OF AMERICA, LTD. 680.15 680.15 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 MOBILE HOME INSTALLATION A 2 x 4 bracing system can be used to resist ground forces at the top of the basement walls. Brace the walls according to drawing below. Be certain to tie down the home for wind load. Bolt and brace home at both ends so unit cannot slide on foundation wall. If walls are exposed on one side, a special partition wall may be necessary. (See Builder Procedure Booklet.) CAUTION: The use of this bracing system has been used successfully, but it is not a standard procedure and does not constitute an endorsement, representation or warranty of any kind by SWA or its companies. The complete responsibility for results or liability rests with the project builder/contractor and their professional engineering advisors. 1" Insulation Ground force Procedures for Mobile Home Installation 2x8 Plate 0 ti Steel brace 1 F3earn Align 2 x 4 with Steel brace Properly fit 2 x 4 on 48" Centers for 8' 2' walls (24" on 10' walls) Bolt every 4' on 8' 2" walls (2' on 10' walls) 568009 1 PARTICIPATING ENGINEERS CONNECTICUT State of Connecticut Basic Building Code #BMR 002-86 Steven Winter Associates, Inc., Tom Bible, P.E., Eric Newman, P.E., Peter Stratton GEORGIA Home Buyers Warranty Corporation 2010, Peter Antinnucci, P.E. Underwriting Department, Georgia ILLINOIS Reg. Structural Engineer, Armand H. Gustaferro INTERNATIONAL BOCA, Robert McClure, P.E., David A. Bowman, P.E. MARYLAND Jim Coldwell, P.E. Howard L. Schriefer, BSME, MSE, P.E. ATEC Associates, Edward DeSantis, P.E. State of Maryland Fire Protection, Martin Jay Henna III, P.E. MASSACHUSETTS Technical Director of Public Safety, David C. McCartney MINNESOTA Engineering Evaluations, Inc., Richard R. Koehn, P.E., Brain Pashina NEW YORK NY State Uniform Fire Prevention and Building Code #53986 -MC NORTH CAROLINA Affiliated Engineering Services, Ralph L. Tonn, P.E. PENNSYLVANIA Consulting Engineer, Stefan N. Dobreff, P.E. Michael J. Gallagher Jr. P.E. Roy Garner, P.E. Gilbert Associates, Dick Pages, P.E. Lehigh University, Professor of Civil Engineering - Roger D. Slater, Ph. D. PA Society of Professional Engineers, John D. Warmer, Sec. Richard A. Mackow, P.E. Reimer Associates, Inc., Paul H. Reimer, P.E. Rettew Associates, Inc., Galen C. Collins, P.E. SOUTH CAROLINA Royal Engineering, Inc., Bruce Royal, P.E. TENNESSEE State of Tennessee, James L. Smithey, Reg. Eng. Eng -List z 0 w m @ 0 Noeq uo anut uoo) 7!m m 5 E @ CD e E2%gam �(/ • a — 5. _ 3 X; 0 J 5o 0 — .� / nom\ 3 � k 0 \� ] -o ƒ a SNOI1OadSNI ®>;IV9 .UWH3d ON 1 POSTED ON THE JOB 24 HOURS NOTICE REQUIRED FOR INSPECTIONS BUILDING PERMIT f�ARIEI.D COUNTY, COLORADO Date Issued.10 ..4rtited Area Permit No ° AGREEMENT In consideration of the issuance of this permit, the applicant hereby agrees to comply with all laws and regulations related to the zoning, location; construction and erection of the proposed structure for which this permit is granted, and further agrees that if the above said regulations are not fully complied with in the zoning, location, erection and construction of the above described structure, the permit may then be revoked by notice from the County Building Inspector and IMMEDIATELY BECOME NULL AND VOID. Use Address or Legal Description ex Setbacks Front Side Side Rear This Card Must Be Posted So It is Plainly Visible From The Street Until Final Inspection. INSPECTION RECORD ��///I Footing 0-05‘-c:z-� (X , . Foundation ' ^ Underground Plumbing , Insulationk , Rough Plumb, Drywall K ,in Chimney r,.x Ver ` ns. Electric Final (by State Inspector) /,, Gas Piping. ,,. �;, . imomplowir --0 Final Electric Rough (ByState Inspector) Septic Final Framing (To include Roof in place and Windows and Doors installed). Note: ; i ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED4BEFORE COVERING - WHETHER INTERIOR OR EXTERIOR,.UNDERGROI.�ND OR ABOVE GROUND. f \ . ' , J THIS PERMIT IS NOT TRANSFERABLE - ` 109 8th Street County Courthouse Glenwood Springs, Colorado..r APP ' OVE D DO NOT DESTROY THIS CARD , .w4x .t':lk•. IF PLA D OUT DE - COVEINITH CLEAR PLASTIC'